Copy of RCC81- 100T Mixer Foundation _Rev0

8/2/2019 Copy of RCC81- 100T Mixer Foundation _Rev0

1/16

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


2/16

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


3/16

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


4/16

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


2578 2578 412

2578 2578 412


0 0 0

0 0 0


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


5/16

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


6/16

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


7/16

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


8/16

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


9/16

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


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


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


10/16

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!


11/16

Project MIXER FOUNDATION 100 TONS CAPACITY AND HOPPER FOUNDATION DESIGN TO BS Location Base B1/B2 AND IKIJA


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


12/16

Project MIXER FOUNDATION 100 TONS CAPACITY AND HOPPER FOUNDATION DESIGN TO BS 8110Location Base B1/B2 AND IKIJA Made by


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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RCC81 Foundation Pads.xls

Single

Double


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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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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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Compatibility Report for Copy of RCC81- 100T Mixer

Foundation _Rev0.xls

Run on 10/24/2011 11:16

The following features in this workbook are not supported by

earlier versions of Excel. These features may be lost or

degraded when you save this workbook in an earlier fileformat.

Minor loss of fidelity # of

occurrences

Some cells or styles in this workbook contain formatting that is

not supported by the selected file format. These formats will

be converted to the closest format available.

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Copy of RCC81- 100T Mixer Foundation _Rev0

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Transcript of Copy of RCC81- 100T Mixer Foundation _Rev0