20-TMSS-02-R0

TRANSMISSION MATERIALS STANDARD SPECIFICATION

20-TMSS-02, Rev. 0

TABLE OF CONTENTS 1.0

SCOPE

2.0

CROSS REFERENCES

3.0

APPLICABLE CODES AND STANDARDS

4.0

DESIGN AND FABRICATION REQUIREMENTS 4.1 4.2 4.3 4.4 4.5 4.6

5.0

Design Materials Detailing Fabrication Markings Dimensions

INSPECTION AND TESTING 5.1 5.2

Inspection Requirements Testing Requirements

6.0

PACKING AND SHIPPING

7.0

DOCUMENTATION REQUIREMENTS 7.1 7.2

8.0

20TMSS02R0/MAR

General Drawings

DATA SCHEDULE

Date of Approval: August 20, 2006

PAGE NO. 2 OF 27


1.0

20-TMSS-02, Rev. 0

SCOPE This Transmission Material Standard Specification (TMSS) specifies the minimum technical requirements for design, engineering, manufacture, inspection, testing and performance of Transmission Line Tapered Tubular Steel Poles intended to be used in the Transmission system of Saudi Electricity Company (SEC), Saudi Arabia.

2.0

CROSS REFERENCES This Material Standard Specification shall be read in conjunction with the SEC General Specification No. 01-TMSS-01, titled "General Requirements for All Equipment/Materials" which shall be considered as an integral part of this TMSS. This TMSS shall also be read in conjunction with SEC Purchase Order or Contract Schedules for project, as applicable.

3.0

APPLICABLE CODES AND STANDARDS The latest revision/amendments of the following Codes and Standards shall be applicable for the equipment/material covered in this TMSS. In case of conflict, the vendor/manufacturer may propose equipment/material conforming to one group of Industry Codes and Standards quoted hereunder without jeopardizing the requirements of this TMSS. 3.1

ASTM

A36M

Standard Specification for Carbon Structural Steel

3.2

ASTM

A123

Standard Specification for Zinc (Hot-Dip Galvanized) Coatings of Iron and Steel Products

3.3

ASTM

A143

Standard Practice for Safeguarding Against Embrittlement of Hot-Dip Galvanized Structural Steel Products and Procedure for Detecting Embrittlement

3.4

ASTM

A153

Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware

3.5

ASTM

A239

Standard Test Method for Locating the Thinnest Spot in a Zinc (Galvanized) Coating on Iron or Steel Articles by the Preece Test (Copper Sulfate Dip)

3.6

ASTM

A242M

Standard Specification for High-Strength Low-Alloy Structural Steel

3.7

ASTM

A307

Standard Specification for Carbon Steel Bolts and Studs, 60000 PSI Tensile Strength

3.8

ASTM

A325

Standard Specification for Structural Bolts, Steel, HeatTreated, 120/105 PSI Minimum Tensile Strength

20TMSS02R0/MAR


PAGE NO. 3 OF 27


20-TMSS-02, Rev. 0

3.9

ASTM

A354

Standard Specification for Quenched and Tempered Alloy Steel Bolts, Studs and Other Externally Threaded Fasteners

3.10

ASTM

A370

Standard Test Methods and Definitions for Mechanical Testing of Steel Products

3.11

ASTM

A384

Standard Practice for Safeguarding Against Warpage and Distortion During Hot-Dip Galvanizing of Steel Assemblies

3.12

ASTM

A385

Standard Practice for Providing High Quality Zinc Coatings (Hot-Dip)

3.13

ASTM

A394

Standard Specification for Steel Transmission Tower Bolts, Zinc-Coated and Bare

3.14

ASTM

A563

Standard Specification for Carbon and Alloy Steel Nuts

3.15

ASTM

A572M

Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Steels of Structural Quality

3.16

ASTM

A588

Standard Specification for High-Strength Low-Alloy Structural Steel with 50 ksi (345 MPa) Minimum Yield Point to 4-inch (100 mm) Thick

3.17

ASTM

A595

Standard Specification for Steel Tubes, Low-Carbon Tapered for Structural Use

3.18

ASTM

A615

Standard Specification for Deformed and Plain Billet Steel Bars for Concrete Reinforcement

3.19

ASTM

A633

Standard Specification for Normalized High-Strength Low-Alloy Structural Steel Plates

3.20

ASTM

A673

Standard Specification for Sampling Procedure for Impact Testing of Structural Steel

3.21

ASTM

A687

Standard Specification for High-Strength Non-Headed Steel Bolts and Studs

3.22

ASTM

A577M

Standard Specification for Ultrasonic Angle Beam Examination of Steel Plates

3.23

ASTM

A578M

Standard Specification for Ultrasonic Straight Beam Examination of Plain and Clad Steel Plates for Special Application

3.24

ASTM

E165

Standard Test Method for Liquid Penetrant Examination

20TMSS02R0/MAR


PAGE NO. 4 OF 27


20-TMSS-02, Rev. 0

3.25

ASTM

E709

Standard Guide for Magnetic Particle Examination

3.26

ASCE

72

Guide for Design of Steel Transmission Pole Structures

3.27

ASCE

ST1

Critical Buckling Loads For Tapered Members Volume 88

3.28

AISC

3.29

AWS

D1.1

Structural Welding Code, Steel

3.30

NEMA

TT-1

Tapered Tubular Steel Structures

3.31

IEC

60652

Loading Tests on Overhead Line Towers

3.32

ISO

630

Standards for Structural Steels

3.33

ISO

R657

Recommendation for Hot-Rolled Steel Sections

3.34

ISO

1459

Metallic Coatings - Protection Against Corrosion by Hot Dip Galvanizing - Guiding Principles

3.35

ISO

1460

Metallic Coatings - Hot-Dip Galvanized Coatings on Ferrous Materials - Gravimetric Determination of the Mass per Unit Area

3.36

ISO

1461

Metallic Coatings - Hot Dip Galvanized Coatings on Fabricated Ferrous Products - Requirements

3.37

ISO

3575

Continuous Hot-Dip Zinc-Coated Carbon Steel Sheet of Commercial, Lock-Forming and Drawing Qualities

3.38

ISO

4997

Cold-Reduced Steel Sheet of Structural Quality

3.39

ISO

4998

Continuous Hot-Dip Zinc-Coated Carbon Steel Sheet of Structural Quality

3.40

ISO

7413

Hexagon Nuts for Structural Bolting, Style 1, Hot-Dip Galvanized (Oversize Tapped) - Product Grades A and B - Property Classes 5, 6 and 8

3.41

ISO

7417

Hexagon Nuts for Structural Bolting - Style 2, Hot-Dip Galvanized (Oversize Tapped) - Product Grade A Property Class 9

3.42

SASO / SSA 39

Mechanical testing of welded joints

3.43

SASO / SSA 107

Tensile testing of steel

3.44

SASO/SSA 157

Charpy method of impact test on metal

20TMSS02R0/MAR

Manual of Steel Construction, 9th Edition


PAGE NO. 5 OF 27


4.0

20-TMSS-02, Rev. 0

DESIGN AND FABRICATION REQUIREMENTS 4.1

Design 4.1.1

Unless otherwise specified, the tubular poles shall conform in all respects to the detailed requirements hereinafter stated. All structures and their components, in case of new design, shall be designed to withstand without failure or permanent distortion the stresses resulting from the factored loading combinations specified in TES-P122.05 Part II.

4.1.2

Types of tubular pole assemblies and configuration requirements shall be as specified in the Data Schedule.

4.1.3

Poles shall be designed with a minimum number of joints. The shaft joints to be made in the field shall be slip joints. Slip joint length shall be a nominal lap of 1.5 times the largest inside diameter of the female section with a tolerance of –10 % on the final assembled length. Supplemental locking devices shall be required if the relative movement of the slip joint is critical or if the joint is subjected to uplift forces. Locking devices shall be designed to resist 100% of the maximum uplift load. The loading tests shall, however, be carried out with out these locking devices. Jacking lugs and permanent match marks shall be provided at all slip joints sufficient to insure proper alignment and complete overlap of the joint.

4.1.4

Wind pressures shown in the loading criteria shall be multiplied by the appropriate shape factor applied to the poles. Pressure on poles in kN/m² shall be computed as follows: P = W x Cd Where

P

=

Pressure on projected area of the pole normal to wind, in kN/m².

W

= =

Wind velocity pressure, in N/m² 0.613V² Where V =

Cd

20TMSS02R0/MAR

=

Wind Velocity in m/s

Shape (or Drag) Factor


PAGE NO. 6 OF 27


20-TMSS-02, Rev. 0

Shape factors (also called pressure coefficients) for computing wind pressure on poles shall be as follows: Circular shaped poles 16-sided polygonal shaped poles 12-sided polygonal shaped poles 8 and 6-sided polygonal shaped poles Square and rectangular shaped poles

0.9 0.9 1.0 1.4 2.0

4.1.5

The maximum design unit stress shall be the yield stress as stated in applicable ASTM specifications for the particular application and types of loads, including overload capacity factors.

4.1.6

Design of anchor bolts shall be in accordance with AISC Specification for Structural Steel Buildings- Allowable Stress and Plastic Design. Anchor bolts shall be galvanized up to the full length. Anchor bolts shall be threaded at the top end, a distance sufficient to provide for leveling or raking of the structure. Each anchor bolt shall include three (3) heavy hex nuts, two nuts above the base plate and one nut below the base plate for leveling purposes. Only one length of anchor bolts shall be used on each pole. Anchor bolts/clusters shall be plainly marked to indicate structure type, number, etc.

4.1.7

Minimum plate thickness for all pole components above ground line shall be 5 mm.

4.1.8

Galvanized poles shall have drain holes at the bottom.

4.1.9

Poles shall have nearly a uniform taper throughout their entire lengths.

4.1.10

The maximum deflection at the top of pole shall not exceed one percent (1 %) of the pole height for tangent poles and two percent (2 %) of the pole height for angle poles under every day loading condition of 27ºC, no wind and no overload capacity factor. However, all angle poles shall be raked to remain in plumb position under the above stated condition. Pole height shall be the height of the pole from the top of the base plate or designated ground line to the top. Tangent poles with unbalanced vertical loading shall also be raked to remain in plumb position under every day loading condition. Tangent poles designed for double circuit configuration but installed with single circuit shall not be raked. The maximum deflection at the top of pole under the worst case loading condition without overload capacity factor shall not exceed

20TMSS02R0/MAR


PAGE NO. 7 OF 27


20-TMSS-02, Rev. 0

four percent (4 %) and eight percent (8 %) of the pole height for tangent and angle poles respectively. 4.1.11

Cross-arms design shall be such that the end of the cross-arm is at the specified height under every day loading condition at 27°C, no wind and no overload capacity factors. Cross-arm shall be upswept or straight tapered steel tubular members, of polygonal cross-sectional, which meet the dimensions shown on the conceptual design drawings developed by the manufacturer/design engineer. Arms shall be field bolted to connection plates, factory welded on the pole shaft. Galvanized arms shall have drain holes where appropriate.

4.1.12

Each pole shall have lifting lugs appropriately placed above the center of gravity. Rigging attachment points for hoisting insulators, stringing blocks, and safety devices shall be provided for maintenance operations at suitable places on the pole shaft particularly below each cross-arm.

20TMSS02R0/MAR

4.1.13

In the design of connections for conductors or overhead ground wires, brackets, or stiffeners attached to the pole shaft, care shall be taken to distribute the loads sufficiently to protect the wall of the pole from local buckling.

4.1.14

Grounding lug or pad for bonding attachment of OGW or OPGW shall be provided at the cross arm or pole shaft.

4.1.15

Cross-arms and their connections to the poles shall be capable of withstanding wind induced vibrations with the structure completely or partially erected, but without insulators, conductors or overhead ground wires installed (no load condition).

4.1.16

A two hole, NEMA drilled, copper clad grounding pad shall be welded to the pole shaft 450 mm above the base plate. Grounding pad face shall not be painted. Grounding lugs shall be provided on each pole at each conductor level for grounding equipment during line maintenance.

4.1.17

Removable pole steps shall begin not less than one meter (1 m) above the base plate and extend to the top of the pole with 300 mm spacing. Pole steps shall be of size 18 mm x 180 mm and shall be designed to support a total load of 160 kg, including a man and equipment.


PAGE NO. 8 OF 27


4.1.18

20-TMSS-02, Rev. 0

Mounting bracket for line identification sign shall be provided at a distance of 3.0 meters above the base plate. Poles with upper conductor attachment height greater than 40 m shall be provided with a suitable platform for insulator washing purposes.

4.1.19

4.2

Where SEC standard tubular poles are required, SEC certified fabrication drawings will be provided to the manufacturer/ supplier.

Materials 4.2.1

Structural Steel a.

b.

4.2.2

20TMSS02R0/MAR

Except as noted, any combination of the following steels may be used. The steel shall be made either by the open hearth, basic oxygen or electric furnace process and shall conform to the latest revision of the following ASTM Specifications and/or equivalent ISO Standards under Section 3.0. i.

Poles, arms and conductor brackets shall conform to any of the following; ASTM A36M, ASTM A242, ASTM A572M (Grade 65 with yield point of 450 Mpa included), ASTM A588 or ASTM A595.

ii.

Base plates shall conform to any of the following; ASTM A36M, ASTM A572M (Grade 65 included), ASTM A588 or ASTM A633.

iii.

Anchor bolts shall conform to ASTM A615 Grade 60 or 75. The nuts shall conform to ASTM A563 Grade C minimum.

Structural steels other than those specified above may be used provided the proposed steel have characteristics at least equal to or better than those of the specified steels. Prior written approval shall be obtained from SEC.

Bolts, Nuts and Locknuts a.

All bolts, nuts and locknuts shall comply with the latest revisions of ASTM A307, ASTM A325, ASTM A354, ASTM A394 ASTM A490 and ASTM A563, and galvanized in accordance with 01-TMSS-01.

b.

Bolts shall be of such length so as to pass entirely through the nut with a minimum projection of three (3) full threads and a maximum projection of 19 mm. No more than 3 mm of the threaded portion of the bolt shall be inside the structural members.


PAGE NO. 9 OF 27


c.

4.2.3

20-TMSS-02, Rev. 0

The Supplier shall furnish only one (1) type of connection bolts and nuts. All bolts shall be provided with hot-dip galvanized steel locknuts.

Structure Member Galvanizing a.

Structural steel members shall be hot-dip galvanized after fabrication (including all welding works) in accordance with the requirements of 01-TMSS-01 except as amended that the minimum coating thickness shall be 0.13 mm, equivalent to 0.0915 g/cm². Uniformity of coating shall be determined by Preece Test per ASTM A239 or by Weight of Coating Test per ASTM A90. The limits on uniformity shall be:

4.3

Preece Test:

One minute dips

9 minimum

Weight of Coating Test:

Minimum thickness as average in 3300 mm² area=130 µm

b.

Special coatings, such as painting or other color coating agents to be applied after galvanizing, shall be mutually agreed upon between the Supplier and SEC prior to their use.

c.

All galvanizing practices shall be done in accordance with the recommendations of ASTM A123, ASTM A143, ASTM A153, ASTM A384 and ASTM A385.

d.

Embrittlement tests shall be conducted on structural steels of ASTM A242M and A572M as recommended in ASTM A143.

4.2.4

Anchor bolts, structural plate and welding material shall meet NEMA requirements for Charpy tests and shall be determined in accordance with ASTM A370 or SASO SSA 157.

4.2.5

The material used for making welds shall be compatible with the parent material, as defined by American Welding Society, AWS D1.1.

Detailing 4.3.1

Drawings

Tubular pole detail drawings shall consist of erection drawings, shop detail drawings, and bills of materials. Erection drawings shall show the complete assembly of the structure indicating clearly the positioning of the members. Each member shall be piece-marked and the number and lengths of bolts shall be given for each connection. 20TMSS02R0/MAR


PAGE NO. 10 OF 27


20-TMSS-02, Rev. 0

Shop details may be shown either by assembled sections (in place) or piece by piece (knocked down). 4.3.2

Shop Detail Drawings Shop detail drawings shall be reviewed and approved by SEC regarding compliance with this specification and the strength requirements of the design. The review and approval of the shop detail drawings only includes the strength of connections.

4.3.3

Connections Usual detailing practice is to connect members directly to each other with minimum eccentricity. Specific joint details are required and shall be shown on the design drawings.

4.3.4

Shop Assembly Shop assembly of new pole details shall be done partially by sections and in the horizontal position. This helps validate detailing calculations and dimensions, minimize fit-up conflicts, and assure proper assembly in the field.

4.3.5

Other Considerations All dimensions on detail drawings shall be shown in SI units with dimensional accuracy to the nearest 0.5 mm. Provision for attachment of hot line maintenance equipment, danger signs, aerial patrol signs and grounding connections or other construction/ maintenance aids shall also be included in the detail drawings.

4.4

20TMSS02R0/MAR

Fabrication 4.4.1

All welding operations shall be in accordance with the American Welding Society, AWS D1.1, latest edition and SEC standard, General Welding Criteria.

4.4.2

One hundred percent (100%) penetration welds shall be required in, but not limited to, the following areas: a.

Circumferential welds joining structural members.

b

Longitudinal welds within the slip joint area and for at least 300 mm on either side of circumferential seams and slip joints.

c.

Base plate to shaft welds.

d.

Arm-to-arm base, conductor-to-shaft, arm box joints and all other major load carrying penetration welds. Date of Approval: August 20, 2006

PAGE NO. 11 OF 27


20TMSS02R0/MAR

20-TMSS-02, Rev. 0

4.4.3

Quality and acceptability of every 25 mm of the full penetration welds shall be determined by visual and ultrasonic inspection.

4.4.4

All other penetration welds shall have 80 % minimum penetration. Quality and acceptability of all welds other than full penetration welds shall be determined by visual inspection, supplemented by magnetic particle or dye penetrant inspection.

4.4.5

All weld back up strips shall be cut to the full length of the welds. Care shall be exercised in the design of welded connections to avoid areas of high stress concentration, which could be subject to fatigue or brittle fractures.

4.4.6

Field welding shall not be permitted.

4.4.7

All parts of the structure shall be neatly finished and free from kinks or twists. All holes, blocks and clips shall be made with sharp tools and shall be clean-cut without torn or ragged edges.

4.4.8

Shearing and cutting shall be performed carefully and all portions of the work shall be finished neatly. Copes and re-entrant cuts shall be filleted before cutting.

4.4.9

All forming or bending during fabrication shall be done by method that will prevent embrittlement or loss of strength in the material being worked.

4.4.10

Holes for connection bolts shall be up to 2mm larger than the nominal bolt diameter for M24 and 3 mm larger than the nominal diameter of the bolts for greater than M24. Holes in the base plates for anchor bolts may be up to 10 mm larger than the nominal diameter of the anchor bolts. Connections shall be detailed in a manner to avoid eccentricity as far as possible. All splices shall develop the stress indicated for the members being spliced.

4.4.11

Holes in thinner steel sections may be punched. As a general rule all holes in structural steel with material thickness up to the diameter of the holes may be punched to full size, whereas all holes shall be drilled or sub-punched and reamed when material thickness is greater than the diameter of the holes. All burrs resulting from reaming or drilling shall be removed with a tool making a 2 mm bevel. Where necessary to avoid distortion of the holes, holes close to the point of bends shall be made after bending. The use of a burning torch for cutting holes will not be permitted.

4.4.12

For punching to full size, the diameter of the punch shall be 3 mm larger than the nominal diameter of the bolt and the diameter of the Date of Approval: August 20, 2006

PAGE NO. 12 OF 27


20-TMSS-02, Rev. 0

die shall be not more than 2 mm larger than the diameter of the punch. For sub-punching, the diameter of the punch shall be 5 mm smaller than the nominal diameter of the bolt and the diameter of the die shall not be more than 2 mm larger than the diameter of the punch. Sub-punching for reamed work shall be such that after reaming, no punched surface shall appear in the periphery of the hole. 4.5

Marking 4.5.1

Each pole shall be permanently marked on the pole shaft at approximately eye level and on the bottom of the base plate with the following identifying information: a. b. c. d.

4.6

Structure Type Structure Height Ultimate Ground Line Moment Reference Drawing Number

4.5.2

Marks shall be stamped prior to galvanizing and shall be a minimum of 16 mm high.

4.5.3

Method of identification shall be approved by SEC.

Dimensions 4.6.1

Unless otherwise specified, the across to flat (A/F) base diameters in millimeters shall not exceed the following limits for single and double circuit pole configurations: STRUCTURE TYPE

20TMSS02R0/MAR

MAXIMUM BASE DIAMETER (MM) For 69/110/115/132kV For 230kV 1-conductor 2-conductor per phase per phase

Tangent Structure Up to 30 m height 30 m to 40 m height

765 815

815 840

865 915

Small/Light Angle Structure Up to 30 m height 30 m to 40 m height

1170 1220

1270 1320

1370 1445

Medium Angle/ Anchor/ Dead -end Structure Up to 30 m height 30 m to 40 m height

1270 1320

1320 1370

1445 1520

Heavy Angle Structure Up to 30 m height 30 m to 40 m height

1320 1370

1370 1470

1545 1620


PAGE NO. 13 OF 27


4.6.2

4.6.3

5.0

20-TMSS-02, Rev. 0

Unless otherwise specified, the structure height shall be calculated considering specified ground clearance and following parameters:

Every day tension

17 % maximum

Ruling span (basic design span)

190 m maximum

Wind span

200 m maximum

Weight span

250 m maximum

For line configurations such as double circuit on one side of pole (special applications) and line located in the restricted/narrow median of the roads, larger or smaller base diameters than above (if required) shall be specified in the project Scope of Work.

INSPECTION AND TESTING In addition to the requirements specified in 01-TMSS-01, the following shall be fulfilled: The Supplier shall make adequate tests and inspections to determine the conformity of material furnished under this Specification with the requirements invoked. SEC or its designated representative will conduct acceptance inspection and witness testing at the manufacturer's plant. 5.1

20TMSS02R0/MAR

Inspection Requirements 5.1.1

Inspection shall be in accordance with NEMA Standard TT-1 for Tapered Tubular Steel Structure.

5.1.2

Visual inspection shall include checks for satisfactory workmanship, materials, freedom from surface defects and for compliance with the Purchase Order and the General Specifications.

5.1.3

SEC designated representative shall have free access at all times while work is being carried on, to all areas of the Supplier's plant which concern the work.

5.1.4

Inspection may be made during all stages of manufacturing, testing and shipping. Inspection may be at the point of shipment or delivery or construction site, etc. at SEC's option. However, inspection and acceptance shall not relieve the Supplier of his responsibility for conformance with this specification.


PAGE NO. 14 OF 27


5.2

20-TMSS-02, Rev. 0

Testing Requirements Mill test reports of materials shall be furnished to SEC prior to start of Full Scale Tower Loading Test and/or full-scale fabrication. The manufacturer shall make tests in accordance with ASTM A370 and ASTM A673 to verify that the material used in the structures meets the impact properties. Testing shall be determined in accordance with ASTM A370 or SASO SSA 157, Charpy V-Notch method. All plates over 38 mm thick shall be ultrasonically tested to assure against defects, which would lead to laminar tearing.

5.2.1

Shop Fit Test The Supplier, at his expense, shall fabricate per approved detail drawings and assemble in accordance with approved erection drawings the designated structure type components. The tubular pole shall be assembled in sections and the Supplier shall demonstrate that each section fits the adjacent section. The Supplier shall provide to SEC a certificate of the Fit Test for each tubular pole type, associated body and base plate that have been assembled satisfactorily.

5.2.2

Proof Test The tubular steel poles shall be proof tested in accordance with this Specification. The proof test will verify the adequacy of the members and their connections to withstand the static design loads specified for that structure as an individual entity under controlled conditions.

5.2.3

Full-scale Loading Test When SEC desires full scale loading tests, it shall be as stated in the Data Schedule. The Supplier shall then include in his proposal, as a separate item, the cost of the tests. For full-scale pole loading tests, each of the structure type shall have the same type of steel members as specified in the design, fabricated in accordance with approved detailed drawings, and assembled in accordance with approved erection drawings. The tubular steel poles shall be tested on an anchor bolt arrangement attached to a rigid foundation at an approved test facility in a manner that will best simulate the design conditions. Levelling nuts, if required, shall be set at approximately the same spacing as that which will be used in the field foundations. The rigid foundation at the test facility shall not cause any movement of the anchor bolt arrangement during testing.

20TMSS02R0/MAR


PAGE NO. 15 OF 27


20-TMSS-02, Rev. 0

The tests shall be performed on galvanized tubular steel pole with the longest body. a.

Rigging for Test The Supplier shall submit for approval by SEC, diagrams showing the proposed scheme for applying and measuring loads and determining deflections of critical points.

b.

All load measuring devices shall be calibrated in the presence of SEC designated representative or be certified by a qualified independent testing agency immediately before and after testing.

c.

Test Loads Test loads shall be the same as the factored design loads indicated on the design drawings and test program approved by SEC. Separate tests may be made for each combination of loading shown on the approved design drawings, but shall be made for each loading which controls the design of a member: i.

Loads shall be applied in five steps of 50 %, 75 %, 90 %, 95 % and 100 % of the specified ultimate loads. After each step sufficient hold time (at least 2 minutes) shall be allowed for reading deflections and to permit the inspectors observing the test to check for signs of structural distress. The 100 % load for each load case shall be held for a minimum of five minutes. Loads within any loading combination may generally be applied in any sequence provided all factored loads in a combination are applied simultaneously.

ii. Each tubular pole to be tested shall withstand each factored loading combination specified without failure. Failure shall be defined as the inability of the steel pole to withstand the application of additional load or such as: Any noticeable permanent distortion of a member, or elongation of bolt holes of more than 1 mm Any shear failure in bolts (ovalization of holes in bolted and pinned connections and deformation of bolts shall be acceptable) Any member failure in bearing In case of any such failure, test reports of failed members shall be furnished to SEC and the design of the failed members shall be modified. These modifications must be approved by SEC before resetting for the loading condition, 20TMSS02R0/MAR


PAGE NO. 16 OF 27


20-TMSS-02, Rev. 0

which caused failure, and for all untested combinations until the structure has been found satisfactory. Resetting for successfully completed tests are not required. iii. Load lines shall be attached to the load points on test pole in a manner that simulates the in-service load application as much as possible. The attachment hardware for the test shall have the same degree of movement as the in-service hardware. If the applied loads are not measured at the point of application and sheaves (only roll bearing type permitted) are to be located between point of load application and the load measuring device, then an additional 5% load may be added to all applied loads to offset friction drag in the rigging. This requirement can be adjusted where the Supplier can verify the actual friction drag.

iv. Where the Vee String or other multi-leg insulator assemblies are part of the tubular pole design, test loads must be applied at the conductor attachment point. The Vee String shall be simulated using a series of straps to ensure complete transverse and vertical articulation, (i.e. the linkage shall not be capable of withstanding compressive forces). d.

Destruction Test i.

Prototype tubular pole shall be tested to destruction. The destruction test shall be made after satisfactory completion of all the required tests. Generally, the loading for destruction test shall be made by increasing the transverse loads in increments to failure.

ii. The Supplier shall not supply any of the undamaged material, which was part of the tested structures against the delivery requirements. All tubular pole test material shall be scrapped. iii. Upon completion of testing, disassembly of the tubular pole shall include inspection of all members for any evidence of excessive permanent set, shear failure of bolts, or member failure in bearing not determined during the full scale testing program. iv. All design and detailing defects determined during the tests or during the disassembly shall be considered as having incurred and shall be corrected on all towers of that type and also other types not tested having similar configuration, details or design concept.

20TMSS02R0/MAR


PAGE NO. 17 OF 27


5.2.4

20-TMSS-02, Rev. 0

Deflections (During Pole Test) Pole deflections under load shall be measured and recorded. Points to be monitored shall be selected to verify the deflections predicted by the design analysis. These shall include longitudinal and transverse deflections at ground wire peak, ends of conductor cross arms, and center of pole bridge. Horizontal rotation of the pole at the base shall also be monitored. Vertical deflection of cross-arm shall be measured for each loading combination. Deflection readings shall be recorded for the “before-load”, “load-on” and “load-off” conditions as well as at all intermediate holds during loading. All deflections shall be performed to common base readings, such as the initial positions, taken before any test loads are applied. SEC reserves the right to request modification of the pole design after review of the tower deflection tests results.

5.2.5

Test Reports Within 45 days after completion of the pole loading tests, the Supplier shall furnish a full and comprehensive report (four copies) of each pole test and shall include detailed diagrams and tabulation showing values and methods of load application and deflection records of each load test, photographs of test set up and description (with photographs) of all failures, if any. Include mill test reports of the material used and the results of any tensile tests of specimens cut from any members, which failed during the testing program. Particular emphasis shall be placed on the determination of the yield point of the material.

5.2.6

Test Acceptance The Supplier, upon receipt of written acceptance from SEC for the satisfactory performance of the pole loading tests, may start fabrication of the structures except those members requiring modifications. Fabrication of these members may not commence until revised detail and erection drawings have been reviewed and accepted by SEC.

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6.0

20-TMSS-02, Rev. 0

PACKING AND SHIPPING In addition to the packing and shipping requirements specified in 01-TMSS-01, the following shall be fulfilled:

7.0

6.1

Anchor bolts shall be preclustered and identified appropriately. Anchor bolts shall be shipped in advance of the structures.

6.2

Spliced shaft segments shall be properly identified so that the sections for each structure can be segregated upon arrival at their destination. The individual sections of the shaft shall be match-marked so that they can be oriented properly and reassembled in the field.

6.3

Each shipment shall be accompanied by a list of all parts, identifiable by structure type and number. Arms, bolts and miscellaneous hardware will be identified by the list for matchup with the respective pole shaft. All parts required for any one structure shall be in one shipment, if possible.

6.4

SEC shall specify the anticipated number and locations of delivery points.

6.5

SEC or designated representative shall unload the individual bundles upon delivery at the designated delivery points and sign a receipt for them.

6.6

When truck shipment is authorized by SEC, all written shipping instructions furnished shall be complied with by the Supplier. In general, the Supplier shall provide notification at least 48 hours in advance of delivery to assure that unloading personnel and equipment will be available.

6.7

Reasonable care shall be exercised in the handling and shipment of steel poles. Any expense incurred due to the careless handling and shipment of steel poles shall be considered as a legitimate back charge against the Supplier.

DOCUMENTATION REQUIREMENTS 7.1

General In addition to documentation's specified in 01-TMSS-01, the following information shall be supplied by the Manufacturer/Supplier: 7.1.1

Manufacturing Schedule and Progress Reports The Supplier shall prepare a detailed Schedule and submit it with the Data Schedule of this specification. Time allocations, milestones, and test dates shall be included. The Supplier shall furnish three (3) copies of monthly progress reports showing the status of manufactured component parts of tubular poles, expected test date of prototype tubular pole, quantity of ready for shipment/delivery and assembly pole units for SEC verification that project milestone will be met.

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7.1.2

7.1.3

20-TMSS-02, Rev. 0

Design information and drawings to be supplied with the proposals: a.

Calculated shipping weight of each structure, excluding anchor bolts. Separate weights shall be given for arms and poles.

b.

Calculated shipping weight of anchor bolts.

c.

Ultimate ground line moment (including Overload Capacity Factor)

d.

Anchor bolt size, length and locations (bolt circle diameters).

e.

Type of material of major components (ASTM Designation, if applicable).

f.

Description of pole shaft, including thickness, length, diameter, cross-section geometry, and method of fastening each shaft component.

g.

Data showing the design of the arm, arm connections, arm attachment plates and brackets.

h.

Two sets of preliminary design drawings for each structure type.

Documents to be supplied to SEC for review and acceptance: Final design calculations for pole shaft, base plate, anchor bolts, cross-arms and other appurtenances, including their connections for all structures shall be provided. The following shall be supplied:

20TMSS02R0/MAR

a.

For each loading case, the total shear and axial forces and moments, stresses, section moduli, cross-sectional areas, deflections, Widths for polygonal and Diameters for round cross-sections at all joints, at the top and bottom, at arm attachment points, and at least every 3 meters along the pole.

b.

For the critical loading case, including foundation movement, total shear and axial forces, moments, stresses, section moduli and deflections, and the bolt stresses in member connections (Also, the bolt stresses in arm connections).

c.

Anticipated deflections shall be indicated for each pole for the normal, everyday loading condition of 27°C, no wind, and no overload capacity factors.

d.

For the base design loading case (that having the largest ground line moment), the ground line reactions computed by removing the overload capacity factors from the applied loads. Date of Approval: August 20, 2006

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20-TMSS-02, Rev. 0

e.

Assembly instructions and erection drawings.

f.

Detail drawings for each structure type showing dimensions and weights of all structure components.

g.

After acceptance of a proposal, the successful Supplier shall submit within ten (10) days to SEC a tabulated list of all drawings to be used within the agreed frame, three (3) prints of each shop drawing. Within four (4) weeks after receipt of acceptance of designs, the Supplier shall submit for acceptance, the foundation setting drawings for the types of foundation specified on the Pole Conceptual Drawings. One set of the above drawings will be returned to the Supplier with indication of acceptance or with comments and/or corrections. Where a correction is required, or unless otherwise specified, three (3) sets of revised prints, plainly marked "Revised" and dated, shall be submitted to SEC for review and comments. All design and detail drawings shall be accepted by SEC in writing before fabrication. NOTE:

The Supplier shall be responsible for the correctness of dimensions and details on the working drawings and the acceptance of the detail drawings by SEC will not relieve the Supplier of this responsibility.

In the event any errors in detailing are found in the fabrication or erection of the structures, the Supplier shall correct and revise the drawings and furnish new revised tracings without cost to SEC. 7.1.4

Final Drawing Information a.

An erection drawing and drawings for each type of tubular pole shall be submitted by the supplier. These drawings shall show the identification marks, location of each member, size, number and location of bolts and a complete list of parts, their identification marks and dimensions. These drawings shall also show total weight of each pole.

b.

Supplier shall furnish all final design and assembly drawings in original or Mylar tracings as well as on digital format in 3.5inch floppy diskette. Tracings of anchor setting drawings shall be submitted at least four weeks, or an agreed time frame, prior to initial shipment of the steel anchor. Tracings of shop detail drawings shall be sent at the time steel fabrication is started, or an agreed time frame. Tracings of erection drawings shall be submitted at least four

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20-TMSS-02, Rev. 0

weeks or an agreed time frame, prior to initial shipment of steel poles. 7.1.5

7.2

Test Reports a.

Certified mill test reports for all material.

b.

Certified welding reports for each structure.

c.

Impact property test reports showing that the materials used in the structures meet the impact properties.

d.

Test reports on coating thickness, nuts & bolts and reports on dimensional check.

e.

Report of all structure testing, when required, including photos, diagrams, loading trees, etc.

Drawings 7.2.1

General a.

All design drawings shall be to SEC drawing sizes: Size A B C D E

7.2.2

Dimensions 710 mm x 1015 mm 510 mm x 710 mm 355 mm x 510 mm 280 mm x 430 mm 215 mm x 280 mm

b.

Detail and erection drawings shall be on size 710 mm x 1015 mm sheets. No drawing shall contain design details of more than one (1) pole type.

c.

All design drawings to be provided under Turnkey Contract shall conform to SEC Drafting Procedure No. DR-8.

Types of Drawings Required a.

Design drawings shall consist of, but not limited to, the following: i.

Pole outline and dimensions

ii. Pole loading trees iii. Structure and Foundation design information/calculations iv. Pole details

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b.

20-TMSS-02, Rev. 0

Shop Detail Drawings Shop detail drawings shall show : i.

Each pole section

ii. All parts or pieces with identification marks iii. All information required for fabrication including, but not limited to, dimensions for cutting and punching iv. All holes, hole sizes, batters and distances between each v. Enlarged details where necessary to provide clarity vi. A bill of materials for all materials shown on the drawing, including the mark designating the part or piece, a description of each part and number of pieces required c.

Erection Drawings Basic Pole Erection Drawings shall show: i.

The position, assembly number and part marks of each member, including crossarms, shall be shown on a single sheet, if possible

ii. Size and number of bolts required for each connection iii. A bill of materials showing: Number of parts required Description of parts including size and weight Mark used for each part Complete bolt list showing size and length Cross reference to appropriate shop detail drawings d.

Anchor Drawings Anchor drawings shall show: i.

Anchor setting dimensions, angles, and batter (in mm per cm of rise)

ii. Part marks and position of each iii. Bend point or bend line 20TMSS02R0/MAR


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20-TMSS-02, Rev. 0

iv. A bill of material showing: Number of parts required Description of parts including size and weight Mark used for each part Complete bolt list showing size and length Cross reference to appropriate shop detail drawings

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8.0

20-TMSS-02, Rev. 0

DATA SCHEDULE

TAPERED TUBULAR STEEL POLES SEC Enquiry No.

Date:

SEC Purchase Order No. or Contract No.

Date:

SEC PTS No./Project Title with J.O. No. REFERENCE SECTION NO. 3.0

DESCRIPTION

'A'

'B'

'C'

APPLICABLE CODES AND STANDARDS Applicable Industry Standards

4.0

DESIGN AND CONSTRUCTION REQUIREMENTS

4.1.2

Line voltage level (69/110/115/132/230) kV Line/Pole configuration Single circuit triangular Single circuit vertical Double circuit vertical Double circuit vertical on one side Conductor assembly (Single or Bundle) Overhead ground wire shielding Single or Double)

4.2

Insulator type (Suspension or Post type)

'A''B''C'(*)-

SEC SPECIFIED DATA/PARAMETER. BIDDER/SUPPLIER/VENDOR/CONTRACTOR PROPOSED DATA/PARAMETERS. REMARKS SUPPORTING THE PROPOSED DEVIATION IN COLUMN 'B'. DATA/PARAMETER TO BE PROVIDED/PROPOSED BY THE BIDDER/SUPPLIER/ VENDOR/CONTRACTOR IN COLUMN 'B'.

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8.0

20-TMSS-02, Rev. 0

DATA SCHEDULE

TAPERED TUBULAR STEEL POLES REFERENCE SECTION NO. 4.6.1

4.6.2

DESCRIPTION

'A'

'B'

'C'

Base Diameters Tangent Structure Small/Light Angle Structure Medium Angle/Anchor Dead-end Structure Heavy Angle Structure Typical length of pole from base plate Base Diameters (For special applications) Tangent Structure Small/Light Angle Structure Medium Angle/Anchor Dead-end Structure Heavy Angle Structure Total weight per pole type Basic body Arm

TESTS 5.2.3.1 Full Scale Loading Test Tangent Structure Small Angle Structure Light Angle Structure Medium Angle Structure Anchor Structure Heavy Angle Structure Deadend Structure

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8.0

20-TMSS-02, Rev. 0

DATA SCHEDULE

TAPERED TUBULAR STEEL POLES A.

ADDITIONAL TECHNICAL INFORMATION OR FEATURES TO BE FURNISHED BY SEC:

B.

ADDITIONAL SUPPLEMENTARY DATA OR BIDDER/VENDOR/SUPPLIER/CONTRACTOR:

C.

OTHER PARTICULARS TO BE FILLED UP BY BIDDER/VENDOR/SUPPLIER/ CONTRACTOR:

Actual Manufacturer of Equipment/Material

FEATURES

PROPOSED

BY

Vendor/Supplier/ Contractor

Name of the Company Location and address

Name and Signature of authorized epresentative and date

Official Seal/Stamp of the Company & Date

20TMSS02R0/MAR


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20-TMSS-02-R0

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