(This Section may require SP235 and SP331.)

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1

SP330 (10
-
20
-
11)

(This Section may require SP235 and SP331.)


SECTION 00330

-

EARTHWORK



Comply with Section 00330 of the Standard Specifications modified as follows:




00330.03

Basis of Performance

-

Add the following paragraph to the end of this
subsection:


Perform all earthwork under this Section
on the excavation basis.


00330.20

Tamp
ing Foot Rollers

-

In the paragraph, replace "115 tons" with "15 tons".



00330.41(a
-
4)

Excess Materials

-

Replace this subsection, except for the subsection
number and title, with the following:


If the quantities of excavated materials are greater than required to construct embankments
and to do all filling and backfilling, use the remain
ing materials to uniformly widen
embankments or to flatten slopes in a manner satisfactory to the Engineer.




00330.41(a
-
5)

Waste Materials

-

Replace this subsection, except for the subsection
number and title, with the following:


Dispose of waste materials according to Section 00235 of these special provisions.





00330.41(a
-
9)

Excavation Below Grade

-

Delete the bullet that begins "Unstable
Subgrade…".



00330.42(c
-
3)

Embankment

Slope Protection

-

Add the following paragraph:


Construct the outer 12 inches of embankments with suitable materials to establish slope
stabilization through permanent seeding. If suitable material is not available, provide
suitable materials from a Con
tractor
-
provided source which conforms to the requirements of
00330.11 or 00330.13 and provides favorable conditions for germination of seed and
growth of grass.


00330.71

Daily Progress Reports

-

Delete this subsection.





2

00330.91(d)

General Excavation

-

Delete the bullet that be
gins "Includes unsuitable
material…".


00330.92

Kinds of Incidental Earthwork

-

Delete the bullet that reads "If shown on the
plans.".







Earthwork required for driveways and road approaches. Earthwork for driveways and
road ap
proaches will be that which is outside the neat line limits shown on the typical
section(s).




SP350 (08
-
18
-
11)

(This Section requires SP2320.)



SECTION 00350

-

GEOSYNTHETIC INSTALLATION



Comply with Secti
on 00350 of the Standard Specifications modified as follows:



00350.10

Materials

-

Add the following to th
e end of this subsection:


Provide manufacturer's certifications complying with 02320.10(c) for the following
geosynthetic(s):



Certification


Geotextile

Level A

Level B


Subgrade

................................
..


......................


Embankment

.............................


......................


Pavement Overlay

.....................


......................




00390.00 Payment



Replace the Pay Item list with the following:





Pay Item












Unit of Measurement

(a)

Subgrade Geotextile………………………………Square Yard


Remove the paragraph that begins “Items
(a) and (c)…”


Modify the paragraph beginning “Item (e) includes…” to read “Item (b) includes…”.




SP430 (
08
-
19
-
10
)

(This Section requires SP350, SP440 and SP2320.)




3

SECTION 00430

-

SUBSURFACE DRAINS




Comply with Section 00430 of the Standard Specifications supplemented and/or modified
as follows:


00430.80

Measurement



Replace the sentence that begins “The quantities of subsurface
drain pi
pes” with the following sentence:


There will be no separate measurement for subsurface drain pipes. Subsurface drain pipe
shall be incidental to the retaining wall with which it is associated.


00430.80

Measurement

-

Replace the sentence that begins “Dra
inage geotextile” with the
following sentence:


There will be no separate measurement for

drainage
geotextile.


00430.90

Payment


Delete pay item (a) and add the following sentence after the Pay
Item table:


There will be no separate payment for Drain Pi
pe. Subsurface drain pipe shall be incidental
to the retaining wall with which it is associated.



00430.90

Payment
-

Replace the sentence that begins “Drainage geotextile will…” with the
following sentence:



There will be no separate payment for drainage geotextile.

Geotextile shall be incidental to
the retaining wall with which it is associated.




SP440 (
01
-
13
-
11
)

(This Section requires SP2030 and SP2050.)


SECTION 00440

-

COMMERCIAL GRADE CONCRETE



Comply with Section 00440 of the Standard Specifications modified as follows:


00440.10

Materials

-

In the list of ma
terials, delete the "Aggregates....02690" line.




SP442 (
01
-
14
-
10
)

(This Section requires SP2030.)


SECTION 00442

-

CONTROLLED LOW STRENGTH MATERIALS



Comply with
Section 00442 of the Standard Specifications.


4




SP510 (
02
-
26
-
09
)


(This Section requires SP2630.)


SECTION 00510

-

STRUCTURE EXCAVATION AND BACKFILL



Comp
ly with Section 00510 of the Standard Specifications modified as follows:



00510.8
0(d)

Granular Wall/Structure Backfil
l

-

Replace this subsection, except for the
subsectio
n number and title, with the following:


No measurement of quantities will be made for granular wall backfill
.
The estimated quantity
of granular wall backfill
for estimating purposes only
is:



Location

Granular Wall

Backfil
l


(
C
ubic
Y
ard
)


Wall 1


298

Wall 2

1
73







00510.9
0(d)

Granular Wall

Backfi
ll

-

Replace this subsection, except for the subsectio
n
number and title, with the following:


Granular wall backfill
will be paid for
under wall bid items.



SP512 (06
-
07
-
12)

(This Section requires SP2030, SP2510, and SP2690.)


SECTION 00512

-

DRILLED SHAFTS



Comply with Section 00512 of the Standard Specifications modified as follows:


Excavation of
Drilled shafts

shall not commence until the CLSM on the
soldier

piles

within
10 feet

has been in place for a minimum of
24

hours.


00512.80(d)

Drilled Shaft Concrete

-

Add the following at the end of the paragraph:


The estimated quantity of drilled shaft concrete is:



Quantity


Structure


Class

(Cub
ic Yard)

Sta. 310+00.00 Sign Structure
-

Cantilever 4000 7

Sta. 318+40.00 Sign Structure
-

Cantilever 4000 7



5


00512.80(e)

Drilled Shaft Reinforcement

-

Add the following at the end of the paragraph:


The estimated quantity of drilled shaft reinforcement is:



Quantity


Structure


Uncoated

Coated


(Pound)

(Pound)

Sta. 310+00.00 Sign Structure
-

Cantilever 1
1
00

Sta. 318+40.00 Sign Structure

-

Cantilever 1
1
00


00512.90(c)

Payment



Modify the pay item to read
“Drilled Shaft Excavation, 3

-
6”
Diameter”.






SECTION 00530

-

STEEL REINFORCEMENT FOR CONCRETE



Comply with Section 00530 of the Standard Specifications
.





SP540 (08
-
16
-
12)

(This Section requires SP539, SP2001,


SP2030, SP2210, SP2440, and SP2690.)


SECTION 00540

-

STRUCTURAL CONCRETE



Comply with Section 00540 of the Standard Specifications modified as follows:


00540.10

General

-

Replace the Concret
e Coating line with the following:



Concrete Coating

................................
....................


02210


Add the following sentence to the end of this subsection:


Furnish a concrete surface retarder from the QPL.


00540.15

Form Materials

-

Replace this subsection, except for the subsection numbe
r and
title, with the following:


Furnish wood, minimum nominal 5/8

inch thick APA exterior grade plywood, minimum
nominal 5/8

inch thick APA plyform, metal, or other suitable form material. For round
concrete columns, provide either metal or other approv
ed form material that produces a
smooth and true surface free from fins, joints and other irregularities. Use APA plyform for
all decks and slabs.



6

00540.17(a)

Aggregate

-

Delete the sentence that reads "Blend aggregates only as
allowed in 02001.20."


00
540.17(c)

Hardened Concrete

-

In the paragraph that begins "Cast and cure test…",
replace "14

inch

x

8

inch" with "4

inch

x

8

inch".


00540.17(c
-
3)

Acceptance

-

Replace the paragraph that begins "If an ASTV falls…" with
the following paragraph:


If an ASTV falls below ƒ'c, the Contractor may submit a written plan outlining a proposed
alternate method of evaluating compressive strength. Submit the plan for review by the
Engineer within three days of the test. Provide evidence that a reasonable

'
cr
(over
-
design) was maintained and that there is credible evidence (besides low strength)
which warrants consideration of this option. The Engineer may allow an alternate method
of acceptance if the compressive strength test results are determined to be
suspect from
definable external factors.


00540.23

Vibrators

-

Replace the bullet that begins "Are fitted with…" with the following
bullet:




Are fitted with a manufactured rubber sleeve to prevent damage to epoxy coated
reinforcement.



00540.43(c)

Joint with Fillers

-

Add the following sentence to the end of the paragraph:


Provide a 3/4

inch chamfer on each edge of

the joint unless otherwise noted.



00540.49(a
-
2
-
a)

General

-

Replace the paragraph that begins "Do not place …" with the
following two paragraphs:


Do not place concrete if the air temperature is, or is forecast to
be, below 40

°
F the day of
placement or is forecast to be below 40

°
F on any of the next seven calendar days
(14

calendar days for decks) after placement unless a Cold Weather Plan has been
approved by the Engineer.


To place concrete when the temperature
is below 40

°
F, submit a Cold Weather Plan that
identifies the methods that will be used to prevent the concrete temperature from falling
below 50

°
F. Methods include heated enclosures and insulated forms. Also include in the
plan measures that will be t
aken if the concrete temperature falls below 50

°
F. Provide a
24

hour continuous recording thermometer to verify the concrete temperature.





00540.51(a)

General Requirements

-

In the paragraph that begins "Cure cast
-
in
-
place…",
replace the sentence that begins " Continue curing for…" with the following sentence:


Continue curing for seven Calendar Days
after placement.



7

Delete the paragraph

that begins "If temperature falls below…".


00540.52

Removal of Forms and Falsework,
and Subsequent Loading

-

In the
paragraph that begins "In determining when to…", replace the sentence that begins "Cure
cylinders under…" with the following sentence:


Cast and cure cylinders according to AASHTO

T

23 (field cured) which is equivalent to th
e
most unfavorable field conditions for the portions of the concrete which the cylinders
represent.


00540.53(a
-
1)

On All Surfaces

-

In the bullet that begins "Fill holes and…", replace
"1/2

inch" with "1/4

inch".








8

(




SP596
C

(
11
-
18
-
10
)

(This Section requires SP440, SP2030, and SP2630.


Requires SP2320 when drainage
geotextile is used.)


SECTION 00596

-

RETAINING WALLS



Replace Section 00596 of the Standard Specifications with the following Section 0C596:



SECTION 0C596

-

CAST
-
IN
-
PLACE CONCRETE RETAINING WALLS


Description


0C596.00

Sc
ope

-

This work consists of furnishing and constructing nonproprietary
cast
-
in
-
place concrete retaining walls as shown and specified.


Retaining walls will be constructed at 2 locations and identified in the plans and these
specifications as the following:


Wall #1


Cast
-
In
-
Place Conc
r
ete Gravity Wall

Station
“Wall

1” 0+00 to “
Wall 1”
0
+
5
0

Station “Wall 1” 14+
79.
00

to “Wall 1” 15+
30
.
00


Wall#2


Cast
-
In
-
Place Concrete Gravity Wall

Station “Wall 2” 0+00 to “Wall 2”
0
+
5
0

Station Wall 2
” 6+0
3

to “Wall 2”
6+6
6



0C596.02

Cost Reduction Proposals

-

According to

00140.70, cost reduction proposals
will be considered for proprietary retaining wall systems that are preapproved by the
Agency before advertisement of the Project.


0C596.03

Definitions:


Batter

-

The

slope of the wall face from vertical that is expressed as degrees or as a ratio of
the horizontal change in inches for each
24

inches of vertical change. A vertical face has
a

zero batter.


Nonproprietary Retaining Wall System

-

A retaining wall
system that is not a patented or
trademarked and is shown on the plans.


Proprietary Retaining Wall System

-

A retaining wall system that is protected by
trademark, patent, or copyright and is produced or distributed by a manufacturer having
exclusive righ
ts.


Retained Backfill

-

Backfill within a distance of

H/2 behind the rear face of a retaining wall.
H

is the total height of the wall excluding the footing.


9


Retaining Wall System

-

An engineered system of structural and geotechnical
components that rest
rains a mass of earth. The terms retaining wall system, retaining
structure, and retaining wall are used interchangeably.


Rigid Gravity Retaining Wall System

-

A retaining wall composed of monolithic
cast
-
in
-
place concrete with a nominal amount of reinfo
rcement placed near exposed faces
that depends on concrete self weight for stability.


Semi
-
Gravity Cantilever Retaining Wall

System

-

A retaining wall composed of a
cast
-
in
-
place reinforced concrete flexural stem and base slabs that resist the moments and

shears to which they are subjected and depends on concrete self weight and from the
weight of backfill over it's heel for stability.


0C596.05

Submittals

-

Submit complete working drawings according to

00150.35 at least
30

Calendar Days before beginning
construction of cast
-
in
-
place retaining walls, including
the following:




Unstamped working drawings for the cast
-
in
-
place walls.



Stamped working drawings and calculations for excavation shoring.



Stamped working drawings and calculations for wall formwork.


Field verify existing ground elevations and bottom of wall elevations before preparing and
submitting working drawings. Obtain the Engineer's written approval before beginning
construction of the wall system.


Materials


0C596.10

Quality Control

-

Provide quality control according to Section

00165.


0C596.11

Backfill:


(a)

Granular Structure Backfill

-

Furnish dense graded 1"

-

0 or 3/4"

-

0 aggregate
base material for walls meeting the requirements of

02630.10 and the following:


(1)

Material

Passing No. 200 Sieve

-

The amount of material passing the No.

200
sieve shall not exceed 15

percent by weight. Test according to AASHTO

T

27 and
AASHTO

T

11.


(2)

Plasticity Index

-

The plasticity index of the material passing the No.

40

sieve
shall no
t exceed

6. Test according to AASHTO

T

90.


(b)

Pipe Drain Backfill

-

Furnish granular drain backfill material for drainage pipes
meeting the requirements of

00430.11.


0C596.12

Concrete:


(a)

Cast
-
in
-
Place Concrete for Rigid Gravity Retaining Walls

-

Furnish commercial
grade concrete meeting the requirements of to Section

00440.



10

(b)

Cast
-
in
-
Place Concrete for Semi
-
Gravity Cantilever Retaining Walls

-

Furnish
Class

4000

-

3/4 structural concrete meeting the requirements of Section

00540.


0C596.13

St
eel

-

Furnish steel reinforcement for concrete meeting the requirements of
Section

00530.


0C596.14

Geosynthetics

-

Furnish Type

1, Level

B, drainage geotextile for subsurface
drainage systems according to Section

02320.


0C596.15

Piles

-

Furnish piling
meeting the requirements of Section

00520.


Labor


0C596.30

Quality Control Personnel

-

Provide technicians with CAgT and CDT
certifications.


Construction


0C596.40

General

-

Construct cast
-
in
-
place concrete retaining walls as shown.


0C596.41

Excavation and Foundation Preparation

-

Perform excavation and prepare
backfill wall foundations according to Section

00510 and the following:




Grade the foundation level for a width equal to the combined width of the wall footing
plus

1.0

foot on each s
ide.



Place backfill material in nearly horizontal layers not more than 8

inches thick.



Do not construct backfill when the backfill, the foundation, or the embankment on
which it would be placed is frozen, or unstable.


0C596.42

Compaction

-

Compact accord
ing to the following:


(a)

Equipment

-

Provide the following compaction equipment:


(1)

Backfill Within 3 Feet Behind Wall

-

Walk behind vibratory roller compactor with
a single smooth drum, vibratory plate compactor, or rammer/tamper plate compactor;
ea
ch with a gross static weight of not more than 1,000

pounds and a total compaction
static plus dynamic force of not more than 5,000

pounds.


(2)

Backfill More Than 3 Feet Behind Wall

-

Vibratory roller compactor with a single
smooth drum, vibratory plate
compactor, or rammer/tamper plate compactor.


(b)

Maximum Density and Optimum Moisture Content

-

Determine maximum density
and optimum moisture content of the granular structure backfill material according to
AASHTO

T

99 Standard Proctor Method

A, with co
arse particle correction according to
AASHTO

T

224.


(c)

Moisture Content

-

Prepare the granular structure backfill material to within
minus

4%

to plus

2% of optimum moisture content at the time of compacting. Add water
to material that does not contain
sufficient moisture and thoroughly mix. Remove excess
moisture by manipulation, aeration, drainage, or other means before compacting.


11


(d)

Density:


(1)

Backfill Within 3 Feet Behind Wall

-

Compact to 95%

of maximum density using
the required number of
passes determined according to

0C596.42(e
-
1).


(2)

Backfill More Than 3 Feet Behind Wall

-

Compact to 95%

of maximum density
determined according to

0C596.42(e
-
2).


(e)

Testing Methods and Frequency:


(1)

Test Pad Method

-

Before placing the wall backfi
ll, determine the number of
passes necessary to achieve the specified density by constructing a test pad that is at
least 5

feet wide, 15

feet long, and 3

feet in final depth. Construct test pad fill in
layers no more than 8

inches thick using the same eq
uipment and methods that will
be used to compact the wall backfill. Perform at least one density test according to
AASHTO

T

310 on each test pad layer. Construct and test a new test pad when
changes in material occur or different equipment is used during

the construction of
the wall backfill.


(2)

Nuclear Gauge Method

-

Test in
-
place field density according to
AASHTO

T

310. Test at the frequency required in the ODOT Manual of Field
Procedures.


(f)

Deflection Requirement

-

Conduct at least one deflecti
on test, witnessed by the
Engineer on each compacted layer of backfill according to ODOT

TM

158. If the tested
layer exhibits yielding, deflection, reaction, or pumping, rework the area to provide
acceptable test results before placing the next layer.


0C596.43

Wall Construction:


(a)

Wall Drainage

-

Construct wall drainage according to Section

00430.


(b)

Cast
-
in
-
Place Concrete Gravity Retaining Walls

-

Construct cast
-
in
-
place
concrete gravity retaining walls as shown.


(c)

Cast
-
in
-
Place Semi
-
Gravit
y Cantilever Retaining Walls

-

Construct cast
-
in
-
place
concrete semi
-
gravity retaining walls as shown.


Measurement


0C596.80

Measurement

-

No measurement of quantities will be made for retaining walls.


The estimated quantity of retaining walls are:




Station Limits

Area


Station “Wall 1” 0+00
.00

to “Wall 1”
0
+
5
0
.00











375 sq. ft.

Station “Wall 1” 14+79.
00

to “Wall 1” 15+
30.00


3
82

sq. ft.

Station “Wall 2”
0+00
.00

to “Wall 2”
0
+
50
.00

.



300 sq. ft.


12

Stati
on Wall 2” 6+00
.00

to “Wall 2” 6+6
6.00
5
04
sq. ft.







The estimated quantities, for estimating purposes only, of concrete, steel reinforcement,
excavation, shoring, and specified backfill for retaining wall systems are:



Structure Number

Material

Estimated

Quantit
ies


Wall

1


General Str. Concrete, Class
33
00

67

cu.
yd
.

Wall 1


Excavation

16
9

cu.
yd
.

Wall 1


Granular Wall Backfill

8
5

cu.
yd
.

Wall 1


4” Drainage Pipe

10
1

ft.

Wall 1


Reinforcement

16
47

lb.

Wall 2


General Str. Concrete, Class 3300

69

cu.
yd
.

Wall 2


Excavation

17
4

cu.
yd
.

Wall 2


Granular Wall Backfill

8
7

cu.
yd
.

Wall
2


4” Drainage Pipe

11
3

ft.

Wall
2


Reinforcement

1
7
52

lb.



Excavation below elevations shown will be measured according to 00510.80(b).


Payment


0C596.90

Payment

-

The accepted quantities of work

performed under this Section will be
paid for at the Contract unit price, per unit of measurement, for the following items:



Pay Item

Unit of Measurement




(a)

Retaining Wall, Cast
-
In
-
Place Concrete Rigid Gravity

.....................

Lump Sum


Payment will be payment in full for
furnishing and placing all materials, and for furnishing all
equipment, labor, and incidentals necessary to complete the work as specified.


Excavation below elevations shown will be paid for according to 00510.90(c).


No separate or additional payment wil
l be made for:




excavation, shoring, and specified backfill



wall drainage and filter systems



concrete and reinforcement for concrete



SECTION
0E596

-

SOLDIER PILE RETAINING WALLS






13

Section
0E596
, which is not in the Standard Specifications, is included
in this project by
special provision.



Description



0E596
.00 Scope

-

This work consists of complete installation of permanent
non
-
gravity
soldier pile
retaining
wall
s
.


This includes furnishing all labor, equipment
, excavation
, soldier
piles, timber lagg
ing,

backfill,

cast
-
in
-
place concrete
fa
cing
, wall drainage system and all
other items required for installation in accordance with the plans, Standard Specifications,
and these
S
pecial
P
rovisions.




0E596
.01 Subsurface Investigation



Subsurface information is available on the project
Geotechnical Data Sheets. Additional Geotechnical Data Sheets and subsurface
information for the wall alignment is contained in Appendix A of the Final Geotechnical
Report. This report is available for

your review through the ODOT Construction Office
.



The data shown for each test boring applies only to that particular boring. Subsurface
conditions may vary between borings. Core samples and
laboratory test results, if obtained
and performed for the Project, are available for review by contacting the Engineer.




0E596
.02 Submittals:




(a) Contractor Qualifications

-

The Contractor performing the work in this specification
shall submit proof
of
successfully completing at least
three
permanent soldier pile
retaining wall
projects installed in the last 5 years.


The Contractors staff for this project
shall include a supervising engineer, registered as a civil engineer in Oregon, with at
least 3
years experience in the design and

construction of permanent
soldier pile
retaining

anchored walls.



The Contractor shall not use consultants or manufacturer’s representatives in order to
meet the requirements of this section.


The Engineer will approve o
r reject the
Contractor’s qualifications and personnel within 15 working days after receipt of the
submission.


Work shall not be started on any anchored wall system
,

nor materials
ordered
,

until the Contractors qualifications have been approved by the Eng
ineer.


The
Engineer may suspend the work if the Contractor substitutes unqualified personnel for
approved personnel during construction.


If work is suspended due to the substitution of
unqualified personnel, the Contractor shall be fully liable for addit
ional costs resulting
from suspension of work and no adjustment in contract time resulting from the
suspension of work will be allowed.



(b) Shop Drawings

-

The Contractor shall be responsible for providing suitable materials
and workmanship to safely and

adequately accomplish the work and shall be
responsible for constructing each member to the correct size, dimensions, and strength
to serve the intended purpose.





Shop drawings shall be submitted for approval.


Drawings shall include all shop
assembly
and erection details, and members and connections for any portion of the
system not shown on the contract drawings shall be detailed by the Contractor and
indicated on the shop drawings.


All welds shall be indicated by standard welding
symbols of the AWS

D1.5
.


The Engineer shall approve or reject the Contractors shop

14

drawings and design submission within 30 working days after receipt of the submission.


Approval of the design submittal does not relieve the Contractor of the responsibility for
successful
completion of the work.







0E596
.03 Applicable Publications

-

The publications listed below form a part of this
specification to the extent referenced.


The publications are referred to in the text by the
basic designation only.







Latest
version of American Society for Testing and Materials (ASTM) standards.






Latest version of American Association of State Highway and Transportation
Officials (AASHTO),
LRFD Bridge Design Specifications for
Highway Bridges”





Latest version
of American Association of State Highway and Transportation
Officials (AASHTO) and American Society for Testing and Materials (ASTM)
standards:



1.


AASHTO 85, Portland Cement



2.


AASHTO 183, Structural Steel










Occupational Health
and Safety Administration (OSHA) Publication 29 CFR
1926 Construction Industry Standards, Subpart P
-

Excavations





Materials



0E596
.10 General

-

Provide materials meeting the requirements in the following sections.


The Contractor shall not deliver materials to the site until the Engineer has approved the
submittals outlined in
0E596
.02.


The designated storage location or locations shall be
pro
tected by the Contractor from theft, vandalism, passage of vehicles, and other sources
of damage to materials delivered to the site.


The Contractor shall protect the materials from
the elements by appropriate means.


All steel components shall be protecte
d from the
elements at all times.





0E596
.11 Steel Soldier Beams and Plate

-

The steel soldier beams shall conform to
ASTM A 572
, Grade 50
.


Steel used to fabricate steel studs and other devices shall
conform to AASHTO M 169.





0E596
.12 Structural
Concrete



Structural concrete for soldier piles shall be Class
3000
,

structural concrete for cast
-
in
-
place
facing

wall shall be Class
4000

conforming to
Section 00540 of the Standard Specifications.



0E596
.13 Controlled Low Strength Material (
CLSM)

-

The CLSM shall conform to
Section 00442 of the Standard Specifications.






15

0E596
.14 Timber Lagging



Timber lagging shall be
No. 1

grade, pressure treated, rough
cut Douglas Fir and shall be a minimum of
6 in

thick.


Furnish a certificate of compliance for
the preservative used.



0E596
.15 Reinforcing Steel



Reinforcing steel shall conform to Section 00530 of the
Standard Specifications.




0E596
.16 Prefabricated Drainage
Board



Furnish prefabricated drainage
board

Mir
a
fi
G200N, Amerdrain 500 or similar as approved by the Engineer.



0E596
.17 Granular Drain Backfill Material and Drain Pipe

-

The granular drain backfill
material for the
soldier pile

wall shall con
form to Section 00
510.12
, Granular Drain Backfill
Material of the Standard Specifications.


Drain pipe for the
soldier pile

wall shall meet the
requirements of AASHTO Designation 278.


The drain pipe for the
soldier pile

wall shall be
1
6

in
ch
perforated P
VC drainage pipe as shown in the plans.





Construction



0E596
.40 General



The following describes the requirements for construction of the
soldier pile wall.




Due to
the proximity of the I
-
84 travel lanes to the
wall alignment, access to the slope for
wall construction will be laterally constrained and equipment footprint will be limited.


The following ground conditions are anticipated during construction:



Boulders up to 6
-
ft
-
diameter



Hard (R4) clasts



Open work material that will slough into an unsupported excavation



Open work material that will lead to extensive slurry, grout,
concrete, and/or low
strength material loss




0E596
.41 Soldier Pile Holes

-

Drill holes to the diameters and depths

shown on the plans
with approved drilling equipment.

Drilled holes for soldier piles

shall be constructed as
nearly as practical to the dimension and location shown in the plans.


The center of the
drilled hole at the top and bottom shall be within a 3
in
ch

radius from that shown in the
plans.


During excavation for the drilled holes, the Contractor shall frequently check the
plumbness, alignment, and dimensions of the shafts.


Any deviations exceeding the
allowable tolerances shall be corrected immediat
ely to the satisfaction of the Engineer.


The
contractor may propose to increase the diameter of the hole without additional
compensation.


Remove all loose material existing at the bottom of the hole after the
specified depth is achieved.

Complete all ex
cavation regardless of the type of materials
encountered.


The Contractor shall make
an
estimate of the kind and extent of the various
materials that will be encountered in excavation.


The Contractor shall provide all labor,
materials, and equipment neces
sary to complete all excavation
s
.



(a)


The drilling excavation shall be completed in a continuous operation.


Concrete shall be
placed immediately after completion of excavation.


In no case will a drilled hole be allowed
to remain open overnight, withou
t the approval of the Engineer.




16

(b)


Where caving conditions are encountered or where excess water begins seeping into
the excavation, the Contractor shall install an approved, removable protective casing to
prevent caving of the soil and to control grou
ndwater.


The casing shall be sealed into a
stratum of soil that will not cave or admit groundwater flow.


The excavation shall then be
completed to the depths shown in the plans.



Excavation of
soldier
piles shall not commence until the CLSM on the adjac
ent piles has
been in place for a minimum of
24

hours.



(c)

On completion of the drilled pile excavation, the excavation shall be dewatered and the
bottom of the excavation cleaned so that no more than
2 inches

of loose material is
present.


All water

in the hole shall be removed.


If the water cannot be removed, the
Contractor shall request approval of the Engineer to place concrete by the use of a tremie
pipe.



(d)

Immediately upon completion of the excavation, the hole shall be dewatered and th
e
Engineer notified that the pile excavation is ready for
inspection
.


Following
inspection and
with the approval of
the Engineer, the Contractor shall proceed with installation of the
soldier piles without undue delay.





(e)

The Contractor shall hav
e available at all times a suitable light for inspection of the
drilled
pile
excavation throughout its entire length.


The Contractor shall also have available
at all times a plumb weight and tape to check the vertical alignment and depth of each
drilled s
haft excavation.


Any excavation that is not within the tolerance specified shall be
corrected or replaced at the Contractor’s expense.


The pile excavation must be inspected
and approved by the Engineer before soldier piles and concrete are placed in the
excavation.


0E596
.42 Soldier Pile Installation

-

The Contractor shall ensure that the soldier piles have
been fabricated as shown in the plans with plates and holes in correct locations.


The
Contractor shall ensure that each soldier pile is plumb and in
correct horizontal and vertical
alignment before pouring concrete.


The prefabricated soldier
beams

shall be placed in the
holes

without difficulty and aligned prior to general placement of concrete.


The contractor
may place up to 2 ft of concrete in the
bottom of the
hole

to assist in aligning the soldier
beam.


The soldier beam shall be blocked or clamped in place at the ground surface prior to
placement of concrete.



Soldier beams shall be placed at the locations shown on the plans and shall not deviat
e by
more than

3 in
ches

along the horizontal alignment of the wall
.


The wall shall not deviate
from the vertical alignment shown on the plans by more than 3 in
ches

in each plane.


The
soldier beam tip shall be installed to within 6 in
ches

of the specified elevation shown in the
plans.


The Contractor shall provide corrective measures for any wall element that does not
meet the tolerance requirement
s

described in this specification.


Any proposed corrective
measure must be approved by the E
ngineer in writing.



Splicing of soldier beams shall not be permitted, unless approved by the Engineer.


All
structural welding of steel and steel reinforcement shall be performed by certified welders
qualified to perform the type of welding shown in the
plans.


All soldier beams shall be cut
off to a true plane at the elevation shown in the plans.


All cutoff lengths shall remain the
property of the Contractor and be properly disposed of.




17

0E596
.43


Soldier Pile Concrete Placement

-

Place structural con
crete from the bottom of
the hole to the elevation shown using approved tremie equipment


Place CLSM from the
top of structural concrete to the top of the pile or to the ground surface.



Structural concrete
may extend above the elevation shown with no add
itional compensation for removal during
subsequent construction.


The Contractor shall be responsible for ensuring that concrete
fills the area between the webs of soldier
beams
.



In dry holes where

piles

are
constructed without casing or drilling muds,
structural
concrete
and
CLSM may be placed by free
-
falling the concrete from the ground surface down the
shaft and around the soldier beam.


If casing is used, placement of concrete shall begin
prior to casing removal.


Remove casing, if used in drilling o
perations, as concrete is placed
and is still workable.


For
piles
constructed with slurry

or with a water depth greater than 12
inches
, concrete shall be placed using the tremie method from the bottom of the shaft.


Tremie pipe
s

shall be withdrawn slowly
as the level of the concrete rises in the
hole
and the
level of the tremie pipe outlet shall never exceed the height of the slurry.


Maintain the
bottom of the casing at least
5 feet
below the top of the concrete during placement
operations, unless
otherwise permitted by the Engineer.



0E596
.44 Timber Lagging Installation

-

During wall face excavation the contractor shall
have lagging on site and staged for immediate installation. The contractor shall support the
soil immediately after the excavatio
n has exposed enough soil to install the lagging.

The
timber lagging shall be installed from the top
-
down in sufficiently small lifts immediately after
excavation to prevent erosion of the materials into the excavation.


Large gaps behind the
lagging shall be backfilled with
G
ranular
D
rain
B
ackfill material
conforming to 00430.11 of
the standard specifications (3/4”


½”)
and compacted
.



A 0.5 in
ch

gap shall be maintained between each vertically adjacent lagging board for
drainage between lagging sections.


In no case shall lagging be placed in tight contact to
adjacent lagging.



0E596
.45 Special Excavation Requirements

-

Complete all excavation to the lines and
grades as shown or required.



(a)


Do not begin general excavation in the area in front of the wall until after the soldier
piles are constructed.


(
b
)


The Contractor is respo
nsible for maintaining a stable excavation and safe working
conditions.



(
c
)


Do not, under any circumstances, excavate
behind the retaining wall or
lower than the
intended grades as shown on the drawings.


The stability of
the
retaining wall is
dependent
upon the embedment as shown and it shall not be reduced.


(
d
)

Provide positive drainage of any ground or surface water away from the wall and work
area.






0E596
.47 Wall Drainage System Installation






(a)

The Contractor shall handle th
e prefabricated drainage
board

in such a manner as to
ensure the
b
oard

is not damaged in any way.


Care shall be taken during placement of the

18

board

not to entrap dirt or excessive dust in the
board

that could cause clogging of the
drainage system.


Delivery, storage, and handling of the drainage
board

shall be as
provided in the plans or based on the manufacturers recommendations.



(b)

Install drainage
board

between the soldier piles as shown on the plans.


The
drainage
board

shall be
secured tightly against the timber lagging with the fabric
side of the drainage
board against the concrete facing.
.


Prevent

concrete of the cast
-
in
-
place
facing

from
contaminating the composite drainage
mat
.



(c)


Seams
of adjacent
b
oards

shall be made according to
manufacturers

recommendations and specifications.


Repairs shall be performed at no additional cost to
the State and shall conform to the plans or manufacturers recommendations.



(d)

Provide 3” PVC

weep holes with prefabricated drain grates as

shown on the plans.





(e)

Construct a subsurface drain, in accordance with
S
ection 00430 of the Standard
Specifications
as

shown in the plans.


Perforated

pipe shall be

6 in
ch

diameter

enclosed in
granular drain backfill behind the concrete barrier.


Extend the PVC weep holes to the

perf
pipe
as shown
and daylight the
perf pipe

down slope.






0E596
.48 Reinforced Concrete
Facing

Installation

-

The reinforced concrete
facing

wall
shall be constructed to lines, grades and elevations shown with the plans, in accordance
with S
ections 00530 and 00540 of the Standard Specifications, and
section 00542 of
special provisions.


The exposed surface shall receive a
textured

concrete surf
ace
treatment
, in accordance with
S
ection
00542 of the special provisions
.





Measurement



0E596
.80 Units of Measurement



The
soldier pile

retaining wall will be measured on the
area basis and will be the area shown, in a vertical plane, for the wall constructed and
accepted.


Field measurement of the wall area will not be required.


The quantity will be the
theoretical area shown in the
Sch
edule of Items
for the
soldier pile

retaining wall unless
changes are ordered in writing by the Engineer.


If changes are ordered, an adjustment
shall be made only for the quantity difference involved in the ordered plan changes.



No separate measurement
will be made for
excavation,
drilling, soldier beams
,
lagging,
excavation
, concrete, reinforcement, headed studs,
shoring, footings, or specified backfill.



Excavation below elevations shown will be measured according to 00510.8
0
.



The estimated quantiti
es of materials are as follows.


These quantities are for estimating
purposes only and are not to be used as final bid quantities.


The contractor is responsible
for determining the actual quantity of each item.





Drilling

5433

ft


W
16x26

155

ft



W 18x35

1316

ft


W
21x44

954

ft


W 24x55 2060 ft


19


W 27x84

949 ft



Controlled Low Strength Material
534

cu.yd.


Timber Lagging
96456

bf
m



Prefabricated Drainage Mat
1787

sq.yd


Structure Excavation
1191

cu.yd.


Gen. Str. Concrete, Class 4000

742

cu.yd.


Reinforcement
83536

lb.


Architectural Treatment 1787 sq. yd.





* Steel Soldier pile includes, steel
plates, fabrication and welded studs.



No separate measurement for wall drainage materials will be made including geocomposite
drainage strips, connector pipes, drain grates, granular drain backfill material and filter
fabric, fittings and accessories.





Payment



0E596
.90 General


Payment for the
soldier pile

retaining wall will be made at the
c
ontract
unit price per square foot for the following pay item:





Unit of



Pay Item


Measurement



Retaining Wall, Soldier Pile, Struct
ure 1 and 2




Lump Sum



The unit contract prices for the above listed item will be full compensation for all labor, tools,
equipment, and materials necessary to complete the work as described in accordance with
these special pro
visions, plans, and standard specifications.



Payment will be made for the quantity shown in the Schedule of Items unless the plan
changes are ordered in writing by the Engineer.



No separate payment will be made for
access road construction,
excavation
,

shoring,
footings, or specified backfill.





Payment will be payment in full for furnishing and placing all materials, and for furnishing all
equipment, labor, technical representatives, and incidentals necessary to complete the
work as specified.




Wall drainage and/or filter systems, including perforated pipe, drain material, geotextile, and
drain pipe; reinforcing steel and co
ncrete; and other appurtenances that are not covered by

20

other pay items under the Contract, will be incidental and included in payment made for the
retaining wall.



SP920 (
05
-
16
-
08
)

(This Section requires SP440.)


SECTION 00920

-

SIGN SUPPORT FOOTINGS



Comply with

Section 00920 of the Standard Specifications modified as follows:


00920.80

Measurement

-

Add the following to the end of this subsection
:



The estimated quantities of materials for major sign
supports are:



Location

Material

Quantity



Excavation

40 ft.


Concrete

14

cu. yd.


Reinforcement


2200
pound



SP930 (
07
-
22
-
10
)

(This Section requires SP2560.)


SECTION 00930

-

METAL SIGN SUPPORTS


Comply with Section 00930 of the Standard Specifications modified as follows:



00930.80

Measurement

-

Add the following to the end of this subsection:


The estimated quantities of structural steel are as follows:



Item

Estimated Quantity


(
P
ound)



Sta. 310+00.00 Sign Structure


Cantilever 8,100


Sta. 318+40.00 Sign Structure


Cantilever 5,
5
00







SP9
63

(
03
-
10
-
11
)

(This Section requires SP440 and SP2510.)


SECTION 009
63

-

SIGNAL SUPPORT DRILLED SHAFTS



Comply with

Section 009
63

of the Stand
ard Specifications

modified as follows:


00963.10

Materials

-

Add the following paragraph to the end of this subsection:



21

Provide the commercial grade concrete mixture with a slump of 8

inches


1

1/2

inches.



SP2001 (08
-
16
-
12)


SECTION 02001

-

CONCRETE



Comply with Section 02001 of the Standard Specifications modified as follows:


02001.02

Abbreviations and Definitions

-

Replace the "Modifiers" line with the following:


Modifiers

-

Pozzolans, ground granulated blast furnace slag, and latex.


Replace the "Pozzolans" line with the following:


Pozzolans

-

Fly ash, silica fume, and metakaolin.


02001.30

Concrete Mix Design

-

Replace the paragraph that begins "High performance
concrete.
.." with the following paragraph and bullets:


High performance concrete (HPC) mix designs shall contain any of the following:




Cementitious material with 66% portland cement, 30% fly ash, and 4%

silica fume.



Cementitious

material with modifiers proportioned according to 02001.31(c) and with
trial batches performed to demonstrate that the proposed alternate mix design
provides a maximum of 1,000

coulombs at 90

days when tested according to
AASTHO

T

277.



Cementitious mater
ial with modifiers and with trial batches performed to demonstrate
that the proposed alternate mix design provides a maximum of 1,000

coulombs at
90

days when tested according to AASTHO

T

277.


02001.31(b)

Pozzolans

-

Replace this subsection, except for t
he subsection number and
title, with the following:


Pozzolans or GGBFS may be used separately or in combinations up to 30% of the total
cementitious materials content.


02001.31(c)

Modifiers

-

Replace this subsection, except for the subsection number and

title, with the following:


Modifiers may be used separately or in combinations as approved by the Engineer.
Alternate HPC proportions may be:


Fly Ash

12%

-

18%

GGBFS

20%

-

35%

Silica Fume

3%

-

5%


Do not replace more than 50% of total cementitious

material with modifiers.



22

When silica fume is added to truck mixed concrete, mix the batch a minimum of
100

revolutions at the mixing speed specified by the manufacturer before leaving the batch
plant.


02001.31(f)

Aggregate

-

Replace the paragraph that
begins "If the nominal... and the three
bullets with the following paragraph and bullets:


If the nominal maximum size of the coarse aggregate is not included as a part of the class
of concrete, or shown on the plans, any size from 1

1/2

inch to 3/8

inch n
ominal maximum
size aggregate may be used according to the ACI guidelines except:




Use 3/4

inch nominal maximum size or larger aggregates in bridge deck concrete.



Use 1

1/2

inch nominal maximum size aggregates in paving concrete unless
otherwise indicated.



Use 3/8

inch nominal maximum size aggregates in drilled shafts unless otherwise
indicated.


02001.32(b)

Plastic Concrete

-

Add the following to the bottom of the test and test method
list:



Length Change

ASTM

C

157


Permeability

AASHTO

T

277


Add the fo
llowing subsections:


02001.32(d)

Length Change Tests

-

For all HPC mix designs, make at least three
specimens from the trial batch for length change testing. Test samples according to
ASTM

C

157. Wet cure the samples until they have reached an age of 14

days, including
the period in the molds. Store and
measure samples according to ASTM

C

157,
section

11.1.2. Report length change results at 4, 7, 12, 28, and 56

day time intervals.


02001.32(e)

Permeability Tests

-

For alternate HPC mix designs, make at least three
specimens for permeability testing. Pr
epare, cure, dry and test according to
AASHTO

T

277. Report permeability in coulombs at 90

days.


Permeability tests are not required when HPC mix designs contain

cementitious material
with 66% portland cement, 30% fly ash, and 4% silica fume.


02001.34

Current Mix Designs

-

Add the following paragraphs to the end of this
subsection:


For HPC mix designs, test according to the following and submit results:



Test

Test Method

Acceptance Value



Length Change

ASTM

C

157




Permeability

AASHTO

T

277

1,000

coulombs (max.) at 90

days


Add the following subsections:



23

02001.34(a)

Length Change Tests

-

For all HPC mix designs make at least three
specimens for length change testing. Test samples according to ASTM

C

157. Wet cure
the samples until they h
ave reached an age of 14

days, including the period in the molds.
Store and measure samples according to ASTM

C

157, section

11.1.2. Report length
change results at 4, 7, 14, 28, and 56

day time intervals.


02001.34(b)

Permeability Tests

-

For alternate

HPC mix designs make at least three
specimens for permeability testing. Prepare, cure, dry and test according to
AASHTO

T

277. Report permeability in coulombs at 90

days.


Permeability tests are not required when HPC mix designs contain

cementitious mat
erial
with 66%

portland cement, 30%

fly ash, and 4%

silica fume.



SP2
030

(
01
-
14
-
10
)


SECTION 02
030

-

MODIFIERS



Comply with

Section 02
030

of the Standard Specifications modified as f
ollows:


02030.10

Fly Ash

-

Replace this subsection with the following subsection:


02030.10

Fly Ash

-

Furnish Class

C, Class

F, or Class

N fly ash from the QPL and
meeting the requirements of AASHTO

M

295 (ASTM

C

618).



SP2050 (10
-
20
-
11)


SECTION
02050

-

CURING MATERIALS



Comply with Section 02050 of the Standard Specifications modified as follows:


02050.10

Liquid Compounds

-

In the paragraph that begins "Furnish
liquid…", replace
"AASHTO

M

148" with "ASTM

C

309".


Add the following to the end of this subsection:


Before using liquid compounds, submit one quart samples of each lot for testing except
samples are not required for commercial grade concrete
applications unless the liquid
compound is a conditionally approved product.



SP2210 (05
-
10
-
12)


SECTION 02210

-

COATING MATERIALS FOR TIMBER AND CONCRETE



Comply with Section 02210 of the Standard Specifications modified as follows:



24

02210.10

General

-

Replace this subsection with the following subsection:


02210.10

General:


(a)

Manufacturing

-

Furnish coating material meeting the following
requirements:




All coats in the coating system shall be from the same manufacturer.



Multi

-
component coating materials shall be proportioned by the manufacturer with
each component in its correct proportion and furnished in separate containers
ready for
field mixing.



Be homogeneous, free of contamination, and of a consistency suitable for the
specified use.



Not vary in composition without prior notice by the manufacturer and approval of
the Engineer.



The coating material is not reformulated.


Use the coat
ing material before expiration of the manufacturer's recommended shelf life.


(b)

Packaging

-

Package the material in containers meeting the following requirements:




Be new steel or plastic of not more than 6 gallon capacity.



Meet U.S. Department of Trans
portation's Hazardous Material Shipping Regulations.



Be original and unopened.



Be labeled with the following:



Manufacturer's name



Exact title of coating material



Manufacturer's batch number



Date of manufacture



SP2320 (08
-
18
-
11)


SECTION
02320

-

GEOSYNTHETICS



Comply with Section 02320 of the Standard Specifications modified as follows:


02320.10(a
-
1)

Geotextiles

-

Replace th
e bullet that begins "Meet or exceed…" with the
following bullet:




Meet or exceed the properties specified in 02320.20.



02320.10(c
-
1)

Level A

-

Manufacturer's Test Certification

-

Replace this subsection,
except for the subsection number and title, with the following:



25

Furnish test result certificates according to 00165.35 from the geosynthetic manufacturer
and the following:


a.

Geotextiles

-

For geotextiles, include the following:




Minimum average roll values and average roll values for each of the specified
propertie
s from the same production run as the delivered material.



Test results for factory seams.



Production run number, production plant name and location.


If the geotextile material is modified, remanufactured, relabeled or sewn, furnish an
additional certifica
te from the supplier making the changes that explain the altered
properties, seam strength or relabeling.




02320.10(c
-
2)

Level B

-

Manufacturer's Quality Compliance Certificate

-

In the
paragraph that begins
"If the brochure…" replace the words "in Table

02320
-
1" with the
words "in 02320.20".





02320.20

Geotextile Property Values

-

Replace Table

02320
-
1 with the following tables:



26

Table 02320
-
1

Geotextile Property Values for Drainage
Geotextile *

Geotextile Property

ASTM

Test Method

Units

Geotextile Property Requirements

Type 1

Type 2

Woven

Nonwoven

Woven

Nonwoven

Grab Tensile Strength
(minimum)

Machine and
Cross Machine Directions

D

4632

lb

180

115

250

160

Grab Failure Strain

(minimum)

Machine and
Cross Machine Directions

D

4632

%

<

50



50

<

50



50

Tear Strength

(minimum)

D

4533

lb

67

40

90

56

Puncture Strength

(minimum)

D

6241

lb

370

220

495

310

Sewn Seam Strength

(minimum)

D

4632

lb

160

100

220

140

Apparent Opening Size

(AOS)

(maximum)

U.S. Standard Sieve

D

4751



40

40

40

40

Permittivity

(minimum)

D

4491

sec
-
1

0.5

0.5

0.5

0.5

Ultraviolet Stability Retained
Strength

(minimum)

D

4355

(at 500

hours)

%

50

50

50

50

* Woven slit film geotextiles (geotextiles that are made from yarns of a flat, tape
-
like character) are not
acceptable.





SECTION 02
44
0

-

JOINT MATERIALS



Comply with

Section 02
44
0 of the Standard Specifications modified as follows:


02440.10

Preformed Joint Fillers for Concrete

-

Replace this subsection, except for the
subsection number and title with the following:


Furnish preformed joint f
illers for concrete from the QPL conforming to the requirements of
AASHTO

M

153 or AASHTO

M

213.




SECTION 02
51
0

-

REINFORCEMENT



Comply with

Section 02
51
0 of t
he Standard Specifications modified as follows:


02
510
.
10

Deformed Bar Reinforcement

-

Replace the sentence that begins "Unless
otherwise specified…" with the following sentence:


Unless otherwise specified or shown, all reinforcing bars shall be Grade
60.



27



SECTION 02
560

-

FASTENERS



Comply with

Section 02
56
0 of the Standard Specifications modified as follows:


02560.70

Lubricating Fasteners

-

Repla
ce this subsection, except for the subsection
number and title, with the following:


Furnish all galvanized and coated fasteners with a factory applied commercial water
-
soluble
wax that contains a visible dye of a color that contrasts with the color of gal
vanizing or
coating. Black fasteners shall be "oily" to the touch when installed.


Field lubricate galvanized bolts in tapped holes, galvanized anchor rods, and galvanized tie
rods with a lubricant from the QPL. Apply lubricant to threads and to bearing
surfaces that
will turn during installation.


Protect fasteners from dirt and moisture at the job site. Clean, relubricate with a lubricant
from the QPL, and retest fasteners that do not pass the field rotational capacity test. Obtain
the Manufacturer's
approval before relubricating tension control fasteners that are designed
to automatically provide the tension.


Coat the outer surface of the collar in lock
-
pin and collar fasteners with an approved
Manufacturer lubricant.




SECTION
02630

-

BASE AGGREGATE



Comply with Section 02630 of the Standard Specifications modified as follows:



02630.10(b)

Fracture of Rounded Rock

-

In the sentence that begins
"Fracture of
rounded rock…", replace "AASHTO

TP

61" with "AASHTO

T

335".


02630.11(b)

Fracture of Rounded Rock

-

In the sentence that begins "Fracture of
rounded rock…", replace "AASHTO

TP

61" with "AASHTO

T

335".




SECTION 02690

-

PCC

AGGREGATE



Comply with Section 02690 of the Standard Specifications modified as follows:


02690.20(e
-
1)

Fracture

-

In the sentence that begins "Provide aggregate…", replace
"AASHTO

TP

61" with "AASHTO

T

335".




28