ITEM 515 PRESTRESSED CONCRETE BRIDGE MEMBERS
515.01
Description
515.02
Fabricator Approval Procedure
515.03 Levels of
Fabricator Qualification
515.04 General
515.05
Fabricator Documentation Responsibility
515.06 Shop
Drawings
515.07
Pre-Fabrication Meeting
515.08
Materials
515.09
Materials Approval
515.10 Casting
Beds
515.11 Weather
Conditions During Production
515.12
Equipment
515.13
Inspection Facilities
515.14
Construction Methods
515.15 Concrete
515.16 Release
of Prestressing Strands
515.17
Fabrication tolerances
515.18 Prestressed Member Acceptance and Repair
515.19
Handling, Storage, Transportation, and Erection
515.20
Safety Requirements
515.21 Method
of Measurement
515.22 Basis of
Payment
515.01 Description. This work consists
of preparing shop drawings, furnishing and manufacturing prestressed
concrete bridge members, testing, fabricator performed quality control, documentation,
shop coating, and handling, transporting, storing, and erecting prestressed concrete bridge members. Prepare shop drawings
and erect prestressed concrete bridge members,
according to Item 501 and the additional requirements specified
below. Shop coating shall conform to Item 512.
515.02 Fabricator Approval Procedure. Select
fabricators that are pre-qualified and evaluated by the Office of Materials
Management (OMM) according to Supplement
1079 and listed by the Department before the Contract letting Date.
515.03 Levels of Fabricator Qualification. There are
three levels of fabricator qualification. The Laboratory will classify
each fabricator at the highest level of fabrication it is qualified to perform.
Level |
Description of Capabilities |
1 |
Straight strand prestressed
box beam members |
2 |
Straight strand prestressed
I-beam members |
3 |
Draped strand prestressed
I-beam members |
515.04 General. Produce all members according to
Item 511, except as otherwise specified herein.
515.05 Fabricator Documentation Responsibility. The
fabricator shall keep and maintain records for each project bid line number
concerning:
E. Quality Control Plan (QCP) according to Supplement
1079.
The
fabricator shall provide access to the above records for audit, inspection, and
copying. Provide a copy of the complete records at the completion and
final shipment of the work. The Fabricator shall retain all documentation
for at least 5 years from the date of final shipment from the fabrication shop.
The
fabricator shall document all Quality Control (QC) activities to verify the
fabrication conforms to the specification requirements. QC activities
include material quality checks, dimensional checks, weld inspections, strand
tensioning procedures, release procedures, post-pour inspections, concrete
strengths at release of strand and final strength of concrete before shipment,
cleaning operations, coating applications, final QC inspections, repairs and
all other QC procedures required to provide a prestress
concrete member conforming to the specifications.
Supplement
1079 defines the quality control plan evaluation process and quality
control plan enhancement process
The
Department will perform a quality assurance (QA) evaluation of the fabricator’s
quality control performance using forms in Supplement
1079 and will include both validation of the
fabricator’s actual records of inspection and Department inspection.
515.06 Shop Drawings. Provide shop drawings
conforming to 501.04 and the following
requirements.
Include
all details, dimensions, dimensional tolerances, size
of materials, lifting devices, inserts, reinforcing steel supports, fabricator
incorporated reinforcing, piece mark diagrams for field connection and erection
of any steel and all prestress members, and all other
information necessary for the complete fabrication and erection of the prestressed members. Show all items that will be
incorporated into each prestressed member.
Provide
the detensioning procedure and pattern conforming to 515.16.
515.07 Pre-Fabrication Meeting. At least
3 days after the Department receives shop drawings, conduct a pre-fabrication
meeting at the fabricator’s facilities, or another location agreed to by all
parties.
As
part of the pre-fabrication meeting request, provide an initial fabrication
schedule for the prestressed beam project including:
A. Start date for fabrication of the
project
B. Expected phasing of fabrication, if
any
C. Number of workdays for the project and
length of work day
D. Quality control final inspection date
The
fabricator’s production manager, quality control specialists (QCS) for the
project, the Department’s inspector, and the Contractor, or its designated
representative, shall attend the meeting. The meeting is to review
fabrication issues, including information on shop drawings, previous QC/QA
inspection issues, QC and Quality Assurance inspection hold points, unique and
special fabrication items, and special processes. The QCS will conduct
the meeting and record and distribute meeting minutes that document all issues
discusses. Begin fabrication when all meeting issues have been resolved.
Office
of Material Management may waive the pre-fabrication meeting if accepted by the
Fabricator and the Contractor. If Contractor submitted shop drawings do
not comply with the requirements of 515.06, no
pre-fabrication meeting can be scheduled or waived.
515.08 Materials. Furnish materials conforming to:
Reinforcing
steel........................................................... 509
Concrete...................................................................
515.15
Portland
cement.................................... 701.01
thru 701.09
Aggregate
*............................................................. 703.02
Air-entraining
admixture.......................................... 705.10
Chemical admixtures for
concrete............................ 705.12
Prestressing
steel..................................................... 711.27
Transverse tie
rods................................................... 711.01
*
For fine aggregate, use natural sand for members without a separate wearing
course. Modify coarse aggregate as follows:
Do not allow more than 0.4 percent deleterious materials.
For gradation, use No. 57, 6, 67, 68, 7, 78, or 8 size coarse aggregate.
515.09 Materials Approval. The
fabricator shall control, test, and validate material requirements for all
materials either incorporated into the prestressed
fabricated item or supplied under Item 515 as component
parts to the fabricated items. The fabricator shall provide S
1079 documentation to the inspector at the time of final inspection.
The Department
will not sample materials at the fabricator’s shop for Department approval. The
Department will randomly sample materials to verify the fabricator’s
performance.
515.10 Casting Beds. Use steel or concrete
casting beds set above grade to ensure the beds remain above the accumulation
of water resulting from production and curing operations. Design beds and
abutments capable of safely resisting all forces applied to them without
appreciable movement or deflection. These forces include compression and
eccentric forces due to end-jacking operations, forces at hold down points when
draped strands are used, and downward forces due to the dead weight of the
members.
515.11 Weather Conditions During Production. Make
temperature change adjustments to initial strand tensioning according to PCI Quality
Control Manual 116.
A. Cold Weather. Conform to the requirements of this subsection if
the ambient air temperature is below 50 °F (10 °C). Heat
mixing water, aggregates, or both as necessary to produce concrete temperatures
from 50 to 70 °F (10 to 21 °C) when placed. Do not allow water
heated above 150 °F (66 °C) to directly contact the cement. Do not place
concrete against forms, reinforcing steel, prestressing
strand, or other hardware materials with a temperatures below 32 °F (0 °C).
Do not place concrete
when the ambient temperature with sustained wind chill factor at the point of
concrete placement is below 0 °F (-18 °C).
B. Hot Weather. If the ambient temperature is above 90 °F (32
°C) cool the mixing water, aggregates, or both, as necessary to produce a
concrete temperature from 70 to 90 °F (21 to 32 °C). Do not place concrete
against forms, mild reinforcing steel, prestressing
strand, or other hardware materials with a temperature greater than 120 °F (49
°C).
Water fog spray
forms, mild reinforcing steel and strand just prior to placing the
concrete. Cover beams immediately after casting to prevent surface
drying.
Do not place concrete
when the ambient temperature at the point of concrete placement is above 100 °F
(38 °C).
C. Inclement Weather. If a rainfall event begins after placement of concrete
in the forms has begun, provide cover and complete only the beam that had
concrete in it when the rain began. Provide immediate cover over
previously poured concrete, not yet cured. Resumption of concrete
placement is permitted after the rainfall stops.
515.12 Equipment. Provide hydraulic jacks of
sufficient capacity and stroke to tension strands. Use either single or
multiple strand tensioning. Provide tensioning jacks equipped with
automatic cutoff valves and equipped with 6 inch (150 mm) minimum
diameter gages that provide readings at 500-pound (2 kN)
increments. Calibrate gages for the jacks with which they are to be
used. Have a graph or table showing the calibration available for the
inspector. Calibrate jacks according to a method acceptable to the
Laboratory at least every 6 months or as required by the Director.
Maintain calibration documentation as part of the project’s QC inspection
records.
Design
the jacking system to ensure uniform stress in all strands. If
simultaneously tensioning multiple strands, use approved types of dynamometers
to equalize the initial stress on all strands before applying the full
tensioning load with the master jack Provide dynamometers with sufficient
capacity to ensure that the desired readings are in the middle to upper range.
515.13 Inspection Facilities. The
fabricator shall provide the inspector office accommodations conforming to the
following requirements:
A. Minimum floor area of 120 square feet
(11 m2).
B. Minimum ceiling height of 7 feet (2.1
m).
C. Adequate working and storage
facilities, work space, lighting, electrical outlets, lockable files or
cabinets and ventilation.
D. Heat capable of maintaining a
temperature of not less than 68 °F (20 °C).
E. Telephone with direct
access to an outside trunk line for the inspector’s exclusive use.
F. A set of keys for the
lockable files or cabinets in the office.
515.14 Construction Methods. Use metal
forms capable of producing members within the tolerances shown on the
plans. Forms made of material other than metal may be used for bulkheads
and voids. Ensure that the surfaces of the forms in contact with the
concrete are smooth and the joints between panels are tight. The soffit
form shall have a plane surface at right angles to the vertical axis of the
members and have the two bottom edges beveled 3/4 inch (19 mm) with a
triangular strip built into the forms. Increase the length of the forms
for elastic shortening and normal concrete shrinkage, and design the forms to
accommodate this movement.
Provide
water-resistant formwork for box beam voids constructed of a material that
resists breakage and deformation during placement of concrete. Provide
form material that does not excessively increase the dead load of the beams.
Prevent the
release agent from contacting the prestressing
strands or reinforcing steel.
Install and
assemble reinforcing steel according to the approved shop drawings. If
authorized, weld reinforcing cages using welders qualified to AWS
D1.4. Do not weld epoxy coated or galvanized reinforcing steel unless
approved by Office of Material Management. Repair all coating areas
damaged by welding according to the coating manufacturer’s instructions.
Reject reinforcing steel with a loss of cross-section of reinforcing caused by
welding.
Provide a
protective covering for the prestressed steel from
the elements until the strand is pulled into the bed. Accurately place
strands in the positions shown on the shop drawings. Do not use strands
with kinks, bends, nicks, broken wires, scale, loose rust, or other
defects. The fabricator may use slightly rusted reinforcing steel
provided the rust is not sufficient to cause visible pits. Before placing
the concrete, carefully clean the strands of all dirt, grease, oil, or other
foreign matters. Do not splice strands within a member.
Tension
strands uniformly to the stress indicated on the shop drawings. If
multiple stands are stressed simultaneously, use dynamometers to equalize the
initial stress on all strands before applying full tension load with master
jack. Measure the required stress in the strands using the calibrated
jacking equipment gages, and check the measured stress by the elongation of the
strands. If the stress from the gages and the measured elongation are not
within a 5 percent tolerance of the design, stop stressing the strands and
determine the reason for the differences. The quality control specialist
shall keep a record of the jacking forces and elongations of all strands.
Secure the strands by suitable anchorage devices capable of developing at least
85 percent of the ultimate strength of the strands. The anchorage shall
not allow the strand to slip after the tensioning operation.
If
using draped strands, the loss of stress due to friction shall not exceed 5
percent. Tension the strands at both ends. The quality control
specialist shall measure the loss due to friction by a procedure approved by
the Office of Material Management. Place hold-down points within 3 inches
(90 mm) of the locations shown on shop drawings and within 12 inches
(0.3 m) of the locations shown on the plans.
515.15 Concrete. The fabricator shall provide
concrete mix designs to Office of Material Management. The submittal will
include:
A. Test data showing the mix achieves the
required 28-day strength when cured by methods used for member fabrication. The
strength of the concrete for the mix design approval and during production is
determined using sets of two, 6 × 12-inch cylinders or three, 4 × 8-inch
cylinders.
D. Test data showing the mix design
achieves 2000 coulombs or less at 90 days when tested according to AASHTO T277. Use samples for the test that were mixed
without corrosion inhibitors and that were cured with the same methods that
will be used to produce the prestressed concrete bridge
members. Do not apply additional cure to samples that have reached the required
design strength.
Changes
in proportioning, cement, pozzolans or aggregate will
require retesting and resubmittal. Office of Materials Management may
waive the retests. Provide the waiver request in writing and include all
information for the new mix design and a comparison to the previously tested
and approved mix design(s).
Deliver
concrete according to Item 499 except that 499.03 and 499.04
does not apply. The plastic air content of the concrete before placement shall
be 6 ± 2 percent. If the Department questions the concrete’s placed air
content, obtain cores from the prestressed member and
have hardened air testing performed by an independent testing lab acceptable to
the Department. Beams with hardened air contents below 4 percent will be
rejected. Add an approved corrosion inhibiting admixture at the approved
dosage and document the dosage that has been incorporated into each batch of
concrete.
Maintain
the mix design slump during production. Segregation of the mix is not
acceptable. Do not exceed the maximum water-cement ratio during concrete
production. When using admixtures to increase the
slump, use Type F or G as described in 705.12.
Do not use calcium chloride or admixtures containing calcium chloride.
For
beams containing up to 20 yards of concrete each, make at least two cylinders
from both the first and last loads placed on each casting bed, each day. If
producing more than 200 feet (60 m) of beam on the same bed, make at least two
additional cylinders for each additional interval of 100 feet (30 m) or part
thereof. In general, produce the additional cylinders from a load placed
in the middle of the additional member length. The QCS shall determine
the exact location for these samples.
For
beams containing between 20 and 35 yards of concrete, make at least one set of
two cylinders per beam. For beams containing more than 35 yards of
concrete, make at least two sets of two cylinders per beam.
Determine
strength, for both strand release and final shipping, by testing a group of
cylinders, which consists of one cylinder from every sample location.
Each group of cylinders shall have an average strength of what is specified in
the shop drawings, and no individual cylinder shall have less than 95 percent
of the specified strength.
The
inspector may require additional cylinders from locations were the concrete
does not conform to mix design or placement requirements. Include these
additional cylinders in the group of cylinders for determining release and
final strength.
The
fabricator may place concrete in the bottom flange of a box beam before placing
the interior forms and reinforcement for the upper portion of the member,
provided continuous concrete placement is not interrupted for more than 45
minutes.
Screed
the top surfaces of non-composite members and finish the surface with a burlap drag or other means to provide a uniform surface
with a gritty texture suitable for waterproofing.
Screed
the top surface of composite members and finish the surface with a wire broom,
in a transverse direction and penetrating the finished surface approximately
1/4 inch (6 mm) + 1/16 inch (1.5 mm) – 1/8 inch (3 mm).
Immediately
after final concrete placement and surface finishing,
protect the concrete surface with a suitable enclosure until application of
live steam or radiant heat. Assure the enclosure’s ambient temperature is
at least 50 °F (10 °C). Assure the plastic concrete’s temperature before
initial set doesn’t rise more than 10 °F (5 °C) per hour. Limit the total
rise before initial set to less than 40 °F (22 °C) and the maximum temperature
to 100 °F (38 °C). Record the times and concrete temperatures before
initial set.
For
curing with low-pressure steam, do not apply live steam directly onto the
concrete forms if it causes localized high temperatures.
For
accelerated curing with radiant heat, apply radiant heat using pipes
circulating steam, hot oil, or hot water, or using electric heating
elements. Minimize moisture loss by covering all exposed concrete
surfaces with plastic sheeting, 705.06, or by applying a liquid membrane curing
compound, 705.07, to all exposed concrete
surfaces. Before bonding field-cast concrete or other materials in the
finished structure, remove the curing compound from the shear faces of
composite members and other surfaces.
Start
initial application of the steam or heat 2 to 4 hours after final concrete
placement. If using retarders, start applying the steam or heat 4 to 6
hours after final concrete placement. If determining the time of initial
set according to ASTM C 403,
these time limits do not apply. Record and report the
actual time of concrete placement of the last load, placement of enclosure and
initial set time.
Apply
live steam or radiant heat so the ambient temperature within the curing
enclosure does not gain more than 40 °F (22 °C) per hour until reaching the
curing temperature. Do not exceed 160 °F (71 °C). Only use a
maximum temperature of 180 °F (82 °C) if the fabricator documents to the
Department that delayed ettringite or alkali silica
reaction is not at issue. Maintain the maximum curing temperature until
the concrete has reached the required release strength. De-tension the
strands immediately upon completing the accelerated curing. Keep a record of
the time the application of heat began, and curing temperatures throughout the
entire curing process.
Neatly
fill cavities in the exposed surface of beams with nonshrink
grout. Clean the concrete, and apply and cure the grout according to the
manufacturer’s published recommendations. Reject beams with honeycombing
that impairs the member’s performance.
515.16 Release of Prestressing
Strands.
Do not release prestressed strands until the concrete
reaches a minimum strength of 4000 pounds per square inch (28.0 MPa), or plan defined release strength. Determine
strength of concrete by testing cylinders produced according to AASHTO T 23 and cured in the same method as the
member. Test cylinders in the fabricator’s laboratory. Assure all
tested cylinders obtain the required strength of 4000 pounds per square inch
(28.0 MPa) or the plan defined release
strength. Provide the Department the ability to witness the cylinder
testing by notifying the inspector before testing.
Before
releasing prestressed strands, loosen or remove forms
and hold-downs and all other attachments restricting either horizontal or
vertical movement of prestressed members.
Release the strands immediately upon completing accelerated curing. Heat
release and burn the strands simultaneously between each beam and at all
exposed points between anchorages, and follow an approved pre-determined
pattern, to equalize the forces being transferred to the various areas of the
cross-section of the member. Submit any alternative strand release plans
during the prefabrication meeting to OMM for
approval. For heat release, use a low-oxygen flame to uniformly heat at least a
4 inch (100 mm) long section of strand before completely cutting the strand.
515.17 Fabrication Tolerances. Construct all
members to conform to the following tolerances.
BEAM DIMENSIONAL TOLERANCES
Description |
Box Beam |
I Beam |
Length of beam |
±1/8" per 10 ft (1 mm/m) max ±3/4" (19 mm) |
±1/8" per 10 ft (1 mm/m) max ±1" (25 mm) |
Depth of beam |
±1/4" (6 mm) |
-1/4" (6 mm) +1/2" (13 mm) |
Depth of I beam flange including fillets |
N/A |
±1/4" (6 mm) |
Flange Width |
±1/4" (6 mm) |
-1/4" (6 mm) +3/8" (10 mm) |
Flange Thickness excluding fillets |
|
|
a) Top |
-0 +1/2" (13 mm) |
±1/4" (6 mm) |
b) Bottom |
-1/8" (3 mm) +1/2" (13 mm) |
±1/4" (6 mm) |
Width Web |
N/A |
-1/4" (6 mm) +3/8" (10 mm) |
Width beam walls |
-1/4" (6 mm) +3/8" (10 mm) |
N/A |
Width of Void |
±1/2" (13 mm) |
N/A |
Height of Void |
±1/2" (13 mm) |
N/A |
Box Beam Diaphragm spacing |
±2" (50 mm) |
N/A |
Deviation from True Vertical |
±1/8" (3 mm) |
1/8" per ft
(8 mm per m) |
Deviation from Skew Angle |
±1/2" (13 mm) |
±1/2" (13 mm) |
Beam Accessory Tolerances
Description |
Box Beam |
I Beam |
Position of railing anchors |
±1/4" (6 mm) |
N/A |
Position of lifting devices |
±6" (150 mm) |
±6" (150 mm) |
Positions of anchor dowels and tie rods, inserts |
±1/2" (13 mm) |
±1/2" (13 mm) |
Deviation from skew angle |
±1/2" (13 mm) |
±1/2" (13 mm) |
Beam Strand Tolerances
Description |
Box Beam |
I Beam |
Strand tendon position |
±1/4" (6 mm) |
±1/4" (6 mm) |
Strand CG position |
±1/4" (6 mm) |
±1/4" (6 mm) |
Reinforcing Steel
Tolerances
Description |
Box Beam |
I Beam |
Clear cover |
-0 +1/4" (6 mm) |
-0 +1/4" (6 mm) |
Splice lengths |
-1 1/2" (38 mm) |
-1 1/2" (38 mm) |
Stirrup spacing in anchorage zone |
±1/4" (6 mm) |
±1/4" (6 mm) |
Stirrup spacing outside anchorage zone |
±1" (25 mm) |
±1" (25 mm) |
Stirrup extension above top flange |
-1/2" (13 mm) +1/4" (6 mm) |
-3/4" (19 mm) +1/4" (6 mm) |
Beam Sweep and Camber Tolerances
Description |
Box Beam |
I Beam |
Horizontal Sweep |
±1/8" per 10 ft (1 mm/m) max ±3/4" (19 mm) |
±1/8" per 10 ft (1 mm/m) max ±1" (25 mm) |
Max Gap between beam |
1" (25 mm) |
N/A |
Deviation from Design camber (DC) [1] |
±1/8" per 10 ft (1 mm/m) max ±1/2" (13 mm) |
±1/8" per 10 ft (1 mm/m) For member lengths ≤ 80 ft max ±1/2" (13 mm) For member lengths > 80 ft max ±1" (25 mm) |
Variation in camber between beams in same span |
max 1/2" (13 mm) |
N/A |
[1]
Design camber (DC)
For DC [0 to 30 days] = [Dcp - Dcr]
× [beam age / 30] + Dcr
For DC [> 30 days] = [Dltc - Dcp]
× [(beam age - 30) / 690] + Dcp
Where:
Dcr = Design plan camber at release
(0 days)
Dcp = Design plan camber at paving (30
days old)
Dltc = Design plan long term camber (720
days old)
515.18 Prestressed Member
Acceptance and repair. Throughout the fabrication process reject
all prestressed members not meeting specification
requirements.
For
all rejected members provide the Department with a complete description of the
rejection, and unless waived by the Director, an Ohio registered professional
engineer’s written evaluation of the criticalness of the rejection and the
professional engineer’s proposed repair method that will repair the rejected
member to an acceptable condition. The Department will determine the
acceptability of the member and the repair procedure. If acceptable, the
fabricator will only make repairs witnessed by the Department’s inspector
unless waived by Director.
Use
the Precast/Prestress Concrete Institute’s Manual for
the evaluation and repair of Precast, Prestressed Concrete Bridge Products MNL-137-06 as a
general guide.
515.19 Handling Storage, Transportation, and Erection. Handle,
store, transport, and erect the members in an upright position. The
direction of support reactions during storage and transportation shall be the
same as the member will experience in its in-service position. Do not
ship prestressed members until the concrete obtains
its 28-day design strength and the inspector’s approval.
Provide
at least 30 inches (762 mm) horizontally between each beam for
inspection. Provide at least 8 inches (200 mm) of vertical clearance from
the bottom. Use storage support locations as close as practical to the
in-service support locations. During storage, provide unyielding
horizontal supports and bracing capable of maintaining the members in a
vertical position.
Transportation
support locations shall be the sole responsibility of the fabricator with
respect to member stresses and safe delivery to the job site. Obtain the
Director’s written approval to transport the members in a position other than
vertical.
Provide
lifting devices capable of withstanding the required loads to lift and erect
the members. During erection, accurately place the prestressed
beams on their bearings to ensure a uniform load on all bearings. When
shifting a member, lift the member up completely off of its bearings.
Temporarily brace the first I-beam erected to its substructure support units in
the vertical position before releasing the beam from the crane. Tie each
subsequent I- beam to the previously braced beam(s). Provide bracing
after erection adequate to prevent sliding, tipping, or other movement that may
result from high winds, creeping down the grade, or other causes, until
placement of the diaphragms. Within any one day erect and brace at least
2 adjacent members in any one span before suspending operations for the day.
Place
box beams to ensure a correct fit of the keyways and to ensure proper grouting
of the keyways. After placing the beams and installing tie devices, fill
the longitudinal keyways using non shrink keyway grouts, 705.22, approved by OMM.
Mix, install, and cure the grout according to the manufacturer’s published
recommendations to obtain a design compressive strength of 5000 pounds per
square inch (34.5 MPa).
Do
not allow vehicular load on an individual prestressed
concrete box beam until the grout in the keyway obtains the specified design
strength of 5000 pounds per square inch (34.5 MPa).
At
the Director’s discretion, repair or replace members damaged by improper
handling, storage, transportation, or erection.
515.20 Safety Requirements. Provide
effective safety measures to prevent injuries to personnel due to breakage of
strands or failure of anchorage devices during the tensioning operations.
Provide adequate protection and assure the OMM
inspector can perform inspection of beams and manufacturing processes.
The Department inspector will report any inadequate safety precautions to the
plant QCS and to OMM if fabricator remedial action is
not taken. OMM inspectors will follow safety
rules established by the fabricator, at a minimum. Where fabricator
safety rules interfere with the inspectors duties, the
process should be altered to allow the inspections to be performed while
maintaining the required level of safety.
515.21 Method of Measurement. The
Department will measure Prestressed Concrete Bridge
Members by the number of members.
The
Department will measure the intermediate diaphragms by the number of each
placed.
515.22 Basis of Payment. Payment for prestressed concrete beams include all inserts, sleeves,
fittings, reinforcing steel fully or partially encased in the members, and all
transverse tie rods necessary to complete this work.
The
Department will pay for concrete diaphragms, steel diaphragms, and bearing
plates or pads, or other expansion materials, as separate items.
The
Department will not pay for repaired or replaced members damaged by improper
handling, storing, transporting, or erecting.
The
Department will pay for accepted quantities at the contract prices as follows:
Item
Unit
Description
515
Each
Prestressed Concrete Non- Composite Box
Beam Bridge Members, Level
1
515
Each
Prestressed Concrete Composite Box
Beam Bridge Members, Level 1
515
Each
Straight Strand Prestressed Concrete Bridge
I-Beam Members, Level
2
515
Each
Draped Strand Prestressed Concrete Bridge
I-Beam Members, Level
3
515
Each
Intermediate Diaphragms