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

Page 6-40

2020 Standard Specifications M 41-10

6-02

Concrete Structures

After the 10-day curing period, remove the curing compound as necessary by light
sandblasting or by spraying with a high-pressure water jet to produce an even
surface appearance. The water jet equipment shall use clean fresh water and shall
produce (at the nozzle) at least 2,500 psi with a discharge of at least 4 gpm. The
water jet nozzle shall have a 25-degree tip and shall be held no more than 9 inches
from the surface being cleaned. The Contractor may propose to use a curing
compound/concrete sealer. The Engineer will evaluate the proposal and if found
acceptable, will accept the proposal in writing. As a minimum, the Contractor’s
proposal shall include:

•

Product identity

•

Manufacturer’s recommended application rate

•

Method of application and necessary equipment

•

Material Safety Data Sheet (MSDS)

•

Sample of the material for testing

Allow 14 working days for evaluating the proposal and testing the material.

Method B – Under the wet cure method, the Contractor shall:
1.

Provide an initial cure period by continuous fogging or mist spraying for at least the
first 24 hours.

After the initial cure period, cover the barrier with a heavy quilted blanket.

Keep the blankets continuously wet for at least 10 days. (No additional finishing is
required at the end of the curing period.)

6-02.3(11)B

Curing Bridge Deck

6-02.3(11)B1 Equipment

The Contractor shall maintain a wet sheen, without developing pooling or sheeting water,
using a fogging apparatus consisting of pressure washers with a minimum nozzle output
of 1,500 psi, or other means accepted by the Engineer.

The Contractor shall submit a Type 2 Working Drawing consisting of the bridge deck
curing plan a minimum 14 calendar days prior to the pre-concreting conference. The
Contractor’s plan shall describe the sequence and timing that will be used to fog the
bridge deck, apply pre-soaked burlap, install soaker hoses and cover the deck with white
reflective sheeting.

6-02.3(11)B2 Curing

The fogging apparatus shall be in place and charged for fogging prior to beginning
concrete placement for the bridge deck.

The Contractor shall presoak all burlap to be used to cover the deck during curing.

Concrete Structures

6-02

Immediately after the finishing machine passes over finished concrete, the Contractor
shall implement the following tasks:
1. The Contractor shall fog the bridge deck while maintaining a wet sheen without

developing pooling or sheeting water.

2. The Contractor shall apply the presoaked burlap to the top surface to fully cover the

deck without damaging the finish, other than minor marring of the concrete surface.
The Contractor shall not apply curing compound.

3. The Contractor shall continue to keep the burlap wet by fog spraying until the burlap

is covered by soaker hoses and white reflective sheeting. The Contractor shall place
the soaker hoses and white reflective sheeting after the concrete has achieved initial
set. The Contractor shall charge the soaker hoses frequently so as to keep the burlap
covering the entire deck wet during the course of curing.

As an alternative to tasks 2 and 3 above, the Contractor may propose a curing system
using proprietary curing blankets specifically manufactured for bridge deck curing. The
Contractor shall submit a Type 2 Working Drawing consisting of details of the proprietary
curing blanket system, including product literature and details of how the system is to be
installed and maintained.

The wet curing regime as described shall remain in place for at least 14 consecutive
calendar days.

6-02.3(12) Construction Joints

6-02.3(12)A

Construction Joints in New Construction

If the Engineer allows, the Contractor may add, delete, or relocate construction joints
shown in the Plans. Any request for such changes shall be in writing, accompanied by a
drawing that depicts them. The Contractor will bear any added costs that result from such
changes.

All construction joints shall be formed neatly with grade strips or other accepted methods.
The Contracting Agency will not accept irregular or wavy pour lines. All joints shall be
horizontal, vertical, or perpendicular to the main reinforcement. The Contractor shall not
use an edger on any construction joint, and shall remove any lip or edging before making
the adjacent pour.

If the Plans require a roughened surface on the joint, the Contractor shall strike it off to
leave grooves at right angles to the length of the member. Grooves shall be installed using
one of the following options:
1. Grooves shall be ½ to 1 inch wide, ¼ to ½ inch deep, and spaced equally at twice the

width of the groove. Grooves shall terminate approximately 1½-inches from the face
of concrete.

2. Grooves shall be 1 to 2 inches wide, a minimum of ½-inch deep, and spaced

a maximum of three times the width of the groove. Grooves shall terminate
approximately 1½-inches from the face of concrete.

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Concrete Structures

If the Engineer allows, the Contractor may use an alternate method to produce a
roughened surface on the joint, provided that such an alternate method leaves a
roughened surface of at least a ¼-inch amplitude.

If the first strike-off does not produce the required roughness, the Contractor shall repeat
the process before the concrete reaches initial set. The final surface shall be clean and
without laitance or loose material.

If the Plans do not require a roughened surface, the Contractor shall include shear keys at
all construction joints. These keys shall provide a positive, mechanical bond. Shear keys
shall be formed depressions and the forms shall not be removed until the concrete has
been in place at least 12 hours. Forms shall be slightly beveled to ensure ready removal.
Raised shear keys are not allowed.

Shear keys for the tops of beams, at tops and bottoms of boxed girder webs, in
diaphragms, and in crossbeams shall:
1.  Be formed with 2 by 8-inch wood blocks;
2.  Measure 8 inches lengthwise along the beam or girder stem;
3.  Measure 4 inches less than the width of the stem, beam, crossbeam, etc. (measured

transverse of the stem); and

4. Be spaced at 16 inches center to center.

Unless the Plans show otherwise, in other locations (not named above), shear keys shall

equal approximately ⅓ of the joint area and shall be approximately 1½ inches deep.

Before placing fresh concrete against cured concrete, the Contractor shall thoroughly
clean and saturate the cured surface. All loose particles, dust, dirt, laitance, oil, or film of
any sort shall be removed by method(s) as accepted by the Engineer. The cleaned surface
shall be saturated with water for a minimum of four hours before the fresh concrete is
placed.

Before placing the reinforcing mat for footings on seals, the Contractor shall: (1) remove
all scum, laitance, and loose gravel and sediment; (2) clean the construction joint at
the top of the seals; and (3) chip off any high spots on the seals that would prevent the
footing steel from being placed in the position required by the Plans.

6-02.3(12)B

Construction Joints Between Existing and New Construction

If the Plans or Special Provisions require a roughened surface on the joint, the Contractor
shall thoroughly roughen the existing surface to a uniformly distributed ¼-inch minimum
amplitude surface profile, with peaks spaced at a maximum of 1 inch.

If the Plans or Special Provisions do not require a roughened surface on the joint, the
Contractor shall remove all loose particles, dust, dirt, laitance, oil, or film of any sort.

Before placing fresh concrete against existing concrete, the Contractor shall thoroughly
clean and saturate the existing surface. All loose particles, dust, dirt, laitance, oil, or film
of any sort shall be removed. The cleaned surface shall be saturated with water for a
minimum of 4 hours before the fresh concrete is placed.

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6-02

6-02.3(13) Expansion Joints

This section outlines the requirements of specific expansion joints shown in the Plans.
The Plans may require other types of joints, seals, or materials than those described here.

Joints made of a vulcanized, elastomeric compound (with neoprene as the only polymer)
shall be installed with a lubricant adhesive as recommended by the manufacturer. The
length of a seal shall match that required in the Plans without splicing or stretching.

Open joints shall be formed with a template made of wood, metal, or other suitable
material. Insertion and removal of the template shall be done without chipping or
breaking the edges or otherwise damaging the concrete.

Any part of an expansion joint running parallel to the direction of expansion shall provide
a clearance of at least ½ inch (produced by inserting and removing a spacer strip) between
the two surfaces. The Contractor shall ensure that the surfaces are precisely parallel to
prevent any wedging from expansion and contraction.

All poured rubber joint sealer (and any required primer) shall conform with

Section

9-04.2(2)

6-02.3(13)A

Strip Seal Expansion Joint System

The Contractor shall submit Type 2 Working Drawings consisting of the strip seal
expansion joint shop drawings. These plans shall include, at a minimum, the following:
1. Plan, elevation, and sections of the joint system and all components, with dimensions

and tolerances.

2. All material designations.
3. Manufacturer’s written installation procedure. The installation procedure shall

indicate how the extrusions set into the two sides of the joint will be allowed to
move independently of one another.

4. Corrosion protection system used on the metal components.
5. Locations of welded shear studs, lifting mechanisms, temperature setting devices,

and construction adjustment devices.

6. Method of sealing the system to prevent leakage of water through the joint.
7. Details of the temporary supports for the steel extrusions while the encapsulating

concrete of the headers is placed and cured.

8. The gland installation procedure, including the means and methods used to install

the gland and assure correct seating of the gland within the steel extrusions.

The strip seal shall be removable and replaceable.

The metal components shall conform to ASTM A36, ASTM A992, or ASTM A572, and
shall be protected against corrosion by one of the following methods:
1. Zinc metallized in accordance with

Section 6-07.3(14)

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Concrete Structures

2. Hot-dip galvanized in accordance with AASHTO M111.
3. Paint in accordance with

Section 6-07.3(9)

. The color of the top coat shall be SAE

AMS Standard 595 Color No. 26357. The surfaces embedded in concrete shall be
painted only with a shop primer coat of paint conforming to

Section 9-08.1(2)C

If the gland is installed in the field, the Contractor shall have the services of a strip seal
expansion joint system manufacturer’s technical representative physically present at the
job site. The manufacturer’s technical representative shall train the Contractor’s personnel
performing the field installation of the gland, provide technical assistance for installing the
gland, and observe and inspect the installation of at least the first complete joint.

The strip seal gland shall be continuous for the full length of the joint with no splices
permitted, unless otherwise shown in the Plans.

Other than items shown in the Plans, threaded studs used for construction adjustments
are the only items that may be welded to the steel shapes provided they are removed
by grinding after use, and the area repaired by application of an accepted corrosion
protection system.

After the joint system is installed, the joint shall be flooded with water and inspected,
from below the joint, for leakage. If leakage is observed, the joint system shall be repaired
by the Contractor, as recommended by the manufacturer.

6-02.3(13)B

Compression Seal Expansion Joint System

Compression seal glands shall conform to Section 9-04.1(4) and be sized as shown in the
Plans.

The compression seal expansion joint system shall be installed in accordance with the
manufacturer’s written recommendations. The Contractor shall submit a Type 1 Working
Drawing consisting of the manufacturer’s written installation procedure and repair
procedures if leakage testing fails.

After the joint system is installed, the joint area shall be flooded with water and inspected,
from below the joint, for leakage. If leakage is observed, the joint system shall be repaired
by the Contractor, as recommended by the manufacturer.

6-02.3(14) Finishing Concrete Surfaces

All concrete shall show a smooth, dense, uniform surface after the forms are removed. If it
is porous, the Contractor shall bear the cost of repairing it. The Contractor shall clean and
refinish any stained or discolored surfaces.

Subsections A and B (below) describe two classes of surface finishing.

6-02.3(14)A

Class 1 Surface Finish

The Contractor shall apply a Class 1 finish to all surfaces of concrete members to the
limits designated in the Contract Plans.

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6-02

The Contractor shall follow steps 1 through 8 below. When steel forms have been used
and when the surface of filled holes matches the texture and color of the area around
them, the Contractor may omit steps 3 through 8. To create a Class 1 surface, the
Contractor shall:
1. Remove all bolts and all lips and edgings where form members have met;
2. Fill all holes greater than ¼ inch and float to an even, uniform finish with mortar

conforming to

Section 9-20.4(2)

at a 1:2 cement/aggregate ratio;

3. Thoroughly wash the surface of the concrete with water;
4. Brush on a mortar conforming to

Section 9-20.4(2)

at a 1:1 cement/aggregate ratio,

working it well into the small air holes and other crevices in the face of the concrete;

5. Brush on no more mortar than can be finished in 1 day;
6. Rub the mortar off with burlap or a piece of carpet as soon as it takes initial set

(before it reaches final set);

7. Fog-spray water over the finish as soon as the mortar paint has reached final set; and
8. Keep the surface damp for at least 2 days.

If the mortar becomes too hard to rub off as described in step 6, the Contractor shall
remove it with a Carborundum stone and water. Random grinding is not permitted.

6-02.3(14)B

Class 2 Surface Finish

The Contractor shall apply a Class 2 finish to all above-ground surfaces not receiving a
Class 1 finish as specified above unless otherwise indicated in the Contract. Surfaces
covered with fill do not require a surface finish.

To produce a Class 2 finish, the Contractor shall remove all bolts and all lips and edgings
where form members have met and fill all form tie holes.

6-02.3(14)C

Pigmented Sealer for Concrete Surfaces

The Contractor shall submit a Type 1 Working Drawing consisting of the pigmented sealer
manufacturer’s written instructions covering, at a minimum, the following:
1.  Surface preparation.
2.  Application methods.
3.  Requirements for concrete curing prior to sealer application.
4.  Temperature, humidity and precipitation limitations for application.
5.  Rate of application and number of coats to apply.

All surfaces specified in the Plans to receive pigmented sealer shall receive a Class 2
surface finish (except that concrete barrier surfaces shall be finished in accordance with

Section 6-02.3(11)A)

. The Contractor shall not apply pigmented sealer from a batch

greater than 12 months past the initial date of color sample acceptance of that batch by
the Engineer.

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Concrete Structures

The pigmented sealer color or colors for specific concrete surfaces shall be as specified in
the Special Provisions.

The final appearance shall be even and uniform without blotchiness, streaking or uneven
color. Surface finishes deemed unacceptable by the Engineer shall be re-coated in
accordance with the manufacturer’s recommendations at no additional expense to the
Contracting Agency.

For concrete surfaces such as columns, retaining walls, pier walls, abutments, concrete
fascia panels, and noise barrier wall panels, the pigmented sealer shall extend to 1 foot
below the finish ground line, unless otherwise shown in the Plans.

Pigmented Sealer Materials shall be a product listed in the current WSDOT Qualified
Products List (QPL). If the pigmented sealer material is not listed in the current WSDOT
QPL, a sample shall be submitted to the State Materials Laboratory in Tumwater for
evaluation and acceptance in accordance with Section 9-08.3.

6-02.3(14)D Concrete Surface Finishes Produced by Form Liners

The concrete finishes listed in the table below shall be accomplished by the use of
either a form liner selected from the products listed in the WSDOT Qualified Products
List (QPL), or a form liner accepted by the the State Bridge and Structures Architect
and the Engineer. For acceptance of form liners not listed in the current WSDOT QPL,
the Contractor shall submit Type 3 Working Drawings consisting of catalog cuts, other
descriptive supporting information and a 2-foot square physical sample of the form liner.

Concrete Finish

Horizontal joints in elastomeric form liners are permitted

on surfaces greater than 8 feet in height

provided that the

minimum form liner panel dimensions are:

Height (ft)

Width (ft)

Fractured Basalt Finish

Fractured Fin Finish

Fractured Granite Finish

Variable Depth Random

Board Finish

3/4

Inch Random Board Finish

Ribbed Finish

Striated Finish

Ashlar Stone Finish

Block Finish

Split Face Finish

River Rock Finish

Cascadian Stone Finish

4 feet in height for River Rock Finish and Cascadian Stone Finish

Variable Depth Random Board Finish shall utilize an elastomeric form liner.

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6-02

3/4

Inch Random Board Finish shall utilize either an elastomeric or a plastic form liner.

When specified in Contract documents to use wooden form liners, the concrete surface
finish shall be achieved with reusable wooden form liners meeting the requirements of
this Section and Section 6-02.3(14)D1.

For Cascadian Stone Finish, no partial rocks will be allowed in the finished pattern.
Horizontal and vertical joints shall be adjusted as needed.

Form liners shall be placed with the pillars, fins, board lines and faux mortar/other joints
normal to grade for barrier applications and vertical for all other applications.

Horizontal and vertical joints in ABS, plastic, or elastomeric form liners shall be spliced in
accordance with the manufacturer’s printed instructions. The Contractor shall submit a
Type 1 Working Drawing consisting of the manufacturer’s joint splice instructions.

Horizontal joints in elastomeric form liners are permitted in accordance with the
requirements in the table above. Horizontal splicing of ABS and plastic form liners to
achieve the required height is not permitted and there shall be no horizontal joints.

Once the forms are removed, the Contractor shall treat the joint areas by patching or
light sandblasting as required by the Engineer to ensure that the joints are not visible.
The concrete formed with ABS and plastic form liners shall be given a light sandblast to
remove the glossy finish.

Form liners shall be cleaned, reconditioned, and repaired before each use. Form liners
with repairs, patches, or defects which, in the opinion of the Engineer, would result in
adverse effects to the concrete finish shall not be used.

Care shall be taken to ensure uniformity of color throughout the textured surface. A
change in form release agent will not be allowed.

All surfaces formed by the form liner shall also receive a Class 2 surface finish. Form ties
shall be a type that leaves a clean hole when removed. All spalls and form tie holes shall
be filled as specified for a Class 2 surface finish.

6-02.3(14)D1 3/4 Inch Random Board Finish Using Wooden Form Liners

The reusable wooden form liners shall conform to Section 6-02.3(17)J and the texture
pattern shown in the Plans. The texture pattern shall be accomplished with

3/4

inch thick

battens in varying widths applied to the surface of the forms. The edge of all battens shall
be sloped 15 degrees to facilitate form removal.

The Contractor shall submit a Type 3 Working Drawing consisting of a concrete panel
test section, with the

3/4

inch random board texture to be used and based on the pattern

shown in the Plans. The test section shall be constructed using the forms and materials
intended to construct the permanent structures. The test section shall be composed
of two ten foot by ten foot form sections which shall be assembled to make a ten foot
by 20 foot concrete surface section, and shall include the wall top treatment, and one
horizontal joint treatment.

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Concrete Structures

All cracks, holes, slits, gaps, and apertures in forms shall be plugged and caulked with
molding plaster to remain completely watertight and withstand the pressures of concrete
placement. Joints between the form units shall be sealed with silicone or latex caulking
compound. Butt joints may be sealed with non-absorptive sponge tape. Construction
joints and expansion joints shall be incorporated into the pattern of the face treatment.

Forms and form ties shall be designed to permit removal without damaging the finish.
Prying against the face of the concrete will not be allowed.

Storage of formwork and form materials shall be in a manner to prevent damage or
distortion. Any damage to formwork during placing, removal, or storage shall be repaired
by the Contractor at no additional expense to the Contracting Agency.

6-02.3(14)E

Exposed Aggregate Finish

6-02.3(14)E1 Submittals

The Contractor shall submit Type 2 Working Drawings consisting of the following items:
1. Written description of the equipment to be used and procedure to be followed in

producing the exposed aggregate finish.

2. A copy of the manufacturer’s written instructions for applying the retardant coating

and the clear sealer.

3. Type of nozzle, nozzle pressure, type and gradation of abrasive, blasting techniques,

safety procedures, and containment methods and procedures used with all abrasive
blasting and water blasting operations.

4. The method and materials used to collect, contain, and dispose of the concrete

surface mortar removed from the finish surface, and the chemical agent residue and
abrasives used to remove the concrete surface mortar.

5. For formed applications, a sample panel, equal either to the size of one concrete

barrier panel minimum for barrier applications, or a four-foot by eight-foot panel for
non-barrier applications, cast in a vertical position on the site and constructed in
accordance with the procedure outlined in the Type 2 Working Drawing submittal.

6-02.3(14)E2 Producing Exposed Aggregate Finish

The Contractor shall produce all exposed aggregate concrete in accordance with
procedure and equipment outlined in the Type 2 Working Drawing submittal. The
exposed aggregate shall achieve the same final effect as demonstrated on the sample
panel accepted by the Engineer.

Formwork shall be cleaned, reconditioned, and repaired before each use. Formwork with
repairs, patches or defects which, in the opinion of the Engineer, would result in adverse
effects to the concrete finish shall not be used.

Forms and form joints shall remain completely watertight. Butt joints and joints between
form units used on surfaces which are to receive an exposed aggregate finish shall be
tongue and grooved, or splined and shall be sealed with a caulking compound.

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6-02

As an alternative to using tongue and grooved or splined joints, a closed cell
polyvinylchloride foam sealer of 3/16 inch thickness with pressure-sensitive adhesive
on one or both sides may be used to seal the butt joints between form units. The foam
sealer shall be recessed by an amount such that when the form units are compressed to
their final position, the foam sealer will be flush with the face of the form units. Adjacent
formwork panels, if used, shall be in line and no offset shall occur between panels.

Forms for the exposed aggregate surface for members not yet supporting loads, including
the members own load, may be removed as required to effect the exposed aggregate
surface, provided the concrete has a minimum age of twelve hours and is of sufficient
strength and hardness so as not to be damaged by the form removal operations and
provided that curing and protection operations are maintained.

Removal of forms on the remaining concrete surfaces shall be in accordance with
Section 6-02.3(17)N.

After the forms are stripped, the surface mortar shall be removed from the areas specified
to receive the exposed aggregate finish.

The exposed aggregate finish shall be obtained by either one or a combination of the two
methods described in Sections

6-02.3(14)E3

and

6-02.3(14)E4

as necessary to provide

the specified exposed aggregate finish.

6-02.3(14)E3 Retardant Coating Method

A retardant coating conforming to Section 9-08.3(2)A shall be applied to the formwork
where concrete surfaces with exposed aggregate finish are shown in the Plans.

For cast-in-place concrete the retardant shall have an effective life of not less than the
length of time required for the Class EA concrete to be in place prior to the removal of
forms plus 12 hours.

For slip-formed concrete barrier and horizontal to near-horizontal applications, the
retardant shall have an effective life of not less than 24 hours. The Contractor shall
remove the surface mortar two to three hours after applying the retardant coating.

Retardant shall be applied in accordance with the manufacturer’s instructions to remove
the surface mortar.

The sealer and form release agent used on the form shall be compatible with the
retardant and shall not react with the retardant to produce an undesirable effect on the
exposed aggregate finish. The sealer and form release agent to be used on the form shall
be as recommended by the manufacturer of the retardant.

Surface mortar shall be removed using one of the following methods:
1. Light abrasive blasting
2. Washing with water under pressure, avoiding excessive pressure which loosens

individual aggregate particles.

3. A combination of both methods.

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Concrete Structures

6-02.3(14)E4 Abrasive Blasting Method

As soon as forms are stripped, the exposed aggregate areas shall be abrasive blasted
to remove the surface mortar. For slip-formed concrete barrier and horizontal to near-
horizontal applications, this shall be done once the concrete has attained a minimum age
of 12 hours and is of sufficient strength and hardness to prevent damage.

Adjacent materials and finishes shall be protected from dust, dirt and other damage
during abrasive blasting operations. Corners and edge of patterns shall be carefully
blasted using back-up boards to maintain a uniform corner or edge line.

The abrasive blast finishing shall be done in as continuous an operation as possible,
utilizing the same work crew to maintain continuity of finish on each surface or area
of work.

The type and gradation of abrasive grit used, the type of nozzle, nozzle pressure, and
blasting techniques shall be as specified in the Type 2 Working Drawing submittal, and as
required to expose the aggregate.

The Contractor shall be responsible for safety of the workers and shall equip each with
air-fed helmets. The Contractor shall provide suitable enclosures for the collection of grit
and dust from the abrasive blasting operation.

After receiving the Engineer’s acceptance of the exposed aggregate finish, a 10 percent
muriatic acid wash shall be applied to the exposed aggregate surfaces. Surfaces shall be
flushed thoroughly with water following a 5 to 10 minute interaction period between the
acid solution and the surface.

All stains and streaks on the exposed aggregate surface shall be removed before applying
the clear sealer.

6-02.3(14)E5 Applying Clear Sealer

Two seal coatings of clear sealer conforming to Section 9-08.3(2)B shall be
applied to the exposed aggregate surfaces in accordance with the manufacturer’s
recommended procedure.

6-02.3(14)E6 Containment

When producing exposed aggregate finish on concrete surfaces over water, the
Contractor shall exercise care and use suitable means to collect and dispose of abrasives
and chemical agents, and the resulting concrete surface mortar debris used in or resulting
from the finishing of the exposed aggregate surfaces to prevent their entry into the
environment surrounding the Structure.

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6-02

6-02.3(14)F

Permeon Treatment

The Contractor shall apply permeon treatment to all concrete surfaces specified in the
Plans to receive permeon treatment. The Contractor shall use SAE AMS Standard 595
Color Number 30219 as the target color. The target color is intended as a reference for
hue, and is not intended as a reference for opacity or luster. The Contractor is advised
that this target color is based on the concentration formula and application rate identified
in the QPL for each product. The concentration formula and application rate for products
not listed in the QPL will be determined by the Engineer.

The permeon treatment shall be applied only by personnel approved by the manufacturer
to apply the product. The Contractor shall furnish certificates of approval from the
manufacturer, for the personnel scheduled to perform the work, to the Engineer prior to
beginning the treatment operation.

The concrete shall be cured for the time period recommended by the manufacturer prior
to receiving the permeon treatment coating.

The Contractor shall clean and prepare the concrete surfaces in accordance with the
recommendations of the manufacturer for the use of the treatment product.

The Contractor shall apply the permeon treatment to the surfaces specified, in
accordance with the recommendations of the manufacturer for the use of the
treatment product.

The Contractor shall prevent permeon treatment from reaching surfaces not specified to
receive the permeon treatment.

The Contractor shall prevent pigmented sealer from reaching surfaces that have received
permeon treatment. Should pigmented sealer reach surfaces that have received permeon
treatment, the pigmented sealer shall be removed and the permeon treatment repaired in
accordance with Section 1-07.13.

6-02.3(15) Date Numerals

Standard date numerals shall be placed where shown in the Plans. The date shall be for
the year in which the Structure is completed. When an existing Structure is widened or
when traffic barrier is placed on an existing Structure, the date shall be for the year in
which the original Structure was completed. Unit Contract prices shall cover all costs
relating to these numerals.

6-02.3(16) Plans for Falsework and Formwork

The Contractor shall submit all plans for falsework and formwork as Type 2E Working
Drawings. A submittal is not required for footing or retaining wall formwork if the
concrete placement is 4 feet or less in height.

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The design of falsework and formwork shall be based on:
1. Applied loads and conditions which are no less severe than those described in

Section 6-02.3(17)A

;

2. Allowable stresses and deflections which are no greater than those described in

Section 6-02.3(17)B

;

3. Special loads and requirements no less severe than those described in

Section 6-02.3(17)C

;

4. Conditions required by other Sections of

6-02.3(17)

The falsework and formwork plans shall be scale drawings showing the details of
proposed construction, including: sizes and properties of all members and components;
spacing of bents, posts, studs, wales, stringers, wedges and bracing; rates of concrete
placement, placement sequence, direction of placement, and location of construction
joints; identification of falsework devices and safe working loads as well as identification
of any bolts or threaded rods used with the devices including their diameter, length, type,
grade, and required torque. The falsework plans shall show the proximity of falsework to
utilities or any nearby Structures including underground Structures. Formwork accessories
shall be identified according to

Section 6-02.3(17)H

. All assumptions, dimensions,

material properties, and other data used in making the structural analysis shall be noted
on the drawing.

The Contractor shall furnish associated design calculations to the Engineer as part of the
submittal. The design calculations shall include the structural and geotechnical design of
the foundation and shall show the stresses and deflections in all load-carrying members
that are part of the falsework system. Construction details which may be shown in the
form of sketches on the calculation sheets shall be shown in the falsework or formwork
drawings as well. Falsework or formwork plans will not be accepted in cases where
it is necessary to refer to the calculation sheets for information needed for complete
understanding of the falsework and formwork plans or how to construct the falsework
and formwork.

6-02.3(16)A Vacant
6-02.3(16)B

Pre-Contract Review of Falsework and Formwork Plans

The Contractor may request pre-contract review of formwork plans for abutments,
wingwalls, diaphragms, retaining walls, columns, girders and beams, box culverts, railings,
and bulkheads. Plans for falsework supporting the bridge deck for interior spans between
precast prestressed concrete girders may also be submitted for pre-contract review.

To obtain pre-contract review, the Contractor shall electronically submit drawings and
design calculations in PDF format directly to: BridgeConstructionSupport@wsdot.wa.gov

The Bridge and Structures Office, Construction Support Engineer will return the falsework
or formwork plan to the Contractor with review notes, an effective date of review, and
any revisions needed prior to use.

Concrete Structures

6-02

For each contract on which the pre-reviewed falsework or formwork plans will be used,
the Contractor shall submit a copy to the Engineer. Construction shall not begin until the
Engineer has given concurrence.

If the falsework or formwork being constructed has any deviations to the preapproved
falsework or formwork plan, the Contractor shall submit plan revisions for review and
approval in accordance with

Section 6-02.3(16)

6-02.3(17) Falsework and Formwork

Formwork and falsework are both structural systems. Formwork contains the lateral
pressure exerted by concrete placed in the forms. Falsework supports the vertical and/
or the horizontal loads of the formwork, reinforcing steel, concrete, and live loads
during construction.

The Contractor shall set falsework, to produce in the finished Structure, the lines and
grades indicated in the Contract Plans. The setting of falsework shall allow for shrinkage,
settlement, falsework girder camber, and any structural camber the Plans or the
Engineer require.

Concrete forms shall be mortar tight, true to the dimensions, lines, and grades of the
Structure. Curved surfaces shown in the Contract Plans shall be constructed as curved
surfaces and not chorded, except as allowed in

Section 6-02.3(17)J

. Concrete formwork

shall be of sufficient strength and stiffness to prevent overstress and excess deflection
as defined in

Section 6-02.3(17)B

. The rate of depositing concrete in the forms shall not

exceed the placement rate in the formwork plan Working Drawing. The interior form
shape and dimensions shall also ensure that the finished concrete will conform with the
Contract Plans.

If the new Structure is near or part of an existing one, the Contractor shall not use
the existing Structure to suspend or support falsework unless the Plans or Special
Provisions state otherwise. For prestressed girder and T-beam bridge widenings or stage
construction, the bridge deck and the diaphragm forms may be supported from the
existing Structure or previous stage, if accepted by the Engineer. For steel plate girder
bridge widenings or stage construction, only the bridge deck forms may be supported
from the existing Structure or previous stage, if accepted by the Engineer. See

Section

6-02.3(17)E

for additional conditions.

On bridge decks, forms designed to stay in place made of steel or precast concrete panels
shall not be used.

For post-tensioned Structures, both falsework and forms shall be designed to carry the
additional loads caused by the post-tensioning operations. The Contractor shall construct
supporting falsework in a way that leaves the Superstructure free to contract and lift off
the falsework during post-tensioning. Forms that will remain inside box girders to support
the placement of the bridge deck concrete shall, by design, resist girder contraction as
little as possible. See

Section 6-02.3(26)

for additional conditions.

Page 6-54

Concrete Structures

6-02.3(17)A

Design Loads

The design load for falsework shall consist of the sum of dead and live vertical loads, and
a design horizontal load. The minimum total design load for any falsework shall not be less
than 100 lbs/sf for combined live and dead load regardless of Structure thickness.

The entire Superstructure cross-section, except traffic barrier, shall be considered to
be placed at one time for purposes of determining support requirements and designing
falsework girders for their stresses and deflections, except as follows:

For concrete box girder bridges, the girder stems, diaphragms, crossbeams, and
connected bottom slabs, if the stem wall is placed more than 5 days prior to the top
slab, may be considered to be self supporting between falsework bents at the time
the top slab is placed, provided that the distance between falsework bents does
not exceed four times the depth of the portion of the girder placed in the preceding
concrete placements.

Falsework bents shall be designed for the entire live load and dead load, including all load
transfer that takes place during post-tensioning, and braced for the design horizontal load.

Dead loads shall include the weight of all successive placements of concrete, reinforcing
steel, forms and falsework, and all load transfer that takes place during post-tensioning.
The weight of concrete with reinforcing steel shall be assumed to be not less than
160 pounds per cubic foot.

Live loads shall consist of a minimum uniform load of not less than 25 psf, applied over
the entire falsework plan area, plus the greater of:
1. Actual weights of the deck finishing equipment applied at the rails, or;
2. A minimum load of 75 pounds per linear foot applied at the edge of the bridge deck.

The design horizontal load to be resisted by the falsework bracing system in any direction
shall be:

The sum of all identifiable horizontal loads due to equipment, construction sequence,
side-sway caused by geometry or eccentric loading conditions, or other causes, and
an allowance for wind plus an additional allowance of 1 percent of the total dead
load to provide for unexpected forces. In no case shall the design horizontal load be
less than 3 percent of the total dead load.

The minimum horizontal load to be allowed for wind on each heavy-duty steel shoring
tower having a vertical load carrying capacity exceeding 30 kips per leg shall be the sum
of the products of the wind impact area, shape factor, and the applicable wind pressure
value for each height zone. The wind impact area is the total projected area of all the
elements in the tower face normal to the applied wind. The shape factor for heavy-duty
steel shoring towers shall be taken as 2.2. Wind pressure values shall be determined from
the following table:

Concrete Structures

6-02

Wind Pressure on Heavy-Duty Steel Shoring Towers

Height Zone

(Feet Above Ground)

Wind Pressure Value

Adjacent to Traffic

At Other Locations

0 to 30

20 psf

15 psf

30 to 50

25 psf

20 psf

50 to 100

30 psf

25 psf

Over 100

35 psf

30 psf

The minimum horizontal load to be allowed for wind on all other types of falsework,
including falsework girders and forms supported on heavy-duty steel shoring towers,
shall be the sum of the products of the wind impact area and the applicable wind
pressure value for each height zone. The wind impact area is the gross projected area
of the falsework support system, falsework girders, forms and any unrestrained portion
of the permanent Structure, excluding the areas between falsework posts or towers
where diagonal bracing is not used. Wind pressure values shall be determined from the
following table:

Wind Pressure on All Other Types of Falsework

Height Zone

(Feet Above Ground)

Wind Pressure Value

For Members Over and Bents

Adjacent to Traffic Openings

At Other Locations

0 to 30

2.0 Q psf

1.5 Q psf

30 to 50

2.5 Q psf

2.0 Q psf

50 to 100

3.0 Q psf

2.5 Q psf

Over 100

3.5 Q psf

3.0 Q psf

The value of Q in the above tabulation shall be determined as follows:

Q = 1 + 0.2W; but Q shall not be more than 10.
Where:

= is the width of the falsework system, in feet, measured normal to the direction

of the wind force being considered.

The falsework system shall also be designed so that it will be sufficiently stable to resist
overturning prior to the placement of the concrete. The minimum factor of safety against
falsework overturning in all directions from the assumed horizontal load for all stages of
construction shall be 1.25. If the required resisting moment is less than 1.25 times the
overturning moment, the difference shall be resisted by bracing, cable guys, or other
means of external support.

Design of falsework shall include the vertical component (whether positive or negative)
of bracing loads imposed by the design horizontal load. Design of falsework shall
investigate the effects of any horizontal displacement due to stretch of the bracing. This is
particularly important when using cable or rod bracing systems.

If the concrete is to be post-tensioned, the falsework shall be designed to support any
increased or redistributed loads caused by the prestressing forces.

Standard Specifications for Road, Bridge, and Municipal Construction 2020 (M 41-10) - page 31