2013 C&MS Section 500- Structures

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Nov 15, 2013 (3 years and 7 months ago)

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2013 C&MS Section 500
-

Structures

Changes from 2010 to 2013
Construction and Materials
Specifications in Structures Items

2013 C&MS Section 500
-

Structures

501.04
-

Shop Drawings

A.
Contractor Acceptance of Shop
Drawings for Items 513 and 515


Two Ohio Registered Engineers seal
and sign each drawing.


ODOT’s Office of Materials
Management is not rating shop
drawings for Structural Steel
(Supplement 1078) and Pre
-
stressed
Concrete (Supplement 1079)
fabricators.

501.05 Submittal of Working
Drawings and Calculations


Working drawings are required from
the Contractor when there is:


Excavation Bracing, impacting active
traffic, or with an exposed height over
eight feet, except when a complete
design is already shown in the plans
.

3

2013 C&MS Section 500
-

Structures

2013 C&MS Section 500
-

Structures




503.09 Method of Measurement
has been changed. The
Department now has the option
of measuring excavation on a
Lump Sum basis or by the
number of Cubic Yards (Cubic
Meters), instead of only by the
number of Cubic Yards (Cubic
Meters).


2013 C&MS Section 500
-

Structures

Changes to ODOT
concrete design
requirements
reflect
the changes
to QC/QA
contractor owned
and designed
mixes
.


2013 C&MS Section 500
-

Structures

Requirements
from
Supplemental
Specifications
888 (pavements) and
898
(structural concrete) have been
brought into


Items 451, 499, 511 ,etc.


new Item 455
-

Quality Control Plan,


new Supplement 1126
-

Developing
& Submitting a Concrete Mix Design,


new Supplement 1127


Pay Factor
Determination for Concrete.

2013 C&MS Section 500
-

Structures

QC/QA
mix
requirements



replace Class C

Class
S, & Class
HP
with QC1, QC2,
QC3 & QC4,


and
modify the Fast Set (FS)
&
Medium Set (MS
) mixes.



Well
graded aggregate
proportions


help
eliminate
shrinkage,
cracking


and
lower the required amount
of cement materials.

2013 C&MS Section 500
-

Structures


Concrete with QC/QA shall be
specified for the class of concrete
when the total concrete quantity
exceeds 150 cubic yards.



Class QC3 Special Concrete shall
be specified when concrete
strengths and/or permeability
other than the QC1 or QC2 are
necessary.

2013 C&MS Section 500
-

Structures


507 BEARING PILES


507.03
Materials.
Concrete, Class C
has been changed to Concrete, Class
QC1
.


517 RAILINGS


517.03
Materials
:
Replaced Concrete, Class S or Class HP, with Concrete,
Class QC 2.


519 PATCHING CONCRETE STRUCTURES


519.02
Materials: Replaced Concrete, Class S, with Concrete, Class QC 2.


524 DRILLED SHAFTS


524.02
Materials: Replaced Concrete, Class S, with Concrete, Class QC 2.



526 APPROACH SLABS


526.02
Materials
:
Replaced Concrete, Class S, HP 3 or HP 4 with Concrete,
Class QC 2.


610 CELLULAR RETAINING WALLS


610.03
Materials (A): Replaced Concrete, Class C with Concrete, Class QC 1.




2013 C&MS Section 500
-

Structures


**NEW** ITEMS



ITEM

UNIT


DESCRIPTION



511


cu.yd
.

(
cu.m
.) Class
____ Concrete with QC/QA



511

cu.yd
.

(
cu.m
.) Class
QC 1 Concrete, Substructure



511


cu.yd
.

(
cu.m
.) Class
QC 1 Concrete, Substructure






with QC/QA



511

cu.yd
.

(
cu.m
.) Class
QC 2 Concrete, Bridge
Deck




sq.y
.(
sq.m
.)


511

cu.yd
.

(
cu.m
.) Class
QC 2 Concrete, Bridge Deck



sq.y
.

(
sq.m
.)


with QC/QA



511
cu.yd
.

(
cu.m
.) Class
QC 2 Concrete, Bridge Deck






(
Parapet)



511

cu.yd
.(
cu.m
.)


Class
QC 2 Concrete, Bridge Deck






(
Parapet)
with
QC/QA



511


cu.yd
.

(
cu.m
.) Class
QC 3 Concrete ____
w/
QC/QA



511


cu.yd
.

(
cu.m
.) Class
QC 4 Mass Concrete, Substructure



with QC/QA




2013 C&MS Section 500
-

Structures

511.03


Concrete




At
least 10 days before
placing concrete, submit,
the
Department accepted Job
Mix Formula (JMF) to the
Engineer
.




The
Engineer will review the
mix
design.


APPENDIX A
PCC
JMF SUBMITTAL FORM A

Supplier Information

Accredited Lab Information

Supplier Name



Lab Name



Location



Representative



P/S Code



Telephone



Representative



E
-
mail Address



Telephone











E
-
mail Ad
dress



Submittal Date






Design Information

Concrete Class




Strength (f'c)



@ Age



Material Code




Overdesign (f'cr)








Alt. Usag
e





Req'd Perm.








Mix Design

AGGREGATES

Type

Size

Source

Location

PS Code

Sp. Gr

Abs.

Design Wt (SSD)

Abs.
Volume

Agg
1



















Agg
2



















Agg 3



















Agg 4







































CEMENTITIOUS MATERIALS






Total Aggregate Weight







Type / Grade

Source

Location

PS Code

Sp. Gr

%

Design Wt

Abs.
Volume

Cement

















Cm 1

















Cm

2

















Cm 3


































DESIGN AIR CONTENT






Total Cementitious Material























WATER

Source:



Gal



Lbs.






















ADMIXTURES



W/Cm Ratio:



Design Air Volume



Type

Brand Name

Dosage Rate (oz/cwt)

oz /yd
3

Volume

















































AGGREGATE GRADATIONS





Total






% Passing

Agg 1

spec

Agg 2

spec

Agg 3

spec

Agg 4

spec

Accum % Pass







1.50 in





















1.0 in















Total Volume



3/4 in















Total Weight



1/2 in















Unit Weight



3/8 in





















# 4





















# 8















Workability Factor (%)



#16















Coars
e
ness Factor (%)



# 30





















# 50





















# 100





















# 200





















% of T
otal





















Test Results

Mix Design developed by:



Using 3
-
Point
Curve



Single Mix

Agg Correction Factor





Cm Content

Water
Content

W/Cm Ratio

Avg
Strength

Permeability

Air

Slump

Yield

Mix 1

















Mix 2

















Mix 3

















RESULTS:

Perm:



3 Day

Strength:



7 Day

Strength:



28 Day Strength:



Office Use Only

Date Received



By



Accepted



JMF #


Date Reviewed



Rejected


















2013 C&MS Section 500
-

Structures

511.04
-
Quality Control Requirements


When
the concrete bid item requires
QC/QA,


develop
and submit a Quality Control
plan (QCP) for the work


and
perform quality control testing of
the concrete conforming to Item 455.


The Engineer will perform Quality
Assurance conforming to 455.


2013 C&MS Section 500
-

Structures

Mass Concrete
Requirements



For
concrete components with a
minimum dimension of 5
-
ft
or
greater,

or for
drilled shafts with a
dimension of 7
-
ft
diameter
or
greater
,


develop
a concrete mix design QC
-
4
for mass concrete according to
499.03.

2013 C&MS Section 500
-

Structures

Mass Concrete
Requirements


Submit

a Thermal
Control Plan (TCP)
along with the approved JMF (
s) to
the
Engineer for acceptance
with



highest
maximum internal
concrete
temperature


160⁰ F (71⁰ C)


maximum
differential concrete
temperature


36
⁰ F (20⁰ C)
(not
applicable for drilled shafts),


over
28 days from time of placement.


2013 C&MS Section 500
-

Structures

Mass Concrete
Requirements



As an
alternative,
the Contractor
may propose maximum differential
temperature limits based on
strength gain with time
.




TCP
for
alternative
proposal shall
include the methods
for
determining
the temperature
and
supporting data, calculations
and
design.

2013 C&MS Section 500
-

Structures

Mass Concrete
Requirements


Any in
-
place
mass concrete that
exceeded
the temperature limits or

cracked,
is considered defective.




Submit
a proposed repair plan to the
Engineer.




The
Department will determine if
the proposed repair methods are
acceptable or if removal is required.


2013
C&MS Section 500
-

Structures

511.10 Placing Concrete

Conform to the following tolerances from plan dimensions:


2012 C&MS Section 500

17

Deviation

from

plumb

for

exposed

surfaces


±

¾

inch

(
19

mm)




Vertical

alignment

(Deviation

from

a

line

parallel

to

the

grade

line)

±

½

inch

in

20

feet

(
13

mm

in

6

m)




Longitudinal

alignment

(Deviation

from

a

line

parallel

to

the

centerline

or

baseline)


±
½

inch

in

20

feet

(
13

mm

in

6

m)




Width

dimensions

of

walls

for

exposed

surfaces


±
½

inch

(
13

mm)




Bridge

Slab

thickness

±
¼

inch

(
6

mm)




Elevations

of

beam

seats




±
1
/
8

inch

(
3

mm)




Slope,

Vertical

Deviation

from

Plane




±
0
.
2
%




Slope,

Horizontal

Deviation

from

Plane


±
0
.
4
%




2013 C&MS Section 500
-

Structures

511.14
-

Curing and
Loading



Remove
falsework

and open
structures to traffic
when
concrete
has reached
strength
specified
in
Table 511.14
-
1A for concrete bid
items requiring QC/QA
.


Use
Table 511.14.1B for concrete
items not requiring QC/QA.


Do
not shorten
minimum
required
Method A curing time regardless
of strength test results.


2013 C&MS Section 500
-

Structures

511.14
-

Curing and
Loading


TABLE 511.14
-
1A

LOADING REQUIREMENTS

FOR CONCRETE REQUIRI
NG QC/QA


Span
[1]

Required Strength
[2]

Removing
Falsework

Any Span

Compressive Strength ≥ 0.85% f’c

orFlexural Strength (Center point)

≥ 650 psi (4.5 Mpa)

All pier caps

Traffic

[3]

Any

[1]

Span is defined as the horizontal distance between faces of
the
supporting elements when measured parallel to the primary
reinforcement.

[2]

Field cured samples. The maturity curve method may be used for
determining the strength according to Supplement 1098 in lieu of field
curing samples

[3]

When placing concre
te for a superstructure between October 15 and
March 15, open the deck to traffic no sooner than 30 days after
placement.


2013 C&MS Section 500
-

Structures

511.14
-

Curing and Loading



TABLE 511.14
-
1B

LOADING REQUIREMENTS

FOR CONCRETE NOT REQ
UIRING QC/QA


Span[1]

Age of Concrete

in Days

No
Beam
Test

Beam Test [2]

Removing
Falsework

Over 10 feet (3 m)

14

5

10 feet (3 m) or less and all pier
caps

7

3

Traffic

[3]

Any

14

7

[1]

Span is defined as the horizontal distance between faces of the supporting
elements when measured
parallel to the primary reinforcement.

[2]

Applicable only when the average modulus of rupture for two tests is not less
than 650 psi (4.5 MPa).

[3]

When placing concrete for a superstructure between October 15 and March
15, open the deck to traffic no s
ooner than 30 days after placement.


2013 C&MS Section 500
-

Structures

511.17
-

Bridge Deck Grooving

Saw
longitudinal grooves, in a continuous
pattern, parallel to the centerline,


after
water curing the concrete and


either
before
or
some period after
applying curing compound and


before
opening the bridge to
traffic.


Reapply
the curing compound after
removing standing water,


within 12 hours after sawing grooves in
the
deck,


if the grooves were sawed after
applying
the curing
compound and


the
concrete deck is less than 30 days
old.


2013 C&MS Section 500
-

Structures

511.17
-

Bridge Deck
Grooving


Do not saw
9 to 12 inches
from
any
devices
in a bridge deck, such as
scuppers or expansion joints.


Do not saw
a minimum of 2 inches
to
a maximum of 24 inches
from
skewed expansion joints.


Maintain
a clearance of
2
inches
to
4
inches
from
the grooves to
longitudinal joints in the deck.

2013 C&MS Section 500
-

Structures

511.17
-

Bridge Deck Grooving


Maintain
a
clearance of a minimum of
9 inches
to
a maximum of 30 inches
from the
grooves
to
the
curbs
or
parapets.



No un
-
grooved
portions of deck
beyond
edge line and into the
temporary or permanent travelled
lanes.


Saw
grooves in a uniform pattern
spaced at 3/4
inch,


approximately
0.15 inches
deep
and


0.10
inches
wide
.



2013 C&MS Section 500
-

Structures


512
ITEM TREATING CONCRETE


512.10
Basis of Payment
:
The Department will
consider the removal of dust, dirt, oil, wax,
curing compounds, efflorescence, laitance, and
other foreign materials as incidental to the
surface preparation of the concrete surfaces to
be sealed.
When the surface to be sealed
contains an existing coating, the Department
will consider all materials, equipment, and
labor to remove the existing coatings, as
incidental to the removal of existing coatings.



2.
** NEW ** Item 512
-

Removal of Existing
Coatings from Concrete Surfaces. This item
was previously
in
Proposal Note 552
. (2010).


Remove existing coatings completely


Designers need to calculate the area of existing
coating to be removed.

24

2013 C&MS Section 500
-

Structures


518 DRAINAGE OF STRUCTURES


518.05
Porous Backfill
:
Revised section so that
backfill shall be placed at least 2 feet thick,
instead of 18 inches thick, behind the full length
of abutments,
wingwalls
, and retaining walls.
Also, it is now required that porous backfill be
placed for the full width of the trench and
extend to the bottom of the approach slab or
base, as shown in the plans.



It is now required to place 2 Cu. Ft. of bagged
No. 3 aggregate at each weep hole to retain the
Porous Backfill.

25

2013 C&MS Section 500
-

Structures

PSID
-
1
-
12
Prestressed

Concrete I
-
Beam
Bridge
Details


“Indiana Hybrid” I
-
beam.


The
sections are
available in
heights
beginning at 36
-
inches and increasing
in 6
-
inch increments up
to 72
-
inches
.