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Home My WebLink About10548318.pdfIN skliel .A 1041 1 ALL WORK SHALL COMPLY WITH APPLICABLE FEDERAL LAWS, STATE STATUTES,LOCAL ORDINANCES AND REGULATIONS OF AGENCIES HAVING JURISDICTION, THE CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR COMPLYING WITH THE CONSTRUCTION SAFTEY ORDERS AND THE GENERAL INDUSTRIAL SAFTEY ORDERS OF THE STATE DIVISION OF INDUSTRIAL SAFTEY, HEALTH ADMINISTRATIONS AND SUCH OTHER AGENCIES GOVERNING THE CONTRACTORS ACTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR AND HOLD HARMLESS THE ARCHITECT FOR ANY DAMAGES AND / OR PENALTY RESULTING FROM HIS FAILURE TO COMPLY WITH SAID LAWS, STATUTES, ORDINANCES AND REGULATIONS. THE DESIGN ADEQUACY AND SAFTEY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND HAS NOT BEEN CONSIDERED BY THE ARCHITECT. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR 1*0 THE APPLICATION OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAMS AND FINISH MATERIALS. THE CONTRACTOR SHALL PROVIDE THE NECESSARY BRACING TO PROVIDE STABILITY PRIOR TO THE APPLICATION OF THE ABOVE LISTED MATERIALS. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT SHALL NOT INCLUDE THE INSPECTION OF THE ABOVE LISTED ITEMS. � NOTES ill ri 1 11 1 j 11 REMOVE • ♦ * REPAIR r ♦r FRAMING MEMBERS DAMAGED • PROVIDE INTERIOR FINISHES THROUGHOUT r+* GARAGE ` DOORS EXTERIORPATCH STUCCO. GROUND LEVEL CS COVERSHEET, OWNER INFORMATION, SITE INFO, VICINTY MAP, SHEET INDEX, & ABBREVIATIONS GN PLAN NOTES Al SITE PLAN SHOWING FIRST FLOOR PLAN A2 SECOND FLOOR PLAN A3 ROOF PLAN / TYPICAL EXTERIOR ELEVATION (REAR SHOWN) A4 EXTERIOR ELEVATIONS / SECTION A5 EXTERIOR ELEVATIONS SHEET INDEX 0 I i I i I - 0 - - -11 'A I DOOR NUMBER - ---- WINDOW NUMBER SECTION SHEET NO. DETAIL --- --- SHEET NO. -- - — --- ELEVATION ----- - -- SHEET NO. - - - - -- WALL ELEVATION "------._____ DRAWING NO. SHEET NO. STRUCT. GRID REVISION CLOUD —�---- ____ REVISION NO. WORK CONTROL OR DATUM POINT ROOM NO. I r SYM. LEGEND • FLOOD ZONE CERTIF REOD YES LOT 1 UN OF TRACT N 0327 AS RECORDED IN MAP OF _ .. COUNTY OF & AND JOINT ORANGE, CALIFORNIA < ANGLE L LAM LAMINATED Q AT LAV LAVATORY CENTERLINE LT LIGHT ASSESSOR'S PARCEL NO.414-011-03 8' DIAMETER MC MEDICINE CABINET # POUND MECH MECHANICAL ACOUS ACOUSTICAL MEMB MEMBRANE ADDRESS: ADJ ADJUSTABLE MTL MIRK METAL MIRROR 3602 S. MARINE STREET A/C/ AIR CONDITIONING AL ALUMINUM MNT MOUNTED) SANTA ANA, CA 92704-8329 APX APPROXIMATE N NORTH BD BOARD NEW NEW BILK BLOCK NIC NOT IN CONTRACT BOT BOTTOM NOM NOMINAL CAB CABINET NTS NOT TO SCALE CPT CARPET OBS OBSCURE CEM CEMENT O.C. ON CENTER CER CERAMIC OD OUTSIDE DIMAMETER CI CLG CAST IRON CEILING OPNG OPENING OPPOSITE SITE INFORMATION 4 CILK CAULKING PL PL PLATE CLR CLEAR P PLASTIC CONC CONCRETE PLAS PLASTER CONST CONSTRUCTION PLWD PLYWOOD CONT CONTINUOUS PR PAIR MR. CHARLES CRUZAT CTR CENTER PNT PAINTED) DBL DOUBLE PTD PAPER TOWEL DISPENSER 17352 AVALON LANE DF DRINKING FOUNTAIN PTN PARTITION QT QUARRY TILE HUNTINGTON BEACH, CA 92647 DIA DIAMETER R RISER DIM DIMENSION RAD RADIUS DN DOWN REINF REINFORCING H:(714) 960-6160 DIR DIRECT REQ REQUIRED DWG DRAWING RESIL RESILIENT 0;(714) 848-4115 E EAST R.O. ROUGH OPENING EA EACH RWD REDWOOD EL ELEVATION S SOUTH M ELEC ELECTRICAL SC SOLID CORE EMER EMERGENCY SCD SEAT COVER DISPENSER " ENCL ENCLOSURE SD SOAP DISPENSER EQ EQUAL SHT SHEET EQPT EX EQUIPMENT EXISTING S!M SND SIMILAR SANITARY NAPKIN DISPENSER EXPO EXPOSED SPEC SPECIFICATION EXP EXPANSION (S)STL STAINLESS STEEL EXTERIOR SSK SERVICE SINK FA FA FIRE ALARM STD STANDARD OWNER INFORMATION FND FOUNADTION SUSP SUSPENDED FE(C) FIRE EXTINGUISHER CABINET SYM SYMMETRICAL , FHC FIRE HOSE CABINET T TREAD FIN FINISH TB TOWEL BAR FL FLOOR LINE TEL TELEPHONE = FLASH FLASHING T&G TONGUE & GROOVE FLUOR FLUORESCENT THK THICK FOC FACE OF CONCRETE TPD TOILET PAPER DISPENSER vq FOS FACE OF STUD TYP TYPICALz FRPF FIREPROOF UNFIN UNFINISHED FTG FOOTING LINO UNLESS NOTED OTHERWISE y _ i FURR FURRING UR URINAL ' GA GAUGE VERT VERTICAL GALV GALVANIZED W WEST GB GRAB BAR WD WOOD GL GLASS WC WATER CLOSET = p # GR GRADE WND WINDOWr a` 1 GYP GYPSUM W/ WITH HC HOLLOW CORE W/O WITH OUT H/C HANDICAPPED WP WATERPROOF i HBD HARDBOARD WR WATER RESISTENT HM HOLLOW METAL WGT WEIGHT i as k q, �wo HOR HORIZONTAL mod= `� ""f a HGT HEIGHT r r,.ae x , �t U rt 0'0 1 ID INSIDE DIAMETER iNSUL INSULATION. I INT INTERIOR 1 a z in M --vv-�yx-�'� E: ,.�—j.�?.i3.#`Y z"ht`�«,kr af. ^T�+.'eF`tX^�� 7cll #si 3h4i- i r'�y�, ABBREVATIONS 7 VICINTY MAPT6 aill'�III 4 4 4 • Soo lat '. SIM- 1 z= � ° 4 ce >m v! p in N 0 h cy_ ".� LLJ O'_ _ ■ LLI 0 Q LLI Q� WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS. C0 4TRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS ON rHE JOB, AND MUST NOTIFY THE DESIGNER OF ANY DEVIATIONS, SUBSTITU-TIoNS, AND VARIATIONS FROM CONDITIONS SHOWN ON THE PLANS, ALL. DRAWINGS AND COPIES 'THEREOF ARE INSTRUMENTS OF SERVICE AND AS SUCH REMAIN THE PROPERTY OF THE DESIGNER. THEY ARE TO BE USED ONLY WITH RESPECT TO THIS PROJECT, WITH THE EXCEPTION OF ONE COMPLE SET FOR EACH PARTY TO THE CONTRACT, ALL COPIES ARE TO BE RETURNED CiR SUITABLE ACCOUNTED FOR TO THE DESIGNER UPON COMPLETION OF THE WORK. COPYRIGHT Q 200" ALL RIGHTS RESERVED DRAWN BY. PROJECT NO. 2 n 0 5 v i SET NUMBER. CONSTRUCTION `'HECK SET Fl P'R I.It32�AR1' / CO C P UAL NO'• FOR BID SETCOtvSTRUCTION DRAWING TITLE: 0VERSHf ET ISSUE DATE. -- 2 .._ 27 5 // 0 5_ SHEET' NUMBER. %os OF 7 SHEETS Fib: \EVR CARD\021005CRULAT.DWG GENERAL: PROVIDE 5/8" TYPE "X" GYPSUM BOARD ON ALL GARAGE WALLS, CEILINGS, POSTS, AND BEAMS ADJACENT TO OR SUPPORTING THE DWELLING. GYPSUM BOARD SHALL EXTEND FROM TOP OF CONCRETE TO, AND INCLUDING, GARAGE CEILING. ® PROVIDE 5/8" TYPE "X" GYPSUM BOARD AT WALLS AND CEILING OF ENCLOSED SPACE UNDER STAIRS. ® PROVIDE SELF -CLOSING DEVICE ON DOOR. (SEE DOOR SCHEDULE). C4f] PROVIDE DRAFT STOPS AS REQUIRED BY SECTION 708.3 OF THE 1994 U.B.C. ENCLOSED SPACES IN STUD WALLS, PARTITIONS AND PURRED WALLS SHALL BE FIRE -STOPPED AT THE TOP AND BOTTOM AND ALSO AT THE MIDPOINT IN WALLS MORE THAN 10 FEET HIGH. DISTANCE BETWEEN FIRE -STOPS SHALL NOT EXCEED 1-0 FEET MEASURED HORIZONTALLY OR VERTICALLY. WHERE COVE CEILINGS OCCUR, THE WALL SHALL BE FIRE -STOPPED AT THE BASE OF THE CURVE OR COFFER. ® ALL WALLS CONTAINING HORIZONTAL VENTS OR 4" PIPES SHALL BE 2X6 STUDS (MIN.). © PROVIDE R-19 FACTOR THERMAL INSULATION AT ALL DOUBLE EXTERIOR WALLS AND AT ALL EXTERIOR FLOOR JOISTS. R-30 FACTOR THERMAL INSULATION IN ROOF. U.N.O. ON PLANS F ATTIC ACCESS SHALL NOT BE LESS THAN 22"X30" CLEAR OPENING AND NOT LESS THAN 30"X30" IF FORCED AIR UNIT IS LOCATED IN ATTIC SPACE. 12"X12" (MIN.) ACCESS PANEL TO BATHTUB TRAP CONNECTION WITH SLIP JOINTS (90-8 U.P.C.). PROVIDE SOLID TRAP AT TUBS WITHOUT ACCESS PANELS. ® PROVIDE STATE FIRE MARSHALL APPROVED SMOKE ALARMS (DETECTORS) AS SHOWN ON ELECTRICAL PLAN. DETECTORS SHALL BE HARD -WIRED TO SEPARATE CIRCUITS WITH BATTERY BACKUP. SMOKE DETECTORS SHALL BE LOCATED IN EACH SLEEPING ROOM, AND IN CENTRALLY LOCATED CORRIDORS GIVING DIRECT ACCESS TO SLEEPING ROOMS. WHEN SLEEPING AREAS ARE ON AN UPPER LEVEL A DETECTOR SHALL BE LOCATED IN CLOSE PROXIMITY TO STAIRWAYS, DETECTORS SHALL SOUND AN ALARM AUDIBLE IN ALL SLEEPING AREAS OF THE DWELLING UNIT, WHICH THEY SERVE. 10 GARAGE DOOR OPENER. PRE -WIRE FOR PUSH BUTTON BEFORE GYPSUM BOARD IS INSTALLED. 111PROVIDE HANDRAILS AT STAIRS. HANDRAILS SHALL BE PLACED NOT LESS THAN 34" OR MORE THAN 38" ABOVE THE NOSING OF TREADS AND LANDINGS. HANDRAILS PROJECTING FROM A WALL SHALL HAVE A SPACE OF NOT LESS THAN 1 1/2" OR MORE THAN 2" IN CROSS -SECTIONAL DIMENSION OR THE SHAPE SHALL PROVIDE AN EQUIVALENT GRIPPING SURFACE, HANDRAILS SHALL BE SMOOTH WITH NO SHARP CORNERS. THE LARGEST RUN OR RISE MAY NOT EXCEED THE SMALLEST BY MORE THAN 3/8". HANDRAIL CONNECTION SHALL WITHSTAND 20 POUNDS PER FOOT LATERAL LOAD. 12 STAIR AND BALCONY GUARDRAILS WITH SPINDLES OR PICKETS SHALL BE PLACED SO THAT A 4" DIAMETER SPHERE CANNOT PASS THROUGH, 13 SLEEPING ROOMS MUST HAVE A WINDOW FOR EMERGENCY EXIT, SILL HEIGHT NOT OVER 44" ABOVE THE FLOOR, 5.7 SQUARE FEET OF OPENABLE AREA, 24" CLEAR OPENING HEIGHT, 20" CLEAR OPENING WIDTH PER (U.B.C. 310.4). 14 MINIMUM WINDOW AREA TO BE 1/10TH OF FLOOR AREA (NOT LESS THAN 10 SQUARE FEET) AND 50% OPENABLE PER 1994 U.B.C. 2902.6. NET OPENING FOR VENTILATION SHALL BE A MINIMUM OF 5% OF THE FLOOR AREA. 15 DUCTS THROUGH GARAGE INTO DWELLING SHALL BE MINIMUM 26" GA. GALVANIZED STEEL. BATHROOM 16 PROVIDE SHOWER ENCLOSURES AT ALL TUBS AND SHOWER STALLS UNLESS NOTED OTHERWISE ENCLOSURES SHALL BE TO A HEIGHT OF 6'-6" MEASURED FROM FINISH FLOOR, AND UNLESS NOTED OTHERWISE WITH SHATTERPROOF GLASS. GLAZING TO MEET CATEGORY 11 CLASSIFICATION PER CBC CHAPTER 24 AND UBC STD 24-2 17 SHOWER, CERAMIC TILE TO A HEIGHT OF 70" AFF (UNLESS NOTED OTHERWISE) OVER 2 COATS PORTLAND CEMENT PLASTER AND 15 # FELT -BACKED LATH. SHOWER PAN SHALL BE HOT MOPPED, SEE DETAIL SHEETS. NET AREA OF SHOWER RECEPTOR SHALL BE NOT LESS THAN 18 1,024 SQ IN. OF FLOOR AREA AND ENCOMPASS A 30" DIA. CIRCLE 19 LOW FLOW TOILETS (1.6 GAL. PER FLUSH), SHOWER HEADS (2.5 G.P.M.), AND FAUCETS (2.2 G.P.M.) REQUIRED. ELEMENT OF APPLIANCES WHICH CREATE A GLOW OR SPARK MUST BE LOCATED A MINIMUM TO 18" ABOVE FLOOR. WET BAR TO BE COLD WATER ONLY, NO HOT WATER, GARBAGE DISPOSAL, 220V. ELECTRICAL OR GAS OUTLET PERMITTED PER LA ZA 90-0080 INSTALL SEISMIC GAS SHUT-OFF VALVE ON V DOWNSTREAM SIDE OF UTILITY METER FUEL GAS LINE ATTACHED RIGIDLY TO THE EXTERIOR OF THE 37 BUILDING PER ORD. 171.874 STRAP WATER HEATER TO WALL PER SEC. 507.3 MECHANICAL ® PROVIDE ALL NECESSARY FUEL GAS SUPPLY LINES WITH SHUT-OFF VALVES TO GAS FIRED OR OPERATED APPLIANCES (SEE MECHANICAL PLANS). PROVIDE ALL NECESSARY ELECTRICAL SUPPLY LINES AND CONNECTIONS TO ALL APPLIANCES AS REQUIRED.(SEE ELECTRICAL PLANS) EXHAUST FAN CAPABLE OF PROVIDING 5 COMPLETE © AIR CHANGES PER HOUR. EXHAUST FAN AND ROOM LIGHT SHALL BE OPERATED WITH SAME VSWITCH. VENT TO OUTSIDE AIR. 7 DUCT SPACE (SEE NOTE 4) PROVIDE 5/8" TYPE " X " GYPSUM BOARD WHERE NOTED. ® WASHER- PROVIDE RECESSED HOT AND COLD WATER AND DRAIN STAND. PROVIDE FLOOR DRAIN UNDER WASHER DRYER. PROVIDE WEATHER HOOD VENT WITH DAMPER TO OUT SIDE AIR. VENT DUCT SHALL BE 4" DIA. SMOOTH GALV. METAL ANDIS LIMITED TO 14'-0" WITH TWO ELBOWS. - GAL. GAS FIRED HI -RECOVERY WATER HEATER WITH CIRCULATING PUMP AND R-5 INSULATION. SECURE TO WALL FRAMING WITH METAL STRAPS TO TOP AND BOTTOM FOR LATERAL SUPPORT. PROVIDE 20" (MIN.) HIGH WOOD PLATFORM FOR WATER HEATER WITH 5/8" TYPE " X " GYPSUM BOARD FINISH AT TOP AND FACE. PROVIDE ADDITIONAL 5/8" (MIN.) EXTERIOR GRADE PLYWOOD OVER GYPSUM BOARD ON TOP. F.A.U. WITH HIGH SETBACK THEMOSTAT AND SUMMER FAN SWITCH. PROVIDE COMBUSTION AIR VENT AND CONDENSATION LINE TO OUTSIDE AIR. PROVIDE 20" PLATFORM FOR UNIT IF REQUIRED (VERIFY LOCATION WITH MECH. PLANS). GAS COOKING APPLIANCES MUST HAVE AN INTERMITTENT IGNITED DEVICE. 1 . MISCELLANEOUS DOOR & WINDOW NOTES 2. ALL GLASS WITHIN 18" OF THE FINISHED FLOOR SHALL BE FULL TEMPERED. 3, ALL EGRESS OR RESCUE WINDOWS FROM SLEEPING ROOMS SHALL BE PROVIDED WITH A MINIMUM CLEAR OPENING OF 5.7 SQUARE FEET WITH THE MINIMUM NET WIDTH DIMENSION OF THE OPENING NOT LESS THAN 20'. WHERE WINDOWS ARE PROVIDED AS A MEANS OF EGRESS OR RESCUE. THEY SHALL HAVE A FINISHED SILL HEIGHT OF NOT MORE THAN 44' ABOVE THE ADJACENT FINISHED FLOOR. 4. ALL EXTERIOR DOORS AND WINDOWS SHALL COMPLY WITH THE BUILDING CODE SECURITY REQUIREMENTS AS ADOPTED BY THE LOCAL BUILDING DEPARTMENT AND SPECIFIED ELSEWHERE ON THIS SHEET. 5. FRENCH DOORS AND WINDOWS USED AS A MEANS TO PROVIDE MINIMUM VENTILATION REQUIREMENTS SHALL BE OPEN -ABLE AND SHALL BE PROVIDED WITH SCREENS UNLESS NOTED OTHERWISE ON THE PLANS AND SPECIFICATIONS. ALL SUCH DOORS AND WINDOWS SHALL BE EQUIPPED WITH A MECHANICAL HOLD OPEN DEVICE. 6. CONTRACTOR SHALL VERIFY EXACT ROUGH OPENING HEIGHT AND WIDTH OF ALL DOORS AND WINDOWS WITH DOOR AND WINDOW MANUFACTURER PRIOR TO START OF ROUGH FRAMING, ROUGH FRAMING SUB -CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL FRAMING HAILERS AND FILLERS AS SHOWN ON WINDOW AND DOOR DETAILS AND AS MAY OTHERWISE BE REQUIRED FOR THE PROPER INSTALLATION OF ALL DOORS AND WINDOWS. 7. UNLESS NOTED OTHERWISE, ALL PANEL TYPE DOORS SHALL BE UNITS MANUFACTURED BY T.M. COBB CO. PANEL TYPE DOORS SHALL BE F-66 TYPE UNLESS NOTED OTHERWISE ON PLANS. 8. ALL WINDOWS, (UNLESS NOTED OTHERWISE) SHALL BE UNITS AS MANUFACTURED BY TORRANCE ALUM. FRENCH WINDOWS SHALL BE PROVIDED WITH FULLY TEMPERED GLASS. WINDOW UNITS SHALL BE PROVIDED WITH CLEAR DBL. GLAZING UNLESS NOTED OTHERWISE ON PLANS. PROVIDE FULLY TEMPERED GLASS AT CERTAIN WINDOWS AS SPECIFIED ON WINDOW SCHEDULE. 9. WINDOW UNITS SHALL BE FULLY ASSEMBLED UNITS CONSTRUCTED PER SPECIFICATIONS WINDOW UNITS SHALL BE HINGED AS INDICATED ON EXTERIOR ELEVATIONS AND/OR PLANS, WINDOW UNITS SHALL BE DELIVERED TO THE JOB SITE WITH ALL HARDWARE SUCH AS OPERATORS, CRANK, OPERATOR ARM, LOCK, ETC. 10, OWNER SHALL PROVIDE ALL NECESSARY HARDWARE NOT INCLUDED IN MANUFACTURED UNIT CONTRACTOR TO INSTALL ALL HARDWARE. 1 1. ALL DOOR HARDWARE SHALL BE PROVIDED BY OWNER AND INSTALLED BY CONTRACTOR, 12. ALL DOOR UNITS AND THEIR RESPECTIVE FRAMES SHALL BE PAINT GRADE. 13. SAMPLE WINDOW TO BE APPROVED WITH SIGNED SHOP DRAWINGS BY OWNER/ ARCHITECT, 14. ALL EXTERIOR SWING DOORS TO BE SUPPLIED WITH MILL FINISHED EXTRUDED BRONZE PEMPO THRESHOLDS 114 B OR 145 B/ WITH 24 GAGA, SHEET METAL DRAIN PAN. THRESHOLDS TO BE POLISHED TO REMOVE MILL MARKINGS. PEMKO SPRING BRONZE WEATHER STRIPPING @ HEAD AND JAMBS. 15. CAULK ALL INTERIOR/ EXTERIOR PLASTER JOINTS. 16. ALL GLARING ON DOORS AND WINDOWS TO BE DBL GLARE 'LOW E' INSULATED GLASS. 17. ALL EXTERIOR DOOR DETAILING TO MATCH WINDOW DET ON SHEET. ALL EXTERIOR DOORS TO HAVE 24 GA.G.1., SHEET METAL DRAIN PAN. PEMKO SPRING BRONZE WEATHERSTRIPPING @ HEAD & JAMBS. 18. SAMPLE WINDOW TO BE APPROVED WITH SIGNED SHOP DRAWINGS BY OWNER/ARCHITECT. 19. ALL EXTERIOR SWING DOORS TO BE SUPPLIED W/ MILL FINISHED EXTRUDED BRONZE PEMKO THRESHOLDS 114B OR 145B WITH 24 GA. G.I. SHEET METAL DRAIN PAN. THRESHOLDS TO BE POLISHED TO REMOVE MILL MARKINGS. 20. CAULK ALL INTERIOR/EXTERIOR PLASTER JOINTS. 21. ALL GLAZING ON DOORS & WINDOWS TO BE DBL. GLAE "LOW E" INSULATED GLASS. SECURITY NOTES 22. ALL EXTERIOR DOOR AND WINDOW OPENINGS ARE SECURITY OPENINGS, AND ALL NOTES SHALL APPLY. 23. WOOD FLUSH -TYPE DOORS SHALL BE 1 3/4" THICK MINIMUM AND SHALL BE OF SOLID CORE CONSTRUCTION. 24. HOLLOW CORE DOORS OR DOORS LESS THAN 1 3/4" IN THICKNESS SHALL BE COVERED ON THE INSIDE FACE WITH 16 GAUGE SHEET METAL ATTACHED WITH SCREWS AT 6" O/C AROUND THE PERIMETER, OR EQUIVALENT. 25. GLAZED OPENINGS WITHIN 40" OF THE DOOR LOCK, WHEN THE DOOR IS IN THE CLOSED POSITION. SHALL BE FULLY TEMPERED GLASS OR APPROVED BURGLARY RESISTANT MATERIAL, OR SHALL BE PROTECTED BY METAL BARS, SCREENS OR GRILLES HAVING A MAXIMUM OPENING OF 2". THE PROVISIONS OF THIS SECTION SHALL NOT APPLY TO VIEW PORTS OR WINDOWS, WHICH DO NOT EXCEED 2" IN THEIR GREATEST DIMENSION. 26. GLASS DOORS SHALL HAVE FULLY TEMPERED GLASS COMPLYING WITH SECTION 91.1711 (D) OF THE LOS ANGELES CITY BUILDING CODE. 27. DOORSTOPS OF IN -SWINGING DOORS SHALL BE OF ONE-PIECE CONSTRUCTION WITH THE JAMB, OR JOINED BY RABBET TO THE JAMB. 28. ALL PIN -TYPE HINGES WHICH ARE ACCESSIBLE FROM OUTSIDE THE SECURED AREA WHEN THE DOOR IS CLOSED SHALL HAVE NON -REMOVABLE HINGE PINS. IN ADDITION THEY SHALL HAVE MINIMUM 1/4" DIAMETER STEEL JAMB STUD WITH 1/" MINIMUM PROJECTION UNLESS THE HINGES ARE SHAPED TO PREVENT REMOVAL OF THE DOOR IF THE HINGE PINS ARE REMOVED. 29, THE STRIKE PLATE FOR LATCHES AND THE HOLDING DEVICE FOR PROJECTION DEAD BOLTS IN WOOD CONSTRUCTION SHALL BE SECURED TO THE JAMB AND THE WALL FRAMING WITH SCREWS NOT LESS THAN 2 1 /1 " IN LENGTH, 30. DEAD BOLTS SHALL HAVE HARDENED INSERTS; PROVIDE DEADLOCKING LATCH KEY OPERATED LOCKS ON THE EXTERIOR; LOCKS SHALL BE OPENABLE WITH OUR KEY, SPECIAL KNOWLEDGE OR v SPECIAL EFFORT FROM THE INTERIOR. 31. STRAIGHT DEAD BOLTS SHALL HAVE A MINIMUM THROW OF 1" AND AN EMBEDMENT OF NOT LESS THAN 5/8". 32. A HOOK SHAPED OR AN EXPANDING -LUG DEAD BOLT SHALL HAVE A MINIMUM THROW OF 3/4". 33. CYLINDER GUARDS SHALL BE INSTALLED ON ALL CYLINDERS LOCKS WHENEVER THE CYLINDER PROJECTS BEYOND THE FACE OF THE DOOR OR IS OTHERWISE ACCESSIBLE TO GRIPPING TOOLS. 34. SLIDING GLASS DOORS AND WINDOWS SHALL BE EQUIPPED WITH LOCKING DEVICES AND SHALL BE SO CONSTRUCTED AND INSTALLED THAT THEY REMAIN INTACT AND ENGAGED WHEN SUBJECTED TO THE TESTS SPECIFIED IN SECTIONS 91.6731 AND 91,6732, 35. SLIDING GLASS DOORS AND WINDOWS SHALL BE PROVIDED WITH A DEVICE IN THE UPPER CHANNEL OF THE MOVING PANEL TO PROHIBIT RAISING AND REMOVING OF THE MOVING PANEL IN THE CLOSED OR PARTIALLY OPEN POSITION. 36. SCREENS, BARRICADES, OR FENCES MADE OF MATERIAL WHICH PRECLUDES HUMAN CLIMBING SHALL BE PROVIDED AT EVERY PORTION OF EVERY ROOF, BALCONY, OR SIMILAR SURFACE WHICH IS WITHIN 8' OF A UTILITY POLE OR SIMILAR STRUCTURE. 37. PROVIDE SAFETY GLAZING IN THE FOLLOWING LOCATIONS PER SECTION 2406.4 UBC 1994 EDITION: 38. SLIDING OR SWINGING DOORS TUB AND/OR SHOWER ENCLOSURES AND GLAZING IN WALLS LESS THAN 60" ABOVE THE STANDING SURFACE OF TUBS OR SHOWERS. GLAZING WITHIN A 24" ARC OF A DOOR. 39. ALL INTERIOR DOORS ON 1 Y4" POPLAR FRAMES. 40. ALL OPENINGS MARKED WITH AN ASTRISK ( * ) SHALL BE SECURITY OPENINGS AND SHALL COMPLY WITH SECTION 1023 ( BUILDING SECURITY ) OF THE UNIFORM BUILDING SECURITY CODE 1994 EDITION AND NOTED BELOW: Z O W W 'S O mam"Kig r � W � O t%� W Q 4 i/ 0 N W A r V r Q N ii W 0) " r Y/ o W aU� NJ a O N C h Gy Z aC I. Ld ■ (71 Q 0 w CC FT WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS. CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS ON THE JOB, AND MUST NOTIFY THE DESIGNER OF ANY DEVIATIONS, SUBSTITUTIONS, AND VARIATIONS FROM CONDITIONS SHOWN ON THE PLANS. ALL DRAWINGS AND COPIES THEREOF ARE INSTRUMENTS OF SERVICE AND AS SUCH REMAIN THE PROPERTY OF THE DESIGNER. THEY ARE TO BE USED ONLY WITH RESPECT TO THIS PROJECT. WITH THE EXCEPTION OF ONE COMPLETE SET FOR EACH PARTY TO THE CONTRACT, ALL COPIES ARE TO BE RETURNED OR SUITABLE ACCOUNTED FOR TO THE DESIGNER UPON COMPLETION OF THE WORK. COPYRIGHT Q;? 2002 ALL RIGHTS RESERVED DRAWN BY: - PROJECT No- 2 0 0 5 -. 1 SET NUMBER: 1 CONSTRUCTION ❑ CHECK SET ❑ 99RC"WIL 0 GONS &TION ❑ BID SET DRAWING TITLE: - NOTES ISSUE DATE: 2/25/05 SHEET NUMBER: GNI 0 z IN OF 7 SHEETS FILE: \EVR GARD\021005CRUZAT.DWG a Se c'TIL c� 0 I (`� �f� ( �' '0 tA 4 ov J To ffzVtD-- ' `�� fey wjp4 Al Al I r 13 � �r� r O-AJ A--t -� A 4"-6" LANDING V Z Q T—] 0 TYPICAL STAIR DETAIL SIDEWALK iANDRAIL CBC 1003.3.3.6 A 4" DIA CIA. OED, FIELD PAINTED p�. W w V) I 0®© 0 a ii f- 7' In .- C � H© w to Q c0aa o N 0 NJ LLI v / w 3 ry T to N ii W 0 0 1� " r W aW4 .J >m0 o N O V. Z ... ly- Q Ld r _ W Q Q Gl W WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS. CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS ON THE JOB, AND MUST NOTIFY THE DESIGNER OF ANY DEVIATIONS, SUBSTITUTIONS, AND VARIATIONS FROM CONDITIONS SHOWN ON THE PLANS. ALL DRAWINGS AND COPIES THEREOF ARE INSTRUMENTS OF SERVICE AND AS SUCH REMAIN THE PROPERTY OF THE DESIGNER. THEY ARE TO BE USED ONLY WITH RESPECT TO THIS PROJECT. WITH THE EXCEPTION OF ONE COMPLE11 SET FOR EACH PARTY TO THE CONTRACT, ALL COPIES ARE TO BE RETURNED OR SUITABLE ACCOUNTED FOR TO THE DESIGNER UPON COMPLETION OF THE WORK. COPYRIGHT (C) 2002 ALL RIGHTS RESERVED DRAWN BY: PROJECT NO: 2 a 0 5- 1 sEr NUMBER: 1 — CONSTRUCTION ❑ CHECK SET COG PT R / ❑ CONSTRUCTION Q BID SET DRAWING TITLE: SITE PLAN ISSUE DATE: 2/25/05 Al OF 7 SHEETS FILE- \EVR GARD\021005CRUZAT.DWG IN[I (`I ecC "A" dCPWAl T CulKir:I r= i?nnl: G SCALE: 1 /4" = 1'_0„ No" NUE TO FIRE DAMAGE, ALL ROOF FRAMING, MATERIALi EQUALAND REPLACED WITH ©®im 0 E— Q af 1- Z 0 i i s i jg C2 "` I/\to r �I/� O � Q W 4cW40 NJ>m10 o N n LL- Q z �. ry -:�z a Lli w Q 0 w ry F.- WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS. CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS ON THE JOB, AND MUST NOTIFY THE DESIGNER OF ANY DEVIATIONS, SUBSTITUTIONS, AND VARIATIONS FROM CONDITIONS SHOWN ON THE PLANS. ALL DRAWINGS AND COPIES THEREOF ARE INSTRUMENTS OF SERVICE AND AS SUCH REMAIN THE PROPERTY OF THE DESIGNER. THEY ARE TO BE USED ONLY WITH RESPECT TO THIS PROJECT. WITH THE EXCEPTION OF ONE COMPLETE SET FOR EACH PARTY TO THE CONTRACT, ALL COPIES ARE TO BE RETURNED OR SUITABLE ACCOUNTED FOR TO THE DESIGNER UPON COMPLETION OF THE WORK. COPYRIGHT () 2002 ALL RIGHTS RESERVED DRAWN BY. PROJECT N0: 2 0 0 5 _ 1 SET NUMBER: CONSTRUCTION ❑ CHECK SET 0 CRO�CEPUAL % CdNSTRUCTION Cl BID SET DRAWING TITLE: ROOF/ELEV ISSUE DATE: 2/25/05 SHEET NUMBER: A3 OF 7 SHEETS FILE: \EVR GARD\021005CRUZAT.DWG 1.RA L 0 FL , .REAR ELEVATION )SECTION. SCALE: 1 /4" = 1'-0° r,--�FRONT ELEVATION `ll'—�SCALE: 1 /4" = V-0" Z 0 U) W tL' W Z a mmim l'r 0 in H o W 40 N 4j CC T U) > %too W 3A vo In Q ii w 0 F j !� O a W 0 .J >mco 14 a � 0 h CLd Lli ■ 0 Q 0 Lli Gy E WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS. CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS ON THE JOB, AND MUST NOTIFY THE DESIGNER,OF ANY DEVIATIONS, SUBSTITUTIONS, AND VARIATIONS FROM CONDITIONS SHOWN ON THE PLANS. ALL DRAWINGS AND COPIES THEREOF ARE INSTRUMENTS OF SERVICE AND AS SUCH REMAIN THE PROPERTY OF THE DESIGNER. THEY ARE TO BE USED ONLY WITH RESPECT TO THIS PROJECT. WITH THE EXCEPTION OF ONE COMPLEIT SET FOR EACH PARTY TO THE CONTRACT, ALL COPIES ARE TO BE RETURNED OR SUITABLE ACCOUNTED FOR TO THE DESIGNER UPON COMPLETION OF THE WORK. COPYRIGHT ® 2002 ALL RIGHTS RESERVED DRAWN BY. _ PROJECT NO: 2 0 0 5_ 1 SET NUMBER. 1 ❑ CONSTRUCTION ❑ CHECK SET ❑ GONCEPn'L ❑ CONSTRUCTION ❑ BID SET DRAWING TITLE. ELEV/ SECTION ISSUE DATE, 5/ 14/05 SHEET NUMBER. A4 OF 7 SHEETS FILE: \EVR GARD\021005CRUZAT.DWG E t u U c I I I I SIDE EL (:3) SCALE; 1 /4" = V-0" -r 7 *SIDE ELEVATION a �a- 0 =y- I =10affif] In in T O c C9 w 0 to iCi ate« Zw 09 v N 00-14 C >LLI> � J i' T n Q N n W_ 0) . 140 " !' 40 wi j C1 atWm J > m ' 4 N Q h L,._ Q M Z .. cy = n Ld _ T � Q _ L>a CL W Q Q L.Li fY LL- WRITTEN DIMENSIONS ON THESE DRAWINGS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS. CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS ON THE JOB, AND MUST NOTIFY THE DESIGNER OF ANY DEVIATIONS, SUBSTITUTIONS, AND VARIATIONS FROM CONDITIONS SHOWN ON THE PLANS. ALL DRAWINGS AND COPIES THEREOF ARE INSTRUMENTS OF SERVICE AND AS SUCH REMAIN THE PROPERTY OF THE DESIGNER. THEY ARE TO BE USED ONLY WITH RESPECT TO THIS PROJECT. WITH THE EXCEPTION OF ONE COMPLETE SET FOR EACH PARTY TO THE CONTRACT, ALL COPIES ARE TO BE RETURNED OR SUITABLE ACCOUNTED FOR TO THE DESIGNER UPON COMPLETION OF THE WORK. COPYRIGHT ® 2002 ALL RIGHTS RESERVED DRAWN BY: PROJECT NO: 2 O O 5— 1 SST NUMBER: 1 CONSTRUCTION ❑ CHECK SET Fl ONCeP7UAL % GONSFTORUCTION ❑BID SET DRAWING TITLE EXT ELEVATIONS ISSUE DATE: 5! 1 4/05 SHEET NUMBER: A5 OF 7 SHEETS FILE: \EVR GARD\021005CRUZAT.DWG _ NOTES 5HEAR WALL 5CHEDULE I'2`3'4,5,ro,1 Date I Item 3.29.05 1 1st SUBMITTAL 11 GENERAL STRUCTURAL REQUIREMENTS ALL WORK SHALL COMPLY WiTH ALL THE APPLICABLE FEDERAL LAWS, STATE STATUTES LOCAL ORDINANCES AND THE REGULATIONS OF AGENCIES HAVING JURISDICTION OVER THE PROJECT. THE CONTRACTOR SHALL ASSUME FULL RESPONSIBiLTY FOR COMPLYING WITH THE CONSTRUCTION SAFETY ORDERS AND THE GENERAL INDUSTRIAL SAFETY ORDERS OF THE STATE OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION AND SUCH OTHER AGENCIES GOVERNING THE CONTRACTOR'S ACTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR AND HOLD HARMLESS THE STRUCTURAL ENGINEER, ARCHITECT AND OWNER FOR ANY DAMAGES AND/OR PENALTIES RESULTING FROM H16 FAILURETO COMPLY WITH SAID LAWS, STATUTES, ORDINANCES AND REGULATIONS. 2. THE FOLLOWING NOTES AND SPECIFICATIONS ARE " UNLESS OTHERWISE NOTED". CONFLICT BETWEEN THE SPECIFIC NOTES AND THE GENERAL SHOULD BE CLARIFIED WITH THE STRUCTURAL ENGINEER -OF -RECORD PRIOR TO THE COMMENCEMENT OF WORK. NO OTHER METHOD CONSTRUCTION OR SUBSTITUTION SHALL BE ALLOWED WITHOUT THE WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OR ARCHITECT. 3. ALL DIMENSIONS AND EXISTING CONDITIONS SHALL BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO THE COMMENCEMENT OF WORK. NOTED DIMENSIONS SHALL SUPERCEDE OVER SCALED DIMENSIONS. THE CONTRACTOR SHALL REPORT COMMENCEMENT OF WORK. 4. THE DESIGN, ADEQUACY, AND OVERALL SAFETY OF ANY ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. 15 THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND HAS NOT BEEN TAKEN INTO CONSIDERATION BY THE ARCHITECT OR STRUCTURAL ENGINEER. THE CONTRACTOR 15 RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEATHING AND FINISH MATERIALS. OBSERVATION VISITS TO THE 517E BY THE ARCHITECT OR STRUCTURAL ENGINEER DO NOT CONSTITUTE INSPECTION OF ANY OF THE ABOVE ITEMS. 5. REFERENCE THE STRUCTURAL CALCULATIONS OR CONSULT THE STRUCTURAL ENGINEER FOR ANSWERS TO QUESTIONS REGARDING LUMBER GRADES OR SIZES, REQUIRED FASTENERS, AND/OR FOOTING SIZES AND REINFORCEMENT. 6. ALL WORK SHALL BE PERFORMED IN A SOUND MANNER, PROVIDING A COMPLETED PROJECT WITH ALL MATERIALS, ASSEMBLIES, AND SYSTEMS CORRECTLY INSTALLED PER THE MANUFACURER'S RECOMMENDATIONS AND PERFORMING iN A MANNER CONSISTENT WiTH INDUSTRY STANDARDS. A. BY DEFINITION "CONTRACT DOCUMENTS" SHALL INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING± DRAWINGS, SPECIFICATIONS, STRUCTURAL CALCULATIONS, SOILS REPORT, STATE MANDATED ENERGY CALCULATIONS AND NOTES, GEOLOGY REPORT, ACOUSTICAL REPORT, ADDENUM, CHANGE ORDERS, AND CLARIFICATIONS. 1. THE CONTRACTOR SHALL ARRANGE FOR ALL TESTING AND INSPECTIONS REQUIRED BY THE CONTRACT DOCUMENTS AND ANY AGENCY HAVING JURISDICTION OVER THI5 PROJECT ( i.e. LOCAL BUILDING, GRADING AND HEALTH DEPARTMENTS ). A. ALL FOUNDATION EXCAVATIONS SHALL BE INSPECTED AND APPROVED BY THE SOILS ENGINEER AND LOCAL BUILDING INSPECTOR PRIOR TO PLACEMENT OF RE iNFORC ING. B. ALL RECOMMENDATIONS OF THE SOILS AND/OR GEOLOGY REPORTS ARE CONSIDERD PART OF THE CONTRACT DOCUMENTS AND SHALL BE IMPLEMENTED. A COPY OF THE T SITE FOR THE DURATION OF CON5T CTION. SOILS REPORT SHOULD BE KEPT ON S E R E D RA RU A. PRIOR TO THE ISSUANCE OF THE BUILDING AND/OR GRADING PERMIT THERE SHALL BE NO TRENCHES OR EXCAVATIONS 5 FEET OR MORE IN DEPTH INTO WHICH A PERSON IS REQUIRED TO DESCEND. 10. THE ENTIRE CONSTRUCTION SITE SHALL BE ACCES15LE TO FIRE DEPARTMENT PERSONNEL BY MEANS OF OPENING GATES, ACCESS LADDERS, OR OTHER MEANS WHICH WILL NOT PROHIBIT FIRE FIGHTING ON SiTE. 11. ALL WORK SHALL BE IN COMPLIANCE WITH THE PROVISIONS SET FORTH BY THE 2002 LABC, 2001 CBC AND 1991 UBC. STRUCTURAL CONCRETE NOTES 1. THERE SHALL BE NO DEVIATION FROM THE STRUCTURAL DETAILS WITHOUT THE WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER -OF -RECORD. APPROVAL BY THE LOCAL BUILDING INSPECTOR DOES NOT CONSTITUTE AUTHORITY TO DEVIATE FROM THE CONTRACT DOCUMENTS. 2. MATERIALS A. CONCRETE TO BE: 1. ISOLATED PADS: 2500 PSI 6 26 DAYS: NO INSPECTION 2. CONTINUOUS FTG.: 2500 PSI 6 28 DAYS: NO INSPECTION 3. GRADE BEAMS: 3000 PSi 9 28 DAYS: WITH INSPECTION 4. SLAB ON GRADE. 25(0(0 PSi a 28 DAYS: NO INSPECTION 5. STRUCTURAL SLAB. 3000 PSI 6 28 DAY W/ INSPECTION B. CEMENT -- TESTED TYPE I PORTLAND ( ASTM C-150 ) C. AGGREGATES -- 1.5" MAX FOR FOOTINGS AND 1.0" MAX FOR ALL OTHER WORK. ( ASTM C-33 ) D. WATER -- DRINKABLE E. REINFORCEMENT -- NEW BiLLET STEEL DEFORMED BARS ( ASTM A-615 GRADE 40 UNLESS OTHERWISE NOTED ) CLEAN AND UNRUSTED. MINIMUM LAP SHALL BE 36 BAR DIAMETERS AT SPLICES AND POUR JOINTS ( 24" MINIMUM ) . 3. ONLY ONE GRADE OF CONCRETE SHALL BE PERMITTED ON THE JOB SiTE AT ONE TIME. EXECUTION 1- POSITION, SUPPORT AND SECURE REIXFBRCEMENT AGAINST DISPLACEMENT WITH METAL CHAIRS, RUNNERS, SPACERS, BO TERS, OR HANGERS ,45 REQUIRED TO PROVIDE REQUIRED CLEARANCES. DIRECT WIRE TIES INTO CONCRETE, NOT TOWARDS EXPOSED CONCRETE SURFACES. MINIMUM CLEAR DISTANCE BETWEEN SOiL AND REiNFORCMENT SHALL BE 3 INCHES UNLESS OTHERWISE NOTED. AST ONE MESH AT SP!z:IISES 3. PROVIDE CONSTRUCTION, ISOLATION, SEISMIC, AND CONTROL JOINTS AS REQUIRED. LOCATE JOINTS 50 AS NOT TO IMPAIR THE STRENGTH AND/OR APPEARANCE OF THE STRUCTURE. PLACE ISOLATION AND CONTROL JOINTS iN SLAB5-ON-GRADE AT 20 FEET ON CENTER EACH WAY TO MINIMIZE CRACKING. 4. EMBED ANCHOR BOLTS INTO CONCRETE AS SHOWN ON DRAWINGS. PLACE ONE ANCHOR BOLT WITHIN 12 INCHES OF EACH CORNER OR PLATE SPLICE- MINIMUM BOLTING SHAL BE 5/8" DIAMETER X 12" LONG AT 4'-0" O.C. W/ 1" MIN. EMBEDMENT. B. FORMWORK SUPPORTING VERTICAL SURFACES MAY BE REMOVED AFTER A MINIMUM OF 2 DAYS. ALL OTHER FORMWORK MAY BE REMOVED ONLY WHEN THE CONCRETE HAS REACHED 15% OF ITS 28 DAY STRENGTH, 6. POWDER ACTUATED FASTENERS (i.e. 5HOTPiNS ) SHALL BE LC.B.O. APPROVED. 1. CONSOLIDATE CAST -IN -PLACE CONCRETE USING MECHANICAL VIBRATING EQUIPMENT, HAND RODDING AND TAMPING 50 THAT CONCRETE 15 WORKED AROUND ALL REINFORCEMENT AND OTHER EMBEDDED ITEMS AND TiGSHT TO ALL EDGES. 8. PROTECT CONCRETE FROM PHYSICAL DAMAGE OR REDUCED STRENGTH DUE TO WEATHER EXTREMES DURING MiXiNG, PLACEMENT, AND CURING BY COMPLYING WITH THE FOLLOWING( A. IN GOLD WEATHER ---- A.G,I. 306 B. IN HOT WEATHER ---- A.C.i. 305 9. PRIOR TO PLACING CONCRETE REMOVE ALL DEBRIS, WATER, MUD, AND LOOSE EARTH FROM EXCAVATED AREA. h. MASONRY A. CONCRETE BLOCK: SHALL BE HOLLOW LOAD BEARING MASONRY UNITS CONFORMING TO ASTM-C-`50 GRADE N, TYPE 1, MEDIUM WT., GRAY. f"m = 1500psi. A LETTER OF CERTIFICATION FROM THE SUPPLIER SHALL BE REQ'D AT TIME OF, OR PRIOR TO DELIVERY OF MATERIALS. B. MORTAR AND GROUT: TO BE TYPE "S". MORTAR TO BE: I PART CEMENT, 3 1/2 PART SAND, 1/4 PART LiME PUTTY. C. PEA -GRAVEL CONCRETE GROUT TO BE: 2000 PSI AT 28 DAYS± I PART CEMENT, 3 PARTS SAND, AND 2 PARTS PEA GRAVEL. D. GROUT POUR SHALL BE LIMITED TO 48" AT WORK STOPPAGES, HORIZONTAL CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING GROUT 1 1/2" BELOW TOP OF MASONRY. GROUT SHALL BE TAMPED TO ASSURE FILLING OF ALL VOIDS. E. DRYPACK SHALL BE A 42 STIFF MIX. F. BED JOINTS TO BE FULLY BEDDING MORTAR. HEAD JOINTS TO BE SOLIDLY FILLED AT LEAST 1 1/2" FROM EACH FACE. G. REINFORCEMENT SHALL BE SECURED AGAINST DISPLACEMENT PRIOR TO GROUTING USING WIREPOSITiONER,S (OR SUITABLE DEVICES) AT INTERVALS NOT EXCEEDINGz 200 BAR DIAMETERS. H. CLEANOUTS SHALL BE PROVIDED FOR ALL GROUT POURS OVER 5'. L GROUT LIFTS SHALL NOT EXCEED rc'. J. ALL CELLS AND SPACES CONTAINING REINFORCEMENT SHALL BE FILLED WiTH GROUT. K. FIVE MASONRY PRISM TESTS SHALL BE BUILT AND TESTED PRIOR TO CONSTRUCTION. L. THREE MASONRY PRISM TESTS (PER 5,000 SF OF FLOOR AREA, 3 MIN.) SHALL BE BUILT AND TESTED DURING CONSTRUCTION WHEN FULL STRESSES ARE USED iN DESIGN. GENERAL eTRUCTU STEEL NOTES 1. THE CONTRACTOR SHALL COMPLY WITH THE FOLLOWINGt A. A.I,S,C. " CODE OF STANDARDS FOR STEEL BUILDINGS AND BRIDGES". B. A.I.S,C. " SPECIFICATIONS FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". C. A.W.S. " STRUCTURAL WELDING CODE" AND/OR ANY APPLICABLE LOCAL REGULATIONS. 2. ANY CONFLICTS BETWEEN THE A.I.S.C. AND A.W.S. CODES SHALL BE CLARIFIED WiTH THE STRUCTURAL ENGINEER PRIOR TO FABRICATION. 3. TREADS AND PLATFORMS OF STEEL STAIRS SHALL BE CAPABLE OF SUPPORTING A UNIFORM LOAD OF 100 PSF OR A CONCENTRATED LOAD OF 300 Ibs. AT THE POINT(S) WHICH WOULD CREATE THE MAXIMUM STRESS CONDITIONS. 4. HANDRAILS AND TOPRAfLS SHALL BE CAPABLE OF SUPPORTING A LOAD OF 50 PLF VERTICALLY OR HORIZONTALLY. iNITERMEDiATE RAILS, BALUSTERS, AND VERTICALLY OR HORIZONTALLY. INITERMEDIATE RAILS, BALUSTERS, AND PANEL FILLERS SHALL BE CAPABLE OF SUPPORTING A LOAD OF 20 PLF VERTCALLY AND 5 PSF HORIZONTALLY. 5. ALL STEEL TO BE COATED SHALL BE CLEANED TO BASE METAL AND BE FREE. OF ALL OILS, RUST, SCALE OR ANY OTHER DELETERIOUS MATERIALS. STEEL FABRICATOR SHALL BE L.A. CITY LICENSED. MATERIALS f. STRUCTURAL STEEL BARS, PLATES AND ROLLED SHAPES ---- A.S.T.i'i. A992 2. STEEL TUBE (SQ. OR RECT.) ---- A.S.TP" I. A-501, GRADE e, TYPE E OR S. 3. STEEL PIPE ---- A.S.T.M. A-53 , GRADE B, TYPE E OR 5 4. BOLTS ---- A.S.T.M. A-301 ( OR A-325 AS INDICATED ) GRADE A 5. GALVANIZING ---- A.S.TM. A-123 FOR ASSEMBLED PRODUCTS. A.S.T.M. A-123 FOR ROLLED,PRESSED, AND FORGED STEEL SHAPES, PLATES, BARS, AND STRIP GREATER THAN 1/6" THICK A.S.TM. A-153 FOR HOT-DiP GALVANIZED FASTENERS. GALVANIZING REPAIR PAINT SHALL MEET MILK-P-21035 OR SSPC- PAINT 20. 6. SHOP PAiNT ---- SSPC-PAINT 13. SHOP PRIME ALL STRUCTURAL STEEL EXCEPT PORTIONS TO BE EMBEDDED IN CONCRETE OR MORTAR. 1. WELDING SHALL BE ELECTRIC ARC PROCESS (E1OXX) PERFORMED BY QUALIFIED WELDERS AND CERTIFIED BY THE CITY OF LA. SLOG. 4 SAFETY DEPT. ALL FIELD WELDING SHALL BE PROVIDED WiTH CON'(. INSPECTION BY A CERTIFIED DEPUTY INSPECTOR SHOP WELDS SHALL BE PERFORMED BY AN L.A. CiTY BLDG. DEPT. LICENSED FABRICATOR SHOP. TIMBER NOTES 1. THE FOLLOWING CODES AND SPECIFICATIONS SHALL GOVERN THE CONSTRUCTION OF STRUCTURAL WOOD 5YSTEM6t A. UNIFORM BUILDING CODE 1991 EDITION B. NATIONAL DESIGN SPECIFICATION ( NO$ ) 11593 EDITION C. WWPA OR WC"LIB STANDARD GRADING RULES FOR WESTERN LUMBER D. PS-i PLYWOOD STANDARDS E. ANSI A-206 -- PARTiCLE50RD SPECIFICATIONS 2. NO CHANGES OR SUBSTITUTIONS SHALL BE MADE WITHOUT THE WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT. 3. DIMEN51ON LUMBER SHALL BE 545 DOUGLAS FiR-LARCH UNLESS OTHERWISE NOTED. ALL STRUCTURAL MEMBERS SHALL BE GRADE STAMPED BY A CERTIFIED INSPECTION AGENCY. 4. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED. WHERE WOOD 15 NEARER THAN 6" TO EARTH USE PRESSURE TREATED WOOD UNLESS SEPARATED BY A 3" CONCRETE SLAB WITH AN IMPERVIOUS MEMBRANE BETWEEN EARTH AND CONCRETE. 5. DIMENSION LUMBER 514ALL HAVE A MAXIMUM MOISTURE CONTENT OF 19% AT TIME OF CLOSING iN OF BUILDING. 6. ALL WOOD CONNECTORS INDICATED SHALL BE BY SiMPSON 5TRONG-TIE UNLESS SUBSTITUTES ARE APPROVED BY THE ARCHITECT AND STRUCTURAL ENGINEER 4 BY THE BUILDING DEPARTMENT. 1. LAG BOLTS: PROVIDE LEAD HOLE 40% - "109. OF THREADED SHANK DIAMETER 4 FULL DIAMETER FOR SMOOTH SHANK PORTION. MATERIALS 1, DIMENSION LUMBER SHALL BE DOUGLAS FIR -LARCH WITH GRADE INDICATED BELOW - A. STUDS, PLATES AND BLOCKING "2 GRADE OR BETTER B. JOISTS AND RAFTERS 02 GRADE OR BETTER C. POSTS, BEAMS, AND HEADERS 01 GRADE OR BETTER 2. SHEATHING A. ALL PLYWOOD SHALL CONFORM TO PS i-95 AND BE OF GRADE, INDEX NO. AND THICKNESS CALLED FOR ON THE PLANS. ALL PLYWOOD SHALL BE BONDED WiTH EXTERIOR GLUE. B. ALL PLYWOOD DIRECTLY EXPOSED TO WEATHER SHALL BE EXTERIOR GRADE. C. ALL PLYWOOD NAILING SHALL BE INSPECTED BY THE BUILDING INSPECTOR PRiORTO COVERING. ROOF SHEATHING: 1/2" THK. COX PLYWOOD P5 I-95 W/ 8d NAILS AT 6" E.N., 6" B.N. 4 12" F.N. PANEL INDEX 40/20. UNBLOCKED. FLOOR SHEATHING: 3/4" THK. CDX T 4 G PLYWOOD PS I-B5 W/ 10d NAILS 6 4:" E.N., 6" B.N. 4 10" FN. PANEL INDEX 45/24. UNBLOCKED. -- INDICATES SHEAR WALLS (NOT NECESSARILY PLYWOOD) - - INDICATES SHEAR WALLS (NOT NECESSARILY PLYWOOD) EXTERIOR WALLS: 1/e," THK. CEMENT PLASTER ON FURRED OR SELF -FURRING EXPANDED METAL OR FABRIC LATH WITH #11 GA., 1 1/2" LONG, 1/16" DIA. HEAD GALV. AT 6" O.C. INTERIOR WALLS: 5/6" TYPE "X" GYPSUM WALLBOARD FASTENED TYPE W BUGLE HEAD DRYWALL SCREWS 6 12" O.G. CEILINGS, 16" O.G. WALLS, 5/8" MiN. PENETRATION INTO FRAMING PER UBC TABLE 25-G. BLOCKING REO'D, TYR. UN.O.( 2 PLY GYPBID. REQ'D PER ARCH'L.) 3. PRESSSURE TREATED LUMBER A. LUMBER AND PLYWOOD WiTH WATER -BORNE PRESERVATIVES TO COMPLY WITH AWPA C2 AND Ce RESPECTIVELY AND U.B.C. STANDARDS 025-12. B. WOOD FOR ABOVE GROUND USES USE AWPA LP-2 C. PRESSURE TREAT CANTS, NAiLER5, iLOCKING, STRIPPING AND 61MiLAIR ITEMS IN CONJUNCTION WITH ROOFING, FLASHING, VAPOR BARRIERS, AND WATER -PROOFING OR USE REDWOOD. D. PRESSURE TREAT SILLS, SLEEPERS, NAILERS, BLOCKING, FURRING AND 51MiLAIR ITEMS IN DIRECT CONTACT WITH CONCRETE OR MASONRY OR biSE- fe>I^fl 3. 4. FASTENERS/ HARDWARE A. NAILS SHALL BE COMMON WIRE NAILS. SINKERS MUST NOT BE USED. B. BOLTS SHALL HAVE STANDARD CUT WASHERS UNLESS THEY ARE BEING USED WITH STRUCTURAL STEEL MEMBERS. HOLES FOR BOLTS SHALL BE NOT MORE THAN iA&" LARGER THAN THE BOLT DIAMETER. C. LAG 5CREWS SHALL BE TUR,4ED ( NOT DRIVEN ) INTO PRE -DRILLED HOLES OF 2/3 THE SHANK DIAMETER. 5. THE CITY OF L.A. RESEARCH REPORT AND ICBO NUMBERS FOR THE FOLLOWING ITEMS. 55Ta BOLTS - RR 25246, ICBO 4935 CLIPS - RR 25119, 25293 ICBO 5610 HOLD DOWN - RR 24818, 25158, 25293 ICBO 3g3 4 469 HANGERS - RR 24e47 ICBO 511"1 PARALLAM (PSL) - RR 25938 STRAPS - RR 25119, 2514S, 25281, 25293 IC50 413, 4935, 5351 ROUGH FRAMING LUMBER 1. ANY PRODUCTS NOT SPECIFICALLY COVERED IN THE ABOVE REFERENCED STANDARDS SHALL COMPLY WITH THE RECOMMENDATIONS OF THE PRODUCT MANUFACTURER FOR THE USE INTENDED. 2. INSTALL FASTENERS WITHOUT SPLITTING WOOD. FASTEN PANEL PRODUCTS TO ALLOW FOR EXPANSION AT JOINTS UNLESS OTHERWISE INDICATED. 3. WALL FRAMING SHALL BE 2X4 6 16" O/C UNLESS OTHERWISE NOTED ON THE ARCHITECTURAL DRAWINGS. 4. FASTEN STRUCTURAL SHEATHING AS FOLLOWS± A. FLOOR SHEATHING AND SUB -FLOORING --- GLUED AND NAILED AS INDICATED ON THE DRAWINGS. B. WALL AND ROOF SHEATHING --- NAILED AS INDICATED ON DRAWINGS. C. UNDERLAYMENT --- NAILED TO SUB -FLOORING. 5. ALL HORIZONTAL PLYWOOD SHALL BE LAID WITH FACE GRAIN PERPENDICULAR TO JOISTS/RAFTERS AND WiTH STAGGERO JOINTS. 6. ALL FRAMING, NAILING, LET -IN BRACING, SPLICES, ETC. SHALL CONFORM TO LOCAL BUILDING CODES. 1. CUT, SHAPE, COPE, PLUMB, LEVEL, AND TURN ALL FRAMING MEMBERS TO PROVIDE FULL BEARING UNLE55 NOTED OTHERWISE. 8. REFERENCE UBC SECTIONS 2326.11.10, 2326.8, 2326.11.9 AND 2306.2.2 FOR RULES REGARDING THE CUTTING, NOTCHING, AND BORING OF JOISTS, STUDS AND BEAMS. 9. ALL POSTS FROM THE ROOF MUST BE CONTINUED DOWN TO SUPPORT USING THE SAME SIZE MATERIAL. POSTS MAY BEAR ON SILL PLATES UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING BELOW POSTS TO FOUNDATION. 10. WHERE DOUBLE PLATES ARE INTERUPTED BY POSTS OR BEAMS, STRAP WiTH ST6224 USING A MINIMUM OF (20) 16d EACH END. 11. ALL BEAMS PERPENDICULAR TO WALLS MUST BE SUPPORTED ON POSTS THE SAME THICKNESS AS THE STUDS AND THE SAME WIDTH AS THE BEAM. 12. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS AND SOLID BLOCKING UNDER ALL PERPENDICULAR PARTITIONS. 13. STUDS ADJACENT TO CONCRETE OR MASONRY WALLS SHALL BE PRESSURE TREATED AND BOLTED TO THE WALL WITH 1/2" DIAMETER EXPANSION BOLTS AT 3'-0" O/C. 14. ROOF FRAMING A. PROVIDE 2X RIDGE BOARDS, HIPS, AND VALLEYS WHICH ARE AT LEAST AS DEEP AS THE CUT END OF THE RAFTERS. B. RAFTERS SHALL BE NAILED TO ADJACENT CEILING JOISTS WITH A MINIMUM OF (4) 166. C. ALL RAFTERS SHALL BE LATERALLY SUPPORTED AT THE ENDS AND AT EACH SUPPORT BY SOLID 2X FULL HEIGHT BLOCKING UNLESS NAILED TO AN ADJOINING STUD. D. WHERE CEILING JOISTS RUN OTHER THAN PARALLEL TO THE ROOF RAFTERS, RAFTERS SHALL BE TIED BACK BY 2X4 CRO55 TIES AT 4' O.C. NAILED TO THE RAFTERS WITH 4-16d NAILS. 15. FLOOR FRAMING A. JOISTS SHALL HAVE A MINIMUM OF 1 1/2" OF BEARINGS ON WOOD OR METAL AND 3" OF BEARING ON MASONRY. B. JOISTS SHALL BE LATERALLY SUPPORTED AT THE ENDS AND EACH SUPPORT BY SOLID 2X FULL HEIGHT BLOCKING UNLESS NAILED TO AN ADJOINING STUD OR ANCHORED USING A MECHANICAL FASTENER. C. LAP JOISTS OVER SUPPORTS 4" MINIMUM AND NAiL WITH (4) 166 TO PREVENT SEPARATION. D. ALL FLUSH FRAMED JOISTS SHALL BE HUNG WiTH SMPSON JOIST HANGERS, TYPE "HU". U.N.O. E. PROVIDE DOUBLE JOISTS UNDER AND PARALLEL TO ALL BEARING PARTITIONS. F. JOISTS SHALL BE LOCATED SUCH THAT ANY PLUMBING OR MECHANICAL PIPING HAS REQUIRED CLEARANCES. 16. WALL FRAMING A. PLACE STUDS WITH WIDE DIMENSION PERPENDICULAR TO WALL. FRAME CORNERS WiTH 3 STUDS MINIMUM STUD LENGTH FOR FOUNDATION WALLS IS 14", IF WALL IS SHORTER, THEN PROVIDE SOLID BLOCKING. WHERE FOUNDATION WALL EXCEEDS 4'-0" IN HEIGHT FRAME AND SHEATH AS REQUIRED FOR AN ADDITIONAL STORY. B. AT ALL WALLS PROVIDE DOUBLE TOP PLATES WITH LAPPED CORNERS AND STAGGERED SPLICE WHICH ARE A MINIMUM OF 4'-0" IN LENGTH. C. AT ALL WALLS PROVIDE A SINGLE BOTTOM PLATE_ WHERE PLATES ARE CUT OR BORED PROVIDE 1/8" X 1 1/2" METAL STRAP EACH SIDE WiTH (4) i6d. D. PROVIDE SOLID 2X BLOCKING FOR ALL HANDRAILS. E. STUD PARTITIONS CONTAINING PLUMBING, HEATING OR OTHER PIPING SHALL BE FRAMED AS TO GIVE PROPER CLEARANCE. FOR THE PIPES. STUDS IN THESE WALLS SHALL BE MIN. 2X6 a 16" O.C. F. PROVIDE FIRE BLOCKING AT MID -HEIGHT OF STUD WALLS EXCEEDING V-0" iN COMPLIANCE WiTH LOCAL CODE. FiREBLOCKiNG SHALL BE 2X MATERIAL OF SAME WIDTH AS THE STUDS. STAIR STRINGERS SHALL BE FiREBLOGKED AT EACH END AND AT MID FLIGHT OF STAIRS. BLOCKING SHALL BE TiGSHTLY FITTED. 11. BEAMS AND/OR DRAG STRUTS: MEMBERS LAMINATED OF MULTIPLE JOISTS SHALL BE SPIKED TOGETHER WITH 16d NAILS AT 9" O.G. STAGGERED. IF USING 3 OR MORE JOISTS TOGETHER, LAMINATE WITH 1/2" CARRIAGE BOLTS AT 24" O.C. STAGGERED. 18. WALL BRACING: ALL WALLS NOT OTHERWISE BRACED SHALL HAVE iX6 DIAGONAL BRACING AT EACH END OF 25'-0" INTERVALS. EACH BRACE SHALL COVER NOT LESS FOUR (4) STUD SPACES AND BENAILED TO TOP AND BOTTOM PLATES WiTH 3-8d NAILS. iN THE CITY OF L.A. USE IX4 LET -IN BRACES WITH 2-6d NAILS. 19. STUDS ADJACENT TO CONCRETE OR MASONRY WALLS SHALL BE BOLTED THERETO WITH f/2"X8" BOLTS AT TOP, BOTTOM, AND AT INTERVALS NOT TO EXCEED 2'-0" O.C. 20. 2X OR 3X BLOCKING SHALL BE PROVIDED AT ALL HORIZONTAL JOINTS OCCURING iN BRACED WALL PANELS. MiNIMUM SEARING HEADERS SUPPORTING ROOF LOADS SUPPORTING ROOF 4 FLOOR LOADS OPENING - V-0": USE 4X8 OPENING = V-0": USE 4XIO OPENING = ro'-O": USE 4X6 OPENING = 6'-O": USE 4X8 OPENING = 4'-0": USE 4X6 OPENING - 4'-0": USE 4X6 FOUNDAT i ON ALLOWABLE BEARING PRESSURE - 1,000 PSF PER UBC T-18A NAILING SCHEDULE Td�l I-= 23-ll-�-1--!VdIS INC ICI-(RC�1jLP CONNECTION NAILiNG' 1. JOIST TO SELL OR GIRDEIF , TOENAIL 3-5d 2- E3RID/_-:,iNGx TO JST., TOENAIL EA, END 2 0 3. i"X6" (25 MM X 152 MM ) SUESFLOOR OR LE33 TO EA. JST,, FACE NAiL 2-a0' 4, t1UIDER THAN i"X(a" (25 MM X 152 1`IM) 5U15FLOOR TO EA, J5T., FACE NAIL 3-ad 5. 2" (51MM) 5U5FLOOR TO JST. OR GIRDER, BLIND 4 FACE NAIL 2-I&d (�,. 50LE PLATE TO 115T. OR BLK'G, TYPICAL FACE NAiL Ind a 1(;1" (400 MM) O.C. 6. SOLE PLATE TO JST, OR EaLK'Gx AT BRACED WALL PANELS 3-16d PER MM) 1. TOP PLATE TO STUD ENID (NAIL S. STUD TO SOLE PLATE 4-ac TOENAIL OR 2-1(od END MAIL 9, DOUBLE STUDS, FACE NAIL i&Cd e 24" £o10 t iM) O.C. 10. DOUBLE TOP PLATES, TYF`'ICAL FACE MAIL i&d a Ira' (40 MM) O.G. DOUBLE T6F PLATE, LAB' SPLICE a_i&d 11, BLOCKING-: BETWEEN JOISTS OR RAFTERS TO TOF PLATE, TOENAIL 3-3d 12, RIM JOIST TO TOP PLATE, TOENAIL 5& AT / " (52MM) QC. 13. CEILING PLATES, LAPS AND INTERSECTIONS, FACE NAIL - 0 14. CONTINUOUS HEADER TWO PIECES 1&d . T iro" (40(o MM) O.G. ALONG EACH EDGE 15, CEILING JOISTS TO PLATE TOENAIL 3-8d 10, CONTINUOUS HEADER TO STUD, TOENAIL 4-ad 11. CEILING-c jOI5T5, LAPS OVER PARTITIONS, FACE NA1L 3-i&d 10. CEILING JOISTS TO P ARALLEL 1RAFIER5, FACE NAIL 3-150' 19. RAFTER TO PLATE, TOENAIL 3-36 20, 1" (25CMM) BRACE TO EAGH STUD AND PLATE PAGE NAIL 2-8d 21, 1" X 4" (25 MM X 203 1-IM) SHEATHING OR LESS TO EACH BEARING FACE NAiL 2a3d 22, UNDER THAN I" X 5" (25 MM X 203 MM) SHEATHiNCS TO E4CI4 BEARING, FACE NAIL 3-8d 23, BUILT-UP CORNER 5TUDS Irod AT 24" (610 IMM) O,C�. 24, ia,IILT-UP G IRDER AND BEAMS 20d AT 32" (513 MM) O.C. AT TOP AND BOTTOM AND STAGGERED 2-206 AT ENDS AND AT EACH SPLICE 25. 2" (5i MM) PLANKS 2-110d AT EACH BEARING-: 2C , WOOD 5TRUCTURAL PANELS AND PARTICLE 50ARD: 51LIBFLOOR AND WALL SHEATHING (TO FRAMING /): 1/2" (121 MM) AND LE33 d� i9"/32" 3/4" (15 lMiM-n MM) 86.�®r G d5 (22 1M-25MM) 3,d= i 1/3"-i 1/4" (29 MM-32 (MM) 10&,4or 8d5 COMBINATION 5UeFLOOR-UNDERLAY"MENT(TO FRAMINGS?: 3/4" (19 MM) AND LE55 `/a` -1" (22 M1 1-25 MM) Sd5 1 U5"- 1 1/4" ( 25 t IM-32 MM) lod or ae 21. PANEL 5iDiNCa /TO FRAMING) 1/2" (121 t-IM) OR LESS 6 mod, 5/all (1G 1MM) ad" 2S. FIBERBOARD &HEATHINGx: NNO,111 aa. 1/2" (121 MM) NOM �aa NO.11 ea. e 25/32" (20 MiM) 86° NO.1&a ag 29. INTERIOR PANELING 1/4" (&A MM) 4 3/01, (9.5 C ± i) &dr; LCOMMON OR BOX NAILS MAT' 5E USED EXCEPT WHERE OTHERWISE STATED. 2N4I1_5 SPACED AT & INCHE5(152 MM) ON CENTER. AT ED(5aE5, 12 INCHES (305 MM) AT INTERMEDIATE SUPPORTS EXCEPT & INCHES (152 MM ) AT ALL SUPPORTS COHERE SPANS ARE 48 INCHES (1219 MM) OR MORE. FOR i`"41LINC;; OF WOOD STRUCTURAL PANEL AND PARTICLE50ARD DiAPHiRAGIM5 AND SHEAR WALLS, REFFE TO SECTIONS 2315.3.3 AND 2315.4. NAILS FOR WALL SHEATI-iING MAl` 5E COMMON, PDX OR C4SINC. 3COMMON OR DEFORMED 5HAN<. 4.COIMIMON. bDEFOR`fED SHANK. &_-0RR05ION-RES(5TANT SIDING OR C454NCx MAILS CONFORMING TO THE ;REQUIREMENTS OF SECTION 2304.3. 1FA5TENER5 jai=ACED 3 INCHES (i�, MM) ON CENTER AT EXTERIOR EDGES AND � iNGHE5 Ci52 MMi ON CENTER AT INTERMEDIATE SUPPORTS. SGORROSION-RESISTANT ROOFING NAILS WITH 7/1/o INCH -DIAMETER 01 MM) HEAD AND 1 1/2 INCH (35 Ml9) LENC-TH FOR 1/2 INCH 5HEAT14ING. ANrJ 1 314 INCH (12.1 MM) SHEATHING AND 1 3/4-INGH (44 MM) LENGTH FOR 25/32 -INCHE (20 MM) SHE4TI-41NG GOFORMING TO THE REQUIREMENTS OF SECTION 2304.3, 9CORF CP,0'10N-RE&15TANT 5TAPLE6 WITH NOMINAL IAA, - INCH (11 MM) CROWN AND I i/8 - INCH (29MM) LENGTH FOR i/2 INCH 5HEATHiN"x AND 1 1/2 INCH (12.1 MM) 5HEATHING Ai D 1 1/2- (INCH (38 t-1M) LENGTH FOR 25/32 INCH (20 P IM) SHEATHING CONFORMING TO THE REQUIREMENTS OF SECTIG04.3. iOPANEL SUPPORTS AT 1/o INCHES (40ro MM) 20 1NCHE3 (508 i"1M) IF STRENGTH AXiS IN THE LONGS DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED. G4a1NG OR FIN15H NAILS SPACED 6 INC.!-IE$52 f'iM) ON FANEL EL)GE5, 12 INCHES (305MM1 AT INTERMEDIATE 5UFFORTaa. iiPANEL 5UPPORT5 AT 24 INGPE5 (&10 MM), CASING OR FINISH NAILS SPACED & INCHES (152 IMM) ON PANEL EU'GE3, 12 INCHES (30e, MM) AT INTERMEDIATE SUPPORTS, LOAD f !') TYPE DESCRIPTION OF SHEAR WALL BLOCKING/PLATE MATERIAL NAILING REQUIREMENT PLATE/BLOCKING NAILING REQUIREMENT SILL PLATE ANCHOR BOLTS (9" MIN. EMBD., 1 3/4" EDGE DIST.) 210 I/2" PLYWOOD STRL. 1, PS 1-55 Wl 8d NAILS A35 A 28" O.C. 16d NAILS %T 4" O.C. 5/6" DIA. A.B. X 14" 6 61'. 6": 12", BLOCKED ALL EDGES 4 3'-01' O.C. 38o 1/2" PLYWOOD STRL. 1, PS 1-55 W/ 10d NAILS A35 6 16" O.C. 3/8" LAG BOLTS x 5" 516" DIA. A.B. X 14" A 4": 4": 12", 3X MEM. AT PANEL EDGES. BLOCKED. 6 12" O.G. 6 2'-0" O.C. 500 1/2" PLYWOOD STRL. 1, PS 1-95 W1 IOd NAILS A35 0 12" O.C. 3/6" LAG BOLTS x 5" 5/8" DiA. A.B. X 14" Q 3": 3": 12", 3X MEM. AT PANEL EDGES. BLOCKED. 6 9" O.G. a 1'-8" O.C. 650 1/2" PLYWOOD STRL_ 1, PS 1-95 W/ 10d NAILS A35 a S" O.G. 3/6" LAG BOLTS x 5" 5/8" DiA. A.B. X 14" �1 m 2": 2": 12", 3X MEM. AT PANEL EDGES. BLOCKED. 0 '1" O.C. 0 1140" O.G. 1.) DOUCxLA5 FIR fS.G. 0.45 MIN!M1M). ALL PANEL EDGES FASTENED TO FRAMINc1, 2.) ALL PANEL EDGES BACKED WITH 2-NCH NOMINAL OR UNDER FR.AMNG. PLYLLOOD INSTALLED EITHER HORIZONTALLY OR VERTICALLY. 3.) NAIL SPACING ALONG INTERMEDIATE SUPPORTS 12" O.G. 4.) WHERE PLYWOOD 13 APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING 16 LESS THAN 6" ON CENTER ON EITHER SIDE, PANEL JOINTS SMALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING 5HALL BE 3" NOMINAL OR THICKER AND NAILS ON EACH SIDE SHALL BE STAGGERED, 5.J PER DEr�ARTMENT MEMO DATED NOVEMBER 30, 131�4 (EMERGENCY ENFORCEMENT MEASURES- WOOD FRAME CONSTRUCTION, PART 11 ), THE MAXIMUM ALLOWABLE SHEAR FOR 3-PLY PLYWOOD LESS THAN 3/e" THICKNESS, SHALL NOT EXCEED 200PLF. el.) FRAMING AT ADJOININ!.z PANEL EDGES SHALL BE NOMINAL 3" OR (WIDER, NAILS SHALL BE STAGGERED IN TWO LINES ALONG PANEL EDGES, WHEN NAIL SPACING IS 2" C.G., OR WHEN 10d COMMON NAILS SPACED 3" O.G. PENETRATE FRAMING MORE THAN I-�Va`. 1.) NAILS SHALL BE PLACED AT LEAST 3/3" FROM PANEL EDGE5 AND AT LE45T 114" FROM THE EDGE OF THE CONNECTING MEMBER FOR SHEARS OF 300FILF OR LESS. PROVIDE 1/2" MIN. EDGE DIST. FOR NAILING AT 3X BOUNDARY 4 PANEL EDGE MEMBERS. a') USE COMMON NAILS ONLY, N4ILIN6P FOR DIAPHRAGMS AND 5HE4RWALL5 TO BE INSPECTED PRIOR TO COVERNG WHEN SHEAR WALLS OCCUR ON BOTH SIDES (5.S,) AS NOTED ON PLANS, USE ONE HALF THE SPACING FOR CONNECTORS AND NAILS INDICATED ON TABLE PLATE TO BLOCKING AND BLOCKING, TO PLATE. USE 3X BOUNDARY MEMBERS FOR BOTH SIDE6. STRUCTURAL OeeERvATON REQUIRED FOR SHEARUT41-1-5 � , OC AND IDi . USE 1/4" T!-IK X 2 1/2" So, PLATE WASHERS FOR A 15'S. NOTE: MIN. TWO BOLTS PER PIECE OF SILL PLATE 6 ONE LOCATED WITHIN 12" OF EACH END OF EACH SILL PLATE (i8 ak"l) PLACEMENT OF LACro BOLTS (2336.5) - MINIMUM EDGE DISTANCE = 1.5D, MINIMUM END DISTANCE = SD,. MINIMUM SPACING- = 41D. EDCxE DISTANCES, END DISTANCES AND SPACING SHALL BE SUFFICIENT TO PREVENT SPLITTING OF WOOD, IF SPLITTING OCCURS, NOTIFY THE STRUCTURAL ENGINEER FOR AN ALTERNATE PRODUCT/HARDWARE OR POSSIBLE SOLUTION. WORKMANSH i P 1. LAYOUT, FIT AND ERECT ALL FRAMING MEMBERS, TRUE, PLUMB AND LEVEL. WOOD FRAMING MEMBERS SHALL BE SIZED AS INDICATED ON THE DRAWINGS. 2. STUDS SHALL BE CONTINUOUS WITHOUT SPLICES. UNSUPPORTED NON -BEARINGS WALLS OVER 14 FEET iN HEIGHT SHALL BE 2X6. FIRST FLOOR BEARING WALLS OF 3 STORY BLOCS. SHALL BE 2X6 OR 3X4 STUDS AT I&" O.C. 3. ALL TOP PLATES SHALL BE 2-2X4 MEMBERS, LAPPED AT ALL CORNERS AND INTERSECTING PARTITIONS, SPLICES OF TOP PLATES SHALL OCCUR OVER STUDS. 4. WHERE PLUMBING, HEATING OR OTHER PIPES NECESSITATE THE CUTTING OF SOLES OR PLATES, THE CUT SOLE OR PLATE SHALL BE TiED BY A MIN. 1/5" T14< BY 1-1/2" WiDE STRAP WITH 4-16d NAILS AT EACH END. 5. CUTTING AND BORING OF WOOD STUDS SHALL COMPLY WITH LOCAL CODES OR THE FOLLOWING, WHICHEVER HAVE THE HIGHER STANDARDS: A. EXTERIOR WALL AND BEARING WALL STUDS MAY BE NOTCHED A MAX. OF 25% OF THE STUD DEPTH. NON -BEARING WALL STUDS MAY BE NOTCHED TO A MAX. OF 409. OF THE STUD DEPTH. B. A HOLE NOT GREATER THAN 40516 OF THE STUD DEPTH MAY BE BORED IN ANY STUD AND AT LEAST 5/6-INCH FROM THE EDGE OF THE STUD. A HOLE OF 60% OF THE STUD DEPTH MAY BE BORED IN NON -BEARING STUDS OR IN ANY STUD WHERE SUCH 15 DOUBLED PROVIDED NOT MORE THAN TWO SUCH STUDS ARE 50 BORED. 6. THE OPENING SHALL BE FRAMED TO PROVIDE A RIGID ENCLOSURE FOR THE INSTALLATION OF THE WINDOWS OR DOORS. THE JAMB STUDS SHALL EXTEND iN A SINGLE PIECE FROM THE SOLE PLATE TO THE HEADER. DOUBLE STUDS SHALL BE USED AT ALL OPENINGS OVER 3' WIDE. I. ALL EXTERIOR WALLS, INTERIOR BEARING WALLS AND MAIN CROSS WALLS SHALL BE BRACED BY ONE OF THE FOLLOWING METHODS, UNLESS NOTED OTHERWISE ON PLANS: A. WHERE INTERIOR WALL COVERING IS 112" GYPSUM BOARD, NAIL WITH 5d COOLER NAILS AT 1" O.C. AT ALL STUDS, TOP AND BOTTOM PLATES. NO EDGE BLOCKING REQUIRED. B. WHERE INTERIOR WALL COVERING 15 5/5" GYPSUM BOARD, NAIL WITH bd COOLER NAILS AT 7" O.C.AT ALL STUDS, TOP AND BOTTOM PLATES. NO EDGE BLOCKING REQUIRED, C. A iX6 CONTINUOUS DIAGONAL BRACE LET INTO THE STUDS AT SUCH AN ANGLE 50 AS TO CROSS A MINIMUM OF 4 STUD SPACES. NAIL AT STUDS AND PLATES PER NAILING SCHEDULE. D. MINIMUM 5/16" PLYWOOD NAILED AT STUDS AND PLATES WITH 6d NAILS AT 6" ON CENTERS. PANEL SHALL BE A MINIMUM OF 4 FT. WIDE AND AT 25 FT. MAXIMUM. 8. NOTCHING OF RAFTERS OR JOISTS SHALL COMPLY WiTH THE FOLLOWING: A. MAXIMUM DEPTH OF NOTCHING AT THE ENDS OF THE MEMBER SHALL NOT EXCEED 1/4 THE DEPTH OF THE MEMBER. e. NOTCHES IN THE TOP OR BOTTOM OF THE MEMBER SHALL NOT EXCEED 116 OF THE DEPTH AND SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE SPAN. SHEAR WALL NOTES 1. STUCCO AND/OR WITH VENEER OVER PLYWOOD SHEAR WALL SHALL BE WATERPROOFED WITH A MINIMUM OF 2-GRADE "D" PAPER UNDERLAYMENT5. 2. ONLY COMMON NAILS SHALL E USE L L D FORALL LL PLYWOOD SHEAR WALLS AND DIAPHRAGM. NAiL GUNS USING "CLIPPED HEAD" OR "SINKER NAILS" ARE NOT ACCEPTABLE. 3. ALL BOLT HOLES TO BE DRILLED 1/32" MiN, TO 1/16" MAX. OVERSIZED. ENGINEER TO VERIFY. 4. DOUGLAS-FIR (GROUP it LUMBER) PRESSURE TREATED SILL PLATES SHALL BE USED. ENGINEER TO BE NOTIFIED FOR REDESIGN IF OTHER SPECIES SILLS ARE DELIVERED TO THE SiTE (OR ARE PART OF THE EXISTING BLDG.). 5. THE FOLLOWING APPLIES TO(j),, AND BOTH SiDE SHEAR WALLS: A. PROVIDE 3X BILL PLATES FOR SILLS THAT REST ON CONCRETE OR MASONRY. B. PROVIDE 3X STUDS BETWEEN ADJACENT PANELS. IF IT 15 NECESSARY TO USE 2-2X MEMEBERS BETWEEN PANELS, USE 16d NAILS WiTH STAGGERED NAILING WITH SPACING NO GREATER THAN THE REQUIRED PLYWOOD EDGE NAILING. C. PROVIDE 1/2" EDGE D15TANCE FOR THE PLYWOOD BOUNDARY NAILING. D_ PLATE WASHERS ARE TO BE USED WiTH ANCHOR BOLTS: 1/2" BOLT - 2" 50. X 3/16" 5/8" BOLT 2 1/2" SQ. X 1/4" 3/4" BOLT - 2 3/4" 90. X 5116" 1 f8 BO LT L T- 3 SQ. X 3/8 " 6. PLATE WASHERS ARE TO BE USED ON THE BACK SIDE OF THE HD POST. SEE 5(d) FOR REQUIRED SIZES. -i. HD ANCHOR NUTS TO BE TiGHTEN PRIOR TO COVERING THE WALL FRAMING. ENGINEER TO VERIFY. I 101,TRUCTURAL OBSERVATION PROGRAM AND DESIGNATION ST i I OBSERVER ',R• PROJECT ADDRESS: 3602 S. MARINE ST. PERMIT APPL. NO.: _ Description of Work: FIRE DAMAGED REPAIR Owner: CHARLES CRUZAT Architect: - Engineer: KAMAL SADEGHI STRUCTURAL OBSERVATION (only checked items are required) Firm or individual to be responsible for the Structural Observation: Name: Kamal Sadeghi/MJM Phone: 323.931.9471 Calif. Registration: 53468 FOUNDATION WALL FRAME DIAPHRAGM ® Footing, Stem, WaIIs, Piers Concrete ®Steel Moment Frame ❑ Concrete ❑ Mat Foundation F� Masonry Steel Braced Frame Steel Deck ❑ Caisson, Piles, Grade Beams ® Wood Concrete Moment Frame ® Wood Stepping/Retaining Foundation Hillside Special Anchors ®Others Shearwalls Masonry Wall Frame Others Others; HD'S, A.B.'S R Others: HARDY FRAME DECLARATION BY OWNER: I, the Owner of the project, declare that the above listed firm or individual is hired by me to be the Structural Observer. Signature Date DECLARATION BY ARCHITECT OR ENGINEER OF RECORD (required if Structural Observer is different from the Architect or Engineer of Record) I, the Architect or Engineer of record for the project, declare that the above listed firm or individual is designated by me to be responsible for the Structural Observation. Signature License No. Date Sea[/Signature: o c •a -� -0 o 0, 7'I1 VW O b E C 0 0 � co I 0 0-0 T 0- 4J Q c CL o 0 O C O E'j' as _,_, v, E r��''++ � o � o o 0 0 c _ �•c�o-0 t- w 3 0 kn M w N ' Cd O . W M rA -Fa , V ro O a H o Cif n 0) to N tit? cNn 1 J0B #: P05EVG011 f SHEET DateTltm 11, I QA.1 QB T"(F. FOUNDATION PLAN_ SCALE: 1/4" = 1y-0)) EXISTING FOOTING 7 , 7-r'- NEA 16" AVE FOOTING NEW 4X4 #1 MIN. POST T--rf:. U.N.O. NEW 4X4 #1 MIN. POST T"(F. U.N.O. N1 HD PER PLAN -oulmAllb-ili;l 2'46'50. X 12" DP. A/ 5 #4 E.N. 5'-0" 5a. X 12" DP. VV 4 #4 E.A. Seal/Signature : Exp. 6.3( - clvk\- ENNA IOU 2 a 0 cy, 0 0 <D 0 2 0 z 0 75; Q) 0-0 0 0 CL 0 c 0 4--Cn -0 W Ln S a) * cn 'cr, -6 -a c J-- 1-4 U rn 4-4 .. 4 O r1n JOB #: P05EVGOI 1 SHEET ii an tad Date I Item ROOF FRAMING PLAN SCALE: 1/4" = V-0$1 I wom W-6 7 2XIO #2 R.R. @ 161, O.C. -7 2x8 #2 CJ. a I(oll O.rl. 2-2X RAFTERS T"rF. U.N.O. M5T(bO HORIZ. OVER 5HT'O 1 7, U.N.O. G= n=k1/111r=c- /11=11 IKI/-- =r-AU ^- /1T=11 lkl/-- LEVEL 45" LAP 2-2X 5L<6 BETWEEN RAFTERS MIN. 6 ENr;)5 A/ CONT. CMST14 OVER 5HT'6 4X4 #1 MIN. POST 7YF. U.N.O. 4X4 #1 MIN. POST T'I'P. U.N.O. N1 MST FUR PLAN DENOTES SHEAR NALL, REFER TO 5HE-F-T 5-0 Seal/Signature : -6 c -!U - 0 ac� 0 0 0 Z3 0 0-0 :3 a) 0- 2:' 0-0 ON C, C CL 0 0 .D LU • C14 M to Ch ON fn a JOB 9. P05EVGOI I SHEET POST f=r:R I=L,4N-- 2X STUD -m Iro" O.C. EN. AS SHOWN Date Item SHEAR WALL PER PLAN TYP. R.R. W1 A35 PER 2 6H. WALL 6C;HED. ROOF SHEATHING tbf SIMPSON S 18 STRAP @ 48"O.C. 6 2X8 PURLIN W/ 2-16d PER BRACING 2X RIDGE BD. 4 —SILL W/ NAILING f=ER S. WALL TYP. PER PLAN -13/4"MIN. SCHEID. 6HT'G PER Seal/Signature tbf PLAN P.R. PER PLAN (T'rP.) pt Ski (E) RIM JOIST TOLERANCES SHALL NOT ACCUMULATE TO THE EXTENT 2>< BLK'G Q 32" THAT THE ANGLE OF THE ACCESS HOLE CUT TO THE 2X SILL. LU/ NAILING O.C. FLANGE SURFACE EXCEEDS 250 WALL SGHED. PER SH. E.N. STAGG, 3-16d STAGG. TYP, 3146' NOTES: 2X BLK'G W1 A35 PER SHR. WALL TO 0 2X4 BRACING @ 48" O.C. x .6. 0.07 1. BEVEL AS REQUIRED BY AWS D1.1 FOR SELECTED GROOVE WELD PROCEDURE. SH. WALL SC;HED. EN MATCHBELOW (TYP.) TOE NAILED TO BM, civkv 2, LARGER OF tbf OR 1/2". (PLUS 1/2 tbf, OR MINUS 1/4 tbf 3, 3/4 tbf TO tbf, ,3/4!'MIN. (+- 1/4 inch) 4. 3/8" MINIMUM RADIUS (PLUS NOT LIMITED, OR MINUS 0) 5. 3 tbf 1/2 INCH 6. SEE FEMA-353, RECOMMENDED SPECIFICATIONS AND QUALITY ASSURANCE GUIDELINES SPEAR WALL FOR STEEL MOMENT -FRAME CONSTRUCTION FOR SEISMIC APPLICATIONS, FOR FABRICATION PER PLAN DETAILS INCLUDING CUTTING METHODS AND SMOOTHNESS REQUIREMENTS. C.J. PER PLAN C.J. PER PLAN TYP. C.J. W/ 'U" HANGER -j CLG. BM. PER PLAN TYP. RECOMMENDED WELD ACCESS HOLE DETAIL E.N. 2x STUDS tv fro O.C. POST PER PLAN —/ MST PERPLAN, OVER FLYWD. SHR-WALL (FILL ALL HOLES) PER PLAN SCALE SCALE SCALE SCALE R.R. PER PLAN ROOF SHEATHING PLYWOOD SHEATHING PER PLAN5HT'G PER PLAN SIMPSON ST18 STRAP 0 48"O.C. 5N. R.R. OR F.J. ER PLAN PER 4>< PER PLAN 2X8 PURLIN W/ 2X BL<G 2-16d PER BRACING 2X RIDGE BD. 2X BLK'G W1 32 O.G. TYP. PER PLAN A35 PER S. WALL 0C>1.1 SHR. WALL SILL NAILING PER PLAN PER 5.WALL SCHED. r--4 rn PLYWOOD SHEATHING toll E.N. PER PLAN U B.N. 12 W1 (D 4 S-d C.J. PER PLAN A35 PER SHR. B.N. STAG. 3-16d STAGG, TYP, S.N. e5TAGGJ 5-166 STAGG. Q WALL 5r_HED. D5L 2X TOP PLATE SHEAR WALL 2X STUDS 16" O.C. U _j SHR. WALL. PER PLAN PER PLAN TYP. F.B. PER f=L,4 2X4 BRACING 0 48" O.C. > F.J. PER PLAN TYP. C,J, PER PLAN TYP. (TYP.) TOE NAILED TO PL. 2x STUDS fro" O.C,. TYP. o MST PER PLAN 2X BLK'G. INT. FINISH (TYP.) i� U 32 O.C. L 0) SCALE 8 SCALE SCALE SCALE n z 3X NAILER LU/ M.5.'S LEGEND: -q (y NO MJB.'!5 tv -1 Uj .5bf = 4" 0- REDUCED FLANGE) I.ro" .2bf � U_ zo A056b = 5.2" x x Ivf = bm. pie. db = bm. depth 2>< FLAT C-L.G. TIE PER PLAN 1 1/4" SQ. STEEL TUBE Fj LU/ 2-Irod PER G.J. T=3/16" Q 4'-0" O.G. FL AN F R.R. PER PLAN LAG SCREW I z PLYWOOD SHEATHING PER PLAN �RADIUS= 4c 2 4-b 2 ctl BM. WEB Sc SIDE PLATE -SAME THICKNESS BEAM B.N. JOIST AWAY AS 5M. FLG. (TYP.) PER PLAN 1 1/2 PER PLAN FR.DECK R- WEB ACCESS HOLE PER DET. 10/8-4 I 2X BLK'G W/ A35 PER 5.WALL 5CHE �7'D. !� 311roll 2X BLK'G W1 I(od TN. PER PLAN A35 e &11 O.C. -XI 1 1/2 I 3X DECK JOIST DBL BLK'G 5TL. SM. W/ A35 PER W/ CM6T14 CONT. + PER PLAN G.J. PER PLAN TYP. Con U SHR. WALL SCHED. F:.P. + "U" "U" 2X BLK'G 6 32" O.C. W/ 5-trod STAGG. 2X BLK'G C.J. W/ HANGER C.J. W1 HANGER TO RAFTERS C> 110 CONT. PLATE TYf-.-------/ 3/0," PLATE W1 en 2X BLK'G @ 32" O.C, SAME THICKNESS (3) 3/i4"dia. 5N. W/ E.N. AS BM. FL(S. A4130N BOLTS STAGG. E.N. (STAGG.) F.P. (TYP.)a FLGS. JOB #: P05EVGOI 1 TYP. 51=ECIAL INSP. REQUIRED (REMOVE SHEAR PANEL PER PLAN- SHR. WALL 5AG<-UP 4 SHEET PER PLAN STL..C;OL PER PLAN I(o" FIBER W/ EVLLET WELDING)RE-WELD STUDS PER PLAN NOTE: REFER TO SHEETS 5A, 55, AND SC FOR SPECIFIC, REaUIREMIENT5 FOR MOMENT FRAMES, SCALE 9 SCALE SCALE 3 I PON SCALE S4 12 Date Item --IV SILL WI NAILING FEE 5. WALL 6IfR- WALL E'ER FLAN -- STUDS PER PLAN STUDS PER PLAN A35 PER 5. WALL 5HR. WALL SILL W1 NAILING 6HR. WALL---- BILL W/ NAILING PER S,WALL SCHED. PER PLAN PER S,WALL 5CHED, S.N. 2X 5L<'n e 32" PER PLAN 0_G_ W1 EN_ EN. PLYWOOD SHEATHING PER PLAN CMST14 CONT. PLYWOOD SHEATHING EN. EN. TO (E) 5L<G PER PLAN Seal/Signature E.N. (E) F.J. DIN A S.N. 5N. 53 D5L 5L<'G— D5L 5L<'G xp. 6.30.07 FLAN CIVI\_ 0 F.J. PER FLAN F.J., PER PLAN D5L. 5L<'G W1 A35 P.J. PER PLAN S.N. A35 Q Iro O.C. (N) A35 m Iro"O.C. STAGG. STL. 5M. PER PLAN (E) STUDS SHR. WALL (E) HOR. W/ 2X NAILER W/ 1/2" (E) EXTERIOR FINIST:r— FER FLAN DIA. M5.'S 'a 12" O.C. STAGG. CIO 2x 6TUD6 C.C. T''F=. SCALE SCALE SCALE SCALE 10 7 POST WA35E/S E.N. PER PLAN 2X 5L<'G (TYP.) T.N. TO TOP PLATES 5HT'G PER PLAN STUDS PER PLAN 2x STUDS 5I4R. WALL PER ELAN WHERE OCCURS 6TUD5 PER PLAN F'_ 6HWALL SILL W1 NAILING TOP PLATE 5_ EN. TYP. PER PLAN PER 5.WALL 5CHED. (E)SILLLU/(N) cn NAIL Cs �e S. WALL 5CHED. (11,1PERE S. LUALL J 1 1 BILL W1 NAIL'G 2X 5L<G 6 PER S.WALL 5CHED. 32" O.C. W1 E.N. PLYWOOD 514EATHING: EN -------- E.N. TO 2X SL<6 PER PLAN CN C-6 c14 cn zJ or-CUR5) CIS F.J. PER PLAN 5N. /Y A A35 F/5 OF STUDS D5L BL<G— (E) CONT. r-Tr.. 14, ILI F, POST PER PLAN D.J. PER PLAN bA 5 11=1 I 1w rL1_1f_1=I I r-4 * j SEAM PER PLALI (E) D.J. W1 2-Irod F.J.. PER PLAN I POST PER PLAN 0 5"O-C. TO SEAM co FAD FER PLAN A35 I&" O-C. 5M. PER PLAN (A cn 1:1� en cn cn SCALE SCALE SCALE SCALE ry STUDS PER PLAN SHEAR WALL PER PLAN (E) STUDS 5H1R. WALL SILL W/ NAILING P05T PER PLAN W1 HD PER FLAN PER S. WALL SCHED. SILL W/ NAILING PER SHR WALL SCHED. N Cn BILL PL. W1 NAIL'G PER 5.WALL SHEAR WALL PER PLAN E.N. 5CHED. (INTO 2X RELOW) E.N. EXTERIOR FINISH 5HT'r-s PER FLAN 5N. PLYWOOD R FLAN 6HEATING E.N. E) F.J. W/ (N) A35 PER PER SH. WALL SCHED. 0 0 2X 5L<G: (N) 2X 5LK'G TO RECEIVE -Ira I E.N. FROM 5.WALL (E) BLK'G CONT. G.I. WEEP (E) F.T.DF. W1 (N) 5/e"7 T, RODS SCREED TYP. SPACING PER 5HR. WALL 5CHED. E.N. STAGG, (E) P.T. BILL PLATE (E) SLAR, ON GRADE (I=) 5LA5 W1 AB.'S PER S.WALL ZE SCHED. (MIN. EM5D. ell) 5N. (STAGG.) F.J. (E) (E) F.J. (E) F.J. __j EN. STAGG. A35 6 Iro" O.C. (FE) PLATES 2X 5L<G 15111— (E) EXTERIOR FIN15��—: 32" O.C. W/ EN. BET EPDXY W1 5FECIAL SH. WALL PER PLAN TYP. INSPECTION (IC50 #521e) 1 3/4" 51- 2x STUDS 6 STUDS 6 Iro O.C. 7��j 1 SET EPDXY W/ � ci�=fl 16" O.C. TYP. r2x (E) FTC. I SPECIAL IN15F. IC-50 S21e JOB #: POSEV1301 I SHEET (E) FOOTING SCALE SCALE SCALE SCALE 12 3 S5 2." T-T-P. 1/2 T`T-P. Date item 2#4 DOWELS T & B W/ (E) F TG. SET EPDXY (LARR# 25279) 4X POST W/ HD PER FLAN EXTERIOR FIN16H PER PLAN SPECIAL INSPECTION REQ'D. SHR. WALL WHERE 1/4" 3/4" THK. FL. W1 3/4" X 12"A.5'5 18 MIN. LAP OCCURS (SEE FLAN) TYP, E.N. (E) SILL PLATE F.T.D.F. BASE PLATE PLAN Seal/Signature (E) CONC;. 5L,45 E.N.0 4j COL. PER PLA (E) CONT. G.I. WEEP SCREEDDIN s —I 1 .� _x x _x TN.Ca. < 0. 4 6.30. 1/2" r-)Rrf=Ar-< < clvii�_ "� -11 h11 I=111--111=1 I=► � 1—1 i i-1 ��1 _IE� � 1�1—iTi_ �� I I ,�� illillilli 11►1 -1 I I III 1�1=1�1 11�11- � Z I III 11 I T .11 Ir- 1�4 (E) FTG. SET Ef=CX'T' L I- El I EEI I au 50TTOM OF 2#4 T & B _Lf (E) FOOTING 8 5;PrOND MIN. (N) FTG. PER PLAN PAD PER PLAN SEE PLAN SCALE SCALE SCALE SCALE 10 4 2X CRIPPLE F"L'r'WD SHEAR PANEL TOP PL'S WHERE OCCURS STUD5 ID 16 " O.G. 2X STUDS 16" O.C. 2X STUD WALL 6HfP,. UJALL FER f=LAN 3X P ' T.D.F W1 4.5.'5 f=EIR f"LAN PERSHR. WALL SCHED. 4" CONC. SLAB REINF. 2X <NG STUD HEADER W1 04 Q 16 " O.G. E.W. (N) 2X 5L<6; W1 15/0 2X TRIMMER PER PLAN T�ROD5 PER 5HfR. (E) 5LA5 D5L WHEN OP',G WALL SCHEID. EX WIDTH 15 &(-Oil (E) F=.T, SILL PLATE (E) 5LA5 (E) 5LA5 OR MORE WINDOW SILL z6 4 LOWEST JACENT GRD aw 4 Z A "'.7 . I - �Ipl 0 I � W�101_1 =1 I FEI I F�� TF1 1 4, STUD TYfm. < SET EFIOX"r W1 1=1 I 1- SFECIAL IN5f=. I 11 I .0 0" MIN, TYP. all MIN. TYFI. SILL A35 II II 0 o (E HII lJ HII 111 11 2 *14 T 4 5 CIO en SEE PLAN c14 SCALE SCALE SCALE SCALE 8 5 2 0 PLYWD SHEAR PANEL WHERE OCCURS P05T PER FLAN W1 HD PER PLAN SHEAR WALL PER PLAN POST PER PLAN W/ HD 3X P.T.D.F W1 A.5.'6 PER SHR. WALL 5CHED. (E) SILL PL. W/ NAIL'G PER S.WALL 4" CONC. 5LA5 REINF. SCHED. INTO 2X BELOW) WI'04 a Iro" O.G. E.W. (E) F. J. E.N. <C N I!=) �D 0 0 2X BLK'G 0 E.N. U E) P.T.U. W/ (N) 5/8"0 T. RODS (E) 5LA5 0 (E) 5LA5 Ucd!l!� SPACING PER SHR. WALL SCHED. L. -i W rHn (N) A35F PER LOWEST SHR. WALL SCHED. ADJACENT GRZ). (E) SLAB ON GRADE I 1=1 I I I�rm I IPI I' I'i 1=1 l_1III-! 1111 1 I El I 11 I!-1 SET EPDXY W/ SPECIAL all MIN. a-, MIN, y INSPECTION (ICBO #5279)--,----,- of TYP. TYP. 1— 4 JOB P05EVG01 I SHEET T :77-1 1 1-11 (E) FOOTING SEE PLAN 2 04 T 4 e 12 SCALE SCALE 6 SCALE 3 41, ,a 4s SCALE S6 This Standard Quality Assurance (QA) Plan provides specifications, procedures, and illustrative details to comply with the requirements of the 2002 Los Angeles Building Code. The Quality Assurance requirements described in this Standard QA Plan are intended to promote public safety and welfare by standardizing inspections, tests, and all other applicable measures that ensure substantial compliance with the code performance objectives of steel moment frame connections. To use this Standard QA Plan, follow the seven steps outlined below: 1. Standard QA Plan shall be attached to and made part of the structural Plans. 2. Engineer of Record shall identify the type of steel moment frame to be used in the building or structure by placing an "X" mark in the box below: 171 SPECIAL MOMENT FRAME (SMF) 0 INTERMEDIATE MOMENT FRAME (IMF) Mwomilonvo 3. All of the Quality Assurance components listed in this Standard QA Plan shall be applied to special moment frames, intermediate moment frames, and ordinary moment frames, unless noted otherwise herein. 4. Engineer of Record shall place the following note on the structural plans stating 'All specifications, tables, and notes in the City of Los Angeles' Standard Quality Assurance Plan for Steel Moment Frames shall be part of these approved structural plans. " 5. Engineer of Record shall sign and stamp the Standard QA Plan in the box provided at the lower tight comer of each sheet. 6. Organize all reports to be reviewed and submitted to the City Building Inspector as required by Table I on Sheet 2. 7. Any deviations in the quality assurance program from this Standard Plan shall require a separate written approval by the Engineer of Record and the Department. The procedures, specifications and illustrative details as described in this Standard QA Plan shall not exempt the Engineer of Record from using engineering judgment in determining the suitability of applying this Standard QA Plan to any welded connection. 1. Codes The design and construction of steel moment frames shall be in compliance with the following codes: a. 2002 City of Los Angeles Building Code, b. AISC Seismic Provisions for Structural Steel Buildings, Part I (LRFD) and Part III (ASD), dated May 21, 2002, and c. AWS D1.1/D1.1M:2002 Structural Welding Code - Steel. 2. Material Specifications a. Structural steel shall comply with UBC Standard 22-1 and the following ASTM standard specifications: i. Wide flange shapes ......................ASTM A572 (50), A913 (50), A992 ii. Continuity, doubler and column base plates, shear tabs .... ASTM A36 iii. Anchor bolts at column base plates ................................ASTM F1554 iv. Fabricate and erect structural steel in compliance with either the 2001 Edition of AISC "Load and Resistance Factor Design Specification for Structural Steel Buildings" or 1989 Edition of the AISC "Allowable Stess Design Specification for Structural Steel Buildings." b. High strength bolts shall comply with the following requirements and ASTM standard specifications: i. High strength bolts, nuts, and washers .................ASTM A325, A490 ii. Shall be installed in accordance with the "Specifications for Structural Joints using ASTM A325 or A490 Bolts." iii. Shall be tighten to a snug tight condition that is at least the minimum proper tension and verified using a calibrated tension measuring device. iv. Shall be slip critical high strength bolts. v. All faying surfaces of connections with high strength fasteners shall be prepared as required for Class A per the 2002 AISC Seismic Provision, Section 7.2. c. Filler metal properties and specifications shall be as follows: i. Electrodes shall be of a low -hydrogen type conforming to AWS specifications as referenced in Table 7 on Sheet 2. ii. Filler metals shall be classified for nominal 70 ksi tensile strength. iii. The maximum permitted electrode diameter shall be per Table 5 on Sheet 2. iv. Filler metals shall have a minimum Charpy V-Notch (CVN) toughness of 20 ft-lbf at -20°F using AWS A5 classification test methods. v. The use of intermixed welds shall not occur unless it can be demonstrated by testing in accordance with AWS D1. I /D 1. 1 M:2002 Section 4. vi. The parameters established by the electrode manufacturer shall be reflected in the WPS. d. Other materials not listed in UBC Standard 22-1 or LABC Chapter 35 are not permitted without specific approval from the Department. Steel having dual ASTM designation shall be clearly identified on each specific plan detail. 3. Welding Processes Structural welding shall be limited to the Shielded Metal Arc Welding or Flux Cored Arc Welding processes. 4. Base Metal Repairs or Restorations Any repair or restoration of base metal shall comply with all of the following: a. AWS D1.1/D1.1 M:2002, Section 5.26, and ASTM A6/A6M-02, Section 9.2, 9.3, 9.4 and 9.5, b. Engineer of Record shall review and approve the WPS for repair procedures prior to welding, c. All welding shall be performed using low -hydrogen process or with SMAW using low -hydrogen electrodes, d. Provide continuous visual inspection by the Deputy Inspector, and e. Provide non-destructive testing. 5. Deviations From the Standard Quality Assurance Plan When deviations from the Standard QA Plan are made, comply with all of the following: a. Deviations from this Standard QA Plan shall be approved by the Deputy Inspector and City Building Inspector prior to commencement of work. b. Alternate procedures, specifications, or details shall be reviewed and approved by the Engineer of Record. c. Supplemental testing and additional specifications may be required to approve alternate procedures, specifications, or details. d. Conformance with all applicable provisions of the 2002 LABC and AWS D1.1/D1.1M:2002 is required. IV. QUALITY ASSURANCE 1. Certification a. Inspectors shall be LADBS Certified Deputy Inspectors per LABC Section 1701.2 and Information Bulletin P/BC 2002-035 "Regulations Regarding Registration for Deputy and Controlled Activities Inspection." Employment shall be in accordance with Information Bulletin P/BC 2002-034 "Employment and Duties of a Registered Deputy Inspector." b. Welders shall be LADBS Certified Welders for the Structural Steel classification per LABC Section 1701.18.1, 2205.10, and Information Bulletin P/BC 2002-045 "Welder Certification Rules and Regulations." c. Shop welds shall be performed in an LADBS certified Fabricator's Shop per LAMC Section 96.204(g) and Information Bulletin P/BC 2002-042 "Application for Approval as Fabricator." d. Technicians performing NDT shall be certified for Level 11 in accordance with ASNT SNT-TC-1A 2001 Edition by a Testing Agency approved per LAMC Section 98.0503 and Information Bulletin P/BC 2002-058 "Guidelines for Recognition of Testing Agencies." 2. Pre -Construction Meeting a. The Owner (or owner's representative) shall arrange a pre -construction meeting(s) with the Engineer of Record (or Structural Observer designated by the Engineer of Record), the Contractor (or affected Sub -Contractor), and the Deputy Inspector to discuss and review welding procedures, bolting procedures, and inspection requirements for all welding and bolting operations. b. The City Building Inspector shall be notified of such meeting(s) and may participate at his/her discretion. c. Meeting record(s) shall be included in the first report submitted to the City Building Inspector. 3. Structural Observation Structural observation shall be performed in accordance with Information Bulletin P/BC 2002-024. The Structural Observer shall: a. Perform structural observation listed in Table 6 on Sheet 2. b. Perform structural observation prior to placement of decking, covering by fireproofing, encasement in concrete or placement of other finishes. c. Submit observation report(s) to the City Building Inspector at each stage observed and upon completion of the structural system. d. State in the report that the steel moment frame system substantiallya conforms with the approved structural plans and specifications. e. Use the Department's Structural Observation Report Form to report all observations. Structural Observation Report Form can be obtained at www.ladbs.org, keyword "Information Bulletin P/BC 2002-024". 4. Deputy Inspection The following are the basic Quality Assurance responsibilities of the Deputy Inspectors: a. Arrive on the job in sufficient time to verify the permit information, check for prior inspections and/or approvals by the City Building Inspector or previous Deputy Inspectors, check the quality of all materials and become familiar with the approved structural plans and specifications. b. Verify that structural steel delivered is from a fabricator currently licensed by the Department. c. Identify material from an offsite fabricator in accordance with LABC Section 2203 and compare to the approved plans and specifications. d. Verify that each steel piece is labeled with the approved fabricators shop name and license number. e. Visual check shop welds, joint preparation, faying surfaces, indent stamps and color codes of high strength steel, excessive mill scale or lamination, and dimensional conformity with the approved plans. f. Ensure that welding complies with AWS D 1. 1 /D 1. 1 M:2002. g. Inspect, before any welding begins, joint preparation, fit -up, condition of surfaces to be welded, storage and use of electrodes, current license of all welders, and voltage/amperage of welding machines. h. Measure voltage/amperages near the arc with a hand held calibrated averaging type meter. The meter shall be calibrated not less than once a year. This equipment shall be used by the Fabricator, Erector, and Deputy Inspector. i. During welding operation, provide continuous inspection particularly on multiple pass welds to assure that each pass has been prepared correctly, preheat and interpass temperatures are maintained and that finished welds shall be the correct size and without rejectable discontinuities. j. Verify type and size of bolts and washers, check mill certificates, and verify faying surfaces are free of burrs, scale, rust, grease or anything that may inhibit full contact. k. Verify connections involving high strength bolts and welds are fabricated and erected in a sequence specified by the Engineer of Record. 1. Verify high strength bolts are not welded or damaged by preheating. m. Verify washers are always installed with all bolts, except A-490 bolts which require washers under both elements. n. Verify that any deficiency noted in the Structural Observation Report Form has been corrected. o. Verify the Engineer of Record has approved the written welding procedure specification (WPS) prepared by the Fabricator or Erector. The WPS shall include the following: i. All applicable code requirements, this Standard Plan, and any other information necessary to produce the welds. ii. List the applicable base metal types and thicknesses. iii. List the welding joint details, including joint type, weld type, joint geometry, and applicable dimensions. Individual weld passes shall be identified in sketches and numbered to identify the sequence of their deposition (see Detail 13 on Sheet 3 for example). The sketches shall identify the maximum layer thicknesses and bead widths. In no case shall layer thicknesses exceed 1/4 inch nor shall the maximum bead widths exceed 5/8 inch. iv. List the welding processes. v. Specify the required welding positions. vi. List the filler metal per AWS D1.1 for electrode specification and classification (see Table 7 on Sheet 2), as well as information regarding shielding material to be used. vii. Indicate the minimum preheat and interpass temperatures (see Table 4 on Sheet 2) and post weld heat treatment. viii. List all applicable electrical characteristics, for the welding process employed. WPS shall clearly indicate the specific values required for each welding pass. These electrical characteristics shall include at minimum the following: (1) Electrode diameter (see Table 5 on Sheet 2), (2) Type of current, and acceptable ranges of current measured in amperage, (3) Voltage, (4) Travel speed (range), and (5) Amperage, voltage and electrode extension (as applicable) shall be within the filler metal manufacturer's recommendations. ix. A copy of the electrode manufacturer's technical information with ID # listed shall be attached to the WPS . p. Weld joints not conforming to Chapter 3 of AWS D1. 1/D1.1 M:2002 must be tested by an approved testing agency and accepted by both the Engineer of Record and the Departments Material Control Section before the weld is performed. Material Control Section can be contacted at: LADBS Material Control Section 221 N. Figueroa St., Suite 1540 Los Angeles, CA 90012 (213) 482-0380 or 1-888-LA-4BUILD q. Notify the Contractor, Engineer of Record, and City Building Inspector of any deviations or non-compliance with the approved WPS, plans or specifications. r. "Deputy Inspection Report Form B-94" shall be submitted on a weekly basis to the City Building Inspector and Engineer of Record, unless determined otherwise by the City Building Inspector. s.' During the execution of the work, the Deputy Inspector shall not undertake or engage in any other task or occupation which will interfere with the proper performance of the duties of such inspection. 5. Electrode Storage and Atmospheric Exposure a. Electrodes are considered to be exposed to the atmoshpere if: i. the manufacturer's sealed electrode containers or packagings are opened or damaged, or ii. outside of baking or storage ovens. b. Modification or lubrication of electrodes are not permitted. c. Drying of electrodes in baking or storage ovens are permitted as recommended by the manufacturer. d. Electrodes shall be identified to facilitate monitoring of total atmospheric exposure time. e. Storage and atmospheric exposure of AWS A5.1-91/A5.5-96 low - hydrogen SMAW electrodes shall be in accordance with AWS D 1. 1 /D 1. 1 M:2002 Section 5.3.2. f. FCAW electrodes not consumed within 24 hrs of accumulated atmospheric exposure time shall not be used. Manufacturer's recommendations that show that drying effectively removes moisture and restores electrodes to their designated diffusible hydrogen levels are permitted. g. FCAW electrode welding suspended more than 8 hrs shall be removed from the machines and stored in an electrode wire baking or storage oven maintained at a temperature between 2500 and 550°F, or as recommended by the electrode manufacturer. 6. Plastic Hinging Zone Protection a. The plastic hinging zone shall be identified diagrammatically, as illustrated in Detail 15 on Sheet 3, on the structural plans by the Engineer of Record. b. The Engineer of Record and Contractor shall be responsible for reviewing shop drawings of ALL relevant trades to ensure compliance. This shall be discussed and documented in pre -construction meetings. c. The Contractor shall be responsible for developing a program to ensure that all workers on the project, including their subcontractors, are aware of and understand this requirement. Failure to comply with these requirements may cause the replacement of steel. d. Plastic hinging zones shall be defined by permanent markings such as paint or ink. e. A note, as illustrated in Detail 15 on Sheet 3, shall be prominently placed on the structural plans (general note sheet and adjacent to moment frame detail) and the construction documents of ALL trades. f. Welded, bolted, screwed, or shot -in (powder driven) attachments for perimeter edge angles, shear studs, exterior facades, partitions, duct work, piping, or other connections shall not be permitted within the plastic hinging zones. g. Any penetrations or damage from temporary welded attachments within the plastic hinging zones shall be repaired as required by the Engineer of Record. h. Initially, the plastic hinging zone "Warning Sign", as illustrated in Detail 15 on Sheet 3, may be temporary. However, the temporary "Warning Sign" shall be replaced by a permanent "Warning Sign" before project completion. This sign and identification of the plastic hinging zone shall be maintained during construction; and may require repair after operations such as fireproofing, i. Signs shall be affixed to the beam and located within the plastic hinging zone. The City Building Inspector may accept alternate methods of attaching the "Warning Sign" to the plastic hinging zone. 7. Additional Charpy V-Notch Toughness (not required for OMF) Welds at the locations indicated below shall be made with filler metal having a CVN toughness of 20 ft-lbf at -20"F AND 40 ft-lbf at 70OF as determined by test procedure prescribed in the AISC Seismic Provisions, Appendix X "Weld Metal / Welding Procedure Specification Toughness Verification Test." a. Beam flanges to columns, b. Single plate shear connections to columns, c. Beam webs to columns, and d. Column splices. 8. Non -Destructive Testing (NDT) Requirements a. The minimum non-destructive testing at each weld joints or parts shall be conducted at the locations and frequencies as specified in Table 2 and Table 3 on Sheet 2 respectively. b. A copy of each NDT report shall be provided to the Contractor, Engineer of Record, Deputy Inspector, and City Building Inspector with the following information: i. Document the accepted and rejected welds, parts, or joints. ii. Identify the tested weld by piece mark and location in the piece. iii. Identify the tested weld location in the structure. c. NDT Technician shall perform the following tasks: i. Coordinate the NDT scope and schedule with the Deputy Inspector. ii. Perform NDT in a timely manner, so as not to hinder construction work, and to detect welding problems soon after occurrence so that corrective measures will be taken by the Contractor. iii. Mark the inspected and accepted welds, parts, and joints with a distingq,uishing mark o die stamp. d. Reduction Rate for NDT i. The rate of UT testing on CJP groove welds may be reduced if approved by the Engineer of Record and the Department. The NDT rate for an individual welder or welding operator may be reduced to 25%, provided the reject rate is demonstrated to be 5 % or less of the welds tested for the welder or welding operator. A sampling of at least 40 completed welds for a job shall be made for such reduction evaluation. ii. The rate of MT testing on CJP groove welds may be reduced if approved by the Engineer of Record and the Department. The MT rate for an individual welder or welding operator may be reduced to 10 %, provided the reject rate is demonstrated to be 5 % or less of the welds tested for the welder or welding operator. A sampling of at least 20 completed welds for a job shall be made for such reduction evaluation. This reduction is not permitted on welds in the k-area, at repair sites, weld tab and backing removal sites and access holes. iii. Reject rate shall mean the number of welds containing rejectable defects divided by the number of welds completed. 9. Documentations The reports listed in Table 1 on Sheet 2 shall be submitted to the City Building Inspector. V. WELDING PROCEDURES 1. Bottom Beam Flange Moment Connection Welding Welding the bottom flange to the column flange shall be completed in the flat welding position with the following sequence: a. Start welding from Side A (one side of the beam) with a maximum 1/4 inch thick root pass beyond the center of the joint on Side B (other side of the beam), reaching past the beam web through the weld access hole. , b. After the arc is initiated, electrode travel shall progress toward the edge of the Side A beam flange, terminating on the Side A weld tab. c. The Side A root pass, and the root pass deposit on Side B, shall be thoroughly cleaned to allow the Deputy Inspector to verify that the resulting bead profile is suitable for obtaining good fusion by the subsequent root pass to be initiated from Side B. If the profile is not conducive to good fusion, the start of the first root pass shall be grounded, gouged, chipped, or otherwise prepared to ensure adequate profile to achieve fusion. d. Complete the root pass on Side B before any other weld passes are performed. e. The arc shall be initiated at the start of the first Side A root pass, and electrode travel shall progress toward the edge of the Side B beam flange, terminating on the Side B weld tab. f. The above sequence shall be repeated for subsequent weld layers, and each weld layer shall be completed on both sides of the joint before a new layer is deposited. The order of operations (Side A, then Side B, or vice versa) is not restricted and may vary for each weld layer. Weld passes shall be placed in horizontal layers. Each pass shall be thoroughly cleaned of slag and wire brushed. Each pass shall be visually inspected by the Deputy Inspector, as described above in Step (c). 2. Sequence for Welding at Multiple Locations When welding occur at multiple locations of welded steel moment frame connections, the following sequence shall be followed: a. Weld both top and bottom beam flanges prior to any supplemental welding to the beam web or shear tab. b. Engineer of Record shall review and approve all field welding sequences prior to the start of work. c. Field welding of web shear plates with bolts shall occur after field welding of beam flanges to column flange. d. High strength bolts shall be in the snug tight condition prior to welding. e. High strength bolts shall be fully tensioned upon completion of all welding activities. 3. Welding Technique a. Stringer beads shall be used during all welding operations. Maximum bead width, bead thickness, and layer thickness shall be considered. Weaving is not permitted, except when the WPS approved by the Engineer of Record limits electrode oscillation transverse to the weld axis to a maximum of: i. 3d for 1 G/1 F, 2G/2F, and 4G/4F weld positions, or ii. 5d for the 3G/3f position, where d = electrode diameter. b. Welding layers should progress from the face of the column flange outward toward the groove face of the beam flange as illustrated in Detail 13 on Sheet 3. 4. Preheat and Interpass Temperature a. The minimum preheat and interpass temperature requirements in Table 4 of Sheet 2 shall be observed. Special attention shall be given to AWS D1. 1 /D1. 1 M:2002 Section 3.5.1 and Section 5.6 for the thickness of the base metal to be welded. b. Preheat and all subsequent interpass temperatures shall be maintained during the welding operation for a distance at least equal to the thickness of the thicker welded part, but not less than 3", in all directions from the point of welding. c. Where plates are of different thickness, the higher minimum preheat and interpass temperature requirements of the thicker plate shall govern. d. Maximum preheat and interpass temperature shall not exceed the lesser of: i. 550°F, or ii. The maximum temperature recommended by the manufacturer. 5. Post Weld Heat Treatment Post weld heat treatment may reduce cracking tendencies due to possible hydrogen embrittlement. Post weld heat treatment shall be provided as follows: a. Apply heat in the 400OF to 600OF range after completion of welding. b. Complying with the conditions of AWS D1. 1 /D1.1 M:2002 Section 3.14 and Section 5.8. c. Alternatively, the use of insulating blankets after the completion of welding is permitted to control the cooling of the connection to ambient temperature. V1. WELDING AND FABRICATION DETAILS 1. Base Metal Joint Preparation a. Base metal preparation shall be in comply with AWS D1.101AM:2002 Section 5.15. b. All beam flange to column flange welds are to be made with an AWS prequalified CJP groove welded joint detail. c. Bevel, fit -up and detail tolerances shall be as required by the selected prequalified welded joint detail. d. Whenever possible, use the AWS prequalified CJP groove welded joint detail as illustrated in Detail 14 on Sheet 3 and the following: L Use single bevel CJP groove welds made with a 30" groove angle or double bevel CJP groove welds when flange thickness exceed 1-1/2 inch. ii. "As Fit -Up" and "As Detailed" shall be the maximum tolerances. iii. Meet all prequalified WPS variables in Table 5 on Sheet 2. 2. Weld Access Hole a. Where weld access holes are provided, they shall be detailed as illustrated in Detail 12 on Sheet 3. b. Notches and gouges shall be repaired following a WPS approved by ther Engineer of Record. c. Weld access holes shall be prepared by grinding to a suitable finish in accordance with AISC LRFD Specification Section J1.6 and provided with a minimum radius of 3/8 inch as illustrated in Detail 12 on Sheet 3. 3. Backing Bar a. Backing bar used in connections with a CJP groove weld of beam flange to column flange shall be removed except that top flange backing bar attached to the column by a continuous fillet weld on the edge below thee CJP groove weld need not be removed. b. Following removal of backing bar, the root pass shall be backgouged to sound weld metal, and back welded. A reinforcing fillet weld with a minimum leg size of 5/16 inch or the root opening plus 1/16 inch, whichever is larger, shall be provided. The reinforcing fillet weld need not be grounded. c. When backing bar is other than AWS D1.1/D1. 1 M:2002 Table 3.1 and Section 5.2.2 approved base metal is used, the following shall apply: L Ceramic, flux or glass tape may be used provided the manufacture's recommendations are followed. ii. When a non-metallic backing bar is used, the WPS and the Welder shall be qualifed using the type of backing bar intended for welding. iii. Nonferrous metallic (e.g. copper) backing materials are not permitted. 4. Weld Tab a. Weld tabs shall be aligned parallel to the joint preparation. b. No weld dams are allowed. c. Weld tabs shall extend beyond the edge of the joint a minimum distance equal to the part thickness, but not less than one inch. d. Weld tab shall be removed upon completion of the welded joint as follows: i. No more than 1/8 inch beyond the edge of the joint shall remain, except at continuity plate where up to 1/4 inch is acceptable. ii. Edges of the weld tab shall be finished to a surface roughness value of 500 micro inch or better. Grinding to a flush condition is not required. e. Gouges and notches are not permitted. The transitional slope of any area where gouges and notches have been removed shall not exceed 1:5. f. Material removed by grinding that extends more than 1/16 inch below the surface of the base metal shall be filled with weld metal. The contour of the weld at the ends shall provide a smooth transition, free of notches and sharp corners. 5. Continuity Plate a. Continuity plates shall be detailed as illustrated in Detail 11 on Sheet 3. b. The weld attaching the continuity plate to the column flange shall be as follows: i. Use a CJP groove weld for the full length of the groove preparation. ii. When backing bars are omitted, the root shall be backgouged and back welded. iii. When backing bars are used and remain in place, backing bars shall be attached to the column flanges with a reinforcing fillet weld. iv. Fillet weld shall not be used to connect backing bars to continuity plates. v. The fillet weld size need not exceed the minimum size requirements of AWS D1.1/D1.1M:2002 Table 5.8. W Z U) UL C E (D Cy 0 LL E M14 0 =0 ra Cr -2 m15 'm C- C.: s. SO n0 8 4 ai 2", 0, 0, 0 0.- 0. 0. 18, rL 0 'n Z -0 K .2- =M >, 0 �0 2 EE :1 0 0 - Z t! E -85 Q 115 000 �2 , > > CE C: CM _6 -9 8 0 g 1 'a to Z ,0- .20 W , 0, Q , 0 3 D CIO I'to Z -� -0 a. 0 C c�sg. CL *0 MW 2 0 0 W A Seal/Signature i N No .0 Cl III\- Ll Engineer of Record X.UlAyo VWS PM*VA%th9f* PWnSftdb9,bMp Date: 02/28/2005 Scale: Not to Scale Sheet: SA I c. Weld terminations near the end of the column flange tips may be completed using weld tabs as follows: i. Weld tabs may be steel or nonfusible material. ii. Weld terminations near the radius of the column need not be made using weld tabs. The use of small nonfusible weld tabs to assist in weld terminations is permitted. iii. Weld tabs shall be removed following completion of welding. d. Continuity plates may be welded to the column web with groove welds, fillet welds, or a combination of the two. Fillet welds shall terminate a minimum distance of 1/4 inch from each end of the joint. 6. Doubler Plate Web doubler plates, as illustrated in Detail 2, 3, or 4 on Sheet 3, shall be welded using either Detail 5, 6, or 7 on Sheet 3. 7. Requirements for "k" Area Welds shall terminate short of the "k" area for continuity plates as illustrated in Detail 11 on Sheet 3. 1. Reduction from certain Quality Assurance components of this Standard Quality Assurance Plan, as listed in Part VII Item 2, are permitted for the following buildings or structures: a. One or two family dwellings not more than 1 story in height and 2,500 sf of floor area, b. Buildings or structures accessory to residential uses (such as carport, storage, garage), and c. Miscellaneous structures (such as walkway, canopy, patio cover, gazebo, storage rack). 2. Buildings or structures, as listed in Part VII Item 1, are exempt from providing the following Quality Assurance components: a. Electrode Storage and Atmospheric Exposure, Part IV, Item 5(f) and 5(g), b. Plastic Hinging Zone Protection, Part IV, Item 6, c. Additional CVN Notch Toughness Testing, Part IV, Item 7, d. Non -Destructive Testing, Part IV, Item 8, e. Preheat and Interpass; Temperature, Part V, Item 4, or f. Post Weld Heat Treatment, Part V, Item 5. 6�11 M RM qkM !:. I whok r I I I L 0 1 ok 0 1-k 11'� BASE METAL FILLER METAL Group Steel Specification Welding Process AWS Electrode Specification Electrode Classification SMAW A5.1 E70XX I ASTM A36 < 3/4 in. A5.5 (6) E70XX-X FCAW A5.20 (5) E70XT-X, E7XT-XM A5.29 (6) E70XTX-X, E7XTX-XM A5.1 E7015, E7016, E7018, E7028 ASTM A36 $ 3/4 in. SMAW11 ASTM A572 Grade 50 A5.5 (6) E70XX-X ASTM A913 Grade 50 ASTM A992 FCAW A5.20 (5) E70XT-X, E7XT-XM A5.29 (6) 77E70XTX-X, E7XTX-XM RELATIONSHIP BASE METAL(S) FILLER METAL STRENGTH RELATIONSHIP REQUIRED Matching Any steel to itself or any steel to another in the same group Any filler metal listed in the same group Any steel in one group to any steel in another Any filler metal listed for a lower strength group [SMAW electrodes shall be the low -hydrogen classification] Under -Matching Any steel to any steel to any group NOTES: 1. The base metal/filler metal strength relationships above shall be used to determine whether matching or under -matching filler metals are required. Refer to AWS D1.101.1M2002, Section 3.3. 2. Preheating of joints involving base metals of different groups shall be in conformance with the requirements applicable to the higher strength group. 3. When welds are to be stress -relieved, the deposited weld metal shall not exceed 0.05 percent vanadium. 4. Adapted with permission from the AWS D1.1 Committee on Structural Welding, Structural Welding Code - Steel, AWS D1.101.1 M: 2002, Miami: American Welding Society, Table 3.1. 5. FCAW electrodes with the -2, -2M, -3, -4, -7, -10, -11, -13, -14, G, -GS suffix shall be excluded and electrodes with the -11 suffix shall be excluded for thicknesses greater than 1/2 in. 6. Filler metals of alloy group B3, B3L, B4, B4L, B5, B5L, B6, B6L, B7, B7L, B8, B8L, B9, or any BXH grade in AWS A5.5 or A5.29 are not prequalified for use in the as -weld condition. VARIABLE POSITION OF WELD TYPE SMAW FCAW WELD Fillet (4) 5/16 in. Flat (F) 1/8 in. Groove (4) 1/4 in. Maximum Electrode Root Pass 3/16 in. Diameter Fillet 1/4 in. Horizontal (H) 1/8 in. Groove 3/16 in. Vertical (V) All 3/16 in. 3/32 in. Overhead (OH) All 3/16 in. 5/64 in. All Fillet Within the range Within the range Groove weld root pass with opening of recommended of recommended operation by the operation by the Groove weld root Maximum Current pass without filler metal filler metal All opening manufacturer and a WPS approved manufacturer and a WPS approved Groove weld fill passes by engineer of record. by engineer of record. Groove weld cap pass Flat (F) 3/8 in. 3/8 in. Horizontal (H) 5/16 in. 5/16 in. Maximum Root Pass Thickness (5) All Vertical (V) - - - 1/2 in. 1/2 in. Overhead (OH) 5/16 in. 5/16 in. Maximum Fill Pass Thickness All All 3/16 in. 1/4 in. Flat (F) 3/8 in. 1/2 in. Maximum Single Horizontal (H) 5/16 in. 3/8 in. Pass Fillet Weld Size Fillet Vertical (V) 1/2 in. 1/2 in. Overhead (OH) 5/16 in. 5/16 in. Maximum Single Pass Layer Width All Root opening >1/2 in. Not applicable. Split layers Any layer of width w (6) NOTES: 1. Applicable provisions of AWS 131.101.1M:2002 Section 3 "Prequalification of WPSs" must be maintained for prequalified status of SMAW and FCAW WPSs. 2. Refer to Detail 13 on Sheet 3 for diagram of weld pass sequence. 3. Adapted with permission from the AWS D1.1 Committee on Structural Welding, Structural Welding Code - Steel, AWS D1.1/D1.1M: 2002, Miami: American Welding Society, Table 3.7. 4. Except root passes. 5. See AWS D1.1/D1.1 M:2002, Section 3.7.2, for width -to -depth limitations. 6. In the F, H, or OH positions for nontubulars, split layers when the layer width w > 5/8 inch. In the V position for nontubulars or the 5G or 6G for tubulars, split layers when the width w > 1 inch. STRUCTURAL OBSERVATION PROGRAM (Steel Moment Frame for Seismic Application) o Orientation and placement of connected components. r-1 Removal of backing bars, as required on the plans. m Removal of runoff tabs, as required on the plans. o Presence of continuity plates, as required on the plans. m Presence of doubler plates, as required on the plans. I Configuration and finish of weld access holes, if applicable. o Contour of RBS profile, if applicable. o Verify that no welded attachments occur in the plastic hinging region. o Review NDT and deputy inspection reports for general compliance. NOTES: 1. Weld qualities shall be verified by the Deputy Inspector. 2. The structural observations listed in this Table are in addition to the structural observations that may be required on the structural plans. &S 9:1io-ki IkA W I IMPE(Owd will In I" 1k, PREPARED BY TYPE OF REPORT 1. Structural Observer(s) m Structural Observation Reports 2. Deputy Inspector(s) F-1 Deputy Inspection Reports 3. NDT Technician(s) ❑ Non -Destructive Testing Reports REQUIRED LOCATIONS OMF IMF SMF CJP Groove Weld 1 Ultrasonic test shall be performed on all CJP groove welds in materials B A A 5/16 inch (8 mm) thick or greater. In addition, magnetic particle test shall be performed on all beam -to -column CJP groove welds. "k" Area When welding of doubler plates, continuity plates, or stiffeners has been 2. performed in the k-area, the web shall be tested for cracks using C B B magnetic particle testing. The magnetic particle test area shall include the k-area base metal within 3 in. (75 mm) of the weld. Beam Cope and Access Hole At welded splices and connections, thermally cut surfaces of beam 3. copes and access holes shall be tested using magnetic particle testing, C B B when the flange thickness exceeds 1-1/2 in. (38 mm) for rolled shapes. Reduced Beam Section Repair Magnetic particle testing shall be performed on any weld and adjacent 4. area of the RBS plastic hinge region that has been repaired by welding, B B A or on the base metal of the RBS plastic hinge region if a sharp notch has been removed by grinding. Base Metal Lamellar Tearing and Laminations at CJP Groove Weld Base metal thicker than 1-1/2 in. (38 mm) shall be ultrasonically tested for discontinuities behind and adjacent to the fusion line when the base metal is loaded in tension in the through thickness direction in tee and 5. corner joints and the connected material is greater than 3/4 in. (19 mm). B B A Any base metal discontinuities found within t/4 of the steel surface shall be accepted or rejected on the basis of criteria of AWS D1.1 Table 6.2, where t is the thickness of the part subjected to the through -thickness strain. End of Weld at Weld Tab Removal Site 6. Magnetic particle testing shall be performed on the end of welds from C B B which the weld tabs have been removed, except for continuity plate weld tabs. PJP Groove Weld 7. Ultrasonic testing shall be performed on PJP groove welds used in C B A column splices with an effective throat of 3/4 in. (19.1 mm) thick or L I greater. I NOTE: A, B, and C are the frequencies of non-destructive tests listed in Table 3. Frequency Designation A B C Ultrasonic Testing (UT) 100% of joints 50% of joints 25% of joints Magnetic Particle Testing (MT) joints 25% of joints Not Required NOTES: 1. Refer to Table 2 for locations of non-destructive testing. 2. Rate of non-destructive testing may be reduced as permitted in Sheet 1, Part IV, Item 8(d). Table 4. PREQUALIFIED MINIMUM PREHEAT ANT, INTERPASS TEMPERATURE STEEL WELDING THICKNESS OF MINIMUM PREHEAT SPECIFICATION PROCESS THICKEST PART AT AND INTERPASS POINT OF WELDING (in.) TEMPERATURE (*F) 1/8 to 3/4 incl. 32 ASTM A36 ASTM A572 Grade 50 SMAW with Over 3/4 to 1-1/2 incl. 50 low -hydrogen Over 1-1/2 to 2-1/2 incl. 150 ASTM A913 Grade 50 electrodes, FCAW ASTM A992 Over 2-1/2 T 225 I NOTES: 1. Surfaces to be welded and surfaces adjacent to welds shall be free of moisture pursuant to AWS D1.1/D1.1M:2002 Section 5.15. Use a higher preheat temperature from this Table to remove moisture. 2. Adapted with permission from the AWS D1.1 Committee on Structural Welding, Structural Welding Code - Steel, AWS D1.1/D1.1M: 2002, Miami: American Welding Society, Table 3.2. 0 C/)0.) W Z Z N ry CN C) Z C) W CY) W W r■ W W Z F_ 0 0 Jg Cy -e 0 9. .0 WN MW*8 S"S 6R72 ora.- WII M100 ac 9 - O_ 2 9 . E-P Q -. - ` * s It Cc W 0 SO Z5 6 'F- -0 9? - 0 C w." o 00 > 2 SO '0 -.S 5 _W `0 W, CL T E = E 0 40 "a COL C 21- CK a- RK -6 S Cc MX 2 . 0 A, 0 2 0 > �0 ID io_ 03 O(D L) CL ID M:6 'M 72 W . CL 0 < "L 0 Seal/Signature: 0. clvk� Engineer of Record X.4'Ny.Vista PWbWh.m P%."dbSLbM Date: 02/28/2005 Scale: Not to Scale Sheet: SB i Column Cap Plate V 2 0 r Continuity Plate Continuity Plate Doubler Plate 6 tbf Notes: Column Web Column Web min. 3" TYPICAL SHEET 3 GENERAL NOTES: 1. Bevel as required by a selected _A V V 3 AWS prequalified UP groove or 0 1. The size of columns or beams, continuity or doubler plate thickness, welded joint detail. Continuity + size and length of fillet welds, beam to column moment connections, d diameter of plug 4 2. Larger of tbf or 1/2" (plus 1/2 tbf , or Plate + steel column frame to foundation connections, and length of plastic plug 5 minus 1/4 tbf). or 0 Beam + hinging zone shall be determined by the Engineer or Architect of min. 9 3. 3/4 tbf to tbf , 3/4" minimum 1/4"). ( 7_'� - + Record. VW 4. 3/8" minimum radius (plus not NV min. 4 x dplug limited, or minus 0). --- 2. The Engineer or Architect ofi Record snail appropriately dimension F Plug welding if required by AISC Seismic min. kc0l + 1 1/2" 5. 3 tbf (±1/2"). and specify the minimum detailing information illustrated on this 5 6. Tolerances shall not accumulate to Provisions, Section 9.3, 10.3, or 11.3. Sheet to the structural plans. The details illustrated herein shall not the extent that the angle of the \-7- Detail as illustrate in Detail 16. be used to substitute for actual structural details. access hole cut to the flange Doubler Plate surface exceed 250. eq. I eq. 3. The details provided herein are intended to illustrate the minimum 7 7. Weld access hole shall be ground I Note: fabrication and welding details that shall be reflected on the structural 3 AvL Note: smooth to a surface roughness V_ min. kc0l + 1 1/2" T Column This detail is intended to illustrate plans and details. This detail is intended to illustrate plug 1 tbf bf value not to exceed 500 micro inch; I I doubler plate connection to column. welding of doubler plate to column and shall be free of notches and (E UOUDIer Plate Doubler Plate Top and bottom of doubler plate Web, when required. 11 21 gouges. terminates at the continuity plates. Plug Welding of Doubler Plate to Column 1Detail 16 Weld Access Hole Detail Detail 12 Doubler Plate Welds to Continuity Plate Detail 8 Web Doubler Plate Detail Detail 4 Typical Sheet 3 Notes Scale: Not to Scale Scale: Not to Scale Scale: Not to Scale Scale: Not to Scale Notes: min. kc., 1. For maximum fill pass thickness, see Table 5 on Sheet 2. 2. For moment connection at bottom beam flange to column flange, the Column Web Column Web Column Web maximum root pass thickness shall not exceed 1/4" per Part V, Column Web Item 1. For welded connection at Groove all other locations, see Table 5 on 11� Angle, o( Sheet 2 for maximum root pass Continuity min. groove angle, 100 Nk F Fill Pass thickness. Plate Thickness 3. Root Opening, R, and Groove N Angle, a, shall be per selected (101112 iq - TOLERANCES etaitel. A " ........... . ........ R = +1/16,-0 +1/4,-1/16 1a=+10*,-0' +100,-50 Beam Flange lacking Bar T, Q0a) 10b q Column Web (i Column Web 0 Column Web Note: This detail is for illustrative purpose only. Refer to the structural plans for actual frame connections and details. Sample Steel Moment Frame 1-Detail 1 --cale: Not to Scale A- 10 Column Continuity Plate y Plug welding if required by AISC Seismic Provisions, Section 9.3, 10.3, or 11.3. Detail as illustrate in Detail 16. Doubler Plate 5 or min. 1/8" max. 1/16" IF Notes: Notes: I 1. Groove welds in corner and T-joints of cyclically loaded structures shall be reinforced with fillet welds 1. The plate shall be chamfered to equal to T, /4, but need not exceed 318 inch. miss the radius of the column. 2. For corner joints, the outside groove preparation may be in either or both members, provided the basic 2. The fillet weld, in both throat and groove configuration is not changed and adequate edge distance is maintained to support the welding leg size shall be equal to or operations without excessive edge melting. larger than the chamfer 3. Adapted with permission from the AWS D1.1 Committee on Structural Welding, Structural Welding dimensions used for the plate. Code - Steel, AWS D1.1/D1.1M: 2002, Miami: American Welding Society, Figure 3.4 pg. 92 (top left). CL Doubler Plate Doubler Plate 3. Double plate Fy shall have the I' 1 T2 same as the column Fy. AWS Prequalified CJP Groove Welded Joint Detail Detail 14 Doubler Plate Welds to Continuity Plate Detail 10 Fillet Welded Doubler Plate Detail 6 Web Dou Scale: Not to Scale I Scale: Not to Scale Scale: Not to Scale Column q Plastic Hinging Zone BEFORE Column q Plastic Hinging Zone AFTER Continuity Plate Column Flange Column Flange 20 1/4" MIN. TT 20 1/4" MIN. align continuity plate ,411 with beam flange 1 10, _z-where fireproofing occurs Welding Process Joint Designation Base Metal Thickness (U = unlimited) Groove Preparation Allowed Welding Positions Gas Shielding for FCAW T1 T2 Root Opening Groove Angle SMAW TC-U4a U U R = 1/4 a =45* All R = 3/8 a = 30" F, V, OH FCAW TC-U4a-GF U U R = 3/16 a = 30* All Required R = 318 a = 300 F Not required R = 114 -(A = 45* All Not required paint with yellow ; 1� + ; V0 rapes + 1/+ 1 � + + % min. k, col 1k I WARNING SIGIN Text may be printed on either AWS prequallfled CiP groove (7 8 9 welded joint detail. (4 5 6 4. Welding pass numbers are shown (2 3 diagrammatically to indicate 1 �0- sequence. Quantity of passes may _/Z ZZ Note: vary due to depth and/or position of 1. A square -edge plate and square Root Pass weld. This figure is intended to \1, J V V groove weld between doubler Thickness- Base Metal illustrate recommended welding �1, plate and column is not permitted. Thickness sequence for FCAW and SMAW Doubler Plate Doubler Plate Doubler Plate �1, 2. Double plate Fy shall have the Root Opening, R welding process only. /2 same as the column Fy. Weld Pass Sequence Detail 13 Doubler Plate Welds to Continuity Plate Detail 9 Groove Welded Doubler Plate Detail 5 Scale: Not to Scale Scale: Not to Scale I Scale: Not to Scale Ct Column Flange L or + 1+ .5 kcol Doubler Plate T Note: This detail is intended to illustrate min. k,,,,Ol + 1 1/2" doubler plate connection to column web. Doubler plate extend beyond continuity plate a distance not less than min. 2.5 kcN. bier Plate Detail Detail 2 1 Scale: Not to Scale 8 or(1, Continuity Plate Plug welding if required by AISC Seismic Provisions, Section 9.3, 10.3, or 11.3. max. 1/16" Detail as illustrate in Detail 16. Doubler Plate or .......... -------- - -- - Beam ----------- + imax. 1/16" or or + Beam -min. 1/2" radius Backing Bar r7 + 0 IS,\ \21 min. k,,,,, + 1 1/2" "It is PROHIBITED to attach and to cause light gage plate or adhesive fillet weld, if used, shall t Doubler Plate penetration or damage to the plastic hinging zones material and shall be affixed terminate a min 1/4" from end to both side of the beam within of joint on both side 1 " x 16 gage strap of steel moment -frames. These PROHIBITED the in. kc,,, + 1 1/2' Notes: e plastic hinging zone. eq. N conditions include bolts, holes, screws, shot pins, 1. Pair of plates shall be of equal welds and tack welds (permanent or temporary). otes: A thickness, t. V Failure to comply with these requirements may 1. This detail is intended to illustrate the location of the Note: eq. 2. Plates shall be equally spaced Not hanger wire "Warning Sign" at the plastic hinging zone. Continuity plate shall have a thickness /I %L Column This detail is intended to illustrate cause the replacement of steel." \\ �\� �\� 1;� X apart from column web, but not 2. "Warning Sign" shall be provided as required by Part IV greater than or equal to the beam less than min. kc0l + 1 1/2" doubler plate connection to column. t Item 6 on Sheet 1. flange or beam flange connection thickness\ Top and bottom of doubler plate DO NOT MOVE OR REMOVE THIS SIGN 3. Length of the plastic hinging zone shall be a min. of 2 x plate. of flange 3. Double plate Fy shall have the i terminates at the continuity plates. I I beam depth, unless noted otherwise on the structural plans. same as the column Fy. Warning Sign at Plastic Hinging Zone Detail 15 _ Continuity Plate Detail Detail 11 Groove or Fillet Welded Doubler Plate Detail 7 Web Doubler Plate Detail Detail 3 Scale: Not to Scale Scale: Not to Kate Scale: Not to Scale Scale: Not to Scale Kii C:) N U) 0) W < Z o LL. < < F- Z < • cr- CNI Z 0 < U) CY) W U) _J ry U) < W _r U < W W Z U) 0 0) CO 45 co 0 2=';gw E :3 C '(D 0 7P r ysn 0 :2 L c_1 -2 F -5 m 13 49 'r- U__ & ID 0 FL or- 5 - '5 .0 0 _0 ID >,�E 0 r (D 0 cc C. r CD:5 I 4 co FLU W Ew 0 0 (>D 121 S ig 1k a ID Rmr- M.co -0 -r- Z5 CL il aa_ 0 0 rs ccVT g > _O 0 W 0' D 10 ID 9 0 W M 'M oc�o'�.�-moo Cc 2 v 2>-% sa ;2 6' -0 F C m 1 0 i� a a, �ca ID V �Q = m 0 CL M '0 0 r- E a F- < am a.8 coCL C,n m21 in A < Seal/Signature: Enginee f Record X-Aftya vmu P ha PlamWbOnV Date: 02/28/2005 Scale: Not to Scale Sheet: SC