56 OVERHEAD S IGN STRUCTURES, STANDARDS, AND POLES
56-1 General
56-1.01 General
56-1.01A Summary
Section 56 -1 includes general specifications for constructing overhead sign structures, standards, and poles.
56-1.01B Definitions
Reserved
56-1.01C Submittals
Reserved
56-1.01D Quality Assurance
56-1.01D(1) General
Reserved
56-1.01D(2) Quality Control
56-1.01D(2)(a) General
Reserved
56-1.01D(2)(b) Nondestructive Testing
56-1.01D(2)(b)(i) General
Perform NDT of steel members under AWS D1.1 and the requirements shown in the following tables: Nondestructive Testing for Steel Standards and Poles Weld location Weld type Minimum required NDT Circumferential splices around the perimeter of tubular sections, poles, and arms CJP groove weld with backing ring 100% UT or RT Longitudinal seam CJP or PJP groove weld Random 25% MT Longitudinal seam within 6 inches of a circumferential weld CJP groove weld 100% UT or RT Welds attaching base plates, flange plates, pole plates, or mast arm plates CJP groove weld with backing ring and reinforcing fillet t ≥ 1/4 inch: 100% UT and 100% MT t < 1/4 inch: 100% MT after final weld pass to poles or arm tubes External (top) fillet weld for socket -type connections 100% MT Handholes and other appurtenances Fillet and PJP welds MT full length on random 25% of all standards and poles Longitudinal seam on the telescopic female end, designated slip -fit length plus 6 inches CJP groove weld 100% UT or RT NOTE: t = pole or arm thickness SECTION 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES Nondestructive Testing for Overhead Sign Structures Weld location Weld type Minimum required NDT Base plate to post CJP groove weld with backing ring and reinforcing fillet 100% UT and 100% MT Base plate to gusset plate CJP groove weld 100% UT Circumferential splices of pipe or tubular sections CJP groove weld with backing ring 100% UT or RT Split post filler plate welds CJP groove weld with backing bar 100% UT or RT Longitudinal seam weld for pipe posts CJP groove weld t < 1/4 inch: 25% MT t ≥ 1/4 inch: 25% UT or RT PJP groove weld Random 25% MT Chord angle splice weld CJP groove weld with backing bar 100% UT or RT Truss vertical, diagonal, and wind angles to chord angles Fillet weld Random 25% MT Upper junction plate to chord (cantilever type truss) Fillet weld Random 25% MT Bolted field splice plates (tubular frame type) CJP groove weld 100% UT and 100% MT Cross beam connection plates (lightweight extinguishable message sign) Fillet weld Random 25% MT Arm connection angles (lightweight extinguishable message sign) Fillet weld 100% MT Mast arm to arm plate (lightweight extinguishable message sign) CJP groove weld with backing ring t ≥ 1/4 inch: 100% UT and 100% MT t < 1/4 inch: 100% MT after final weld pass Post angle to post (lightweight extinguishable message sign) Fillet weld 100% MT Hand holes and other appurtenances Fillet and PJP welds MT full length on random 25% of all sign structures NOTE: t = pole or arm thickness
56-1.01D(2)(b)(ii) Ultrasonic Testing
For UT of welded joints with any members less than 5/16 -inch thick or tubular sections less than 24 inches in diameter, the acceptance and repair criteria must comply with Clause 10.26.1.1 of AWS D1.1. When performing UT, use an authorized procedure under AWS D1.1, Annex O. For UT of other welded joints, the acceptance and repair criteria must comply with Table 8.3 of AWS D1.1 for cyclically loaded nontubular connections. After galvanization, perform add itional inspection for toe cracks along the full length of all CJP groove welds at multisided tube -to-transverse base plate connections using UT.
56-1.01D(2)(b)(iii) Radiographic Testing
The acceptance criteria for radiographic or real time image testing must comply with AWS D1.1 for tensile stress welds.
56-1.01D(2)(b)(iv) Longitudinal Seam Welds
The Engineer selects the random locations for NDT. Grind the cover pass smooth at the locations to be tested. SECTION 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES If repairs are required in a portion of a tested w eld, perform NDT on the repaired portion and on 25 percent of the untested portions of the weld. If more repairs are required, perform NDT on the entire weld.
56-1.01D(3) Department Acceptance
Reserved
56-1.02 Materials
Not Used
56-1.03 Construction
Welding of steel members must comply with AWS D1.1. Dispose of surplus excavated material. Backfill under section 19 -3.
56-1.04 Payment
Not Used
56-2 Overhead Sign Structures
56-2.01 General
56-2.01A Summary
Section 56 -2 includes specifications for constr ucting overhead sign structures. Furnishing sign structures includes furnishing anchor bolt assemblies, removable sign panel frames, sign structure hardware, and fabricated sign structures at the job site, ready for installation, including welding and pain ting or galvanizing as required. Installing sign structures includes installing anchor bolt assemblies, removable sign panel frames and sign panels, and performing any welding and painting or galvanizing required during installation. Types of overhead sign structures include:
1.Truss
2.Versatile truss
3.Bridge mounted
4.Tubular
56-2.01B Definitions
Reserved
56-2.01C Submittals
56-2.01C(1) General
Allow 30 days for the Department's review.
56-2.01C(2) Shop Drawings
Submit 2 copies of shop drawings for sign structures. Include:
1.Sign panel dimensions
2.Span lengths
3.Post heights
4.Anchorage layouts
5.Proposed splice locations
6.Snugging and tensioning pattern for anchor bolts and HS bolted connections
7.Details for permanent steel a nchor bolt templates
8.Details of clips, eyes, or removable devices for preventing damage to the finished galvanized or painted surfaces used for: 8.1. Securing the sign during shipping 8.2. Lifting and moving during erection SECTION 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES
56-2.01C(3) Quality Control Program
Submit a QC program for sign structures. Include methods, equipment, and personnel to be used during fabrication and installation. Submit the QC program with the shop drawing submittal.
56-2.01D Quality Assurance
56-2.01D(1) General
Reserved
56-2.01D(2) Quality Control
56-2.01D(2)(a) General
Reserved
56-2.01D(2)(b) Nondestructive Testing
Reserved
56-2.01D(2)(c) Walkway Safety Railing
The assembled and raised walkway safety railing must have less than 1 inch of wobble when a 50 -lb horizontal load is applied alternating each way at the top center of each railing section.
56-2.01D(3) Department Acceptance
The Department inspects structural materials for sign structures at the fabrication site. You must:
1.Notify the Engineer when th e materials are delivered to the fabrication site
2.Allow at least 10 days after delivery of the material for inspection before starting fabrication
56-2.02 Materials
56-2.02A General
Materials must comply with section 55. Do not use weathering steel.
56-2.02B Bars, Plates, Shapes, and Structural Tubing
56-2.02B(1) General
Materials must comply with the requirements shown in the following table: Structural Steel Material Specification Bars and plates ASTM A36/A36M; ASTM A709/A709M, Grade 36 or 50; ASTM A572/A572M, Grade 42 or 50; or ASTM A1043/A1043M, Grade 36 or 50 Bars and plates for overhead versatile truss ASTM A709/A709M, Grade 50; ASTM A1043/A1043M, Grade 50; ASTM A572/A572M, Grade 50; or ASTM A945/A945M, Grade 50 Other open shapes ASTM A36/A36M; ASTM A709/A709M, Grade 36 or 50; ASTM A992/A992M; ASTM A1043/A1043M, Grade 36 or 50; or ASTM A529/A529M, Grade 50 Other open shapes for overhead versatile truss ASTM A709/A709M, Grade 50; ASTM A529/A529M, Grade 50; ASTM A572/A572M, Grade 50 ; ASTM A992/A992M; ASTM A1043/A1043M, Grade 50; or ASTM A913/A913M, Grade 50 Light fixture mounting channel must be continuous slot channel made from one of the following:
1.Steel complying with ASTM A1011/A1011M, Designation SS, Grade 33
2.Extruded al uminum of alloy 6063 -T6 complying with ASTM B221 or B221M SECTION 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES Structural tubing and hollow structural sections must be structural steel complying with ASTM A500/A500M, Grade B or ASTM A1085. Surface flatness after galvanizing must comply with ASTM A6/A6M for the following:
1.Base plates that are to come in contact with concrete, mortar , or washers and leveling nuts
2.Plates in high -strength bolted connections
56-2.02B(2) Charpy V -notch Impact
Steel components over 1/2 -inch thick must comply with the CVN testing requirements for ASTM A709/A709M Grade 50 steel in section 55 -1.02D(2) if they are shown as main tension members or are welded to members shown as main tension members. For HSS shapes, the thickness is the nominal wall thickness. For other shapes, the thickness is the largest of the nominal thicknesses of the member. HSS members complying with ASTM A1085 are exempt from this requirement.
56-2.02C Sheets
Sheets must be carbon steel complying with ASTM A1011/A1011M, Designation SS, Grade 33.
56-2.02D Bolted Connections
Bolts, nuts, and washers must comply with section 55 -1.02D(1). Components of HS bolts must comply with section 55 for high strength steel fastener assemblies unless the bolts are shown to be snug tight. Bolts, nuts, and washers for HS bolts shown to be snug tight must comply only with section 55 -1.02D(1). Anchor bolts must comply with ASTM F1554, Grade 55, weldable steel. Use a permanent steel template to maintain the proper anchor bolt spacing. Provide 1 top nut, 1 leveling nut, and 2 washers for the upper threaded portion of each anchor bolt.
56-2.02E Anchorages
Anchorages for bridge mounted sign structures must comply with the specifications for concrete anchorage devices in section 75 -3.
56-2.02F Pipe Posts
Pipe posts must be welde d or seamless steel pipes. Spiral seam welds are not allowed. The maximum ultimate tensile strength of pipe posts must not exceed 90 ksi. The maximum tensile yield strength of pipe posts must not exceed 70 ksi. Pipe posts having a yield strength of 50 ksi or more must comply with the Charpy V -Notch requirements in ASTM A1085/1085M. Manufactured pipe posts must comply with one of the following:
1.API Specification 5L PSL2 Grades X 52M or X52N, using nominal pipe sizes for threaded end pipe
2.If the specifie d yield strength is 35 ksi or less: 2.1. ASTM A53/A53M, Grade B 2.2. ASTM A106/A106M, Grade B 2.3. ASTM A1085/A1085M, Grade A 2.4. API Specification 5L PSL1 or PSL2 Grades B, X42R or X42M, using nominal pipe sizes for threaded end pipe You may fabricate p ipe posts from steel complying with one of the following:
1.ASTM A572/A572M, Grade 50
2.ASTM A709/A709M, Grade 50
3.ASTM A1043/A1043M, Grade 50
4.ASTM A945/A945M, Grade 50
5.If the specified yield strength is 35 ksi or less: 5.1. ASTM A36/A36M 5.2. ASTM A709/A709M, Grade 36 5.3. ASTM A572/A572M, Grade 42 5.4. ASTM A1043/A1043M, Grade 36 SECTION 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES
56-2.02G Walkway Gratings
56-2.02G(1) General
Gratings must be the standard product of an established grating manufacturer.
56-2.02G(2) Steel Walkway Grating s
Steel walkway gratings must comply with the following:
1.Material for gratings must be structural steel complying with ASTM A1011/A1011M as specified for Designation CS, Type B or Designation SS, Grade 36, Type 1 .
2.For welded type gratings, each joint must be full resistance welded under pressure to provide a sound, completely beaded joint .
3.For mechanically locked gratings: 3.1. Method of fabrication and interlocking of the members must be authorized 3.2. Fabricated grating must be equal in strength to the welded type
4.Gratings must be accurately fabricated and free from warps, twists, or defects affecting their appearance or serviceability including: 4.1. Ends of all rectangular panels must be square 4.2. Tops of the bearing bars and cross members must be in the same plane 4.3. Gratings distorted by the galvanizing process must be straightened
56-2.02G(3) Aluminum Walkway Gratings
Aluminum walkway gratings must comply with the following:
1.Standard Specifications for Metal Bar Gratings an d treads as published in the NAAMM Metal Bar Grating Manual , latest edition.
2.Minimum grating panel width is 2 foot nominal.
3.Either Type P -19-4 1-1/4 by 3/16 -inch aluminum or Type P -19-4 1-1/2-inch I -Bar aluminum.
4.Include toe boards that project vertically a nominal 4 inches above top of gratings and are securely attached to grating.
56-2.02H Elastomeric Bearing Pads
Elastomeric bearing pads must comply with section 51 -3.02.
56-2.02I Safety Chain at Walkways
Safety chain at walkways mus t comply with ASTM A413/A413M, Grade 43. The nominal chain size must be 1/4 inch. Use the minimum length that allows lock -up of safety railing.
56-2.02J Safety Cable at Walkways
Safety cable at walkways must:
1.Be constructed of Type 302 or 304 stainless steel 7 by 19 wire strand core cable
2.Have a cable breaking strength of at least 10,000 lb
3.Not be prestretched
56-2.02K Fabrication
56-2.02K(1) General
Sign structures must be:
1.Free from kinks, twists, or bends
2.Uniform in appearance Fabrica te sign structures into the largest practical sections before galvanizing. Assemble the completed sections in the shop. Check sections for straightness, alignment, and dimension. Correct any variation. SECTION 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES Affix clips, eyes, and removable brackets to all signs and all posts for securing the sign during shipping, lifting, moving, and erection. Secure the sign as necessary to prevent damage to the finished galvanized or painted surfaces. Do not make any holes in members unless the holes are shown or authorized. Form the posts for tubular sign structures to the radii shown by heat treatment or by fabrication methods that will not:
1.Crimp or buckle the interior radius of the pipe bend
2.Change the physical characteristics of the material
56-2.02K(2) Welding
PJP longitudinal seam welds for tapered tubular members must have at least the minimum penetration shown but not less than 60 percent penetration. W ithin 6 inches of circumferential welds, longitudinal seam welds must be CJP groove welds. Except fo r welds at posts shown as PJP welds, longitudinal seam welds of fabricated pipe posts must be CJP groove welds. Except for walkway safety railing, welding filler metal for versatile truss must be greater than or equal to 70 ksi. Obtain authorization prior to repairs of cracks or more than 2 repairs to circumferential welds and to base plate -to-post welds.
56-2.02K(3) Bolted Connections
Except for HS bolts shown to be snug -tight, HS bolted connections must be HS assemblies complying with section 55 -1.02E(6) except assemblies must consist of:
1.HS steel bolts
2.Nuts
3.Hardened washers
4.Direct tension indicators HS fastener assemblies and any other HS bolts, nuts, and washers attached to sign structures must be zinc-coated by the mechanical deposition pr ocess. Nuts for HS bolts at joints designated as snug -tight must not be lubricated. Use an alternating snugging and tensioning pattern for anchor bolts and HS bolted splices. Once tensioned, do not reuse HS fastener components. For bolt diameters less than 3/8 inch, the diameter of the bolt hole must be not more than 1/32 inch larger than the nominal bolt diameter. For bolt diameters greater than or equal to 3/8 inch, the diameter of the bolt hole must be not more than 1/16 inch larger than the nominal bolt diameter.
56-2.02K(4) Walkway
Safety cable at walkways must be continuous between lugs. Before tightening cable clips at the end anchorage, remove the slack in the cable. Safety cable at walkways must not be kinked, knotted, deformed, frayed, or spliced. Install clips at safety cables under the manufacturer's instructions.
56-2.02K(5) Handholes
The edges of handholes and other large post and arm openings must be ground smooth. The roughness of edges must be less than 0.001 inch. SECTION 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES
56-2.02K(6) Identificati on Plate
Attach rectangular corrosion -resistant metal identification on all trusses and posts using stainless steel rivets or stainless steel screws as follows:
1.For posts, locate the plate on the traffic side near the base of all posts.
2.For trusses, locate the plate on an outward face of a bottom chord angle where it will be easily visible from the shoulder or the median. The lettering on each identification plate must be:
1.Either depressed or raised
2.1/4 inch tall
3.Legible
4.Readable after the support structure is coated and installed Include the following information on the plate.
1.Name of the manufacturer
2.Date of manufacture
3.Contract number
4.Standard Plan year
5.Length, use one of the following: 5.1. For posts, "h=" and t he dimension from bottom of base plate to bottom of truss 5.2. For single trusses, the length of each cantilever 5.3. For two post trusses, the length of the center span and the length of each cantilever
56-2.02L Surface Finish
56-2.02L(1) General
Galva nize all ferrous metal parts of the following sign structure types:
1.Truss
2.Bridge mounted
3.Tubular Except for tubular type sign structures, do not paint sign structures. Clean and paint all ferrous metal parts of tubular sign structures after galva nizing, including the areas to be covered by sign panels. Do not treat galvanized surfaces with chemicals before cleaning and painting. Galvanize and do not paint walkway gratings, walkway brackets, gutters, safety railings, steel mountings for light fixtures, and all nuts, bolts, and washers for sign structures after fabrication.
56-2.02L(2) Galvanizing
Galvanizing must comply with section 75 -1.02B except surfaces may be coated with zinc by the thermal spray coating process if authorized. If authoriz ed to use thermal spray coating, apply the coating under section 59 -5. The thickness of the sprayed zinc coat must be at least 5 mils. Do not use zinc solders or zinc alloys that contain tin to repair a damaged galvanized surface.
56-2.02L(3) Cleaning and Painting
Where specified, clean and paint sign structures under section 59 -4.
56-2.03 Construction
56-2.03A General
Do not fasten any bridge -mounted sign to concrete elements of bridges or railings before the concrete attains a compressive strength of 2 ,500 psi. SECTION 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES After erection, remove the brackets used to secure tubular sign structures during shipping and lifting. Install sign panels as shown. Install laminated and formed sign panels on sign structures using fastening hardware of the type and sizes shown . Complete the CIDH concrete pile foundation at least 7 days before erecting the sign structure. Plumb or rake posts as required by adjusting the leveling nuts before tightening nuts. Do not use shims or similar devices. After final adjustments of both top nuts and leveling nuts on anchorage assemblies have been made and the structure is properly positioned, tighten nuts as follows:
1.Tighten leveling nuts and top nuts, following a crisscross pattern, until bearing surfaces of all nuts, washers and base pl ates are in firm contact.
2.Use an indelible marker to mark the top nuts and base plate with lines showing relative alignment of the nut to the base plate.
3.Tighten top nuts following a crisscross pattern: 3.1. Additional 1/6 turn for anchor bolts great er than 1 -1/2 inches in diameter 3.2. Additional 1/3 turn for other anchor bolts 3.3. Tightening tolerance for all top nuts is ± 1/8 turn
4.If anchor bolts project beyond the top face of the top nut by more than 1 inch or if requested, mechanically cut of f excess anchor bolt and paint over cured primer with paint to identify anchor bolt grade as follows: 4.1. Grade 36: blue 4.2. Grade 55: yellow 4.3. Grade 105: red
56-2.03B Existing Sign Structures
56-2.03B(1) General
Reserved
56-2.03B(2) Remove Sign Structure
Reserved
56-2.03B(3) Reconstruct Sign Structure
Reserved
56-2.03B(4) Modify Sign Structure
Reserved
56-2.03B(5) Relocate Sign Structure
Reserved
56-2.03B(6) Salvage Sign Structure
Reserved
56-2.04 Payment
The payment quantity for instal l sign structure does not include the weight of sign panels. For determining the payment quantity for furnish sign structure and install sign structure, the weight of extruded aluminum used for steel slot channel for the light fixture mounting channel is the computed weight of the steel channel.
56-3 Standards, Poles, Pedestals, and Posts
56-3.01 General
56-3.01A General
Section 56 -3.01 includes general specifications for fabricating and installing standards, poles, pedestals, and posts. SECTION 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES
56-3.01B Materials
56-3.01B(1) General
Reserved
56-3.01B(2) Fabrication
56-3.01B(2)(a) General
Configure each mast arm as a smooth curving arm. You may change the mast arm configuration if the mounting height and stability are maintained.
56-3.01B(2)(b) Bonding Jumper
Standards with handholes must comply with the following:
1.Include a UL -listed lug and 3/16 -inch or larger brass or bronze bolt for attaching the bonding jumper for non -slip-base standards.
2.Attach a UL -listed lug to the b ottom slip base plate with a 3/16 -inch or larger brass or bronze bolt for attaching the bonding jumper for slip -base standards.
56-3.01C Construction
56-3.01C(1) General
Holes left in the shaft of an existing standard due to the removal of equipment or mast arm must be sealed by fastening a galvanized steel disk to cover the hole. Fasten using a single central galvanized steel fastener. Seal edges of the disk and hole with a polysulfide or polyurethane sealing compound complying with ASTM C 920, Type S, Grade NS, Class 25, Use O. If an existing standard is ordered to be relocated or reused, remove large dents, straighten shafts, and replace parts that are in poor condition. Furnish anchor bolts or bars and nuts required for relocating or reusing standard. Repair and replacement work is change order work. If a standard or mast arm is relocated or the Department furnishes a used standard or mast arm, furnish:
1.New bolts, nuts, cap screws, and washers
2.New keeper plate if the standard has a slip base
56-3.01C(2) Foundations
56-3.01C(2)(a) General
Except for concrete for CIDH concrete pile foundations, concrete must comply with the specifications for minor concrete. Construct concrete foundations on firm ground. After each standard, pole, pedestal, and p ost is properly positioned, place mortar under the base plate. Finish the exposed portion to present a neat appearance. Mortar must comply with the specifications for mortar in section 51 -1, except mortar must have:
1.1 part by volume of cement
2.3 parts by volume of clean sand Form exposed portions of the foundation to present a neat appearance and true to line and grade. The top of the foundation at curbs or sidewalks must be finished to curb or sidewalk grade. Forms must be rigid and braced securely i n place. Conduit ends and anchor bolts must be placed at the proper height and position. Anchor bolts must be installed a maximum of 1:40 from vertical and held in place by rigid top and bottom templates. Use a steel bottom template at least 1/2 inch thick that provides proper spacing and alignment of anchor bolts near the embedded bottom end. Install the bottom template before placing footing concrete. For relocated standards, construct new foundations and furnish anchor bolts of the proper type and size. Galvanize steel parts under section 75 -1.02B. SECTION 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES Provide 2 nuts and washers for the upper threaded part of each anchor bolt. Provide 3 nuts and washers for each anchor bar or stud. Do not weld HS steel used for anchor bolts, anchor bars, or studs. Before placing concrete, moisten the forms and ground. Keep the forms in place until the concrete sets for at least 24 hours and is strong enough to prevent damage to the surface. Except when located on a structure, construct foundations monolithically. Apply ordinary surface finish under section 51 -1.03F(2). If a foundation must be extended for additional depth, the extension work is change order work. Do not erect standards, poles, pedestals, or posts until the concrete foundation has cured for at least 7 days. The Engineer selects either the plumbing or raking technique for standards, poles, pedestals, and posts. Plumb or rake by adjusting the leveling nuts before tightening nuts. Do not use shims or similar devices. After final adjustments of both top nu ts and leveling nuts on anchorage assemblies have been made and each standard, pole, pedestal, and post on the structure is properly positioned, tighten nuts as follows:
1.Tighten leveling nuts and top nuts, following a crisscross pattern, until bearing s urfaces of all nuts, washers, and base plates are in firm contact.
2.Use an indelible marker to mark the top nuts and base plate with lines showing relative alignment of the nut to the base plate.
3.Tighten top nuts following a crisscross pattern: 3.1. Additional 1/6 turn for anchor bolts greater than 1 -1/2 inches in diameter 3.2. Additional 1/3 turn for other anchor bolts 3.3. Tightening tolerance for all top nuts is ± 1/8 turn In unpaved areas, construct a raised concrete pad in front of each controlle r cabinet pedestal. If a foundation is shown to be abandoned, remove the top of the foundation, anchor bolts, and conduits to a minimum depth of 0.5 foot below the sidewalk surface or original ground. Backfill the resulting hole with material equivalent to the surrounding material. A foundation must be completely removed if not shown to be reused or abandoned. Dispose of foundations that are removed.
56-3.01C(2)(b) Cast -In-Drilled-Hole Concrete Pile Foundations
Reinforced CIDH concrete pile foundation must comply with section 49 -3 except:
1.Dispose of material resulting from drilling holes
2.Concrete for CIDH concrete piles will not be considered as designated by compressive strength Concrete must contain not less than 590 pounds of cementitious material per cubic yard. For standards and poles located in sidewalk areas, the pile foundation must be placed to final sidewalk grade before the sidewalk is placed. The top 4 inches must be square shaped. If shown, use sleeve nuts on Type 1 standards. The bottom of the base plate must be flush with the finished grade. Spiral reinforcement must be continuous above the bottom of the anchor bolts. The top termination must be either:
1.1ʹ-6ʺ lap beyond the end of pitch with a 90 -degree hook extending to the opposite side of the cage, or
2.1ʹ-6ʺ lap beyond the end of pitch with 2 evenly spaced authorized mechanical couplers
56-3.01C(3) Identification Tags
Except for Type 1 standards and wood poles, attach rectangular corrosion -resistant metal identification tags on all standards and poles using stainless steel rivets as follows: SECTION 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES
1.For standards and poles, attach a tag above the handhole near the base of the standard or pole.
2.For signal standards, attach 1 tag above the handhole near the base of the pole and 1 tag on the underside of the signal mast arm near the arm plate. The lettering on each identification tag must be:
1.Either depressed or raised
2.1/4 inch tall
3.Legible
4.Readable after the support structure is coated and installed Include the following information on the tag:
1.Name of the manufacturer
2.Date of manufacture
3.Identification number
4.Contract number
5.Unique identification code: 5.1. Assigned by the manufacturer 5.2. Traceable to a particular Contract and the welds on that component
56-3.01D Payment
Not Used
56-3.02 Steel Standards, Poles, Pedestals, and Posts
56-3.02A General
56-3.02A(1) Summary
Section 56 -3.02 includes specifications for fabricating and installing steel standards, poles, pedestals, and posts.
56-3.02A(2) Definitions
Reserved
56-3.02A(3) Submittals
56-3.02A(3)(a) General
The Engineer selects random samples of fastener components from each production lot. The Engineer determines sample sizes for each fastener component. Submit selected sample fasteners to METS for QA testing. Include test reports specified in ASTM with the test sample submittal.
56-3.02A(3)(b) Test Reports
For standards and poles with shaft lengths of 15 feet or more, submit certified test reports verifying compliance with min imum yield strength requirements. Test reports may be the mill test report for the as - received steel. If the as -received steel has a lower yield strength than required, provide test data assuring that your method of cold forming will consistently increase the steel tensile properties to meet the specified minimum yield strength. Test data must include tensile properties of the steel after cold forming for specific heats and thicknesses.
56-3.02A(4) Quality Assurance
56-3.02A(4)(a) General
Reserved
56-3.02A(4)(b) Quality Control
For cast slip bases for standards and poles with shaft lengths of 15 feet or more, perform RT on 1 casting from each lot of a maximum of 50 castings under ASTM E94. Castings must comply with the acceptance criteria for severity lev el 3 or better for the types and categories of discontinuities specified in ASTM E186 and E446. If the casting fails testing, 2 additional castings must be radiographed. If the 2 additional castings fail the inspection, the lot is rejected. SECTION 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES
56-3.02A(4)(c) Department Acceptance
Reserved
56-3.02B Materials
56-3.02B(1) General
Type 1 standards and steel pedestals for controller cabinets must be manufactured of one of the following:
1.At least 0.120 -inch-thick galvanized steel
2.4-inch standard weight galv anized steel pipe complying with ASTM A53/A53M
3.4-inch Type 1 conduit with the top designed for post -top slip fitter Material for push button posts, pedestrian barricades, and guard posts must comply with ASTM A53/A53M or ASTM A500/A500M . Handhole reinf orcement rings must be continuous around the handholes. Galvanize standards, poles, pedestals, posts, fasteners, and other ferrous materials under section 75 - 1.02B. Steel pipe standards and mast arms must be hot dip galvanized after manufacturing. Remove spikes from galvanized surfaces.
56-3.02B(2) Bolted Connections
Anchor bolts must comply with ASTM F1554, Grade 55 for weldable steel. HS anchor bolts, nuts, and washers must comply with section 55 -1.02D(1) and the following:
1.Bolt threads must be rolled.
2.Hardness of HS anchor bolts must not exceed 34 HRC when tested under ASTM F606.
3.Galvanize under section 75 -1.02B.
4.Nuts must be heavy -hex type.
5.Each lot of nuts must be proof load tested. Bolts, nuts, and washers for ge neral applications must comply with section 55 -1.02D(1). HS bolts shown to be snug tight must comply with section 55 -1.02D(1) for general applications. HS bolts, nuts, and flat washers used to connect slip base plates must comply with the requirements for HS fastener assemblies for use in structural steel joints in section 55 -1.02D(1) except rotational capacity testing and tension testing are not required. Zinc-coated nuts used on fastener assemblies having a specified preload obtained by specifying a presc ribed tension, torque value, or degree of turn must be provided with a colored lubricant that is clean and dry to the touch. The lubricant color must contrast the zinc coating color on the nut such that the presence of the lubricant is visually obvious. Th e lubricant must be insoluble in water or the fastener components must be shipped to the job site in a sealed container. Plate washers must be manufactured by saw cutting and drilling steel plate. Steel plate must comply with AISI 1018. Before galvanizing, remove burrs and sharp edges and chamfer both sides of holes to allow the bolt head to make full contact with the washer without tension. HS cap screws for attaching arms to standards must comply with ASTM F3125 Grade A325 or ASTM A449, and the mechanical requirements in Grade A325 after galvanizing. Coat threads of cap screws with a colored lubricant that is clean and dry to the touch. The lubricant color must contrast the zinc coating color on the cap screw such that the presence of the lubricant is visu ally obvious. The lubricant must be insoluble in water or the fastener components must be shipped to the job site in a sealed container. Before manufacturing, details must be adjusted to ensure that cap screw heads can be turned using conventional installa tion tools. During manufacturing, properly locate the position of the luminaire arm on the arm plate to avoid interference with the cap screw heads. SECTION 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES
56-3.02B(3) Standards and Poles
56-3.02B(3)(a) General
Standards and poles with shaft lengths of 15 feet or more must comply with sections 55 -1.02 and 56 - 3.02B(3). Tapered tubes must be manufactured from sheet steel of a weldable grade having a minimum yield strength of 55,000 psi after manufacturing. Steel having a nominal thickness greater than 2 inches tha t is used for tube -to-transverse plate connections must have a minimum CVN impact value of 20 ft -lb at 20 degrees F when tested under ASTM E23.
56-3.02B(3)(b) Fabrication
When a single -ply 5/16 -inch-thick pole is specified, a 2 -ply pole with equivalent se ction modulus may be substituted. Standards may be manufactured of full -length sheets or shorter sections. Each section must be manufactured from 1 or 2 pieces of sheet steel. If 2 pieces are used, the longitudinal welded seams must be directly opposite fr om one another. If the sections are butt -welded together, the longitudinal welded seams of adjacent sections must be placed to form continuous straight seams from the base to the top of the standard. Standards with an outside diameter of 12 inches or less must be round. Standards with an outside diameter greater than 12 inches may be round or multi -sided. Multi -sided standards must:
1.Be convex
2.Have a minimum of 12 sides
3.Have a minimum bend radius of 4 inches Manufacture mast arms from material specified for the standard. Standards and poles must be straight with a maximum variation of:
1.1 inch measured at the midpoint of a 30 -to 35 -foot standard
2.3/4 inch measured at the midpoint of a 17 -to 20 -foot standard Exposed edges of the p lates that make up the base assembly must be finished smooth. Exposed corners of the plates must be broken. Provide shafts with slip -fitter shaft caps. Surface flatness requirements specified in ASTM A6/A6M apply to plates meeting one or more of the follow ing:
1.In contact with concrete, grout, or washers and leveling nuts
2.In HS bolted connections
3.In joints where cap screws are used to secure luminaire and signal arms
4.Used for breakaway slip base assemblies Do not make additional holes in structu ral members. Manufacture the cast steel option for slip bases from material of Grade 70 -40 complying with ASTM A27/A27M. You may use other comparable material if authorized. Casting tolerances must comply with the Steel Founders' Society of America's recom mendations for green sand molding.
56-3.02B(3)(c) Welding
Butt-welded circumferential joints of tubular sections requiring CJP groove welds must be made using a metal sleeve backing ring inside each joint. The sleeve must have at least a 1/8 -inch nominal thickness and be manufactured from steel having the same chemical composition as the steel in the tubular sections to be joined. If the sections to be joined have different specified minimum yield strengths, the sleeve must have the same chemical compositi on as the tubular section having the higher minimum yield strength. The width of the metal sleeve must be consistent with the type of NDT selected and must be a minimum width of 1 inch. At fitting time, the sleeve must be centered at the joint and in conta ct with the tubular section at the point of the weld. SECTION 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES Welds must be continuous. Weld metal at the transverse joints must extend to the sleeve, making the sleeve an integral part of the joint. During manufacturing, longitudinal seams on vertical tubular mem bers of cantilevered support structures must be within 90 degrees circumferentially of the center of the longest mast arm connection. Longitudinal seams on horizontal tubular members, including signal and luminaire arms, must be within 45 degrees of the bo ttom of the arm. Longitudinal seam welds in steel tubular sections may be made by the electric resistance welding process. Longitudinal seam welds must have a 60 percent minimum penetration except:
1.Within 6 inches of a circumferential weld, the longitud inal seam weld must be a CJP groove weld
2.Longitudinal seam welds on lighting support structures having a telescopic pole segment splice must be CJP groove welds on the female end for a length on each end equal to the designated slip -fit splice length pl us 6 inches Except for fillet and fatigue -resistant welds, exposed circumferential welds must be ground flush with the base metal before galvanizing or painting. Ground flush is specified as -0, +0.08 -inch. Obtain authorization prior to repairs of cracks or more than 2 repairs to circumferential welds and to base plate -to-pole welds. The length of telescopic slip -fit splices must be at least 1.5 times the inside diameter of the exposed end of the female section. For welds connecting reinforced handh oles or box -type pole plate connections to a tubular member, the start and stop points must be at points located on a longitudinal axis of symmetry of the tube coinciding with the axis of symmetry of the handhole or pole plate.
56-3.02C Construction
Assem ble and tighten the slip base when the pole is on the ground. Threads of heavy hex nuts for each slip base bolt must be coated with additional lubricant that is clean and dry to the touch. Tighten HS slip base bolts to within ±10 ft -lb of torque shown in t he following table: Slip Base Bolt Tightening Requirements Standard type Torque (ft -lb) 15-SB 150 15-SBF 150 30 150 31 200 Bolted connections attaching signal or luminaire arms to standards, poles, and posts are considered slip critical. Galvanized faying surfaces of plates on luminaire arms, signal arms, and poles must (1) be roughened by hand using a wire brush before assemb ly and (2) comply with requirements for Class C surface conditions for slip -critical connections in Specification for Structural Joints Using High -Strength Bolts of the RCSC. Coatings for faying surfaces must comply with the RCSC specification for Class B coatings.
56-3.02D Payment
Not Used
56-3.03 56-3.04 Reserved
56-3.05 High Mast Lighting Assembly Poles
Reserved SECTION 56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES
56-3.06 Wood Poles
56-3.06A General
Section 56 -3.06 includes specifications for fabricating and installing wood poles.
56-3.06B Materials
Each wood pole must:
1.Be class 5 or larger as specified in ANSI O 5.1
2.Have not more than 180 -degree twist in grain over the full length
3.Have a sweep of not more than 4 inches
4.Have a beveled top
5.Be placed in the ground at least 6 fee t
6.Unless otherwise specified, have a length of: 6.1. 25 feet for a service pole 6.2. 35 feet for other poles After fabrication, pressure -treat poles under section 57 -2.01B(3) and AWPA U1, Use Category UC4B, Commodity Specification D. If poles are speci fied to be painted, use a waterborne wood preservative. Manufacture the mast arm from standard pipe, free from burrs. Each mast arm must have an insulated wire inlet and wood pole mounting brackets for the mast arm and tie -rod cross arm. Manufacture tie ro d from structural steel and pipe.
56-3.06C Construction
After each pole is set in ground, backfill the space around the pole with selected earth or sand, free of rocks and other deleterious material, placed in 4 -inch-thick layers. Moisten each layer and t horoughly compact. Mount the mast arm for luminaires to provide a 34 -foot mounting height for a 165 W LED luminaire and a 40-foot mounting height for a 235 W LED luminaire. Traffic signals and flashing beacons on the mast arm must provide a minimum vertica l clearance of 17 feet from bottom of equipment to pavement.
56-3.06D Payment
Not Used
56-4 56-10 Reserved
Source: California Standard Specifications, 2024 Edition. Pages 871–886 of 1,372.