20240820IPC to Staff 20 - 23A-73929-600_IPC-423-Steel_Pole_Specification.pdf

P"" 11DAW
§L..... POWER.
An IDACORP Company
TECHNICAL SPECIFICATION FOR CUSTOM TUBULAR STEEL POLES
HUNTINGTON TO QUARTZ 138KV LINE #423 REBUILD
DARON BEESLEY- IPO — 208-388-6178
JAKE THOMAS — PEI- 208-288-6535
Version 1, Revision 1
Idaho Power Company
Huntington to Quartz 138kV Line#423
CUSTOM TUBULAR STEEL POLES
i

IDAHO POWER COMPANY
TECHNICAL SPECIFICATION FOR
CUSTOM TUBULAR STEEL POLES
Part1 - GENERAL.................................................................................................................................... 1
1.1 Scope............................................................................................................................................. 1
1.2 Codes and Standards..................................................................................................................... 1
1.3 Definitions.................................................................................................................................... 1
1.4 QUALITY CONTROL.................................................................................................................2
Part2- PRODUCTS..................................................................................................................................2
2.1 Materials.......................................................................................................................................2
2.2 Structural Design..........................................................................................................................3
2.3 Foundations...................................................................................................................................7
2.4 Fabrication.................................................................................................................................... 8
2.5 Finishes.........................................................................................................................................9
2.6 Design Calculations......................................................................................................................9
Part3 - EXECUTION...............................................................................................................................10
3.1 Shipping.......................................................................................................................................10
3.2 Weight..........................................................................................................................................10
3.3 Marking........................................................................................................................................10
3.4 Structure Pre-Assembly...............................................................................................................11
3.5 Inspection and Testing.................................................................................................................11
3.6 Full-scale load test.......................................................................................................................11
3.7 Technical Information To Be Supplied With The Proposal.........................................................11
3.8 Structural Steel Shop Drawings...................................................................................................12
3.9 Test&Inspection Reports............................................................................................................12
Idaho Power Company
Huntington to Quartz 138kV Line#423
CUSTOM TUBULAR STEEL POLES
ii

PART 1 - GENERAL
1.1 SCOPE
A. These specifications describe the technical requirements for the weathering tubular steel pole
structures,complete with as-specified mounting brackets,tubular steel davit arms,structure
erection hardware,pole top caps,bearing plates,base plates,anchor bolt assemblies,and
grounding appurtenances as required for each structure.
B. In the event of conflict between this specification and the referenced documents,the
requirements of this specification shall take precedence.In the case of conflict between several
referenced documents,the more stringent requirement shall be followed.If a conflict exists
between this specification or the referenced documents and the supplied drawings,the supplied
drawings shall be followed.If clarification is necessary,contact Idaho Power Company.
C. Items shown in this specification as"with stfike th-,.ug42 are not applicable of this project and
remain to provide number continuity for this specification
1.2 CODES AND STANDARDS
A. The following codes and standards are referenced and considered part of this specification:
1. American Institute of Steel Construction(AISC),"Specification for the Design,Fabrication
and Erection of Structural Steel for Buildings,"latest edition.
2. American Society of Civil Engineers and Structural Engineering Institute(ASCE/SEI)
Standard 48-11,"Design of Steel Transmission Pole Structures,"latest edition
3. American Society of Civil Engineers(ASCE),"Guidelines for Electrical Transmission Line
Structural Loading,"Manual 74,latest edition
4. American Society of Civil Engineers(ASCE),"Design of Guyed Electrical Transmission
Structures,latest edition
5. Institute of Electrical and Electronics Engineers(IEEE),"National Electrical Safety Code"
(NESC),latest edition
6. American Society for Testing and Materials(ASTM),various standards,latest revision
7. American Concrete Institute(ACI),"Building Code Requirements for Reinforced
Concrete,"ACI 318,latest edition
8. American Welding Society(AWS),"Structural Welding Code",AWS D1.1,latest edition
9. Steel Structure Painting Council(SSPC),"Surface Preparation Specification,"SPCC-SP6,
latest edition
10. American National Standards Institute(ANSI),various standards,latest revision
1.3 DEFINITIONS
A. Cambering:Fabricating of a slight convex curve in a pole or cross-arm.
B. D/t:Ratio of the diameter of a tubular pole to the steel plate thickness.
C. Contractor:The line construction company,and their authorized representatives,typically
contracted for by Idaho Power Company,responsible for erecting the steel pole structure,with
all appurtenances.The Contractor may also be internal construction staff employed under the
direct supervision of Idaho Power Company.
D. Engineer:A registered or licensed person who may be a staff employee or an outside consultant,
who provides engineering services for Idaho Power Company.Engineer also includes duly
authorized assistants and representatives of the licensed person.
E. Groundline:A designated location on the pole where the surface of the ground will be after
installation of a direct embedded pole.
F. Overload capacity factors(OCF):Multipliers that are applied to each of the vertical,transverse,
and longitudinal structure loads to obtain an ultimate load.
Idaho Power Company
Huntington to Quartz 138kV Line#423
CUSTOM TUBULAR STEEL POLES
1

G. Owner:As used in this specification,shall refer to the purchaser and/or user of the material,or
its agents.
H. P-delta moment: Secondary moment created by the vertical loads acting on the structure when
the structure deflects from its unloaded position.
I. Point of fixity:Location on the pole at the ground line or below the ground line where the
maximum moment occurs.
J. Project:The line within which the steel pole will be used. Typically,the"Project"will be
referred to as a proposed or existing high voltage transmission line,but may also only include a
single pole replacement or addition.
K. Raking: The practice of erecting a straight pole out of plumb,or at an inclined angle."Raking"
of a pole is usually done to oppose the direction of the resultant vector sum load under that stated
load case.
L. Supplier: The pole manufacturer,who is responsible for the design of the pole and all included
appurtenances,fabrication and finishing,adherence to both project specifications and industry
practices,and delivery of the pole.The"Supplier"may also include their engineer,or other
authorized representative,to respond to questions or other technical or fabrication issues as they
may arise.
M. Ultimate load:Maximum design load,which includes the appropriate overload capacity factor.
N. w/t:Ratio of the width of the pole(flat-to-flat)to the plate thickness.
1.4 QUALITY CONTROL
A. The manufacturer shall have a registered ISO 9001,latest version,quality management system,
or equivalent quality management system as determined by Owner.The registration certificate
and the quality manual shall be provided by the manufacturer upon request.
B. The manufacturer shall submit the quality plan as soon as possible in the contract,but no later
than 1 week prior to production start.After the quality plan is submitted,any revisions to the
plan shall be communicated to Idaho Power Company immediately.
PART 2 - PRODUCTS
2.1 MATERIALS
A. All materials shall comply with the applicable requirements of IEEE/NESC and ASTM
specifications.Any modifications to the specifications must be approved by Idaho Power
Company or its representative prior to bidding.
B. Poles,arms and conductor brackets shall conform with:
1. For weathering steel finish:ASTM A588,ASTM A871
2. For painted steel finish:ASTM A36,ASTM A572,ASTM 581,ASTM A595 and ASTM
A6/A6M. Refer to Section 2.5 Finishes for additional requirements
C. Base plate shall conform with:
1. For weathering steel finish:ASTM A588
2. For painted steel finish: ASTM A572,ASTM A633,or ASTM A595.Refer to Section 2.5
Finishes for additional requirements.
Idaho Power Company
Huntington to Quartz 138kV Line#423
CUSTOM TUBULAR STEEL POLES
2

D. Pole shafts shall consist of constant tapered regular dodecagon(12-sided polygon)tube sections,
with the pole diameter measured across flats. Structure beams shall be either multi-sided tube
sections or standard hollow structural sections(HSS)as listed in the AISC Hollow Structural
Sections Manual. Structural steel shall be ASTM A500 Grade B(HSS),ASTM A36
(miscellaneous shapes and bars),or ASTM A992(wide flange).Weathering steel plate for
tapered or multi-sided tubular sections shall conform to ASTM A871 and with minimum yield
strength of 65 ksi.Minimum plate thickness shall be 3/16 of an inch.Mill test reports shall be
submitted at no cost to Idaho Power Company.
E. All erection bolts shall be furnished with one hex nut and one MF locknut and shall be high
strength in accordance with ASTM A325 and ASTM A563,Type DH respectively.An
additional bolt assembly quantity of 5%shall be furnished to account for losses in the field.A
minimum of one bolt assembly shall be furnished for each structure.
F. ,>above the ground line,on flats 6 an
12 for grounding purposes. The grounding nu4 threads shall be proteeted from coatings.
G. Anchor bolts for self-supporting structures shall be as required by structure design and anchor
bolt material shall conform to ASTM A615 Grade 60,or Grade 75.Each anchor bolts shall be
furnished with two nuts;one below the base plate for leveling and one above for securing the
pole with base plate to the anchor bolt.All other bolts and nuts shall conform,as applicable,to
ASTM A325,ASTM A354,ASTM A394,or ASTM A687.As a minimum,all bolts shall meet
SAE Grade 5 strength requirements,or equivalent.Locknuts shall be provided for each structure
bolt,or American Nut Company(ANCO)type self-locking nuts may be used.Locknuts shall be
the galvanized MF or ANCO type.
H. Anchor bolts,structural plate,and weld material,shall meet the following requirements for
Charpy V-notch tests:
1. The impact properties in the longitudinal direction of the material,for base plates,shafts,
attachment lugs and flanges shall be a minimum of 20 Joules(15 ft-lb)for the average of the
three specimens and no single specimen shall be less than 13 Joules(10 ft-lb).The test
temperature shall be-20°F and testing shall be as described in ASTM A370.
2. For plates'h"or less in thickness and for quenched and tempered or normalized plates of
any thickness,heat lot testing may be used to determine whether the material meets the
impact property requirements.
3. Controlled rolled or as-rolled plates and shapes over'/2"in thickness shall be tested on a slab
(plate)testing basis.
4. Anchor bolts shall have minimum Charpy V-notch impact properties in the longitudinal
direction of 20 Joules(15 ft-lb)for the average of the three specimens and no single
specimen shall be less than 13 Joules(10 ft-lb).The test temperature shall be-20°F and
testing shall be as described in ASTM A370.
I. For galvanized structures,steel used for the pole shaft and arms shall have a silicon content less
than 0.06 percent.
2.2 STRUCTURAL DESIGN
The overall design shall follow the requirements of Idaho Power Company's Technical Specification
for Tubular Steel Poles. The design,fabrication,allowable stresses,processes,tolerances,and
inspection shall conform to the American Society of Civil Engineers(ASCE)48-11,Design of Steel
Transmission Pole Structures,latest edition.
A. Pole designs shall be prepared from the provided configuration drawings and design loads.The
structure shall be capable of withstanding all specified loading cases including secondary
stresses from foundation movements(when foundation movements are specified),but not
considering the possible restraining effect of conductors or shield wires. The structure shall
withstand the loads without failure,permanent distortion,or exceeding any specified deflection
limitations.
Idaho Power Company
Huntington to Quartz 138kV Line#423
CUSTOM TUBULAR STEEL POLES
3

B. All loads shown in the load and design drawings include the appropriate overload factors as per
NESC Table 253-1 (2017 Edition).All load cases are to be considered as shown in the drawings.
C. Wind pressures shown in the loading criteria shall be multiplied by the appropriate shape factor.
1. Pressures,in Pa,shall be computed as follows:
p=WxCd
Where p=pressure on projected area of the pole normal to wind,W=wind pressure,and
Cd=shape(or drag)factor.
Shape factors for computing the wind loading are:
D WIND
El
0 0 0 (:: 1.3 0.9
D. Designs,in addition to the loading conditions to be considered in the drawings,shall
accommodate load allowances for handling,transportation,and erection.Furthermore,the
structural design shall accommodate an atmospheric temperature range of-40°F to 120°F.
E. Attachment details for overhead ground wires(OHGW)and conductors are shown on the load
and design drawings. Standard pole line hardware will be used for all attachments and will be
the responsibility of Idaho Power Company.
F. Deflection Limitations:
1. Terminal Deadend Structures:
a. Horizontal deflection of vertical members:
1) For 60°F,0 psf wind,initial tension conditions load case: 1%of the total length of
the structure.
b. Combined vertical and horizontal deflection of horizontal members.
1) For 60°F,0 psf wind,initial tension condition load case: 1/2%of unsupported arm
length.
2) For all other listed load cases: 6 inch maximum combined(vector sum)deflection.
2. Suspension,Angle,and In-Line Deadend Structures:
a. Horizontal deflection of vertical members:
1) For 60°F,0 psf wind,initial tension conditions load case:the greater of 1%of the
total length of the structure,or 40%of the pole base diameter.
b. Combined vertical and horizontal deflection of horizontal members:
1) For 60°F,0 psf wind,initial tension condition load case: 1/2%of unsupported arm
length.
2) For all other listed load cases: 6 inch maximum combined(vector sum)deflection.
G. Stresses
1. The maximum design unit stress shall be the minimum yield strength as stated in applicable
ASTM and IEEE/NESC specifications for the particular application and types of loads,
including overload factors.
H. Foundation Rotation and Deflection:
1. Foundation rotation and deflection shall be included at the pole base for worst case line
loading(s)and considered when determining the appropriate pole shaft sizes,base plates,
anchor bolts,connections,and other structural members that would be impacted by
Idaho Power Company
Huntington to Quartz 138kV Line#423
CUSTOM TUBULAR STEEL POLES
4

displacement at the pole base.The permanent(non-recoverable)foundation rotation and
deflection limits are as follows:
a. For permanent rotation: 0.5 degrees—to be applied to the worst case loading(s)and the
vector sum of rotation shall be approximated based on the loads acting in the transverse
and longitudinal directions for those load case(s).
b. For permanent vertical settlement: 3 inches—to be applied to the worst case loading(s).
c. For permanent horizontal deflection: 3 inches—to be applied to the worst case loadings.
d. Maximum allowed rotation and deflection limits,to be applied at the top of the pier
(base of the pole)and evaluated as part of the foundation design,are:
1) 1.0 degrees rotation.
2) 4.5 inch vertical settlement.
3) 4.0 inch horizontal displacement.
I. Cross Section:
1. Circular or polygonal cross sections for welded steel tubular members are preferred. Only
dodecagon pole shafts will be allowed.
J. Taper:
1. Pole tube sections shall have nearly uniform taper,and shall be required to be within 0.11 to
0.5 inches per linear foot,unless otherwise approved by the Engineer.
K. Camber:
1. Steel poles designed for eccentric loading or line angles shall be shop cambered to
counteract the eccentric load or line tension at 60°F final.The minimum deflection requiring
cambering shall be 6".
L. Joints&Guys
1. Poles shall be designed with a minimum number of joints.Field welding shall not be
allowed as part of the design of a new pole. The shaft joints to be made in the field shall be
slip joints or bolted flange joints.
2. The ultimate load in guys shall not exceed 90 percent of the rated breaking strength of the
guy.
M. Slip Joints:
1. Slip joints shall be designed in accordance with requirements provided in ASCE/SEI
Standard 48-11. Slip joints shall only be used if the jacking force exceeds the maximum
design compressive force.The use of slip joints in guyed deadend structures or those
subjected to uplift forces shall be evaluated for structural integrity and performance.
Sufficient jacking lugs shall be provided at each slip joint and shall be placed so as to not
interfere with maximum overlap on the joint,grounding pads,ladder clips,or other details.
Slip joint length shall be a minimum of 1.5 times the largest inside diameter of the female
section. Supplier shall verify slip joint fit prior to shipment.
2. ''/2"grounding nuts must be included on either side of the slip joint on either side of the pole
sections to allow for grounding bond.
3. Do not top coat upper portion of male sections of slip joints. Primer only must be applied.
N. Flange Plate Connections:
1. Prior IPC approval is required for flange plate connections. Connections shall be designed
in accordance with requirements provided in ASCE/SEI Standard 48-11.Flexural stress in
the flange plate shall not exceed the specified minimum yield stress of the plate material,
and the flange plate connections shall be designed to resist the maximum forces and
moments at the connection.As a minimum,the flange plate connection shall also be
designed to resist 50%of the moment capacity of the lowest strength adjoining tube.The
Supplier shall verify upper to lower flange plate fit and connectivity prior to shipment.
O. Arms
Idaho Power Company
Huntington to Quartz 138kV Line#423
CUSTOM TUBULAR STEEL POLES
5

1. Arms shall be designed so the end of the arm is at the specified height under a loading of
initial conductor tension,60F,No Wind,and no overload factors.Arms shall not deflect
vertically more than 1' at the end of the arm under heavy ice conditions(without any
overload factors applied).
2. Arms shall be upswept or straight,tapered, steel tubular members,of any cross-sectional
type,which meet the dimensions shown on the attached drawings.
3. Arm end plate connection details for hardware attachment shall be typical of those shown
on the provided configuration drawings.The arms shall be hermetically sealed when a
painted finish is specified. Galvanized arms shall have drain holes where appropriate.If
weathering steel is used for the arms,attachments and the arm shall be designed to avoid
trapping or holding moisture.
P. Davit Arms:
1. Supplier shall provide davit arms as shown in the load and design drawings.The horizontal
offset listed on the load and design drawings shall be measured from pole face and a
minimum vertical rise of 6 inches is required unless otherwise noted.The davit arms can be
either linear or curved profiles and manufactured as multi-sided or round tubes. See load
and design drawings for details of arm attachment and vangs. Supplier will provide all
necessary arm bracket vangs and hardware to attach the arm.
Q. Bearing Plate:
1. The bottom of the embedded section of pole shall have a bearing plate installed that is no
more than 2 inches larger than the maximum pole base diameter,unless otherwise specified.
R. Cap Plate:
1. Supplier shall provide cap plate at pole top.The cap plate shall be no more than 2 inches
larger than the pole top diameter. The plate shall not be vented but fitted flush and seal
welded to the top of the pole.
S. Alignment Marks:
1. Each pole section shall be marked with an alignment arrow properly located on the exterior
surface of the pole section for purposes of insuring each pole section is correctly aligned.
T. Dimensions
1. Minimum plate thickness for all pole components shall be 3/16".
2. Poles shall have a nearly uniform taper throughout their entire length.The maximum
difference in tapers between two pole sections measured by the diameters shall be 0.2 in/ft
for poles with variable taper.
3. All unguyed angle poles or unguyed deadends shall be precambered to remain plumb when
the calculated deflection at the top of the pole exceeds 1.0 percent of the pole height under
the specificed camber load case.
4. Pole height shall be the height of the pole from the top of the baseplate,or the entire length
of pole for direct-embedded poles.
U. Lifting Lugs&Attachments
1. Lifting lugs shall be provided on large pole sections as required,the manufacturer is to
determine this.The lugs shall be designed and positioned such that the pole section will
hang nearly vertical when suspended from the lugs.The base section of all deadend poles
should include lifting vangs towards the top of the section.Lifting lugs on arms are optional.
The manufacturer shall supply complete instructions for handling and erection of poles and
arms.
2. In the design of connections for vangs,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.
Idaho Power Company
Huntington to Quartz 138kV Line#423
CUSTOM TUBULAR STEEL POLES
6

3. Clips for working/elimbing are to be included on one flat the entire length of each-pole
beginning 10 feet from the designated pole ground line or base plate,and in all
quadfants 5 feet below eaeh wife attaehment point.MeGr-eger-type ladder-s will be used.All
hand holds and elimbing loops shall have a 5000 1b. eapaeit�,. The elips shall be welded to
the pole sur-faee.Ladder-elips shall be leeated to avoid interference between ladder-s and
other-a4taehments
V. Moisture Prevention
1. When a painted finish is specified,poles shall be hermetically sealed.
2. Weathering steel structures shall be designed to eliminate water and refuse traps.
3. Tubular sections shall be sealed at the top of the base section to prevent moisture from
entering the inside of the pole.
4. Connections shall be designed to reduce the effect of pack-out by preventing moisture from
entering the joint or by designing the connection to allow moisture to easily drain off.
5. Plastic plugs shall be installed in all nuts welded to the structure and all tapped holes.
2.3 FOUNDATIONS
A. Anchor Bolt Type:
1. Supplier will furnish structures with base plates,templates,and threaded anchor bolts with
two nuts(one below the base plate for leveling and one above the base plate for securing the
pole with base plate to the embedded anchor bolts).The length of threaded anchor bolt
projection shall equal the base plate plus thickness of two nuts plus 2 inches as a minimum.
The Supplier will assemble the anchor bolts into a cage unless otherwise requested.The
anchor bolt cage shall also include upper and lower steel templates which shall be fabricated
within a tolerance of 1/16 of an inch.The top 2 feet of all anchor bolts shall be galvanized.
The anchor bolts are not expected to be full-length.Minimum embedment lengths will be
determined using the ultimate bond stress values as listed in the latest addition of ACI-318.
For bond stress calculations,concrete compressive strength shall be assumed to be 3000 psi
in 28 days.
2. The anchor bolt thread shall be protected during shipping.The anchor bolts shall be welded
to the holding plate in the bottom of the cage.The top template shall be designed to be
removable and to support the assembled cage during lifting and setting operations without
detrimental deformations.Bolt clusters shall be designed to be rigid enough to withstand the
normal jolts of shipping,handling and installation with no displacement of bolts from the
proper positions within the cluster.
3. Welding on anchor bolts will only be allowed in the bottom 1'. Only one length of anchor
bolt shall be used on each pole.Anchor bolts/clusters shall be plainly marked to indicate the
structure type,structure number,orientation,and top of concrete.
4. Supplier shall refer to the Project(s)Bid Unit Form,included as an attachment to this
specification,for providing pricing for the following delivery options:
a. Fully assembled anchor bolts in a single cage,unless otherwise specified by Idaho
Power Company.
5. The removable template at the top of the anchor bolt assembly shall be marked with a v-
notch indicating the angle bisector for all structures. Two,0.5 inch diameter holes shall be
drilled in the template at locations 90°to bisector.
6. if anchor bolts a e shipped loose,they are to be btindled by stT-uetuf
B. Self-Embedded Type:
1. Structures which are to be direct embedded shall have bearing plates and ground sleeves.
Bearing plates shall have a diameter not more than 2"greater than the maximum pole
diameter.
2. Supplier will blast clean steel substrate surfaces to be coated with steel grit or sand(steel
shot not acceptable)to SSPC-SP6 surface preparation specification.Minimum acceptable
substrate surface profile shall be 1.5 mils.
3. Supplier will apply protective coating to blast cleaned substrate surfaces with one of the
following approved coatings:
Idaho Power Company
Huntington to Quartz 138kV Line#423
CUSTOM TUBULAR STEEL POLES
7

a. Coal Tar Epoxy C-200(Sherwin Williams).
b. Corrocote II Classic(Madison Chemical).
c. Devtar 5A(Devoe).
d. 46H-413 Tneme-Tar(Tnemec).
Carbomastic 15 (Carboline).
f. Idaho Power approved equal.
4. All below grade surfaces will be coated including the bearing plate and extend to 2 feet
above ground line.Minimum acceptable coating thickness shall be 16 mils dry thickness.
5. Supplier shall provide a ground sleeve. Standard ground sleeve length is 46"with 12"being
above ground.The minimum thickness shall be 3/16 of an inch.The ground sleeve shall not
be considered in the strength calculations for the steel pole.The grounding nut threads shall
be protected from coatings.
2.4 FABRICATION
A. Steel pole structures shall be fabricated as shown on the load and design drawings. Supplier shall
assume responsibility as noted. Supplier shall verify all dimensions to verify proper fit up of
structure connections prior to fabrication.Any deviation in dimension or materials from that
shown on the drawings shall be submitted to the Engineer for his written approval prior to
fabrication. Such submittals shall be in the form of shop fabrication drawings,per Section 3.5 of
this specification.
B. Prior to being worked in any manner, structural materials shall be cleaned of all rust and foreign
particles.Material shall be straight within the tolerance allowed by ASTM Specification A6.If
straightening is necessary,it may be done by mechanical means or by application of a limited
amount of localized heat. Straightening shall be done in a manner that will not injure the
material.
C. Punching and drilling shall be done accurately. Center to center distance between holes of a
piece shall not vary more than 1/16 of an inch from the specified dimension.Holes other than
those shown on the drawings shall be approved by the Engineer.Burrs caused by drilling or
punching shall be removed.
D. All connections shall be shop welded,except as noted below:
1. Connections required or provided for disassembly and shipment of structure.Field welding
for reassembly will not be permitted.
2. Bolted connections shown on the specification drawings or approved on the Supplier's shop
drawings.
E. All welding shall be in accordance with the requirements of the AWS Specification D1.1.
Welding electrodes shall be heated E-70XX or equivalent wire if semi-automatic or
automatically welding is used.Welding shall be performed by operators who have been qualified
by tests as prescribed by AWS D1.1 to perform the type of welding required.
F. One hundred percent(100%)weld penetration shall be required but not limited to circumference
welds joining structural members,longitudinal welds in female portion of slip joint,welds at
butt joints of back-up strips,base plate to shaft welds,and other longitudinal welds adjacent and
within 3 inches of circumference welds,flange welds,base welds and ends of tube.
G. Full penetration or equivalent 90%partial penetration welds with fillet overlay shall be used for
arm-to-arm base,vang-to-plate shaft,and arm box joints.
H. All other penetration welds shall have minimum 60%penetration.
I. Quality and acceptability of the complete length of all full penetration welds shall be determined
by visual and ultrasonic inspection.
J. All other penetration welds shall have 60 percent minimum penetration. Quality and
acceptability of all welds other than full penetration welds shall be determined by visual
inspection, supplemented by magnetic particle,ultrasonic or dye penetrant inspection.
Idaho Power Company
Huntington to Quartz 138kV Line#423
CUSTOM TUBULAR STEEL POLES
8

K. All weld back-up strips shall be continuous 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.
L. Field welding shall not be permitted except with Idaho Power Company's approval and the
manufacturer's direction in repairing a pole.
M. The poles shall be designed and fabricated to eliminate water and refuse traps.After fabrication,
poles shall be neatly finished,cleaned of oil,scale,etc.,in accordance with SSPC-SP-6,to
ensure uniform and rapid formation of the protective oxide layer.All holes,blocks,and clips
shall be made with sharp tools and shall be clean-cut without torn or ragged edges.
N. Before being laid out or worked on in any manner,structural material shall be straight and clean.
If straightening is necessary,it shall be done by methods that will not injure the metal.
O. 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.
P. All forming or bending during fabrication shall be done by methods that will prevent
embrittlement or loss of strength in the material being worked.
Q. Holes for connection bolts shall be 1/16"larger than the nominal diameter of the bolts.
R. Holes in the flange plates for bolted splices shall be 1/8"larger than the bolt diameter.
S. Holes in the base plates for anchor bolts shall be 3/8"larger than the nominal diameter of the
anchor bolts.
T. Holes in steel plates which are punched must be smooth and cylindrical without excessive tear
out or depressions.Any burrs that remain after punching shall be removed by grinding,reaming,
etc.
U. Holes of any diameter may be drilled in plate of any thickness. Care shall be taken to maintain
accuracy when drilling stacks of plates.
V. Holes may be made by use of a machine guided oxygen torch.Flame cut edges shall be
reasonably smooth and suitable for the stresses transmitted to them.
W. The overall length of the assembled structure should not be less than 6"of the specified length
and not more than 1'.
X. All weathering steel poles are to be blasted to remove mill scale.
2.5 FINISHES
A. Aeeeptable finishes:oine pr-imer-and paif4ing with below gi-7ade eeating,powder-eeming with
below..rage coating or non paintedweathering stool with below grade,.,,at4i.
B. Zino Primer and Painting:Poles which are to be painted shall be hermetieally sealed to pre
coffesion of interior-surfaees.After shot or sand blasting and cleaning in aceor-dance with th
Steel Stmeture Painting Cotineil's Surface Preparations Specifleation, SSPC SP6,a A
of 3 mils dry film thickness(DFT)and two coats of finish paint,each 3 ils DF T1 shall
applied to all exterior surfaces in aceor-dance with the paint supplier's recommendations. On
gallon eaeh of pr-imer-and f4aish paifft shail be supplied with eaeh five poles.A gidafantee agains
fq&ing or-fading of the paint for a miniffpam ef 5 yeafs shall be provided.The gr-eu-nding
2.6 DESIGN CALCULATIONS
A. Documentation to be supplied for Idaho Power Company's and Engineer's approval prior to
fabrication includes final design calculations for pole shaft,base plate,anchor bolts,and arms,
including their connections.
Idaho Power Company
Huntington to Quartz 138kV Line#423
CUSTOM TUBULAR STEEL POLES
9

1. For the loading cases with overload factors,the total shear,axial forces,moments stresses or
stress ratios, section moduli,cross-sectional areas,deflections w/t's for polygonal D/t's for
round cross sections at all splices,at arm attachment points(top and bottom),and at least
every 10 feet along the pole.
2. For the critical loading case, shear and axial forces,moments,stresses,section moduli,
cross-sectional areas at the arm connections,bolt stresses in the arm connection,and
deflection at the end of the arm.
3. Anticipated deflections at the top of the pole and at the ends of the arms shall be indicated
for each pole for the deflection case specified on the design drawings.
4. For all specified loading cases,reactions and ground line moments shall be supplied.
5. Supply PLS-Pole models with sets and phase unchanged from the design.
PART 3 - EXECUTION
3.1 SHIPPING
A. Idaho Power Company and/or Idaho Power Company's representative shall be notified 10 days
prior to shipment.All parts required for any one structure shall be in one shipment,if possible.
Nuts,bolts,and small hardware shall be boxed or bundled and identified.Each shipment shall be
accompanied by a list of parts,identifiable by structure type and number. Salt-treated wood
blocking or urethane foams shall not be used for shipping or storing weathering steel poles.All
weathering steel poles must be protected from corrosive contaminants such as road salt.
B. The anchor bolts shall be welded to the holding plate in the bottom of the cage.A removable
template shall be used at the top of the cage and shall be marked to show the centerline for
tangent structures and the angle bisector for angle structures.Matching marks are to be on the
base plate so proper alignment can be made.
C. Bolt clusters shall be rigid enough to withstand the normal jolts of shipping and handling with
no displacement of bolts from the proper positions within the cluster.
D. Unless otherwise authorized by Idaho Power Company,the anchor bolt cage shall be shipped at
least 30 days prior to pole shipment.
E. All fabricated steel sections shall be suitably braced for handling and shipping.
F. Steelwork shall be properly protected during shipping so that parts will not be bent,broken,
deformed, stained or otherwise damaged.
G. Damage to any part of the work due to lack of proper handling or loading by the manufacturer
shall be repaired or replaced at the manufacturer's expense.
3.2 WEIGHT
A. The weight of a pole section or a single piece pole shall not exceed 25,000 lbs unless approved
by Idaho Power Company.Weight shall include arms,base plates,and other attachments.
3.3 MARKING
A. Each piece shall be clearly marked or stamped with its respective erection identification mark.
At 5 feet from the base plate(for self-supporting poles)or designated ground line(for direct
embed poles),the Supplier shall clearly mark the structure number,overall height,date of
fabrication,name of pole manufacturer,and suppliers job number.
B. Each pole will be marked on the bottom of baseplate or bearing plate with the following
identifying information: structure type,height,structure number(if supplied).For Multi-section
poles the top of the cap plate shall be marked with height and structure number(if supplied).
Marking may be done with welding,marking paint or other suitable method that provides a
weather resistant marking method.
C. Each pole section for each structure shall be clearly marked with a highly visible grease pencil
indicating the structure number to support field installation,"STR
Idaho Power Company
Huntington to Quartz 138kV Line#423
CUSTOM TUBULAR STEEL POLES
10

3.4 STRUCTURE PRE-ASSEMBLY
A. All multi-component sub-assemblies should be pre-assembled and match marked by the
manufacturer,before being shipped. Should the manufacturer choose not to complete the trial
assembly and match marking process,costs incurred by Idaho Power Company or it's
subcontractors during assembly resulting from improper fit-up will be the responsibility of the
manufacturer.
3.5 INSPECTION AND TESTING
A. Idaho Power Company and its designated agents shall have free entry at all times while work is
being carried on,to all parts of the manufacturer's plant to inspect any part of the production of
the poles covered by this specification.
B. Steel members which are bent or warped or otherwise improperly fabricated shall be properly
repaired or replaced.
C. The cost of tests made by the Supplier or Manufacturer,including cost of the certified test
reports shall be considered included in the price.
D. The Supplier or 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.
E. Mill test reports showing chemical and physical properties of all material furnished under this
specification shall be traceable to the structure.
F. All plates over 1-1/2 inches thick shall be ultrasonically tested to assure against defects which
could lead to lamellar tearing.
G. All visual and non-destructive inspection will be carried out by qualified testing personnel.
H. The Supplier or Manufacturer shall make certified welding reports for each structure.The
reports covering welding shall include all welds of a structure.Each weld shall be clearly
identified and the report shall consist of the method of testing,whether the weld is acceptable,
the identification of the structure,the date,and the name and signature of the inspector.
3.6 FULL SCALE LOAD TEST
A. such t
B. Details of the test pr-eeedufes and metheds of measur-ing and r-eeer-diag test loads and deflections.
shall be speeified by the mafvufaeVaFer-prior-to testing and shall be subject to the review an
appr-eval of Idaho Power-Company or-its fepresentative.
C. .
Deflection measufements shall be taken iinder the no lend—�W_nd_itien beth before and
testing.
D. Material pre"rement for te t poles shall be identical to material procurement procedures fe
..,,l.,r production r. poles,
E. A fall report listing results shall be submitted after completion of all testing. Copies of mill tes
repei4s shall be ineluded in the lead test r-epei4.The r-epei4 shall also inelude a eemplete
,1„ser-i do of the lead tests with diagrams and..1...teg-.,p4s
F. Mahe Pewer-Company or-its r-epr-esen4a4ive r-eser-ves the right to be present during testing and
shall be notified 2 weeks prior to the stai4 of s4iaetufe fabFiea4ion.
3.7 TECHNICAL INFORMATION TO BE SUPPLIED WITH THE PROPOSAL
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.
Idaho Power Company
Huntington to Quartz 138kV Line#423
CUSTOM TUBULAR STEEL POLES
II

C. Ultimate groundline reactions(including overload factors)in poles and guy wires.
D. Anchor bolt size,length and locations(bolt circle diameters).
E. Type of material of major components.
F. Description of pole shaft,including thickness,length,diameter,cross-sectional geometry,and
method of fastening each shaft component.
G. Data showing the design of the arm,arm connections,arm attachment plates and brackets.
H. Sketches or draft drawings of structure and structure attachments.
I. PLS-Pole.bak file will all structures and set and phases unchanged
3.8 STRUCTURAL STEEL SHOP DRAWINGS
A. Structural steel shop drawings,for all Supplier-designed and/or detailed structures,showing all
details necessary for fabrication and assembly shall be provide as follows:
B. Approval Drawings:
1. Provide drawings in electronic(pdf)format prior to fabrication. Shop drawings submittals
shall be sent directly to Idaho Power Company Project Engineer.
2. The Engineer will return to the Supplier,within two weeks after receipt,one set of drawings
marked"Resubmit,""Approved,""Approved as Noted,"or"Rejected,"as the case may be.
For any resubmittal,all revisions will be clearly shown on the resubmitted sets of drawings.
Design revisions,in accordance with corrections shown thereon,may be considered as
ready for fabrication. Corrections or revisions shown on"Resubmit"set shall be made.
Drawings shall be returned two weeks after notice of requiring resubmittal.
3. The standard drawing size for shop drawings shall be 22 inches by 34 inches(ANSI D),but
the drawings should be prepared in order that they can be reprinted/copied and reviewed as
11 inch by 17 inch plots.Drawings shall be laid out in legible,organized manner,with
uniformity in appearance,style,contents,and dimensional proportions.Material lists shall
be included on the shop drawings.
C. Construction Drawings:
1. After approvals are received and shop drawings finalized,the Supplier shall furnish
structural steel shop drawings in electronic(pdf)format to the Idaho Power Company
Project Engineer.The drawings will be used for construction purposes.Electronic files of
final drawings shall be submitted in AutoCAD format for its records.Inquire for AutoCAD
version.
3.9 TEST&INSPECTION REPORTS
A. The following test and inspection reports shall be provided(upon request):
1. Certified mill test reports for all structural material.
2. Certified welding reports for each structure.
3. Impact property test reports showing that the material used in the structures meets the
impact properties.
4. Test reports on coating thickness.
5. Report of structure testing,when required,including photographs,diagrams,load trees,test
equipment calibration records,etc.
6. Incoming,in-process and final quality records.
END OF SECTION
Idaho Power Company
Huntington to Quartz 138kV Line#423
CUSTOM TUBULAR STEEL POLES
12