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J. Kövári
1. INTRODUCTIONEngineering planning, design and construction of dams, barrages, pumping stations, etc., is normally carried out with a high degree of efficiency. Sometimes, however, the smaller structures, secondary channels, etc., used for aquaculture projects are badly made or omitted entirely from engineering plans. In developing countries engineers have frequently neglected these minor works, particularly those required at the farm level. To contractors they do not mean much profit and they are dispersed and difficult to supervise. It has been increasingly recognized that one of the major difficulties encountered in the implementation of aquaculture development programmes in developing countries is proper project preparation. Inadequate and poor preparation of projects has often caused the final construction cost of the project to be much higher than estimated. The purpose of this lecture is to present in simple form the various steps required in preparation of plans, estimates and tender documents for projects and to describe some of the planning procedures that are used in these processes. Project preparation is usually considered to include all those activities short of a final decision to implement. This process includes the following stages: (i) Identification of the project. At this stage, the production target based on a marketing study, the species to be cultured and the systems of culture to be adopted, the availability of a large enough drainable and accessible land area free from flooding and having adequate soil conditions as well as adequate water source, must all be investigated and determined. During each stage, a number of activities and analyses must be carried out and the findings used to meet the requirements of the subsequent phase, until the project is finally completed. 2. OUTLINE OR FEASIBILITY PLAN
2.1 Purpose of Outline PlanThe purpose of an outline plan is to confirm that the proposed project can be economically developed on the selected site, and to investigate and provide all data, calculations and outline plans based on the different investigations required for the project approval and detailed planning. 2.2 Procedures for Preparation of Outline Plan
2.2.1 Site selectionIn aquaculture project operations, site selection is of paramount importance. Success of the project depends to a large extent on the proper selection of the site. There are both ecological and technological as well as economic and social considerations involved in site selection. Factors to be considered in site selection are described in more detail in Chapter 1 on considerations in the selection of sites for aquaculture (Pillay, 1977). 2.2.2 Collection of maps and dataThe following maps and data about the site should be gathered to facilitate the preliminary investigations and calculations: (a) Maps- contoured sheet of map at a scale of 1:25 000 to 1:50 000. This can be used for preparation of a project location map, to determine the water catchment area and to serve as a source of information on road connections, etc.; 2.2.3 Outline planAn outline plan is generally used as a basis for approval and financing of a project. This should prove the technical feasibility of the project. The production calculations concerned as well as the design should be in sufficient detail so that a reliable cost estimate including both the annual operational and production cost can be established. The principal parts of the outline plan consist of the following; (i) ReportThis should contain the most important information on the project proposal including a description of the site, soil characteristics determined by the reconnaissance soil survey, source of water and the results of the water analysis, meteorological features used for planning, operation plan with the necessary production calculations, planning considerations, arrangement of the layout plan for the ponds and the location of the hatchery and the other buildings with the approach road to the project, arrangement for water supply and drainage of the ponds and the hatchery, the pond facilities, abstract of costs for capital, operational and production costs, economic analysis for benefits, and the proposed construction programme. Additionally, all the statements obtained and required for approval and implementation of the project must be presented usually in a list of annexures to the report. 3. DETAILED PLAN
3.1 Reviewing Outline Plan
After having approved the outline plan of the project, a review should be made of all data available and, if this is insufficient, action should be taken to rectify the deficiency. Any modifications of the proposed operating schedule and related water management and water requirement calculations for both the fish ponds and the hatchery have to be completed prior to commencing detailed planning. 3.1.1 Topographic surveyThe topographic survey which has to be carried out at the site selected for a project should be based on a convenient datum marked with a temporary bench mark (TBM) at the site. There are several methods used for topographic surveys. Depending upon the nature and size of the land required for the project, the following methods are the most commonly applied for topographic surveying: (i) Gridding Methods (i) and (ii) are ideal on relatively flat land, while methods (iii) and (iv) may also be used but are best suited to hilly terrain or use in a narrow, long valley. Tachiometry can be used in either case. The field work in tachiometry is rapid compared with the other methods and it is widely used, therefore, for contouring of any types of areas. With reasonable precautions, the results obtained can be of the same order of accuracy as, or better than, those obtainable by other methods. The following topographic maps and plans are generally needed for a project: (i) Index or location map 3.1.1.1 Requirements of maps for engineering designs (i) Index or location mapThis map, which gives general information about the location of the project, the existing roads, railways, towns or other settlements, rivers, lakes, contours, etc., is the most commonly prepared from one of the map sheets scaled at 1:50 000, which may be obtained from the Survey Department Map Sales Depot, or the Survey Department. An example of a location map prepared for the Chipata Fish Farm is shown in Figure 1. Figure 1. Chipata Fish Farm. Location map Figure 2. Boundary map Table 1 List of Coordinates and Elevation of PBRs
(iii) Contour mapContour maps used in design of the facilities of the project must show the contour lines and all the establishments found at the proposed site such as roads, electric and telephonic lines, rivers and drains or other channels, buildings, underground oil, gas or water supply pipelines, borrow pits, boundary lines, including the location of the PBRs and the TBMs, the north direction as well as the scale used for mapping. The contour map may also show the location of soil sampling stations with numbering. The contour maps, depending on the size of area proposed for the project, should be scaled in 1:1000 to 1:5000. Table 2 Land Cadastral Data
3.1.2 Soil surveyA detailed investigation of soils is needed to design the facilities of a project. The first step in a detailed investigation is a review of the work already done in the previous project stage. This includes not only a review of the reconnaissance investigations, but also an examination of the reconnaissance design, if any is available, and a determination of whether the objective is still the same. Depending upon the results of the reconnaissance exploration and the size of the project, the requirements for the detailed soil survey must be predetermined. The number and spacing of borings including their exploration depth is dependent upon what is needed to get the data of the soils found in the bore holes at the site. By studying the exploration boring logs available general information on the expected conditions can be obtained. From this the additional number of borings including their spacing distance and exploration depths can be determined. In order to avoid loss of time and money due to boring superfluous bore holes, the following is suggested for preparation of a detailed investigation (U.S.D.I., 1965). (i) 1 or 2 sample stations to each 2 to 5 ha of the site, should generally be used under uniform soil conditions. More sample stations will be required in variable soil conditions. The Engineer conducting the field exploration work should decide upon the additional number of sample stations. A number of disturbed and undisturbed samples should be taken from every stratum encountered in the bore holes. The soil samples provide material for an investigation of the soil properties by means of laboratory tests. The results of the soil investigations should be detailed in a report (Terzaghi, 1967). 3.1.2.1 Requirements for soil survey report The results of the soil survey should be presented in a report. A detailed soil survey report must contain the following: (i) General reportIn this part, the location of the investigations, methods of boring and samplings, in situ tests conducted at the site, the results of the laboratory tests, the allowable bearing capacity and settlement, the characteristics of the ground water, including whether the water table is perched or normal, its expected fluctuation at the site and quantity of soluble salts or other minerals present as well as foundation and dike construction considerations, should be described in detail. 3.2 Detailed Planning
3.2.1 Project reportA complete report should be prepared covering the project proposal, investigation, the production including its proposed method, engineering features, execution of construction, summary of costs, etc. It should contain a general description of the design including the drawings. The following outline of the items which the report should cover is included as a guide. Obviously, all of the information listed in this outline is not necessary for any particular small project, but the greater part of it will be usually required for a larger project (Alien, 1981). 1. Introduction This includes the background information and the notes of the proposal. 2. Purpose of project This should contain the following particulars:2.1 Type of project- pilot fish farm 3. General information and data This should include the following particulars:3.1 The project site- location 4. Planning considerations Design criteria and specifications, description of the facilities, and schedule of execution should be stated in this section of the report.4.1 Layout of the fish ponds size of ponds- water depth in the ponds 5. Cost estimate and cost of production (These will be presented in Chapter 4) 6. List of detailed drawings It should contain all drawings required for the project to be executed. The following drawings are most commonly prepared and enclosed with the project report: 3.2.2 DesignsIn order to ensure that the detailed plans should be both economical and suitable to the construction, their design must be properly performed. The following designs depending upon the nature and scale of the project usually have to be prepared for the detailed drawings. 3.2.2.1 Hydrological computations To design a fish farm, located on hilly terrain and fed by water stored in a reservoir or supplied from runoff of the water catchment area, usually will require hydrological computations as follows: (a) determination of design flood for the spillway of the reservoir to fish ponds or hatchery; All these calculations based on the local meteorological and soil conditions may be presented using the calculating formulas as shown in Annex 1. 3.2.2.2 Production calculations and pond facilities Production calculations provided by an Aquaculturist are the most essential parts of the project documents. All statements of production calculations should be considered to prepare any detailed plans of the project. These contain usually the following particulars: (a) fish farm- production target 3.2.3 Criteria for designing pond facilities(i) Size and shape of ponds can be defined on the following criteria:(a) Production purpose: based on the species to be cultured in the ponds, the size should be as follows:
These ponds, except the rearing and production ones, should be square or rectangular in shape (Woynárovich, 1980).
(c) Risk
(b) Meteorological features
Top width for a road used by vehicles should be a minimum of 3.0 m. If there is a feeder channel on the top of the dike, its top width should be wide enough for both the feeder channel and a road or a passage way. The latter is needed for pond operations and maintenance of inlets and feeder channel (Tapiador, 1977).
The exposed parts of the dike (outside slope, crown, inside slope above the water level) should be protected by grass against erosion. In ponds with more than about 0,5 ha of water surface, wave protection made of branches, rip-rap, brick lining, bamboo matting, etc. is required at the water level (Stickney, 1979).
For calculation of the discharge of the feeder channel including intake structure or pumping station the peak water demand has to be considered. The total filling time of all the ponds can be calculated as 6 to 30 days for 5 to 25 ha ponds. The drainage time for different types of ponds should be as follows:
The total drainage time of all the ponds can be calculated as 5 to 25 days for 5 to 25 ha ponds.
3.2.3.1 Water requirement calculations The annual water requirements of fish ponds will depend on the soil conditions found at the project site, environmental factors, cultured species and the chosen technology of fish culture. To avoid any difficulty during the operation period of fish ponds all the factors have to be considered in this calculation. The necessary amount of water for a pond in an average year can be calculated using the equation below:
or
where Qr = annual water requirement (m3 or l/sec) For a hatchery, the peak water demand should be determined considering the production target and hatchery technology proposed (Piper, 1982). For a raceway system, the maximum flow of water should be calculated. This can be determined from the number of daily water changes in the raceway and the cross sectional area of the raceway (Leitritz, 1980). 3.2.3.2 Hydraulic computations To avoid overdesigned sizes of hydraulic structures for fish ponds or hatchery, and to assure that their sizes are adequate for smooth operation, hydraulic computations to determine their sizes should be performed, as follows: (a) for water supply system- design of the main and secondary feeder channels including intake, division boxes, pumping station or syphon, etc. To calculate the sizes of the above-mentioned or other hydraulic structures the hydraulic formulas given in Chapter 8 include all the formulas required to determine the sizes of the hydraulic structures. Obviously, the peak water demand based on the production calculations should be considered. 3.2.3.3 Structural calculations In order to achieve sound hydraulic structures and buildings the structural calculations should be performed. 3.2.3.4 Stability analysis of dikes The dikes of fish ponds must be safe and stable during all phases of construction and operation of fish ponds. To accomplish this, the following criteria should be met: (a) the dike must be safe against sliding by water force An earthfill dike designed to meet the above criteria will prove permanently safe provided proper construction methods and control are achieved (Capper, 1978) 3.2.4 Preparation of detailed drawingsTo prepare drawings based on detailed investigations and designs, the following should be noted: - to ensure the most economic solutions and to avoid any delay in construction as a result of shortage of materials, the structures and any buildings should be generally designed with available local materials (Tang, 1979); 3.2.4.1 Requirements of detailed drawings (i) Location, boundary, contour and land maps Figure 3. Layout plan Figure 4. Setting out plan From time to time when the soil used for construction of dikes has a higher seepage coefficient than required for an impervious dike, a clay core should be designed into the dikes. In this case, the measurements of the proposed clay core including the specifications needed for the core materials must be shown in the cross-sections. (v) Structural detailed drawings Based on the result of the hydraulical computations and the structural calculations, the detailed drawings of all the hydraulic structures including also the feeder channels as well as the pumping station if needed, must be prepared in the following detail: 1) Layout plan of the structure scaled at 1:50 to 1:200 must show the plan, the required sections and views as well as other details of the structure with all measurements and elevations required for formwork, its connection to the dike and the drain, etc., as well as the quality of the different materials designed for the structure as shown in Figure 6. The additional detailed plans of the screen, the stoplogs or the installation plans of the pumps for the pumping station, must be prepared in a similar format and detail. Figure 5. Longitudinal sections - Chipata Fish Farm Figure 6. Mwekera Fish Farm. Details of outlet Figure 7. Mwekera Fish Farm. Reinforcement details of outlet Figure 8. Mwekera Fish Farm Figure 8. (Cont'd) (vi) Hatchery building 4. ESTIMATES
Before approving a project, the cost of work required must be thoroughly investigated. It is necessary to prepare the cost estimate, for the intended work from the plans and specifications. Thus, an estimate for construction work can be defined as the process of calculating the quantities and costs of the various items needed in connection with the work (Chakraborti, 1922). Quantity Estimate or Quantity Survey This is a complete estimate of the quantities of materials or items that may be required to accomplish the project concerned. The quantity estimate is one of the most important ones in order to arrive at an accurate cost estimate for the detailed plan. Detailed Estimate Based on the results of the quantity estimate, this includes the cost estimate of everything required for satisfactory completion of work, and should be the best and most reliable estimate that can be made. Complete Estimate This is an estimated cost of all items, i.e. cost of main contract or material, labour and supervision, cost of land, engineering fees, miscellaneous, viz. removal costs of owner, contingency percentage, etc., which are related to the work in addition to the detailed estimate. 4.1 Preparation of Detailed Estimates
Based on the methods used for the preparation of detailed estimates in different countries, in general the principal parts of the detailed estimates consist of the following: 4.1.1 General abstract of costThis includes the name of the project, the date of preparation and the cost of different main sub-headings, including engineering cost of civil works, cost of equipment and land, etc. as well as contingencies. The detailed cost of each sub-heading is not shown in the general abstract of cost. 4.1.2 Abstract of costThe estimated cost of each and every individual item of work is calculated by multiplying the quantity by the specified rate in tabular form known as "Abstract form' as shown below, then adding all together to get the actual estimated cost of work. A percentage (1.5 to 2.5 percent) of the above estimate is usually added for a work charge along with an amount (usually 0.5 percent) for tools and plant, to calculate the grand total of the estimated cost.
In order to ensure that the detailed estimates can be easily surveyed, sub-headings are usually required. In this case, each sub-heading of the estimate is grouped for similar items of work. For an aquaculture project, the sub-headings should be as follows: (a) Site clearing and preparation The abstract of cost should contain the different sub-headings shown separately and added together to show the cost to complete the project. 4.1.3 Analysis of ratesIn order to provide a correct and reasonable rate per unit for a particular item, a detailed surveyed called an "Analysis of rate" should be conducted on costs of materials, labour and equipment as required for the unit following its specification. The rate per unit of an item consists of the following: (a) Quantity of materials and their costThe quantities of various materials required per unit rate for an item are determined by the specifications. The cost of materials should be the cost on site. To calculate this, an analysis of rates of materials should be calculated separately. This includes the market cost of the materials, including loading and unloading costs, 10 percent profit, and transportation costs. 4.1.3.1 Schedule of rates or data for costing To facilitate the preparation of estimates and to enable them to be prepared in a uniform manner, a schedule of rates or data for costing each kind of work commonly executed is provided by different departments in each country. These usually include general conditions, general specifications, items of different works, data for transportation, materials and labour, method of rate analysis, plant rate analysis and basic unit rate analysis. 4.1.4 Quantity estimatesAs mentioned previously, quantity estimates of items of various works should be prepared to provide an accurate cost estimate for the implementation of a project. Quantity estimates should be prepared separately for both the structures and the earthworks. (i) Quantity estimates for structures and buildingsMeasurement of all structures and buildings should be taken as per the standard specification, or as per the schedule of rate, or as per current practice. Calculating formulas (1) Sectional area having no transverse slope for diking or cutting with same side slopes
whereb = base width of dike, m
(b) Trapezoidal or end areas formula
(c) Prismoidal formula(first area + last area + 4 S even areas + 2 S odd areas), m3 There are a number of alternative ways in which the prismoidal formula may be used. For instance, it can be used to calculate the volume of excavation in a smaller nursery pond applying the prismoidal formula for a single strip , m3where D = depth of excavation, m whereV = volume of earth between contour lines A1 and A2 5. TENDER DOCUMENTS
A tender is a written bid submitted by a Contractor in pursuance of the notification given, to execute certain work at calculated rates with the terms and conditions laid down in the tender documents. 5.1 Advertisement for Bids (Notice to Contractors, or Invitation to Bid)For wide publicity of a major work, the sealed bids concerned are invited by advertising in a minimum of two daily local newspapers. All tender notices should be in the standard form established by the competent department. The advertisement should contain the following information: issuing office, brief description of work, location of project, estimated cost of work, office where plans and specifications can be obtained and charges for them, price of tender form and other tender documents, class of Contractors, earnest money to be deposited, time of completion, date for receipt of bids and time of opening of bids, accepting authority and rights reserved to the Owner. An example of a tender call notice is shown below. ORISSA FISH SEED VIVEKANANDA MARG, BHUBANESWAR-751002 TENDER CALL NOTICE No. CAD-385K: - Managing Director, Orissa Fish Seed Development Corporation Limited. Vivekananda Marg, Bhubaneswar-2, Orissa invites sealed tenders for the following work from the registered contractors of State Public Works (R & B) and Irrigation Departments; Name of work:- Construction of 10 hectare fish seed hatchery project at Chiplima in the dist. of Sambalpur. Tender amount:- Rs. 12,25,191. Cost of tender paper:- Rs. 300 (Son refundable). E.M. 1% of cost of tender paper:- Rs. 12,250. Class of Contractor:- 'A' Class & above. Time of completion:-Twelve months. The tender paper will be sold during the office working days up to 9-12-82 and will be received on 10-12-82 at 2 p.m. and will be opened on the same day at 2.20 p.m. in the presence of the tenderer or their authorised representatives. The earnest money will be duly pledged to the Managing Director, Orissa Fish Seed Development Corporation Limited, Bhubaneswar in shape of N.D.C./N.P.S.C./N.S.C./Orissa Government Loan Bond/ Postal Savings Pass Book/Demand Draft on any Indian nationalised banks at Bhubaneswar, without which tender will be liable for rejection. Certified copy of the Sales Tax and Income Tax clearance certificates are also to be attached and the original to be shown at the time of opening. The authority reserves the right to cancel any or all the tenders without assigning any reason thereof. MANAGING DIRECTOR For smaller projects, an invitation for bids is issued by the owner to a selected group of Contractors. It conveys much of the information that would be included in an advertisement. In this case, instructions to bidders should be provided in the letter of invitation to the Employer. 5.2 Draft Contract
For implementation of the construction works of a project, an agreement, commonly called a contract, between Owner and Contractor should be concluded which requires that certain legal formalities be observed by the parties. The nature and content of contracts vary from country to country and the terms of the contract should be precise and definite and there should be no room for ambiguity or misconstruction therein. To avoid this contingency, the government department and agencies as well as the Association of Consulting Engineers or the Institutions of Civil Engineers have established standard printed contract forms (Abrahamson, 1969). 5.2.1 Types of contractsUnit-price contract For unit-price contracts. Contractors are required to quote rates for various items of work on the basis of the corresponding unit price. Advantages of unit-price contract: (i) This form of contract ensures a more detailed analysis of cost by the Contractor. The authority concerned with accepting the tender can easily control the rates with reference to its own calculations and decide which of the tenders is favourable. Lump-sum contract In this form of contract the Contractor is required to quote a fixed sum for execution of the work completed in all respects. For such a contract, it is very important that the drawings and specifications be comprehensive and show in complete detail all features and requirements of the work. Advantages of lump-sum contract; (i) The employer knows exactly what the work will cost. Contract with lump-sum and unit prices In this form of contract the Contractor is required to quote partly a fixed sum for execution of an entire structure completely detailed on the drawings, and partly unit prices which may be required for features of variable quantities such as excavation of drains for ponds. Negotiated contract When work is awarded on contract by mutual negotiation between the parties without call of tenders, it is said to be a negotiated contract. It may be in any of the forms mentioned above. Advantages of this contract are that it brings some economy in expenditure. The parties selected being always reliable and financially sound, ensure interrupted work with less chance of dispute. Draft contracts consist of general provisions or general conditions and special provisions or special conditions. The general provisions set forth the rights and responsibilities of the parties to the construction contract and the surety, the requirements governing their business and legal relationships. Particular requirements of the project are separately inserted in the special provisions. 5.2.2 General provisions or general conditionsGovernments have their own standard general conditions of contract provided on the printed tender form. The conditions specify mainly the following articles: 1. Definitions and interpretation The general provisions used by FAO in the contract for an aquaculture project as shown in Annex 2 specify the following articles: 1. Nature and interpretation of contract 5.2.3 Special provisions or special conditionsThere are several articles or clauses in the special provisions of a contract to govern the character of the work to be carried out. Annex 3 shows the general form used by FAO for aquaculture projects which comprise mainly the following articles: 1. Work and services to be executed by the Contractor 5.3 Statements of Work, Services and Technical Specifications
Statements of work and services contain the scope of the work including description of the site for work, soil characteristics determined by the reconnaissance soil survey carried out at the site, meteorological features needed for the construction works and the operation of the project, description of the project in detail including the construction works and services required. The technical specifications contain detailed descriptions of all workmanship, services and materials as well as testing methods which are required to complete a project in accordance with the drawings and specifications. The specifications required for a project are as follows: 1) Specification of work is required to describe the quality and different materials needed for a construction work and is one of the essential contract documents. In this manner the Contractor can prepare a programme to procure the materials required for a project as well as enabling the Owner's representative (the Engineer) to check the quality of materials, confirming the specifications and thereby avoiding any dispute with the Contractor. 5.3.1 Types of specificationsThe specifications are divided into two types as follows: Standard specifications The governmental departments and other public agencies sponsoring public works publish "standard specifications", ensuring a uniformity of administrative procedure and of quality of constructed facilities, as evidenced by specific requirements of materials and workmanship (Merritt, 1968). Master specifications In order that the specifications for a particular contract may be completely adaptable to the work of a contract, the standard specifications almost always require modifications and additions. Therefore, master specifications are prepared by design organizations. A master specification covers a particular item of construction, such as excavation of drains, dikes and concrete structures of ponds, etc. It contains requirements for all possible conditions and construction that can be anticipated for that particular item. 5.3.2 Specification writingSpecifications usually are written in the traditional style of composition. They should be prepared with as much detail as necessary to convey that which is required and hence agreed to. Ambiguity and verbosity should be avoided. A good specification is clear, concise and easily understood. The courts have traditionally interpreted ambiguous requirements against the party who prepared them. Since specifications supplement the drawings, the special provisions and standard specifications together should not leave any doubt as to the quality of the required work. An example of Technical Specifications prepared for the construction of Chipata Fish Farm is given in Annex 4. 5.4 Bill of QuantitiesA bill of quantities or schedule of quantities consists of a complete list of all various items of works for a project, giving the item number and description of items with unit and quantity of work against each, thus enabling an estimated calculation of price of work. The bill of quantities is prepared from drawings and specifications and is arranged in a tabular form without completing columns of rate and amount. An example of a bill of quantities for construction of outlets is shown in Annex 5. The work of a project is usually divided into separate elements for payment purposes with respect to the kind of work involved, each element as a separate bill designated as a payment item. The total price of a bid is obtained by summation of the amounts for all items scheduled in the tender, arrived at by multiplying the estimated number of units for each item by the corresponding unit-price bid. A sample summary used for bill of quantities and contract cost is shown in Annex 6. 5.5 Schedule of ExecutionThe Contractor shall complete the work and services of the project to be executed under the contract in accordance with the schedule of execution. Schedules may be performed in either tabular or graphical form, although the graphical form is generally used because of ease in visualization. The most widely used graphical presentation of schedule of execution is the rectangular bar chart (Figure 9). It shows starting and completion dates for each item of work. It indicates the items on which work must proceed concurrently, items that overlap others and by how much, and the items that must be completed before work on others can begin. It is a convenient way to advise the Contractor of necessary material delivery dates. For comparing performance of work with that scheduled, a bar is usually placed above the schedule bar showing actual start and completion dates. The chart in Figure 9 indicates that clearing and preparing of site started on the date programmed and was completed ahead of time whereas construction of outlets began late. At the close of August, construction of outlets was 75% complete. This method has the advantage of being simple. It can be used for a small-scale project, however a more detailed schedule of execution is required for a large-scale project. In this case bar charts have to be separately prepared for performance of work items and others showing materials and different machinery needed for all items of works. Figure 9. Rectangular-bar progress schedule 5.6 Bidding ScheduleThe bidding schedule is a very important document on which the contractor summarises his bid including the total price of bid, the load bearing capacity of the soil at the site on which the bid is calculated and confirms as well as signs the terms and conditions of the contract. There are various forms of a bidding schedule. A sample form of this used by FAO for aquaculture projects is given in Annex 7. 5.7 Approved DrawingsOne set of approved drawings prepared for the project should be provided with the tender, on which the bidders will be able to control the tender's bill of quantities and calculate their bids. The following drawings have been generally enclosed with the tender documents: 1. Location map of the project, scale 1:50 000 Further drawings may be issued from time to time at the discretion of the Engineer, as need arises. 6. REFERENCESAbrahamson, M.W., 1969, Engineering law and the I.C.E. Contracts. London, MacLaren & Sons, Ltd. Alien, L.J. and E.C. Kinney (eds), 1981, Proceedings of the Bio-Engineering Symposium for fish culture, Bethesda, Maryland, Fish Culture Section of the American Fisheries Society, FCS Publication, 1:307 p. Bardach, J.E., J.H. Ryther and W.O. McLarney, 1972, Aquaculture: the farming and husbandry of freshwater and marine organisms. New York, Wiley-Interscience, 868 p. Buringh, P., 1979, Introduction to the study of soils in tropical and subtropical regions. Wayennigen, Centre for Agricultural Publishing and Documentation Capper, P.-L., W.F. Cassie and J.D. Geddes, 1980, Problems in engineering soils. London, Spon Ltd., 276 p. 3rd ed. Chakraborti, M., 1982, Estimating costing and specifications in civil engineering. New Delhi (privately published) Chen, T.P., 1976, Aquaculture practices in Taiwan. Farnham, Surrey, Fishing News Book Ltd., 176 p. Creager, W.P., J.D. 1950, Justin and J. Hinds, Engineering for dams. New York, John Wiley and Sons Edwards, D.J., 1978, Salmon and trout farming in Norway. Farnham, Surrey, Fishing News Book Ltd., 208 p. Hepher, B. and Y. Pruginin, 1981, Commercial fish farming with special reference to fish culture in Israel. New York, Wiley Interscience, 261 p. Hora, S.L. and T.V.R. Pillay, 1962, Handbook on fish culture in the Indo-Pacific region. FAO fish. Tech. Pap., (14):204p. Huet, M. and J.A. Timmermans, 1972, Textbook of fish culture: breeding and cultivation of fish. Farnham, Surrey, Fishing News Books Ltd., 436 p. 4th ed. Kafuku, T., and H. Ikeneone, 1983, Modern methods of aquaculture in Japan. Tokyo, Kodansha Ltd., and Amsterdam, Elsevier, Developments in aquaculture and fisheries science, 11:216 p. Khanna, P.N., 1981, Indian practical civil engineers' handbook. New Delhi, Engineers Publishers Lee, J.S., 1973, Commercial catfish farming. Danville, Illinois, Interstate Printers and Publishers, Inc., 263 p. Leitritz, E. and R.C. Lewis, 1980, Trout and salmon culture (hatchery methods). Calif. Fish. Bull., (164):197 p. Linsley, R.K., M.A. Kohler and J.L.H. Paulhus, 1979, Applied hydrology. New Delhi, Tata, McGraw-Hill Publishing Co., 689 p. Merritt, F.S., 1968 ,Standard handbook for civil engineers. New York, McGraw-Hill Book Co., pag. var. 2nd ed. New, M.B. and S. Singholka, 1982, Freshwater prawn farming. A manual for the culture of Macrobrachium rosenbergii. FAO Fish. Tech. Pap., (225):116 p. Issued also in French and Spanish Pillay, T.V.R., 1977, Planning of aquaculture development - an introductory guide, Farnham, Surrey, Fishing News Books Ltd., for FAO, 72 p. Piper, R.G. et al., 1982, Fish hatchery management. Washington, D.C., U.S. Department of the Interior, Fish and Wildlife Service, 517 p. Stickney, R.R., 1979, Principles of warmwater aquaculture. New York, John Wiley & Sons Inc., 375 p. Tang, Y.A., 1979, Physical problems in fish farm construction. In Advances in aquaculture edited by T.V.R. Pillay and W.A. Dill. Farnham, Surrey, Fishing News Books Ltd., for FAO, pp. 99-104 Tapiador, D.D. et al., 1977, Freshwater fisheries and aquaculture in China. A report of the FAO Fisheries (aquaculture) Mission to China, 21 April-12 May 1976. FAO Fish. Tech. Pap.,(168):84 p. Issued also in French and Spanish Terzaghi, K. and R.B. Peck, 1967, Soil mechanics in engineering practice. New York, John Wiley and Sons Inc. US Department of Interior, 1965, Bureau of Reclamation, Earth manual. A guide to the use of soil as foundations and as construction materials for hydraulic structures. New Delhi, Oxford & IBH. Publishing Co., 783 p. US Department of Interior, 1965, IBH Publishing Co., 816 p. 2nd ed. Wheaton, F.E., 1977, Aquacultural engineering. New York, Wiley-Interscience, 708 p. Woynárovich, E. and L. Horváth, 1980 , The artificial propagation of warm-water finfishes: a manual for extension. FAO Fish. Tech. Pap., (201):183 p. Issued also in French and Spanish ANNEX 1 HYDROLOGICAL FORMULAS1. METHOD FOR DETERMINING PEAK FLOOD FOR MINOR STRUCTURES 2 To design small dams with small water catchment areas (< 100 km) for aquaculture projects, the peak flood estimate required for the spillway calculations can be determined by the rational formula (Linsley, 1979) , m3/secwhere Qp = peak rate of flow, m3/sec Table 1 Values of Coefficient of Runoff, C
The time of concentration, Tc, is the time it takes for water to flow from the most distant point in the water catchment area to the outlet point. An equation for estimating this characteristic follows. where Tc = time of concentration in hours In areas where rainfall records are lacking, the time of concentration can be calculated to arrive at the duration of the design storm. 2. METHOD OF ESTIMATING ANNUAL UNIT WATER YIELD FOR UNGAUGED WATER CATCHMENT AREAS In order to determine the annual water yield estimated from a catchment area where there is not enough data to make an accurate calculation, the following formulas proposed by Brenken can be used:
where qA = estimated annual unit water yield in mm ANNEX 2 GENERAL PROVISIONSContract No. Article 1 - Nature and Interpretation of Contract (a) The Contractor shall, for the purposes of this Contract, have the status of an independent contractor and shall be fully responsible, in particular, for acts or omissions of his employees. The Contractor and his employees shall conform to all applicable laws and regulations; he shall promptly correct any violations thereof and shall keep the Organization informed of any conflicts or problems arising in relation to the authorities of the country concerned. Article 2 - Delays and Defaults (a) If there should be any delay in the performance of this Contract or any part thereof, the Contractor shall notify the Organization in writing giving the cause, such notification to reach the Organization no later than ten days after the date on which the delay is known by the Contractor. Article 3 - Acceptance (a) The Organization may examine any item, equipment, materials, supplies and/or services to be provided under this Contract, at any time prior to expiry of this contract. Article 4 - Copyrights and Patents (a) The copyrights of each and any related part of the work to be performed under this contract shall be vested in the Organization including, without any limitation, the rights to use, publish, sell, or distribute, privately or publicly, any item or part thereof. Article 5 - Disputes and Arbitration (a) Except as otherwise provided in this contract, any dispute between the Contractor and the Organization arising out of this Contract shall be settled by mutual agreement between the contracting parties. Article 6 - Liability with respect to Claims (a) The Contractor hereby indemnifies and holds the Organization harmless from and against any and all responsibilities, claims, demands, suits, judgements, damages and losses, including the costs, fees and expenses in connection therewith or incident thereto for:(i) any injury to his employees and third parties Article 7 - Changes and Amendments (a) The Organization may, at any time, by written notification:(i) make changes in the specifications and/or delivery schedules, provided always that such changes do not increase the work of the Contractor, involve additional expense, or reduce the time within which the work must be performed; Article 8 - Termination (a) The Organization shall have the right to terminate this Contract if it considers that the continued implementation of the Contract is impossible or impractical:(i) for unforeseen causes beyond the control of the Organization; Article 9 - Notices (a) Any notice affecting the rights or obligations of either party to this contract shall be given in writing and delivered in person or by telegram or by registered mail to the addresses given below:(i) To the Organization: Director, Administrative Services Division,
(b) Notice shall be considered as effected as on the date of delivery to the addressee.
ANNEX 3 SPECIAL PROVISIONSContract No. Article 1 - Work and Services to be executed by the Contractor The Contractor shall execute the work and services set out in the "Statement of Work, Services and Specifications" attached hereto as Annex..., it being understood that such work and services shall include those which, while not specifically provided for in the said Annex... are implied by generally accepted usages and standards of the trade and industry. Article 2 - Equipment, Materials, Supplies, Services and Personnel to be provided by the Contractor For the purpose of executing the work and services as set out in Article 1 above, the Contractor shall be responsible for providing, at his cost, all personnel, equipment, materials, supplies and all other services as required. Article 3 - Schedule of Performance (a) The Contractor shall commence performance of the present contract immediately upon its signature by both parties and receipt of the relevant authorizations, permits, etc. to build as may be required in accordance with the laws, decrees and/or regulations of the authorities concerned. Article 4 - Authorizations and Permits The Contractor is responsible for obtaining all such authorizations and permits as may be required for the execution of this contract, it being understood that the Organization will use its good offices to ensure that the Government will provide the said authorizations and permits and will put the construction sites at the disposal of the Contractor, free of all encumbrances, in good time. Article 5 - Levies, Duties, Taxes, etc. The present contract is not subject to payment of any levies, taxes, registration duties or any other duties or charges whatsoever. Article 6 - Statement of Accounts and/or Invoices of Contractor The Contractor shall address all statements of accounts and/or invoices for sums due for payment in accordance with the terms of the present contract to the Office of the Resident Representative of the United Nations Development Programme, hereinafter referred to as the "UNDP", after their certification by the Organization's Resident Engineer. Article 7 - Overpayments The Contractor shall pay or reimburse to the Organization in the currency of original payment, or in a currency to be mutually agreed upon:(i) Overpayments made by the Organization; Article 8 - Remuneration and Method of Payment (a) In full consideration of the work and services to be executed by the Contractor and subject to the terms and conditions set out below, the Organization shall pay to the Contractor upon receipt at the Office of the Resident Representative of the UNDP of invoices in triplicate, duly certified by the Organization's Resident Engineer a total amount not to exceed ............................ calculated in accordance with the "Bill of Quantities and Contract Costs", as shown in Annex ... Article 9 - Revision of Prices It is understood between the Organization and the Contractor that the prices as specified in Annex... of the present contract are firm and shall not be revised under any circumstances. Article 10 - Bonus for early Completion and Penalties (a) No bonus shall be due to the Contractor for early completion of the whole or part of the contract. Article 11 - Certificates of Completion of Works (a) When the whole or part of the works have been completed in accordance with the terms of the present contract, the Organization's Resident Engineer shall issue Certificates of Completion stating the dates on which the works or parts thereof, were completed in accordance with the terms of the present contract. Such Certificates of Completion may be issued, if necessary, subject to any tests as may be prescribed by the Resident Engineer being satisfactorily concluded. Article 12 - Period of Maintenance For the purposes of the present contract "Period of Maintenance" shall mean a period of one year calculated from the date of completion of part or all of the works certified by the Organization's Resident Engineer in accordance with the provisions of Article 11 paragraph (a) above. Article 13 - Completion of Period of Maintenance Upon completion of the period of maintenance, the Organization's Resident Engineer shall issue a Maintenance Certificate stating that the works, except for fair wear and tear, have been completed and maintained to his satisfaction. If the Organization's Resident Engineer is of the opinion that he is unable to issue the Maintenance Certificate, the Contractor shall complete, as soon as possible at his own cost all such works of repair as may be required of the Contractor in writing by the Organization's Resident Engineer. If the repairs are carried out by the Contractor during the period of maintenance, commencement of a new period of maintenance of one year shall be effective as from the date of completion of such repairs as certified by the Organization's Resident Engineer. Article 14 - Supervision of Works (a) Supervision of the execution of the works under the present contract shall be the responsibility of the Organization's Resident Engineer or his duly authorized Representative. The Resident Engineer or his Representative shall generally carry out such duties in issuing decisions, certificates and orders as are required by the Contractor for the satisfactory execution of the contract. It is understood, however, that the Contractor shall promptly request the Resident Engineer to provide such instructions or guidance as may be necessary or lacking, and it is further understood that failure to seek such instructions or guidance shall not constitute a valid reason for delays in the execution of the works or for an execution which is not in accordance with the relevant specifications of the contract and/or the standards of the industry. Article 15 - Construction Site Logbook (a) On each site, the Contractor shall maintain a logbook for the entry or recording upon each visit to the site and, at least, on a weekly basis, of the following:(i) Supplies of constructional plant, equipment, building materials and supplies; Article 16 - Organization of the Construction Site (a) Save for the provision of the construction site(s), all measures necessary for the organization of such site(s) shall be the responsibility of the Contractor. In particular, the Contractor shall be responsible for the following at his own cost:(i) The establishment of footpaths and builders' roads. Such footpaths and roads may be freely used by the Organization's Engineer and his authorised agents or assistants and such other enterprises or firms as may be called upon to assist in construction works on the same site; Article 17 - Particulars to be supplied Within fifteen days of signature of the contract by both parties hereto, the Contractor shall supply the Organization's Resident Engineer with the following:(a) a detailed list of the Contractor's employees participating in the execution of the works; Article 18 - Presence of the Contractor on the Construction Site(s) (a) Within fifteen days of signature of the contract by both parties, the Contractor shall submit to the Organization's Resident Engineer, for approval, the designation of his representative who shall be empowered to supervise the execution of the works and represent the Contractor in relations with the Organization's Resident Engineer. The designation of a representative by the Contractor shall not relieve the Contractor of his obligations under the present Contract; Article 19 - Insurances at the cost of the Contractor (a) Without prejudice to the relevant provisions of Section II of the present contract, the Contractor shall be insured in such a manner against all material or physical damage, loss or injury from whatever cause arising from the execution of the contract as would be required to hold the Organization and the Government harmless from any responsibility therefor. Article 20 - Clearance of Site on Completion Within a month of the completion of the works, the Contractor shall clear away and remove from the site all surplus materials, rubbish and temporary works of every kind and leave the whole of the site and works clean and in a workmanlike condition to the satisfaction of the Organization's Resident Engineer. Failure by the Contractor to clean the site will cause the Government to do so at the expense of the Contractor. Article 21 - Patent Rights and Royalties The Contractor shall hold harmless the Organization and the Government from and against all claims and proceedings for and on account of infringement of any patent, trademark or other protected rights used by him for the execution of the works. Article 22 - Inspection of Site (a) The Contractor's bid shall be deemed to have been formulated after inspection of the site and obtaining all necessary information as to risks, contingencies and other circumstances which may influence or affect the execution of the contract. Article 23 - Designation of the Organization's Resident Engineer For the purposes of the present contract, the Organization's Resident Engineer is: Mr. ............................. ANNEX 4 CONSTRUCTION OF CHIPATA FISH FARM IN ZAMBIA1. GENERAL 1.1 Scope of Work The work contemplated under this contract includes general civil engineering works for the construction of the fish farm with a water surface of 4.5 ha, at Chipata, all as detailed in the bill of quantities specifications and drawings. The particular specifications for the work are as detailed herein after. These specifications shall be read in conjunction with relevant Zambian Standard specifications. Where Zambian specifications are not available, the specifications provided by the Resident Engineer (the Engineer) or his Representative will be final and the work shall be executed accordingly. Where the specifications in the Zambian Standard specifications are in variance with specifications detailed herein, the specifications herein shall govern. 1.2 Laboratories for Resident Engineer The Contractor shall provide, maintain and remove, if required, on completion of the works, any testing laboratories required in accordance with the contract for the use of the Resident Engineer and his staff. Testing equipment shall be located in testing laboratories as required by the Engineer. All laboratories shall be regularly and properly cleaned and maintained by the Contractor for as long as they are used by the Engineer. 1.3 Survey Equipment The Contractor shall supply and maintain in good working order for the duration of the Contract the survey equipment scheduled for use by the Engineer. 1.4 Attendance on the Engineer The Contractor shall provide casual labour required by the Engineer when checking the setting out and measuring up of the work. 1.5 Existing ground levels The Contractor shall satisfy himself that the existing ground levels as indicated on the Drawings or schedules of cross section levels are correct. To control the existing ground levels the elevations of the Temporary Bench Marks (DRG. No. 2) shall be used. Should the Contractor wish to dispute any levels, the ground in the area under dispute shall not be disturbed before the Engineer has given his decision as to the levels to be used. 1.6 Programme of Works The programme to be provided by the Contractor shall set out all the operations required to complete the works plotted against a time scale in weeks and shall indicate the requirements for plant, labour and materials plotted against the same time scale, including the periods necessary to mobilize labour and deliver equipment and materials to site. The total periods of completion shall not exceed those indicated in Annex ..... of this contract. 2. MATERIALS 2.1 Aggregates for Concrete Aggregates shall be obtained from a source known to produce aggregates satisfactory for concrete and shall be chemically inert, strong, hard, durable, of limited porosity, and free from adhering coatings, clay lumps, coal and coal residues, and organic or other impurities that may cause corrosion of the reinforcement or may impair the strength or durability of the concrete. Aggregates for concrete shall be natural gravels or crushed stone complying with BS 882/1201. Flakiness index when determined by the sieve method described in BS 812 shall not exceed 35 for any size of coarse aggregates. For structural concrete of specified compressive strength of Newtons per square millimetre or more at 28 days, the ten percent fines value of the coarse aggregate determined in accordance with BS 812 shall not be less than 10 tonnes and for other structural concrete not less than 5 tonnes. 2.2 Bolts, Nuts and Washers Mild steel bolts, nuts and washers for the hooks of stoplogs (DRG. No. 12) shall comply with the requirements of BS 153: Part 1 and either BS 916 or BS 2708. 2.3 Cement Normal Portland cement and High Early Strength Portland cement shall comply with the requirements of Zambian Standard ZS 001. Each consignment of cement shall be kept separate, identified and used in order of delivery. It is to be stored with proper protection from the weather. The cement bags shall be stored in such a manner as to permit easy access for proper inspection. Stacks shall not be more than 10 bags in height and also should be 70 cm away from the walls. The cement, if stored more than 120 days, shall be tested for soundness before use on all important works. If it is found defective in any way it shall be condemned for use. 2.4 Paint and Other Protective Coatings for Steelwork All paints etc. except where otherwise described are to be first quality priming, undercoating and finishing paints. They are to be obtained only from suppliers approved by the Engineer. Paint supplied in sealed containers of not more than five litres capacity shall be submitted for testing to the Engineer or his Representative. 2.5 Pipes for Water Supply and Drainage Works Asbestos cement pipes shall comply with the requirements of BS 3656. Concrete pipes for general drainage use shall comply with the requirements of BS 556 except that they may be supplied with flexible joints as supplied by manufacturer. The Spigot R.C.C. pipes shall be Class S pipes. 2.6 Sand The sand shall consist of natural sand, crushed stone or crushed gravel or a combination of any of these. It shall be hard durable clean and free of adherent coating and organic matter and shall not contain any appreciable amount of clay, balls or pellets. It shall not contain any harmful impurities such as iron pyrites, alkalies, salts, coal, shale or similar laminated or other material in such form or such quantities as to affect adversely the hardening, the strength and durability. The maximum quantity of clay, fine salt, fine dust or organic impurities in sand shall not exceed the following limits: Clay, fine salt and fine dust:(i) Not more than 4 percent by weight in natural sand. 2.7 Steel Reinforcement Mild steel and hot rolled high yield bars shall comply with the requirements of BS 785. Cold worked steel bars shall comply with the requirements of BS 1144. In the case of deformed bars, as defined in BS 785: Part 1 and BS 1144, the results of bond tests shall be furnished to the Engineer as required by him. 2.8 Structural Steel Structural steels shall comply with the requirements of BS 153: Part 1 and BS 4360. In addition, structural steel hot-rolled sections shall comply with the requirements of BS 4: Part 1. 2.9 Timber Timbers' for stoplogs (DRG. No. 12) shall be of the best quality, well seasoned and free from cracks, loose knots, cross grain, sapwood, shakes and other defects and except where otherwise approved, wrought on all faces. 2.10 Water Water used for both mixing and curing concrete as well as making mortar shall be clean and fresh and free from organic or inorganic matter in solution or suspension in such amounts that may impair the strength or durability of the concrete. Water for making concrete shall be tested in accordance with BS 3148. 3. CLEARING AND PREPARING OF SITE 3.1 Site Clearing The Contractor shall demolish, break up and remove superficial obstructions on the site of the fish farm in the way or otherwise affected by the Works. He shall clear each part of the site at times and to extent required and approved by the Engineer. Before starting earth work, the area demarcated for excavation of drains construction of dikes shall be cleared of bushes, vegetation and trees. Stumps and tree roots shall, unless otherwise directed by the Engineer, be grubbed up, and deposited off the site in dumps to be provided by the Contractor. 3.2 Stripping Top Soil Unless otherwise directed, 10 cm topsoil shall be removed from all construction areas and for re-use in the surface dressing of the dikes for grassing shall be stockpiled at thearea located between the dikes of the ponds P3, P6, P9 and Masupe River. 4. EARTHWORKS 4.1 General 4.1.1 Description of work The dikes, bottoms, drains and feeder canals shall be constructed according to the dimensions and slopes as per typical cross sections and longitudinal sections enclosed or as per cross sections approved by the Engineer. 4.1.2 Definitions, classifications and general use of earthworks materials 'Formation level' shall mean the surface level of the ground obtained after completion of the earthworks. 'Suitable material' shall comprise all material which is acceptable for use in the construction of dikes and which is capable of being compacted in the manner specified in Clause 4.3 to form a stable fill having side slopes as indicated on the Drawings. 'Unsuitable Material' shall mean other than 'Suitable Material' and shall include: (i) Material from swamps, marshes, dambos or bogs; 'Rock' shall mean boulders exceeding 0.2 m3 and masses of hard material which necessitates the use of blasting or approved pneumatic tools for their removal. The Engineer shall decide under which one of the above classes any material shall be classified and his decision shall be final. No excavated suitable material other than surplus to requirements shall be removed from the site except where directed or permitted. Should the Contractor be permitted to remove suitable material from the site to suit his operational procedure then he shall make good at his own expense any consequent deficit of filling arising therefrom. Unless the Engineer permits otherwise suitable material and topsoil, both surplus to the total requirements of the Works and all unsuitable material shall be run to spoil in separate tips provided by the Contractor. 4.1.3 Reduced level Pegs at bed, bottom level in the ponds and tops of dikes at the correct reduced levels determinated from the existing TBM's will be fixed by the Contractor at his own expense. The two TBM's shall be properly protected by the Contractor during the period of the construction works. 4.1.4 Dagbelling The Contractor shall be required to dagbell lines needed for fixing the correct profile of the dike section at his own expense. 4.1.5 Profiles Before starting earth work in any dike, profiles shall be made and maintained by the Contractor at suitable intervals. Profiles shall be made by actually excavating or filling and making the correct finished section as per cross section and shall be maintained till the final completion of the Work if so required by the Engineer. Ballies and strings shall be fixed and tied to indicate correct levels, finished slopes and dimensions. The level as shown by namoonas will include the provision of settlement allowance (5 percent for mechanical compaction and 10 percent for manual compaction). 4.2 Forming Of Dikes and Pond Bottoms Dikes and pond bottoms filled shall be formed of material excavated from the pond site as defined as 'Suitable Material' in Clause 4.1.2. Additionally, when permitted by the Engineer, material wetter than the appropriate limit as specified under inclusion (v) of Clause 4.1.2 may be incorporated. All earthworks materials placed in dikes or below pond bottom shall be deposited and compacted as soon as practicable after excavation in layers of thickness appropriate to the compaction plant used as permitted in Clause 4.3 or as directed by the Engineer. Dikes shall be built up evenly over their full width and during the construction of dikes the Contractor shall control and direct constructional traffic uniformly over their full width. The dike materials shall be placed only when the weather conditions permit. If rain is apprehended, the surface shall be graded and rolled with a smooth road roller to facilitate run off. After rains the surface shall be scarified and moistened before resuming work. Special care shall be taken in joining new dike with old one or with existing ground. If the work in a portion remains suspended for some time due to any reason and its exposed surface becomes hard, then the same shall be properly roughened before another layer of earth is placed over it. Benching shall also be done as per directions of the Engineer, wherever ordered. Cost of this work shall also be included in the rates for earthwork, as specified in Annex ...., Bill No. 2. Any damage to the dikes or the pond sections by any cause including rain, wind, cattle movement, etc., shall be suitably repaired by the Contractor as per directions of the Engineer at his own cost and nothing extra shall be payable to him on this account. If the work remains suspended for some time and during the intervening period there is growth of vegetation on the dikes or gets damaged due to any other cause, the top of the dikes shall be cleared, dressed and made good up to the proper section by the Contractor at his own cost and no claim shall be entertained on this account. The berms of ponds and drains should slope towards the inner edge to prevent rain water from flowing over the outer edge and down the slope of dikes and drains. A slope of 1 in 50 shall be provided for this purpose. After dressing the slopes, berms and tops of the dikes, the outside slopes, berms, tops and the inside slopes above the water surface shall be slightly roughened and covered with a 10 cm layer of topsoil for grassing. The layer shall then be raked even and lightly rolled with a hand roller. 4.3 Compaction Of Earthfills The material to be compacted be thoroughly broken down over the full width and to a depth of at least 15 cm by means of scarifiers disc harrows, hand tools or other suitable equipment. Any oversize material which in the opinion of the Engineer cannot be suitably broken down to the required size shall be removed from the Works. Any water required before the material is compacted shall be added to the material in successive applications by means of water tankers fitted with sprinkler bars, or by means of pressure distributors all capable of applying the water evenly and uniformly over the area concerned. The material shall be compacted at the optimum moisture content for Higher Compactive Effort density with an allowable tolerance of plus one (1) percent or minus two (2) percent of moisture by weight of dry material. Compaction shall be carried put by sheep foot rollers or other suitable equipment in a series of continuous operations over the full width of the layer concerned and the length of any section of a layer compacted shall not be less than three hundred metres, unless otherwise permitted by the Engineer. The thickness of any one layer after compaction shall not exceed 15 cm. The quality of material in any layer shall be equal to or better than the material in the layer immediately below. During the compaction the layer shall be maintained to required shape and cross section. The compacted density (Field Dry Density) at any point in the fill shall not be less than ninety percent (90%) of the Higher Compactive Effort density. 4.3.1 Compaction trials Compaction trials as described herein shall be held to determine the type of compaction plant and number of passes to be used but results obtained shall be considered as a guide only. At the commencement of construction, compaction trials shall be carried out by the Contractor in selected fill areas using the actual items of compaction plant which he proposes to use in the Works. The Contractor shall test one item of each different class and/or weight of compaction plant to be used on the fill selected. The method of conducting the compaction trials shall be as described hereunder: (i) A layer of material to be used in the fill construction shall be laid in the fill area to a depth which gives a compacted thickness of 15 cm and its moisture content adjusted to within + 1 percent and - 2 percent of the Higher Compactive Effort optimum moisture content. The Contractor shall be responsible for carrying out all necessary tests in connection with the trials, to the Engineer's approval, and shall present the test results to the Engineer. 4.4 Excavation of Foundation Pits, Drains arid Trenches The bottom of all excavations and drains shall be carefully levelled. Any pockets of unsuitable material or loose rock shall be removed and the resulting cavities filled with Class A granular material as directed. In cases where it is required the sides of pits shall be adequately supported at all times. All excavated materials from such excavations not required for building dikes or refilling shall be disposed of as directed by the Engineer. Trenches for pipes shall be excavated to a sufficient depth and width to enable the pipe and the specified or other approved joint and surround to be accomodated. 4.5 Refilling of Foundation Pits and Trenches Unless otherwise directed by the Engineer, all filling for this purpose shall consist of suitable material compacted in accordance with Clause 4.3. Backfilling shall wherever practicable be undertaken immediately after the specified operations preceding it have been completed. The surface shall be restored by replacing the materials in their proper order and form, and by compacting them to such a level as will ensure that after settlement is complete the surface level or refilled trenches shall be within 30 mm of that of the adjacent undisturbed ground. 4.6 Tolerances The tolerance allowable for dikes and excavations shall be as follows:
4.7 Measurement of work After the clearance of land, removal of topsoil and benching operations, cross section shall be taken at every 10 m interval and at obligatory points longitudinally and transversally with reference to the TBM's established at the site of work. The cross section shall be entered direct in measurement book and signed by both the Contractor and the Engineer in token of acceptance. The Contractor shall only start the work after the completion of the above formalities. Final measurements shall be recorded by observing the finished levels of excavation and dike on each line of cross section. These measurements shall be recorded in the measurement book and also plotted on the graph sheet showing the initial ground levels. Where no earth has been taken from outside borrow pits, the quantity of earthwork shall be worked out on the basis of internal section excavated. Where earthwork has been done by earth obtained from internal excavation as well as outside borrow pits, the quantities of digging and filling shall be worked out from the cross sections and the greater of the two shall be paid. In cases where the payment is based on the quantity of the fill, the quantity to be paid shall be arrived at after deducting 10 percent settlement allowance from the total quantity of the fill in case of manual compaction and 5 percent in case of mechanical compaction. No payment shall be made to the Contractor for earth borrowed by him in excess of that required to complete the banks, taking into account the earth available from internal excavation. Payment shall be based on the rates of Annex ....., Bill No. 2 and Bill No. 3, as appropriate. 4.8 Payment The earthwork for final payment shall be measured only when the work is completed to the final levels and cross section as shown in the drawings, in the entire reach of the agreement. For running payments, earth uniformly excavated and evenly laid shall be measured. Final measurements and running measurements for payment shall always be taken by cross sections. Full rates shall be payable only when the work has been completed as per specifications to the full satisfaction of the Engineer. Payment shall be based on the rates of Annex ..., Bill No. 2 and Bill No. 3, as appropriate. 5. CONCRETE WORK 5.1 Proportioning and Mixing Unless otherwise specified by the Engineer, the concrete mix shall consist of the material in the proportions given in drawings. In proportioning concrete, the quantity of both cement and aggregate should be determined by weight. However, the quantities of aggregate may be determined by volume, if allowed by the Engineer. Concrete shall be mixed in mechanical concrete mixers until a dense concrete of uniform colour and consistency is obtained. Only sufficient water shall be added to the cement and aggregate during mixing to produce a concrete having sufficient workability to enable it to be well consolidated, to be worked into the corners of the formwork and around the reinforcement, to give the specified surface finish, and to have the specified strength. When a suitable amount of water has been determined, the resulting consistency shall be maintained throughout the corresponding parts of the work, and approved tests such as the slump test shall be conducted from time to time to ensure that this consistency is maintained. The type of concrete as generally intended for various situations is indicated below:
The mix proportions given above are normally adopted mixes, where it is not considered practicable to use controlled concrete. Mixing and distributing equipments shall be clean before commencing and distribution of the concrete and such equipment shall be kept free from set concrete. The mixing shall be done by mechanical mixer but in case mixing is to be done by hand due to any practical reason, the prior approval is to be obtained from the Engineer. In case of hand mixing, material measured and mixed shall be on clean and water tight platform of steel sheet or wood of sufficient size to provide ample mixing area. The measuring shall be done as directed by the Engineer. Before adding water, aggregate (fine and coarse) shall be turned over at least three times dry. Water shall only be added in measured quantities by means of watering cans. Only sufficient water shall be added to ensure a thick plastic material of even colour and a thin sloppy mix must be avoided. The consistency of concrete shall not tend to separate mortar from coarse aggregate. No more concrete than can be used within half hours (in case of C.C.) or in the same day shall be mixed; should any be left over at the end of day's work, it shall be rejected and removed from the site immediately. 5.2 Placing Before proceeding to place the concrete, the formwork shall be realigned if necessary and water and the rubbish therein shall be removed by approved means. Immediately prior to placing the concrete, the formwork shall be well wetted and inspection openings shall be closed. The interval between mixing and placing of concrete shall not exceed 20 minutes so that initial setting process is not interferred with. Except where otherwise approved, concrete shall be placed in the forms by shovels or other approved implements and shall not be dropped from a height or handled in a manner which will cause separation. Accumulation of set concrete on the reinforcement shall be avoided. Concrete shall be placed directly in its permanent position and shall not be worked along the forms to that position. Each layer of concrete while being placed shall be consolidated by approved methods of ramming, tamping, or mechanical vibration to form a dense material with all surfaces free from honeycombing and tolerably free from water and air holes or other blemishes. Any water accumulating on the surface of newly-placed concrete shall be removed by approved means, and no further concrete shall be placed thereon until such water be removed. Unless otherwise approved, concrete shall be placed in a single operation to the full thickness of slabs and walls, and shall be placed in horizontal layers not exceeding 1 m deep in walls. Concrete shall be placed continuously until completion of the part of the work between construction joints as specified herein after or of a part of approved extent, At the completion of a specified or approved part a construction joint of the form and in the position hereinafter specified shall be made. If stopping of concrete placing he unavoidable elsewhere, a construction joint shall be made where the work is stopped. Construction joints shall be provided as follows: A joint shall be formed horizontally at the top of the foundation slab of the outlet structure. 5.3 Compaction Concrete shall be compacted into a dense mass immediately after placing by means of mechanical vibrators. The vibration shall continue during the entire period of placing concrete; compaction shall be completed before initial setting starts, i.e. within 30 minutes of addition of water to the dry mixture. Concrete of low quantity may, however, be permitted by the Engineer to be consolidated by hand. 5.4 Finishing The surface of concrete shall be finished all as directed by the Engineer. In case of precast slabs the top surface shall be finished even and smooth with wooden trowel before the concrete begins to set. 5.5 Curing Newly placed concrete shall be protected by approved means from rain, sun and drying winds. Exposed faces of concrete shall be kept moist by approved means for seven days after placing or for three days if rapid-hardening Portland cement is used. No masonry shall be started over the foundation until at least seven days after laying. 5.6 Testing The compressive strength of the concrete at twenty-eight days shall be not less than the strength as is described on the drawings. The compressive strength shall be ascertained by crushing 150 mm cubes of concrete, the cubes being made on the works and cured and tested as instructed. The Contractor shall pay all costs incurred in supplying the material for, and in making, maturing, delivering and testing the cubes and shall be reinbursed for the cost of cubes that attain the required strength, as approved by the Engineer. 5.7 Formwork Formwork for concrete shall be rigidly constructed of approved material and shall be true to the shape and dimensions described on the drawings. Timber shall be well seasoned, free from loose knots and except where otherwise approved, wrought on all faces. Faces in contact with concrete shall be free from adhering, grout, projecting nails, splits, or other defects. Joints shall be sufficiently tight to prevent the leakage of cement grout and to avoid the formation of fine or other blemishes. Faulty joints shall be caulked. Openings for inspection of the inside of the formwork and for the escape of water used for washing out shall be formed so that they can be conveniently closed before placing the concrete. Connections shall be constructed to permit easy removal of the formwork and shall be either nailed, screwed, bolted, clamped, wired, or otherwise secured so as to be strong enough to retain the correct shape during consolidation of the concrete. Formwork shall be true to line and braced and strutted to prevent deformation under the weight and pressure of the unset concrete, constructional loads, wind and other forces. The deflection shall not exceed 3 mm. An approved mould oil or other material shall be applied to faces of formwork in contact with unset concrete to prevent adherence of the concrete. Mud oil, retarding liquid and similar coatings shall be kept free from contact with the reinforcement. Formwork shall be removed by gradual easing without jarring. Before removal of the formwork the concrete shall be examined and removal shall proceed only in the presence of a competent supervisor and if the concrete has attained sufficient strength to support its own weight and any load likely to be imposed upon it. The period that shall elapse after the concrete has been laid before easing and removal of formwork is undertaken, shall be as follows:
In case of cantilever slabs and beams, the formwork shall remain till structures for counteracting or anchoring down have been erected and have attained sufficient strength. 5.8 Reinforcing Reinforcement bars shall be bent by machine or other approved means producing a gradual and even motion. Bars shall be bent cold. Bends shall comply with the dimensions given in the DRG No. 19. Reinforcement shall be accurately fixed and by approved means maintained in the position described on the drawings. Bars intended to be in contact at passing points shall be securely wired together at all such points with No. 16 gauge annealed soft iron tyring wire. Links and the like shall tightly embrace the bars with which they are intended to be in contact and shall be securely wired, or if approved, welded thereto. Immediately before concreting, the reinforcement shall be examined for accuracy of placing and cleanliness and corrected if necessary. The cover of concrete to the reinforcement shall be as described on the drawings and shall be provided and maintained within a tolerance 3 mm under and over by means of distance pieces of cement mortar or other approved material. 5.9 Facework Honeycombed surfaces shall be made good immediately on removal of the formwork, and superficial water and air holes shall be filled out. Unless instructed to the contrary, the face of exposed concrete placed against formwork shall be rubbed down immediately on removal of the formwork to remove fins or other irregularities. The face of concrete for which formwork is not provided, other than slabs, shall be smoothed with a wooden float to give a finish equal to that of the rubbed-down face where formwork is provided. The top face of a slab which it is not intended to cover with other materials shall be levelled and floated while unset to a smooth finish at the levels or falls shown on the drawings. The floating shall be done so as not to bring an excess of mortar to the surface of the concrete. 6. PIPEWORK Before a pipe is lowered into the trench, it shall be thoroughly examined to ensure that it is undamaged. Any damaged parts of the pipe shall, before a pipe is used, be made good as directed by the Engineer. Joints shall be made strictly in accordance with the manufacturer's instructions. Before making any joints, all jointing surfaces shall be thoroughly cleaned and dried and maintained in such condition until the joints have been completely assembled. The space between the end of the spigot and the shoulder of the socket of flexibly jointed pipes when jointed shall be as recommended by the manufacturer or ordered by the Engineer. After the pipes have been laid and tested, the bedding shall be completed by carefully placing selected excavated material from which stones over 25 mm in size and lumps of clay over 75 mm in size have been removed, into the spaces between the pipe and the sides of the trench to the level of the crown of the pipe. The material shall be thoroughly packed and rammed by careful hand tamping in layers 150 mm thick before compaction. Placing and tamping shall proceed equally on both sides of the pipe. A further layer of the same material at least 300 mm thick after compaction and the full width of the trench shall be placed over the crown of the pipe in two equal layers, each layer being lightly tamped by hand. 7. BLOCKWORK The cement is to be the best Portland cement as before described in Clause 2.3. The sand is to comply with the requirements of Clause 2.6. The cement blocks are to be hard, square and uncracked and approved by the Engineer. All blocks when delivered to site are to be properly stacked and not tipped and any defective or broken blocks are to be thrown out and carted away. The cement mortar is to be well worked and prepared in small quantities sufficient only for immediate use and used fresh. No mortar which has commenced to set may be mixed with any other mortar. The blocks in 1:3 cement sand mortar shall be properly placed in position such that the horizontal and vertical joints are completely filled with mortar. The thickness of joints shall not be more than 10 mm. 8. STRUCTURAL STEELWORK The welding of the screens (DRG. No. 11) is to be carried out in accordance with the recommendations set out in the British Code of Practice CP 113/102 Arc Welded Construction. 9. PAINTING Remove all scale from unprimed steelwork by flame cleaning, wire brushing chipping or scraping, degrease with white spirit and immediately prime. All coats of paint are to be thoroughly dry before the application of any subsequent coat and no paint is to be applied to external work during inclement weather nor on any moist surface. The appropriate time as indicated by the paint manufacturer is to elapse between the application of each coat. Steelwork is to be primed on the same day that it is cleaned and all coats of priming are to be maintained in good condition until the undercoating is applied by touching up all damage during the progress of work. Each coat of paint is to be a tint distinguishable from the previous coat. In no case is the last coat to be applied until the Engineer's permission has been obtained. ANNEX 5 Bill No........ Construction of Outlets
ANNEX 6 Bill of Quantities and Contract CostSummary
ANNEX 7 Bidding ScheduleContract No. .........
Which of the followings is not an established guideline for a project manager to develop a useful work package estimate?Answer and Explanation: Option d is the correct answer. Contingency is an event or situation or activity that may or may not occur in the future. Hence, the level of contingency is not recommended in the guidelines of package estimates.
Which of the following is a good condition for topAnswer and Explanation: The good condition for top-down estimating is when the project is small and internal.
Are usually derived from someone who uses experience and or information to determine the project duration and total cost?Top-Down Estimates
Are usually are derived from someone who uses experience and/or information to determine the project duration and total cost. Are made by top managers who have little knowledge of the processes used to complete the project.
What is the relationship between organizational culture and estimating quizlet?What is the relationship between organizational culture and estimating? Cultural norms affect the accuracy of estimates. A project leader is forecasting how much money his department needs to support a new project. He estimates that two people and $25,000 in expenses will cover his needs.
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