Steel Detailing Study Material

Prepared by
Muthukrishnan V M
Certified SDS2 Detailer & Tekla Detailer
Contact: Phoenixdetailingteam@gmail.com
For Steel detailing estimate Contact: https://phoenixdetailingteam.co.in/

STEEL DETAILING STUDY MATERIALS April 19, 2022
Topic: -
1. Required information from contract drawings to start the
new project.
2. Inputs and Outputs of steel detailing
3. Units and Calculations
4. Drawing scale and sizes
5. Advance Bill of Materials
6. Structural Shapes and Grades
7. Encroachment values
8. Edge distance standards
9. Bolts standards
10. Nut and washer grades
11. Holes and sizes
12. Post installed anchors
13. Weld standards
14. Bent plates
15. Plates
16. Angles
17. Rebars & DBA’s
18. Anchor rod
19. Embeds
20. Connections
21. Joist coordination
22. Column splices & Beam splices
23. Erections Aids
24. OSHA standards
25. Paint standards
26. Protected Zone area
27. Galvanization standards
28. Stairs and Rails
29. Ladders
30. Turnbuckles and clevis
31. Grating
32. CMU wall
33. Anchor bolt drawings
34. Embed drawings
35. Erection drawings
36. Lintel drawings
37. Detailing (Beam, column, other Misc.)
Phoenixdetailingteam@gmail.com 1
AISC dimensioning tool link

Structural Steel Dimensioning Tool | American Institute of Steel
Construction (aisc.org)
AISC steel detailing online course
Detailer Training Series Online Course | American Institute of Steel
Construction (aisc.org)
AISC 341-16
ANSI/AISC 341-16: Seismic Provisions for Structural Steel Buildings
HILTI bolts availability link
Power Tools, Fasteners, and Software for Construction - Hilti USA
Tekla Warehouse - Tekla Warehouse
Tekla Trimble learning.
Construction - Building Construction - Tekla - Learn. Trimble
SDS2 online training program - sds2.com
Bolt availability info: - https://www.portlandbolt.com
Haydon Bolts | Construction Fastener Specialists Since 1864
Bolt weight calculator: -
» Bolt Weight Calculator (portlandbolt.com)
Plate weight calculator: -
» Plate Weight Calculator (portlandbolt.com)
Ladders info: - precisionladders.com
Gates info: -https://www.hooverfence.com/
Bolt tightening Gun availability: -
TC Shear Wrenches (Tension Control) | With Bolt Size Chart
(gwyinc.com)
Abbreviations
ACI - American Concrete Institute
AISC - American Institute of Steel Construction
ANSI - American National Standards Institute
ASCE - American Society of Civil Engineers
AISE - Association of Iron and Steel Engineers
ASME - American Society of Mechanical Engineers
ASTM - American Society of Testing and Material
ATLSS - Advanced Technology of Large Structural Systems
AESS - Architecturally Exposed Structural Steel
AGS - American Galvanizers Society
ASD - allowable strength design
AWS - American Welding Society
AASHTO - American Association of State Highways and Trans-
portation Officials
AREMA - American Railway Engineering and Maintenance of
Way Association
BIF - Bill Interchange Format
BRBF - buckling-restrained braced frame
CAD - Computer Aided Drafting
CASE - Council of American Structural Engineers
CC - Centre to Centre
CG - Center of Gravity
CNC - Computer Numeric Control
C-EBF - Composite Eccentrically Braced Frame
C-IMF - Composite Intermediate Moment Frame
CJP - Complete Joint Penetration
C-OBF - Composite Ordinary Braced Frame
C-OMF - Composite Ordinary Moment Frame
C-OSW - Composite Ordinary Shear Wall
C-PRMF - Composite Partially Restrained Moment Frame
CPRP - Connection Prequalification Review Panel
C-PSW - Composite Plate Shear Wall
C-SCBF - Composite Special Concentrically Braced Frame
C-SMF - Composite Special Moment Frame
C-SSW - Composite Special Shear Wall
CVN - Charpy V-Notch
CFR - Code of Federal Regulation for the construction industry
CISC - Canadian Institute of Steel Construction
CMAA - Crane Manufacturers Association of America

CMTR - Certified Mill Test Record
DXF - Drawing Interchange Format
E70LH - E70-Low Hydrogen
ERW - Electric Resistance Welding
EBF - Eccentrically Braced Frame
FCAW - Flux-Cored Arc Welding
FEMA - Federal Emergency Management Agency
FR - Fully Restrained
GMAW - Gas Metal Arc Welding
GA – Gage
GOL - Gage on Angle/Gage Outstanding Leg
GTSM - Gouge to Sound Metal
HBE - Horizontal Boundary Element
HSS - Hollow Structural Section
HVAC - Heat Ventilating and Air Conditioning
IBE - Intermediate Boundary Element
IMF - Intermediate Moment Frame
KSI - Kips Per Square Inch
LASER - Light Amplification by Stimulated Emission of Radiation
LBS - LB = Pound
LHE - Left Hand End
LLH - Long Leg Horizontal
LLV - Long Leg Vertical
LSL - Long Slot
LSLP - Long Slotted/Load Parallel Holes
LSLT - Long Slotted/Load Transverse Holes
LAST - Lowest Anticipated Service Temperature
LRFD - Load And Resistance Factor Design
MC - Miscellaneous Channel / Moment Connection
MT - Magnetic Particle Testing
MBMA - Metal Building Manufacturers Association
MT-OCBF - Multi-Tiered Ordinary Concentrically Braced Frame
MT-SCBF - Multi-Tiered Special Concentrically Braced Frame
MT-BRBF - Multi-Tiered Buckling-Restrained Braced Frame
MBMA - Metal Building Manufacturers Association
NDE – Non-Destructive Examination
NDT – Non-Destructive Testing
NACE - National Association of Corrosion Engineers International
NBCC - National Building Code of Canada
NISD - National Institute of Steel Detailing

NS - Near Side
OSHA - Occupational Safety and Health Administration
OCBF - Ordinary Concentrically Braced Frame
OCCS - Ordinary Cantilever Column System
OMF - Ordinary Moment Frame
OVS – Oversize
OSL - Out Standing Leg
PT - Penetrant Testing
PJP - Partial Joint Penetration
PR - Partially Restrained
QA - Quality Assurance
QC - Quality Control
RD - Running Dimension
RFI - Request For Information
RT - Radiographic Testing
RBS - Reduced Beam Section
RCSC - Research Council on Structural Connections
SAW - Submerged Arc Weldng
SC - Slip-Critical
SDNF - Steel Detailing Neutral File
SER/EOR - Structural Engineer Of Record
SJI - Steel Joist Institute
SCBF - Special Concentrically Braced Frame
SCCS - Special Cantilever Column System
SDC - Seismic Design Category
SEI - Structural Engineering Institute
SFRS - Seismic Force-Resisting System
SMAW - Shielded Metal Arc Welding
SMF - Special Moment Frame
SPSPW - Special Perforated Steel Plate Wall
SPSW - Special Plate Shear Wall
SRC - Steel-Reinforced Concrete
SOP - Standard Office Practice
SSL - Short Slot
SSLP - Short Slotted/Load Parallel Holes
SSLT - Short Slotted/Load Transverse Holes
SSPC - Steel Structures Painting Council / Society of Protective
Coating
SSRC - Structural Stability Research Council
STMF - Special Truss Moment Frame

TBD - To Be Determined
TC - Tension Control
TYP – Typical
UDL - Uniformly Distributed Load
UM - Universal Mill
UNO - Unless Noted Otherwise
UT - Ultrasonic Testing
VT - Visual Testing
VBE - Vertical Boundary Element
WSD - Working Stress Design
WPQR - Welder Performance Qualification Records
WPS - Welding Procedure Specification
1. Required information from contract drawings to start

the new project: -
The following points to review on design drawings, before starting
the model:
1. Design ASD or LRFD
2. Job north direction
3. Material grade information
4. Grid to grid dimensions and numbers
5. Compare arch and structural drawings sections and grid di-
mension
6. Floor elevation& Top of steel elevation
7. Slab thickness
8. Beam locating dimensions
9. Typical connection type Bolted or Welded)
10. Column orientation
11. Column based plate elevation
12.Column cap plate elevation
13.Anchor bolt dia info
14.Baseplate thick and size and hole pattern
15.Baseplate extension at brace locations.
16.AB embedment information
17. Levelling plate requirements or Levelling Nuts /Temp plates
18. Grout thick info
19.Column shear lug, orientation, CJP weld, shear lug pocket
20. Embed plate information like size & elevations
21. Nailer hole requirement confirm with a customer)
22. Embedded items Angles, channels, etc.,)
23. Moment information Moment type - Bolted or Welded
24. Camber information
25. Connection bolt grade TC or Non-TC
26. If the project has Slab depression, we need to provide deck
support
27. Edge of slab dimension
28. Typical connection detail – whether show min/ std/max
number of bolts
29. Opening size and locating information.

30. If any pour stop shop welded or field weld, we need to con-
firm the
31. section and customer.
32. If any galvanize member, we need to input Galv. In model.
33. AESS members and galvanize.
34. If any load for member or Number of bolts as given in Struc-
tural drawings.
35. We need to follow per fabricator standard.
36. Erection possibility& erector note in erection plans.
37. Column lifting holes or angle.
38. Safety cable hole& Lifeline hole.
39. Deck support seating angle at column location.
40. For galvanized members, we need to provide vent & drain
holes.
41. If have any frames, we need to review the erection aid.
42. If sequence, zone, we need to consider first erection members
and sequence.
43. While release members to confirm connection future se-
quence.
44. Pour stop, if Circle area, we need to provide erection bolts.
45. Before releasing members for approval/fabrication, we need
to review all emails and sketches, and RFI responses to con-
firm whether all points are updated or not.
46. If the Joist connects to the beam, for the parallel condition we
need to fix the top of the joist elevation and the Top of the
beam elevation. If perpendicular, we need to down be based
on joist shoe depth size.
47. Need to review beam penetration on the plan and section.
48. SC bolts size and grade – Shop Note & Field note to add in
drawings.
49. Erection bolt A307 – Confirm the Customer.
50. If any member input, we should check miscellaneous or main
members. If have any questions, should be discussed with
APM/PMs.
51. Anything showed field welded on the design document, if

possible, to shop attach, we need to ask confirmation from the
customer.
52. Member length if exceeded 40’-0” we need to confirm splice
53. requirement or shipment info.
54. If anything, we assume as a frame, before sending we need
to confirm with the customer.
55. If we have a double slope, we need to consider deck seating
arrangement bent plate, angle) on beam for different slab lo-
cations.
56. We need to consider if anything material adds, if possible,
always keep the same sub mark. Sub mark details should fol-
low the round value.
57. If anything is attached to for CMU wall need to review it
with the wall location.
58. Wall profile to compare to arch sheets.
59. Galvanized tank details& Shipping length & width details.
2. Inputs and Outputs of steel detailing: -

Below are items that will be received from the customer. If not,
needs to ask in Pre-Detailing Meeting.
Inputs from customer: -
❖ Structural
❖ Architectural
❖ Civil
❖ Mechanical, Electrical, Plumbing
❖ Fireproof
❖ Joist& Deck
❖ Specifications
❖ Flex truss
❖ Precast Panel
❖ Fabricator Standard
❖ Erector standard
❖ Sequence plan.
Outputs from Detailer: -

❖ Advanced Bill of Material
❖ Anchor bolt plans and details
❖ Embed plans and details
❖ Erection plans and details
❖ Assembly drawings
❖ Singe part drawings
❖ KSS File& Fabtrol reports Confirm with the customer)
❖ NC, DXF, XML Files
❖ Drawing log and transmittals.
❖ Field, shop, point to point bolt list
❖ Material Change List If required)
3. Units and Calculations: -

1’-0” = 12” inches. In architectural & structural units is 1”
inch is divided into hexadecimal
4. Drawing scale and sizes: -
5. Advance Bill of Material ABM)

✓ ABM files are KSS File or Excel or PDF.
✓ In addition to wide flange members, plates for built-up beams
or other large quantities of the plate, angles, channel, HSS,
and any material with special CVN material requirements
must be shown on the ABM. Domestic only material must be
noted as well. Due to Mill Rollings, main member ABMs will
be required as soon as the model is developed. A secondary
ABM can be provided for the remaining members.
✓ Create a separate ABM for all rolled material. Rolled members
must be on a separate ABM with rolling sketches.
✓ Detail plate instead of flat bar whenever possible. Plates will
be converted to the flat bar if determined by production con-
trol.
✓ All plates 3” and larger are to be included on the ABM. Noti-
fy the Project Management team for all plates 4” and larger.
✓ Base Plates and Gusset Plates over 2” thick need to be called
out to size, not square footage or weight.
✓ Revisions to the ABM must be submitted if the final material
length, as detailed, is 1’-0” short of the ABM length or 2” or
more) longer than the ABM length. When the final length
exceeds these limits, a revised ABM is to be submitted to the
client. A narrative of the revisions should be included to the
assist client purchasing department’s efforts.
✓ Buyouts will be purchased directly from the manufacturer;
therefore, these items are not listed on an ABM. However, if
the “BUYOUT” is shop attached, “BUYOUT” must be noted in
the Bill of Material on each detail sheet.
✓ The ABM should be prepared by sequence for large jobs. Typ-
ically for smaller projects, the ABM can be the material for all
sequences. If the sequences are available at the time the ABM
is made the sequence numbers should be shown on the ABM
and import files.
6. Structural Shapes and Grades: -
W-, M-, S- and HP-Shapes

❖ W-shapes, which have essentially parallel inner and outer
flange surface
❖ M-shapes, which are H-shaped members that are not classi-
fied in ASTM A6 as W-, S-or HP-shapes. M-shapes may
have a sloped inside flange face or other cross-section fea-
tures that do not meet the criteria for W-, S- or HP-shapes.
❖ S-shapes also known as American standard beams) has a
slope of approximately16 2/3 % 2 on 12) on the inner flange
surfaces.
❖ HP-shapes also known as bearing piles), are like W-shapes
except their webs and flanges are of equal thickness, and
the depth and flange width are nominally equal for a giv-
en designation.
These shapes are designated by the mark W, M, S, or HP, nom-
inal depth in.), and nominal weight lb/ft). For example, a
W24×55 is a W-shape that is nominally 24 in. deep and
weighs 55 lb/ft.
Channels
Two types of channels are covered in this Manual:
❖ C-shapes also known as American standard channels have
a slope of approximately162/3% 2 on 12) on the inner
flange surfaces.
❖ MC-shapes also known as miscellaneous channels) have a

slope other than162/3% 2 on 12) on the inner flange surfac-
es.
These shapes are designated by the mark C or MC, nominal
depth in.), and nominal weight lb/ft). For example, a C12×25
is a C-shape that is nominally 12 in. deep and weighs 25 lb/ft.
Angles
Angles also known as L-shapes) have legs of equal thickness and
either equal or unequal leg sizes. Angles are designated by the
mark L, leg sizes in.), and thickness in.). For example, an L4×3×1/2
is an angle with one 4-in. leg, one 3-in. leg, and 1/2-in. thickness.
Structural Tees WT-, MT- and ST-Shapes)

Three types of structural tees are covered in this Manual:
• WT-shapes, which are made from W-shapes
• MT-shapes, which are made from M-shapes
• ST-shapes, which are made from S-shapes
These shapes are designated by the mark WT, MT, or ST, nominal
depth in.), and nominal weight lb/ft). WT-, MT- and ST shapes
are split sheared or thermal-cut) from W-, M-, and S-shapes, re-
spectively, and have half the nominal depth and weight of that
shape. For example, a WT12×27.5 is a structural tee split from a
W-shape W24×55), is nominally 12 in. deep, and weighs 27.5 lb/ft
Hollow Structural Sections HSS)

❖ Rectangular/Square/Round HSS, has an essentially rectan-
gular cross-section, except for rounded corners, and uniform
wall thickness, except at the weld seams)
Rectangular HSS are designated by the mark HSS, overall outside
dimensions in.), and wall thickness in.), with all dimensions ex-
pressed as fractional numbers. For example, an HSS10×10×1/2 is
nominally 10 in. by 10 in. with a 1/2-in. wall thickness. Round HSS
are designated by the term HSS, nominal outside diameter in.),
and wall thickness in.) with both dimensions expressed to three
decimal places. For example, an HSS10.000×0.500 is nominally 10
in. in diameter with a 1/2-in. nominal wall thickness.
Pipe
❖ Pipes have an essentially round cross-section and uniform

thickness, except at the weld seams) for the welded pipe.
Pipes up to and including NPS 12 are designated by the term Pipe,
nominal diameter in.), and weight class Std., x-Strong, xx-Strong).
NPS stands for nominal pipe size. For example, Pipe 5 Std. denotes
a pipe with a 5-in. nominal diameter and a 0.258-in. wall thick-
ness, which corresponds to the standard weight series.
Pipes with wall thicknesses that do not correspond to the foregoing
weight classes are designated by the term Pipe, outside diameter
in.), and wall thickness in.) with both expressed to three decimal
places. For example, Pipe 14.000×0.375 and Pipe 5.563×0.500 are
proper designations.
Plate Products
The historical classification system for structural bars and plates
suggests that there is only a physical difference between them
based on size and production procedure. In raw form, the flat stock
has historically been classified as a bar if it is less than or equal to
8 in. wide and as a plate if it is greater than 8 in. wide. Bars are
rolled between horizontal and vertical rolls and trimmed to length
by shearing or thermal cutting on the ends only. Plates are gener-
ally produced using one of two methods:
1. Sheared plates are rolled between horizontal rolls and
trimmed to width and length by shearing or thermal cutting
on the edges and ends; or
2. Stripped plates are sheared or thermal cut from wider sheared
plates.
There is very little, if any, the structural difference between plates
and bars. Consequently, the term plate is becoming a universally
applied term today and a PL1/2 in.×41/2 in.×1ft 3 in., for example,
might be fabricated from plate or bar stock.
For structural plates, the preferred practice is to specify thickness in
1/16-in. increments up to 3/8-in. thickness, 1/8-in. increments over
3/8-in. to 1-in. thickness, and 1/4-in. increments over 1-in. thickness.
The current extreme width for sheared plates is 200 in. Because
mill practice regarding plate widths varies, individual mills should
be consulted to determine preferences. For bars, the preferred prac-
tice is to specify the width in 1/4-in. increments, and thickness and
diameter in 1/8-in. increments.
Other Structural Products

The following other structural products are covered in this Manual
as indicated:
❖ High-strength bolts, common bolts, washers, nuts, and direct-
tension-indicator washers.
❖ Welding filler metals and fluxes.
❖ Forged steel structural hardware items, such as clevises, turn-
buckles, sleeve nuts, recessed-pin nuts, and cotter pins.
❖ Anchor rods and threaded rods.
Grades for structural members: -
❖ Continuity plate & Moment connections are preferred A572-

Gr.50. Confirm with the structural & customer).
❖ Bent plate, plate, angle length availability confirm with a cus-
tomer).
❖ Maximum member length & shipping length confirm with the
customer).
Workable Gage for structural members: -
Rows of bolts for WF members:

Before starting the model work, confirm with the customer or fab-
ricator standard or as per contract drawings.
7. Encroachment values for structural members: -
8. Edge distance of structural members: -
9. Bolts standards
Types of bolt Connections:

a. Bearing type
I. N - Threads Included in the shear plane
II. X – Threads excluded from the shear plane.
b. Slip critical
Slip-critical joint, from structural engineering, is a type

of bolted structural steel connection that relies on friction between
the two connected elements rather than bolt shear or bolt bearing
to join two structural elements. Preferred std or OVS hole & faying
surface (Class A or B) confirm with the engineer.
❖ Needs to specify in the Model & Erection plans. No paint
mask needs to add in assembly drawings.
Tightening methods:
Snug tightening N or X (Wrench tight)-A325, A490
Pretension control bolt (N or X)

1. Turn-of Nut
2. Calibrated Wrench
3. Direct Tension indicator bolts
4. Twist-off Bolt F1852, F2280)
Other Bolts &Screws: -

Blind Bolts Counter Sunk bolts Counter Sunk screws
Eye bolts Lag Screws Nail
Nailer hole dia– 3/16” Ø - 0”-1” thick plate

– 7/16” Ø - 1”-2” thick plate
– 9/16” Ø - 2”-3” thick plate
Continuing adding 1/8” Ø for every 1” thick increment.
Before starting the model work, confirm with the customer.
Bolt Grades
❖ A490 bolts are not permitted to be galvanized. Discuss with

the
project manager.
❖ Erection bolts are A307 grade, confirm with the customer.
Minimum Edge distance in shear or Rolled Edge
Bolt Tightening Clearance
Tension control Bolt Gun Availability
TC Bolt Sizes in stock
Hex head Bolt Sizes in stock
10. Nut & Washer Grades
11. Holes and Sizes.
❖ For connections, Standard holes are preferred for beams, col-

umns, and short/std holes are preferred in connecting elements
like shear plate, end plate, clip angle, splice plate, etc.
❖ OVS holes are preferred in post-installed anchors and brace
gusset plate connections.
❖ Long short holes are preferred for embed to steel connection.
❖ For Slip critical connection STD or OVS hole is preferred.
❖ The distance between centers of standard, oversized, or slotted
holes shall not be less than 22/3times the nominal diameter, d,
of the fastener; 3d is preferred.
❖ Threaded studs, shot with AWP Automated Welding Proce-
dure), require additional attention to the weld collar, which
causes the holeof the connected material to the threaded stud
to be oversized to accommodate the weld collar. Note: Re-
duced-based studs do not eliminate the oversize Requirements.
All hole requirements are confirmed with the customer, before

starting the model work.
12. Post installed anchors: -

Post-installed anchors like screw anchors, Wedge anchors,
Sleeve anchors) require the hole diameter to be OVS hole as per
AISC table J 3.3 confirm with the customer.
Click here the title – get information
List of Anchor rods & Elements.

Carbon and stainless-steel fasteners for use with chemical ad-
hesives in concrete and masonry and other base materials
1. HIT-Z Anchor rod - Anchor Rods & Elements - Hilti USA
2HIT-Z-R 316 SS Anchor rod - Anchor Rods & Elements - Hilti USA
3.HAS-V-36 Anchor rod - Anchor Rods & Elements - Hilti USA
4. HAS-V-36 HDG Anchor rod - Anchor Rods & Elements - Hilti

USA
5.HAS-E-55 Anchor rod - Anchor Rods & Elements - Hilti USA
6. HAS-B-105 Anchor rod - Anchor Rods & Elements - Hilti USA
7. HAS-B-105 HDG Anchor rod - Anchor Rods & Elements - Hilti

USA
8. HAS-R 304 SS Anchor rod - Anchor Rods & Elements - Hilti USA
9. HAS-R 316 SS Anchor rod - Anchor Rods & Elements - Hilti USA
10. HIS-N Internally threaded sleeve - Anchor Rods & Elements -

Hilti USA
11. HIS-RN 316 SS Internally threaded sleeve - Anchor Rods & Ele-
ments - Hilti USA
12. AM Threaded rod - Grade 8.8 HDG - Anchor Rods & Elements -
Hilti USA
13. HAS-V-36 Anchor rod 22.5 degrees pre-bent) - Anchor Rods &
Elements - Hilti USA
List of Wedge Anchors.

Expansion anchors in carbon steel and stainless steel, ap-
proved for cracked concrete, non-cracked concrete, and seismic – in-
cluding stud anchors and sleeved anchors
1. Kwik Bolt TZ2 CS Wedge anchor - Wedge Anchors - Hilti

USA
2.Kwik Bolt TZ2 SS304 Wedge anchor - Wedge Anchors - Hilti

USA
3. Kwik Bolt TZ2 SS316 Wedge anchor - Wedge Anchors - Hilti

USA
4. Kwik Bolt 1 carbon steel wedge anchor - Wedge Anchors - Hilti

USA
5. Kwik Bolt TZ Wedge anchor - Wedge Anchors - Hilti USA
6. Kwik Bolt TZ SS304 Wedge anchor - Wedge Anchors - Hilti

USA
7. Kwik Bolt TZ SS 316 Wedge anchor - Wedge Anchors - Hilti

USA
8. Kwik Bolt 3 Wedge anchor - Wedge Anchors - Hilti USA
9. Kwik Bolt 3 SS304 Wedge anchor - Wedge Anchors - Hilti USA
10. Kwik Bolt 3 SS316 Wedge anchor - Wedge Anchors - Hilti USA
11. Kwik Bolt 3 HDG Wedge anchor - Wedge Anchors - Hilti USA
12. Kwik Bolt 3 Wedge anchor - Wedge Anchors - Hilti USA
13.Kwik Bolt 3 SS304 Wedge anchor - Wedge Anchors - Hilti USA
List of screw Anchors.

Concrete screw anchors for permanent and temporary appli-
cations – including screw anchors which can be used in solid brick
and hollow-core slabs
Click here - Screw Anchors - Hilti USA
List of Injectable adhesive anchors

A wide range of chemical anchor fasteners - our injectable
mortars are also designed for rebar applications and can be used
on concrete and masonry
Click here - Injectable Adhesive Anchors - Hilti USA
List of Capsule adhesive anchors

Capsule adhesive anchors, covered by international approvals
for applications in concrete - for sequential applications with fixed
embedment depth
Click here - Capsule Adhesive Anchors - Hilti USA
13. Weld standards
Weld symbols
Types of welding methods: -

1. SMAW Welding
Shielded Metal Arc Welding SMAW) is also known as manu-
al, stick, or hand welding. An electric arc is produced between
the end of a coated metal electrode and the steel components to
be welded. The electrode is a filler metal covered with a coating.
The electrode’s coating has two purposes:
• Itformsagasshieldtopreventimpuritiesintheatmospherefromget-
tingintotheweld.
• It contains a flux that purifies the molten metal.
2. GMAW Welding
Gas Metal Arc Welding (GMAW) is also known as MIG
welding. It is fast and economical. A continuous wire is fed in to
the welding gun. The wire melts and combines with the base
metal to form the weld. The molten metal is protected from the
atmosphere by a gas shield which is fed through a conduit to the
tip of the welding gun. This process may be automated.
3. FCAW Welding
Flux Cored Arc Welding (FCAW) is like the GMAW process.
The difference is that the filler wire has a central core that con-
tains flux. With this process, it is possible to weld with or with-
out shielding gas. This makes it useful for exposed conditions
where a shielding gas may be affected by the wind.
4. SAW Welding
Submerged Arc Welding SAW) is only performed by automatic
or semiautomatic methods. Uses a continuously fed filler metal
electrode. The weld pool is protected from the surrounding at-
mosphere by a blanket of granular Flux fed at the welding gun.
Results in a deeper weld penetration than the other process. Only
flat or horizontal positions may be used.
Seam Weld: -
Rolled HSS with Weld Seams. Square and rectangular hollow
structural sections commonly abbreviated as HSS) are crafted the
same way as pipe and tube. The manufacturing process starts with
a flat steel plate that is slowly formed into a round or rectangular
shape. Once the piece is formed the two edges are ready to be
welded.
Before bending or rolling the HSS, they must decide on where
to locate the weld seam of the steel member. The bender roller
companies have the option to put the weld seam on the inside ra-
dius of the bend, the outside radius of the bend, or on the center-
line radius of the bend. These decisions become more difficult on
square and rectangular sections if the seam is not centered on any
of the sides. Different mills produce members with welds in differ-
ent places and some mills forego this step entirely by producing
more expensive seamless pipes.
Seal weld: -
AWS A3.0, Standard Welding Terms, and Definitions define a
seal weld as: “Any weld designed primarily to provide a specific
degree of tightness against leakage.” The purpose of a seal weld
may be to contain a fluid – either gaseous or liquid. For. E.g.: Gal-
vanized members)
Tack weld: -
A temporary weld is used to hold parts in place while more exten-
sive, final welds are made.
Plug or slot weld: -

Plug and slot welds are made through holes or slots in one member
of a lap joint.
Minimum fillet weld size: -
Difference between Stitch weld and staggered weld: -
Pre-Qualified welds.
Refer to AISC table 8-2 pre-qualified welds for CJP & PJP.
Weld Access hole or Rat hole or Seismic preparation: -
Electrode info: -
Minimum effective throat weld: -

To calculate the effective throat of a fillet weld, the formula is
0.707 x fillet weld size), therefore this ¼” fillet weld requires a
3/16) effective throat.
Skewed weld detail: -
Weld access limit: -
Effective throat weld for Flare bevel weld: -
Stiffener plate preparation &weld details: -
Continuity plate weld details: -
Web doubler plate weld details: -

As per AISC 341-16, the web doubler plate needs to extend 6”
minimum from the top & bottom of the beam flange.
Web doubler plate preparations & plug weld confirm with the
customer, before starting the model work.
CJP Weld Shop preference: -

All shop weld preferences are for example. Needs to confirm
with the project manager or follow as per fabricator standard.
Note: All snaps are copied from various customer standards)
Closure plate weld preferences:
14. Bent plates: -

❖ Bent plate length is 10’-0” available. Please confirm with the
fabricator bending machine availability.
❖ Bending radius ½” minimum U.N.O).
❖ confirm with shop splice detail with customer.
15. Plates: -
❖ Shop/field welded plate stock length – 10’-0”. Confirm with
customer standard. Before starting the model work, check the
flat bar size availability and place it in the model.
❖ Above 2” thick base plate, need to provide ABM. Confirm
with
customer.
❖ For structural plates, the preferred practice is to specify thick-
ness in 1/16-in. increments up to 3/8-in. thickness, 1/8-in. incre-
ments over 3/8-in. to 1-in. thickness, and 1/4-in. increments
over 1-in. thickness.
❖ For bars, the preferred practice is to specify the width in 1/4-in.
increments, and thickness and diameter in 1/8-in. increments.
16. Angles: -
❖ Shop welded angle stock length – 40’-0” and Field welded an-
gle stock length – 20’-0”. Confirm with customer standard. Be-
fore starting the model work.
17. Rebars and DBA’s: -

Rebar
DBA is preferred for field compared with rebars. IF rebars are re-
quired, should be preferred with Field weld. Please confirm with
the customer.
Deformed Bar Anchors DBAs)
For DBA’s is shop or field weld, consult with the customer.
18. Anchor rods: -

Anchor bolts are used to connect structural and non-structural
elements to concrete. The connection can be made by a variety of
different components: anchor bolts also named fasteners), steel
plates, or stiffeners. Anchor bolts transfer different types of loads:
tension forces and shear forces.
A connection between structural elements can be represented
by steel columns attached to a reinforced concrete foundation. A
common cause of a non-structural element attached to a structural
one is the connection between a facade system and a reinforced
concrete wall.
Types of Anchor rods
a. Hooked
b. Headed
c. Threaded with nut
Anchor setting detail
Minimum Grout thickness

If not available in contract drawings, follow as per below
mentioned and confirm with the customer.
Minimum Threaded length as the bottom of anchor rod.

If not available in contract drawings, follow as per below
mentioned and confirm with the customer.
Below mentioned points need to be considered for anchor bolts: -

✓ Base plate size above 2’-0” exceeds length or width) needs to
provide Grout hole.
✓ Above 2” base plate thickness needs to send ABM and CVN
test required. Confirm with the customer.
✓ Anchor rods need to place with 4” minimum clearance from
the bottom of the footing to the anchor rod. If not, raise RFI
and confirm with the customer.
✓ Lateral columns Moment, Braced frames) plate washers are
field welded. Confirm with the customer. Refer contract draw-
ings before raising RFI.
✓ Plate washer weld detail needs to add Erection plans.
✓ Confirm the Nailer hole requirement in templates with the
customer.
✓ Anchor rod F1554-GR105 is non-weldable, so add upset threads
or damaged threads in assembly drawings to confirm with
the customer.
✓ Base plate holes have followed as per AISC table 14-2& plate
washers have standard holes, confirm with the customer.
✓ Lateral columns Moment, Braced frames) base plates are
A572-Grade 50. Confirm with customer and contract draw-
ings.
✓ If contract drawings provide a shear lug, needs to provide at
the time of anchor bolt setting and mentioned the shear lug,
and pocket in footing/pier) details in erection plans.
Grades:
Anchor rods : F1554 – Gr.36
F1554 – Gr.55
F1554 – Gr.105 – Non weldable
Std washer : F436
Hex Nut : A563
Template : 1/8” thick plate or 12 GA or 14GA
Plate washer : A36.
Anchor rod base plate hole sizes

Confirm the base plate hole size minimum or maximum as per ta-
ble 14-2 with the customer. Otherwise, follow as per contract draw-
ings/fabricator standards.
Minimum Anchor rod base plate hole size
19. Embeds: -
Embed plate
An Embed Plate is a rectangular piece of steel with welding
studs attached that have a head bigger than the stud’s diameter.
They are placed into the forms when reinforced concrete is to be
poured. Once the concrete gets poured, the studs are “embedded” in
it, then the plate is flush with the surface of the concrete.
✓ All vertical embed plates need to provide Nailer holes.
✓ Threaded post-installed anchors such as Simpson Titen an-
chors, require the hole diameter to be 1/8” larger than the anchor
diameter to accommodate the cutting edge of the anchor. The an-
chor embedment must be shown on the bolt list.
✓ Shear Plates will be shipped loose to be field welded to em-
beds.
✓ Embeds must be in their sequence separate from the main
steel drawing packages.
✓ Shear tabs field welded to embeds should be detailed with
standard long slots and plate washers.
✓ Shear tabs must be located down from the top of the steel to
the centerof the top hole in the plan with clarifying sections.
Embed angle
Embed angle is used for the support edge of the concrete.
20. Connections: -
There are two types of specification standards for the design of
structural steel
❖ LRFD Load and Resistance Factor Design)
In LRFD factored loads and load combinations with separate
factors for each load and the resistance are used.
❖ ASD Allowable Stress Design)

In ASD service load and load combination with a factor of
safety
applied to the resistance are used.
Gravity loads
Engineers consider two different types of forces that are relat-
ed to gravity.
"Dead" loads comprise the weight of the structure itself as well as
things like mechanical equipment, ceiling, and floor finishes, clad-
ding, façades, and parapets. The dead load is essentially the
amount of consistent weight that a building must always support.
"Live" loads account for more transient things, like the weight of
people moving around in the building, snow atop the structure, or
interior furnishings.
The floor decking and roof sheathing distribute the load to uni-
formly spaced beams. Girders span from column to column and
support the ends of those beams. Those girders may end up sup-
porting other girders, as well, before transferring the force to struc-
tural columns which then carry the vertical load to the foundation
elements below.
Wind loads
Wind exerts varying forces across the building’s façade, and
the primary lateral load-resisting system must meet code require-
ments to handle those forces.
Wind pressures act directly on the windward side of a build-
ing, but they also create a pulling or suction force on the leeward
side. This means that the exterior of the entire building must be
able to resist both inward and outward pressure.
In addition, wind can create an upward or suction pressure on
roofs made of lightweight material. For instance, a roof consisting
of metal decking, thin insulation, and a membrane roof material
without ballast may encounter a net upward force.
Roof shape gable, sawtooth, etc.) may influence net uplift
pressures from the wind. Curved roofs can experience both upward
and downward pressure simultaneously as the wind pushes down
on the top part of the curve and pulls up from the lower part of
the curve. This distribution of downward and upward pressures is
similar to the principles of air pressure and lift that act on an air-
plane wing.
The structure must transfer these wind-related forces properly.
The façade should transfer the horizontal load to the adjacent floor
or roof. From there, the floor and roof systems must have the
means to distribute those horizontal forces to the lateral load-

resisting system such as diagonal bracing or shear walls.
Floors and roofs that are generally solid or without large
openings may behave as diaphragms, which act as a single plane
with the connecting beams, girders, and columns.
Picture a piece of cardboard held up by a series of vertical
columns. When you push the cardboard horizontally, all the col-
umns connected to the board will move in unison. A typical floor
slab is a rigid diaphragm, just like that piece of cardboard, and
that lateral shift is precisely what happens when the diaphragm
plane created by a roof or floor is laterally loaded. Horizontal dia-
phragms are an efficient way to transfer the horizontal loads at
each level of a building to the lateral load resisting systems.
Should a large opening such as an atrium, a skylight, or a
raised floor interrupt the diaphragm, the lateral or horizontal loads
may not flow easily to the lateral load-load resisting systems. If
that is the case for your project, the structural engineer may create
an alternate diaphragm system such as a horizontal truss system
that uses the floor beams and/or girders.
Seismic loads
Earthquakes and other seismic events generally exert horizon-
tal force on structures, but they can also occasionally create verti-
cal force, too.
The weight of the various levels of a building has a direct
impact on the forces that the building experiences during a seismic
event. Diaphragms come into play to transfer the horizontal forces
to the structure's primary lateral load resisting systems.
The building shape and the positioning of the lateral load-
resisting systems can have a big impact on a structure's sensitivity
to seismic forces. If your project is in an area with significant seis-
mic activity, you may want to consider a very regular building
plan to effectively handle these forces.
Types of connections: -
1. Simple shear connections
a. Shear plate connection
• Single shear plate
• Full-depth shear plate
• Extended past flange shear plate EPF)
b. Single angle connection
c. Double angle connection
d. End plate connection
e. Unstiffened seated connection
f. Skewed connection
g. Thru plate shear connection
2. Partial Restrained Moment connections
a. Flange-Angle
b. Flange-Plate
3. Fully Restrained Moment connections
a. Flange-Plate Bolted)
• Beam to beam
• Beam to column
b. Directly welded Flange Welded)
• Beam to beam
• Beam to column
c. End plate
d. Through plate
e. Exterior plate
f. HSS Welded Tee Flange Connections
g. HSS Diaphragm Plate Connections
4. Lateral systems
a. Braced frames
b. Rigid frames
c. Shear walls.
5. Truss connection
6. Bearing connection
a. Beam bearing on column
b. Column bearing on the beam
7. Hanger connections
Connecting elements
➢ Plates
➢ Angles
➢ WT’s
➢ Gussets
➢ Brackets
Connectors
➢ Bolts
➢ Welds
➢ Rivet
Types of preparation in structural members.

When structural members frame together, a minimum clear-
ance of 1⁄2 in. should be provided, when possible. In cases where
material removal is necessary to provide such a clearance, materi-
al may be removed by coping, blocking, or cutting as noted below.
a. Cope
b. Blocks (cut flange width)
c. Cut (cut flange flush)
1. Simple shear connections

a. Shear plate connection
A shear connection is a joint that allows the transfer
of shear forces
between two members.
i. Single shear plate connection

A single-plate connection is made with a plate. The plate
must be welded to the support on both sides of the plate and bolt-
ed to the supported member.
ii. Full depth shear plate

The shear tab is welded to the main beam web and flanges and
bolted to the secondary beam web. The secondary beam can be
leveled or sloped. A stiffener plate on the opposite side of the main
beam web.
iii. Extended past flange shear plate EPF)

An extended shear tab EST) is a type of simple connection
commonly used in steel building construction, wherein a plate is
welded in the vertical orientation to a column or girder and bolted
to the supported beam. ESTs have the same configuration as con-
ventional shear tabs, but normally frame into the supporting
member’s web and extend beyond its flanges. This creates a much
larger distance between the bolt group and weld, resulting in a
load eccentricity.
b. Single angle connection

A single-angle connection is made with an angle on one side of
the web of the beam to be supported. This angle is preferably
shop-bolted or welded to the supporting member and field-bolted
to the supported beam.
c. Double angle connection

A double-angle connection is made with two angles, one on
each side of the web of the beam to be supported. These angles
may be bolted or welded to the supported beam as well as to the
supporting member.
d. End plate connection

A shear end-plate connection is made with a plate length less
than the supported beam depth. The end plate is always shop-
welded to the beam web with fillet welds on each side and usual-
ly field-bolted to the supporting member. Welds connecting the
end plate to the beam web should not be returned across the
thickness of the beam web at the top or bottom of the end plate
because of the danger of creating a notch in the beam web.
e. Unstiffened seated connection

An unstiffened seated connection is made with a seat angle and
a top angle. These angles may be bolted or welded to the support-
ed beam as well as to the supporting member.
f. Skewed connection
A beam is said to be skewed when its flanges lie in a plane
perpendicular to the plane of the face of the supporting member,
but its web is inclined to the face of the supporting member.
g. Thru plate shear connection

In the through-plate connection, the front and rear faces of the
HSS are slotted so that the plate can be passed completely through
the HSS and welded to both faces
2. Partial Restrained Moment connections

a. Flange – Angle
Flange-angle PR moment connections are made with top and
bottom angles and a simple shear connection.
b. Flange – Plate
A flange-plated PR moment connection consists of a simple
shear connection and top and bottom flange plates that connect
the flanges of the supported beam to the supporting column. These
flange plates are welded to the supporting column and may be
bolted or welded to the flanges of the supported beam.
3. Fully Restrained Moment connections

a. Flange – plate bolted)
Beam to Beam connection
Moment splices can be designed to utilize flange plates and a
web connection. The flange plates and web connection may be
bolted or welded.
Beam to column connection

A flange-plated FR moment connection consists of a shear con-
nection and top and bottom flange plates that connect the flanges
of the supported beam to the supporting column. These flange
plates are welded to the supporting column and maybe bolted or
welded to the flanges of the supported beam.
b. Directly welded Flange Welded)

Beam to Beam connection
Moment splices can be designed to utilize a complete-joint-
penetration groove weld connecting the flanges of the members
being spliced. The web connection may then be bolted or welded.
Beam to column connection

A directly welded flange FR moment connection consists of a
shear connection and complete-joint-penetration CJP) groove welds,
which directly connect the top and bottom flanges of the supported
beam to the supporting column. Note, that the stiffener extends
beyond the toe of the column flange to eliminate the effects of tri-
axial stresses.
c. End plate
An extended end-plate moment connection consists of a plate
of length greater than the beam depth, perpendicular to the longi-
tudinal axis of the supported beam. The endplate is always weld-
ed to the web and flanges of the supported beam and bolted to the
supporting member.
d. Through plate
If the required moment transfer to the column is larger than
can be provided by the bolted base plate or cap plate, or if the HSS
width is larger than that of the wide flange beam, a through-plate
moment connection can be used. It should be noted that through-
plate connections are more difficult to erect than continuous beam-
connected framing.
HSS cut-out plate
An alternative to interrupting the HSS for the cover or
through-plate is to use a wider plate with a cut-out to slip around
the HSS. A shear plate can be placed on the front and rear of the
HSS faces to provide simple connections for perpendicular beams.
The cut-out plate can easily be extended on the near and far sides
so that a moment splice is created about both horizontal axes
through the joint. The perpendicular framing should ideally be of
the same depth for this detail to work well or, in the case of the
simple connections, the perpendicular beams could be shallower
than the space between the horizontal plates. The cut-out plates
are shown as shop-welded; however, they could be field-welded.
For cut-out plate connections, the erection of the beams is
more difficult than for continuous beam connections. The beams
must be slipped between the two plates and against the single
plate connection with shimming being required unless the upper
plate is field welded in place.
e. Exterior plate
It may be possible to accomplish the moment transfer to the
HSS without having to use a WT splice plate, endplates, or dia-
phragm plate. Significant moment transfer can be achieved by at-
taching the W-shape directly to the face of the HSS either by
welding or by bolting. These connections can develop the availa-
ble flexural strength of the HSS. The available flexural strength of
the W-shape, however, is seldom achieved because of the flexibil-
ity of the HSS wall.
f. HSS Welded Tee Flange Connections

If the primary moment transfer is from a wide flange to an
HSS, rather than through the HSS to another wide flange, several
other connection concepts will work well. One of these is to use
structural tee sections to transfer the force from the flanges of the
wide flange to the walls of the HSS. The tees should be long
enough so that a flare bevel groove or single J-groove) weld with
weld reinforcement can be used to connect the tee to the HSS. An
alternative to using the tees to transfer the beam shear would be
to use a single plate connection if a deep enough plate can be fit-
ted between the flanges of the tees.
g. HSS Diaphragm Plate Connections.

If the moment delivered by the W-shape to the HSS cannot
be transmitted by other means, then the use of diaphragm plates
that transfer the flange loads to the sides of the HSS is appropriate.
For this moment connection, the limit states are those indicated for
the cut-out plate connection plus a check of the weld transferring
shear from the flange plate to the HSS wall.
4. Lateral systems
One project may use multiple types of lateral systems because
each system has its strengths, limitations, and potential architec-
tural implications. There are three common types of lateral resist-
ing systems:
a. Braced frames
b. Rigid frames
c. Shear walls.
a. Braced frames
A braced frame is a structural system commonly used in struc-
tures subject to lateral loads such as wind and seismic pressure. The
members in a braced frame are generally made of structural steel,
which can work effectively intension-compression.
Bracing Connections involve the bolting of flat, angle, channel,
I-section, hollow section, and rods members to a gusset plate to
support the column or other members.
➢ Cross bracing
➢ CheVron bracing
➢ Inverted CheVron bracing
➢ Diagonal bracing
➢ Eccentric brace frame systems EBF)
➢ Buckling-Restrained braced frames BRB)
The location of doors and/or windows on the braced frame fre-
quently determines the bracing configuration for the structure.
Eccentric bracing can help dissipate seismic forces through the
beam or girder and therefore is commonly used in areas with a lot
of seismic activity.
Braced frames are generally more cost-effective than other lat-
eral systems.
Horizontal bracing (Cross, V, diagonal bracing)

The bracing at each floor level provides load paths for the
transference of horizontal force to the planes of vertical bracing.
Horizontal bracing is needed at each floor level. However, the floor
system itself may provide sufficient resistance. Roofs May require
bracing.
Vertical bracing (Cross, V, diagonal bracing)

Bracing between column lines in vertical planes) provides load
paths for the transference of horizontal forces to ground level.
Framed buildings require at least three planes of vertical bracing
to brace both directions in plan and to resist torsion about a verti-
cal axis.
Cross bracing
The cross-brace frame is perhaps the most used system. A typi-
cal multi-floor building elevation with cross-braced bays begin-
ning at the foundation level. Only one bay of bracing, the height
and size of the specific structure may call for bracing multiple
bays along a given column line. As with all braced-frame config-
urations, it's important to establish the location of these bays quite
early in a project's development.
Each intersection will have a common "work point" at which
the centerlines of a column, beams, and diagonal members inter-
sect. Gusset plate connections are used to join the steel members
because all of them can't physically intersect at the work point.
When a building exceeds two or three stories, the diagonal
members may support substantial loads that require large gusset
plates to be placed directly next to the column and beams. These
plates can take up space that may otherwise be required for me-
chanical and plumbing systems as well as architectural soffit de-
tails. To avoid costly field revisions during construction, the struc-
tural engineer must provide the architect with information about
the approximate size of the gussets in the planning phase.
Cross-braced bays make the most of steel's strength in tension to
efficiently use small structural shapes. When a tension-only cross-
braced system experiences a horizontal force from wind or a seis-
mic event, only one leg of the cross-brace will provide resistance.
When the load comes from the opposite direction, the other leg
will become active in its place.
CheVron bracing (V bracing)

chevron bracing is a modified brace-frame form that generally
allows for doorways or corridors in the center of the bays.
Gusset plates typically connect chevron brace elements to asso-
ciated beams and columns. The members can be either welded or
bolted together, depending on processes at the steel fabrication
shop or aesthetic considerations.
In situations where the chevron brace diagonal members attach
to the structure above, the layout and coordination of mechanical
ductwork and utility piping above the doorways and corridors
must account for the depth of the gusset plate connection.
This bracing configuration subjects members to gravity com-
pressive loads. Each of the bracing members is considered active in
the analysis of the system when lateral loads are applied. As a re-
sult, the bracing elements experience both tensile and compressive
forces.
Diagonal bracing
Diagonal bracing creates stable triangular configurations within
the steel building frame.
Eccentric bracing frame systems (EBF)

Eccentrically braced frames are very similar to chevron-braced
frames. In both systems, the general configuration is a rotated "K"
shape with the brace connected to a column and the beam/girder
at the level above. However, brace members intersect at the same
point in a chevron-braced frame; that is not the case in an eccen-
trically braced frame. You can see this condition.
An eccentric brace is commonly used in seismic regions where a
structure must have a significant amount of ductility or energy
absorption. The segment of beam/girder located between the diag-
onal bracing member is designed to "link" the diagonal braces and
help the system resist lateral loads caused by seismic activity. An
eccentrically braced system is typically more expensive than a
traditional chevron brace system because it uses larger beams and
girders and because the brace connections are more complex.
b. Rigid frames
Rigid frames, or moment frames, are used when the architectur-
al design or some other constraint does not allow for diagonally
braced frames. This type of lateral resisting system incorporates
rigid welded or bolted connections between the columns and the
beams/girders. Rigid frames are generally more expensive and less
efficient at resisting lateral loads than a braced-frame system.
However, the low-rise building spans frequently use rigid frames
when the bays can't accommodate diagonal braces.
It's best to have well-proportioned bays with shorter span beams
to manage building drift. This is one of the challenges of working
with a rigid frame system.
c. Shear walls
This type of lateral load-resisting system engages a vertical el-
ement of the building, usually concrete or masonry, to transfer the
horizontal forces to the ground by a primary shear behavior. Shear
walls are inherently stiff elements and are therefore extremely ef-
fective at resisting lateral wind loads. Steel shear walls are also
now available, as well as composite plate shear wall cores for tall
buildings that use a non-proprietary system called Speed Core. The
Speed Core system can significantly increase the speed of erection,
and a shorter construction time can save a significant amount of
money.
Buckling-Restrained braced frames (BRB)

Type of concentrically braced frame
Beams, columns, and braces are arranged to form a verti-
cal truss. Resist lateral earthquake forces by truss action
A special type of brace member is used: Buckling-restrained braces
BRB). BRB yield both in tension and compression – No buckling.
5. Truss connections
A truss is an assembly of members such as beams, connected
by nodes, that create a rigid structure
In engineering, a truss is a structure that "consists of two-force
members only, where the members are organized so that the as-
semblage as a whole behaves as a single object. A"two-force mem-
ber" is a structural component where force is applied to only two
points. Although this rigorous definition allows the members to
have any shape connected in any stable configuration, trusses typ-
ically comprise five or more triangular units constructed with
straight members whose ends are connected at joints referred to
as nodes.
In this typical context, external forces and reactions to those
forces are considered to act only at the nodes and result in forces in
the members that are either tensile or compressive. For straight
members, moments torques) are explicitly excluded because, and
only because, all the joints in a truss are treated as revolute, as is
necessary for the links to be two-force members.
6. Bearing connection
a. Beam bearing on column connection
b. Column bearing on beam connection
7. Hanger connections
Hanger connections are usually made with a plate, tee, angle,
or pair of angles. The available strength of a hanger connection is
determined from the applicable limit states for the bolts, welds,
and connecting elements
Reference moment connections: -
21. Joist Coordination: -

Steel joists are designed to withstand different types of loads
and forces, depending on the application. A few examples of the
types of forces a steel joist may be exposed to include weight load,
wind uplift, and vibration. Steel joists are used in steel construction.
Types of Joists
✓ K series
✓ KCS series
✓ LH series
✓ DLH series
✓ Joist girders
✓ Joist substitutes
K Series Joist
K-series Open Web Steel Joists or K-series are defined as simply
supported uniformly loaded trusses that can support a floor or roof
deck. The top chord of the joist is assembly braced against lateral
buckling by the deck. The K-series is distinguished by the depth
range of 8” to 30” with a maximum span of up to 60’ and stand-
ard
K-Series joists are designed for use typically with lighter loads
and are most common in roof design. K-Series Joists are used typi-
cally where shorter span conditions are required.
KCS Series Joist

KCS K-Series Constant Shear) joists are designed by the Stand-
ard Specification for K-Series Joists. KCS joist chords are designed for
a flat positive moment envelope. The moment capacity is constant
on all interior panels. All webs are designed for a vertical shear
equal to the specified shear capacity and interior webs will be de-
signed for 100% stress reversal.
LH series joist
LH Series joists range in depth from 18” to 48” and can span up
to 96’-0". These welded-steel joists are used to support a building’s
roof and floors. They are custom engineered to suit the design of
each building. In addition to traditional designs, we supply a vari-
ety of LH long-span joists for different applications.
LH Series bar joists are designed for long-span conditions, they
can support heavy loads under unique conditions.
DLH series joist

Deep Long span DLH) Steel Joists are relatively lightweight
shop-manufactured steel trusses used in the direct support of floor
or roof slabs or decks between walls, beams, and main structural
members.
DLH-Series have been designed to extend the use of joists to
spans and loads more than those covered by Open Web Steel
Joists, K-Series. DLH-Series Joists have been standardized in depths
from 52 inches 1321 mm) through 120 inches 3048 mm), for spans
up to 240 feet 73,152 mm)
Joist girders
Joist Girders are open web steel trusses used as primary framing
members. They are designed as simple spans supporting equally
spaced concentrated loads for a floor or roof system. These concen-
trated loads are considered to act at the panel points of the Joist
Girders.
These members have been standardized for depths from 20
inches 508 mm) to 120 inches 3048 mm), and spans to 120 feet
36,576 mm).
Joist substitutes
Joist substitutes are 2.5 inches 64 mm) deep sections intended
for use in very short spans less than 8 feet 2.4 m)) whereas Open
Web Steel Joists are impractical. They are commonly specified to
span over hallways and short spans in skewed bays. Joist substi-
tutes are fabricated from material conforming to Steel Joist Insti-
tute Specifications.
Joist Minimum bearing length at end supports
Joist Minimum bearing plate width
Joist Minimum bearing plate width
Joist to steel minimum weld
Joist connections
✓ Following joist connections are references. Please confirm and
coordinate with the joist supplier about connections, shoe
depth, and top chord width.
✓ Above 40’-0” long joist span needs to provide erection bolts in
supported members.
✓ Erections bolts are A307 or A325, confirm with the customer.
✓ Erection bolts ½” Ø for K/KCS series, ¾” Ø for LH, DLH &
joist girders.
✓ If structural members are painted, need to give no paint notes
at joist-bearing locations.
✓ HSS or WT infill needs to provide in Joist bearing perpendicu-
lar structural members.
✓ Make sure about the stabilizer plate at column conditions.
✓ Confirm the structural member elevations at perpendicular

and parallel conditions of joist members based on the shoe
depth.
Joist Reinforcement angle: -

Provide the joist reinforcement angle at concentrated/Point load
locations with a cut to suit the field and confirm the joist supplier.
Joist Top chord width.

Follow top chord width as mentioned below, confirm with the cus-
tomer
22.Column splice: -
Beam splice
Beam splice connection design will be provided by the connec-
tion design engineer.
23. Erection aids

Erection aids are supposed to use for field weld and erection
purposes. Erection bolts are A307 or A325N, confirm with the cus-
tomer.
Bent plate:
✓ provide a slotted hole at each end of deck closure for field
weld
purposes.
✓ Provide ½” clear all-around at column conditions.
HSS column/beam to HSS beam:
Angle support
✓ Provide the angle for HSS beam support.
✓ Angle size based on the beam confirm size, confirm with the
customer.
✓ Through bolt or threaded rods, threaded studs based on the
beam depth, confirm with the customer.
✓ If the threaded stud will use, provided an OVS hole in angle.
✓ Add erector note in e-plans “Remove erection aids, after field
weld the beam to column, if required.”
Plate support (Dog or Rabbit ear)

✓ If using the plate, provide one or two bolts based on the beam
size and confirm with the customer.
✓ Add erector note in e-plans “Remove erection aids, after field
weld the beam to column, if required.”
24. OSHA standards: -

1. Columns and base plates
✓ All column base plates must be designed and fabricated with
a minimum of four anchor rods.
• >300 lbs weight is considered as columns.
• <300 lbs weight is considered as posts.
2. Safety cables
✓ On multi-story structures, perimeter safety cables two lines

are required at the final interior and exterior perimeters of
floors as soon as the deck is installed.
✓ Perimeter columns must extend 48 in. above the finished floor
unless constructability does not allow to allow the installation
of perimeter safety cables.
3.Typical safety line holes on beam/Column
4. Welded column splice
5. connections
✓ Solid-web members beams) must relate to a minimum of two
bolts or their equivalent before the crane load line is released.
6. Safety connections
✓ All Double connections at column webs or beams webs that

frame over columns must be designed to have at least one in-
stalled bolt remain in place to support the first beam while
the second beam is being erected.
✓ Alternatively, the Fabricator may supply a beam seat, stag-
gered clip angles, top flange clip angle, or equivalent device
with a means of positive attachment to support the first
beam while the second is being erected.
7. Brace connections
✓ Bracing members must relate to a minimum of one bolt or its
equivalent before the crane load line is released.
✓ Holes for erection bolts are required at welded tube bracing.
Provide a 1/8 inch oversized for erection clearance over the
gusset and resize the welds accordingly.
8. Spandrel detail
9. Wind-Column & Lateral Stability of spandrel framing
10. Joist to Wind column
11. Erection problems with HSS brace
12. Tube bracing to gusset plate erection detail
13. Self-Support connections
14. Joist connections

✓ Unless panelized, all joists are 40 ft long and longer, and their
bearing members must have holes to allow for initial connec-
tions by bolting.
✓ The establishment of bridging terminus points for joists is
mandated according to OSHA and manufacturer guidelines.
✓ A vertical stabilizer plate to receive the joist bottom chord
must be provided in columns. Minimum sizes are given, and
the stabilizer plate must have a hole for the attachment of
guying or plumbing cables.
15. Joist slip at Hip & Valley Using knife plate seats
16. HSS lintel beam w/shop attached angle
Deck Issues
17. Seismic Load Resisting systems
18. Erector Friendly Column
19. Column/Beam to checklist
20. Column lifting hole/lug details
21. Bolt Access problems

At small columns
At brace locations
22. Access problem/Hand trap
23. Puncture/Snagging Hazards
24. Roll-Over protection
25. Deck supports
26. Decking supports Near cutouts Beam to Beam)
27. Out of position Bolting/Welding
28. The tools of the trade
29. Suggested Notes in erection sheets
30. Direction North/Safety connection/Beam marking
31. Swinging beams to beams Horizontally
32. Swinging beams & Girders to Web of columns – Verti-

cally
33. Table giving increase “I” in inches
34. Swinging beams & Girders to plate girders – Horizontal-

ly
35. Table of increase “I” of Max length “M” over clear dist. “S”
25. Paint standards

Painting a clean surface is imperative for the success of a coat-
ing system. There are many different techniques and procedures
used to prepare a surface of application.
The most accepted standards for contractors and organizations
are the NACE/SSPC joint surface preparation standards. These
standards do an excellent job of standardizing surface prep results
and providing a template to meet job specifications. That said,
these standards can be confusing because the numbers, given for
each level of surface preparation, either by the Society for Protec-
tive Coatings SSPC) or the National Association of Corrosion Engi-
neers NACE), don’t always correlate. Higher numbers do not nec-
essarily mean a higher degree of surface prep, as one might expect.
All Surface preparations follow as per customer standard and con-
tract drawings, Project specifications division 5 & 9.
1. SSPC-SP1- Solvent cleaning

This method of surface preparation is meant to remove soluble
substances from steel. Before a paint or other protective coating is
applied, a solvent is used to remove all visible oil, grease, dirt,
drawing or cutting compounds, or other soluble contaminants.
Solvents may include steam, emulsifying agents, or other
cleaning compounds.
2. SSPC-SP2- Hand Tool Cleaning

Hand tool cleaning refers to surface preparation that uses non-
power handheld tools to clean a steel surface. Hand tool cleaning is
intended to remove all loose mill scale, rust, paint, and other con-
taminants that may be detrimental to a coating application.
According to the SSPC, “loose” contaminants are those that

can’t be removed by lifting o with a dull putty knife.
3. SSPC-SP3- Power Tool Cleaning

As in hand tool cleaning, SP3 is a method of steel surface
preparation intended to remove all loose mill scale, rust, paint, and
other contaminants that may be detrimental to a coating applica-
tion. As its name suggests, SP3 differs in that it used power tools to
clean the surface.
Again, according to the SSPC, “loose” contaminants are those
that can’t be removed by lifting o with a dull putty knife
7
4. SSPC-SP5/NACE 1- White Metal Blast Cleaning

This SSPC/NACE joint standard describes the cleaning of a
steel surface, previously painted or unpainted, to a white metal
condition using abrasive blast media. The white metal is a term
used to describe a surface that’s uniformly free of all foreign mat-
ter and white or gray in appearance.
According to the SSPC, a surface blasted to white metal should,
without magnification, be free of all visible “oil, grease, dust, dirt,
mill scale, rust, coating, oxides, corrosion products, and other for-
eign matter.”
5. SSPC-SP6/NACE 3- Commercial Blast Cleaning

SP6 is another joint standard describing the cleaning of a steel
surface using abrasive blast media. It includes instructions before
cleaning, as well as for the inspection of the cleaning after it has
been conducted.
Like a white metal blast cleaning, surfaces prepared to an SP6
standard should be, without magnification, free of all visible oil,
grease, dust, dirt, mill scale, rust, coating, oxides, corrosion products,
and other foreign matter.
Random staining from previous exposure to the above is ac-
ceptable, however, so long as it does notcomprise more than 33
percent of each area “unit”, as described by the standard. Such
staining may take the form of “light shadows, slight streaks, or
minor discolorations caused by stains of rust, stains of mill scale, or
stains of previously applied coating,” according to the SSPC.
6. SSPC-SP7/NACE 4- Brush-Off Blast Cleaning

This standard conveys the requirements for cleaning a steel
surface, painted or unpainted, with the use of abrasive blast me-
dia. It contains descriptions of the required end condition of a sur-
face that has undergone brush-o cleaning, as well as the necessary
methods for verifying the asset’s end condition.
All oil, grease, dirt, and dust must be cleared from the surface
when viewed without magnification. Loose mill scale, rust, and
coatings must also be removed according to this standard, but
tightly adherent mill scale, rust, and coatings may remain. These
are considered tightly adherent if they cannot be removed by lift-
ing with a dull putty knife.
7. SSPC-SP8 – Pickling
Complete removal of rust and mill scale by acid-pickling, du-
plex-pickling, or electrolytic pickling
.
8. SSPC-SP10/NACE 2- Near-White Commercial Blast Clean-
ing
dia. It also includes instructions for achieving and verifying the
standard’s required end condition. As with a commercial blast, the
prepared surface must be free, when viewed without mag-
nification, of visible oil, dust, dirt, grease, mill scale, rust, coating,
oxides, corrosion, and other foreign matter, except for a limited

amount of acceptable staining.
Unlike with a commercial blast, only five percent of each area
“unit” as defined by the standard may exhibit staining. This five
percent may consist of light shadows, slight streaks minor discolor-
ations that could be the result of exposure to rust, mill scale, or a
previous coating
8. SSPC-SP11- Power Tool Cleaning to Bare Metal

This standard describes the requirements for taking a surface
to bare metal while ensuring a minimum surface profile of 1 mil
25 micrometers). It is used in situations where abrasive blasting is
not possible or feasible. Unlike SP3, this standard requires the crea-
tion or preservation of a surface profile. Unlike SP15, this standard
does not allow for stains from mill scale, rust, or paint to remain on
the surface.
9. SSPC-SP13/NACE 6- Surface Preparation of Concrete

This joint standard concerns the preparation of concrete sur-
faces before the application of a bonded coating or lining systems.
Surface preparation for all types of cementitious surfaces is covered
under this standard, which should be free of surface contaminants
including laitance, loose concrete, and dust.
This standard covers requirements for thermal, mechanical,
and chemical application methods. Minimum concrete surface
strength, surface profile, and moisture content should be expressly
stated in the project’s specification document when necessary.
10. SSPC-SP14/NACE 8- Industrial Blast Cleaning

dia. It also includes instructions for achieving and verifying the
standard’s required end condition. As with a commercial blast and
a near-white commercial blast, the prepared surface must be free,
when viewed without magnification, of visible oil, dust, dirt,
grease, mill scale, rust, coating, oxides, corrosion, and other foreign
matter, except for a limited amount of acceptable staining.
SP14 differs from a commercial blast and a near-white com-
mercial blast in the acceptable area forresidue and surface stains to
remain. This standard allows for tightly adhering mill scale, rust,
and coatings, as well as surface stains, to remain on ten percent of
each “unit” area, as described by thestandard. Surface stains may
consist of light shadows, slight streaks minor discolorations that
could be the result of exposure to rust, mill scale, or a previous coat-
ing.
11. SSPC-SP15- Commercial Grade Power Tool Cleaning

Like SP11, this standard describes the requirements for taking a
surface to bare metal, while ensuringa minimum surface profile of
1 mil 25 micrometers). Unlike SP11, SP15 allows for random staining
to persist on the substrate.
12. SSPC-SP16- Brush-Off Blast Cleaning of Non-Ferrous Met-

als
This standard governs surface preparation for non-ferrous
metals before the application of a protective coating. It is used
when adding a surface profile to stainless steel, galvanized steel,
copper, and other metals that are not carbon steel. It requires a
minimum surface profile of .75 mil 19 micrometers) and for the sur-
face to be free of loose coating and other contaminants, as verified
by a visual inspection.
Mask requirements in assembly drawings

The below-mentioned points need to be added in assembly draw-
ings If the member is painted or galvanized.
✓ Add note “NO PAINT AT TOP OF FLANGE” if shear
studs/bent plates/Joist bearing isfield welded on the top of
beam flange.
✓ Add note “1” NO PAINT AT ALL AROUND” at CJP weld
preparation locations for the moment connection
✓ Add note “NO PAINT” where structural members are field
welded like HSS beam to HSS column connections, bearing
connection, Kicker brace field weld locations, Protected Zone
area.
✓ Add note “3 inches NO PAINT NS/FS FOR SC BOLTS” if the
connection bolts are slip critical.
26. Protected Zone area

Discontinuities specified in Section I2.1 resulting from fabrica-
tion and erection procedures and other attachments are prohibited
around a member or a connection element designated as a protect-
ed zone by these Provisions or ANSI/AISC 358.
A protected zone designated by these Provisions or ANSI/AISC
358 shall comply with the following requirements:
✓ Within the protected zone, holes, tack welds, erection aids, air-
arc gouging, and unspecified thermal cutting from fabrication
or erection operations shall be repaired as required by the en-
gineer of record.
✓ Steel headed stud anchors shall not be placed on beam flanges
within the protected zone.
✓ Arc spot welds as required to attach decking are permitted.
✓ Decking attachments that penetrate the beam flange shall not
be placed on beam flanges within the protected zone, except
powder-actuated fasteners up to 0.18 in. diameter is permitted.
✓ Welded, bolted, or screwed attachments or power-actuated
fasteners for perimeter edge angles, exterior facades, partitions,
ductwork, piping, or other construction shall not be placed
within the protected zone.
27. Galvanization standards

1. Hot dipped galvanized
2. Electro-galvanized
General requirements
✓ Standard shop preferences for material receiving zinc coatings
hot-dip galvanizing) shall be detailed by ASTM A385, except
as indicated otherwise in this section.
✓ The graphic below represents the typical procedure that our
galvanizing vendors perform. Below you will find a list of
tank sizes that our vendors have at their disposal. Confirm
with the project management team which galvanizer is on
the project.
✓ No galvanizing members are to be detailed with fitting ma-
terial as bolt-to-ship or wire-to-ship.
✓ Seal welds will only be used if required by design and con-
tract drawings. Seal welding on some materials can cause
bending and warpage
✓ Notify the Project Management team if shop assemblies ex-
ceed 32’ x 4’ x 5’ kettle size before detailing.
✓ Consult the Project Management team if vent and drain holes
are required to be plugged. If so, take into consideration the
available plug sizes when detailing vent anddrain holes.
Galvanization tank limitations
Galvanization Vent & Drain Hole procedures.

This is different from fabricators. Follow as per fabricator
standard. Below mentioned details as per ASTM385-17.
1. Each vent hole shall be as close to the weld as possible with

the edge of the hole less than ½” from the edge of the weld
bead, must be 25% of the inside diameter of the pipe but not
less than ½” in diameter. The two holes at each end and each
intersection shall be 180⁰ apart and in the proper location as
shown.
2. Vent holes in end sections or similar sections shall be at least
½” in diameter.
3 & 4. Any device used for erection in the field that prevents
full openings on ends of horizontal rails and vertical legs shall
be attached after galvanizing.
28. Stairs and Rails

There are a variety of stair types that may be used on a pro-
ject.
The geometry, layout, and finishes are based on the project needs
and available space. Several common stairs types are discussed
herein, including straight stairs, circular stairs, curved stairs, alter-
nating tread devices, and ships ladders.
Stair Nomenclature
Stringer member
Lateral bracing
Stairway connections
Guard and Handrail design
Commercial Stairway
Rise and run per step
1. Maximum rise height) per step is 7 inches.
2. Minimum rise height) per step is 4 inches.
3. Minimum run depth) per step is 11 inches.
4. A nosing is required on stairways with solid risers, except
where the tread depth is less than 11 inches. The nosing shall
be between ¾ inch and 1 ¼ inch.
5. Avoid variations in tread depth and riser height. 3/8 inch is
the maximum variation allowed between the highest and
lowest risers, and/or between the shallowest and deepest
treads in a stair run.
Stairway run and landings
1. Maximum rise of a stairway between floors or landings is 12
feet.
2. A floor or landing is required at the top and bottom of each
stairway.
3. Minimum size of any landing is 44 inches by 44 inches.
4. The minimum width of a landing is 44 inches or the width of
the stairway it serves, whichever is wider.
5. The minimum length of a landing is 44 inches or the width of
the stairway it serves, whichever is wider. The maximum
length required for stairways with straight runs is 48 inches
regardless of the width.
Clear height and width
1. Minimum clear headroom above a stairway is 80 inches. The
measurement is taken vertically from the front edge of the
tread nosing) to the ceiling or other projection.
2. The minimum clear width at stairways, measured above the
handrails, is 44 inches, or the width determined by the provi-
sions of Section 1005.1 based on occupant load. Clear width is
required at any point between the top of the handrail and
the required minimum headroom 80”). NOTE: Required
width is measured differently for accessible means of egress
stairways see c) below).
3. The minimum clear width, measured between handrails, for
accessible means of egress stairways, is 48 inches, unless the
building is equipped throughout with a sprinkler system.
4. The maximum distance a handrail or other projection) can

project into the required stairway width, measured at or be-
low the handrail height, is 4 ½ inches.
5. The minimum clear stairway width, measured at and below
handrails is 35 inches or the width determined by the provi-
sions of Section 1005.1 based on occupant load, minus 9 inches.
NOTE: Required width is measured differently for accessible
means of egress stairways see c) above).
6. The maximum distance from any point on a required egress
stairway to a handrail is 30 inches.
Guardrails
1. The minimum guard height on the open sides of stairs is 42
inches.
2. The minimum guard height on the open sides of the interior
and exterior stair landings where the walking surface is more
than 30 inches above the adjacent floor or grade is 42 inches.
At exterior stair landings, the measurement is taken from a
point 36 inches horizontally from the edge of the landing
walking surface to the grade.
3. Guards are not required at stairs or landings that are 30 inch-
es or less above adjacent walkingsurfaces or grades.
4. Guards on the open sides of interior stairways shall have no
openings that allow the passage of a 4-inch sphere. From a
height of 36 inches to 42 inches there shall be no openings
that allow the passage of a 4 3/8-inch sphere.
5. Triangular openings at stair tread/riser and the bottom of the
guard shall have no openings that allow the passage of a 6”
sphere.
6. Clear space at open risers shall not allow the passage of a 4”
sphere.
Handrails
1. Handrails are required on both sides of each flight or continu-
ous run of a stairway.
2. Handrails are required where there is more than 1 change in
elevation and the landing length is not greater than the
width, along a walkway. In other words, handrails are re-
quired where there are 2 or more risers.
3. The minimum height of handrails is 34 inches.
4. The maximum height of handrails is 38 inches.
5. The measurement is taken vertically from the face nosing) of

the tread to the top of the handrail.
6. Handrails are required to be continuous on each flight or run
of a stairway. Handrails are required to extend at least 12
inches horizontally from a point directly above the top riser.
Handrails shall continue sloping past the nosing of the bottom
tread to a point the depth of the bottom tread. NOTE: Acces-
sible stair handrails are required to then extend 12 inches hor-
izontally at the bottom tread.
7. Handrails are required to return to the wall, floor, or guard at
the top and bottom of the stairway.
8. Bending’s or fittings used to provide for continuous transitions
are permitted to exceed the maximum height.
9. Handrails are not required at landings.
Handrail types and profiles

1. Type I handrails are permitted:
a. Circular shaped with an outside diameter of 1 ¼ inches
minimum to 2 inches maximum.
b. Other shapes with a perimeter dimension of 4 inches mini-
mum to 6 ¼ inches maximum, with a cross-section of 2 ¼
inches maximum.
c. All edges shall have a minimum radius of 0.01 1/100) inch-
es.
2. Type II handrails are permitted:
a. Shapes with a perimeter dimension greater than 6 ¼ inches
that have a graspable finger recess area on both sides of the
profile.
Walk line and winder treads
1. The walk line refers to a curved line that is 12 inches from the
narrowest part of the winding tread that follows the turn.
2. Winder treads are required to be:
a) Minimum 10 inches tread depth at the walk line.
b) Minimum 6 inches tread depth at any point in the
stairway clear width.
c) Consistently shaped winder treads at the walk line are
permitted within the same stair run as rectangular
treads.
d) The winder tread depths and the rectangular tread

depths do not have to be within 3/8 inch of each other.
e) Avoid variations in winder tread depth at the walkline.
3/8 inch is the maximum variation allowed between the
shallowest and deepest winder treads along the walkline.
f) All risers, at both winder steps and rectangular steps in
the same stair run shall have no height variations great-
er than 3/8 inch.
Fire protection
1. Provide one-hour fire-resistive construction on walls and ceil-
ing under the interior of the stairway
Industrial stairway
Accessible stairway requirements

CBC Chapter 11B contains specific requirements for stairways
in commercial buildings and the public use areas of multi-family
buildings. Some requirements may override the basic require-
ments of Chapter 10. Specific requirements are listed below.
1. The characteristics of stair treads and risers are:
a. Risers 4” min / 7” max
b. Treads 11” min
c. All treads and risers’ uniform
2. Open risers are not permitted.
3. The maximum permitted opening in stair risers is ½” between
the bottom of the riser and the tread, for exterior stairways.
4. Risers for interior stairways are not permitted to be constructed
of gratings, however, exterior stairways are permitted to have
risers constructed of gratings provided the maximum opening is
½”.
5. 1:48 2.083%) is the maximum slope for treads.
6. The marking requirements for interior and exterior stair treads
are:
a. Interior:
1) Stripe at top approach and bottom tread
b. Exterior
1) Stripe at the top approach and on all treads
c. Stripes to be:
1) 2”- 4” wide
2) Contrasting
3) Placed not more than 1” from the nosing
4) Parallel to the nosing
5) Across the full tread width
6) Slip resistant
7) Can be painted
8) Grooves are not permitted
7. The requirements for tread nosings are:
a. Leading edge of tread radius = ½” max
b. If nosing projects, the underside shall be curved or beveled
c. Nosing maximum projection = 1 ¼”
d. Maximum riser slope = 30 degrees
8. In an existing building, nosing’s projecting 1 1/2”, which was con-

structed in conformance with code at the time, are not required
to be altered to 1 ¼”.
9. Stairs and landings are required to be constructed to prevent the
accumulation of water.
10. All stairways are not required to have floor identification signs.
However, stairways required to have signs by Chapter 10 Sec-
tion 1022.9 are required to provide signs.
11. The characteristics of floor identification signs in stairways,
when required by Chapter 10 Section 1022.9, are:
a. Comply with sign requirements for:
1) Tactile characters 11B-703.2)
2) Have Braille 11B-703.3)
3) Meet Visual Character size 11B-703.5
4) Be reviewed and inspected 11B-703.1)
b. Be placed adjacent to the door latch side at each landing, in
all
enclosed stairways
c. At the exit discharge level, a raised 5-pointed star shall be
placed on the left of the floor level character.
d. Size of the star the same height/outside diameter as the
characters.
12. Handrails are required on both sides of stairways and ramps,

except:
a. At assembly aisle ramps, where a handrail is provided on
one side or within the aisle width
b. At curb ramps
13. At door landings when the ramp run is less than 6” in rising or
less than 72” in length. Handrails are required to be continuous
within the full length of each run of stairways and ramps.
14. Handrails are not required at landings.
15. Inside handrails on switchback or dogleg stairs and ramps are
required to be continuous between flights or runs.
16. The required height for handrails is as follows:
a. 34” to 38” above:
1) The walk or walkway surface
2) Vertically above the ramp surface
3) Vertically at the tread nosing on stairways
b. Measured to the top of the handrail.
17. The minimum required clearance between the handrail grip-
ping surface and adjacent surfaces is 1 ½”.
18. If a handrail is located in a recess the required clearances are:

a. Recess not more than 3” deep
b. Shall be at least 18” clear above the top of the handrail
19. The characteristics of the handrail gripping surface are:
a. Continuous along the full length
b. Have no obstructions on the top or sides
c. No more than 20% obstructions on the bottom
d. If provided, horizontal projects shall be at least 1-½” below
the bottom of the rail
20. If the handrail perimeter exceeds 4”, the distance between a
horizontal projection and the bottom of the rail can be reduced
by 1/8” for each 1/2” of additional perimeter distance.
21. The dimension range permitted for a circular handrail is be-
tween 1 ¼” to 2”
22. The dimension ranges for a non-circular handrail are:
1) Perimeter not less than 4”
2) Perimeter not more than 6 ¼”
3) Cross-section not more than 2 ¼”
23. The dimension ranges permitted for handrails are:
a. 1 1/4” – min circular
b. 2” – max circular
c. 2 1/4” – max non-circular
d. 4” – min perimeter
e. 6 1/4” – max perimeter
24. Handrail gripping surfaces shall be:

a. Smooth
b. No sharp or abrasive elements
c. Edges shall be rounded
d. Handrails shall not rotate in their fittings
25. In general, handrail extensions are required to extend beyond
and in the same direction as the stair flights and ramps.
26. At the inside turn of switchback or dogleg stairs or ramps,
handrail extensions are not required toextend beyond and in
the same direction as the stair flights and ramps.
27. In alterations, where the extension of the handrail would create
a hazard, the handrail extension is permitted to be turned 90
degrees from the ramp run
28. At the top of a stair flight or run, the handrail is required to
extend horizontally 12” past the first riser nosing. The handrail
shall make the transition to horizontal at the nosing.
29. The handrail is required to be returned to the wall, guard, or

landing surface. OR it shall be continuous to the handrail of
the adjacent stair flight.
30. At the bottom of a stair flight or run, the handrail is required
to extend at the slope of the stair run, for a horizontal distance
equal to the tread width, then transition to the horizontal for an
additional 12”.
31. The options for handrails at the bottom of a flight of stairs

when there is a landing continuing to another flight of stairs
are:
a. At the end of the sloped portion, extend 12” or more
b. Extend continuously and connect to the handrail at the top
of the next stair flight
c. If either of the above, the horizontal height shall be the
same as the height above the stair tread nosing.
d. Extend 12”, then terminate at the wall, guard, or floor sur-
face.
29. Ladders
The following rules apply to all ladders:
• Maintain ladders free of oil, grease, and other
• slipping hazards.
• Do not load ladders beyond their maximum intended load nor
beyond their manufacturer’s rated capacity.
• Use ladders only for their designed purpose.
• Use ladders only on stable and level surfaces unless secured to
prevent accidental movement.
• Do not use ladders on slippery surfaces unless secured or pro-
vided with slip-resistant feet to prevent accidental movement.
Do not use slip-resistant feet as a substitute for exercising care
when placing, lashing, or holding a ladder upon slippery sur-
faces.
• Secure ladders placed in areas such as passageways, door-
ways, or driveways, or where they can be displaced by work-
place activities or traffic to prevent accidental movement. Or
use a barricade to keep traffic or activity away from the lad-
der.
• Keep areas clear around the top and bottom of ladders.
• Do not move, shift, or extend ladders while in use.
• Use ladders equipped with nonconductive side rails if the
worker or the ladder could contact exposed energized electrical
equipment.
• Face the ladder when moving up or down.
• Use at least one hand to grasp the ladder when climbing.
• Do not carry objects or loads that could cause loss of balance
and falling.
In addition, the following general requirements apply to all lad-

ders, including ladders built at the Jobsite:
• Double-cleated ladders or two or more ladders must be provid-
ed when ladders are the only way to enter or exit a work ar-
ea where 25 or more employees work or when a ladder serves
simultaneous two-way traffic.
• Ladder rungs, cleats, and steps must be parallel level and uni-
formly spaced when the ladder is in position for use.
• Rungs, cleats, and steps of portable and fixed ladders except as
provided below) must not be spaced less than 10 inches 25
cm) apart, nor more than 14 inches 36 cm) apart, along the
ladder’s side rails.
• Rungs, cleats, and steps of step stools must not be less than 8
inches 20 cm) apart, nor more than 12 inches 31 cm) apart, be-
tween the center lines of the rungs, cleats, and steps.
• Rungs, cleats, and steps at the base section of extension trestle
ladders must not be less than 8 inches 20 cm) nor more than
18 inches 46 cm) apart, between the center lines of the rungs,
cleats, and steps. The rung spacing on the extension section
must not be less than 6 inches 15 cm) nor more than 12 inches
31 cm).
• Ladders must not be tied or fastened together to create longer
sections unless they are specifically designed for such use.
• When splicing side rails, the resulting side rail must be
equivalent in strength to a one-piece side rail made of the
same material.
• Two or more separate ladders used to reach an elevated work
area must be offset with a platform or landing between the
ladders, except when portable ladders are used to gain access
to fixed ladders.
• Ladder components must be surfaced to prevent snagging of
clothing and injury from punctures or lacerations
• Wood ladders must not be coated with any opaque covering
except for identification or warning labels, which may be
placed only on one face of a side rail.
Note: A competent person must inspect ladders for visible defects
periodically and after any incident that could affect their safe
use.
Specific Types of Ladders
• Do not use single-rail ladders.
• Use non-self-supporting ladders at an angle where the hori-
zontal distance from the top support to the foot of the lad-
der is approximately one-quarter of the working length of

the ladder.
• Use wooden ladders built at the Jobsite with spliced side
rails at an angle where the horizontal distance is one-
eighth of the working length of the ladder. In addition, the
top of a non-self-supporting ladder must be placed with two
rails supported equally unless it is equipped with a single
support attachment.
Stepladders
• Do not use the top or top step of a step ladder as a step.
• Do not use cross-bracing on the rear section of stepladders for
climbing unless the ladders are designed and provided with
steps for climbing on both front and rear sections.
• Metal spreader or locking devices must be provided on step-
ladders to hold the front and back sections in an open posi-
tion when ladders are being used.
Portable Ladders
• The minimum clear distance between side rails for all port-
able ladders must be 11.5 inches 29 cm).
In addition, the rungs and steps of portable metal ladders must be
corrugated, knurled, dimpled, coated with skid-resistant material,
or treated to minimize slipping.
Non-self-supporting and self-supporting portable ladders
must support at least four times the maximum intended load; ex-
tra-heavy-duty type 1A metal or plastic ladders must sustain
3.3times the maximum intended load. To determine whether a
self-supporting ladder can sustain a certain load, apply the load to
the ladder in a downward vertical direction with the ladder
placed at a horizontal angle of 75.5 degrees. When portable lad-
ders are used for access to an upper landing surface, the side rails
must extend at least 3 feet .9 m) above the upper landing surface.
When such an extension is not possible, the ladder must be secured
and a grasping device such as a grab rail must be provided to as-
sist workers in mounting and dismounting the ladder. A ladder ex-
tension must not deflect under a load that would cause the ladder
to slip off its supports.
Fixed Ladders
If the total length of the climb on a fixed ladder equals or
exceeds 24 feet 7.3 m), the ladder must be equipped with ladder
safety devices; or self-retracting lifelines and rest platforms at in-
tervals not to exceed 150 feet 45.7 m), or a cage or well and multi-
ple ladder sections with each ladder section not to exceed 50 feet
15.2 m) in length. These ladder sections must be offset from adja-
cent sections and landing platforms must be provided at maxi-
mum intervals of 50 feet 15.2 m). In addition, fixed ladders must
meet the following requirement:
• Fixed ladders must be able to support at least two loads of
250 pounds 114 kg) each, concentrated between any two
consecutive attachments. Fixed ladders also must support
added anticipated loads caused by ice buildup, winds, rig-
ging, and impact loads resulting from using ladder safety
devices.
• Individual rung/step ladders must extend at least 42 inches
1.1 m) above an access level or landing platform either by
the continuation of the rung spacings as horizontal grab
bars or by providing vertical grab bars that must have the
same lateral spacing as the vertical legs of the ladder rails.
• Each step or rung of a fixed ladder must be able to support a
load of at least 250 pounds 114 kg) applied in the middle of
the step or rung.
• Minimum clear distance between the sides of individual
rung/step ladders and between the side rails of other fixed
ladders must be 16 inches 41 cm).
• Rungs of individual rung/step ladders must be shaped to
prevent slipping off the end of the rungs.
• Rungs and steps of fixed metal ladders manufactured after
March 15, 1991, must be corrugated, knurled, dimpled, coat-
ed with
• skid-resistant material or treated to minimize slipping.
• Minimum perpendicular clearance between fixed ladder
rungs, cleats, and steps and any obstruction behind the lad-
der must be 7 inches 18 cm), except that the clearance for an
elevator pit ladder must be 4.5 inches 11 cm).
• Minimum perpendicular clearance between the centerline of

fixed ladder rungs, cleats, and steps, and any obstruction on
the climbing side of the ladder must be 30 inches 76 cm). If
obstructions are unavoidable, clearance may be reduced to
24 inches 61 cm), provided a deflection device is installed to
guide workers around the obstruction.
• Step-across distance between the center of the steps or rungs
of fixed ladders and the nearest edge of a landing area
must be no less than 7 inches 18 cm) and no more than 12
inches 30 cm). A landing platform must be provided if the
step-across distance exceeds 12 inches 30 cm).
• Fixed ladders without cages or wells must have at least a 15-
inch 38 cm) clearance width to the nearest permanent ob-
ject on each side of the centerline of the ladder.
• Fixed ladders must be provided with cages, wells, ladder
safety devices, or self-retracting lifelines where the length of
climb is less than 24 feet 7.3 m), but the top of the ladder is
at a distance greater than 24 feet 7.3 m) above lower levels.
• Side rails of through or side-step fixed ladders must extend
42 inches 1.1 m) above the top level or landing platform
served by the ladder. Parapet ladders must have an access
level at the roof if the parapet is cut to permit passage
through it. If the parapet is continuous, the access level is at
the top of the parapet.
• Steps or rungs for through-fixed-ladder extensions must be
omitted from the extension, and the extension of side rails
must be flared to provide between 24 inches 61 cm) and 30
inches 76 cm) clearance between side rails.
• When safety devices are provided, the maximum clearance
distance between side rail extensions must not exceed 36
inches 91 cm).
• Fixed ladders must be used at a pitch no greater than 90
degrees from the horizontal, measured from the backside of
the ladder.
Cages for Fixed Ladders

The requirements for cages for fixed ladders are as follows:
• Horizontal bands must be fastened to the side rails of rail
ladders or directly to the structure, building, or equipment
for individual-rung ladders.
• Vertical bars must be on the inside of the horizontal bands
and must be fastened to them.
• Cages must not extend less than 27 inches 68 cm), or more
than 30 inches 76 cm) from the centerline of the step or
rung and must not be less than 27 inches 68 cm) wide.
• Insides of cages must be clear of projections.
• Horizontal bands must be spaced at intervals not more than
4 feet 1.2 m) apart measured from centerline to centerline.
• Vertical bars must be spaced at intervals, not more than 9.5
inches 24 cm), measured from centerline to centerline.
• Bottoms of cages must be between 7 feet 2.1 m) and 8 feet
2.4 m) above the point of access to the bottom of the ladder.
The bottom of the cage must be flared not less than 4 inches
10 cm) between the bottom horizontal band and the next
higher band.
• Tops of cages must be a minimum of 42 inches1.1 m) above
the top of the platform or the point of access at the top of
the ladder. There must be a way to access the platform or
other point of access.
Wells for Fixed Ladders

The requirements for wells for fixed ladders are as follows:
• Wells must completely encircle the ladder.
• Wells must be free of projections.
• Inside faces of wells on the climbing side of the ladder must
extend between 27 inches 68 cm) and 30 inches 76 cm)
from the centerline of the step or rung.
• Inside widths of wells must be at least 30 inches76 cm).
• Bottoms of wells above the point of access to the bottom of
the ladder must be between 7feet 2.1 m) and 8 feet 2.4 m).
Ladder Safety Devices and Related Support Systems for Fixed Lad-
ders
The connection between the carrier or lifeline and the point of at-
tachment to the body belt or harness must not exceed 9 inches 23
cm) in length. In addition, ladder safety devices and related sup-
port systems on fixed ladders must conform to the following:
• All safety devices must be able to withstand, without failure,
a drop test consisting of a 500-pound weight 226 kg) drop-
ping 18 inches 41 cm).
• All safety devices must permit the worker to ascend or de-
scend without continually having to hold, push or pull any
part of the device, leaving both hands free for climbing.
• All safety devices must be activated within 2 feet .61 m) after
a fall occurs and limit the descending velocity of an employee
to 7 feet/second 2.1 m/sec) or less.
Requirements for Mounting Ladder Safety Devices for Fixed Lad-
ders
The requirements for mounting ladder safety devices for fixed
ladders are as follows:
• Mountings for rigid carriers must be attached at each end of
the carrier, with intermediate mountings spaced along the en-
tire length of the carrier, to provide the necessary strength to
stop workers’ falls.
• Mountings for flexible carriers must be attached at each end
of the carrier. Cable guides for flexible carriers must be in-
stalled with a spacing between 25 feet 7.6 m) and 40 feet 12.2
m) along the entire length of the carrier, to prevent wind

damage to the system.
• Design and installation of mountings and cable guides must
not reduce the strength of the ladder.
• Side rails and steps or rungs for side-step fixed ladders must be
continuous in extension.
Defective Ladders
Ladders needing repairs are subject to the following rules:
• Portable ladders with structural defects—such as broken or
missing rungs, cleats, or steps, broken or split rails, corroded
components, or other faulty components—must immediately
be marked defective or tagged with "Do Not Use" or similar
language and withdrawn from service until repaired.
• Fixed ladders with structural defects—such as broken or miss-
ing rungs, cleats, or steps, broken or split rails, or corroded
components—must be withdrawn from service until repaired.
• Defective fixed ladders are considered withdrawn from use
when they are immediately tagged with "Do Not Use" or sim-
ilar language or marked in a manner that identifies them as
defective or blocked—such as with a plywood attachment that
spans several rungs.
• Ladder repairs must restore the ladder to a condition meeting
its original design criteria before the ladder is returned to use.
30. Turnbuckles and clevis
31. Grating
Steel bar grating is the staple of the grating industry, mainly
used for flooring applications. With a large list of options, any
need can be met. The most economical choice of steel grating
product.
Installation clearances
32. CMU wall: -

CMU – Concrete Masonry Unit
Dimensions
Nominal Actual
4” 3 5/8”
6” 5 5/8”
8” 7 5/8”
10” 9 5/8”
12” 11 5/8”
33. Anchor bolt drawings: -
AB Plan
1. North direction
2. Grid dimensions, grid naming.
3. Top of pier, top of footing, base plate elevation.
4. Offset distance (if needed).
5. Column size, orientation.
6. Column locating dimensions.
7. Column type.
8. Hole pattern.
9. Erector notes.
10. Heading.
11. Title block.
12.Base plate orientation (brace connections).
AB Setting Details
1. Type.
2. Hole pattern.
3. Column orientation.
4. Anchor bolt projection.
5. Levelling plate (or) nut.
6. Grout thickness.
7. Hook type.
8. Embedment length.
9. Anchor bolt dia and count.
10. Base plate thickness.
11. Grid offset dimensions.
12.Plate washer detail.
13. Base plate extension direction.
Anchor Rod Details

1. Anchor bolt dia, overall length.
2. Grade.
3. Plate washer, nut.
4. Hook dimension.
5. Quantity.
6. To follow in BOM
34. Embed plan detail list: -

1. Study the structural and architectural where the embed to be
located
2. Initially check the model for all wall and embed location
3. Save the view how to represent very simple and pier
4. View scales based on fabricator standard and clear vision
5. Plan should have following items
✓ Key plan, Plan north
✓ Job and fab name, Date of delivery & Title of the plan
✓ Primary and secondary relevant grids are shown clearly
✓ Elevation of member [top of embed plate elevation]
(U.N.O) or member (individually)
✓ XYZ dimension for individual piece marks
✓ Wall profile with locating dimension
✓ Embeds are shown on wire
✓ If the embed have any anchors, it’s also shown
✓ All plans should have standard text sizes
✓ All members are same sequence mostly. If differs shown
in a separate sequence
✓ If the embed arrangements do not show clearly in the
plan, take a separate plan with the next scale, or other-
wise take a blow-up
✓ Typically, texts embed details in the plan
✓ If embed arrangements have sections, section symbols
placed closure to the arrangements
6. The section should have the following items:
✓ Top of embed plate elevation
✓ Reference of the section should be shown
✓ Field weld and bolt details should be shown
✓ Some projects have clip angles to be loose. At the field

connection to embed provide a horizontal offset to the
centreline of the embed plate
✓ How to connect in the field is shown clearly (wall or any
embed arrangement)
35. Erection plan detail list: -

1. Reference elevation/ Top of steel and Top of slab should be
noted
2. Thickness of slab
3. Deck orientation, span direction
4. Edge of slab at openings etc.,
5. Wall layout for the entire building
6. Deck support angle locations. If any as per structural drawings
7. Provision of brick relieving/ shelf angle/ lintel angle
8. Slab depression
9. Gauge pour stop/ gauge material
10. To check whether the floor is composite or non-composite
11. True north/ Job north
12. Key plan
13. Camber value should be indicated in the framing plan
14. Beam penetration should be noted and indicated by the sym-
bol
15. Shear plate position should be indicated in the framing plan
by means of symbols at the location in the structural mem-
bers
16. Beam piece mark and beam size always to keep left end., the
PM beam size to keep right end side
17. Shear stud connectors should be provided in terms of their
length, Dia as per structural documents
18. Different wall profiles should be referred from architectural
drawings
19. Various bolt types such as A325N, and A490N should be in-
dicated in the framing plan in terms of symbols for easy iden-
tification
20. If the floor is composite, then it should be noted in the erecter
notes
21. Elevator openings and stair openings should be clearly shown
as per the structural drawing
22. Column above/ Below Top of steel elevation should be noted

as
CU – Column up & CD – Column down
23. Sections call out are shown in the framing plan with reference
[Sheet name/ Sheet #]
24. Location of structural steel member as per structural members
25. Brace views are indicated by a -------- line type and named as
brace frame/ Brace view
26. If the members are in the same location with the difference in
elevation it is shown in the plan as below
27. Moment symbol should be clearly noted and indicated with
the distinct symbol as shown
a. Field moment
b. Shop moment
28. If there is a continuation of members with the following se-
quence, then the following sequence number with reference E-
sheet name should be given with a broken line Which indi-
cates the continuation of members in the following sequence.
29. If there are multiple sequences in the same plan, then the se-
quence division line is clearly shown
30. The locating dimension for the intermediate beams should be
given precisely
31. In the case of fitted shear tab connection it should be clearly
shown with a symbol indication
32. The title for the framing plan should be fixed correctly with
the following Top of steel elevation/ Top slab elevation etc.,
33. The members in the following sequence are shown with a
broken line with section size and sequence indicated below.
36. Lintel plan detail list: -

1. Prefer architectural drawings more than structural drawings
2. All the doors/window openings need to be noted
3. Provide lintel as noted on structural [Lintel schedule]. If not
provided, use architectural drawings for reference
4. Opening size must be noted [Architectural Drawing]
5. Provide bearing as required [Minimum bearing should be fol-
lowed as per design]
6. Use door schedule [architectural] to find opening size and type
of openings
7. Lintel type [Beam/Angle] to be noted
8. Provide lintels at brick recess, If stated on design drawings
9. At brick walls [maximum] angle lintels are to be provided
[Maximum]
10. Beam lintels are provided at CMU walls
11. On Erection sheets provide
a. Locations
b. Elevation [For each lintel]
c. Opening size
d. Bearing [Minimum]
e. Special case lintel [If stated]
12. Provide masonry anchor and coupler on beam lintels, if noted
13. All the lintels on our drawings must match with structural and
architectural drawings
37. Beam detailing list: -

1. Approval return / Engineer command
2. Beam and attachment grades
3. Work point, Elevation
4. Assembly dimension should be checked
5. Set back value
6. Seismic moment calculation
7. Holes-RD, Edge distance
8. Check typical comments of the job
9. Piece mark & Qty
10. Paint system
11. Field/shop bolts
12. Hex. Head
13. Face indicator – clearance, RD
14. Weld- Fillet/ CJP
15. Slot hole orientation- V,H
16. Nut-tack weld
17. Bevel cut details and notes
18. If stud comes on the top flange “Notes – No paint on top of
flange surface”
19. If skewed plates are attached-Bevel, RD
Column detailing list: -

1. Approval return / Engineer command
2. Column and attachment grades
3. Work point, Elevation
4. Assembly dimension should be checked
5. Set back value
6. Holes-RD, Edge distance
7. Check typical comments of the job
8. Piece mark & Qty
9. Paint system
10. Field/shop bolts
11. Face direction – (North, South, West, East)
12. Weld- Fillet/ CJP

13. Slot hole orientation- V,H
14. Bevel cut details and notes
15. If CJP comes on the face of column “Mark No paint Notes ”
16. If skewed plates are attached-Bevel, RD
17. Add Sq. Cut, Mill Cut, Bev. Cut
18. Base plate Hole size & Weld
19. Gusset plate weld
20. Cap plate weld
21. Joist stabilizer plate and weld.
22. Joist connection cap plate thickness & Hole gage.
23. Shear plate offset dimension.
24. View Name (A, B, C).
25. Connecting Side Mark.
26. Keep dimension (Top & Bot. Moment plate & Gusset plate
Hole).
27. The section should be taken from Right to Left direction

Steel Detailing Study Material

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Steel Detailing Study Material

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What are the main topics covered in the steel detailing study materials?

What are the main topics covered in the steel detailing study materials?

What information is needed to start a new steel detailing project?

What information is needed to start a new steel detailing project?

Prepared by

For Steel detailing estimate Contact: https://phoenixdetailingteam.co.in/

AISC dimensioning tool link

CMAA - Crane Manufacturers Association of America

NISD - National Institute of Steel Detailing

STMF - Special Truss Moment Frame

1. Required information from contract drawings to start

29. Opening size and locating information.

51. Anything showed field welded on the design document, if

2. Inputs and Outputs of steel detailing: -

Outputs from Detailer: -

3. Units and Calculations: -

4. Drawing scale and sizes: -

5. Advance Bill of Material ABM)

6. Structural Shapes and Grades: -

W-, M-, S- and HP-Shapes

❖ MC-shapes also known as miscellaneous channels) have a

Structural Tees WT-, MT- and ST-Shapes)

Hollow Structural Sections HSS)

❖ Pipes have an essentially round cross-section and uniform

Other Structural Products

Grades for structural members: -

❖ Continuity plate & Moment connections are preferred A572-

Workable Gage for structural members: -

Rows of bolts for WF members:

7. Encroachment values for structural members: -

8. Edge distance of structural members: -

Types of bolt Connections:

Slip-critical joint, from structural engineering, is a type

Pretension control bolt (N or X)

3. Direct Tension indicator bolts

4. Twist-off Bolt F1852, F2280)

Other Bolts &Screws: -

Eye bolts Lag Screws Nail

Nailer hole dia– 3/16” Ø - 0”-1” thick plate

Before starting the model work, confirm with the customer.

❖ A490 bolts are not permitted to be galvanized. Discuss with

Minimum Edge distance in shear or Rolled Edge

Bolt Tightening Clearance

Tension control Bolt Gun Availability

TC Bolt Sizes in stock

Hex head Bolt Sizes in stock

10. Nut & Washer Grades

11. Holes and Sizes.

❖ For connections, Standard holes are preferred for beams, col-

All hole requirements are confirmed with the customer, before

12. Post installed anchors: -

Click here the title – get information

List of Anchor rods & Elements.

3.HAS-V-36 Anchor rod - Anchor Rods & Elements - Hilti USA

4. HAS-V-36 HDG Anchor rod - Anchor Rods & Elements - Hilti

5.HAS-E-55 Anchor rod - Anchor Rods & Elements - Hilti USA

6. HAS-B-105 Anchor rod - Anchor Rods & Elements - Hilti USA

7. HAS-B-105 HDG Anchor rod - Anchor Rods & Elements - Hilti

10. HIS-N Internally threaded sleeve - Anchor Rods & Elements -

List of Wedge Anchors.

1. Kwik Bolt TZ2 CS Wedge anchor - Wedge Anchors - Hilti

2.Kwik Bolt TZ2 SS304 Wedge anchor - Wedge Anchors - Hilti