Numerical assessment of the backward facing steps nozzleeSAT Journals
Abstract The backward facing steps nozzle (BFSN) is a flow adjustable exit area nozzle for large rocket engines. It consists of two parts, the first is a base nozzle with small area ratio and the second part is a nozzle extension with surface consists of backward facing steps. The number of steps and their heights are carefully chosen to produce controlled flow separation at steps edges that adjust the nozzle exit area at all altitudes (pressure ratios). The BFSN performance parameters are assessed in terms of thrust and side loads against the dual-bell nozzle (DBN) with the same pressure ratios and cross sectional areas. The DBN is a two-mode flow adjustable exit area nozzle for low and high altitude. Three-dimensional turbulent flow solutions are obtained for the BFSN indicating that the flow is axi-symmetric and does not generate significant side loads. Further confirmation of the axi-symmetric flow is obtained by comparing the three-dimensional flow with the two-dimensional axi-symmetric solutions. The comparison of the thrust generated over the PR range from 50 to 1500 shows that BFSN generates more uniform and higher thrust than the DBN in the intermediate pressure ratios. At PR 1500 (high altitude), the BFSN thrust is 0.28% less than the DBN. All numerical solutions are obtained using the Fluent code. Keywords: Backward facing steps nozzle, Turbulent flow in supersonic nozzle, Side load in supersonic nozzle.
Analysis of dual bell rocket nozzle using computational fluid dynamicseSAT Journals
Abstract Concept of Altitude adaptive rocket nozzles recently received greater importance and interest in the space explorations and other such applications in space and rocket technology. The operations reliability of rocket launcher and the earth to orbit rocket launch are the crucial for the space transportation in the future. The performance of the engine components such as the power plant and the thrust delivery of the engine such as nozzles are in renovation for the greater performance and applicability for complex space applications. In the recent progress of the combustion expansion system the rocket nozzles are greatly revised from both application and design perspectives. One of such development is the dual bell nozzle. The publications indicate that the research on the concept of dual bell nozzle is tardy and there is no much progress from the inception of the idea. The specific application purpose designs are tested experimentally and implemented but the large scale development can only be possible if the generalized design parameters can be suggested. In the present paper one of such nozzle is selected and studied using computational fluid dynamics (CFD) and the results are synthesized for bench marking the general approach to study the Dual Bell nozzles. The result shows the variation in the Mach number, pressure, temperature distribution and turbulence intensity. Keywords: Altitude adaptation, Dual bell nozzle, Nozzle pressure ratio, Over-expansion factor.
Seismic behavior of rc elevated water tankunder different types of staging pa...CADmantra Technologies
CADmantra Technologies Pvt. Ltd. is one of the best Cad training company in northern zone in India . which are provided many types of courses in cad field i.e AUTOCAD,SOLIDWORK,CATIA,CRE-O,Uniraphics-NX, CNC, REVIT, STAAD.Pro. And many courses
Contact: www.cadmantra.com
www.cadmantra.blogspot.com
www.cadmantra.wix.com
The effect of rotational speed variation on the static pressure in the centri...IOSR Journals
The current investigation is aimed to simulate the three-dimensional complex internal flow in a
centrifugal pump impeller with five twisted blades by using specialized computational fluid dynamics (CFD)
software ANSYS /FLUENT 14code with a standard k-ε two-equation turbulence model.
A single blade passage will be modeled to give more accurate results for static pressure contours on (blade,
hub, and shroud). The potential consequences of static pressure associated with operating a centrifugal
compressor in variable rotation speed.
A numerical three-dimensional, through flow calculations to predict static pressure through a
centrifugal pump were presented to examined the effect of rotational speed variation on the static pressure of
the centrifugal pump . The contours of the static pressure of the blade, hub, and shroud indicates negative low
static pressure in the suction side at high rotational speed (over operation limits )and the static pressure
increases gradually until reach maximum value at the leading edge (6×105 Pa) of the blade.
Numerical assessment of the backward facing steps nozzleeSAT Journals
Abstract The backward facing steps nozzle (BFSN) is a flow adjustable exit area nozzle for large rocket engines. It consists of two parts, the first is a base nozzle with small area ratio and the second part is a nozzle extension with surface consists of backward facing steps. The number of steps and their heights are carefully chosen to produce controlled flow separation at steps edges that adjust the nozzle exit area at all altitudes (pressure ratios). The BFSN performance parameters are assessed in terms of thrust and side loads against the dual-bell nozzle (DBN) with the same pressure ratios and cross sectional areas. The DBN is a two-mode flow adjustable exit area nozzle for low and high altitude. Three-dimensional turbulent flow solutions are obtained for the BFSN indicating that the flow is axi-symmetric and does not generate significant side loads. Further confirmation of the axi-symmetric flow is obtained by comparing the three-dimensional flow with the two-dimensional axi-symmetric solutions. The comparison of the thrust generated over the PR range from 50 to 1500 shows that BFSN generates more uniform and higher thrust than the DBN in the intermediate pressure ratios. At PR 1500 (high altitude), the BFSN thrust is 0.28% less than the DBN. All numerical solutions are obtained using the Fluent code. Keywords: Backward facing steps nozzle, Turbulent flow in supersonic nozzle, Side load in supersonic nozzle.
Analysis of dual bell rocket nozzle using computational fluid dynamicseSAT Journals
Abstract Concept of Altitude adaptive rocket nozzles recently received greater importance and interest in the space explorations and other such applications in space and rocket technology. The operations reliability of rocket launcher and the earth to orbit rocket launch are the crucial for the space transportation in the future. The performance of the engine components such as the power plant and the thrust delivery of the engine such as nozzles are in renovation for the greater performance and applicability for complex space applications. In the recent progress of the combustion expansion system the rocket nozzles are greatly revised from both application and design perspectives. One of such development is the dual bell nozzle. The publications indicate that the research on the concept of dual bell nozzle is tardy and there is no much progress from the inception of the idea. The specific application purpose designs are tested experimentally and implemented but the large scale development can only be possible if the generalized design parameters can be suggested. In the present paper one of such nozzle is selected and studied using computational fluid dynamics (CFD) and the results are synthesized for bench marking the general approach to study the Dual Bell nozzles. The result shows the variation in the Mach number, pressure, temperature distribution and turbulence intensity. Keywords: Altitude adaptation, Dual bell nozzle, Nozzle pressure ratio, Over-expansion factor.
Seismic behavior of rc elevated water tankunder different types of staging pa...CADmantra Technologies
CADmantra Technologies Pvt. Ltd. is one of the best Cad training company in northern zone in India . which are provided many types of courses in cad field i.e AUTOCAD,SOLIDWORK,CATIA,CRE-O,Uniraphics-NX, CNC, REVIT, STAAD.Pro. And many courses
Contact: www.cadmantra.com
www.cadmantra.blogspot.com
www.cadmantra.wix.com
The effect of rotational speed variation on the static pressure in the centri...IOSR Journals
The current investigation is aimed to simulate the three-dimensional complex internal flow in a
centrifugal pump impeller with five twisted blades by using specialized computational fluid dynamics (CFD)
software ANSYS /FLUENT 14code with a standard k-ε two-equation turbulence model.
A single blade passage will be modeled to give more accurate results for static pressure contours on (blade,
hub, and shroud). The potential consequences of static pressure associated with operating a centrifugal
compressor in variable rotation speed.
A numerical three-dimensional, through flow calculations to predict static pressure through a
centrifugal pump were presented to examined the effect of rotational speed variation on the static pressure of
the centrifugal pump . The contours of the static pressure of the blade, hub, and shroud indicates negative low
static pressure in the suction side at high rotational speed (over operation limits )and the static pressure
increases gradually until reach maximum value at the leading edge (6×105 Pa) of the blade.
Time History Analysis of Circular and Rectangular Elevated Water Storage Tank...Dr. Amarjeet Singh
In the world, there are large number of storage tanks which are used as water and oil storage facilities. Elevated water tank is one of the most important structures in earthquake event. As known from very upsetting experiences, elevated water tanks were heavily damaged or collapsed during earthquake Hence different configurations of liquid storage tanks have been constructed. Water tanks are play an important role in municipal water supply and firefighting systems. Due to post earthquake useful desires, seismic safety of water tanks is most important. In the current study time history analysis of rectangular and circular elevated water storage tank were analyzed using SAP 2000 software. In this study the concrete baffle wall was used to reduce sloshing effect of the water tank. The tank responses such as maximum nodal displacement, base shear and result were compared for empty and full tank water fill condition. From IS 11682:1985provision when seismic loading is considered only two cases may be taken one is tank empty condition and other is tank full condition. Finally, study discloses the importance of suitable supporting baffle wall to remain withstand against heavy damages of circular and rectangular elevated water tanks during earthquake. As per IITK-GSDMA guidelines for seismic design of liquid storage tanks, hydrodynamic pressure for impulsive and convective mode was calculated.
check it out: http://goo.gl/vqNk7m
CADmantra Technologies pvt. Ltd. is a CAD Training institute specilized in producing quality and high standard education and training. We are providing a perfact institute for the students intersted in CAD courses CADmantra is established by a group of engineers to devlop good training system in the field of CAD/CAM/CAE, these courses are widely accepted worldwide.
#catiatraining
#ANSYS #CRE-O
#hypermesh
#Automobileworkshops
#enginedevelopment
#autocad
#sketching
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology.
In this you will find some of the basic thing regarding the elevated water tank and this is our one of the team project work in college. Hope you will enjoy it....
Design and Development of Transonic Axial Flow Compressor Rotor BladeIJERDJOURNAL
Abstract:- This paper is about a new computational fluid dynamics developed for the transonic flow in a compressor rotor. Due to 3-Dimensional blade modification the arrangements satisfying the required boundary condition. Engine compressor towards distorted inflow has to be taken in account which is already in the design phase. Flow separation over the blade surface reduction and elimination can improve better aerodynamic, performance, efficiency and stall margin. NASA transonic rotor tip critical in baseline blade rotor performance energizing the low momentum boundary layer, controlling the inception of stall. A Profile generator are attached on the inner casing of the rotor ahead to the loading edge of the rotor and it is influenced on the overall performance which has been studied.
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology.
Static analysis of c s short cylindrical shell under internal liquid pressure...eSAT Publishing House
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
Static analysis of c s short cylindrical shell under internal liquid pressure...eSAT Journals
Abstract The static analysis of C-S short cylindrical shell under internal liquid pressure is presented. Pasternak’s equation was adopted as the governing differential equation for cylindrical shell. By satisfying the boundary conditions of the C-S short cylindrical shell in the general polynomial series shape function, a particular shape function for the shell was obtained. This shape function was substituted into the total potential energy functional of the Ritz method, and by minimizing the functional, the unknown coefficient of the particular polynomial shape function was obtained. Bending moments, shear forces and deflections of the shell were determined, and used in plotting graphs for cases with a range of aspect ratios, 1 ≤ L/r ≤ 4. For case 1, the maximum deflection was 8.65*10-4metres, maximum rotation was 3.06*10- 3radians, maximum bending moment was -886.45KNm and maximum shear force was -5316.869KN. For case 2, the maximum deflection was 2.18*10-4metres, maximum rotation was 7.74*10-4radians, maximum bending moment was -223.813KNm and maximum shear force was -1342.878KN. For case 3, the maximum deflection was 9.71*10-5metres, maximum rotation was 3.44*10-4radians, maximum bending moment was -99.463KNm and maximum shear force was -596.779KN. For case 4,the maximum deflection was 5.48*10-5metres, maximum rotation was 1.94*10- 4radians, maximum bending moment was -56.097KNm and maximum shear force was -336.584KN. It was observed that as the aspect ratio increases from 1 to 4, the deflections, bending moments and shear forces decreases, and the shell tends to behave like long cylindrical shell. Keywords: Static analysis, Short Cylindrical Shell, internal liquid pressure, Polynomial series shape function, Boundary condition, Ritz method.
Seismic analysis of water tank considering effect on time periodeSAT Journals
Abstract While comparing both IS 1893-1984 and IS 1893(part II), first section we consider effect of Seismic responses-base shear, base moment, direction of seismic force, effect of vertical ground acceleration, maximum hydrodynamic pressure, sloshing wave height and additional parameters which calculated using response spectra with change in staging height and performing a few simple calculations and graphs. Here we observe the effect on time period with reference to the staging height in same sample calculations and graph obtained for different quantity. And also collecting the actual site dimension’s (parameters) situated in Nagpur, for evaluation effect of staging height on earthquake forces and effect of soil type conditions on earthquake forces with constant zone, analyzing the tank in SAP2000 for stiffness at different staging height. And analysis has been done by both IS codes. This analysis shows the difference between the all the parameters. Keywords: IS 1893-1984, IS 1893(part II), SAP2000
The presentation summarizes the project work done on "Seismic Analysis of Elevated Water Tank". Elevated water tanks are important structures that serve the function of supplying municipal water to the civil community. The stability of such structure is highly uncertain in the eve of earthquake. This project analyses the performance of such a structure in the eve of earthquake.
The project is done as a course requirement for undergraduate degree in May 2013. The degree in pursuit was "Bachelor of Technology in Civil Engineering" in National Institute of Technology in Tiruchirappalli (INDIA). The authors were in final year of the study during the making of the project.
15 05-05 wind uplift - the next big lift - roof tech presentationJRS Engineering
All exterior building components need to be properly designed to withstand the forces of nature. However, many of the buildings being constructed today are not properly designed or the responsibility has been improperly designated to a contractor. This has resulted in many failures, both minor and major, of various building envelope components.
Wind Uplift: The Next Big Lift will focus on the aspects of designing roofing to properly withstand the forces of wind that act upon the building. We will go through the NBC design requirements and how they relate to the CSA A123.21 testing standard. We will discuss the pitfalls of using FM Global references in our specs and how it interacts with our codes. We will also discuss the shortfalls of our current building code and the direction of the next code edition.
Time History Analysis of Circular and Rectangular Elevated Water Storage Tank...Dr. Amarjeet Singh
In the world, there are large number of storage tanks which are used as water and oil storage facilities. Elevated water tank is one of the most important structures in earthquake event. As known from very upsetting experiences, elevated water tanks were heavily damaged or collapsed during earthquake Hence different configurations of liquid storage tanks have been constructed. Water tanks are play an important role in municipal water supply and firefighting systems. Due to post earthquake useful desires, seismic safety of water tanks is most important. In the current study time history analysis of rectangular and circular elevated water storage tank were analyzed using SAP 2000 software. In this study the concrete baffle wall was used to reduce sloshing effect of the water tank. The tank responses such as maximum nodal displacement, base shear and result were compared for empty and full tank water fill condition. From IS 11682:1985provision when seismic loading is considered only two cases may be taken one is tank empty condition and other is tank full condition. Finally, study discloses the importance of suitable supporting baffle wall to remain withstand against heavy damages of circular and rectangular elevated water tanks during earthquake. As per IITK-GSDMA guidelines for seismic design of liquid storage tanks, hydrodynamic pressure for impulsive and convective mode was calculated.
check it out: http://goo.gl/vqNk7m
CADmantra Technologies pvt. Ltd. is a CAD Training institute specilized in producing quality and high standard education and training. We are providing a perfact institute for the students intersted in CAD courses CADmantra is established by a group of engineers to devlop good training system in the field of CAD/CAM/CAE, these courses are widely accepted worldwide.
#catiatraining
#ANSYS #CRE-O
#hypermesh
#Automobileworkshops
#enginedevelopment
#autocad
#sketching
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology.
In this you will find some of the basic thing regarding the elevated water tank and this is our one of the team project work in college. Hope you will enjoy it....
Design and Development of Transonic Axial Flow Compressor Rotor BladeIJERDJOURNAL
Abstract:- This paper is about a new computational fluid dynamics developed for the transonic flow in a compressor rotor. Due to 3-Dimensional blade modification the arrangements satisfying the required boundary condition. Engine compressor towards distorted inflow has to be taken in account which is already in the design phase. Flow separation over the blade surface reduction and elimination can improve better aerodynamic, performance, efficiency and stall margin. NASA transonic rotor tip critical in baseline blade rotor performance energizing the low momentum boundary layer, controlling the inception of stall. A Profile generator are attached on the inner casing of the rotor ahead to the loading edge of the rotor and it is influenced on the overall performance which has been studied.
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology.
Static analysis of c s short cylindrical shell under internal liquid pressure...eSAT Publishing House
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
Static analysis of c s short cylindrical shell under internal liquid pressure...eSAT Journals
Abstract The static analysis of C-S short cylindrical shell under internal liquid pressure is presented. Pasternak’s equation was adopted as the governing differential equation for cylindrical shell. By satisfying the boundary conditions of the C-S short cylindrical shell in the general polynomial series shape function, a particular shape function for the shell was obtained. This shape function was substituted into the total potential energy functional of the Ritz method, and by minimizing the functional, the unknown coefficient of the particular polynomial shape function was obtained. Bending moments, shear forces and deflections of the shell were determined, and used in plotting graphs for cases with a range of aspect ratios, 1 ≤ L/r ≤ 4. For case 1, the maximum deflection was 8.65*10-4metres, maximum rotation was 3.06*10- 3radians, maximum bending moment was -886.45KNm and maximum shear force was -5316.869KN. For case 2, the maximum deflection was 2.18*10-4metres, maximum rotation was 7.74*10-4radians, maximum bending moment was -223.813KNm and maximum shear force was -1342.878KN. For case 3, the maximum deflection was 9.71*10-5metres, maximum rotation was 3.44*10-4radians, maximum bending moment was -99.463KNm and maximum shear force was -596.779KN. For case 4,the maximum deflection was 5.48*10-5metres, maximum rotation was 1.94*10- 4radians, maximum bending moment was -56.097KNm and maximum shear force was -336.584KN. It was observed that as the aspect ratio increases from 1 to 4, the deflections, bending moments and shear forces decreases, and the shell tends to behave like long cylindrical shell. Keywords: Static analysis, Short Cylindrical Shell, internal liquid pressure, Polynomial series shape function, Boundary condition, Ritz method.
Seismic analysis of water tank considering effect on time periodeSAT Journals
Abstract While comparing both IS 1893-1984 and IS 1893(part II), first section we consider effect of Seismic responses-base shear, base moment, direction of seismic force, effect of vertical ground acceleration, maximum hydrodynamic pressure, sloshing wave height and additional parameters which calculated using response spectra with change in staging height and performing a few simple calculations and graphs. Here we observe the effect on time period with reference to the staging height in same sample calculations and graph obtained for different quantity. And also collecting the actual site dimension’s (parameters) situated in Nagpur, for evaluation effect of staging height on earthquake forces and effect of soil type conditions on earthquake forces with constant zone, analyzing the tank in SAP2000 for stiffness at different staging height. And analysis has been done by both IS codes. This analysis shows the difference between the all the parameters. Keywords: IS 1893-1984, IS 1893(part II), SAP2000
The presentation summarizes the project work done on "Seismic Analysis of Elevated Water Tank". Elevated water tanks are important structures that serve the function of supplying municipal water to the civil community. The stability of such structure is highly uncertain in the eve of earthquake. This project analyses the performance of such a structure in the eve of earthquake.
The project is done as a course requirement for undergraduate degree in May 2013. The degree in pursuit was "Bachelor of Technology in Civil Engineering" in National Institute of Technology in Tiruchirappalli (INDIA). The authors were in final year of the study during the making of the project.
15 05-05 wind uplift - the next big lift - roof tech presentationJRS Engineering
All exterior building components need to be properly designed to withstand the forces of nature. However, many of the buildings being constructed today are not properly designed or the responsibility has been improperly designated to a contractor. This has resulted in many failures, both minor and major, of various building envelope components.
Wind Uplift: The Next Big Lift will focus on the aspects of designing roofing to properly withstand the forces of wind that act upon the building. We will go through the NBC design requirements and how they relate to the CSA A123.21 testing standard. We will discuss the pitfalls of using FM Global references in our specs and how it interacts with our codes. We will also discuss the shortfalls of our current building code and the direction of the next code edition.
FORCES ACTING ON GRAVITY DAM
The Bureau of Indian Standards code IS 6512-1984 “Criteria for design of solid gravity dams” recommends that a gravity dam should be designed for the most adverse load condition of the seven given type using the safety factors prescribed.
1. Load combination A (construction condition): Dam completed but no water in reservoir or tail water
2. Load combination B (normal operating conditions): Full reservoir elevation, normal dry weather tail water, normal uplift, ice and silt (if applicable)
3. Load combination C: (Flood discharge condition) - Reservoir at maximum flood pool elevation ,all gates open, tail water at flood elevation, normal uplift, and silt (if applicable)
4. Load combination D: Combination of A and earthquake
5. Load combination E: Combination B, with earthquake but no ice
6. Load combination F: Combination C, but with extreme uplift, assuming the drainage holes to be Inoperative
7. Load combination G: Combination E but with extreme uplift (drains inoperative)
Water Pressure (P) is the major external force exerted by the water stored in the Reservoir on the upstream face of the dam. It can be calculated by the law of hydrostatic pressure distribution; which is triangular in shape as shown in Fig. 3.3.
(a) When u/s face is vertical :
When the upstream face is vertical, the intensity of pressure is zero at the water surface and equal to γw • H at the base.
Earth quake pressure, Horizontal Component(PH) , (ii) Vertical Component(PV) = Weight of water in ABCD portion ,
2. Weight of the Dam :
The weight of the dam per unit length is given by the product of the area of crosssection of the dam and the specific weight of the Construction material, i.e. concrete, and masonary it acts vertically downwards at the centre of gravity of the section.
dam may be divided into smaller sections of simple geometrical shapes such as triangles,rectangles, etc.
weight of each of these acting at its centre of gravity may be considered.
Weight of any part of dam = cross-sectional area of that part x specific weight of material
3. Uplift Pressure :
Uplift pressure is defined as the force exerted by water penetrating through the pores, cracks, fissures within the body of the dam, at the contact between the dam and its
foundation, and within the foundation.
acts vertically upwards
it causes a reduction in the effective weight
Ice Pressure :
Ice pressure is exerted on a dam by a sheet of ice formed on the entire water surface of the reservoir, when it is subjected to expansion and contraction with changes in temperature.
The coefficient of thermal expansion of ice being five times more than that of concrete, the dam face has to resist the force due to expansion of ice. This force acts linearly along the length of the dam, at the reservoir level.
As per IS : 6512 - 1984, ice pressure may be taken equal to 250 kN/m2 applied to the face of the dam over the anticipated area of contact of i
The Design of Hydraulic Distribution Module of Subsea Distribut ion UnitIJRES Journal
The paper analyses the structure of hydraulic distribution module. For piping structure design and cal
culation of the hydraulic distribution module, it analyzes the uniformity of fluid distribution in the pipeline, cons
idering the condition that the multi-port well are working simultaneously. The finite models of 5 kinds of schem
es are established that are set according two factors of the diameter of main pipe and distance between branch pi
pes, on the premise of other factors unchanged. And they are simulated combining with engineering cases by the
FLUNET software. The results show that the scheme gets a good distribution uniformity in which the diameter
of main pipe is 1/2 in, and the distance between branch pipes is 20in. It also determines the design steps of the pi
pe structure of hydraulic distribution module.
Piping For Cooling Water Circulation between Cooling Tower and CondenserIJSRD
In thermal power plant, as we know that exhaust steam from turbine goes to heat recovery unit and from there the exhaust stem goes to the condenser to condense. In shell and tube heat exchanger, cooling water as a cooling medium running inside the tubes whereas steam is inside the shell. So to have sufficient amount of cooling water, we require continuous flow of water from the cooling tower. Our main project aim is to provide a piping between condenser and cooling tower. So in this particular project, we will make basic documents such as pfd, p&id, plot plan, equipment layout, piping ga drawing, isometrics, mto, piping specifications, pump specification, calculations, and stress analysis etc.
IJERA (International journal of Engineering Research and Applications) is International online, ... peer reviewed journal. For more detail or submit your article, please visit www.ijera.com
Comparative Study of Pre-Engineered Building and Truss Arrangement Building f...Roshni Ramakrishnan
Steel has been gaining massive popularity over RCC due to the very advantages it offers like malleability, re- usability, fire resistance and so on. Pre- Engineered building is a type of building system which employs built-up sections for the structural members which are engineered and manufactured at factories and assembled at site. This results in good quality control and saves a lot of time. Study of past research shows a lack of research on the effectiveness of Pre- Engineered building system for smaller and larger span buildings and also most comparitive study works in the past are between PEB and Conventional Steel Buildings. For the research work, three plan dimensions 15x30m, 40x80m and 90x180m for an industrial pitched roof building are considered and each checked for a PEB and truss arrangement building configuration and a detailed comparitive study is done. A comparitive study of analysis results, deformations and material take-off is done and subsequently the effectiveness of Pre-Engineered Building for a building of given span and size is checked.
PERFORMANCE BASED ANALYSIS OF VERTICALLY IRREGULAR STRUCTURE UNDER VARIOUS SE...Ijripublishers Ijri
In the recent years a lot of attention has been given to the earthquake analysis of structure it is one of the most devastating
natural calamity and which causes severe damage not only to the properties but also to the lives. This is the
reason there has been a lot of focus on the structures to be earthquake resistant. Buildings get damaged mostly due
to the earthquake ground motions. In an earthquake, the building base experiences high frequency movements, which
results in the inertial force on the building and its components and this problem gets worse when a structure is irregular
in shape, size etc,. Therefore, there is a lot to work on the seismic behavior of the irregular building which might not
respond the way regular building does. It makes the irregular building quite more complex and unpredictable during
the course of an earthquake.
Design analysis & comparsion of intze type water tank for different wind ...eSAT Journals
Abstract Any design of Water Tanks is subjected to Dead Load + Live Load and Wind Load or Seismic Load as per IS codes of Practices. Most of the times tanks are designed for Wind Forces and not even checked for Earthquake Load assuming that the tanks will be safe under seismic forces once designed for wind forces. In this study Wind Forces and Seismic Forces acting on an Intze Type Water tank for Indian conditions are studied. The effect of wind on the elevated structures is of prime importance as Wind flows relative to the surface of ground and generates loads on the structures standing on ground. Most of the designers consider the wind effect and neglect the seismic effect on the structure. The Indian Standard Code IS 875(Part-3) 2003 and IS 1893-2000 for Wind & Seismic effect is used in this study. The Elevated Structure is designed for various Wind forces i.e. 39 m/s, 44 m/s, 47 m/s & 50 m/s and the same is cross checked with different Seismic Zones i.e. Zone-II, Zone-III, Zone-IV, & Zone-V by ‘Response Spectrum Method’ and the maximum governing condition from both the forces is further used for design & analysis of staging. It is found from the analysis that the Total load, Total moments and Reinforcement in staging i.e. Columns, Braces & also for Raft foundation varies for Case-1, Case-2, Case-3 & Case-4. Key Words: Wind Load, Seismic Load, Intze Tank, and I.S.Codes etc…
Performance of an rcc frame building subjected to hydrodynamic force at each ...eSAT Journals
Abstract Buildings are essential in all populated cities. To increase value in certain buildings there are associated risks that we take like providing swimming pool at each floor level. Water carrying structures are more important that must remain functional following disasters such as earthquake. Most of the failures of structures after earthquakes are suspected to have resulted from the dynamic buckling caused by overturning moments of seismically induced liquid inertia and surface slosh waves. This paper investigates the hydrostatic and the hydrodynamic behavior of water in the swimming pool when subjected to earthquake forces. The main object of this paper is 1). To compare the static and dynamic analysis of the building. 2) The study of hydrodynamic effects. Keywords: hydrostatic force, hydrodynamic, time history analysis,response spectrum method, displacement
June 3, 2024 Anti-Semitism Letter Sent to MIT President Kornbluth and MIT Cor...Levi Shapiro
Letter from the Congress of the United States regarding Anti-Semitism sent June 3rd to MIT President Sally Kornbluth, MIT Corp Chair, Mark Gorenberg
Dear Dr. Kornbluth and Mr. Gorenberg,
The US House of Representatives is deeply concerned by ongoing and pervasive acts of antisemitic
harassment and intimidation at the Massachusetts Institute of Technology (MIT). Failing to act decisively to ensure a safe learning environment for all students would be a grave dereliction of your responsibilities as President of MIT and Chair of the MIT Corporation.
This Congress will not stand idly by and allow an environment hostile to Jewish students to persist. The House believes that your institution is in violation of Title VI of the Civil Rights Act, and the inability or
unwillingness to rectify this violation through action requires accountability.
Postsecondary education is a unique opportunity for students to learn and have their ideas and beliefs challenged. However, universities receiving hundreds of millions of federal funds annually have denied
students that opportunity and have been hijacked to become venues for the promotion of terrorism, antisemitic harassment and intimidation, unlawful encampments, and in some cases, assaults and riots.
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6532
1. 1S:6532- 1972
Indian Standard
CODE OF PRACTICE FOR
DESIGN, INSTALLATION, OBSERVATION AND
MAINTENANCE OF UPLIFT PRESSURE PIPES
FOR HYDRAULIC STRUCTURES ON
PERMEABLE FOUNDATIONS
( Third Reprint JUNE 1988 )
IJDC 621.643.%986:626/627
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
2. I6 : 6!532- 1972
Indian Standard
CODE OF PRACTICE FOR
DESIGN, INSTALLATION, OBSERVATION AND
MAINTENANCE OF UPLIFT PRESSURE PIPES
FOR HYDRAULIC STRUCTURES ON
PERMEABLE FOUNDATIONS
Instrumentation Sectional Committee, BDC 60
Chairman Rcpressnling
SHRI B. S. KAPRE* Maharashtra Engineering Research Institute, Nasik
Members
RESEARCH OFFICER ( AfIcrnate to
Shri B. S. Kapre )
DRB. K. A~ARWALA National Physical Laboratory ( CSIR ), New Delhi
SHRI B. S. BHALLA Beas Designs Organization, Nangal Township
DR G. P. MALHOTRA( Alkrnde )
SI-IRIN. M. CHA~CRABORTY Damodar Valley Corporation, Dhanbad
CHIEFENGINEERt IRRIGATION) Public Works Department, Government of Tamil
Nadu
SHRI P. KUMARASWAMY( Alkrnutc)
SHRIP. P. DW~VEDI Central Scientific Instruments Organization ( CSIR ),
Chandigarh
SHRXP. GOS~AMI Philips India Limited, Bombay
&RI K. Brrsu( Alternate)
SIiRII. P. KAPILA Central Board of Irrigation and Power, New Delhi
SHRIR. RAJARAXAN( Alkrnarc)
SHRI Z. M. KARACHIWALA
KUMARIA. MANI
Vasi Shumg & Co Pvt Ltd, Bombay
Metyzo#;;: Department, Government of India,
SHRIV. N. NAGARAJA Ministry of Irrigation & Power, New Delhi
SI-XRIR. G. PATEL Public Works Department, Government of Gujarat
SHRIJ. R~~ULINGAM
SHRIK. S. RAO
Central Water & Power Commission! New Delhi
Electroniw Corporation of India Limited, Hyderabad
S~nr H. C. VERMA Associated Instruments Manufacturers ( India ) Pvt
Ltd, New D$bi
SHRIK. G. PURANG ( Akrnutc )
SHRI D. AJITHAS~~HA, Director General, BIS ( Ex&i& Member )
Director ( Civ Engg )
Sccrcta~
SHRI G. RAMAN
Deputy Director ( Civ Engg ), BIS
lSti B. S. i(opre was the chairmanfor the meeting in which this -standard was fmsliaed.
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARC3
NEW DEL31 110002
c
3. I6: 6532- 1972
hdian Standard
CODE OF PRACTICE FOR
DESIGN, INSTALLATION, OBSERVATION AND
MAINTENANCE OF UPLIFT PRESiXJRE PIPES
FOR HYDRAULIC STRUCTURES ON
PERMEABLE FOUNDATIONS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 25 February 1972, after the draft finalized by the Instrumentation
Sectional Committee had been approved by the Civil Engineering
Division Council.
6.2 In hydraulic structures on permeable foundations water stored
percolates below the foundation of the structure thereby causing uplift
pressures. The pressure gradient acting along the direction of flow is a
critical design parameter at the exit end of the structure. Design of tbe
structure involves calculation of these pressures and gradients on the -basis
of certain assumptions. In these cases, therefore, actual observations of
these pressures during actual operation become important. This standard
has, therefore, been prepared to cover installation of instruments for
observation of uplift pressures at the contacts of the structures and the
foundation soils. Pressure measurements at depths in .-the foundation soil
and pore pressure measurements in earth and masonry dams using
piezometers are being covered in a separate standard which is under
preparation.
A3 The theory of ground water movement is based on Darcy’s law for
laminar flow which postulates that flow velocity is linearly proportional to
the energy gradient and that the flow may be characterized by a potmtial
function satisfying the following equation:
c
where
4 = velocity potential
= k (z +p/W) + a constant
where
k = permeability of the medium,
z = height of the point tinder consideration above a datum,
2
4. nst6532-1972
P = residual pressure of water at the point, and
w = unit weight of water.
0.3.1 With a number. of simplifying assumptions far ease of matbe-
matical analysis, the residual pressure at any point in the medium may be
computed analytically for mathematically elementary boundary geometries,
utilizing potential flow theory and suitable conformal transformations.
0.3.2 The assumptions generally made for facilitating theoretical
calculations are the following:
a) The sub-soil medium is uniform, homogeneous and isotrouic and
b)
cl
4
4
f>
there are no layers of differing ~ermeabkies within ttie medium;
The soil medium is completely saturated;
The flow is laminar throughout, enabling application of Darcy’s
law and potential flow theory;
The temperature of the soil medium and the flowing water is
constant;
Seepage flow along the bottom profile by passing the soil medium
does not occur anywhere; and
Only two dimensional analysis is to be made ignoring all end-
effects.
0.4 But the assumptions mentioned in 0.3.2 are generally not valid for
practical structures. Sometimes values of residual pressures and exit
gradient are obtainable from electrical analogs of the structure and the
medium which may include effects of non-homogeneity, non-isotropicity,
stratification and end-effects. However, even these experimentally
obtained values may not be realistic enough, due to the hydraulic proper-
ties of the soi: medium with its variations from point to point which
can never be accurately assessed in its totality and simulated in the analog.
The analog could at best be only a gross approximation of the prototype
built usually with meagre data.
0.5 Therefore, it becomes essential to install pressure pipes on the structure
itself with two objects in view; firstly to act as tell-tales watching the
stability of the structure, and to predict any undesirable developments, and
secondly, to investigate if the actual pressures at various points on the
structure are in conformity with those assumed for purposes of design. A
systematic record of their observations, apart from its scientific value, will
be as necessary for the maintenance of structures as a record of usual sub-
surface soundings and probings.
0.6 IO the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing in
different countries in addition to relating it to the practices in the field in
this country.
3
5. ls:6532-1972
0.7 For the purpose of deciding whether a particular re uirement
?
of this
standard is complied with, the final value, observed or ca culated, express-
irig the result of a test or analysis, shall be rounded off in accordance with
IS : 2-MO*. The number of significant places retained in the rounded ,off
value should be the same as that of the specified value in this standard.
1. SCOPE
1.1 This standard covers design, installation, observation and maintenance
of uplift pressure pipes provided for hydraulic structures resting on perme-
able foundations. This is ~essentially a system for measurement of uplift
pressures at the contacts of the structures and the foundationsoils.
1.1.1 The principles, however, may also be applied to other structures
(such as spillway aprons, head regulators, pump houses on lift channels
and other appurtenant structures ) resting on permeable foundations,
where uplift pressures and excessive exit gradients are likely to develop.
2. G-L
2.1 In hydraulic structures on permeable foundations, water stored
upstream of the structure percolates below the foundations of the structure
due to the difference of head, H, between the upstream and downstream
water levels ( see Fig. 1 >. Consequently at intermediate points, such as at
A on the foundation bottom profile, residual pressures P develop, and they
act upwards tending to lift the structure, thereby reducing its stability. In
order to design the structure safe against such uplift pressures, it becomes
necessary to compute the residual pressure at a number of salient points,
and provide sufficient dead weight of the structure itself to counteract the
same.
22 The pressure gradient or the force of water acting along the direction
of flow is a critical design parameter at the exit end of the hydraulic
structure indicated as point B in Fig. 1. If at this end, the upward force
of water due to the-exit gradient is in excess of the effective weight, the
surface soil twill be lifted up followed by progressive dislodgement of soil
particles, and may result in the undermining of the foundation soil called
‘ piping ‘, and ultimate failure of the structure itself. This exit gradient
should be within design limits dependent on the foundation soil at the exit
end of the structure.
3. LOCATION OF PRESSURE-TAPPING POINTS
3.1 The location of the pressure-tapping points in any structure shall be
planned with great care and thought. The stratigraphy of the sub-soil,
*R&a for roUndiXl~oft numcricpl vaha ( raised).
4
6. especially the presence of clay
feat&es, shall be duly considered
t.he structure.
Is:653211972
beds and other geological and design
together with the foundation profile of
ROCK
Fm. 1 H'YBRA~LIC STRUCTURE ON PERMEABLE FOUNDATION
3.2 The pressure points may be divided into three groups:
a) along and immediately beneath the horizontal or sloping floors,
b) at different points along the deep vertical cut-offs, and
c) at different depths in the sub-soil.
3.2.1 A comprehensive arrangement of pressure-tapping points under a
typical structure is indicated in Fig. 2.
3.2.2 Tapping points suitable under the horizontal floor are the upstream
and downstream ends, immediately upstream and downstream of each
vertical cut-off and other intermediate points at regular intervals. These
will give uplift pressures at the selected points beneath the floor, a
knowledge of which is helpful for watching the safety of the work.
3.2.3 Along the faces of the deep vertical cut-offs the tapping~pointa shall
be placed or driven, as found feasible, close against the upstream and
downstream faces at suitable depths. The tapping points so located enable
5
7. ‘IS : 6532- 1972
a correct determination of the effect of the depth and spacing of vertical
cut-offs and of the stratification of~the sub-soil on uplift pressures.
3.2.4 In the sub-soil’ the tapping. points shall be located at suitable
depths and intervals under the perv~us as well as impervious floors with
due regard to stratification. The pressures at these points will give the
normal distribution of pressure,
vertical cut-offs of the structure,
away from the zone of distortion due to
3.2.5 In order to compute the exit gradient, there shall be pressure
tappings at the bottom of the vertical cut-off at the downstream end of the
structures as indicated in Fig. 2.
TAPPING POINTS
TAPPINGS FOR
MEASURING EXIT GRADIENT
Fro. 2 LOCATIONOF P~~~~RB-TA~PIII~Poxma
3.2.6 Pressure-tapping points shall be locatedalong theabutmentsof the
structure and at a number of intermediate sections between the abutments
at suitable intervals dependent upon the importance of the structure. A
minimum of three intermediate sections of pressure-tapping shall be
provided.
4. DESIGN OF PILTER POINTS AND PRJ3SSURB PIPES
4.1 Brass-filter points of 50.mm inner diameter and of 100~cm length each
shall be placed at suitable selected points ( See Fig. 2 ) and they shall Ibe
connected by 40-mm G. I. pipes to suitable stand pipes located on the
superstructure for measurement of water level. All connections shall be
leak proof. The filter point shall be fitted with a driving point at one end
6
8. ISr6!532-1972
and a threaded blind pipe of 50-mm diameter and 75.mm length at the
other. In between and around the filter point shall be a 100 cm long,
500”micron wire gauze strainer to serve as the filter (see Fig. 3 ).
BRASS FILTER
POINT WlTH
500 MICRON
WIRE GAUZE’
DRIVING POINT +
All dimensions in millimetres.
FIG. 3 FILTER POINT
4.2 These filter points shall be laid horizontal where excavation permits.
Otherwise they shall be driven down to proper level. Where the depth is
too great or when the soil is hard and liable to cause damage to the filter
points in driving, the filter ~point and the connecting blind pipe may be
inserted in a bore hole of loo-mm diameter.
49 It may not always be necessary to provide graded filter material
around the filter points, as required for relief wells, since no flows through
the filter points are expected, except during the short periods when change
of water level occurs, and during washing operations to remove any
choking-up. If graded filters are desired from the point of view of very
fine sub-soil material or of the existence of a high probability of choking-up
7
c
9. x8:6532-1972
of the pressure pipes, graded filter material may be provided around the
filter points, as for relief wells, in accordance with IS : 5050-i 968*.
4.3.1 If graded filters become necessary but the provision of such graded
filters becomes costly, as ,an alternative, porous tube piezometers in which
a porous ceramic tube acts as a filter trp may be provided.
NOTE -Details regarding porous tube piezometcrs will be covered in a separate
standard.
5. PRECAUTIONS FOR PRESSURE PIPE
5.1 During the installation of pressure pipes the properties of soil around
the tip, should be observed, particularly when the tips are located in soil
with different properties and permeabilities recorded. This may be of
help in subsequent analysis and interpretation of observations.
5.2 A damaged filter point shall not be used. If one is damaged during
driving it shall be replaced with a good one.
5.3 Where necessary, especially in bored installations, a clay seal of mini-
mum 1’5 m may be provided immediately above the filter point to provide
effective closing around the periphery of the connecting pipe.
5.4 When more than one pipe are driven at the same place to different
depths, they shall be spaced not closer than 30 cm. This will avoid any
direct connection between any two filter points that may occur during
driving or extraction operations.
5.5 The -horizontal piping between the filter point and the observation
point on the superstructure shall be slightly inclined downwards in the
direction of the filter point to avoid any possible air lock.
~5.6 During erection, the ends of all pipes shall be kept closed by caps to
avoid foreign matter findings its way into the pipes making observation of
water level unreliable, if r-rotimpossible.
5.7 All vertical pipes shall be kept dead vertical and no kink of any sort
shall be allowed. Failure in this requirement may make it impossible to
lower the bell sounder or the thermometer to the right place for obser-
vations,
5.8 Each pressure-tapping point shall be given a distinct number and that
number shall be marked on the filter point and on each length of connect-
ing pipe. These distinctive numbers shall be stamped on the caps at the
end of the stand pipes and on the masonry or concrete platform where
they are located.
*Code of practice for the design, construction and maintenance of relief wells.
8
10. IS : 6532 - 1972
5.9 Pipes from the filter points shall be led to piers or abutment walls to
enable water level readings to be taken throughout the year. Points
directly under a pier or abutment wall shall be connected to the observa-
tion platform by a single vertical length of piping. But those away from
piers and abutment walls shall be connected by horizontal lengths of
piping. These latter shall be placed well below the lowest pressure level
that is likely to occur at the respective points. Otherwise no observations
will be possible during certain water level conditions, when the observa-
tions stand pipe will be dry.
5.10 Each pipe shall be tested to see that the filter point is not choked.
If any choking has occured anywhere in the pipe line, it’ shall be removed
by using compressed air or pressure water under pressure by jetting
through the pipe, flowing out through the filter point.
5.11 Each vertical stand pipe shall be provided with a screw cap to avoid
bird nests and tampering.
5.12 All the piping including the stand pipes shall be coated with a good
quality anti-corrosive paint.
6. OBSERVATIONS
6.1 The observations given in 6.1.1 to 6.1.6 for pressure data shall be made
simultaneously.
6.1.1 Upstream and downstream water levels shall be read from water
level gauges suitably fixed.
.
6.1.2 Shade temperature shall be read by means of an accurate maxi-
mum-minimum thermometer.
6.13 The temperature of river water at a suitable depth below water
surface where temperature is approximately constant shall be read. The
surface temperature of river water is influenced by atmospheric tempera-
ture, and only at a depth of l-5 to 2-O m below the water surface, the
temperature appears to remain approximately constant. This is the tern--
perature to be observed, only by a maximum-minimum thermometer, and
not by an ordinary thermometer, since its readings will be affected by the
varying temperature in the upper two metrcs of water during its with.
drawal after reading.
6.1.4 The temperature of sub-soil water shall be read in a few selected
observation pipes. These temperatures may be read by long distance
recording electrical thermometers, preferably of the automatic recording
type.
6.1.5 The water levels in all the stand pipes shall be read by means of a
bell sounder lowered into the pipe by a steel tape or by electrical devices.
The bell sounder is an accurate, reliable, simple and cheap device. It
9
c
11. IS t 6532 - 1972
consists of a solid brass rod about 90 mm long and 20 mm in diameter
ending in an inverted cup of 30 mm diameter ( set Fig. 4 ). A swivel is
screwed on to the upper end to which the steel tape ii attached. The length
of the sounder below the zero of the tape shali be measured carefully and
added to each reading of the tape to get the true depth from the top of
the stand pipe to the water level within the pipe. The moment the cup
of the sounder~hits the water surface within the pipe, a definite ‘ plop ’ can
be heard, a sound which cannot be mistaken or drowned even in the roar of
any discharging water through the hydraulic structure. For exact reading,
the cup is moved up and down and the precise position where the ( plop ’
occurs is read to an accuracy ~of2 mm. From the previously known reduced
levels of the tops of the stand pipes, the reduced levels of the water within
the stand pipes are obtained by subtracting the measured depths.
6.1.6 The depths of sediment on the upstream and downstream floors
and if possible the soil characteristics of the sediment shall be observed.
Depths of sediment may be measured by sounding,
6.2 For purposes of interpretation, it is recommended that for a filter, laid
horizontal, the centre of the filter length will be the position of the pressure
point to which the reading in the connecting stand pipe relates. If there
is a drop of pressure along the length of the filter the pressure point should
be at the farthest position along the direction of flow. Similarly in a
vertical filter the pipe reading should refer to the top or bottom end of
the filter, whichever is fi rthest downstream along the direction of flow and
has the lowest pressure. Thus, at the upstream end of the structure, the
reading should refer to the botrom of the filter and at the downstream
end to the top.
6.3 The frequency of observations will depend on local requirements. For
investigation of a particular problem, the observations will have to be
rather frequent, but for watching the stability of a structure, once a week
for the key-pomts and once a fortnight for other points shall be enough.
Daily observations shall be made during periods when daily water level
changes are equal to more than 10 cm.
7. TIME LAG
7.1 When there are large fluctuatiqns in upstream and downstream water
levels, for instance during rising or falhng floods or when the river supply
is bemgponded up to feed supplies into the canals, the results are likely
to be influenced by time lag. A rise in the upstream level will give rela-
tively lower readings and vice versa. When water levels are taken at regu-
lar intervals, due allowance shall be made for such time lag.
NATE - The time lag of the pressure point should be assessed for each uplift prusurc
pipe after initial saturation of the sub-soil and at periodical intervals. This can be
done by filling the stand pipe with waterand measuring the time for the water level to
drop down to a constant level. The time lag for this purpose may be defined as the
10
12. IS : 6532- 1972
time taken for the water level in the pipe to drop down by 50 percent of the increase
obtained by filling the pipe with water. This test shall be performed when water levels
on the upstream and the downstream are almost steady. The time lag should be
measured as an average of three such trials.
7.2 A sudden rise in downstream level will give relatively lower pipe
readings and vice versa.
7.3 .In a rising flood, when both upstream and downstream levels are
rising, the pressure pipes will read relatively low. In a falling flood, when
both the upstream and downstream levels are falling, they will read high.
rBRASS BODV
CUP
All dimensions. in millimetres.
FIG. 4 BELL SOIJI'JDER
Ii
13. 69 : 6532~91972
7.4 The response to any variation in head due to change in the upstream
or downstream levels is almost instantaneous throughout the structure, but
as the rate of movement of sub-soil water is very slow, the water in the
pressure pipes takes some time to deplete or recuperate corresponding fall
or rise in the pressures. Systematic and comprehensive tests shall be done
during the course of operation of the hydraulic structure to enable fixing
of the actual amount of time lag.
8. RECO+D OF OBSERVATIONS
8.1 The observations shall be recorded suitably in registers or forms.
8.2 The record of observations shall consist of the following:
a) Date of observation;
b) Upstream water level ( metres ) ;
c) Downstream water level ( metres );
d) Total head, H, that is, difference between upstream and down-
stream levels ( metres ) ;
e) Maximum and minimum shade temperatures ( “C );
f ) Temperature of river water ( “C );
g) Temperature of water in selected pipes ( “C );
h) Depths of sediment on upstream and downstream floon ( metrea );
j) Water levels in all pipes ( metres ) ;
k) Residual pressure in each pipe, P, that is, difference between
water level in stand pipe and downstream river water level
( metres ); and
m) Velocity potential percentage, 4 = (P/H) x 100.
8.2.1 The form shown in Appendix A should be used for recording
observations.
8.3 For purposes of analysing the observations, pipes are grouped by
‘ lines ‘, that is, pipes on a single section from upstream to downstream of L
the hydraulic structures.
8.4 Record in Registers
8;4.1 One page of the register shall be earmarked for one line. Sufficient
pages shall be reserved consecutively for each line to admit of all observa-
tions for that line being recorded consecutively for a period of, say, one
year.
8.4.2 The registers shall be maintained in duplicate, one for permanent
record in the office of origin and the other for periodical despatch to any
central organization where these data are scrutinized and analysed. These
12
14. Is:653211972
registers shall be printed on standard forms and made available to the
,various observation stations for uniformity of record.
8.5 Record in Farms - When forms are used for recording observa-
tions, separate forms shall be used for each line of uplift pressure pipes.
These forms may be bound in pads of 50 or 100 sheets. Observations
shall be recorded in duplicate on these forms at site. These forms with
recorded data may bc dctachcd from the pad; one copy of the form shall
be filed suitably in the onice and the other sent as expeditiously as possible
to the agency analysing the data.
8.6 For the purposes of ready reference, the data collected and recorded as
explained in 8.2 to 8.5 shall be plotted as graphs. properly plotted graphs
will give a quick visual idea of the behaviour of different pipes at any time
of the year and wiJ1 bring to light any special features or abnormalities.
For a given pressure point, 4 ( P/H) remains constant for any structure
provided the temperature of the flowing water and the nature and depth
of sediment or scour on the upstream or downstream pervious floors do not
alter. The function (b should, therefore, form the basis for plotting, as
any variation in this value from the normal will connote damage unless
this variation can be explained by temperature and sedimentation. The
dates of observation should be plotted on the X-axis and the variable
factors on the Y-axis. The variable factors are 4, river temperature,
sub-soil temperature, H, downstream water level, depths of sediment or
scour at the pervious floors, upstream and downstream. These graphs
shall be kept plotted up to date for all the key points, so that any un-
favourable developments in the sub-soil can be discovered as soon as they
occur.
9. MAINTENANCE OF PRESSURE PIPES
9.1 Each year before the onset of monsoon, each pressure pipe shall he
tested for any choking-up and cleared, if necessary, by water jetting. The
time lag shall be measured for each pipe at required intervals and com-
pared with the initial time lag (see Note under 7.1 ).
9.2 All missing screw caps on the top
with their original numbers stamped.
s of stand pipes shah he replaced
9.3 The top levels of the stand pipes shall be checked up by an accurate
levelling instrument, if any subsidence of levels is suspected to have
occured.
9.4 The stand pipes shall be annually painted with good quality anticor-
rosive paint, taking care to see that the original pipe numbers are not
obliterated.
15
15. 1S : 6532 - 1972
APPENDIX A
( Clause 8.2.1 )
REGISTER OF UPLIFT PRESSURE PIPE OBSERVATIONS
Name of river:
Name of hydraulic structure:
the line of pipes, of the structure
( as illustrated in Fig. 2 ) showing
details indicated in Note overleaf.
Name of observer:
Date of observation:
Approximate time of observation ... ....., ...h to a........... h
Upstream water level: (m)
Downstream water level: (m)
Head, H = Cm)
Shade temperature, maximum: “C minimum: “C
River water temperature: “C
Depth of sediment on upstream pervious floor: (m)
Depth of sediment on downstream pervious floor: (m)
Line No. Total width of pucca floor: +
Pipe No. Distance from
Upstream End of
Puma Floor
Reduced Levei of
Bottom of Pipe
Reduced Level of
Bend 6f Pipes, if
Any
-~
(1) (2) (3) i4)
14
16. PS: 6532- 1972
Reduced i
Level of ZEr
Depth
Top of Tempera- W:er
Pipe, m ture, “C in
Pipe
m
(2) (3) (4)
R;duu;; P
Water in [ sZS.2
Pipe, m ( k ) 1
(5) (6)
-. ---
$=(Pjff) x 100
.-- 4Designed Observed g
!&
--
X7) (8) (9)
-_
,
NoTe -Following features may be shown on the sketch:
a) Foundation profile;
b) uplift pipes with their number (reduced levels of bottoms and tops
pip”. beds, I[ any, dlatance from upstream end of puccafloor; and
of
c) Strati&cation of the substrata.
17. BUREAU OF INDIAN STANDARDS
tfeadquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones : 3 31 01 31, 3 31 13 75 Telegrams : Manaksanstrg
( Common to all Offices 1
Regipnal Offices : Telephone
*West&n ; Manakalaya, E9 MIDC, Marol. Andheri ( East :, 6 33.~92 95
BOMBAY 400093
tEastern : l/14 C. I. T. Scheme VI1 M, V. I. P. Road,
Maniktola, CALCUTTA 700054
Noithern : SC0 445-446, Sector 35-C
CHANDIGARH 160036
Southern : C. I. T. Campus, MADRAS 600113
Branch Offices :
Pushpak,’ Nurmohamed Shaikh Marg;Khsnpur.
AHMADABAD 380001
‘F’ Block. Unity Bldg. Narasimharaja Scu.~re,
BANGALORE 560002
36 24 99
{
21843
3 1641
(41 24 42
{ 41 25 13
141 29 16
C
2 63 48
2 63 49
22 48 05
Gangotri Complex. 5th Floor, Bhadhhada lica~~ 7 ; p:,?g:+r, 6 27 16
BHOPAL 462003
Plot No. 82/83. Lewis Road, BHUBANESHWAR 751902 5 36 27
5315 Ward No. 29, R. G. Barua Road,
5th Byelane, GUWAHATI 781003
-
58-56C L. N. Gupta Xiarg, (Nampally Station Road),
HYDERABAD 500001
22 10 83
R14 Yudhister Marg, C Scheme, JAIPUR 302005
117/418B Sarvodaya Nagar, KANPUR 208005
c
Patliputra Industrial Estate, PATNA 800013
Hantex Bldg ( 2nd Floor ), Rly Station Road,
TRIVANDRUM 695001
6 23 05
52 27
Inspection Office ( With Sale Point ):
Institution of Engineers ( India) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 410005
*Sales Office in Bombay is at Novelty Chambers. Grant Hoad, 89 65
Bombay 400007
28
tSales Office in Calcutta is at 5 Chowringhee Approach. P. 0. Princep 27 68
Street. Calcutta
00
700072
Reprography Unit, BIS, New Delhi, India