Fabrication Procedure Steel Structure TSE

JOINT OPERATING BODY

PERTAMINA - TALISMAN JAMBI MERANG

DOCUMENT NO :

-

CONSORTIUM

PT. SULUH ARDHI ENGINEERING -

PT. MEGA PRATAMA UNGGUL

PROJECT NO :

4500001473

21 pages

JAMBI MERANG DEVELOPMENT PROJECT

EPC GAS METERING AT GRISSIK

PROCEDURE FOR FABRICATION OF STEEL STRUCTURE

PROJECT : EPC GAS METERING AT GRISSIK

LOCATION : GRISSIK, MUSI BANYUASIN – SUMATERA SELATAN

OWNER : JOB PERTAMINA – TALISMAN JAMBI MERANG

CONTRACTOR : CONSORTIUM PT. SAE – PT. MPU

PO. NO. : GRS-CT-N-002

PO. DESCRIPTION : PIPING, MECHANICAL AND STEEL SRUCTURE WORK

REQUISITION NO. : -

VENDOR NAME : PT. TRISERAPHIM ENGINEERING

VENDOR DOC. NO : TSE-GRS-PR-004

A

26/03/2014

Issued for Approval

Rev.

Date

Description

BY

CHK’D

APP’D

APP’D

CONTRACTOR

CLIENT



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REVISION TABLE

PAGE

REVISION PAGE

REVISION ATTACHMENT

REVISION

A B 0 1 2 3 4 A B 0 1 2 3 4 A B 0 1 2 3 4

1 X 31

2 X 32

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4 X 34

5 X 35

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7 X 37

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9

X

39

10 X 40

11 x 41

12 x 42

13 x 43

14 x 44

15 x 45

16 x 46

15 x 47

18 x 48

19 x 49

20 x 50

21 x 51

22 52

23 53

24 54

25 55

26 56

27 57

28 58

29 59

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PROCEDURE FOR FABRICATION OF

STEEL STRUCTURE

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RECORD OF REVISION

Rev No Section Page Company Comment Implemented (Y/N) Explanation

A All All - - -



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TABLE OF CONTENTS

1. GENERAL 5

1.1 SCOPE 5

1.2 CODES AND STANDARDS 5

2 GOVERNMENT REGULATIONS 7

3 DEFINITION OF TERMS 8

4 PARTICULAR REQUIREMENTS 8

4.1 QUALITY CONTROL 8

4.2 SUBMITTALS 9

4.3 PERFORMANCE REQUIREMENTS 10

5 PRODUCTS 10

5.1 MATERIALS 10

6 EXECUTION 12

6.1 CONNECTIONS 12

6.2 ERECTION AND SHOP DRAWINGS 19

6.3 FABRICATION 19

6.4 CORROSION PROTECTION 20

6.5 HANDLING, SHIPPING, AND DELIVERY 20



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1. GENERAL

1.1 SCOPE

1.1.1 This procedure covers the requrements for the design of connections,

preparation of shop details, and supplying materials, shop fabrication,

corrosion protection, inspection, and shipping of structural steel components.

1.1.2 Except as modified herein, all requirements of paragraph 1.1.1 shall be in

accordance with the requirements of the American Institute of Steel

Construction Specification for Structural Steel Buildings-Allowable Stress

Design and Plastic Design (AISC Specification).

1.2 CODES AND STANDARDS

1.2.1 The work shall comply with all Codes and Standards mentioned in this

specification. The latest revision of Codes and Standards shall be used in

effect 29 January, 1996.

1.2.2 American Institute of Steel Construction (AISC)

a. Engineering for Steel Construction: A Source Book on

Connections.

b. Detailing for Steel Construction.

c. Manual of Steel Construction: Allowable Stress Design.

d. Manual of Steel Construction: Volume II Connections

e. Allowable Stress Design of Simple Shear Connections.

f. Specification for Structural Steel Buildings: Allowable Stress

Design and Plastic Design.

g. Code of Standard Practice for Steel Buildings and Bridges.

h. Specification for Structural Joints Using A325M or A490M Bolts.



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1.2.3 American Society for Testing and Materials (ASTM)

a. A6M - General Requirements for Rolled Steel Plates, Sheet Piling,

and Bars for Structural Use.

b. A36 - Standard Specification for Structural Steel

c. A53 - Standard Specification for Pipe, Steel, Black and Hot-

Dipped, Zine-Coated Welded and Seamless.

d. A108 - Standard Specification for Steel Bars, Carbon, Cold-

Finished, Standard Quality.

e. A123-Standard Specification for Zinc (Hot-Dip Galvanized)

Coatings on Iron and Steel Products.

f. A143-Safeguarding Against Embrittlement of Hot-Dip Galvanized

Structural Steel Products and Procedures for Detecting

Embrittlement.

g. A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron

and Steel Hardware.

h. A307 - Standard Specification for Carbon Steel Externally and

Internally Threaded Standard Fasteners.

i. A325Mstandard Specification for High-Strength Bolts for

Structural Steel Joints.

j. A384-Standard Practice for Safeguarding Agains Warpage and

Distortion During Hot-Dip Galvanizing of Steel Assemblies.

k. A385-Standard Practice for Providing High-Quality Zinc Coatings

(Hot-Dip)

l. A490M-Standard Specification for Quenched and Tempered Alloy

Steel Bolts for Structural Steel Joints.

m. A500-Standard Specification for Cold-Formed Welded and

Seamless Carbon Steel Structural Tubing in Rounds and Shapes.

n. A501-Standard Specification for Hot-formed Welded and Seamless

Carbon Steel Structural Tubing.

o. A563-Standard Specification for Carbon and Low Alloy Steel

Nuts.



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p. A569-Standard Specification for Steel Carbon (0.15 Maximum

Percent), Hot-Rolled Sheet and Strip, Commercial Quality.

q. A572-Standard Specification for High-Strength Low Alloy

Columbium-Vanadium Steel of Structural Quality.

r. A759-Standard Specification for Carbon Steel Crane Rails.

s. A780-Standard Practice for Repair of Damaged and Uncoated

Areas of Hot-Dip Galvanized Coatings.

t. A786-Standard Specification for Rolled Steel Floor Plates.

u. E376-Standard Practice for Measuring Coating Thickness by

Magnetic-Field or Eddy-Current (Electromagnetic) Test Methods.

v. F436-Standard Specification for Hardened Steel Washers.

w. F606-Standard Test Methods for Determining the Mechanical

Properties of Externally and Internally Threaded Fasteners,

Washers, and Rivets.

x. F959-Standard Specification for Compressible Washer Type Direct

Tension Indicators for Use with Structural Fasteners.

1.2.4 American Welding Society

a. D1.1 - Structural Welding Code

b. QCI - Standard and Guide for Qualification and Certification of

Welding Inspectors.

2. GOVERNMENT REGULATIONS

National Standards for Occupational Safety and Health, including any

additional requirements by state or local agencies that have jurisdiction where

the structural steel is to be erected shall apply.



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3 DEFINITION OF TERMS

Whenever in these procedures, or instruments in construction which these

procedures govern, the following terms or pronouns in place of them are

used, the intent and meanings shall be interpreted as follows:

a) Owner: PT. Trans-Pacific Petrochemical Indotama or

Authorized Representative.

b) Purchaser: The Owner, Main Contractor, Contractor or any other

entity issuing a purchase order or letting a contact.

c) Seller: Any entity providing a service and/or furnishing goods

to the Purchaser or Owner.

d) Engineer: Any entity providing engineering services.

4. PARTICULAR REQUIREMENTS

4.1 QUALITY CONTROL

4.1.1 The Seller shall be solely responsible for quality control of all materials and

workmanship.

4.1.2 The Seller shall have a written Quality Control Program and Inspection

Procedures document which shall provide details of how compliance with the

requirements of this procedure and the design drawings shall be achieved.

4.1.3 The Purchaser has the right to inspect all materials and workmanship, and

shall have unrestricted entry to the shop of the Seller at all times while work

is being performed. The Purchaser may refect improper, inferior, defective,

or unsuitable materials and workmanship. All materials and workmanship

refected shall be repaired or replaced by Seller as directed by the Purchaser.

4.1.4 Welding procedures and individual welders shall be qualified in accordance

with the requirements of AWS D1.1

4.1.5 Welding procedures previously qualified by the Seller may be used without

requalification. However, The Purchaser reserves the right to require

requalification of any questionable procedure prior to the start of fabrication.

4.1.6 All welding inspectors shall be qualified and cerfitied as AWS Certified

Welding Inspectors in accordance with the provisions of AWS D1.1 or AWS

QCI.



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4.1.7 Certified mill test reports for each heat of structural steel and each lot of high

strength bolts shall be available for review by the Purchaser.

4.1.8 The Purchaser may require a quantity of representative samples of bolt

assemblies which the Seller shall supply to the Purchaser for testing. Testing

in accordance with ASTM F606 will be at the Purchaser’s expense.

4.2 SUBMITTALS

4.2.1 The Seller shall submit, as minimum, the following documents to the

Purchaser for approval from the Purchaser prior to the start of fabrication:

a) Erection and shop drawings

b) Engineering calculation sheets per Section 6.1.4.f

c) Connection Design Certification per Section 6.1.4.e

4.2.2 Unless previously submitted, the Seler shall submit the following documents

to the Purchaser prior to the start of fabrication:

a. Quality Control Program and Inspection Procedures

b. Welding Procedure Qualification Test Reports

c. Welding Procedures

4.2.3 A Shipping List (including total weight), a Bolt List, and a minimum of two

sets of final erection and shop drawings shall accompany the first shipment of

each release.

4.2.4 The Seller shall submit, as a minimum, the following documents to the

Purchaser for record purposes:

a. Two sets of final erection and shop drawings

b. Records of Quality Control inspection test reports requested by the

Purchaser

c. One set of final engineering calculation sheets

d. Records off calibration or recalibration performed on the tools or

equipment used by the Fabricator during the work, if requested by the

Purchaser.



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4.3 PERFORMANCE REQUIREMENTS

All work covered by this procedure shall conform to the AISC Code of

Standard Practice for Steel Buildings and Bridges and the AISC Specification

for Structural Steel Buildings: Allowable Stress Design and Plastic Design.

5. PRODUCT

5.1 MATERIALS

5.1.1 Structural Shapes, Plates and Bars

ASTM A36 Standard Specification for Structural Steel

ASTM A242 High-strenth Low-alloy Structural Steel

ASTM A441 High-strenth Low-alloy Structural Manganese Vanadium Steel

ASTM A514 Hig-yield Strength, Quenched and Tempered Alloy-Steel

Plated, Suitable for Welding.

ASTM A529 Structural Steel with 42 KSI (290 N/mm2) Minimum Yield

Point

ASTM A570 Gr 40, 45, and 50 Steel, Sheet and Strip, Carbon, Hot-rolled,

Structural Quality.

ASTM A572 High-strength Low-alloy Columbium-Vanadium Steels of

Structural Quality.

ASTM A588 High-Strength Low-alloy Structural Steel with 50 KSI (350

N/mm2) Minimum Yield Point to 4-in (100mm) thick.

ASTM A606 Steel, Sheet, and Strip, High-strenth, Low-alloy, Columbium or

Vanadium, or both, Hot-rooled and Cold-rooled

ASTMA607 Steel, Sheet, and Strip, High-strength, Low-alloy, Columbium or

Vandium, or both, Hot-rooled and Cold-rooled

ASTM A618 Hot-formed Welded and Seamless High-strength Low-alloy

Structural Tubing

ASTM A709 Structural Steel for Bridges

ASTM A852 Quenched and Tempered Low-alloy Structural Steel Plate with

70 KSI (480 N/mm2) Minimum Yield Strength to 4 in (100mm) thick



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5.1.2 PIPE

ASTM A53 Type E or S, Grade B Pipe, Steel, Black and Hot-dipped, Zinc-

coated Welded and Seamless Steel Pipe.

5.1.3 Structural Tubing

ASTM A500 Cold-formed welded and Seamless Carbon Steel Structural

Tubing in Rounds and Shapes

ASTM A501 Hot-formed welded and Seamless Carbon Steel Structural

Tubing.

5.1.4 High Strength Bolt Assemblies (shall be galvanized per Specification N150)

Bolt ASRM A325M, or ASTM A490M if specified on the design drawings

Washer ASTM F436, or if Direct Tension Indicator (D.T.I) washers are

spcified, ASTM F959

Heavy Hex Nut ASTM A563

5.1.5 Standard Bolt Assemblies (shall be galvanized per Specification N150)

Bolt ASTM A307 Grade A Heavy Hex

Washer ASTM F436

Heavy Hex Nut ASTM A563

5.1.6 Shear Connectors

ASTM A108 Headed Stud, Type B

5.1.7 Welding Filler Metal

AWS D1.1, Section 4.1 (including Table 4.1) with an electrode strength of 58

KSI (400 N/mm2) minimum yield strength and 70 KSI ( 480 N/mm

2)

minimum tensile strength. (For example, use e70 XX for SMAW, F7XX-

EXXX for SAW, er70S-X fpr GMAW, and E7XT-X for FCAW) However,

E60XX electrodes may be used for tack welding.

5.1.8 Checkered Floor Plate (shall be galvanized per ASTMA-123)

ASTM A786, Pattern 4 or 5, and ASTM A36



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5.1.9 Welded Steel Bar Grating and Grating Stair Treads ASTM A569, galvanized

per astm a123. Top surface of bearing bars shall be serrated type. Grating

stair treads shall have checkered plate nosing.

6. EXECUTION

6.1 CONNECTIONS

6.1.1 All connections shall be either Engineering-Designed, Seller-Selected, or

Seller-Designed. Unless otherwise noted on the engineering design drawings,

all connections not fully detailed on the engineering design drawings shall be

Seller-Designed.

6.1.2 Engineer-Designed Connections

a. Engineer-Designed connections will be fully designed and detailed

on engineering design drawings, all connections not fully detailed

on the engineering design drawings and shall be furnished as

shown.

b. Engineer-Designed connections shall be only those connections

fully detailed on the engineering design drawings, showing all

fastener sizes, arrangement, dimensions, quantities and grades, and

all connection material and weld types, sizes and lengths for each

individual member or part to be joined. Seller shall reflect this

information on sho drawings.

c. Request to deviate from the specific details of any Engineer-

Designed connection by the Seler must be in writing, with written

approval of the Engineer. Approval of this submittal constitutes

accepatance by the Engineer of design reponsibility for both the

structural adequacy and detailing of the changed detail.

6.1.3 Seller-Selected Connections

a. Seller-Selected connections shall be those for which the Engineer

has authority and responsibility for the design adequacy, and the

Seller has authority and responsibility for the detailing.

b. These Seller-Selected connections are usually simple connections

(shear only). The Seller shall detail these connections by selecting

standard details from the accepted standards listed in Section 2.2

and shall meet allother requirements in the contract documents.



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c. The approval by the Engineer of shop drawings detailing Seller-

Selected connections constitutes acceptance by the Engineer of

design responsibility for the structural adequacy, but not the

detailing, of the approved Seller-Selected connections.

6.1.4 Seller-Designed Connections

a. Seller-Designed connections shall be designed and detailed by the

Seller to carry all loads shown on the engineering design drawings

or as provided in the contract documents.

b. The Seller shall have a qualified structural engineer design or

supervise the design of all Seller-Designed connections.

c. Seller Designed connections shall meet all requirements of the

contract documents. In all cases, design shall consider the entire

joint, including beams,girders, columns, and bracing, and shall take

into account bolt shear, combined bolt tension and shear, prying

action, local bending, block shear, web buckling, etc. seller shall

design and furnish stiffeners for column webs, column flanges and

for elements of other members involved as required.

d. If “transfer” forces (axial forces at ends of beams and girders) are

shown on the design drawings, framed beam connections shall be

designed to carry the “transfer” forces in combination with the

beam end reactions.

e. Seller shall provide written certification to the Engineer that all

Seller-Designed connections have been designed in accordance

with this procedure, the engineering design drawings and contract

documents, as well as all applicable laws or statues in effect where

he fabricated material is to be erected.

f. If required by the contract documents or any laws or statues in

effect where the fabricated material is to be erected, the engineer

calculation sheets for Seller-Designed connections and any shop

drawings containing Seller-Designed connections shall be signed

by the engineer who designs or supervises the design of all Seller-

Designed connections. These documents shall be submitted to the

Engineer for review.

g. Review of shop drawings detailing Seller-Designed connections

and engineering calculation sheets by the Engineer does not relieve

the Seller of responsibility for both the design adequacy and

detailing of connections designed by the Seller.



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h. Seller may substitute BS 3692, grade 8.8 bolts for ASTM A325

bolts.

6.1.5 Allowable Stress Increase

The Seller shall not increase allowable stresses in the design of connections

(i.e. no one third increase for wind and seismic), unless noted otherwise on

the engineering design drawings.

6.1.6 Bolted Connection

a. Design, detailing, and fabrication of all bolted connections shall

conform to the AISC Specification for Structural Joints Using ASTM

A325M or A490M Bolts, AISC Manual of Steel Construction:

Allowable Stress Design, AISC Manual of Steel Construction:

Volume II, Connections, and AISC Detailing for Steel Construction.

b. Only M20 diameter ASTM A325M high strength bolts shall be used

in all bolted structural connections, unless otherwise noted on the

engineering design drawings. However, larger ASTM A325M bolts

may be used when required to meet connection capacity requirements

and shall be clearly “flagged” on the erection drawings.

c. The minimum design capacity of all bolted, or mixed bolted and

welded, framed beam connection shall be the member end reaction

shown on the design drawings. If the member end reaction is not

shown on the engineering design drawings, the minimum design

capacity shall be determined from the AISC Allowable Stress Design

Manual Part 4, Table II or Table III connection capacity using the

maximum possible number of rows of M20 A325M bolts for each

beam depth.

d. One of the following options may be specified in the contract

documents in lieu of that above, if member end reaction is not shown:

1. The loads specified in the Connection Design Load Tables

(inclued in the contract documents) for the given beam size,

cope condition, and type of connection.

2. One-half of the total uniform load capacity as shown in the

Allowable Uniform Load Tables in Part 2 of the AISC

Allowable Stress Design Manual for the given beam size,

span and grade of steel.



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e. The minimum number of bolts in a framed beam connection shall be

two bolts.

f. High streangth bolted connection shall be bearing type with threads

included in the shear plane (A325N). Slip critical type (A325 SC)

shall be used when noted on the engineering design drawings.

g. No. M20 diameter ASTM A307 bolts shall be used.

h. Ladder, stair tread, doorframe and handraill connections may be made

with standard bolts, other than M20 diamter, conforming to ASTM

A307.

i. All bolt holes shall be standard holes with a diamter 1.6 mm larger

than the nominal bolt diamter, unless otherwise spcified on the

engineering design drawings or noted below.

j. For framed beam bearing connections, short slotted holes are

permitted in the outstanding leg of clip angles.

k. For framed beam slip critical connections, oversized or short slotted

holes may be used in the outstanding legs of clip angles. However, in

both these cases bolts shear allowable loads are reduces, as shown in

Table I D, Part 4, of the AISC Allowable Stress Design Manual.

l. For Slotted holes, the long direction of the slot shall be perpendicular

to the load direction. All slotted or oversize hole dimensions shall be

per Table 1 of Specification for Structural Joints Using ASTM A325

or A490 Bolts. (Convert Table 1 to millimeters)

m. Hardened washers shall be provided under all bolt heads and/or nuts

adjacent to any play with oversized or slotted holes. For standard

holes, a minimum of one hardened washer shall be supplied with ech

bolt.

n. If direct tension indicator washers are used, they shall conform to

ASTM F959, and shall be installed according to the manufacturer’s

published specifications.

o. All bolt lengths shall be determined from the Commentary on

Specifications for Structural joints Using ASTM A325 or A490

Bolts, Table C2. For example, lengths for M20 bolts shall be

determined by adding 1 inch (25mm) to the grip and 5/32-inch (4mm)

for each flat washer used (rounded up to the next longer 5mm length).



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p. A minimum of five percent extra quantities of each bolt size and

length, including nuts and washers, shall be furnished by the Seller for

field erection.

q. Mechanically galvanized bolts or nuts shall not be interchanged with

hot dipped galvanized nuts or bolts respectively.

r. All column splices shall be field bolted and conform to AISC

Detailing for Steel Construction, Appendix C.

s. A washer shall be furnished with each anchor bolt. Plate washer

thickness shall be as shown on the engineering design drawings.

t. All furnished anchor bolts shall be galvanized, unless otherwise noted

on the engineering design drawings.

6.1.7 Welded Connections

a. Design, detailiing, and fabrication of all welded connections shall

conform to the AWS Structural Welding Code D1.1, ASIC Manual of

Steel Construction :

Allowable Stress Design, AISC Manual of Steel Construction:

Volume II Connections, and AISC Detailing for Steel Construction.

b. The minimum design capacity of all welded framed beam connections

shall be the member end reaction shown on the engineering design

drawings. If the member end reaction is not shown on the engineering

design drawings, the minimum design capacity shall be determined

from the AISC Allowable Stress Design Manual Part 4, Table IV

connection capacity using the maximum possible tabulated angle

length with the associated minimum tabulated welds and angle

thickness, but in no case less than 6 kips.

c. One of the following options may be specified in the contract

documents in lieu of the above, if member end reaction is not shown:

1. The loads specified in the Connection Design Load Tables

(included in the contract documents) for the given beam

size, cope condition, and type of connection.

2. One-half of the total uniform load capcity as shown in the

Allowable Uniform Load Tables in Part 2 of the AISC

Allowable Stress Design Manual of the given beam size,

span and grade of steel.



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d. Minimum fillet weld size 3/16-inch (5mm) for strength welds. Seal

welds may be 1/8-inch (3mm) minimum fillet weld.

e. Welds shall be continuous, unless alternate procedures are approved

by the Purchaser.

f. Seller shall design and install erection clips for field welded

connections.

6.1.8 Shop and Field Connections

a. Unless otherwise shown on the engineering design drawings, all field

connections shall be bolted, while all shop connections shall be either

bolted or welded.

b. Single-angle or single-plate shear connections shall not be used unless

approved by the Engineer.

c. To ensure electrical continuity when shop applying non-conductive

coatings (i.e. epoxies), all contact surfaces shall be masked unless

otherwise noted in the contract documents. All location of no-paint or

areas requireing full masking or strip masking shall be noted on the

shop drawings.

6.1.9 Bracing Connections

a All bracing end connections shall be designed for the forces shown on

the engineering design drawings. A minimum of two bolts per

connection is required.

b. All cross-bracing shall be bolted at intersections with one bolt

minimum for angles and two bolts minimum for tees.

d. All heavy bracing connections, including gusset plates, shall be

designed according to the AISC Manual of Steel Construction:

Volume II Connections, Chapter 7.

e. All gusset and stiffener plates shall be 3/8-inch (10 mm) minimum

thickness.

f. All vertical bracing and knee bracing shall have gusset plates on

column centerlines, unless otherwise noted on the engineering design

drawings.



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g. Unless otherwise noted on the engineering design drawings, the

following working points shall be used:

1. For vertical bracing at the intersection of a column, beam

and brace, the gusset plate shall be connected to both beam

and column. The work point shall be the point at which the

beam and column centerlines intersect.

2. For the connection of K braces to beams 10 inchces

(250mm) or smaller, the working point shall be the

intersection of the horizontal centerline of the beam and the

centerline of the bay.

3. For the connection of K braces to beams 12 inches

(300mm) or larger, the working point shall be the

intersection of a horizontal line five inches 9130mm) below

the top flange when the brace is above the beam, or five

inches (130mm) above the bottom flange when the brace is

below the beam, and the centerline of the bay.

6.2. ERECTION AND SHOP DRAWINGS

6.2.1 Shop drawings and erection drawings shall be prepared in accordance with

the AISC documents listed in this specification.

6.2.2 Erection drawings shall reference the corresponding design drawings and

every steel piece on the shop drawings shall reference the appropriate

erection drawing.

6.2.3 Erection and shop drawings shall be grouped in sets and identified separately

for each building, structure or yard area.

6.2.4 Erection drawings shall clearly show the mark number and position for each

member.

6.2.5 Purchaser’s purchase order number shall be shown on all erection and shop

drawings.

6.2.6 Shop drawings shall state the welding electrode to be used.

6.2.7 Surface preparation and shop applied coatings, including areasto be masked,

shall be noted on the shop drawings.



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6.2.8 Seller shall provide a Bolt list showing the number, grade, size, and length of

field bolts for each connection. This Bolt list may be shown on either the

shop drawings or on separate sheets.

6.2.9 In the event that drawing revisions are necessary, the Seller shall clearly flag

on the shop drawings all changes showing in the latest revisions.

6.3 FABRICATION

6.3.1 All fabrication shall in accordance with the AISC Specification for Structural

Steel Buildings: Allowable Stress Design and Plastic Design and the Code of

Standard Practice for Steel Buildings and Bridges, subject to modification by

the contract documents, state or local laws, and building codes.

6.3.2 All welding shall be in accordance with AWS D1.1 Structural Welding Code.

6.3.3 Shop splices, substitution of member sizes, or changes in details or dimension

shall not be permitted without written authorization from Purchaser.

6.3.4 All beams, except catilevers, shall be fabricated with natural mill camber in

the up position.

6.3.5 The Seller, when performing shop assembly work, shall not exceed the

tolerences specified in AISC Code of Standard Practice, Section 7.11.

6.3.6 All pieces shall be clearly marked with a permanent identifying erection mark

number on the web. Subject to the approval of the Purchaser, this

identification may be die stamped on the member, punched on metal tags seal

welded to the member, or adhesive backed barcode.

6.3.7 Prior to surface preparation, the Seller shall remove all sharp corners, burrs

(including bolt hole burrs), weld spatter, slag, weld flux, loose mill scale and

other foreign matter.

6.3.8 Platforms, stariways and handrailsshall be shop assembled in the largest units

suitable for handling and shipping. Ladder cages shall be shop assembled on

ladder.

6.3.9 The method for fastening grating shall be as specified on the engineering

design drawings. A minimum of two fasteners per panel shall be used at each

support, with a minimum of four per panel. The fasteners shall be supplied by

the Seller with five percent extra to cover losses.



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6.3.10 Grating/checkered plate openings dimensioned on the engineering design

drawings shall be cut and banded in the shop as shown on the engineering

design drawing. Undimensioned grating/checkered plate openings will be cut

in the field by others.

6.3.11 Checkered plate and solid shall have 12 mm diameter drain hole for every 1.5

m2 of floor plate with a minimum of one hole per panel, holes to be drilled

before galvanizing.

6.4 CORROSION PROTECTION

6.4.1 For Corrosion protection see Specification No. N 150, Painting of Exterior

Surfaces.

6.4.2 Handrails shall be painted yellow according to the Technical Requirements of

Specification.

6.5 HANDLING, SHIPPING, AND DELIVERY

6.5.1 Handling and Shipping

a. Delivery of steel shall be in the order needed for erection. The delivery

sequence for the fabricated steel, unless otherwise noted in the contract

documents or arranged by the Purchaser, shall be as follows: anchor bolts,

loose base plates, steel embedded in concrete, erection bolts, first tier

columns and framing for all its levels (inclcuding stairs and handrail),

second tier columns and its framing, etc.

a. All bolts, washers and nuts shall be packaged and delivered in rigid (not

cardboard), weatherproof containers.

b. Railcars and/or trucks shall be loaded and cribbed so they can be readily

unloaded by others. Load in such a manner that continuous draingae will

occur.

c. The Seller shall ensure that all steel and its coatings are protected from

any damage causesd by handling, storage or shipping prior to receipt by

the Purchaser.

d. Seller shall ensure that adequate protection is provided for threads on sag

rods, and any other threaded components so as to prevent damage during

shipping and handling.



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6.5.2 Delivery

a. The Seller is responsible for delivering all materials and

documentation to the job site in good condition. All materials and

documentation will be inspected immediately upon receipt by the

Purchaser to determine that all items included in the Bill of Materials

have been supplied, to assure that all documentation has been

received, and to check for any damage.

b. The Purchaser reserves the right to reject all damaged or below

quality material or documentation.

Fabrication Procedure Steel Structure TSE

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