Z08400-36-30-SPC-003 Install Assem Erectof Structural Steel
KOREA NATIONAL OIL CORPORATION
Table of Contents
1.0GENERAL (3)
2.0MATERIALS (5)
3.0MATERIAL HANDLING AND ERECTION PREPARATIONS (5)
4.0ERECTION (6)
5.0FIELD COATINGS (10)
6.0INSPECTION (10)
FIGURE 1 – Erection Tolerances of Crane Runway (12)
1.0GENERAL
1.1 Scope
1.1.1 This specification covers the technical requirements for installation, assembly and erection of
structural steel.
1.1.2 “Owner” when used in this Specification shall mean the Korea National Oil Company or its
authorized representative.
1.1.3 “Contractor” when used in this Specification shall mean the company that has agreed to
complete the Work.
1.2 Related Project Specifications
Z08400-36-30-SPC-002 Supply & Fabrication of Structural Steel
Z08400-32-40-SPC-016 Mechanical Specification for Painting & Coating
1.3 Reference Codes and Standards
1.3.1 Installation, assembly and erection of steel structures shall conform to all applicable industry
codes, standards, specifications and government regulations including, but not limited to, those
listed below. Each publication including supplements, guides and addenda shall be the latest
revision.
Federal and Provincial Codes and Regulations:
?The National Building Code of Canada
?The Alberta Building Code
?Alberta Occupational Health and Safety ACT (OH&S), General Safety Regulations
Canadian Standards Association (CSA):
?CAN / CSA B167 …Safety Standard for Operation, Maintenance, and Inspection of Equipment Incorporating Overhead Cranes, Gantry Cranes, Monorails, Hoists, and
Trolleys?
?CAN / CSA G40.20 / G40.21 …General Requirements for Rolled or Welded Structural Quality Steel / Structural Quality Steels?
?CAN / CSA G164 …Hot Dip Galvanizing of Irregularly Shaped Articles?
?CAN / CSA S16 …Limit States Design of Steel Structures?
?CAN / CSA S136 …North American Specification for the Design of Cold Formed Steel Structural Members?
?CAN / CSA W47.1 …Certification of Companies for Fusion Welding of Steel Structures?
?CAN / CSA W48 …Filler Metals and Allied Materials for Metal Arc Welding?
?CAN / CSA W178.1 …Certification of Welding Inspection Organizations?
?CAN / CSA W178.2 …Certification of Welding Inspectors?
American Society for Testing and Materials (ASTM):
?ASTM A992/A992M-06a …Standard Specification for Structural Steel Shapes?
?ASTM A307 …Standard Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength?
?ASTM A325 …Standard Specification for Structural Bolts, Steel, Heat Treated, 830 MPa Minimum Te nsile Strength?
?ASTM A490 …Standard Specification for High Strength Steel Bolts Classes 10.9 and
10.9.3 for Structural Steel Joints (metric)?
?ASTM A786 …Standard Specification for Rolled Steel Floor Plates?
Canadian Institute of Steel Construction (CISC):
?CISC Code of Standard Practice for Structural Steel
?CISC Handbook of Steel Construction
1.3.2 Whenever a conflict exists between the referenced codes, standards and specifications
including this document, the more stringent shall apply unless specifically noted otherwise in
the project documents.
1.4 Submittals
1.4.1 Contractor shall obtain, review, approve and utilize shop fabricators erection drawings. As
needed, Contractor shall supplement shop fabricator?s erection drawings.
1.4.2 At least 14 days prior to the job start date, Contractor shall submit the following to Owner for
review and approval:
a) Erection drawings showing all temporary bracing, supports, erection lugs and guys
necessary for the erection of the structures.
b) Erection plans, including a detailed description of proposed erection methods, sequence,
and equipment.
1.4.3 If welding is involved in the erection of steel structures, Contractor shall submit a copy of the
following certificates or qualifications to Owner for review and approval at least 14 days before
the start of welding:
a) Canadian Welding Bureau?s welding certificate for the company undertaking welding per
CSA W47.1 Division 1 or 2.1,
b) Canadian Welding Bureau?s approved welding procedures to be used per CSA W59,
c) Canadian Welding Bureau?s qualification test recor d(s) of the welder(s) or operator(s) per
CSA W47.1,
d) Product data of the welding electrodes,
e) Product data of painting and coating materials.
1.4.4 Contractor shall give Owner at least 7 days notice before the planned start of erection work to
allow Owner to inspect the work preparation.
2.0MATERIALS
2.1 General
2.1.1 All structural steel materials and fabrication shall conform to the requirements of Spec. No.
Z08400-36-30-SPC-002 Supply & Fabrication of Structural Steel.
2.1.2 All materials to be incorporated into the permanent steel structures shall be of new stock,
unless noted otherwise in the project documents.
2.1.3 Welding electrodes shall be low hydrogen electrodes meeting the requirements of CSA W48
Class E49XX.
2.1.4 Paint and coating materials shall conform to the requirements of Spec. No. Z08400-32-40-SPC-
023 Mechanical Specification for Painting & Coating.
3.0MATERIAL HANDLING AND ERECTION PREPARATIONS
3.1 Material Handling and Storage
3.1.1 Structural steel shall be transported from the storage area to the erection site in a safe and
timely manner to prevent damage to the steel and the surface coatings.
3.1.2 All steel shall be blocked off the ground.
3.1.3 Coated surfaces shall not be stacked face-to-face. Wood blocks or other suitable non-abrasive
materials shall be used to separate sections or components.
3.1.4 Contractor shall take necessary precautions during loading, transportation, unloading, and
stacking of steel materials so that coating will not be damaged and members will not be bent,
broken, deformed, or otherwise damaged.
3.1.5 Damage caused by handling during erection shall be reported to Owner. Corrective measures
shall be completed as directed, and all cost shall be borne by Contractor.
3.2 Erection Preparation
3.2.1 All temporary bracing, supports, erection lugs and guys shall be designed and erected by
Contractor to resist all loads to which the structure may be subjected during erection. Such
bracing, supports and guys shall be left in place until no longer required as a shipping or
installation safety measure and the structure is fully secured to the foundation. Removal shall
be by the Contractor.
3.2.2 Contractor shall verify the locations and elevations of the as-built foundations, anchor bolts, pile
cap plates and other relevant items before erecting the steel structures. Owner shall be notified
immediately of any non-conformances or discrepancies.
3.2.3 Contractor shall check the minimum grout thickness for steel structure baseplates before
erecting the column. Unless otherwise specified on the design drawings or approved by Owner,
the minimum grout thickness shall be 25 mm.
3.2.4 Contractor shall take all necessary precautions during loading, transportation, unloading and
stacking steel so that coatings will not be damaged and members will not be bent, broken,
deformed or otherwise damaged.
3.2.5 Contractor shall provide all necessary protections to adjoining existing facilities to prevent
damages during the erection of steel structures. Adjacent painted or coated steel surfaces,
including those underneath the spots to be welded, shall be properly covered during welding to
prevent damages to the coating or paint.
4.0ERECTION
4.1 General
4.1.1 Unless otherwise specified or shown on the drawings, the erection of structural steel shall
conform to CAN/CSA-S16, and CISC …Code of Standard Practice for Structural Steel?.
4.1.2 The erection of steel structures shall commence only when shims and anchors are in a
condition that they can adequately support all the loads subjected to them.
4.1.3 Each part of a structure shall be properly aligned before completing field connections. All
members in completed frames shall be true to line and free from bends, twists, and open joints.
4.1.4 Generally, all field connections shall be bolted. Field welded connections shall be made only
where shown on the drawings or where authorized in writing by Owner.
4.1.5 Fitting-up bolts and drift pins shall not be used to bring improperly fabricated or aligned
members and parts into place thus causing a strain on bolts in finished work. For other uses,
drift pins shall not be driven with such force as to injure adjacent metal. No packing, shimming
or wedging shall be permitted to correct faulty work.
4.1.6 Holes not furnished by the structural steel fabricator but required for erection shall be field
drilled. The use of flame cutting to make or enlarge holes shall not be permitted.
4.1.7 Contractor shall not cut, drill or otherwise alter the steel structures or the work of others to
accommodate other trades or the Contractor?s own work, unless such cutting, drilling or
alteration are specified clearly in the project documents or approved in writing by Owner.
4.1.8 Minor misfitting, which can be remedied by reaming, cutting and/or grinding, may be corrected
when approved in writing by Owner.
4.1.9 All shop errors shall be reported to Owner immediately upon discovery.
4.1.10 Fastening of splices for compression members shall be done after abutting surfaces have been
brought completely into contact. Splices shall be permitted only where indicated on the design
drawings or shop drawings.
4.1.11 Erection bolts used in welded construction shall be tightened securely and left in place, or
removed with the holes plug welded and ground smooth.
4.1.12 Erection tolerances shall be in accordance with CAN/CSA-S16.
4.2 Pile Caps, Baseplates And Grouting
4.2.1 Pile cap plates for steel piles shall be located as shown on the drawings. Centerlines of plate
and pile may not be in alignment due to the horizontal tolerance allowed for driving the piles. 4.2.2 Baseplates shall be set and shimmed to the correct positions and elevations, as shown on the
design drawings.
4.2.3 Following erection of the first lift of steel structure, grout shall be placed under all column
baseplates where noted on the design drawings or other project documents
4.2.4 The grout for structural base plates shall be a non-shrink, cementitious grout.
4.3 Bolting Connections
4.3.1 When assembled, all joint surfaces, including those adjacent to the bolt heads, nuts, or washers,
shall be free of burrs, dirt, and other foreign material that would prevent solid seating of parts. 4.3.2 For joints with a large number of bolts in several rows, a sequential tightening of all bolts,
working from the middle of the bolt group outward, shall be employed.
4.3.3 ASTM A307 bolts shall be drawn up to a snug tight condition.
4.3.4 Unless otherwise specified on the design drawings, all joints using ASTM A325 high-strength
bolts shall be “bearing-type connections”, but “slip critical connections” shall be used where
vibratory, dynamic, or frequent reversal loading occurs.
4.3.5 Methods employed to install high-strength bolts shall conform to the requirements of CSA S16
and the following:
a) High strength bolts may be installed by the “turn-of-nut” method.
b) When the “turn-of-nut” method is used, the outer face of the nut shall be match-marked
with the bolt point immediately after the bolts have been brought to the snug-tight
condition to provide Owner a visual means of verifying nut rotation after final tightening.
Bolts shall be tightened beyond the snug-tight condition by the applicable amount of
relative rotation given in CSA S16.
4.3.6 When high strength bolts are used as fit-up bolts in connections and are not tightened to the
specified minimum tension, bolts may be left in place, and subsequently tightened as
permanent bolts.
4.3.7 Plain (un-coated) high strength bolts that have been installed may be loosened and re-
tightened one additional time, provided that the nut can be turned freely by hand for the full
length of the treads. Coated high strength bolts that have been tightened to the specified
minimum tension shall not be reused.
4.3.8 No lock washers, gaskets or flexible material shall be incorporated in the joint without approval
by Owner.
4.3.9 Welding on bolts or nuts shall not be permitted, except where noted on the design drawings
that nuts are to be tack welded.
4.3.10 Bolt holes shall be made by drilling. Holes made by burning are not permitted.
4.4 Field Welding
4.4.1 The company and the welder(s) undertaking welding shall be currently certified by the
Canadian Welding Bureau, and shall meet the requirements of CSA W47.1, Division 1 or 2.1.
The Canadian Welding Bureau, as per CSA W59, shall approve the welding procedures.
4.4.2 All welding shall be in accordance with CSA W47.1, CSA W59 and CSA S16.
4.4.3 Preparation of surfaces and edges to be welded shall be smooth, uniform and free from fins,
cracks and other defects that would adversely affect the quality or strength of a weld.
4.4.4 Surfaces to be welded shall be free from loose or thick scale slag, loose rust, paint, grease,
moisture, and other foreign material that will prevent welding to acceptance levels.
4.4.5 Assembly tolerances of joints for welding shall be as per CSA W59.
4.4.6 Unless noted otherwise on design drawings, all butt joints shall be full penetration groove welds.
4.4.7 All ragged edges or welds that might cause injury to personnel shall be avoided or ground
smooth.
4.5 Installation Of Crane Runway
4.5.1 Rail joints shall be tight and shall provide a smooth transfer of the crane wheel from one rail to
another.
4.5.2 Erection tolerances shall be in accordance with CSA S16 and Figure 1 on page 12.
4.5.3 Crane rails or bars shall be centered on crane girders, which shall be properly aligned before
hand. In no case shall the rail eccentricity be greater than 75% of the thickness of the girder
web.
4.6 Installation Of Solid Floor Plates
4.6.1 All penetrations not dimensioned on drawings or not furnished by the steel supplier shall be
field cut and suitably banded in accordance with specification Z08400-36-30-SPC-002 Supply &
Fabrication of Structural Steel.
4.6.2 Unless noted otherwise on the design drawings, removable floor plate shall be fastened to
supporting beam with 12 mm diameter cadmium-plated steel countersunk slotted head bolts at
300 mm centers complete with nut and bevelled washers on the underside of beam flanges.
Floor plate shall be shop-drilled with countersunk holes at 300 mm minimum centers around
perimeter and over interior supports.
4.6.3 Unless specified otherwise on the drawings, fixed floor plating shall be welded to framing
members with 6 mm fillet welds 75 mm long at 300 mm centers maximum, or with 6 mm x 12
mm plug welds at intervals not exceeding 300 mm.
4.7 Installation Of Floor Gratings
4.7.1 All cut-outs for columns, bracing connections, and other openings in floor gratings shall be
banded with toe plates, and bars at least equivalent to the grating bars.
4.7.2 Unless otherwise noted on the design drawings, removable gratings and galvanized gratings
shall be secured with removable saddle clip anchors fastened to the supporting steel. Two
fasteners per section shall be used at each support, with a minimum of four per panel.
4.7.3 Permanent grating (i.e. non-removable) shall be welded to supporting members with 40 mm
long x 3 mm fillet welds at fourteenth bearing bar maximum spacing and at each side of each
panel.
4.8 Installation Of Handrails And Toe Plates
4.8.1 Where not dimensioned, the location of handrail posts shown on the drawings is approximate,
and the posts shall be equally spaced, if possible. The maximum spacing of handrail posts
shall be 1.8 m.
4.8.2 Handrails and toe plates terminating at structural members shall be field welded thereto, unless
otherwise indicated on the design drawings.
4.8.3 Toe plates shall extend continuously around platforms except at stairs and ladders openings,
and around columns and shall have 25 mm minimum clearance from column.
4.8.4 All ragged edges, welds, protruding bolts or other fasteners that might cause injury to personnel
shall be avoided, or if unavoidable, ground smooth.
4.9 Installation Of Ladders And Cages
4.9.1 Ladders shall be shop assembled complete with cages, as applicable, in the largest units
suitable for handling and shipping and shall be installed in accordance with the project standard
drawings.
5.0FIELD COATINGS
5.1 General
5.1.1 Steel surfaces where paint was omitted for field welding or field bolting and all areas that were
damaged subsequent to shop painting shall be prepared, cleaned and painted with the same
coating system as the original shop coat after the completion of erection. Where it is not
possible to field apply the original shop coating system, Contractor shall obtain
recommendations from the shop coating vendor for a compatible field coating system and
submit to Owner for review and approval.
5.1.2 Contractor shall clean and repair all surfaces where coating was omitted for purposes such as
field welding or where coating was damaged during the work. All steel surfaces designated to
be galvanized shall be covered with zinc-rich coatings at least equivalent to the shop
galvanizing.
5.1.3 After cleaning and preparation, surfaces to be field painted or coated shall be inspected by
Owner prior to painting or coating.
5.1.4 During painting or coating, Contractor shall protect all adjacent sections, structures, equipment
and facilities from over spray or spatter of paint.
5.1.5 Contractor shall remove all masking or cover materials after completion of the job. A daily
cleanup of the work area shall be made to remove cartons, cans and other discarded
containers or equipment.
6.0INSPECTION
6.1 General
6.1.1 Owner shall inspect the erected steelwork and workmanship, including steel assembled in the
module or skid yard offsite, for conformance with the requirements of this Specification.
Inspection shall include, but not be limited to, checking for alignment, plumbness, high strength
bolting, field welds, and touch-up painting.
6.1.2 Contractor shall provide facilities including platforms, ladders, tools, and calibration for Owner
to carry out the inspections during the work.
6.1.3 Contractor shall rectify all deficiencies using Owner approved methods and materials, at no
additional cost to Owner.
6.1.4 Inspection of welding shall be carried out in accordance with the requirements of CSA W59. 6.1.5 Unless noted otherwise in other project documents, 50% of full penetration (full strength) and
100% of butt splice welds shall be tested by use of Radiographic or Ultrasonic methods.
6.1.6 5% of fillet welds shall be tested using magnetic particle inspection (MPI). All other fillet welds
shall be visually inspected. If the Inspector requests that additional fillet welds are to be tested,
the cost will be borne by the Owner unless the welds are defective. In that case the cost of the
additional tests, the replacement of the welds and the re-testing of the welds shall be the
Contractor?s responsibility.
6.1.7 All lifting lug welds in tension shall be 100% tested by use of X-ray or Ultrasonic methods
regardless of the type of weld.
6.1.8 Damages to structural steel during shipping shall be repaired or replaced at the Supplier?s cost.
FIGURE 1 – ERECTION TOLERANCES OF CRANE RUNWAY