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GENERAL STRUCTURAL NOTES
<br />CITY OF SANTA ANA
<br />PI nning and Building Agenc
<br />GENERAL NOTES
<br />1. NOTES: NOTES PROVIDED ON STRUCTURAL PLANS SHALL TAKE PRECEDENCE OVER THESE
<br />GENERAL NOTES AND SPECIFICATIONS.
<br />2. DIMENSIONS: WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE OVER SCALE DIMENSIONS.
<br />CONTRACTOR SHALL CHECK ALL DIMENSIONS AGAINST ARCHITECTURAL PLANS PRIOR TO
<br />CONSTRUCTION.
<br />3. CODES AND SPECIFICATIONS: ALL WORK AND CONSTRUCTION SHALL COMPLY WITH ALL
<br />APPLICABLE BUILDING CODES, SPECIFICATIONS, REGULATIONS AND SAFETY REQUIREMENTS.
<br />4. SAFETY: DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE
<br />FOR THE SAFETY OF THE BUILDING. THE CONTRACTOR SHALL PROVIDE ADEQUATE
<br />SHORING, BRACING AND GUYS IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL
<br />SAFETY ORDINANCES.
<br />5. ERECTION: ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. ANY
<br />DEVIATION MUST BE APPROVED BY OSHA PRIOR TO ERECTION.
<br />6. EARTH WORK: THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION
<br />PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY,
<br />STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE AND
<br />LOCAL SAFETY ORDINANCE.
<br />7. OTHER TRADES: THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK
<br />OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS AND CONDITIONS OF THE JOB. ALL
<br />DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECT OR ENGINEER
<br />AND BE RESOLVED BEFORE PROCEEDING WITH WORK.
<br />8. SHOP DRAWINGS: SHOP DRAWINGS REQUIRED BY THE SPECIFICATIONS SHALL BE
<br />SUBMITTED TO THE ARCHITECT OR ENGINEER FOR REVIEW PRIOR TO FABRICATION.
<br />9. DETAILS: DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS AND NOTES OF
<br />CONSTRUCTION, WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF
<br />SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE
<br />USED SUBJECT TO REVIEW BY THE ARCHITECT OR ENGINEER.
<br />10. OPENINGS: SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF ALL FLOOR AND
<br />WALL OPENINGS, FLOOR FINISHES, ETC.
<br />11. OTHER TRADES: SEE MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS FOR SIZE AND
<br />LOCATION OF ALL OPENINGS REQUIRED FOR DUCTS, PIPES AND ALL PIPE SLEEVES,
<br />ELECTRICAL CONDUITS AND OTHER ITEMS TO BE EMBEDDED IN CONCRETE OR OTHERWISE
<br />INCORPORATED IN STRUCTURAL WORK.
<br />12. SPECIAL DETAILS: PROVIDE OPENINGS AND SUPPORTS, AS REQUIRED PER SPECIAL DETAILS
<br />FOR HEATERS, MECHANICAL EQUIPMENT, VENTS, DUCTS, PIPING, ETC. ALL SUSPENDED
<br />MECHANICAL EQUIPMENT TO BE STAYED OR LATERALLY BRACED.
<br />13. MODIFICATIONS: ALL INFORMATION SHOWN ON THE DRAWINGS, RELATIVE TO EXISTING
<br />CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE, BUT WITHOUT GUARANTEE OF
<br />ACCURACY, WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS THEY SHALL BE
<br />REPORTED TO THE ARCHITECT OR ENGINEER SO THAT PROPER REVISIONS MAY BE MADE.
<br />MODIFICATION OF DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT WRITTEN
<br />APPROVAL OF THE ARCHITECT AND ENGINEER.
<br />14. OTHER PLANS: ARCHITECTURAL AND MECHANICAL PLANS ARE CONSIDERED AS PART OF
<br />THE STRUCTURAL DESIGN DRAWINGS AND ARE TO BE USED TO DEFINE DETAIL
<br />CONFIGURATIONS INCLUDING, BUT NOT LIMITED TO RELATIVE LOCATION OF MEMBERS,
<br />ELEVATIONS, LOCATION OF ALL OPENINGS, ETC.
<br />15. OTHER ITEMS: SKYLIGHT, STOREFRONT STAIR FABRICATOR, ETC. SHALL SUBMIT STRUCTURAL
<br />DESIGN CALCULATIONS AND DRAWINGS FOR ALL FRAMING MEMBERS AND CONNECTIONS
<br />(INCLUDING CONNECTIONS TO STRUCTURAL MEMBERS) TO STRUCTURAL ENGINEER AND
<br />BUILDING DEPARTMENT FOR THEIR APPROVAL PRIOR FABRICATION. CALCULATIONS AND
<br />DRAWINGS SHALL COMPLY WITH ALL REQUIREMENTS OF LATEST APPLICABLE BUILDING.
<br />THESE DRAWINGS SHALL BE DESIGNED AND SIGNED BY A REGISTERED ENGINEER.
<br />16. MECHANICAL: MECHANICAL EQUIPMENT MUST BE FIRMLY ATTACHED TO THE STRUCTURE,
<br />ISOLATORS, FASTENERS AND ANY OTHER ELEMENTS PROVIDING STABILITY FOR MECHANICAL
<br />EQUIPMENT MUST BE APPROVED BY ICBO OF EQUIVALENT TO AT LEAST 0.3 TIMES
<br />OPERATING WEIGHT OF EQUIPMENT.
<br />17. SHORING: IT SHALL BE THE CONTRACTOR'S SOLE RESPONSIBILITY TO DESIGN AND PROVIDE
<br />ADEQUATE SHORING, BRACING AND FORMWORK, ETC., AS REQUIRED FOR THE PROTECTION
<br />OF LIFE AND PROPERTY DURING THE CONSTRUCTION OF THIS BUILDING. POST -TENSIONED
<br />OR REINFORCED CONCRETE SLABS MAY CARRY SHORING LOADS EQUIVALENT TO THEIR
<br />DESIGN SUPERIMPOSED LOADS INCLUDE LIVE LOAD, PARTITION LOAD AND ANY OTHER LOAD
<br />NOT IN PLACE AT TIME OF SHORING.
<br />18. BACKFILL: BACKFILL AROUND THE EXTERIOR PERIMETER OF WALLS SHALL NOT BE PLACED
<br />UNTIL AFTER THE WALLS ARE SUPPORTED BY THE COMPLETION OF INTERIOR FLOOR
<br />SYSTEM. DO NOT PROCEED WITH BACKFILL UNTIL 7 DAY (MINIMUM) AFTER THE
<br />COMPLETION OF INTERIOR FLOOR SYSTEMS UNLESS WALLS ARE ADEQUATELY BRACED.
<br />BACKFILL SHALL NOT BE PLACED UNTIL AFTER THE COMPLETION AND INSPECTION OF
<br />DAMP PROOFING.
<br />19. BRACING: DO ALL TEMPORARY BRACING AS REQUIRED TO HOLD THE VARIOUS ELEMENTS IN
<br />PLACE UNTIL FINAL SUPPORT IS SECURELY ANCHORED.
<br />20. THE DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT
<br />INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND
<br />DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS,
<br />METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES, INCLUDING, BUT NOT LIMITED TO
<br />BRACING AND SHORING. OBSERVATION VISITS TO THE SITE BY THE ENGINEER SHALL NOT
<br />INCLUDE INSPECTIONS OF THE PROTECTIVE MEASURES OF THE CONSTRUCTION
<br />PROCEDURES. ANY SUPPORT SERVICES PERFORMED BY THE ENGINEER DURING THE
<br />CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED INSPECTION
<br />SERVICES. THERE SUPPORT SERVICES PERFORMED BY THE ENGINEER, WHETHER OF
<br />MATERIAL OF WORK AND WHETHER PERFORMED PRIOR TO, DURING OR AFTER COMPLETION
<br />OF CONSTRUCTION, ARE PERFORMED SOLELY FOR THE PURPOSE OF ASSISTING IN QUALITY
<br />CONTROL AND IN ACHIEVING CONFORMANCE WITH CONTRACT DOCUMENTS, BUT DO NOT
<br />GUARANTEE CONTRACTOR'S PERFORMANCE AND SHALL NOT BY CONSTRUCTED AS
<br />SUPERVISION OF CONSTRUCTION.
<br />21. WHERE CONSTRUCTION MATERIALS ARE TEMPORARILY STORED ON ROOF OR FLOOR
<br />FRAMING, THEY SHALL BE DISTRIBUTED SO THAT THE LOAD DOES NOT EXCEED DESIGN
<br />LIVE LOAD. ADEQUATE SHORING AND/OR BRACING SHALL BE PROVIDED WHERE
<br />STRUCTURAL MEMBERS HAVE NOT ATTAINED DESIGN STRENGTH.
<br />22. ASTM DESIGNATION AND ALL STANDARDS REFER TO THE LATEST AMENDMENTS.
<br />23. ALL WORK SHALL CONFORM TO THE 2022 EDITION OF CALIFORNIA BUILDING CODE, 2020
<br />EDITION OF LOS ANGELES BUILDING CODE AND 2021 OF INTERNATIONAL BUILDING CODE.
<br />FOUNDATION
<br />1. THE SOILS BEARING PRESSURE = 1,500 PSF
<br />2. FOUNDATION DESIGN SHALL BE 24" MIN. DEPTH OF FTG BELOW LOWEST
<br />ADJACENT FINAL GRADE, AND 12" MINIMUM WIDTH FOR 1 STORY, 15"
<br />MIN. WIDTH FOR 2 STORY, BEAR ON FIRM NATIVE OR PROPERLY
<br />COMPACTED SOILS.
<br />3. NOT USED
<br />4. GEOTECHNICAL ENGINEER OR DEPUTY INSPECTOR SHALL VERIFY THAT
<br />CONSTRUCTION AT THE SITE IS IN ACCORDANCE WITH THE
<br />RECOMMENDATIONS AND CONCLUSIONS OF HIS REPORT. FINISHED
<br />EXCAVATION FOR FOUNDATION SHALL BE NEAT AND TRUE TO LINE WITH
<br />ALL LOOSE MATERIAL AND STANDING WATER REMOVED FROM
<br />EXCAVATIONS.
<br />5. BEFORE ANY CONCRETE IS PLACED, EXCAVATIONS SHALL BE CHECKED
<br />AND APPROVED BY A QUALIFIED SOILS ENGINEER OR DEPUTY INSPECTOR
<br />TO ENSURE COMPLIANCE WITH THE REQUIREMENTS.
<br />6. ALL FILL MATERIAL IS TO BE APPROVED BY THE SOILS ENGINEER OR
<br />DEPUTY INSPECTOR AND APPROVED BY A QUALIFIED SOILS ENGINEER
<br />OR DEPUTY INSPECTOR TO ENSURE COMPLIANCE W/ THE REQUIREMENTS.
<br />7. SUBGRADE SHALL BE 2".
<br />8. SIDE OF FOUNDATION MAY BE POURED AGAINST STABLE EARTH UNLESS
<br />SHOWN OR NOTED OTHERWISE.
<br />9. CONTRACTOR SHALL PROVIDE TEMPORARY AND PERMANENT DEWATERING
<br />FOR EITHER SURFACE WATER, GROUND WATER OR SEEPAGE WATER.
<br />10. CONTRACTOR SHALL PROTECT ALL UTILITY LINES, ETC. ENCOUNTERED
<br />DURING EXCAVATIONS AND BACKFILLING.
<br />11. CONTRACTOR SHALL PROVIDE AND INSTALL ALL CRIBBING SHEATHING AND
<br />SHORING REQUIRED TO SAFELY RETAIN THE EARTH BANK.
<br />12. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL SHALL BE PROPERLY
<br />COMPACTED.
<br />13. CONTRACTOR SHALL BRACE OR PROTECT FROM LATERAL LOADS FOR THE
<br />PIT AND RETAINING WALLS UNTIL ATTACHING SLABS ARE COMPLETELY IN
<br />PLACE AND HAVE ATTAINED FULL STRENGTH.
<br />14. NO VERTICAL EXCAVATIONS 4'-0" OR MORE IN DEPTH INTO WHICH A
<br />PERSON IS REQUIRED TO DESEND SHALL BE PERMITTED.
<br />EPDXY ANCHORS ;
<br />1. EPDXY FOR EPDXY ANCHORS SHALL BE S -3G PDXY BY
<br />"SIMPSON STRONG -TIE" (ICC ESR. #4057, 6117)
<br />2. ANCHORS USED FOR EPDXY ANCHORS SHALL BE ASTM
<br />A-307 THREADED RODS LINO. SIZE AND EMBEDMENT
<br />SHALL BE AS INDICATED ON PLANS.
<br />3. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE
<br />EPDXY MANUFACTURER'S RECOMMENDATIONS AND THE
<br />CURRENT ICC REPORT.
<br />4. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE
<br />WITH CBC-2022 AND IN ACCORDANCE WITH THE SPECIFIC
<br />SPECIAL INSPECTION REQUIREMENTS SET FORTH IN THE
<br />CORRESPONDING ICC REPORT.
<br />5. DRILLED HOLES SHALL BE CLEANED OF DUST AND ANY
<br />DEBRIS USING NYLON BRUSH AND COMPRESSED AIR. OIL,
<br />SCALE, AND RUST SHALL BE REMOVED FROM THREADED
<br />RODS PRIOR TO INSTALLATION.
<br />6. UNLESS NOTED OTHERWISE IN THE PLANS, EPDXY ANCHORS
<br />SHALL HAVE THE FOLLOWING MINIMUM EMBEDMENT
<br />BAR SIZE
<br />MINIMUM EMBEDMENT *
<br />REMARKS
<br />#3
<br />3 1 /2"
<br />#4 OR 1 /2"0
<br />4 1 /4"
<br />#5 OR 5/8"0
<br />5 1 /2"
<br />#6 OR 3/4"0
<br />6 3/4"
<br />REINFORCING STEEL
<br />1. ALL REINFORCING BARS SHALL BE ASTM A-615 GRADE 60 DEFORMED BILLET STEEL
<br />BARS.
<br />2. GRADE 60 BARS SHALL BE MARKED SO ITS IDENTIFICATION CAN BE MADE WHEN
<br />THE FINAL IN PLACE INSPECTION IS MADE.
<br />3. THE TIE WIRE USED SHALL BE BLACK ANNEALED WIRE, 16 GA. OR HEAVIER.
<br />4. BAR SUPPORTS SHALL CONFORM TO THE BAR SUPPORT SPECIFICATIONS
<br />CONTAINED IN THE "MANUAL OF STANDARD PRACTICE" BY ACI.
<br />5. A CERTIFIED COPY OF MILL TEST ON EACH HEAT OF REINFORCING STEEL DELIVERED
<br />SHOWING PHYSICAL AND CHEMICAL ANALYSIS SHALL BE PROVIDED UPON REQUEST AT
<br />THE TIME OF SHIPMENT.
<br />6. ALL REQUIREMENT OF CONCRETE REINFORCEMENT NOT COVERED ON THE DRAWINGS
<br />SHALL BE IN ACCORDANCE WITH ACI "MANUAL OF STANDARD PRACTICE".
<br />7. REINFORCING STEEL AT THE TIME OF THE CONCRETE IS PLACED SHALL BE FREE
<br />FROM MUD, OIL, OR OTHER NON METALLIC COATINGS THAT ADVERSELY AFFECT
<br />BONDING CAPACITY.
<br />8. ALL HOOKS SHALL CONFORM TO THE BEND DIMENSION PER ACI "STANDARD HOOK"
<br />UNLESS OTHERWISE SHOWN ON THE DRAWINGS. REINFORCING BARS SHALL NOT BE
<br />BENT OR STRAIGHTENED IN A MANNER THAT WILL INJURE THE MATERIAL.
<br />9. REINFORCING BARS SHALL CONFORM ACCURATELY TO THE DIMENSIONS SHOWN ON
<br />THE DRAWINGS WITH THE FABRICATING TOLERANCES PER ACI "MANUAL OF STANDARD
<br />PRACTICE."
<br />10. BARS SHALL BE SECURELY TIED TO PREVENT DISPLACEMENT DURING THE CONCRETE
<br />OPERATION AND ALL DOWELS SHALL BE WIRED IN PLACE BEFORE DEPOSITING
<br />CONCRETE.
<br />11. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL HAVE SAME SIZE AS
<br />THE VERTICAL REINFORCEMENT, EMBEDMENT OF DOWELS SHALL BE 36 BAR
<br />DIAMETER OR 2'-0" MINIMUM UNLESS OTHERWISE SHOWN.
<br />12. MINIMUM LAP OF MESH SHALL BE NOT LESS THAN THE SPACING OF THE CROSS
<br />WIRE PLUS TWO INCHES OR 60 DIA. OR 8 IN. WHICHEVER IS GREATER.
<br />STRUCTURAL STEEL & MISCELLANEOUS STEEL
<br />1. STRUCTURAL STEEL SHALL CONFORM TO ASTM A572, GRADE 50, OR DUAL
<br />GRADE A992(MIN. Fy-50 KSI) ANGLES, CHANNELS AND PLATES TO CONFORM
<br />TO ASTM A36. TUBE COLUMNS SHALL CONFORM TO ASTM A500, GRADE B
<br />AND PIPE COLUMNS SHALL CONFORM TO ASTM A53, GRADE B. STEEL
<br />BEAMS W10 OR SMALLER MAY BE A36 STEEL.
<br />2. ALL MATERIAL, FABRICATION AND CONSTRUCTION SHALL BE IN ACCORDANCE
<br />WITH THE LATEST A.I.S.C. SPECIFICATIONS AS APPROVED BY THE CHECKING
<br />AGENCY AND AS AMENDED IN GENERAL NOTES AND SPECIFICATIONS.
<br />3. SHOP DRAWINGS SHALL BE SUBMITTED TO ARCHITECT AND STRUCTURAL
<br />ENGINEER FOR REVIEW PRIOR TO FABRICATION.
<br />4. FABRICATOR SHALL BE LOCAL JURISDICTION CERTIFIED FABRICATOR.
<br />5. ALL WELDERS SHALL BE CERTIFIED BY LOCAL JURISDICTION BUILDING
<br />DEPARTMENT. ALL WELDING AND ALL MULTI -PASS AND GROOVE WELDS
<br />SHALL HAVE CONTINUOUS INSPECTION. WELDING SHALL CONFORM TO A.W.S.
<br />D1.1. THE ELECTRODE SHALL BE E70XX AND HAVE A CHARPY V-NOTCH
<br />TOUGHNESS OF 20 FT-LBS AT 707.
<br />6. BOLTS SHALL BE HIGH STRENGTH CONFORMING TO ASTM A-325. ALL BOLTS
<br />AT DRAG STRUTS AND BRACE FRAME CONNECTIONS SHALL BE ASTM A-325
<br />"SLIP CRITICAL". INSTALLATION OF HIGH STRENGTH BOLTS SHALL CONFORM
<br />TO THE SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A-325 OR
<br />A-490 BOLTS. TORQUE WRENCH TESTING IS REQUIRED ONLY FOR "SLIP
<br />CRITICAL" CONNECTION.
<br />7. BOLT HOLES SHALL BE 1 /16 INCH LARGER IN DIAMETER THAN THE BOLT
<br />NOMINAL SIZE.
<br />8. WELDING ELECTRODES SHALL BE E70XX COMFORMING TO AWS D1.1 LOW
<br />HYDROGEN.
<br />9. FILLET WELDS NOTED ARE FOR DESIGN LOADS. FOR WELDS TO HEAVIER
<br />SECTIONS, USE PREHEAT OR INCREASE WELD SIZE PER AISC
<br />SPECIFICATIONS.
<br />10. ALL WELDING SHALL HAVE CONTINUOUS INSPECTION BY AWS CERTIFIED
<br />WELDING INSPECTOR.
<br />STRUCTURAL DESIGN CRITERIA
<br />WIND DESIGN DATA:
<br />BASIC WIND SPEED....................................110 MPH
<br />RISK CATEGORY ........................................ II
<br />WIND EXPOSURE ......................................... B
<br />EARTHQUAKE DESIGN DATA:
<br />IMPORTANCE FACTOR I...............................1.0
<br />SITE CLASS ................................................. D
<br />Ss............................................................... 1.289
<br />S1............................................................... 0.461
<br />SDs............................................................. 1.031
<br />SD1.............................................................0.461
<br />SEISMIC DESIGN CATEGORY ....................... D
<br />BASIC SEISMIC FORCE -RESISTING SYSTEM Light -frame 'roeed)�wates! .1
<br />w7wood strt'Ctural panels
<br />DESIGN BASE SHEAR ................................... 3.81 PSF
<br />Cs............................................................... 0.1586
<br />DEAD LOAD
<br />R................................................................. 6.5 (PSF)
<br />USE EQUVALENT LATERAL FORCE PROCEDURE
<br />i ROOF 15 2�
<br />CONCRETE
<br />1. ALL CONCRETE SHALL BE NORMAL WEIGHT CONFORMING TO THE FOLLOWING
<br />LOCATION:
<br />28-DAY MIN.
<br />MAXIMUM
<br />MIX DESIGN
<br />COMPRESSIVE
<br />AGGREGATE
<br />SLUMP
<br />STRENGTH
<br />SIZE (IN.)
<br />(INCHES)
<br />A. SLAB ON GRADE
<br />2500 psi
<br />1
<br />3 (4" MAX)
<br />B. FOOTING
<br />2500 psi
<br />1
<br />4 (5" MAX)
<br />W/5.0 SACKS CEMENT
<br />(MIN.)
<br />* WHERE SULFATE EXPOSURE LEVEL IS
<br />SEVERE USE 4500
<br />psi
<br />WITH W/C RATIO OF
<br />0.45 (MAX)
<br />2. ALL CONCRETE MIX DESIGN SHALL BE REVIEWED BY THE ENGINEER PRIOR
<br />TO CONSTRUCTION.
<br />3. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE II CEMENT.
<br />4. AGGREGATE SHALL CONFORM TO ASTM C-33.
<br />5. WATER SHALL BE CLEAN, FREE FROM DELETERIOUS AMOUNTS OF ACIDS,
<br />ALKALIS OR ORGANIC MATERIALS, OILS, SALTS AS PER ACI 318.
<br />6. CONCRETE MIXING OPERATIONS, ETC. SHALL CONFORM TO ASTM C-94.
<br />7. WATER -CEMENT RATIO IS LESS THAN 0.50
<br />8. UNLESS SHOWN OR NOTED OTHERWISE, CONCRETE COVERAGE FOR
<br />REINFORCING BAR TO FACE OF BAR SHALL BE AS FOLLOWS:
<br />A. CONCRETE IN CONTACT WITH EARTH, UNFORMED 3"
<br />B. CONCRETE IN CONTACT WITH EARTH, FORMED 2"
<br />C. WALLS
<br />1.5"
<br />D. BEAMS, GIRDERS & COLUMNS (TO TIES OR STIRRUPS) 1.5"
<br />8. CONDUIT PLACED IN A CONCRETE SLAB SHALL NOT EXCEED 1/3 OF THE
<br />THICKNESS OF THE SLAB AND SHALL BE PLACED BETWEEN THE TOP AND
<br />BOTTOM REINFORCING STEEL. MINIMUM CLEAR DISTANCE BETWEEN CONDUITS
<br />SHALL BE 6".
<br />9. CONSTRUCTION JOINTS:
<br />THE SURFACES OF ALL CONSTRUCTION JOINTS SHALL BE CLEAN, FREE
<br />FROM LOOSE DEBRIS. IMMEDIATELY BEFORE NEW CONCRETE IS PLACED,
<br />ALL CONSTRUCTION JOINTS SHALL BE WETTED AND STANDING WATER
<br />REMOVED.
<br />10. CONCRETE SHALL BE CURED IN ACCORDANCE WITH 2O22 C.B.C.
<br />11. REMOVAL OF CONCRETE FORMS AND SHORES SHALL BE IN ACCORDANCE
<br />WITH 2O22 C.B.C.
<br />12. CONDUITS AND PIPES EMBEDDED IN CONCRETE SHALL COMPLY WITH THE
<br />PROVISION OF 2022 C.B.C.
<br />13. DESIGN AND CONSTRUCTION OF CONCRETE FORMWORK SHALL CONFORM TO
<br />ACI 347 "RECOMMENDED PRACTICE FOR CONCRETE FORMWORK".
<br />14. ALL SAW CUTS IN SLAB ON GRADE SHALL BE MADE NOT LATER THAN 24
<br />HOURS AFTER PLACING CONCRETE.
<br />ROUGH CARPENTRY
<br />1. ALL LUMBER SHALL BE GRADE MARKED DOUGLAS FIR LARCH (DFL).
<br />A.) BEAMS, HEADERS & POSTS NO.1 OR BETTER
<br />B.) RAFTERS & JOISTS NO.2 OR BETTER
<br />2. ALL FOUNDATION PLATES OR SILLS AND SLEEPERS ON A CONCRETE OR
<br />MASONRY SLAB, WHICH IS IN DIRECT CONTACT WITH EARTH, AND SILLS THAT
<br />REST ON CONCRETE OR MASONRY FOUNDATIONS, SHALL BE PRESSURE
<br />TREATED DOUGLAS FIR.
<br />3. WOOD SILL PLATES SHALL HAVE 3/4" DRYPACK UNDER, EXCEPT WHERE
<br />NOTED. ANCHOR BOLTS: 5/8"0 X 12" BOLTS @ 4'-0" O.C. WITH 2 1 /2"
<br />SQ. x 1 /4" PLATE WASHERS, WITH MINIMUM 2 ANCHOR BOLTS PER PIECE,
<br />LOCATED NOT MORE THAN 12" OR LESS THAN 7 DIAMETERS FROM EACH
<br />END OF THE PIECE.
<br />4. PROVIDE WASHERS UNDER HEADS AND NUTS OF BOLTS AND LAG SCREWS
<br />BEARING ON WOOD. NUTS ON ALL BOLTS SHALL BE TIGHTENED BEFORE
<br />CLOSING IN AND/OR ON COMPLETION OF THE JOB. CUT WASHERS MAY BE
<br />USED EXCEPT FOR SILL BOLTS AT SHEARWALLS AND WHERE NOTED
<br />OTHERWISE.
<br />5. BOLTS SHALL CONFORM TO ASTM A307. BOLT HOLES TO BE NOMINAL
<br />DIAMETER OF BOLT + 1 /16" UNLESS NOTED OTHERWISE.
<br />6. NO STRUCTURAL MEMBER INCLUDING STUDS AND PLATES SHALL BE CUT OR
<br />NOTCHED FOR PIPES, ETC., UNLESS SPECIFICALLY SHOWN, NOTED OR
<br />ACCEPTABLE TO THE STRUCTURAL ENGINEER. FOR REQUIREMENTS FOR
<br />BORED HOLES.
<br />7. PLYWOOD ROOF SHEATHING AND SHEAR WALL SHEATHING, APA GRADE
<br />MARKED STRUCTURAL 1, EXT. SHTG. C-C. SEE SPECIFICATIONS.
<br />8. PLYWOOD SHEATHING SHALL BE IN SINGLE PIECES WHERE POSSIBLE WITH 4'
<br />X 8' MIN. SHEETS. SOLID BLOCK ROOF SHEATHING AND WALL PANEL
<br />PLYWOOD EDGES. MINIMUM SHEET DINENSION AT BOUNDARIES AND
<br />CHANGES IN FRAMING SHALL BE 24".
<br />9. METAL FRAMING ACCESSORIES: STEEL JOISTS HANGERS, FRAMING ANCHORS
<br />FASTENERS AND OTHER SUCH CONNECTION DEVICES SHALL BE OF
<br />STANDARD MANUFACTUR OF THE TYPE REQUIRED BY THE DRAWINGS. NAILS
<br />SHALL BE THOSE FURNISHED BY THE MANU- FACTURER FOR THIS SPECIFIC
<br />USE. DEVICES SHALL BE GALVANIZED. "SIMPSON" PART NUMBERS ARE
<br />SHOWN ON DRAWINGS.
<br />10. PROPERTIES OF LUMBER
<br />4x OR 2x
<br />DFL. NO.1
<br />Fb =
<br />1,000 PSI, Fv =
<br />95 PSI, E =
<br />1,700 KSI
<br />DFL. NO.2
<br />Fb =
<br />900 PSI, Fv =
<br />95 PSI, E =
<br />1,600 KSI
<br />6x AND LARGER
<br />DFL. NO.1
<br />Fb
<br />= 1,350 PSI, Fv
<br />= 85 PSI, E
<br />= 1,600 KSI
<br />SELECT STRUCT.
<br />Fb
<br />= 1,600 PSI, Fv
<br />= 85 PSI, E
<br />= 1,600 KSI
<br />PARALLAM
<br />Fb
<br />= 2,900 PSI, Fv
<br />= 290 PSI, E
<br />= 2,000 KSI
<br />MICROLLAM
<br />Fb
<br />= 2,600 PSI, Fv
<br />= 285 PSI, E
<br />= 1,900 KSI
<br />11. PLATE WASHERS FOR ALL ANCHOR BOLTS TYPICAL:
<br />BOLT SIZE
<br />PLATE SIZE (ASTM A-36)
<br />MIN. EDGE DISTANCE (in)
<br />5/8"0
<br />0.229"0"0"
<br />1 7/8
<br />3/4"0
<br />0.229"x3"x3"
<br />2 1 /2
<br />7/8"0
<br />5/16"x3"x3"
<br />2 5/8
<br />1 1 /4"0
<br />3/8"x3 1 /2"x3 1 /2"
<br />3 3/4
<br />LOAD NOTE:
<br />APPROVE PLATE WASHERS TO BE USED FOR PLYWOOD SHEARWALL
<br />SILL PLATE ANCHOR BOLTS* AND FOR HOLDOWN CONNECTOR
<br />BOLTS AT SHEARWALLS. FOR WOOD TO WOOD OR WOOD TO STEEL
<br />CONNECTION.
<br />FASTENING SCHEDULE
<br />COMMON NAIL
<br />1.
<br />JOIST TO SILL OR GIRDER, TOENAIL
<br />3-8d
<br />2.
<br />BRIDGING TO JOIST, TOENAIL EACH END
<br />2-8d
<br />3.
<br />1 " X 6" SUBFLOOR OR LESS TO EACH JOIST, FACE
<br />NAIL 2-8d
<br />4.
<br />WIDER THAN 1" X 6" SUBFLOOR TO EACH JOIST, FACE NAIL 3-8d
<br />5.
<br />2" SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE
<br />NAIL 2-16d
<br />6.
<br />SOLE PLATE TO JOIST OR BLOCKING FACE NAIL
<br />16d AT 16" O.C.
<br />SOLE PLATE TO JOIST, AT BRACED WALL PANEL
<br />2-16d PER 16"
<br />7.
<br />TOP PLATE TO STUD, END NAIL
<br />2-16d
<br />8.
<br />STUD TO SOLE PLATE
<br />4-8d, TOE NAIL OR
<br />SUPERSEDE THE SPECIFICATIONS OF WPSE.(END NAILS 2-16d, END NAIL
<br />9.
<br />DOUBLE STUDS, FACE NAIL
<br />16d AT 24" O.C.
<br />10.
<br />DOUBLE TOP PLATES, FACE NAIL
<br />16d AT 16" O.C.
<br />DOUBLE TOP PLATES, LAP SPLICE
<br />8-16d
<br />11.
<br />BLOCKING BETWEEN JOIST OR RAFTERS TO TOP PLATE, TOE NAIL _ 3-8d
<br />12.
<br />RIM JOIST TO TOP PLATE, TOE NAIL
<br />8d AT 6" O.C.
<br />13.
<br />TOP PLATES, LAPS AND INTERSECTIONS, FACE NAIL
<br />2-16d
<br />14.
<br />BUILT-UP HEADER (2" TO 2" HEADER)
<br />16d AT 16" O.C.
<br />ALONG EACH EDGE
<br />15.
<br />CEILING JOISTS TO PLATE, TOE NAIL
<br />3-8d
<br />16.
<br />CONTINUOUS HEADER TO STUD, TOE NAIL
<br />4-8d
<br />17.
<br />CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL
<br />3-16d
<br />18.
<br />CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL
<br />3-16d
<br />19.
<br />RAFTER TO PLATE, TOE NAIL
<br />3-10d
<br />20.
<br />1 " BRACE TO EACH STUD AND PLATE, FACE NAIL
<br />2-8d
<br />21.
<br />1" X 8" SHEATHING OR LESS TO EACH BEARING, FACE NAIL 3-8d
<br />22.
<br />WIDER THAN 1" X 8" SHEATHING TO EACH BEARING,
<br />FACE NAIL - 3-8d
<br />23.
<br />BUILT-UP CORNER STUDS
<br />16d AT 24" O.C.
<br />24.
<br />BUILT-UP GIRDER AND BEAMS
<br />20d AT 32" O.C. AT TOP
<br />AND
<br />BOTTOM AND STAGGERED
<br />2-20d AT ENDS AND AT
<br />EACH SPLICE
<br />25.
<br />2" PLANKS
<br />2-16d AT EACH BEARING
<br />26.
<br />COLLAR TIE TO RAFTER
<br />3-10d
<br />27.
<br />JACK RAFTER TO HIP / ROOF RAFTER
<br />3-1Od TOENAIL
<br />TO 2-BY RIDGE BEAM
<br />2-16d END NAIL
<br />28.
<br />JOIST TO BAND JOIST
<br />3-16d
<br />* NOTE: COMMON OR BOX NAILS MAY BE USED (U.N.O.)
<br />I
<br />BOX NAIL
<br />3-10d
<br />2-10d F
<br />2-10d
<br />3-10d
<br />N/A
<br />16d AT 12" O.C.
<br />3-16d PER 16"
<br />3-10d
<br />Approved
<br />R PERMIT ISSUANCE
<br />4-10d, TOE NAIL OR Ma ter ID:
<br />3-10d,
<br />END NAIL
<br />10d AT
<br />16" O.C. Dale:
<br />10d AT
<br />12 O.C.
<br />12-10d
<br />3-10d
<br />10 d AT
<br />6 " 0. C.
<br />3-10d
<br />16d AT
<br />12" O.C.
<br />ALONG
<br />EACH EDGE
<br />3-10d
<br />4-10d
<br />4-10d
<br />4-10d
<br />3-16d
<br />2-10d
<br />3-10d
<br />3-10d
<br />16d AT
<br />12" O.C.
<br />10d AT
<br />24" O.C. AT TOP
<br />AND BOTTOM AND STAGGERED
<br />3-10d
<br />AT ENDS AND AT
<br />EACH SPLICE
<br />N/A
<br />4-10d
<br />3-16d
<br />TOENAIL
<br />3-10d
<br />END NAIL
<br />4-10d
<br />AHJ STAMP APPROVAL
<br />FfC
<br />IFCENGIN ENGINEERING, INC.
<br />CONSULTING ENGINEERS
<br />STRUCTURAL DESIGN
<br />1822 E Route 66, Suite 328
<br />Glendora, CA 91740
<br />Office: (818) 814-8268
<br />Email: ifcengineeringca@gmail.com
<br />THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
<br />CONDITIONS OF THE JOB PRIOR TO STARTING
<br />CONSTRUCTION, AND THE ARCHITECT/ DESIGNER/
<br />ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY
<br />DISCREPANCIES INCONSISTENCIES. CHECK WITH
<br />ARCHITECT FOR ACTUAL DIMENSIONS.
<br />THIS DRAWINGS, DOCUMENTS, DESIGNED ARE THE
<br />PROPERTY AND COPYRIGHTS OF IFC ENGINEERING.
<br />THOSE ARE FOR USE ON THE SPECIFIED PROJECT, AND
<br />NO PART THEREOF SHALL BE COPIED OR DISCLOSED TO
<br />OTHERS WITHOUT WRITTEN PERMISSION FROM IFC
<br />ENGINEERING.
<br />QROVESS/ONq
<br />C.
<br />Flo. C69393
<br />W Ex 06/30/2026�
<br />V
<br />9T CIVIC ��Q
<br />\or CAL�F��
<br />Stamp:
<br />Residential Project for:
<br />PRIVATE
<br />RESIDENCE
<br />1519 PARK DRIVE
<br />SANTA ANA, CA 92707
<br />Project:
<br />STRUCTURAL
<br />NOTES &
<br />DETAILS
<br />Drawing Title:
<br />PLAN CHECK
<br />, 02-08-2026
<br />PLAN CHECK #1
<br />/2\ PCC2 03-08-2026
<br />Revisions: Date
<br />Date: 11-22-2025
<br />Scale: 1 /4"= V-0"
<br />Drawn By: IFC
<br />Job Number: 1102015A
<br />SD1
<br />
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