48325-001: 150 mw burgos wind farm project...burgosjetty shall be in accordance with method...

Initial Environmental Examination

The initial environmental examination is a document of the borrower. The views expressed herein do not necessarily represent those of ADB’s Board of Directors, Management, or staff, and may be preliminary in nature. Your attention is directed to the “Terms of Use” section of this website. In preparing any country program or strategy, financing any project, or by making any designation of or reference to a particular territory or geographic area in this document, the Asian Development Bank does not intend to make any judgments as to the legal or other status of any territory or area.

Project Number: 48325-001 July 2015

PHI: 150 MW Burgos Wind Farm Project Transmission Line and Jetty

Appendix A – Certificate of Non-Overlap Appendix B – Construction of Burgos Jetty: Method Statement Appendix C – Permits: Burgos Jetty Line Project (Part 7 of 14)

Prepared by EDC Burgos Wind Power Corporation for EDC Burgos Wind Power Corporation and the Asian Development Bank.

Appendix A Certificate of Non-Overlap (CNO)

Appendix B Construction of Burgos Jetty:

Method Statement

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Construction Burgos Jetty

DOCUMENT REVIEW STATUS

STATUS 1: WORK MAY PROCEED.

STATUS 2: REVISE & RESUBMIT. WORK MAY PROCEED SUBJECT TO

INCORPORATION OF COMMENTSINDICATED.

STATUS 3: REVISE & RESUBMIT. WORK MAY NOT PROCEED.

STATUS 4: REVIEW NOT REQUIRED. WORK MAY PROCEED.

PERMISSION TO PROCEED SHALL NOT CONSTITUTE ACCEPTANCE OR APPROVAL OF DESIGN DETAILS CALCULATIONS. ANALYSIS, TEST METHODS, OR MATERIALS DEVELOPED OR SELECTED BY CONTRACTOR AND SHALL NOT RELIEVE CONTRACTOR FROM FULL COMPLIANCE WITH CONTRACT TECHNICAL SPECIFICATIONS AND DRAWINGS.

________________________ __________________

(Client/Client’s Representative) Date METHOD STATEMENT No. PMDA003BIN - Construction Burgos Jetty Issued by:

REVNO

DATE DESCRIPTION PREPARED CHECKED APPROVED VESTAS REVIEWER

DATE

0.0 09-12-13 Issued for Approval

AA Tarlit CQ Austero

DB Escarlan

0.0 10-14-13 Revised to reflect new

method to be

CQ Austero

NF Saysay

DB Escarlan

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PMDE001BIN – Construction of Burgos JettyRevision 0 | 14/10/2013

6.4 Inspection and Testing Plan (ITP) ..................................................................................... 38

6.5 Organizational Chart ............................................................................................................. 38

6.6 Inspection Check List .......................................................................................................... 38

6.7 Coral Test Reports .............................................................................................................. 38

6.8 PPA Permits ......................................................................................................................... 38

6.9 Tree Cutting Permit ............................................................................................................. 38

6.10 Inspection Registers (Lifting Tools) .................................................................................. 38

6.11 Soil Investigation Reports .................................................................................................. 38

6.12 Traffic Plan ........................................................................................................................... 38

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1. TITLE

Method Statement – Construction of Burgos Jetty This document shall be read in conjunction with the specifications set by the Client.

2. SCOPE OF WORK 2.1 General Description

To set out the methodology to be used in the construction of Burgos Jetty (or Buraan Pier) and its associated activity in accordance with the specifications and conforming to the lines, grades, and dimensions as shown on the approved drawings attached herewith asAnnex 6- Drawings.

2.2 Plant and Equipment

Item No. Description

1 Excavator with Breaker Attachment

2 100T Mobile Crane

3 Dozer

4 Grader

5 Vibro Compactor

6 Dump truck

7 Transit Mixer

2.3 Submittals

First Balfour shall provide / submit the following documents:

2.3.1 Copies of the Heavy Equipment Operators Qualifications and Certificate.

2.3.2 Site Drawings indicating the location, elevation and general specification.

2.3.3 Permits from responsible government agencies

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2.4 Site Planning and Preparation

2.4.1 Site Preparation

Site PreparationSchedule for the Construction of BurgosJetty shall be in accordance with Method Statement No. PMDB001BIN - Survey Works (1.00), PMDD002BIN - Tree Cutting& Tree Balling (1.00), PMDD001BIN - Clearing andGrubbing (1.00), PMDE001BIN - Excavation (1.00), PMDR005BIN Grouted Riprap, PMDH001BIN Precast Concrete Construction, PMDA003BIN - Rebar’s (1.00) and PMDO001BIN - Formworks (1.00)

2.4.2 Site Management Plan and Access Routes

1.) Necessary work permits from responsible government

agencies must be obtained prior to commencing work.

2.) Secure a copy of the necessary permits from the Client.

3.) 3rd party certifications attesting the reliability of surveying equipment must be available prior to the start of work.

4.) TheTraffic Management Plans for the activity reflecting the flow of traffic going to and from the respective areas are submitted under PMM016BIN. Indicated in the traffic management plan is a safe pedestrian access where staff and employees can access the site/area to check the productivity. Drivers, operators, and all staff shall follow the traffic management plan strictly.

2.5 Work Methodology

2.5.1 Work Activity Proper

2.5.1.1 Survey Works UsingTopographic Survey

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The total station will be set up on the nearest or most convenient control point to ease the completion of the survey. Ground measurement points will be scattered around the first control point to get as much shots as possible to the surrounding area. As long as the project area is still visible in the total station’s range, ground points will be continuously established and measured with sufficient number necessary to accurate the calculation of the elevation and the general topographic profile. When the areas of the project site are not visible, additional traverse stations will be established and set up on the next best convenient location. The total station will then be set up on the next station. Many traverse stations will be made in order to fully cover the entire project site. Ground measurement points will again be scattered around the project site in order to gather the most accurate data possible.

A complete traverse of all the control points and traverse stations covering the entirety of the project site will be conducted to check that the data loop is closed. This will also ensure accuracy of the resulting data.

UsingTotal Station

All dimensions, angles, and elevation will be surveyed in accordance with the approved drawing. Set the equipment from the very beginning of the work. The surveyor will take a lay out from a designated area and make an interval of 10m for the straight roads and an interval of 5m for the curved roads. During the activity, all data will be recorded. On completion of the works an as-built survey showing dimension, location, angles, and elevation will be prepared and submitted.

Using GPS Survey Equipment Set the equipment on one area. By the help of the aide, he will walk up to max radius of 500m on open surface area and max radius of 100m on obstructed area. The data will be recorded on the controller handed by the surveyor. All data can be read with the use of

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the GPS software and CADD to see the topographic profile of the area surveyed.

Undertaking Hydrographic Survey After all the horizontal and vertical control points are established, the alignment of the route will be surveyed. First, the general grid for the area will be determined using the design criteria provided by the engineering designer along the project area being surveyed. Shots will be made on the pre-agreed intervals with the designers along the project area.

Water depth shots will be surveyed next based on the agreed interval. In most cases, a spacing of 20 meters between points is used. RTK - based GPS is connected with the high - end echo sounder to produce resulting data with both the water depth and horizontal position linked with each other, as compared to the older instruments and methodologies where they have to be processed during drawing preparations.

The depth of the water and the profile of the sea or the grid for area based surveyed at the defined stations will then be measured then plotted on the plans and drawings.

As the GPS points were establishment, all best practices manuals specified techniques and requirements will be followed. The terms of reference of the project will also be followed at all times. In cases where deviations are necessary, proper consultation will always be made with the Client identified Cognizant personnel. Then approval of the proposed changes/ solutions to issues/ problems will be solicited first before proceeding.

2.5.1.2 Fabrication of Precast Blocks All pre cast block concrete shall be cast in forms at the nearby site.

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Fabricate the precast concrete blocks with conformation to the shape and size shown on the contract drawings. Cast blocks according to the length and width indicated on the plans. Cast blocks as single planed or warped planed as shown on the shop drawings and provide drawings for engineers review. The manufacturer is advised that each block may be patented or subject to patents. Label each blocks clearly showing the mark number, date pre-casted and the project name.

Form work Form for precast elements is made of wooden moulds but they will not be inferior to plywood in surface texture. The forms of 1” thick plywood, properly and adequately braced, stiffened and anchored to withstand the forces due to concrete placement and possible overloads due to workmen and equipment. It is strong enough to give a dimensional accuracy on thefinished product within required tolerances Joints are tight enough to prevent mortar leakage and unsightly effects on the finished product.

Dimensional Tolerances Unless otherwise stated by the structural engineer,

the following dimension tolerances will be complied

with:

(a) Cross Sectional Dimensions

Section less 6” - - - - - - - - - - - - + 1/8 in/3mm 6 to 18 - - - - - - - - - - - - - - - - + 3/16 in/ 5mm 18 to 36 - - - - - - - - - - - - - - - - - + 1/4 in/6mm (b) Overall length - - -- - - - - - - - + 1/8 in per 10 ft/ + 3mm per 3meters Maximum limitation - - - - - - - - + 3/4 in/ 20mm (c) Deviation from St. Line (sweep) - + 1/8 in/10 ft + 3mm per 3meters

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Camber after installation, assuring a design producing minimum camber - - - - + 1/8 in/10 ft + 3mm per 3meters (d) Differential camber between adjacent units after installation assuring section of similar length and cross section of similar length and cross-section to be limited to a maximum of one half the allowances for deviation of design as in item (d) above.

2.5.1.3 Jetty Excavation

Pre-excavation

Establish the location of the line of excavation based on the drawing and specification requirement. Cleaning and grubbing refers to grass, roots, stumps, vegetation, pavement, sidewalks and surface obstruction of any kind that are required to be temporarily or permanently removed and that lie within the actual areas to be excavated.

Location of existing underground utilities must be determined before excavation works commence so that progress of excavation will not be delayed. Test pits should be conducted when needed or when order by the Client.

Determine the type of soil, destabilize excavation can fail that can result on a different types of accidents. Provide the appropriate protective measures on trenches to prevent the occurrence of accidents that may occur during the excavation process. Use shoring, sheeting, sloping, and bracing whichever is appropriate.

Put in place adequate support at the side faces of excavation or employ measures to ensure the safety and stability and avoid the damage to the foundations of existing adjacent structures.

Excavation Proper

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On excavation using mechanical excavator, position the equipment on a stable location with a distance that can be safe from the soil erosion during excavation. Equipment on the side of the trench increases the load on the trench wall that can cause soil erosion. Excavated soil that has been stockpiled at the edge of the trench also adds pressure on the trench walls which may cause soil erosion. To mitigate, place excavated soil at least 0.60 meters from the edge of the trench.

Surface water flowing towards the area of excavation should be intercepted by cut-off drain and led away from the working area. Care must be taken that the toes of slopes are not weakened by the provision of drainage.

Random checking of designed invert elevation will be maintained while excavation is on progress to avoid over breaks. Excavated materials will be loaded directly into the truck for proper disposal.

Once the desired elevation is attained, place the geo textile all over the area to be covered by the jetty and put leveling sand 20 cm. thick. Lying of geo textile shall be done by expert divers.

On dredging, place the rockfill materials in between the corals using a dump truck for temporary access road to reach the area to be dredged. Position the equipment on a stable location within as safe distance of approximately 1-1.5m away from the edge. Start dredging the corals using an excavator to the required depth. Depth will be verified by the divers. Note that while divers are at verifying the depth, there will be no equipment operation to avoid any untoward incidents.

While dredging is on-going, another excavator will remove the excavated materials for disposal.

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Post-excavation Excavation shall include disposal of unsuitable and excess excavated materials off-site; no excavated material suitable for re-use shall be disposed from the site except with the permission of the Client. Location of the disposal area should meet the legal requirement or the Client at its own discretion may identify an area within the project site as a disposal area.

2.5.1.4 Road Compaction

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

Where the requirement thickness is 150 mm or less, the material may be spread and compacted in one layer. Where the required thickness is more than 150 mm, the materials 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 150 mm. All subsequent layers shall be spread and compacted in a similar manner.

The moisture content of the material shall, if necessary, be adjusted on 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 smoothing, each layer shall be compacted to the full width by means of approved compaction equipment. Rolling shall progress gradually from the side to thecenter, 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 materials until surface is smooth and uniform.

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

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If the layer of the material, or part thereof, does not conform to the required finish, the Contractor shall, at his own expense, make the necessary correction.

Compaction of each layer shall continue until a field density test of at least 100 percent of the maximum dry density determined in accordance with AASHTO T 180, Method D has been achieved. In-placed density determination shall be made in accordance with AASHTO T 191.

2.5.1.5 Road Embankment Compaction

The slopes of an embankment shall not be steeper than two horizontal to one vertical, except where the soils and geology report indicates that steeper slopes may be constructed and maintained safely without creating a potential sliding or erosion condition.

No embankment is placed against the walls or other vertical surfaces until they have been inspected and embankment is authorized.

Remove all trash, wood chips and other debris from the area. Embankment materials shall consist of approved materials and shall be free from brush, roots and other undesirable materials which would be detrimental to compaction requirements.

Selected Fill Common embankments shall be approved materials free from roots and stumps. Earth fill shall be used if site excavated material are rejected or insufficient. Materials shall be placed as specified and indicated on the plan and shall consist of gravel crushed gravel, crushed rock, crushed adobe, or combination thereof. The material shall be free from rocks larger than 100mm in size, fine clays, vegetable matter or other undesirable matters and shall be thoroughly compacted after placing as hereinafter specified.

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When embankment materials includes rock, individual rock shall not be greater than three feet in greatest dimension, and no rock is larger than six inches in greatest dimension will be permitted less than 18 inches below finished grade of the embankment. No large rocks will be permitted to nest; all voids shall be filled with earth or other fine material and properly compacted. Materials used for embankment within 18 inches of walls or other structures shall be free from stones or lumps of materials exceeding four inches in greatest dimension. Placing Embankments Before placing embankment materials, the surface upon which it will be placed shall be cleared of all brushes, roots, vegetable matters and debris, scarified and thoroughly wetted to insure good bonding between the ground and the embankment requirements. Embankment in contact with new concrete work shall not be placed until at least 48 hours after removal of forms. Compaction Embankment shall be evenly spread on horizontal layers of not more than 200mm in thickness. Each layer shall be wetted and compacted by approved mechanical compaction machine, roller or portable, to a density of at least 90 % of its maximum density for non cohesive soils. And shall be carefully placed and compacted as to a density equal to the adjacent area. Approved portable tampers shall be used for compacting embankment materials in trenches and embankment adjacent to walls. The side slopes of all embankments shall be by means of temper or rollers to a minimum of 85% relative compaction.

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In fills over 20 feet in height, a terrace having a minimum width of six feet shall be constructed in the fill slopes, with a maximum vertical spacing of 20 feet between terraces or from the top or bottom of the embankment slopes, except that the vertical spacing may be increased if slopes are commensurately flattered where such increase and flattering is recommended and approved. The terrace shall have a transverse slope of not less than five horizontal to one vertical sloping down towards the embankment, and a longitudinal slope of not less than two percent. Drainage along the terrace shall be provided. Rock fill materials for embankment and backfills for excavations, slides, walls and other structure shall be spread in layers not exceeding eight inches in loose thickness before compaction, and each layer shall be compacted to a relative compaction of not less than 90 %.

. 2.5.1.6 Installation of Pre cast

Handling

Beams - Point of lift is located to meet design consideration. Holes instead of hooks were providedfor lifting.

Erection and Handling Erection of Beams – Beams is set in correct position, alignment and grade to within the following tolerances:

(a) Later and longitudinal alignment - - + 1/4”/10 ft

+ 6mm per 3m

(b) Grade . . . . . . . . . . . . . . . . . . . . . . . . . . . + 3/8” + 10mm

(c) Plumpness . . . . . . . . . .. . . . . . . . + 1/4”/10 ft

+ 6mm. per 3m

Alignment of beams is based on the exposed face for exterior beams and on the centerline for interior beams. Elevation of beams where based on the top of the seat angles for the supporting beams. Differences in length of the fabricated column should be taken up in the leveling of pad. Correct alignment must be secured before the bolts are

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tightened up and welded to beam steel reinforcement.

The grout for the block must be soft and dry. Pact mortar of at least 25MPa concrete strength is advisable.

Erection of Precast Modules

Precast modules shall be properly positioned to match one another as shown in the drawings. Care must be observed to match connecting plates within a tolerances of 6mm each day way.

Welding

It is emphasize here the importance of the following required welding of connection as shown in the drawings. The strength of the member being just as good as its connection, it is imperative that welded connection should never be weaker than the bars or plated to be connected. All welding works should conform to the AWS specifications. When the bars or plates to be welded do not come close to each other as required, but lap its connections, bars may be bent to the desired direction but always be done within an offset of one (1) in six (6) and a bar by cross welded at the point of offset to prevent splitting of bursting of concrete when the design loads are imposed. Welding to any embedded metal which might cause damage to the adjacent concrete by spalling, in particular where the expansion of the beaten metal is restrain by concrete, shall be welded.

Mortar Packing of Joints All connections must first be thoroughly inspected before any concrete packing of the joint is done. Concrete surface of the component members framing into the joint must be clean and previously wetted before the joint is filled with dry mix, as much as consistency would allow, in order minimizing shrinkage admixture in the mortar is highly desirable. The joint must be thoroughly packed down to the bottom of the joint. Aggregatesof 12mm maximum size may be used. The mortar mix should be at least 21Mpa.

Concrete Topping Concrete topping over beams and precast blocks should be done according to the requirements of the drawings. The topping shall be screened

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vibrated to minimize segregation of concrete. Prior to placing concrete, the top surface of the beams and double test must be cleaned of all foreign materials and soaked with water. It is important that all reinforcements be checked prior to placing of topping. Steel wires mesh on the slab topping should be uniformly positioned at mid-depth of the topping. Minimum concrete strength of the topping must be 28MPa.

Alteration of Precast Units

Alteration of precast units after erection not provided for during fabrication when deemed should be made before commencement of such work. Alterations must be submitted for approval. This is important to insure that the structural capacity of the units is not impaired.

2.5.1.7 Rock Fill

Rock wall width and length where based on the

given design and specification. This dry stacked

rock walls are typically built on an incline area or

as against a hillside because it can be used as a

tool to prevent soil erosion.

Selection of Stones Selection of stones from a stone supply yar should pass and follow the standard procedures allowed in construction. Measurements of the items used on rock fill were important as ot affects the quantity and size of stones needed. Dry stack walls can typically be made from three types of stones: round filed stones, relatively flat stacking stones, and uniformly cut dressed stones. Each type will give a different look so make sure to picture out the result to determine which would be the best to fit. Note that flatter stones tend to be easier to work with than rounder ones, as they are more suited for stacking.

Lay Out the Wall Area Cutting away a bank where done through excavation process. Then building the wall as of the rock fill and back filling go on creating a terrace effect.

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Put and pull a string line to determine the alignment of the slope. The length of the string varies upon the upper and lower part of the wall. Sideways strings are also put up to assist in maintaining the right and correct placing of the rocks. Digging a Ditch Dig a ditchbelow the ground level. This ditch will act as the wall's footing and prevent the rocks from sliding forward due to pressure from the earth behind. Cutting the ditch into native soil rather than loose added soil, as the former provides a more stable foundation for the wall. Level the foundation trench. Smooth over the ground beneath your wall and line it with crushed stone pieces called stone screenings, stone dust or fines. This material will also be useful for filling in gaps.

Stacking of Rocks Stack the larger rocks in the ditch. Place the flat side facing for ward, and slanted back about 8 degrees. The rock should just miss touching the string line, and be supported by dirt filled in behind it. Do this for the length of the wall, with each large rock touching the one next to it.Fill cement behind the large rocks and tap the earth firmly, while letting the 8 degree slant hold the rock in place by gravity.

Complementary Rocks

Complementary rocks to fill in the spaces in between the large rocks. These rocks may be smaller, but need to be a shape that fills the void between the large rocks. Lay the rock flat side out and support it with concrete filled in behind it. These rocks also lay back by 8 degrees.

Layering of Rocks

Continue placing the second layer of rocks and so on and so forth, so that spaces between the first layers of large rocks are filled. Fill out the entire span of the trench. You can add water to the fill to make it settle. Square off the top of the wall with smaller stones to give it a neat, straight and flat appearance.

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2.5.1.8 Installation of Armour Rocks

Site Preparation

Clearing and grubbing should be kept to the

minimum required to meet the specifications

shown on design drawings. The slopes left free of

brush, trees, stumps or other objectionable

materials and dressed to a smooth surface. Banks

are to be trimmed uniform slope, as indicated on

drawings. Loose, soft or spongy material, and

large rocks projecting through the slope are

removed and the resulting minor potholes or

hollows filled with selected no cohesive materials

and compacted as directed. If a toe trench for

scour protection is required, it is constructed

during site preparation.

Placing Filter Layers

The materials for gravel filter layers are inspected

for quality. Hardness and durability of rock and

presence of fines must be of its best quality. And

compliance with gradation by the site engineer.

The filter layer materials are spread evenly on the

prepared bank, to the dimensions on the drawings.

They are sometimes extended beneath launching

aprons or toe berms. The layers are usually placed

by techniques that do not result in segregation of

the rock mass. Compaction is not required but the

surface should be smooth and free of mounds,

dips or windrows.

Quality

Stone used for rock riprap should be hard, durable,

angular in shape, resistant to weathering and

water action, free from overburden, spoil, silt and

clay or organic material and meet the specified

gradation. Dirty rock which contains clay, silt, soil

or organic materials but is otherwise acceptable is

usually washed prior to delivery to the site.

Specifications for rock used as riprap typically

include rock density or specific weight, rock shape,

and rock hardness and durability.

Gradation

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Control of the size and gradation of rock riprap

placed on a bank is one of the most important

aspects of riprap construction yet it can be very

difficult to achieve. Visual inspection of individual

loads of rock delivered to the site is an important

part of quality control.

For large projects, a sample of rock in the quarry

that meets the specified gradation can be provided

as a visual reference for the machine operators.

Marked samples of the D100, D85, D50, and D15

rocks are often particularly helpful. A similar

sample can be placed at the construction site for

reference.

Daily, or more frequent, line sampling of in-place

riprap provides a check on gradation. The

procedure is to lay a measuring tape across the

surface of the riprap and measure the dimensions

(usually the b-axis) of each stone that falls under a

fixed spacing, such as every 2 m along the tape.

Measure at least 50 rocks for each line sample.

Tabulate the stone dimensions from largest to

smallest, calculating the percent finer for every fifth

rock in the sample. Plot a curve of percent finer by

diameter and compare it to the gradation curve. If

the sample rock appears undersized, additional

sampling is required. If further sampling confirms

that the rock is undersized, construction can be

stopped and the procedures in the quarry re-

evaluated.

Rock Riprap Placement

The rock is transported and placed by methods

that avoid segregation: end dumping, dumping into

chutes placing or moving by dragline buckets, or

spreading by bulldozers are generally not

acceptable construction practices. Care should be

taken to prevent cracking or breaking of rock riprap

by crushing under machine tracks. Each truckload

of rock brought to the site should provide a

complete range of the rock sizes in the gradation.

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Rocks are placed by bucket load to the required

thickness, providing a reasonably well-graded

mass with the minimum of voids. Large stones are

placed along the toe or distributed evenly

throughout the mass. Clusters of small or large

stones are avoided.

For above water work, stones are placed from the

base of the slope to the top in one operation. For

high banks, it may be most suitable for two

excavators to complete the work, one at the base

of the bank and one at the top. Care is required in

placing rock to avoid disturbing the filter layer(s).

For underwater placement, clamshells are typically

used to place rock on the streambed or the toe of

the bank. Dumping of rock is not recommended as

it produces a poor distributionof material. Quality

control, which is often based on GPS-controlled

soundings or dive inspections, is beyond the scope

of this document.

Often the surface of the rock is left rough.

However, in some circumstances, quarry spalls are

used to fill voids in the revetment surface creating

a smoother surface

2.5.1.9 Installation of Rubber Fender

One of the necessary pieces of equipment when you have a jetty is rubber fender. These boat dock bumpers are what keep your boat from colliding with the jetty and causing damage to the boat, the dock, or to both. Mostly made out of vinyl, rubber, or plastic, dock bumpers also keep boats from serious damage during storms as they bang up against the jetty. Installing rubber fender is a very easy task and can be done within a few hours. Measuring the Dock

Before installing the rubber fender, know how many you are going to need. As a general rule, each boat that will be tying to the dock should have at least two that will keep it away from the dock. Measure the overall dock and decide on how many boats will fit there. Once decide d just use two for each boat.

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Measuring for the Right Height

After measuring the jetty and determining where the rubber fenders will be placed, it will need also to measure down towards the water for the best height. If the fender were put up too high, the boat will slide under them and they are useless. The best way to do this is to pull your boat alongside and mark the jetty where the railing is. This is where the middle of bumper should be. Attach Mounting Bracket Take the mounting bracket that the rubber fender will be attached to and line it up on the jetty. Place a small level on it, to make sure it is even and mark the holes with a marker. Use your cordless drill with the right size drill bit to drill the hole.

Place the bracket back on to the jetty and slide the bolt through the hole. Use your socket wrench and tighten up the bolt from the underside of the dock. You may have to reach under, or get into the water if it is too much of a reach. Repeat as necessary for the other holes if any. Seal Screws and Drill Holes Use liberal amounts of silicone on the underside of the jetty and cover the entire surface of the hardware and the hole. Dab a thin line on the front of the jetty if any the mounting hardware is showing.

2.5.1.10 Installation of Steel Bollard

Lay out the desired location for the steel bollard placement and mark the ground of the jetty of its approximate centre point.Dig a hole to the mark made using a post hole digger or any digging equipment. The diameter of the hole should be the diameter of the bollard plus 6 inches and it should be 18 to 24 inches deep.

Put concrete cement to paste the bollard to the jetty. Add an extra 1/2-gallon of water to make the mix slightly wetter. This will help the concrete flow to fully pack the post hole.Insert the steel bollard into the hole and use a level to hold it plumb.Put the concrete mix into the hole opening around the perimeter of the bollard. Gently tap the bollard's side with a rubber mallet or hammer as you insert the concrete mix to help pack the mix. Leave the

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top surface of the concrete mix approximately 2 inches below the finished terrain surface if you need to backfill or finished it with any materials or paving once the concrete mix has cured. Otherwise, fill the mix up to the ground level. Allow the concrete mix to cure for a minimum of 48 hours to complete the bollard installation.

2.5.1.11Road Base Course

Placing The aggregate sub base material shall be placed at a uniform mixture on a prepared sub base in a quantity which provides the requirement 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 specially equipped to distribute the material in a continuous uniform layer or windrow. The layer or windrow shall be 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 disperseduniformly over the entire surface of the previously constructed layer, to minimize rutting or uneven compaction.

Trial Section Before the sub base construction is started, the contractor shall spread and compacted trial section as directed by the Engineer. The purpose of the trial section is to check the suitability of the material and efficiency of the equipment and construction method which is proposed to be used by the Contractor.

The contractor must use the same material, equipment, and procedures that propose to use for the main activity work. One trial section of about 500 square meters shall be made for every type of material and/or construction equipment/procedure proposes for use.

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If the trial section shows that the proposed material, equipment or procedures in the engineer’s opinion are not suitable for sub grade, the material shall be removed at the contractor’s expense, and a 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 section shall be constructed.

Spreading and Compaction When uniform mixed, the mixed shall be spread to the plan thickness, for compaction. Where the requirement thickness is 150 mm or

less, the material may be spread and compacted

in one layer. Where the required thickness is more

than 150 mm, the aggregate sub-base 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

150 mm. All subsequent layers shall be spread

and compacted in a similar manner.

The moisture content of sub base material shall, if necessary, be adjusted on prior to compaction by watering with approved sprinklers mounted ontrucks or by drying out, as required in order to obtain the required compaction. Immediately following final spreading and smoothing, each layer shall be compacted to the full width by means of approved compaction equipment. Rolling shall progress gradually from the side 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 materials until surface is smooth and uniform. Along curbs, headers, and walls, and at all places not accessible to the roller, the sub-base material shall be compacted thoroughly with approved tampers or compactors.

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If the layer of sub-base material, or part thereof, does not conform to the required finish, the Contractor shall, at his own expense, make the necessary correction. Compaction of each layer shall continue until a field density test of at least 100 percent of the maximum dry density determined in accordance with AASHTO T 180, Method D has been achieved. In-placed density determination shall be made in accordance with AASHTO T 191.

2.5.1.12Grouted Riprap

Excavation Hand placed riprap where aprons and slopes to be rip-rapped shall be excavated to provide adequate foundation upon which the rip rap shall rest. The whole area to be rip-rapped shall be trimmed to a uniform and even surface.

Grouted riprap when the excavation willl be performed as of the hand placed riprap. While random riprap is done if required and that is when a shelf or ledge shall be excavated to permit dumping of the stone.

Placing of Stones In hand placed riprap stones shall be placed, by hand, to the required length, width, and thickness. Stones shall be placed so that the largest dimension is perpendicular to the slope, unless such dimension is greater than the specified thickness of the rip-rap. The largest stones shall be placed in the bottom rows. No shaping of stones will be required. Stones shall be laid closelytogether

While in grouted riprap, the grout shall not be placed when the atmospheric temperature is less than five degrees Celsius (5°C).

(a) The stones shall be placed as specified. The surface of the stones shall be thoroughly wetted before applying grout. The spaces between the stones shall be filled with grout. Grouting of the slope shall begin at the toe of the slope and shall be done with suitable tools to completely fill all

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spaces, except that the outer faces of the stones shall be exposed.

(b) When the grout has been placed, the stone surfaces shall be thoroughly brushed so that their top surfaces are exposed. The outer stones shall project five to ten centimeters (5 to 10 cm) above the grouted surface.

(c) Grouted riprap shall be cured using curing compounds, burlap, a blanket of earth kept wet for seventy-two (72) hours, or by sprinkling with a fine spray of water every two (2) hours during the daytime for a period of three (3) days.

Random rip-rap shall be dumped onto the surface to be rip-rapped. Sufficient hand work shall be performed to produce a uniform surface and the depth shown on theplans.

2.5.1.13Reinforced Concrete Works

Form works Forms shall be used wherever necessary to confine the concrete and shape it to the required dimensions. Forms shall have sufficient strength to withstand the pressure resulting from placement and vibration of the concrete, and shall have sufficient rigidity to maintain specified tolerances.

Earth cuts are not to be used as forms for vertical surfaces unless required or permitted.

Design and Installation of Formworks

The design and engineering of the formworks, as well as its construction, shall be the responsibility of the Contractor

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The formwork shall design for the loads, lateral pressure and allowable stresses outlined in the “Recommended Practice for Concrete Formwork (ACI 347) and for design consideration, wind load, allowable stresses and other applicable requirements of the local building code.

Forms shall be sufficiently tight to prevent loss mortar from the concrete.

To maintain specified tolerances, the form work shall be cambered to compensate for anticipated deflection in the formworks prior to hardening of concrete.

Temporary opening shall be provided at the base of column form and wall forms and at other points where necessary to facilitate cleaning and observation immediately before concrete is placed

Form accessories to be partially or wholly embedded in the concrete such as ties and hangers shall be of commercially manufactured type. Form ties shall be constructed so that the ends or end fastener can be removed without causing appreciable spalling at faces of concrete. After the ends or end fasteners of form ties have been removed, the embedded portion of the ties shall terminate not less than 2 diameters or twice the minimum dimension of the tie from the form surfaces of concrete to be permanently exposed to view except that in no case shall this distance be less than 20 mm. When the formed face of concrete is not permanent exposed to view, from ties maybe cut-off flush with formedsurfaces.

At construction joints, contact surface of the form sheathing for flush surfaces exposed to view shall overlap the hardened concrete in the previous placement by not more than 25 mm. The forms shall be held against the hardened concrete to prevent offsets or loss of mortar at the construction joint andto maintain a true surface

Formworks shall be so anchored to shore or other supporting surfaces or members that upward or lateral movement of any part of the formwork system during concrete placement is prevented

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All formworks shall be made of sheet metal or “Penolic Board” and supported by steel a crow post or equivalent.

Preparation of Form Surfaces

All surfaces of forms and embedded materials stall be cleaned of any accumulated mortar and grout from previous concreting and of all other foreign materials before concrete isplaced in them.

Before placing of reinforcing steel or concrete, the surfaces of the forms shall be covered with an approve coating materials that will effectively prevent absorption of moisture and prevent bond with the concrete, and will notstain the concrete surface.

Removed of forms

When repair of surface defects or finishing is required at an early stage, forms shall be removed as same as the concrete has hardened sufficiently to resist damage from removal operation.

Formworks for columns, walls, sides of beams and other part not supporting the weight of the concrete has hardened sufficiently to resist damages from removal operations.

Forms and shoring in the formwork used to support the weight of concrete in beams slabs and other structural members shall remain in place until the concrete has reached the minimum strength specified in the structural drawings for removal of forms and shoring.

Reinforcement

Shop drawings showing are fabrication dimensions and locations for placing of reinforcing steel and accessories shall be submitted for approval by the Structural Engineer. Approval shall be obtained before fabrication.

Details of concrete reinforcement accessories not covered herein shall be in accordance with “Manual Standard Practice for Detailing Reinforced Concrete Structures.” (ACI 315

Reinforcing Steel

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All reinforcement shall be weld able deformed bars, new and free from rust, oil, defect, grease or kinks. They shall conform to the latest revision of ASTM A615 “Specification for Billet Steel for Concrete Reinforcement.”

For Ø 12 bars or small, use grade 40 of Fy = 280Mpa (40,000 psi) and for bars greater than Ø12, use grade 60 with Fy = 415Mpa (60,000 psi).

Welded wire fabric for concrete reinforcement shall conform to ASTM A185 “Specification for Welded Steel Wire Fabric for Concrete Reinforcement.

To attest to the good quality of reinforcing bars, a Mill Certificate from the Manufacturer shall besubmitted to the Project Manager

Welding When required or approved, welding of reinforcing steel shall conform to “ReinforcingSteel Welding Code (AWS D12.1). No welding shall be done at the bend in a bar welding of crossing bars (tack welding) shall not be permitted except as authorized or directed by StructuralEngineer

Placing Minimum concrete protective covering for reinforcement shall be as follows:

Concrete deposited against ground - - - - 75mm Formed surfaces exposed to weather or in contact with ground.

Bars > ø 20 - 50 mm Bars < ø 20 - 35 mm

Interior surfaces

Beams, girder and columns - 35 mm

Slab and walls - 20 mm

All reinforcement shall be supported and fastened together to prevent displacement b, construction loads or the placing of concrete beyond the tolerances of section 2.5.3. On ground, where necessary, supporting blocks maybe used. Over formwork, concrete, metal, or other approved bars chairs and spacers shall be used.

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Vertical bars in columns shall be offset at least one bar diameter at lap splices. To ensure proper placement, templates shall be furnished for all column. All splices not shown in the plans shall be subject to approval by the Structural Engineer. Mechanical connectors for reinforcing bars maybe used subject to approval of the Structural Engineer.

Unless permitted by the Structural Engineer reinforcement shall not be bent after beingembedded in hardened concrete.

Production of Concrete

Ready-mixed concrete Except as otherwiseprovided in this section, ready mixed concreteshall be batched, mixed and transported inaccordance with “Specifications ForReady-Mixed Concrete”(ASTM C94). Plant equipment andfacilities shall conform to the “check list forCertification of Ready-Mixed Concrete ProductionFacilities” of the National Ready-Mixed ConcreteAssociation.

Site Mixed Concrete No hand mixing shall beallowed except in case of emergency, such asmixer breakdown during concreting operations andshall stop at the first allowed construction joints.All concrete shall be machine mixed for at least 1- 1/2 minutes after all materials including water arein mixing drums.

The mixer shall be of an approved size and typewhich will a uniform distribution of materialthroughout the mass Re-tempering of Concrete shall not be permitted.Concrete shall be mixed only in quantities forimmediate use. Concrete which has set shall notbe re-tempered but shall be discarded.

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When concrete arrived at the project with slumpbelow that suitable for placing, as indicated byspecifications, water maybe added only if neithermaximum permissible water-cement ratio nor themaximum slump is exceeded. The water shall beincorporated by additional mixing equal to at leasthalf of the total mixing required. An addition ofwater above that permitted by the limitation onwater-cement ratio shall be accompanied by aquantity of cement sufficient to maintain the properwater-cement ratio. Such addition shall beauthorized by the Structural Engineer.

Placing Preparation before placing Hardened concreteand foreign materials shall be removed from theinner surfaces of the conveying equipment. Semi porous sub grades shall be sprinkledsufficiently to eliminate suction or poroussub grade shall be sealed in an approved manner. Conveying Concrete shall be handled form the mixers to theplace of final deposit as rapidly as practicable bymethods which will prevent segregation or loss ofingredients and in a manner which will assurethat the required quality of the concrete ismaintained.

Conveying equipment shall be approved and shallbe of size and design such that detachable settingconcrete shall not occur before adjacent concreteis placed. Conveying equipment shall be cleanedat the end of each operation or work day. Conveying equipment and operations shallconform to the following additional requirements.

1. Truck mixers, agitators, and non-

agitatingunits and their manner of operation shallconform to the applicable requirements of‘Specifications for Ready-Mixed Concrete”(ASTM C94).

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2. Chutes shall be metal or metal-lined and shallhave a slope not exceeding 1 vertical to 2vertical and not less than 1 vertical to 3horizontal. Chutes more than 6.0 m long andchutes not meeting the slope requirementmaybe used provided they discharged intohopper before distribution.

3. Pumping or pneumatic conveying

equipmentshall be of suitable kind with adequatepumping capacity. Pneumatic placement shallbe controlled so that segregation is notapparent in the discharge of concrete. Theloss of slump in pumping or pneumaticconveying equipment shall not exceed 50 mm.Concrete shall not be conveyed through pipemade of aluminium or aluminum alloy.

Depositing Concrete shall be deposited continuously, or inlayers of such thickness that no concrete will bedeposited on concrete which has hardenedsufficiently to cause the formation of seams orplanes of weakness within the section. If a sectioncannot be placed continuously construction jointsshall be located as approved by the Structural Engineer. Placing shall be carried on at such arate that the concrete which is being integratedwith fresh concrete is still plastic. Concrete whichhas partially hardened or has been contaminatedby foreign materials shall not be deposited.Temporary spreader in forms shall be removedwhen the concrete placing has reached anelevation rendering their service unnecessary.They maybe received embedded in the concreteonly if made of metal or concrete and if priorapproval has been obtained.

Placing of concrete in supported elements shallnot be started until the concrete previously placedin columns and walls is no longer plastic and hasbeen in place at least two hours.

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Concrete shall be deposited as nearly aspracticable in its final position to avoid segregationdue to rehandling or flowing. Concrete shall notbe subjected to any procedure which will causesegregation.

All concrete shall be consolidated by vibration, spading, Roding or forking so that the concrete is thoroughly worked around the reinforcement,around embedded items, and into corners offorms, eliminating all air or stone pockets whichmay cause honeycombing, pitting or planes ofweakness.Unless adequate protection is provided an approved by the Structural Engineer is obtained,concrete shall not be placed during rain.

Bonding The hardened concrete of construction joints andof joints between footings and walls or columns,between walls or columns and beams or flows theysupported, joint in unexposed walls and all othersnot mentioned below shall be dampened (but notsaturated) immediately prior to placing of freshconcrete.

The hardened concrete of joints in exposed work;joints in the beams, girders, joints, and slabs; andjoints in works designed to contain liquid shall bedampened (but not saturated) and then thoroughlycovered with a coat of cement grout of similarproportions to the mortar in the concrete. Thegrout shall be as thick as possible in verticalsurfaces and least 12 mm thick in horizontalsurfaces. The fresh concrete shall be placedbefore the grout has attained its initial sets.

Joint receiving an adhesive shall have beenprepared and adhesive applied in accordance withthe Manufacturer’s recommendations prior toplacing of fresh concrete.

Repair of Surface Defects

Surface defect, including, holes, unlessotherwise specified by the contract documentsshall be repaired immediately after from removed.

Repair of Defective Areas

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All honeycombed anddefective concrete shall be removed down tosound concrete. If chipping is necessary theedges shall be perpendicular to the surface orslightly undercut. No featheredges shall bepermitted. The area to be patched and an area atleast 150 mm wide surrounding it shall bedampened to prevent absorption of water from thepatching mortar. A bonding grout shall beprepared using a mix of approximately 1 partcement to 1 part fine sand passing a No 30 messsiem, mixed to the consistency of thick cream andthen were brushed into the surface.

The patching mixture shall be made of the samematerials and of approximately the sameproportions as used for concrete, except that thecoarse aggregate shall be omitted and the mortarshall consist of not more than 1 part cement to 2 1/2 parts and by sand loose volume. White Portland cement shall be substituted for a part ofthe gray Portland cement in exposed concrete inorder to produce a color matching the colour of thesurrounding concrete, as determined by trialpatch. The quantity of mixing water shall be nomore than necessary for handling in advances andallowed to stand with frequent manipulation with atravel, without addition of water, until it hasreached the stylist consistency.

After surface water has evaporated from the areato be patched, the bond coat will brushedunto the surface. When the bond coated begins tolose the water sheen, the provided patchingmortar shall be applied. The mortar shall bethoroughly consolidated into place and stuck off soas to leave the patch slightly higher than thesurrounding surface. To permit initial shrinkage, itshall be left undistributed for at least 1 hourbefore being finally finished. The patched areashall be kept damp for 7 days. Metal toll shall notbe used in finishing a patch in formed wall whichwill be exposed.

AS-BUILT PREPARATION

On completion work activity, major site improvements and other work requiring surveying services, an as- built survey showing dimensions, locations, angles and elevation of construction and site work shall be prepared and submitted to Client.

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2.5.3 Organization, Responsibilities and Supervision The following staff will be directly involved in the execution of the works. (Please refer to the PMM007BIN – Duties, Responsibilities, and Authorisations for the detailed description of responsibilities).

No. Position/Title

1 Field Supervisor

2 QA/QC Engineer

3 Safety Officer

4 Surveyor

5 Foremen

6 Nurse/First Aider

7 Safety Marshall

2.5.4 Work Force

The following categories of workmen shall be engaged at each designated area. (Please refer to the PMM007BIN – Duties, Responsibilities, and Authorisations for the detailed description of responsibilities)

No. Position/Title

1 Heavy Equipment Operator

2 Service Mechanics

3 Rigger

4 Watchmen

5 General Workers

3. HEALTH, SAFETY and ENVIRONMENT

3.1 Risk Assessment

Based on this method statement, the activity will be risk assessed and documented using the Hazards and Risk Analysis (HRA) process. Please see Annex 6.1. The HRA shall be disseminated to all involved workers via tool box talk. On top of that, a Hazard Identification Tool (HIT) Card will be completed by each foreman prior to start of the activity to identify work site specific risks and controls with the participation of the workers.

3.2 Protective and Safety Equipment

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Minimum Personal Protective Equipment (PPE) required as per First Balfour procedure i.e. safety helmet, safety goggles, steel toed safety boots and uniform will be issued to all workers involved in the activity along with other required PPEs such as face shield, gloves and ear plugs. Other special PPE may be prescribed as per risk assessment.

Work vest with reflector zed strips shall also be issued to worker to ensure greater visibility.

No. Position/Title

1 Hard Hat

2 Safety Vest

3 Safety Goggles

4 Steel Toed Safety Shoes/Boots

5 Uniform

6 Gloves

3.3 Health and Safety General requirements

1.) All ESH regulatory, contractual and project requirements will be adhered to at all times during the performance of the activity.

2.) Watchmen must be equipped with whistles during the activity. Whistles are used to signal the operators and other workers.

3.) No work shall be started or continued during period of high winds, heavy fog and adverse weather condition or when vision is impaired by darkness.

4.) Consider safe work load limit of backhoe and operating parameters when using unit to lift cut section of trees.

5.) Backhoe shall limit lifting of section of trees in a localized area

only to pile cut tress in the immediate vicinity for collection later by a hauler.

6.) In no way shall the backhoe be travelled over a long distance to pile cut trees.

7.) Safety Marshall shall be equipped with whistles and megaphones and shall be deployed for each active site or sector.

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3.4 Health and Welfare Arrangement

1.) A nurse should be available at the work site to provide health monitoring and surveillance.

2.) Adequate first aid kit will be made available at the work site with medicines including those for snake bites.

3.) Referral to the nearest partner hospital for work related medical emergencies.

4.) Rest and mess areas will be designated.

5.) Adequate supply of potable water will be made available for workers.

3.5 Fire Precautions

1.) Smoking areas will be designated to avoid lighted cigarette butt

being thrown that can start a fire.

2.) Portable fire extinguishers will be made available where applicable i.e. in fuel tank areas, in equipment cabs, etc.

3.6 ESH Information to Personnel

1.) All workers involved in the activity must go through the proper

safety orientation on how to conduct the activity safely prior to start of work.

2.) Based on this method statement, a Job Hazard Analysis (JHA) shall be prepared for the activity and discussed with workers for understanding and compliance.

3.) Tool box talk shall be conducted by the supervisor prior to start of each work shift with the assistance of the site ESH personnel.

3.7 Emergency Procedures

1.) An emergency response team will be organized to combat incipient fires. Adequate communication system shall be made available at the work site. Before tree felling, a way of escape shall be determined and cleared to permit a quick get-away of workers.

2.) A ready transportation shall be made available at the work site to bring injured person to a clinic/hospital promptly.

3.) Accounting of personnel will be conducted after each work shift.

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4. ENVIRONMENTAL CONCERNS

1.) All reasonable steps will be taken to protect the environment. Spillage of fuel to ground will be avoided.

2.) All equipment shall be properly maintained to avoid emissions to atmosphere.

3.) Any chemical spill will be reported immediately.

4.) Drip trays will be provided for vehicle / mobile equipment while being repaired where there is possibility of oil to be released.

5.) Discovery of hazardous materials such as unexploded vintage

bomb shall be reported to the client and appropriate governmental agencies for proper handling.

5. QUALITY ASSURANCE and QUALITY CONTROL

5.1 Contractual Requirements

1. Maintain adequate supervision.

2. It must comply with the minimum mandatory government

requirements.

3. Comply with the client requirements.

5.2 Critical Works 1. Survey and lay-out.

2. Check certifications of equipment and operators.

3. Determine if excavation area is in accordance to plans

and drawings.

4. Hauling of excavated materials.

5. Locating disposal area of excavated materials.

5.3 Inspection and Testing 1. Ensure that all permits are secured prior to start of

activity. 2. Ensure that all heavy equipment to be used are certified

by a third party agency. 3. Ensure that proper work requests were forwarded to the

client for their information.

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4. Inspection shall be in accordance with the Inspection and Test Plan.

5.4 Follow up and Evaluation

The follow up and evaluation will be made through routine inspection and preparation of reports.

6. APPENDICES

6.1 Flow Chart for the Activity

6.2 Drawings

6.3 Hazards and Risk Analysis (HRA)

6.4 Inspection and Testing Plan (ITP)

6.5 Organizational Chart

6.6 Inspection Check List

6.7 Coral Test Reports

6.8 PPA Permits

6.9 Tree Cutting Permit

6.10 Inspection Registers (Lifting Tools)

6.11 ❙♦✐� ✁♥✈❡st✐✂❛t✐♦♥ ✥❡♣♦rts

6.12 ❚r❛✄✄✐☎ ✆�❛♥

4 JobNumber /DocNumber Project GHDSubject

Appendix C Permits: Burgos �✁✂✂✄ Project

Summary of Permits issued for the Jetty Projects

Type of Certification Certificate Number

Date Issued Office Issued

Jetty

Building Permit - Construction of Jetty

140900-56 10-Mar-14 Office of the Municipal Engineer-Municipality of Burgos

Certificate of Registration/ Permit to Operate

452 (Temporary/ Non-commercial)

Undated Philippine Ports Authority

Foreshore Lease Agreement (FLAg)

012806-2013-001

16-Oct-13 DENR-Community Environment and Natural Resource Office

Foreshore Lease Agreement (FLAg)

Revocable Permit No. 012806-2013-001

16-Oct-14 DENR-Provincial Environment and Natural Resources Office Ilocos Norte

Special Earth-balling Permit 2013-11 8-Nov-13 DENR Region 1, San Fernando City

Special Tree Cutting Permit 2013-04 and 2013-05

25-Mar-14 DENR Region 1, San Fernando City

Water Permit 18877 30-Jan-04 National Water Resources Board

Barangay Clearance None 30-Sep-2013 Office of the Punong Barangay of Ablan, Burgos, Ilocos Norte

Municipal Clearance None 17-Sep-2013 Office of the MunicipalMayor

Permit to Construct 2013-03 09-Oct-2013 Philippine Port Authority (PPA) Post District Office-Manila/Northern Luzon

Clearance to develop a private non-commercial port

None 19-Sep-2013 Philippine Ports Authority (PPA) Manila, Philippines

Certification that PPA has conducted ocular inspections

None 27 Aug-2013 Philippine Ports Authority (PPA), San Fernando, La Union

Certification that port facilities to be constructed at Barangay Ablan, Burgos, Ilocos Norte will not post hazard to navigation.

None 27-Aug-2013 Philippine Ports Authority (PPA), San Fernando, La Union

48325-001: 150 mw burgos wind farm project...burgosjetty shall be in accordance with method...

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