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1. DETAILS OF CONSTRUCTION NOT SHOWN SHALL BE OF SAME NATURE AS
<br />THOSE SHOWN FOR SIMILAR CONDITIONS. REFER TO THE TYPICAL DETAIL
<br />SHEETS FOR TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS APPLY TO
<br />ALL CONSTRUCTION UNLESS SPECIFICALLY NOTED OR SHOWN OTHERWISE.
<br />WHERE CONDITIONS REQUIRE MODIFICATIONS OF A TYPICAL DETAIL, THE
<br />CONTRACTOR SHALL SUBMIT MODIFIED DETAIL FOR APPROVAL BY THE
<br />ENGINEER OF RECORD PRIOR TO FABRICATION AND INSTALLATION. DETAILS
<br />OF CONSTRUCTION NOT SHOWN SHALL BE OF SAME NATURE AS THOSE
<br />SHOWN FOR SIMILAR CONSTRUCTION.
<br />
<br />2. CONTRACTOR SHALL CONSIDER THE PROJECT SPECIFICATIONS A PART OF THE
<br />CONTRACT DOCUMENTS. WHERE INFORMATION IS CONFLICTING, SPECIFIC
<br />DETAILS SHALL GOVERN OVER TYPICAL DETAILS WHICH SHALL GOVERN OVER
<br />THESE NOTES WHICH SHALL GOVERN OVER SPECIFICATIONS.
<br />3. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST
<br />ARCHITECTURAL DIMENSIONS. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE
<br />OMITTED OR NOT CLEAR, CONTACT THE ARCHITECT (ARCH) OR STRUCTURAL
<br />ENGINEER OF RECORD (SEOR). ALL DIMENSIONS RELATED TO EXISTING
<br />CONDITIONS SHALL BE FIELD VERIFIED BY THE CONTRACTOR. DIMENSIONS
<br />ARE TO THE FACE OF STUDS, AND TO CENTERLINE OF COLUMNS UNO.
<br />4. IT IS THE CONTRACTOR'S RESPONSIBILITY TO IMMEDIATELY NOTIFY THE
<br />STRUCTURAL ENGINEER OF ANY CONFLICTS BETWEEN THE STRUCTURAL
<br />DRAWINGS AND OTHER DRAWINGS; OR EXISTING CONDITIONS NOT SHOWN OR
<br />DIFFERENT FROM THOSE SHOWN ON DRAWINGS PRIOR TO COMMENCEMENT
<br />OF WORK. THE CONTRACTOR IS NOT TO ORDER MATERIAL OR CONSTRUCT
<br />ANY PORTION OF THE BUILDING THAT IS IN CONFLICT UNTIL THE CONFLICT IS
<br />RESOLVED WITH THE AFFECTED PARTIES.
<br />5. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED
<br />STRUCTURE. UNLESS OTHERWISE SHOWN THEY DO NOT INDICATE METHOD OF
<br />CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES
<br />NECESSARY TO PROTECT THE CONSTRUCTION AND ALL ADJACENT
<br />PROPERTIES DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT
<br />ARE NOT LIMITED TO BRACING, SHORING OF LOADS DUE TO CONSTRUCTION
<br />EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR
<br />SEOR SHALL NOT INCLUDE OBSERVATION OF THE ABOVE ITEMS.
<br />6. SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON THE STRUCTURAL
<br />DRAWINGS MAY BE CONSIDERED WITH MATERIALS HAVING EQUIVALENT OR
<br />GREATER CAPACITY AND PERFORMANCE. CURRENT EVALUATION REPORTS
<br />AND PRODUCT INFORMATION SHALL BE PROVIDED TO THE STRUCTURAL
<br />ENGINEER DEMONSTRATING THE REQUIRED CAPACITY AND PERFORMANCE OF
<br />THE MATERIAL TO BE SUBSTITUTED. WRITTEN APPROVAL FROM THE
<br />STRUCTURAL ENGINEER SHALL BE OBTAINED PRIOR TO THE SUBSTITUTION OF
<br />ANY MATERIAL SPECIFIED ON THE STRUCTURAL DOCUMENTS.
<br />7. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COMPLY WITH THE PERTINENT
<br />SECTIONS OF THE "CONSTRUCTION SAFETY ORDERS" ISSUED BY THE STATE
<br />OF CALIFORNIA, LATEST EDITION, AND ALL OSHA REQUIREMENTS AS THEY
<br />APPLY TO THIS PROJECT. THE ARCHITECT, SEOR, AND THE OWNER DO NOT
<br />ACCEPT ANY RESPONSIBILITY FOR THE CONTRACTOR'S FAILURE TO COMPLY
<br />WITH THESE REQUIREMENTS.
<br />
<br />8. ALL WORK IS NEW (N) UNLESS INDICATED AS EXISTING (E).
<br />9. CONSTRUCTION MATERIALS SHALL BE DISTRIBUTED WHEN PLACED ON THE
<br />STRUCTURE SUCH THAT LOADS DO NOT EXCEED DESIGN LIVE LOADS OR
<br />RESULT IN AN UNBALANCED CONDITION.
<br />GENERAL NOTES:
<br />1. CODES:
<br />ALL WORK SHALL BE IN CONFORMANCE WITH THE CALIFORNIA
<br />BUILDING CODE (CBC) 2022 EDITION, INCLUDING ALL AMENDMENTS.
<br /> ALL STANDARDS USED SHALL BE THE LATEST VERSION APPROVED
<br />BY THE CODE ENFORCEMENT AGENCY ON THE DATE OF THE PERMIT
<br />ISSUANCE UNLESS SPECIFICALLY NOTED OTHERWISE.
<br />2. DESIGN LIVE LOAD
<br />
<br />3. WIND DESIGN INFORMATION
<br />4. SEISMIC DESIGN INFORMATION
<br />STRUCTURAL DESIGN CRITERIA:
<br />RISK CATEGORY = II Kz = 1.0 Kd =0.85 Kzt = 1.0
<br />BASIC WIND SPEED Vfm = 95 MPH (3 SEC GUST) EXPOSURE = C
<br />INTERNAL PRESSURE COEFF. = +/- 0.18
<br />I = 1.0 RISK CATEGORY = II SITE CLASS = D
<br />SS = 1.327 S1 = 0.473 SDS = 1.062 SD1 = 0.851
<br />SEISMIC DESIGN CATEGORY = D
<br />ANALYSIS PROCEDURE = EQUIV. LATERAL FORCE PROCEDURE
<br />LOAD
<br />ROOF 20 PSF
<br />SLRS : ORDINARY STEEL CANTILEVERED COLUMN
<br />R = 1.25 Cd = 1.25 Ω = 1.25
<br />1. FIELD VERIFY ALL CONDITIONS & DIMENSIONS PRIOR TO SHOP DRAWING
<br />PRODUCTION AND FABRICATION OF STRUCTURAL ELEMENTS.
<br />2. WHERE ALL OTHER EXISTING CONDITIONS VARY SIGNIFICANTLY FROM THOSE
<br />SHOWN ON THESE DRAWINGS, THE STRUCTURAL ENGINEER SHALL BE
<br />NOTIFIED PRIOR TO CONTINUED CONSTRUCTION RELATED TO SUBJECT
<br />CONDITIONS.
<br />3. SHORE ALL EXISTING CONSTRUCTION AS REQUIRED.
<br />4. ALL EXISTING (E) CONNECTIONS AT ELEMENTS TO BE REPLACED SHALL BE
<br />REPLACED OR RE-ATTACHED TO MATCH EXISTING CONDITIONS.
<br />5. VERIFY LOCATION OF EXISTING (E) REBAR BEFORE FABRICATION USING NON-
<br />DESTRUCTIVE TESTING.
<br />6. ALL EXISTING (E) WOOD ELEMENTS TO REMAIN SHALL BE FIELD INSPECTED
<br />DURING CONSTRUCTION AND TREATED FOR DRYROT REMOVAL / CONTROL.
<br />WHERE EXISTING GLB'S TO REMAIN ARE FOUND TO HAVE EXTENSIVE DRYROT
<br />DEEPER THAN THE TOP TWO LAMINATIONS (3"), THE STRUCTURAL ENGINEER
<br />SHALL BE NOTIFIED PRIOR TO CONTINUED CONSTRUCTION RELATED TO
<br />SUBJECT GLB'S.
<br />7. CORE DRILLS REQUIRED SHALL NOT CUT ANY REINFORCING. THE
<br />CONTRACTOR IS TO COORDINATE WORK OF ALL TRADES TO ENSURE
<br />COMPLIANCE. ALL CORE DRILLS ARE TO BE PRESENTED TO THE IOR FOR
<br />VERIFICATION. THE INSPECTOR IS TO DOCUMENT CORES EXAMINED
<br />INDICATING AN ABSENCE OF REINFORCING.
<br />EXISTING CONDITIONS NOTES:
<br />1. THE ARCHITECT AND ENGINEERS ARE NOT RESPONSIBLE FOR THE LOCATIONS
<br />OF EXISTING UNDERGROUND UTILITIES WHETHER OR NOT SHOWN ON THE
<br />DRAWINGS. THE LOCATION OF ANY EXISTING UNDERGROUND UTILITIES
<br />SHOWN ON THE DRAWINGS ARE APPROXIMATE. THE CONTRACTOR SHALL
<br />IMMEDIATELY NOTIFY THE OWNER SHOULD ANY SUCH UNIDENTIFIED
<br />CONDITIONS BE DISCOVERED.
<br />2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGES WHICH MAY
<br />RESULT FROM HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ALL EXISTING
<br />UNDERGROUND UTILITIES.
<br />EXISTING UNDERGROUND UTILITY NOTES:
<br />FOUNDATION NOTES (NO SOILS REPORT):
<br />1. NO SOILS REPORT AVAILABLE; THEREFORE, MINIMUM VALUES USED
<br />PER 2022 CBC.
<br />2. ALLOWABLE VERTICAL BEARING PRESSURE = 1500 PSF
<br />ALLOWABLE LATERAL BEARING PRESSURE = 100 PSF PER FT OF DEPTH
<br />3. THE CONTRACTOR SHALL CONFORM TO ALL RECOMMENDATIONS AND
<br />CONDITIONS INDICATED IN THE 2022 CBC. A GEOTECHNICAL ENGINEER SHALL
<br />OBSERVE ALL FOOTING EXCAVATIONS PRIOR TO PLACING CONCRETE.
<br />4. SUBSURFACE SOIL PREPARATION:
<br />A. ALL EXISTING UNDOCUMENTED FILL AND TOPSOILS SHALL BE REMOVED
<br />AND RECOMPACTED. BACKFILL SHALL BE FREE OF ORGANIC MATERIAL,
<br />CONSTRUCTION DEBRIS, COBBLE AND BOLDERS.
<br />B. ALL EXPANSIVE SOIL SHALL BE REMOVED PER CBC 1808A.6.3
<br />C. GEOTECHNICAL ENGINEER SHALL BE RETAINED DURING THE
<br />OVEREXCAVATION PROCESS. THE ACTUAL DEPTH OF REMOVAL WILL BE
<br />DETERMINED DURING GRADING OPERATIONS TO CONFIRM COMPETENT
<br />NATIVE SOIL MATERIALS ARE ENCOUNTERED.
<br />D. OFFSITE FILL MATERIAL SHALL BE APPROVED BY A GEOTECHNICAL
<br />ENGINEER PRIOR TO PLACEMENT.
<br />5. COMPACTED ENGINEERED FILL MATERIAL SHALL BE PLACED IN LOOSE LIFTS
<br />OF 6 TO 8 INCHES AND SHALL HAVE AN IN-PLACE DRY DENSITY IS NOT LESS
<br />THAN 90 PERCENT OF THE MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE
<br />CONTENT DETERMINED IN ACCORDANCE WITH ASTM D1557. THE COMPACTION
<br />SHALL BE VERIFIED BY SPECIAL INSPECTION.
<br />6. SPREAD FOOTINGS ARE CENTERED UNDER WALLS AND COLUMNS, UNO.
<br />7. FOOTING ELEVATIONS ARE NOTED ON THE PLANS AND DETAILS AND SHALL BE
<br />USED FOR BIDDING. IN ANY CASE, FOOTINGS SHALL BEAR ON FIRM
<br />UNDISTURBED SOIL OR ENGINEERED FILL, IN ACCORDANCE WITH THE 2022
<br />CBC AND DETAILS SHOWN.
<br />8. CONTRACTOR SHALL PROTECT ALL UTILITY LINES, ETC. ENCOUNTERED
<br />DURING EXCAVATION AND BACKFILLING.
<br />9. ALL TRENCHES SHALL COMPLY WITH APPLICABLE OSHA REQUIREMENTS.
<br />10.
<br />1. CONCRETE SHALL BE MIXED, PLACED AND CURED IN ACCORDANCE WITH ACI
<br />318, 2019 EDITION, AND PROJECT SPECIFICATIONS.
<br />2. CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL (AS IN
<br />WALLS) SO AS TO CAUSE SEGREGATION OF AGGREGATES. IN SUCH CASES,
<br />HOPPERS AND VERTICAL CHUTES OR TRUNKS SHALL BE USED. CHUTES OR
<br />TRUNKS SHALL BE OF VARIABLE LENGTHS SO THAT FREE UNCONFINED FALL
<br />OF CONCRETE SHALL NOT EXCEED SIX FEET. A SUFFICIENT NUMBER OF
<br />CHUTES OR TRUNKS SHALL BE USED TO ENSURE THE CONCRETE IS KEPT
<br />LEVEL AT ALL TIMES.
<br />3. CONSTRUCTION JOINTS SHALL BE CLEANED AND ROUGHENED BY REMOVING
<br />THE ENTIRE SURFACE TO EXPOSE CLEAN AGGREGATE SOLIDLY EMBEDDED IN
<br />THE MORTAR MATRIX. SLUSH WITH A COAT OF NEAT CEMENT BEFORE
<br />PLACING CONCRETE. SEE PLANS AND DETAILS FOR LOCATION AND TYPE OF
<br />CONSTRUCTION JOINT. LOCATIONS OF ADDITIONAL CONSTRUCTION JOINTS
<br />NOT SHOWN ON THESE PLANS SHALL BE SUBMITTED FOR APPROVAL BY THE
<br />EOR PRIOR TO PLACING ANY CONCRETE.
<br />4. STRUCTURAL CONCRETE SHALL MEET THE FOLLOWING DESIGN CRITERIA:
<br />
<br />a. MAXIMUM DRY WEIGHT OF LIGHTWEIGHT CONCRETE SHALL BE
<br /> 110 PCF .
<br />b. SLUMP MEASURED PRIOR TO SUPERPLASTICIZER, WHERE OCCURS.
<br />5. CONCRETE MIX DESIGN AND TESTING SHALL MEET THE REQUIREMENTS OF
<br />THE BUILDING CODE, AND SPECIFICATIONS. ALL CONCRETE MIXES SHALL BE
<br />DESIGNED BY A RECOGNIZED TESTING LAB STAMPED AND SEALED BY A
<br />LICENSED CALIFORNIA CIVIL ENGINEER AND SUBMITTED TO THE SEOR FOR
<br />REVIEW PRIOR TO CONCRETE PLACEMENT. STRUCTURAL CONCRETE MIXES
<br />SHALL CONSIST OF 5 SACK MINIMUM U.N.O.
<br />6. AGGREGATES IN NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C-33
<br />(HARDROCK). AGGREGATES IN LIGHT WEIGHT CONCRETE SHALL CONFORM
<br />TO ASTM C-330.
<br />7. COMPRESSIVE STRENGTH TEST REPORTS SHALL BE SUBMITTED TO THE
<br />BUILDING DEPARTMENT AND THE SEOR.
<br />8. PORTLAND CEMENT SHALL BE AS NOTED ABOVE FOR ALL CONCRETE
<br />CONFORMING TO ASTM C150, LOW ALKALI. MILL TESTS WITH CERTIFICATES
<br />OF COMPLIANCE SHALL BE SUBMITTED.
<br />9. CONCRETE MIXING OPERATIONS, ETC. SHALL CONFORM TO ASTM C94.
<br />10. LEAN CONCRETE, WHERE SPECIFICALLY INDICATED, SHALL CONTAIN 2 SACKS
<br />OF CEMENT PER CUBIC YARD OF CONCRETE.
<br />11. DRYPACK OR NONSHRINK GROUT SHALL HAVE A MINIMUM 28 DAY
<br />COMPRESSIVE STRENGTH OF 2 TIMES THE SUPPORTING CONCRETE
<br />STRENGTH, AND SHALL BE OF FIVE STAR GROUT, SIKA GROUT 212, OR
<br />APPROVED EQUAL WITH VALID CODE REPORT (LARR,ICC,ESR,IAPMO ER).
<br />FOR THICK GROUT LAYERS FOLLOW MANUFACTURER'S GUIDELINES TO
<br />ATTAIN THE REQUIRED STRENGTH, WHICH MAY INCLUDE THE ADDITION OF
<br />PEA GRAVEL.
<br />12. DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER
<br />USED IN MIX SHALL BE CLEAN AND POTABLE.
<br />13. FOR INTERIOR SLABS-ON-GRADE AND ALL OTHER SLABS RECEIVING ADHERED
<br />FLOORING FINISHES (I.E., GLUED, ETC.), THE MAXIMUM W/C RATIO SHALL NOT
<br />EXCEED 0.45. CURING COMPOUNDS USED ON CONCRETE THAT IS TO RECIEVE
<br />FINISHES SHALL BE COMPATIBLE WITH TILE AND ADHESIVES OR GROUTS IN
<br />ACCORDANCE WITH MANUFACTURER'S DATA AND BE APPROVED BEFORE
<br />USE.
<br />14. MAINTAIN CONCRETE ABOVE 50 DEGREES FAHRENHEIT AND IN A MOIST
<br />CONDITION FOR A MINIMUM OF 7 DAYS AFTER PLACEMENT UNLESS
<br />OTHERWISE ACCEPTED BY SEOR.
<br />15. SEE ARCHITECTURAL DRAWINGS FOR WALL OPENINGS, W ALL OFFSETS,
<br />CHAMFERS, KERFS, DRIPS AND FOR EXTENT OF DEPRESSIONS, RAMPS, ETC.
<br />PROVIDE SLEEVES FOR ALL PIPES THROUGH CONCRETE WALLS AND
<br />FOOTINGS WHERE SHOWN ON THESE DRAWINGS. CORING IS NOT PERMITTED
<br />WITHOUT PRIOR APPROVAL BY THE SEOR.
<br />16. SEE ARCHITECT'S PLANS FOR LOCATIONS OF SLAB SLOPES, DEPRESSIONS,
<br />CURBS, DRAINS, NON-STRUCTURAL PARTITIONS AND OTHER EMBEDDED
<br />ITEMS NOT SHOWN ON THE STRUCTURAL PLANS.
<br />17. EXPOSED CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC. SHALL BE
<br />FORMED WITH 3/4" CHAMFER, U.N.O.
<br />18. CONSTRUCTION JOINTS (CJ) AND SAWCUT (SC) JOINTS IN SLABS SHALL
<br />OCCUR WHERE LOCATED ON PLANS AND DETAILS. CJ'S SHALL HAVE FORMED
<br />POUR STOPS. CONSTRUCTION JOINTS IN WALLS AND FOOTINGS NEED NOT
<br />OCCUR AT THE SAME LOCATION, U.N.O.
<br />STRUCTURAL CONCRETE NOTES:
<br />LOCATION
<br />MIN 28-DAY
<br />COMP
<br />STRENGTH
<br />FOUNDATIONS
<br />STEM WALLS, PILASTER 4000 PSI NWC 1 1/2" 0.45 4" II / V
<br />CONC
<br />TYPEa
<br />MAX
<br />AGGR.
<br />SIZE
<br />MAX
<br />W/C
<br />RATIO
<br />MAX
<br />SLUMPb
<br />CEMENT
<br />TYPE
<br />4000 PSI NWC 1" 0.45 4" II / V
<br />4000 PSI NWC 1" 0.50 6" II / V
<br />SLAB ON GRADE
<br />ALL OTHER STRUCTURAL
<br />CONCRETE NO NOTED..
<br />1. DESIGN, FABRICATION AND ERECTION OF COLD-FORMED STEEL
<br />FRAMING SHALL CONFORM TO THE SPECIFICATIONS AND STANDARD OF
<br />THE AMERICAN IRON AND STEEL INSTITUTE (AISI), AS CONTAINED IN THE
<br />"SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL
<br />STRUCTURAL MEMBERS", LATEST EDITION, INCLUDING ALL APPLICABLE
<br />AMENDMENTS.
<br />2. ALL COLD-FORMED STEEL FRAMING SHALL BE ERECTED PLUMB AND
<br />TRUE TO LINE. TEMPORARY BRACING SHALL BE INSTALLED AND LEFT IN
<br />PLACE UNTIL OTHER MEANS IS PROVIDED TO ADEQUATELY BRACE THE
<br />STRUCTURE.
<br />3. COLD-FORMED STEEL GRADES:
<br />A. 18 GA (43 MILS) OR THINNER .........ASTM A1003 GRADE 33 (FY = 33 KSI)
<br />B. 16 GA (54 MILS) AND THICKER .......ASTM A1003 GRADE 50 (FY = 50 KSI)
<br />4. ALL COLD-FORMED STEEL FRAMING SHALL BE BRACED AS REQUIRED BY
<br />SECTION D3 OF THE AISI SPECIFICATION.
<br />5. SUBMIT COLD-FORMED STEEL FRAMING SHOP DRAWINGS AND
<br />SPECIFICATIONS TO THE SEOR FOR REVIEW PRIOR TO FABRICATION.
<br />6. COLD-FORMED STEEL STUDS AND TRACKS ARE TO BE ATTACHED WITH
<br />SHEET METAL SCREWS (SMS) WITH SIZES CALLED OUT ON THE DETAILS.
<br />PENETRATION OF SCREWS THROUGH JOINED MATERIAL SHOULD NOT
<br />BE LESS THAN 3 EXPOSED THREADS. SCREWS ARE TO BE INSTALLED
<br />AND TIGHTENED IN ACCORDANCE WITH SCREW MANUFACTURER'S
<br />RECOMMENDATIONS.
<br />7. ALL HOLES FOR BOLTS SHOULD BE SHALL BE STANDARD HOLES.
<br />8. GALVANIZED COATING SHALL COMPLY WITH ASTM A924.
<br />9. COLD-FORMED STEEL FRAMING SHALL BE PER STEEL STUD
<br />MANUFACTURER'S ASSOCIATION (SSMA), ICC ER-3064P.
<br />COLD-FORMED STEEL FRAMING NOTES:
<br />TYPICAL ABBREVIATIONS
<br />A.B.ANCHOR BOLT
<br />INT INTERIOR
<br />ABV ABOVE
<br />ADDT'L ADDITIONAL
<br />KLF KIPS PER LINEAR FOOT
<br />ADJ ADJACENT
<br />KSL KIPS PER SQUARE FOOT
<br />A.F.F.ABOVE FINISH FLOOR
<br />KSI KIPS PER SQUARE INCH
<br />ALT ALTERNATE
<br />L ANGLE
<br />ARCH ARCHITECT(URAL)LFRS LATERAL FORCE
<br />BLDG BUILDING
<br />RESISTING SYSTEM
<br />BLK'G BLOCKING
<br />LLH LONG LEG HORIZONTAL
<br />BLW BELOW
<br />LLV LONG LEG VERTICAL
<br />BM BEAM LP LOW POINT
<br />BN BOUNDARY NAILING LWC LIGHTWEIGHT CONCRETE
<br />B.O.BOTTOM OF MAX MAXIMUM
<br />BOT BOTTOM M.B.MACHINE BOLT
<br />BRG BEARING MECH MECHANICAL
<br />B.S.BOTH SIDES MFR MANUFACTURER
<br />BTWN BETWEEN MIN MINIMUM
<br />C CAMBER OR MTL METAL
<br />C.I.P.CAST IN PLACE
<br />(N)NEW
<br />CJ CONTROL/ NS NEAR SIDE OR NON-SHRINK
<br />CONSTRUCTION JOINT NTS NOT TO SCALE
<br />CL CENTERLINE NWC NORMAL WEIGHT CONCRETE
<br />CLR CLEAR
<br />O.C.ON CENTERCMUCONCRETE MASONRY UNIT
<br />O.F.OUTSIDE FACECOLCOLUMN
<br />OH OPPOSITE HANDCONCCONCRETE
<br />OPM
<br />OSHPD PRE APPROVAL OFCONN CONNECTION
<br />PDF POWDER DRIVEN FASTENER
<br />CONT CONTINUOUS
<br />PJ PANEL JOIST
<br />CP COMPLETE PENETRATION
<br />PL PLATE
<br />CSK COUNTERSINK
<br />PLC(S) PLACE(S)
<br />CTR(D) CENTER(ED)
<br />PLF POUND PER LINEAR FOOT
<br />DB BAR OR BOLT DIAMETER
<br />PLYWD PLYWOOD
<br />DBL DOUBLE
<br />PREFAB PREFABRICATED
<br />DC DEMAND CRITICAL
<br />PSF POUND PER SQUARE FOOT
<br />DEMO DEMOLITION
<br />PSI POUND PER SQUARE INCH
<br />DET DETAIL
<br />PT PRESSURE TREATED OR
<br />DIA DIAMETER
<br />POST TENSION
<br />DIAG DIAGONAL
<br />QTY QUNATITY
<br />DIM DIMENSION
<br />RAD, R RADIUS
<br />DO DITTO
<br />REF REFERENCE
<br />DWG DRAWING
<br />REINF REINFORCING
<br />(E) EXISITNG
<br />REQ'D REQUIRED
<br />EA EACH
<br />SB SILL BOLT
<br />E.F. EACH FACE
<br />SC SAW CUT OR SLIP CRITICAL
<br />EJ EXPANSION JOIST
<br />SCHED SCHEDULE
<br />EMBED EMBEDMENT
<br />SEOR STRUCTURAL ENGINEER
<br />ELEC ELECTRICAL
<br />ON RECORD
<br />ELEV ELEVATION
<br />SHT'G SHEATHING
<br />EN EDGE NAILING
<br />SIM SIMILAR
<br />E.O.EDGE OF
<br />SLRS SEISMIC LOAD
<br />EOR ENGINEER OF RECORD
<br />RESISTING SYSTEM
<br />EQ EQUAL
<br />SMS SHEET METAL SCREW
<br />EQUIP EQUIPMENT
<br />SN SILL NAIL
<br />E.S.EACH SIDE/ EDGE SCREW
<br />S.O.G.SLAB ON GRADE
<br />E.W.EACH WAY
<br />SQ SQUARE
<br />EXP EXPANSION
<br />SS STAINLESS STEEL
<br />EXT EXTERIOR
<br />STD STANDARD
<br />FIN FINISH
<br />STAGG.STAGGERED
<br />FLR FLOOR
<br />SITFF STIFFENER
<br />FN FIELD NAILING
<br />STL STEEL
<br />FND FOUNDATION
<br />STRUCT STRUCTURAL
<br />F.O. FACE OF
<br />T&B TOP AND BOTTOM
<br />FS FAR SIDE OR FIELD SCREW
<br />THK THICK
<br />FRM'G FRAMING
<br />T.O. TOP OF
<br />FT FOOT OR FEET
<br />T.O.M.TOP OF MASONRY
<br />FTG FOOTING
<br />T.O.S.TOP OF STEEL
<br />G GIRDER
<br />TYP TYPICAL
<br />GA GAUGE
<br />U.N.O. UNLESS NOTED OTHERWISE
<br />GALV GALVANIZED
<br />VERT VERTICAL
<br />H.A.B. HEADED ANCHOR BOLT
<br />W/WITH
<br />HD HOLDOWN
<br />W/O WITHOUT
<br />HDR HEADER
<br />WF WIDE FLANGE/WALL FOOTING
<br />HGR HANGER
<br />WLD WELDED
<br />HK HOOK
<br />WO WHERE OCCURS
<br />HORIZ HORIZONTAL
<br />WP WORK POINT
<br />HP HIGH POINT
<br />WT WEIGHT
<br />HS HIGH STRENGTH
<br />WWF WELDED WIRE FABRIC
<br />HSS HOLLOW STRUCTURAL
<br />SECTION
<br />REFERENCE ELEVATION OR
<br />HT HEIGHT
<br />WORK POINT
<br />IN INCH
<br />PENE PENETRATION
<br />OPN'G OPENING
<br />MANUFACTURER’S
<br />CERTIFICATION
<br />A.T.R. ALL THREADED ROD
<br />LBS POUND
<br />WWM WELDED WIRE MESH
<br />GB GRADE BEAM
<br />LONG. LONGITUDINAL
<br />SF SPREAD FOOTING
<br />TRANS. TRANSVERSE
<br />LLBB LONG LEG BACK TO BACK
<br />JST JOIST
<br />PERF PERFORATED
<br />NOM. NOMINAL
<br />R.O. ROUGH OPENING
<br />OD OUTSIDE DIAMETER
<br />RJ ROOF JOIST
<br />FJ FLOOR JOIST
<br />C-CHANNEL
<br />DIST DISTANCE
<br />W.S.WELDED STUD
<br />FN HT FINISH HEIGHT
<br />⌀DIAMETER
<br />FINISH SURFACE
<br />1. REINFORCING GRADES FOR CONCRETE OR MASONRY:
<br />
<br />2. MAINTAIN MINIMUM CONCRETE COVER FROM FACE OF CONCRETE TO EDGE OF
<br />ALL REINFORCEMENT AS FOLLOWS (U.N.O.):
<br />(SEE PLAN/ SECTION FOR CONCRETE W/ FIRE RATING.)
<br />
<br />PROVIDE THE LARGEST COVER REQUIRED FOR ALL APPLICABLE CONDITIONS.
<br />WHERE #3 STIRRUPS OR TIES ARE USED, ENSURE THAT THE COVER FOR
<br />LONGITUDINAL BARS IS ADEQUATE.
<br />3. REINFORCEMENT SHALL BE PLACED IN ACCORDANCE WITH THE CONCRETE
<br />REINFORCING STEEL INSTITUTE (CRSI) "MANUAL OF STANDARD PRACTICE".
<br />EACH REINFORCING BAR SHALL BE WIRED TO A CROSS BAR AT A MAXIMUM
<br />SPACING OF 24" O.C. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT
<br />REINFORCING IN POSITIONS SHOWN ON THE PLANS.
<br />4. SPLICES IN CONTINUOUS REINFORCEMENT AS USED IN W ALLS, FOOTINGS,
<br />SLABS, ETC., SHALL HAVE A CLASS "B" LAP (1' - 6" MIN) AND THE SPLICES IN
<br />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
<br />TOGETHER AT SPLICES OR LAPS EXCEPT FOR TOP REINFORCING OF BEAMS
<br />AND SLABS OR WHERE SPECIFICALLY DETAILED TO BE SEPARATED. WELDED
<br />WIRE FABRIC SHALL BE LAPPED 12" MINIMUM.
<br />5. ALL DOWELS, ANCHOR BOLTS AND OTHER HARDWARE TO BE SET IN
<br />CONCRETE SHALL BE TIED IN PLACE PRIOR TO PLACEMENT OF CONCRETE. NO
<br />WET SETTING, STABBING, RODDING OR OTHER MOVEMENT OF EMBEDDED
<br />ITEMS SHALL BE PERFORMED DURING PLACEMENT OF CONCRETE.
<br />6. BEND REINFORCING BARS COLD.
<br />7. STEEL SHALL BE KEPT CLEAN AND FREE OF RUST.
<br />8. DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME
<br />GRADE, SIZE AND SPACING AS THE MAIN REINFORCING U.N.O.
<br />
<br />9. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN
<br />THE FINAL IN PLACE INSPECTION IS MADE.
<br />10. CHAIRS OR SPACERS FOR REINFORCING SHALL BE NON-FERROUS OR PLASTIC
<br />COATED WHEN RESTING ON EXPOSED SURFACES.
<br />REINFORCING STEEL NOTES:
<br />ALL BARS EXCEPT THOSE TO BE WELDED
<br />TIES AND STIRRUPS
<br />WELDED WIRE FABRIC
<br />ALL BARS TO BE WELDED
<br />ALL BARS IN THE CONCRETE SHEARWALL
<br />INDICATED ON WALL ELEVATION INCLUDING
<br />SUPPORTING WALL FOOTING LONGITUDINAL
<br />BARS (WF), AND ALL GRADE BEAMS (GB)
<br />ASTM A615, GRADE 60
<br />ASTM A615, GRADE 60
<br />ASTM A1064
<br />ASTM A706, GRADE 60
<br />A706, GRADE 60
<br />CONDITION
<br />CONCRETE PLACED AGAINST EARTH
<br />CONCRETE PLACED IN FORMS AND
<br />EXPOSED TO WEATHER OR EARTH
<br />-#6 BARS AND LARGER
<br />-#5 BARS AND SMALLER
<br />INTERIOR COLUMNS AND BEAMS
<br />INTERIOR WALL FACES AND RAISED SLABS
<br />STRUCTURAL SLABS ON GRADE
<br />-FROM BOTTOM OF SLAB
<br />-FROM TOP OF SLAB
<br />OTHER CONCRETE NOT EXPOSED TO WEATHER OR
<br />EARTH FOR #11 BARS AND SMALLER
<br />COVER
<br />3"
<br />2"
<br />1 1/2"
<br />1"
<br />1"
<br />2"
<br />1 1/2"
<br />1 1/2"
<br />1. MASONRY UNITS SHALL DEVELOP THE FOLLOWING MINIMUM 28 DAY PRISM
<br />COMPRESSIVE STRENGTHS IN ACCORDANCE WITH THE BUILDING CODE:
<br />2. CONCRETE BLOCK SHALL CONFORM TO ASTM C90 MEDIUM WEIGHT. CLAY
<br />BRICK LOCK SHALL CONFORM TO ASTM C652
<br />3. PRISM TEST SHALL BE PERFORMED FOR MASONRY WITH f'm OVER 2000 PSI
<br />FOR CBC 2105A.2
<br />4. VERTICAL REINFORCING SHALL BE FULL HEIGHT OF WALL AND SHALL BE
<br />BRACED AT 6' - 8" MAXIMUM TO PREVENT MOVEMENT WHILE GROUTING.
<br />5. HORIZONTAL REINFORCING SHALL BE IN BOND BEAM UNITS AND TIED
<br />SECURELY TO VERTICAL REINFORCING.
<br />6. DOWELS, ANCHORS, AND OTHER EMBEDDED ITEMS SHALL BE TIED SECURELY
<br />IN PLACE TO PREVENT MOVEMENT WHILE GROUTING. WET SETTING OR
<br />STABBING IS NOT ALLOWED.
<br />7. MAXIMUM GROUT LIFTS SHALL NOT EXCEED 8' - 0" AND CLEANOUTS AT THE
<br />BOTTOM OF ALL CELLS SHALL BE USED UNLESS THE LIFT IS 4' - 0" OR LESS. THE
<br />CLEANOUTS SHALL BE SEALED BEFORE GROUTING. GROUT FOR EACH
<br />PLACEMENT SHALL BE STOPPED 1 1/2" BELOW THE TOP OF A BLOCK COURSE
<br />EXCEPT AT THE FINAL COURSE. ALL GROUT SHALL BE THOROUGHLY
<br />CONSOLIDATED BY VIBRATING IMMEDIATELY AFTER PLACING. SHAKING OR
<br />RODDING REBAR IS NOT ALLOWED. FILL ALL CELLS WITH GROUT.
<br />8. BLOCK SHALL BE PLACED IN RUNNING BOND AND SHALL BE 8"x8"x16" NOMINAL
<br />UNITS, UNO. WHERE BLOCK IS REQUIRED TO BE PLACED IN STACK BOND (SEE
<br />ARCH), OPEN-ENDED UNITS (I.E., "SPEED BLOCK") SHALL BE USED.
<br />9. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE SAFETY OF LIFT
<br />HEIGHT FOR OPEN ENDED OR FIELD MODIFIED BLOCKS.
<br />10. LAYOUT OF MASONRY BLOCK UNITS SHALL BE RUNNING BOND, U.N.O. BLOCK
<br />MODULES/MORTAR JOINTS SHOWN ON THESE DRAWINGS ARE FOR
<br />PRESENTATION PURPOSES ONLY, AND NOT INTENDED TO SUPERSEDE
<br />ARCHITECTURAL DESIGN REQUIREMENTS.
<br />11. WALL REINFORCEMENT SEE PLANS & ELEVATIONS
<br />12. PROVIDE VERTICAL CONTROL JOINTS IN CMU WALLS AS SHOWN ON PLAN.
<br />UNLESS NOTED OTHERWISE VERTICAL CONTROL JOINTS SHALL OCCUR AT
<br />25' - 0" O.C. MAXIMUM ALONG WALL LENGTH, AT FOUNDATION STEPS, FLOOR
<br />OR ROOF JOINTS, WALL HEIGHT CHANGES, AND 24" MINIMUM PAST ONE SIDE
<br />OF OPENINGS > 6' - 0" WIDE, U.N.O. ON PLANS
<br />13. WHEN THE AMBIENT TEMPERATURE FALLS BELOW 40°F, OR EXCEEDS 100°F,
<br />PROVSIONS OF TMS602 / ACI 530 / ASCE6. ARTICLE 1.8C OR ARTICLE 1.8D SHALL
<br />BE IMPLEMENTED.
<br />MASONRY NOTES:
<br />MINIMUM 28 DAY COMPRESSIVE STRENGTH
<br />LOCATION fm
<br />TYPE S
<br />MORTAR
<br />PER ASTM C270
<br />GROUT
<br />PER CBC 2103A.3
<br />ALL MASONRY U.N.O 2000 PSI 1800 PSI 2000 PSI
<br />REGISTERED PROF ESS IONAL
<br />ENGINEERNo.
<br />Exp.9/30/24
<br />S4029
<br />YOUNG-K E UN NAM
<br />STATE OF CAL IFORNIA
<br />ST R U C T U R AL
<br />E N G I N E E R S I N CV C A
<br />2151 Michelson Dr. #240
<br />Irvine, CA 92612
<br />Tel. 949.679.0870
<br />Fax. 949.679.9370
<br />Project No.: i735
<br />C I V I LQuality
<br />Service
<br />Commitment
<br />S T R U C T U R A L DBEMBE SBE
<br />SCALE:
<br />REVISIONS:
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<br />DATE ISSUED:
<br />PROJECT NO:
<br />100% CD 07/07/23
<br />REV. 1 08/21/23
<br />12" = 1'-0"
<br />08/10/2023
<br />S0.1
<br />GENERAL NOTES
<br />2022-40123
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<br />DESCRIPTION DATE
<br />122 N Newhope
<br />Street4/16/2025
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