Tipik Hızlı Yerçekimli Filtre Akış Şeması Hızlı Kum Filtrelerinin İzometrik Görünümü Temiz Su Yük Kaybı Hızlı Kum Filtrelerinde Geri Yıkama Geri Yıkama Ne Zaman Gerekli Olur Hızlı Yerçekimli Filtrelerin İşletme Sorunları Tasarım Örneği
Sedimentation is the process of separating suspended particles from water through gravitational settling, and involves reducing the velocity of water flow in sedimentation tanks to allow particles to settle to the bottom. Sedimentation can be plain or chemically assisted, and factors like tank design, flow rate, and particle characteristics determine settling efficiency. Various tank designs and inlet/outlet configurations aim to optimize detention time and minimize short-circuiting for effective sedimentation.
Dhi uk 2015 - marine - a new approach to modelling long-term shoreline evolut...Stephen Flood
This document discusses a new shoreline evolution model in MIKE 21 FM that uses a constrained morphological approach. It provides conceptual descriptions and examples of applications of the model. The model computes waves, currents and sediment transport on an area mesh and divides the nearshore area into strips to calculate shoreline movement. It offers flexibility with a curved baseline and ability to model complex bathymetry and hydrodynamics over long time scales. Examples shown include offshore breakwaters, ship wrecks, groyne fields, spits, and mega-nourishments. The document describes model inputs, solution techniques, outputs, and methods for speeding up simulations.
This document discusses methods for estimating peak runoff and time of concentration using the rational method for small drainage basins with green infrastructure. It presents the rational method equation and variables, then describes equations for estimating runoff coefficient, rainfall intensity, and time of concentration based on factors like soil type, slope, and drainage area. Graphs show relationships between the unified time of concentration equation and the rational method when varying coefficients, rainfall amounts, and basin characteristics. The areas under curve intersections provide insight into limitations of the rational method for runoff calculations.
To determine the grade of given bitumen. The penetration test is used as a measure of consistency. Higher values of penetration indicate softer consistency.
Sedimentation is the process of separating suspended particles from water through gravitational settling, and involves reducing the velocity of water flow in sedimentation tanks to allow particles to settle to the bottom. Sedimentation can be plain or chemically assisted, and factors like tank design, flow rate, and particle characteristics determine settling efficiency. Various tank designs and inlet/outlet configurations aim to optimize detention time and minimize short-circuiting for effective sedimentation.
Dhi uk 2015 - marine - a new approach to modelling long-term shoreline evolut...Stephen Flood
This document discusses a new shoreline evolution model in MIKE 21 FM that uses a constrained morphological approach. It provides conceptual descriptions and examples of applications of the model. The model computes waves, currents and sediment transport on an area mesh and divides the nearshore area into strips to calculate shoreline movement. It offers flexibility with a curved baseline and ability to model complex bathymetry and hydrodynamics over long time scales. Examples shown include offshore breakwaters, ship wrecks, groyne fields, spits, and mega-nourishments. The document describes model inputs, solution techniques, outputs, and methods for speeding up simulations.
This document discusses methods for estimating peak runoff and time of concentration using the rational method for small drainage basins with green infrastructure. It presents the rational method equation and variables, then describes equations for estimating runoff coefficient, rainfall intensity, and time of concentration based on factors like soil type, slope, and drainage area. Graphs show relationships between the unified time of concentration equation and the rational method when varying coefficients, rainfall amounts, and basin characteristics. The areas under curve intersections provide insight into limitations of the rational method for runoff calculations.
To determine the grade of given bitumen. The penetration test is used as a measure of consistency. Higher values of penetration indicate softer consistency.
Darcy's law describes the flow of fluid through a porous medium. It states that the flow rate is proportional to the permeability of the medium and the pressure drop over a distance, divided by the fluid viscosity and length. Darcy's law provides a simple relationship between the discharge rate, permeability, pressure drop, fluid properties, and distance. It is commonly used in hydrology and fluid dynamics to model flow through porous materials like aquifers and soil.
Design and Construction of Sewers And Sewer AppurtenancesTulsiram Bhattarai
The document provides information about sewer systems in Nepal. It discusses the historical development of sewage systems in Nepal from the 1920s to present day. It outlines the objectives of understanding sewer types, design criteria, construction, and appurtenances. The document describes various sewer shapes including circular, rectangular, egg-shaped, and others. It covers design criteria such as sewage flow calculations, velocity, gradient, and materials. Common sewer materials like concrete, brick, cast iron are explained. The importance of manholes and other appurtenances for maintenance and inspection is highlighted.
Pengelolaan sampah terpadu berbasis masyarakat kel cempaka putih timurOswar Mungkasa
Bahan disampaikan oleh Sri Wahyono dalam Lokakarya Persampahan Berbasis Masyarakat di Jakarta tanggal 16-17 Januari 2008. Lokakarya diselenggarakan oleh Jejaring AMPL
This document provides information about hydraulic structures and diversion head works. It discusses that a hydraulic structure disrupts natural water flow and examples include dams and weirs. It then describes the key components of diversion head works, including weirs, barrages, under-sluices, divide walls, river training works, fish ladders, and canal head regulators. The purpose and functions of each component are explained. Design considerations for weirs and barrages such as their cost, control of flow, and ability to incorporate transportation are compared.
This document describes different types of infiltrometers used to measure infiltration rates of water into soil. A single ring infiltrometer consists of a metal cylinder driven into the ground filled with a fixed level of water. A double ring infiltrometer uses two concentric rings to better control lateral water flow. A rainfall simulator produces controlled rainfall over a plot of land to measure surface runoff under varying rainfall intensities and durations.
design and analysis of water distribution SystemMian Umair Afzal
This document provides an overview of water distribution system design and analysis. It discusses the requirements and design phases for water distribution systems, including preliminary studies, demand analysis, and network layout. It also covers topics such as design criteria, pipe sizing, head losses, and hydraulic analysis methods. The key hydraulic analysis method discussed is the Hardy-Cross method, which is an iterative process that balances the head around loops in the pipe network to solve for node pressures and pipe flows.
Dry weather flow refers to the waste water flow in sewer systems during dry periods and consists mainly of domestic sewage and industrial wastewater. The key factors that affect dry weather flow are the rate of water supply, population growth, type of area served (residential, industrial, commercial), and infiltration of groundwater. The sewers must be designed to carry a minimum of 150 litres of water per capita per day to account for these factors.
The document discusses blending aggregate stockpiles to achieve desirable gradations for concrete. It describes how to plot individual aggregate gradations, identify critical sieves, and estimate initial trial proportions through the numerical blending method. This involves calculating blended percentages passing each sieve based on the proportions of each aggregate used. The process is iterative, adjusting proportions to get closer to specification targets using a trial and error approach. The combined specific gravity of the blended aggregate can also be calculated from the proportions of the individual stockpiles.
The document discusses key characteristics of river channels and watersheds. It describes how river channels convey water and sediment and flood during high flows. Watersheds are defined as the total area draining to a point, and their form is influenced by climate, geology, topography, soils and vegetation. Stream order is used to classify channels based on their hierarchy within the drainage network. The document also outlines three typical longitudinal zones along river channels - the headwaters erosion zone, middle transfer zone, and lower depositional zone.
This document discusses groundwater hydrology and related concepts. It defines groundwater hydrology as the science of occurrence, distribution, and movement of water below the earth's surface. It describes aquifers, specific yield, permeability, transmissibility, storage coefficient, and Darcy's law. It also summarizes well hydraulics including steady radial flow into wells for confined and unconfined aquifers. Finally, it discusses recuperation tests and well constants.
This document describes the HUBER Solar Active Sludge Dryer, which uses solar radiation to dry wastewater sludge in a greenhouse. It features a unique combination of sludge turning and transport through continuous drying process to evenly distribute the sludge. Drying the sludge reduces its mass and volume by up to 75%, lowering transportation costs and creating a product that can be used as fertilizer or secondary fuel. Case studies demonstrate municipal wastewater treatment plants around the world that have implemented this sludge drying technology successfully.
Dokumen tersebut membahas tentang drainase perkotaan. Drainase merupakan serangkaian bangunan air yang berfungsi untuk mengurangi dan membuang kelebihan air dari suatu kawasan agar lahan dapat difungsikan secara optimal. Dokumen tersebut juga membahas jenis, sistem jaringan, dan fungsi drainase perkotaan secara umum yang meliputi mengeringkan bagian kota dari genangan, mengalirkan air permukaan ke badan air terdekat, dan melindung
Hydrologic data generally consist of a sequence of observations of some phase of the hydrologic cycle made at a particular site. The data may be a record of the discharge of a stream at a particular place, or it may be a record of the amount of rainfall caught in a particular rain gage.
Although for most hydrologic purposes a long record is preferred to a short one, the user should recognize that the longer the record the greater the chance that there has been a change in the physical conditions of the basin or in the methods of data collection. If these are appreciable, the composite record would represent only a nonexistent condition and not one that existed either before or after the change. Such a record is inconsistent.
Darcy's law describes the flow of fluid through a porous medium. It states that the flow rate is proportional to the permeability of the medium and the pressure drop over a distance, divided by the fluid viscosity and length. Darcy's law provides a simple relationship between the discharge rate, permeability, pressure drop, fluid properties, and distance. It is commonly used in hydrology and fluid dynamics to model flow through porous materials like aquifers and soil.
Design and Construction of Sewers And Sewer AppurtenancesTulsiram Bhattarai
The document provides information about sewer systems in Nepal. It discusses the historical development of sewage systems in Nepal from the 1920s to present day. It outlines the objectives of understanding sewer types, design criteria, construction, and appurtenances. The document describes various sewer shapes including circular, rectangular, egg-shaped, and others. It covers design criteria such as sewage flow calculations, velocity, gradient, and materials. Common sewer materials like concrete, brick, cast iron are explained. The importance of manholes and other appurtenances for maintenance and inspection is highlighted.
Pengelolaan sampah terpadu berbasis masyarakat kel cempaka putih timurOswar Mungkasa
Bahan disampaikan oleh Sri Wahyono dalam Lokakarya Persampahan Berbasis Masyarakat di Jakarta tanggal 16-17 Januari 2008. Lokakarya diselenggarakan oleh Jejaring AMPL
This document provides information about hydraulic structures and diversion head works. It discusses that a hydraulic structure disrupts natural water flow and examples include dams and weirs. It then describes the key components of diversion head works, including weirs, barrages, under-sluices, divide walls, river training works, fish ladders, and canal head regulators. The purpose and functions of each component are explained. Design considerations for weirs and barrages such as their cost, control of flow, and ability to incorporate transportation are compared.
This document describes different types of infiltrometers used to measure infiltration rates of water into soil. A single ring infiltrometer consists of a metal cylinder driven into the ground filled with a fixed level of water. A double ring infiltrometer uses two concentric rings to better control lateral water flow. A rainfall simulator produces controlled rainfall over a plot of land to measure surface runoff under varying rainfall intensities and durations.
design and analysis of water distribution SystemMian Umair Afzal
This document provides an overview of water distribution system design and analysis. It discusses the requirements and design phases for water distribution systems, including preliminary studies, demand analysis, and network layout. It also covers topics such as design criteria, pipe sizing, head losses, and hydraulic analysis methods. The key hydraulic analysis method discussed is the Hardy-Cross method, which is an iterative process that balances the head around loops in the pipe network to solve for node pressures and pipe flows.
Dry weather flow refers to the waste water flow in sewer systems during dry periods and consists mainly of domestic sewage and industrial wastewater. The key factors that affect dry weather flow are the rate of water supply, population growth, type of area served (residential, industrial, commercial), and infiltration of groundwater. The sewers must be designed to carry a minimum of 150 litres of water per capita per day to account for these factors.
The document discusses blending aggregate stockpiles to achieve desirable gradations for concrete. It describes how to plot individual aggregate gradations, identify critical sieves, and estimate initial trial proportions through the numerical blending method. This involves calculating blended percentages passing each sieve based on the proportions of each aggregate used. The process is iterative, adjusting proportions to get closer to specification targets using a trial and error approach. The combined specific gravity of the blended aggregate can also be calculated from the proportions of the individual stockpiles.
The document discusses key characteristics of river channels and watersheds. It describes how river channels convey water and sediment and flood during high flows. Watersheds are defined as the total area draining to a point, and their form is influenced by climate, geology, topography, soils and vegetation. Stream order is used to classify channels based on their hierarchy within the drainage network. The document also outlines three typical longitudinal zones along river channels - the headwaters erosion zone, middle transfer zone, and lower depositional zone.
This document discusses groundwater hydrology and related concepts. It defines groundwater hydrology as the science of occurrence, distribution, and movement of water below the earth's surface. It describes aquifers, specific yield, permeability, transmissibility, storage coefficient, and Darcy's law. It also summarizes well hydraulics including steady radial flow into wells for confined and unconfined aquifers. Finally, it discusses recuperation tests and well constants.
This document describes the HUBER Solar Active Sludge Dryer, which uses solar radiation to dry wastewater sludge in a greenhouse. It features a unique combination of sludge turning and transport through continuous drying process to evenly distribute the sludge. Drying the sludge reduces its mass and volume by up to 75%, lowering transportation costs and creating a product that can be used as fertilizer or secondary fuel. Case studies demonstrate municipal wastewater treatment plants around the world that have implemented this sludge drying technology successfully.
Dokumen tersebut membahas tentang drainase perkotaan. Drainase merupakan serangkaian bangunan air yang berfungsi untuk mengurangi dan membuang kelebihan air dari suatu kawasan agar lahan dapat difungsikan secara optimal. Dokumen tersebut juga membahas jenis, sistem jaringan, dan fungsi drainase perkotaan secara umum yang meliputi mengeringkan bagian kota dari genangan, mengalirkan air permukaan ke badan air terdekat, dan melindung
Hydrologic data generally consist of a sequence of observations of some phase of the hydrologic cycle made at a particular site. The data may be a record of the discharge of a stream at a particular place, or it may be a record of the amount of rainfall caught in a particular rain gage.
Although for most hydrologic purposes a long record is preferred to a short one, the user should recognize that the longer the record the greater the chance that there has been a change in the physical conditions of the basin or in the methods of data collection. If these are appreciable, the composite record would represent only a nonexistent condition and not one that existed either before or after the change. Such a record is inconsistent.
1. enve-muhammed.blogspot.com
Hindistan Teknoloji Enstitüsü (IIT), Kanpur,
Mühendislik Fakültesi,
Su ve Atık Su Mühendisliği Dersi, 11
Ders 11: Hızlı Kum Filtrasyonu
Tipik Hızlı Yerçekimli Filtre Akış Şeması
Hızlı Kum Filtrelerinin İzometrik Görünümü
Temiz Su Yük Kaybı
Hızlı Kum Filtrelerinde Geri Yıkama
Geri Yıkama Ne Zaman Gerekli Olur
Hızlı Yerçekimli Filtrelerin İşletme Sorunları
Tasarım Örneği
Tipik Hızlı Yerçekimli Filtre Akış Şeması
(Flash’ı oynatmak için resmin üzerine tıklayarak bağlantıya gidiniz)
Water level while filtering: Filtreleme sırasındaki su seviyesi
Wash water troughs: Yıkama suyu olukları
Sand: Kum Gravel: Çakıl
Wash water gutter: Yıkama suyu havuzu
Wash water storage tank: Yıkama suyu depolama tankı
Filtreler Nasıl Çalışır
1.] 1. valf açılır. (Gelen suyun filtrelere akışını sağlar)
2.] 2. valf açılır. (Suyun filtreden süzülmesine izin verir)
3.] Filtrasyon işlemi süresince diğer tüm valfler kapalı tutulur.
2. enve-muhammed.blogspot.com
Hızlı Kum Filtrelerinin İzometrik Görünümü
Wash throughs: Yıkama olukları
Laterals: Yan kanallar/borular
Filter inlet header: Filtre giriş hattı kolektörü
Wash water inlet header: Yıkama suyu giriş hattı kolektörü
Wash outlet header: Yıkama suyu çıkış kolektörü
Pipe gallery floor: Boru geçit yüzeyi
Temiz Su Yük Kaybı
Temiz suyun delikli filtre malzemesinden süzülmesini tanımlamak üzere birçok formül geliştirilmiştir.
Yük kayıplarını hesaplamak üzere kullanılan Carman – Kozeny eşitliği aşağıdaki gibidir:
h= f (1-)Lvs2
3dg
h= f p(1-)Lvs2
3dgg
f =150 (1-) + 1.75
Ng
Ng=dvs
h = yük kaybı, m
f = sürtünme faktörü
= gözeneklilik (porozite)
= tanecik şekil faktörü (küreler için 1.0, yuvarlak kumlar için 0.82, ortalama kum için 0.75,
öğütülmüş kömür ve dişli kum için 0.73)
L = filtre yatağının derinliği, m
d = spesifik tane çapı, m
vs = filtrasyon hızı, m/s
g = yerçekimi ivmesi, 9.81 m/s2
p = eleğin üzerinde kalan kumun ağılık yüzdesinin elek çapına oranı
3. enve-muhammed.blogspot.com
dg = elek boyutları d1 ve d2’nin geometrik ortalaması
Ng = Reynold sayısı
= viskozite, N-s/m2
Hızlı Kum Filtrelerinde Geri Yıkama
Bir filtrenin verimli bir şekilde işletilmesi için filtre belirli zamanlarda temizlenmelidir. Eğer
filtre edilen su çok iyi bir kalitede ise filtreler geri yıkama yapılmaksızın uzun süre işletilebilir.
Bazı filtreler geri yıkamaya ihtiyaç duyulmadan bir haftadan fazla işletilebilmektedir. Ancak
uzun filtreleme süreleri filtre malzemesinin akışkan özelliğini kaybederek kalıplaşmasına
sebep olabilir. Böyle bir durumda geri yıkama işlemi dahi malzemenin yeniden yayılmasını
sağlamaya yetmez.
Depolama tankındaki arıtılmış su geri yıkama için kullanılır. Bu arıtılmış su genellikle yüksek
seviyedeki depolama tankından alınır ya da temiz bir kaynaktan pompalanır.
Filtre geri yıkama oranı filtre malzemesini yaymaya ve çalkalamaya ve sudaki flokları
giderilmek üzere askıda tutmaya yetecek büyüklükte olmalıdır. Ancak filtre geri yıkama oranı
fazla yüksek ise filtre malzemesi yıkanırken oluklara taşar ve oradan da filtrenin dışına atılır.
Geri Yıkama Ne Zaman Gerekli Olur
Aşağıdaki şartlar oluştuğunda filtre geri yıkanmalıdır:
Yük kaybı çok fazla olup filtre istenilen debide su süzemediğinde; ve/ya da
Floklar filtreyi geçebildiğinde ve filtre çıkış suyu bulanıklığı arttığında; ve/ya da
Filtre çalışma süresi belirlenen çalışma saatine ulaştığında.
Yük kaybı ve çıkış suyu bulanıklığına bağlı olarak filtre çalışma süresi uzunluğu tanımlama çizimi
Terminal acceptable headloss: Kabul edilebilir en yüksek yük kaybı
Effluent quality and headloss: Çıkış suyu kalitesi ve yük kaybı
Time or volume of filtrate: Zaman ya da filtre edilecek hacim
Effluent quality: Çıkış suyu kalitesi
4. enve-muhammed.blogspot.com
Limiting effluent quality: Sınır çıkış suyu kalitesi
Headloss through filter: Filtreleme süresince yük kaybı
End of filter run: Filtre çalışma süresi sonu
Hızlı Yerçekimli Filtrelerin İşletme Sorunları
Hava Bağlama :
Filtre yeni işletmeye alındığında su süzülmesinden kaynaklanan yük kayıpları oldukça azdır.
Ancak kirlilik birikmeye devam ettikçe yük kayıpları sürekli artar.
Nihayetinde, filtre malzemesinin oluşturduğu sürtünme direncinin yatak üstündeki suyun
durağan yükünü aştığı noktaya ulaşılır. Bu dirence çoğunlukla kum tabakasının üstteki 10 – 15
cm’lik kısmı sebep olur. Alttaki kum vakum gibi hareket eder ve suyu filtre malzemesi
boyunca aşağı doğru emer.
Sonuçta sudaki çözünmüş havayı ve diğer gazları salmaya meyilli bir negatif basınç oluşur.
Kum tanelerine bağlı baloncukların oluşumu gerçekleşir. Havanın filtreye bağlandığı bu olay
Hava Bağlama olarak bilinir ve filtrenin işlevini engeller.
Bu tarz sorunlardan kaçınmak için, filtreler optimum kabul edilebilir yük kaybı değerlerini aşar
aşmaz temizlenmelidirler.
Çamur Topları Oluşumu:
Atmosferden gelen toz çoğunlukla kum yüzeyinin üzerinde birikerek yoğun bir tabaka
oluşturur. Yetersiz yıkama atmosfer kaynaklı bu çamur tabakasının kum yatağı içine batıp
diğer kirleticilerle birlikte kum tanelerine yapışarak çamur toplarını oluşturmasına sebep olur.
Filtrelerin Çatlaması:
Filtre yatağının üst tabakasında yer alan ince kum büzüşür ve kum yatağında büzüşme
(shrinkage) çatlaklarının oluşmasına sebep olur. Filtrenin kullanımı neticesinde, yük kaybı ve
dolayısıyla kum yatağı üzerindeki basınç artar, bu olay çatlakların genişlemesine sebep olur.
Filtrelerin çatlamasını ve çamur topları oluşumunu önlemek için:
İnce çamur tabakası tırmıkla dağıtılır ve taneciklerin yıkanması sağlanır.
Filtre kostik soda çözeltisi ile yıkanır.
Zarar görmüş filtre kumu temizlenir ya da yenilenir.
Hızlı Kum Filtrelerinin Standart Tasarım Uygulaması:
Yatay boruların maksimum uzunluğu = Boru çapının 60 katından az olmamalı.
Delikler arası boşluk = 7.5 cm’de 6 mm’lik delikler.
Yatay boruların enine kesiti= Deliklerin alanının 2 katından az olmamalı.
En çok yük kaybı= 2 – 5 m.
Yatay borular arası boşluklar= 15 – 30 cm
Yıkama suyu deliklerindeki basınç= 1.05 kg/cm2’den az olmalı.
Yatay borulardaki akış hızı= 2 m/s.
5. enve-muhammed.blogspot.com
Manifolddaki akış hızı= 2.25 m/s.
Manifolddaki yıkama suyu akış hızı= 1.8 – 2.5 m/s.
Yükselen yıkama suyu hızı= 0.5 – 1.0 m/dk
Yıkama suyu miktarı= Filtrelenen toplam suyun % 0.2 – 0.4’ü.
Geri yıkama süresi= 10 – 15 dk.
Filtre üzerindeki yük= 1.5 – 2.0 m.
Taban eğimi= Manifold yönünde 1:60
Q = (1.71 x b x h3/2)
Q: m3/s, b: m, h:m, L:B= 1.25 – 1.33 : 1 (L:Uzunluk, B:Genişlik)
Tasarım Örneği:
Problem: Günlük 10 milyon litre ham suyu arıtabilecek bir hızlı kum filtresi tasarlayın. Filtre edilen
suyun %0.5’i geri yıkama suyu olarak kullanılabilecektir. Geri yıkama için günlük yarım saat süre
belirlenmiştir. Gerekli diğer bilgiler kabul edilecektir. (Ml=milyon litre, L:Uzunluk, B:Genişlik)
Çözüm: Filtre edilen toplam su miktarı = 10.05 x 24 x 106 = 0.42766 Ml / sa
24 x 23.5
Filtrasyon hızını 5000 l / sa / m2 yatak olarak kabul edelim.
Filtre alanı = 10.05 x 106 x 1 = 85.5 m2
23.5 5000
İki birim olsun. Her biri için yatak alanı;
85.5/2 = 42.77. L/B = 1.3; 1.3B2 = 42.77
B = 5.75 m ; L = 5.75 x 1.3 = 7.5 m
Kum yatağı derinliği = 50 – 75 cm olarak kabul edilsin.
Alt Boşaltma (drenaj) Sistemi:
Toplam delik alanı = yatak alanının %0.2 - 0.5’i arasında olmalı.
Yatak alanının % 0.2’si olarak kabul edelim = 0.2 x 42.77 = 0.086 m2
100
Yatay boru alanı = 2 x (yatay boru deliklerinin alanı)
Manifold alanı= 2 x (yatay boru alanı)
Böylelikle manifold alanı = 4 x deliklerin alanı = 4 x 0.086 = 0.344 = 0.35 m2 .
Manifold çapı = (4 x 0.35 /π)1/2 = 66 cm
Yatay boruda delikler arası mesafe = 30 cm olarak kabul edilsin.
6. enve-muhammed.blogspot.com
Toplam delik sayısı= 7.5/ 0.3 = 25 adet her bir taraf için.
Yatay boru uzunluğu = 5.75/2 - 0.66/2 = 2.545 m.
Yatay borunun enine kesit alanı = 2 x her bir yatay borudaki delik alanı.
Deliklerin çapı = 13 mm olarak alınsın.
Delik sayısı: n x π x (1.3)2 = 0.086 x 104 = 860 cm2
4
n = 4 x 860 = 648. 650 olarak kabul edelim.
π x (1.3)2
Yatay borudaki delik sayısı = 650/50 = 13
Her bir yatay borudaki deliklerin alanı= 13 x π x (1.3)2 /4 = 17.24 cm2
Delikler arası boşluk = 2.545/13 = 19.5 cm.
Yatay borunun enine kesit alanı= 2 x her bir yatay borudaki deliklerin alanı = 2 x 17.24 = 34.5 cm2.
Yatay borunun çapı= (4 x 34.5/ π)1/2 = 6.63 cm
Kontrol: Yatay boru uzunluğu < 60 x d = 60 x 6.63 = 3.98 m. l = 2.545 m (kabul edilebilir).
Yataktaki yükselen yıkama suyu hızı = 50 cm/dk.
Her bir yatak için yıkama suyu deşarjı = (0.5/60) x 5.75 x 7.5 = 0.36 m3/s.
Yatay borudaki akış hızı = 0.36 = 0.36 x 10 4 = 2.08 m/s (uygun)
Top. yatay boru alanı 50 x 34.5
Manifold hızı = 0.36 = 1.04 m/s < 2.25 m/s (uygun)
0.345
Yıkama suyu havuzu
Her bir yatak için yıkama suyu = 0.36 m3/s.
Yatak boyutu = 7.5 x 5.75 m.
Uzunlamasına 3 adet oluk bulunduğu kabul edilsin
5.75/3 = 1.9 m
Her bir oluk için deşarj = Q/3 = 0.36/3 = 0.12 m3/s.
Q =1.71 x b x h3/2
b =0.3 m olarak kabul edilsin
7. enve-muhammed.blogspot.com
h3/2 = 0.12 = 0.234
1.71 x 0.3
h = 0.378 m = 37.8 cm = 40 cm
= 40 + (hava payı) 5 cm = 45 cm; eğim 1:40
Geri yıkama suyu depolama tankı:
4 saatlik filtre kapasitesi için, tank kapasitesi = 4 x 5000 x 7.5 x 5.75 x 2 = 1725 m3
1000
Varsayalım, derinlik, d = 5 m.
Yüzey alanı = 1725/5 = 345 m2
L/B = 2; 2B2 = 345; B = 13 m & L = 26 m.
Filtrelerden gelen boruların çapı = 50 cm.
Hız <0.6 m/s.
Geri yıkama suyu depolama tankı borusunun çapı = 67.5 cm.
Hava kompresörü birimi = 1000 l of hava/dk/ m2 yatak alanı.
5 dakika için, gerekli hava= 1000 x 5 x 7.5 x 5.77 x 2 = 4.32 m3 hava.
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