HomeMy WebLinkAbout27 Roberta Drive Kitchen Remodelling PlanGENERAL NOTES
1, ALL STRUCTURAL WORK SHALL BE COORDINATED WITH ARCHITECTURAL REQUIREMENTS OF THE OWNER, MECHANICAL, ELECTRICAL, AND PLUMBING , INCLUDING
THE FOLLOWING GOVERNING STANDARDS:
A. THE MASSACHUSETTS STATE BUILDING CODE, 6TH EDITION, AND ALL OTHER AGENCIES HAVING JURISDICTION.
B. ASC "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST EDITION.
C. ACI "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE." (ACI 318 -LATEST EDITION)
D. THE CODE FOR WELDING IN BUILDING CONSTRUCTION BY THE AMERICAN WELDING SOCIETY (AWS D1.1)
E. THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS), LATEST EDITION.
2. THE CONTACTOR SHALL PROVIDE TEMPORARY SHORING AND BRACING AND MAKE SAFE ALL FLOORS, ROOFS, WALLS AND ADJACENT PROPERTY AS PROJECT
CONDITIONS REQUIRE.
3. ALL CONSTRUCTION IS TO CONFORM TO THE MASSACHUSETTS STATE BUILDING CODE AND ALL APPLICABLE PRODUCT AND DESIGN STANDARDS. ABSENCE OF
SPECIFIC ITEMS FROM THESE DRAWINGS DOES NOT INFER THAT THE CONTRACTOR IS RELIEVED FROM THE STATUTORY CODE REQUIREMENTS.
4. ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL CONFORM TO THE APPROVED RULES AND STANDARDS FOR MATERIALS, TESTS, AND REQUIREMENTS
OF ACCEPTED ENGINEERING PRACTICE AS LISTED THE MASSACHUSETTS BUILDING CODE.
5. THE CONTACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE FIELD PRIOR TO COMMENCING WORK. ANY DISCREPANCY BETWEEN WHAT IS SHOWN
ON THE DRAWING AND ACTUAL FIELD CONDITIONS SHALL BE REPORTED BACK TO THE ENGINEER IN WRITING BEFORE PROCEEDING WITH ANY WORK.
6. OPENINGS THROUGH THE FRAMING AND FOUNDATION MAY NOT ALL BE SHOWN ON THESE DRAWINGS. THE GENERAL CONTACTOR SHALL DETERMINE
REQUIRED OPENINGS FOR MECHANICAL OR OTHER PURPOSES AS HE SHALL PROVIDE ADDITIONAL FRAMING AND REINFORCING STEEL FOR ALL OPENINGS WHERE
REQUIRED. THE GENERAL CONTACTOR SHALL VERIFY SIZE AND LOCATION OF ALL OPENINGS. ANY DEVIATION FROM THE OPENINGS SHOWN ON THE STRUCTURAL
DRAWINGS SHALL BE BROUGHT TO THE ENGINEER'S IMMEDIATE ATTENTION FOR REVIEW.
7. FOUNDATIONS, FIRST FLOOR AND ROOF FRAMING HAVE BEEN DESIGNED FOR THE FOLLOWING LIVE LOADS:
A. GRAVITY LOADS:
- GROUND SNOW: 30 PSF
- SECOND FLOOR LIVE LOAD = 40 PSF
B. WIND LOAD [=CONTROLLING LATERAL FORCE] (PER MASS. BUILDING CODE AND ASCE-7):
- WIND SPEED = 110 MPH;
- EXPOSURE 08'
- BUILDING CATEGORY II => IMPORTANCE FACTOR = 1.0
LATERAL FORCE ON STEEL MOMENT FRAME: 4.0 KIPS (REPLACING EXISTING SHEAR WALL ELEMENTS)
8. NOTIFY THE ENGINEER OF ANY ARCHITECTURAL. MODIFICATION OR DIMENSION CHANGES THAT MAY AFFECT THE STRUCTURAL DESIGN.
PACK OUT WEBS OF W -BEAM, PROVIDE
14" DIA. A307, GR."A" TRHU BOLTS
STAGGERED ® 12" O.C., TYP.
EXISTING FLOOR SHEATHING TO REMAIN.
HANG EA. EXIST FLOOR JOIST W/
SIMPSON WS28 FACE MOUNT HANGER,
NAIL FACE W/ (6)-10d & JOIS7 W/
N (3) -Tod. TYP.
_/ 6z
NAIL EXISTING EXTERIORS
PLYWOOD SHEATHING
TO PACKED OUT WEB
EXISTING 2x10 FLOOR
OF NEW W -BEAM W/
JOISTS TO REMAIN.
(2) ROWS OF 10d
NAILS ® 4" O.C.,
STAGGER ROWS , TYR.
NEW W1Ox49
NOTE: SHEATHING
MUST BE CONTINOUSLY
CONNECTED TO STUDS
ABOVE FOR MIN. 2FT.
SECTION
A
SCALE: I"=1'-0"
S-1
STRUCTURAL STEEL NOTES
1. STRUCTURAL STEEL ROLLED SHAPES SHALL BE NEW STEEL CONFORMING TO THE FOLLOWING ASTM DESIGNATIONS:
ASTM A36 ALL ANGLES, CHANNELS, PLATES AND MISC. FRAMING MEMBERS,
UNLESS OTHERWISE NOTED, (MINIMUM YIELD STRENGTH FY=36,000 PSO.
ASTM A992 OR A572 ALL WIDE FLANGE BEAM SHAPES
(MINIMUM YIELD STRENGTH FY=50,000 PSI).
ASTM A325 ALL BOLTS USED FOR CONNECTING STRUCTURAL STEEL MEMBERS.
ASTM A307 GR.A" ALL ANCHOR BOLTS, LAG SCREWS UNLESS NOTED OTHERWISE.
ASTM A500 GR."B" ALL SQUARE TUBULAR SECTIONS (MINIMUM YIELD STRENGTH FY=46,OOC PSI).
IN
ALL ANCHOR BOLTS OR FASTENERS IN CONTACT WITH PRESSURE TREATED LUMBER SHALL BE HOT DIP GALVANIZED OR STAINLESS STEEL.
2. GROUT USED UNDER COLUMN BASE PLATES SHALL BE NON -SHRINK AND NON-METALLIC WITH A MINIMUM COMPRESSIVE STRENGTH OF 5,000 PSI
IN 28 DAYS. UNLESS OTHER APPROVED BY THE ENGINEER MAXIMUM APPLICATION THICKNESS OF THE GROUT SHALL BE % INCHES.
3. ALL STRUCTURAL STEEL DETAILS AND CONNECTIONS SHALL CONFORM TO THE STANDARDS OF THE CURRENT AISC SPECIFICATIONS FOR DESIGN,
FABRICATION AND ERECTION OF .STRUCTURAL STEEL FOR BUILDINGS.
4.. ALL WELDING SHALL CONFORM TO THE CURRENT STANDARD OF THE AMERICAN WELDING SOCIETY (A.W.S.). ALL SHOP AND FIELD WELDS MUST BE
MADE BY APPROVED CERTIFIED WELDERS.
5. ELECTRODES FOR ALL FIELD AND SHOP WELDING SHALL CONFORM TO ASTM A233 (CLASS 70). ALL WELDS NOT SHOWN SHALL BE AWS MINIMUM
ALL,WELDS SHALL DEVELOP TF_ FULL STP.ETIGTH OF THE MATERIAL EE:.':G WELDED- .... - . � .. .-_ .. .
6. SPLICING STRUCTURAL MEMBERS WHERE NOT DETAILED ON THE DRAWING IS PROHIBITED. - -
TO PROVIDE ALL
RY, TEMPORARY SH
TOR
B7. DURING THE IT ISITHE RACING TO A EONSTRUCTION THE STRUCTURE PHASE
STABLE AND PLUMBNSIBIUTY BEF RE CO PHLET ONN OFCCONNECTIO S, STEEL FRAMES.EASHEAR WALLS AND FLOORS ND
8. TEMPORARY BRACING SHALL NOT BE REMOVED UNTIL THE STRUCTURAL FRAME IS PROPERLY SECURED TO THE LATERAL LOAD RESISTING ELEMENTS
IN THE BUILDING. THE STABILITY OF THE FRAME DURING ERECTION IS THE CONTRACTOR'S RESPONSIBILITY.
9. CONNECTION BOLTS TO BE 4r4" DIAMETERN.N.O. ON PLANS), GRADE AS SPECIFIED ABOVE. ALL BOLTS SHALL BE "TORSION -CONTROL" TYPE BOLTS.
10. ALL STEEL SHALL RECEIVE TWO COATINGS OF SHOP APPLIED PRIMER PAINT. TOUCH UP ALL WELDS, SCRATCHES OR SCRAPES IN PAINT AFTER
ERECTION.
11. TORCH CUTTING OR HOLE BURNING IS NOT ALLOWED, NO EXCEPTIONS.
TEMPORARY ]ACIQNG AND SHORING NOTES
1. THE CONTRACTOR MUST PROVIDE TEMPORARY STRUCTURAL SUPPORT OR SHORING, AS REQUIRED, TO INSTALL FOUNDATIONS AND FRAMING WORK AS SHOWN
ON THE DRAWINGS.
2. THE CONTACTOR MUST PROVIDE ADEQUATE LATERAL BRACING. ALL SHORES MUST BE CARRIED DOWN TO FIRM BEARINO MATERIAL AND THE LOAD MUST BE
ADEQUATELY SPREAD OUT ON THE EXISTING SOIL d
3. G LOADS TO THE
AND SHORING OFTHEEXSTINGDSTRUCTURE IS REQUIRED ETO RELIEVE ALL EXrER ISTINGOAPP ED TRANSFER
OADS UALL ExNTILNNEW FOUNDATIONS FNDDCOIJACKING
JOISTS SHALL BE CONNECTIONS HAVE BEEN
COMPLETELY PLACED AND SECURED. JACKS MAY NOT BE RELIEVED, NOR SHORES REMOVED, UNTIL ALL NEW CONSTRUCTION WORK IS COMPLETE, THEREBY
TRANSFERRING APPLIED LOADS TO NEW STRUCTURAL ELEMENTS. CONTACTOR TO SUBMIT THE INTENDED JACKING AND SHORING SCHEME TO THE STRUCTURAL
ENGINEER FOR APPROVAL PRIOR TO STARTING WORK.
4. DURING THE CONSTRUCTION PHASE IT IS THE RESPONSIBILITY OF THE CONTACTOR TO PROVIDE ALL NECESSARY TEMPORARY SHORING AND BRACING TO
FMAKE AMETSE PROPERLY SECURED PLUMB BEFORE COMPLETION
LOAD RESISTING ELEMENTSCONNECTIONS.
THE STTRRUCTURE BRACING
STABILITY OFNOT
THE FRAME DURINGLERECTION ISTHE STRUCTURAL
THE
CONTACTORS RESPONSIBILITY.
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NO INSTALL NEW BASE PLATE ATOP EXISTING EXTERIOR FDN WALL, M ON
EXISTING CONCRETE BASEMENT SLAB, ATOP EXISTING 10" DEEP AND 20" WIDE X
CONT. CONCRETE FOOTING. (AS SHOWN ON ORIGINAL BUILDING DESIGN PLANS BY
AKRO ASSOCIATES, DATED NOV. 1984)
NEW HSS 4x4xY4" COLUMN -
3/16
% THICK x 0'-8'x 0'-8" STEEL -
BASE PLATE ATOP MAX. 1" THICK, .
SPECIFIED GROUT
W/ (2)-W DIA. ASTM F1554, GR.36
THREADED ROD W/ 10" EMBED.
DEPTH INTO CONCRETE FDN WALL
DRILL 134e DIA. HOLES USE HILTI HY
150 ADHESIVE.
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TYPICAL BASE PLATE DETAILS
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SCALE: 1/4"-F-0"
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QASE P A -PI AN BASE PLATE -PLAN.
(MOMENT FRAME) (MOMENT FRAM£) r'""`'11 r,,, Ci'iVC
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SPECIFIED GROUT t a. N Q)
W/ (4)--%' DIA_ ASTM F1554, GR.36 SCALE
THREADED ROD W/ 10" EMBED. 117.
DEPLi INTO CONCRETE FDN WALL - I I . d AS NOTED
DRILL t?fs DIA. HOLES USE HILTI HY III. DESIGNBY
150 ADHESIVE. Lj
a 4. DATE
4 1108/14/12
DRAWN BY
10' EXIST LJ
FDN. WALL CHECKED BY
1
BASE PLATE -SECTION TOWN O T PA/101 11H AHI.
(MOMENT FRAME) REVIEWED FOR BUILDING AK) ZONING CODE COMPLI•
ANCE, ERRORS OR O AMISS) NS DO NOT RELIEVE THE
APPLICANT OM THE RESP NSIBILITY OF "AS BUILT"
COMPLIANCE. N
TYPICAL BASE PLATE DETAILS DATE`
MOMENT FIU MEMOMENT FRAME .9 -� 1
SCALE: 114"=1'4" BUILDINCFFICIAL
m
"ISSUED FOR CONSTRUCTION" M r'lumv
PROJECT: NO.
C17759.00