State of Illinois
Department Of Transportation
CONSTRUCTION INSPECTOR’S CHECKLIST
FOR
BRIDGE SUPERSTRUCTURES
While its use is not required, this checklist has been prepared to provide the field inspector a
summary of easy-to-read step-by-step requirements relative to the proper construction of all
cast-in-place concrete bridge decks (Section 503). The following questions are based on and
referenced to information found in the Standard and Supplemental Specifications, Highway
Standards, appropriate sections of the Construction Manual ("CM"), the Manual of Test
Procedures for Materials ("MTPM") and the Project Procedures Guide (“PPG”).
1.
PREPARATION PRIOR TO SUPERSTRUCTURE CONSTRUCTION
a.
Office Review (General Items)
(1)
(2)
(3)
(4)
(5)
(6)
Have you thoroughly reviewed the Contract Special
Provisions, Plans and the Standard and Supplemental
Specifications?
____
Have you computed the volume of BS Concrete (see
Art.1020.04) and the weight (mass) of Reinforcement Bars for
comparison with the quantity shown in the bill of materials?
This will help familiarize you with the plans, find plan errors
prior to starting construction, and satisfy part of your
documentation requirements. (Note: This is not a
documentation requirement if Form BC 981,Agreement On
Accuracy of Plan Quantities is jointly signed.)
____
Have you reviewed the Project Procedure Guide ("PPG") for
minimum testing requirements?
____
If this contract contains the Recurring Special Provision for
Quality Control/Quality Assurance (QC/QA) of Concrete
Mixtures, have you reviewed the QC/QA special provision and
discussed its requirements with the district Materials office? In
addition, has the district Materials office approved the
contractor’s Quality Control Plan?
____
Have you determined what material must be inspected prior to
incorporation into the work and what material certifications are
required? (See PPG Attachment 3)
____
Have you reviewed the appropriate sections of the
Construction Manual (CM): Section 500, the CM
Documentation Section, the CM Forms Section, Construction
Memorandum Nos. 39, 45, 64, 72, 73, 74 and 78, and the
Project Procedures Guide (PPG)?
____
Sheet 1 of 48
Rev. March 2009
Bridge Superstructures
(7)
(8)
(9)
b.
____
Have approved final shop drawings been received and are
they available for reference when products are delivered to the
jobsite?
____
If required by Materials, has the Contractor supplied additional
elstomeric bearing assemblies for testing? (See Art. 1083.04,
Art. 521.09)
____
Office Review (Precast Prestressed Concrete items – Prior to jobsite
Delivery)
(1)
(2)
(3)
c.
If this contract contains the Structural Assessment Reports
special provision (SARs), have the submittal requirements
been fulfilled? (Note per the SAR special provision, separate
portions of work may be covered by separate SARs. Thus
there may be various SAR submittals at various times.)
Have you reviewed the Manual for Fabrication of Precast
Prestressed Concrete Products? In particular see Section 1.2
and Appendix A for maximum allowable dimensional
tolerances, Section 3.5 for allowable damage and repairs, and
Appendix A for procedures to remedy unacceptable products.
The Manual for Fabrication of Precast Prestressed Concrete
Products can be found at
http://www.dot.il.gov/materials/guidesmanuals.html
____
Have you verified with the District Materials Engineer if any
product was declared unacceptable and if a remedy for the
unacceptable product has been approved? If a remedy for
any product declared unacceptable has been approved, obtain
a copy of the “Notice of Unacceptable Product at Plant or
Jobsite” form (BMPR PS02) and the remedy approval
notification for the project file.
____
Have you verified with the District Materials Engineer if the
fabricator has developed an alternate transportation loading
configuration (in lieu of the configuration specified in Std.
Spec. Art. 504.06 (c)? (Note, Art. 504.06 (c) may not apply in
all cases because of the length and depth of the beams, the
transportation route to deliver the beams, or other
circumstances.) If the fabricator has developed an alternate
transportation loading configuration, its design should be
sealed by a licensed Illinois structural engineer and approved
by the Bureau of Bridges and Structures. The approved
transportation loading configuration is to be used for checking
the location of bolsters or other supports.
____
Field Review
(1)
Are you checking the bearing seat elevations before and after
each abutment or pier pour? Errors caught at this stage can
Sheet 2 of 48
Rev. March 2009
Bridge Superstructures
(2)
(3)
(4)
2.
often be corrected by grinding, shimming or adjusting
elevations.
____
Are you laying out bearing lines on top of abutments and piers
for beam erection and checking span lengths between
abutments and piers?
____
Are the bearing areas on supporting masonry being finished
within allowable tolerances? Improperly finished, deformed or
irregular bearing areas shall be ground smooth, filled or
otherwise corrected to within allowable tolerances to provide
even bearing on the seats. (See Art. 503.15(c), 505.08(a),
505.08(f) and CM Division 500)
____
Are you inspecting the material as it is delivered to the jobsite
for evidence of inspection (See PPG Attachment 3), that the
material has not been damaged due to mishandling
subsequent to inspection and that it is being properly stored?
____
BEAM ERECTION
a.
Pre-Erection (General Items)
(1)
(2)
(3)
b.
If this contract contains the Structural Assessment Reports
special provision (SARs), has the erection SAR been
approved?
____
Have you had a pre-erection meeting with the Contractor to
discuss the erection plan, bolting requirements, jobsite
samples, job site testing and test equipment, etc. as
applicable? (This is not a contract requirment, but is highly
recommended.)
____
Do you have proper evidence of inspection for all materials to
be used? (See PPG Attachment 3)
____
Pre-Erection (Structural Steel items)
(1)
(2)
Before starting erection, has the Contractor submitted an
erection plan detailing the proposed methods of erection and
the amount, location(s) and type(s) of equipment to be used?
Has the plan been approved by the Engineer? (See
Art. 505.08(e)) (Note, if the contract contains the SARs special
provision, the special provison holds over Art. 505.08(e) See
Art. 105.05)
____
If falsework is needed for the erection process, has the
Contractor submitted erection falsework plans for review, or
has the submittal been waived by the Engineer? (See
Art. 505.08(d)) (Note, if the contract contains the SARs special
provision, the special provison holds over Art. 505.08(d) See
Art. 105.05)
____
Sheet 3 of 48
Rev. March 2009
c.
Bridge Superstructures
Pre-Erection (Precast Prestressed Concrete items – Arrival at jobsite
before unloading)
(1)
(2)
3.
d.
Does the product have an ILL OK stamp? If the product
doesn’t have the ILL OK stamp, issue a notice of unacceptable
product (BMPR PS02) to the contractor and contact the
District Materials Engineer. (See Art. 106.02 for additional
guidance regarding unacceptable materials and Section 3.6.3
of the Manual for Fabrication of Precast Prestressed Concrete
Products for more information on the ILL OK stamp.)
____
Are the bolsters or other supports at the correct location, per
Std. Spec. Art. 504.06 (c) or an approved alternate (project
specific) loading configuration, for transporting the product? If
bolsters or supports are located incorrectly, subsequent
inspection will be required to verify that the product did not
incur crack damage. It is recommended the product be
returned to the Producer for this inspection. If it is not feasible
to return the product to the Producer, access to the entire
beam is required for inspection. Note, it may not be feasible
(or possible) to perform this inspection after the product is
placed in its final location. Thus, an immediate inspection will
likely be required. This immediate inspection may delay the
contractors operation.
____
Were wood blocks or other suitable material, per Std. Spec.
Art. 504.06 (c), placed under the tie chains (by the supplier) to
prevent chipping the concrete during transport? If shipping
damage is identified, issue a notice of unacceptable product
(BMPR PS02) to the contractor.
____
Structural Fasteners
(1)
(2)
(3)
Have you reviewed the Inspectors Checklist for Structural
Steel Bolting and Construction Manual Section 500?
____
Have the high strength bolts, nuts and washers been
fabricated domestically from domestically produced steel (See
Art. 106.01)?
____
Does the shipment of fastener assemblies have the required
evidence of materials inspection? (See PPG Attachment 3)
If bolting hardware has not have the required evidence of
materials inspection, are you obtaining three bolts of each size
and length and three nuts and washers of each size, per lot,
and submitting them to the BMPR for testing? (See PPG
Attachment 3)
(4)
Has the Contractor given you the Mill Test Report(s),
Manufacturer Certified Test Report(s), and (if applicable) the
Distributor Certified Test Report(s) for each Rotational
Sheet 4 of 48
____
Rev. March 2009
Bridge Superstructures
(5)
(6)
(7)
(8)
(9)
(10)
(11)
e.
Capacity (RC) lot delivered to the job site? (See Art.
505.04(f)(3)f.2)
____
Has the Contractor supplied a calibration device capable of
indicating bolt tension to perform the Rotation Capacity (RC)
tests and field verification tests? (See Art. 505.04(f)(2) and
505.04(f)(3)g.1)
____
Has the Contractor supplied a calibrate dial inspection torque
wrench (See Art. 505.04(f)(2) and 505.04(f)(3)g.1
____
Have you performed the field RC tests on two fastener
assemblies (except Lock-pin and Collar type fasteners) of
each RC Lot delivered to the job site? (See
Art. 505.04(f)(3)g.1, CM Sec. 500 – Procedure for Performing
Rotational Capacity Test)
____
Has the Contractor supplied a representative sample of not
less than 3 fasteners of each diameter, length and grade to be
checked in the supplied calibration device at the job site? If
any fastener fails to meet the required minimum tension, the
lot it was taken from will be rejected. (See Art. 505.04(f)(2),
CM Sec. 500 – Procedure for Installation and Tightening of
High Strength Fasteners)
____
Has each bolting crew demonstrated understanding of the
procedural requirements for the fastener system selected by
the Contractor? (See Art. 505.04(f)(2), and CM Div. 500)
____
Are bolts, nuts, and washers from each Rotational Capacity
(RC) lot being shipped in the same container? (Note, when
there is only one production lot number for each size of nut
and washer, the nuts and washers may be shipped in separate
containers.) (See Art. 505.04(f)(3)f.1)
____
Is each container permanently marked with the RC lot number,
both on the container and on the lid? (See Art. 505.04(f)f.1)
____
Structural Steel
(1)
(2)
(3)
Are inaccessible areas being painted prior to erection (bottom
and top of bearings, back of beams and diaphragms, top
flange in non-shear stud areas, etc.)? (See Art. 506.04(f),
506.04(g), 506.05 and Special Provisions)
____
Are beams and diaphragms being handled properly to keep
damage to the prime coat to a minimum? (See Art. 505.08(c))
____
Once bolting hardware is opened is it being stored out of the
weather or in sealed watertight containers or bags?
____
Sheet 5 of 48
Rev. March 2009
Bridge Superstructures
(4)
(5)
(6)
Are the galvanized nuts lubricated with a tinted dry lubricant
and plain bolts, nuts and washers lightly lubricated prior to
installation? If not is an acceptable lubricant being applied
before tightening? (See Art. 505.04(f)(3)g.2)
____
During erection of all structural steel members on continuous
spans, are the splices being filled with a minimum of 25% bolts
and 25% drift pins? No splice connection shall be tightened
(snug tightened or final tightened) until the entire continuous
length is in place on the substructure to permit the alignment
of the beams to be at the plan profile and grade.. (See
Art.505.08(h) & CM Div. 500)
____
Is the Contractor using the following procedure to complete the
installation of the fasteners at each splice and field connection:
(a)
Is the Contractor removing all drift pins and filling all
holes in the splice with 100% finger-tight bolts? (See
Art. 505.08(h))
____
Do all high-strength bolts have a hardened washer under
the element (nut or bolt head) turned in tightening? (See
Art. 505.04(f)(2))
____
Are the fasteners in all holes of the connection initially
brought to a snug tight condition, progressing
systematically from the most rigid part of the connection
to the free edges in a manner minimizing relaxation of
the previously tightened fasteners? (See
Art. 505.04(f)(2))
____
If using the Turn-of-Nut Method, is the contractor
performing a minimum of two cycles of systematic snug
tightening for connections with 25 mm (1 in.) and thicker
plates to minimize relaxation of previously tightened
fasteners prior to final tightening? (See
Art. 505.04(f)(2)d.1)
____
After all fasteners in the connection are snug tight, is the
Contractor fully tightening the fasteners progressing
systematically from the center most rigid part of the
connection to its free edges? (See Art. 505.04(f)(2))
____
Have you verified that all fasteners have been installed to the
minimum required tension? (See Article 505.04(f)(2), CM Div.
500 – General Procedure for Inspection of High Strength
Fasteners Installation, and Construction Inspector’s Checklist
for High Strength Bolting)
____
Is the Contractor aware that no field welding or flame cutting
will be allowed on beams or girders without permission of the
Engineer? (See Art. 505.08(n), and bridge plan general notes)
____
(b)
(c)
(d)
(e)
(7)
(8)
Sheet 6 of 48
Rev. March 2009
f.
Bridge Superstructures
Precast, Prestressed Concrete – Unloading and Handling
(1)
(2)
g.
Is the Contractor fully engaging all the lifting loops as shown
on the shop drawings? Never allow the contractor to lift a
product without fully engaging all the lifting loops as shown on
the shop drawings. Be advised that extra lifting loops may be
used by the Producer at the plant because of their handling
equipment. These loops are supposed to be removed at the
plant, but sometimes they are not. Thus, it is important to
review the shop drawings. (See Art. 504.06(d) and CM Div.
500)
____
Is the contractor utilizing an adequate spreader beam and
slings to prevent the development of detrimental horizontal
forces in the product? Note, the minimum sling angle should
be shown on PPC beam plan sheet(s). (See Art. 504.06(d)
and CM Div. 500)
____
Precast, Prestressed Concrete – After Placement at the jobsite
(1)
(2)
(3)
Have you Examined beams for excessive sweep (i.e.
horizontal curvature)? This should be performed during or as
soon as practicable after placement. Be advised that as the
sun shines on the beams it will cause temperature differentials
that may cause the beams to temporarily warp. Thus, it may
be necessary to examine the beams for sweep early in the
morning when temperature differentials are minimized. (See
dimensional tolerance information provided in Section 1.2.4
and Appendix A of the Manual for Fabrication of Precast
Prestressed Concrete Products. In rare instances, beams
may be in tolerance for sweep but still cannot be placed
properly. In this situation it is important to contact the Bureau
of Bridges and Structures.)
____
Have you examined beams for unusual camber (i.e. vertical
curvature)? Unusual camber includes no camber, negative
camber, excessive differential camber with adjacent deck
beams and excessive camber contributing to thin wearing
surfaces on deck beams or negative fillets on I – Beams/Bulb
T – Beams. (See Art. 504.06(d), CM Div. 500 and Manual for
Fabrication of Precast Prestressed Concrete Products –
Appendix A – “Procedure to remedy an unacceptable
prestressed product at the jobsite”)
____
Have you examined the product for cracks, per Section 3.5 of
the Manual for Fabrication of Precast Prestressed Concrete
Products, using a crack comparator and tape measure? (Do
not drill, or allow drilling, into PPC products without prior
consultation with the Bureau of Bridges and Structures.) As
an aid to the inspection, it is suggested to spray the concrete
surface with water to help locate cracks. If cracks not
Sheet 7 of 48
Rev. March 2009
Bridge Superstructures
(4)
exceeding the Department’s limits are located, verify if repairs
per Section 3.5.6 of the Manual for Fabrication of Precast
Prestressed Concrete Products were performed. This may be
seen visually or you can contact the Department’s QA plant
inspector. If cracks exceeding the Department’s limits are
located, issue a notice of unacceptable product (BMPR PS02)
to the contractor.
____
Have you verified no chips, spalls, or other damage occurred
to the concrete during handling at the jobsite? It is not
uncommon for beam torsion (twisting) to occur during handling
which may cause damage or spalling of concrete. If handling
damage is identified, issue a notice of unacceptable product
(BMPR PS02) to the contractor.
____
Note.When a notice of unacceptable product (BMPR PS02) is issued,
follow the “procedure to remedy an unacceptable prestressed product
at the jobsite” outlined in Appendix A of the Manual for Fabrication of
Precast Prestressed Concrete Products.
h.
Bearings
(1)
(2)
(3)
(4)
(5)
(6)
Are bearings being handled properly to prevent damage? This
is particularly important for Type II bearings, since the
stainless steel and Teflon sliding surfaces are very easily
damaged.
____
Are all bearing sliding surfaces clean before installation and
kept clean after installation?
____
If Type II Elastomeric, Type III Elastomeric, or High Load MultiRotational bearings are utilized are they being adjusted to
center vertically over bearing and base plates at 10 °C (50 °
F)? (See bridge plan detail)
____
If Type II Elastomeric, Type III Elastomeric, or High Load MultiRotational bearings are utilized are their anchor bolt holes
being drilled after bearings are in place? (See bridge plan
note and Art. 521.06)
____
After anchor bolts are installed, have you check the upper
ends of the bolts to verify proper embedment? Anchor bolt
lengths should leave the exposed end projecting between 12
mm (1/2 in.) and 50 mm (2 in.) above the top of the nut. (See
Art. 521.06)
____
Have all bearing side retainers been secured in place prior to
forming the bridge deck? (See Art. 505.08(f))
____
Sheet 8 of 48
Rev. March 2009
3.
Bridge Superstructures
PRE-DECKING
a.
Fillets
(1)
((2)
(3)
(4)
(5)
b.
Are you marking each beam at the fillet intervals as shown in
the plans and preparing a field book for elevation shots?
____
Are fillet elevations being shot after all structural fasteners in a
continuous steel span are final tightened?
____
Are fillet elevations being shot before forms have been
placed? The weight of the forming wood is not taken into
account by the deflection diagram.
____
Are you consulting with the supervising field engineer if there
are negative or excessive positive fillets? The deck grades
may require adjustment. Fillets in excess of 6 in. (150 mm)
may require additional reinforcement – contact the Bureau of
Bridges & Structures if excessive fillets have not already been
addressed in the plans. Without reinforcement, shear studs
must extend at least 2 in. (50 mm) into the deck.
____
Are you marking fillets in 3 mm (1/8 inch) increments at each
location?
____
Inspection of Delivered Epoxy Coated Reinforcement Bars
(1)
Are all the systems used for handling padded at the contact
areas? (Art. 508.03 and Reinforcement Bars – Strorage and
Protection Special Provision)
(2)
Are bars being protected from mechanical injury and
deterioration by exposure? (See 508.03 and Reinforcement
Bars – Strorage and Protection Special Provision)
____
Is storage on wooden or padded steel cribbing? (Art. 508.03
and Reinforcement Bars – Strorage and Protection Special
Provision)
____
Are rebars from a certified plant? Compare the identification
marking on bars with the latest list of certified plants, from
BMPR. Reject all rebars from non-certified plants.
http://www.dot.il.gov/materials/rebardowelproducers.pdf
____
Is the epoxy coating applicator on the approved list of certified
epoxy coating plants? (See Reinforcement Bars Special
Provision)
http://www.dot.il.gov/materials/epoxycoatingproducers.pdf
____
(6)
Do rebars conform to the plan shape and dimensions?
____
(7)
Although rebars will be in bundles, are you making a
preliminary check for damaged epoxy coating? Total damage
(3)
(4)
(5)
Sheet 9 of 48
Rev. March 2009
Bridge Superstructures
greater than 2 percent of the bar surface in any 1 ft. (300 mm)
of length of the bar or greater than 5 percent of the bar surface
area covere`d with patching material shall be rejected. Scars
greater than 1/16 sq. in. (40 sq. mm) can be repaired after
placed in the deck mat. (See Art. 508.05)
4.
____
DECKING FOR CONCRETE PLACEMENT
a.
Screed Rail Installation and No Weld Areas
(1)
Are you prohibiting the welding to or drilling or cutting holes in
beams/girders? (See Art. 503.06 and bridge plan general
note)
____
Is the Contractor obtaining permission before making any field
welding not specified in the contract documents? Contact the
Bureau of Bridge & Structures. (See bridge plan general note
– "No welding allowed anywhere", and Art. 505.08(n))
____
(1)
Are forms set to correct fillet height?
____
(2)
Are form dimensions correct?
____
(3)
Are forms clean, braced, tight and sufficiently rigid to prevent
distortion? Are you rejecting any forms that are not acceptable
for reuse? (Art. 503.06)
____
Are forms (adjacent to surfaces that will be exposed to view)
being treated with form oil prior to rebar placement?
(See Art. 503.06)
____
Is all forming hardware that is to be incorporated into the deck
galvanized or epoxy coated? (Art. 503.06(b))
____
(2)
b.
Forms
(4)
(5)
(6)
c.
Are all joints tight to prevent concrete leakage onto beams or
girders? (See Art. 503.07)
Cantilever Forming Brackets
If the Contractor uses cantilever forming brackets on exterior beams
or girders, are the following procedures being complied with to
prevent beam rotation and a possible thin deck (Art. 503.06(b))?
(1)
(2)
Is the resulting force of the leg brace bearing on the web within
6 inches (150 mm) from the bottom flange of the beam or
girder? (Art. 503.06(b)(1))
Is the top of the exterior steel beams or girders tied together
with a minimum No. 4 (No. 13) epoxy coated reinforcement, or
equivalent at no greater than 4 ft. (1.2 m) centers if the
Sheet 10 of 48
____
____
Rev. March 2009
Bridge Superstructures
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
finishing machine rails are on the outside of the watertable, or
8 ft. (2.4 m) centers if the finishing machine rails are on the top
flange of the exterior beams? On stage construction, where
cantilever brackets are used on only one exterior line of beams
or girders, this line shall be tied to the opposite exterior line.
Cross frames on steel girders which do not have a top strut
shall not be considered a tie. (See Art. 503.06(b)(2))
____
If steel beams 27 inches or shallower are utilized are you
following special details outlined on the bridge plan base sheet
SB-1. Note, the finishing machine rail must be on the beam
and the tie bars and blocking are to be at 4 ft. (1.2 m) centers.
____
Are the tie bars being placed at no greater than 8 ft. (2.4 m)
centers on precast, prestressed concrete (PPC) I-beams and
bulb-Tees regardless of where the finishing machine rails are
placed? On stage construction, where cantilever brackets are
used on only one exterior line of beams or girders, this line
shall be tied to the opposite exterior line. (See Art.
503.06(b)(2))
____
Are tie bars being placed parallel to the transverse
reinforcement? (See Supp. Spec. partial revision to Art.
503.06)
____
Are tie bars being placed no lower than the bottom transverse
reinforcement or no higher than the top transverse
reinforcement? Special brackets and/or reworking existing
brackets may be required to maintain proper placement. (See
Supp. Spec. partial revision to Art. 503.06)
____
Is each tie bar furnished with an approved tie bar stabilizing
system consisting of adjustable end clips, lag studs, and
turnbuckles? Are the end clips and lag studs sufficiently rigid
so as not to deflect during the deck pour? (See Supp. Spec.
partial revision to Art. 503.06)
____
Are you prohibiting welding to the structural steel, stud shear
connectors, or reinforcement bars protruding from PPC beams
for the installation of the tie bar stabilizing system? (See
Supp. Spec. partial revision to Art. 503.06)
____
After installation, are the tie bars tensioned with turnbuckles
until the bars do not vary from a straight line from center of
end clip to center of opposite end clip? For decks with cross
slopes, it may be necessary to anchor the ties on the exterior
girders and on the girders adjacent to the cross slope crown.
(See Art. 503.06(b)(2) and Supp Spec. partial revision to Art.
503.06)
____
Are hardwood 4 inch x 4 inch (100 mm x 100 mm) blocks or
material of an equivalent strength being wedged between
Sheet 11 of 48
Rev. March 2009
Bridge Superstructures
webs of exterior and first interior beams within 6 inches (150
mm) of the bottom flanges at each location where the top of
the beams are tied together? (Art. 503.06 (b)(3))
d.
____
Shear Studs
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
As soon as the fillet heights are determined are you providing
the Contractor with a list of the number and length of studs
necessary to provide the required minimum 2 inch (50 mm)
deck embedment? (See bridge plan detail)
____
Are you checking the Contractor’s layout of the stud locations
versus plan locations?
____
Are you prohibiting stud welding when the flange surface is
wet or the base metal temperature is below 0 °F (-17 °C)
(without preheating the metal)? (See Art. 505.08(m)(2))
____
Is each stud location being prepared by grinding, lightly,
parallel to the beams longitudinal axis to remove mill scale and
heavy rust? (See Art. 505.08(m)(2))
____
Is the operator making the required 45° bend test? (See Art.
505.08(m)(3))
____
Are you making a 45° bend test with a heavy hammer on
about 1% of the studs per beam? (See Art. 505.08(m)(3))
____
Are you testing suspect studs by bending the stud 15°
opposite the deficiency and bending it back vertically then
rejecting studs showing visual stress? (Art. 505.08(m)(3)) (It is
recommended you “ping” each stud with the hammer.)
____
Are you requiring defective studs to be removed and replaced
with a new stud in the same location as the defective stud,
after properly grinding the vacated area to a smooth flush
condition or filling pullout of metal in the vacated area with
weld metal using the shielded-metal arch process and lowhydrogen electrodes. (See Art. 505.08(m)(3))
____
NOTE: This method of repairing defective studs is appropriate
only in positive moment areas. For defective studs near piers,
contact the Bureau of Bridges and Structures.
e.
Reinforcement Bar Placement
(1)
Are all reinforcement bars tied securely in place? Are epoxy
coated rebars being tied with plastic or epoxy coated tie wire?
(Floating or sticking rebars into wet concrete shall not be
allowed.) (See Art. 508.05)
Sheet 12 of 48
____
Rev. March 2009
Bridge Superstructures
(2)
(3)
Are all rebar intersections being tied? Alternate intersection
tying will be allowed when spacing is less than 1 ft. (300 mm)
in each direction. (See Art. 508.05)
____
When epoxy coated rebars are specified to be cut in the field,
are they being sawed or sheared and the cut ends painted
with epoxy? (Flame cutting is not permitted.)
____
Note: “spray can” epoxy repair will not satisfy ASTM D 3963[m1]
(See Art. 508.04)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
Are epoxy coated rebars handled properly to prevent damage
to the rebar coating? (Use rope slings, no dragging or
dropping permitted.) (Art. 508.03)
____
Are all rebar laps of the specified length (plans will show splice
length) and contact spliced? (See Art. 508.06)
____
Are the reinforcement bar chairs epoxy coated and at the
required spacing? (See Art. 508.05)
____
Bottom bars - Continuous chairs at 3 ft.-3 inches (1m )
maximum spacing
____
Top bars - Continuous chairs at 3 ft. (900 mm) maximum
spacing, or individual chairs at 2 ft. (600 mm) x 3 ft. (900 mm)
maximum spacing.
____
Are the rebars in the tops of slabs being securely held in place
by plastic or epoxy coated No. 9 (3.8 mm) wire ties, or other
devices fastened to the structural steel, falsework, or other
structural component? (Every 25 ft. (7.6 m) longitudinally and
15 ft. (4.5 m) transversely) (See Art. 508.05)
____
After epoxy coated rebars are in place, are you inspecting the
rebars for damage to the coating and requiring the Contractor
to repair all scars greater than 1/4 by 1/4 in. (6 x 6 mm)? (See
Art. 508.05)
____
Are rebars being rejected that have either a total damage
greater than 2% of the bar surface in each 1 ft. (300 mm)
length of bar or greater than 5 percent of the bar surface area
covered with patching material? (See Art. 508.05)
____
For longitudinal or transverse joints in the deck with rebars
protruding through the pour, has the Contractor constructed a
platform outside the joint, above the protruding bars, and
supported on the lower slab form? Personnel will not be
permitted to stand or walk on the projecting reinforcement bars
until the concrete has hardened. (See Art. 503.09)
____
Sheet 13 of 48
Rev. March 2009
f.
Bridge Superstructures
Screed Rails
(1)
g.
(2)
____
Is the grade of the longitudinal construction joint form, or the
temporary screed bars, being set with an instrument and
check measured against the designed deck slab thickness?
____
Are required drainage openings in the proposed deck at the
proper location, elevation and positioned so as to prevent the
discharge of drainage water against any portion of the
structure, or directly onto any railroad, highway, or unprotected
earth below? Make sure the floor drains and scuppers are not
unintentionally placed partially under the parapet location.
Note that the edge of the deck is moved 2 in. (50 mm) if the
parapet slip form option is used.
(See Art. 503.11)
____
Expansion Joints
(1)
(2)
5.
Are the longitudinal bonded construction joint forms being set
at the required location? With the approval of the Engineer,
the Contractor may be allowed to pour the deck out-to-out.
(See Art. 503.09)
Deck Drainage Openings
(1)
i.
____
Longitudinal Bonded Construction Joints
(1)
h.
Are you checking the screed rail elevation from the fillet points
and checking the rail for a smooth curve through all the grade
points by eyeballing?
When plates, angles or other structural shapes are specified,
are they set to correct position, elevation and rigidly attached
to bulkheads set to provide plan opening at 50 oF (10 oC) prior
to concrete placement? (See Art.503.10(c) and bridge plan
detail)
____
If temporary expansion joint bulkheads are attached to
adjacent deck slabs or abutments for support, is the
Contractor cutting the attachments as soon as the concrete
has set to prevent joint damage due to horizontal expansion?
____
PRE-POUR MEETING
Prior to (preferably the day before) placement of deck concrete, a meeting
will be held with the Contractor to review the following deck placement
procedures (see Attachment 1 for sample pre-pour meeting agenda):
Sheet 14 of 48
Rev. March 2009
a.
Bridge Superstructures
Mix
(1)
(2)
b.
____
Have you discussed with the Contractor the air, slump and
strength requirements for deck concrete and the location for a
suitable site to run tests?
____
Concrete Delivery
(1)
(2)
c.
Have you discussed the properties of the proposed concrete
mix (retarder, strength, water/cement ratio, etc.) with the
District Materials Engineer and the Contractor?
Is the delivery commitment from the ready mix supplier
adequate so that the operations of placing and finishing will be
continuous? (See Art. 503.07, Art. 1020.11(d)(9))
____
Does the Contractor have sufficient equipment and labor to
maintain continuous concrete placement operation between
expansion or construction joints specified? (See Art. 503.16)
____
Pumped Concrete (Construction Memorandum No. 74)
(1)
(2)
(3)
(4)
(5)
(6)
Is the Contractor aware mortar used to provide initial
lubrication for the line shall be wasted and not allowed to be
placed in the deck? The wasted mortar shall not be placed in
any stream or drainage way.
____
Is the Contractor aware when the horizontal placement
method is used, the line shall have a piece of plywood placed
under each pipe joint to prevent damage to the epoxy coated
rebars and to catch concrete which oozes from the line when
the joint is disconnected? Concrete dropping onto rebars shall
be removed. It sets up rapidly and if paved over creates a
weak spot in the deck.
____
Will the pump be at lower elevation than the concrete trucks to
facilitate discharge from the truck without excessive water
additions? Constructing near level ramps or excavating an
area for the pump is helpful.
____
Is the Contractor aware no water shall be added to the pump
hopper. If water is added, to remove a line blockage etc…,
this concrete must be wasted.
____
Is the Contractor aware the use of aluminum pipes or tubes is
strictly prohibited. (See Art. 503.07)
____
Does the discharge end of the pump have attached either an
"S" shaped flexible or rigid conduit, a 90 degree elbow with a
minimum of 10 ft. (3 m) of flexible conduit placed parallel to the
deck, or a similar configuration approved by the Engineer?
(See Art. 503.07 and CM Section 500)
____
Sheet 15 of 48
Rev. March 2009
Bridge Superstructures
(7)
(8)
d.
Is the contractor aware the mortar factor shall not exceed
0.86? (See PCC Level III Technician Course – Manual of
Instructions for Design of Concrete Mixes)
____
Has the procedure to establish a correction factor for air
content loss (or gain) in the pump been discussed? At least
the first three truck loads should be tested before and after the
pumping to establish the correction factor. It should be
rechecked every 50 cu. yd. (40 m3) or as conditions change.
____
Finishing Equipment & Requirements
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10)
(11)
On skewed multi-beam/girder bridges (with skew angle
exceeding 45°, or skew angle exceeding 30° and pour width to
span length ratio exceeding 0.8) are you checking the bridge
plan general notes to determine if the deck concrete must be
placed and finished parallel to the skew?
____
Does the finishing machine transversely finish the surface with
either a rotating cylinder(s) or a longitudinal oscillating screed?
(See Art. 503.16(a)(1) and 1103.13(a))
____
Is the finishing machine in good mechanical condition and the
crown checked?
____
Does the fogging equipment satisfy specification requirements
and is it in good working order? (See Art. 5013.16,
1103.13(a), and 1103.17(k)
____
Has the “dry” run been made to check rebar clearance? (See
Art. 508.05, Art. 1103.13(a))
____
Are adequate foot bridges for finishing, texturing and applying
cotton mat curing blankets and available for the concrete
finishers? (See Art. 503.16, 1020.13(a)(5), 1103.17(d)).
____
Are there enough vibrators to adequately consolidate the
concrete? (See Art. 503.07)
____
Are the vibrators equipped by the manufacturer with a nonmetallic head? Slip-on covers are not allowed. (See Art.
1103.17(a))
____
Are long handled floats not less than 3 ft. (1 m) in length and 6
in. (150 mm) in width or hand operated floats not less than 10
ft. (3 m) in length and 6 in. (150 mm) in width provided? (Art.
503.16(a)(1))
____
Is a burlap or artificial turf carpet drag being furnished for the
initial surface texturing? (Art. 503.16(a)(3))
____
Where longitudinal joints or transverse joints are constructed,
will platforms supported on the lower slab form be constructed
Sheet 16 of 48
Rev. March 2009
Bridge Superstructures
(12)
(13)
(14)
e.
so workers will not be permitted to stand or walk on projecting
reinforcement bars? (See Art. 503.09)
____
If the Engineer determines workability cannot be obtained, will
a device be available to apply water to the deck in a fine mist?
(See Art. 503.16(a)(1))
____
Has the Contractor provided temperature, relative humidity,
and wind speed measuring equipment? (See Art. 503.16)
____
Is the contractor aware leakage through forms onto beams or
girders shall not be allowed to harden and shall be removed
while in a plastic state.
____
Manpower
Will the Contractor have adequate supervision and enough manpower
to place and finish the deck concrete and place curing covering in the
specified manner? Has the Contractor designated a person
responsible for placing the curing covering? (See Art. 503.16 and
1020.13(a)(5))
f.
Deficiency Checklist
Have you informed the Contractor of any deficiencies not previously
taken care of? (Forms, reinforcement, epoxy touch up, grade,
equipment etc.)
g.
____
Curing
(1)
(2)
(3)
h.
____
Are there adequate cotton blankets, soaker hoses and white
polyethylene sheeting (or burlap-polyethylene blankets) on the
jobsite to cure the deck? (See Art. 503.17 and 1020.13(a)(5))
____
Does the contractor have an adequate water supply available
on the job site? (See Art. 503.17 and 1020.13(a)(5))
____
Is the contractor prepared to immediately wet the cotton mats
upon placement? (See Art. 503.17 and 1020.13(a)(5))
____
Pour Sequence
Is the contractor aware, if they plan to deviate from the pouring
sequence shown in the bridge plans or add a pouring sequence (i.e.
add longitudinal or transverse construction joints not shown in the
plans) they must submit a proposal in writing? The proposal requires
approval from the Bureau of Bridges and Structures. (See
Construction Memo. 07-64)
Sheet 17 of 48
____
Rev. March 2009
6.
Bridge Superstructures
CONCRETE DECK PLACEMENT
a.
Revolution Requirements for Truck Mixers
(1)
(2)
Are you immediately inspecting the batch counter on all
arriving truck mixers to ensure that the required number of
revolutions at mixing speed has been obtained? (See
Art. 1020.11(a)(2) and 1020.11(a)(5))
____
Does the number fit within the allowable number of revolutions
shown in the table below?
____
60 Mixing Revs. Req’d.
70 Mixing Revs. Req’d.
(Simultaneous Charging)
(Separate Charging)
Time
Minutes
Min
Max
Min
Max
10
60
119
70
119
15
66
144
72
144
Agitating Speed
20
76
169
82
169
2-5 rev/min.
25
86
194
92
194
30
96
219
102
219
Mixing Speed
35
106
244
112
244
5-16 rev/min.
40
116
269
122
269
45
126
294
132
294
50
136
319
142
319
55
146
344
152
344
60
156
369
162
369
Whenever water or admixtures are added to the truck at the jobsite or the
revolutions on the truck are not within the above chart, an additional 40
revolutions at mixing speed shall be put on the truck. (See Art. 1020.11(a)(2)
b.
____
Time of Haul
(1)
If the temperature of the air or concrete is 18 °C (65 °F) or
higher, is a retarding admixture being used? (See Art.
1020.05(b)(1))
Sheet 18 of 48
____
Rev. March 2009
Bridge Superstructures
(2)
Is all concrete which is being hauled in truck mixers or truck
agitators being deposited within 60 minutes1,2 from the time
stamped on the tickets? (See Art. 1020.11(a)(7))
____
Note 1: When the concrete temperature at point of discharge
is below 65 °F (18 °C), the allowable haul time is 90 minutes.
(See Art. 1020.11(a)(7))
When the concrete temperature at point of discharge is at or above 65 °F
(18 °C), retarding admixture must be used, which brings the maximum
haul time up to 90 minutes. (See Art. 1020.05(b)(1), and Art.
1020.11(a)(7))
(3)
c.
If central-mixed concrete is being hauled in nonagitator trucks,
is the concrete being deposited within 30 minutes? (See Art.
1020.11(a)(7))
Concrete Temperature
Are temperature checks of the plastic concrete being taken? The
allowable limits for structural concrete are 50 °F (10 °C) to 90 °F (32 °
C). When insulated forms or blankets are used: 50 °F (10 °C) to 80 °
F (25 °C). (See Art. 1020.14(b))
d.
____
____
Air Content Determination
Allowable air content in place = (5% - 8%) (See Art. 1020.04)
(1)
(2)
Is an air content test (per MTPM) made on every load? (See
Sampling Schedule 3 Non-QC/QA Concrete in the PPG,
Construction Memo. 07-74, and QC/QA of Concrete Mixtures
Recurring Special Provision Schedule B note 9/)
____
Is an air content test (per MTPM) made when mix water or air
entrainment admixture is added at the jobsite?
____
Note: A slump test, and air test is required when a strength
specimen is made. (See Sampling Schedule 3 Non-QC/QA
Concrete in the PPG and QC/QA of Concrete Mixtures
Recurring Special Provision Schedule B note 8/)
(4)
If a pump or conveyor is used for placement, is an air loss
correction factor being established and used according to the
following (See Construction Memo. 07-74 and QC/QA of
Concrete Mixtures Recurring Special Provision):
(a) Test the first three truck loads delivered before and after
transport by the pump or conveyor.
(b) Once the correction factor is determined, it shall be
rechecked after an additional 50 cu yd (40 m3) is pumped,
or an additional 100 cu yd (80 m3) is conveyed.
Sheet 19 of 48
____
Rev. March 2009
Bridge Superstructures
(c) The correction factor should also be rechecked when
significant changes in temperature, distance, pump or
conveyor arrangement, etc., have occurred.
(d) The air content should be near the midpoint of the range,
after the correction factor has been applied. If the air
content is not near the midpoint, adjustments are needed
at the plant. If air content tests indicate significant air loss,
the problem should not be solved by increasing the air
content above the upper specification limit. A lower slump
concrete or change in pump arrangement can cause less
air loss. Thus, the air content at the discharge end could
exceed the upper specification limit. The best alternative
is to reduce air loss by changing the pump arrangement, or
by making minor mix adjustments at the plant.
(e) Record the actual test results. For before and after tests
used to establish the correction factor, record both sets of
tests, but report only the on-the-deck tests to the MISTIC
system. Once the correction factor has been established,
record the air tests results at the truck, as well as the
correction factor used in accepting the truck's air content,
but report only the corrected air content to the MISTIC
system.
(f) If the correction factor is 3 percent or more the Contractor
shall take corrective action to reduce the loss of air content
during transport by the pump or conveyor.
e.
Slump Test
Allowable slump = 2 - 4 in. (50 - 100 mm) for Class BS without highrange water reducing admixture. (See Art. 1020.04)
The maximum slump may be increased to 7 in. (175 mm) when a high
range water-reducing admixture is used. (See Art. 1020.04 note 4)
(1)
(2)
On non-QC/QA jobs, is a slump test (per MTPM) made at least
once each 50 cu. yd. (40 m3) min.? (See Sampling Schedule
3 Non-QC/QA Concrete in the PPG)
____
Is a Slump test made (per MTPM) when mix water is added at
the jobsite?
____
Note: A slump test and air test is required when a strength specimen
is made. (See Sampling Schedule 3 Non-QC/QA Concrete in
the PPG and QC/QA of Concrete Mixtures Recurring Special
Provision Schedule B note 8/)
On QC/QA jobs, the sampling and testing frequency is in accordance
with the QC/QA of Concrete Mixtures Recurring Special Provision.
Sheet 20 of 48
Rev. March 2009
f.
Bridge Superstructures
Water/Cement Ratio Control
Has the Proportioning Technician or QC personnel at the plant
communicated to you and the jobsite QC personnel, the permissible
amount of water which can be added at the jobsite without exceeding
the allowable water/cement ratio for the concrete mix? The
specification requirement for a 4-inch (100 mm) slump still remains in
effect and must be considered when adding water. (Art. 1020.04)
g.
Adding Water or Admixture to Trucks at Jobsite
When water or admixtures are added to the ready-mix truck at the
jobsite, is the concrete to be mixed 40 additional revolutions at mixing
speed to assure proper mixing? Concrete that is modified at the
jobsite after testing so as to alter test results significantly, shall be
re-tested for acceptance. (See Art. 1020.11(a)(2))
h.
____
____
Strength Test
On non-QC/QA jobs are either concrete test beams or cylinders being
cast at the site of work and the following requirements met?
(Art.1020.09)
(1)
(2)
____
Modulus of Rupture (6 x 6 x 30 in. (150 x 150 x 750 mm)
beam):
Cast 2 beams per pour. (Sampling Schedule 3, Non-QC/QA
Concrete in the PPG)
____
Are the beams being made, cured, and tested in accordance
with the methods given in the Manual of Test Procedures for
Materials (MTPM)?
____
Designed flexural strength = 675 p.s.i (4,650 kPa) in 14 days.
(See Art. 1020.04). Record beam tests in “Field Record Book
of Modulus of Rupture Tests of Concrete Beams,” Form LW-3.
____
Compressive Strength 6 in. (150 mm) diameter x 12 in. (300
mm) cylinder: Cast 2 cylinders in lieu of each beam, i.e. 4
cylinder per pour. (See Sampling Schedule 3 Non-QC/QA
Concrete in the PPG)
____
Are the cylinders being made, cured, and tested in accordance
with the MTPM?
____
Designed compressive strength = 4000 p.s.i. (27,500 kPa) in
14 days (See Art. 1020.04)
Note: Submit MISTIC Form MI-655 - “P. C. Concrete Strengths,” to
the District Materials Engineer
Sheet 21 of 48
Rev. March 2009
Bridge Superstructures
It is highly recommended to make additional beam or cylinder test
specimens, in case of damage to specimens or low strength test
results.
i.
Concrete Delivery Tickets
(1)
Are all truck tickets being collected and retained?
____
(2)
Do concrete tickets show section number, time of batch, batch
quantity, truck number, etc.?
____
The QC/QA Recurring Special Provision requires the following
information to be recorded on each delivery ticket or in a bound
hardback field book: initial/final revolution counter reading, at
the jobsite, if the mixture is truck mixed; time discharged at the
jobsite; total amount of each admixture added at the jobsite;
and total amount of water added at the jobsite.
(3)
(4)
j.
Are you recording on each truck ticket the inspector’s initials,
the results of air/slump tests, concrete temperature checks,
time of discharge, water or admixtures added, drum revolutions
of transit mix trucks upon arrival and strength specimens
taken?
Are all jobsite air, slump, water or admixture additions and
beam test results being submitted to the proportioning
technician daily for posting on MISTIC Form MI 654, Concrete,
Air, Slump Quantity and Form MI 655, P. C. Concrete
Strengths.
____
____
Placing Concrete
(1)
Is the concrete being bucketed, conveyed, pumped or
otherwise placed in such a manner as to avoid segregation
and is not being allowed to drop more than 5 ft. (1.5 m)? (See
Art. 503.07)
____
Note: All skewed multi-beam/girder bridges, not just those required
to be struck off and finished parallel to the skew per a bridge
plan general note, should have the concrete placed parallel to
the skew provided plasticity throughout the screeding
operation and the uniformity of the tining can be maintained
satisfactorily.
(2)
(3)
If the distance between the placement of concrete and the
covering of the finished concrete nears 35 ft. (10.7 m), or 25 ft.
(7.6 m) for deck widths greater than 50 ft. (15 m), are you
ensuring placement of concrete is halted until the curing
operation catches up? (See Art. 503.16)
____
Are you checking the evaporation rate based on
measurements of air temperature, humidity, and wind speed?
____
Sheet 22 of 48
Rev. March 2009
Bridge Superstructures
(4)
(5)
(6)
(7)
k.
(2)
Is the fogging equipment functioning properly and not
accumulating water on the surface of the concrete.
____
If there is a delay of more than ten minutes during concrete
placement, is wet burlap used to protect the concrete until
operations resume? (See Art. 503.16)
____
Is the contractor removing all concrete leakage onto beams or
girders while the leakage is in a plastic state? (See Art.
503.07)
____
Is all concrete being compacted with hand operated spud
vibrators immediately after it has been placed? (See Art.
503.07) Over-vibration causes segregation and loss of
entrained air.
____
At expansion angles or expansion joint blockouts is the
concrete being vibrated through the vent holes to release as
much trapped air as possible?
____
Strike-Off and Finishing
(1)
Is the finishing machine in proper adjustment and producing
the specified surface?
____
If a vibratory screed is being utilized in lieu of a power driven
finishing machine is bridge deck pour width less than 16 ft.?
The vibrator must shut off when the speed is stopped so air
will not be vibrated out of the concrete and excess mortar will
not be brought to the surface. (See Art. 503.16(a)(1))
____
Note: A vibrating screed may be used when the bridge deck pour is
wider than 16 ft. with permission of the Central Bureau of
Construction. (See Construction Memo. 07-73)
____
(2)
(3)
m.
____
Consolidation
(1)
l.
When the evaporation rate is 0.1 lb/sq ft/hour (0.5 kg/sq
m/hour) or greater, or when required by the Engineer, is the
fogging equipment in operation? (See Art. 503.16)
Are you ensuring that the concrete surface at parapets, curbs,
sidewalks and medians is struck off during the deck pour and
that excess concrete, mortar, or paste from the finishing
process is not discarded into these areas? (See Art.
503.16(a)(1))
____
Depth Checks
(1)
Are you checking the deck thickness and rebar depth at
frequent intervals behind the finishing machine and recording
these measurements in your deck pour field book?
Sheet 23 of 48
____
Rev. March 2009
Bridge Superstructures
(2)
n.
If deck thickness or rebar depth deficiencies are found, is the
Contractor immediately notified so corrective action can be
taken?
____
Longitudinal Finishing and Testing
(1)
Is the contractor testing the entire surface for trueness with a
10 ft. (3 m) straightedge and correcting any depressions or
high areas? (See Art. 503.16(a)(2))
____
Note: The Contractor may, at their option, transversely float the
entire surface with a hand-operated float having blades not
less than 10 ft (3 m) in length and 6 in. (150 mm) in width. If
the Contractor chooses to transversely float the entire surface
with the 10 ft (3 m) hand float and surface corrections are
made, straightedge testing while finishing will not be required.
(2)
o.
____
Controlling Finish Water
(1)
(2)
p.
Are you prohibiting long handled floats with short length blades
3 ft. (1 m) from being used over the entire deck surface?
These floats should only be used when necessary to smooth
and fill in porous or open-textured areas as these floats create
bumps in the deck surface. (See Art. 503.16(a)(1))
Are you prohibiting water from being applied to the deck
surface unless it can be demonstrated that workability cannot
be obtained? (Art. 503.16(a)(1))
____
If water is permitted is it being applied in a fine mist from a
sprayer and not by brushes or other methods which
concentrates water? (Art. 503.16(a)(1))
____
Surface Texturing
(1)
(2)
(3)
(4)
(5)
Is the deck surface being textured with either a burlap or
artificial turf carpet drag (parallel to the centerline of the
roadway) in the plastic state? (See Art. 503.16(a)(3)a.)
____
After the required curing and protection, is the deck being
grooved, by a mechanical saw device, perpendicular to the
centerline of the roadway? (See Art. 503.16(a)(3)b.)
____
Is the grooving being stopped 1 ft. (300 mm) from the face of
the curbs or parapets and 2 in. ± 1 in. (50 mm ± 25 mm) from
deck drains and expansion joints? (See Art. 503.16(a)(3)b.)
____
Is slurry being picked up continuously, with vacuum
equipment, during the deck grooving operation and disposed
of offsite according to Art. 202.03? (See Art. 503.16(a)(3)b.)
____
Is the deck being flushed with water as soon as possible to
remove any slurry material not collected by the vacuum?
Sheet 24 of 48
Rev. March 2009
Bridge Superstructures
Discharge into any stream or drainage way is prohibited. (See
Art. 503.16(a)(3)b.)
q.
____
Curing Bridge Decks
Per Art. 1020.13(a)(5) Wetted Cotton Mat Method:
(1)
(2)
(3)
(4)
(5)
(6)
(7)
r.
Is a separate foot bridge available for the placement of the
cotton mats?
____
Is the Contractor placing dry or damp cotton mats as soon as
the surface of the concrete has been finished and textured?
Are the mats being placed in a manner which will not mar the
concrete surface?
____
Are you ensuring the distance between placement of the
concrete and the placement of the cotton mats does not
exceed the allowable distances of 35 ft (10.7 m) (or 25 ft. (7.6
m) for pour widths greater than 50 ft. (15 m)). (See Art.
503.16)
____
Immediately after placement, are the cotton mats being wetted
thoroughly with a gentle spray of water? Are the mats
maintained in a wetted condition until the soaker hoses can be
placed?
____
When the concrete has hardened sufficiently, are soaker
hoses being placed at a maximum 4 ft. (1.2 m) spacing?
____
After placement of the soaker hoses, are the cotton mats
being covered with white polyethylene sheeting or burlappolyethylene blankets?
____
For areas inaccessible to the cotton mats, is curing being done
using the burlap method as per Art. 1020.13(a)(3)?
____
Bonded Construction Joints
(1)
Is the surface of the existing concrete (or hardened concrete
from the first pour) being properly prepared in accordance with
Art. 503.09(b)?
____
Is the surface being prepared by washing with water under
pressure or by sandblasting to expose clean, well bonded
aggregate?
____
Note: Removal of cement paste from the first pour may be facilitated
by coating the form of the first pour with approved surface
retarder, or applying surface retarder directly to the exposed
surface of the first pour.
(2)
Has the prepared surface of the existing concrete been wetted
and maintained in a dampened condition for a minimum of one
Sheet 25 of 48
____
Rev. March 2009
Bridge Superstructures
(3)
s.
hour before the application of new concrete? (See Art.
503.09(b))
____
Immediately before placing the new concrete, is any excess
water being removed? (See Art. 503.09(b)?
____
Protection
Is all deck concrete which is placed during the winter period (Dec. 1
thru March 15) being protected in accordance with one of the
following methods?
(1)
(2)
____
Method I. The concrete and forms completely covered with
insulating material enclosed on sides and edges with an
approved waterproof liner. (Art. 1020.13(d)(1))
____
Combination Method I & II. The top of the deck shall be
covered with insulating material. The sides and bottom of the
deck shall be enclosed in adequate housing for 7 days. The air
surrounding the concrete shall be kept between 50 °F (10 oC)
and 80 oF (27 °C). (See Art. 1020.13(d)(1)&(2))
____
Note: If the concrete is placed outside the winter period and the
forecast for temperature is below 45 °F (7 °C), (or the actual
temperature drops below 45 °F (7 °C)) and the concrete is less
than 72 hours old the concrete shall be protected as above.
(Art. 1020.13(d))
t.
Parapets and Railings
(1)
General
(a)
(b)
(c)
(2)
Are you not allowing placement of concrete parapets
until the deck forms have been removed? Note deck
forms cannot be removed until the deck concrete has
attained the required flexural strength and the 7 day
curing period is complete. (See Art. 503.16(b), 503.06,
and 1020.13)
____
Are you checking the locations for all expansion joints,
handrail post bolts, and chamfer strips before
permitting the Contractor to place concrete? (See
Art. 503.16(b)(2))
____
Has the deck surface under the parapet been properly
prepared for a horizontal bonded joint? Is the prepared
surface soaked for an hour before the pour, and is
excess water being removed immediately prior to
placing concrete? (See Art. 503.09)
____
Formed Parapets and Railings
Sheet 26 of 48
Rev. March 2009
Bridge Superstructures
(a)
(b)
(c)
(d)
(e)
(f)
Are you ensuring all forms have good surface quality?
Air pockets vibrated out of the concrete tend to cling
even more to the sloped surfaces of parapet forms and
a rough form surface worsens this situation.
____
Are you checking the forms prior to placement to
ensure they are of the correct dimension, tight fitting,
and properly aligned? (Art. 503.16(b)(2))
____
Are you ensuring the proper clearance from the faces
of the concrete?
____
Is the contractor placing the concrete in continuous
horizontal layers and thoroughly vibrating the concrete
in each layer to ensure internal consolidation and
minimize air pockets and honeycombing on the surface
of the parapet? (Art. 503.07)
____
Are you rechecking the alignment of forms and grade
of the top chamfer strips immediately after the placing
of concrete in the forms to ensure all corners in the
finished work shall be true, sharp and clean cut?
(See Art. 503.16(b)(2))
____
Are the parapets being cured 7 days with the
waterproof paper, polyethylene sheeting, wetted burlap
or wetted cotton mat method? (See Art. 1020.13)
____
(See also Art. 1020.13 table note 8/regarding nontraffic surfaces receiving a protective coat according to
Art. 503.19)
(g)
(h)
Are all depressions resulting from the removal of ties,
rods or bolt anchorages and all air pockets or rough
places larger than 1/2 in. (13 mm) being carefully and
neatly pointed with matching mortar? (Art. 503.15)
____
Are all parapet and railing surfaces that will be exposed
to view after completion of the work being given a
normal finish consisting of the removal of all fins, rough
spots, stains, hardened mortar or grout, and form lines
by rubbing with a #16 carborundum stone or equal?
(See Art. 503.15(a))
____
If the surface of concrete is oil-stained, or is otherwise
not of uniform color, it may require cleaning utilizing a
grout rub. The grout shall be 1 part cement (from the
original source) to 1½ parts fine sand with sufficient
water to produce a grout with the consistency of thick
paint. At the end of the cleaning operation there shall
be no visible film of grout remaining.
(See Art. 503.15(a))
Sheet 27 of 48
Rev. March 2009
Bridge Superstructures
(3)
Slip Formed Parapets (General)
(a)
(b)
(4)
Is there a bridge plan general note stating slipformed
parapets are not allowed? If there is a bridge plan
general note stating slipformed parapets are not
allowed, under no circumstance is slipforming to be
allowed.
____
Is the “Slipform Parapet” special provision included in
the contract? If the contract does not contain either the
slipform parapet special provision or a general note
prohibiting slipformed parapets, contact the Central
Bureau of Construction to determine if slipforming
should be allowed as an alternate method of
construction.
____
Slipform Parapet (See Slipform Parapet Special Provision)
(a)
(b)
(c)
(d)
(e)
(f)
(g)
Is the rebar cage tied at all bar intersections? This is
necessary to maintain rigidity during concrete
placement. The contractor may use additional epoxy
coated stiffening reinforcement bars to prevent
movement of the reinforcement cage subject to your
approval. Significant movement of the cage during
slipforming will be cause for immediately ceasing the
slipforming operation.
____
Are you checking the slipform equipment to make sure
the proper dimensions will be placed?
____
In particular, are you making sure the breakline
between the base of the parapet and upper portion of
the parapet on the face of the parapet does not exceed
the plan dimension? This dimension is critical.
____
Does the slipform machine have automatic horizontal
and vertical grade control?
____
Has the contractor performed a dry run for the full
distance of the anticipated pour, checking for the
proper clearance between the rebar and the slipform?
____
Are the ends of the parapet formed and the forms
securely braced? Are parapet sections at light
standards formed for a minimum distance of 4 ft
(1.2 m) on each side of the discontinuity?
____
Is the slipform machine running at speeds within the
specification limits?
____
Is the vertical surface at the base of the barrier (within
3 in. of the deck) being troweled true after passage of
Sheet 28 of 48
Rev. March 2009
Bridge Superstructures
the slipform machine? Hand finishing of minor
sporadic surface defects may be allowed?
____
Any visible indication that less than specified cover of
concrete over the reinforcing bars has been obtained,
or of any cracking, tearing or honeycombing of the
plastic concrete, or any location showing diagonal or
horizontal cracking will be cause for rejection of the
parapet section in which they are found.
(h)
Is the specified clearance between the rebar and the
slipform being maintained without external force
throughout the pour?
____
If proper clearance cannot be maintained without
external force, the slipform operation shall stop until the
rebar cage is adjusted to obtain the proper clearance.
(i)
Are you checking that the rebar cage is not moving
longitudinally during the slipform operation?
____
Excessive movement of the rebar cage during the
slipform operation shall be cause for removal and
replacement of the affected section.
(j)
Is the actual longitudinal alignment within tolerance?
____
(k)
Are abrupt changes in actual longitudinal alignment of
1/2 in. in 10 ft. (13 mm in 3 m) being removed and
replaced?
____
Are all surfaces being checked with a 10 ft. (3 m)
straight edge furnished and used by the Contractor as
the concrete is extruded from the slipform?
____
Are variations greater than 1/4 in. in 10 ft. (6 mm in 3
m) being corrected immediately? Continued variations
in the barrier surface exceeding 1/4 in. in 10 ft. (6 mm
in 3 m) will not be permitted and remedial action shall
immediately be taken to correct the problem.
____
Are any deformations or bulges remaining after initial
set being removed by grinding after the concrete has
hardened?
____
Is the parapet being cured according to the special
provision?
____
Have random cores been taken to verify the quality of
the slipform parapet?
____
(l)
(m)
(n)
(o)
(p)
Sheet 29 of 48
Rev. March 2009
u.
Bridge Superstructures
Surface Variations
(1)
(2)
v.
At the end of the curing or protection period, are you testing
the surface of the deck with a 16 ft. (5 m) straightedge?
(See Art. 503.16(a)(4))
____
Are variations greater than 3/16 in. (5 mm) being removed by
grinding or cutting? (See Art. 503.16(a)(4))
____
Expansion Joints
(1)
Neoprene Expansion Joint Installation
(a)
(b)
(c)
(d)
(e)
(f)
(2)
____
Is the concrete surface level and sound (no broken or
spalled concrete) with adjacent joint seats in a common
plane with each other? If not are the surfaces
corrected by grinding or other approved procedures?
(See Art. 520.07)
____
Are neoprene surfaces in contact with the
adhesive/sealant bedding compound cleaned with
acceptable solvent prior to installation and is the
adhesive/sealant applied over the entire blockout?
(See Art. 520.07)
____
Are nuts torqued to 65 ft.-lbs. (90 Nm) and after 24
hours of initial installation are the nuts retorqued to 65
ft.-lbs. (90 Nm)? (See Art. 520.07)
____
Are bolt wells, joints between units, around connecting
bolts and cavity plugs cleaned and sealed in a neat
manner? (See Art. 520.07)
____
Upon completion of the joint, are uneven end butt
connections being ground flush? (See Art. 520.07)
____
Preformed Elastomeric Compression Joint Seals
(a)
(b)
(3)
Are the concrete surfaces on which the joint sets, dry,
clean and free of dirt, grease, loose concrete and
contaminants? (See Art. 520.07)
Is the seal installed with suitable hand or machine tools
and secured in place in a clean joint with approved
adhesive which covers both sides of the seal in contact
with the sides of the joint? (See Art. 520.06)
____
Is the seal installed in one continuous piece with no
more than one manufacturer’s splice? (See Art.
520.06)
____
Preformed Elastomeric Strip Seals
Sheet 30 of 48
Rev. March 2009
Bridge Superstructures
(a)
(b)
w.
____
Are the “locking ears” portion of the strip seal gland
being coated (and installed) with an adhesive/lubricant
in 5 ft. (1.5 m) maximum intervals to ensure the
adhesive/lubricant does not dry prior to installation?
(See Art. 520.08)
____
Protective Coat
(1)
(2)
(3)
(4)
x.
Is the steel extrusion cavities being kept clean and dry
until the strip seal is placed? (See Art. 520.08)
Is PROTECTIVE COAT, when specified, being applied to the
entire top surface of the bridge deck, hubguards and to the
tops and inside vertical faces of the sidewalk, parapets, end
posts, and wings? (See Art. 503.19)
____
Is the protective coat being applied in two applications at 50
sq. yds. per gal. (11m2/L)? (See Art. 503.19)
____
Is the protective coat being applied when the temperature is
above 40 °F (4 °C)? (See Art. 503.19)
____
Is the proctective coat being applied on clean, dry concrete,
which is at least 14 days old, after bridge deck grooving but
before the bridge deck is marked ? Note there should be a 48
hour drying period since the last rain (See Art. 503.19)
____
Field Painting of Structural Steel
Is the steel being cleaned, spot painted and given the application of
the additional paint coatings required by the contract? (Art. 506.05)
7.
____
DOCUMENTATION OF FINAL CONTRACT QUANTITIES
CONCRETE STRUCTURES- Cubic Yard (Cubic Meters)
CONCRETE SUPERSTRUCTURE - Cubic Yards Cubic Meters
REINFORCEMENT BARS - Pounds (Kilograms)
REINFORCEMENT BARS, EPOXY COATED - Pounds (Kilograms)
BAR SPLICERS - Each
a.
Are computations based on plan dimensions in a permanent file to
verify plan quantities?
____
If your computations are not reasonably close to plan quantity, within
0.3 cu. yd. (0.2m3) for Concrete and 10 lbs. (4.5 kg) for Reinforcement
Bars are your calculations being checked by another person to verify
the revised quantity?
____
Sheet 31 of 48
Rev. March 2009
b.
Bridge Superstructures
Are you indicating in your records that the structure was “Built to plan
dimensions.” Otherwise, are you showing revised dimensions?
____
Are you computing the weight of reinforcing bars using the theoretical
weight as listed in Art. 508.07?
____
In lieu of all of the above, do you have a jointly-signed Form BC 981
agreeing to plan quantities for appropriate pay items to document the
final pay quantity?
____
PROTECTIVE COAT - Square Yards (Square Meters)
NEOPRENE EXPANSION JOINT - Foot (Meter)
PREFORMED JOINT SEAL - Foot (Meter)
PREFORMED JOINT STRIP SEAL - Foot (Meter)
a.
b.
Have field measurements of all applicable pay items been taken?
____
Have the field measurements and computations been retained in a
permanent file?
____
In lieu of all of the above, do you have a jointly-signed Form BC 981
agreeing to plan quantities for appropriate pay items to document the
final pay quantity?
____
Sheet 32 of 48
Rev. March 2009
Bridge Superstructures
FURNISHING STRUCTURAL STEEL - Lump Sum
ERECTING STRUCTURAL STEEL - Lump Sum
FURNISHING & ERECTING STRUCTURAL STEEL - Lump Sum
FURNISHING & ERECTING STRUCTURAL STEEL - Pounds (Kilograms)*
*This pay item is used for minor pay items of structural steel such as
expansion dams on concrete bridges or miscellaneous steel for the repair of
existing structures. The pounds (kilograms) of structural steel shall be
determined using the approved shipping weight (mass) or by measuring on
an approved platform scale (unless the quantity is less than 10,000 lb.
(4500 kg). (See Art. 505.12)
Designers are supposed to include the weight of bolts, nuts, and washers in
the estimated structural steel quantity calculation
ELASTOMERIC BEARING ASSEMBLY – Each
ANCHOR BOLTS - Each
FURNISHING & ERECTING PRECAST, PRESTRESSED CONCRETE
I-BEAMS (Depth Specified) - Foot (Meter)
FURNISHING & ERECTING PRECAST, PRESTRESSED CONCRETE BULB
T-BEAMS (Depth Specified) - Foot (Meter)
PRECAST, PRESTRESSED CONCRETE DECK BEAMS (Depth Specified) Foot (Meter)
In determining the total length to be paid for, the specified overall length of
the individual beams will be used.
In lieu of measured quantities, do you have a jointly-signed Form BC 981
agreeing to beam plan quantities to document the final pay quantity?
(See Art. 504.07).
Sheet 33 of 48
____
Attachment 1
Bridge Superstructures
DECK PREPOUR MEETING AGENDA
(Rev. 3/1/09)
Length
Width
Date:
Time:
Contact:
AGENDA
What is the scheduled date of the pour?
Time?
1. DISCUSS PLAN NOTES AND SPECIAL PROVISIONS
a. Pour Sequence Concerns
The addition of a pour sequence (i.e. the addition of longitudinal or transverse
joints) or use of a pour sequence that differs from a pour sequence shown in the
contract plans must be approved by Bureau of Bridges and Structures.)
b. QC/QA Concrete – discuss roles relating to control of materials and construction.
2. EQUIPMENT
a. Bidwell?
Gomaco?
(1)
Discuss auger height (1/8 to 1/4” above roller)
(2)
Discuss roller (1/8” higher in back)
(3)
Discuss roller rotation
(4)
Is equipment in good working order?
Screed?
b. Skew Placement Concerns
(1)
>45 degrees (or >30 degrees with pour width to span length ratio
exceeding 0.8); check bridge plan general notes for special finishing
requirements
(2)
<45 degrees
(3)
Have proper adjustments been made to the finishing machine
a.
Heavily skewed decks should be finished from leading end to
trailing end.
Sheet 34 of 48
Attachment 1
Bridge Superstructures
b.
Finishing should be from low side to high side of superelevated
decks.
c. Dry Run Concerns
(1)
check rebar clearance
Inch
(2)
check deck thickness
Inch
(3)
check deck drain clearance
Inch
(4)
check for rail feflection
(5)
check foging system for performance (verify all nozzles work, shut-off
system fuctions and nozzles do not leak.) Nozzles should not point
straight down.
(6)
check rebar for ties, epoxy touch ups, etc.
(7)
check for hydraulic leaks and other equipment problems
(8)
check rail supports to ensure stability
d. Fogging System Concerns
Note: Fogging is required unless evaporation rate is less than 0.1 lb/sq.ft./hr.
Fogging increases humidity at deck surface. Fogging reduces plastic and
dry shrinkage cracking caused by high temperature, low humidity, and
high wind.
(1)
Use Portland Cement Association’s publication “Design and Control of
Concrete Mixtures” – section on plastic shrinkage cracking to determine
the evaporation rate.
(2)
Repair leaks to avoid ponding water
(3)
Fogging system should be in accordance with Art. 1103.17(k) (No
baptizing!)
e. Foot Bridges – minimum 2 required
f.
(1)
Finishers
(2)
Burlap / Artificial Turf Carpet Drag and Curing
Plastic Texture
Burlap or artificial turf carp should be dragged parallel to centerline of roadway.
g. Air Meter Concerns
(1)
Have the air meters been calibrated and correlated?
Sheet 35 of 48
Attachment 1
(2)
Bridge Superstructures
Are there a backup air meters that have been calibrated and correlated?
Correlation should include all primary and secondary/backup meters from the
plant, contractor and state. All meters should read within 0.9%
h. Concrete Pump Concerns
i.
j.
(1)
Waste initial mortar in approved location (not the deck or water way)
(2)
Plywood under all pipe joints
(3)
No water hosed into hopper
(4)
No aluminum pipes
(5)
Air test required at both ends to determine air loss correction factor (first 3
loads + every additional 50 cu. yd.)
(6)
Required “S” shaped outlet or 90 degree elbow and hose; Purpose to
control air loss, prevent segregation, and reduce the potential for damage
to epoxy coated reinforcement
(7)
What is backup/breakdown procedure? (i.e. bucket or additional pump)
Mix Concerns
(1)
Air Content decreases as boom angle decreases
(2)
Temperature Control
Concrete Conveyer Concerns
(1)
Adequate covering to collect spilled concrete
(2)
DO NOT run conveyor out over placed concrete (spillage)
(3)
Avoid reinforcement bar damage from conveyor supports and conveyor
section stacking
k. 10 foot straight edges…how many?
l.
Floating entire surface with 10’ float optional,– Floating entire surface with 3’ float
is not allowed
m. Bonded Construction Joints
(1)
First Pour-finish smooth, spray retarder on joint surface within 30 minutes
after concrete placement
(2)
Next Day- Pressure wash to expose aggregate
(3)
Second Pour- wet first pour joint surface and keep damp for at least one
hour prior to second pour
Sheet 36 of 48
Attachment 1
Bridge Superstructures
n. Phone Concerns
(1)
Is a phone available to call the ready-mix plant?
(2)
Is adequate service/signal available for cell phones?
(3)
What is the ready-mix plant phone number?
o. Vibrator Concerns
(1)
Do all vibrators have non-metallic heads coated by the manufacturer
(BDE)?
(2)
Slip-on head covers are not allowed.
(3)
Are back-up vibrators available and approved?
3. FRAMING, RAILS AND REBAR
a. Cantilever Forming Bracket Concerns
(1)
Leg brace of cantilever bracket shall bear on the web within 6” of bottom
flange
(2)
#4 epoxy tie bars required @ 4’ to 8’ c-c (4’ max. when finishing machine
rails are located outside exterior steel beams/girders)
(3)
Place ties between top and bottom layers of deck reinforcement. For
decks with cross slopes, it may be necessary to anchor the ties on the
exterior girders and on the girders adjacent to the cross slope crown.
(4)
Draw ties taut until tie bar does not vary from a straight line.
(5)
Use fabricated brackets to anchor ties (no welding to studs or PPC beam
reinforcement bars)
(6)
Alternate tie procedures must be submitted for approval with design
calculations and detailed plans
(7)
Cable not allowed (too much elongation)
(8)
4x4’s required between exterior and first interior beams at tie locations
(9)
All accessories being permanently incorporated should be epoxy coated
or galvanized
(10)
Coat forms with form oil prior to placing reinforcement
b. Reinforcement Bar Concerns
(1)
Discuss epoxy coating inspection procedure
(2)
Repair nicks and cuts
Sheet 37 of 48
Attachment 1
Bridge Superstructures
(3)
Cut skew rebar…Shear cut – No flame cutting allowed
(4)
100% ties? Less than 12”spacing, alternate intersections ok
(Use multiple twists to assure bars stay tied under foot traffic)
(5)
#9 tiedown wire @ 25’ longitudinal & 15’ transverse spaces
(6)
Chairs…continuous 3’ bottom or top. 2’x3’ spacing for top mat ok
(Top mat chairs are required to be placed on formwork. Not on bottom
mat of steel.)
(7)
Protect epoxy coating
(a)
Is plywood available?(Best Practice)
(b)
Avoid using rebars to clean come-alongs and other hand tools
(c)
Rubber coated vibrators
c. Rail Support Concerns
(1)
Where are rail supports placed?
(2)
Avoid rails within pour when possible
(Causes problems with consolidation, hand finishing and delays curing
placement)
(Rails must be placed directly on W27 and smaller steel beams)
(3)
Avoid having to stand in mix to finish
(4)
How and where are supports attached? (Epoxy? No field welding)
(5)
What is the center to center distance?
(6)
Is the rail rigid?
g. Plywood walkways on 4x4 supports?
(Walking on projecting reinforcement bars can fracture the concrete after the
initial set)
4. CURING
a. Wetted Cotton Mat Method (Required)
(1)
Do not over finish concrete
(2)
Cover IMMEDIATELY
Sheet 38 of 48
Attachment 1
Bridge Superstructures
(3)
Who is the contractor’s supervisor responsible for covering and curing
the deck?
(4)
Do we have adequate dedicated labor?
(5)
Pre-Wet Cotton Mats (Best Practice) or SOAK immediately.
(a)
Mats must be thoroughly soaked. Use adequate water.
(b)
Delayed wetting can cause mats to wick water away.
(6)
Keep blankets within 35’ of finishing machine (25’ for decks wider than
50’) or stop placement to catch-up.
(7)
Emphasize timely covering include very beginning of pour
(8)
Soaker Hoses every 4’ max.
(9)
Is there a continous water supply-how will it be keep wet
overnight/weekend?
(10)
Cover cotton mats and soaker hoses with white polyethylene sheeting or
burlap-polyethylene blankets
b. Low Air Temperature Protection Concerns
(1)
Required when air temperature is below 45 °F within 72 Hrs. (predicted or
actual)
(2)
Required during Winter Period of December 1 – March 15
(3)
Review Protection Method 1 and 2
(4)
Contractor responsible for concrete damage by cold
(5)
Means for checking concrete temp during curing required
5. PLACEMENT
a. Wet the wood deck prior to concrete placement
b. Leakage onto beams or girders must be removed when in the plastic state – to
avoid damage to primer/paint system
c. Compressor available to blow off dried concrete
d. Remove splattered concrete from deck and parapet reinforcement bars –
typically with burlap
e. Reinforcement bars must remain clean of mud
f.
Avoid walking in finished/vibrated concrete
g. Mortar/Cream Concerns
Sheet 39 of 48
Attachment 1
Bridge Superstructures
(1)
Mortar/cream from finishing machine rollers shall be removed from the
deck
(2)
The mortar/cream should not be wasted in sidewalk, median, or parapet
areas etc…
h. Vibrator Insertion Concerns
(1)
Insert vibrators vertical for 3-5 seconds to remove entrapped air, not
entrained air
(2)
Do not drag vibrators – this leads to segregation of mix
(3)
Do not use vibrators to move concrete
i.
Probe & Record deck thickness
j.
Air & Slump Concerns
(1)
Need test area
(2)
No fly dumping
(3)
Test each load
(4)
Test before and after pumper – have a piece of plywood available for air
test on deck
(5)
What slump do you want at the deck?
(6)
What air content do you want at the deck?
k. Plastic Texture Concerns
l.
(1)
Use burlap or artificial turf carpet drag
(2)
Drag parallel to centerline roadway
Saw Cut Grooving Concerns
(1)
Saw cut groove perpendicular to centerline roadway
(2)
Pick up slurry
(3)
Stop grooving 1’ from face of curbs and parapets
(4)
Stop grooving 2” ± 1” from drains and expansion joints
m. Finishing Concerns
(1)
Do not over hand finish
(2)
Set Machine Properly
Sheet 40 of 48
Attachment 1
Bridge Superstructures
(3)
No need to bull float – (floating entire surface is only permitted with floats
10’ long or longer)
(4)
Check with 10 ft. straight edge
(5)
Avoid walking in finished concrete
n. Emergency Procedures (Delays over 10 minutes)
(1)
Concrete protection (wetted burlap available)
(2)
Spare Parts for finishing machine
(3)
Header available
(4)
Header locations
o. Parapet Area Concerns
(1)
Avoid bidwell slop
(2)
Rebar need to be cleaned of any splatter
(3)
Discuss preparation of horizontal joint
p. Place concrete uniformly - do not spread mix erratically on the deck
q. If structure is skewed place concrete parallel to skew
6. DELIVERY OF MIX
a. Mix Design Concerns
(1)
Does the RE have a copy of the approved mix design?
(2)
Are there any factors which require special construction needs?
(3)
(a)
Long term retarding
(b)
Pumping - When class BD concrete is to be pumped, the course
aggregate gradation shall have a minimum of 45 percent passing
the 1/2in. sieve as per article 1004.01(c) note 8/.
(c)
Specialized concrete
Have approved gradation tests been submitted from the plant stockpiles?
b. Transit or Central Mix Plant
c. Scheduled time for start of pour?
d. Material Supply Concerns
(1)
How much material is going to be needed?
Sheet 41 of 48
Attachment 1
Bridge Superstructures
(2)
At what rate?
(3)
Haul time from plant?
(4)
Are enough trucks available?
(5)
Are enough materials available (cement, microsilicia, aggregates)?
e. Addition of Admixtures Onsite Concerns
f.
(1)
Discuss responsibility for adding admixtures on site
(2)
Is adequate Air Entrainment Admixture (AEA) and Superplasticizer on
site?
(3)
Know your admixtures
(a)
Compatability
(b)
Dosage rates - One Oz. AEA/yd3 normally raises air one percent
(c)
40 additional revs before testing
Discuss responsibility for communicating with the plant
(1)
Mix and admixture changes
(2)
Breakdowns
(3)
Air Loss
g. All concrete trucks must have working rev counters and sight tubes. Counters
will be reset for each load.
h. Delivery Ticket Concerns
(1)
Each delivery ticket shall be stamped with the batch time
(2)
Best practice - Each delivery ticket should include plant test results
(3)
Best Practice - Each delivery ticket should note the amount of water that
can be added on-site
(4)
Note when strength specimens are made in field
(5)
Field Personnel should record rev count, time of discharge, total water
added and total admixtures added
i.
All trucks will reverse their drums prior to loading.
j.
Discuss truck mixer revolutions
k. If Type G admixture (superplasticizer with retarder) is used…No retempering will
(with water or Type G admixture) be allowed.
Sheet 42 of 48
Attachment 1
Bridge Superstructures
If Type F admixture (superplasticizer) is used…No retempering water will be
allowed, Retempering will be with Type F only. Ensure retempering does not
bust the maximum water/cement ratio
l.
Discuss use of retarder
m. Discuss haul time
n. Concrete Temperature Concerns
(1)
No concrete will be placed with a mix temperature above 90 degrees
(2)
Correlate all thermometers before pour
(3)
Is enough ice available if necessary?
(4)
Water stockpiles
(5)
Retarder or 50% increase in water reducer required above 85 degrees
(6)
No concrete will be placed with a mix temperature below 50 degrees
(7)
Is enough hot water available
(8)
Do aggregates need to be heated?
o. Aggregate gradation and moisture tests shall be ran prior to pour
p. Has a Dedicated concrete wash out area been established (with silt fence – best
practice)?
q. Testing Concerns
(1)
An air test will be performed on every load at the jobsite.
(2)
Check slump for loss of workability
(3)
A wheel barrow shall be available at testing site for obtaining more
representative sample. (1/3 to 1/2 full)
7. WEATHER
a. Hot and/or windy (and/or DRY) Weather Concerns
(1)
AVOID pouring (prime cause of plastic shrinkage cracking)
(2)
Fogging system required
(3)
Pour at night
(4)
Start very early in the morning
(5)
Labor fatigue (will enough labor be available?)
Sheet 43 of 48
Attachment 1
Bridge Superstructures
b. Rain Concerns
(1)
Check forecast – should we AVOID pouring – why chance removal?
(2)
Who will decide to call off pour?
(3)
When will decision be made to call off pour?
(4)
Rain hitting the surface raises the water/cement ratio and causes scaling,
and marring of the surface and ultimately a shorter deck life
8. MISCELLANEOUS CONCERNS
(1)
Review Construction Inspectors Checklist for Bridge Superstructures
(2)
Rules of Thumb?
(3)
Medians and Sidewalks need same attention to detail as rest of the deck
(4)
Discuss stage line joint preparation if applicable
Sheet 44 of 48
Attachment 1
Bridge Superstructures
(Excerpt from “Machine Setup, Models 2450-3600-4800 Concrete Paving Machine,” Bid-Well, Division of CMI
Corporation, Canton, SD)
ADJUST ROLLERS AND DRAG PAN – After the pour has started and the machine has moved
out from the end bulkhead or has passed over the bulkhead the full length of the paving roller,
raise the back of the machine 1/8 of an inch by turning the leg cranks 1/2 turn counterclockwise
(See figures below). This will keep the rear of the paving rollers from digging in and leaving a
small ridge of concrete. It may be necessary to readjust the augers, up or down, to obtain or
reduce the roll of concrete. Optimum is golf ball size in diameter at the front of the paving roller.
As the machine progresses into the pour and clears the bulkhead or end dam, attach the burlap
or astrograss drag to the drag pan.
NOTE: The burlap drag should be wet. If new burlap is being used the burlap should soak in
water for at least 24 hours. This will remove all oils in the burlap and make it more absorbent.
Sheet 45 of 48
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Bridge Superstructures
The texture given by the burlap can be easily adjusted. If the burlap is dragging too hard, remove
one of the retaining tubes and roll up the burlap so that the drag is not so heavy. If the burlap
does not seem to drag enough, increase the length of the burlap so that it hangs down more.
NOTE: If the drag pan H-Frame is too high or the chains are hooked too tight, the pan will have a
tendency to hop as it is being dragged across the deck.
ROLLER ROTATION – The two paving rollers can rotate in the same direction (either clockwise
or counter-clockwise) or they can rotate in opposite directions (See figure below).
At the beginning of a pour it is recommended that you rotate the rollers in the same direction for
the first couple of passes. Using the Roller Directional Valves, position the two valve levers in the
same direction. Facing the augers, both rollers turn clockwise when the carriage travels to the
left and counterclockwise when the carriage travels to the right. Put the Automatic Roller
Reversing Valve in the “Reversing” position. The “Reversing” position will change the roller
direction with each pass of the carriage. After a couple passes, change the direction of one
roller. Which one will depend on the direction of the carriage travel (See figure below).
Put the Automatic Roller Reversing Valve in the “Non-Reversing” position. The “Non-Reversing”
position does not change the roller direction with each pass of the carriage. Facing the augers,
the right roller turns clockwise and the left roller turns counterclockwise. This allows the leading
roller to consolidate the concrete and the trailing roller to pave the surface. Normally, when
pouring a flat bridge deck or slab, this roller rotation will provide the best overall production and
sealed finish. However, due to “mix,” slump and other concrete variables one roller rotation
option may work better than another. The paver’s automatic pivot device will keep the excess
material that the paving rollers carry moving out the front of the paving rollers instead of trailing
off to the rear of the paving rollers. The pivot device can be adjusted for quickness by turning the
set screws on the Automatic Roller Reversing Valve.
SUPER ELEVATIONS – When paving super elevated slabs, bridge decks or skewed decks both
rollers must be turning in the same direction and the Automatic Roller Reversing Valve should be
set in the “Non-Reversing” position. The concrete should be pushed from the low side to the high
side of the elevation and roll over the concrete going down the super elevation (See figure, p. 30)
Sheet 46 of 48
Attachment 1
Bridge Superstructures
The roller direction will depend on the direction of the pour and what side is the high side.
PAVING UP & DOWN GRADES – When paving up a grade, the rear of the paving rollers may
need to be raised higher (approximately 1/8” to 1/4"). Raise the back of the machine 1/8 of an
inch by turning the leg crank 1/2 turn counterclockwise. The augers may need to be adjusted
lower. Adjusting the augers with the Auger Adjusting Crank (Handle). These adjustments will
counteract the tendency of excess concrete from moving downhill toward the paving rollers.
When paving down a grade, the augers may need to be raised higher to provide the proper
amount of concrete to the paving rollers. The rear of the paving rollers may not need to be raised
but be sure that there is close to total contact with the deck or slab. When paving down hill, you
want maximum surface contact with the concrete but not allow any ridge or line of concrete to
come off the rear of the paving rollers.
PAVING CURVES – Given the known length or distance of the inside and outside curve, mark an
equal number of spaces on the inner curve (1 to 2 feet in length). Count the number of spaces
on the inner curve and mark the same number of spaces on the outer curve. The length of these
spaces will vary with the length of the outer curve section (See figure below).
To negotiate the inner curve, the operator will at times place the Machine Direction Control Lever
in the neutral position allowing a longer amount of travel for the outer curve and the machine.
Keep the front wheels of both the inner and outer ends aligned with the marks placed on the rail
or curb.
Sheet 47 of 48
Attachment 1
Bridge Superstructures
MACHINE ADVANCEMENT – The advancement of the machine at the end of each pass is
based on the rate of concrete being poured. The operator should pace the machine
advancement so that the physical placement of the concrete is no more than 6 to 8 feet in front of
the machine. Normal advancement of the machine will vary from 3 to 6 inches (up to 12 inches)
for each carriage pass. This will insure that fresh concrete will move into the paving rollers
before dehydration of the concrete occurs. This is particularly true in hot, windy weather. The
decking and sub-base material should also be kept wet in hot, windy weather to aid in the slowing
down of the dying process.
CARRIAGE TRAVEL SPEED – At times it may be advantageous to slow down the carriage
travel speed. Slowing the carriage travel will allow the paving rollers to have longer contact with
the surface. Slowing the carriage travel speed may be beneficial when paving Super Plasticized
Concrete or Latex Modified concrete. The carriage speed can be reduced by slowing down the
engine or by using the carriage speed control located on the operator’s console. The operating
speed of the engine should run 2800 to 3200 RPM. At these speeds the carriage will travel
approximately 85 to 90 feet per minute transversely across the machine.
Sheet 48 of 48