HomeMy WebLinkAboutS2.3 - add 1.pdfSTRUCNRAL STEEL•
Structural steel detailing, fabrication, and erection shall conform to the AISC
°Specification for the Design, Fabrication, and Erection of Structural Steel for
Buildings", latest edition with amendments, and the curcent AISC "Code of
Standard Practice far Steel Buildings".
GENERAL 57RUCTURAL N07E5
The live load deflection of joist girders supporting floor members shall be
limited to span/360.
The live load deflection of joist girders supporting roof inembers shall be limited
to span/240.
Where bearing depth, length and end anchorages for joist girders are not shown
Structural tube steel shall conform to AS7M A 500, Grade B(Fy = 46 ksi). or noted, provide anchorages as required by the SJI specifications.
Structural steel rolled shapes, except plates, shall conform to AS7M A 572, Stabilizer plates to laterally stabilize the girders during erection shall be
Grade 50, unless otherwise noted. provided and detailed on supporting columns by the structural steel supplier.
Do not weld joist girder bottom chords to the stabilizer plates unless noted on
Anchor bolts shall conform to ASTM F7554 Grade 36, unless otherwise noted. the plans.
Erector shall maintain adequate temporary bracing in each direction until Joist girder bottom chord bracing shall be provided and shown on the shop
diaphragm and laterol broce construction is completed. drowings where required.
Unless otherwise noted, bolted connections for structural steel members shall be All joist girders shall be painted with a rust—inhibiting primer. Primer color
made with 3/4" diameter high strength balts, conforming to ASiM A325. shall be gray unless otherwise directed by the General Contractor or Owner.
Except as noted, bolted connections shall be tightened to the snug tight All joist girders exposed to weather shall receive one additional finish coat of
condition. Bolted connections where used in wind brace elements shall be
tightened using the turn—of—nut method. Connections shall conform to the primer.
"Specification for Structural Joints Using ASTM A325 or A490 Bolts", approved STEEL DEqC:
by the Research Council on Structural Connections of the Engineering
Foundation. Provide and erect steel deck in accordance with the latest edition of the Steel
Welding procedures shall conform to the latest edition of the American Welding Deck Institute's Specifications and Code of Standard Practice.
Societys "Structural Welding Code for Steel ANSI / AWS D1.1", "Reinforcing Steel Deck manufacturer shall provide all roof deck accessories, including closures,
ANSI / AWS D1.4", and Sheet Steel ASNI / AWS D1.3". supplementary framing, and sump pans.
Splicing of structural steel members where not detailed on the contract Steel roof deck and accessories shall be galvanized, aluminized or shop painted
documents is prohibited without the prior approval of the Structural Engineer as With a rust inhibiting primer. Primer color shall be gray unless otherwise
to location, type of splice and connection to be made. directed by the General Contractor or Owner.
Welded connections using ASTM A572 steel as a base metal shall be made with µmere deck coatings are damaged by welding operations during erection and
E70XX Low Hydrogen electrodes. Unless otherwise shown or noted on the installation, erector shall coat damaged area with a rust inhibiting primer to
drawings, other welded connections may be made with standard E70XX restore the deck to its original condition and color.
electrodes.
Surfaces within 2—inches of an field weld shall be free of materials that would Roof deck which will be exposed to weather shall have one additional finish coat
Y of rust inhibiting paint, field applied.
prevent proper welding or produce toxic fumes while welding is being done.
Roof deck shall be attached to the strucWral steel in accordance with the
Beams shall be cambered upward where shown on the contract documents. detuils shown in the plons. Welding shull be performed in uccardance with the
Where no upword camber is indicated, ony mill camber sholl be detoiled upword latest edition of the American Welding Societys "Structural Welding Code —
in the beams. Sheet Steel ANSI / AWS D7.3".
Structural steel shall be shop—painted with a rust inhibiting primer. Primer Composite steel floor deck supporting interior slabs shall be either shop painted
color shall be gray unless otherwise directed by the Architect. Steel that will With phosphatized paint or hot—dip galvanized in accordance with ASiM A525,
be exposed to weather shall receive one additional finish coat. All abrasions Class G 60.
caused by handling after shop painting shall be touched—up after erection is
complete.
The Structural Steel Contractor shall prepare detailed working or shop drawings
to enable him to fabricate, erect and construct all parts of the work in
accordance with the drawings and specifications and shall submit one
reproducible copy and one blue line copy to the Structural Engineer for
approval. These shop drawings will be reviewed for design concepts expressed
in the contract documents only. The Contractor shall be responsible for all
dimensions, accuracy, and fit of work.
STEEL JOISTS:
Steel bar joists shall be designed, fabricated, erected and braced in accordance
with the latest Steel Joist Institute (SJI) specifications.
Steel joists are described on the plans as follows:
DD K iL/LL
where DD indicates the maximum allowable joist depth, K indicates the joist
series, and 7L/LL is the specified total load and live load(pounds per lineal
faot� far which the jaist pravider must design the joist. Special loading
diagrams may be provided for joists with unusual loadings.
The live laad deflectian of flaor joists shall be limited to span�360.
The live load deflection of roof joists shall be limited to span/360.
Where bearing depth, length and end anchorages for steel joists are not shown
or noted, provide anchorages as required by the SJI specifications.
Horizontal bridging and diagonal bridging for steel joists shall be located and
designed as required by the SJI specifications. Bridging members shall be
connected to the joist chords by welding or other mechanical means. The ends
af bridging lines terminuting ot concrete block wolls or steel beams shall be
securely anchored thereto at top and bottom chords.
Hangers and other supports for mechanical, electrical, or plumbing systems shall
be located at the intersection of the chord and web members. The Structural
Engineer must review concentrated loads in excess of 200 pounds.
Where columns are not framed in at least two directions with steel beams, the
joist at or nearest each column line shall be bolted to supporting members
during erection.
All bar joists shall be painted with a rust—inhibiting primer. Primer color shall
be gray unless otherwise directed by the General Contractor or Owner.
All bar joists exposed to weather shall receive one additional finish coat of
primer.
STEEL JOIST GIRDERS:
Steel joist girders shall be designed, fabricated, erected and braced in
accordance with the latest Steel Joist Institute (SJI) specifications.
Steel joists girders are described on the plans as follows:
DD G XN TL
where DD indicates the maximum allowable girder depth, G indicates the girder
type, X is the number of joist spaces, and TL is the specified total load(kips)
for which the joist girder provider must design the girder. Special loading
diagrams may be provided for girders with unusual loadings.
Steel floor deck supporting exterior slabs shall be galvanized in accordance with
the latest edition of ASTh1 A525, Class G 90.
Deck manufacturer shall provide all floor deck accessories, such as edge forms,
closures, fillers and pour stops for a complete installation, whether or not such
items are detailed on the contract documents.
Unless otherwise shown ar nated, Floor deck shall be attached ta the structural
steel in accordance with the Manufacturer's recommendations.
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COLD FORMED STEEL FRAMING NOTES:
SF1 All light gage, cold formed steel (CFS) members shall conform to the following (see
drawings for applications)
Type SIZE OLD GAGE SPACING GRADE
Exterior Wall Studs 600 S 164-54 i6 i6" o.c. u.n.o. ST33H (33ksi)
Interior Load—Bearing Studs 600 S 164-54 16 16" o.c. u.n.o. ST33H (33ksi)
SF2 All sheet steel shall comply with ASTM A7003. Coating shall be G90 galvan(zing.
SF3 Provide steel tracks complying with ASiM C955, thickness to match studs, 2" Flange width
SF3 Pravide 1/2" ASTM F7554, Grude 36 hooked anchar balts ot oll steel trocks, u.n.o. Anchor
bolt spacing = 48" O.C. u.n.o. Provide bolt at 8" from the ends of all walls u.n.o.
SF6 All cold formed steel members shall comply with the requirements of the latest AISI
Specification.
SF7 Field welding is not permitted. Provide screwed connection.
SFS For all non—load bearing studs, provide deflection clips isolating the stud from the primary
structure.
SF9 Provide 5/8" plywood sheathing on outside face of all exterior wall studs.
CFS HEADER SCHEDULE
(IN7ERIOR NON—LOAD BEARING WALLS)
OPENING HEADER JAMB
0'-0" TO 8'-0" �2; STUD�DEP7H T750-33 MIN �2� 600Si62-33 �20'-0" MAX— HGT�
8'-1" TO 10'-0" �2) STUD�DEPTH T162-33 MIN (2) 6005162-33 (20'-0" MAX— HGT)
10'-1" TO 12'-0" �23 SiUD�DEPTH+Ti62-54 MIN �2� 800S162-33 �20'-0" MAX— HGT�
12'-1" TO 16'-0" �2; STUDSD P7H4T762-33 MIN �2� SOOSi62-54 �20'-0" MAX— HGT�
CFS HEADER SCHEDULE
(EX7ERIOR NON—LOAD BEARING WALLS)
OPENING HEADER JAMB
0'-0" TO 8'-0" SZ) 6005162-54+ MIN (2) 6005762-54
�2) STUD DEPTH T150-54
8'-1" TO 10'-0" S22 800S162-54+ MIN (2) 6005162-68
�z� SiUD DEP7H T150-54
10'-1" TO 12'-0" 2 �2005162-68+ MIN (2) 6005250-68
2 STUD DEP7H T150-68
CFS HEADER SCHEDULE NOTES:
1. WEB Si1FFENERS REQUIRED AT EACH END OF HEADERS AND SILL
2. HEADERS ARE BOXED SEC110N5, SEE DETAILS.
3. JAMBS ARE BACK TO BACK SECTIONS, SEE DETAILS.
4. PROVIDE SAME FRAMING FOR OPENING SILL AS SHOWN FOR HEADER.
5. SCHEDULE APPLIES TO 16'-0" MAXIMUM S7UD UNBRACED LENG7H (WALL HEIGHT).
6. MINIMUM JAMB DEPTH SHONM, ACTUAL JAMB DEPiH TO MATCH STUD DEPTH IF LARGER.
Notes:
�) The capacity oF the connectian shall be the lesser of�
A) Bolt Capacity
B) Weld Capacity
D) We�t SP� Capacity
2) ReFer to AISC ASD - Mmual oF Steel Canstruction (Part I).
3) Allowable bolt capacity is based on 3/4'� A325-N Type bolts.
4) For wped bean cannectians, the wpacity oF the net shear area of the web
sMll be verified.
STANDARD BEAI"1 S�IEAR
TAB CONN ECT I ON D FTA I L
ASD DFSIGN
SCALE� NONE
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t WEB min. = 0.51" FOR A36 BEAMS
0.37" FOR GR. 50 BEAMS
I/2" � � ��q V \ E70XX
DOUBLE L 4x3 I/2"x5/Ib'
Notes:
I) The capacity oF the canection aMll be the lesaer of:
A) Bolt Capacity
B) Weld Capacity
C) Canected Plate Capacity
D) Black Shear
2) Allowable weld capacity is based an web thiclmesses noted
above. Ratio this capacity for lesser web thicknesxs.
3) Allowable bolt capacity is baxd on 3/4"A A325-N Type bolts.
4) Block sFaar sFauld be checked For coped beans.
STANDARD DOUBLE
ANGLE CONNECTION DETAIL
ASD DESIGN
SCALE� NONE
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OWNERREVIEW 08/22/12
BID SET OB/29/12
Issue Date DnNn Br Chadcad By
08/27/12 D.T.C. T.G.S.
GENERAL
NOTES AND
STRUCTURAL
DETAILS
Certlflad By�
Draring Numben
ONB-S2.3
Pro�eet Numben
12-116