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

Shafts 6-19

6-19.3(7)D

Requirements for Placing Concrete Underwater

When placing concrete underwater, including when water in a shaft excavation exceeds
3 inches in depth, the Contractor shall place the concrete by pressure feed using a
concrete pump, with a watertight tube having a minimum diameter of 4 inches. The
discharge end of the tube on the concrete pump shall include a device to seal out water
while the tube is first filled with concrete. Alternatively, the Contractor may use a plug
that is inserted at the hopper of the concrete pump and travels through the tremie to
keep the concrete separated from the water and slurry. Concrete placement by gravity
feed is not allowed.

Throughout the underwater concrete placement operation, the discharge end of the
tube shall remain submerged in the concrete at least 5 feet and the tube shall always
contain enough concrete to prevent water from entering. The concrete placement shall be
continuous until the work is completed, resulting in a seamless, uniform shaft.

6-19.3(7)E

Testing and Repair of Shaft Concrete Placed Underwater

If the underwater concrete placement operation is interrupted, the Engineer may require
the Contractor to prove by core drilling or other tests that the shaft contains no voids
or horizontal joints. If testing reveals voids or joints, the Contractor shall repair them or
replace the shaft at no expense to the Contracting Agency. Responsibility for coring costs,
and calculation of time extension, shall be in accordance with

Section 6-19.3(9)H

6-19.3(7)F

Cleaning and Removal of Previously Placed Shaft Concrete

Before placing any fresh concrete against concrete deposited in water or slurry, the
Contractor shall remove all scum, laitance, loose gravel, and sediment on the upper
surface of the concrete deposited in water or slurry and chip off any high spots on the
upper surface of the existing concrete that would prevent the steel reinforcing bar cage
from being placed in the position required by the Plans.

Prior to performing any of the crosshole sonic log testing operations specified in

Section

6-19.3(9)

, the Contractor shall remove the concrete at the top of the shaft down to

sound concrete.

6-19.3(7)G

Protection of Fresh and Curing Concrete From Vibration

The Contractor’s construction operation in the vicinity of a shaft excavation with freshly
placed concrete and curing concrete shall conform to

Section 6-02.3(6)D

6-19.3(7)H

Uniform Yield Form

Except for shafts where the shaft concrete is placed in the dry, the Contractor shall
complete a uniform yield form, consistent with the sample form submitted to the Engineer
as part of the shaft installation narrative as specified in

Section 6-19.3(2)B

, item 6, for

each shaft and shall submit the completed form to the Engineer within 24 hours of
completing the concrete placement in the shaft.

Page 6-352

6-19.3(7)I

Requirements for Placing Concrete Above the Top of Shaft

Concrete shall not be placed above the top of shaft (for column splice zones, columns,
footings, or shaft caps) until the Contractor receives the Engineer’s acceptance of
nondestructive QA testing, if performed at that shaft, and acceptance of the shaft.

6-19.3(8) Casing Removal

6-19.3(8)A

Concrete Head Requirements During Temporary Casing Removal

As the temporary casing is withdrawn, the Contractor shall maintain the concrete and
slurry inside the casing at a level sufficient to balance the hydrostatic pressure outside
the casing.

6-19.3(8)B

Removing Portions of Permanent Casing Above the Top of Shaft

Tops of permanent casings for the shafts shall be removed to the top of the shaft or
finished groundline, whichever is lower, unless directed otherwise by the Engineer. For
those shafts constructed within a permanent body of water, tops of permanent casings
for shafts shall be removed to the low water elevation, unless directed otherwise by the
Engineer.

6-19.3(8)C

Requirements for Leaving Temporary Casing in Place

The Contractor shall completely remove all temporary casings, except as noted. The
Contractor may leave some or all of the temporary casing in place provided all the
following conditions are satisfied:
1. The Contractor shall submit a Type 2E Working Drawing of the following

information:
a. The Contractor shall completely describe the portion of the temporary casing to

remain.

b. The Contractor shall specify the reason(s) for leaving the portion of the

temporary casing in place.

c. The Contractor shall submit structural calculations, using the design

specifications and design criteria specified in the General Notes of the structure
Plans, indicating that leaving the temporary casing in place is compatible with
the structure as designed in the Plans.

6-19.3(9) Nondestructive QA Testing of Shafts

The Contractor shall provide nondestructive QA testing and analysis on all shafts with
access tubes or thermal wires and TAPs facilitating the testing (See

Section 6-19.3(1)B

The testing and analysis shall be performed by the testing organizations identified by the
Contractor’s submittal in accordance with

Section 6-19.3(2)D

Shafts 6-19

The Engineer may direct that additional testing be performed at a shaft if anomalies or
a soft bottom are detected by the Contractor’s testing. If additional testing at a shaft
confirms the presence of a defect(s) in the shaft, the testing costs and the delay costs
resulting from the additional testing shall be borne by the Contractor in accordance
with

Section 1-05.6

. If the additional testing indicates that the shaft has no defect, the

testing costs and the delay costs resulting from the additional testing will be paid by the
Contracting Agency in accordance with

Section 1-05.6

, and, if the shaft construction is on

the critical path of the Contractor’s schedule, a time extension equal to the delay created
by the additional testing will be granted in accordance with

Section 1-08.8

6-19.3(9)A

TIP Testing Using Thermal Probes or CSL Testing

If selected as the nondestructive QA testing method by the Contractor, TIP testing
using thermal probes, or CSL testing shall be performed after the shaft concrete has
cured at least 96 hours. Additional curing time prior to testing may be required if the
shaft concrete contains admixtures, such as set retarding admixture or water-reducing
admixture, added in accordance with

Section 6-02.3(3)

. The additional curing time

prior to testing required under these circumstances shall not be grounds for additional
compensation or extension of time to the Contractor in accordance with

Section 1-08.8

6-19.3(9)B

Inspection of Access Tubes

After placing the shaft concrete and before beginning the crosshole sonic log testing
of a shaft, the Contractor shall inspect the access tubes. Each access tube that the test
probe cannot pass through shall be replaced, at the Contractor’s expense, with a 2-inch
diameter hole cored through the concrete for the entire length of the shaft. Unless
directed otherwise by the Engineer, cored holes shall be located approximately 6 inches
inside the reinforcement and shall not damage the shaft reinforcement. Descriptions
of inclusions and voids in cored holes shall be logged and a copy of the log shall be
submitted to the Engineer. Findings from cored holes shall be preserved, identified as to
location, and made available for inspection by the Engineer.

6-19.3(9)C

TIP Testing With Thermal Wires and TAPs

If selected as the nondestructive QA testing method by the Contractor, TIP testing with
thermal wires and TAPs (See

Section 6-19.3(6)E

) shall be performed. The TIP testing shall

commence at the beginning of the concrete placement operation, recording temperature
readings at 15-minute intervals until the peak temperature is captured in the data.
Additional curing time may be required if the shaft concrete contains admixtures, such as
set retarding admixture or water-reducing admixture, added in accordance with

Section

6-02.3(3)

. The additional curing time required under these circumstances shall not be

grounds for additional compensation or extension of time to the Contractor in accordance
with

Section 1-08.8

TIP testing shall be conducted at all shafts in which thermal wires and TAPs have been
installed for thermal wire analysis (

Section 6-19.3(6)A

Page 6-354

6-19.3(9)D

Nondestructive QA Testing Results Submittal

The Contractor shall submit the results and analysis of the nondestructive QA testing for
each shaft tested. The Contractor shall submit the test results within three working days
of testing. Results shall be a Type 2E Working Drawing presented in a written report.

TIP reports shall include:
1. A map or plot of the wire/tube location within the shaft and their position relative to

a known and identifiable location, such as North.

2. Graphical displays of temperature measurements versus depth of each wire or

tube for the analysis time selected, overall average temperature with depth, shaft
radius or diameter with depth, concrete cover versus cage position with depth, and
effective radius.

3. The report shall identify unusual temperatures, particularly significantly cooler local

deviations from the overall average.

4. The report shall identify the location and extent where satisfactory or questionable

concrete is identified.
a. Satisfactory (S) – 0 to 6 percent Effective Radius Reduction and Cover

Criteria Met

b. Questionable (Q) – Effective Local Radius Reduction > 6 percent, Effective Local

Average Diameter Reduction > 4 percent, or Cover Criteria Not Met

5. Variations in temperature between wire/tubes (at each depth) which in turn

correspond to variations in cage alignment.

6. Where shaft specific construction information is available (e.g. elevations of the top

of shaft, bottom of casing, bottom of shaft, etc.), these values shall be noted on all
pertinent graphical displays.

CSL reports shall include:
1. A map or plot of the tube location within the shaft and their position relative to a

known and identifiable location, such as North.

2. Graphical displays of CSL Energy versus Depth and CSL signal arrival time versus

depth or velocity versus depth.

3. The report shall identify the location and extent where good, questionable, and poor

concrete is identified, where no signal was received, or where water is present.
a. Good (G) – No signal distortion and decrease in signal velocity of 10 percent or

less is indicative of good quality concrete.

b. Questionable (Q) – Minor signal distortion and a lower signal amplitude with a

decrease in signal velocity between 10 percent and 20 percent.

c. Poor (P) – Severe signal distortion and much lower signal amplitude with a

decrease in signal velocity of 20 percent or more.

d. No Signal (NS) – No signal was received.
e. Water (W) – A measured signal velocity of nominally V = 4,800 to 5,000 fps.

Shafts 6-19

All QA test reports will provide a recommendation to accept the shaft as-is,
recommendation for further review by the Engineer, or will provide a plan for further
testing, investigation or repair to address any deficiencies identified by the testing.

6-19.3(9)E Vacant
6-19.3(9)F

Contractor’s Investigation and Remedial Action Plan

For all shafts determined to be unacceptable, the Contractor shall submit a Type 2
Working Drawing consisting of a plan for further investigation or remedial action. All
modifications to the dimensions of the shafts, as shown in the Plans, required by the
investigation and remedial action plan shall be supported by calculations and working
drawings. All investigation and remedial correction procedures and designs shall
be submitted.

6-19.3(9)G

Rejection of Shafts and Revisions to Concrete Placement

Operations

If the Engineer determines that the concrete placed under slurry for a given shaft is
structurally inadequate, that shaft will be rejected. The placement of concrete under
slurry shall be suspended until the Contractor submits to the Engineer written changes
to the methods of shaft construction needed to prevent future structurally inadequate
shafts, and receives the Engineer’s written approval of the submittal.

6-19.3(9)H

Cored Holes

At the Engineer’s request, the Contractor shall drill a corehole in any questionable quality
shaft (as determined from crosshole sonic log testing and analysis or by observation of the
Engineer) to explore the shaft condition.

Prior to beginning coring, the Contractor shall submit Type 2 Working Drawings consisting
of the method and equipment used to drill and remove cores from shaft concrete. The
coring method and equipment shall provide for complete core recovery and shall minimize
abrasion and erosion of the core.

If a defect is confirmed, the Contractor shall pay for all coring costs in accordance with

Section 1-05.6

. If no defect is encountered, the Contracting Agency will pay for all

coring costs in accordance with

Section 1-05.6

, and, if the shaft construction is on the

critical path of the Contractor’s schedule, compensation for the delay will be granted by
an appropriate time extension in accordance with

Section 1-08.8

. Materials and Work

necessary, including engineering analysis and redesign, to effect corrections for shaft
defects shall be furnished to the Engineer’s satisfaction at no additional cost to the
Contracting Agency.

Page 6-356

6-19.3(9)I

Requirements for Access Tubes and Cored Holes After CSL

Testing

All access tubes and cored holes shall be dewatered and filled with grout conforming
to

Section 9-36.5

after tests are completed. The access tubes and cored holes shall be

filled using grout tubes that extend to the bottom of the tube or hole or into the grout
already placed.

6-19.3(10) Engineer’s Final Acceptance of Shafts

The Engineer will determine final acceptance of each shaft, based on the nondestructive
QA test results and analysis for the tested shafts, and will provide a response to the
Contractor within 3 working days after receiving the test results and analysis submittal.

6-19.4 Measurement

Constructing shafts will be measured by the linear foot. The linear foot measurement will
be calculated using the top of shaft elevation and the bottom of shaft elevation for each
shaft as shown in the Plans.

Rock excavation for shaft, including haul, will be measured by the linear foot of shaft
excavated. The linear feet measurement will be computed using the top of the rock line,
defined as the highest bedrock point within the shaft diameter, and the bottom elevation
shown in the Plans.

QA shaft test will be measured once per shaft tested.

6-19.5 Payment

Payment will be made for the following Bid items when they are included in the Proposal:

“Constructing___Diam. Shaft”, per linear foot.
The unit Contract price per linear foot for “Constructing___Diam. Shaft” shall be full
pay for performing the Work as specified, including:
1. Soil excavation for shaft, including all costs in connection with furnishing,

mixing, placing, maintaining, containing, collecting, and disposing of all mineral,
synthetic and water slurry, and disposing of groundwater collected by the
excavated shaft.

2. Furnishing and placing temporary shaft casing, including temporary casing in

addition to the required casing specified in the Special Provisions, and including
all costs in connection with completely removing the casing after completing
shaft construction.

3. Furnishing permanent casing for shaft.
4. Placing permanent casing for shaft.

Shafts 6-19

5. Casing shoring, including all costs in connection with furnishing and installing

casing shoring above the specified upper limit for casing shoring but necessary
to provide for sufficient water head pressure to resist artesian water pressure
present in the shaft excavation, removing casing shoring, and placing seals
when required.

6. Furnishing and placing steel reinforcing bar and epoxy-coated steel reinforcing

bar, including furnishing and installing steel reinforcing bar centralizers.

7. Installation of CSL tubes or thermal wires.
8. Furnishing, placing and curing concrete to the top of shaft or to the

construction joint at the base of the shaft-column splice zone as applicable.

Payment for “Constructing___Diam. Shaft” will be made upon Engineer acceptance of
the shaft, including completion of satisfactory QA shaft tests as applicable.
“Rock Excavation For Shaft Including Haul”, per linear foot.
When rock excavation is encountered, payment for rock excavation is in addition to
the unit Contract price per linear foot for “Constructing___Diam. Shaft”
“Shoring Or Extra Excavation Cl. A - ___”, lump sum.
The lump sum Contract price for “Shoring Or Extra Excavation Cl. A - ___” shall
be full pay for performing the Work as specified, including all costs in connection
with all excavation outside the limits specified for soil and rock excavation for shaft
including haul, all temporary telescoping casings, and all temporary casings beyond
the limits of required temporary casing specified in the Special Provisions.
“QA Shaft Test”, per each.
The unit Contract price per each for “QA Shaft Test” shall be full pay for performing
the Work as specified, including operating all associated accessories necessary to
record and process data and develop the summary QA test reports.

Section 1-04.6

does not apply to this bid item.
“Removing Shaft Obstructions”, estimated.
Payment for removing, breaking-up, or pushing aside shaft obstructions, as defined
in

Section 6-19.3(3)E

, will be made for the changes in shaft construction methods

necessary to deal with the obstruction. The Contractor and the Engineer shall
evaluate the effort made and reach agreement on the equipment and employees
utilized, and the number of hours involved for each. Once these cost items and their
duration have been agreed upon, the payment amount will be determined using the
rate and markup methods specified in

Section 1-09.6

. For the purpose of providing a

common proposal for all Bidders, the Contracting Agency has entered an amount for
the item “Removing Shaft Obstructions” in the Bid Proposal to become a part of the
total Bid by the Contractor.
If drilled shaft tools, cutting teeth, casing or Kelly bar is damaged as a result of the
obstruction removal work, the Contractor will be compensated for the costs to repair
this equipment in accordance with

Section 1-09.6

Division 7

Drainage Structures, Storm Sewers,

Sanitary Sewers, Water Mains, and Conduits

7-01 Drains

7-01.1 Description

This Work consists of constructing drain pipe and underdrain pipe in accordance with the
Plans, these Specifications and

Standard Plans

, at the locations staked.

7-01.2 Materials

Materials shall meet the requirements of the following sections:

Gravel Backfill for Drains

9-03.12(4)

Concrete Drain Pipe

9-05.1(1)

Zinc Coated (Galvanized) or Aluminum Coated
(Aluminized) Corrugated Iron or Steel Drain Pipe

9-05.1(2)

Corrugated Aluminum Alloy Drain Pipe

9-05.1(3)

Polyvinyl Chloride (PVC) Drain Pipe, Couplings and Fittings

9-05.1(5)

Corrugated Polyethylene (PE) Drain Pipe, Couplings and
Fittings (up to 10 inch)

9-05.1(6)

Corrugated Polyethylene (PE) Drain Pipe, Couplings and
Fittings (12 through 60 inch)

9-05.1(7)

Perforated Concrete Underdrain Pipe

9-05.2(2)

Zinc Coated (Galvanized) or Aluminum Coated (Aluminized)
Corrugated Iron or Steel Underdrain Pipe

9-05.2(4)

Perforated Corrugated Aluminum Alloy Underdrain Pipe

9-05.2(5)

Perforated Polyvinyl Chloride (PVC) Underdrain Pipe,
8-inch diameter maximum

9-05.2(6)

Perforated Corrugated Polyethylene (PE) Underdrain Pipe
(up to 10 inch)

9-05.2(7)

Perforated Corrugated Polyethylene (PE) Underdrain Pipe
(12 through 60 inch)

9-05.2(8)

Drain pipes may be concrete, zinc coated (galvanized) corrugated iron, aluminum coated
(aluminized) corrugated iron, zinc coated (galvanized) steel, aluminum coated (aluminized)
steel, corrugated aluminum alloy, polyvinyl chloride (PVC), or corrugated polyethylene
(PE) at the option of the Contractor unless the Plans specify the type to be used.

Underdrain pipe, other than AASHTO M36 Type III Class IV, shall be perforated. They may
be concrete, bituminized fiber, zinc coated (galvanized) corrugated iron, aluminum coated
(aluminized) corrugated iron, zinc coated (galvanized) steel, aluminum coated (aluminized)
steel, corrugated aluminum alloy, polyvinyl chloride (PVC), or corrugated polyethylene
(PE) at the option of the Contractor unless the Plans specify the type to be used.

It is not necessary that all drain or underdrain pipes on any one project be of the same
kind of material; however, all contiguous pipe shall be of the same kind.

Page 7-2

7-01.3

Construction Requirements

A trench of the dimensions shown in the Plans or as specified by the Engineer shall be
excavated to the grade and line given by the Engineer.

7-01.3(1) Drain Pipe

Drain pipe shall be laid in conformity with the line and grades as shown in the Plans. The
drain pipe shall be laid with soiltight joints unless otherwise specified. Concrete drain
pipe shall be laid with the bell or larger end upstream. PVC drain pipe shall be jointed with
a bell and spigot joint using a flexible elastomeric seal as described in

Section 9-04.8

The bell shall be laid upstream. PE drain pipe shall be jointed with snap-on, screw-on,
bell and spigot, or wraparound coupling bands as recommended by the manufacturer
of the tubing.

7-01.3(2) Underdrain Pipe

When underdrain pipe is being installed as a means of intercepting ground or surface
water, the trench shall be fine-graded in the existing soil 3 inches below the grade of the
pipe as shown in the Plans. Gravel backfill shall be used under the pipe. Gravel backfill
shall be placed to the depth shown in the Plans or as designated by the Engineer. All
backfill shall be placed in 12-inch maximum layers and be thoroughly compacted with
three passes of a vibratory compactor for each layer. The Contractor shall use care in
placing the gravel backfill material to prevent its contamination.

Class 2 perforations shall be used unless otherwise specified. When Class 1 perforations
are specified the perforated pipe shall be laid with the perforations down. Upon final
acceptance of the Work, all drain pipes shall be open, clean, and free draining. Perforated
pipe does not require a watertight joint. PVC underdrain pipe shall be jointed using
either the flexible elastomeric seal as described in

Section 9-04.8

or solvent cement as

described in

Section 9-04.9

, at the option of the Contractor unless otherwise specified

in the Plans. The bell shall be laid upstream. PE drainage tubing underdrain pipe shall
be jointed with snap-on, screw-on, bell and spigot, or wraparound coupling bands, as
recommended by the manufacturer of the tubing.

7-01.4 Measurement

The length of drain or underdrain pipe will be the number of linear feet of completed
installation measured along the invert. Pipe placed in excess of the length designated by
the Engineer will not be measured or paid for.

Excavation of the trench will be measured as Structure excavation Class B or Structure
excavation Class B including haul by the cubic yard as specified in

Section 2-09.

Gravel backfill for drains will be measured by the volume placed within the neatline limits
of Structure excavation Class B.

Page 7-4

7-02 Culverts

7-02.1 Description

This Work consists of constructing culverts of the various types and classes in accordance
with the Plans, these Specifications, and the

Standard Plans

, at the locations staked.

Culverts may be used for transverse drains under the Roadway or as conduits for water
pipe or other utilities passing under the Roadway.

7-02.2 Materials

Materials shall meet the requirements of the following sections:
Cement

9-01

Aggregates for Concrete

9-03.1

Gravel Backfill for Pipe Zone Bedding

9-03.12(3)

Butyl Rubber Sealant

9-04.11

External Sealing Band

9-04.12

Plain Concrete Culvert Pipe

9-05.3(1)

Reinforced Concrete Culvert Pipe

9-05.3(2)

Beveled Concrete End Sections

9-05.3(3)

Steel Culvert Pipe and Pipe Arch

9-05.4

Steel Nestable Pipe and Pipe Arch

9-05.4(8)

Steel End Sections

9-05.4(9)

Aluminum Culvert Pipe

9-05.5

Aluminum End Sections

9-05.5(6)

Solid Wall PVC Culvert Pipe

9-05.12(1)

Profile Wall PVC Culvert Pipe

9-05.12(2)

Corrugated Polyethylene Culvert Pipe

9-05.19

Steel Rib Reinforced Polyethylene Culvert Pipe

9-05.21

High-Density Polyethylene (HDPE) Pipe

9-05.23

Polypropylene Culvert Pipe

9-05.24

Steel Reinforcing Bar

9-07.2

Epoxy-Coated Steel Reinforcing Bar

9-07.3

Welded Wire Reinforcement

Deformed Wire

Cold Drawn Wire

Grout

Mortar

Concrete Curing Materials and Admixtures

9-23

Culverts 7-02

Where steel or aluminum are referred to in this section in regard to a kind of culvert pipe,
pipe arch, or end sections, it shall be understood that steel is zinc coated (galvanized)
or aluminum coated (aluminized) corrugated iron or steel, and aluminum is corrugated
aluminum alloy as specified in Sections

9-05.4

and

9-05.5

Thermoplastic culvert pipe includes solid wall PVC culvert pipe, profile wall PVC culvert
pipe, corrugated polyethylene culvert pipe, and polypropylene culvert pipe.

It is not necessary that all culvert pipe on any one project be of the same kind of material.
However, all contiguous pipe shall be of the same size, material, thickness, class, and
treatment and shall be that required for the maximum height of cover.

Measurement for payment of the Bid items associated with the drainage installation will
be based on the diameter of the culvert pipe described by the Bid item in the Proposal.

When schedule A, B, C, or D culvert pipe is specified in the Plans, the Contractor shall
provide the specified schedule and diameter but has the option of furnishing any of the
acceptable materials shown in the Culvert Pipe Schedules Table.

The use of tongue and groove concrete pipe shall only be allowed under side road
connections. All tongue and groove pipe shall be joined with cement mortar.

Culvert Pipe Schedules

Schedule

(Fill Height)

Diameter

in inches

Concrete

Steel 2⅔″ × ½″

Aluminum

2⅔″ × ½″

Thermoplastic

, PVC

, or PP

2′ - 15′

12, 18, 24

Plain or CI. IV .064″ (16 Ga.) .060″ (16 Ga.)

PE, PVC, or PP

30, 36

Class III

.064″ (16 Ga.) .075″ (14 Ga.)

PE, PVC, or PP

42, 48

Class III

.064″ (16 Ga.) .105″ (12 Ga.)

PE, PVC, or PP

15′ - 25′

12, 18, 24

Class V

.064″ (16 Ga.) .060″ (16 Ga.)

PE, PVC, or PP

30, 36

Class V

.064″ (16 Ga.) .075″ (14 Ga.)

PE, PVC, or PP

42, 48

Class V

.064″ (16 Ga.) .105″ (12 Ga.)

PE, PVC, or PP

25′ - 40′

12, 18, 24

None

.064″ (16 Ga.) .060″ (16 Ga.)

None

30, 36

None

.064″ (16 Ga.) .075″ (14 Ga.)

None

42, 48

None

.064″ (16 Ga.) .105″ (12 Ga.)

None

40′ - 60′

12, 18

None

.064″ (16 Ga.) .060″ (16 Ga.)

None

.064″ (16 Ga.) .075″ (14 Ga.)

None

30, 36

None

.064″ (16 Ga.) .105″ (12 Ga.)

None

42, 48

None

.079″ (14 Ga.) .135″ (10 Ga.)

None

Corrugated polyethylene pipe.

Polyvinyl chloride pipe. Solid wall or profile wall for diameters through 27 inches Profile wall for diameters

larger than 27 inches.

Polypropylene pipe, 12 inch to 30 inch diameters approved for Schedule A and Schedule B, and 36 inch to

60 inch diameters approved for Schedule A only.

Page 7-6

7-02.3

Construction Requirements

Culverts shall be constructed in accordance with

Section 7-08.3

7-02.3(1) Placing Culvert Pipe – General

A dike or plug of impervious material shall be placed near the intake end of the culvert to
prevent piping. The dike shall be 2 feet long and adequately surround the pipe to form
an impervious barrier. When suitable impervious materials are not available at the site,
suitable backfill shall be obtained as provided in

Section 2-09.3(1)E

The ends of the pipe or pipe arch shall be rigidly supported to prevent movement before
and during the construction of end walls or headers.

Culverts shall not be left extending beyond the staked limits unless approved by the
Engineer.

All thermoplastic pipe shall be beveled to match the embankment or ditch slope but shall
not be beveled flatter than 4:1. The minimum length of each section of pipe that is to be
beveled shall be at least six times the diameter of the pipe when measured from the toe
of the bevel to the joint.

7-02.3(2) Installation of Metal End Sections

Metal end sections shall be installed in accordance with the requirements of the

Standard

Plans

, the Plans, and applicable portions of these Specifications.

When flared metal end sections are installed on concrete pipe, Design B end sections will
be used on the inlet end only. Design C end sections will be used on the outlet ends only
according to the following schedule:

Concrete Pipe Nominal

Dia. in inches

End Section Nominal

Dia. in inches

Culverts 7-02

7-02.3(3) Headwalls

If headwalls are specified in the Plans, they shall be constructed as soon as the
embankment has been completed to a sufficient height over the Structure to allow the
required Work. Headwalls shall be constructed in accordance with applicable portions of

Section 6-02

7-02.3(4) Removing and Relaying Culverts

Where shown in the Plans or where designated by the Engineer, existing culverts shall
be removed and relaid in accordance with these Specifications. Any culvert damaged
by the Contractor’s operations shall be replaced by the Contractor at no expense to the
Contracting Agency. In the case of concrete pipe, all joints of the pipe before being relaid
shall be cleaned so as to be free from all adhering material, including old mortar placed as
a collar or seal in the original construction.

All culvert sections removed and not relaid shall become the property of the Contractor.

7-02.3(5) Safety Bars for Culvert Pipe

When shown in the Plans, safety bars for culvert pipe shall be constructed in accordance
with the

Standard Plans

and shall meet the requirements of

Section 9-05.18

7-02.3(6) Precast Reinf. Conc. Three Sided Structures, Box Culverts and

Split Box Culverts

The Contractor shall design, fabricate, and erect precast reinforced concrete three sided
structures (PRCTSS), precast reinforced concrete box culverts (PRCBC), and precast
reinforced concrete split box culverts (PRCSBC) in accordance with these specifications
and the details shown in the Plans, including associated footings, slab bases, wingwalls,
cutoff walls, and headwalls.

When the Plans include a complete set of design details for a Structure (defining panel
shapes and dimensions, concrete strength requirements, and steel reinforcing bar, joint,
and connection details), the design and load rating preparation and calculation submittal
requirements of Sections

7-02.3(6)A1

and

7-02.3(6)A2

do not apply for the components

shown in the Plans, but all other requirements of this section remain in effect. The
Contractor may propose alternate concrete culvert designs, accommodating the same
rise, span, and length as shown in the Plans, to replace the Structure details shown in the
Plans. If an alternate concrete culvert design is proposed, all of the requirements of this
section, including design and load rating preparation and calculation submittal, apply.

Page 7-8

7-02.3(6)A General

Except as otherwise noted by these specifications, the precast Structures (PRCTSS,
PRCBC and PRCSBC) shall conform to all requirements of

Section 6-02.3(28)

Tolerances for PRCTSS shall be as follows:
1. Internal Dimensions – The internal dimension shall not vary more than 1 percent or

2 inches, whichever is less, from the Plan dimensions. The haunch dimensions shall
not vary more than ¾ inch from the Plan dimensions.

2. Slab and Wall Thickness – The slab and wall thickness shall not be less than that

shown in the Plans by more than 5 percent or ½ inch, whichever is greater. A
thickness more than that required in the Plans will not be a cause for rejection if
proper joining is not affected.

3. Length of Opposite Surfaces – Variations in lengths of two opposite surfaces of the

three-sided section shall not be more than ¾ inch unless beveled sections are being
used to accommodate a curve in the alignment.

4. Reinforcing steel placement shall meet the tolerances specified in

Section 6-02.3(24)C

Tolerances for PRCBC and PRCSBC shall be as follows:
1. Internal Dimensions – The internal dimensions shall not vary more than 1 percent

from the Plan dimensions. If haunches are used, the haunch dimensions shall not
vary more than ¼ inch from the Plan dimensions.

2. Slab and Wall Thickness – The slab and wall thickness shall not be less than that

shown in the Plans by more than 5 percent or 3/16 inch, whichever is greater. A
thickness more than that required in the Plans will not be a cause for rejection.

3. Length of Opposite Box Segments – Variations in lengths of two opposite surfaces

of the box segments shall not be more than ⅛ inch per foot of internal span, with
a maximum of ⅝ inch for all sizes through 7 feet internal span, and a maximum of
¾ inch for internal spans greater than 7 feet, except where beveled sections are
being used to accommodate a curve in the alignment.

4. Length of Box Segments – The underrun in length of a segment shall not be more

than ⅛ inch per foot of length with a maximum of ½ inch in any box segment.

5. Length of Legs and Slabs – The variation in length of the legs shall not be more

than ⅛ inch per foot of the rise of the leg per leg with a maximum of ⅝ inches. The
differential length between opposing legs of the same segment shall not be more
than ½ inch. Length of independent top slab spans shall not vary by more than ⅛ inch
per foot of span of the top slab, with a maximum of ⅝ inches.

6. Reinforcing steel placement shall meet the tolerances specified in

Section 6-02.3(24)C

Standard Specifications for Road, Bridge, and Municipal Construction 2020 (M 41-10) - page 73