Copyright 2001 AIA MASTERSPEC 02/01 (R 08/03)

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Copyright 2001 AIA

MASTERSPEC

02/01 (R 08/03)

STRUCTURAL STEEL

05120

-

1

SECTION
05120

-

STRUCTURAL STEEL

PART 1
-

GENERAL

1.1

RELATED DOCUMENTS

A.

Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division

1 Specification Sections, apply to this Section.

1.2

SUMMARY

A.

This Section includes the follo
wing:

1.

Structural steel.

2.

Architecturally exposed structural steel.

3.

Grout

B.

Related Sections include the following:

1.

Division

1 Section "Quality Requirements" for independent testing agency procedures
and administrative requirements.

2.

Division 5 Section “Archite
cturally Exposed Structural Steel”.

3.

Division

5 Section "Steel Deck" for field installation of shear connectors.

4.

Division

5 Section "Metal Fabrications" for steel lintels or shelf angles not attached to
structural
-
steel frame miscellaneous steel fabrication
s and other metal items not defined
as structural steel.

5.

Division

9 painting Sections and Division

9 Section "High
-
Performance Coatings" for
surface preparation and priming requirements.

1.3

DEFINITIONS

A.

Structural Steel: Elements of structural
-
steel frame, as

classified by AISC's "Code of Standard
Practice for Steel Buildings and Bridges," that support design loads.

B.

Architecturally Exposed Structural Steel: Structural steel designated as architecturally exposed
structural steel in the Contract Documents.

1.4

PERF
ORMANCE REQUIREMENTS

A.

Connections

1.

Provide connections as shown or noted on drawings. The design of connections not
shown or noted shall be provided by the Structural Engineer
-
of
-
Record upon request.

2.

Alternate connections designed by the Contractor’s Enginee
r may be submitted with one
set of st
amped calculations for record

All alternate connections shall be designed for the
Copyright 2001 AIA

MASTERSPEC

02/01 (R 08/03)

STRUCTURAL STEEL

05120

-

2

value noted on plan. The Contractor shall compensate the Structural Engineer
-
of
-
Record
for time spent reviewing alternate connection des
igns and revising Contract Documents.

1.5

SUBMITTALS

A.

Product Data: For each type of product indicated.

B.

Shop Drawings: Show fabrication of structural
-
steel components.

1.

Include details of cuts, connections, splices, camber, holes, and other pertinent data.

2.

Inc
lude embedment drawings.

3.

Indicate welds by standard AWS symbols, distinguishing between shop and field welds,
and show size, length, and type of each weld.

4.

Indicate type, size, and length of bolts, distinguishing between shop and field bolts.
Identify pre
tensioned and slip
-
critical high
-
strength bolted connections.

C.

Erection Drawings:


1.

Submit erection drawings defining location of each assembly or piece within the
structure. Provide sufficient details to describe all field welding. Clearly identify all high

strength bolts not required to be tensioned (“snug tight” as defined by AISC). If drawings
are submitted in multiple packages, each submittal shall be complete with all erection
drawings, details and piece drawings. Subsequent submittals of erection drawi
ngs which
modify or add to earlier versions will be clearly
marked.

2.

Submit setting drawings for bolts and plates installed by others.

3.

Reproduction of the Contract Documents is not permitted. Electronic CAD
files will not
be made available to the Contracto
r upon request. Contractor shall agree to verify the
accuracy of all such files in writing and pay a license fee for any files received.

D.

Welding certificates.

E.

Qualification Data: For Installer fabricator.

F.

Mill Test Reports: Signed by manufacturers certif
ying that the following products comply with
requirements:

1.

Structural steel including chemical and physical properties.

2.

Bolts, nuts, and washers including mechanical properties and chemical analysis.

3.

Direct
-
tension indicators.

4.

Tension
-
control, high
-
strengt
h bolt
-
nut
-
washer assemblies.

5.

Shear stud connectors.

6.

Shop primers.

7.

Nonshrink grout.

1.6

QUALITY ASSURANCE

A.

Installer Qualifications: A qualified installer who participates in the AISC Quality Certification
Program and is designated an AI
SC
-
Certified Erector, C
ategory


CSE.

Copyright 2001 AIA

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02/01 (R 08/03)

STRUCTURAL STEEL

05120

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3

B.

Fabricator Qualifications: A qualified fabricator who participates in the AISC Quality
Certification Program and is designated an
AISC
-
Certified Plant, Category


Sbd.

C.

Shop
-
Painting Applicators: Qualified according to AISC's Sophisticated Pa
int Endorsement

P1
or SSPC
-
QP

3, "Standard Procedure for Evaluating Qualifications of Shop Painting
Applicators."

D.

Welding: Qualify procedures and personnel according to AWS

D1.1, "Structural Welding
Code
--
Steel."

1.

The sequence of welding shall be planned t
o minimize locked in stresses and distortion.

E.

Fabrication and erection shall
Comply with applicable provisions of the following specifications
and documents:

1.

AISC's "Code of Standard Practice for Steel Buildings

and Bridges
"
,”
Latest

Edition

, as
amended b
elow.

a.

Section 3.1: Revise the second paragraph to read:

The Contract Documents shall
clearly show the work that is to be performed and shall give the following
information with sufficient dimensions to accurately convey the quantity and
nature of the stru
ctural steel to be fabricated

.

b.

Section 3.2: Replace the entire section with the
following: “Requirements for
structural steel including dimensions, arrangement, and details

shall be shown in
the overall c
ontract
d
ocument package. Fabricator shall be respo
nsible for
incorporating all such information from structural, architectural, mechanical,
electrical drawings, as well as those of other disciplines”.


c.

Section 3.5: Delete all text after the first
sentence
.

d.

Section 3.6
:

Page 19
,

R
eplace the text

of the ent
ire section with the following:
“When the fast
-
track project delivery system is selected, release of structural
drawings shall constitute release for construction only
,

if specifically noted on the
drawing. Drawings that indicate “not for construction” sha
ll not be used for
detailing”.

e.

Section 4.2
:

Page 21, 2
nd

Paragraph
;

E
liminate the following: “When requested to
do so by the Owner’s Desig
nated Representative for Design
”.

f.

Section 4.4
:

Page 23
;

R
evise 2
nd

sentence

to read the following: “These drawings
sha
ll be returned in accordance with the schedule defined in Division 1 of the
project specification. In the
absence of

this requirement, the Owner’s Designated
Representative for Design shall return submittals within 14 days of receipt

from
the Owner’s
Desi
gnated
Representative for Design for Construction

.

g.

Section 6
.4.4:

Page 33
;

Revise statement “For the purpose of inspection, camber
shall be measured in the fabricator

s shop in the unstressed condition”, to read
“camber specified on the drawings is intend
ed to be camber at
the
time of erection
with decking placed prior to placing concrete. Owner’s Designated Representative
for Construction shall submit methods for controlling deflections on beams with
inadequate camber prior to placing concrete on deck”.

2.

A
ISC's "Seismic Provisions for Structural Steel Buildings" and "Supplement No.

2."

3.

AISC's "Specification for Structural Steel Buildings
--
Allowable Stress Design and Plastic
Design Load and Resistance Factor Design Specification for Structural Steel Building
s."

4.

AISC's "Specification for the Design of Steel Hollow Structural Sections."

Copyright 2001 AIA

MASTERSPEC

02/01 (R 08/03)

STRUCTURAL STEEL

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4

5.

AISC's "
Specification for Allowable Stress Design of Single
-
Angle Members

and
Specification for Load and Resistance Factor Design of Single
-
Angle Members."

6.

RCSC's "Specification

for Structural Joints Using ASTM

A

325 or A

490 Bolts."

1.7

DELIVERY, STORAGE, AND HANDLING

A.

Store materials to permit easy access for inspection and identification. Keep steel members off
ground and spaced by using pallets, dunnage, or other supports and spa
cers. Protect steel
members and packaged materials from erosion and deterioration.

1.

Store fasteners in a protected place. Clean and relubricate bolts and nuts that become dry
or rusty before use.

2.

Do not store materials on structure in a manner that might
cause distortion, damage, or
overload to members or supporting structures. Repair or replace damaged materials or
structures as directed.

1.8

COORDINATION

A.

Furnish anchorage items to be embedded in or attached to other construction without delaying
the Work.
Provide setting diagrams, sheet metal templates, instructions, and directions for
installation.

PART 2
-

PRODUCTS

2.1

STRUCTURAL
-
STEEL MATERIALS

A.

W
-
Shapes:


ASTM

A

992/A

992M

unless noted otherwise.

1.

ASTM
shapes

with flange thickness exceeding 2 inches, and other shapes
noted in the
drawings,

shall be supplied with Charpy V
-
Notch testing in accordance with ASTM A6,
supplementary requirement S30.

B.

Channels, Angles
: ASTM

A

36/A

36M.

C.

Plate and Bar: ASTM

A

36/A

36M


unless noted otherwise
.

1.

Plates exceeding

2"

in thickness sh
all be of steel supplied with Char
p
y V
-
Notch testing in
accordance with ASTM A6, supplementary requirements S5. The impact test shall be
conducted by the producer in accordance with ASTM A673, Frequency P, and shall meet
a minimum average value of 20 ft. l
bs. absorbed energy at +70 degrees F.

D.

Cold
-
Formed Hollow Structural Sections: ASTM

A

500, Grade

B, structural tubing.

E.

Steel Pipe: ASTM

A

53/A

53M, Type

E or S, Grade

B.

1.

Weight Class
:

As noted
.

2.

Finish
:

Black, except where indicated to be galvanized.

Copyright 2001 AIA

MASTERSPEC

02/01 (R 08/03)

STRUCTURAL STEEL

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5

F.

Wel
ding Electrodes: Comply with AWS
D1.1
requirements
,

70 S
eries
.

1.

Welding electrodes for complete joint penetration gro
o
ve welds and welded tension
splices as noted on the drawings, shall be supplied with
C
harpy
V
-
N
otch testing
toughness of 20 ft
-

1lbs at
4
0
o
F.

2.2

BOLTS, CONNECTORS, AND ANCHORS

A.

Use Tension control bolts whenever possible.

B.

High
-
Strength Bolts, Nuts, and Washers:
ASTM

A

325
, Type

1, heavy hex steel structural
bolts;
ASTM

A

563

heavy hex carbon
-
steel nuts; and
ASTM

F

436

hardened carbon
-
steel
wash
ers.

1.

Finish: Plain.

C.

Tension
-
Control, High
-
Strength Bolt
-
Nut
-
Washer Ass
emblies: ASTM

F

1852, Type

1,

round
head steel structural bolts with splined ends;
ASTM

A

563

heavy hex carbon
-
steel nuts; and
ASTM

F

436

hardened carbon
-
steel washers.

1.

Finish: Plain.

D.

Shear Connectors: ASTM

A

108, Grades

1015 through 1020, headed
-
stud type, cold
-
finished
carbon steel; AWS

D1.1, Type

B.

E.

Unheaded Anchor Rods
:

ASTM

F

1554, Grade

55, weldable.

1.

Configuration
:

Hooked.

2.

Nuts:
ASTM

A

563

heavy

hex carbon steel.

3.

Plate Washer
s: ASTM

A

36/A

36M carbon steel.

4.

Washers:
ASTM

F

436

hardened carbon steel.

5.

Finish: Plain.

F.

Headed Anchor Rods
:

ASTM

F

1554, Grade 55, weldable, straight.

1.

Nuts:
ASTM

A

563

heavy

hex carbon steel.

2.

Plate Washers: ASTM

A

36/A

36M carbon steel.

3.

Washers:
ASTM

F

436

hardened carbon steel.

4.

Finish: Plain.

G.

Threaded Rods
:

ASTM

A

36/A

36M.

1.

Nuts:
ASTM

A

563

heavy

hex carbon steel.

2.

Washers
:

ASTM

A

36/A

36M carbon steel.

3.

Finish: Plain.

H.

Clevises Turnbuckles: ASTM

A

108, Grade

1035, cold
-
finished carbon steel.

I.

Eye Bolts and Nuts: ASTM

A

108, Grade

1030, cold
-
finished carbon steel.

J.

Sleeve Nuts: ASTM

A

108, Grade

1018, cold
-
finished carbon

low carbon steel.

Copyright 2001 AIA

MASTERSPEC

02/01 (R 08/03)

STRUCTURAL STEEL

05120

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6

K.

Expansion Anchors: Wedge type with current ICBO approval and published ICBO Research
Report. Completed wit
h required nuts, washers, and Manufacturer’s installation instructions.
Size and Manufacturer as indicated on drawings.

2.3

GROUT

A.

Metallic, Shrinkage
-
Resistant Grout: ASTM

C

1107, factory
-
packaged, metallic aggregate
grout, mixed with water to consistency sui
table for application and a 30
-
minute working time
.

6000 psf minimum.

B.

Nonmetallic, Shrinkage
-
Resistant Grout: ASTM

C

1107, factory
-
packaged, nonmetallic
aggregate grout, noncorrosive, nonstaining, mixed with water to consistency suitable for
application a
nd a 30
-
minute working time.

Where grout is exposed to view or weathering, 6000
psi.

2.4

FABRICATION

A.

Structural Steel: Fabricate and assemble in shop to greatest extent possible. Fabricate
according to AISC's "Code of Standard Practice for Steel Buildings an
d Bridges" and AISC's
"Specification for Structural Steel Buildings
--
Allowable Stress Design and Plastic Design

or
Load and Resistance Factor Design Specification for Structural Steel Buildings."

1.

Camber structural
-
steel members where indicated.

2.

Identify h
igh
-
strength structural steel according to ASTM

A

6/

A

6M and maintain
markings until structural steel has been erected.

3.

Mark and match
-
mark materials for field assembly.

4.

Complete structural
-
steel assemblies, including welding of units, before starting sho
p
-
priming operations.

B.

Architecturally Exposed Structural Steel: Comply with fabrication requirements, including
tolerance limits, of AISC's "Code of Standard Practice for Steel Buildings and Bridges" for
structural steel identified as architecturally expo
sed structural steel.

1.

Fabricate with exposed surfaces smooth, square, and free of surface blemishes including
pitting, rust, scale,

seam marks, roller marks, rolled trade names, and roughness.

2.

Remove blemishes by filling or grinding or by welding and grind
ing, before cleaning,
treating, and shop priming.

C.

Thermal Cutting: Perform thermal cutting by machine to greatest extent possible.

1.

Plane thermally cut edges to be welded to comply with requirements in AWS

D1.1.

2.

Beam Copes and Weld Access Holes: Thermally
cut surfaces in material exceeding 1
-
1/2” thickness in rolled and built up shapes shall be ground to bright metal in accordance
with Section J.18 of the AISC specification.

D.

Bolt Holes: Cut, drill,or punch standard bolt holes perpendicular to metal surface
s.

E.

Finishing: Accurately finish ends of columns and other members transmitting bearing loads.

Copyright 2001 AIA

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F.

Cleaning: Clean and prepare steel surfaces that are to remain unpainted according to SSPC
-
SP

1, "Solvent Cleaning."

G.

Shear Connectors: Prepare steel surfaces as

recommended by manufacturer of shear
connectors. Use automatic end welding of headed
-
stud shear connectors according to
AWS

D1.1 and manufacturer's written instructions.

H.

Holes: Provide holes required for securing other work to structural steel and for p
assage of
other work through steel framing members.

1.

Cut, drill, or punch holes perpendicular to steel surfaces.

Do not thermally cut bolt holes
or enlarge holes by burning.

2.

Base
-
Plate Holes: Cut, drill, mechanically thermal cut, or punch holes perpendicul
ar to
steel surfaces.

I.

Splices: Splicing of members to obtain the required lengths will not be permitted without prior
acceptance of the Structural Engineer
-
of
-
Record unless shown on the drawings.

J.

Substitutions: Where exact sizes and weights called for are
not readily available, secure the
Structural Engineer
-
of
-
Record’s acceptance of suitable sizes in time to prevent delay due to
such substitutions.

2.5

SHOP CONNECTIONS

A.

High
-
Strength Bolts: Shop install high
-
strength bolts according to RCSC's "Specification fo
r
Structural Joints Using ASTM

A

325 or A

490 Bolts" for type of bolt and type of joint
specified.

1.

Joint Type
:

As noted on drawings
.

B.

Weld Connections: Comply with AWS

D1.1 for welding procedure specifications, tolerances,
appearance, and quality of welds

and for methods used in correcting welding work.

1.

Verify that weld sizes, fabrication sequence, and equipment used for architecturally
exposed structural steel will limit distortions to allowable tolerances.

Prevent weld show
-
through on exposed steel surfa
ces.

a.

Grind butt welds flush.

b.

Grind or fill exposed fillet welds to smooth profile. Dress exposed welds.

2.6

SHOP PRIMING

A.

Shop prime steel surfaces except the following:

1.

Surfaces embedded in concrete or mortar. Extend priming of partially embedded
members to
a depth of
2 inches
.

2.

Surfaces to be field welded.

3.

Surfaces to be high
-
strength bolted with slip
-
critical connections.

4.

Surfaces to receive sprayed fire
-
resistive materials.

5.

Galvanized surfaces.

Copyright 2001 AIA

MASTERSPEC

02/01 (R 08/03)

STRUCTURAL STEEL

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B.

Surface Preparation: Clean surfaces to be painted. Remove loo
se rust and mill scale and
spatter, slag, or flux deposits. Prepare surfaces according to the following specifications and
standards:


1.

SSPC
-
SP

11, "Power Tool Cleaning to Bare Metal."

2.

SSPC
-
SP

14/NACE

No.

8, "Industrial Blast Cleaning."

Where exposed to vi
ew.

C.

Priming: Immediately after surface preparation, apply primer according to manufacturer's
written instructions and at rate recommended by SSPC to provide a dry film thickness of not
less than
1.5 mils
. Use priming methods that result in full coverage
of joints, corners, edges,
and exposed surfaces.

1.

Stripe paint corners, crevices, bolts, welds, and sharp edges.

2.

Apply two coats of shop paint to inaccessible surfaces after assembly or erection.
Change color of second coat to distinguish it from first.

D.

Pa
inting: Apply a 1
-
coat, nonasphaltic primer complying with SSPC
-
PS

Guide

7.00, "Painting
System Guide

7.00: Guide for Selecting One
-
Coat Shop Painting Systems," to provide a dry
film thickness of not less than
1.5 mils
.

2.7

SOURCE QUALITY CONTROL

A.

Owner will
engage an independent testing and inspecting agency to perform shop tests and
inspections and prepare test reports.

1.

Provide testing agency with access to places where structural
-
steel work is being
fabricated or produced to perform tests and inspections.

B.

C
orrect deficiencies in Work that test reports and inspections indicate does not comply with the
Contract Documents.

C.

Bolted Connections: Shop
-
bolted connections will
be
tested and inspected according to RCSC's
"Specification for Structural Joints Using AST
M

A

325 or A

490 Bolts."

D.

Welded Connections:
In addition to visual inspection

S
hop
-
welded connections will be tested
and inspected according to AWS

D1.1 and the
following inspection procedures
:
:

1.

Liquid Penetrant Inspection: ASTM

E

165


2.

Magnetic Particle

Inspection: ASTM

E

709; performed on root pass and on finished
weld. Cracks or zones of incomplete fusion or penetration will not be accepted.

3.

Ultrasonic Inspection: ASTM

E

164.

For all complete and partial penetration groove
welded connections and spl
ices.

E.

In addition to visual inspection, shop
-
welded shear connectors will be tested and inspected
according to requirements in AWS

D1.1 for stud welding and as follows:

1.

Bend tests will be performed if visual inspections reveal either a less
-
than
-

continuou
s
360
-
degree flash or welding repairs to any shear connector.

2.

Tests will be conducted on additional shear connectors if weld fracture occurs on shear
connectors already tested, according to requirements in AWS

D1.1.

Copyright 2001 AIA

MASTERSPEC

02/01 (R 08/03)

STRUCTURAL STEEL

05120

-

9

PART 3
-

EXECUTION

3.1

EXAMINATION

A.

Verify elevations
of concrete
-

and masonry
-
bearing surfaces and locations of anchor rods,
bearing plates, and other embedments, with steel erector present, for compliance with
requirements.

B.

Proceed with installation only after unsatisfactory conditions have been corrected.

3.2

PREPARATION

A.

Provide temporary shores, guys, braces, and other supports during erection to keep structural
steel secure, plumb, and in alignment against temporary construction loads and loads equal in
intensity to design loads. Remove temporary supports wh
en permanent structural steel,
connections, and bracing are in place, unless otherwise indicated.

1.

Do not remove temporary shoring supporting composite deck construction until cast
-
in
-
place concrete has attained its design compressive strength.

2.

Contractor s
hall coordinate installation of all non
-
structural steel items which will load
the non
-
self supporting

structural steel frame. The structural
steel
frame temporary
supports shall resist all loads from these non
-
structural steel items.

3.

Field Modification: O
btain written acceptance from the Structural Engineer
-
of
-
Record
before the use of flame cutting for field modification or refabrication of structural steel.
The Structural Steel Fabricator shall be responsible for errors in fabrication and for
correct fit
in the field.

4.

Support of Other Work: No permanent loading other than the weight of supported metal
deck and concrete slabs shall be imposed on composite beams and girders without prior
approval by the Structural Engineer
-
of
-
Record until the concrete in suc
h slabs has
achieved 75 percent of its design strength. Contractor shall submit calculations prepared
by

an

Engineer registered
in the state of the project
verifying the adequacy of the non
-
composite members to support the anticipated loading prior to deve
loping composite
strength. All costs associated with the accommodation of such loading, including review
of submittals and modification of structural members and/or details, shall be borne by the
Contractor.

3.3

ERECTION

A.

Set structural steel accurately in loca
tions and to elevations indicated and according to AISC's
"Code of Standard Practice for Steel Buildings and Bridges" and "Specification for Structural
Steel Buildings
--
Allowable Stress Design and Plastic Design

or

Load and Resistance Factor
Design Specif
ication for Structural Steel Buildings."

B.

Base

and Bearing Plates: Clean concrete
-

and masonry
-
bearing surfaces of bond
-
reducing
materials, and roughen surfaces prior to setting base

and bearing plates. Clean bottom surface
of base

and bearing plates.

Copyright 2001 AIA

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10

1.

Set

base

and bearing plates for structural members on wedges, shims, or setting nuts as
required.

2.

Weld plate washers to top of base plate.

3.

Snug
-
tighten anchor rods after supported members have been positioned and plumbed.
Do not remove wedges or shims but, i
f protruding, cut off flush with edge of base

or
bearing plate before packing with grout.

4.

Promptly pack grout solidly between bearing surfaces and base

or bearing plates so no
voids remain. Neatly finish exposed surfaces; protect grout and allow to cure.

Comply
with manufacturer's written installation instructions for shrinkage
-
resistant grouts.

Clean
and moisten surfaces to be grouted. Remove all free water immediately prior to placing
grout. Mix and install grout in accordance with Manufacturer’s instruc
tions. Completely
fill all space
s to be grouted. After grout has acquired its initial set, trim to lower edge of
bearing plate and remove excess material. Consolidate exposed edges to a dense uniform
surface.

C.

Maintain erection tolerances of structural stee
l

and architecturally exposed structural steel
within AISC's "Code of Standard Practice for Steel Buildings and Bridges."

D.

Align and adjust various members forming part of complete frame or structure before
permanently fastening. Before assembly, clean bea
ring surfaces and other surfaces that will be
in permanent contact with members. Perform necessary adjustments to compensate for
discrepancies in elevations and alignment.

1.

Level and plumb individual members of structure.

2.

Make allowances for difference bet
ween temperature at time of erection and mean
temperature when structure is completed and in service.

E.

Splice members only where indicated.

F.

Remove erection bolts on welded, architecturally exposed structural steel; fill holes with plug
welds; and grind smoo
th at exposed surfaces.

G.

Do not use thermal cutting during erection

unless approved by Architect. Finish thermally cut
sections within smoothness limits in AWS

D1.1.

H.

Do not enlarge unfair holes in members by burning or using drift pins. Ream holes that mu
st be
enlarged to admit bolts.

I.

Shear Connectors: Prepare steel surfaces as recommended by manufacturer of shear
connectors. Use automatic end welding of headed
-
stud shear connectors according to
AWS

D1.1 and manufacturer's written instructions.

J.

Compressi
on Splices: Fasten splices in compression after bearing surfaces have been

brought
into contact. Clean bearing surfaces before assembling. Close all gaps 1/32”
wide

or greater by
driving non
-
tapered mild steel shims full depth of the bearing surface along
the full length of the
gap.

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3.4

FIELD CONNECTIONS

A.

High
-
Strength Bolts: Shop install high
-
strength bolts according to RCSC's "Specification for
Structural Joints Using ASTM

A

325 or A

490 Bolts" for type of bolt and type of joint
specified.

1.

Joint Type
:

As not
ed on the drawings.

B.

Weld Connections: Comply with AWS

D1.1 for welding procedure specifications, tolerances,
appearance, and quality of welds and for methods used in correcting welding work.

1.

Comply with AISC's "Code of Standard Practice for Steel Building
s and Bridges" and
"Specification for Structural Steel Buildings
--
Allowable Stress Design and Plastic Design
or
Load and Resistance Factor Design Specification for Structural Steel Buildings" for
bearing, adequacy of temporary connections, alignment, and re
moval of paint on surfaces
adjacent to field welds.

2.

Remove backing bars or runoff tabs, back gouge, and grind steel smooth.

3.

Assemble and weld built
-
up sections by methods that will maintain true alignment of
axes without exceeding tolerances of AISC's "Cod
e of Standard Practice for Steel
Buildings and Bridges" for mill material.

4.

Verify that weld sizes, fabrication sequence, and equipment used for architecturally
exposed structural steel will limit distortions to allowable tolerances.

Prevent weld show
-
throu
gh on exposed steel surfaces.

a.

Grind butt welds flush.

b.

Grind or fill exposed fillet welds to smooth profile. Dress exposed welds.

C.

Drilled
-
In Inserts
: Install in accordance with Manufacturer’s recommendations in accurately
drilled holes of required diameter

and depth. Where adhesive inserts are used, thoroughly clean
hole of all debris and drill dust by wire brushing and compressed air prior to installation of
insert and adhesive system. Do not drill holes in concrete or masonry
until

material has
achieved f
ull design strength
.

3.5

FIELD QUALITY CONTROL

A.

Testing Agency: Owner will engage a qualified independent testing and inspecting agency to
inspect field welds
,

and high
-
strength bolted connections

and drilled
-
in inserts
.

B.

Bolted Connections: Shop
-
bolted connec
tions will be

tested and inspected according to RCSC's
"Specification for Structural Joints Using ASTM

A

325 or A

490 Bolts."

1.

Visually inspect all bolted connections to ascertain that all bolts, nuts and required
washers have been installed and are of prop
er type and that all faying surfaces have been
brought into snug contact. Verify the specified surface preparation of the faying surface
has been correctly prepared.

2.

Tensioned High Strength Bolts:


a.

Standard Bolts:


1)

Inspect the bolt tightness of 10% of the
bolts (minimum of 2), selected at
random in each high strength bolted connection. If rejectable bolts are found
Copyright 2001 AIA

MASTERSPEC

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STRUCTURAL STEEL

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in any connection, all remaining bolts in that connection shall be inspected
for tightness. Inspection procedure shall be in accordance with
“Sp
ecification for Structural Joints Using ASTM A325 or A490 Bolts”
approved by Research Council on Riveted and Bolted Structural Joints of
the Engineering Foundation (Research Council on Structural Connections,
latest edition.

b.

Twist Off (Self
-
Indicating) Bol
ts

1)

Perform a visual inspection of all high strength bolted connections to assure
that all torque
-
off splines have been sh
e
ared..

2)

When splines are not sheared, the Testing Agency shall determine that
proper bolt tension has been achieved by the application

of a properly
calibrated testing torque or the Contractor may, at his option, remove and
replace al
l bolts with unsheared splines
. All cost of additional inspection
required by this paragraph shall be borne by the Contractor.

C.

Welded Connections:


Field we
lds will be tested according to AWS
D
1.1 and the
following

inspection procedures:


1.

Ascertainment that electrodes used for manual shielded metal
-
arc welding and the
electr
odes and flux used for submerged

are welding conform to the requirements herein.

1.

Ascer
tainment that the welding is performed only by welding operators and welders who
are properly certified. The Testing Agency shall witness such qualification testing of
welding operator and welders, as may be required.

2.

Ascertainment that the fit
-
up, joint p
rep
aration
, s
ize, contour, extent of reinforcement,
and length and location of welds conform to specified requirements and the Contract
Drawings, and that no specified welds are omitted or unspecified welds added without
approval of the Structural Engineer
-
of Record.

3.

The Testing Agency shall test field welds as follows:


a.

All studs shall be acoustically inspected. Studs which do not ring when struck with
a hammer shall be bent 15 degrees. If the bent stud does not fracture, stud is
acceptable and may be left

bent.

b.

In addition to the above, not less than one of each 100 studs shall be tested by
bending 15 degrees. If no fracture occurs, stud is considered acceptable and left
bent.

4.

If defective welds are discovered, the remaining uninspected welds shall receive

such
ultrasonic

or magnetic particle
inspection as may be required by

the Structural Engineer
-
of
-
Record. All cost of addit
ional inspection required by this

paragraph shall be borne by
the Contractor.

5.

The welding inspector will have the authority to reject

weldments. Such rejection may be
based on visual inspection where in his opinion the weldment would not pass a more
detailed investigation.

6.

Reports by the Testing Agency’s Inspector will contain, as a minimum, an adequate
description of each weld tested,
the identifying
mark of the
welder
responsible for the
weld, critique of any defects noted by visual inspection or testing, and a statement
regarding the acceptability of the weld tested, as judged by current A.W.S. standards.
Reports shall be distributed
as early as possible but not later than one workweek after the
tests have been performed. The Structural Engineer
-
of
-
Record shall be notified by phone
if, in the judgment of the Inspector, test results require immediate comment.

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7.

Radio graphic testing may b
e substituted for
ultrasonic
.

D.

In addition to visual inspection, test and inspect field
-
welded shear connectors according to
requirements in AWS

D1.1 for stud welding and as follows:

1.

Perform bend tests if visual inspections reveal either a less
-
than
-

contin
uous 360
-
degree
flash or welding repairs to any shear connector.

2.

Conduct tests on additional shear connectors if weld fracture occurs on shear connectors
already tested, according to requirements in AWS

D1.1.

E.

Correct deficiencies in Work that test reports
and inspections indicate does not comply with the
Contract Documents.

F.

Drilled
-
in

Anchors
:


1.

Self
-
Expanding
Anchors
: The Testing Agen
cy shall inspect self
-
expanding

Drilled
-
in
Anchors

shown on the structural drawings as follows:


a.

Prior to installation, the T
esting Agency shall determine that the installing
contractor has the proper materials and equipment for drilling holes in the
receiving surface of required diameter and length.

b.

All anchors

shall be visually inspected after installation to ensure that they
have
been installed perpendicular to the receiving surface and to proper depth.

c.

Pull test
the first 3 and 1% of all remaining anchors for a tension load of 10
0% of
the Manufacturer’s recommended allowable working loads in tension.

G.

Verification of Erection
Tolerances:


1.

The contractor shall survey the structure after erection and prior to placing deck.

a.

Submit report to the Architect and Owner within 24 hours after recording the data.
Report shall identify all deviations of member locations and/or elevations i
n excess
of allowable tolerance specified.

3.6

REPAIRS AND PROTECTION

A.

Repair damaged galvanized coatings on galvanized items with galvanized repair paint according
to ASTM

A

780 and manufacturer's written instructions.

B.

Touchup Painting: After installation, pr
omptly clean, prepare, and prime or reprime field
connections, rust spots, and abraded surfaces of prime
-
painted structural steel.

1.

Clean and prepare surfaces by SSPC
-
SP

2 hand
-
tool cleaning or SSPC
-
SP

3 power
-
tool
cleaning.

2.

Apply a compatible primer of sam
e type as shop primer used on adjacent surfaces.

C.

Touchup Painting: Cleaning and touchup painting are specified in Division

9 painting Sections.

END OF SECTION 05120


Copyright 2001 AIA

MASTERSPEC

02/01 (R 08/03)

STRUCTURAL STEEL

05120

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