HomeMy WebLinkAbout8GENERAL
STRUCTURAL
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in
NOTES
2
6"
8.2K
STRUCTURAL STEEL,
The live load deflection of joist girders supporting floor members shall be
16.3K
limited to span/360.
Structural steel detailing, fabrication, and erection shall conform to the AISC
"Specification for the Design, Fabrication, and Erection of Structural Steel for
The live load deflection of joist girders supporting roof members shall be limited
5
15"
Buildings", latest edition with amendments, and the current AISC "Code of
to span/240.
Standard Practice for Steel Buildings".
Where bearing depth, length and end anchorages for joist girders are not shown
Structural tube steel shall conform to ASTM 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 ASTM A 572,
Stabilizer plates to laterally stabilize the girders during erection shall be
and detailed on supporting columns by the structural steel supplier.
Grade 50, unless otherwise noted.
provided
Do not weld joist girder bottom chords to the stabilizer plates unless noted on
Anchor bolts shall conform to ASTM F1554 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 lateral brace construction is completed.
drawings 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
shall be gray unless otherwise directed by the General Contractor or Owner.
made with 3/4" diameter high strength bolts, conforming to ASTM A325.
t
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 DECK:
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.
Society's "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
Where 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.
Roof deck which will be exposed to weather shall have one additional finish coat
Surfaces within 2 -inches of an field weld shall be free of materials that would
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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 structural steel in accordance with the
Beams shall be cambered upward where shown on the contract documents.
details shown in the plans. Welding shall be performed in accordance with the
Where no upward camber is indicated, any mill camber shall be detailed upward
latest edition of the American Welding Society s "Structural Welding Code -
in the beams.
Sheet Steel ANSI / AWS D1.3".
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 ASTM 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.
Steel floor deck supporting exterior slabs shall be galvanized in accordance with
The Structural Steel Contractor shall prepare detailed working or shop drawings
the latest edition of ASTM A525, Class G 90.
to enable him to fabricate, erect and construct all parts of the work in
Deck manufacturer shall provide all floor deck accessories, such as edge forms,
accordance with the drawings and specifications and shall submit one
closures, fillers and pour stops for a complete installation, whether or not such
reproducible copy and one blue line copy to the Structural Engineer for
items are detailed on the contract documents.
approval. These shop drawings will be reviewed for design concepts expressed
in the contract documents only. The Contractor shall be responsible for all
Unless otherwise shown or noted, floor deck shall be attached to the structural
dimensions, accuracy, and fit of work.
steel in accordance with the Manufacturer's recommendations.
STEEL JOISTS:
Steel bar joists shall be designed, fabricated, erected and braced in accordance
with the latest Steel Joist Institute (SJI) specifications.
SEE
PLAN
Steel joists are described on the plans as follows:
COLUMN PER PLAN
DID KTL/LL
BENT PLATE
l
where DD indicates the maximum allowable joist depth, K indicates the joist
3/8"xA5 REQ'D+4"xl'-2"
series, and TL/LL is the specified total load and live lood(pounds per lineal
;li
1/4
foot) for which the joist provider must design the joist. Special loading
I
diagrams may be provided for joists with unusual loadings.
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it
The live load deflection of floor joists shall be limited to span/360.
1/4
1/4
The live load deflection of roof joists shall be limited to span/360.
TUBE 4 PLATE
I'
BOTTOM OF TUBE
Where bearing depth, length and end anchorages for steel joists are not shown
PER PLAN
EL. PER PLAN
or noted, provide anchorages as required by the SJI specifications.
Horizontal bridging and diagonal bridging for steel joists shall be located and
G8x11.5
designed as required by the SJI specifications. Bridging members shall be
connected to the joist chords by welding or other mechanical means. The ends
1" FROM FACE
1'�
of bridging lines terminating at concrete block walls or steel beams shall be
OF TUBE
securely anchored thereto at top and bottom chords.
I
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.
TYPICAL
TU13E
TO
All bar joists shall be painted with crust -inhibiting primer. Primer color shall
by the General Contractor or Owner.
COLUMN CONNECTION.
be gray unless otherwise directed
All bar joists exposed to weather shall receive one additional finish coat of
SCALE: 3/4" - 1'-0"
primer.
STEEL JOIST GIRDERS:
t - CONNECTED
THICKNESS
V
- 1/4 -� E70XX
LU
CL
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1 PLATE 3/8"
ALLOWABLE SERVICE LOADS MRS)
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Bolts
2
6"
8.2K
3
q"
16.3K
4
12"
26.1K
5
15"
36.3K
6
18"
46.3K
7
21"
1 56.4K
t - CONND
THICKNESS
.Z
F �
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PLA'
Z
E
1/2"
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Notes:
1) The capacity of the connection shall be the lesser of:
A) Bolt Capacity
B) Weld Capacity
C) Supporting Plate Capacity
D) Web Net Shear
2) Refer to RISC ASD - Manual of Steel Construction (Part 1).
3) Allowable bolt capacity is based on 3/4"0 A325 -N Type bolts.
4) For coped beam connections, the capacity of the net shear area of the web
shall be verified.
STANDARD BEAN SHEAR
TAB CONNECTION DETAIL
ASD DE -SIGN.
SCALE: NONE
TYPICAL KNEE BRACE DET
SCALE: NONE 511
Steel joist girders shall be designed, fabricated, erected and braced in
accordance with the latest Steel Joist Institute (SJI) specifications. JOIST GIRDER STIFFENER R 3/8"
SEAT R 1/2 SEAT -
Steel joists girders are described on the plans as follows: JOIST SEAT
(TYP.) JOIST SEARING
DD G XN TL - --- , EL. PER PLAN
-_zz-- -- JOIST SEAT
where DD indicates the maximum allowable girder depth, G indicates the girder N r --
type, X is the number of joist spaces, and TL is the specified total load(kips) \
J ig-01a iii 3/16
for which the joist girder provider must design the girder. Special loading O >` >��
diagrams may be provided for girders with unusual loadings. FO
O \ N
JOIST SEAT
PLAN
3/16
JOIST GIRDER
SEAT
TYPICAL INTERIO
JOIST 4 JOISTSCALE: NONE
GIl
SEAT h'- 1/2
3/16 TYP. (TYP. )
COLUMN PER PLAN
5 C ION STIFFENER It 5/8"
;OLUMN
O fig SEATS
OORDINATE HOLE
)CATIONS P4/JOIST
UPPLIER
�—JOIST GIRDER
SEAT
PLAN
r=
-� t WEB min. - 0.51" FOR A36 BEAMS
z 1" 0.37" FOR GR. 50 BEAMS
1" MIN. ARI 1" MIN.
c� 0 i
1/4 \ E70XX
DOUBLE L 4x3 1/2"x5/16"
ALLOWABLE SERVICE LOADS (Kira)
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Bolts
Welds (Note 2 )
2
5 1/2"
37.1K
4q.5K
3
8 1/2"
55.7K
73.7K
4
11 1/2"
74.2K
q7K
5
14 1/2"
g2.8K
118K
6
17 1/2"
111K
13gK
7
20 1/2"
1 130K
158K
Notes:
1) The capacity of the connection shall be the lesser of:
A) Bolt Capacity
B) Weld Capacity
C) Connected Plate Capacity
D) Block Shear
2) Allowable weld capacity is based on web thicknesses noted
above. Ratio this capacity for lesser web thicknesses.
3) Allowable bolt capacity is based on 3/4"0 A325 -N Type bolts.
4) Block shear should be checked for coped bacros.
STANDARD C
ANGLE CONNE
ASE) DESIGN
SCALE: NONE
OUBLE
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ETAIL
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JOIST SEAT
SEAT R 1/2
(TYP. )
STIFFENER
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74
3/16
N
JOIST GIRDER
SEAT
TYPICAL EXTERH
JOIST d JOISSCALE: NONE
T GI
TYPICAL ROOF,
DECK ATTACHMENT
SCALE: NONE
NOTES:
1) 1 1/2" TYPE "B" WIDE RIB, 22 GAGE METAL
ROOF DECK - MINIMUM THREE SPAN CONDITION.
2) WELD THROUGH MULTIPLE SHEETS AT
ALL END AND SIDE LAPS.
3) END LAPS SHALL OCCUR
ONLY AT SUPPORT POINTS.
SECTION
>LUMN
J0I5T BEARING
EL. PER PLAN
SEAT R 1/2
(TYP. )
COLUMN PER PLAN
STIFFENER
R 5/8"
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Scope Drawings,
These drawings indicate the genera scope of the project
in terms of architectural design concept, the dimensions of
the building, the major architectural elements and the type
of structural, mechanical and electrical systems.
The drawings do not necessarily indicate or describe all
work required for full performance and completion of the
requirements of the Contract.
On the basis of the general scope indicated or described,
the trade contractors shall furnish od items required for the
proper execution and completion of the work.
Revisionso
Issue Date
Drawn By
Checked By
07/06/12
D.T.C.
T.G.S.
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Scope Drawings,
These drawings indicate the genera scope of the project
in terms of architectural design concept, the dimensions of
the building, the major architectural elements and the type
of structural, mechanical and electrical systems.
The drawings do not necessarily indicate or describe all
work required for full performance and completion of the
requirements of the Contract.
On the basis of the general scope indicated or described,
the trade contractors shall furnish od items required for the
proper execution and completion of the work.
Revisionso
Issue Date
Drawn By
Checked By
07/06/12
D.T.C.
T.G.S.
Drawing Title,
GENERAL
NOTES AND
STRUCTURAL
DETAILS
Certified By,
STE
.
P 1951032
STATE OF
" a1,
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Drawing Number
OL -S2.3
Project Number,
12-065