The document contains architectural drawings for a construction project including: 1. Elevation drawings showing structural members and dimensions. 2. Floor framing plans identifying beam and joist components. 3. Schedules listing structural members and their properties. 4. Details of reinforcement, bracing installation, and structural connections.

1. 6-STANDARD REINFORCEMENT DETAILS
CONSTRUCTION NOTES
MINIMUM DEVELOPMENT AND SPLICE LENGTHS (mm)
STANDARD HOOKS LINKS AND TIE HOOKS
DETAIL-STANDARD END HOOK DIMENSIONS DETAIL-LINKS AND TIES HOOK DIMENSIONS
BASIC DEVELOPMENT LENGTH Ldb
@
Scale
Sheet No.
Content
Designed by
Drawn by
Checked by
Project Name
Consultant
Date
Revision No.
Rev. No.
Rev. No.
Rev. No.
Rev. No.
Date
1:100
AR 26
Architectural Drawings
5
4
3
2
1
No.
Rev. No.
N
W
S
E

2. Scale
Sheet No.
Content
Designed by
Drawn by
Checked by
Project Name
Consultant
Date
Revision No.
Rev. No.
Rev. No.
Rev. No.
Rev. No.
Date
1:100
AR 26
Architectural Drawings
5
4
3
2
1
No.
Rev. No.
N
W
S
E

3. 300
150 150
13700
300
150 150
300
150 150
14000
SB400
300
150 150
300
150 150
SB400 SB400 SB400 SB400
300
150 150
300
150 150
300
150 150
SB400
300
150 150
300
150 150
SB400 SB400 SB400 SB400
300
150 150
300
150 150
300
150 150
SB400
300
150 150
300
150 150
SB400 SB400 SB400 SB400
300
150 150
300
150 150
300
150 150
SB400
300
150 150
300
150 150
SB400 SB400 SB400 SB400
6
1
,
3
4
°
6
1
,
3
4
°
6
1
,
3
4
°
6
1
,
3
4
°
6
1
,
3
4
°
6
1
,
3
4
°
6
1
,
3
4
°
6
1
,
3
4
°
3425 3425 3425 3425
SEC B-B
NORTH ELEVATION
HEA300
HEA300
HEA300
HEA300
HEA300 HEA300
HEA300
HEA300
HEA300
HEA300
HEA300 HEA300
HEA300
HEA300
HEA300
HEA300
HEA300
HEA300
HEA300
HEA300
5250
4000
4000
4000
4000
4000
25250
Scale
Sheet No.
Content
Designed by
Drawn by
Checked by
Project Name
Consultant
Date
Revision No.
Rev. No.
Rev. No.
Rev. No.
Rev. No.
Date
1:100
AR 26
Architectural Drawings
5
4
3
2
1
No.
Rev. No.
N
W
S
E

4. 5250
4000
4000
4000
4000
4000
SEC A-A
EAST ELEVATION
6400 6400 6675 2150
2150
6
1
,
3
4
°
6
1
,
3
4
°
6
1
,
3
4
°
6
1
,
3
4
°
6
1
,
3
4
°
6
1
,
3
4
°
HEA300
SB400 SB400 SB400 SB400
SB400
SB400 SB400 SB400 SB400
SB400 SB400 SB400 SB400
SB400 SB400 SB400 SB400
6
1
,
3
4
°
6
1
,
3
4
°
SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W
SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W
SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W
SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W
SB160W SC300
SB400
SB160W SC300
SB400
SB160W SC300
SB400
SB160W SC300
25250
HEA300
HEA300
HEA300
HEA300
HEA300 HEA300
HEA300
HEA300
HEA300
HEA300
HEA300
HEA300
HEA300
HEA300
HEA300
Scale
Sheet No.
Content
Designed by
Drawn by
Checked by
Project Name
Consultant
Date
Revision No.
Rev. No.
Rev. No.
Rev. No.
Rev. No.
Date
1:100
AR 26
Architectural Drawings
5
4
3
2
1
No.
Rev. No.
N
W
S
E

5. A B C D E
6400
6400 6675 2000
B1 B1 B1
PB1
PB1
PB1
PB1
J1
(TYP.
ALONG
THIS
BAY)
J1
(TYP.
ALONG
THIS
BAY)
1
13700
3
4
5
2
6400 6400 6675
SB400 SB400 SB400 SB400
SB400
SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SB160W SC300
2000
B1 B1 B1
B1
PB1
PB1
PB1
PB1
B1 B1 B1
PB1
PB1
PB1
PB1
B1 B1 B1
PB1
PB1
PB1
PB1
800 800 800 800 800 800 800 800 800 800 800 800 800 800 800 800 800 800 800 800 800 800 800 800 650 700 650
21475
J1
(TYP.
ALONG
THIS
BAY)
J1
(TYP.
ALONG
THIS
BAY)
13700
13700
13700
PB2
PB2
PB2
PB2
54800
MARK PROPERTIES
MEMBER SCHEDULE
PB1
J1
IPE 400
IPE 160
B1 IPE 600
B2 IPE 400
PB2 IPE 300
C1 HEA 300
A
B
B
Scale
Sheet No.
Content
Designed by
Drawn by
Checked by
Project Name
Consultant
Date
Revision No.
Rev. No.
Rev. No.
Rev. No.
Rev. No.
Date
1:100
AR 26
Architectural Drawings
5
4
3
2
1
No.
Rev. No.
N
W
S
E

6. A B C D F I M N O P Q
1011
69300
7080
1100
7700
1086 1086 1086 1086 1086 1086 1086 1100 1100 1100 1100 1100 1100
7600
1100 1100 1100 1100 1100 1100 1100 1043 1043 1043 1043 1043 1043 1043 993 993 992 993 950 950 950 950 950 1011 1011 1011 1011 1011 1011
7700 7300 3970 4750
1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1100 1200
7700 7700 7800
SEE DWG # P-02A
PB1
2400
2016 5090
TYP. FLOOR FRAMING PLAN
B1 B1 B1 B1 B1 B1 B1 B1 B1
B1 B1 B1 B1 B1 B1 B1 B1 B1
B1 B1 B1 B1 B1 B1 B1 B1 B1
B1 B1 B1 B1 B1 B1 B1 B1 B1
B1 B1 B1 B1 B1 B1 B1 B1 B1
B2
B2
B2
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
PB1
J1
(TYP.
ALONG
THIS
BAY)
J1
(TYP.
ALONG
THIS
BAY)
J1
(TYP.
ALONG
THIS
BAY)
J1
(TYP.
ALONG
THIS
BAY)
MARK PROPERTIES
BEAM SCHEDULE
PB1
J1
IPE 400
IPEA 300
B1 IPE 600
B2 IPE 400
8
12372
12027
12109.5
12109.5
12109.5
7
10
11
12
9
89170
Out
to
out
of
concrete
wall
1
Scale
Sheet No.
Content
Designed by
Drawn by
Checked by
Project Name
Consultant
Date
Revision No.
Rev. No.
Rev. No.
Rev. No.
Rev. No.
Date
1:100
AR 26
Architectural Drawings
5
4
3
2
1
No.
Rev. No.
N
W
S
E

7. 0.50mm THK GALV
STEEL DECKING
BEAM / JOIST
END OF CONC.
FIELD WELD
EDGE ANGLE
100mm CONC.
16mm THK PL w/
75
75
78
3-M20 HSB
JOIST
BEAM
COLUMN
BEAM
4-M20 HSB
93
3@90
16mm THK PL w/
12mm THK PL w/
120
93
4-M16 HSB
BEAM
16mm THK PL w/
75
75
88
4-M20 HSB
BEAM
BEAM
75
COLUMN
PORTAL BEAM
PORTAL
COLUMN
10mm THK STIFF
COL.
WEB
300
PORTAL BEAM
PORTAL BEAM
(U.N.O.)
L150x120x4
Scale
Sheet No.
Content
Designed by
Drawn by
Checked by
Project Name
Consultant
Date
Revision No.
Rev. No.
Rev. No.
Rev. No.
Rev. No.
Date
1:100
AR 26
Architectural Drawings
5
4
3
2
1
No.
Rev. No.
N
W
S
E

8. .
.
.
VAR.
VAR.
300
240
OR
600
240
OR
600
SPLICE
LENGTH
SPLICE
LENGTH
OPENING REINFORCING DETAILINGS
Scale
Sheet No.
Content
Designed by
Drawn by
Checked by
Project Name
Consultant
Date
Revision No.
Rev. No.
Rev. No.
Rev. No.
Rev. No.
Date
1:100
AR 26
Architectural Drawings
5
4
3
2
1
No.
Rev. No.
N
W
S
E

9. STEEL_36_KSI
HE600B
STEEL_36_KSI
IPE360
w.p.
1
23.86
8.93
10.63
20.16
9.42
2
3
4
STEEL_36_KSI
HE600B
STEEL_36_KSI
IPE360
w.p.
1
23.86
8.93
10.63
20.16
9.42
2
3
4
STEEL_36_KSI
PL THICK 16
STEEL_36_KSI
IPE360
w.p.
1
23.86
8.93
10.63
20.16
9.42
2
3
4
STEEL_36_KSI
IPE360
1
23.86
8.93
10.63
20.16
9.42
2
STEEL_36_KSI
PL THICK 16
1
23.86
8.93
10.63
20.16
9.42
2
3
1
23.86
8.93
10.63
20.16
9.42
2
STEEL_36_KSI
HE600B
STEEL_36_KSI
IPE360
w.p.
1
23.86
8.93
10.63
20.16
9.42
2
3
4
STEEL_36_KSI
HE600B
STEEL_36_KSI
IPE360
w.p.
1
23.86
8.93
10.63
20.16
9.42
2
3
4
SIDE BRACING INSTALLATION
STEEL_36_KSI
CHS 168X6
STEEL_36_KSI
CHS 168X6
STEEL_36_KSI
CHS 168X6
STEEL_36_KSI
CHS 168X6
STEEL_36_KSI
CHS 168X6
STEEL_36_KSI
CHS 168X6
STEEL_36_KSI
CHS 168X6
STEEL_36_KSI
CHS 168X6
Scale
Sheet No.
Content
Designed by
Drawn by
Checked by
Project Name
Consultant
Date
Revision No.
Rev. No.
Rev. No.
Rev. No.
Rev. No.
Date
1:100
AR 26
Architectural Drawings
5
4
3
2
1
No.
Rev. No.
N
W
S
E

10. Top view
Lateral view
STEEL_36_KSI
HE300A
4.705
Slope angle:-12°
4.705
Slope angle:-12°
Front view
Bolts:1 1/8" A325 N
Hole type (connector):Standard (STD)
5.5
in
4
in
2
in
3
in
2
in
4
in
PL 1 1/8x12 1/2x27.67
A36
12.5
27.67
9/16
9/16
8/16
8/16
8/16
8/16
Top view
5
Lateral view
STEEL_36_KSI
IPE360
STEEL_36_KSI
HE600B
A36
L40408
L40408
A36
Front view
-4
in
2/16
7/16
7/16
1x2
in=2
3.22
8.44
in
Top view
5
Lateral view
STEEL_36_KSI
IPE360
STEEL_36_KSI
HE600B
A36
L40408
1.5
in
1x3
in=3
A36
L25254
6
2.5
Front view
-4
in
0.5
in
PL 1/2x8x4
A36
3
in
1
5
4Bolts:3/4" A325 N
Hole type (connector):Standard (STD)
Hole type (support):Standard (STD)
BOLTS TYPE INSTALLATION
WELDING TYPE INSTALLATION
MAIN RAFTER JOINT INSTALLATION
12mm THK
200X300mm
SHEAR PLATE
50
100 100
50
50
50
100
300
450
38
75
75
38
75
75
38
225
225
16mm THK
200X600mm
SPLICE PLATE
16
16
16M16X55HSB
Ø
60
60
100
20M20X60HSB
Ø
220
37
EACH SIDE
STEEL_36_KSI
HE600B
STEEL_36_KSI STEEL_36_KSI
600
450
38
75
75
38
75
75
38
225
225
37
Scale
Sheet No.
Content
Designed by
Drawn by
Checked by
Project Name
Consultant
Date
Revision No.
Rev. No.
Rev. No.
Rev. No.
Rev. No.
Date
1:100
AR 26
Architectural Drawings
5
4
3
2
1
No.
Rev. No.
N
W
S
E

11. SHIM AS REQUIRED TO
MAINTAIN BAY LENGTH
DIMENSION
PROVIDE 1/4" SEAL CAP PLATE AT
TOP OF COLUMN, USE THIS DETAIL
FOR NON-LOADBEARING
CONDITIONS AT TOP OF COLUMN
REFER TO NOTE 4
FLEXURAL
REINFORCEMENT
TEMPERATURE
REINFORCEMENT
DOUBLE ANGLE
MARK
SNUG-TIGHTENED BOLTED CONNECTION
WITH STANDARD HOLES, RESISTANCE
BY BOLTS TO SHEAR LOAD SHALL BE BY
SHEAR/BEARING
NOTES:
1. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA.
2. REFER TO PLAN FOR CONNECTION DESIGN REACTIONS.
3.
SHOP WELD ON 3 SIDES TO DEVELOP BEAM REACTION, TYPICAL.
5. WT CAN BE SUBSTITUTED FOR DOUBLE ANGLES.
4.
4
3
2
1
OPENING
SIZE
W x D
12 x 12
24 x 12
12 x 6
16 x 8
STEEL BEAM OPENING SCHEDULE
PLATE PLATE
B x La x t
"A"
5 x 24 x 1/2
6 x 42 x 3/4
4 x 32 x 1/2
4 x 26 x 3/8
Fy
"A"
36
50
36
36
WELD A
SIZE
3/8
3/8
1/4
1/4
PLATE
B x Lb x t
"B"
5 x 13 x 3/8
6 x 13 x 1/2
4 x 9 x 1/4
4 x 7 x 1/4
4'-0" MAXIMUM
PLATE
"B"
Fy
36
36
36
36
1/4
1/4
CONTINUOUS SLAB BOLSTERS
1/4
3/16
(CRSI TYPE SB) @ 48" MAXIMUM
TO SUPPORT TEMPERATURE
REINFORCEMENT
INDIVIDUAL BAR CHAIRS (CRSI TYPE BC)
@ 48" MAXIMUM TO SUPPORT FLEXURAL
REINFORCEMENT
STEEL GIRDER
PROVIDE PREDESIGNED CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF STEEL
CONSTRUCTION MANUAL WHERE APPLICABLE.
NOTES:
1. REINFORCEMENT SHOWN OVER GIRDERS IS IN ADDITION TO THE
TYPICAL SLAB REINFORCEMENT SPECIFIED ON THE DRAWINGS
05
CL COLUMN
R = 1"
CJP TYP
NOTE 4
REFER TO NOTE 4
PLATE "A" EA
SIDE OF WEB
ELEVATION
NOTE 1
PLATE "A"
(4 REQD)
SNUG-TIGHTENED BOLTED CONNECTION
WITH STANDARD HOLES, RESISTANCE BY
BOLTS TO SHEAR LOAD SHALL BE BY
SHEAR/BEARING
PLATE "B"
NOTE 1
DOUBLE BENT ANGLES
DOUBLE ANGLE
"B"
MINIMUM SIZE FILLET
WELD. REFER TO AISC
SPECIFICATIONS.
NOTES:
1.
SNUG-TIGHTENED BOLTED CONNECTION USING
A325 BOLTS IN HORIZONTAL SHORT-SLOTTED
HOLES IN ANGLE, RESISTANCE BY BOLTS TO
SHEAR LOAD SHALL BE BY SHEAR/BEARING SECTION
SHOP WELD CONNECTION TO DEVELOP BEAM REACTION. REFER TO PLANS.
2. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA.
15
TYPICAL SKEWED BEAM-TO-BEAM
SHEAR CONNECTION
NO SCALE
NOTES:
1. SEE PLAN FOR LOCATION OF BEAM OPENINGS.
2. BEAM OPENINGS ARE NOTED THUS ON PLAN.
3. VERIFY SIZE AND LOCATION OF ALL BEAM OPENINGS WITH GENERAL CONTRACTOR PRIOR TO STEEL
FABRICATION.
1
4.
NOTES:
1. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA.
2. REFER TO PLAN FOR CONNECTION DESIGN REACTIONS.
3. PROVIDE PREDESIGNED CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF STEEL
CONSTRUCTION MANUAL WHERE APPLICABLE.
SHOP WELD CONNECTION TO DEVELOP BEAM REACTION (2 x WELD SIZE RETURN AT TOP).
"B"
COPE AND REINFORCE BEAM FOR
BENDING AND SHEAR AS REQUIRED
TO SUPPORT REACTION
WF COLUMN TYP
NOTES:
1. SLIP-CRITICAL BOLTED SHEAR CONNECTION USING A325 BOLTS, UNLESS NOTED OTHERWISE.
BOLTS IN WEB CONNECTION SHALL BE SNUG-TIGHTENED ONLY PRIOR TO WELDING FLANGES
AND PRETENSIONED AFTER WELDING FLANGES.
2. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA.
3. PROVIDE PREDESIGNED SHEAR CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF
STEEL CONSTRUCTION MANUAL WHERE APPLICABLE.
4. MINIMUM FILLET WELD SIZE FOR SINGLE PLATE SHEAR CONNECTIONS SHALL BE 5/8 TIMES THE
PLATE THICKNESS.
5. WHEN BEAM FRAMES ON ONLY ONE SIDE OF COLUMN OR WHEN BEAM MOMENTS ARE SIGNIFICANTLY
UNBALANCED ( I M + M I >>0), STRENGTHEN COLUMN WEB AS REQUIRED.
6. ALL CJP WELDS: CVN = 20FT-LBS AT 40°F.
7.
16
TYPICAL STEEL BEAM OPENING SCHEDULE
12" = 1'-0"
01
TYPICAL SHEAR CONNECTION
AT COLUMN FLANGE
NO SCALE
INCREASE CONTINUOUS STIFFENER TOP OR BOTTOM PLATE THICKNESS TO ACCOMODATE DIFFERENT
BEAM DEPTHS AND DIFFERENT SIZE BEAMS WHEN MOMENT CONNECTIONS OCCUR IN STRONG AND
WEAK COLUMN DIRECTION.
06
TYPICAL MOMENT CONNECTION
AT COLUMN WEB
1" = 1'-0"
MEASURE OF FLOOR FLATNESS
NOTES:
1. F = LEVELNESS F-NUMBER
F = 12.5 _______ WHERE z = MEAN VALUE OF ALL x FLOOR READINGS
(3 x Sz) + z
L
L
Sz = STANDARD DEVIATION OF ALL z FLOOR READINGS
2. F = FLATNESS F-NUMBER
F = 4.57 _______ WHERE q = MEAN VALUE OF ALL q FLOOR READINGS
(3 x Sq) + q
L
L
Sq = STANDARD DEVIATION OF ALL q FLOOR READINGS
3. F AND F SHALL BE STATISTICALLY DETERMINED ACCORDING TO ASTM E 1155
"STANDARD TEST METHOD FOR DETERMINING FLOOR FLATNESS AND LEVELNESS USING
THE F-NUMBER SYSTEM."
L F
4. REFER TO CONCRETE SPECIFICATIONS FOR REQUIRED F AND F VALUES L F
17
TYPICAL SLAB SURFACE TOLERANCE
NO SCALE
STUD "STRONG" POSITION
DECK STIFFENING RIB
NEAREST SUPPORT
NOTE 8
STUD "WEAK" POSITION
BEAM CENTERLINE
DECK STIFFENING
RIB
2'-0" MINIMUM
Ld+W/2
EQUIVALENT
RECTANGULAR
OPENING
REFER TO NOTE 8
PLAN FOR A<3"
21
NOTE 7
ADDITIONAL REINFORCEMENT AROUND
PIPE SLEEVES
NO SCALE
NOTE 8
STUD "WEAK" POSITION
BEAM CENTERLINE
STUD "STRONG" POSITION
DECK STIFFENING RIB
NEAREST SUPPORT
(4 REQUIRED)
PL TO COLUMN
FLANGES NS, FS
h1
WF BEAM, SEE PLAN
REFER TO NOTE 1
P1
d2
h2
MEASURE OF FLOOR LEVELNESS
12" 12"
0 0
SLAB SURFACE
PROFILE
P2
d3
h3
q = d - d
= h - 2h + h
3 3 2
3 2 1
DATUM
2'-0"
0
PLAN FOR A>=3"
L
A
1-#4 TOP
AND
BOTTOM
P3
SIGN CONVENTION q :
TROUGH, q>0
CREST, q<0
PLATE "B" EA
SIDE OF WEB
+M2 - M2
P1
h1 DATUM
A
SLAB SURFACE
PROFILE
h2
10'-0" (120")
P2
SIGN CONVENTION
h,z : (+) IS MORE
UPHILL ELEVATION
z = h - h
2 2 1
PL TO MATCH BEAM
FLANGE +1/8", TYPICAL
REF NOTE 7
CJP
T&B
TYPICAL SHEAR CONNECTION
AT COLUMN FLANGE
NO SCALE
WELD
B
EQ
CL OPENING
SEE PLAN
La
W EQ
WELD
A
10
TYPICAL REINFORCEMENT PLACEMENT
FOR COMPOSITE SLABS
NO SCALE 11
TYPICAL REINFORCEMENT PLACEMENT
FOR COMPOSITE SLABS
NO SCALE 12
TYPICAL ADDITIONAL REINFORCEMENT IN
COMPOSITE SLABS AT INTERIOR GIRDERS
NO SCALE
STEEL GIRDER STEEL GIRDER
SECTION A-A
NOTES:
1. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA.
2. REFER TO PLAN FOR CONNECTION DESIGN REACTIONS.
3. MINIMUM FILLET WELD SIZE SHALL BE 5/8 TIMES THE PLATE THICKNESS.
04
TYPICAL SHEAR CONNECTION
AT RECTANGULAR/SQUARE HSS COLUMN
NO SCALE
NOTES:
1. WHERE CLEAR SPACING BETWEEN ADJACENT SLEEVES IS LESS THAN 3", THE SLEEVE
GROUP SHALL BE TREATED AS AN EQUIVALENT RECTANGULAR OPENING WITH LENGTH "L"
AND WIDTH "W" AS SHOWN.
2. WHERE CLEAR SPACING BETWEEN ADJACENT SLEEVES IS GREATER THAN OR EQUAL TO 3",
SCHEDULED SLAB BAR REINFORCEMENT SHALL BE OFFSET AS REQUIRED TO MISS
SLEEVES.
3. REINFORCEMENT SHOWN IS IN ADDITION TO SCHEDULED SLAB REINFORCEMENT.
4.
5. REFER TO MECHANICAL, ELECTRICAL, AND PLUMBING
DRAWINGS FOR LOCATION AND SIZE OF SLEEVES.
6.
7.
8.
ISOLATED PIPE SLEEVES THAT ARE SMALLER THAN 5" AND DO NOT INTERRUPT
REINFORCEMENT DO NOT REQUIRE THE USE OF THIS DETAIL.
THIS DETAIL SHOULD NOT BE USED FOR OPENING GROUPS WITH DIAMETERS LARGER THAN
12". CONSULT STRUCTURAL ENGINEER FOR FRAMING OF SUCH CONDITIONS.
PROVIDE HALF OF INTERRUPTED REINFORCEMENT PLUS ONE ADDITIONAL BAR OF SAME
SIZE ON EACH SIDE OF EQUIVALENT RECTANGULAR OPENING. PROVIDE A MINIMUM OF
1-#4 TOP AND BOTTOM EACH SIDE OF OPENING.
1-#4 TOP AND BOTTOM, TYPICAL
SCHEDULED SLAB MESH REINFORCEMENT MAY BE CUT AS REQUIRED TO MISS PIPE
SLEEVES.
A
B-B
SINGLE STUD ORIENTATION
SINGLE PLATE,
TYPICAL
TYPICAL, NOTE 3
TYPICAL,
NOTE 6 NOTE 5
SINGLE PLATE SHEAR
CONNECTION
BACKING BAR
NOTE 5
SNUG-TIGHTENED BOLTED CONNECTION USING
A325 BOLTS IN HORIZONTAL SHORT-SLOTTED
HOLES IN PLATE, RESISTANCE BY BOLTS TO
SHEAR LOAD SHALL BE BY SHEAR/BEARING,
TYPICAL
COPE AND REINFORCE BEAM FOR
BENDING AND SHEAR AS REQUIRED
TO SUPPORT REACTION
NOTES:
1.
2.
BOLTS IN WEB CONNECTION SHALL BE SNUG-TIGHTENED PRIOR TO WELDING OF FLANGES.
SLIP-CRITICAL BOLTED CONNECTION IN WEB USING A325 BOLTS IN HORIZONTAL SHORT-SLOTTED
HOLES UNLESS NOTED OTHERWISE. RESISTANCE BY BOLTS TO SHEAR SHALL BE BY FRICTION,
PROPORTIONED USING THE STANDARD HOLE VALUE ON A CLASS "A" SURFACE.
3. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA.
4.
5.
NOTES:
1. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA.
2.
PROVIDE PREDESIGNED SHEAR CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF STEEL
CONSTRUCTION LRFD MANUAL WHERE APPLICABLE.
PROVIDE PREDESIGNED CONNECTIONS AS SHOWN IN AMERICAN
INSTITUTE OF STEEL CONSTRUCTION MANUAL WHERE APPLICABLE.
3. MINIMUM FILLET WELD SIZE SHALL BE 5/8 TIMES THE PLATE THICKNESS.
IF MOMENT IS SHOWN ON DRAWINGS, PARTIAL PENETRATION WELD TO DEVELOP MOMENT CAN
BE USED IN LIEU OF COMPLETE JOINT PENETRATION WELD. FOR THIS CASE, WELD SHALL BE
REQUIRED TO DEVELOP THE BEAM FLANGE FORCE COMPUTED AS FOLLOWS: Pu = (Mu)/(0.95D),
WHERE: Mu = DESIGN MOMENT (KIP-FEET).
D = BEAM DEPTH (INCHES).
Pu = BEAM FLANGE FORCE (KIPS).
6. MINIMUM FILLET WELD SIZE SHALL BE 5/8 TIMES THE PLATE THICKNESS.
02
TYPICAL BEAM-TO-BEAM
SHEAR CONNECTION
NO SCALE 03
TYPICAL BEAM-TO-BEAM
MOMENT CONNECTION
NO SCALE
HIGH STRENGTH SLIP
CRITICAL BOLTS TO
DEVELOP BEAM REACTION
0
S = LARGER OF 3" OR
4 x STUD DIAMETER
13
k
COLUMN
STIFFENEER PLATES
AS REQUIRED, EXTEND
TO OPPOSITE FLANGE
IF OPPOSING MOMENT
CONNECTION IS
PRESENT
+M2
(2) 3/4"Ø SNUG-
TIGHTENED A325
BOLTS IN SHORT
SLOTTED HOLES
d1-d2 > 4" d1-d2 <= 4", θ > 20°
WELD TO TRANSFER
FLANGE FORCE
TO WEB, TYPICAL
TYPICAL
NOTES:
1.
NOTES:
1. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA.
2.
d1-d2 <= 4", θ <= 20°
PROVIDE PREDESIGNED CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF
STEEL CONSTRUCTION MANUAL WHERE APPLICABLE.
3. WHEN BEAM FRAMES ON ONLY ONE SIDE OF COLUMN OR WHEN BEAM
REACTIONS ARE SIGNIFICANTLY DIFFERENT, STIFFEN COLUMN WEB AS
REQUIRED.
18
TYPICAL COLUMN STIFFENER
ARRANGEMENT FOR OPPOSING
BEAMS OF DIFFERENT DEPTHS
NO SCALE
VERTICAL STIFFENER
PLATE FINISHED
TO BEAR, TYPICAL
SLIP-CRITICAL BOLTED SHEAR CONNECTION USING A325 BOLTS, UNLESS NOTED OTHERWISE.
BOLTS IN WEB CONNECTION SHALL BE SNUG-TIGHTENED ONLY PRIOR TO WELDING FLANGES
AND PRETENSIONED AFTER WELDING FLANGES.
2. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA.
3. PROVIDE PREDESIGNED SHEAR CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF
STEEL CONSTRUCTION MANUAL WHERE APPLICABLE.
4. MINIMUM FILLET WELD SIZE FOR SINGLE PLATE SHEAR CONNECTIONS SHALL BE 5/8 TIMES THE
PLATE THICKNESS.
5. WHEN BEAM FRAMES ON ONLY ONE SIDE OF COLUMN OR WHEN BEAM MOMENTS ARE
SIGNIFICANTLY UNBALANCED ( I M + M I >>0), STRENGTHEN COLUMN WEB AS REQUIRED.
1
6.
2
ALL CJP WELDS: CVN = 20FT-LBS AT 40°F.
07
TYPICAL MOMENT CONNECTION
AT COLUMN FLANGE
NO SCALE
19
SKEWED STEEL BEAM-TO-
COLUMN STIFFENED SEAT SHEAR
CONNECTION FOR HEAVY LOADS
NO SCALE
NOTES:
1. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA.
2.
3.
STIFFENER PLATE IF
REQUIRED, REFER TO
NOTE 3
FABRICATOR SHALL VERIFY THAT SEATED CONNECTION DOES NOT INTERFERE WITH
ARCHITECTURAL, MECHANICAL, ELECTRICAL OR PLUMBING REQUIREMENTS.
IF COLUMN FLANGE INTERFERES WITH VERTICAL STIFFENER PLATE, WELD VERTICAL
STIFFENER PLATE TO COLUMN FLANGE IN LIEU OF COLUMN WEB. PROVIDE FLANGE
STIFFENER PLATE AS SHOWN.
NOTES:
1.
2.
DETAIL A
REFER TO
NOTE 1
DETAIL B
SNUG-TIGHTENED BOLTED CONNECTION USING A325 BOLTS IN HORIZONTAL SHORT-SLOTTED
HOLES. RESISTANCE BY BOLTS TO SHEAR SHALL BE BY SHEAR/BEARING.
FABRICATOR SHALL ASSUME WORKPOINT TO BE LOCATED AT CENTERLINE OF COLUMN FOR
VALUES OF X >= 1" AND PROVIDE CONNECTION AS SPECIFIED IN DETAIL A. FABRICATOR SHALL
ASSUME LOCATION OF WORKPOINT TO BE AT COLUMN FLANGE-WEB INTERSECTION AND PROVIDE
CONNECTION AS SPECIFIED IN DETAIL B WHERE CLEARANCE DOES NOT EXIST FOR DETAIL A TO
APPLY. FABRICATOR SHALL APPLY DETAIL C ONLY WHEN LOCATION OF WORKPOINT MUST BE
LOCATED AT COLUMN CENTERLINE AND CLEARANCE DOES NOT EXIST FOR DETAIL A TO APPLY.
LOCATION OF WORKPOINTS SHALL BE APPROVED BY THE ENGINEER PRIOR TO SHOP DRAWING
SUBMITTAL. DETAIL C SHALL NOT BE USED FOR LOADS GREATER THAN 40K.
3.
4.
SINGLE PLATE TO
DEVELOP REACTION,
REFER TO NOTE 1
WORK POINT
WORK POINT
SINGLE BENT
PLATE
g<=3/16"
SINGLE PLATE
WITH SQUARED
EDGE
WORK POINT
DOUBLE ANGLE DOUBLE ANGLE
DIMENSION
DETAIL REFER TO NOTE 1
BEAM
WORK POINT
NOTE 4
1"
+M1
REFER TO
NOTE 1 WORK POINT
FIELD WELD STABILIZING
BENT PLATE 1/4x4
SHOP WELDED
CONNECTION TO
DEVELOP BEAM
REACTION
W+g
W
NOTE 4
TYPICAL SHEAR CONNECTOR PLACEMENT DIAGRAMS - STUDS IN "STRONG" POSITION
NO SCALE
A-A
PLAN
4 STUDS
PER FLUTE
4 x STUD DIAMETER
3 STUDS
PER FLUTE
3 STUDS
PER FLUTE
NOTES:
1. N = NUMBER OF SHEAR CONNECTORS SPECIFIED ON PLAN. SHEAR CONNECTORS SHALL BE DISTRIBUTED ALONG
THE LENGTH OF THE BEAM AS SHOWN IN CASES A THROUGH C.
2. REFER TO GENERAL NOTES FOR PLAN NOTATION.
3. REFER TO GENERAL NOTES FOR SHEAR CONNECTOR DIAMETER AND LENGTH.
4. MAXIMUM SPACING OF SHEAR CONNECTORS SHALL BE AS FOLLOWS.
a. BEAMS PERPENDICULAR TO DECK SPAN: SMALLER OF 36" OR 8 TIMES TOTAL SLAB THICKNESS
b. BEAMS PARALLEL TO DECK SPAN: 8 TIMES TOTAL SLAB THICKNESS
5. WHERE THE SPECIFIED NUMBER OF SHEAR CONNECTORS IS LESS THAN THE BEAM SPAN LENGTH DIVIDED BY THE
MAXIMUM SPACING (SEE NOTE 4), ADDITIONAL SHEAR CONNECTORS SHALL BE PROVIDED SUCH THAT THE
MAXIMUM SPACING IS NOT EXCEEDED AT ANY LOCATION IN THE SPAN.
6. WHERE STEEL DECK CORRUGATIONS DO NOT ALLOW FOR AN EVEN SPACING OF SHEAR CONNECTORS WITH ONE
STUD IN EACH FLUTE, ADDITIONAL STUDS IN A SECOND ROW (OR THIRD ROW WHERE REQUIRED) SHALL BE PLACED
SUCH THAT THE HIGHEST DENSITY OF SHEAR CONNECTORS OCCURS NEAR THE BEAM SUPPORT.
7.
8.
9.
EACH SHEAR CONNECTOR TO BE PLACED IN "STRONG" POSITION (FURTHEST FROM BEAM CENTERLINE).
SHEAR CONNECTORS MAY ONLY BE PLACED IN "WEAK" POSITION WHEN THERE ARE MULTIPLE STUDS PER FLUTE.
REFER TO PLAN VIEW AT LEFT FOR PERMISSIBLE CONFIGURATIONS.
SHEAR CONNECTORS HAVE HIGHEST CAPACITIES WHEN PLACED AS SHOWN. IF STUDS ARE NOT PLACED PER
THIS DETAIL, 25% MORE STUDS MUST BE INSTALLED. EQUALLY SPACE ADDITIONAL STUDS ALONG THE BEAM.
2 STUDS
PER FLUTE
2 STUDS
PER FLUTE
4 x STUD DIAMETER
CASE A
UNIFORM LOAD
CASE B
MULTIPLE GIRDER SEGMENTS
CASE C
CANTILEVER
DECK STIFFENING RIB CL
1 STUD
PER FLUTE
NEAREST SUPPORT BEAM CENTERLINE
ADDITIONAL SHEAR CONNECTORS
AT MAXIMUM SPACING, SEE NOTE 4
B B N N1 N2 N... Nn N 0
A
BEAM
CENTERLINE
SUPPORT
(GIRDER OR COLUMN)
ELEVATION
SUPPORT
(GIRDER OR COLUMN)
NOTE 3
STEEL DECK CONTINUOUS HIGH CHAIRS
FOR STEEL DECK (CRSI TYPE
CHCM) AT EACH GIRDER AND
@ 48" MAXIMUM
STEEL DECK STEEL DECK
WELD B
SIZE
SLAB REINFORCEMENT
ADDITIONAL #4x8'-0"@12"
CENTERED OVER GIRDERS
4'-0" MAXIMUM 6" MINIMUM 6" MINIMUM
SNUG-TIGHTENED BOLTED
CONNECTION WITH STANDARD
HOLES, TYPICAL, RESISTANCE BY
BOLTS TO SHEAR LOAD SHALL BE
BY SHEAR/BEARING
A A
CONTINUOUS HIGH CHAIRS
FOR STEEL DECK (CRSI TYPE
CHCM) @ 48" MAXIMUM
3" MAXIMUM
TYPICAL
SINGLE PLATE
SNUG-TIGHTENED BOLTED CONNECTION
WITH STANDARD HOLES, RESISTANCE BY
BOLTS TO SHEAR LOAD SHALL BE BY
SHEAR/BEARING
REFER TO NOTE 4
SINGLE PLATE
WITH SQUARED
EDGE
SINGLE BENT
PLATE
REFER TO
NOTE 1
DETAIL C
SINGLE PLATE CONNECTION MAY BE USED ONLY WHERE WORKPOINT IS AT
INTERSECTION OF COLUMN FLANGE AND WEB.
SINGLE BENT PLATES SHALL BE DESIGNED FOLLOWING PROCEDURES OUTLINED IN THE
AMERICAN INSTITUTE OF STEEL CONSTRUCTION MANUAL. MINIMUM FILLET WELD SIZE,
W, SHALL BE 5/8 TIMES THE PLATE THICKNESS.
5. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA.
REFER TO
NOTE 1
BLOCK FLANGES IF REQUIRED
FOR ERECTION CLEARANCE
ERECTION SEAT ANGLES
AND SHIMS AS REQUIRED
NOTES:
1. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA.
2. REFER TO PLAN FOR CONNECTION DESIGN REACTIONS.
3.
4. SHOP WELD ON 3 SIDES TO DEVELOP BEAM REACTION, TYPICAL.
PROVIDE PREDESIGNED CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF STEEL
CONSTRUCTION MANUAL WHERE APPLICABLE.
20
TYPICAL SKEWED SHEAR CONNECTION AT COLUMN
NO SCALE
08
TYPICAL SHEAR CONNECTION
AT COLUMN WEB
NO SCALE
d1
d1
d2
d1
d2
d2
0
EQUAL
EQ
D
EQ
1/2"
TYP
Lb
CLEAR
COVER
CLEAR
COVER
1"
LENGTH,
L
AS
REQUIRED
FOR
SHEAR
AND
MOMENT
CLEAR
COVER
0
CLEAR
COVER
S
S
S
S
S
0
0
1"
MINIMUM
(TYPICAL)
0
0
0
0
0
NARROW
FLANGE
NARROW
FLANGE
0
WIDTH
WIDTH
0
2'-0"
MINIMUM
Ld+L/2
2'-0"
0
2"
TYPICAL
W
2"
TYPICAL
30°<θ<85°
0
0
85°<θ<90°
θ
>
6
0
°
X
3
0
°<
θ
<
6
0
°
θ
0<θ<45°
6
"
0
M
IN
IM
U
M
1
"
1
"
θ
TYPICAL,
NOTE 6
HIGH STRENGTH SLIP
CRITICAL BOLTS TO
DEVELOP BEAM REACTION
STANDARD HOLE
AT MID-DEPTH OF
CONNECTION
6.
NOTES:
1.
2.
SINGLE PLATE SHEAR
CONNECTION
BACKING BAR (12" MINIMUM)
L
1/2" THICK x 6" WIDE
STIFFENER PLATE
MINIMUM SIZE FILLET WELD
REFER TO AMERICAN
INSTITUTE OF STEEL
CONSTRUCTION MANUAL
BOLTS IN WEB CONNECTION SHALL BE SNUG-TIGHTENED PRIOR TO WELDING OF FLANGES AND FULLY
TIGHTENED AFTER WELDING OF FLANGES.
SLIP-CRITICAL BOLTED CONNECTION IN WEB USING A325 BOLTS IN HORIZONTAL SHORT-SLOTTED
HOLES UNLESS NOTED OTHERWISE. RESISTANCE BY BOLTS TO SHEAR SHALL BE BY FRICTION,
PROPORTIONED USING THE STANDARD HOLE VALUE ON A CLASS A SURFACE.
3. REFER TO SPECIFICATIONS FOR CONNECTION DESIGN CRITERIA.
4. PROVIDE PREDESIGNED SHEAR CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF STEEL
CONSTRUCTION MANUAL WHERE APPLICABLE.
5. MINIMUM FILLET WELD SIZE FOR SINGLE PLATE SHEAR CONNECTIONS SHALL BE 5/8 TIMES THE PLATE
THICKNESS.
IF MOMENT IS SHOWN ON DRAWINGS, PARTIAL PENETRATION WELD TO DEVELOP MOMENT CAN
BE USED IN LIEU OF COMPLETE JOINT PENETRATION WELD.
14
TYPICAL BEAM-TO-BEAM MOMENT CONNECTION
NO SCALE
s
L=
AND
L=
0.9Fy t s
V
0.54Fy t s
BEAM A
(DEEPER BEAM)
(Pu)A
TYPICAL,
NOTE 5
BEAM B
NOTES CONTINUED:
7.
A
IF MOMENT IS INDICATED ON DRAWINGS:
AND (Pu) =
IF MOMENT IS NOT SHOWN:
(Pu) =
(Mu) A
0.95DA
STIFFENERS IF
REQUIRED FOR
WEB CRIPPLING
WELD A
(Pu)B
WT SECTION
(Pu) =
A
0.9FyZxA
0.95DA
B
AND (Pu) =
B
Pu = MINIMUM OF (Pu) AND (Pu) (KIPS).
A B
WHERE: Fy = YIELD STRENGTH OF BEAM (KSI).
Zx ,Zx = PLASTIC MODULUS OF BEAM (IN ).3
A B
8. WELD A SHALL BE DESIGNED TO DEVELOP THE FOLLOWING FORCES:
a.
D ,D = DEPTH OF BEAM (INCHES).
E = ECCENTRICITY (INCHES).
SHEAR: V = Pu (KIPS).
A B
b. MOMENT: M = Pu x E (KIP-INCHES).
9. FLANGE THICKNESS AND WIDTH OF WT SECTION SHALL BE EQUAL TO OR
LARGER THAN THAT OF DEEPER BEAM.
10. YIELD STRENGTH OF WT SHALL BE THE SAME AS THAT OF DEEPER BEAM.
11. WEB OF BEAM B SHALL BE INVESTIGATED FOR WEB CRIPPLING AND
REINFORCED IF REQUIRED.
12. WT SECTION WEB SHALL BE DESIGNED TO DEVELOP MOMENT M AND
SHEAR V DEFINED IN NOTE 7 ABOVE AS FOLLOWS:
4M
(INCHES)
(INCHES)
WHERE t = WT STEM THICKNESS (INCHES).
L = WT LENGTH (INCHES).
L SHALL BE TAKEN AS THE LARGER VALUE OF THE TWO EQUATIONS ABOVE
BUT SHALL NOT BE LESS THAN 12 INCHES.
(Mu) B
0.95DB
0.9FyZxB
0.95DB
DA
E
DB
09
TYPICAL DUCT OPENING
AT BEAM WEB
NO SCALE
Scale
Sheet No.
Content
Designed by
Drawn by
Checked by
Project Name
Consultant
Date
Revision No.
Rev. No.
Rev. No.
Rev. No.
Rev. No.
Date
1:100
AR 26
Architectural Drawings
5
4
3
2
1
No.
Rev. No.
N
W
S
E

12. CL CL
BEAM
SEE FRAMING PLANS AND/OR
SCHEDULE FOR SLAB
THICKNESS, REINFORCEMENT
AND COMPOSITE STEEL DECK
SEE FRAMING
PLANS FOR EDGE
OF SLAB LOCATIONS
T/SLAB
EL SEE PLAN
SEE TYPICAL
COMPOSITE STEEL
DECK AT SLAB EDGE
COMPOSITE STEEL DECK
SHALL BE WELDED TO SUPPORT
FRAMING. SEE GENERAL NOTES
AND SPECIFICATIONS FOR
INFORMATION.
COMPOSITE STEEL DECK
SEE FRAMING PLANS
AND/OR SCHEDULE
SUPPORTS FOR
REINFORCEMENT
PER SPECIFICATIONS
BEAM
HEADED STUDS PER
FRAMING PLANS OR
GENERAL NOTES
SPECIFICATIONS
SEE
SEE FRAMING PLANS AND/OR
SCHEDULE FOR SLAB
THICKNESS, REINFORCEMENT
AND COMPOSITE STEEL DECK
SEE FRAMING PLANS
FOR EDGE OF SLAB
LOCATIONS
T/SLAB
EL SEE PLAN
S2
SEE TYPICAL
COMPOSITE STEEL
DECK AT SLAB EDGE
1"
SUPPORTS FOR
REINFORCEMENT
PER SPECIFICATIONS
AS REQUIRED BY STEEL
DECK SUPPLIER 1" MIN
COMPOSITE STEEL DECK
SHALL BE WELDED TO SUPPORT
FRAMING. SEE GENERAL NOTES
AND SPECIFICATIONS FOR
INFORMATION.
#4@12"
COMPOSITE STEEL DECK
SEE FRAMING PLANS
AND/OR SCHEDULE
CONTINUOUS FINISH STRIP
BY STEEL DECK SUPPLIER
(TYP)
HEADED STUDS PER
FRAMING PLANS OR
GENERAL NOTES
NO DECK UNDER STUD
AT THIS LOCATION
R2
22
TYPICAL COMPOSITE STEEL DECK
SPAN PERPENDICULAR TO BEAM
NOT TO SCALE
TYPICAL COMPOSITE STEEL DECK
SPAN PARALLEL TO BEAM
NOT TO SCALE
TYPICAL COMPOSITE STEEL DECK CONSTRUCTION JOINT
SPAN PERPENDICULAR TO BEAM
NOT TO SCALE
DECK SPAN
ROOF
DECK
MARK
R1
ROOF DECK
(MIN)
1 1/2" ROOF
20 GA TYPE B
FORMED
EDGE
ROOF DECK SCHEDULE
UNFACTORED
DIAPHRAGM
SHEAR (PLF)
SEE GENERAL NOTES
NOTES
6 1/4" LWC 2" 20 GA NONE #4@18" EW
CL
BEAM
2' 6" UON
UON
1' 6"
CL
BEAM
2' 6" UON
UON
1' 6"
SEE SPECIFICATIONS
1 1/2"
GAP
MIN
CL
BEAM
CONSTRUCTION JOINT
LOCATION WITHIN MIDDLE
THIRD OF DECK SPAN
1ST POUR
. .
2ND POUR
2 PANEL LAP
AT WWR
1' 0" MIN
1' 5 5/ 8"
CL
BEAM
SLAB
MARK
TOTAL SLAB
DEPTH AND
CONC TYPE
S1
STEEL
DECK
(MIN)
COMPOSITE STEEL DECK SCHEDULE
SLAB REINFORCEMENT
CONCRETE
TOPPING
SLAB
6 1/4" LWC 2" 20 GA NONE 6 x 6 W2.9 x W2.9 WWR
NOTES
3" ROOF 20 GA SEE GENERAL NOTES
STEEL DECK SCHEDULE
NOT TO SCALE
CONSTRUCTION JOINT
LOCATION
CL
L
3/4" CLEAR
SEE SCHEDULE FOR SIZE AND
SPACING OF REINFORCEMENT
1 #4 CONT
CONT POUR STOP TO BE
DESIGNED AND PROVIDED
BY STEEL DECK CONTRACTOR
CANTILEVER PLATE AS
REQUIRED SEE SCHEDULE
MAX
2"
. SEE
SCHED
DETAIL A
(DECK PARALLEL)
CL
BEAM
L
SEE SCHEDULE FOR SIZE AND
SPACING OF REINFORCEMENT
SKEW HOOK TO FIT
1 #4 CONT
DECK CANTILEVER, POUR
STOP, AND DECK CLOSURE TO
BE DESIGNED AND PROVIDED
BY STEEL DECK CONTRACTOR
SEE NOTE 1 AND 2
NOTES:
1. WHERE BLOCKOUT OR EMBEDDED ITEM IS LOCATED AT THE SLAB
EDGE, DETAIL C IS NOT PERMITTED. USE DETAIL A OR DETAIL B FOR
CANTILEVERED SLAB EDGE
2. WHERE DECK CANTILEVER (DETAIL C) IS NOT CAPABLE OF SUPPORTING
REQUIRED CANTILEVER SPAN 'L', USE DETAIL A OR DETAIL B SIMILAR FOR
CANTILEVER SLAB EDGE
TYPICAL COMPOSITE STEEL DECK AT SLAB EDGE
NOT TO SCALE
DETAIL C
(DECK PERPENDICULAR)
OVER 7 1/2" UP TO 11"
(4 1/2" MIN CONC
THICKNESS OVER DECK)
3/4" CLEAR
3' 0" MIN UON
TOTAL SLAB
THICKNESS (IN)
UP TO 5 1/2"
(2 1/2" MIN CONC
0" MIN TO
1" MAX
THICKNESS OVER DECK)
6 1/4" TO 7 1/2"
(3 1/4" MIN CONC
THICKNESS OVER DECK)
CANTILEVER SPAN
'L'
1' 2" < L ≤ 2' 3"
1' 9" < L ≤ 2' 3"
≤ 1' 2"
1' 6" < L ≤ 2' 3
11" < L ≤ 1' 9"
≤ 11"
6" < L ≤ 1' 6"
≤ 6"
1 1/2"
SEE SCHEDULE FOR SIZE AND
SPACING OF REINFORCEMENT
1 #4 CONT
STIFFENING ANGLE PER
SCHEDULE @ 2' 6" OC BY
STEEL DECK SUPPLIER
CONT POUR STOP TO BE
DESIGNED AND PROVIDED
BY STEEL DECK CONTRACTOR
1" MIN AT .
ANGLE ENDS 1/8 2 12
DETAIL B
(ALTERNATE SLAB EDGE AT DECK
PARALLEL CONDITION)
CANTILEVER PLATE & REINFORCEMENT SCHEDULE
DETAIL A
CANTILEVER
REINFORCEMENT
(SEE NOTES)
#4@12"
#4@12"
#4@12"
#4@10"
#4@10"
PLATE THICKNESS
(A36 MIN)
1/4"
NOTE 2
3/8"
1/4"
NOTE 2
3/8"
1/4"
NOTE 2
PLATE TO FLANGE WELD
SIZE
3/16
1/4
3/16
1/4
3/16
SPACING
3 12
4 12
3 12
4 12
3 12
SCHEDULE NOTES:
1. SEE ADDITIONAL DETAILS FOR REINF AT CURTAIN WALL SUPPORT AND AT CORNERS
2. POUR STOP TO BE DESIGNED AND PROVIDED BY STEEL DECK CONTRACTOR
3. CANTILEVER REINFORCEMENT IS IN ADDITION TO ANY REINFORCEMENT SHOWN IN NOTES, ON PLAN OR ON SLAB
SCHEDULES
4. SLAB EDGE SERVICE LOADS NOT TO EXCEED 400PLF
STIFFENING
ANGLE
L3x3x1/4
NOTE 2
L3x3x1/4
L3x3x1/4
NOTE 2
L3x3x1/4
L3x3x1/4
NOTE 2
EOD
VARIES SEE ARCH
0
SEGMENTED BENT PL 1/4"
SLOPE TO MATCH
EXTERIOR CLADDING 0
ROOF DECK
EOD
ROOF DECK SEGMENTED BENT
PLATE SLOPE TO MATCH
EXTERIOR CLADDING
0
ROOF DECK
CLOSURE,
SEE 7/S5.3.1
MAX
2' 8"
EOD
0
PJP
DETAIL B
TYPICAL COMPOSITE STEEL DECK CONSTRUCTION
JOINT SPAN PARALLEL TO BEAM
NOT TO SCALE
FORMED
EDGE BEAM
BEAM
3' 0" MIN UON
3/4" CLEAR
L
MIN
1"
CL
BEAM
3' 0" MIN UON
2" MIN
.
2ND POUR
. .
2 PANEL LAP
AT WWR
1' 0" MIN
1' 6"
1ST POUR
L=BEAM SPAN
L/8 MIN
CL
BEAM
C6x10.5 SUPPORTING
DECK, E.S.
C6x10.5 SUPPORT
CHANNEL
HSS ROUND
COLUMN
W SECTION
SPACE SUPPORT CHANNELS @ 4' 0"
OC WHERE REQ'D AT DECK EDGE
3/16
3/16
0
FULL DEPTH STIFF PL,
ALIGN W/ C6
NOTES:
1. SEE GENERAL NOTES FOR HEADED STUD SIZE, LENGTH, AND MAXIMUM SPACING. NUMBER
OF STUDS IS INDICATED ON FRAMING PLAN.
2. HEADED STUDS IN ONE ROW SHALL BE PLACED DIRECTLY OVER THE BEAM WEB.
2 1/ 2" 1"
3. PLACE STUDS IN A SINGLE ROW WHERE SPACING REQUIREMENTS PERMIT. STUDS SHALL BE
PLACED IN TWO ROWS OR THREE ROWS ONLY WHERE REQUIRED IN ORDER TO PLACE THE
TOTAL NUMBER OF STUDS.
4. MAXIMUM NUMBER OF STUDS PERMITTED PER INDIVIDUAL METAL DECK RIB IS 3.
5. STUD PLACEMENT PROCEDURE FOR DECK PERPENDICULAR TO SUPPORT: PLACE A STUD IN
ALTERNATING FLUTES FOR ENTIRE LENGTH OF BEAM. PLACE REMAINING STUDS IN FLUTES
WITHOUT STUDS, STARTING AT THE ENDS OF THE BEAM AND CONTINUING TO BEAM CENTER.
DISTRIBUTE HEADED STUDS EQUALLY FROM EACH END. IF STUDS REMAIN, PLACE A SECOND
STUD IN EACH FLUTE, EQUALLY SPACED FROM EACH END TOWARD CENTER OF BEAM. IF
STUDS REMAIN, PLACE A THIRD STUD IN EACH FLUTE, EQUALLY SPACED FROM EACH END
TOWARD CENTER OF BEAM.
THREE STUDS PER RIB
6. SUBMIT SHOP DRAWINGS SHOWING PLACEMENT OF HEADED STUDS PER SPECIFICATION.
BEAMS PERPENDICULAR TO DECK
BEAM PARALLEL TO DECK
WITH ONE ROW
4 1/2" MIN
MAX SPACING PER
GENERAL NOTES
1 1/4"
MIN
2 1/ 2"
3" 1 1/4"
MIN
2 1/ 2"
6"
BEAM PARALLEL TO DECK
WITH TWO ROWS
TYPICAL HEADED STUD SPACING DETAIL
3/4" = 1'-0"
1 1/4"
MIN
2 1/ 2"
3" 3"
6" 6"
2 1/ 2"
1 1/4"
MIN
BEAM PARALLEL TO DECK
WITH THREE ROWS
1 1/4" 2 13/ 16" 2 13/ 16"
1 1/4"
BEAM PARALLEL TO DECK
WITH FLANGE < 6"
NOTE: USE WHERE MULTIPLE LINE SPACING IS
REQUIRED AT A FLANGE WIDTH LESS THAN 6"
1/4 3 12
CL
BEAM
L 4 x 4 x 3/8
SEE DETAIL ABOVE
FOR ALTERNATE
ANGLE LOCATIONS
TYPICAL CHANGE IN SLAB ELEVATION (BEAM AT HIGH DECK)
T/STEEL
EL SEE PLAN
4 1/2"
MIN
6 15/ 16"MAX
POSSIBLE
T/SLAB
EL SEE PLAN
1/4 3 12
DECK RIB
TWO STUDS PER RIB
BOTTOM "DIMPLE"
IN DECK RIB
ONE STUD PER RIB
POSSIBLE ALTERNATE ANGLE
LOCATIONS / CONDITIONS
T/STEEL
EL SEE PLAN
L 4 x 4 x 3/8
BEAM CL
T/STEEL
EL SEE PLAN
BEAM AND
COLUMN CL
2 5/8"
5 1/ 4"
LOCATE STUD ADJACENT TO
DIMPLE (CONSIDER FERRULE)
DIMPLE
CL
BEAM
DECK CLOSURE AT CONFERENCE ROOM (EOD UP TO 1'-6")
1" = 1'-0"
DECK EDGE SUPPORT @ CONFERENCE ROOM
(EOD > 1'-6" ≤ 2'-8")
NOT TO SCALE
3/
4"
3/4"
TYP
COVER
0"
9/
16"
1
1/
8"
SEE
GENERAL
NOTES
4
1/2"
MIN
MAX
SPACING
PER
GENERAL
NOTES
1'
0"
MIN
4"
6"
8
11/
16"
MIN
6
1/
4"
TOTAL
SLAB
THICKNESS
6"
DECK
SPAN
3/
4"
6"
3/4"
TYP
COVER
0"
5/
8"
0"
5/
8"
1
1/
8"
SEE
GENERAL
NOTES
1
1/4"
MIN
2
1/
2"
3"
6"
2
1/
2"
1
1/4"
MIN
6"
TOTAL
SLAB
THICKNESS
2"
MINIMUM
2"
MINIMUM
9
3/ 16"
23 24 25
28
27
26
30
31
29
1" = 1'-0"
Scale
Sheet No.
Content
Designed by
Drawn by
Checked by
Project Name
Consultant
Date
Revision No.
Rev. No.
Rev. No.
Rev. No.
Rev. No.
Date
1:100
AR 26
Architectural Drawings
5
4
3
2
1
No.
Rev. No.
N
W
S
E

13. 3500
3000
3000
3000
SEC A-A CONCRETE BUILDING WITH TWO STORIES OF STEEL STRUCTURE
EAST ELEVATION
2000
61,34°
6
1
,
3
4
°
HEA300
SB400 SB400 SB400
SB400
SB400 SB400 SB400
61,34°
6
1
,
3
4
°
SB160W
SB160W
SB160W SC300
SB400
SB160W SC300
HEA300
HEA300
HEA300
HEA300
HEA300
3000
22
HEA300
SB400
SB400
HEA300
22
HEA300
SB400
SB400
HEA300
22
HEA300
SB400
SB400
HEA300
22
4750
HEA300
SB400
SB400
HEA300
22
4750
4750
4750
4750
4750
GROUND FLOOR +0.00
20400.00
3600.00
BASEMENT FLOOR -3.00
20400.00
3600.00
20400.00
3600.00
20400.00
SECOND FLOOR +6.00
THIRD FLOOR +9.00
FOURTH FLOOR +12.00
FIFTH FLOOR +15.00
FIRST FLOOR +3.00
HEA300 HEA300
SB400
HEA300
SB400
4750
4750
SB400
SIXTH FLOOR +19.00
Scale
Sheet No.
Content
Designed by
Drawn by
Checked by
Project Name
Consultant
Date
Revision No.
Rev. No.
Rev. No.
Rev. No.
Rev. No.
Date
1:100
ST
Structural Drawings
5
4
3
2
1
No.
Rev. No.
N
W
S
E
114

14. 500
450
3000
450
125
300
(2)
(2)
SECTION (2-2)
COL SIZE
500x300 mm
100x100x8
100 300 100 CONCRETE CEILING LEVEL
CONCRETE FLOOR LEVEL
PL 270x100x8
FILLET WELD E7018
PL 400x100x8
5/16
PL 570x50 x 8
PL 400x125x 8
PL 400x125 x8
100x100x8
TYP FILLET WELD E7018
5/16
TYP FILLET WELD E7018
5/16
COLUMN #01
360 360
Scale
Sheet No.
Content
Designed by
Drawn by
Checked by
Project Name
Consultant
Date
Revision No.
Rev. No.
Rev. No.
Rev. No.
Rev. No.
Date
1:100
ST
Structural Drawings
5
4
3
2
1
No.
Rev. No.
N
W
S
E
TYPICAL CROSS GIRDER CONNECTION DETAILS
3/4" = 1'-0"
17
114

15. 450
(2)
(2)
SECTION (2-2)
COL SIZE
450x300 mm
CONCRETE CEILING LEVEL
CONCRETE FLOOR LEVEL
100x100x8
PL 270x100x8
FILLET WELD E7018
PL 420x100x8
5/16
450
3000
450
125
PL 570x50 x 8
PL 420x125x 8
PL 420x125 x8
100x100x8
TYP FILLET WELD E7018
5/16
TYP FILLET WELD E7018
5/16
100 250 100
COLUMN #02
331 333
Scale
Sheet No.
Content
Designed by
Drawn by
Checked by
Project Name
Consultant
Date
Revision No.
Rev. No.
Rev. No.
Rev. No.
Rev. No.
Date
1:100
ST
Structural Drawings
5
4
3
2
1
No.
Rev. No.
N
W
S
E
TYPICAL CROSS GIRDER CONNECTION DETAILS
"17 3/4" = 1'-0
114

16. 400
(2)
(2)
SECTION (2-2)
COL SIZE
400x300 mm
CONCRETE CEILING LEVEL
CONCRETE FLOOR LEVEL
100x100x8
PL 270x100x8
FILLET WELD E7018
PL 370x100x8
5/16
450
3000
450
125
PL 565x50 x 8
PL 370x125x 8
PL 370x125 x8
100x100x8
TYP FILLET WELD E7018
5/16
TYP FILLET WELD E7018
5/16
100 200 100
COLUMN #03
308 308
Scale
Sheet No.
Content
Designed by
Drawn by
Checked by
Project Name
Consultant
Date
Revision No.
Rev. No.
Rev. No.
Rev. No.
Rev. No.
Date
1:100
ST
Structural Drawings
5
4
3
2
1
No.
Rev. No.
N
W
S
E
TYPICAL CROSS GIRDER CONNECTION DETAILS
"18 3/4" = 1'-0
114

17. 350
(2)
(2)
SECTION (2-2)
COL SIZE
350x300 mm
CONCRETE CEILING LEVEL
CONCRETE FLOOR LEVEL
75x75x8
PL 270x100x8
FILLET WELD E7018
PL 320x100x8
5/16
450
3000
450
125
PL 570x50 x 8
PL 320x125x 8
PL 320x125 x8
75x75x8
TYP FILLET WELD E7018
5/16
TYP FILLET WELD E7018
5/16
75 200 75
COLUMN #04
Scale
Sheet No.
Content
Designed by
Drawn by
Checked by
Project Name
Consultant
Date
Revision No.
Rev. No.
Rev. No.
Rev. No.
Rev. No.
Date
1:100
ST
Structural Drawings
5
4
3
2
1
No.
Rev. No.
N
W
S
E
TYPICAL CROSS GIRDER CONNECTION DETAILS
"19 3/4" = 1'-0
114

18. 300
(2)
(2)
SECTION (2-2)
COL SIZE
300x300 mm
CONCRETE CEILING LEVEL
CONCRETE FLOOR LEVEL
75x75x8
PL 270x100x8
FILLET WELD E7018
PL 270x100x8
5/16
PL 570x50 x 8
PL 270x125 x8
450
3000
450
125 PL 270x125x 8
75x75x8
TYP FILLET WELD E7018
5/16
TYP FILLET WELD E7018
5/16
75 150 75
COLUMN #05
259 259
Scale
Sheet No.
Content
Designed by
Drawn by
Checked by
Project Name
Consultant
Date
Revision No.
Rev. No.
Rev. No.
Rev. No.
Rev. No.
Date
1:100
ST
Structural Drawings
5
4
3
2
1
No.
Rev. No.
N
W
S
E
TYPICAL CROSS GIRDER CONNECTION DETAILS
"20 3/4" = 1'-0
114