HomeMy WebLinkAbout07020031.11GENERAL STRUCTURAL NOTES
The structure and its several parts have been designed for the in- service loads
only. The methods, means, procedures, and sequences of construction are the
responsibility of the Contractor. The Contractor shall take all necessary
precautions to insure safe working conditions and maintain the integrity of the
structure during all stages of construction. The adequacy of the design of
temporary bracing, shoring, etc. is the contractor's responsibility.
STRUCTURAL 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 AISC "Code of Standard
Practice for Steel Buildings ", 1986 edition with amendments.
Structural steel rolled shapes, except plates, shall conform to ASTM A 572,
Grade 50, unless otherwise noted.
Structural tube steel shall conform to ASTM A 500, Grade B (Fy = 46 ksi).
Anchor bolts shall conform to ASTM A 36, unless otherwise noted.
Erector shall maintain adequate temporary bracing in each direction until
diaphragm and lateral brace construction is completed.
Unless otherwise noted, bolted connections for structural steel members shall be
made with 3/4" diameter high strength bolts, conforming to ASTM A325.
Except as noted, bolted connections shall be tightened to the snug tight
condition. Connections shall conform to the "Specification for Structural Joints
using ASTM A325 or A490 Bolts ", approved by the Research Council on
Structural Connections of the Engineering Foundation.
Welding procedures shall conform to the latest edition of the American Welding
Society's "Structural Welding Code for Steel ANSI / AWS D1.1", "Reinforcing Steel
ANSI / AWS D1.4 ", and "Sheet Steel ASNI / AWS D1.3 ".
Welded connections using ASTM A572 steel as a base metal shall be made with
E70XX Low Hydrogen electrodes. Unless otherwise shown or noted on the
drawings, other welded connections may be made with standard E70XX
electrodes.
Surfaces within 2- inches of any field weld shall be free of materials that would
prevent proper welding or produce toxic fumes while welding is being done.
Splicing of structural steel members where not detailed on the contract
documents is prohibited without the prior approval of the Structural Engineer as
to location, type of splice and connection to be made.
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.
All bar joists shall be shop painted with a gray, rust - inhibiting primer.
Steel joists shall be fabricated in accordance with the design specification
shown for each joist on the drawings. The design specifications follow the
form:
DD K TL / LL
where DD indicates the maximum joist depth, K indicates the joist series, TL /
LL indicates the design total load and live load respectively in pounds per lineal
foot. Deflection due to live load shall be limited to 1/360 of the joist span for
Floor Joists, & 1/240 of the joist span for Roof Joists.
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
of bridging lines terminating at concrete block walls 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. Concentrated
loads in excess of 200 pounds must be reviewed by the Structural Engineer.
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.
STEEL JOIST GIRDERS:
Steel joist girders shall be designed, fabricated, erected and braced in
accordance with the latest Steel Joist Institute (SJI) specifications. Joist
girders that are part of a moment resistive rigid frame shall be designed for
the indicated end moments.
All joist girders shall be shop - painted with a gray, rust - inhibiting primer.
Joist girders shall be fabricated in accordance with the design specification
shown for each joist girder on the drawings. The design specifications follow
the form:
DD G XN TLK
where DD indicates the maximum joist girder depth, G indicates joist girder
type, X indicates the number of joist spaces (equal or unequal) occurring in the
joist girder span, and TL indicates the total panel point design load (excluding
joist girder self weight) in kips. Where "VG" replaces "G ", joist must bear only
at vertical joist girder web members. Deflection due to live load shall be
limited to 1/360 of the joist girder span for floor joist & 1/240 of joist girder
span for roof joists.
Stabilizer plates shall be provided on the columns between the joist girder
bottom chord angles as required by SJI specifications. DO NOT WELD BOTTOM
CHORD ANGLES TO STABILIZER PLATES. UNLESS NOTED.
Where end anchorages for joist girders are not shown or noted, provide
anchorages as required by the SJI specifications.
Joist girder bracing shall be as shown on the shop drawings and as required by
the joist girder manufacturer.
STEEL DECK:
Provide and erect steel deck in accordance with the latest edition of the Steel
Deck Institute's Specifications and Code of Standard Practice.
Deck manufacturer shall provide all roof deck accessories, including closures,
supplementary framing, and sump pans.
Steel roof deck and accessories shall be shop painted with a rust inhibited
primer. Primer color shall be grey unless noted otherwise.
Roof deck which will be exposed to weather shall have one additional finish coat
of rust inhibiting paint, field applied.
Roof deck shall be attached to the structural steel in accordance with the
details shown in the plans. Welding shall be performed in accordance with the
latest edition of the American Welding Society's "Structural Welding Code -
Sheet Steel ANSI / AWS D1.3 ".
Composite steel floor deck supporting interior slabs shall be either shop painted
with phosphatized paint or hot -dip galvanized in accordance with ASTM A525,
Class G 60.
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 or noted, floor deck shall be attached to the structural
steel in accordance with the Manufacturer's recommendations.
15 PSF -
CENTERLINE -
PANEL POINT
EDGE OF CURB
IF THIS DIMENSION 15 MORE THAN 4"
ADD 2— L2x2x3/l6" AS SHOWN.
WELD TO TOP t BOTTOM CHORDS
(FURNISHED it INSTALLED BY MISC. STEEL
CONTRACTOR)
STEEL CHANNELS IN DECK CELLS
12" O.G. (OVER JOISTS) UNDER
CURBS (BY MISC. STEEL CONTRACTOR)
T RE
ROOF
SCALE: NONE
SEE PLAN
FOR ADDITIONAL JOIST
REINFORCEMENT, SEE
JOIST REINFORCING AT
ROOF TOP UNIT CURBS"
THIS SHEET
PROVIDE GROSS
BRIDGING PLATE 0
EACH CORNER OF
THE UNIT IF WEIGHT
IS IN EXCESS OF
850 LBS.
qFORGEMENT AT
XD UNIT CURBS,
SEE PLAN SEE PLAN
BEAR ANGLE ON JOIST I JOIST PER PLAN
TOP CHORDS. I I (TYPI GAO
(SEE PLAN FOR
ANGLE SIZE)
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I
JOIST � PLAN SUPPORT TYPICAL
ROOF OPENING
SEE PLUMBING DRAWINGS
FOR LOCATION AND SIZE
OF ROOF DRAIN AND
OVERFLOW DRAIN.
L 3x3x 114' FRAME
TO SUPPORT DRAIN
TYPICAL ROOF
DRAIN SUPPORT,
SCALE: NONE
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THICKNESS
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PLATE 3/8"
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ALLOWABLE SERVICE LOADS (Kira)
II
L-H
D&4
2
6"
82K
3
9"
16.3K
4
12"
26.1K
5
15"
363K
6
le
463K
7
21"
56.4K
Notes:
1) The capacity of the connection shall be the lesser of:
A) Bolt Capacity
B) Weld Capacity
G) Supporting Plate Capacity
D) Web Net Shear
2) Refer to AISC ASD - Manual of Steel Construction (Part 1).
3) Allowable bolt capacity is based on 3/4 "m A325 -N Type bolts.
4) For coped beam connections, the capacity of the net shear area of the web
shall be verified.
STANDARD BEAM SHEAR,
TAB CONNECTION DETAIL
ASD DESIGN,
SCALE: NONE
R��.
TYPICAL ROOF
Kbl),
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DECK ATTACHMENT,
SCALE: NONE
NOTES
1) 1 1/2" TYPE W 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.
F.7
2 1/2" m EXTRA STRONG PIPE
_ , - - - TS 5x5x5/ 16 CENTERED ON BEAM
In 1/4 - -- INSULATION AND ROOFING MATERIALS
- I 1
----- - - - - -- '----- - - - - --
COL. CAP 3/4" MIN.
PROVIDE SEATS
FOR JOISTS AND GIRDERS
AT TIE -OFF LOCATIONS.
TYPICAL DAVIT DETAIL
SCALE: NONE
GAP PLATE 3116" GAP PLATE 3/16"
ROUND OFF CrI4
i
EDGES OF PIPE i - - - -- i PIPE
TYP.
GRIND
1/4(1/4)
SMOOTH
TS SECTION ELEVATION
MATERIAL TO RELIEVE I SHOP COAT RUST INHIBITING
PRIMER AND I FIELD APPLIED FINISH COAT
DETA I L "A".
SCALE: NONE
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THICKNESS
TZ
G
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c m
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z_ -
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t WEB min. = 0.51" FOR A36 BEAMS (VOTE 2)
0.37" FOR GR. 50 BEAMS
I /2" L I/4 E70XX
DOUBLE L 4x3 1/2 "x5/16"
ALLOWABLE SERVICE LOADS (Kipp
II
L-H
D&4
Welds (Note 2)
2
51/2"
37.IK
495K
3
8 1/2"
55.7K
73.7K
4
11 1/2"
742K
97K
5
14 I /2"
92.8K
118K
6
17 1/2"
I I IK
139K
7
201/2"
130K
158K
Notes:
1) The capacity of the connection shall be the lesser of:
A) Bolt Capacity
B) Weld Capacity
G) Connected Plate Capacity
D) Block Shear
2) Allowable weld capacity 6 based on web thicknesses noted
above. Ratio this capacity for lesser web thicknesses.
3) Allowable bolt capacity is based on 314 0 A325 —N Type bolts.
4) Block shear should be checked for coped beams.
STANDARD DOUBLE
ANGLE CONNECTION DETAIL
ASD DESIGN
SCALE: NONE
JOIST SEAT
COLUMN PER PLAN
BASE ie I I /4 "x 1 6 "x I' -4" 0 W I O
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ELEVATION PLAN
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SCALE: NONE
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TOP OF BEAM
EL. PER PLAN
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NOTES:
1. ALL BOLTS TO BE TIGHTENED TO SLIP CRITICAL CONDITION.
2. ALL BOLT HOLES TO BE STANDARD HOLES. NO FIELD
MODIFICATIONS, SLOTTED, OR OVERSIZED HOLES MAY BE USED.
3. WELDED SPLICE MAY BE USED W/ ENGINEER OF RECORD APPROVAL.
13/4"
1 7/8" 17/6 1
1 1/2" 3" 3" 11/2"
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In I D 11
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i I I N TOP AND BOTTOM
ca i i FLANGE OF W 14x90
W14x90
COLUMN SPLICE PLAN V I EN
SCALE: 3/4" = I' -O"
CENTERLINE OF 7/8 "m ASTM A490 BOLTS.
SPLICE SLIP CRITICAL CONNECTION
(TYP. OF 70)
GRIND WELD SMOOTH
I/2 AT SPLICE JOINT
L 4x4x314 "x9" BOTH 51DE5
PLATE 3/4 "x6"x2' -2"
W/16-15/16'(D HOLES
(TYP. OF 4)
COLUMN SPLICE ELEVATION.' V I Elul
SCALE: 3/4" = I' -0"
STIFFENER fE 5/8"
COLUMN PER PLAN
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