copy of rcc81- 100t mixer foundation _rev0
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8/2/2019 Copy of RCC81- 100T Mixer Foundation _Rev0
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Project: HOPPER FOUNDATION DESIGN TO BS 8110
Client: HAMMACOPP CONSORTIUM Made by Date Page
Location: IKIJA WOO 9-May-12 113
Foundation Type: ASPHALT BATCHING PLANT (HOPPER 200 TONS CAPACITY), 2 No. Checked Revision Job No
chg REV0 D001
MATERIALS fcu 35 N/mm h agg 20 mm gc 1.5 concrete
fy 460 N/mm cover 50 mm gs 1.05 steel
Densities of Concrete 23.6 kN/m Soil 18 kN/mBearing pressure 125 kN/m (net allowable increase below foundation)
DIMENSIONS mm
COLUMN
L = 19550 h = 14550
B = 3000 b = 2950
depth H = 300
ex = 0 ey = 0
COLUMN REACTIONS kN, kNm characteristic Plot (to scale) Key
DEAD IMPOSED WINDAxial (kN) 83.4 200.0
Mx (kNm)
My (kNm)
Hx (kN)
Hy (kN)
STATUS VALID DESIGN
BEARING PRESSURES kN/m characteristicCORNER 1 2 3 4
no wind 6.5 6.5 6.5 6.5
with wind 6.5 6.5 6.5 6.5 Efficiency
REINFORCEMENT . .
Mxx = 69.8 kNm Myy = 0.0 kNm
b = 3000 mm b = 19550 mm
d = 244 mm d = 232 mm
As = 688 mm As = 0 mm
PROVIDE 90 T12 @ 50 B1 PROVIDE 68 T12 @ 300 B2
As prov = 10179 mm As prov = 7691 mm
Asx increased 1,379% for shear Asy increased 1,306% for shear
BEAM SHEAR
Vxx = 50.5 kN at d from col face Vyy = 0.0 kN at d from col face
v = 0.069 N/mm v = 0.000 N/mm
or Vxx = 45.1 kN at 2d from col face or Vyy = 0.0 kN at 2d from col face
v = 0.062 N/mm v = 0.000 N/mm
vc = 0.893 N/mm vc = 0.448 N/mm
PUNCHING SHEAR
d ave = 238 mm u crit = 6000 mm
As prov = 0.780 % v max = 0.033 N/mm at col face
v = 0.713 N/mm vc = 0.741 N/mm
BASE
DESIGN IN ACCORDANCE
WITH BS 8110.
..
. .
96%
0%
7%
7%
0%
5%
0% 25% 50% 75% 100% 125%
punching
v yy
Shear v xx
(As/Asprov) fsy
Bending fsx
Grnd Brg Pressure
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8/2/2019 Copy of RCC81- 100T Mixer Foundation _Rev0
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Project HOPPER FOUNDATION DESIGN TO BS 8110Location IKIJA Made by WOO Job N
ASPHALT BATCHING PLANT (HOPPER 200 TONS CAPACITY), 2 No. Date0 she
CALCULATIONS - SINGLE BASE
Gross base wt 415.24 L= 19.55 B= 3
CHARACTERISTIC PRESSURES
G + Q G + Q + W G + WP kN 698.68 698.68 OK 498.68 Text Asx increased
Mx kNm 0.00 0.00 0.00 Asy increased
My kNm 0.00 0.00 0.00
ex m 0.000 0.000 0.000 FS o'turn 100
ey m 0.000 0.000 0.000 FS o'turn 100 0
6ex/L 0.0000 0.0000 0.0000if ex>L/6 1.3333 1.3333 1.3333 Rebar ares Area
k 2-4 1.0000 1.0000 1.0000 50.3
k 1-3 1.0000 1.0000 1.0000 78.5
6ey/B 0.0000 0.0000 0.0000 113.1
if ey>B/6 1.3333 1.3333 1.3333 201.1
k 1-2 1.0000 1.0000 1.0000 314.2
k 3-4 1.0000 1.0000 1.0000 490.9P/A kN/m 11.91 11.91 8.50 804.2
corner 1 kN/m 11.91 11.91 8.50 Gross 1256.6corner 2 kN/m 11.91 11.91 8.50 Gross
corner 3 kN/m 11.91 11.91 8.50 Gross
corner 4 kN/m 11.91 11.91 8.50 Gross
ULTIMATE PRESSURES
1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
N kN 1018.15 838.41 OK 664.77
Mx kNm 0.00 0.00 0.00
My kNm 0.00 0.00 0.00
ex m 0.000 0.000 0.000 FS o'turn 100
ey m 0.000 0.000 0.000 FS o'turn 100 0
6ex/L 0.0000 0.0000 0.0000
if ex>L/6 1.3333 1.3333 1.3333
k 2-4 1.0000 1.0000 1.0000
k 1-3 1.0000 1.0000 1.0000
6ey/B 0.0000 0.0000 0.0000
if ey>B/6 1.3333 1.3333 1.3333
k 1-2 1.0000 1.0000 1.0000
k 3-4 1.0000 1.0000 1.0000N/L kN/m 52.08 42.89 34.00
edge 2-4 kN/m 52.08 42.89 34.00
edge 1-3 kN/m 52.08 42.89 34.00
N/B kN/m 339.38 279.47 221.59
edge 1-2 kN/m 339.38 279.47 221.59
edge 3-4 kN/m 339.38 279.47 221.59
3(L/2-ex) m 29.325 29.325 29.325
3(B/2-ey) m 4.500 4.500 4.500
XX MOMENTS 1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
LEFT RIGHT LEFT RIGHT LEFT RIGHT
from right m 17.050 2.500 3.11.2.2
from left m 2.500 17.050 3.11.2.2
to zero press m 26.825 26.825 26.825 26.825 26.825 26.825
local press kN/m 52.08 52.08 42.89 42.89 34.00 34.00
M1 kNm 162.7 162.7 134.0 134.0 106.3 106.3
M2 kNm 6245.8 6245.8 5143.3 5143.3 4078.1 4078.1
choose M kNm 69.8 69.8 54.4 54.4 39.9 39.9
Design Mxx kNm 69.8
XX SHEARS @ d from col face
from right m 17.290 2.260 3.4.5.10
from left m 2.260 17.290 3.4.5.8
to zero press m 12.035 27.065 12.035 27.065 12.035 27.065
local press kN/m 52.08 52.08 42.89 42.89 34.00 34.00
V1 kN 117.7 117.7 96.9 96.9 76.8 76.8
V2 kN 704.8 704.8 580.3 580.3 460.2 460.2
choose V kN 50.5 50.5 39.3 39.3 28.8 28.8
Design Vxx kN 50.5@ 2d from col face
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Project HOPPER FOUNDATION DESIGN TO BS 8110Location IKIJA Made by WOO J
ASPHALT BATCHING PLANT (HOPPER 200 TONS CAPACITY), 2 No. Date0
YY MOMENTS
from top m 2.975 0.025 3.11.2.2
from btm m 0.025 2.975 3.11.2.2
to zero press m 4.475 4.475 4.475 4.475 4.475 4.475
local press kN/m 339.38 339.38 279.47 279.47 221.59 221.59M1 kNm 0.1 0.1 0.1 0.1 0.1 0.1
M2 kNm 1132.7 1132.7 932.8 932.8 739.6 739.6
choose M kNm 0.0 0.0 0.0 0.0 0.0 0.0
Design Myy kNm 0.0
YY SHEARS @ d from col face
from top m 3.000 0.000 3.4.5.10
from btm m 0.000 3.000 3.4.5.8
to zero press m 4.500 4.500 4.500 4.500 4.500 4.500
local press kN/m 339.38 339.38 279.47 279.47 221.59 221.59
V1 kN 0.0 0.0 0.0 0.0 0.0 0.0
V2 kN 763.6 763.6 628.8 628.8 498.6 498.6
choose V kN 0.0 0.0 0.0 0.0 0.0 0.0
Design Vyy kN 0.0@ 2d from col face
from top m 3.000 0.000 3.4.5.10from btm m 0.000 3.000 3.4.5.8
to zero press m 4.500 4.500 4.500 4.500 4.500 4.500
local press kN/m 339.38 339.38 279.47 279.47 221.59 221.59
V1 kN 0.0 0.0 0.0 0.0 0.0 0.0
V2 kN 763.6 763.6 628.8 628.8 498.6 498.6
choose V kN 0.0 0.0 0.0 0.0 0.0 0.0
Design Vyy kN 0.0
REINFORCEMENT min As 0.13%
X-X Y-Y
b mm 3000 choose dia 19550 choose dia
dia mm 12 20 12 20
d mm 244 240 232 220
K' 0.1558 0.1558
K 0.0112 0.0115 0.0000 0.0000z mm 231.8 228.0 220.4 209.0 Punching
As mm 688 699 0 0 ave r 0.00000 0.23301
As shear mm 10171 5 7 0 As X 1 0.00003
required mm 10171 1170 7625 7625 As Y 0 0.23303
No 90 9.86 68 60.71 ave r 0.00695 0.22919
ave centres mm 50 325 300 325 As X 10171 0.00002
As prov mm 10179 7691 As Y 7 0.22921
= % 1.391 0.170
Lc mm 1500 9775
Lc max mm 2762 > 1,500 11435 > 9,775
b central mm 3000 15246
Final centres mm 50 300
BEAM SHEAR
v @ d N/mm 0.0690 0.0701 0.0000 0.0000v @ 2d N/mm 0.0617 0.0627 0.0000 0.0000
vc N/mm 0.8929 OK 0.4484 OK
As enhanced % ####### 0.00% ####### 0.00%
PUNCHING SHEAR
d ave mm 238 .5 x d ave 357 230
L R B T 345
to edges mm 9775 9775 1500 1500 3000
to 1.5d per mm 7632 7632 1500 1500 0
ndard perimeter? Y,N 1 1 0 0 2 7620 7620
U mm 3000 3000 0 0
within base? Y,N 1 1 0 0 1 6000 1 1
perimeter falls within base and on 2 sides
U crit mm 6000 30480
Area m 0.000 45.720
As prov % 0.780
vc N/mm 0.7410
1 4G+1 6Q 1 2(G+Q+W) 1 0G+1 4W
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Project HOPPER FOUNDATION DESIGN TO BS 8110Location IKIJA Made by WOO Job No
ASPHALT BATCHING PLANT (HOPPER 200 TONS CAPACITY), 2 No. Date 8-J0 sheet
SIZING TIPS Net press = 123.3
G + Q G + Q + W G + W
N kN 283.4 283.4 83.4
Mx kNm 0.0 0.0 0.0
My kNm 0.0 0.0 0.0ex m 0 0 0
ey m 0 0 0
min A m 2.30 1.84 0.54
min L mm 14550
min B mm 2950
sq base iteration 0 1.516 1.516 0.823
0 0 0
0 0 0
sq base iteration 1 3.032 3.032 1.645
2578 2578 412
2578 2578 412
sq base iteration 2 1.516 1.516 0.823
0 0 0
0 0 0
sq base iteration 3 1.516 1.516 0.823
0 0 0
0 0 0
SQUARE SIZEL & B mm 1516 1516 823 1520 SQ
if L = 19550
14 14 4
B mm 2950 2950 2950 or 19550 x 2950
if B = 3000
94 94 28
L mm 14550 14550 14550 or 14550 x 3000
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Project MIXER FOUNDATION 100 TONS CAPACITY
Client HAMMACOPP CONSORTIUM Made by Date Page
Location Base B1/B2 Combined base WOO 9-May-12 114
MIXER FOUNDATION 100 TONS CAPACITY Checked Revision Job No
chg REV0 D001
S
MATERIALS fcu 30 N/mm h agg 20 mm gc 1.5 steel
fy 460 N/mm cover 50 mm gs 1.05 concrete
Densities of Concrete 23.6 kN/m Soil 18 kN/m
Bearing pressure 130 kN/m (net allowable below foundation)
COLUMN REACTIONS kN, kNm characteristicColumn 1 (rhs) DEAD IMPOSED WIND Column 2 (lhs) DEAD IMPOSED WIND
Axial 14.7 50.0 50.0 Axial 8.6 50.0 50.0
Mx Mx
My My
Hx Hx
Hy Hy
DIMENSIONS mm
L = 18000 h1 = 1000 h2 = 1700
B = 9300 b1 = 6000 b2 = 6000depth H = 450
Sex = 3540 ex1 = 1683 ex2 = 1857
Sey = 0 ey1 = 0 ey2 = 0
STATUS
BEARING PRESSURES kN/m characteristicCORNER 1 2 3 4
no wind 3.3 3.3 3.3 3.3
with wind 3.9 3.8 3.9 3.8
REINFORCEMENT
Btm Mxx - 381.9 kNm Myy - 39.2b = 9300 mm b = 18000
d = 394 mm d = 382
As = 2329 mm As = 247
PROVIDE 54 T12 @ 175 B1 & 101 T12 @ 50 & 375 B2
As prov = 6107 mm As prov = 11423
Detail to clause 3.11.3.2
Top Mxx + 0.0 kNm Myy + 0.0
d = 394 mm d = 382
As = 0 mm As = 0
PROVIDE 49 T12 @ 200 T1 & 94 T12 @ 75 & 400 T2
As prov = 5542 mm As prov = 10631
. .
BEAM SHEAR .
Vxx = 95.2 kN at d Vyy = 36.5
v = 0.026 N/mm v = 0.005
or Vxx = 89.4 kN at 2d or Vyy = 25.5
v = 0.024 N/mm v = 0.004
vc = 0.371 N/mm vc = 0.373
PUNCHING SHEAR
d ave = 388 mm u crit = 18600 mm
As prov = 0.166 % vmax = 0.009 N/mm at col face
v = 0.372 N/mm vc = 0.372 N/mm
My Diagram
Mx Diagram
Efficiency'
..
.
PLOT (to scale)
DESIGN IN ACCORDANCE WITH
BS 8110
COLUMN 1 (rhs) COLUMN 2 (lhs)
VALID DESIGN
BASE
-300
-250
-200
-150
-100
-50
00.00.51.01.52.02.53.03.54.04.55.05.56.06.57.07.58.08.59.09.510.010.511.011.512.012.513.013.514.014.515.015.516.016.517.017.518.018.519.0
Moment Columns Zero axis
-30
-25
-20
-15
-10
-5
00.00.51.01.52.02.53.03.54.04.55.05.56.06.57.07.58.08.59.09.510.0
100%
1%
7%
68%
51%
3%
0% 133%
punching
v yy
Shear v xx
(As/Asprov) fsy
Bending fsx
Grnd Brg Pressure
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Project MIXER FOUNDATION 100 TONS CAPACITYLocation Base B1/B2 Made by WOO
MIXER FOUNDATION 100 TONS CAPACITY0
CALCULATIONS - DOUBLE BASE
Gross base wt 1777.79 L= 18.00 B= 9.30
CHARACTERISTIC PRESSURES
G + Q G + Q + W G + WN1 kN 64.7 114.7 64.7 Dims
N2 kN 58.6 108.6 58.6Total N kN 1901.1 2001.1 OK 1901.1
Mx1 kNm 108.9 193.0 108.9 Rebar a
Mx2 kNm -108.9 -201.7 -108.9
Total Mx kNm 0.0 -8.7 0.0
ex m 0.000 -0.004 0.000 FS o'turn 2064.289
My1 kNm 0.0 0.0 0.0
My2 kNm 0.0 0.0 0.0
Total My kNm 0.0 0.0 0.0
ey m 0.000 0.000 0.000 FS o'turn 100 0
6ex/L 0.0000 -0.0015 0.0000
if ex>L/6 1.3333 1.3340 1.3333
k 2-4 1.0000 0.9985 1.0000
k 1-3 1.0000 1.0015 1.0000 N = 123.36ey/B 0.0000 0.0000 0.0000 Mx = 0
if ey>B/6 1.3333 1.3333 1.3333 ex' = 0
k 1-2 1.0000 1.0000 1.0000 Sex = 3540
k 3-4 1.0000 1.0000 1.0000 ex1 e
N/A kN/m 11.36 11.95 11.36 1683 18
corner 1 kN/m 11.36 11.97 11.36 Gross
corner 2 kN/m 11.36 11.94 11.36 Gross
corner 3 kN/m 11.36 11.97 11.36 Gross Text
corner 4 kN/m 11.36 11.94 11.36 Gross
ULTIMATE PRESSURES
1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
N1 kN 100.6 137.6 84.7
N2 kN 92.1 130.4 78.6Total N kN 2681.6 2401.3 OK 1941.1
Mx1 kNm 0.0 0.0 0.0
Mx2 kNm 0.0 0.0 0.0SMx kNm -1.8 -10.5 -3.5
My1 kNm 0.0 0.0 0.0
My2 kNm 0.0 0.0 0.0SMy kNm 0.0 0.0 0.0
ex m -0.001 -0.004 -0.002 FS o'turn 2064.289
ey m 0.000 0.000 0.000 FS o'turn 100 0
6ex/L -0.0002 -0.0015 -0.0006
if ex>L/6 1.3334 1.3340 1.3336
k 2-4 0.9998 0.9985 0.9994
k 1-3 1.0002 1.0015 1.0006
6ey/B 0.0000 0.0000 0.0000
if ey>B/6 1.3333 1.3333 1.3333
k 1-2 1.0000 1.0000 1.0000
k 3-4 1.0000 1.0000 1.0000
N/L kN/m 148.98 133.41 107.84
edge 2-4 kN/m 148.94 133.21 107.77
edge 1-3 kN/m 149.01 133.60 107.90
N/B kN/m 288.34 258.21 208.72
edge 1-2 kN/m 288.34 258.21 208.72
edge 3-4 kN/m 288.34 258.21 208.72
3(L/2-ex) m 26.998 26.987 26.995
3(B/2-ey) m 13.950 13.950 13.950
XX MOMENTS 1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
Column 1 LEFT RIGHT LEFT RIGHT LEFT RIGHT
from right m 7.817 6.817 3.11.2.2
from left m 10.183 11.183 3.11.2.2
to zero press m 16.815 20.181 16.804 20.170 16.812 20.178
local press kN/m 148.97 148.97 133.38 133.36 107.83 107.82
M1 kNm 7725.0 3461.0 6923.0 3096.5 5593.2 2504.6
Sugg
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BETWEEN
clear span m 2.190
End V kN 2.2 -12.8 4.6 -16.4 2.2 -10.5
local press kN/m 148.98 148.97 133.42 133.42 107.84 107.85
quad a -0.001 0.001 0.000 Project MIXER FOUNDA
if ex
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BETWEEN
clear span m 0.000
End V kN 0.0 0.0 0.0 0.0 0.0 0.0 MIXER FOUNDATION 100 T
local press kN/m 288.34 288.34 258.21 258.21 208.72 208.72 Base B1/B2
quad a #DIV/0! #DIV/0! #DIV/0! MIXER FOUNDATION 100 T
if ex
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Top steel X-X Y-Y
b mm 9300 choose dia 18000 choose dia
dia mm 12 20 12 20 MIXER FOUNDATION 10
d mm 394 390 382 378 Base B1/B2
K' 0.1558 0.1558 MIXER FOUNDATION 10
K 0.0000 0.0000 0.0000 0.0000 0
z mm 374.3 370.5 362.9 359.1 Made by WOO Job N
As mm 0 0 0 0 Date 9-May-12
As shear mm
required mm 5441 5441 10530 10530
No 49 29.25 94 55.94
ave centres mm 200 325 200 325
As prov mm 5542 10631
= % 0.151 0.000 0.155 0.000
Lc mm 4650 7230 3.11.1
Lc max mm 5387 > 4,650 2135 < 7,230 3.11.3.2
b central mm 13182 4992
Final centres mm 200 75 & 400
BEAM SHEAR
v @ d N/mm 0.0260 0.0262 0.0053 0.0054
v @ 2d N/mm 0.0244 0.0246 0.0037 0.0038
vc N/mm 0.3710 OK 0.3735 OK
As enhanced % 160% 0.00% 4513% 0.00% 2.60456167
PUNCHING SHEAR #DIV/0!
d ave mm 388 .5 x d ave 582
As prov % 0.166
vc N/mm 0.3722
COLUMN 1 L R B T
to edges mm 10683 7317 4650 4650 9300
to 1.5d per mm 1082 1082 3582 3582 0
andard perimeter? Y,N 1 1 0 0 2
U mm 9300 9300 0 0
within base? Y,N 1 1 1 1 1 18600
perimeter falls within base
U crit mm 18600
Area m 0.000
1.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4WN kN 100.6 137.6 84.7
v max N/mm 0.001 OK 0.009 OK 0.003 OK
ave press kN/m 16.02 14.34 11.60
V kN 100.6 137.6 84.7
v N/mm 0.0139 OK 0.0191 OK 0.0117 OK
COLUMN 2 L R B T
to edges mm 7143 10857 4650 4650 9300
to 1.5d per mm 1432 1432 3582 3582 0
andard perimeter? Y,N 1 1 0 0 2
U mm 9300 9300 0 0
within base? Y,N 1 1 1 1 1 18600
perimeter falls within base
U crit mm 18600
Area m 0.0001.4G+1.6Q 1.2(G+Q+W) 1.0G+1.4W
N kN 92.1 130.4 78.6
v max N/mm -0.012 OK -0.003 OK -0.007 OK
ave press kN/m 16.02 14.35 11.60
V kN 92.1 130.4 78.6
v N/mm 0.0128 OK 0.0181 OK 0.0109 OK
COMBINED L R B T
to edges mm 7143 7317 4650 4650 9300
to 1.5d per mm 1432 1082 3582 3582 0
andard perimeter? Y,N 1 1 0 0 2
U mm 9300 9300 0 0
within base? Y,N 1 1 1 1 1 18600
perimeter falls within baseU crit mm 18600
Area m 0.000
1 4G+1 6Q 1 2(G+Q+W) 1 0G+1 4W
0 0
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SIZING TIPS et press = 127.5G + Q G + Q + W G + W
N kN 123.3 223.3 123.3
Mx kNm 0.0 -8.7 0.0 MIXER FOUNDATION
My kNm 0.0 0.0 0.0 Base B1/B2
ex m 0 -39 0 MIXER FOUNDATION
ey m 0 0 0 0
min A m 0.97 1.40 0.77
min L mm 5414 Made by WOO Job
23 39 23 Date 9-May-179 248 143
min B mm 6000
21 37 21
160 #NUM! 128
MINIMUM SIZE
L mm 160 #NUM! 128B mm 6000 6000 6000 165 x 6000
if L = 18000
7 12 7B mm 6000 6000 6000 18000 x 6000
if B = 9300
13 24 13L mm 5414 #NUM! 5414 #NUM!
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Project MIXER FOUNDATION 100 TONS CAPACITY AND HOPPER FOUNDATION DESIGN TO BS Location Base B1/B2 AND IKIJA
MIXER FOUNDATION 100 TONS CAPACITY0
For Graphs
SINGLE PAD USAGE DOUBLE PAD USAGE
punching 96.2% punching 99.8%
v yy 0.0% v yy 1.0%Shear v xx 6.9% Shear v xx 6.6%
(As/Asprov) fsy 6.8% (As/Asprov) fsy 68.2%Bending fsx 0.0% Bending fsx 50.6%
Grnd Brg Pressure 5.2% Grnd Brg Pressure 2.5%
Mx DIAGRAM 138.3 diff -0.1 length 18.000
Left
distance 0.000 0.629 1.259 1.888 2.517 3.147 3.776 4.405 5.034 5.664
pressure 149.0 149.0 149.0 149.0 149.0 149.0 149.0 149.0 149.0 149.0
press M 0.0 2.1 8.5 19.1 34.0 53.1 76.5 104.1 136.0 172.1
Col M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
M 0.0 -2.1 -8.5 -19.1 -34.0 -53.1 -76.5 -104.1 -136.0 -172.1
Base 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.06.3 6.3 8.0 8.0 10.2 10.2 11.2
0.0 -276.0 0.0 -276.0 0.0 -276.0 0.0
My DIAGRAM 267.6 diff 0.0 length 9.300
Left
distance 0.000 0.165 0.330 0.495 0.660 0.825 0.990 1.155 1.320 1.485
pressure 288.3 288.3 288.3 288.3 288.3 288.3 288.3 288.3 288.3 288.3
press M 0.0 0.3 1.1 2.5 4.5 7.0 10.2 13.8 18.0 22.8
Col M 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
M 0.0 -0.3 -1.1 -2.5 -4.5 -7.0 -10.2 -13.8 -18.0 -22.8
1.7 1.7 7.7 7.7 1.7 1.7 7.7
0.0 -28.2 0.0 -28.2 0.0 -28.2 0.0
96232190.xls.ms_office 12:02 AM 5/9/2012
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Project MIXER FOUNDATION 100 TONS CAPACITY AND HOPPER FOUNDATION DESIGN TO BS 8110Location Base B1/B2 AND IKIJA Made by
MIXER FOUNDATION 100 TONS CAPACITY0
For Graphs
2L c/l 2R 1L 1R
6.293 7.143 7.993 10.183 11.183 10.7 diff col M
-212.4 -238.4 -264.4 -276.0 -248.1 1L 1R 0.682 0.0
8.869 9.088 9.307 9.526 9.745 9.964 10.183 11.183 11.865 12.546 13.228 13.910 14.592
149.0 149.0 149.0 149.0 149.0 149.0 149.0 149.0 149.0 149.0 149.0
421.8 442.9 464.5 486.6 509.2 532.3 754.7 843.8 937.9 1037.0 1141.0
159.0 179.1 199.3 219.5 239.6 259.8 553.7 685.0 816.4 947.7 1079.0
-262.9 -263.8 -265.2 -267.1 -269.6 -272.5 -276.0 -248.1 -201.0 -158.8 -121.6 -89.3 -62.0
0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
2L c/l 2R 1L 1R
1.650 4.650 7.650 1.650 7.650 4.7 diff col M
-28.2 -28.2 -28.2 -28.2 -28.2 2R 1R 0.165 0.0
7.650 7.650 7.650 7.650 7.650 7.650 7.650 7.650 7.815 7.980 8.145 8.310 8.475
288.3 288.3 288.3 288.3 288.3 288.3 288.3 288.3 288.3 288.3 288.3
606.2 606.2 606.2 606.2 606.2 606.2 632.6 659.6 687.2 715.3 744.0
276.3 276.3 276.3 276.3 276.3 276.3 609.8 641.6 673.3 705.1 736.9
-28.2 -28.2 -28.2 -28.2 -28.2 -28.2 -28.2 -28.2 -22.8 -18.0 -13.8 -10.2 -7.0
96232190.xls.ms_office 12:02 AM 5/9/2012
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8/2/2019 Copy of RCC81- 100T Mixer Foundation _Rev0
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RCC81 Foundation Pads.xls
Single
Double
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8/2/2019 Copy of RCC81- 100T Mixer Foundation _Rev0
14/16
Disclaimer
Status of spreadsheet
Public release version.
Revision history RCC81 Foundation Pads
Date Version Action
06-Aug-99 RCC81 v1.0First public release.
Includes b version comments
09-Aug-99 CC81 v1.0 Correction to recommended e's in DOUBLE (RW)
All advice or information from the British Cement Association and/or Reinforced Con
is intended for those who will evaluate the significance and limitations of its conte
responsibility for its use and application. No liability (including that for negligence)
resulting from such advice or information is accepted by the BCA, RCC or their su
suppliers or advisors. Users should note that all BCA software and publications a
revision from time to time and should therefore ensure that they are in possession
version.
This spreadsheet should be used in compliance with the accompanying publication '
for concrete design to BS 8110 & EC2'available from British Cement Association, Te
Crowthorne, Berkshire RG45 6YS.
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8/2/2019 Copy of RCC81- 100T Mixer Foundation _Rev0
15/16
Size (kB)
438
438
crete Council
nts and take
for any loss
bcontractors,
re subject to
of the latest
preadsheets
lford Avenue,
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8/2/2019 Copy of RCC81- 100T Mixer Foundation _Rev0
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Compatibility Report for Copy of RCC81- 100T Mixer
Foundation _Rev0.xls
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