CM_ Bored Pile, MSE Wall, Drainage Structures

8/3/2019 CM_ Bored Pile, MSE Wall, Drainage Structures

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PART F - BRIDGE CONSTRUCTION

1. SCOPE OF WORK

This item shall consist of the construction of three (3) bridges;

Bridges Name Length (mts.) Type of Span Foundation

Sta. Cruz Bridge 1 280.0Pre-stressed

Concrete GirderBored Pile

Sta. Cruz Bridge 2 15.0Pre-stressed


Matalaba Bridge 15.0Pre-stressed


2. EQUIPMENT

Bored Piling

Crawler Crane

Auger

Cleaning bucket

Vibratory Hammer

Generator

Concrete Production

Concrete B/PGenerator

Wheel Loader

Water Truck

Concrete Pouring

Transit Mixer

Concrete Pump

Engine Vibrator

Water Truck

R.S Bar/ Steel Cage

Bar Bender

Bar Cutter

Fork LiftCargo Truck

Generator

Acetylene

Welding Machine

3. MANPOWER

Field Engineer

Operator

Driver

Skilled Laborer

Common Laborer

4. CONSTRUCTION SEQUENCE

Hanjin Heavy Industries and Const. Co. LTD.

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4.1 SURVEY WORK

Carry out initial topographic survey of the project to establish the existing

levels and record all details as necessary before commencing the works.

Where necessary these will be supported by photographs of the area.

Initial survey of existing utilities must be done to check if there are

obstructions which might interfere with the permanent works. If there are

obstructions need to relocate Hanjin shall advise the authorities to relocate

them before commencing the affected areas.

4.2 TEMPORARY WORKS

Access Roads

Road diversion in area where required and various traffic controlfacilities will be installed.

b. Craneway for Foundation Works

Craneway will be constructed for bored piling and other crane works.

The access shall be constructed using the available material at Site. The

craneway will be removed and disposed to designated areas upon

completion of Works.

4.3 PRE-CASTING OF GIRDERS

Pre-casting of girders shall be made at fabrication yard that will be located

within the vicinity of the project. The prestressing works shall be executed

in accordance with the requirements of the Plan and Specification.

4.4 FOUNDATION WORKS (Concrete Pile Cast-in Placed Drilled Holes)

Consist of drilling, excavation, caging, concrete pouring, and cut and

spliced in accordance with this specification and in reasonably close

conformity with the plan.

SubmittalHanjin will submit to the Engineer for review and approval the

installation plan for the construction of bored piles. The submittal shall

include the following:

a) List of proposed equipment to be used including cranes, drills,

augers, bailing buckets, final cleaning equipment, and slurry pumps,

sampling equipment, tremies or concrete pumps, etc.

b) Details of overall construction operation sequence and the

sequence of bored pile construction in bents or groups.

c) Details of pile excavation methods.


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d) When slurry is required, details of the method proposed to mix,

circulate and desand slurry.

e) Details of methods to clean the shaft excavation.

f) Details of reinforcement placement including support and

centralization methods.

g) Details of concrete placement, curing and protection.

h) Other information shown on the Plans or requested by the

Engineer.

Materials

Reinforcing Steel shall conform to the requirements in the

Specifications. Concrete for Bored Piles shall be Class P with the

strength requirement of 28 MN/m2 (4000 psi). The use of appropriate

additives to assure mix consistency shall be allowed provided air

entraining is not enhanced and with Engineers approval. A retarder of

proven adequacy and approved by the Engineer shall be used to ensure

that early hardening of concrete during tremie operation will not occur.

Casings which are required to be incorporated as part of the permanent

work shall conform to AASHTO M183 (ASTM A-36).

Construction Sequence

All holes for concrete piles cast-in drilled holes shall be drilled dry to

the tip elevations. Figure A shows the boring for cast in place pile.

Figure A) Flight auger mounted on a boring

rig initiates the excavation

All holes will be examined for straightness and any hole which on

visual inspection from the top shows less than one-half the diameter of


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the hole at the bottom of the hole will be rejected. Suitable casings shall

be furnished and placed required to prevent caving of the hole before

concrete is placed.

Figure B) Installation of permanent casing to prevent soil from

eroding

All loose materials existing at the bottom of the hole after drilling

operations shall be removed before placing concrete.

Figure C) Cleaning of the base using cleaning bucket

The use of water for drilling operations or for any other purpose where

it may enter the hole will not be permitted. All necessary action shall be


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taken to prevent water from entering the hole and all water which may

have infiltrated into the hole shall be removed before placing concrete.

Figure D) Installation of steel reinforcement

prior to concrete pouring

Prior to pouring of concrete, steel cage will be installed to the drilled

hole as shown in figure D.

Concrete shall be placed by means of suitable tubes or pumpcrete

depends on the accessibility of the area. Prior to the initial concrete set,

the top 3 m of the concrete filled pile or the depth of any reinforcing

cage, whichever is greater, shall be consolidated by acceptable

vibratory equipment.


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e) Placing of concrete

The bottom of the casing shall be maintained not more than 1.5m nor

less than 0.3m below the top of the concrete during withdrawal and

placing operations unless otherwise permitted by the Engineer.

Separation of the concrete during withdrawal operations shall be

avoided by vibrating the casing.

4.5 TESTING OF PILES

a. LOW STRAIN PILE INTEGRITY TESTING (PIT)

ASTM D5882-00

Low Strain Pile Integrity Testing is a quick and cost effective method to

evaluate the shaft integrity of concrete piles. The testing is able to

provide information on:

a) Pile continuity

b) Consistency of material

c) Location of defect

d) Degree of defect

The test method is performed with a hand held hammer, a sensitive

accelerometer and the Pile Integrity Tester.

The accelerometer is attached to the top of the pile, and then a

compressive wave is generated by tapping the pile head with a hammer.

When the downward compression wave encounters a change in cross

section or in concrete quality, it generates an upward tension wave that

is later observed at the pile top.

The velocity recorded along with the subsequent reflections from the


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pile toe or pile discontinuities are graphically displayed.

The effectiveness of the system is limited to a pile length not exceeding

30 to 60 pile diameters depending on soil condition and concrete

quality.

PILE TOP PILE TOE

PIT Sample Graph

b. HIGH-STRAIN DYNAMIC TESTING OF PILES (PDA)

ASTM D4945-00

This test method covers the procedure for testing vertical or batter piles

individually to determine the force and velocity response of the pile to

an impact force applied axially by a pile driving hammer to the top of

the pile. This test method is applicable to deep foundation units that

function in a manner similar to foundation piles, regardless of their

method of installation provided that they are receptive to high strain

impact testing.

This standard does not purport to address all of the safety problems

associated with its use. It is the responsibility of the user of this

standard to establish appropriate safety and health practices and

determine the applicability of regulatory limitations prior to use.

Note 1--High-strain dynamic testing requires a strain at impact which is

representative of a force in the pile having the same order of magnitude,

or greater, than the ultimate capacity of the pile.

Note 2--This standard method may be applied for high-strain dynamic

testing of piles with the use of only force or strain transducers and/or

acceleration, velocity or displacement transducers as long as the test

results clearly state how the testing deviates from the standard.

Note 3--A suitable follower may be required for testing cast-in-place

concrete piles. This follower should have impedance within 80 and

150% of that of the pile. However, additional caution and analysis may

be required if the impedance is not within 10%. For mandrel driven

piles, the mandrel may be instrumented in a similar way to a driven pile


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provided that the mandrel is constructed of a single member with no

joints

4.6 ABUTMENT AND PIER CONSTRUCTION

Backfilling of excavated area

In this phase of work, excavated area will be backfilled layer by layer.

But prior to backfilling works, temporary facilities will be removed at

the area from possible subsidence due to the use of wrong selected

materials.

Construction of Piers

After backfilling is completed and the area is reinstated to the existing

ground level, temporary scaffolding works for the construction of piers

will follow.

Construction of Pier Heads

Schedule the utilization of appropriate system forms to cover the

standard width type, variable width type and special width type of

various sizes of pier heads. Falsework and formworks for the work shall

be steel construction design and detailing of the formworks will be

submitted to the Engineer for approval.

Appropriate safety handrail and safety net as well as foot ramp and

ladder will be installed for this pier head and coping works. Special

scaffolding (falsework) will be installed for concreting of pier heads.

Concreting works shall be in accordance with the requirements of the

drawings and specifications. Pouring of concrete shall be done by

concrete pump of adequate reach and capacity.

4.7 INSTALLATION OF PRE-STRESSED CONCRETE GIRDER

Steel forms shall be used for the casting of concrete for pre-stressed

concrete girders. These forms shall conform to the girder type and

length shown on the drawing plans. Steel forms shall be of the required

gauge thickness, design and rigidity to prevent bulging and produce afinished product with the correct dimension, shapes and details.

Pre-stressed concrete girders shall be fabricated in the pre-cast yard and

transported to the required location for launching by using appropriate

cranes.

General sequence for the erection of pre-stressed concrete girders will

be as follows:

Phase 1: Launching of girders as shown in the figure below.


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PIERABUTMENT

P.S CONCRETE GIRDER

Phase 2: Concreting of intermediate and end diaphragms

Pre-stressing of cables

Phase 3: Concreting of deck slab except interior support.

Phase 4: Concreting of connection diaphragm pre-stressing of cables

Concreting of remaining deck slab

Phase 5: Concreting of sidewalk railing.

All pre-stressing works shall be carried out safely by using appropriatepre-stressing equipment.

4.8 CONCRETING OF SLAB AND RAILING

Immediately after setting of girders, concreting of slab will follow.

Bracket forms shall be used. The hanging forms will be fixed on the

girders and removed after the curing of concrete.


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4.9 MECHANICALLY STABILIZED EARTH (MSE) WALLS

4.9.1General

The wall system consists of the original ground, concrete leveling pad,

wall facing panels, coping, soil reinforcement, select backfill and any

loads and surcharges. All of these items have an affect on the

performance of the MSE wall and are taken into account in the stability

analysis. The general concept of the MSE wall system is that the

weight of the select backfill grabs the soil reinforcement by friction

and by directly binding with the granular backfill. The backfill wants

to push the facing panels out, but the connection between the facing and

the reinforcement prevents this.

Figure 1, Wall Components

4.9.2 PREPARATION OF THE SITE:

The MSE wall footprint area needs to be prepared. The footprint area is the

zone of the wall facing, soil reinforcement and select backfill. The

foundation for the structure shall be graded level for a width equal to orexceeding the length of soil reinforcement or as shown on the plans. Any

soft or loose material that is encountered should be compacted or removed

and replaced. The foundation soils for the retaining system must be proof

rolled before wall construction begins and after the required excavation is

completed. If soils are encountered that do not match the borings

performed for the wall they should be brought to the attention of the

geotechnical engineers for analysis.

4.9.3 LEVELING PAD:

Once the area has been properly prepared, an unreinforced concrete

leveling pad is poured in place. The leveling pad concrete must cure for a


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minimum of 12 hours before placement of the wall panels can begin. Even

though the leveling pad is not "structurally" important, it is important to the

construction of the wall. The leveling pad sets the horizontal and vertical

alignment of the wall. It must be in the correct horizontal position, level

and at correct grade.

4.9.4 WALL FACING PANELS:

Before the panels are placed, the wall and shop drawings must be checked

to ensure that the proper panels are being used. Depending on the wall

height, the number of reinforcement connections on the back of the panel

may vary. The panels with the most connections will be typically the lower

panels of the wall. In the upper portions of the wall, the number of

connections may be less. It is important that the panels are used in their

proper position. The panels need to be inspected to ensure they meet the

plans, specifications, and shop drawings. They also need to be inspected

for damage (bent connectors, damaged panels, etc.).

The correct placement of the first row or two of panels is very important

(see Figure 2, Placing Panels ). A spacer bar should be used to get the

correct placement. They need to be on the proper alignment and grade and

be level. The correct spacing is also very important. Without the correct

spacing, panel corners will crack and spall as they settle. Spacing blocks

must be used. Wooden wedges are also used to help hold the vertical

alignment of the panels. The drainage system for the wall must be installed

at this early stage of wall construction to prevent ponding of water in the

excavation and the subsequent loss of strength of the foundation soils.


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Figure 2, Placing of Panels

The vertical and horizontal alignments need to be checked periodically to

ensure proper alignment. This will also uncover problems early so

corrections can be made before the panels get too far out of alignment.

4.9.5 PANEL STORAGE:

Panels should be stored flat and on dunged (see Figure 3, Proper Panel

Storage and Figure 4, Improper Panel Storage). Properly storing panels

protects the connections from being bent and damaging the galvanization

(see Figure 5, Damaged Tabs). Panels with bent connections will not be

used. Panels should be stored out of the mud to avoid staining the panel

face.

Figure 5, Damaged Tabs

4.9.6 SOIL REINFORCEMENT:

The soil reinforcement is used to make a unified gravity mass consisting of

select structural backfill, facing, and the reinforcement and acting like a

gravity wall for exterior analysis purposes. Metallic reinforcement should

not be bent or torn, and the galvanization should not be damaged. Polymer

reinforcement should not be torn, cut, left in the sun or otherwise damaged.

Typically, the reinforcement is placed perpendicular to the wall face. Slack


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Figure 3, Proper

Panel Storage

Figure 4, Improper

Panel Storage


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in the reinforcement should be removed prior to placing the backfill over it,

and polymer reinforcement should have some tension placed in the

reinforcement. The reinforcement should not be connected to the wall until

the compacted fill is at or slightly higher than the facing panel connector.

4.9.7 SELECT BACKFILL:

The select backfill must meet the specification requirements for gradation,

electro-chemical properties, soil properties and organic content.

Placing Backfill

The select backfill lift should be placed parallel to the wall and starting

approximately 900 mm from the back of the wall panels. The backfill

should be placed in 10 inch (250 mm) loose lifts. The fill is then leveled by

machinery moving parallel to the wall, windrowing the material toward the

reinforcement ends. This action works out any slack in the reinforcementthen locking the reinforcement and the panels in position. Once this has

been accomplished, fill is then placed within 900 mm behind the wall by

windrowing the material.

Except for the initial layer, the fill must be brought up uniformly for the

whole layer.

4.1.8 COMPACTION:

Compaction equipment used within 3 feet (900 mm) of the wall should be a

vibratory roller or plate weighing less than 1,000 pounds (450 kg). From

beyond 3 feet (900 mm) of the wall facing panels, a roller up to 8 tons (7.25

Mg) may be used, subject to satisfactory performance. A rubber-tired roller

may also be acceptable. Compactors which employ a foot such as a

sheepsfoot (see Figure 21, Sheepsfoot Rollers Not Allowed ) or grid

rollers, are not acceptable for compacting select structural backfill.

Backfill compaction shall be performed in such a way that the compactorshall move in a direction parallel to the wall facing panels and proceed

from a distance not less than three feet behind the wall facing panels and

work toward the end of the soil reinforcement away from the wall facing.

The moisture content of the backfill material prior to and during

compaction shall be muted throughout each layer of material. Backfill

material shall have placement moisture content within 3 percent of the

optimum moisture content.

If additional water is required for the material, the water must meet the

specification requirements.


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4.9 SLOPE PROTECTION WORKS

Right after the completion of the superstructure, abutment slope protection

works will follow. On this item it will consist of grouted riprap at side drain,

stone masonry, rubble concrete and mattress.

This work will avoid erosion from the embankment area.

COMPACT

FILL BEFORE

PLACING

GROUTED

RIPRAP

MATRESSES

FILTER CLOTH

GROUTED RIP RAP

TOP OF COPPING

ABUTMENT

BORED PILE

S=1.5:1

TYPICAL DETAIL OF ABUTMENT SLOPE PROTECTION


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PART G - DRAINAGE & SLOPE PROTECTION STRUCTURES

BOX CULVERT

1. SCOPE OF WORK

This item consists of construction of Box Culverts including the associated

excavation, backfilling and bedding works in accordance with requirements

specified or referred to herein, all to the Engineers satisfaction.

Description Unit Quantity

Reinforcing Steel, Grade 60 (For RCBC,

Headwalls)Kg. 175,865.0

Structural Concrete Class AA (for RCBC) Cu.m 1,630.0

Lean Concrete (fc=10MPA) Cu.m 100.0

2. EQUIPMENT

General

Generator

Wheel Loader

Water Truck

Excavator

Plate Compactor

Pouring & Curing

Transit Mixer

Concrete Pump

Engine Vibrator

Concrete B/P

Water Truck

R. S. Bar

Cargo Truck

Fork Lift

Bar Bender

Machine

Bar Cutter

Machine

Generator

3. MANPOWER

Surveyor

Survey Aide

Operator

Driver

Skilled Laborer

Common Laborer


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4. WORK OF FLOW

Materials Activity Equipment Manpower

5. WORK METHODOLOGY

Excavation

Survey for layout shall be conducted first before excavation shall be started. The

trench shall be excavated to the line, depth and grade necessary for the placement

of Box culvert.

Bedding

After the trench has been excavated to the required depth and width, bedding shall

be compacted. Bedding for box culvert shall be on two layers, first layer shall be


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Layout of theBox Culvert

Excavation

- Excavator

- Operator

- Surveyor

- Foreman

- Laborers- Driver

Installation of

rebar andforms

Concrete

Pouring

Bedding

- Plate

Compactor

- Excavator

- Cargo Truck

- Bar Cutter

- Bar Bender

- Tr

ansit Mixer

- ConcretePump

- ConcreteVibrator

-ReinforcingBars

-Forms

- Concrete

- Gravel

Backfilling

- Pl

ate

Compactor

- Selected Fill

- Operator

- Surveyor

- Foreman

- Laborers- Driver


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100 mm compacted gravel bedding and final bedding shall be 100 mm THK Lean

concrete. In case where the water level is higher than the elevation of the bedding

and compaction is not possible, water pump will be used to drain the water.

Survey checking of elevation of the bedding shall be done before the installation of

rebar and forms.

Installation of Rebar and Forms

Installation of reinforcing bars will take place after the bedding and compaction

operation is done. All reinforcement shall be fabricated at the yard and shall be

transported at the site area so as to have an orderly working place. Reinforcing bars

shall be cut and bend according to the specification and plans.

Forms shall be installed after the installation of rebar. Plywood shall be used for

sheathing and shall be framed with a combination of G.I pipe and lumber. Shoring

on forms shall be tightly installed so as to avoid movement of forms when pouringof concrete take place.

Concreting Works

Concrete construction shall conform to the requirements of Specifications.

Backfilling & Compaction

Backfilling and compaction shall be done with the used of loader and plate

compactor. It shall be continued until the fill has reached the required elevation

density.


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RC PIPE CULVERTS

1. SCOPE OF WORK

The work include furnishing of all labor, materials and equipment required in

accordance with the specification and as shown on the drawing for the execution of

the following activities:


RCPC 910mm dia. (Regular Strengths) l.m 2240

2. EQUIPMENT

Excavator

Dump Truck

Plate Compactor

Cargo Truck

Survey Instruments

Truck Crane

3. MANPOWER

Field Engineer / Foreman

Surveyor

Survey Aides

Common Laborers Operators


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4. WORK OF FLOW


5. WORK METHODOLOGY

Excavation

Survey for layout of the drainage line shall be conducted first before excavation

shall start.

Excavation for pipe laying shall be done with the used of excavator.

The trench shall be excavated to the line, depth and grade necessary for the pipes

to be laid. It shall have a maximum width of 2 times the diameter of the pipe.

Bedding

Bedding for the RC pipes shall be compacted with the used of plate compactor,

after the trench has been excavated to the required depth and width. FDT testing

shall be conducted and the bedding shall pass to the requirement of the

specification.


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Layout of thedrainage line

Excavation

- Excavator

- Operator- Surveyor

- Foreman

- Laborers- Driver

Placing of RC

Pipes

Backfilling

Bedding

- Plate

Compactor

- Excavator

- Cargo Truck

- Pl

ate

Compactor

RC Pipes:

- 910mm dia.

- Selected Fill


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In case where the water level is higher than the elevation of the bedding and

compaction is not possible, water pump will be used to drain the water.

Survey checking of elevation of the bedding shall be done before pipe laying,

installation of manhole and catch basin shall start.

Placing of Pipes

The pipe shall be laid carefully. It shall be lifted and placed to the trench with the

used of excavator.

The joints of RC pipe shall be provided with collar filled with mortar.

The inner ends of the RC pipes shall be flushed with the inner face of the wall in

manhole and catch basin outside face of the wall in case of outlet structure.

Backfilling

After the pipe has been installed and the mortar joints sufficiently set, backfilling

shall be started.

The backfilling materials shall be place along side of the pipes in layer of 150mm

in depth and compacted so that on each side of the pipe there shall be thoroughly

compacted material of the same height.

Backfilling and compaction shall be done with the used of loader and plate

compactor. It shall be continued until the fill has reached the required elevation.


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GROUTED RIPRAP

1. SCOPE OF WORK

This item shall consist of the construction of Grouted Riprap in minor structures,toes of slopes and other locations called on the Plans, and in conformity with the

plan and specification and shall conform to the lines, grades and dimensions as

shown on the plans.

The activities to be done are as follows:


Grouted Riprap Class A cu.m. 17,350.0

2. EQUIPMENT

Excavator

Dump Truck

Plate Compactor

Concrete Mixer

3. MANPOWER

Operator

Driver

Skilled Laborer

Common Laborer


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4. WORK FLOW


5. WORK METHODOLOGY

Excavation

The bed for riprap shall be excavated to the required depths and properly

compacted, trimmed and shaped. The riprap shall be founded in toe trench dug

below the depth of the scour as shown on the drawings or as directed by the

Engineer. The Toe trench shall be filled with stone of the same class as that

specified for the riprap unless otherwise specified.

Placing

Stone placed below the water line shall be distributed so that the minimum

thickness of the riprap is not less than that specified.

Stones above the water line shall be placed by hand or individually by machines.

They shall be laid with close, broken joints and shall be firmly bedded into the

slope and against the adjoining stones. Each stone shall be laid with its longest axis

perpendicular to the slope in close contact with each adjacent stone. The riprap

shall be thoroughly rammed into a place as construction progresses and thefinished surface shall present an even, tight surface. Interstices between stones

shall be filled with small broken fragments firmly rammed into place.

Grouting

When specified, stones shall be placed by hand, or individually by machine as

specified for riprap placed above the water line. The spaces between the stones

shall then be filled with cement mortar as required in the specification. Sufficient

mortar shall be used to completely fill all voids, except that the face surface of the

stones shall be left exposed.


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Excavation- Excavator

- Dump truck

Hauling/Placing

Grouting

- Operator

- Driver

- Skilled Labor

- Common

Labor

-Stone,

-Cement

-Sand -Skilled

Laborer

-Common

Labor

- Concrete

Mixer


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REINFORCED CONCRETE DITCH

1. SCOPE OF WORK

This item consists of constructing ditches composed of reinforced concrete,

grouted riprap, and earth materials. These structures will serve as waterway toavoid flooding on roads.



Reinforced Concrete Ditch with Cover, Type A L.m. 7,975.0

2. EQUIPMENT

Excavator

Dump Truck

Plate Compactor

Concrete Mixer

3. MANPOWER

Operator

Driver

Skilled Laborer

Common Laborer


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2. WORK FLOW


5. WORK METHOLOGY

Excavation

Excavation shall be done by the use of excavator. The bed where the ditch will be

constructed shall be cleared and cleaned to the satisfaction of the Engineer.

Compaction

The bed of ditch shall be compacted by the use of plate compactor. It shall be

compacted to a degree so as to present a relatively even surface and have a state of

bonding to some extent.

Installation of Forms and Rebars

After the compaction of bed, installation of forms and reinforcement bars will take

place. Reinforcing bars shall be according to specifications and forms must be

properly installed to avoid buckling when concrete pouring take place. Dimension

of the ditch shall properly be observed so as to meet the Drawing shown in the

plans.

Concreting Works

Concrete construction shall conform to the requirements of Specifications.


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Excavation- Excavator

- Plate

Compactor

Installation of

forms and

Rebar

- Operator

- Skilled Labor

- Common

Labor

-Driver

-Skilled

Laborer

-Common

Labor

- Cargo Truck

- Bar Cutter

Fabrication of

Ditch Cover

Concreting

Compaction

- Concrete

Mixer

-Skilled

Laborer

-Common

Labor

-Sheathing

Form

-Rebar

-Sand

-Gravel

-Cement


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STONE MASONRY

1. SCOPE OF WORK

This item of work consist of stone masonry in minor structures, in retainingwalls at the toes of slopes and at other locations called for on the Plans, in

accordance with the Specification and in conformity with the lines, grades,

sections and dimensions shown on the Plans.



Stone Masonry (Retaining Wall) cu.m. 6,580.0

Stone Masonry (Dwarf Wall) cu.m. 1,876.0

2. EQUIPMENT

Dump Truck

Excavator

Plate Compactor

3. MANPOWER Operator

Driver

Skilled Laborer

Common Laborer

4. WORK METHODOLOGY

Selection and Placing

The foundation bed shall be firm and normal to the face of the wall and shall be

approved by the Engineer before placing any stones. Stones to be set shall be

cleaned and the bed is to receive them shall be cleaned and moistened before the

mortar is spread. Setting and laying of stones shall be in accordance with the

specifications.

Beds and Joints

Beds and joints shall not extend in an unbroken line through more than five and

two stones respectively. Cross beds for vertical walls shall be level, and for


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Construction Method

battered walls may vary from level to normal to the batter line of the face of the

wall.


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Cleaning Exposed Faces

Immediately after being laid, and while the mortar is fresh, all face stones shall be

thoroughly cleaned of mortar stains and shall be kept clean until the work is

completed.

Curing

In hot or dry weather, the masonry shall be protected from the sun and shall be

kept wet for a period of at least three days after completion.


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Documents

CM_ Bored Pile, MSE Wall, Drainage Structures