Introduction Classification of tanks Materials required Design data Hydraulic features and member sizes Loads Results References Conclusions
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Introduction Classification of tanks Materials required Design data Hydraulic features and member sizes Loads Results References Conclusions
1)Tank resting on ground. 2)Elevated tanks. 3)Underground 3)Undergrou nd tanks.
--Deals with the structural analysis and design of an water tank. --The analysis is done by the software system STAAD Pro for staging portion. --The design of container is done manually.
--M 30 and M 20. --High Quality. --Strength. --Should be leak proof. --Should not crack.
--Permissible stress should not exceed the limit. --Permissible stress in direct tension=1000kg/cm^2. --Tensile stress in bending=1000-1250 kg/cm^2.
--0.3% of gross cross sectional area up to 100mm thickness. --0.2% of gross cross sectional area for 100-450 mm thickness. --0.2% of gross cross sectional area for >450 mm thickness in each direction.
-The object of using them is to fill the pores of the concrete and to obtain a dense and less permeable concrete. -Commonly used is HYDRATED LIME. -Other agents like powdered chalk or talc, Sodium silicate Zinc sulphate, Calcium chloride etc., used.
Parameters: -Concrete for container portion M30. -Concrete for staging portion M20. -Steel HYSD 415N/mm^2.
-Capacity 150000L. -Staging 12m. -Seismic zone-3. -Staging to be designed with M20 and executed with M30.
-Ground Level
= 340.75m.
-Lowest water level
= 352.725m.
-Maximum water level
= 355.725m.
-Dead storage
= .15m.
-Free board
= .3m.
-Effective water depth
= 3m
-Number of columns supporting the ESR = 5 -Number of columns inside container
=1
-Number of braces
=3
-Size of container(diameter)
=8m.
-Size of column supporting ESR(diameter) = 0.4m. -Size of column inside container(diameter) =0.2m. -Braces
Involves self-weight of --Container --Columns --Braces --Railing --MS ladder
--Imposed also known live loads. --Load over the roof covering while workers over it i.e. load of persons it is calculated as 0.2 KN/m . --This load is applied over the container slab.
--Wind is air in motion. --Wind load is predominant in the columns and neglected in the container. --Wind loads are calculated according to IS:875(part 3). --Intensity of wind and exposure are applied in the directions as required .
-Dead load of slab
=300kg/m^2.
-Wind pressure
=150kg/m^2.
-Live load on roof
=100kg/m^2.
-Live load on walkway slab =300kg/m^2. -Density of concrete
=2500kg/m^2.
-Density of water
=1000kg/m^2.
--The tank is designed in the seismic zone 3,hence design for earth quake loads is necessary. --This is very important for structures as it is made strict provision by law. --The earth quake intensities are calculated as per the code IS:1893.
-Safe bearing capacity of soil(SBC) =.6KN/m^2. -Depth of foundation
=3m.
-Depth of ground water table
=7m.
-Seismic zone
=3.
-Total load on roof slab =500kg/m^2. -Spacing of 8mm diameter bars=200 c/c both ways at bottom and alternate bars bent. -Spacing of 8mm diameter bars =400 c/c both ways at top.
-IS 3370(part 1):2009 water structures general. -IS 3370(part 2):2009 water structures using RCC. -IS 3370(part 4):2009.General tables. -IS 875(part 3):2009 : wind load. -IS 1893-2002 design for earthquake loads. -IS 456:2000 design for RCC structures. -SP :16 Design aids.
- SP:34 Hand book for concreting & detailing of reinforcement.
Analysis is done using STAAD PRO developed by BENTLEY . Once the loads and load combinations are assigned to the structure, analysis is to be done. Only the staging part is analyzed by staad pro.
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Irrigation and water power engineering by Punmia & Lal. Irrigation Water Management by D.K. Majundar. Irrigation water resources and water power engineering by Dr P.N. Modi.
