Box-Girder Bridge Design

Total Width of the abutment = 8.92m Unfactored Loads

  s    d   a   o    L    l   a   c    i    t   r   e    V

W1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 RDL RLL Pav Ppv Qsv Qlv TOTAL

802.80 285.15 32.11 65.51 116.22 190.53 214.08 91.53 234.07 805.85 632.21 1551.14 1076.16 195.76 0.00 33.61 28.46  

Brf EQ WL

6,355.18

1003.50 356.44 40.14 81.89 145.28 238.16 267.60 114.41 292.58 1007.31 790.26 1938.92 1883.28 264.27 0.00 45.37 38.42  

162.50 70.87 9.93 107.62 234.54 0.00 40.26 32.84

  s    d   a   o    L CR,SH,TU    l   a Pah    t   n Pph   o   z    i Qsh   r   o Qlh    H

TOTAL

Moment Factored Forces Factored Forces Arm from Pt. (Strength I) (Strength Ia) A

 

658.56

8,507.84

722.52 256.64 28.90 58.96 104.60 171.48 192.67 82.37 210.66 725.27 568.98 1396.02 1883.28 195.76 0.00 33.61 28.46  

284.38 0.00 0.00 53.81 351.80 0.00 60.39 49.26  

799.64

 

615.06

Factored Moments (Strength Ia)

1505.25 1154.88 130.05 278.41 540.05 913.60 1193.14 452.45 1122.35 4491.27 1185.38 6126.99 4250.83 1221.51 0.00 209.70 177.60

1881.56 1443.59 162.57 348.01 675.07 1142.00 1491.42 565.56 1402.94 5614.09 1481.73 7658.73 7438.96 1649.04 0.00 283.09 239.76

1354.73 1039.39 117.05 250.57 486.05 822.24 1073.83 407.20 1010.12 4042.15 1066.85 5514.29 7438.96 1221.51 0.00 209.70 177.60

1.88 4.05 4.05 4.25 4.65 4.80 5.57 4.94 4.80 5.57 1.88 3.95 3.95 6.24 0.00 6.24 6.24

6,660.18

284.38 0.00 0.00 53.81 211.08 0.00 36.24 29.56

Unfactored Moments

Factored Moments (Strength I)

  24,953.47

6.58 3.25 6.58 4.78 1.59 -0.67 2.39 2.39

 

1069.25 230.34 65.33 514.40 373.69 0.00 96.23 78.49  

2,427.73

∑M

33,478.14

1871.19 0.00 0.00 257.20 560.54 0.00 144.34 117.73

26,232.21

1871.19 0.00 0.00 257.20 336.32 0.00 86.61 70.64

 

2,951.01

2,621.96

 

30,527.13

23,610.25

Bill of Quantities

3

8.92

A) Reinforcement

8920

Deck Slab (top flange) Reinforcement 1. Main Reinforcement 1.1 Positive Reinforcement

Provide 130 Φ 16 c/c 200 mm, L=11030 mm 1.2 Negative Reinforcement

Provide 157 Φ 16 c/c 165 mm, L=11030 mm 2 Distribution Reinforcement Bottom longitudinal

Provide 57 Φ 12 c/c 160 mm , L=29960 mm 3. Temperature Reinforcement Top longitudinal

Provide 17 Φ 12 c/c 450 mm , L=25870 mm 4. Overhang a) Main Reinforcement

Provide 173 Φ 16 c/c 150 mm , L= 2040 mm b) Longitudinal direction

Provide 3 Φ 12 c/c 450 mm , L= 25920 mm 5. Barrier Reinforcements 5.1 Longitudinal bars

* Provide 5φ10 horizontal bars, L= 25920mm on both faces (spacing of bars is as shown in the above diagram) 5.2 Transversal bars

 a) Provide85φ10 c/c 300mm, L=1840mm  b) Provide 85φ10 c/c 300mm, L=1350mm (To connect with the curb, see fig for detailings) Bar Schedule for the deck slab (top flange) Item No.

Bar Code

Φ

Spacing (mm)

Length (mm)

Total No. of Bars

Total Wt.(Kg)

1.1

1

16

200

11030

130

2264.13

1.2

2

16

165

11030

157

2734.37

2

3

12

160

29960

57

1516.46

3

4

12

450

25870

17

390.53

Bar Shape

 Φ

Girder Longitudinal Reinforcement

2 Number of Interior Girde 2 Number of Exterior Girde

i) Interior Girders  Number of Interior Girders = 2

6 Φ 32 L =31495 mm, 7 Φ 32 L =13810 mm and 2 Φ 32 L =7515 mm

7 Φ 32 L =13810 mm

ii) Exterior Girders  Number of Exterior Girders = 2

6 Φ 32 L =13810 mm 3 Φ 32 L =7515 mm

6 Φ 32 L =31495 mm, 6 Φ 32 L =13810 mm and 3 Φ 32 L =7515 mm iii) Nominal reinforcements at the side

Provide 7 Φ 12, L= 31495 mm at each side of the girder.

7

Bar Schedule for girder reinforcements Item No.

1 2

Description

Interior Girders

No. of Girders

2

3 4 5

Exterior Girders

2

6

15

15 Bar Shape

No. of bars

Length (mm)

Total No. of Bars

Total Wt.(Kg)

6

31495

12

2386.57

7

13810

14

2784.33

2

7515

4

795.52

6

31495

12

2386.57

6

13810

12

1046.47

3

7515

6

284.73

7

 Nominal reinf.

4

14

25700

56

1278.01

8

 Nominal reinf.

4

2

25700

8

182.57 11144.76 Kg.

 Kg. A total of m   m with different spaci

Shear Reinforcement i) Interior Girders

A total of 210 Φ 12 of length 3340 mm with different spac ing as shown in the details. ii) Exterior Girders

A total of 182 Φ 12 of length 3340 mm with different spac ing as shown in the details. Wt. = 539.797 Kg. Total Wt. of Shear reinforcement = 622.843+539.797 =1162.64 Kg Beam Seat

a n ar eng

170

1.578666667 0.888 0

90

45

B) Concrete 1.1 Lean Concrete Lean concrete for the foundation of the abutment (5cm thick) Size: (BL1+BL2+BL3+0.50)*(Rw+2*Cw+0.50) = (1+1.49+3.75+0.5)*(7.32+2*0.8+0.5) = 63.49m2 Volume of concrete =3.17m3 (C-5)

(clarance of 25 cm on each side) 63.49 3.17

1.2 Structurasl Concrete

 No. 1 2 3 4 5 6

Description Deck Slab (top flange) Curbs Longitudinal girders Bottom flange Beam Seat Barriers

C) Abutment Masonry

134.07

3

Volume (m ) 41.42 10.32 31.22 25.64 7.81 8.51 124.91

41.42 10.32 31.218 25.639 7.81 #VALUE!

134.07

#VALUE! #VALUE!

Total volume of stone masonry =  m3

Total volume of stone masonry =134.07 m3

D) Area of Asphalt Layer Area of Asphalt Layer = (Cs+2*Wrs)*Rw =

188.86 188.86

188.86m2 ( 75 mm thick) s

E) Formwork  Description Top flange (deck slab)

2

Area (m ) 201.498

7.81

201.498

1

Side

11.62

2

Curbs

13.932

13.932

3

Longitudinal girders

249.744

249.744

4

Bottom flange

180.250

180.250

5

Beam Seat

47.098

47.0976

6

Barriers

93.6

Total area of formwork =

#VALUE!

797.74

#VALUE!

Summary of Estimated Quantities and Cost Description

1

w

188.86m2 ( 75 mm thick)

 No.

Item No.

rs

Reinforcement Bars

Unit

kg

Qty

25519 89

Unit Price

Total Amount

        0         0         0         1

5 - 173Φ16 @150, L=2040

5 - 173Φ16 @150, L=2040

1 - 130Φ16 @200, L=11030

   )    0    7    1   =    b    l    (    0    6    9    9    2   =    L  ,    0    6    1    @    2    1    Φ    7    5      3

2 - 157Φ16 @165, L=11030

        0         0         0         1

   )    0    7    1   =    b    l    (    0    7    8    5    2   =    L  ,    0    5    4    @    2    1    Φ    7    1      4

        0         0         8         5         2

        0         0         0         1

2a- 94 Φ16 c/c 280mm, l=7210mm

  m   m    0    0    3    6    2   =    l  ,   m   m    0    5    3   c    /   c    6    1    Φ    1    2     a    1

4a- 18 Φ12 c/c 420mm, l=7210mm

        0         0         0         1

  m   m    0    4    0    6    2   =    l  ,   m   m    0    2    4   c    /   c    2    1    Φ    3    6     a    3

        0         0         8         5         2

Reinforcement details Girder section 150

150

   0    2    4    1

   0    2    4    1

180mm

2Φ12

14 Φ 12, L =25700 mm (nominal bars) 1350mm

shear reinforcement

 Φ 12, L = 3340 mm.

200

105 Φ 12 shear reinf. for int. & 91 Φ 12 for ext. girders,

250mm

15 Φ 32 for interior & 15 Φ 32 for exterior girders of

L= 3340 mm.

variable length.

105 Φ 12 ties. for int. & 91 Φ 12 for ext. girders, L= 300 mm. ong tu na g r er (Temp reinf. For the deck slab) Provide 17 Φ 12 c/c 450 mm , L=25870 mm   m   m    0    3    5    1   =   w    D

a

2540mm 25.8

 b

2540mm

c

2540mm

d

e

2540mm

5080mm

d

2540mm

25800 mm

6 Φ 32 for interior & 6 Φ 32 for exterior girders L =31495mm 7 Φ 32 for interior & 6 Φ 32 for exterior girders L =13810mm 2 Φ 32 for interior & 3 Φ 32 for exterior girders L =7515mm Fig 4. Shear reinforcement detailings

Shear reinforcements a = 15 Φ 12 c/c 180 mm for interior & 10 Φ 12 c/c 280 mm for exterior girders, L= 3340mm on both sides.  b = 11 Φ 12 c/c 240 mm for interior & 9 Φ 12 c/c 300 mm for exterior girders, L= 3340mm on both sides. c = 9 Φ 12 c/c 300 mm for interior & 9 Φ 12 c/c 300 mm for exterior girders, L= 3340mm on both sides. d = 9 Φ 12 c/c 300 mm for interior & 9 Φ 12 c/c 300 mm for exterior girders, L= 3340mm on both sides. e = 17 Φ 12 c/c 300 mm for interior & 17 Φ 12 c/c 300 mm for exterior girders, L= 3340mm.

c

2540mm

b

2540mm

a

2540mm