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NOTES:
1. SERVICE LOADS SHOWN ARE MORE CRITICAL OF D + L
OR .75(D+L+W)
OR D+.75(L+E)
OR W—.9(D)
OR E—A(D)
2. CONNECTIONS SHALL BE DESIGNED FOR FORCE INDICATED ON
ELEVATION.
1 /2"0
VARIES STL. EL.
1/2"0 ERECTION BOLT
DETAIL
S2.
1/2"0 ERECTION BOLT
DBL. ANGLE CONN.
TO FILL BM. WEB r—IQ 5/8"
3. ALL BOLTED CONNECTIONS SHALL BE "SLIP CRITICAL" CONNECTIONS
36/7
\_5/8DID CUDDLE
E NOTES:
1) SIDELAP FASTENERS TO CONSIST OF 2—q10 TEK SCREWS
PER SPAN
2) ALL ROOF DECK TO BE 22 GAGE TYPE B (WIDE RIB)
METAL DECK
3) SUPPLY IN SHEETS LENGTHS TO PROVIDE A MINIMUM
3—SPAN CONDITION
RELEASED FOR CONSTRUCTION PIGAL ROOF DECK
Subject to compliance with all regulations TACHMENT PATTERN
of State and Incal Codes
e City of Camel ((��
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DATE: \\ 08/19/19
DETAIL 3
IS2.
JST. SPACING PER PLAN
TYPICAL ROOF
OPENING DETAIL
NO SCALE
I1
///--BM. PER PLAN
W.P.
¢l
z
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PL 5/8"J`\
1 4 TYR. \
.ACE PER ELEVATION
DETAIL 2
S2.
JGLE CONN.
BM. WEB
EL. dk
LA
ANGLE CONN.
ILL SM. WEB
SECTION 4
S2.
IF THIS DIMENSION IS MORE THAN 4"
ADD (2) — L2x2X3/16 AS SHOWN. _
WELD TO TOP & BOTTOM CHORDS
(FURNISHED & INSTALLED BY MECH.
CONTRACTOR)
HARDWOOD BLOCKING IN DECK CELLS
® 12" O.C. (OVER JOISTS) UNDER —
CURBS (BY MECH. CONTRACTOR)
STEEL JOIST PER PLAN
EDGE OF —II—CL PANEL POINT
CURB
JOIST REINFORCING AT
ROOF TOP UNIT CURBS
NO SCALE
DECK PER PLAN
STRUCTURAL STEEL
Detailing, fabrication and erection of structural steel shall be in conformance with the
AISC Specification for Structural Steel Buildings, latest edition with amendments, and the
AISC Code of Standard Practice for Steel Buildings and Bridges, latest edition with
amendments.
Rolled shapes shall conform to ASTM A992, Grade 50.
Plates shall conform to ASTM A36.
Tubing shall conform to ASTM A500, Grade B.
Column anchor bolts shall conform to ASTM A36, unless noted otherwise.
Rolled shapes and plates shall be shop —painted gray with a rust inhibiting primer, unless
directed otherwise by the specification. Touch up all nicks and abrasions after erection is
complete.
Design connections not shown per the latest edition of the AISC Specification and Manual
of Steel Construction.
Bolted connections shall be mode with 3/4" diameter bolts, conforming to ASTM A325,
tightened to the snug tight condition, unless noted otherwise. Bolted connections in wind
brace elements shall be tightened using the turn —of —nut method. 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 of structural members shall be in conformance with the American Welding
Societys (AWS) Structural Welding Codes for: Steel ANSI/AWS D1.1, Sheet Steel ANSI/AWS
D1.3 and Reinforcing Steel ANSI/AWS D1.4.
Typical welded connections shall be made with E70XX electrodes. When ASTM A992 steel
is used as a base metal, E70XX Low Hydrogen electrodes shall be used.
Base material within 2" of any field weld shall be free of materials that would prevent
proper welding or produce toxic fumes during welding operations.
Splicing of structural steel members is not permitted without prior approval of the
Structural Engineer.
STEEL DECK
Supply and erect steel deck in conformance with the latest edition of the Steel Deck
Institutes Specifications and Code of Standard Practice.
Deck supplier shall provide all roof deck and accessories required for a complete
installation. Such materials shall be shop painted with a rust inhibiting primer.
Roof deck attachment shall be as directed on plan. Roof deck shall be attached to
continuous supports at 12" o.c. along the building perimeter. Welding operations shall
comply with the latest edition of the American Welding Societys Structural Welding Code
—Sheet Steel ANSI/AWS D1.3.
STEEL JOISTS
Steel bar joists shall be designed, fabricated and installed in conformance with the
requirements of the latest Steel Joist Institute (SJI) specifications.
Steel bar joists shall be shop painted with a rust —inhibiting primer.
Steel joists shall be designed and fabricated per loading information shown on plan. Live
load deflection shall be limited to the following:
L/360 of the joist span
Where connections for steel joists are not shown or noted, provide connections as
required by the SJI specifications.
Horizontal and diagonal bridging for steel joists shall be located and designed per the SJI
specifications. Bridging angles shall be welded to joist top and bottom chords and shall
be positively attached at ends of joist bays as detailed on plan.
Support all mechanical, electrical, plumbing and sprinkler systems at panel points only.
Otherwise reinforce chord members per plan details. Point loads greater than 200 pounds
must be reviewed by the Structural Engineer.
If a column is not framed in at least two directions with steel beams, then the joist
nearest the column shall be bolted to supporting members during erection.
STEEL JOIST GIRDERS
Steel joist girders shall be designed, fabricated and installed in conformance with the
requirements of the latest Steel Joist Institute (SJI) specifications.
Joist girders shall be designed and fabricated per loading information shown on plan (self
weight not included). When a girder is designated with VG instead of G. joists must bear
only at vertical Joist Girder web members. Live load deflection shall be limited to the
following:
L/360 of the joist span
Provide stabilizer plates on columns between the joist girder bottom chord members as
required by Steel Joist Institute (SJI) specifications.
Where end connections for joist girders are not shown or noted, provide connections as
required by the Steel Joist Institute (SJI) specifications.
Joist Girder bracing shall be as indicated by the manufacturer and as required by the
Steel Joist Institute (SJI) specifications.
DESIGN DATA
The structure was designed per the Indiana Building Code
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ARCHITECTURE
5719 LAWTON LOOP E. DR. # 212
INDIANAPOLIS, IN 46216
O :: 317.288.0681
F :: 317.288. 0753
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Structural Design, Inc.
7271 UST US Nor 52
New Palestine, Indiana 46163
(ae) Xti 1u (3a) st-77sd
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STATE BE
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THIS DRAWING AND THE IDEAS. DESIGNS
AND CONCEPTS CONTAINED HEREIN ARE
THE EXCLUSIVE INTELLECTUAL PROPERTY
OF CURRAN ARCHITECTURE, AND ARE NOT
TO BE USED OR REPRODUCED, WHOLE OR
IN PART. WITHOUT THE WRITTEN
CONSENT OF CURRAN ARCHITFCT IRE
0
COPYRIGHT Zan, CURRAN
WESTON POINTE RETAIL
WESTON POINTE DRIVE
NORTH MICHIGAN ROAD
CARMEL, INDIANA
PERMIT SET 05.20.19
REVISED 05.27.19
SDI16-093
52.2