Embed Size (px)
Citation preview
-
u~.;ti EJEJ~mfilrni"'mhlJll.-n' .i1nV1 99/143 ti'l.tll..J1ll1.J1'f11ll. LL"ll1.Jfl1V1r.n1 L'!Jtr\l~;im ntilJ . 10900
OSCAR DEVELOPMENT CO.,LTD. TEL. 02-941-2632-34. FAX. 02-941-2635
{'AI.CIJl.ATION SHEETS Page 1
llESlliN..CRITE Amo.zon cafe 9.4x9.0 Type 8 option 4 & 4 Mirror
Structural steel sect ions
fy
Es
Cc
RC .WORK
fc'
fc
, n .
k1
k2
R1
R2
j1
j2
USE
ts (RB)
fs (DB)
Ve = 0.29SQRT(fc')
Vcs = 0.53SQRT(fc')
u = 2.29SQRT(fc')/D
u = 3.23SQRT(fc")/D
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
JIS G3101 OR SS-400 OR ASTM A-36
2,400 kg./sq.cm.
2.04E +06 kg./sq.cm.
129.53
EIT 1007-34
240
90.00
90.00
1,200
1,500
9
0.393
0.342
15.38
13.62
0.869
0.886
4.52
8.21
29_56
41.70
173.33 kg./sq.cm.
65.00 kg./sq.cm.
65.00 kg./sq.cm.
1,200 kg./sq.cm.
1,500 kg./sq.crn .
10
0.355 (ROUND BAR)
0.306 (DEFORMED BAR)
10. 18 kg./sq. cm.
8.93 kg./sq.cm.
0.882 (ROUND BAR)
0.898 (DEFORMED BAR)
3.84 kg./sq.cm.
6.98 kg./sq.cm.
25.12 kg./sq.cm. for top rcbUI, 12 mm
35.44 kg./sq.cm. for bottom rebar, 12 mm
Allowable I Jnil S1resses nf Stmcmral Steel Members
Ft
Fv
Fb , Compact Section
Fb , lncompact Section
Ft
, A-7 Cc =(2PI(Y2EtFy)"0.5
Cc, A-36
Fe =149,000,000psil(L!r }'2
Muximum Slender Rutioes :
Comp1ess.ioo Member
Main Tension Member
Br.icing & Secondury Membe1
Deflection : LL deflection
Rrfrn:nc:cs· EIT 1007-34 & EIT 1015-40
AISC
0.6 Fy
0.4 Fy
o .66 ry 0 .60 Fy
0 .60 ry
A-36 ( Fy = 2,400 ksc )
1,440
960
1,584
1,440
1,440
129. 53 fy = 2400 ksc
126. 91 fy = 2500 k:sc
10,4 73,944 !(Llr )h2
200
240
300
L/360
... ............. ····· ··········· ·· ·· ······
Structural Ste~I - Design Basis Allowable Stress JIS
Material
Steel Plates G 3101 SS 400
Steel Sections G 3 101 SS400
Steel Pipe G 3444 ,STK 41
Light gauge steel JIS G3350
2 Length of Buckling Coefficient
Supporting Condition
3
Both Ends Pin
Both Ends Fixed
One End Pin ,Other Fixed
One End Free , Other Fixed
Qesign Live Load In General
Habitation
Hospital ,Hotel,Office,Commercial
Parking ,Hall ,Restaurant
Godown.Store Room.Library
4 Wind Load
Maximum horizontal wind pressure
Height of Building
5 Allowable Deflection
Allowable Deflection Due to LL
Allowable Deflection due to WL
6 Maximum slenderness ratio ( KUr ratio )
Tension member
Main member
Secondary member
Compresion member
Main member
Secondary member
Lacing for compression member
Single lacing
Double lacing
7 Allowable stcess for compression member
Fy = 2400 Cc = 129.53
ASTM Yield Strength Tension Compression
ksc ksc ksc
A-36 2,400 1,440 1,440
A-36 2,400 1,440 1,440
2,400 1,440 1,440
2,400 1,440 1,440
Length of Buckling Coefficient
1.0
< 10 rn
10-20 rn
20-40 rn
> 40 m
U360
U150-L/200
KUr
KUr
KUr
KL/r
KUr
KL/r
= =
= =
=
=
0.5
0.7
2.0
150 kg/sqm
300 kg/sqm
400 kg/sqrn
500 kg/sqrn
60 kg/sqrn
80 kg/sqrn
120 kg/sqm
160 kg/sqm
<240
<300
<200
<200
<140
<200
Shear
ksc
960
960
960
960
Example Cc<129.53 KUr
41 .73
Fe= (1-((KUr)~2121(129 .53)~2))°2400/(5/3+3*(KUr)/B/129.53-(KUr) ~3/8/129. 53~3)
1,276
Cc>129.53 KUr
149.46
Fe =10473944/C21 "2
469
·· ···· ·· ···· ··· ····· ·· ·· ···· ····· ····· ··
Page 2
Bending Bearing
ksc ksc
1,440 1,800
1,440 l,800
l,440 1,800
1,440 1,800
Page 3
Roof Strudure Desig.o
RooL.furlin .. ml Span = 5.00 4.40 m
Cantilever span 0.35 0.63 m
DL metal sheet 10 10 kg/sqm
LL 30+10 40 40 kg/sqm
DL purlin = 4 5 kg/sqm
wmax. = spacing @1 .0 m 56 57 kg/m
p 20 kg/sqm = 10 10 kg/m
M = 1/BwL A2- M = 170.5 130.7 kg -m
M 1/2wL A2+PL 3.5 6.3 kg-m
Zx required = M/Fs = 11.84 9.08 cm"3
Try Light lip channel C100x50x20x2.3.wt=4.06 kg/m,Zx 16.10 cm " 3 Zy = 6.06 lx=B0.7
Try Light lip channel C125x50x20x2.3.wt=4.51 kg/m,ZX = 21.90 cmA3 Zy = 6.22 lx=137 wx w
Select C 125x50x20x2.3
M'x = 1/BwCos(A)L "2 171 .36 134.91 kg-m
M·y = 1/8wSin(A)L "2 = 6.71
Consider combined stress : Mx/FsZX+My/FsZy ~ 1.0
'-Jenee : Mx/FsZx+My/FsZy = 0.82 0.49
Ax DL+LL ::: S/384'wcos(Pl0/180'10)'L ". = 0.80 0.49 cm
D.. allowable = U360 = 1.39 1.22 cm OK
R(DL +LL +WL) = 139 125 kg
Roof Pi1rlin ml Span = 5.00 5.00 m
cantilever span = 0.35 0.35 m
DL metal sheet = 10 10 kg/sqm
LL 30+10 40 40 kg/sqm
DL purlin 5 5 kg/sqm
wmax. = spacing @1 .0 m 55 55 kg/m
p 20 kg/sqm 10 10 kg/m
M' = 1/8wL "2- M 166.8 166.8 kg-m
M = 1/2wL A2+PL = 3.5 3.5 kg-m
Zx required = M/Fs = 11.59 11 .59 cmA3
1·ry Light lip channel C125x50x20x2.3.wt=4.51 kg/m,ZX = 21.90 21.90 cm"3
Ax DL+LL 5/384*wcos(Pl()/180"10)*L "4/EI 0.79 0.79 cm
D.. allowable = U360 1.39 1.39 cm OK
R(DL +LL +WL) = 136 136 kg
Rafter Span = 4.00 2.35 m
Cantilever span = 0.65 1.45 m I Roof = 55*4.7/2 = 129 129 kg/m · · '~ DL beam = 13.2 13.2 kg/m , : 1l~lfll~1 1U 9
wmax. 142 142 kg/m ···-~·-· ····~-~- · -···· ·· ··· M+ = 1/8wl "2 269.85 23.46 kg-m
M- 1/2wL "2 = 30.09 149.75 kg-m
Zx req'd M/fs = 18.74 10.40 cm"3
Use C 150x50x20x2.3, ZX = 28.00 28.00 cm"3 OK
Deflection = 5/384wL "4/EI = 0.55 0.07 cm
Allow. Def. = U360 = 1.11 0.65 cm OK
R = wU2 = 284.90 167.38 kg
A1
Page 4
Rafter Span 2.50 3.40 m
Cantilever span = 0.60 0.85 m
Roof = = 129 102 kg/m
DL beam = 5 5 kg/m
wmax. = = 134 107 kg/m
M+ = 92.80 134.97 kg-m
M- 1/2wl "2 = 24.17 38.56 kg-m
ZX req'd M/fs = 6.44 9.37 cm " 3
Use 0 100x50x2.3, Zx = 17.00 17.00 cm"3 OK
PS-1 Span = 2.50 2.50 m
Concrete PC plank = 120 120 kg/sqm
Topping = 120 120 kg/sqm
LL = 400 500 kg/sqm
Total 640 740 kg/sqm
As temp = 1.25 1.25 cm"2/m
Use [email protected] .As = 1.41 1.41 cm"2/m
LL only M 83 104 kg-m/m
As = 1.05 1.31 cm"2/m
Use [email protected] .As = 2.52 2.52 cm"2/m
J-0 Bracing between bjoist
L 40x40x4
Joist J-1 .., ....
fl.:i'ltlYC\.l'il1f11j
Span = 4.00 4.00 m
Floor 50 50 kg/sqm
LL = 300 300 kg/sqm
Total 350 350 kg/sqm
w 350*0.40 140 140 kg/m
M+ 1/8wL"2 = 269.60 269.60 kg-m
Z:x. req'd M/fs = 18.72 18.72 cm"3
Use C 125x50x20x2.3, Zx = 21.90 21 .90 cm"3 OK
Deflection 5/384wL "4/El,LL only = 1.29 1.29 cm
Allow def. U300 = 1.30 1.30 cm OK
Joist J-2 ., ....
Jl.:ij\J'n\.l'il1fl11
Span = 2.50 2.50 m
Floor = 50 50 kg/sqm ... 1f(Jf)'j
LL = 300 300 kg/sqm
"" i;;.,,~~~ Total 350 350 kg/sq
w 350*0.45 = 158 158 kg/m ·················· ·· ······················ M+ 1/Bwl "2 = 113.40 113.40 kg-m
Z:x. req'd M/fs = 7.88 7.88 cm"3
Use C 75x45x15x2.3, Z:x. = 9.90 9.90 cm"3 OK
Deflection 5/384wL"4/El ,LL only = 0.77 0.77 cm
Allow def. U300 = 0.80 0.83 cm OK
~I
Page 5
Floor plank Wood plank 1.2 mm L 0.40 0.50 m
w 350 350 kg/sqm
M 7.00 10.94 kg-m
Z.X req'd 7.00 10.94 cm " 3
Plank 12 mm. Z.X 24.00 24.00 cm " 3 OK
8-1 Span 2.50 2.50 m
DL beam = 14 14 kg/m
Floor ::. 700 700 kg/m
Total 714 714 kg/m
M+ 1/Bwl "2 514.08 514.08 kg-m
Z.X req 'd M/fs 35.70 35.70 cm"3
Try Use 2C 150x50x20x2.3, Zx 56.00 56.00 cm"3
Deflection 5/384wl "4/El,LL only = 0.36 0.36 cm
Allow def. U360 0.67 0.67 cm OK
Try Use [ 125x65x6x8, Z.X - 67.80 67.80 cm"3
Deflection 5/384wl"4/El ,LL only = 0.42 0.42 cm
Allow def. U360 = 0.67 0.67 cm OK
R = 893 893 kg
8-2 Span = 2.20 2.20 m
Dlbeam 10 10 kg/m
Floor 500 700 kg/m
Total 510 710 kg/m
M+ 1/Bwl "2 = 281 .14 391 .39 kg-m
Zx req'd M/fs 19.52 27.18 cm"3
Try Use C 150x50x20x2.3. Z.X 28.00 28.00 cm"3
Deflection 5/384wl "4/El ,LL only = 0.30 0.42 cm
Allow def. U360 = 0.58 0.58 cm OK
Try Use [ 100x50x5x7.5, Z.X 37.60 37.60 cm"3
Deflection 5/384wl"4/El.LL only = 0.41 0.56 cm
Allow def. U360 0.58 0.58 cm OK
R 561 781 kg
VS = 112 156 ksc
vs allow = 960 960 ksc OK
8-3 Span = 2.50_ 2.50 rn
DL beam = 10 10 kg/m ·
Wall = 150 150 kg/m ~~Hii ~ Total 160 160 kg/m \l l!Jl 'il~l~l~~ M+ 1/8wl"2 = 115.20 115.20 kg-m
•t•···· ········ ··· ·········· ········ •• 1'• •• Zx req'd M/fs 8.00 8.00 cm"
Try Use C 150x50x20x2.3, Zx = 28.00 28.00 cm"3
Deflection 5/384wl"4/El,LL only = 0.16 0.16 cm
Allow def. U360 = 0.67 0.67 cm OK
Try Use C 100x50x20x2.3, Z.X 16.10 16.10 cm"3
' Deflection 5/384wl "4/El,LL only = 0.49 0.49 cm
Allow def. U360 0.67 0.67 cm OK
R = 200 200 kg
VS = 40 40 ksc A l vs allow 960 960 ksc OK
B-4 Span
DL beam = Floor
Wall = Total
M+ 1/8wl "2 =
Zx req'd M/fs =
Try Use 2C 150x50x20x2.3. Zx =
Deflection 5/384wl " 4/El .LL only = Allow def. U360 =
Try Use [ 125x65x6x8, ZX
Deflection 5/384wl " 4/El,LL only =
Allow def. U360 =
R
vs =
vs allow
9-5 Span =
DL beam =
Wall =
Total
M+ 1/Bwl " 2 =
ZX req'd M/fs
Try Use C 150x50x20x2.3, ZX =
Deflection 5/384wl "4/El.LL only =
Allow def. L/360 =
Try Use [ 100x50x5x7.5, ZX =
Deflection 5/384wl "4/El.LL only =
Allow def. L/360 =
R = VS = vs allow =
2.50
10
540
120
670
482.40
33.50
56.00
0.34
0.67
67.80
0.33
0.67
838
112
960
4.00
10
120
130
247.16
17.16
28.00
0.91
1.08
37.60
1.02
1.08
260
52
960
Page 6
2.50 m
10 kg/m
540 kg/m
120 kg/m
670 kg/m
482.40 kg-m
33.50 cm " 3
56.00 cm"3
0.34 cm
0.67 cm OK 67.80 cm"3
0.33 cm
0.67 cm OK 838 kg
112 ksc
960 ksc OK
4.00 m
10 kg/m
120 kg/m
130 kg/m
247.16 kg-m
17.16 cm"3
28.00 cm"3
0.91 cm
1.08 cm OK 37.60 cm"3
1.02 cm
1.08 cm OK 260 kg
52 ksc
960 ksc OK
... t l
'Ul _u "1~1~),. / • Jl rui 1 ~;1vn 10. 92
::::.--1 fi '71 .. ...................... .......... : ...... .
Page 7
Column design Try LGD 100x100x2.3 mm
p = kg
M 278 kg-m
LG D 100x100x2.3. As 8.85 cm"2
Zx = 28.00 cm " 3
Consider combined stress fa/Fa+fb/Fb < 1.0
fa = ksc
kl/r 76.53
Fa 1,064 ksc
fb = 991 ksc
Fb 0.6*Fy 1,440 ksc
fa/Fa+fb/Fb = 0.69 > 1.0 OK
Steel column Try Pipe $100x3.2 mm
Consider combined stress :
p kg
M = 278 kg-m
Try Pipe 4'x3.2 mrry.As = 11 .17 cm"2
zx 30.20 cm"3
kl/r 76.34
Fa 1,065 ksc
fa ksc
fb 918.9 ksc
Fb 0.6*Fy = 1,440.0 ksc
fa/Fa+fb/Fb = 0.64 < 1.0 OK
Column load
2-A 2-8 4-C 4-A 4-8
Roof 945 Roof Roof 705 Roof 338 Roof
8-1 893 8-1 893 8-1 893 8-1 893 8-1 893
8-1 893 8-1 893 8-2 561 8-3 200 8-3 200
8-5 260 8-1 893 B-3 200 8-3 200 8-3 200
Total 2,990 Total 2,678 Total 2,359 Total 1,630 Total 1,293
Footing 300 300 300 300 300
F-118 F-118 F-118 F-118 F-118
3-A - 3-8 3-C 1-A' 1-C"
Roof 300 Roof B-2 781 Roof 342 8-2 781
B-4 838 B-1 893 8-1 893 8-5 260 8-2 781
B-4 838 8-1 893 8-1 893 8-1 893
Total 1,975 Total 1,785 Total 2,566 Total 1,495 Total 1,562
300 300 300 300 300
F-118 F-118 F-118 F-118 F-118
Page 8
C-1 C-2
Column size 0.20x0.20 Column size 0.20x0.20
Rebar
p
R
R
p·
Ag
As
pg
fs = 0.4fy
p
P'
Footing
F-118
F-118
[email protected] mt Rebar
= 0.85Ag(0.25fc'+fspg) P
1.07-0.008h/r
0.87
= RP
= 400.00
8.04
0.020
= 1,200
28,601
= 24,883
0.20
0.20 D4DB12 tJ RB6@020
C-1
Size 0.30x0.30x0.30
p
As(temp)
Use 6RB9,As
Safe pile load 118x6.0m
Column load =
Moment =
cm A2
cm A2
ksc
kg
kg
<
=
2,990
R
R
P'
Ag As
pg
fs = 0.4fy
p
P'
kg
0.20
3,000 kg
2.25 cm"2
3.78 cm"2
3,000 kg/pile
kg~m
=
=
=
=
[email protected] m tie
0.85Ag(0.25fc'+fspg)
1.07-0.008h/r
0.87
RP
400.00 cm"2
4.52 cm"2
0.011
1,200 ksc
25,010 kg
21,759 kg
0.20
040816 tl [email protected]
C-2
3 RB9 BW
1 RB9 Around
tJtos Lean cone.
1-1 0.18x6.0 ii
fwu.tJfltiM'u~ 3.o l'Tutti'u
o.[GJ·-. _,;r.,n,.,,1. 20.,,
I J.30 I
Safe soil bearing capacity = 8 Tons/sqm 1-RB9 mm (Around)
BxD req'd
Use size 70x70x25 cm
M
As-
As temp.
Use 6RB9 BW, As
VG
VG allow.
vcs
VGs allow.
u
u allow.
p
M
Soil bearing
Max soil bearing
=
=
0.61 mxm 6 RB9 BW
175 kg-m
0.99 cmA2 1.00
3.50 cmA2
3.78 cmA2 0.25
1.18 ksc
4.52 ksc Lean concrete
1.19 ksc
8.21 ksc
Safe soil bearimg cap.8,Ton/sqm
. 0.70
5.59 ksc I F-118 I 11.30 ksc
2,990 kg
kg-m
P/A ± ir: ·~m
7.119 ±
7, 119 kg/sqm comp. < 8,000 kg/sqm
... " - c. • ...
lr) , ilflQJ11~~~1
-~ Q......, ........ ....................................
~l(//'11 ~~0;0, ,A) JriJ~ .2- ,t' 0·01~~ · 21J1
(J(X) ~o1( '
CALCULATION SHEET OF TANK SHELL THICKNESS PER UL58 USING ROARK FORMULA
FOR PTT THAILAND PUBLIC LIMITED Max Capacity Nominal Capacity Diameter Length
33,300 Litres 30,000 Litres
2.38 meter 7.50 meter
Tank shell thickness calculations
Date
= = = =
Lorri Grainawl 9-1-98
18 March 2010
8,903.74 gallons
93. 70 inches 295.28 inches
Use this sheet for tanks without bulkheads or stiffeners. Input value for items in blue Given values for carbon steel Tank Size: 8,814.38 (gallons) E, carbon steel = 29.5E+6
Diameter: 93.70 (inches) U, poisson'sratio= ·o.287
Length: 295.28 (inches)
Burial depth: 5 (feet)
( 1 Us Gallons= 3.74 Litres)
( 1 inch= 0.0254 meter
touter = 0 (input thickness in inche: = O mm (input O for.a SW tank)
Min. tinner= 0.2120 (calculated) =
USE Steel Shell Thickness = 6mm. OK
SEE NOTES- EXPLANATIONS SHEET The notes on the expanations sheet state the formulas used in this worksheet and an explanation of the assumptions used.
5.39 mm.
·~ ~ By Padungsilpa Engineering Co.,Ltd.
.tf· Page 1/2
'
24/3/2010
Explanation Notes for Design of Tanks Date: 8/7/96
1) The following assumptions were made . The burial depth is set by the user in the worksheet. 5' is the minimum depth allowed. The modulus of Elasticity chosen is 29.5E+06. This may be changed by the user for different types of metals.
Poission's Ratio = u = .287 is the value chosen by UL
2) The steel thickness is derived by equating the buckling pressure to the external pressure at the bottom of the tank surrounded by water submerged, with no backfill support.
Therefore Pb must be greater than or equal to the Ph to ensure that buckling will not occur.
3) The Roark Equation was used to detennine the minimum thickness allowed. This equation detennines the pressure at which the tank will buckle.
or
where:
Pb= r .ao7Et2 I (Lr)] [ (1-u2r3(t/r)2
]"25
E=
!,,,i n= L= r= u=
[(Ph L r312(1-u2)314)/(0.807E) ]"4
External pressure at bottom of a submerged tank in water, psi.
The water depth equals the maximum burial depth for the tank plus the tank plus the tank diameter. Modulus of Elasticity of steel
minimum thickness of steel required , inches
length of tank, inches radius of tank, inches Poission's Ratio
4) Head Pressure at the bottom of the tank is calculated with the following equation:
Ph= [(d + D )/12] [62.4/144] where: d = depth of burial, inches
D = diameter of tank, inches
5) The length to diameter ratio cannot exceed 8:1.
6) The steel thickness for double wall tanks can be established using the equivalent thickness calculation.
512 - 5/2 512 leq - ~oner + lauter
where: thickness of steel to be used in the Roark equation, inches
~oner = thickness of the primary tank, inches
!outer= thickness of the secondary tank, inches
By Padungsilpa Engineering Co.,Ltd. Page 212 24/3/2010
PAGE 114
PTT PROJECT DATE 5 July 2009
TANK CAPACITY= 30,000 LITRES Dia=2.38 m. Length= 7.50 m.
Tank Shell Plate shall conform to JIS G3101, SS41 or ASTM A36. Yield strength; Fty = 2,400 ksc. Ultimate tensile strength; Ftu = 4,100 ksc. Allowable tensile stress; Fta
Fta = 1/3 Ftu = 1,367 ksc. or 213 Fty = 1,600 ksc.
Fta = 19,435 psi Modulus of elasticity; Es = 3.00E+07 psi
= 2.10E+06 ksc.
!Reinforced Concrete Structures
fc' cylinder specified = 170 ksc. fc (0.375 fc') = 64 ksc. fp (0.25 fc') = 43 ksc. vc 0.29* SQRT (fc') = 3.8 ksc. vp 0.53* SQRT (fc') = 6.9 ksc. fy SR24 = 2,400 ksc. fs = 1,200 ksc. n = 10 k = 0.348 j = 0.884 R = 9.84 ksc.
!Designed Loading
Earth Pressure & Water Pressure Unit Weight of Compacted Sand = 1,900 kg.m"3 Unit Weight of Saturated Sand = 2,150 kg.m"4 Unit Weight of Water = 1,000 kg.m"5
Live Load-H20 Highway Loading
!The Minimum Thickness shalf be as follow :
Skin shell = 6.0 mm. Flat-Plate Head thk. = 8.0 mm.
Cylindrical Shell 0 Inside Diameter : Di = 2.380 m. Outside Diameter : Do = 2.392 m. 0.01 Shell length :L = 7.500 m. Shell Volume :V = 33.349 m"3 Total Copacity = 30,000 litres Total Volume = 33,349 litres
= 89.96 % of total Volume
JO KL_ UST design.xis Update 20/1112009
PAGE2/4
PTT PROJECT DATE TANK CAPACITY= 30,000 LITRES Dia= 2.38 m. Length=
I Internal Pressure Effect
!Tank Testing Condition
Tank under internal pressure
!Working condition
Air pressure test according to BS 2594 p
internal radius external radius thickness
: ri : re : t
Circumferential stress
Maximum intermal working pressure Clrcumferential stress.
= = = = = = <
= = = <
5 July 2009
7.50 m.
0.70 119.00 119.60
0.60 p*ri/t 139
1,367
0.70 p*ri/t 139
1,367 .
Heads of The Tank under Internal pressure
Uniformly loaded on circular plate with large deflection
ksc. cm. cm. cm. ksc. ksc. ksc.
ksc. ksc. ksc. ksc.
(Item 97," Theory of plate and shells", 2nd ed. ,Timoshenko & S.Woinowsky krieger) q = 0.70 ksc. Wo = 0.662*ri*(q*ri/E*t)"(1/3) 2.527350806
OK.
OK.
= 2.89 cm. > 0.80 cm. Ok.
Then : Qr(r=O) = 0.423*(E*q"2*ri"2/t"2)"(1/3)
= 1199 ksc. < 1,367 ksc. Ok.
Qr(r=a) = 0.328*3rd.sqrt(E*q"2*ri"21t"2) = 930 ksc. < 1,367 ksc. Ok.
30 KL_ UST design.xis Update 20/11/2009
PAGE 3/4
PTI PROJECT DATE TANK CAPACITY= 30,000 LITRES Dia= 2.38 m. Length=
I External Pressure Effect
5 July 2009
7.SOm.
According to Spangle~s Iowa fonnula to not more than R/10 (5 percent of diameter)
when the deflection is limited
Check w = 2.89 < R/10 = 11.90 cm.
The Maximum bending stress is
PLL H20-T truck
Unit Weight of Soil
Where DI
Feb =
H Be
Ke
We
We
ri Wse
Cs
p
F'
Wse We
= = = =
= = = =
= = = = = = = = =
= = =
= =
Di*ke*We*ri*E*t/2*(Et"3+. 732 E'ri"3-24Dl*Pe*Ke *ri" 3)
16,000 lb 3.12 ft. 7.21 ft. 120 lb/ft"3
Deflection lag factor = 1.00 bedding constant
0.11 for bedding angle 0 degree the total effective external load per unit weight Wc+Wse Marston's load of the soil cover H*r*Be2/Be
2,699 lb/ft. 0.24 in.
46.85 in. = Wheel load transmitted to tank Cs*p*F'*Be the load coefficient detennined from Table 2.6 = 0.87 the intensity of the distributed load
444 lb/ft"2 the impact facter for height of cover
3 ft. detennined from Table 2.5 is 3;203 lb/ft 5,902 lb/ft =
Ok.
3.90 ft
492 lblin
E E'
= Modulus of Elasticity of Steel = 3.00E+07 lb/in"2
=
Pe = =
Feb =
Modulus of Soil Reaction detennind from table 3.4 1000
The External Water pressure 4.35
122.47
lbfin"2
lbfin"2 lb/in"2
1.15
30 KL_ UST design.xis Update 20/11/2009
PAGE 4/4
PTT PROJECT DATE TANK CAPACITY= 30,000 LITRES Dia= 2.38 m. Length=
The Compressive Ring Stress I
Fer = =
I The Maximum total Compressive Stress
Fe = Feb+ Fer =
Under ground tank capacity Outer Diamet = Outer Volume Bouyancy For = ~t.ofTank = Net Bouyaney =
!Design of steel strap Try 0.90 * 7.50 cm.
sectional area Tension force in each strap ft
!Design of Anchor bolts Try 8 Nos.
Pe*r/t 849
972
2.392 ~3 .69
33,686 4,000
29,686
Diameter = 25 mm. area = Tension Force in each bolt ft
Uallow Le Reqired TIU II D
Use Length
30 KL_ UST design.xis
= = <
= =
=
= = = <
5 July 2009
7.50 m.
m. litres kg (When Tank Empty) kg kg
4 Nos'req. 6.75 cm."2
7,422 kg. 1,099 kse. 1,440 kse. Ok.
4.91 cm"2/eaeh 3,711 kg.
756 ksc. 1,440 ksc. Ok.
7.28 65 cm.
1001 cm.
Update 20/11/2009
DESIGN CALCULATION FOR DOUBLE WALL U/G STORAGE TANK 30,000 LITERS
(PERMATANK )
IF =1.00 m R'l1i.J"j
L\'qUc.J1'JUtJnirn 0
?l'l1i.JU1'l(1-.l L
u1\1unn..i Wt
10=2.38m i.lh.J1!il10-.l .. ---v1rL
.. ~1U'lUL\lfln11'1 Ne
l'\'l1J.Jn'l14'!ltl4\11.JtlU Be
l'l'l1i.J~.:i He
11 II l'l'l1i.J!J1'l Le
lllc=a40m. I r--ID-72-.3.-Sm-. ___,, El U1\1Un We
tJnrn11 Vc=Nc.llc.Hc.Lc
l'1'i1!Jflft\J
fl'l1J.J\1U1LLUU u ,
T T fl'l1J.Jn1..i-,11~1:: Ss
l'l'l1l.Jtl'lltl'1Yl11UL\1UtlC1'1 F
~ Wst=U.L((F+0/2).r>-pri/4/2) . ... ....... U1\1UnYlnEJL\1Utl(1'1
fl'l1J.J~'1'lltl-lYl11UL\1Utl\1i.JtlUl Fa•F+D
U1\1UO'!ltNYl11!JL\1Utl\11.JtlUO Wsa=U.Fa•ec•l.c"Nc
jL1=0.90 m1 j
1
, L2=1 .80m. ,
1
y U1\1Un1'll.J Ws=Wst.+Wsa
tJ1l.J1t;!1Yl11!J1'll.J Vs• Ws/Ss*1000
I Le =3.75 m. I I
U'i'l!ln
t11l.J1!il11ltl-l(1'1 Vt
t111.J11'11'11tl'1\1J.JtlU Ve
U1l.J1!il1Yl11tJnflU Vs
IBc=0.40 m.
I I
illi.J11'11MJ.J v ~
Factor of safety ft1\1'i\JU'i-llEJn
U1\1Un1'li.J W = Wt+We+Ws
~o ,As1=6RB12mm.
r 1As2=4RB12mm
UNUn1'lJ.J UP• V-1000
Factor of safety WNP
Moment in anchor (double belt)
LLNji..i1UL'l1finf"' T=(Wst/U+vt).1000-Wst.-Wt
UN"'4 lUL\1flnT"'LLPI fl:::Li\U T/Nc/2
U1\1UnL'ilfl!JUU\1i.JtlU UL= 2*T/Lc
l'l'l1i.JU1'l'lltl4fl1U!JU .,
fl'l1J.JU1'lfl'lUU1n~ ~
11.J Ll.JUl'IYl"jl'IUn - - -
~UYl\1U1!ill'IL\1flOYl~tl4n11 -·- ...... -,
1i.JLJ.JUvrrm..imn..i .. -.,
TiUYl\1U16i°l'IL'11finViliiti..imt - ·-. ... - •,,•-,
ViuVi\1U1~flL\1fln'!lU!il1 14/Fy*b*d
U.NL~tlU - -UNL'iltlUYltltliJ LISI 3.49•b•d
Use 6-RB 12 mm , As =
41312010 413/2010
33,000 Its.
2.38 m
7.50 m
3,500 kg
33.4 cu.m
4 no.
0.40 m
0.30 m
3.75 m
4,320 kg
1.8 cu.m
1,600 kgfm3
2.65
0.90 m
32,997 kg
3.28 m
31,488 kg
64,485 kg
24.3 cu.m
33.37 cu.m
1.80 cu.m
24.33 cu.m
59.50 cu.m
72,305 kg
59,500 kg
1.22
17,492 kg
2187 kg
1,166 kgfm
1.05 m
1.80 m
643 kg.m
2.46 sq.cm
-171 kg.m
-0.65 sq.cm
5.83 sq.cm
1,050 kg
3,490 kg
6.78 sq.cm
f'~ $ 2.,-;10 ksc,
ft s <!) , b ( f;) .s:- 1, 7~b cf))
~ s 10. b'L l.<5 c .
} !S () .~Pilf
k s ~.}'9)
V"\ 5 1"\
Ve s 0 ,'(_c; Jfci k I 5c . i2e> fZ... &~Ah
\Jt_ ,;: <!)I 7 ) J f c I k 12_.. 5 c, I'-' (Z., \200 if tJ Q-
LL .r <Loo 1<j , (W\ ~
y)C,\lt\d -" 1, i 0 0 kq .. / Wt?.
""T. of C-'f'JC . .r '2 1 l/>oo k~ . /IN"\ ·
17f3ftf2JtJ() cf\ PAC! ty Dr SD:r L
s ).5 J6('.J)/ ~ ~
. ~
'(YD nuv vwJ) uo
</> s }o0
(h)
y v-i s 11 o o o \<~. I VV'\'} .
0
1- $/V\ ;o 0,777
"\ * <;' '"" )c>°
n .s . <1.. ""' ,
s 1, 1 /'Z- ' 'l.--0 k~ '; ...... ":-
C\-( t ,. 'I) c. ..,__ , j cl s 1 A!) C-"'-",
A5 L-
~ ?,o> c~, 1,~ ~ ''f"l4' ~ .w
s- ('.'.>,OO'l..)~'1°" 'IS' 2-<::> .F
* P~ef "1'LIN'1~·@ 6·'1>""""·
·.
-fol.p..L~'f'tt LO~\) s:- 1'2. x1,5~ l\ 1 oou s 1'6 1 o~K~,) t; 1b1°\ k9 ,
"
t/17i1 LIM ..v- .---WIJ
6lD.'15""''
J
o.cto VV' • .,- '
D1;>e/ 1'2- VV'""'. (... 'V'-V'.c;)OO'~ ~~>
OK, /Z
I
.
.
:.-EOJ.,·t)' : I . . ~'lU 1147l'n11 ................................. ..................................................................................................................... .
.J ..., .J 'Yl ..................................... 'lU'Yl. .................................................................................................................................... . J ~
Uf;l\11. L1fl~ ................. ~.~~.~~:~~······· ···· · ··········· · ··· · · ··········· ···· ········ ····· ··········· · · ···· · ······················ 1..
........................... zv~w1~ ................................................... -................................................................... -................... _ ... _ ................................... -............................... .. "' .
................... ~ ............. _ .............. __ ._ai.)1 __ ·~·~-·-·~J~D-~~~---~~·-·~-~--.. ---·--··-.. ·-·-·--.............................. .
. .............. .. .............. O.~ .... J~ ....... 8.h!v. ...... ........ ~.-... iX . ..t. .. U ..... ~ ... .18;X;L ... ~.L~.=--·-·-............ _ ......................... _ .............. _ ........ .. t
................................................................................. d ... .s. ....... 1~0. 45 .......... S: ..... !J.5, .. b ..... ~-~-.. --·--·-·-.............................................................. -......... . g
............................................................................... At .... ;..... Lf!5. b ........ L ... .Q .. !/2 .. ~ ..... ~~-·-....................................................................... . tq~D. '8CW J..0.08'
.............................................. ~i .... ~J.~~.OOJ5. .... t~!. ............ ~~L:s._~i1'. .. ~= .... -... -............. -..... -... -........................... _ .................. .
' ·
. ............................... .................. ·····························-····--................... _ ...... -.. ·-·-··············--·····························-······· ·············----·--·-·----------·-··-··········-·--··········· .. ·-.. ······--········-·········
1 I i
CALCULATION SHEET
n1LLYmi"u. LvJ~il\l.11~G11Jaanif'1 ,,
~otO. l5
2-012 mm. r tl-06mm.C 0.15 m.
0 . .30 .. J_ 1- 012 mm. ~ein
2-012 mm .
F_OOTING
0
I I
1.00
Oi-0.20
I J.._
0 .10
0.10
0.75
DATE PAGE 1
1.80 iJ. SIGNATURE Ml'y ~<J OUIPUT 1
GROUND BEAM_5__~AN_3_,.0_0_m.
Wall = 1.80 x 3.00 x 180 =
Beam = 108 x 3.00 = w = 1,296 kg.
M = 0.10 x 1,296 x 3.00 = Mr = 810 kg.· m.
As = 1.3 cm.2 I USE DB
636 v = 15~7 = LH kg./Cin.
load on footing 1,450 kg.
972
324
388
2 0
2 <
kg.
kg.
kg.· m.
12 mm.tAs=2.2cc..f1
4.5 kg./Cin. 2
Net Load /pile 1,200 kg. ( I · 0.18 x 0.18 x 4 m. ) •
M = 1200 I: 0.45 = 540 kg.-m.
d = l7~<0.35 = 1'4.7 cm.
54,000 3 4 cm. i AS = = . 1i.oox.aex£5 ..
6+609mm.1 i , ... . . ·, 2 I USE .p.; - 0 9 mm. <AS • 3. az cN.1
l - ------- - - ---·- - -- - - - -- -. ·~ 1,200 .
= ';''3'5~x15. ?·:· ._ =22? kg./cm.2 < 4.5 kg./cm.2
.--- - "--· ~ - --· ·
~. . .... .
b~ ... ,~~-~;.,.··;;..- ~;..;."'-t'.z:;;.;.· ;.,.,,,,•~4.;.;- ;~~-·v--i -~: _~ · .. .,...;_'~--~ :ii•- -3;--~·-... _ . .,._, -'.-. _ ... _. ---------.,..-....,_.'""--___,..-'----·~- -._---~- - :- -- ----
l J
CALCULATION SHEET .; ... l'llii'll'Ufl 6li m ~ tHHI.
<' (. IQ\vV\ .
f ,-
L
=-
::::
DATE 31 / 08 I 45
1- x ·iloo
'l. I c (II.ft 1.
( Ac; =-
PAGE 1
OUTPUT
CALCULATION SHEET DATE PAGE Vt.
·~~"1~~ lt\4Itll 0\<'>1,_.<i) \o 1 ooe~"" { .,4 I
OLIPCT 1-SIGNATIJRE
····················---------·----t········-··········-········-···-·-····--·-·································-····-··············-····························
!J'!;.-t._ .-... -.... -.... -.... -.... -........... ~.~!:..... •••• -••••• •. .•.•••••••••••• -~· · · ··· ················-······ · ·······-··· ·· ····-··J?..~ .. :§. ....... ~ ......... ~-~--~--~---~· · ··· · ··· ·-·········· ·· · -ex..~, :- 10.00-r. J.•·••••••• •••-••••• •••••-• ••• o.o•• ••••o••H••o•oo.oo • •• o •-••• •••-•• • ••-•• • •••••• • • -·OOO• • • -·-••••• • • • •• ••••••••••••-•-••o• 0-00000 0•••••·--•-••• ••0••ooo•••••-oou-•u•-••••• ••••••••••• •••• •-••••••••••-•• O
£ PL· ~ 11. <X' i. -··········•••o.••• ··········· ························· ··· ··- .. ...•.......... ........... ............... . ........... _. _______ ,,, ........ ,_,_,,, ....................... _.~-- -········-··· · ····· · -········ ···· · · ·· ··
···················· ............ ····· · ····· · ··· · ··· · ···············-···~····· ... . ........ ·····-······· . ·-······· · ··· -- · ·~··-·~·~ .. : .. ~~. !.c!..~.0.~-~.i.:~ ......................... . ......... 1M4.lllll. :s. 11 000 $ S,)llo (
. 0.'f'?M· L
.............................. ::: .:::::::::::::::::::::::·::::::::::.::::::.:.:.:::::: :: . -······ · ·······:::::::::~: : :~:::: ::::: :: :::::::::::::~:~:;:::~ .... ~.;~~:~Q:T.r.:!/~:::::~::: ·······-····················. ... "' ... -···············--······ ······-·········-·························--·······!. .. ~--~-~-~1J1Z.~ ............ . ...................... · ......... ····················································· ... . ........................... · ·· ·-·-· · ···············-···-····· · ···· ···-······~··..11..1.l~ ................. ~,.~.~-~.
\..
-··························· . .. ····················-······························· ... . ·················-······· ······-········ · ·· -····· ·· ···~.9-: ............ !! ..... '.1.:.~L~-~-~-~-~-·~-.. ~!. ...... . ... :s 11. ,51 K~,411'\.
:~;::~;~TI·::· · : :: :: · ::::::: ::::::::::·::::::·:::::::::~ .. ::.: .. ::::: ·:: · :~~~::~~~···: ::::~:: ::::~:~:::::::::~::::::: ::: :::~;::~::~::::~.:::;:1;:i;1:~;;.:;:.~i~~: > :s. }.$"? c....,.
·······························• ···t····························· .. ···· ................ -1 ... !-······-··············· .. ······ ·······-····-·····-··········-.. ·······-.. ·······-···-·-······-···-·-·-·-·-·············--·······
· · ···· · ···· ··-· ·· -·· · ···· ·· · ·i· · ~ ················ · ················ · ···· · ····-·······t ··f ·······-·-········--····· ··· · ··--·····-····-Y~?.-....... .i_:: .... ~! .. 1!!~~--= -~!.'..~.~L " • · . 51 ,, t" I ) i i l ; -' '- - 12.~ , tlo\..,..(\"IP.l\"'U ..... ·-···-·····-··-·-··· t"··1··········-··········· .. -···-···-·············· ... ···+··-··----····-··1·-···· ·-· .. ··-············-~··· ··· ···-·· ·-............... ,, ________________ __ .__ .......... - ... .
·-·······j L.......... ~ ........ .J L.. . ..... ~ ';Tf~ P.b ...lb-·~O,'\: · - ·--... ~.t.wa'laal.'lf,WtV~•v..,,:v•J ...... ,_,,,,,, ... ~:~:·.~:-~:~·..::= ...... .. . H ··-··---·-·-····-·-·····-·-···••••••u••·-·•·•-·-···-.r. .......... - ................ - -·•· ·-···············'"········ .. ... ....... .... ....... ........ .. ....... . -, .... _ .. __ f~::.~:1~:.:~·.::.]:: ..... !~ ..... :f.~::.~J~-~H••••] _____ •-•••-uoL•u•-•••-•-•---••u•uoo-uouomm-•--·-•-:...•:-•••••••-•••UOHOO-u
E>E>"uvv1 A1 ( "-1.CJ x ~. l.f>o .Al\,) - ----··-· ... -···-··---·-·--···--·-·-··-···-·-·--···- ·-· ------·- ·--------·--·--·-------·--·- -- -·-·-- --·-- ·
CALCULATION SHEET DATE
Ol.J!Plil 2.
.......................... T-···---···~···-·-····-···--···-····-·-···-····--·-·-·-··-·······-·-·--····-···---·-·--···-·-·-··· ·····-·--···----·-···-·-·-····-·-·······-······
........... ~ .. .J.~~~--~~.t~.~~~.~J.d.t~ .... ~ .. ~.: ... ~?.~ .... !.~!.~ .. -~-~~ ... B.e..: ... ~ ..... 3:.:.:.~.~J.~.:t.1.:.~!. . ..:1.!.~~--
......................................... -.......... _ .......................................... _ ......... -···--......... _ ............... -......... -........... -.~.2!:~~.:J~.r. .~~.~ ... ~.~:~ .. . 1!10t\trvv~"l<-4flf\ ( l),bS· '( 1roS-x <>.2.uW\.) ................. - .......... - .......... ;c ................................................. __ .......... _,,,, ......... - .............................................................. _,, ........... _ ......................... ..
........................ ~~~ .. :. ... ~~~E- ........... ~ ......... ~-1-~.9. ..... ~.:..; .... ~Q. .. ~~ .... fJ.~!L ..................... :: ....................... ~ ............................. .
...................................................................................................................... ~~-f-~.!.!.Y. ... ~~ .... P.l~.~ ........... ~-·-········11.~~-~ ............ ~, .. : ...... ..
....................................................... _ ...... ___ ,_ ....... - ..... _,, ____ , __ ,_,_~~.~-(._F.> '~-~---·--........... ~ ............. 1,1!.?. ___ ,,,,, .. ~~-.l ..... ..
................................................. f~ .............. ! ......... - ... ~~---~~ .. : .. ; .... P.!?..T.~~-~ ... .2.f ... P..~~.~ .. - ... : ... ~ ............. - .. .6.~ .. '..! ...... ~ .. : .... . . fc,1 .. 115' k<;c:. ' ':Jl'l:~ f:>.P to<..VMN("".) • c>.U>)( () . 'f-1(,)
........ - ........................................................... - .... --.--................... .; ..... :.J. .......................... - ······---····-............................. --·····-·---··· ................. .
............................................... _.8.'_ ............ i: ...... t~-~~.-~~~ .. ~; .... :?li1E __ ~! .... ~f. ............. ~.L~ .. J~~?.!.! . .J'..~!..~.~-'. .. ~.~~-
--··-~----·-·--.. ~-~~ .. --~.J-~ .. M.U.L~'. .. g.rt ......................... . __ _.-l--J ......... t---····--· .... ·-···--······-·---·-···:: ........... ~~::L ............ ~-~.:::: .~ .. ~ .......... -.... .
. c}. "' ~ ( "'"'0, ~ ~· 7J t ~ t.M.. .....,.........,...,,,......_ ................... _ .. ,_ .............. _................ . .................... 1 ................. .. '1 11.1 ( 11>4)
. ···-·---....... _ ..... ~i. ......... ~ ....... ~!Y.11~:?.~-~--~~.~! ... ~.:.~--• $ £,l,'f CW!?..,
~--~~-· .. -:·-·------·-·· .. ---·-.................... - ...................... _ ........... --:#'---.. ~----~ V'1~. Pl> 1'1. M~!.~-· Os~~---
lt=::tll=t111::!!1·l' ..•. : •. ·::Ll. ·~.--.. q:.:-~ ... Jz~ >" («~--(_~~:~_i1~.!l<.!.'"J. ~:tq-11-'Mi:ta~~..;._---·-·-·----· \.r - ..... ~_ . ..JLl .. ~ .. ~------.. ·--·-··---·--·-·-·
,,., )( '\t .lo!:==~=~--------------·---·--·------·--·--------·--
-------------------------·--·-':_.g~-~! __ {J..!l.1~?~.!?.~ .. 1-~:i=~:::==i::i::::c::-~~~-~Cl1=· ~(=~==P~==J..;;;;::.;:i~1-~L1Y~kfi..1~ , _ _........_ _ _._-t!l~~l--------____u: __ _:._ .. <o .. £!tiHJ. ...... -·-----·
Uc:nd 5'
u
h::--:::-:-:-:-::--- -_ -. -· ·--------.- ·-. -·_ ,~::7 : "':"." ·-:--·-···· ;--.: ··-:- -·--:- ·: .-- - -~-- ·· -
CALCULATION SHEET
a~Ln1J"i Liilu • 10,000 ~
DATE 13/2/41
... i&l'i SIGNATURE P. VEERACHAI
=---~inm7fiiu1tu.i113.J A.Pl SID. ~riimlfl
t = 0.0001456 X D X H X G ' A f c; ._, '°'
13Ju t = m1~u111~Lu.iuL11anm™
D = ~fJiu'.ina1.:irmJ 'lun.:i
H = fl113.ltn1'llu.:irn
G = fl.Vi . '!l~Ll'\a1 I G'. ..... •
DESIGN UMUl1anrl\IW1?1 10 000 am
PAGE
OUTPUT'
,, (u1)
(~ii)
(liqi)
(L~ G =1)
D = 1.524 ID. = 5 yJqi :. t = 0.0001456 x 5 x 17.998 x 1 . "'
H = 5.486 ID. = 17.998 ~ii = 0.0131 ib = 0.333 mm.
USE PL. " t L11an'l!U1?l 6 mm. > 0.333 mm .
. DESIGN jJY1lnf)tluDWWD\I 10 000 ~m
1
1
LL1.:iumi'.:i L~u.:i~nou1.:i~u~1'l~~u = 7t/4 {1.6242) x 5.486 x 1.000 = 10,011 .3 kg .
., t u.v.. n\I ( PL. 6 mm.) ,..,, 1,232.5 kg.
V. .V..m1Ufl~l1~.:!Thl = 1.524 x 5.486 x 0.90 @ 1,600 = 12,039.36 kg.
V. .V. . LLYi.:!T1tlV.ni'1 = {2.50 x 0.70 x 0.50) 3 @ 2,400 = 6,300 kg .
. ·. u.v..tb.:i = 1,232.5 + 12.039.36 + 6,300 = 19,571.86 kg.
= 19,571.86 kg . > 10,011.3 kg. ,. c; A v G .., ..., ~"
CHECK LL'J.:l?l\l'Jlti=llL\1aOt1?lrl\ILLD:a11arrw1m (L'!f Ft = 1.200 kg.)
USE Ll1~0 0 3/4. ~1U1U 6 ~9} i:J.:ian 0.60 ID. {As = 2.84 cm.2)
= 7.5 x 0.9 x 1,200 x 2 x 3 = 48,600 > 10,011.3 kg.
" t USE L\1aO 75 x 9 mm. "' ' • 2) m11f!auVJl113.JilCl o:iiu1u 3 '!f?l { As = 6.75 cm . •
WU7.:I 't~ = 2.84 x 1,200, x 6 = 20,448 > 10,011 .3 kg.
DESIGN Ll1GDLITTtl FOOTING 2
As = 0.0015 bb = 0.0015 X 50 X 70 = 5.25 cm.
USE 4 + 4 0 12 mm. (As = 9.04 cm.2)
file : 2<XXX> disk : ... p.6
