STRUCTURAL STEEL ERECTION TABLE OF CONTENTS PAGE I ...

Polaris
Engineering
Standard
470.3
Rev.: 0
Page: 1 of 4
Date: 07/07/09
STRUCTURAL STEEL ERECTION
TABLE OF CONTENTS
PAGE
I. SCOPE 2
II. REFERENCES 2
III. STRUCTURE STABILITY AND TEMPORARY BRACING 2
IV. BOLTED CONNECTIONS 2
A. Bearing Type Connections 3
B. Slip-Critical Connections 3
V. WELDED CONNECTIONS 3
VI. FLOOR PLATE 4
VII. GRATING 4
VIII. GROUTING 4
IX. CORRECTION OF ERRORS 4

Polaris
Engineering
Standard
470.3
Rev.: 0
Page: 2 of 4
Date: 07/07/09
STRUCTURAL STEEL ERECTION
I. SCOPE
This Standard covers the erection of structural steel in accordance with the referenced codes and
specifications, except as noted on the design drawings or within this Standard. Whenever a
difference exists between the design drawings and this Standard, the drawings shall govern. When
ever a difference exists between the purchase order and the specification or drawings, the purchase
order shall generally govern, however in this case, differences shall be brought to the attention of the
Owner or Owner's Engineer for final resolution.
II.
REFERENCES
A. AISC Manual of Steel Construction, ninth edition, including:
1. AISC Code of Standard Practice for Steel Buildings
2. Specification for Structural Joints Using ASTM A325 or A490 Bolts
B. AWS D1.1 Structural Welding Code
C. Polaris Engineering Standards
1. 430.4 Grouting
2. 470.2 Structural Steel Fabrication
III.
STRUCTURE STABILITY AND TEMPORARY BRACING
A. The steel Erector is responsible for the stability of the structure during its erection.
B. In braced structures, bracing should be erected simultaneously with columns and
girders. Should this be impossible, temporary flexible bracing, such as rods or cables,
must be provided until installation of permanent bracing is completed.
IV.
BOLTED CONNECTIONS
Field connections shall be made using high strength bolts in bearing type connections, unless
noted otherwise on the design drawings. High strength bolts shall not be reused.
A. Bearing Type Connections
1. High strength bolts shall be installed in accordance with the "Specification for
Structural Joints using ASTM A325 or A490 Bolts."

Polaris
Engineering
Standard
470.3
Rev.: 0
Page: 3 of 4
Date: 07/07/09
2. The sides of bolt heads and nuts tightened with an impact wrench shall appear
slightly peened. Visual evidence of this peening is adequate indication that
the bolt has been tightened to a snug tight condition.
B. Slip-Critical Connections
1. Bolts in slip-critical connections shall be tightened to full pretension force in
accordance with subsections 8(d)(1) through 8(d)(4) of "Specification For
Structural Joints using ASTM A325 or A490 Bolts."
2. Slip-Critical Connections:
a. Moment connections
b. Connections in direct tension
c. Column splices
d. Beam splices
e. Other connections defined as "slip-critical" on design drawings.
3. Galvanized connection surfaces shall be roughened by steel Erector before
erection.
V. WELDED CONNECTIONS
A. All field welding shall be indicated on the drawings.
B. Welding electrodes with a tensile strength of 70 ksi shall be used. Electrodes shall be
compatible with the welding process selected as required by Table 4.1.1 of AWS
D1.1.
C. All welders must be qualified in accordance with the AWS D1.1. Evidence of this
qualification must be given to the field Construction Manager prior to starting work.
D. Erection clips for fit-up of field welded connections will be provided by the structural
steel Fabricator.
E. Any galvanizing or paint which becomes damaged in performing field welding shall
be repaired in accordance with Polaris Engineering Standard 1400.1 section V.C.
VI.
FLOOR PLATE
A. All openings in floor plate not dimensioned on the drawings shall be cut in the field.
All openings that are dimensioned on the drawings shall be cut by the structural steel
Fabricator. Repair of galvanizing or painting after cutting shall be as described in
Section V. E of this Standard.

Polaris
Engineering
Standard
470.3
Rev.: 0
Page: 4 of 4
Date: 07/07/09
B. Painted floor plate shall be secured in place by intermittent welding of plate to
support beam. Continuous plates shall be plug welded to intermediate support beams.
C. Galvanized floor plate shall be attached to the support beams with self-tapping
screws. Holes in the floor plate and the support beams shall be drilled in the field by
the steel Erector.
VII.
GRATING
A. All openings in grating not dimensioned on the drawings shall be cut in the field. All
openings that are dimensioned on the drawing shall be cut and banded by the
structural steel Fabricator. Repair of galvanizing after cutting shall be as described in
Section V. E of this Standard. Fiberglass grating which requires cutting shall have
the affected surfaces sealed with catalyzed resin sealant of equal or superior corrosion
resistance to the grating.
B. Grating shall be fixed to support members by clips or clamping. Removable grating
shall be specified on the drawings.
C. Grating shall be secured to the supporting steel with gun welded studs, power tool
fastened studs, bolts or Teks self drilling and tapping studs and saddle clip anchors.
Two fasteners per panel shall be used at each support with a minimum of four per
panel. Fiberglass grating shall have additional clips to tie unsupported sides of panels
together to reduce excessive deflection between adjacent panels (one clip per panel
interface per span). The clips shall be supplied by the structural steel Fabricator.
VIII.
GROUTING
Grouting of base plates will be by the steel Erector. Grouting should be performed as soon as
possible after the columns are plumbed and before any large axial loads or moments are
applied to the baseplate. Grouting shall be in accordance with Polaris Engineering Standard
430.4.
IX.
CORRECTION OF ERRORS
The steel Erector shall perform moderate amounts of reaming, chipping and cutting to allow
proper fit-up of structural steel members. Any errors which prevent the proper assembly of
the structure must be immediately reported to the field Construction Manager. The
Contractor's field Construction Manager shall report any such errors to the Fabricator, who is
responsible either to correct the error or approve the most efficient and economical method of
correction to be made by the steel Erector. The cost of such corrections shall be borne by the
Fabricator.