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Home My WebLink About36.14 - General Notes and Typical Details0 0 0 0 0 0 0 C CD 0 0 N w 0 Q U GENERAL NOTES GENERAL• NO CASE SHALL SLEEVES BE PLACED IN CONCRETE BEAMS WITHOUT WRITTEN ACCEPTANCE ASTM A653, G-60 COA7ING AT FLOORS AND A G-90 COATING AT ROOFS MISC. METALS SECTION (STAIRS): FROM 171E STRUCTURAL ENGINEER. _ 9. ALL WORK SHALL CONFORM TO 771E REQUIREMENTS OF 771E COMMONWEALTH OF 2. STEEL DECK UMTS SHALL BE COMPOSITE DECKING (WHERE TOPPED WI1N CONCRETE) WITH INTEGRAL MASSACHUSETTS STATE BUILDING CODE, 6171 EDITION. 8. DETAILS NOT SHOWN ON THE DRAWINGS SHALL BE IN ACCORDANCE 1. ALL STAIRS, STAIR LANDINGS, RAILINGS AND OTHER STAIR COMPONENTS SHALL BE NTH THE LATEST LOCKING LUGS, PROVIDING A MECHANICAL LOCK BETWEEN THE STEEL DECK AND THE CONCRETE SLAB. ED177ON OF THE ACI DETAILING MANUAL 315. DESIGN LOADS: DESIGNED AND DETAILED UNDER THE SUPERVISION OF A STRUCTURAL ENGINEER LICENSED 3. STEEL DECK UNITS SHALL SPAN 7HREE OR MORE SUPPORTS WHERE POSSIBLE IN 771E STATE OF MASSACHUSETTS (COMMONWEALTH OF MASSACHUSETTS STATE BUILDING CODE, 6771 EDITION) 9. PROVIDE 15012" O.C. x 6'-0" LONG IN TOPS OF SLABS SPANNING OVER ALL INTERIOR SUPPORTS, UNLESS OTHERWISE NOTED.2. SHOP DRAWINGS AND CALCULA77ONS SHALL BE SIGNED, SEALED, AND SUBMITTED TO 771E 1. ROOF LOADS . A COMPLETE LAYOUT OF AL4L SHEAR CONNECTORS SHALL APPEAR ON THE STEEL DECKING SHOP ARCH17ECT FOR REVIEW. SHOP DRAWINGS SHALL CLEARLY INDICATE, BUT NOT BE LIMITED DRAWINGS T0, THE FOLLOWING: A. LIVE LOAD: STRUCTURAL STEEL, 5. DECKING SHALL BE TEMPORARY SHORED WHERE NOTED ON THE DRAWINGS DESIGN OF THE TEMPORARY A. LOADS IMPOSED ON 771E STRUCTURE FROM THE STAIR SHORING SHALL BE BY THE CONTRACTOR. B. ALL CONNEC77ONS FROM 7HE STAIR TO THE STRUCTURE L. 25 PSF (MIN.) OR SNOW DRIFT LOADING WHERE APPLICABLE 1. ALL STRUCTURAL STEEL MATERIALS, WORKMANSHIP, AND DETAILS SHALL CONFORM TO 771E i BASED ON ZONE 1 (PER SECTION 1610.0). C. ALL SIZES AND SHAPES LATEST EDITION OF THE AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS - 6. STEEL DECKING SHALL BE FASTENED TO STEEL FRAMING BY A 5/8' DIAMETER (MINIMUM) PUDDLE WELD D. ALL DIMENSIONS AND CONFIGURATIONS ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN" AND AISC "CODE OF STANDARD SPACED AS FOLLOWS B. ROOFING AND INSULATION: f0 PSF PRACTICE FOR STEEL BUILDINGS AND BRIDGES". STRUCTURAL STEEL SHALL CONFORM TO J. ALL CONCRETE INFILL AND LANDINGS SHALL BE CAST WITH NORMAL WEIGHT CONCRETE C. SERVICES. 10 PSF THE FOLLOWING SPECIFICATIONS. • FLOOR DECKING: SPACING: ROOF DECKING: SPACING. • H17H A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSL PANEL END SUPPORTS.....................0 12' O.C. PANEL END SUPPORTS ..................... 0 8" O.C. - STRUCTURAL STEEL W -SHAPED.. ....................ASTM A992 (GRADE 50) PANEL SIDE SUPPORTS .................... 12' O.C. PANEL SIDE SUPPORTS ..................... 8' D.C. D. CEILING (WHERE THEY OCCUR): _5 PSF STRUCTURAL STEEL TUBES......... ..............ASTM A500, GRADE B (Fy=46 KSI) PANEL INTERMEDIATE SUPPORTS ..... 0 12' O.C. PANEL INTERMEDIATE SUPPORTS ...... 0 16' O.C. E. STRUCTURE. ACTUAL WEIGHTS OF MATERIALS STRUCTURAL STEEL PLATES, CHANNELS AND ANGLES..ASIM A36 PANEL SIDES BETWEEN SUPPORTS..0 36" O.C. PANEL SIDES BETWEEN SUPPORTS..O 16' O.C. 2. ALL FIELD CONNEC77ONS SHALL BE HIGH STRENGTH BOLTED TO CONFORM TO ASTM Z PROIDE END CLOSURES, CAP$ SUMP PANS AND ALL OTHER ACCESSORIES REQUIRED FOR A COMPLETE 2. FRAMED FLOOR LOADS A325 -N OR A490 -N, UNLESS 0774ERWISE NOTED. WHERE WELDING IS SPECIFIED, WELD TO INSTALLA710N A. LIVE LOAD CONFORM TO "S7RUCTURAL WELDING CODE" AWS Df. 1, LATEST EDITION, OF THE AMERICAN WELDING SOCIETY, E70 SERIES I. PENTHOUSE FLR./ELEVATOR MACHINE ROOM FLR.: 150 PSF 3. ALL STRUCTURAL STEEL BEAMS AND COLUMNS SHALL BE UNPRIMED, UNLESS 07HERMSE B. SERVICES. • 10 PSF NOTED, TO RECEIVE SPRAYED -ON FIREPROOFING MATERIAL C. CEILING: 5 PSF 4. ALL "SIMPLY SUPPORTED" CONNECTIONS SHALL BE SELECTED BY THE STEEL FABRICATOR TO SUPPORT ONE-HALF THE TOTAL UNIFORM LOAD CAPACITY SHOWN IN ME ALLOWABLE D. STRUCTURE- AC77JAL WEIGHTS OF MATERIALS UNIFORM LOAD TABLES, PART 2 OF THE AISC MANUAL OF STEEL CONSTRUCTION, ALLOWABLE STRESS DESIGN, 9TH EDITION, FOR THE GIVEN BEAM, SPAN AND GRADE OF STANDARD FRAMED BEAM" CONNECTION STEEL SPECIFIED. COTION PER AISC I 3. WIND LOADING: (PER CHAPTER 34) - SEE MECH. MANUAL OF STEEL ' • 4. SEISMIC (PER CHAPTER 34) 5 ALL .WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS N07E BIL: PRIOR TO 1NSTALLARON M ANY CONSTRUCTION" (9th ALL CERTIFICATIONS MUST BE DWGS FOR EDITION), PART 4 CURRENT (i.e. WITHIN 12 MONTHS OF PERFORMANCE OF WELDING). HOUMM7RNG PAD, STRUCTURAL SIMES UGH111fTGHT CONCRETE SIZE AND - MUST BE PROIDED ENSURING STRUCTURALONLY- NOTE WF1C LOCA TION N CHAMFER 2-15 EA. FACE�-Y CORNERS TOP & BOT OF ALL. OPENINGS TYPICAL- - ADDED REINFORCING AT OPENING THRU NEW ELEVATOR INFILL SLAB (FOR BID PURPOSES, ASSUME 2 OPENINGS) 6. SHORT SLOTTED HORIZONTAL HOLES IN WEB OF BEAM FOR BOLTED CONNECTIONS ARE SY51EM CAN TAKE ADDI110NAL LOAD 4x4-W4.OxW4.0 W.W.F. PERMISSIBLE. 14012' (DRILL & EPDXY 14 (TYP. ALL AROUND) 3' INTO EX STAB. 7. PROVIDE A MINIMUM OF 1/4" FILLET WELDS (ALL AROUND) AT WELDED CONNECTIONS, UNLESS OTHERWISE NOTED. �: = NEW BEAM EX. BEAM ROUGHEN SURFACE EX. COMPOSITE SLAB SYSTEM (ACI 318-89, ART. 11.7.9) TYPICAL HOUSEKEEPING TYPICAL BEAM TO PAD DETAIL - EXISTING BEAM CONNECTION (PROVIDE 1/4' FILLET WELD ALL AROUND) FOR SIZE AND LOCATION DIREC77ON OF OF OPENINGS, SEE EX DECK SPANtC62 MECH. DWGS FOR SIZE & LOCATION OF OPENINGS SEE Z. 5 ARCH. & MECH. DWGS N(e�M - CLIP A 6" I - 1001.. JNRLL AREA 1021 CLIP ANGLE I �--------- - - - - --- w NEW 5' LW. TONG ON 3' DP. x 16 GA GALd. COMPOSITE 2-L4x4x (1 EA. ; i w i DECIONG (8' DP. OVERALL) WALL) ro M } SIDE OF OPENING) ,� NEW C6x8.2 _ . - _ _ _ _ - _ _ 1 _ L3x3xJ FRAME 1» 2" FAR NEW/EX STEEL BEAMS SEE PLAN - V.LF. /4 IRANSI�cRSE SUPPORT ®12" BOTTOM ` �7 BARS 0 4-0 O.0 MAX NOTE: (LONGITUDINAL) ROOF FRAMES MUST BE IN PLACE NEW CONT. L7x44 (LL V) W/ 1'B BEFORE WELDING METAL DECK TO BEAMS 1 THREADED RODS (2'-0' LONG) 016' O.0 EPDXIED INTO a SLAB W/ 4' EMBED. TYPICAL ROOF OPENING AND ADDITIONAL FRAMING A T . LARGE _ f MECHANICAL UNIT SUPPORT DETAIL OPENINGS THROUGH EXISTING CONCRETE NOTE: FOR BID PURPOSES, ASSUME 2 ROOF OPENINGS SLAB ON STEEL DECK B I NOTE.- UNLESS OTHERWISE NOTED, THIS DETAIL APPLIES AT SECTION O OPENINGS GREATER THAN 2'-0" IN LEAST DIMENSION. "=1'-p" (IN ADDI DON TO FRAMING SHOW ON PLAN, ASSUME 2 OPENINGS FOR BID PURPOSES) General Notes: ® SOUZA, TRUE AND PARTNERS, INC. STRUCTURAL E N G I N E E R S 653 Mt. Auburn Street, Watertown, MA 02472 Tel: 617-926-6100 Fax: 617-924-4431 MARK ISSUE DATE DESCRIPTION �2 05/14/08 BULLETIN # 012 CD 06/04/07 CONSTRUCTION DOCUMENTS Issue Log VCV of •u Project North MUGAR BUILDING 5TH & 6TH FLOORS ,ey Plan TRO Jung lBrannen ARCHITECTURE INTERIORDESIGN ENGINEERING MASTERPLANNING 80 Bridge Street, Newton, Massachusetts 02458 Te1617.969.9400 Fax617.627.6753 w Amjungbmnnen.wm :TIENT INFORMATION / LO00 ®�-CAPE COD HOSPITAL S ®_' 27 PARK STREET. WANNIS, MA 02801 UGAR INPATIENT FLOORS FIT -OUT hawing Title GENERAL NOTES & TYPICAL DETAILS rowing Scale AS NOTED rown By DTP Commission No. 2007226 pproved By JAY Date Issued 06/04/07 Phase / Package Number Sheet Number S101 CaVAR ® 2007 TRO Juigplamen CONCRETE• (CAST-IN-PLA(E) EXISTING CONSTRUCTION: I. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, MECHANICAL, AND SHOP DRAWINGS 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS 1. ALL INFORMATION RELATING TO THE EXISTING STRUCTURAL CONDITIONS HAS BEEN DERIVED ALL CONCRETE FOR SLABS ON STEEL DECKING SHALL BE LIGHT WEIGHT (115 PCF). FROM THE FOLLOWING STRUCTURAL DRAWINGS. 2. ALL DIMENSIONS AND COND17IONS MUST BE VERIFIED IN THE FIELD AND ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE 2. ALL REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60 (DEFORMED), AND (o) CAPE COD HOSPITAL: PATIENT BED ADDITION PREPARED BY SOUZA, TRUE & PROCEEDING WITH THE AFFECTED PORTION OF THE WORK. SHALL BE FREE FROM LOOSE RUST AND SCALE. PARTNERS INC., STRUCTURAL ENGINEERS, DATED SEPTEMBER 2, 2004. 3 . SHOP DRAWINGS FOR STRUCTURAL STEEL AND STEEL DECKING SHALL BE SUBMITTED TO .3 LAP ALL CONTINUOUS BARS 48 BAR DIAMETERS MINIMUM. 2. THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS, DIMENSIONS, AND MEMBER THE ARCHITECT AND A STAMPED ACCEPTANCE RECEIVED BEFORE FABRICATION CAN 4. ALL WELDED WIRE FABRIC (W.W.F.) SHALL CONFORM TO ASTM A185. LAP 2 SQUARES AT SIZES AS INDICATED ON 771E DRAWINGS, 1N THE FIELD. ANY DISCREPANCIES SHALL BE BROUGHT TO THE AT7EN71ON OF THE STRUCTURAL ENGINEER BEFORE PROCEEDING PROCEED. ERECTION SHALL BE EXECUTED FROM ACCEPTED SHOP DRAWINGS ONLY. ALL JOINTS AND 71E 0 3'-0" ON CENTER. WITH TILE AFFECTED PORTION OF THE WORK. 4. UNLESS OTHERWISE NOTED, DETAILS SHOWN ON ANY DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS. 5. CLEAR CONCRETE PR07EC77ON FOR REINFORCING: (UNLESS 07HERWISE NOTED). 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND EXECUTION OF ALL A. SLABS ON STEEL DECK. 1' FROM TOP TEMPORARY BRACING AND SHORING, AS REQUIRED, TO PREVENT DANGER TO PERSONS AND 5. U.O.N. =UNLESS OTHERWISE NOTED. PROPERTY. - 6. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND/OR ELEVA71ONS NOT SHOWN 6. NO BARS SHALL BE CUT OR OMITTED IN THE FIELD BECAUSE OF SLEEVES, DUCT OPENINGS OR RECESSES. BARS MAY BE MOVED ASIDE WITHOUT CHANGE IN LEVEL 4. ANY DIMENSION N07ED (f) ON PLAN SHALL BE COORDINATED AND VERIFIED BY THE ON THE STRUCTURAL DRAWINGS. K17H ME APPROVAL OF THE ARCHITECT. CONTRACTOR IN THE FIELD. 7. (e) DESIGNATION INDICATES AN EXISTING STRUCTURAL ELEMENT. 7. NO PIPES SHALL PASS INROUGN CONCRETE WITHOUT THE PERMISSION OF THE ARCHITECT. STEEL DECKING: 8. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY TEMPORARY SHORING AND BRACING FOR STEEL PIPE SLEEVES SHALL BE PROVIDED AND SPACED A MINIMUM OF THREE PIPE DIAMETERS APART. ALL OTHER SLEEVE LOCATIONS MUST BE SUBMITTED 1. STEEL FLOOR AND ROOF DECK UNITS SHALL BE FORMED FROM STEEL SHEETS CONFORMING TO ASTM THE BUILDING DURING CONSIRUC710N FOR REVIEW. IN A653, GRADE 33. BEFORE FORMING, SHEETS SHALL BE COATED WITH A ZINC COA77NG CONFORMING TO NO CASE SHALL SLEEVES BE PLACED IN CONCRETE BEAMS WITHOUT WRITTEN ACCEPTANCE ASTM A653, G-60 COA7ING AT FLOORS AND A G-90 COATING AT ROOFS MISC. METALS SECTION (STAIRS): FROM 171E STRUCTURAL ENGINEER. _ 9. ALL WORK SHALL CONFORM TO 771E REQUIREMENTS OF 771E COMMONWEALTH OF 2. STEEL DECK UMTS SHALL BE COMPOSITE DECKING (WHERE TOPPED WI1N CONCRETE) WITH INTEGRAL MASSACHUSETTS STATE BUILDING CODE, 6171 EDITION. 8. DETAILS NOT SHOWN ON THE DRAWINGS SHALL BE IN ACCORDANCE 1. ALL STAIRS, STAIR LANDINGS, RAILINGS AND OTHER STAIR COMPONENTS SHALL BE NTH THE LATEST LOCKING LUGS, PROVIDING A MECHANICAL LOCK BETWEEN THE STEEL DECK AND THE CONCRETE SLAB. ED177ON OF THE ACI DETAILING MANUAL 315. DESIGN LOADS: DESIGNED AND DETAILED UNDER THE SUPERVISION OF A STRUCTURAL ENGINEER LICENSED 3. STEEL DECK UNITS SHALL SPAN 7HREE OR MORE SUPPORTS WHERE POSSIBLE IN 771E STATE OF MASSACHUSETTS (COMMONWEALTH OF MASSACHUSETTS STATE BUILDING CODE, 6771 EDITION) 9. PROVIDE 15012" O.C. x 6'-0" LONG IN TOPS OF SLABS SPANNING OVER ALL INTERIOR SUPPORTS, UNLESS OTHERWISE NOTED.2. SHOP DRAWINGS AND CALCULA77ONS SHALL BE SIGNED, SEALED, AND SUBMITTED TO 771E 1. ROOF LOADS . A COMPLETE LAYOUT OF AL4L SHEAR CONNECTORS SHALL APPEAR ON THE STEEL DECKING SHOP ARCH17ECT FOR REVIEW. SHOP DRAWINGS SHALL CLEARLY INDICATE, BUT NOT BE LIMITED DRAWINGS T0, THE FOLLOWING: A. LIVE LOAD: STRUCTURAL STEEL, 5. DECKING SHALL BE TEMPORARY SHORED WHERE NOTED ON THE DRAWINGS DESIGN OF THE TEMPORARY A. LOADS IMPOSED ON 771E STRUCTURE FROM THE STAIR SHORING SHALL BE BY THE CONTRACTOR. B. ALL CONNEC77ONS FROM 7HE STAIR TO THE STRUCTURE L. 25 PSF (MIN.) OR SNOW DRIFT LOADING WHERE APPLICABLE 1. ALL STRUCTURAL STEEL MATERIALS, WORKMANSHIP, AND DETAILS SHALL CONFORM TO 771E i BASED ON ZONE 1 (PER SECTION 1610.0). C. ALL SIZES AND SHAPES LATEST EDITION OF THE AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS - 6. STEEL DECKING SHALL BE FASTENED TO STEEL FRAMING BY A 5/8' DIAMETER (MINIMUM) PUDDLE WELD D. ALL DIMENSIONS AND CONFIGURATIONS ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN" AND AISC "CODE OF STANDARD SPACED AS FOLLOWS B. ROOFING AND INSULATION: f0 PSF PRACTICE FOR STEEL BUILDINGS AND BRIDGES". STRUCTURAL STEEL SHALL CONFORM TO J. ALL CONCRETE INFILL AND LANDINGS SHALL BE CAST WITH NORMAL WEIGHT CONCRETE C. SERVICES. 10 PSF THE FOLLOWING SPECIFICATIONS. • FLOOR DECKING: SPACING: ROOF DECKING: SPACING. • H17H A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSL PANEL END SUPPORTS.....................0 12' O.C. PANEL END SUPPORTS ..................... 0 8" O.C. - STRUCTURAL STEEL W -SHAPED.. ....................ASTM A992 (GRADE 50) PANEL SIDE SUPPORTS .................... 12' O.C. PANEL SIDE SUPPORTS ..................... 8' D.C. D. CEILING (WHERE THEY OCCUR): _5 PSF STRUCTURAL STEEL TUBES......... ..............ASTM A500, GRADE B (Fy=46 KSI) PANEL INTERMEDIATE SUPPORTS ..... 0 12' O.C. PANEL INTERMEDIATE SUPPORTS ...... 0 16' O.C. E. STRUCTURE. ACTUAL WEIGHTS OF MATERIALS STRUCTURAL STEEL PLATES, CHANNELS AND ANGLES..ASIM A36 PANEL SIDES BETWEEN SUPPORTS..0 36" O.C. PANEL SIDES BETWEEN SUPPORTS..O 16' O.C. 2. ALL FIELD CONNEC77ONS SHALL BE HIGH STRENGTH BOLTED TO CONFORM TO ASTM Z PROIDE END CLOSURES, CAP$ SUMP PANS AND ALL OTHER ACCESSORIES REQUIRED FOR A COMPLETE 2. FRAMED FLOOR LOADS A325 -N OR A490 -N, UNLESS 0774ERWISE NOTED. WHERE WELDING IS SPECIFIED, WELD TO INSTALLA710N A. LIVE LOAD CONFORM TO "S7RUCTURAL WELDING CODE" AWS Df. 1, LATEST EDITION, OF THE AMERICAN WELDING SOCIETY, E70 SERIES I. PENTHOUSE FLR./ELEVATOR MACHINE ROOM FLR.: 150 PSF 3. ALL STRUCTURAL STEEL BEAMS AND COLUMNS SHALL BE UNPRIMED, UNLESS 07HERMSE B. SERVICES. • 10 PSF NOTED, TO RECEIVE SPRAYED -ON FIREPROOFING MATERIAL C. CEILING: 5 PSF 4. ALL "SIMPLY SUPPORTED" CONNECTIONS SHALL BE SELECTED BY THE STEEL FABRICATOR TO SUPPORT ONE-HALF THE TOTAL UNIFORM LOAD CAPACITY SHOWN IN ME ALLOWABLE D. STRUCTURE- AC77JAL WEIGHTS OF MATERIALS UNIFORM LOAD TABLES, PART 2 OF THE AISC MANUAL OF STEEL CONSTRUCTION, ALLOWABLE STRESS DESIGN, 9TH EDITION, FOR THE GIVEN BEAM, SPAN AND GRADE OF STANDARD FRAMED BEAM" CONNECTION STEEL SPECIFIED. COTION PER AISC I 3. WIND LOADING: (PER CHAPTER 34) - SEE MECH. MANUAL OF STEEL ' • 4. SEISMIC (PER CHAPTER 34) 5 ALL .WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS N07E BIL: PRIOR TO 1NSTALLARON M ANY CONSTRUCTION" (9th ALL CERTIFICATIONS MUST BE DWGS FOR EDITION), PART 4 CURRENT (i.e. WITHIN 12 MONTHS OF PERFORMANCE OF WELDING). HOUMM7RNG PAD, STRUCTURAL SIMES UGH111fTGHT CONCRETE SIZE AND - MUST BE PROIDED ENSURING STRUCTURALONLY- NOTE WF1C LOCA TION N CHAMFER 2-15 EA. FACE�-Y CORNERS TOP & BOT OF ALL. OPENINGS TYPICAL- - ADDED REINFORCING AT OPENING THRU NEW ELEVATOR INFILL SLAB (FOR BID PURPOSES, ASSUME 2 OPENINGS) 6. SHORT SLOTTED HORIZONTAL HOLES IN WEB OF BEAM FOR BOLTED CONNECTIONS ARE SY51EM CAN TAKE ADDI110NAL LOAD 4x4-W4.OxW4.0 W.W.F. PERMISSIBLE. 14012' (DRILL & EPDXY 14 (TYP. ALL AROUND) 3' INTO EX STAB. 7. PROVIDE A MINIMUM OF 1/4" FILLET WELDS (ALL AROUND) AT WELDED CONNECTIONS, UNLESS OTHERWISE NOTED. �: = NEW BEAM EX. BEAM ROUGHEN SURFACE EX. COMPOSITE SLAB SYSTEM (ACI 318-89, ART. 11.7.9) TYPICAL HOUSEKEEPING TYPICAL BEAM TO PAD DETAIL - EXISTING BEAM CONNECTION (PROVIDE 1/4' FILLET WELD ALL AROUND) FOR SIZE AND LOCATION DIREC77ON OF OF OPENINGS, SEE EX DECK SPANtC62 MECH. DWGS FOR SIZE & LOCATION OF OPENINGS SEE Z. 5 ARCH. & MECH. DWGS N(e�M - CLIP A 6" I - 1001.. JNRLL AREA 1021 CLIP ANGLE I �--------- - - - - --- w NEW 5' LW. TONG ON 3' DP. x 16 GA GALd. COMPOSITE 2-L4x4x (1 EA. ; i w i DECIONG (8' DP. OVERALL) WALL) ro M } SIDE OF OPENING) ,� NEW C6x8.2 _ . - _ _ _ _ - _ _ 1 _ L3x3xJ FRAME 1» 2" FAR NEW/EX STEEL BEAMS SEE PLAN - V.LF. /4 IRANSI�cRSE SUPPORT ®12" BOTTOM ` �7 BARS 0 4-0 O.0 MAX NOTE: (LONGITUDINAL) ROOF FRAMES MUST BE IN PLACE NEW CONT. L7x44 (LL V) W/ 1'B BEFORE WELDING METAL DECK TO BEAMS 1 THREADED RODS (2'-0' LONG) 016' O.0 EPDXIED INTO a SLAB W/ 4' EMBED. TYPICAL ROOF OPENING AND ADDITIONAL FRAMING A T . LARGE _ f MECHANICAL UNIT SUPPORT DETAIL OPENINGS THROUGH EXISTING CONCRETE NOTE: FOR BID PURPOSES, ASSUME 2 ROOF OPENINGS SLAB ON STEEL DECK B I NOTE.- UNLESS OTHERWISE NOTED, THIS DETAIL APPLIES AT SECTION O OPENINGS GREATER THAN 2'-0" IN LEAST DIMENSION. "=1'-p" (IN ADDI DON TO FRAMING SHOW ON PLAN, ASSUME 2 OPENINGS FOR BID PURPOSES) General Notes: ® SOUZA, TRUE AND PARTNERS, INC. STRUCTURAL E N G I N E E R S 653 Mt. Auburn Street, Watertown, MA 02472 Tel: 617-926-6100 Fax: 617-924-4431 MARK ISSUE DATE DESCRIPTION �2 05/14/08 BULLETIN # 012 CD 06/04/07 CONSTRUCTION DOCUMENTS Issue Log VCV of •u Project North MUGAR BUILDING 5TH & 6TH FLOORS ,ey Plan TRO Jung lBrannen ARCHITECTURE INTERIORDESIGN ENGINEERING MASTERPLANNING 80 Bridge Street, Newton, Massachusetts 02458 Te1617.969.9400 Fax617.627.6753 w Amjungbmnnen.wm :TIENT INFORMATION / LO00 ®�-CAPE COD HOSPITAL S ®_' 27 PARK STREET. WANNIS, MA 02801 UGAR INPATIENT FLOORS FIT -OUT hawing Title GENERAL NOTES & TYPICAL DETAILS rowing Scale AS NOTED rown By DTP Commission No. 2007226 pproved By JAY Date Issued 06/04/07 Phase / Package Number Sheet Number S101 CaVAR ® 2007 TRO Juigplamen