Standard Specifications for Road, Bridge, and Municipal Construction 2020 (M 41-10)

Drainage Structures and Culverts

9-05

Fittings shall be manufactured from the same resins and cell classification as the pipe
unless specified otherwise in the Plans or Specifications. Butt fusion fittings and Flanged
or Mechanical joint adapters shall have a manufacturing standard of ASTM D3261.
Electro fusion fittings shall have a manufacturing standard of ASTM F1055.

HDPE pipe to be used as liner pipe shall meet the requirements of AASHTO M326 and
this specification.

The supplier shall furnish a Manufacturer’s Certification of Compliance stating that the
materials meet the requirements of ASTM D3350 with the correct cell classification with
the physical properties listed above. The supplier shall certify that the dimensions meet
the requirements of ASTM F714 or as indicated in this Specification or the Plans.

At the time of manufacture, each lot of pipes, liners, and fittings shall be inspected for
defects and tested for Elevated Temperature Sustained Pressure in accordance with
ASTM F714. The Contractor shall not install any pipe that is more than 2 years from the
date of manufacture.

At the time of delivery, the pipe shall be homogeneous throughout, uniform in color, and
free of cracks, holes, foreign materials, blisters, or deleterious faults.

Pipe shall be marked at 5-foot intervals or less with a coded number that identifies
the manufacturer, SDR, size, material, machine, and date on which the pipe was
manufactured.

9-05.24

Polypropylene Culvert Pipe, Polypropylene Storm Sewer Pipe, and

Polypropylene Sanitary Sewer Pipe

All joints for polypropylene pipe shall be made with a bell/bell or bell and spigot coupling
and shall conform to ASTM D3212 using elastomeric gaskets conforming to ASTM F477.
All gaskets shall be factory installed on the pipe in accordance with the manufacturer’s
recommendations.

Qualification for each manufacturer of polypropylene storm sewer pipe requires joint
system conformance to ASTM D3212 using elastomeric gaskets conforming to ASTM
F477 and a formal quality control plan for each plant proposed for consideration.

A Manufacturer’s Certificate of Compliance shall be required and shall accompany the
materials delivered to the project. The certificate shall clearly identify production lots for
all materials represented. The Contracting Agency may conduct verification tests of pipe
stiffness or other properties it deems appropriate.

9-05.24(1) Polypropylene Culvert Pipe and Storm Sewer Pipe

Polypropylene culvert and storm sewer pipe shall conform to the following requirements:
1. For dual wall pipe sizes up to 60 inches: ASTM F2881 or AASHTO M 330, Type S or

Type D.

2. For

double or triple wall pipe sizes up to 60 inches: ASTM F2764.

3. Fittings shall be factory welded, injection molded or PVC.

Page 9-70

Drainage Structures and Culverts

9-05.24(2) Polypropylene Sanitary Sewer Pipe

Polypropylene sanitary sewer pipe shall conform to the following requirements:
1. For pipe sizes up to 60 inches: ASTM F2764.
2. Fittings shall be factory welded, injection molded or PVC.

9-05.30 Vacant
9-05.40 Vacant
9-05.50

Precast Concrete Drainage Structures

9-05.50(1) Fabrication Tolerances and Requirements

All precast concrete items shall meet the requirements of AASHTO M199, fabricated as
shown on the Plans, and shall meet the tolerances and revisions as listed below.
1. The following information shall be legibly marked on each precast product (excluding

rectangular and round adjustment sections). Marking shall be indented into the
concrete, painted thereon with waterproof paint, or contained within a bar-coded
sticker firmly attached to the product:
a. fabricator name or trademark.
b. date of manufacture.

2. Catch Basins (to include Type 1, Type 1L, and Type 1P), and Concrete Inlets:

a.  knock-out wall thickness, measured at thinnest point, 1½ to 2½ inches.
b.  knock-out diameter, 5 percent plus/minus allowance.
c.  base thickness, measured at thinnest point, 4 inches with ½-inch minus

tolerance.

d. all other dimensions as shown on Plans, 5 percent plus/minus allowance.

3. Catch Basin Type 2 and Manhole Type 1, 2, 3:

a. knock-out diameter, 5 percent plus/minus allowance.

4. Flat Slab Tops:

a. round or rectangular opening, 5 percent plus/minus allowance.

5. Rectangular or Circular Adjustment Sections:

a. opening size or diameter, 5 percent plus/minus allowance.

6. Conical Sections:

a. top opening diameter, 5 percent plus/minus allowance.

Drainage Structures and Culverts

9-05

7. Grate Inlets:

a.  knock-out wall thickness, measured at thinnest point, 1½ to 2½ inches.
b.  knock-out diameter, 5 percent plus/minus allowance.
c.  opening size, 2½ percent plus/minus allowance.

8. Drop Inlets:

a. knock-out diameter, 1 inch plus/minus allowance.

9-05.50(2) Manholes

Precast concrete manholes shall meet the requirements of AASHTO M199.

The joints may be the tongue and groove type or the shiplap type, sufficiently deep to
prevent lateral displacement.

When secondary synthetic fiber reinforcement is used in 48-inch diameter by 3-foot high
eccentric or concentric cone sections, the synthetic fiber shall meet the requirements of

Section 9-05.50(9)

. A minimum of two hoops of W2 wire shall be placed in the 48-inch

end of each cone. No steel is required in the remainder of the cone.

Precast manhole sections 48-inch diameter, with no knock-outs, may be produced
using no steel reinforcement. As an alternate to conventional steel reinforcement,
manufacturers shall use synthetic structural fibers meeting the requirements of

Section 9-05.50(10)

9-05.50(3) Precast Concrete Catch Basins

Precast concrete catch basins shall conform to the requirements of

Section 9-05.50(1)

except that the dimensions shall be as set forth in the Plans.

When secondary synthetic fiber reinforcement is used to produce Type 1, Type 1L,
and Type 1P Catch Basins, the synthetic fiber shall meet the requirements of

Section

9-05.50(9)

. A minimum amount of steel reinforcement shall be used to reinforce the

area around the knockouts. Steel reinforcing shall consist of a No. 3 horizontal hoop
reinforcing bar located above the knockouts and a No. 3 vertical reinforcing bar in each
corner, extending a minimum of 18 inches below the top surface of the catch basin.

Catch Basin Type 1 may be produced using structural synthetic fibers meeting the
requirements of

Section 9-05.50(10)

. Catch Basin Type 1 shall contain one hoop of No. 3

reinforcing bar around the top perimeter.

Knockouts or cutouts may be placed on all four sides and may be round or D-shaped.

9-05.50(4) Precast Concrete Inlets

Precast concrete inlets shall conform to the requirements of

Section 9-05.50(1)

, except

that the dimensions shall be as set forth in the Plans.

Page 9-72

Drainage Structures and Culverts

9-05.50(5) Precast Concrete Drywells

Precast concrete drywells shall meet the requirements of

Section 9-05.50(1)

. Seepage

port size and shape may vary per manufacturer. Each seepage port shall provide a
minimum of 1 square inch and a maximum of 7 square inches for round openings and 15
square inches for rectangular openings. The ports shall be uniformly spaced with at least
one port per 8 inches of drywell height and 15 inches of drywell circumference.

Precast Drywells may be produced using no steel reinforcement. As an alternate to
conventional steel reinforcement, manufacturers shall use synthetic structural fibers
meeting the requirements of

Section 9-05.50(10)

9-05.50(6) Vacant

9-05.50(7) Vacant

9-05.50(8) Vacant

9-05.50(9) Synthetic Fibers for Precast Units

The synthetic fiber, either nylon multifilament fibers or polypropylene fibrillated fibers,
shall meet the requirements of ASTM C1116, Section 4.1.3 3 and ICC ES AC 32, Sections
4.1.1 and 4.1.2. Synthetic fibers shall be added at a minimum dosage rate of 1.0 pound
of nylon multifilament fibers per cubic yard of concrete or 1.5 pounds of polypropylene
fibrillated fibers per cubic yard of concrete and shall be thoroughly mixed with the
concrete before placement in the forms. The synthetic fibers shall be a minimum of
0.75 inches and a maximum of 2 inches in length.

9-05.50(10) Synthetic Structural Fibers for Precast Units

Synthetic fibers shall be monofilament or monofilament/fibrillated blend made
of polyolefin, polypropylene, or polypropylene/polyethylene blend, meeting the
requirements of ASTM C1116, Section 4.1.3, and ICC ES Acceptance Criteria 32,
Sections 4.1.3 and 4.1.2. Additionally, the vendor or manufacturer must furnish an
Engineering Report that provides test data in accordance with ASTM C1018 and/or
ASTM C1399 from an ICC-qualified commercial laboratory relating to the specification
requirements. The vendor or manufacturer shall provide a letter of certification stating
compliance with specifications and/or standard codes.

The fibers shall be a minimum of 2 inches in length and have an aspect ratio (length
divided by the equivalent diameter of the fiber) between 70 and 100 when the fibers are
in their final phase.

The fibers shall have a minimum tensile strength of 50 ksi and a minimum modulus of
elasticity of 600 ksi, when tested in accordance with ASTM D3822.

Precast drainage units shall have a minimum dosage rate of 3.75-lbs/cu yd. or more in
order to obtain an Average Residual Strength (ARS) of 175 psi when tested in accordance
with ASTM C1018 and/or ASTM C1399. The fiber supplier shall submit independent
laboratory data to support ARS results.

Structural Steel and Related Materials

9-06

Structural Steel and Related Materials

9-06.1

Structural Carbon Steel

Structural carbon steel shall conform to AASHTO M270, Grade 36, except as otherwise
noted.

9-06.2

Structural Low Alloy Steel

Structural low alloy steel shall conform to AASHTO M 270, Grade 50 or 50W as specified
in the Plans or Special Provisions, except as otherwise noted.

9-06.3

Structural High-Strength Steel

Structural high-strength steel shall be high yield strength, quenched, and tempered
structural steel conforming to AASHTO M 270, Grades 70W, 100, or 100W as specified
in the Plans or Special Provisions, except as otherwise noted.

9-06.4 Vacant
9-06.5

Bolts and Rods

9-06.5(1) Unfinished Bolts

Unfinished bolts (ordinary machine bolts) shall conform to the Specification requirements
of ASTM A307 Grade A or B. Nuts shall comply with ASTM A563 Grade A requirements.
Washers, unless otherwise specified, shall meet ASTM F844 Specifications.

The Contractor shall submit a Manufacturer’s Certificate of Compliance for the bolts,
nuts, and washers prior to installing any of them.

9-06.5(2) Vacant

9-06.5(3) High-Strength Bolts

High-strength bolts for structural steel joints shall conform to either ASTM F3125 Grade
A325 Type 1 or 3 or ASTM F3125 Grade A490 Type 1 or 3, as specified in the Plans or
Special Provisions. Tension control bolt assemblies, meeting all requirements of ASTM
F3125 Grade F1852 may be substituted where Grade A325 high-strength bolts and
associated hardware are specified.

When specified in the Plans or Special Provisions to be galvanized, tension control bolt
assemblies shall be galvanized after fabrication in accordance with ASTM B695 Class 55
Type I.

Bolts conforming to ASTM F3125 Grade A490 shall not be galvanized.

Bolts for unpainted and nongalvanized structures shall conform to ASTM F3125 Grade
A325 Type 3, ASTM F3125 Grade A490 Type 3, or ASTM F3125 Grade F1852 Type 3,
as specified in the Plans or Special Provisions.

Page 9-74

Structural Steel and Related Materials

Nuts for high-strength bolts shall meet the following requirements:

ASTM F3125 Grade A325 Bolts

Type 1 (black)

ASTM A563 Grade C, C3, D, DH, and DH3

AASHTO M 292 Grade 2H

Type 3 (black weathering)

ASTM A563 Grade C3 and DH3

Type 1 (hot-dip galvanized)

ASTM A563 Grade DH

AASHTO M 292 Grade 2H

ASTM F3125 Grade A490 Bolts

Type 1 (black)

ASTM A563 Grade DH and DH3

AASHTO M 292 Grade 2H

Type 3 (black weathering)

ASTM A563 Grade DH3

Nuts that are to be galvanized shall be tapped oversized the minimum required for proper
assembly. The amount of overtap shall be such that the nut will assemble freely on the
bolt in the coated condition and shall meet the mechanical requirements of ASTM A563
and the rotational capacity test specified in ASTM F3125.

Galvanized nuts shall be lubricated in accordance with ASTM A563 including
supplementary requirement S2. Documentation shall include the name, method of
application, and dilution of the lubricant applied to the nuts.

Washers for ASTM F3125 Grade A325 and Grade A490 bolts shall meet the requirements
of ASTM F436 and may be circular, beveled, or extra thick, as required. The surface
condition and weathering characteristics of the washers shall be the same as for the bolts
being specified.

Direct Tension Indicators shall conform to the requirements of ASTM F959 and may be
used with either ASTM F3125 Grade A325 or Grade A490 bolts. Direct tension indicators
shall be galvanized by mechanical deposition in accordance with ASTM B695 class 55.
Hot-dip galvanizing will not be allowed.

All bolts, nuts, and direct tension indicators shall be marked and identified as required in
the pertinent Specifications.

Lock-pin and collar fasteners which meet the materials, manufacturing, and chemical
composition requirements of ASTM F3125 Grade A325 or Grade A490, and which
meet the mechanical property requirements of the same Specification in full size tests,
and which have a body diameter and bearing areas under lock-pin head and collar not
less than those provided by a bolt and nut of the same nominal size may be used. The
Contractor shall submit a detailed installation procedure to the Engineer for approval.
Approval from the Engineer to use a lock-pin and collar fasteners shall be received by the
Contractor prior to use.

Structural Steel and Related Materials

9-06

The Contractor shall provide Manufacturer’s Certificate of Compliance for all bolts, nuts,
washers, and load indicators. The Manufacturer’s Certificate of Compliance shall include
certified mill test reports and test reports performed on the finished bolt confirming that
all of the materials provided meet the requirements of the applicable AASHTO or ASTM
Specification. The documentation shall also include the name and address of the test
laboratory, the date of testing, the lot identification of the bolts and nuts, and coating
thickness for galvanized bolts and nuts. Shipping containers (not lids) shall be marked with
the lot identification of the item contained therein.

Bolts shall be sampled prior to incorporating into a structure. For the purposes of
selecting samples, a lot of bolts shall be the quantity of bolts of the same nominal
diameter and same nominal length in a consignment shipped to the project site. The
minimum number of samples from each lot shall be as follows:

Lot Size

Sample Size

0 to 50

51 to 150

151 to 1,200

1,201 to 10,000

10,001 to 35,000

35,001 and over

*Manufacturer’s Certificate of Compliance – samples not required.

Nuts, washers, and load indicator devices, and tension control bolt assemblies or

devices shall be sampled at the same frequency as the bolts.

All testing of bolts, nuts, washers, and load indicating devices shall be performed on
specimens as they are to be installed.

All samples shall include a Manufacturer’s Certificate of Compliance for each lot of bolts
provided as defined in

Section 1-06.3

9-06.5(4) Anchor Bolts and Anchor Rods

Anchor bolts and anchor rods shall meet the requirements of ASTM F1554 and, unless
otherwise specified, shall be Grade 105 and shall conform to Supplemental Requirements
S2, S3, and S4.

Nuts for ASTM F1554 Grade 105 black anchor bolts and anchor rods shall conform to
ASTM A563, Grade D or DH. Nuts for ASTM F1554 Grade 105 galvanized anchor bolts
and anchor rods shall conform to either ASTM A563, Grade DH, or AASHTO M292,
Grade 2H, and shall conform to the overtapping, lubrication, and rotational testing
requirements in

Section 9-06.5(3)

. Nuts for ASTM F1554 Grade 36 or 55 black or

galvanized anchor bolts and anchor rods shall conform to ASTM A563, Grade A or DH.
Washers shall conform to ASTM F436.

Page 9-76

Structural Steel and Related Materials

The bolts and rods shall be tested by the manufacturer in accordance with the
requirements of the pertinent Specification and as specified in these Specifications.
Anchor bolts, anchor rods, nuts, and washers shall be inspected prior to shipping to the
project site. The Contractor shall submit to the Engineer for acceptance a Manufacturer’s
Certificate of Compliance for the anchor bolts, anchor rods, nuts, and washers, as defined
in

Section 1-06.3

. If the Engineer deems it appropriate, the Contractor shall provide a

sample of the anchor bolt, anchor rod, nut, and washer for testing.

All bolts, rods, nuts, and washers shall be marked and identified as required in the
pertinent Specification.

9-06.6 Vacant
9-06.7 Vacant
9-06.8

Steel Castings

Steel castings shall conform to the requirements of AASHTO M 103, Mild to Medium
Strength Carbon Steel Castings for General Application, grade 70-36, unless otherwise
designated in the Plans or in the Special Provisions.

9-06.9

Gray Iron Castings

Gray iron castings shall conform to the requirements of AASHTO M 306. The class of
castings to be furnished shall be that designated in the Plans or in the Special Provisions.

9-06.10

Malleable Iron Castings

Malleable iron castings shall conform to the requirements of ASTM A47.

9-06.11

Steel Forgings and Steel Shafting

Steel forgings shall conform to the requirements of AASHTO M 102. The classes of
forgings to be furnished shall be those specified in the Plans or in the Special Provisions.

Steel shafting shall conform to the requirements of AASHTO M 169, Grade Designation
1016 to 1030 inclusive, unless otherwise specified.

9-06.12

Bronze Castings

Bronze castings shall conform to the requirements of ASTM B22, Bronze Castings for
Bridges and Turntables.

9-06.13 Vacant

Structural Steel and Related Materials

9-06

9-06.14

Ductile Iron Castings

Ductile iron castings shall conform to the requirements of ASTM A536, Grade 80-55-06,
unless otherwise specified in the Plans or in the Special Provisions.

9-06.15

Welded Shear Connectors

Welded shear studs shall be made from cold drawn bar stock conforming to the
requirements of AASHTO M 169. Grades 1010 through 1020, inclusive, either semi-killed
or killed deoxidation.

The material shall conform to the following mechanical properties:

Tensile Strength

60,000 psi min.

Yield Strength

50,000 psi min.

Elongation

20 percent min.

Reduction of Area

50 percent min.

Mechanical properties shall be determined in accordance with AASHTO T 244.

At the manufacturer’s option, mechanical properties of the studs shall be determined by
testing either the steel after cold finishing, or the full diameter finished studs.

9-06.16

Roadside Sign Structures

All bolts, nuts, washers, cap screws, and coupling bolts shall conform to ASTM F3125
Grade A325 and

Section 9-06.5(3)

, except as noted otherwise. All connecting hardware

shall be galvanized after fabrication in accordance with AASHTO M 232.

Posts for single-post sign structures shall meet the requirements of ASTM A500 Grade B
or ASTM A53 Grade B, Type E or S.

Posts for perforated square steel posts shall meet the requirements of ASTM A653
Grade 50. Perforated square steel posts shall be finished in accordance with ASTM A653
G90 Structural Quality Grade 50 or ASTM A653 G140.

Slip bases (SB1, SB2, and SB3) for perforated square steel posts shall conform to the
following:

Plates

ASTM A572

Casting (SB3)

ASTM A536 Grade 65-45-12 and ASTM A153

Tubing

ASTM A500 Grade B

Angle Iron (SB1)

ASTM A36

Except as noted otherwise, the slip bases (SB1, SB2, and SB3) for perforated square steel
posts shall be hot-dipped galvanized.

The heavy-duty anchor (lower sign post support) used for perforated square steel
posts (ST-4) shall meet the requirements of ASTM A500 Grade B and shall be hot-
dipped galvanized.

Page 9-78

Structural Steel and Related Materials

The bolts for connecting square steel posts to the upper slip plate SB-1, SB-2, or SB-3
shall be corner bolts and conform to ASTM F568 Class 4.6, zinc coated, shoulder flange
bolts and conform to ASTM A29, zinc coated; or commercial bolts stock and conform to
ASTM A307, zinc coated.

The bolts connecting perforated square steel posts to the lower sign post support (ST-2
or ST-4) shall conform to ASTM A307, Grade A and galvanized. The bolts connecting the
lower slip plate (SB-1, SB-2, or SB-3) to the heavy-duty anchor (lower sign post support
ST-4) shall conform to ASTM A307 and galvanized. The bolt stop for ST-2 and ST-4 shall
conform to ASTM A307, Grade A and galvanized.

Wide flange steel or solid square steel posts for multiple-post sign structures shall
conform to either ASTM A36 or ASTM A992. Posts conforming to either ASTM A588
or ASTM A572 Grade 50 may be used as an acceptable alternate to the ASTM A36 and
ASTM A992 posts. All steel not otherwise specified shall conform to either ASTM A36 or
ASTM A992.

Except as noted otherwise, all steel, including posts, base plates, and base stiffeners, shall
be galvanized after fabrication in accordance with AASHTO M 111.

Base connectors for multiple directional steel breakaway posts shall conform to the
following:

Brackets

Aluminum Alloy 6061 T-6

Bosses for Type TPB Brackets

ASTM A582

Anchor Ferrules

Type 304 stainless steel for threaded portion.

AISI 1045 steel rod and AISI 1008 coil for

cage portion

Anchor couplings for multiple directional steel breakaway posts shall conform to AMS
6378D with a tensile breaking strength range as follows:

Type TPA

17,000 to 21,000 lb

Type TPB

47,000 to 57,000 lb

For multi-directional breakaway base connectors, shims shall conform to ASTM A653,
SS Grade 33, Coating Designation G 165.

Structural Steel and Related Materials

9-06

9-06.17

Noise Barrier Wall Access Door

Access door frames shall be formed of 14-gauge steel to the size and dimensions shown
in the Plans. The access door frame head and jamb members shall be mitered, securely
welded, and ground smooth. Each head shall have two anchors and each jamb shall have
three anchors. The hinges shall be reinforced with ¼-inch by 12-inch plate, width equal to
the full inside width of the frame.

Access doors shall be full flush 1-¾-inch thick seamless doors with a polystyrene core.
Door faces shall be constructed with smooth seamless 14-gauge roller-levered, cold-
rolled steel sheet conforming to ASTM A 792 Type SS, Grade 33 minimum, Coating
Designation AZ55 minimum. The vertical edges shall be neat interlocked hemmed edge
seam. The top and bottom of the door shall be enclosed with 14-gauge channels. Mortise
and reinforcement for locks and hinges shall be 10-gauge steel. Welded top cap shall be
ground and filled for exterior applications. The bottom channel shall have weep holes.

Each access door shall have three hinges. Access door hinges shall be ASTM A 276
Type 316 stainless steel, 4-½-inches square, with stainless steel ball bearing and non-
removable pins.

Each access door shall have two pull plates. The pull plates shall be ASTM A 240 Type 316
stainless steel, with a grip handle of one-inch diameter and 8 to 10-inches in length.

The door assembly shall be fabricated and assembled as a complete unit including all
hardware specified prior to shipment.

9-06.18

Metal Bridge Railing

Metal bridge railing shall conform to the type and material Specifications set forth in
the Plans and Special Provisions. Steel used for metal railings, when galvanized after
fabrication in accordance with AASHTO M 111, shall have a controlled silicon content
of either 0.00 to 0.06 percent or 0.15 to 0.25 percent. Mill test certificates verifying the
silicon content of the steel shall be submitted to both the galvanizer and the Engineer
prior to beginning galvanizing operations.

Section 8, part (b) of the Aluminum Association Standard Specifications for Aluminum
Railing Posts Alloy A 344-T4 is hereby revised to provide that no X-ray inspection will be
required after a foundry technique has been established for each mold which will ensure
production of castings which are free from harmful defects. Inspection for approval of
castings will be made by the Engineer after the finished castings have been anodized as
noted in the Plans.

Welding of aluminum shall be in accordance with

Section 9-28.14(3)

Page 9-80

Structural Steel and Related Materials

9-06.19 Vacant
9-06.20 Vacant
9-06.21 Vacant
9-06.22

Bolts, Washers, and Other Hardware

Ordinary machine bolts and flat head bolts shall be made from commercial bolt stock
meeting the Specifications of ASTM A307, and shall be grade A. Drift bolts and dowels
may be either wrought iron or medium steel. Washers may be cast iron or malleable iron
or may be cut from medium steel or wrought iron plate.

All bolts and other hardware which are to be galvanized and which require bending or
shaping shall be hot forged to the required shape before galvanizing. Cold bending of
such material will not be permitted because of the tendency toward embrittlement during
the galvanizing process. Galvanizing shall be in accordance with AASHTO M 232.

Split rings for log cribbing of 4 inches inside diameter shall be manufactured from hot
rolled, low carbon steel conforming to ASTM A711 AISI, Grade 1015. Each ring shall form
a true circle with the principle axis of the cross section of the ring metal parallel to the
geometric axis of the ring. The thickness of the metal section shall be 0.195 inch plus or
minus 0.010 inch and the section shall be beveled from the central portion toward the
edges to a thickness of 0.145 inch plus or minus 0.010 inch. It shall be cut through in
one place in its circumference to form a tongue and slot. Split ring connectors shall be
galvanized in accordance with AASHTO M 232.

Spike-grid timber connectors shall be manufactured according to ASTM A47 for malleable
iron castings. They shall consist of four rows of opposing spikes forming a 4⅛-inch
square grid with 16 teeth which are held in place by fillets which are diamond shaped in
cross section.

Nails shall be round wire of standard form. Spikes shall be wire spikes or boat spikes, as
specified in the Plans. Bolts, dowels, washers, and other hardware, including nails, shall
be black or galvanized as specified in the Plans, but if not so specified shall be galvanized
when used in treated timber structures.

Reinforcing Steel

9-07

Reinforcing Steel

9-07.1 General

9-07.1(1) Acceptance by Manufacturer’s Certification

Reinforcing steel may be accepted by the Engineer based on the Manufacturer’s
Certificate of Compliance.

9-07.1(1)A

Acceptance of Materials

Reinforcing steel rebar manufacturers shall comply with the National Transportation
Product Evaluation Program (NTPEP) Work Plan for Reinforcing Steel (rebar)
Manufacturers. Reinforcing steel rebar manufacturers shall participate in the NTPEP Audit
Program for Reinforcing Steel (rebar) Manufacturers and be listed on the NTPEP audit
program website displaying that they are NTPEP compliant.

Steel reinforcing bar manufacturers use either English or a Metric size designation while
stamping rebar. The actual size of the bar, whether stamped with an English or a Metric
size designation is acceptable. The Contract Plans and the

Standard Plans

will continue to

use an English size designation. The table below shows the comparable reinforcing steel
bar size designations in the both units of measure:

English Designation

Bar Diameter

Metric Designation

(0.375 inches)

#10

(0.500 inches)

#13

(0.625 inches)

#16

(0.750 inches)

#19

(0.875 inches)

#22

(1.000 inches)

#25

(1.128 inches)

#29

#10

(1.270 inches)

#32

#11

(1.410 inches)

#36

#14

(1.690 inches)

#43

#18

(2.260 inches)

#57

Page 9-82

Reinforcing Steel

9-07.1(2) Bending

Steel reinforcing bars shall be cut and bent cold to the shapes shown on the Plans.
Fabrication tolerances shall be in accordance with ACI 315. The dimensions shown in the
Plans are out-to-out unless shown otherwise. Hooks and bends of steel reinforcing bars
shall be bent to the following inside diameters unless shown otherwise in the Plans:

Bar Size

Stirrups and Ties (in)

All Other Bars

No. 3

1½

6 bar diameters

No. 4

6 bar diameters

No. 5

2½

6 bar diameters

No. 6

4½

6 bar diameters

No. 7

5¼

6 bar diameters

No. 8

6 bar diameters

No. 9 through No. 11

8 bar diameters

No. 14 through No. 18

10 bar diameters

The supplementary requirements of AASHTO M31 for bend tests shall apply to size No.
14 and No. 18 steel reinforcing bars which have hooks or bends.

Hooked ends of steel reinforcing bars shall be standard hooks unless shown otherwise
in the Plans. Standard hooks shall consist of a 90-, 135-, or 180-degree bend as shown
in the Plans plus a minimum bar extension at the free end of the bar shown in the table
below. Seismic hooks shall consist of a 135-degree bend plus a minimum bar extension at
the free end of the bar shown in the table below.

Minimum Bar Extensions for Standard and Seismic Hooks

Bar Size

180º Hook

135º Hook

90º Hook

All Bars

Seismic Hook All Other Bars

Stirrups

and Ties

All Other Bars

No. 3

2 ½″

3″

2¼″

4½″

No. 4

2 ½″

3″

6″

No. 5

2 ½″

3¾″

7½″

No. 6

3″

4½″

9″

No. 7

3½″

5¼″

10½″

No. 8

4″

6″

12″

No. 9

4¾″

13¾″

No. 10

5¼″

15¼″

No. 11

5¾″

17″

No. 14

7″

20½″

No. 18

9¼″

27¼″

Reinforcing Steel

9-07

9-07.1(3) Lengths

Net length is the length of bar along the bar centerline from end to end. Net lengths of
bent bars shown in the “LENGTH” column of the bar list in the Plans are rounded to the
nearest inch.

9-07.1(4) Vacant

9-07.2

Deformed Steel Bars

Deformed steel bars for concrete reinforcement shall conform to either AASHTO
M31 Grade 60 or ASTM A706 Grade 60, except as otherwise noted in this section or
as shown in the Plans. Steel reinforcing bars for the cast-in-place components of bridge
structures (excluding sidewalks and barriers but including shafts and concrete piles), and
for precast substructure components of bridge structures, shall conform to ASTM A706
Grade 60 only.

Deformed steel bars are referred to in the Plans and Specifications by number: for
example, No. 3, No. 4, No. 5, etc.

9-07.2(1) Headed Steel Reinforcing Bar

Headed steel reinforcing bars shall conform to

Section 9-07.2

and ASTM A970, including

Annex A1 requirements for Class HA head dimensions. Headed steel reinforcing bars shall
be cold-swaged headed bars, forged headed bars or threaded headed bars.

9-07.3

Epoxy-Coated Steel Reinforcing Bars

Epoxy-coated rebar shall be coated according to ASTM A775 with the additional
following modifications:
1. The list of steel reinforcing bars acceptable for coating shall include ASTM A706.
2. The Contractor shall furnish a written certification that properly identifies the

material, the number of each batch of coating material used, quantity represented,
date of manufacture, name and address of manufacturer, and a statement that the
supplied coating material meets the requirements of ASTM A775.

3. Prior to coating the bars, the Contractor shall submit to the Engineer for review, the

coating material manufacturer’s recommendation on the proper use and application
requirements of the coating material. For Pre-approved Epoxy Coating Facilities, this
information will be available to the Fabrication Inspector upon request.

4. A certification stating that all bars have been coated in accordance with the

coating material manufacturer’s recommendations and these Specifications shall
be furnished with each shipment. This certification shall include for each bar size
the preheat temperatures, cure times, thickness checks, holidays detected, and test
results. Two copies of these certifications shall be furnished to the Engineer.

Page 9-84

Reinforcing Steel

5. The Contractor shall give advance notice to the Engineer of the coating schedule

in the coating plant so that Contracting Agency inspection may be provided. The
Engineer may inspect the coated bars at the coating plant for approval.

6. The patching material, compatible with the coating material and inert in concrete,

shall be supplied with each shipment.

7. For projects where epoxy-coated steel reinforcing bars are used in the top mat of

bridge decks only, the maximum amount of damage to the coating shall not exceed
0.25 percent of the surface area of each bar.

8. The thickness of epoxy coating shall be 10 mils plus or minus 2 mils.
9. Samples, when required, shall be shipped to the Washington State Department

of Transportation, Materials Laboratory, 1655 South 2nd Avenue, Tumwater,
WA 98504.

9-07.4

Plain Steel Bars

Where plain steel bars are specified, they shall conform to the chemical and physical
properties of AASHTO M31, Grade 60, unless specifically noted otherwise. Plain steel
bars are indicated in the Plans and Specifications by fractions of an inch; for example,
⅜ inch Ø, ½ inch Ø, ⅝ inch Ø, etc.

9-07.5

Dowel Bars (for Cement Concrete Pavement)

9-07.5(1) Dowel Bars for Cement Concrete Pavement Rehabilitation

Dowel bars for Cement Concrete Pavement Rehabilitation shall be 1½ inch outside
diameter plain round steel bars or tubular bars 18 inches in length and meet the
requirements of one of the following: dowel bar types:
1. Epoxy-coated dowel bars shall be round plain steel bars of the dimensions shown in

the Standard Plans. They shall conform to AASHTO M31, Grade 60 or ASTM A615,
Grade 60 and shall be coated in accordance with ASTM A1078 Type 2 coating,
except that the bars may be cut to length after being coated. Cut ends shall be
coated in accordance with ASTM A1078 with a patching material that is compatible
with the coating, inert in concrete and recommended by the coating manufacturer.
The thickness of the epoxy coating shall be 10 mils plus or minus 2 mils. The
Contractor shall furnish a written certification that properly identifies the coating
material, the number of each batch of coating material used, quantity represented,
date of manufacture, name and address of manufacturer, and a statement that the
supplied coating material meets the requirements of ASTM A1078 Type 2 coating.
Patching material, compatible with the coating material and inert in concrete and
recommended by the manufacturer shall be supplied with each shipment for field
repairs by the Contractor.

Standard Specifications for Road, Bridge, and Municipal Construction 2020 (M 41-10) - page 50