Item- 200 – AGGREGATE SUBBASE COURSE

REVISIONTable 200.1 – Grading Req.

0.075 9.5

Conditions1. The fraction passing the 0.75 mm (200) sieve

should not be greater than 0.666 (2/3) of the fraction passing the 0.425 mm No. 40 sieve.

0.075 mm3. The coarse portion retained on a 3.0 mm (No.

10) sieve shall have a mass percent of wear not exceed 50 by Los Angeles Abrasion Tests as determined by AASHTO T- 96.

2.0 mm4. The material shall have a soaked CBR value

not less than 25% as determined by AASHTO T- 193. CBR value should be obtained at a maximum dry density as determined by AASHTO T-180 Method D

200.3.2 PlacingThe aggregate subbase material shall be

placed at a uniform mixture on prepared subgrade in a quantity which will provide the required compacted thickness. When more than 1 layer is reqd., each layer shall be shaped & compacted before the succeeding layer is placed.

Placing shall be from vehicle especially equipped to distribute the material in a continuous uniform layer or windrow. The layer or windrow shall be such size that when spread & compacted the finished layer will be in reasonably close conformity to the nominal thickness shown on the plans.

200.3.3 Spreading & Compacting

When uniformly mixed, the mixture shall be spread to the plan thickness, for compaction.

When the reqd. thickness is 150 mm or less, the material may be spread & compacted in one layer. When the reqd. Thickness is more than 150 mm, the aggregate subbase shall be spread & compacted in two or more layers of approximately equal thckness, & the maximum compacted thickness of any layer shall not exceed 150 mm. all subsequent layers shall be spread & compacted in similar manner.

Immediately ff. final spreading & smoothening, each layer shall be compacted to the full width by means of approved compaction equipment. Rolling shall progress gradually from the sides to the center, parallel to the centerline of the road & shall continue until the whole surface has been rolled. Any irregularities that develop shall be corrected by loosening the material at these places & adding or removing material until surface is smooth & uniform.

Along curbs, headers, & walls, & at all places not accessible to the roller, the subbase material shall be compacted throughly with approved tampers or compactors.

if the layer of subbase material, or part thereof, does not conform to the reqd. finish, the contractor shall, at his own expense, make the necessary corrections.

200.3.4 Trial Sections Before subbase construction is started, the Contractor shall spread and compact trial sections as directed by the engr. The purpose of the trial section is to check the suitability & the efficiency of the equipment & construction method. One trial section of about 500 m2 shall be made for every type of material & or construction equipment/procedure proposed for used.

After final compaction of each trial section, the contractor shall carry out such field density tests & other tests reqd. as directed by the Engr.

if a trial section shows that the proposed materials, equipment or procedures in the Engr.’s opinion are not suitable for subbase, the material shall be removed at the contractor’s expense, & new trial section shall be constructed.

if the basic conditions regarding the type of material or procedure change during the execution of the work, new trial sections shall be constructed.

Item 201- AGGREGATE BASE COURSE

201. 1 DESCRIPTIONThis item shall consist of furnishing, placing &

compacting an aggregate base course on a prepared subgrade/subbase in accordance with this specification & the lines, grades, thickness & typical cross-sections shown on the Plans, or as established by the Engr.201.2 MATERIAL REQUIREMENT

Aggregates for base course shall consist of hard, durable particles of fragments or crushed stones, crushed slag or crushed or natural gravel & filler or natural crushed sand or other firmly divided mineral matter. The composite material should be free of vegetable matter & lumps or balls of clay that could be compacted readily to form a firm stable base.

in some areas where the conventional base course materials are non-available, the use of 40% weathered limestone blended with 60% crushed stones or gravel shall be allowed, provided that the blended materials meet the requirements of this item.

The base course material shall conform to table 201.1, whichever is called for in the Bill of Quantities.

37.5 19 12.5

Conditions 1. That the fraction passing the 0.075 mm (No. 200) sieve shall have a mass percent of wear not exceed 50.

- That the fraction passing the 0.075 mm (No. 200) sieve shall not be greater than 0.66 (2/3) of the fraction passing the o.425 mm(NO. 40).3. The coarse portion retained on a 2.0 mm (No. 40) sieve shall have a mass percent of wear not to exceed 50.

No. 10

4. The materials passing 20 mm (3/4”) sieve shall have a soaked CBR value of not less than 80%.

19 mm

201.3.1 Preparation of Existing SurfacesThe existing surface shall be graded & finished as provided under item 105, subgrade preparation, before placing the base material.

201.3.2 PlacingIt shall be in accordance with all requirements of Subsection 200.3.2, placing.

201.3.3 Spreading & Compacting

It shall be in accordance with all requirements of Subsection 200.3.3, Spreading & Compacting.

201.3.3 Trial Sections It shall be in accordance with all

requirements of Subsection 200.3.4.

ITEM 202- Crushed Aggregate Base Course

202.1 Description This item shall consist of furnishing,

placing & compacting crushed gravel, crushed stone or crushed rock on a prepared subgrade/subbase in one or more layers in accordance with this specifications & lines, grades, thickness & typical cross-sections shown on the plans or stablished by the Engr.

202.2.1 Crushed Aggregates It shall consist of hard, durable

particles of fragments of stone or gravel crushed to the size & the quality requirements of this item. It shall be clean & free of vegetable matter & lumps or balls of clay.

37.5 19 12.5

Conditions 4. The material passing the 20 mm (3/4”)

sieve shall have a minimum soaked CBR value of 80%.

19mm

202.3 Construction Requirements same as subsections 201.3.1 through

201.3.5

Item- 203 Lime Stabilized Road Mix Base Course

202.1 Description This item shall consist of a foundation for a

surface course composed of soil aggregate, lime & water in proper proportions, road-mixed & constructed on a prepared subgrade/subbase in with this specifications & lines, grades, thickness & typical cross-sections shown on the plans or established by the Engr.

Conditions 1. Materials passing the 4.75 mm (No. 4)

sieve produced in the crushing operation of either stone or gravel shall be incorporated in the base material to the extent permitted by the gradation requirements. The plasticity index shall not be less than 4 nor more than 10.

2. The aggregate shall have a mass percent of water not exceeding 50.

203.2.1.1 New Soil- Aggregate It shall conform to the applicable requirements of

Subsection 203.2.1, Soil Aggregate 203.2.1.2 Salvage Soil- Aggregate Where soil-aggregate required is already in

place, the contractor shall not be responsible for its grading or quality except for removal or oversized materials as directed by Engr. In general, salvaged soil-aggregate to be used for lime stabilized road mix base course will consist of material meeting the requirements given in Subsection 203.2.1, Soil Aggregate.

203.2.2 Hydrated Lime It shall conform to the requirements of Item 701,

Construction Lime

203.2.3 Water It shall conform to the requirements of item 714,

Water

203.2.4 Proportioning of Mixture The amount of lime to be added to the soil

aggregates shall be from 3 to 12 mass % of the dry soil. The exact percentage to be added shall be fixed by the Engr. On the basis of preliminary laboratory tests & trial mixes of materials furnished.

203. 2.5 Strength Requirement CBR Test for gravelly soils. The mixture

passing the 19mm (3/4”) sieve shall be obtained at the maximum dry density determined according to AASHTO T- 193.

203.3 Construction Requirement 203.3.1 Weather Limitations lime shall not be applied during windy,

rainy or impending bad weather. In the event rain occurs during the operations, work shall be promptly stopped & the entire section shall be reconstructed in accordance with this Specification.

203.3.2 Construction Equipment -same-

203.3.3 Preparation of Soil- Aggregate -same- 203.3.4 Application of Lime-same- 203.3.5 Mixing - During the mixing operations, care shall be

taken to avoid cutting into the underlying course. When directed, the mixing process shall be confined to part of the width or area of the road so as to allow traffic to pass.

- the spreading of the mix shall not be done when the surface to be covered is in an unsatisfactory condition

203.3.6 Spreading Compacting & Finishing

The materials are spread by self- propelled pneumatic tire blade grader or mechanical spreader of approved type. In spreading from the windrow, care shall be taken to avoid cutting into underlying course. Cutting into the underlying course should be avoided. After spreading, surface shall be rolled. the surface is leveled to the road center line, then to the outer edges of the road overlapping the shoulder. Each pass should terminate at least 910 mm in advance or to the rear of the end of preceding pass.

During the time of compaction, the surface shall be dragged or bladed as necessary to fill ruts & remove incipient corrugation or other surface irregularities. Rolling shall continue until after the surface is in uniform texture satisfactorily compacted. Initial rolling shall be performed with a pneumatic tire roller & final rolling with a 3- wheel or tandem-type steel wheel roller. Rolling should be stopped whenever there is an excessive pulverizing of the aggregate or displacement of the mixture.

When the compacted thickness of the road mix

lime stabilized base course is to be more than 150 mm, the mixture shall be spread from the windrow & compacted in two (2) approximately equal layers, the first layer to be bladed & rolled before the second layer is spread.

203.3.7 Protection, Curing & Maintenance 4. Apply on the surface a liquid membrane

curing compound of the type & quantity approved by the Engr.

203.3.8 Trial Section Trial sections of stabilized base shall be

constructed at least 2 weeks before actual base construction.

203.3.9 Tolerances The stabilized base course shall be laid to

the designed level & transverse slopes shown on the plans. The allowable tolerances shall be in accordance with Subsection 201.3.5, tolerance.

203.3.10 Traffic the contractor will not be permitted to

drive heavy equipment over completed portions prior to the end of five (5) days curing period except pneumatic tired equipment reqd. for constructing adjoining sections.

Item 204 Portland Cement Stabilized Road Mix Base

Course This item consist of a foundation for

surface course composed of soil aggregate, Portland cement & water in proper proportions, road-mixed & constructed on a prepared sub-grade or sub-base in accordance with this Specification & the lines, grades, & typical cross-section shown in the plans or as established by the Engr.

204.2 Material Requirement 204.2.1 Soil Aggregate 204.2.2 Portland Cement

204.2.3 Water 204.2.4 Proportioning Mixture The amount of cement to be added to the

soil aggregates shall be from 6 to 10 mass % of the dry soil. The exact percentage to be added shall be fixed by the Engr. On the basis of preliminary laboratory tests & trial mixes of materials furnished by the Contractor.

204.2.5 Strength Requirement 204.2.6 Construction Requirement Construction requirements & procedures shall be

as prescribed under Subsection 203.3.1 through 203.3.1. in all cases, the word ‘lime” shall be replaced & deleted with “Portland Cement”.

Item 205 Asphalt Stabilized Road Mixed Base Course

This item shall consist of a foundation for a surface course composed of soil aggregate, & asphaltic material in proper proportions, road-mixed & constructed on a prepared subgrade/subbase in accordance with this specifications & the lines, grades, thickness & typical cross-sections shown on the plans or stablished by the Engr.

205.2.1 Soil Aggregates It shall conform to the applicable

requirements of item 703, aggregates, gradation A / B shall be used.

205.2.2 Asphaltic Material Asphalt materials shall be anionic or

Cationic Emulsiofied asphalt of the slow setting type.

205.2.3 Proportioning of Mixture The amount of asphalt material to be

added to the aggregate should be from 4 to 7 mass percent of the dry aggregate. The exact percentage to be used shall be fixed by the Engr.

205.3 Construction RequirementConstruction requirements & procedures

shall be as prescribed under Subsection 306.3.1 through 306.3.7. in all cases, the word ‘aggregate” shall be replaced & deleted with “soil-aggregate”.

Trial Sections shall conform to the applicable requirements of Subsection 200.3.4

The allowable tolerances shall be in accordance with Subsection 201.3.5.

 Item 206 Portland Cement Treated Plant Mix base Course

206.1 Description This item shall consist of a foundation for a

surface course composed of aggregate, Portland Cement & water in proper proportions, mixed by a travel plant or in a central plant & spread & compacted on a prepared subgrade/subbase in one or more layers in accordance with this Specifications & lines, grades, thickness & typical cross-sections shown on the plans or stablished by the Engr.

206.2 Material Requirement Same as Subsection 204.2.1

206.3 Construction Requirement 206.3.1 Weather Limitations Portland Cement shall not be applied

during windy, rainy, or impending bad weather. In the event rain occurs, work shall be promptly stopped & the entire section shall be reconstructed in accordance with this Specification.

206.3.2 Travel Plant Method The salvage or new aggregate shall be

pulverized until at least 80 mass percent of all the materials other than stone or gravel will pass a 4.75 mm (No. 4) sieve.

Any material retained on a 50 mm (2”) sieve & other unsuitable materials are shall be removed. If additional material is specified, it shall be blended with existing material. All butt joints at existing pavements or other structures shall be cleared prior to mixing.

The subgrade/subbase shall support all equipment reqd. in the construction of the base course. Soft or yielding areas shall be corrected prior to mixing.

The soil-aggregates to be treated shall be placed in a uniform windrow & spread to a uniform thickness to the required depth. The specified quantity Portland cement shall be applied uniformly in a trench on top of the windows or spread uniformly over the soil-aggregates. Spread cement that has been lost shall be replaced, without addt’l compensation, before mixing is started. Mixing shall be accomplished by means of a mixer that will thoroughly blended the cement with soil aggregate.

the mixer shall be equipped with watering metering device that will introduce the reqd. quantity of water during the mixing cycle. The cement soil- aggregate mixture shall be sufficiently blended to prevent the formation of cement balls when water is applied.

A maximum time of 2 hrs. shall be permitted for wet mixing, laydown, & finishing when this method is used.

206.3.3 Central Plant Method The soil-aggregate shall be proportioned

& mixed with cement & water in central mixing plant.

The plant shall be equipped with feeding & metering devices that will introduce the cement, soil-aggregate & water into the mixer in quantities specified. Mixing shall continue until a uniform mixture has been obtained.

206.3.4 Spreading, Compacting & Finishing

The mixture shall be spread on a prepared & moistened subgrade/subbase in a uniform layer by an approved equipment. Not more than 60 min. shall elapse between the start of mixing & the time of starting compaction of the spread mixture.

After spreading, the mixture shall be compacted & finished conforming to the procedures/requirements specified under Subsection 203.3.6

After the compaction & finishing shall be completed within 2 hrs. of the time water is added to the mixture.

206.3.5 Protection, Curing & Maintenance

The completed cement treated base shall be cured with a bituminous curing seal applied as soon as possible after the completion of final rolling. The surface shall be kept moist until the seal is applied.

The rate of application shall be between 0.5 L/m² to 1.00 L/m² of surface. The exact rate will be determined by the Engr. Curing seal will be applied in sufficient quantity to provide a continuous film over base. The film shall be maintained at least 5 days unless the treated base is protected by a subsequent course.

The contractor shall be responsible for adequate maintenance of the base at all times as specified under subsection 203.3.7

206.3.6 Trial Sections same as Subsection 203.3.8

206.3.7 Tolerances Same as subsection 203.3.9

206.3.8 Traffic Same as Subsection 203.3.10

CLEARING AND GRUBBING

THIS WORK INCLUDES CLEARING, GRUBBING, REMOVING, AND DISPOSING VEGETATION AND DEBRIS WITHIN THE LIMITS OF CONSTRUCTION.

ALL OBJECTS DESIGNATED TO REMAIN MUST BE FREE FROM INJURY OR DEFACEMENT.

CLASSIFIED UNDER ITEM 100 OF THE DPWH.

CLEARING- REMOVAL OF ALL OBJECTS OR

DEBRIS RESTING OR PROTRUDING THROUGH THE GROUND SURFACE.

LIKE: TREES, BRUSH, STUMPS, LOGS, GRASS, WEEDS, ROOTS, DECAYED VEGETABLE MATTER, POLES, BOULDERS OF (M³)

GRUBBING- DISPOSAL OF ALL OBJECTIONABLE

MATTER WHICH ARE EMBEDDED IN THE UNDERLYING SOIL.

LIKE: SIDEWALKS, DRIVEWAYS, CATCH BASINS, DROP INLETS, MANHOLES, CURBING, RETAINING WALLS, UTILITIES, FOUNDATIONS, UNDERGROUND TANKS.

CLEARING VS GRUBBING

SPECIFICATIONSALL SURFACE OBJECTS AND ALL TREES, STUMPS,

ROOTS, AND OTHER PROTRUDING OBSTRUCTIONS, NOT DESIGNATED TO REMAIN SHOULD BE CLEARED AND/OR GRUBBED INCLUDING THE MOWING REQUIRED AS FOLLOWS:

REMOVAL OF UNDISTURBED STUMPS, ROOTS AND NON-PERISHABLE OBJECTS 90 CENTIMETERS BELOW SUBGRADE WILL NOT BE REQUIRED.

OUTSIDE THE GRADING LIMIT OF CUT AND EMBANKMENT AREAS, STUMPS AND NON PERISHABLE OBJECTS SHOULD BE CUT OFF NOT MORE THAN 15 cm ABOVE THE GROUND LINE OR BELOW LOW WATER LEVEL.

IN AREAS TO BE ROUNDED AT THE TOP OF CUT SLOPE, STUMPS SHOULD BE CUT OFF FLUSH WITH OR BELOW THE SURFACE OF THE FINAL SLOPE LINE.

GRUBBING OF PITS, CHANNEL CHANGES, AND DITCHES WILL BE REQUIRED ONLY TO THE DEPTH NECESSARY BY THE PROPOSED EXCAVATION WITH SUCH AREAS.

BURNING SHOULD BE UNDER CONSTANT CARE OF COMPETENT WATCHMAN THAT THE SURROUNDING VEGETATION, ADJACENT PROPERTY, OR ANYTHING DESIGNATEDTO REMAIN ON THE RIGHT OF WAY WILL NOT BE JEOPARDIZED.

METHODS OF MEASUREMENTAREA BASIS - WORK IS

MEASURED BY DETERMINING THE AREA TO BE CLEARED OR GRUBBED IN HECTARES OR FRACTION.

LUMP SUM BASIS – NO MEASUREMENT OF AREA WILL BE MADE FOR THIS ITEM.

AT HEIGHT 1.4 METERS PAY ITEM DESIGNATED

150mm ≤ DIAMETER ≥ 900mm

SMALL

DIAMETER > 900mm LARGE

INDIVIDUAL UNIT BASIS – IN THIS METHOD DIAMETER OF TREES ARE MEASURED 1.4 M ABOVE THE GROUND. TREES WITH DIAMETER LESS THAN 15 CM ARE NOT INCLUDED FOR THE PAYMENT.

ITEM 101 – REMOVAL OF STRUCTURES

- refers to the removal and satisfactory disposal of obstructions (Existing Structures) like buildings, fences, old pavements, abandoned pipelines, etc. which are not permitted to remain.

- it also includes the salvaging of designated materials and backfilling the resulting trenches holes and pits.

Removal of existing Bridges, Culverts, and other Drainage Structures

• All existing bridges, culverts, and other drainage structures in use by the traffic shall not be removed until satisfactory arrangement have been made to accommodate traffic.

• Steel bridges when specified to be salvaged shall be carefully dismantled without damaged. All steel and wood members shall be match mark.

• Structures designated to become property of the contractor shall be removed right of way.

• Blasting and other operation for the removal of structures that may damages new construction shall be done earlier before the start of the new work.

Removal of Pipes other than Pipe culverts

All pipes shall be carefully removed and every precaution shall be taken to avoid damaged

Pipes to be relayed shall be removed and stored so that there will be no loss or damaged before relaying.

Damages and lost from storage is in the name of the contractor.

Removal of Existing Pavement, Sidewalks, Curbs, etc.

All concrete pavement, base coarse, sidewalks, curbs, gutters, etc., designated for removal shall be:Broken into pieces and used riprap of the project.

Size of broken pieces shall not exceed 300 mm in any dimensions and shall be properly stockpiled.

- IS THE PROCESS OF LOOSENING AND REMOVING EARTH OR ROCK FROM ITS ORIGINAL POSITION IN A CUT AND TRANSPORTING IT TO A FILL OR TO A WASTE DEPOSIT.

EXCAVATION

ITEM 102 -ROADWAY EXCAVATION

- is the excavation and grading for roadways. Slope rounding including the removal of unsuitable materials from the roadbed.

CONSTRUCTION REQUIREMENTS

• PRE - CONSTRUCTION SURVEY • EXCAVATION SHOULD BE DONE ONLY AFTER

CLEARING AND GRUBBING THE AREA.• EXCAVATIONS SHOULD BE FINISHED TO

SMOOTH AND UNIFORM SURFACE. • MATERIALS OUTSIDE THE LIMITS OF SLOPE

SHOULD NOT BE DISTURBED BY THE EXCAVATION OPERATIONS.

• TOP SOIL ENCOUNTERED IN THE EXCAVATION AND ON AREAS WHERE EMBANKMENT IS TO BE PLACED SHOULD BE REMOVED TO THE DEPTH AS THE ENGINEER MAY DETERMINE AND SHOULD BE TRANSPORTED AND DEPOSITED IN STORAGE PILE DESIGNATED AREA SEPARATED FROM OTHER EXCAVATED MATERIALS FOR LATER USE.

CLASSIFICATION OF ROAD EXCAVATION

UNCLASSIFIED EXCAVATIONCOMMON EXCAVATIONROCK EXCAVATIONMUCK EXCAVATION

UNCLASSIFIED EXCAVATION

– is the excavation and disposal of all materials of whatever character encountered in the work, not classified and included as pay item.

COMMON EXCAVATION - is the most frequently encountered type of excavation.

- the specifications state that, "common excavation shall consist of all excavation not included as rock excavation or excavation which is otherwise classified and paid for, including asphalt type pavement and all rippable materials".

STRUCTURE EXCAVATION: ITEM 103

this item includes the necessary ecxavation for foundation of bridges, culverts, underdrains, and other structures not otherwise provided for in this specification.

it also includes furnishing and placing of approved foundation fill material to replace unsuitable material encountered below the foundation elevation of the structures.

THE USE OF EXCAVATED MATERIALSEMBANKMENTSUBGRADESHOULDERSSLOPEBEDDINGBACKFILL FOR STRUCTURES

NOTE: DISPOSE ALL MATERIALS THAT CANNOT BE PROPERLY COMPACTED.

BORROW MATERIALS ARE PLACED AFTER ALL OTHER ACCESSIBLE ROADWAY EXCAVATION ARE USED.

PRE – WATERING AND PRE – SPLITTING

PRE – WATERING - EXCAVATION AREAS AND

BORROW PITS ARE MOISTENED TO THE FULL DEPTH FROM THE SURFACE TO THE BOTTOM OF EXACAVATION.

PRE – SPLITTING- IS DRILLING AND BLASTING

PROCEDURE THAT MAY BE EMPLOYED TO CONTROL OVER BRAKE AND TO GIVE UNIFORM FACE TO THE BACK SLOPE OR ROCK CUTS.

PROCEDURES FOR PRE – SPLITTING

1. DRILLING HOLE AT UNIFORM

INTERVALS ALONG THE SLOPE LINES.

2. LOADING AND STEMMING THE HOLES

WITH APPROPRIATE EXPLOSIVES AND

STEMMING MATERIALS.

3. DETONATING THE HOLES

SIMULTANEOUSLY.

EMBANKMENT- IS THE PLACING AND COMPACTING

OF APPROVED MATERIALS WITHIN THE ROADWAY WHERE UNSUITABLE MATERIALS HAS BEEN REMOVED, AND THE PLACING AND COMPACTING OF MATERIAL IN HOLES, PITS AND OTHER DEPRESSIONS WITHIN THE ROADWAY AREA.

CONSTRUCTION OF FILL AND EMBANKMENTS

STABLE EMBANKMENT – IS ATTAINED SPREADING THE MATERIALS

INTO A THIN LAYER AND COMPACTED TO A MOISTURE CONTENT CLOSER TO OPTIMUM.

- COMPACTING THICK LAYERS ARE UNNECESSARY CAUSE IT WILL CREATE VARYING DENSITY AND MOISTURE CONTENT FROM ONE SPOT TO ANOTHER WHICH WILL RESULT TO DIFFERENTIAL SETTLEMENT AND SWELL BETWEEN THE ADJACENT AREAS OF THE EMBANKMENT.

FIELD CONTROL - IS A MANNER OF

ASCERTAINING AND DEFINING THE SPECIFIC PROCEDURES TO BE DONE. WHAT IS IMPORTANT IS THE MANNER AND METHOD THAT WILL YIELD THE EXPECTED RESULT.

EMBANKMENT CONTROLTWO PROCEDURES EMPLOYED TO ASSURE

SPECIFIED EMBANKMENT DENSITY.• TO SPECIFY THE EXPECTED VALUE TO THE

MINIMUM ACCEPTABLE AMOUNT OF RELATIVE COMPACTION AND TO ASCERTAIN TO THE FILL DENSITY TEST THAT THE SPECIFIED VALUE IS OBTAINED.

• TO SPECIFY THE MANNER AND METHODS OF CONSTRUCTING THE EMBANKMENT PARTICULARLY THE LAYER THICKNESS, MOISTURE CONTROL AND THE NUMBER OF PASSES BY A ROLLER OF SPECIFIED TYPE AND WEIGHT.

METHODS OF MEASUREMENT

OVERHAUL DISTANCE FOR MATERIAL OBTAINED AND PLACED WITHIN THE LIMITS OF THE ROADWAY WILL BE MEASURED ALONG THE CENTERLINE.

IF THE CONTRACTOR CHOOSES TO HAUL MATERIALS FROM THE OTHER ROUTE WHICH IS LONGER THAN THE DESIGNATED SOURCE, PAYMENT WILL BE BASED ON THE OVERHAUL DISTANCE MEASURED ALONG THE ROUTE DESIGNATED BY THE ENGINEER. PAYMENT WILL BE MADE BASED ON THE NHUMBER OF CUBIC METERS OVERHAL MATERIALS MULTIPLIED BY THE OVERHAUL DISTANCE IN KILOMETERS.

CONSTRUCTION REQUIREMENT AND EQUIPMENT DENSITY TEST REQUIREMENTSMOISTURE CONTROLCOMPACTION EQUIPMENT

EQUIPMENT REQUIRED FOR PLACING EMBANKMENT

1) HAULING EQUIPMENT 2) SPREADING EQUIPMENT 3) COMPACTING EQUIPMENT 4) MOISTURE CONTROL EQUIPMENT

HAULING EQUIPMENTS

1) DUMP TRUCKS - Used when common excavation is required to be hauled across a bridge structure or when borrow material is obtained from a remote source, or hauling takes place over a road that is open to the public,

2) EARTHMOVERS - are used in excavating, hauling, and placement of

soil materials that are adjacent to or on the contract. 3) QUARRY TRUCKS

- are used only in rock excavation.

SPREADING - because embankments are to

be constructed in uniform layers, spreading equipment is necessary. Placing uniform layers may be done with several types of equipment or groups of equipment.

DISC - is helpful in creating a uniform layer.

EMBANKMENT ON SWAMPY AREAS

• REMOVAL AND REPLACEMENT OF UNSUTABLE MATERIALS.

• DISPLACEMENT UNDER THE FOLLOWING MeTHODS.• SURCHANGING METHOD• VERTICAL SAND DRAIN• FABRIC REINFORCEMENT• WEIGHT REDUCTION

REMOVAL AND REPLACEMENT METHOD – IS APPLICABE WHERE THE UNSTABLE

MATERIAL IS SHALLOW OR THIN. UNSTABLE MATERIAL IS SHALLOW OR THIN. UNSTABLE MATERIALS ARE REMOVED TO THE LEVEL OF UNDERLYING MATERIALS BEFORE FILLING.DISPLACEMENT METHOD

– IMPORTED MATERIALS ARE CAREFULLY PLACED ALONG THE ADVANCING SLOPE ALLOWED TO FLOW UNDER THE DENSE MUCK TO DISPLACE IT.SOMETIMES A TRENCH ALMOST EQUAL TO THE WIDTH OF THE EMBANKMENT MAY BE BLASTED OUT AND BACKFILLED AT ONCE WITH STABLE MATERIALS. THE BLAST PUSHES PART OF THE MUCK OUT OF THE TRENCH AND THE OTHER PORTION IS LIQUIFIED FOR EASY DISPLACEMENT.

RELIEF METHOD – IS ALSO EMPLOYED AFTER THE FILL MATERIALS

ARE DAMPED IN PLACE. RELIEF DITCHES ARE BLASTED ALONG THE SIDE OF THE FILL TO DISPLACE THE UNDERLYING MUCK.

SURCHARGING METHOD – APPLIED ON LOW FILL OVER SHALLOW MUCK

30 TO 40 CENTIMETERS DEPTH.

THE VERTICAL SAND DRAIN METHOD – PROVIDES RAPID CONSOLIDATION OF DEEP

LAYER MUCK. SAND DRAINS ARE VERTICAL COLUMSN OF SAND THAT PENETRATE THE MUCK ALMOST TO SOLID MATERIALS. ACROSS THIS TOP IS A HORIZONTAL BLANKET EXTENDING THROUGH THE SIDE SLOPEOF THE FILL.

THE VERTICAL SAND DRAIN METHOD – PROVIDES RAPID CONSOLIDATION

OF DEEP LAYER MUCK. SAND DRAINS ARE VERTICAL COLUMSN OF SAND THAT PENETRATE THE MUCK ALMOST TO SOLID MATERIALS. ACROSS THIS TOP IS A HORIZONTAL BLANKET EXTENDING THROUGH THE SIDE SLOPEOF THE FILL.THE FABRIC REINFORCEMENT METHOD

– IS COVERING THE MUCK WITH PERMEABLE FABRICS.WEIGHT REDUCTION METHOD – INSTALLING A BLOCK OF STYROFOAM OVER THE MUCK TO REDUCE THE WEIGHT OF THE FILL.

SUBGRADE PREPARATION: ITEM 105

IS CATEGORIZED UNDER ITEM 105 OF THE DPWH STANDARD SPECIFICATION.

IS THEN PREPARED FOR THE SUPPORT OF OVERLAYING STRUCTURAL LAYERS EXTENDED TO THE FULL WIDTH OF THE ROADWAY.

IN A FILL SECTION, THE SUBGRADE IS THE TOP OF THE EMBANKMENT OR THE FILL.

IN A CUT SECTION THE SUBGRADE IS THE BOTTOM OF THE CUT (FIGURE 1-1).

THE SUBGRADE SUPPORTS THE SUBBASE AND/OR THE PAVEMENT SECTION. TO

MATERIAL REQUIREMENTS• EXCEPT WHEN THE SUBGRADE IS IN

ROCK CUT, ALL MATERIALS BELOW THE SUBGRADE IS LEVELED TO A DEPTH OF 15 CENTIMETERS OR MORE AS SPECIFIED TO MEET THE REQUIREMENTS OF SELECTED BORROW TOPPING.

• PRIOR TO THE STOP OF THE SUBGRADE PREPARATION, ALL CULVERTS CROSS DRAINS, CONDUITS AND THE LIKE INCLUDING THE BACKFILL, DITCHES, DRAINS AND DRAINAGE OUTLETS ARE THOROUGHLY COMPACTED. ANY WORK ON THE PREPARATION OF THE SUBGRADE SHOULD NOT BE ALLOWED TO STOP UNLESS APPROVED BY THE SUPERVISING ENGINEER.

IMPORTANT PROPERTIES OF SOIL

THE SOIL MUST HAVE ADEQUATE STRENGTH. THE SOIL MUST BE RELATIVELY INCOMPRESSIBLE

TO AVOID INSIGNIFICANT FUTURE SETTLEMENT. THE SOIL MUST BE STABLE AGAINST VOLUME

CHANGE AS WATER CONTENT OR OTHER FACTORS VARY.

THE SOIL MUST BE DURABLE AND SAVE AGAINST DETERIORATION.

THE SOIL MUST POSSESS PROPER PERMEABILITY.

COMPACTION EQUIPMENTS

COMPACTION

THE CONTRACTOR SHALL CARRY OUT FULL SCALE COMPACTION TRIALS ON AREAS NOT LESS THAN 10 METERS WIDE AND 50 METERS LONG. COMPACTION TRIALS WITH THE MAIN TYPES OF FILL MATERIALS TO BE USED IN THE WORK SHOULD BE COMPLETED BEFORE ANY WORK WITH CORRESPONDING MATERIALS IS ALLOWED TO START.

TAMPING ROLLER – VARIES FROM LIGHT UNIT TEST WEIGHT 6000 – 10000 LBS FOR AN 8 FT WIDTH.

GRID ROLLERS – IS EFFECTIVE IN BREAKING DOWN CLODS AND SOFT ROCK.

PNEUMATIC TIRE ROLLER – WITH RUBBER TIRES, WEIGHING 8 TONS OR MORE. 200 TONS FOR AIRPORT.

SMOOTH TIRED ROLLER OF TWO OR THREE WHEEELED TYPE – USED TO COMPACT BASES AND BITUMINOUS SURFACE.

HAND VIBRATORY COMPACTOR – IS EFFECTIVE IN COMPACTING STONES OF MACADAM ROAD.

PROTECTION OF ROAD BED DURING CONSTRUCTION TEMPORARY SLIDE

DITCHES AND GUTTERS.

ROUNDING – EXCEPT SOLID ROCKS, THE

TOP AND BOTTOM OF ALL SLOPES OF DRAINAGE, DITCHES ARE ROUNDED AS PLANNED. A LAYER OF EARTH OVERLAPPING ROCK IS ROUNDED ABOVE AS WAS DONE IN EARTH SLOPE.

WARPING – ADJUSTMENT IN SLOPES ARE

MADE TO AVOID INJURY TO STANDING TREES OR MARRING OF WEATHER HEAD ROCK OR TO HARMONIZE WITH EXISTING LANDSCAPE FEATURES ADJUSTING TO THE GRADUAL SLOPE.

FREE HAUL – IS THE SPECIFIED DISTANCE

WHERE IN EXCAVATED MATERIAL WILL BE HAULED WITHOUT ADDITIONAL COST.

THE FREE HAUL DISTANCE IS 600 METERS UNLESS OTHERWISE SPECIFIED BY THE CONTRACT.

OVERHAUL – AUTHORIZED HAULING IN EXCESS

OF FREE HAUL.- HAULING OF MATERIALS REQUIRES

ADDITIONAL COST FOR THE OVERHAUL DISTANCE.

COMPACTION EQUIPMENTS

EQUIPMENT FOR COMPACTIONTHE PNEUMATIC OR RUBBER TIRED

ROLLERS.THE DRUM TYPE ROLLER WITH

PROJECTING FEET OR LOGS CALLED THE SHEEP’S FOOT ROLLER.

VUBRATORY COMPACTORSSMOOTH DRUM ROLLERS