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GENERAL STRUCTURAL NOTES:ABBREVIATIONS
<br />A.B.ANCHOR BOLT
<br />ADDL.ADDITIONAL
<br />ALT.ALTERNATE
<br />A.P.A.AMERICAN PLYWOOD ASSOCIATION
<br />ARCH.ARCHITECTURAL
<br />A.W.P.A.AMERICAN WOOD PRESERVERS
<br />ASSOCIATION
<br />B.BOTTOM
<br />BLKG.BLOCKING
<br />BM.BEAM
<br />B.N.BOUNDARY NAIL
<br />B.O.F.BOTTOM OF FOOTING
<br />BRG.BEARING
<br />BTN.BETWEEN
<br />BOT. BOTTOM
<br />CBC CALIFORNIA BUILDING CODE
<br />C.G.CENTER OF GRAVITY
<br />C.I.P. CAST-IN-PLACE
<br />C.J. CEILING JOIST
<br />CL CENTER LINE
<br />CLR. CLEAR
<br />COL. COLUMN
<br />CONC. CONCRETE
<br />CONN. CONNECTION
<br />CONST.CONSTRUCTION
<br />CONT. CONTINUOUS
<br />DBL. DOUBLE
<br />DBA.DOWEL BAR ANCHOR
<br />DF DOUGLAS FIR/LARCH
<br />DL DEAD LOAD
<br />DP. DEEP
<br />DIA. DIAMETER
<br />DIM. DIMENSION
<br />DO DITTO (REPEAT)
<br />DWG. DRAWING
<br />DWL. DOWEL
<br />(E) EXISTING
<br />EA. EACH
<br />E.F. EACH FACE
<br />EL. ELEVATION
<br />ELEC. ELECTRICAL
<br />ELEV. ELEVATOR
<br />EMBED. EMBEDMENT
<br />E.N. EDGE NAIL
<br />EQ. EQUAL OR EQUIVALENT
<br />E.S. EACH SIDE
<br />E.W. EACH WAY
<br />EXT. EXTERIOR
<br />FA FRAMING/SHEAR CONNECTOR
<br />FDN. FOUNDATION
<br />F.F. FINISHED FLOOR
<br />F.J. FLOOR JOIST
<br />F.O.C. FACE OF CONCRETE
<br />F.O.M. FACE OF MASONRY
<br />F.O.S. FACE OF STUD
<br />FRM. FRAMING
<br />FRT FIRE-RETARDANT TREATED
<br />F.S. FAR SIDE
<br />FTG. FOOTING
<br />GA GAUGE
<br />GALV. GALVANIZED
<br />GLB GLUED LAMINATED BEAM
<br />GR GRADE
<br />H. HORIZONTAL
<br />HDR. HEADER
<br />HGR. HANGER
<br />HT. HEIGHT
<br />HORIZ. HORIZONTAL
<br />H.S.H. HORIZONTALLY SLOTTED HOLES
<br />I.D. INSIDE DIAMETER
<br />I.F. INSIDE FACE
<br />I JST. I-JOIST
<br />INT. INTERIOR
<br />I.O.R.INSPECTOR OF RECORD
<br />JST. JOIST
<br />JT. JOINT
<br />LDGR. LEDGER
<br />L.L. LIVE LOAD
<br />LT. WT. LIGHT WEIGHT
<br />MATL. MATERIAL
<br />MAX. MAXIMUM
<br />M.B. MACHINE BOLT
<br />MECH. MECHANICAL
<br />MFR. MANUFACTURER
<br />MIN. MINIMUM
<br />MISC. MISCELLANEOUS
<br />MTL. METAL
<br />N.I.C. NOT IN CONTRACT
<br />NO. NUMBER
<br />N.S. NEAR SIDE
<br />N.T.S. NOT TO SCALE
<br />O.C. ON CENTER
<br />O.D. OUTSIDE DIAMETER
<br />O.F. OUTSIDE FACE
<br />O.H. OPPOSITE HAND
<br />OPNG. OPENING
<br />OPP. OPPOSITE
<br />ORIG. ORIGINAL
<br />O.S.B. ORIENTED STRAND BOARD
<br />PL PLATE
<br />PLCS. PLACES
<br />PLYWD. PLYWOOD
<br />P.T. PRESERVATIVE TREATED
<br />P.W. PLATE WASHER
<br />R RADIUS
<br />REF. REFERENCE
<br />REINF. REINFORCEMENT
<br />REQD. REQUIRED
<br />RF. ROOF
<br />RT. RAFTER CROSSTIE
<br />R.R. ROOF RAFTERS
<br />R.W. RETAINING WALL
<br />SCHED. SCHEDULE
<br />SECT. SECTION
<br />SEOR STRUCTURAL ENGINEER OF RECORD
<br />SEP. SEPARATION
<br />SIM. SIMILAR
<br />S.N. SHEAR NAIL
<br />S.P. SEE PLAN
<br />SPEC. SPECIFICATION
<br />SQ. SQUARE
<br />S.S.STAINLESS STEEL
<br />STD. STANDARD
<br />STGR. STAGGER
<br />STIFF. STIFFENERS
<br />STR. STRUCTURAL
<br />STR. I STRUCTURAL I
<br />T. TOP
<br />T&B TOP & BOTTOM
<br />T&G TONGUE & GROOVE
<br />THK. THICKNESS/THICK
<br />THR. THREADED
<br />T.N. TOENAIL
<br />T.O.P. TOP OF PARAPET
<br />T.O.S. TOP OF SLAB
<br />T.O.W. TOP OF WALL
<br />TYP. TYPICAL
<br />UBC UNIFORM BUILDING CODE
<br />U.N.O. UNLESS NOTED OTHERWISE
<br />V VERTICAL
<br />VERT. VERTICAL
<br />VIF VERIFY IN FIELD
<br />V.S.H. VERTICAL SLOTTED HOLES
<br />WD. WOOD
<br />W.P. WATERPROOF OR WORK POINT
<br />W.P.J. WEAKENED PLANE JOINT
<br />WT. WEIGHT
<br />W.W.F. WELDED WIRE FABRIC
<br />W/ WITH
<br />W/O WITHOUT
<br />W.O. WHERE OCCURS
<br />XS EXTRA STRONG (STEEL PIPE)
<br />XXS DOUBLE EXTRA STRONG (STEEL PIPE)
<br />CONCRETE:
<br />CONCRETE CONSTRUCTION SHALL CONFORM WITH THE LATEST EDITION OF ACI 301, "SPECIFICATIONS FOR
<br />STRUCTURAL CONCRETE FOR BUILDINGS" AND ACI 318, "BUILDING CODE REQUIREMENTS FOR REINFORCED
<br />CONCRETE". SUBMIT MIX DESIGNS FOR EACH CLASS OF CONCRETE. ALL CONCRETE SHALL BE NORMAL WEIGHT
<br />CONCRETE UNLESS NOTED OTHERWISE. ALL LIGHTWEIGHT CONCRETE TO BE SAND LIGHTWEIGHT CONCRETE.
<br />CONCRETE CONTAINING SUPERPLASTICIZING ADMIXTURE SHALL HAVE A SLUMP NOT EXCEEDING 3", TO BE FIELD
<br />VERIFIED, PRIOR TO ADDING ADMIXTURE, AND NOT EXCEEDING 8" AT PLACEMENT. CONCRETE NOT CONTAINING
<br />SUPERPLASTICIZING ADMIXTURE SHALL HAVE A SLUMP NOT EXCEEDING 5" AT PLACEMENT. ADDITION OF WATER
<br />TO A MIX WITH INSUFFICIENT SLUMP WILL NOT BE PERMITTED, EXCEPT AS ALLOWED PER ASTM C494.
<br />MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED
<br />ONLY AROUND UNDER-FLOOR DUCTS, ETC. CAST CLOSURE POUR AROUND COLUMNS AFTER DEAD LOAD IS
<br />APPLIED.
<br />MINIMUM CONCRETE MIX DESIGN REQUIREMENTS SHALL BE AS FOLLOWS:
<br /> 28 DAY
<br />STRENGTH MAX. SIZE AIR MAX.
<br />ITEM F'c (PSI) AGGREGATE ENTR.SLUMP DENSITY
<br />FOUNDATIONS - - - - -- - - - 3,000 1 1/2" 2% 3" 150 PCF
<br />GRADE BEAM - - - - - -- - - - 3,000 3/4" 2% 3" 150 PCF
<br />NOTE: A HIGHER GRADE OF CONCRETE MAY BE SUBSTITUTED FOR THOSE SHOWN ABOVE BUT
<br />WILL BE SUBJECT TO THE CODE REQUIREMENTS OF THE HIGHER GRADE.
<br />AGGREGATE AND AGGREGATE GRADATION SHALL CONFORM TO ASTM C33.
<br />AIR ENTRAINMENT IS OPTIONAL AND WILL BE REVIEWED IN MIX SUBMITTAL.
<br />FLY ASH SHALL BE CLASS F ONLY AND IS OPTIONAL AND WILL BE REVIEWED IN MIX SUBMITTAL.
<br />WET CURING IS RECOMMENDED SUBMIT METHOD FOR CURING TO SEOR.
<br />CONCRETE COVER OVER REINFORCING SHALL BE AS FOLLOWS U.N.O.:
<br />POURED AGAINST EARTH - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 3"
<br />EXPOSED TO EARTH, BUT POURED AGAINST FORMS - - - - - - - - 2"
<br />TYPICAL BARS IN COLUMNS WALLS AND BEAMS - - - - - - - - - - - - 1 1/2"
<br />RAISED STRUCTURAL SLAB - - - - - - - - - - - - - - - - - - - - - - - - - - - - 3/4"
<br />BEFORE CONCRETE IS POURED, CHECK WITH ALL TRADES TO INSURE PROPER PLACEMENT OF ALL OPENINGS,
<br />SLEEVES, CURBS, CONDUITS, BOLTS, INSERTS, ETC. RELATING TO WORK.
<br />ALL SLEEVES NOT SPECIFICALLY SHOWN ON DRAWINGS SHALL BE LOCATED BY THE TRADES INVOLVED & SHALL
<br />BE APPROVED BY STRUCTURAL ENGINEER.
<br />DRYPACK CONCRETE SHALL BE ONE PART PORTLAND CEMENT & ONE PART SAND WITH SUFFICIENT WATER TO
<br />ALLOW A SMALL AMOUNT OF PASTE TO COME TO THE SURFACE.
<br />CONCRETE GROUT SHALL BE NON-SHRINKING WITH SUFFICIENT WATER TO ALLOW POURING. MINIMUM ULTIMATE
<br />COMPRESSIVE STRENGTH F'C AT 28 DAYS SHALL BE 4000 PSI.
<br />REINFORCING STEEL:
<br />DEFORMED BARS:
<br />ASTM A615 GRADE 60 FOR #3 AND LARGER. REINFORCING TO BE WELDED SHALL BE ASTM A706, GRADE 60, LOW
<br />ALLOY.
<br />WELDING:
<br />UNLESS NOTED OTHERWISE, WELDING OF REINFORCING STEEL IS PROHIBITED. WHERE WELDING IS NOTED, WELD IN
<br />ACCORDANCE WITH AWS D1.4 USING E90 SERIES ELECTRODES. SUBMIT MILL TEST REPORTS ON THE REINFORCING TO
<br />BE WELDED AND THE PROPOSED WELDING PROCEDURE.
<br />LAP SPLICES IN CONCRETE:
<br />SEE TYPICAL DETAIL FOR LAP SPLICES IN CONCRETE BEAMS, WALLS, SLABS AND FOOTINGS. UNLESS NOTED
<br />OTHERWISE, LAP SPLICES IN CONCRETE BEAMS, WALLS, SLABS AND FOOTINGS SHALL BE CLASS "B" TENSION LAP
<br />SPLICES AND LAP SPLICES IN CONCRETE COLUMNS SHALL BE STANDARD COMPRESSION LAP SPLICES PER LATEST
<br />EDITION OF ACI 318. STAGGER ALTERNATE SPLICES A MINIMUM OF ONE LAP LENGTH. LAPS IN WELDED WIRE FABRIC
<br />SHALL BE MADE SO THAT THE OVERLAP MEASURED BETWEEN OUTERMOST CROSS WIRES OF EACH FABRIC SHEET IS
<br />NOT LESS THAN THE SPACING OF CROSS WIRES PLUS 2 INCHES. ALL SPLICE LOCATIONS SUBJECT TO APPROVAL.
<br />PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT CORNERS AND INTERSECTIONS OF
<br />FOOTINGS AND WALLS. SPACING SHOWN FOR REINFORCING BARS ARE MAXIMUM ON CENTERS. ALL BARS PER CRSI
<br />SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO THE FOUNDATION. CONCRETE COLUMN
<br />DOWEL EMBEDMENT SHALL BE A STANDARD COMPRESSION DOWEL EMBEDMENT LENGTH ACCORDING TO THE LATEST
<br />EDITION OF ACI 318. SECURELY TIE ALL BARS IN POSITION PRIOR TO PLACING CONCRETE. SUPPORT SLAB
<br />REINFORCEMENT WITH CONCRETE BLOCKS OR SUPPORT CHAIRS. REINFORCING SHALL NOT BE SUPPORTED BY
<br />STAKES DRIVEN INTO THE GROUND.
<br />STRUCTURAL STEEL:
<br />WIDE-FLANGE SHAPES - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ASTM A992, Fy = 50 KSI
<br />ANGLES - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -ASTM A36, Fy = 36 KSI
<br />CHANNELS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ASTM A572, Fy = 50 KSI
<br />HSS STEEL - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ASTM A500 GR. B, Fy = 46 KSI
<br />PIPE STEEL - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -ASTM A53, Fy = 35 KSI
<br />BOLTS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -ASTM A307
<br />ANCHOR BOLTS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ASTM F1554 GR. 36
<br />PLATES - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -ASTM A529, Fy = 50 KSI OR
<br />ASTM A572, Fy = 50 KSI (U.N.O.)
<br />FABRICATION AND ERECTION:
<br />LATEST AISC AND AWS CODES APPLY. FABRICATE AND ERECT IN ACCORDANCE WITH LATEST EDITION OF AISC
<br />"SPECIFICATION FOR DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". SPLICING OF
<br />STRUCTURAL MEMBERS IS NOT PERMITTED UNLESS NOTED ON THE DRAWINGS. ALL BEAMS SHALL BE ERECTED WITH
<br />THE NATURAL CAMBER UPWARDS.
<br />ALL FABRICATORS SHALL BE LICENSED BY CITY OF SANTA ANA.
<br />WELDING:
<br />ALL WELDING SHALL BE BY CITY OF SANTA ANA CERTIFIED WELDERS HAVING CURRENT EXPERIENCE IN TYPE OF
<br />WELD SHOWN ON DRAWINGS OR NOTES. CERTIFICATES SHALL BE THOSE ISSUED BY AN ACCEPTED TESTING AGENCY.
<br />ALL WELDING SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF AWS "CODE FOR ARC AND GAS WELDING IN
<br />BUILDING CONSTRUCTION". USE E70 SERIES LOW HYDROGEN ELECTRODES. SHOP WELDS AND FIELD WELDS SHALL BE
<br />SHOWN ON SHOP DRAWINGS. ALL COMPLETE PENETRATION WELDS SHALL BE TESTED AND CERTIFIED BY AN
<br />INDEPENDENT TESTING AGENCY. ALL DEFORMED BAR ANCHORS, HEADED STUDS AND THREADED STUDS SHALL BE
<br />END WELDED PER MANUFACTURER'S RECOMMENDATIONS.
<br />BOLTS:
<br />ALL BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC., SHALL BE INSTALLED WITH STEEL WASHERS. USE TYPE X BOLTS
<br />U.N.O. PER LATEST EDITION OF AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS"
<br />AND SHALL BE TIGHTENED TO THE SNUG-TIGHT CONDITION AS DEFINED BY AISC UNLESS NOTED OTHERWISE.
<br />SNUG-TIGHT IS DEFINED AS THE TIGHTNESS ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL
<br />EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH. SNUG TIGHTENING SHALL PROGRESS SYSTEMATICALLY FROM
<br />THE MOST RIGID PART OF THE CONNECTION TO THE FREE EDGES, AND THEN THE BOLTS OF THE CONNECTION SHALL
<br />BE RETIGHTENED IN A SIMILAR SYSTEMATIC MANNER AS NECESSARY UNTIL ALL BOLTS ARE SIMULTANEOUSLY SNUG
<br />TIGHT AND THE CONNECTION IS FULLY COMPACTED.
<br />WELDING HOT WORK INSIDE BUILDING ENVELOPE:
<br />OBTAIN A SPECIAL PERMIT FROM LA HABRA FIRE DEPARTMENT. THE SPECIAL PERMIT MUST BE
<br />DISPLAYED AT THE WORK SITE DURING ALL HOT WORK.
<br />ALL BUILDING OCCUPANTS MUST BE SUITABLY PROTECTED AGAINST HAZARDS GENERATED BY THE
<br />WORK. (I.E. HEAT, SPARKS, FUMES, WELDING RAYS, ETC.)
<br />PORTABLE WELDING FLUME EXTRACTORS (WELDING SMOKE EATERS) SHALL BE USED DURING ALL
<br />WELDING OPERATIONS INSIDE THE BUILDING ENVELOPE.
<br />BEFORE HOT WORK BEGINS:
<br />A. AN APPROPRIATE FIRE EXTINGUISHER MUST BE AVAILABLE AND OPERABLE.
<br />B. FLAMMABLE AND IGNITABLE MATERIALS AND DEBRIS MUST BE MOVED AT LEAST 35 FEET FROM
<br />THE HOT WORK AREA OR COVERED AND PROTECTED FROM THE HOT WORK BY FIRE RESISTANT
<br />MATERIAL.
<br />C. EXPLOSIVES, OXYGEN ACETYLENE TANKS, FLAMMABLE LIQUIDS, COMPRESS GAS CYLINDERS OR
<br />STORED FUEL MUST BE MOVED AT LEAST 50 FEET FROM THE HOT WORK AREA OR COVERED
<br />AND PROTECTED FROM THE HOT WORK BY FIRE RESISTANT MATERIAL.
<br />D. SMOKE AND FIRE DETECTORS IN THE IMMEDIATE AREA OF THE HOT WORK MUST BE
<br />TEMPORARILY DISABLED UNTIL THE HOT WORK IS COMPLETED.
<br />E. ADEQUATE VENTILATION MUST BE PROVIDED, ESPECIALLY WHEN CUTTING OR WELDING
<br />MATERIAL WITH PAINTED OR COATED SURFACES.
<br />F. IF WORK IMPACTS BUILDING OCCUPANTS, THE WORK MUST BE COORDINATED WITH THEM.
<br />BUILDING OCCUPANTS MUST BE PROTECTED OR ISOLATED FROM THE HOT WORK AREA.
<br />G. CRACKS OR HOLES IN FLOORS, WALLS, AND CEILING (INCLUDING DUCTWORK) MUST BE
<br />PROPERLY COVERED OR PLUGGED.
<br />H. HOT WORK EQUIPMENT MUST BE OPERABLE AND IN GOOD REPAIR.
<br />J. A FIRE WATCH MUST BE IMPLEMENTED IF CONDITIONS WARRANT. IF NO FIRE HAZARDS OR
<br />COMBUSTIBLE EXPOSURES ARE PRESENT A FIRE WATCH IS NOT REQUIRED.
<br />K. WORKERS AND FIRE WATCH PERSONNEL MUST BE KNOW HOW TO USE FIRE EXTINGUISHING
<br />EQUIPMENT AND HOW TO ACTIVATE THE FIRE ALARM SYSTEM.
<br />WHEN HOT WORK IS COMPLETE:
<br />A. THE WORK AREA AND ANY POTENTIALLY AFFECTED SURROUNDING AREAS MUST BE INSPECTED
<br />FOR FIRE, FIRE DAMAGE OR THE POTENTIAL FOR FIRE FOR A MINIMUM OF 30 MINUTES
<br />FOLLOWING COMPLETION OF THE HOT WORK.
<br />B. SMOKE/FIRE ALARMS THAT WERE DISABLED BECAUSE OF HOT WORK MUST BE REACTIVATED.
<br />WHEN INSTALLING DRILLED-IN ANCHORS IN EXISTING NON-PRESTRESSED REINFORCED
<br />CONCRETE, USE CARE AND CAUTION TO AVOID CUTTING OR DAMAGING THE EXISTING
<br />REINFORCING BARS. WHEN INSTALLING ANCHORS INTO EXISTING PRESTRESSED CONCRETE
<br />(PRE- OR POST-TENSIONED) LOCATE THE PRESTRESSED TENDONS BY USING A
<br />NON-DESTRUCTIVE METHOD PRIOR TO INSTALLATION. EXERCISE EXTREME CARE AND CAUTION
<br />TO AVOID CUTTING OR DAMAGING THE TENDONS DURING INSTALLATIOIN. MAINTAIN A MINIMUM
<br />CLEARANCE OF ONE INCH BETWEEN THE REINFORCEMENT AND THE DRILLED-IN ANCHOR.
<br />ALL DRILLED HOLES SHALL BE CLEANED IN STRICT ACCORDANCE PER ESR REPORT. UNCLEAN
<br />HOLE INSTALLATIONS ARE NOT PERMITTED ON THIS PROJECT.
<br />ANCHOR BOLTS SHALL NOT BE INSTALLED INTO CONCRETE PATCHES, GROUT POCKETS, OR
<br />OTHERWISE INADEQUATE CONCRETE SUBSTRATE. WHERE AN ANCHOR IS SHOWN INTO SUCH
<br />MATERIALS THE SEOR SHALL BE NOTIFIED AND CONSTRUCTION SHALL WAIT FOR FURTHER
<br />INSTRUCTION.
<br />ALL WALL ANCHORS SHALL BE PROTECTED FROM WEATHER EXPOSURE. ANY WEATHER
<br />EXPOSED EXTERIOR ANCHOR RODS SHALL BE STAINLESS STEEL.
<br />ADHESIVE ANCHORS INSTALLED IN HORIZONTAL OR UPWARDLY INCLINED ORIENTATIONS TO
<br />RESIST SUSTAINED TENSION LOADS SHALL BE CONTINUOUSLY INSPECTED DURING
<br />INSTALLATION BY AN INSPECTOR SPECIALLY APPROVED FOR THAT PURPOSE BY THE BUILDING
<br />OFFICIAL (ACI 318-14 17.8.2.4)
<br />PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION TO VERIFY
<br />ANCHOR TYPE, ANCHOR DIMENSIONS, CONCRETE TYPE, CONCRETE COMPRESSIVE STRENGTH,
<br />ADHESIVE IDENTIFICATION AND EXPIRATION DATE, HOLE DIMENSIONS, HOLE CLEANING
<br />PROCEDURES, ANCHOR SPACING, EDGE DISTANCE, CONCRETE THICKNESS, TIGHTENING
<br />TORQUE, ANCHOR EMBEDMENT, AND ADHERENCE TO THE MANUFACTURER'S PRINTED
<br />INSTALLATION INSTRUCTIONS. THE SPECIAL INSPECTOR MUST ALWAYS BE ON SITE FOR THE
<br />FIRST ANCHOR INSTALLATIONS. THE SPECIAL INSPECTOR MUST VERIFY THE INITIAL
<br />INSTALLATIONS OF EACH TYPE AND SIZE OF ADHESIVE ANCHOR BY CONSTRUCTION
<br />PERSONNEL ON-SITE. SUBSEQUENT INSTALLATIONS OF THE SAME ANCHOR TYPE AND SIZE BY
<br />THE SAME CONSTRUCTION PERSONNEL SHALL BE PERMITTED TO BE PERFORMED IN THE
<br />ABSENCE OF THE SPECIAL INSPECTOR. ANY CHANGE IN THE ANCHOR PRODUCT OR
<br />PERSONNEL REQUIRES AN INITIAL INSPECTION.
<br />ANY PANEL JOINTS, COLD JOINTS, OR WALL ENDS THAT OCCUR WITHIN 1.5 X EMBEDMENT OF
<br />THE ANCHOR SHALL BE REPORTED TO THE SEOR UNLESS THE MINIMUM EDGE DISTANCE IS
<br />SPECIFICALLY DETAILED AND SHOWN IN A DETAIL.
<br />TENSION TEST NOTES WHEN APPLICABLE:
<br />REACTION LOADS FROM TEST FIXTURES MAY BE APPLIED CLOSE TO THE ANCHOR BEING
<br />TESTED, PROVIDED THE ANCHOR IS NOT RESTRAINED FROM WITHDRAWING BY THE FIXTURE(S).
<br />TEST EQUIPMENT SHALL BE CALIBRATED BY AN APPROVED TESTING LABORATORY IN
<br />ACCORDANCE WITH STANDARD RECOGNIZED PROCEDURES.
<br />WHEN TENSION TESTS ARE REQUIRED, REQUIRED TEST LOADS SHALL BE DETERMINED BASED
<br />ON THE LESSER OF THE CALCULATED TENSION LOAD AS DETERMINED IN ACCORDANCE WITH
<br />THE ICC-ESR FOR THE SPECIFIC ANCHOR OR 80% (0.8 Ase Fya) OF THE NOMINAL YIELD
<br />STRENGTH OF THE ANCHOR ELEMENT, FOR A SINGLE ANCHOR WITH NO EDGE OR SPACING
<br />CONFLICTS. WHERE ALL LIGHTWEIGHT CONCRETE OCCURS, MULTIPLY TEST LOAD BY 0.6.
<br />WHERE SAND LIGHTWEIGHT CONCRETE OCCURS, MULTIPLY TEST LOADS BY 0.68. EXPANSION
<br />ANCHORS MAY BE TORQUE-TESTED, IN LIEU OF TENSION LOAD TESTS. TEST LOADS ARE FOR
<br />CRITICAL EDGE DISTANCE, IF LESS THAN CRITICAL EDGE DISTANCES, CONTACT E.O.R. FOR
<br />VALUES. TENSION TEST LOADS REFLECT A VALUE THAT IS EQUAL TO 1.25 x STRENGTH DESIGN
<br />CAPACITY FOR ANCHORS IN CONCRETE.
<br />THE FOLLOWING CRITERIA APPLY FOR THE ACCEPTANCE OF INSTALLED ANCHORS: HYDRAULIC
<br />RAM METHOD: THE ANCHOR SHOULD HAVE NO OBSERVABLE MOVEMENT AT THE APPLICABLE
<br />TEST LOAD. A PRACTICAL WAY TO DETERMINE OBSERVABLE MOVEMENT IS THAT THE WASHER
<br />UNDER THE NUT BECOMES LOOSE.
<br />TESTING BASED ON THE ICC-ESR SHOULD OCCUR 24 HOURS MINIMUM AFTER INSTALLATION OF
<br />THE SUBJECT ANCHORS.
<br />TORQUE TESTING EPOXY ANCHORS IS NOT PERMITTED.
<br />IF ANY ANCHOR FAILS TESTING, NOTIFY THE SEOR FOR FURTHER TESTING FREQUENCY.
<br />3 8" DIA.
<br />1 2" DIA.
<br />5 8" DIA.
<br />3 4" DIA.
<br />7 8" DIA.
<br />1" DIA.
<br />23 8"
<br />23 4"
<br />31 8"
<br />31 2"
<br />33 4"
<br />4"
<br />13 4"
<br />13 4"
<br />13 4"
<br />13 4"
<br />13 4"
<br />13 4"
<br />** MIN CONCRETE STRENGTH = 3000 PSI
<br />(HARDROCK), ALL-THREAD ROD SHALL BE ASTM
<br />A-36 GALVANIZED WHERE EMBEDMENT < 8" AND
<br />ASTM A-193 B7 AT ALL OTHER CONDITIONS
<br />U.N.O.
<br />* MIN CONCRETE THICKNESS
<br />1.25" + EMBEDMENT UP TO 1 2" DIA. OR #4
<br />REBAR
<br />2*do + EMBENDMENT FOR 5 8" DIA. OR #5
<br />REBAR AND LARGER
<br />** MIN CONCRETE STRENGTH = 3000 PSI
<br />(HARDROCK), REBAR SHALL BE ASTM A615,
<br />GRADE 60.
<br />23 4"
<br />31 8"
<br />31 2"
<br />33 4"
<br />13 4"
<br />13 4"
<br />13 4"
<br />13 4"
<br />11 4" DIA.5"23 4"
<br />23 8"13 4"
<br />4"13 4"
<br />5"23 4"
<br />* MIN CONCRETE THICKNESS
<br />1.25" + EMBEDMENT UP TO 1 2" DIA. OR #4
<br />REBAR
<br />2*do + EMBENDMENT FOR 5 8" DIA. OR #5
<br />REBAR AND LARGER
<br />EPOXY ANCHOR RODS (ALL-THREAD AND REBAR):
<br />EPOXY ANCHORS NOTED IN DRAWINGS ARE SIMPSON SET-3G (ICC ESR-4057) ANCHORS SYSTEM,
<br />OR APPROVED EQUAL.
<br />MINIMUM EMBEDMENT DEPTHS AND EDGE DISTANCES ARE AS FOLLOWS
<br />UNLESS NOTED OTHERWISE.
<br />ALL-THREAD
<br />ROD ANCHOR
<br />SIZE (DIA.)
<br />EPOXY ANCHOR
<br /> MINIMUM
<br />EMBEDMENT*
<br />MIN. EDGE
<br /> DIST
<br />EPOXY ANCHOR
<br /> MINIMUM
<br />EMBEDMENT*
<br />MIN. EDGE
<br /> DIST
<br />REBAR
<br />ANCHOR
<br />SIZE (DIA.)
<br />#3
<br />#4
<br />#5
<br />#6
<br />#7
<br />#8
<br />#10
<br />VOLUNTARY RETROFIT NOTICE:
<br />THE PURPOSE OF THIS PROPOSED SEISMIC RETROFIT IS TO PROMOTE
<br />PUBLIC WELFARE AND SAFETY BY REDUCING THE RISK OF DEATH OR
<br />INJURY THAT MAY RESULT FROM THE EFFECTS OF EARTHQUAKES ON
<br />EXISTING WOOD-FRAMED MULTI-STORY BUILDINGS WITH SOFT, WEAK OR
<br />OPEN FRONT WALLS. IN THE 1994 NORTHRIDGE EARTHQUAKE, MANY
<br />MULTI-STORY WOOD-FRAME BUILDINGS WITH TUCK-UNDER PARKING
<br />PERFORMED POORLY AND COLLAPSED, CAUSING THE LOSS OF HUMAN
<br />LIFE, PERSONAL INJURY AND PROPERTY DAMAGE. IT HAS BEEN
<br />DETERMINED THAT THE STRUCTURAL VULNERABILITY OF THIS BUILDING
<br />TYPE IS TYPICALLY DUE TO SOFT, WEAK OR OPEN-FRONT WALLS. THIS
<br />PROPOSED SEISMIC RETROFIT MEETS THE MINIMUM STANDARDS TO
<br />MITIGATE HAZARDS FROM THESE DEFICIENCIES. ADHERENCE TO THESE
<br />MINIMUM STANDARDS WILL IMPROVE THE PERFORMANCE OF THESE
<br />BUILDINGS DURING EARTHQUAKES, BUT NOT NECESSARILY PREVENT, THE
<br />LOSS OF LIFE, INJURY OR EARTHQUAKE-RELATED DAMAGE.
<br />THE PROPOSED SEISMIC RETROFIT MITIGATES ONLY THE ASSOCIATED
<br />RISKS WITH THE TUCK-UNDER PARKING THAT CREATE A SOFT, WEAK OR
<br />OPEN-FRONT WALLS. THIS PROPOSED RETROFIT DOES NOT ELIMINATE OR
<br />CORRECT ALL EARTHQUAKE HAZARDS THAT MAY BE KNOWN OR
<br />UNKNOWN. CONSTRUCTION FLAWS, HIDDEN STRUCTURAL
<br />DETERIORATION, PEST DAMAGE AND OTHER STRUCTURAL DEFICIENCIES
<br />MAY BE PRESENT BUT ARE NOT CORRECTED BY THIS PROPOSED
<br />RETROFIT.
<br />GENERAL:
<br />THE STRUCTURAL CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE.
<br />THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE STRUCTURE IS DESIGNED TO BE A STABLE
<br />UNIT AS A COMPLETED WHOLE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DESIGN, ERECT AND INSPECT
<br />TEMPORARY SHORES, BRACES, ETC. TO SUPPORT THE STRUCTURE AGAINST ALL ANTICIPATED LOADS
<br />INCLUDING GRAVITY, WIND AND LATERAL EARTH PRESSURE UNTIL ITS COMPLETION. OBSERVATION VISITS
<br />TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THESE METHODS OF
<br />CONSTRUCTION. CONSTRUCTION MATERIAL SHALL BE PLACED ON FRAMED FLOORS AND ROOFS SUCH THAT
<br />THE DESIGN LIVE LOADS ARE NOT EXCEEDED.
<br />THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS PRIOR TO STARTING
<br />CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE ARCHITECT.
<br />WORKMANSHIP AND MATERIALS SHALL COMPLY WITH SANTA ANA MUNICIPAL CODE & 2022 CBC AND ALL
<br />OTHER APPLICABLE REGULATIONS.
<br />NOTES AND DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THE GENERAL STRUCTURAL NOTES AND
<br />TYPICAL DETAILS. "TYPICAL" DETAILS ARE NOT FLAGGED ON THE DRAWINGS, BUT APPLY UNLESS NOTED
<br />OTHERWISE.
<br />COORDINATION:
<br />ALL DRAWINGS ARE CONSIDERED TO BE PART OF THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL BE
<br />RESPONSIBLE FOR COORDINATING THE DRAWINGS AND SPECIFICATIONS AMONG THE SUBCONTRACTORS
<br />PRIOR TO START OF CONSTRUCTION. ANY DISCREPANCIES THAT ARE FOUND SHALL BE BROUGHT TO THE
<br />ATTENTION OF THE ARCHITECT PRIOR TO START OF CONSTRUCTION. ANY WORK PERFORMED IN CONFLICT
<br />WITH THE CONTRACT DOCUMENTS OR ANY CODE REQUIREMENTS SHALL BE CORRECTED BY THE CONTRACTOR
<br />AT HIS OWN EXPENSE AND AT NO EXPENSE TO THE OWNER OR ARCHITECT.
<br />COORDINATION SHALL INCLUDE, BUT NOT BE LIMITED TO, VERIFYING THE LOCATION AND WEIGHT OF ALL
<br />MECHANICAL AND ELECTRICAL EQUIPMENT AS WELL AS THE SIZE AND LOCATION OF ALL MECHANICAL
<br />OPENINGS IN ROOFS, FLOORS AND WALLS. UNLESS OTHERWISE NOTED ON THE DRAWINGS, DO NOT
<br />PENETRATE ANY STRUCTURAL ELEMENTS SUCH AS BEAMS, COLUMNS, WALLS, SLABS, ETC. WITHOUT PRIOR
<br />WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE ARCHITECT.
<br />COORDINATION SHALL INCLUDE, BUT NOT BE LIMITED TO, DETERMINING THE LOCATION OF ALL EXISTING UTILITY
<br />LINES THAT MAY INTERFERE WITH THE INSTALLATION OF THE NEW STRUCTURAL ELEMENTS. THE CONTRACTOR
<br />SHALL INFORM THE OWNER IF INTERFERENCE IS ENCOUNTERED. THE OWNER WILL DETERMINE IF THE LINES
<br />ARE TO BE REMOVED OR RELOCATED.
<br />SHOP DRAWINGS:
<br />SHOP DRAWING SUBMITTALS TO THE ENGINEER ARE REQUIRED FOR ALL STRUCTURAL WORK, UNLESS
<br />OTHERWISE AGREED TO BY THE ARCHITECT/ENGINEER. NO WORK SHALL PROCEED WITHOUT THE REVIEW
<br />AND APPROVAL OF SHOP/ERECTION/LAYOUT DRAWINGS BY THE ARCHITECT AND ENGINEER. ALL SUBMITTALS
<br />SHALL BE MADE IN A TIMELY MANNER ALLOWING ADEQUATE TIME AS NEEDED BY THE ARCHITECT AND
<br />ENGINEER FOR REVIEW.
<br />THE CONTRACTOR SHALL REVIEW AND APPROVE ALL SHOP DRAWINGS PRIOR TO ENGINEERING REVIEW.
<br />SUBMISSIONS FOR ENGINEERING REVIEW SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE
<br />WILL BE MARKED AND RETURNED.
<br />CODE:
<br />SANTA ANA MUNICIPAL CODE & 2022 CALIFORNIA BUILDING CODE (EARTHQUAKE FORCE REDUCED 25% FROM
<br />CURRENT CODE VALUES)
<br />SEISMIC:
<br />IMPORTANCE FACTOR, I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -1.0
<br />RISK CATEGORY - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -II
<br />Ss - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1.305
<br />S1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0.466
<br />SITE SOIL CLASS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - D - DEFAULT
<br />SDs - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -1.044
<br />SD1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -N/A
<br />Fa - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -1.2
<br />Fv - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - N/A
<br />SDC - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - D
<br />STEEL SPECIAL CANTILEVER COLUMN - - - - - - - - - - - - - - - - - - - - R = 2.5
<br />Ωo = 1.25
<br />Cd = 2.5
<br />FOUNDATION:
<br />ALLOWABLE SOIL BEARING PRESSURE = 1500 PSF (1/3 INCREASE FOR WIND OR SEISMIC) 2022 CBC MINIMUM VALUES.
<br />CONTRACTOR SHALL COMPLY WITH ALL PROVISIONS OF 2022 CBC.
<br />ALL EXCAVATIONS, COMPACTION & BACKFILL SHALL HAVE CONTINUOUS OR PERIODIC INSPECTION BY GEOTECH
<br />ENGINEER OF RECORD.
<br />GEOTECH TO INSPECT AND APPROVE FOUNDATION AND SUBMIT APPROVAL TO OWNER/REPRESENTATIVE, PRIOR TO
<br />CONSTRUCTION INSPECTION.
<br />IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION REPORT MAY BE REQUIRED.
<br />NO IMPACT TOOLS SHALL BE PERMITTED WHEN REMOVING EXISTING FOOTING. SAW CUTTING FOOTING ONLY IS
<br />ALLOWED.
<br />INSPECTIONS:
<br />THE OWNER SHALL EMPLOY AN INSPECTOR TO PROVIDE INSPECTION PER CBC CHAPTER 17 AND LOCAL
<br />CODES. ALL SPECIAL INSPECTORS SHALL BE APPROVED BY CITY OF SANTA ANA DEPARTMENT OF BUILDING &
<br />SAFETY.
<br />CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A SEISMIC FORCE RESISTING
<br />SYSTERM/COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN
<br />STATEMENT OF RESPONSIBILITY TO THE SANTA ANA DEPARTMENT OF BUILDING AND SAFETY INSPECTORS
<br />AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT.
<br />PRE-CONSTRUCTION MEETING:
<br />UPON EXCAVATION AND EXPOSURE OF EXISTING STRUCTURAL ELEMENTS AND CONNECTIONS AND PRIOR
<br />INSTALLATION OF ANY NEW STRUCTURAL ELEMENTS OR MEMBERS, THE OWNER OR OWNER'S
<br />REPRESENTATIVE SHALL ARRANGE A PRE-CONSTRUCTION MEETING TO BE ATTENDED BY THE ENGINEER OR
<br />ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN, CONTRACTOR AND THE BUILDING INSPECTOR. THE
<br />PURPOSE OF THE MEETING SHALL BE TO IDENTIFY THE MAJOR STRUCTURAL ELEMENTS, CONNECTIONS AND
<br />EXISTING CONDITIONS THAT EFFECT THE VERTICAL AND LATERAL LOAD SYSTEMS OF THE STRUCTURE AND TO
<br />REVIEW SCHEDULING OF THE REQUIRED OBSERVATIONS.
<br />INSPECTIONS REQUIRED:
<br />THE OWNER OR THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE ACTING AS THE
<br />OWNER'S AGENT SHALL EMPLOY ONE OR MORE DEPUTY INSPECTORS TO PERFORM INSPECTIONS
<br />DURING CONSTRUCTION ON THE TYPES OF WORK THAT REQUIRE SPECIAL INSPECTIONS.
<br />CONTINUOUS INSPECTIONS:
<br />A.FIELD WELDING
<br />B.CONCRETE PLACEMENT FOR CONC STRENGTH f'c>2500 PSI
<br />CITY OF SANTA ANA DEPARTMENT OF BUILDING AND SAFETY: GENERAL NOTES FOR STRUCTURAL
<br />OBSERVATION:
<br />STRUCTURAL OBSERVATION IS REQUIRED FOR THE STRUCTURAL SYSTEM IN ACCORDANCE WITH 2022
<br />CBC CHAPTER 17. STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION OF THE ELEMENTS AND
<br />CONNECTIONS OF THE STRUCTURAL SYSTEMS AT SIGNIFICANT CONSTRUCTION STAGES AND THE
<br />COMPLETED STRUCTURE FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND
<br />SPECIFICATIONS. STRUCTURAL OBSERVATION DOES NOT WAIVE THE RESPONSIBILITY FOR THE
<br />INSPECTIONS REQUIRED OF THE BUILDING INSPECTOR OR THE DEPUTY INSPECTOR.
<br />THE OWNER SHALL EMPLOY A CIVIL OR STRUCTURAL ENGINEER OR ARCHITECT TO PERFORM THE
<br />STRUCTURAL OBSERVATION. THE ENGINEER OR ARCHITECT SHALL BE REGISTERED OR LICENSED IN
<br />THE STATE OF CALIFORNIA. THE DEPARTMENT OF BUILDING AND SAFETY RECOMMENDS THE USE OF
<br />THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN WHEN THEY ARE
<br />INDEPENDENT OF THE CONTRACTOR.
<br />THE STRUCTURAL OBSERVER SHALL PROVIDE EVIDENCE OF EMPLOYMENT BY THE OWNER. A LETTER
<br />FROM THE OWNER OR A COPY OF THE AGREEMENT FOR SERVICES SHALL BE SENT TO THE BUILDING
<br />INSPECTOR BEFORE THE FIRST SITE VISIT. THE STRUCTURAL OBSERVER SHALL ALSO INFORM THE
<br />OWNER OF THE REQUIREMENTS FOR A PRECONSTRUCTION MEETING AND SHALL PRESIDE OVER THIS
<br />MEETING.
<br />THE OWNER OR OWNER'S REPRESENTATIVE SHALL COORDINATE AND CALL FOR A MEETING BETWEEN
<br />THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN, STRUCTURAL
<br />OBSERVER, CONTRACTOR, AFFECTED SUBCONTRACTORS AND DEPUTY INSPECTORS. THE PURPOSE
<br />OF THE MEETING SHALL BE IDENTIFY THE MAJOR STRUCTURAL ELEMENTS AND CONNECTIONS THAT
<br />AFFECT THE VERTICAL AND LATERAL LOAD SYSTEMS OF THE STRUCTURE AND TO REVIEW
<br />SCHEDULING OF THE REQUIRED OBSERVATIONS. A RECORD OF THE MEETING SHALL BE INCLUDED IN
<br />THE FIRST OBSERVATION REPORT SUBMITTED TO THE BUILDING INSPECTOR.
<br />THE STRUCTURAL OBSERVER SHALL PERFORM SITE VISITS AT THOSE STEPS IN THE PROGRESS OF
<br />THE WORK THAT ALLOW FOR CORRECTION OF DEFICIENCIES WITHOUT SUBSTANTIAL EFFORT OR
<br />UNCOVERING OF THE WORK INVOLVED. AT A MINIMUM, THE FOLLOWING SIGNIFICANT CONSTRUCTION
<br />STAGES REQUIRE A SITE VISIT AND AN OBSERVATION REPORT FROM THE STRUCTURAL OBSERVER.
<br />SCHEDULED INTERVAL OR STAGE OF CONSTRUCTION
<br />a. FOUNDATION PRIOR TO CONCRETE PLACEMENT.
<br />b. COMPLETION OF STEEL & FRAMING PRIOR TO COVERING.
<br />THE STRUCTURAL OBSERVER SHALL PREPARE A REPORT FOR EACH SIGNIFICANT STAGE OF
<br />CONSTRUCTION OBSERVED. THE ORIGINAL OF THE OBSERVATION REPORT SHALL BE SENT TO THE
<br />BUILDING INSPECTOR'S OFFICE AND SHALL BE SIGNED AND SEALED (WET STAMP) BY THE
<br />RESPONSIBLE STRUCTURAL OBSERVER. ONE COPY OF THE OBSERVATION REPORT SHALL BE
<br />ATTACHED TO THE APPROVED PLANS. THE COPY ATTACHED TO THE PLANS NEED NOT BE SEALED BUT
<br />SHALL BE SIGNED BY THE RESPONSIBLE STRUCTURAL OBSERVER OR THEIR DESIGNEE. COPIES OF
<br />THE REPORT SHALL ALSO BE GIVEN TO THE OWNER, CONTRACTOR, AND DEPUTY INSPECTOR.
<br />A FINAL OBSERVATION REPORT MUST BE SUBMITTED WHICH SHOWS THAT ALL OBSERVED
<br />DEFICIENCIES WERE RESOLVED AND THE STRUCTURAL SYSTEM GENERALLY CONFORMS WITH THE
<br />APPROVED PLANS AND SPECIFICATIONS. THE DEPARTMENT OF BUILDING AND SAFETY WILL NOT
<br />ACCEPT THE STRUCTURAL WORK WITHOUT THIS FINAL OBSERVATION REPORT AND THE CORRECTION
<br />OF SPECIFIC DEFICIENCIES NOTED DURING NORMAL BUILDING AND DEPUTY INSPECTION.
<br />THE STRUCTURAL OBSERVER SHALL SEND THE ORIGINAL OBSERVATION REPORT TO THE INSPECTION
<br />OFFICE.
<br />WHEN THE OWNER ELECTS TO CHANGE THE STRUCTURAL OBSERVER OF RECORD, THE OWNER SHALL:
<br />A. NOTIFY THE BUILDING INSPECTOR IN WRITING BEFORE THE NEXT INSPECTION.
<br />B. CALL AN ADDITIONAL PRECONSTRUCTION MEETING, AND.
<br />C. FURNISH THE REPLACEMENT STRUCTURAL OBSERVER WITH A COPY OF ALL PREVIOUS
<br />OBSERVATION REPORT.
<br />THE REPLACEMENT STRUCTURAL OBSERVER SHALL APPROVE THE CORRECTION OF THE ORIGINAL
<br />OBSERVED DEFICIENCIES UNLESS OTHERWISE APPROVED BY PLAN CHECK SUPERVISION. THE POLICY
<br />OF THE DEPARTMENT SHALL BE TO CORRECT ANY PROPERLY NOTED DEFICIENCIES WITHOUT
<br />CONSIDERATION OF THEIR SOURCE
<br />THE ENGINEER OR ARCHITECT OF RECORD SHALL DEVELOP ALL CHANGES RELATING TO THE
<br />STRUCTURAL SYSTEMS. THE BUILDING DEPARTMENT SHALL REVIEW AND APPROVE ALL CHANGES TO
<br />THE APPROVED PLANS AND SPECIFICATIONS .
<br />DEAD LOADS:
<br />ROOF - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -11.0 PSF
<br />2ND FLOOR - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -35.0 PSF (FLOOR AREA)
<br />40.0 PSF (PLASTER CEILING)
<br />ADDED NOTES PER CITY OF SANTA ANA REQUIREMENTS:
<br />1. CONTRACTOR IS RESPONSIBLE FOR TEMPORARY SHORING DESIGN BY REGISTERED DESIGN
<br />ENGINEER.
<br />2. TEMPORARY SHORING NOT TO BE REMOVED UNTIL NEW FOUNDATION IS CAPABLE OF TAKING
<br />GRAVITY LOADS.
<br />3. PROVIDE LEAD HOLE 40% - 70% OF THREADED SHANK DIAMETER AND FULL DIAMETER FOR
<br />SMOOTH SHANK PORTION.
<br />4. A COPY OF THE ICC REPORTS AND/OR CONDITIONS OF LISTING SHALL BE MADE AVAILABLE AT THE
<br />JOB SITE.
<br />5. GAS PIPES NOT ALLOWED IN GRADE BEAM UNLESS APPROVAL IS OBTAINED FROM GAS COMPANY.
<br />6. PROVIDE MILL CERTIFICATES FOR ALL STRUCTURAL STEEL & REINFORCING STEEL.
<br />WOOD:
<br />10d COMMON NAILS 3" LONG ARE TO BE USED WHERE 10d x11 2" NAILS ARE NOT SPECIFICALLY CALLED
<br />OUT ON DRAWINGS OR ALLOWED BY SIMPSON CATALOG AS EQUAL SUBSTITUTION WITH EQUAL
<br />CAPACITY.
<br />USE OF MACHINE NAILING IS SUBJECT TO A SATISFACTORY JOBSITE DEMONSTRATION FOR EACH
<br />PROJECT AND THE APPROVAL OF THE PROJECT STRUCTURAL ENGINEER AND THE ENFORCEMENT
<br />AGENCY. THE APPROVAL IS SUBJECT TO CONTINUED SATISFACTORY PERFORMANCE. MACHINE
<br />NAILING IS NOT ALLOWED FOR 5/16" INCH PLYWOOD. IF THE NAIL HEADS PENETRATE THE OUTER PLY
<br />MORE THAN WOULD BE NORMAL FOR A HAND HELD HAMMER, OR IF MINIMUM ALLOWABLE EDGE
<br />DISTANCES ARE NOT MAINTAINED, THE PERFORMANCE WILL BE DEEMED UNSATISFACTORY AND
<br />MACHINE NAILING SHALL BE DISCONTINUED.
<br />UNLESS SPECIFICALLY SHOWN ON THESE PLANS NO STRUCTURAL MEMBER SHALL BE CUT. NEITHER
<br />DRILLED NOR NOTCHED WITHOUT PRIOR WRITTEN AUTHORIZATION FROM THE STRUCTURAL
<br />ENGINEER.
<br />WOOD MATERIALS:
<br />PROVIDE MEMBERS AS MANUFACTURED BY TRUS JOIST CORPORATION OR AN APPROVED SUBSTITUTE WITH A
<br />CURRENT ICBO APPROVAL. DESIGN, FABRICATE AND ERECT IN ACCORDANCE WITH THE APPLICABLE ICBO/ICC
<br />REPORT.
<br />MEMBER SIZES ARE SHOWN ON THE DRAWINGS.
<br />FRAMING LUMBER:
<br />BASE VALUES FOR DIMENSION LUMBER
<br /> SPECIES
<br />MEMBER Fb (PSI) Fv (PSI) E (PSI) F'c//(PSI) & GRADE
<br />- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
<br />JOISTS 900 180 1,600,000 1300 DOUG FIR #2
<br />BEAMS
<br /> 4X MEMBERS 1000 180 1,700,000 1450 DOUG FIR #1
<br /> 6X MEMBERS 1350 170 1,600,000 925 DOUG FIR #1
<br />POSTS
<br /> 4X MEMBERS 1000 180 1,700,000 1450 DOUG FIR #1
<br /> 6X MEMBERS 1200 170 1,600,000 1000 DOUG FIR #1
<br />STUDS 900 180 1,600,000 1350 DOUG FIR #2
<br />LEDGERS AND
<br /> TOP PLATES 875 180 1,600,000 1300 DOUG FIR #2
<br />TREATED SILL DOUG FIR #2 MIN. EACH PIECE SHALL BEAR A STAMP OF APPROVED
<br /> PLATES INDEPENDENT AGENCY OPERATING UNDER AITC.
<br />FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN WOOD
<br />PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTIONS BUREAU. ALL SAWN LUMBER SHALL BE
<br />STAMPED WITH THE GRADE MARK OF AN APPROVED GRADING AGENCY. MOISTURE CONTENT SHALL NOT
<br />EXCEED 19%.
<br />ALL BOLT HOLES SHALL BE DRILLED 1 32" TO 116" OVERSIZED.
<br />LEGAL DESCRIPTION:
<br />APN: 109-040-40
<br />DWG
<br />NUMBER SHEET TITLE
<br />S0.1 GENERAL NOTES
<br />S1.1 TYPICAL DETAILS
<br />S2.0 SITE PLAN
<br />S2.1 BUILDING F - FOUNDATION & FLOOR FRAMING PLAN
<br />S2.2 BUILDING G - FOUNDATION & FLOOR FRAMING PLAN
<br />S2.3 BUILDING H - PARTIAL FOUNDATION & FLOOR FRAMING PLAN
<br />S2.4 BUILDING H - PARTIAL FOUNDATION & FLOOR FRAMING PLAN
<br />S2.5 BUILDING I - FOUNDATION & FLOOR FRAMING PLAN
<br />S3.1 BUILDING ELEVATIONS
<br />S3.2 BUILDING ELEVATIONS
<br />S3.3 BUILDING ELEVATIONS
<br />S3.4 BUILDING ELEVATIONS
<br />S5.1 DETAILS
<br />S5.2 DETAILS
<br />1
<br />SCOPE OF WORK:
<br />1. MITIGATE SOFT STORY, WEAK STORY AND OPEN-WALL
<br />LINE CONDITIONS AT TUCK UNDER PARKING AREAS.
<br />CONSTRUCTION METHOD:
<br />(8) SPECIAL STEEL CANTILEVERED COLUMNS WITH
<br />CONCRETE GRADE BEAM AT NORTH SIDE OF BUILDING H.
<br />(4) SPECIAL STEEL CANTILEVERED COLUMNS WITH
<br />CONCRETE GRADE BEAM AT EAST SIDE OF BUILDING G.
<br />(4) SPECIAL STEEL CANTILEVERED COLUMNS WITH
<br />CONCRETE GRADE BEAM AT WEST SIDE OF BUILDING I.
<br />& (4) SPECIAL STEEL CANTILEVERED COLUMNS WITH
<br />CONCRETE GRADE BEAM AT SOUTH SIDE OF BUILDING F.
<br />SITE
<br />22
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<br />T
<br />WESTMINSTER AVE
<br />W 1ST ST
<br />WEST GROVE VALLEY
<br />W McFADDEN AVE
<br />EDINGER AVE
<br />BUILDING INFO:
<br />a.OCCUPANCY GROUP: RESIDENTIAL R-2
<br />b.CONSTRUCTION TYPE: V
<br />c.NUMBER OF STORIES: 2
<br />d.FIRE SPRINKLER: NONE EXISTS
<br />241285 7-22-24
<br />LMC / PVB
<br />PVB
<br />LMC / PVB
<br />LMC / MBH / AYB
<br />AS SHOWN
<br />7-26-24 PLAN CHECK SUBMITTAL PVB
<br />8-7-24 PLAN CHECK RESUBMITTAL PVB
<br />10/14/24
<br />www.coffman.com
<br />ph 818.285.2650
<br />6320 Canoga Ave, Suite 1300
<br />Woodland Hills, CA 91367
<br />10-14-24 PLAN CHECK RESUBMITTAL PVB
<br />2701 W McFadden Ave
<br />#F-I2/6/2025
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