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CITY OF SANTA ANA
<br />Planning and Building Agency
<br />- FOUNDATION:
<br />1. THE MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE 2500 PSI
<br />UNO.
<br />2. ALL CEMENT USED SHALL CONFORM TO A.S.T.M. C-150 TYPE V.
<br />3. FINE AND COARSE AGGREGATE SHALL CONFORM TO A.S.T.M. C-33.
<br />4. ALL CONCRETE UNLESS OTHERWISE NOTED ON PLANS WILL BE REGULAR WEIGHT
<br />HARD ROCK TYPE (150 LB./CU.FT.) AGGREGATE SHALL CONFORM TO A.S.T.M. C-33
<br />WITH PROVEN SHRINKAGE CHARACTERISTICS PER A.S.T.M. C-157.
<br />5. MAXIMUM SLUMP OF CONCRETE USED IN FLOOR SLAB AT FLAT WORK SHALL BE
<br />FOUR (41 INCHES.
<br />6. VIBRATION: VIBRATION OF CONCRETE SHALL BE IN ACCORDANCE WITH GENERAL
<br />PROVISION OUTLINED IN PORTLAND CEMENT ASSOCIATION SPECIFICATIONS ST26.
<br />7. CURING: CONCRETE SHALL BE MAINTAINED IN MOIST CONDITION FOR A MINIMUM OF
<br />FIVE (5) DAYS AFTER ITS PLACEMENT. APPROVED CURING COMPOUND MAY BE
<br />USED IN LIEU OF MOIST CURING.
<br />8. STRENGTH TEST OF CONCRETE SHALL BE REQUIRED AS PER CODE AND OUTLINED IN
<br />SPECIFICATION REPORT SHALL BE FORWARDED TO THE STRUCTURAL ENGINEER.
<br />9. ANCHOR BOLTS, DOWELS, INSERT, ETC. SHALL BE SECURELY TIED IN PLACE PRIOR TO
<br />POURING CONCRETE.
<br />10. THE ENGINEER MUST APPROVE LOCATION OF CONSTRUCTION OR POUR JOINTS.
<br />11. PIPES OR DUCTS EXCEEDING ONE THIRD THE SLAB, OR WALL THICKNESS SHALL NOT
<br />BE PLACED IN STRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED. SEE
<br />MECHANICAL AND/OR ELECTRICAL DRAWINGS FOR LOCATION OF SLEEVES, ACCESSORIES
<br />ETC.
<br />12. PIPES MAY PASS THROUGH STRUCTURAL CONCRETE IN SLEEVES, BUT SHALL NOT BE
<br />EMBEDDED THEREIN.
<br />13. PROVIDE 3/4 INCH CHAMFER AT ALL EXPOSED CORNERS.
<br />14. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS, OR
<br />GROUNDS REQUIRED TO BE CAST IN CONCRETE, AND FOR LOCATIONS OF FLOOR
<br />FINISHED AND SLAB DEPRESSIONS.
<br />15. CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED FOR ALL CONCRETE
<br />DESIGNED WITH F'C GREATER THAN 2500 PSI.
<br />- CONCRETE
<br />1. FOUNDATIONS SHALL BE OF THE SIZE AND TYPE AS INDICATED ON THE DRAWINGS.
<br />2. FOOTINGS ARE TO BE CARRIED A MINIMUM OF 24" INTO FIRM UNDISTURBED, NATURAL
<br />SOIL OR APPROVED COMPACTED -FILL.
<br />3. DESIGN BEARING PRESSURE IS 1500 PSF IN UNDISTURBED NATURAL SOIL PER TABLE
<br />1806.2.
<br />4. DESIGN LATERAL BEARING PRESSURE IS 200 PSF./FT WITH A 33% FOR WINDS, THE
<br />FOOTINGS OF THE PROPOSED STRUCTURES SHALL BE SUPPORTED COMPLETELY BY A
<br />UNIFORM THICKNESS OF NON -EXPANSIVE COMPACTED SOIL. THE STRUCTURES SHALL
<br />NOT BE SUPPORTED OVER A CUT/FILL TRANSITION.
<br />5. CONTRACTOR TO PROVIDE FOR DE -WATERING OF EXCAVATIONS FROM EITHER SURFACE
<br />WATER, GROUND WATER OR SEEPAGE,
<br />6. ALL EXCAVATIONS SHALL BE PROPERLY BACK FILLED. DO NOT PLACE BACKFILL
<br />BEHIND RETAINING WALLS BEFORE CONCRETE HAS ATTAINED FULL DESIGN STRENGTH.
<br />CONTRACTOR SHALL BRACE OR PROTECT ALL INSTALLATION OF SUCH BRACING.
<br />7. ALL ABANDONED FOOTINGS, UTILITIES, ETC., THAT INTERFERE WITH NEW
<br />CONSTRUCTION SHALL BE REMOVED, NEW FOOTINGS MUST EXTEND INTO UNDISTURBED
<br />SOILS.
<br />8. FOUNDATION PLATES OR SILLS SHALL BE BOLTED TO THE FOUNDATION OR
<br />FOUNDATION WALL WITH NOT LESS THAN 5/8" NOMINAL DIAMETER STEEL BOLTS
<br />EMBEDDED AT LEAST 7" INTO THE CONCRETE OR MASONRY AND SPACED NOT MORE
<br />THAN 4'-0" APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECE WITH
<br />ONE BOLT LOCATED WITHIN 12" OF EACH END OF EACH PIECE. A PROPERLY SIZED
<br />NUT AND WASHER SHALL BE TIGHTENED ON EACH BOLT TO THE PLATE, USE
<br />3"X3"X1/4" SQUARE WASHER SPECIFIED IN SECTION 2306, ALL INTERIOR NON -SHEAR
<br />WALLS TO HAVE HILTI X-CR (WITH A MINIMUM PENETRATION OF 1-1/4" INTO SLAB)
<br />AT 24 ON CENTER, UNLESS NOTED OTHERWISE, TO BE INSTALLED IN ACCORDANCE
<br />WITH ICC ES# ESR-1663 AND LARR# 25646. ACTUAL SLAB THICKNESS TO BE MINIMUM
<br />OF 3Y2".
<br />9. CONTINUOUS FOOTING IN ADDITION (1) #4 BAR EXTRA FOR ELECTRICAL GROUND,
<br />LOCATION TO BE VERIFIED WITH ELECTRICAL CONTRACTOR.
<br />10. PROVIDE 2-#4 REINFORCING BAR TOP & BOTTOM OF ALL CONTINUOUS FOOTINGS.
<br />- REINFORCING STEEL
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<br />ALL TYPICAL REINFORCING BARS SHALL CONFORM TO ASTM A-615, GRADE 60,
<br />UNLESS NOTED OTHERWISE.
<br />WELDED REBAR TO COMPLY WITH ASTM A-706 [Fy=60 KS11 AND WELDING
<br />SHALL CONFORM TO AWS D1.4. WELDING TO BE DONE BY WELDERS CERTIFIED
<br />BY BUILDING DEPARTMENT.
<br />WELDED WIRE FABRIC SHALL BE MADE OF COLD DRAWN WIRE AND SHALL
<br />CONFORM TO ASTM A-185 [Fy=65 KS11. MINIMUM LAP AT SPLICES OF 12 INCHES.
<br />PROVIDE MESH IN FLAT SHEETS ONLY. ROLLED MESH IS NOT ACCEPTABLE.
<br />OFFSET END -LAPS IN ADJACENT SHEETS TO PREVENT CONTINUOUS LAPS.
<br />SPLICES : VERTICAL WALL BARS SHALL BE SPLICED AT NEAR FLOOR LINES.
<br />SPLICE BARS IN MEMBERS SUCH AS SPANDRELS BEAMS, ETC. AS FOLLOWS: TOP
<br />BARS AT CENTERLINE OF SPAN, BOTTOM BARS AT THE SUPPORT. ALL
<br />REINFORCING STEEL SHALL BE SECURELY WIRED AND PROPERLY SUPPORTED
<br />ABOVE GROUND AND AWAY FROM THE FORMS. SPLICES IN HORIZONTAL WALL
<br />BARS SHALL BE CLASS B (30" MIN. & SHALL BE STAGGERED BY 5'-0" MIN.
<br />HORIZONTAL SPLICES IN TWO CURTAINS WHERE USED SHALL NOT OCCUR IN THE
<br />SAME LOCATION AND SHALL BE STAGGERED 5'-0" MIN.
<br />- TOLERANCES FOR REBAR PLACEMENT: TOLERANCE FOR LONGITUDINAL
<br />LOCATION OF BENDS AND ENDS OF REINFORCEMENT SHALL BE PLUS OR
<br />MINUS TWO (2) INCHES, EXCEPT AT DISCONTINUOUS ENDS OF MEMBERS
<br />WHERE TOLERANCES SHALL BE +/- 1/2 INCH.
<br />REINFORCEMENT MAY NOT BE WET SET IN CONCRETE POUR.
<br />NO ADMIXTURE SHALL BE ADDED TO THE CONCRETE WITHOUT THE APPROVAL
<br />OF THE ENGINEER, UNLESS NOTED OTHERWISE.
<br />CURING: CONCRETE SHALL BE MAINTAINED IN MOIST CONDITION FOR A MINIMUM
<br />OF FIVE (5) DAYS AFTER ITS PLACEMENT. APPROVED CURING COMPOUND MAY
<br />BE USED IN LIEU OF MOIST CURING.
<br />BARS SHALL BE FIRMLY SUPPORTED AND ACCURATELY PLACED AS REQUIRED
<br />BY THE ACI STANDARDS, USING TIE AND SUPPORT BARS IN ADDITION TO
<br />REINFORCEMENT SHOWN WHERE NECESSARY FOR FIRM AND ACCURATE PLACING.
<br />PROVIDE DOWELS TO MATCH ALL REINFORCEMENT AT POUR JOINTS, UNLESS
<br />SHOWN OR NOTED OTHERWISE. ALL DOWELS AND BOLTS SHALL BE
<br />ACCURATELY SET IN PLACE BEFORE PLACING CONCRETE. NO WELDING OF
<br />REINFORCEMENT (INCLUDING TACK WELDING) SHALL BE DONE UNLESS SHOWN ON
<br />THE DRAWINGS OR APPROVED BY THE ENGINEER.
<br />REINFORCING STEEL SHALL HAVE THE FOLLOWING MINIMUM COVERAGE. PLACE BARS AS NEAR TO
<br />THE CONCRETE SURFACE AS THESE MINIMUMS PERMIT WHEREVER POSSIBLE, UNLESS NOTED OTHERWISE:
<br />STRUCTURAL ELEMENT
<br />CONCRETE COVER
<br />CONCRETE POURED AGAINST EARTH
<br />3"
<br />FORMED CONCRETE IN CONTACT WITH EARTH
<br />2"
<br />EXTERIOR FACE OF WALLS
<br />2"
<br />ALL OTHER WALL FACES
<br />1 >
<br />BEAMS
<br />1-1/2"
<br />(2" FOR
<br />EXTERIOR)
<br />REINF. SLABS
<br />1-1/2"
<br />(2" FOR
<br />EXTERIOR)
<br />COLUMNS
<br />1-1/2"
<br />(2" FOR
<br />EXTERIOR)
<br />- MECHANICAL ANCHORS AND ADHESIVES
<br />1. MECHANICAL ANCHORS INTO CONCRETE: HILTI CARBON STEEL KWIK-BOLT TZ2 (ESR-4266)
<br />OR RAMSET RED HEAD TRUBOLT (ESR-1799).
<br />2. ADHESIVE ANCHORS AND DOWELS INSTALLED INTO CONCRETE AND GROUT -FILLED
<br />MASONRY UNITS: EPDXY -TIE 'SET-XP' BY SIMPSON STRONG -TIE (ESR-2508).
<br />3. ADHESIVE ANCHORS AND DOWELS INSTALLED INTO HOLLOW MASONRY UNITS AND
<br />UNREINFORCED BRICK MASONRY (URM): EPDXY -TIE 'SET-XP' BY SIMPSON STRONG -TIE
<br />(ESR-2508). USE SCREENS AS SPECIFIED BY THE MANUFACTURER.
<br />4. MECHANICAL FASTENERS: STAINLESS STEEL FOR EXTERIOR USE OR WHEN EXPOSED TO
<br />WEATHER. PROVIDE GALVANIZED CARBON STEEL ANCHORS AT OTHER LOCATIONS, UNLESS
<br />OTHERWISE NOTED.
<br />5. ADHESIVE ANCHORS: ASTM A36 THREADED RODS WITH ASTM A 563 GRADE A NUTS
<br />AND ANSI B18.22.1 TYPE A WASHERS, UNLESS OTHERWISE NOTED. ANCHORS DESIGNATED
<br />AS ASTM A193 GRADE B7 THREADED RODS TO USE ASTM A 563 GRADE DH HEAVY HEX
<br />NUTS AND ASTM F 436 WASHERS.
<br />6. ADHESIVE DOWELS: ASTM A615 GRADE 60 REINFORCING STEEL.
<br />7. ALL ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ICC ESR REPORT AND
<br />MANUFACTURERS RECOMMENDATIONS.
<br />8. UNLESS OTHERWISE NOTED, PROVIDE MINIMUM EMBEDMENT OF ANCHORS PER ICBO, COLA
<br />REPORTS & MANUFACTURERS RECOMMENDATIONS.
<br />9. PRIOR TO ALL DRILLING OR CORING, THE CONTRACTOR SHALL (1) VERIFY THE EXISTING
<br />CONCRETE OR MASONRY THICKNESS TO PREVENT DAMAGE TO THE OPPOSITE FACE OF
<br />CONCRETE AND MAINTAIN 1-1/2" CLEAR COVER U.N.O., AND (2) IDENTIFY EXISTING
<br />REINFORCING LOCATIONS BY PACHHOMETER, PROBING, CHIPPING, ETC. TO AVOID DAMAGE
<br />EXISTING REINFORCING.
<br />10. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE HOLE
<br />LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR DIAMETERS
<br />OR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE DOWEL AND THE
<br />ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON -SHRINK GROUT. IF THE ANCHOR
<br />OR DOWEL MAY NOT BE SHIFTED AS NOTED ABOVE, THE ENGINEER WILL DETERMINE A
<br />NEW LOCATION.
<br />11. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE HOLE
<br />LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR DIAMETERS
<br />OR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE DOWEL AND THE
<br />ABANDONED HOLE, FILL THE ABANDONED HOLE WITH NON -SHRINK GROUT. IF THE ANCHOR
<br />OR DOWEL MAY NOT BE SHIFTED AS NOTED ABOVE, THE ENGINEER WILL DETERMINE A
<br />NEW LOCATION.
<br />STRUCTURAL STEEL
<br />1. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED BY AN APPROVED AND
<br />LICENSED FABRICATOR IN ACCORDANCE WITH PART I, PART III AND SUPPLEMENT NO.2 OF THE
<br />SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS, APRIL 15, 1997, PUBLISHED BY (AISC).
<br />THESE PROVISIONS SHALL BE APPLIED IN CONJUNCTION WITH CHAPTER 22, DIVISION II
<br />2. ALL STRUCTURAL STEEL SHALL CONFORM TO THE ASTM DESIGNATION AS INDICATED BELOW
<br />(UNO):
<br />WF SHAPES A572, GRADE 50
<br />PIPE COLUMNS A-53, GRADE B
<br />TUBE SECTIONS A-500, GRADE B
<br />BOLTS A-325
<br />BOLTS IN CONCRETE/MASONRY A-307
<br />ANGLES, CHANNELS, WT SHAPES A-36
<br />3. THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS TO THE ARCHITECT OF
<br />ALL STEEL FOR ARCHITECTS AND STRUCTURAL ENGINEERS REVIEW AND APPROVAL BEFORE
<br />FABRICATION.
<br />4. BOLT HOLES USED IN STEEL SHALL BE 1/16" LARGER IN DIAMETER THAN NOMINAL SIZE OF
<br />BOLT USED, EXCEPT AS NOTED.
<br />5. ALL STRUCTURAL STEEL SURFACES THAT ARE ENCASED IN CONCRETE, OR MASONRY, SPRAY ON
<br />FIREPROOFING, OR ARE ENCASED BY BUILDING FINISH, SHALL BE LEFT UNPAINTED.
<br />6. ALL WELDING IS TO BE DONE BY CERTIFIED WELDERS USING E70XX ELECTRODES (UNO). ALL
<br />WELDS SHALL BE IN CONFORMITY WITH THE PROJECT SPECIFICATIONS AND THE CODE FOR
<br />WELDING IN BUILDING CONSTRUCTION (AWS D1.1 LATEST REVISION) OF THE AMERICAN WELDING
<br />SOCIETY. SEE SPECIAL INSPECTIONS SECTION FOR WELDING INSPECTION REQUIREMENTS.
<br />7. WELD LENGTHS CALLED FOR ON PLANS ARE THE NET EFFECTIVE LENGTH REQUIRED. WHERE
<br />FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE, USE MINIMUM SIZE WELDS AS
<br />SPECIFIED IN AISC MANUAL OF STEEL CONSTRUCTION 9TH EDITION, SECTION J2.1b
<br />8. ALL EXPOSED STRUCTURAL STEEL AND MISCELLANEOUS METAL SHALL BE HOT DIP GALVANIZED
<br />AFTER FABRICATION.
<br />9. ALL BOLTS USED IN SEISMIC FORCE RESISTING SYSTEM SHALL BE FULLY TENSIONED, HIGH
<br />STRENGTH BOLTS.
<br />10. LADBS LICENSED FABRICATOR IS REQUIRED FOR STRUCTURAL STEEL.
<br />11. STRUCTURAL
<br />STEEL USED IN SEISMIC
<br />LOAD RESISTING (SLRS) SHALL MEET REQUIREMENTS OF
<br />AISC
<br />360 SECTION
<br />A 3.1A EXCEPT AS MODIFIED
<br />BY AISC 341. THE MINIMUM YIELD STRESS OF STEEL
<br />TO BE USED
<br />FOR MEMBERS IN WHICH
<br />INELASTIC BEHAVIOR IS EXPECTED SHALL NOT EXCEED
<br />50
<br />KSI FOR SMF
<br />AND IMF, NOR EXCEED
<br />55 KSI FOR OMF, UNLESS THE SUITABILITY OF THE
<br />MATERIAL IS
<br />DETERMINED BY TESTING
<br />OR OTHER RATIONAL CRITERIA. THIS LIMITATION DOES
<br />NOT
<br />APPLY TO COLUMNS FOR WHICH THE
<br />ONLY EXPECTED INELASTIC BEHAVIOR IS YIELDING AT
<br />THE
<br />COLUMN BASE.
<br />- WELDING:
<br />1. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDING PROCEDURE
<br />A
<br />SPECIFICATION (WPS) AS REQUIRED IN AWS D1.1, 2000 AND APPROVED B
<br />ENGINEER
<br />OF RECORD.
<br />FOR
<br />CE
<br />2, THE CONTRACTOR SHALL PROVIDE WELDING PROCEDURE SPECIFICATION (WFS)
<br />FOR
<br />a I
<br />REVIEW AND APPROVAL PRIOR TO STARTING OF FABRICATION. THE WELD
<br />NG
<br />Engineering
<br />ELECTRODE MANUFACTURERS' SPECIFICATIONS SHOULD BE ATTACHED TO T
<br />E WPS ON
<br />15041 Genoa Cir,
<br />ALL JOBS. ALL WELDERS AND INSPECTORS SHALL BE INFORMED OF AND
<br />MUST ADHERE
<br />TO THE WPS AND SHALL RETAIN A COPY.
<br />Master I
<br />Huntinggton Beach, CA 92647
<br />T: (714) 519-5027
<br />E: atefg®fastructural.com
<br />3. ALL COMPLETE -JOINT -PENETRATION GROOVE WELDS USED IN SEISMIC FORC
<br />6ITe.G
<br />www.fastructural.com
<br />SYSTEM SHALL BE MADE WITH A FILLER METAL THAT HAS A MINIMUM
<br />V 0
<br />TOUGHNESS OF 20 FT-LBS AT MINUS 20°F.
<br />4. WELDING OF STRUCTURAL STEEL SHALL BE BY MANUAL SHIELD METAL ARC OR
<br />SUBMERGED ARC PROCESS USING E70XX ELECTRODES.
<br />5. LENGTHS OF WELDS ARE EFFECTIVE LENGTHS AS SPECIFIED IN THE UNIFORM BUILDING
<br />CODE, WHERE LENGTH OF WELD IS NOT SHOWN IT SHALL BE FULL LENGTH OF JOINT.
<br />ALL BUTT WELDS SHALL BE FULL PENETRATION UNLESS NOTES OTHERWISE.
<br />6. WELDERS SHALL BE QUALIFIED FOR THE WORK THEY WILL BE DOING AND SHALL
<br />HAVE CERTIFICATIONS CURRENT.
<br />7. FACES OF FILLET WELDS EXPOSED TO VIEW SHALL HAVE AS -WELDED SURFACES THAT
<br />ARE REASONABLY SMOOTH AND UNIFORM. NO FINISHING OR GRINDING SHALL BE
<br />REQUIRED, EXCEPT WHERE CLEARANCES OR FIT OF OTHER ITEMS MAY SO NECESSITATE
<br />8. ALL PARTIAL AND FULL PENETRATION WELDS THAT ARE EXPOSED TO VIEW SHALL BE
<br />GROUND SMOOTH AND FLUSH WITH FINISH SURFACE OF STEEL. HOLES SHALL BE
<br />FILLED WITH WELD METAL OR BODY SOLDER AND SMOOTHED BY GRINDING OR FILING,
<br />9. CLEAN GROOVE PREPARATION THERMAL CUTS BY GRINDING.
<br />10. WELDS SHALL BE TERMINATED AT THE END OF A JOINT IN A MANNER THAT WILL
<br />ENSURE SOUND WELDS. WHENEVER NECESSARY THIS SHALL BE DONE BY USE OF
<br />EXTENSION BARS AND RUN OFF TABS. RUN OFF TABS USED AT BEAM FLANGE
<br />CONNECTION SHALL BE REMOVED AND THE WELDS FINISHED TO A SMOOTH CONTOUR
<br />(1" RADIUS). NO WELD DAMS ARE ALLOWED.
<br />11. AFTER FULL PENETRATION WELDING, THE BACKING BAR IS TO BE REMOVED, THE WELD
<br />ROOT INSPECTED AND TESTED FOR IMPERFECTIONS,WHICH IF FOUND, ARE TO BE
<br />REMOVED BY BACKGOUGING TO SOUND MATERIAL. THE BACKGOUGED AREA IS TO BE
<br />WELDED AND A FILLET WELD SHALL BE APPLIED TO REINFORCE THE JOINT. THE SIZE
<br />OF THE REINFORCING FILLET WELD SHALL BE EQUAL TO 1/4 THE PLATE THICKNESS,
<br />BUT NOT LESS THAN 1/4" NOR MORE THAN 3/8".
<br />12. TO ASSURE THE PROPER AMPERAGE AND VOLTAGE OF THE WELDING PROCESS, THE
<br />USE OF A HAND HELD CALIBRATED AMP AND VOLT METER SHALL BE USED. THIS
<br />EQUIPMENT SHALL BE USED BY THE FABRICATOR, ERECTOR AND THE INSPECTORS.
<br />AMPERAGE AND VOLTAGE SHALL BE MEASURED AT THE ARC WITH THIS EQUIPMENT.
<br />TRAVEL SPEED AND ELECTRODE STICK OUT SHALL BE VERIFIED TO BE IN COMPLIANCE
<br />WITH THE ELECTRODE MANUFACTURER'S RECOMMENDATIONS.
<br />13. ULTRASONIC TESTING IS REQUIRED FOR ALL PARTIAL AND COMPLETE PENETRATION
<br />WELDS. TEST GROVE WELDING ON CONTINUITY PLATES BY ULTRASONIC TESTING AFTER
<br />BEAM FLANGE WELD CONNECTION. TESTING SHALL BE PERFORMED NO SOONER THAN 24
<br />HOURS AFTER COMPLETION OF WELDING.
<br />14. DISCONTINUITIES IN WELD CREATED BY ERRORS OR BY FABRICATION OR ERECTION
<br />OPERATIONS SUCH AS TACK WELDS, ERECTION AIDS, AIR -ARC GOUGING AND FLAME
<br />CUTTING, SHALL BE REPAIRED AS REQUIRED BY THE ENGINEER OF RECORD.
<br />15. FOR CONNECTIONS WITH WELDED FLANGE JOINTS, WELDED BACKING AND RUN-OFF
<br />TABS SHALL BE REMOVED AND REPAIRED INCLUDING THE USE OF REINFORCING FILLET
<br />WELD, EXCEPT THAT THE TOP -FLANGE BACKING IS PERMITTED TO REMAIN IN PLACE
<br />IF IT IS ATTACHED TO THE COLUMN FLANGE WITH A CONTINUOUS FILLET WELD ON
<br />THE EDGE BELOW THE COMPLETE -JOINT -PENETRATION GROOVE WELD.
<br />16. FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE LA DBS FOR
<br />STRUCTURAL STEE, REINFORCING STEEL AND LIGHT GAGE STEEL. CONTINUOUS
<br />INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED.
<br />17. SHOP WELDS MUST BE PERFORMED IN LA CITY BUILDING DEPT, LICENSED FABRICATOR
<br />SHOP.
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<br />Project ID
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<br />Drawing Title
<br />DATE
<br />R-2
<br />05-14-2025
<br />R-1
<br />11-07-2024
<br />R-0
<br />08-16-2024
<br />Rev.
<br />Desciption
<br />Date
<br />Drawing No.
<br />S-002
<br />
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