Dpwh Blue Book Volume 1 - Download as PDF File .pdf), Text File .txt) or read online. DPWH Blue Book - Free ebook download as PDF File .pdf), Text File .txt) or read book of the DPWH Standard Specifications for Highways, Bridges and Airports (Volume II). GROUTING INSTALLATION MANUAL - 1 for post tension. pdf. *8,'(/,1(6 7+((67$%/,6+0(17 2). &85(0(17 61,=$7,,1 7+('3:+ .. Infrastructure Projects, using Volume III of the DPM c. Consulting.
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92/80(, *8,'(/,1(6 21 7+((67$%/,6+0(17 2) &85(0(17 6. Construction of government infrastructure (Philippines) facilities of the highest quality has always been the primary ma. medical-site.info - The initiatives taken by the Project was largely referred from the DPWH Standard Specifications, Volume I & II (Blue Book.
As the compaction of each layer progresses, continuous leveling and manipulating will be required to assure uniform density. Water shall be added or removed, if necessary, in order to obtain the required density. Removal of water shall be accomplished through aeration by plowing, blading, discing, or other methods satisfactory to the Engineer. When excavated material contains more than 25 mass percent of rock larger than mm in greatest diameter and cannot be placed in layers of the thickness prescribed without crushing, pulverizing or further breaking down the pieces resulting from excavation methods, such materials may be placed on the embankment in layers not exceeding in thickness the approximate average size of the larger rocks, but not greater than mm 24 inches.
Even though the thickness of layers is limited as provided above, the placing of individual rocks and boulders greater than mm in diameter will be permitted provided that when placed, they do not exceed mm 48 inches in height and provided they are carefully distributed, with the interstices filled with finer material to form a dense and compact mass.
Each layer shall be leveled and smoothed with suitable leveling equipment and by distribution of spalls and finer fragments of earth.
Lifts of material containing more than 25 mass percent of rock larger than mm in greatest dimensions shall not be constructed above an elevation mm 12 inches below the finished subgrade.
The balance of the embankment shall be composed of suitable material smoothed and placed in layers not exceeding mm 8 inches in loose thickness and compacted as specified for embankments. Dumping and rolling areas shall be kept separate, and no lift shall be covered by another until compaction complies with the requirements of Subsection Hauling and leveling equipment shall be so routed and distributed over each layer of the fill in such a manner as to make use of compaction effort afforded thereby and to minimize rutting and uneven compaction.
Before commencing the formation of embankments, the Contractor shall submit in writing to the Engineer for approval his proposals for the compaction of each type of fill material to be used in the works.
The proposals shall include the relationship between the types of compaction equipment, and the number of passes required and the method of adjusting moisture content. The Contractor shall carry out full scale compaction trials on areas not less than 10 m wide and 50 m long as required by the Engineer and using his proposed procedures or such amendments thereto as may be found necessary to satisfy the Engineer that all the specified requirements regarding compaction can be consistently achieved.
Compaction trials with the main types of fill material to be used in the works shall be completed before work with the corresponding materials will be allowed to commence. Throughout the periods when compaction of earthwork is in progress, the Contractor shall adhere to the compaction procedures found from compaction trials for each type of material being compacted, each type of compaction equipment employed and each degree of compaction specified.
The Contractor shall compact the material placed in all embankment layers and the material scarified to the designated depth below subgrade in cut sections, until a uniform density of not less than 95 mass percent of the maximum dry density determined by AASHTO T 99 Method C, is attained, at a moisture content determined by Engineer to be suitable for such density.
Acceptance of compaction may be based on adherence to an approved roller pattern developed as set forth in Item , Compaction Equipment and Density Control Strips. The Engineer shall during progress of the Work, make density tests of compacted material in accordance with AASHTO T , T , or other approved field density tests, including the use of properly calibrated nuclear testing devices.
If, by such tests, the Engineer determines that the specified density and moisture conditions have not been attained, the Contractor shall perform additional work as may be necessary to attain the specified conditions. At least one group of three in-situ density tests shall be carried out for each m of each layer of compacted fill.
Density requirements will not apply to portions of embankments constructed of materials which cannot be tested in accordance with approved methods. Embankment materials classified as rock shall be deposited, spread and leveled the full width of the fill with sufficient earth or other fine material so deposited to fill the interstices to produce a dense compact embankment. In addition, one of the rollers, vibrators, or compactors meeting the requirements set forth in Subsection During the construction of the roadway, the roadbed shall be maintained in such condition that it will be well drained at all times.
Side ditches or gutters emptying from cuts to embankments or otherwise shall be so constructed as to avoid damage to embankments by erosion. If embankment can be deposited on one side only of abutments, wing walls, piers or culvert headwalls, care shall be taken that the area immediately adjacent to the structure is not compacted to the extent that it will cause overturning of, or excessive pressure against the structure. When noted on the Plans, the fill adjacent to the end bent of a bridge shall not be placed higher than the bottom of the backfill of the bent until the superstructure is in place.
When embankment is to be placed on both sides of a concrete wall or box type structure, operations shall be so conducted that the embankment is always at approximately the same elevation on both sides of the structure.
Rounding-Except in solid rock, the tops and bottoms of all slopes, including the slopes of drainage ditches, shall be rounded as indicated on the Plans. A layer of earth overlaying rock shall be rounded above the rock as done in earth slopes. Warping-adjustments in slopes shall be made to avoid injury in standing trees or marring of weathered rock, or to harmonize with existing landscape features, and the transition to such adjusted slopes shall be gradual.
At intersections of cuts and fills, slopes shall be adjusted and warped to flow into each other or into the natural ground surfaces without noticeable break. After the roadbed has been substantially completed, the full width shall be conditioned by removing any soft or other unstable material that will not compact properly or serve the intended purpose.
The resulting areas and all other low sections, holes of depressions shall be brought to grade with suitable selected material. Scarifying, blading, dragging, rolling, or other methods of work shall be performed or used as necessary to provide a thoroughly compacted roadbed shaped to the grades and cross-sections shown on the Plans or as staked by the Engineer. All earth slopes shall be left with roughened surfaces but shall be reasonably uniform, without any noticeable break, and in reasonably close conformity with the Plans or other surfaces indicated on the Plans or as staked by the Engineer, with no variations therefrom readily discernible as viewed from the road.
Cut slopes in rippable material soft rock having slope ratios between 0. The step rise and tread dimensions shall be shown on the Plans. No scaling shall be performed on the stepped slopes except for removal of large rocks which will obviously be a safety hazard if they fall into the ditchline or roadway.
When called for in the Contract, permanent earth berms shall be constructed of well graded materials with no rocks having a diameter greater than 0. When local material is not acceptable, acceptable material shall be imported, as directed by the Engineer. Compacted berm construction shall consist of moistening or drying and placing material as necessary in locations shown on the drawings or as established by the Engineer. Material shall contain no frozen material, roots, sod, or other deleterious materials.
Contractor shall take precaution to prevent material from escaping over the embankment slope. Shoulder surface beneath berm will be roughened to provide a bond between the berm and shoulder when completed. Uncompacted berm construction shall consist of drying, if necessary and placing material in locations shown on the Plans or as established by the Engineer. Material shall contain no frozen material, roots, sod or other deleterious materials.
Contractor shall take precautions to prevent material from escaping over the embankment slope. The quantity of embankment to be paid for shall be the volume of material compacted in place, accepted by the Engineer and formed with material obtained from any source.
Material from excavation per Item which is used in embankment and accepted by the Engineer will be paid under Embankment and such payment will be deemed to include the cost of excavating, hauling, stockpiling and all other costs incidental to the work. Material for Selected Borrow topping will be measured and paid for under the same conditions specified in the preceding paragraph. The payment shall continue full compensation for placing and compacting all materials including all labor, equipment, tools and incidentals necessary to complete the work prescribed in this Item.
It shall extend to full width of the roadway. Unless authorized by the Engineer, subgrade preparation shall not be done unless the Contractor is able to start immediately the construction of the pavement structure. Unless otherwise stated in the Contract and except when the subgrade is in rock cut, all materials below subgrade level to a depth mm or to such greater depth as may be specified shall meet the requirements of Section Prior to commencing preparation of the subgrade, all culverts, cross drains, ducts and the like including their fully compacted backfill , ditches, drains and drainage outlets shall be completed.
Any work on the preparation of the subgrade shall not be started unless prior work herein described shall have been approved by the Engineer. The finished compacted surface of the subgrade shall conform to the allowable tolerances as specified hereunder:. Unless otherwise specified, all materials below subgrade level in earth cuts to a depth mm or other depth shown on the Plans or as directed by the Engineer shall be excavated. The material, if suitable, shall be set side for future use or, if unsuitable, shall be disposed off in accordance with the requirements of Subsection Where material has been removed from below subgrade level, the resulting surface shall be compacted to a depth of mm and in accordance with other requirements of Subsection Surface irregularities under the subgrade level remaining after trimming of the rock excavation shall be leveled by placing specified material and compacted to the requirements of Subsection After the embankment has been completed, the full width shall be conditioned by removing any soft or other unstable material that will not compacted properly.
The resulting areas and all other low sections, holes, or depressions shall be brought to grade with suitable material. The entire roadbed shall be shaped and compacted to the requirements of Subsections Scarifying, blading, dragging, rolling, or other methods of work shall be performed or used as necessary to provide a thoroughly compacted roadbed shaped to the cross-sections shown on the Plans.
Where the new pavement is to be constructed immediately over an existing Portland Cement concrete pavement and if so specified in the Contract the slab be broken into pieces with greatest dimension of not more than mm and the existing pavement material compacted as specified in Subsection The resulting subgrade level shall, as part pavement construction be shaped to conform to the allowable tolerances of Subsection Where the new pavement is to be constructed immediately over an existing asphalt concrete pavement or gravel surface pavement and if so specified in the Contract the pavement shall be scarified, thoroughly loosened, reshaped and recompacted in accordance with Subsection The resulting subgrade level shall conform to the allowable tolerances of Subsection The Contractor shall be required to protect and maintain at his own expense the entire work within the limits of his Contract in good condition satisfactory to the Engineer from the time he first started work until all work shall have been completed.
The compaction of existing ground below subgrade level in cuts of common material as specified in Subsection The breaking up or scarifying, loosening, reshaping and recompacting of existing pavement as specified in Subsection The quantity to be paid for shall be the area of the work specified to be carried out and accepted by the Engineer. When specified, this procedure will be used to determine density requirements of selected embankments, subgrade, bases, and bituminous concrete.
The procedure will consist of control strip construction to establish target densities for the specified course plus use of. Compaction equipment shall be capable of obtaining compaction requirements without detrimentally affecting the compacted material. The equipment shall be modern, efficient compacting units approved by the Engineer. The compacting units may be of any type, provided they are capable of compacting each lift of material as specified and meet the minimum requirements as contained herein.
Minimum requirements for rollers are as follows:. Sheepsfoot, tamping or grid rollers shall be capable of exerting a force of 45 Newton per millimeter pounds per inch of length of roller drum. Steel-wheel rollers other than vibratory shall be capable of exerting a force of not less than 45 Newton per millimeter of width of the compression roll or rolls. Vibratory steel-wheel rollers shall have a minimum mass of 6 tonnes. The compactor shall be equipped with amplitude and frequency controls and specifically designed to compact the material on which it is used.
Pneumatic-tire rollers shall have smooth tread tires of equal size that will provide a uniform compacting pressure for the full width of the roller and capable of exerting a ground pressure of at least kpa 80 pounds per square inch. Heavier compacting unit may be required to achieve the specified density of the embankment.
To determine target density, a control strip shall be constructed at the beginning of work each course of material to be compacted. Each control strip, constructed to acceptable density and surface tolerances shall remain in place and become a section of the completed roadway. A control strip shall have an area of approximately square meters and shall be of the same depth specified for the construction of the course which it represents.
The materials used in the construction of the control strip shall conform to the specification requirements. They shall be furnished from the same source and shall be of the same type to be used in the remainder of the course represented by the control strip. The underlying grade or pavement structure upon which a control strip is to be constructed shall have the prior approval of the Engineer. The equipment used in the construction of the control strip shall be approved by the Engineer and shall be of the same type and mass to be used on the remainder of the course represented by the control strip.
Compaction of the control strip shall be continued until no discernible increase in density can be obtained by additional compactive effort. Upon completion of the compaction, the mean density of the control strip will be determined by averaging the results of ten in-place density tests taken at randomly selected sites within the control strip. The mean density of the control strip shall be the target density for the remainder of the course which it represents.
If the mean density of the control strip is less than 98 percent of the density of laboratory compacted specimens as determined by testing procedures appropriate for the material being placed, the Engineer may order the construction of another control strip.
A new control strip may also be ordered by the Engineer or requested by the Contractor when:. Ten days of production have been accepted without construction of a new control strip. There is reason to believe that a control strip density is not representative of the material being placed. Unless otherwise provided, the cost of constructing the control strip will be considered incidental to the cost of the work item for which a control strip is required.
Payment for the work item shall be deemed to include compensation for performing the work herein specified and the furnishing of all materials, labors, tools, equipment and incidentals necessary to construct the density control strip.
No payment will be made for any material used in the construction of unacceptable control strip. Overhaul shall consist of authorized hauling in excess of the free-haul distance. Free- haul distance is the specified distance that excavated material shall be hauled without additional compensation. Unless otherwise provided in the Contract, the free-haul distance shall be meters. The overhaul distance for material obtained and placed within the roadway limits will be measured along the centerline of the roadway.
No allowance will be made for transverse or lateral movement to or from the centerline except materials moved to or from designated areas outside the roadway limits; such as Case 1, Borrow Pits, disposal areas, etc. In such case, measurement shall be along the shortest route determined by the Engineer to be feasible and satisfactory unless otherwise provided.
If the Contractor chooses to haul material over some other route, and such other route is longer, the computation for payment shall be based on the overhaul distance measured along the route designated by the Engineer. The number of cubic metre-kilometres of overhaul to be paid for shall be the number of cubic meters of overhaul material multiplied by the overhaul distance in kilometers.
Payment will not be made for overhaul of Borrow, Case 2, Foundation Fill, bedding materials and material removed in the rounding of cut slopes when rounding is a separate pay item. This item shall consist of furnishing, placing and compacting an aggregate subbase course on a prepared subgrade in accordance with this Specification and the lines, grades and cross-sections shown on the Plans, or as directed by the Engineer.
Aggregate for subbase shall consist of hard, durable particles or fragments of crushed stone, crushed slag, or crushed or natural gravel and filler of natural or crushed sand or other finely divided mineral matter.
The composite material shall be free from vegetable matter and lumps or balls of clay, and shall be of such nature that it can be compacted readily to form a firm, stable subbase. The fraction passing the 0.
The coarse portion, retained on a 2. The existing surface shall be graded and finished as provided under Item , Subgrade Preparation, before placing the subbase material. The aggregate subbase material shall be placed at a uniform mixture on a prepared subgrade in a quantity which will provide the required compacted thickness.
When more than one layer is required, each layer shall be shaped and compacted before the succeeding layer is placed. The placing of material shall begin at the point designated by the Engineer. Placing shall be from vehicles especially equipped to distribute the material in a continuous uniform layer or windrow.
The layer or windrow shall be of such size that when spread and compacted the finished layer be in reasonably close conformity to the nominal thickness shown on the Plans. When hauling is done over previously placed material, hauling equipment shall be dispersed uniformly over the entire surface of the previously constructed layer, to minimize rutting or uneven compaction. When uniformly mixed, the mixture shall be spread to the plan thickness, for compaction.
Where the required thickness is mm or less, the material may be spread and compacted in one layer. Where the required thickness is more than mm, the aggregate subbase shall be spread and compacted in two or more layers of approximately equal thickness, and the maximum compacted thickness of any layer shall not exceed mm. All subsequent layers shall be spread and compacted in a similar manner. The moisture content of subbase material shall, if necessary, be adjusted prior to compaction by watering with approved sprinklers mounted on trucks or by drying out, as required in order to obtain the required compaction.
Immediately following final spreading and 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 and shall continue until the whole surface has been rolled. Any irregularities or depressions that develop shall be corrected by loosening the material at these places and adding or removing material until surface is smooth and uniform.
Along curbs, headers, and walls, and at all places not accessible to the roller, the subbase material shall be compacted thoroughly with approved tampers or compactors. If the layer of subbase material, or part thereof, does not conform to the required finish, the Contractor shall, at his own expense, make the necessary corrections. Before subbase construction is started, the Contractor shall spread and compact trial sections as directed by the Engineer.
The purpose of the trial sections is to check the suitability of the materials and the efficiency of the equipment and construction method which is proposed to be used by the Contractor. Therefore, the Contractor must use the same material, equipment and procedures that he proposes to use for the main work.
After final compaction of each trial section, the Contractor shall carry out such field density tests and other tests required as directed by the Engineer. If the basic conditions regarding the type of material or procedure change during the execution of the work, new trial sections shall be constructed.
Aggregate subbase shall be spread with equipment that will provide a uniform layer which when compacted will conform to the designed level and transverse slopes as shown on the Plans. The allowable tolerances shall be as specified hereunder:. Aggregate Subbase Course will be measured by the cubic meter m3. The quantity to be paid for shall be the design volume compacted in-place as shown on the Plans, and accepted in the completed course.
No allowance will be given for materials placed outside the design limits shown on the cross- sections. Trial sections shall not be measured separately but shall be included in the quantity of subbase herein measured. Aggregate for base course shall consist of hard, durable particles or fragments of crushed stone, crushed slag or crushed or natural gravel and filler of natural or crushed sand or other finely divided mineral matter.
The composite material shall be free from vegetable matter and lumps or balls of clay, and shall be of such nature that it can be compacted readily to form a firm, stable base. The base course material shall conform to Table If filler, in addition to that naturally present, is necessary for meeting the grading requirements or for satisfactory bonding, it shall be uniformly blended with the base course material on the road or in a pugmill unless otherwise specified or approved.
Filler shall be taken from sources approved by the Engineer, shall be free from hard lumps and shall not contain more than 15 percent of material retained on the 4. The existing surface shall be graded and finished as provided under Item , Subgrade Preparation, before placing the base material. It shall be in accordance with all the requirements of Subsection Trial sections shall conform in all respects to the requirements specified in Subsection The aggregate base course shall be laid to the designed level and transverse slopes shown on the Plans.
The allowable tolerances shall be in accordance with following:.
Aggregate Base Course will be measured by the cubic meter m3. The quantity to be paid for shall be the design volume compacted in-place as shown on the Plans, and accepted in the completed base course.
No allowance shall be given for materials placed outside the design limits shown on the cross- sections. Trial sections shall not be measured separately but shall be included in the quantity of aggregate base course.
It shall consist of hard, durable particles or fragments of stone or gravel crushed to the size and of the quality requirements of this Item. It shall be clean and free from vegetable matters, lumps or balls of clay and other deleterious substances. The material shall be of such nature that it can be compacted readily to form a firm, stable base. The base material shall conform to the grading requirements of Table The portion of the material passing the 0. The coarse aggregate retained on a 2.
If filler, in addition to that naturally present, is necessary for meeting the grading requirements or for satisfactory bonding, it shall be uniformly blended with the crushed base course material on the road or in a pugmill unless otherwise specified or approved. Filler shall be obtained from sources approved by the Engineer, free from hard lumps and not contain more than 15 percent of material retained on the 4.
Crushed Aggregate Base Course will be measured by the cubic meter m3. Trial sections shall not be measured separately but shall be included in the quantity of crushed aggregate base course. It shall consist of any combination of gravel, sand, silt and clay or other approved combination of materials free from vegetable or other objectionable matter.
It may be materials encountered in the construction site or materials obtained from approved sources. The crushed or uncrushed granular material shall consist of hard, durable stones and rocks, of accepted quality, free from an excess of flat, elongated, soft or disintegrated pieces or other objectionable matter. It is the intent of this Specification to utilize soils existing on the roadbed if the quality is satisfactory.
The soil-aggregate shall conform to the grading requirements of Table The materials passing the 4. The plasticity index shall not be less than 4 nor more than It shall conform to the applicable requirements of Subsection Where soil-aggregate required is already in place, the Contractor shall not be responsible for its grading or quality except for removal of oversized materials as directed by the Engineer.
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 The amount of lime to be added to the soil-aggregate shall be from 3 to 12 mass percent of the dry soil. The exact percentage to be added shall be fixed by the Engineer on the basis of preliminary laboratory tests and trial mixes of materials furnished. 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 and the entire section shall be reconstructed in accordance with this Specification. The equipment to be used by the Contractor shall include scarifying, pulverizing, mixing, spreading, hauling, watering, finishing and compacting equipment and a slurry lime distributor. It shall be equipped with a power unit for the pump and full circulation spray bars adjustable laterally and vertically, as well as agitator to prevent setting of lime solids.
These equipment shall be on the project site in good condition and shall have been approved by the Engineer, both as to type and condition, and provided with experienced operators before the start of construction. When new soil-aggregate is to be used, the existing roadbed shall be scarified lightly and bladed to uniform grade and to the cross- section shown on the Plans and shall then be rolled or watered and rolled, as directed.
If so ordered by the Engineer, depressions shall first be filled and weak portions of the roadbed strengthened with new soil-aggregate. At least one day shall then be allowed for measuring, sampling and testing for approval of quantity and gradation before the windrow is spread for application of hydrated lime.
If the surface moisture of the soil-aggregate is more than 2 mass percent of the dry aggregate, the soil aggregate shall be turned by blades or disc harrows or otherwise aerated until the moisture content is reduced to 2 percent or less.
The soil-aggregate shall then be spread smoothly and uniformly over half the road or other convenient width of the surface ready for the application of hydrated lime. When material in the existing roadbed is to be used for mixing, the surface shall be scarified lightly and bladed to uniform grade and to the cross-section shown on the Plans.
The reshaped surface shall then be scarified again to the depth ordered by the Engineer and in such manner as to leave a foundation of undisturbed material parallel, both in profile and cross-section, the proposed finished surface. The loosened materials shall be bladed aside into a windrow at the side of the road, and the undisturbed material roiled, or watered and rolled, as directed.
The hydrated lime shall be uniformly spread at specified percent using either the dry or slurry wet methods. It shall be distributed in successive applications, in such amount and at such intervals as directed. The mixing equipment shall follow immediately behind the distributor, after each application to partially mix the lime with the soil-aggregate.
Dry lime should not be spread under windy conditions to avoid excessive dustings. It shall be applied only to such areas as can be mixed into the soil-. Dry application encompass either spotting bags of lime in equal predetermined transverse and longitudinal intervals or applying bulk lime from suitably equipped self-unloading trucks.
An approved spreader is preferable for uniform distribution. If lime slurry is employed, the preparation facilities should be approved by the Engineer.
A typical slurry ratio is 1 tonne lime to 2 cubic metre water. The actual mixing proportion depends upon the percent of lime, specified type of soil and its moisture condition. The slurry is distributed by one or more passes over a measured area until the specified percentage based on lime solids content is obtained.
To prevent run-off and consequent non-uniformity of lime distribution, the slurry is mixed in immediately after each spreading pass. After the last lime application and partial mixing, the entire mass of the mixture shall be windrowed on the road surface and then mixed by blading the mixture from side to side of the road, or by manipulation producing equivalent results, until the whole mass has a uniform color and the mixture is free from fat or lean spots or balls of unmixed particles.
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. Should the mixture show an excess, deficiency or uneven distribution of lime, the condition shall be corrected by the addition of soil-aggregate or lime as required and then remix. If the mixture contains excessive amounts of moisture or volatile matter, as may be encountered in slurry application method, it shall be bladed, aerated or otherwise manipulated until the moisture and volatile content are satisfactory.
The spreading of the mix shall not be done when the surface to be covered is in an unsatisfactory condition. When the mixing operations have been satisfactorily completed, the mixture shall be formed into a windrow of uniform cross-section.
The material shall be spread by a self-propelled pneumatic-tire blade grader or a mechanical spreader of approved type. In spreading from the windrow, care shall be taken to avoid cutting into the underlying course.
After the material is spread, the surface shall be rolled. Rolling shall be parallel to the road center line and shall commence at the outer edges of the road, overlapping the shoulders and progress toward the center, overlapping on successive passes by at least one-half the width of the roller, except that on superelevated curves rolling shall progress from the lower to the upper edge.
During compaction, the surface shall be dragged or bladed as necessary to fill ruts and to remove incipient corrugation or other irregularities. Rolling shall continue until the surface is of uniform texture and satisfactory compaction is obtained.
Initial rolling shall be performed with a pneumatic tire roller and final rolling with a 3-wheel or tandem-type steel wheel roller. Rolling shall be discontinued whenever it begins to produce 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 mm, the mixture shall be spread from the windrow and compacted in two 2 approximately equal layers, the first layer to be bladed and rolled before the second layer is spread.
After the lime-stabilized base course has been finished as specified herein, the surface shall be protected against rapid drying for a period of at least five 5 days by either of the following curing methods:. Maintain in a thorough and continuously moist condition by sprinkling with water. Cover the completed surface with a 50 mm layer of earth or sand and maintain in moist condition.
Apply on the surface an asphalt membrane of the type and quantity approved by the Engineer.
Apply on the surface a liquid membrane curing compound of the type and quantity approved by the Engineer. The Contractor shall be required to maintain at his own expense the entire work within the limits of his Contract in good condition satisfactory to the Engineer from the time he first started work until all work shall have been completed.
Maintenance shall include immediate repairs of any defects that may occur before and after the lime-stabilized base course has been compacted and finished, which work shall be done by the Contractor at his own expense and repeated as may be necessary to keep the base continuously intact.
Trial sections of the stabilized base shall be constructed at least 2 weeks before actual base construction. So this tool was designed for free download documents from the internet. Legal Notice We are not associated with any website in anyway. Construction of government infrastructure Philippines facilities of the highest quality has always been the primary mandate of the Department of Public Works and Highways DPWH. Cognizant of the importance of providing effective standard specifications to be used in the implementation of projects that Isn't this available online like a free pdf download?
Reply Delete. Unknown February 28, at PM. Published Thank you for understanding. Share this: Facebook; Home of Free Resources for Civil Engineers The Contractor shall provided qualified and experienced laboratory staff to.. Cities of the Philippines. Retrieved from " https: It started as the small port town of Cavite Puerto that prospered during the early Spanish colonial period when it became the main seaport of Manila hosting the Manila-Acapulco galleon trade and the port used for other National structural code of Dpwh Blue Book Volume 1 - scribd.
Scribd is the world's largest social reading and publishing site. On completion of the Contract, the facilities provided by the Contractor including utilities and communication facilities shall revert to the Government including office equipment, apparatus, pieces of furniture, laboratory equipment, etc, unless otherwise specified in the Contract documents.
The Contractor shall be responsible for raising the ground if necessary , grading and drainage in the vicinity of each facility with suitable access walkways, seeding and sodding of the ground around as directed and approved by the Engineer.
Also, the Contractor shall construct a parking area for the compound near the buildings and a satisfactory access road to the parking areas.
The Contractor shall provide suitable utilities and services, such as potable water, electricity, sewerage and security on a hour basis. The Contractor shall provided qualified and experienced laboratory staff to carry out all the materials quality control and all the tests specified in the Contract and required by the Engineer.
The person so appointed by the Contractor to mange the laboratory shall be well experienced in the type of work to be undertaken and shall be subject to the approval of the Engineer. He shall work full time and shall be responsible to the Engineer for all works carried out. The Contractor shall provide, if required in the Contract, a two-way radio communication service.
Any portable offices required in the Contract shall be dismantled, moved and erected from time to time as directed by the Engineer. All offices, stores and testing laboratories shall be proficiently guarded at all times of the day and night, regularly and properly cleaned, adequately supplied and maintained for the duration of the Contract.
The vehicles to be provided by the Contractor shall be to the satisfaction of the Engineer. All vehicles shall comply in all respects with all relevant Philippine national or local laws statutes and regulations.