220917626 silo design final for mombasa is niladri

8/9/2019 220917626 Silo Design Final for Mombasa is Niladri

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3.3 CALCULATION OF STORED MATERIAL FROM STRUCTURAL POINT OF VIEW

(For proper working of high level probe a clearance of 2.00 m from top is required)

Volume above cone = !"

Volume of cone portion = 2#$"

Volume of filling concrete = !!

%eight of material = 2!$2& ' onsidering densit of material .$ from structural point of view

3.4 VERICAL LOAD CALCULATION FOR DESIGN OF FOUNDATION1.0 Dead Loads

%eight of *oof +lab including supporting ,eams = $".2- ' (2! e/tra considered for beams)

%eight of +ilo %all upto ,ottom of nverted one = !01-."$ '%eight of nverted one = "&!.1& '

%eight of Filling oncrete around nverted one = 1".$2 '

%eight of ntermediate Floors below the nverted one = "!.$0 ' (2 floors 20 kg3m2 has been considered)

%eight of +ilo %all upto 4round 5evel = 21!-.2# '

%eght of +ilo %all From 45 to 'op of Foundation = -".0# '

%eight of Foundation *aft (6et %eight) = 2$!.1& ' (circular raft considered)

%eight of Filling above Foundation upto 45 = -1.!! '

%eight of 4round Floor +lab = $2.$ ' (consider !0 thick slab)TOTAL DEAD LOAD = 11713.00 T

.0 Ma!e"#a$ Loads

7aterial above one = 2-$ '

7aterial in one portion = $2- '

7aterial in ,in below the nverted one = 22$ ' (consider -0 ' bin capacit)

5oad on 'op from bag Filter8 conveor etc. = 2! '

5oad from air +lide8 Fan8 +tair ase8 onveor8 ,ag Filter = ! '

9/ial 5oad in one = 0TOTAL MATERIAL LOAD = %%&% T

3.0 L#'e Loads

5ive 5oad on *oof +lab = 1$$." '

5ive on ntermediate Floors below nverted one = 1$.- '

TOTAL LIVE LOAD = &%(.00 T

3.% )ORI*ONTAL LOADS ON SILO STRUCTURE1.0 W#+d Loads (as per +: &"! ;art 1 < #&")

i) ,asic wind speed = $".00

ii) ;robabilit Factor = .00

iii) 'errain height +truct. +i>e factor = 0.#& (?pto 0.0 7)

iv) 'errain height +truct. +i>e factor = .02 (0.0 7 to !.0 7)

v) 'errain height +truct. +i>e factor = .0! (!.0 7 to 20.0 7)

vi) 'errain height +truct. +i>e factor = .0 (20.0 7 to 10.0 7)

vii) 'errain height +truct. +i>e factor = .! (10.0 7 to !0.0 7)

viii) 'errain height +truct. +i>e factor = .22 (!0.0 7 and above)

i/) 'opograph Factor = .00

/) @esign wind speed = $-.0- (?pto 0.0 7)

/i) @esign wind speed = $".#$ (0.0 7 to !.0 7)

/ii) @esign wind speed = $#.1! (!.0 7 to 20.0 7)

/iii) @esign wind speed = !."0 (20.0 7 to 10.0 7)

/iv) @esign wind speed = !$.0! (10.0 7 to !0.0 7)

/v) @esign wind speed = !".1$ (!0.0 7 and above)

a. %ind load upto 0.0 7 from 45. = 0.2" = 2.11 '37 (on +ilo width)

b. %ind load from 0.0 7 to !.0 7. = 0.1& = 2.1 '37 (on +ilo width)

c. %ind load from !.0 7 to 20.0 7. = 0.$- = 2.$$# '37 (on +ilo width)

d. %ind load from 20.0 7 to 10.0 7 = 0.-0 = 2.-&& '37 (on +ilo width)

e. %ind load from 10.0 7 to !0.0 7 = 0."! = 2.#1& '37 (on +ilo width)

f. %ind load from !0.07 and above = 0.#" = 1.10- '37 (on +ilo width)

S,ea" -T Mo/e+! -TM

%ind 5oad between &1.!0 7 and !0.00 7 = 0."-0-$ ' at !0.00 7 0."- &!!.2$

2 %ind 5oad between !0.00 7 and 10.00 7 = !&."!! ' at 10.00 7 -#.!- $-!&.00-

1 %ind 5oad between 10.00 7 and 20.00 7 = 2-.&"# ' at 20.00 7 #-.1#$ -$&".!!&

$ %ind 5oad between 20.00 7 and ".!- 7 = !.#"- ' at ".!- 7 202.1"0 -#"$.0!

! %ind 5oad between ".!- 7 and !.00 7 = -.&& ' at !.00 720#.2!

"!00.#2-

! %ind 5oad between !.00 7 and 0.00 7 = .!!- ' at 0.00 7 220.&0" &!"-.0"0

- %ind 5oad between 0.00 7 and 0.00 7 = 2.11$ ' at 0.00 7 2$2.$ 0.&0"

" %ind 5oad between 0.00 7 and


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Mo/e+! ao! "a2! !o6 = 11011.77 TM

Mo/e+! ao! I+'!. Co+e o!. = &(74.0%1 TM


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.0 Se#a/# Loads (as per +: ;art < 2002)

a F+da/e+!a$ Na!"a$ Pe"#od o2 V#"a!#o+ =0.0# / h h = Aeight of the building8 in 7

sqrt (d) d = ,ase dimension of the building at

= .-$&-12 s plinth level8 in 7

T86e o2 So#$. = Aard

i) ,asic Aori>ontal +eismic coefficient = 0.0- 'B;C DF +D5

ii) mportance Factor

= 1.7% Hard Medium Soft

iii) *esponse *eduction Factor R = 3.00 0.609 0.828 1.017

iv) @esign Aori>ontal +eismic coefficient = 0.02&$21

I!e/ )!. 2"o/ Mass Mo/e+! ao! Mo/e+! ao! Mo/e+! ao!

"a2! o!!o/ "a2! !o6 I+'!. Co+e o!

'op +lab &-.#1 1$$.-2 2-01#2$ 2$.-0! 21&."!# 20-$.#$! -20.!&!

'op +hell !$.01 !"$." !0$1-2 $2."22 "".202 "2&1.01- $"0!.$"!

,ot +hell 2.01 2$21.1# 1!0"! 1.1$ 1#.&-" 2#.#2!

nv. one 2-.&1 "#0.1& !-#0#2 !.1"" $$.2#1 2&.-

Cquip. Floor 2.01 $2-.-& -"$# 0.!&1 ".0# !.2-#

-2.- --1.-2 -!1$#1- -!.$-$ 1&!1-.#"& 1--#0.!&- 2!!"!.10$

12.- 121#.0 1$$1"#- 12.!$ 0-.0$2 #-1.$20 1"!."1-

TOTAL (011.(4 7&%74 4(&3(.1%( 471&%.340 377.100

#' Des#9+ :ase S,ea" = 4.&0&& T

3.& NET :EARING PRESSURE ON FOUNDATION

9ssumed dimension of *aft Foundation ircular of diameter = 1$ 7 'hickness = 1.00 7

9rea = #!".-"

9llowable ,earing ;ressure = $0

1.0 DL ; LL ; ML5oad = 1"121.! '

,earing ;ressure = 1&.#"1&" Oe of beam = !"" / 2000 mm

-!.&-"!12"!$

'ensile +teel='03.21 2&1$2.0-"

'his force will be resisted b hoop steel in ring beam and in part of wall adOacent to ring beam (effective height 27)

2!0$.#1!

*einf in *ing ,eaml :< 0


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der compression

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220917626 silo design final for mombasa is niladri

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