COMPUTATION OF LOAD

COMPUTATION OF LOAD DUE TO VARIOUS TYPES OF PIER SUBSTRUCTURES :NOTE: ALL HIGHLIGHTED CELLS ARE TO BE TREATED AS INPUT DATA 2.90 RL

13.906 Pier cap top Level 1.50

RL

12.406

1.50

H.F.L. 12.600

12.806

RL -0.400 Top Level of foundation

SECTIONAL ELEVATION 0.75

3.40

0.75

1.50

0.75

5.00

0.75

SECTIONAL PLAN PIER

2.90

10.00 PLAN OF PIER CAP

LOAD CALCULATIONS 1 FORMATION LEVEL

17.410 m

2 BEARING LEVEL

14.385 m

3 BEARING HEIGHT

0.185 m

4 PIER CAP TOP LEVEL

13.950 m

5 WELL CAP/ FOUNDATION TOP TOP

-0.400 m

6 FOUNDING LEVEL

-31.00 m

7 SCOUR LEVEL MAX. 8 HIGHEST WATER LEVEL(HFL) 9 MAX. VELOCITY OF FLOW

-20.105 m 12.600 m 3.00 m/sec

10 PIER CAP THICKNESS

1.50 m

11 PIER CAP WIDTH

2.90 m

12 PIER CAP LENGTH 13 PIER WALL THICKNESS

10.00 m 1.50 m

14(a) PIER WALL LENGTH AT TOP

6.50 m

14(b) PIER WALL LENGTH AT BASE

4.90 m

15(a) PIER WALL HAS SEMI CIRCULAR ENDS -STRAIGHT PORTION OF PIER WALL AT TOP

3.40 m

15(b) PIER WALL HAS SEMI CIRCULAR ENDS -STRAIGHT PORTION OF PIER WALL AT TOP

5.00 m

16(a) PLAN AREA OF PIER WALL AT BOTTOM,A1

2 6.87 m

16(b) PLAN AREA OF PIER WALL AT TOP,A2

2 9.27 m

16(c) Volume of pier shaft, V1 ((A1+A2+(A1*A2)0.5)*H/3

3 102.92 m

17 WEIGHT OF SUB STRUCTURE UPTO FOOTING TOP - PIER CAP

82.77 t

- RL of cg of pier cap

13.406 m

- Height of cg of pier cap w.r.t. pier base

13.806 m

- PIER WALL

247.02 t

- RL of cg of pier wall w.r.t to pier wall top

6.32 m

- Height of cg of pier wall w.r.t pier base

6.720 m

- 15% PORE PRESSURE UPLIFT

13.39 t

- PEDESTALS

1.50 t

18 TOTAL WEIGHT OF SUBSTRUCTURE - UNDER DRY CONDITION

331.29 t

- UNDER SUBMERGED CONDITION

319.40 t

- HEIGHT OF COMBINED CG OF SUBSTRUCTURE

8.499 m

- RL OF COMBINED CG OF SUBSTRUCTURE

8.099 m

SUBSTRUCTURE LOAD CALCULATIONS FOR PIER SUBSTRUCTURE

3.40m Pier cap top Level RL 95.950

1.00m 0.50m 1.00m

700 mm wide inspection platform,depth varying from 250mm to 200mm

pier centre line

H= 14.25m

`

2.00m RL 80.200 Top of well cap / open foundation

SECTIONAL ELEVATION ALONG L-L AXIS

11.00m Pier cap top Level RL 95.950 1.00m 0.50m 5.00m

2500mm wide inspection platform,depth varying from 250mm to 200mm

pier centre line 14.25m

6.00m

CROSS - SECTION ALONG T-T AXIS

RL 80.200 Top of well cap / open foundation

2.00m

1.00m

1.00m 0.50m

6.00m

A2

SECTIONAL PLAN AT BASE LEVEL LOAD CALCULATIONS: 1 FORMATION LEVEL

A1

5.00m

SECTIONAL PLAN AT CAP LEVEL

100.300 m

2 BEARING LEVEL

96.450 m

3 PIER CAP TOP LEVEL

95.950 m

4 TOP OF WELL CAP

80.200 m

5 FOUNDING LEVEL

51.500 m

6 WEIGHT OF SUB STRUCTURE UPTO WELL CAP TOP a) Weight of varying portion of pier shaft :Height of varying portion (m)

=

14.25 m

Area of section at top of pier, A1

=

2 4.79 m

Area of section at bottom of pier, A2

=

2 11.14 m

Area of section at HFL, A3

=

2 10.68 m

Volume of pier shaft, V ((A1+A2+(A1*A2)0.5)*H/3

=

3 110.32 m

b) Weight of the Pier cap :Height of uniform portion (m)

=

1.00 m

C/S Area of the uniform portion

=

2 37.40 m

Volume of the uniform portion

=

Height of varying portion (m)

=

Volume of the varying portion

= =

Volume of pier cap, ((A1+A2+(A1*A2)0.5)*H/3

=

3 37.4 m

37.4*1.0 = 0.50 m

37.4+(1.2*5.2)+((37.4*(1.2*5.2))^0.5))*0.5/3 3 9.82 m 3 47.22 m

c) Weight of the Inspection platform :Total surface area of the platform

=

(2*(2.5*(3.4+2*0.7))+2*(11.0*0.7))

=

39.40

m2

Average depth of the platform

=

0.225

m

Total volume of the inspection platform

=

39.4*0.225 =

3 8.865 m

Weight of railing on the inspection platform @ 0.3t/m = [2*(4.8+16.0)]*0.3 = TOTAL WEIGHT OF PIER SHAFT

=

399.38 t

WEIGHT DUE TO PEDESTALS

=

1.50 t

TOTAL WEIGHT OF SUBSTRUCTURE

=

413.36 t

12.48 t

COMPUTATION OF COMBINED C.G. OF PIER SHAFT FROM PIER CAP LEVEL FOR SEISMIC ANALYSIS: Horizontal C.G. of varying portion of pier shaft

=

8.073 m

Horizontal C.G. of uniform portion of pier cap

=

0.500 m

Horizontal C.G. of varying portion of pier cap

=

0.187 m

Horizontal C.G. of inspection platform

=

0.125 m

Height of Combined C.G. of substructure from pier cap top level=

6.721 m

Therefore RL of combined C.G. of substructure w.r.t. top of pier cap level

=

89.229 m

Height of combined C.G. wrt well cap top

=

9.029 m

SUBSTRUCTURE LOAD CALCULATIONS FOR PIER SUBSTRUCTURE

1.60m Pier cap top Level RL 28.390

pier centre line

H= 3.75m

RL 24.640 1.10m `

1.34m

###

RL 23.300

###

RL 22.500 5.00m SECTIONAL ELEVATION

Founding level

2.00m

2.75m

1.00m

5.15m

3.15m

1.375m

A2

A1

3.15m

1.00m 1.375m SECTIONAL PLAN AT BASE LEVEL LOAD CALCULATIONS:

SECTIONAL PLAN AT CAP LEVEL

1 FORMATION LEVEL

30.640 m

2 BEARING LEVEL

30.305 m

3 PIER CAP TOP LEVEL

28.390 m

4 FOOTING TOP

23.300 m

5 FOUNDING LEVEL

22.500 m

6 WEIGHT OF SUB STRUCTURE UPTO FOOTING TOP a) Weight of varying portion of pier shaft :Height of varying portion (m)

=

3.75 m

Area of section at top of pier, A1

=

2 14.60 m

Area of section at bottom of pier, A2

=

2 9.44 m

Volume of pier shaft, V1

=

3 44.73 m

0.5

((A1+A2+(A1*A2) )*H/3

5.90m

b) Weight of constant bottom portion of pier shaft :Height of varying portion (m)

=

1.34 m

Area of pier section

=

2 9.44 m

Volume of pier shaft, V

=

3 12.65 m

Therefore total volume of pier shaft

=

3 57.38 m

TOTAL WEIGHT OF PIER SHAFT

=

137.72 t

WEIGHT DUE TO PEDESTALS

=

1.50 t

=

139.22 t

7 TOTAL WEIGHT OF SUBSTRUCTURE

COMPUTATION OF COMBINED C.G. OF PIER SHAFT FROM PIER CAP LEVEL FOR SEISMIC ANALYSIS: Horizontal C.G. of varying portion of pier shaft

=

1.741 m

Horizontal C.G. of constant portion of pier shaft

=

0.670 m

Combined C.G. of pier shaft from pier cap top level

=

2.332 m

Therefore RL of combined C.G. of pier shaft w.r.t. top of pier cap level

=

26.058 m

5.90m Pier cap top Level RL 28.390

pier centre line

3.75m

3.15m

RL 24.640

0.50m

3.15m

0.50m

1.34m

Foundation depth

RL 22.500 Founding Level Foundation width CROSS - SECTION