Technical Report - Building Structural Assessment & Rehabilitation_ar.pdf

Technical Report
(To investigate the structural condition of the commercial bank building at the intersection of the pool)
Alpha Engineering Company Engineering
Consultant Office Accredited Structural
Laboratories
Beneficiary: Commercial Bank
Issue/ 615
Implementing agency (examination and evaluation): Al-Waha Tower Company for Trade and General Contracting / the consulting engineering cadre and the cadres
of the approved structural laboratory
Date of preparation of the report: Sunday, 2021-JUNE-20
Total project duration:
Four months (120 working days) only.
Project location: Baghdad Governorate, near the intersection of Al-Masbah - Al-Arasat
Project name: Construction investigation project - repair - and reinforcement for the building of the Commercial Bank in Eastern Karada
(not yet approved)
Estimated project cost:
Representative of the implementing agency for the restoration: SOLUTIONS ENGINEERING ALPHA
Responsible for the restoration (constructive): SOLUTIONS ENGINEERING ALPHA
Kamal Abdel Hamid, representative of the beneficiary: Eng.
Date/06/20/2021
Machine Translated by Google

Laboratories
Asserted Structural Laboratory Sampling Collecting, Assesment,
Issue/ 615
3. Technical documents for the initial structural checks (from the entity carrying out the structural checks - the engineering consulting office).
Drawing
3. Detailed structural calculations (Calculations Verification & Modeling Design Structural) were prepared (for a period of no less
than two weeks (14 working days).
Structural Design shop drawings with full detailing) 4
For two weeks (14 working days).
2. Technical documents of the structural restoration project (from the executing agency for the initial restoration - Alfa Company) Workshop Repearing
Drawings
Three weeks (21 working days).
1. Technical documents of the project (from the designer - Al-Wathiq Engineering Consulting Office) Workshop Orginal
2. A work plan for the field trials of the building (Testing & Sampling Assessments Structural) was implemented for a period of no less than
Required documents: (for the purpose of completing the examination and evaluation requirements)
1. Initial visits to the building site for the purpose of conducting an investigation field for a period of no less than five working days.
Date/06/20/2021
Documented site visits:
& Testing Results

(Building Basement)
3
Neighboring by select stations
The second phase
final processing.
Other locations within the building for the purpose
of requirements
To Be Approved by
Laboratories
T
Inspection of building foundations and basement
Complementary check-ups
Conducting checks on the basement floor for
implementation (columns, bridges, and the roof
5
Work plan and project schedule:
Electing other points for the purpose of
conducting new examinations based on the report
approved.
to select spaces
Obtained from the second stage
Station Total . Local elevations
Examination of the implemented treatments
(for the water-damaged site) by the company
Third week
To Be Approved by
stats
Consulting Engineering
6 Inspection of buildings adjacent to the site
Inspection of building foundations and basement
Al-Hasiri basis.
For concrete strength checks
For the purpose of completing the examination and inspection requirements, a three-stage work method (ProJECT PHASE THREE) has been adopted.
Examination of the external surfaces of the
implementation site (second floor).
Other sites inside the building for the purpose
of checking for cracks (vertical and horizontal)
due to damage from water and precipitation
rooftop
For a period not exceeding three weeks (21 working days), as shown in the following table:
Inspection and inspection of the basement of
the implementation (columns, bridges, and roof).
To Be Approved by
Permeable antennas and water tanks
1st stage
To Be Approved by
To Be Approved by
second week
Issue/ 615
Inspection of the external surfaces of the
implementation site (second floor).
(Building Basement)
Measurements
Depending on the results
Inspection of the site affected by
groundwater and the time limitation of the origin
uneven.
third level
2
wind loading on Arial (there is
first week
Investigation
7
Date/06/20/2021
1
4
Additional checking of the field weight
measurements on the roof of the building by
means of synchronous height-determination stations
primacy
and previously implemented processes.
Additional checking of the height of the buildings

Synchronized
Actual local via satellite
real-time
To Be Approved by
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Additional check for lateral deflections
actual
TESTS
9
SELECTIVE STRUCTURAL
Alpha Engineering Company
Engineering Consultant Office
Accredited Structural Laboratories
To Be Approved by
Measuring
displacement
Antenna, satellite dishes,
elevations
Actual satellite (GPS .)
Subsequent structural examinations
10
Measurements
(
Station
GPS Station actual
by altitude stations
Measuring
Date/06/20/2021
To Be Approved by
Measuring the heights of the building during the
additional construction operations to ensure
regular precipitation of the supporting soil.
lateral
TESTS
Additional checking of the height of the
building by means of height-fixing stations
real-time
Station
ADDITIONAL STRUCTURAL
)and water tanks
8
Measurement of the lateral deflections built during
the additional construction operations and its
exposure to wind loads to ensure that no significant
variation occurs during implementation.
Selected structural examinations

Date/06/20/2021
For field examination work similar to the current project
Quality control ( for on-site inspections and repairs ):
Laboratories
2 Appendix No. 2 photos
All engineering tests were carried out in laboratories officially registered with the Iraqi Ministry of Planning and Development Cooperation and under the direct
supervision of our consulting engineering staff (with specializations: Structural Engineering, Foundation Engineering, Water Resources Engineering, Structural
Materials Engineering and Project Management Engineering), which includes the following works:
. 3. Annex No. 3 Detailed construction plans for the project.
attachments:
1. Field inspection and initial examination. 2.
Studying the project’s engineering documents (supplied by the designer - Al-Wathiq Engineering Consulting Office). 3. Conducting and implementing
a program of on-site inspections of the building (Annex No. 1) and direct supervision during implementation. 4. Completing
engineering studies (for the purpose of analyzing test results) and providing the necessary engineering treatments. 5. Direct
engineering supervision on the implementation of repairs (for the purpose of ensuring the quality of implementation and its compliance with technical specifications).
Issue/ 615
1. Annex No. 1 on-site examination program for the implementation of the project.

On-site inspection program for the implementation of the project (according to the American Standard ACI 201)
Supplement No. (1)
ASTM.C42
indicator
Non
Examination name
Content of holes, density of concrete and components
2
4
Test Type
ASTM C-597
B
Concrete compressive and
B
ACI318-08, ASTM
Destructive
Determining the ability of concrete to active rust (as a result
of its exposure to heat):
Determination of the thickness of the concrete cover of the
rebar (as a result of spalling by heat):
ASTM
Destructive
Practice of petrographic
Test Name And
concrete mix:
Non
Test to identify loses in concrete
concrete reinforcement.
tensile strength
concrete
Electrical potential
cover.
A
Non
Destructive
Inspection type Standard No.
1
Destructive
& Non
examination of hardened
Ultrasonic measuring
3
Code Reference Number
Destructive
Issue/ 615
Test Description
Determining the condition of surface cracks in concrete,
using mechanical movement indication devices:
Pachometer survey for
Modulus of rupture test
ASTM C-856
measuring equipment
Examination type
Extraction and testing of concrete core samples to determine
A
Destructive
No.
equipment
Test to identify active corrosive in
Destructive
cover.
Date/06/20/2021
Extraction and testing of concrete core samples to determine
the compressive and tensile strength of concrete:
Determining the state of internal cracks in
concrete, using ultrasound devices:
determination of concrete
ACI 318.08, BS1881,
Mechanical movement
ASTM

Destructive
Determination of the content of chloride ions in concrete (for the
purpose of determining the durability of concrete due to aging):
Destructive
Pictures showing the on-site field examinations of the project:
ACI 222, ACI318-08
Destructive
Supplement No. (2)
concrete 5
6
Chloride ions content in
According to ASTM.
Date/06/20/2021
Additional tests if needed.
Issue/ 615
& Non
Other tests determined when needed

Supplement No. (2)
Date/06/20/2021
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Issue/ 615
Date/06/20/2021
Supplement No. (2)

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Date/06/20/2021

Supplement No. -3-
Pictures of the reality of the building - third
Issue/ 615
Date/06/20/2021

Supplement No. -3-
Issue/ 615 Alpha Engineering Company
Pictures of the reality of the building - three floors
Date/06/20/2021

Issue/ 615
Date/06/20/2021
Annex No. 3 - Pictures of the current situation of the building - three floors

Annex No. 3 - Pictures of the current situation of the building - third
Date/06/20/2021
Issue/ 615

Issue/ 615
Date/06/20/2021
Supplement No. -3-

Supplement No. -3-
Date/06/20/2021
Issue/ 615

Date/06/20/2021
20-06-2021
Abstract
Laboratories
End of Technical Report
After checking the results of the structural tests and engineering calculations for the additional weights (adding two floors), it was found that the structure is
structurally sound. In order to increase the safety factor of the structure, it was decided to add structural reinforcement to the columns and thresholds on the ground
floors and basement (and as indicated in the attached construction plans (25-21 page).) The reinforcement also includes Making cross braces (page - bracing steel cross .)
with respect....
20) to ensure achieving the highest safety and efficiency coefficients to resist seismic loads and side winds.
Issue/ 615
Engineering office representative

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
@
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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
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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 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
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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
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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
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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
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.
.
.
VAR.
VAR.
300
240
OR
600
240
OR
600
SPLICE
LENGTH
SPLICE
LENGTH
OPENING REINFORCING DETAILINGS
Scale
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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
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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
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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)
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.
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:
3. PROVIDE PREDESIGNED CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF STEEL
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.
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
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:
3. MINIMUM FILLET WELD SIZE SHALL BE 5/8 TIMES THE PLATE THICKNESS.
04
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.
4.
5.
NOTES:
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.
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).
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:
2.
d1-d2 <= 4", θ <= 20°
PROVIDE PREDESIGNED CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF
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.
3. PROVIDE PREDESIGNED SHEAR CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF
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:
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
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.
REFER TO
NOTE 1
BLOCK FLANGES IF REQUIRED
FOR ERECTION CLEARANCE
ERECTION SEAT ANGLES
AND SHIMS AS REQUIRED
NOTES:
3.
4. SHOP WELD ON 3 SIDES TO DEVELOP BEAM REACTION, TYPICAL.
PROVIDE PREDESIGNED CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF STEEL
20
TYPICAL SKEWED SHEAR CONNECTION AT COLUMN
NO SCALE
08
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.
4. PROVIDE PREDESIGNED SHEAR CONNECTIONS AS SHOWN IN AMERICAN INSTITUTE OF STEEL
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
5
4
3
2
1
No.
Rev. No.
N
W
S
E

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.
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
SHALL BE WELDED TO SUPPORT
FRAMING. SEE GENERAL NOTES
AND SPECIFICATIONS FOR
INFORMATION.
#4@12"
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
SKEW HOOK TO FIT
1 #4 CONT
DECK CANTILEVER, POUR
STOP, AND DECK CLOSURE TO
BE DESIGNED AND PROVIDED
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
6 1/4" TO 7 1/2"
(3 1/4" MIN CONC
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"
1 #4 CONT
STIFFENING ANGLE PER
SCHEDULE @ 2' 6" OC BY
STEEL DECK SUPPLIER
CONT POUR STOP TO BE
DESIGNED AND PROVIDED
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"
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
WITH THREE ROWS
1 1/4" 2 13/ 16" 2 13/ 16"
1 1/4"
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
5
4
3
2
1
No.
Rev. No.
N
W
S
E

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

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
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

450
(2)
(2)
SECTION (2-2)
COL SIZE
450x300 mm
CONCRETE CEILING 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
5/16
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
"17 3/4" = 1'-0
114

400
(2)
(2)
SECTION (2-2)
COL SIZE
400x300 mm
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
5/16
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
"18 3/4" = 1'-0
114

350
(2)
(2)
SECTION (2-2)
COL SIZE
350x300 mm
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
5/16
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
"19 3/4" = 1'-0
114

300
(2)
(2)
SECTION (2-2)
COL SIZE
300x300 mm
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
5/16
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
"20 3/4" = 1'-0
114

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