DEPARTMENT of PUBLIC WORKS and HIGHWAYS REGIONAL OFFICE No

REPUBLIC OF THE PHILIPPINES DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS REGIONAL OFFICE No. I CITY OF SAN FERNANDO, LA UNION

C.Y. 2021 PROJECT DETAILED ENGINEERING DESIGN PLAN FOR

CONSTRUCTION/ MAINTENANCE OF FLOOD MITIGATION STRUCTURES AND DRAINAGE SYSTEMS - CONSTRUCTION OF RIVER BANK PROTECTION ALONG BUED RIVER, BRGY. BINDAY, SAN FABIAN, PANGASINAN (PHASE III)

LOCATION: Brgy. Binday, San Fabian, Pangasinan STATION LIMITS: STA. 0+760.00 to STA. 1+090.00 NET LENGTH: 330.00 l.m.

SUBMITTED: RECOMMENDED: APPROVED:

ALBERTO B. ESQUEJO, JR. EMMANUEL W. DIAZ, CESE RONNEL M. TAN, CESO III CHIEF, PLANNING AND DESIGN DIVISION OIC, ASSISTANT REGIONAL DIRECTOR REGIONAL DIRECTOR

DATE DATE DATE INDEX SHEET OF DRAWINGS

SHEET CONTENT SHEET NO.

COVER SHEET 1

INDEX OF DRAWINGS 2

LOCATION OF THE PROJECT 3

GENERAL NOTES 4

GENERAL NOTES 5

GENERAL NOTES 6

TYPICAL CROSS SECTION 7

TYPICAL CROSS SECTION 8

TYPICAL CROSS SECTION 9

TYPICAL CROSS SECTION 10

PROJECT NAME AND LOCATION: SHEET CONTENTS: PREPARED: REVIEWED: SUBMITTED: RECOMMENDED: APPROVED: SET NO. SHEET NO.

PASALENG BAY BURAYOC TO CAGAYAN PASALENG PAGUDPUD BINDAY

BURAAN BADUANG BANGUI MASINI BURGOS DUMALNEG

DAVILA ADAMS DIVI DARISDIS AGAGA TUNGEL DILAVO PAREDES BATO MT. PAO AIR STATION

LIPAY

KARUSQUIS PASUQUIN ALSEM AMIN

MT. AGANMATA NABUTAS BACARRA San Marcelino VINTAR DAM VINTAR MT. MASADSADAC LAOAG CITY LA PAZ

GABU CARASI SAN NICOLAS SARRAT PIDDIG UBOG MANGITATAYU DINGRAS LUMBAO PAOAY BIDDING SOLSONA BATAC MARCOS PADONG CURRIMAO MT. SICAPDO QUIOM

PORT CURRIMAO QUIOM (BANNA) ESPIRITU PINILI BALLAAG BINGAO STO. TOMAS BADOC ISLAND BADOC MADUPAYOS SULAT POINT NAGREBSAN NUEVA ERA NASSADAO SINAIT BALACBAC

KAPAKAK

DACLABANO SALAMAGUE 1 CABUGAO SALAMAGUE

LAPOG BAY SAN JUAN

PINGET ISLAND MAGSINGAL CASILI PATONG STO. DOMINGO SAN ILDEFONSO SAN VICENTE BANTAY SANTA CATALINA VIGAN CITY CAOAYAN TO ABRA SANTA

SULVEC PT. NAGBUKEL

NARVACAN REGIONAL MAP of REGION I STA. MARIA SAN ESTEBAN BURGOS SANTIAGO BAYANGGUI

DAN-AR LIDLIDDA BANAYOYO CANDON CITY SAN EMILIO GALIMUYOD SALCEDO QUIRINO STA. LUCIA G. DEL PILAR QUINIBU STA. CRUZ DILI SIGAY

CERVANTES KIMPUSA SUYO DARDARAT BUTAC TAGUDIN CABUGAO ALILEM BANGAR TO BENGUET SUDIPEN RIMOS LUNA CASTRO SUGPON DEVELOPMENT SITE BALAOAN SANTOL

BACNOTAN

SAN GABRIEL SAN JUAN STO. ROSARIO SAN FERNANDO PORT LUBING NAGYUBUYUBAN PORO POINT SAN FERNANDO CITY BAGULIN

NAGUILIAN BURGOS BAUANG THIS SITE BAGUIO-NAGUILIAN CABA THIS SITE Santiago Island ARINGAY SAN ANTONIO TUBAO BOLINAO BOLINAO PUGO MARCOS HIGHWAY AGOO ANDA ANDA STO. TOMAS

DAMORTIS ROSARIO TO BAGUIO TO BAGUIO Hundred Islands RABON Hundred Islands BANI Santiago Island ESPERANZA ARTACHO BANI RABON ESPERANZA ARTACHO MABILAO SISON MABILAO SISON BOLASI BOLASI LABAYUG LABAYUG ALAMINOS CITY NUEVA VISCAYA ALAMINOS CITY NUEVA VISCAYA AGNO SAN FABIAN POZZOROBIO AGNO SAN FABIAN POZZOROBIO SAN ROQUE SAN ROQUE SAN ROQUE SAN ROQUE SAN JACINTO SAN NICOLAS SAN JACINTO SAN NICOLAS MABINI SAN MANUEL SAN MANUEL MANGALDAN LAOAC MABINI LAOAC SUAL DAGUPAN CITY SUAL DAGUPAN CITY MANGALDAN BURGOS BINALONAN NATIVIDAD BURGOS BINALONAN NATIVIDAD LINGAYEN MANAOAG LINGAYEN MANAOAG MAPANDAN LABRADOR ASINGAN TAYUG MAPANDAN ASINGAN TAYUG BINMALEY LABRADOR CALASIAO STA. BARBARA STA MARIA BINMALEY CALASIAO STA. BARBARA DASOL URDANETA CITY SAN QUINTIN DASOL URDANETA CITY STA MARIA SAN QUINTIN BUGALLON BUGALLON SAN CARLOS CITY UMINGAN SAN CARLOS CITY UMINGAN MALASIQUI VILLASIS MALASIQUI VILLASIS BALUNGAO BALUNGAO AGUILAR STO TOMAS AGUILAR NUEVA ECIJA STO TOMAS NUEVA ECIJA BASISTA ROSALES BASISTA ROSALES URBIZTONDO INFANTA ALCALA INFANTA URBIZTONDO ALCALA BAYAMBANG BAUTISTA BAYAMBANG BAUTISTA TO TARLAC TO TARLAC TO ZAMBALES MANGATAREM TO ZAMBALES MANGATAREM

TO TARLAC TO TARLAC

VICINITY MAP LOCATION MAP

PROJECT NAME AND LOCATION: SHEET CONTENTS: PREPARED: REVIEWED: SUBMITTED: RECOMMENDED: APPROVED: SET NO. SHEET NO.

REPUBLIC OF THE PHILIPPINES . DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS CONSTRUCTION/ MAINTENANCE OF FLOOD MITIGATION REGIONAL OFFICE STRUCTURES and DRAINAGE SYSTEMS -Construction of PROJECT LOCATION I KENNEX LORENZ S. TAMBOT REYNALDO C. GANUELAS ALBERTO B. ESQUEJO, JR. EMMANUEL W. DIAZ, CESE RONNEL M. TAN, CESO III 3 City of San Fernando, La Union River Bank Protection along Bued River, Brgy. Binday, San Engineer II Engineer III Chief, Planning and Design Division OIC, Asst. Regional Director Regional Director Fabian, Pangasinan (Phase III) DATE: DATE: DATE: DATE: DATE: 10 GENERAL NOTES · For rigid type revetment, backfilling materials shall be installed in order to reduce the residual water o Depth of Foundation Below Maximum Scouring Depth pressure to the covering work and fix the covering work to the original bank slope. The depth of the foundation shall be deeper than 1 m from the maximum scouring depth. The maximum · For permeable type revetment such as wooden fence type and gabion mattress type, the backfilling SPECIFICATIONS: scouring depth can be estimated based on the procedures identified in Annex A: Estimating Scour of the materials shall not be installed. All civil works shall comply with the Department of Public Works and Highways (DPWH) Standard DGCS V3, 2015 Water Engineering Projects. · The backfilling materials shall be with high permeability, such as crushed gravel etc. Specifications for Highways, Bridges and Airports Volume II, Revised 2013 alongside with the Design Guidelines, The top elevation of the foundation work is determined as follows: · Thickness of the backfilling materials shall be 30-40 cm for wall type and 15-20 cm for pitching or lining Criteria and Standards (DGCS) Volume 3: Water Engineering projects 2015. These specifications will lead to an 1. Plot the 1m elevations below the maximum scouring level deepest riverbed level from the cross-sections type. efficient, economical and improved quality of design for public infrastructure, thus giving safer and more efficient and project in the longitudinal profile. o Filter Layer public infrastructure to the Filipino People. 2. Draw the line of the lowest elevation from 1 with the same longitudinal gradient of the top of slope covering For flexible revetments such as (dry boulder or riprap and gabions), a filter layer will generally be required to work. prevent material being washed from the bank through to the river. Filters should have two key characteristics DESIGN CRITERIA: o Depth of Foundation Above Maximum Scouring Depth (PNG DoW, 1987), stability and permeability. It must be fine enough to prevent the base material from escaping through the filter, but it must be more permeable than the bank material (PNG DoW, 1987). Revetment The following alternatives can be considered when the depth of the foundation is above the maximum o Outflow Prevention Materials o Height and Freeboard scouring depth: i. The top elevation of the foundation work is set at the maximum scouring depth, and the minimum foot Outflow prevention materials (e.g. filter cloth, geotextile) shall be installed behind the permeable revetment When a revetment is design to confine flood flows, then a freeboard equivalent to a dike should be adopted. types. When a revetment is considered in conjunction with another flood control work, such as a levee, then the protection work shall be installed. height of that structure should be considered together with the revetment. ii. The top elevation of the foundation is set above the maximum scouring depth, and a flexible foot o Bridge Site and Tributary Confluence When the revetment is intended to protect against more frequent flow events (such as to control erosion protection shall be installed to cope with the scouring. At the upstream and downstream portions of the bridge, sluice gate and culvert, weirs, groundsill and around a bend in up to a 5-year flood), a freeboard of 0.6m should be adopted above the level of the flood iii. The top elevation of the foundation is set above the maximum scouring depth, and the foundation work confluence of rivers, the river flow is constricted by the presence of these structures, which changes the river event to be adopted. by sheet pile and the foot protection shall be applied in order to cope with scouring. conditions. It is therefore, necessary to provide adequate length of revetment in these areas to prevent bank erosion due to the adverse effects of constricted river flow. o Slope iv. In cases it is difficult to have adequate depth of embedment for the foundation work, such as high ordinary water level, tidal river, etc.; cantilever sheet pile shall be installed as foundation work. It is also important to note that the computation of the scour under these conditions is different to a scenario After the determination of height of the slope covering work, the slope shall be planned based on the where no constriction exists. following: o Construction Joints · The slope of the revetment will generally be the same as those of a dike (refer to section 5.3 of the End Protection Works Construction joints should be minimized along a revetment. Any construction joints should be adequately DGCS V3 2015) at 1V:2H (vertical and horizontal, respectively) or milder. In the case when the slope of Revetments should be provided with end protection works to prevent scouring at the upstream and downstream revetment should be steeper than a dike, the slope should aim to be as gentle as possible for stability strengthened. ends. The scouring causes the escape of the backfill materials resulting to the gradual damage of the revetment. purposes and should aim to align with the natural slope of the adjacent bank. The end protection work is indispensable to the rigid structure type revetments. These types of structure are · In case of rapid flow stretches wherein floodwater contains a large quantity of boulders or gravel, the particularly susceptible to undermining and scouring of backfill materials: CONSTRUCTION REQUIREMENTS: slope shall not be necessarily gentle but shall be milder than 1V:0.5H. · The end protection shall cover the extent of the covering work and crest work. Clearing and Grubbing · In case of joint portion with a rock-strewn slope, the slope of revetment shall be gradually changed to smoothly connect with the natural slope. · The thickness of the end protection work shall be from the surface of revetment up to the backfill All surface objects and all trees, stumps, roots and other protruding obstructions, not designated to remain, shall be material. The thickness of the end protection shall be more than 50 cm. cleared and/or grubbed, including mowing as required, except as provided below: · For the retaining wall type revetment (reinforced concrete, gravity wall, rubble concrete etc.), a maximum slope of 1V:0.3H shall be observed considering stability and the resulting residual hydraulic A flexible transition structure like gabions/ boulders should be provided on both ends of the revetment. A key should 1. Removal of undisturbed stumps and roots and nonperishable solid objects with a minimum depth of one (1) pressure. also be tied back to the bank. meter below subgrade or slope of embankment will not be required. o Berms The transition from the existing river bank to the revetment should be as smooth as possible. It may be necessary to undertake works to transition from the existing slope of the riverbank to the slope of the revetment, where it is not 2. In areas outside of the grading limits of cut and embankment areas, stumps and nonperishable solid · If the height of revetment is more than 5.0m, a berm must be provided in order to separate the possible to match the slope of the revetment to the existing riverbank. objects shall be cut off not more than 150 mm (6 inches) above the ground line or low water level. revetments into segments. This should be identified considering site conditions as well. 3. In areas to be rounded at the top of cut slopes, stumps shall be cut off flush with or below the surface of · A berm is provided for stability, maintenance and construction. The berm should be at least 1m in width. the final slope line. Where it is provided for a dike, then the width will need to be 1m. Other Design Considerations 4. Grubbing of pits, channel changes and ditches will be required only to the depth necessitated by the o Drainage Pipe/ Weep hole o Segment Length proposed excavation within such areas. Drainage pipes/ weep holes shall be designed and provided for both types of revetment for diked and For rigid revetment, the length of one segment of revetment along the longitudinal direction should not be 5. In areas covered by cogon, wild grass and other vegetations, top soil shall be cut to a maximum depth of non-diked rivers. During flood times, the rise of flood water level in the river almost coincides with the rise of more than 50m in order to prevent damage on the adjoining section of the revetment once it collapses. Edge 150 mm below the original ground surface or as designated by the Engineer, and disposed outside the groundwater behind the revetment especially when the ground is already saturated. After the floods, the rate of the segment shall be provided with end protection and adequately filled with joint filler or sealer to connect clearing and grubbing limits as indicated in the typical roadway section. with the adjoining section. of subsidence of floodwater in the river is usually greater than the recession of groundwater level behind the revetment without drainage pipes/ weep holes. If the disparity between the subsiding floodwater and ground Except in areas to be excavated, stump holes and other holes from which obstructions are removed shall be o Thickness water stages is significantly high, residual hydraulic pressure exists at the back of the revetment. Weep holes backfilled with suitable material and compacted to the required density. The thickness of revetment is generally based on the flow velocity, sediment runoff, topography, geological shall be provided in the revetment using 50-75 mm diameter PVC drainpipes, placed in stagger horizontal conditions, scouring and degradation, soil and groundwater pressure at the back of revetment and other direction and spaced 2 m center to center. If perishable material is burned, it shall be burned under the constant care of component watchmen at such times factors. Minimum thickness should be 300 mm for all types of revetment, except for reinforced concrete type. and in such a manner that the surrounding vegetation, other adjacent property, or anything designated to remain on One of the main causes of caving in of soil particles behind the revetment is the outflow of backfill fine the right of way will not be jeopardized. If permitted, burning shall be done in accordance with applicable laws, materials through the joints of revetment and weep holes, which eventually leads to the collapse of the ordinances, and regulation. Depth of Foundation revetment. Previous materials consisting of crushed gravel or geo-textile filters are to be placed between the revetment and original ground to prevent the outflow of the bank materials through the weep holes. The There are two options for the depth of the top of the foundation for a revetment: The Contractor shall use high intensity burning procedures, (i.e., incinerators, high stacking or pit and ditch burning lowest weep holes shall be installed just above the ordinary water level. with forced air supplements) that produce intense burning with little or no visible smoke emission during the burning 1. The depth of the foundation is below the maximum scouring depth, which is generally the preferred o Backfill Material process. At the conclusion of each burning session, the fire shall be completely extinguished so that no smoldering approach. debris remains. In situations where backfill is used to reclaim land, it is important that the backfill is as close to the natural 2. The depth of the top of the foundation is above the maximum scouring depth, and therefore additional material of the riverbank as possible to avoid significant changes of drainage characteristics. works are required. This should only be done where there is a difficult in achieving point 1 above due to large scouring or riverbed degradation. This is typically only undertaken for flexible revetment types. For backfill immediately adjacent to the revetment:

PROJECT NAME AND LOCATION: SHEET CONTENTS: PREPARED: REVIEWED: SUBMITTED: RECOMMENDED: APPROVED: SET NO. SHEET NO.

REPUBLIC OF THE PHILIPPINES . DEPARTMENT OF PUBLIC WORKS AND HIGHWAYS CONSTRUCTION/ MAINTENANCE OF FLOOD MITIGATION GENERAL NOTES REGIONAL OFFICE STRUCTURES and DRAINAGE SYSTEMS -Construction of Specification I · KENNEX LORENZ S. TAMBOT REYNALDO C. GANUELAS ALBERTO B. ESQUEJO, JR. EMMANUEL W. DIAZ, CESE RONNEL M. TAN, CESO III 4 City of San Fernando, La Union River Bank Protection along Bued River, Brgy. Binday, San · Design Criteria Engineer II Engineer III Chief, Planning and Design Division OIC, Asst. Regional Director Regional Director Fabian, Pangasinan (Phase III) · Construction Requirements DATE: DATE: DATE: DATE: DATE: 10 In the event that the Contractor is directed by the Engineer not to start burning operations or to suspend such excavated to the depth necessary for replacement of the selected topping to the required compacted Immediately following final spreading and smoothening, each layer shall be compacted to the full width by operations because of hazardous weather conditions, material to be burned which interferes with subsequent thickness. means of approved compaction equipment. Rolling shall progress gradually from the sides to the center, construction operations shall be moved by the Contractor to temporary locations clear of construction operations Where excavation to the finished graded section results in a subgrade or slopes of unsuitable soil, the parallel to the centerline of the road and shall continue until the whole surface has been rolled. Any and later, if directed by the Engineer, shall be placed on a designated spot and burned. Engineer may require the Contractor to remove the unsuitable material and backfill to the finished graded irregularities or depressions that develop shall be corrected by loosening the material at these places and section with approved material. The Contractor shall conduct his operations in such a way that the Engineer adding or removing material until surface is smooth and uniform. Along curbs, headers, and walls, and at all Materials and debris which cannot be burned and perishable materials may be disposed of by methods and at can take the necessary cross-sectional measurements before the backfill is placed. places not accessible to the roller, the subbase material shall be compacted thoroughly with approved locations approved by the Engineer, on or off the project. If disposal is by burying, the debris shall be placed in tampers or compactors. layers with the material so disturbed to avoid nesting. Each layer shall be covered or mixed with earth material by The excavation of muck shall be handled in a manner that will not permit the entrapment of muck within the the land-fill method to fill all voids. The top layer of material buried shall be covered with at least 300 mm (12 backfill. The material used for backfilling up to the ground line or water level, whichever is higher, shall be If the layer of subbase material, or part thereof, does not conform to the required finish, the Contractor shall, inches) of earth or other approved material and shall be graded, shaped and compacted to present a pleasing rock or other suitable granular material selected from the roadway excavation, if available. If not available, at his own expense, make the necessary corrections. appearance. If the disposal location is off the project, the Contractor shall make all necessary arrangements with suitable material shall be obtained from other approved sources. Unsuitable material removed shall be Compaction of each layer shall continue until a field density of at least 100 percent of the maximum dry property owners in writing for obtaining suitable disposal locations which are outside the limits of view from the disposed off in designated areas shown on the Plans or approved by the Engineer. density determined in accordance with AASHTO T 180, Method D has been achieved. In-place density project. The cost involved shall be included in the unit bid price. A copy of such agreement shall be furnished to determination shall be made in accordance with AASHTO T 191. the Engineer. The disposal areas shall be seeded, fertilized and mulched at the Contractor's expense. Embankment o Trial Sections Woody material may be disposed of by chipping. The wood chips may be used for mulch, slope erosion control or o Earth Before subbase construction is started, the Contractor shall spread and compact trial sections as directed by may be uniformly spread over selected areas as directed by the Engineer. Wood chips used as mulch for slope The Contractor shall compact the material placed in all embankment layers and the material scarified to the the Engineer. The purpose of the trial sections is to check the suitability of the materials and the efficiency of erosion control shall have a maximum thickness of 12 mm (1/2 inch) and faces not exceeding 3900 mm2 (6 square designated depth below subgrade in cut sections, until a uniform density of not less than 95 mass percent of the equipment and construction method which is proposed to be used by the Contractor. Therefore, the inches) on any individual surface area. Wood chips not designated for use under other sections shall be spread the maximum dry density determined by AASHTO T 99 Method C, is attained, at a moisture content Contractor must use the same material, equipment and procedures that he proposes to use for the main work. over the designated areas in layers not to exceed 75 mm (3 inches) loose thickness. Diseased trees shall be determined by Engineer to be suitable for such density. Acceptance of compaction may be based on One trial section of about 500 m2 shall be made for every type of material and/or construction buried or disposed of as directed by the Engineer. adherence to an approved roller pattern developed as set forth in Item 106, Compaction Equipment and equipment/procedure proposed for use. Density Control Strips. All merchantable timber in the clearing area which has not been removed from the right of way prior to the After final compaction of each trial section, the Contractor shall carry out such field density tests and other beginning of construction, shall become the property of the Contractor, unless otherwise provided. The Engineer shall during progress of the Work, make density tests of compacted material in accordance tests required as directed by the Engineer. with AASHTO T 191, T 205, or other approved field density tests, including the use of properly calibrated If a trial section shows that the proposed materials, equipment or procedures in the Engineer's opinion are not Low hanging branches and unsound or unsightly branches on trees or shrubs designated to remain shall be nuclear testing devices. A correction for coarse particles may be made in accordance with AASHTO T 224. suitable for subbase, the material shall be removed at the Contractor's expense, and a new trial section shall trimmed as directed. Branches of trees extending over the roadbed shall be trimmed to give a clear height of 6 m If, by such tests, the Engineer determines that the specified density and moisture conditions have not been be constructed. (20 feet) above the roadbed surface. All trimming shall be done by skilled workmen and in accordance with good attained, the Contractor shall perform additional work as may be necessary to attain the specified conditions. If the basic conditions regarding the type of material or procedure change during the execution of the work, tree surgery practices. At least one group of three in-situ density tests shall be carried out for each 500 m of each layer of compacted new trial sections shall be constructed. fill. o Tolerances Timber cut inside the area staked for clearing shall be felled within the area to be cleared. o Rock Aggregate subbase shall be spread with equipment that will provide a uniform layer which when compacted Density requirements will not apply to portions of embankments constructed of materials which cannot be will conform to the designed level and transverse slopes as shown on the Plans. The allowable tolerances Excavation Works tested in accordance with approved methods. shall be as specified hereunder: o Utilization of Excavated Materials Embankment materials classified as rock shall be deposited, spread and levelled the full width of the fill with sufficient earth or other fine material so deposited to fill the interstices to produce a dense compact All suitable material removed from the excavation shall be used in the formation of the embankment, Permitted variation from design ± 20 mm subgrade, shoulders, slopes, bedding, and backfill for structures, and for other purposes shown on the Plans embankment. In addition, one of the rollers, vibrators, or compactors meeting the requirements set forth in THICKNESS OF LAYER or as directed. Subsection 106.2.1, Compaction Equipment, shall compact the embankment full width with a minimum of three complete passes for each layer of embankment. The Engineer will designate as unsuitable those soils that cannot be properly compacted in embankments. Permitted variation from design + 10 mm All unsuitable material shall be disposed off as shown on the Plans or as directed without delay to the LEVEL OF SURFACE - 20 mm Contractor. Bed Course Granular Only approved materials shall be used in the construction of embankments and backfills. o Preparation of Existing Surface Permitted SURFACE IRREGULARITY 20 mm All excess material, including rock and boulders that cannot be used in embankments shall be disposed off as The existing surface shall be graded and finished as provided under Item 105, Subgrade Preparation, before Measured by 3-m straight-edge directed. placing the subbase material. Permitted variation from deisgn ± 0.3 % Material encountered in the excavation and determined by the Engineer as suitable for topping, road finishing, o Placing slope protection, or other purposes shall be conserved and utilized as directed by the Engineer. CROSSFALL OR CAMBER The aggregate subbase material shall be placed at a uniform mixture on a prepared subgrade in a quantity Borrow material shall not be placed until after the readily accessible roadway excavation has been placed in which will provide the required compacted thickness. When more than one layer is required, each layer shall the fill, unless otherwise permitted or directed by the Engineer. If the Contractor places more borrow than is Permitted variation from design be shaped and compacted before the succeeding layer is placed. required and thereby causes a waste of excavation, the amount of such waste will be deducted from the LONGITUDINAL GRADE over ± 0.1 % borrow volume. The placing of material shall begin at the point designated by the Engineer. Placing shall be from vehicles 25 m in length especially equipped to distribute the material in a continuous uniform layer or windrow. The layer or windrow o Borrow Areas shall be of such size that when spread and compacted the finished layer be in reasonably close conformity to Concrete Slope Protection The Contractor shall notify the Engineer sufficiently in advance of opening any borrow areas so that the nominal thickness shown on the Plans. cross-section elevations and measurements of the ground surface after stripping may be taken, and the o Hydraulic Cement When hauling is done over previously placed material, hauling equipment shall be dispersed uniformly over borrow material can be tested before being used. Sufficient time for testing the borrow material shall be Cement shall conform to the requirements of the following cited Specifications for the type specified or the entire surface of the previously constructed layer, to minimize rutting or uneven compaction. allowed. permitted. o Spreading and Compacting All borrow areas shall be bladed and left in such shape as to permit accurate measurements after excavation TYPE SPECIFICATIONS has been completed. The Contractor shall not excavate beyond the dimensions and elevations established, When uniformly mixed, the mixture shall be spread to the plan thickness, for compaction. Portland Cement AASHTO M 85 (ASTM C 150) and no material shall be removed prior to the staking out and cross-sectioning of the site. The finished Where the required thickness is 150 mm or less, the material may be spread and compacted in one layer. Blended Hydraulic Cements AASHTO M 240 (ASTM C 595) borrow areas shall be approximately true to line and grade established and specified and shall be finished, as Where the required thickness is more than 150 mm, the aggregate subbase shall be spread and compacted Masonry Cement AASHTO M 150-74 (ASTM C 91) prescribed in Clause 61, Standard Specifications for Public Works and Highways, Volume 1. When necessary in two or more layers of approximately equal thickness, and the maximum compacted thickness of any layer to remove fencing, the fencing shall be replaced in at least as good condition as it was originally. The shall not exceed 150 mm. All subsequent layers shall be spread and compacted in a similar manner. When Types IV and V (AASHTO M 85), P and PA (AASHTO M 150) cements are used, proper recognition Contractor shall be responsible for the confinement of livestock when a portion of the fence is removed. The moisture content of subbase material shall, if necessary, be adjusted prior to compaction by watering with shall be given to the effects of slower strength gain on concrete proportioning and construction practices. o Removal of Unsuitable Material approved sprinklers mounted on trucks or by drying out, as required in order to obtain the required Types S and SA cements will be permitted only when blended with Portland Cement in proportions approved by the Engineer. Where the Plans show the top portion of the roadbed to be selected topping, all unsuitable materials shall be compaction.

PROJECT NAME AND LOCATION: SHEET CONTENTS: PREPARED: REVIEWED: SUBMITTED: RECOMMENDED: APPROVED: SET NO. SHEET NO.

· 100 Year Design Discharge, Q100 : 1,405.00 cu m / sec

o Protection of Material o Lapping of Bar Mat · 50 Year Design Discharge, Q50 : 1,390.00 cu m / sec Steel reinforcement shall be stored above the surface of the ground upon platforms, skids, or other supports · Design Flow Velocity, V : 1,390.00 m / sec and shall be protected as far as practicable from mechanical injury and surface deterioration caused by Sheets of mesh or bar mat reinforcement shall overlap each other sufficiently to maintain a uniform exposure to conditions producing rust. When placed in the work, reinforcement shall be free from dirt, strength and shall be securely fastened at the ends and edges. The overlap shall not be less than · Catchments Area, A : 257.38 sq km detrimental rust, loose scale, paint, grease, oil, or other foreign materials. Reinforcement shall be free from one mesh in width. · Computed Maximum Flood Level : 32.00 meters injurious defects such as cracks and laminations. Rust, surface seams, surface irregularities or mill scale will not be cause for rejection, provided the minimum dimensions, cross sectional area and tensile properties of a · Maximum Experience Flood Level, MEFL : 34.00 meters hand wire brushed specimen meets the physical requirements for the size and grade of steel specified. · Design Flood Level, DFL : 35.00 meters

o Bending All reinforcing bars requiring bending shall be cold-bent to the shapes shown on the Plans or required by the Engineer. Bars shall be bent around a circular pin having the following diameters (D) in relation to the diameter of the bar (d): S U M M A R Y O F Q U A N T I T I E S NOMINAL DIAMETER, D, MM PIN DIAMETER (D) 10 to 20 6d 25 to 28 8d ITEM No. D E S C R I P T I O N UNIT QUANTITY R E M A R K S 32 and greater 10d PART A FACILITITES FOR THE ENGINEER mo 7.50 For The Project Engineer and Staff Bends and hooks in stirrups or ties may be bent to the diameter of the principal bar enclosed therein. A.1.1(8) Provision of Field Office for the Engineer (Rental Basis) A.1.1(16) Operation & Maintenance of Field for the Engineer mo 7.50 For The Project Engineer and Staff

o Placing and Fastening PART B OTHER GENERAL REQUIREMENTS B.5 Project Billboard / Signboard (DPWH) ea 2.00 Regulatory Signages All steel reinforcement shall be accurately placed in the position shown on the Plans or required by the B.5 ea 1.00 Regulatory Signages Engineer and firmly held there during the placing and setting of the concrete. Bars shall be tied at all Project Billboard / Signboard (COA) intersections except where spacing is less than 300mm in each direction, in which case, alternate B.7 (1) Occupational Safety and Health Program mo 7.50 Safety Measures intersections shall be tied. Ties shall be fastened on the inside. B.9 Mobilization / Demobilization l.s. 1.00 Equipment Transportation

Distance from the forms shall be maintained by means of stays, blocks, ties, hangers, or other approved PART 1-A EARTHWORKS supports, so that it does not vary from the position indicated on the Plans by more than 6mm. Blocks for 1700 (1) Clearning and Grubbing sq.m. 6,600.00 Clearning Operations holding reinforcement from contact with the forms shall be precast mortar blocks of approved shapes and 1704(1)a Embankment (from borrow) cu.m. 92,328.98 Materials from common soil dimensions. Layers of bars shall be separated by precast mortar blocks or by other equally suitable devices. The use of pebbles, pieces of broken stone or brick, metal pipe and wooden blocks shall not be permitted. PART 1-B DRAINAGE AND SLOPE PROTECTION STRUCTURE Unless otherwise shown on the Plans or required by the Engineer, the minimum distance between bars shall cu.m. 1,336.50 be 40mm. Reinforcement in any member shall be placed and then inspected and approved by the Engineer 1712(1) Bed Course Granular Material Sub-grade Preparation before the placing of concrete begins. Concrete placed in violation of this provision may be rejected and 1712(2) Concrete Slope Protection (with Reinforcement) cu.m. 2,217.60 Riverbank Protection/ Main Structure removal may be required. If fabric reinforcement is shipped in rolls, it shall be straightened before being 1716(6)a Structural Steel Sheet Piles (FY50), Furnished - New (hot-rolled) m. 2,571.43 Scour Protection placed. Bundled bars shall be tied together at not more than 1.8m intervals. 1716(12) Structural Steel Sheet Piles, Driven m. 2,571.43 Scour Protection 610 Sodding sq.m. 7,297.26 Embankment Protection o Splicing

QUANTITY OF VARIOUS WORK ITEMS ARE SUBJECT TO DECREASE OR INCREASE DEPENDING ON THE ACTUAL FIELD CONDITION All reinforcement shall be furnished in the full lengths indicated on the Plans. Splicing of bars, except where NOTE: shown on the Plans, will not be permitted without the written approval of the Engineer. Splices shall be BEFORE THE START OF ACTUAL CONSTRUCTION, THE AS- STAKED PLAN SHALL BE SUBMITTED TO THE REGIONAL OFFICE IN ORDER THAT IMMEDIATE staggered as far as possible and with a minimum separation of not less than 40 bar diameters. Not more than STEPS MAY BE UNDERTAKEN TO CORRECT OR ADJUST WHATEVER APPRECIABLE DEVIATION THERE MAY BE FROM THE ORIGINAL PLAN. THE REFERENCE one-third of the bars may be spliced in the same cross-section, except where shown on the Plans. FOR IMPLEMENTATION SHALL BE THE AS-STAKED PLAN.

PROJECT NAME AND LOCATION: SHEET CONTENTS: PREPARED: REVIEWED: SUBMITTED: RECOMMENDED: APPROVED: SET NO. SHEET NO.

A SODDING LAND SIDE

STRUCTURAL CONCRETE CLASS A SEE DETAIL"B" t = 300.00 mm SODDING

GRAVEL BACKING t = 200.00 mm

REINFORCING STEEL BAR 12mm DIAMETER SPACED 400.00 mm BOTHWAYS

SEE DETAIL"C" REINFORCED CONCRETE REVETMENT DETAILS W/ STEEL SHEET PILE STEEL SHEET PILE LENGTH = 6.00m

PROJECT NAME AND LOCATION: SHEET CONTENTS: PREPARED: REVIEWED: SUBMITTED: RECOMMENDED: APPROVED: SET NO. SHEET NO.

ITEM 902 (1) a - REINFORCING STEEL BAR 0.50 FILTER CLOTH or SACK CLOTH 12 mm Diameter spaced @ 400mm BOTHWAYS tied at the end of the weepholes 0.12

6mmØ - 15mmØ FINE GRAVEL t=120mm 0.12

GRAVEL BACKING t=150mm

GRAVEL BACKING t=150mm ITEM 1704 - EMBANKMENT (Common Borrow)

DETAIL "A" DETAIL "B" DETAIL OF PARAPET WALL DETAIL OF WEEPHOLES SCALE 1: 50 MTS NOT TO SCALE

ITEM 900 (1) - STRUCTURAL CONCRETE CLASS A, t = 250mm

ITEM 902 (1)a - REINFORCING STEEL BAR Top Bars 12mmØ 12 mm Diameter spaced Bothways @ 400mm O.C. spaced 400mm B.W. 0.40 0.20

GRAVEL BACKING, t = 150 mm

NATURAL GRADE LINE 1.00 Pile Cap Concrete Cover = 50mm all sides

ITEM 902 (1)a- REINFORCING STEEL BAR 0.50 16 mm Diameter Stirrups(2sets) as Shown to Pass 0.15 Thru Handling Holes of Piles ( 1 Stirrup per Pile) Bottom Bars 12mmØ spaced 400mm B.W. ITEM 902 (1)a - REINFORCING STEEL BAR Gravel Backing t=150mm 9 - 20 mm Diameter Longitudinal Bars Spaced as Shown Item 1704 SECTION A-A DETAIL "C" SCALE 1: 20 MTS DETAIL OF REINFORCED CONCRETE FOOTING SCALE 1: 50 MTS

PROJECT NAME AND LOCATION: SHEET CONTENTS: PREPARED: REVIEWED: SUBMITTED: RECOMMENDED: APPROVED: SET NO. SHEET NO.

BAR BENDING DIAGRAM

PROJECT NAME AND LOCATION: SHEET CONTENTS: PREPARED: REVIEWED: SUBMITTED: RECOMMENDED: APPROVED: SET NO. SHEET NO.

BUTT WELDING / SOUDAGE BOUT

NOT TO SCALE NOT TO SCALE

SPOT DETAIL

Z-TYPE CONNECTION DETAIL

NOT TO SCALE

VIEW A-A VIEW B-B c

VIEW A-A VIEW B-B

h ≤ 1mm + 0.25b

SPLICING OF SHEET PILES USING PLATES h ≤ 1mm + 0.25b

NOT TO SCALE

BUTT WELDING SHEET PILES BUTT WELDING SHEET PILES

NOT TO SCALE NOT TO SCALE

PROJECT NAME AND LOCATION: SHEET CONTENTS: PREPARED: REVIEWED: SUBMITTED: RECOMMENDED: APPROVED: SET NO. SHEET NO.