Sewerup free download

The lowest inside level at any cross-section of a sewer pipe is known as Invert Level at that Cross-section. These are provided for. One man hole to be provided for plots Design of Sewer System.

To Check Infiltration rates. OK Design of Sewer System. I got enough guidance from work good work. You said that the drainage design is equal to two times the maximum discharge while when calculated leakage reported that drainage design is equal to two times the rate of discharge.. I hope statement this point if allowed. Very good material, it will be more beneficial if you could have shown the calculation or uploaded supporting excel file. All softwares available on the site require membership.

I cannot download Excel sheets as I require one for the design of Sewerage system though I got the membership. Would like to inquire more on how to overcome excess sewage in places where there is already established sewer line yet there is increased population. Thanx alot.

This article was a lifesaver. I am doing something similar for my undergrad project. Hello sir your work is very appreciable, sir can you plz tell me how many types of networking are there in sewerage system and what are their names.

And also where does the peak facor like 4. Hope u would consider my question. Thank you! Please send Excel sheet for the design of sewerage system on my ID litafat gmail. I would like to ask if I want to design separate sewer system where is the different will be is it in the slopes only!!

You will be using all parameters of separate sewer system like discharge, self cleansing velocity etc. This was really helpful, i m working on my college project and this kinda helped me save time to go through all the literature regarding design as m already running short of it. I am a student at the University of Wisconsin — Stevens Point. For a interpretive media class I have to design a sign for a local waste water treatment plant in Green Bay to use to educate their visitors.

I am looking for an image of a separate sewer system to use in the sign and came across a couple on your website that would be perfect.

I was wondering if you would allow me to use any of your images and if you have any high quality versions of them? The site was worth visiting for me. Its written in this article. If you want us to design it, feel free to contact civilengineerspk gmail. How far from a residential house should a main sanitary sewer manhole be? The metropolitan sewer district said the developer idefinitely put it in the wrong place and it should have been in the street or in the sidewalk.

Thanks Dave. We use your pattern to design the sewer.. Really appreciate your work…. A i am student of MSc in water resources engineering in uet lahore. Assalam u Alaikum! Sir, I was your student in UET Your email address will not be published. Notify me of new posts by email. Design of Sewer System Some of the important and relevant terms for sewer system are discussed below….

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Estimation of such runoff reaching the storm sewers therefore is dependent on intensity and duration of precipitation, characteristics of the tributary area and the time required for such flow to reach the sewer. The storm water flow for this purpose may be determined by using the rational method, hydrograph method, rainfall-runoff correlation studies, digital computer models, inlet method or empirical formulae. Of all these methods, the rational method is more commonly used.

Rational Method Para 3. The characteristics of the drainage district, such as, imperviousness, topography including depressions and water pockets, shape of the drainage basin and duration of the precipitation determine the fraction of the total precipitation which will reach the sewer. This fraction known as the coefficient of runoff needs to be determined for each drainage district. The engineering and policy decisions taken are dependent on the correctness of the data collected and its proper evaluation.

It includes collection of basic information, project surveys and preparation of project report. Project Surveys i Preliminary project surveys This is concerned with the broad aspects of the project. Data on aspects such as capacity required, basic arrangement and size, physical features affecting general layout and design, availability of affluent disposal facilities, probable cost and possible methods of financing, shall be collected to prepare an engineering report describing the scope and cost of the project with reasonable accuracy.

In framing such estimates, due consideration must be given to the escalation of prices of basic materials and their availability. While extreme precision and detail are not required in this phase all the basic data obtained must be reliable. In contrast to preliminary survey this survey must be precise and contain contours of all the areas to be served giving all the details that will facilitate the designer to prepare design and construction of plans suiting the field conditions.

It should include, interalia, network of benchmarks and traverse surveys to identify the nature as well as extent of the existing underground structures requiring displacement, negotiation or clearance.

Such detailed surveys are necessary to establish rights of way, minimize utility relocation costs, obtain better bids and prevent changing and rerouting of lines.

All these points should be referred adequately to permanent objects. Approach roads, detours, by-passes and protective fencing should also be laid out and constructed prior to undertaking sewer construction work. All layout work must be completed and checked before construction begins. Report at the end of each stage should include a time table and cost estimate for undertaking the next stage activity and a realistic schedule for all future stages of project development, taking into consideration time required for review and approval of the report, providing funding for the next stage, mobilizing personnel or fixing agency for the next stage of project preparation data gathering, physical surveys, site investigations etc.

Therefore the institutional arrangements, through which a project will be brought into operation, must be considered at the project preparation stage.

Similarly responsibility for project preparation may change at various stages. Arrangements in this respect should be finalized for each stage of project preparation. Some times more than one organization may have a role to play in the various stages of preparation of a project. It is therefore necessary to identify a single entity to be responsible for overall management and coordination of each stage of project preparation.

It is desirable that implementing authority is identified and those responsible for operation of a project are consulted at the project preparation stage. Audit Approach Inter-alia the following points could arise: 1.

Whether population forecast was worked out correctly and the estimate of waste water assessed correctly for the design period. Over estimation of population would lead to creation of infrastructure in excess of the actual requirement involving extra cost. Under assessment lead to creating additional infrastructure to meet the requirement of the full design life involving extra cost. Cases where pump set designed for ultimate stage may be verified and extra cost involved on erection of pumpset and motor for ultimate stage instead of intermediate stage and also power consumption on higher capacity of motor may be worked out and commented.

Whether various components of sewerage system were designed and constructed for the stipulated designed period if not financial implication may be commented. Whether detailed survey and investigation carried out and alignment for pumping main, sewer main fixed correctly taking into account topography of the ground and level difference needed for laying the sewers and location of outfall and disposal works. Cases where the schemes held up due to non assessment of the land required initially and incorporated in the Project report and subsequent delay thereof may be commented.

Whether funds for implementation of Project was identified before taking up the Schemes, cases where projects held up due to want of funds could be commented. Storm sewers designed to carry off storm water and ground water but excluding domestic sewage and industrial wastes and Combined sewers designed to receive sewage, industrial waste and storm water.

The combined system of sewerage though may be economical initially, suffer from several disadvantages such as sluggish flow during non-stormy days, leading to deposition of sewage, solids causing foul odours and increased cost of eventual sewage treatment or pumping cost, associated with disposal of sewage.

In view of this, the combined system is normally not recommended. The design of sewer interalia included estimation of sanitary sewage, estimation of storm water runoff and hydraulic, of sewer; design of sewer system etc. The method for estimation of sewage and storm water runoff is discussed in the previous chapter. Hydraulics of Sewers Para 3. If the velocity and depth of flow are the same from point to point along the conduit, the steady open channel flow is said to be uniform flow and non-uniform if either the velocity, depth or both are changing.

The design for wastewater collection system presumes flow to be steady and uniform. For design purpose, Mannings formula for open channel flow and Hazen William and Darcy-Wcisback formula for closed conduit or pressure flow is used for working out the head loss due to friction Design criteria:- It is better practice to design sewers with partial full condition to provide ventilation and keeping sewage in fresh condition.

Hence peak factor for design sewer shall range between 2 to 3. From consideration of ventilation in waste water flow, sewers should not be designed to run full. All sewers are designed to flow 80 percent of full ultimate flow. A self cleansing velocity is maintained at present peak flow ii. A sewer runs at 0. Hydraulic elements of circular sewers possess equal self cleansing properties at all depths. The self cleansing properties for different conduit are given below: i Sanitary Sewer: For design peak flow — 0.

But for the purpose of hydraulic design, estimated peak flow is adopted. The size of Sewer is to have adequate capacity for the peak flow to be achieved at the end of design period so as to avoid steeper gradient and deeper excavation. It is desirable to design sewers for higher velocity wherever possible. The sanitary sewer is designed to obtain adequate scouring velocities at the average or at least at the maximum flow at the beginning of the design period for a given flow and slope.

Velocity is little influenced by pipe diameter. The recommended slope for minimum velocity is given below which ensure minimum velocity of 0. The minimum diameter of public sewer may be mm. In hilly areas, where extreme slope are prevalent, the size of sewer may be mm.

They include structures and devices such as various types of manholes, lamp holes, gully traps, intercepting chambers, flush tanks, ventilation shafts, catch basins, street inlets, regulators, siphons, grease traps, side float weir, leaping weir, venture-flumes and out fall structures.

Manhole: Para 4. A spacing allowance of m per 1 m dia of sewer is a general rule in case of very large sewer. The circular manholes can be provided for all depths, starting from 0. Depending on the depth of manhole, diameter of manhole changes. The internal diameter of the manholes may be kept as follows for varying depths: para 4. They are designed for 10 minutes flow as a self- cleansing velocity of 0.

House Service Connection Para 4. Where there is no Y or T left for new connection insertion of new Y or T is not prescribed. The House service connection will be taken up to the property boundary.

The property owner shall connect the sewer line laid up to the property boundary with House service connection. Type of materials Para 5. No single material will meet all the conditions that may be encountered in sewer design. Selection should be made for the particular application and different materials may be selected for parts of a single project. Brick work is used for construction of sewer particularly for large diameters.

Brick sewers shall have cement concrete or stone for invert and To prevent ground water infiltration, it is desirable to plaster the outer surface. There may be pressure fluctuations and occasional surge. Any failure or breakage in the Rising main will jeopardize the whole system since the Rising main is the most vital part of the sewerage system. Use of MS pipes should be avoided since MS pipes are very much prone to chemical and septic corrosion.

The strength of vitrified clay pipes often necessitates special bedding or concrete cradling to improve field supporting strength. The stoneware pipes and fittings shall withstand internal hydraulic test pressure of 0. The pressure shall be applied at a rate not exceeding 0. Joints such as cement mortar, lead, flanged and welded joints are under the category of rigid joints.

All types of mechanical joints such as rubber gasket joints are flexible. Flexible joints are preferable to rigid joints particularly with granular bed. Width of Trenches : Cause 3. Depth of Trench Width of Trench 1. The essential steps in the design and construction of buried sewers or conduits to provide safe installations are therefore: i Determination of the maximum load that will be applied to the pipe based on the trench and backfill conditions and the live loads to be encountered.

Proper design and adequate specifications alone are not enough to ensure protection from dangerous overloading of pipe. Effective value of these depends on the degree to which the design assumptions are realized in actual construction.

For this reason thorough and competent inspection is necessary to ensure that the installation conforms to the design requirements. There are three type of construction of Sewer a embankment condition b trench condition and c tunnel condition. Para 6. Hence type of loads in trench condition are discussed below: Type of loads Para 6.

The external loads are of two categories viz. Moving loads may be considered as equivalent to uniformly distributed load. Sewer lines are mostly constructed of stoneware, concrete or cast iron which are considered as rigid pipes while steel pipes, if used are not considered as rigid pipes.

The flexibility affects the load imposed on the pipe and the stresses induced in it. Loads on conduits due to backfill: Para 6. The first component is the weight of the prism of soil within the trench and above the top of the pipe and the second is due to the friction or shearing forces generated between the prism of soil in the trench and the sides of the trench produced by settlement of backfill.

The resultant load on the horizontal plane at the top of the pipe within the trench is equal to the weight of the backfill minus these upward shearing forces. Weights of common filling materials w and values of Cd for common soil conditions encountered are given in Table 1 and 2 respectively. Load on conduit due to super imposed loads: Para 6. This is generally taken as 1m or the actual length of the conduit if it is less than 1 m b Distributed load : Para 6. The ratio of the strength of a pipe under any stated condition of loading and bedding to its strength measured by three edge bearing test is called the load factor.

The load factor does not contain a factor of safety. Load factors have been determined experimentally and analytically for the commonly used construction condition for both trench and embankment conduits. Supporting strength in Trench conditions Para 6. Class A bedding may be either concrete cradle or concrete arch. Class B is a bedding having a shaped bottom or compacted granular bedding with a carefully compacted backfill.

Class C is ordinary bedding having a shaped bottom or compacted granular bedding but with a lightly compacted backfill. Class D is on with flat bottom trench with no care being taken to secure compaction of backfill at the sides and immediately over the pipe and hence is not recommended.

Class B or C bedding with compacted granular bedding is generally recommended. Shaped bottom is impracticable and costly and hence is not recommended. The pipe bedding materials must remain firm and not permit displacement of pipes which include Red gravel, coarse sand, crushed gravel etc. The material has to be uniformly graded or well graded. Well graded material is most effective for stabilizing trench bottom and has a lesser tendency to flow than uniformly graded materials.

However, uniformly graded material is easier to place and compact above sewer pipes. Load factors Para 6. Concrete cradle plain concrete with carefully tampled backfill 2.

Concrete cradle — RCC with P Arch type plain concrete 2. The granular material used must stabilize the trench bottom in addition to providing a firm and uniform support for the pipe.

Well graded crushed rock or gravel with the maximum size not exceeding 25 mm is recommended for the purpose. Where rock or other unyielding foundation material is encountered bedding may be according to one of the Class A,B or C but with the following additional requirements. Class A: The hard unyielding material should be excavated down to the bottom of the concrete cradle.

The width of the excavation should be atleast 1.