91505103 box culvert at chainage 83 10 m xlsx depth 4 1 m

7/29/2019 91505103 Box Culvert at Chainage 83 10 m Xlsx Depth 4 1 m

1/13

Project:

Element:

Job No.: M 133 Date: 26-Mar-13 Page No.: 1

Made by: RN Checked by: HKM Approved by: HKM

Culvert Details Vertical Stress

4.1

27.93

5

5

Soil Parameters 99.97

18

20

9.81

30

5

10

0.33

27.93

99.97

25

4.1

23

74.95

5

5

500

500

500

BS 5400 PART 2:2006

2.5

10.5

(a) Calculation of HA UDL

69.5

120

0.685

19.0

32.88

BD 37 Chapter 4

45

450

112.5

Soil Reaction16.2

11.5

Motorways and

Trunk Roads

Nominal Load per axle (k N)=

Nominal Load per wheel (k N)=

Class of Road carried by structure=

Knife Edge Load(KEL) per notional lane(k N)=

(b) Calculation of HB Load

Number of Units for Hb load (k N)=

BS 8002 :1994 Clause

3.3.4.1

Clause 6.2 Type HA

Loading

Culvert width (m)=

Culvert depth(m)=

Thickness of wall (mm)=

Thickness of base Slab(mm)=

Loaded length of Box Culvert, L(m)=

BD 37/01 Part 14 - Clause 3.2.9.3.1 -Notional lane width (m)=

HA UDL per m of loaded length (k N/m)= 336 (1/L)^0.67 =

Note that the loaded length will be the width of the Box Culvert

Surcharge due to vehicular Traffic (k N/m2)=

Coefficient of active pressure, ka=

Lateral Pressure at top of wall (kN/m2)=

Clause 6.3 Type HBLoading

Verdun Trianon Link Road

Box Culvert at Chainage 83.10 m- Chainage 35.46 to 49.4 m

Road Level

5

5

Thickness of Upper Slab (m)=

Depth of soil retained by Upper Slab(m)=

Assuming 50 mm thick surfacing layer

Unit weight of surfacing layer (k N/m3)=

Load per m2

of soil on upper slab (k N/m2)=

Unit Weight of Soil unsaturated , (k N/m3)=

Internal Friction angle,() =

Lateral Pressure at bottom of wall (kN/m2)=

Unit weight of concrete (k N/m3)=

Height of water table(m)=

Unit Weight of Soil saturated , sat(k N/m3)=

Unit weight of water=

BD 37 Part 14 Table 14

-HA Lane Factors

First Lane load Factor, 1 = 0.274bl=

(For loaded length 0


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3/13

Project:

Element:

Job No.: M 133 Date: 26-Mar-13 Page No.: 2

Made by: RN Checked by: HKM Approved by: HKM

BS 5400 Part 2 2006

Clause 6.26

The effect of the Vertical load is calculated using Boussineq's equatiion:

112.5 kN

Point Load, Q (kN) = 112.5

r= 2.21

Depth of Soil,z(m)= 4.10

r/z 0.54

Influence factor, Ip = 0.252

Vertical Stress, z (kN/m) = 1.688851192

Assumption

For 4 wheels,z (kN/m) = 6.8

Joint Dispersal of wheel load on deck of Culvert, therefore multiply vertical stress by 4.

4.10

CULVERT

Verdun Trianon Link Road

Box Culvert at Chainage 83.10 m- Chainage 35.46 to 49.4 m

Volume 2 Section 2

Part 12BD 31/01 Pg

3/5

Dispersal of the single nominal wheel load at a spread to depth ratio of 1 horizontally

to 2 Vertically through asphalt and similar surfacing may be assumed ,where it is

considered that this may take place.

Volume 2 Section 2

Part 12BD 31/01 Pg

3/3

For Cover exceeding depth 0.6m, the HAUDL/KEL does not adequately model traffic

loading. In these circumstances the HA UDL/KEL combination shall be replaced by 30

Units HB Loading, dispersed through the fill. However, in this case Hb Load = 45 k N,

hence for analysis purposes Ha loading has been ignored.

Dispersal of Wheel loads

concrete Designer's

Manual Handbook

11th Edn. Pg 9

Section 2.4.9

Dis erssal of wheel

For the Hb vehicle, one unit of Hb corresponds to 2.5 k N per wheel, the side of the

square contact area becomes approximately 260mm for 30 units,290 mm for 37.5

Units and 320mm for 45 Units.Therefore use 320 mm as we are designing for

motorways.


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ELEMENT DESIGN to BS 8110:1997

SOLID SLABSOriginated from RCC11.xls on CD 1999 BCA for RCC

INPUT Location Deck Mid Span

Design moment, M 1350.0 kNm/m fcu 35 N/mm gc = 1.50

b 1.00 fy 460 N/mm gs = 1.05

span 5600 mm

Height, h 800 mm Section location SIMPLY SUPPORTED S

Bar 25 mm

cover 100 mm to this reinforcement

OUTPUT Deck Mid Span Compression steel = Nominal

d = 800 - 100 - 25/2 = 687.5 mm .

(3.4.4.4) K' = 0.156 > K = 0.082 ok .

(3.4.4.4) z = 687.5 [0.5 + (0.25 - 0.082 /0.9)^ = 618.2 > 0.95d = 653.1 mm

(3.4.4.1) As = 1350.00E6 /460 /618.2 x 1.05 = 4985 > min As = 1040 mm/m

PROVIDE T25 @ 100 = 4909 mm/m.

(Eqn 8) fs = 2/3 x 460 x 4985 /4909 /1.00 = 311.4 N/mm

(Eqn 7) Tens mod factor = 0.55 + (477 - 311.4) /120 /(0.9 + 2.856) = 0.917

(Equation 9) Comp mod factor = 1 + 0.13/(3 + 0.13) = 1.042

(3.4.6.3) Permissible L/d = 20.0 x 0.917 x 1.042 = 19.109 .

Actual L/d = 5600 /687.5 = 8.145 ok .


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INPUT Location Upper Slab Support


b 1.00 fy 460 N/mm gs = 1.05

span 5500 mm

Height, h 500 mm Section location SUPPORT

Bar 16 mm


OUTPUT Upper Slab Support Compression steel = None

d = 500 - 50 - 16/2 = 442.0 mm .

(3.4.4.4) K' = 0.156 > K = 0.045 ok .

(3.4.4.4) z = 442.0 [0.5 + (0.25 - 0.045 /0.9)^ = 418.9 > 0.95d = 419.9 mm

(3.4.4.1) As = 305.00E6 /460 /418.9 x 1.05 = 1662 > min As = 650 mm/m

PROVIDE T16 @ 100 = 2011 mm/m.

. .

. .

. .

. . .

. .


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Project

Box Culvert Verdun Trianon Link Road

ClientBCEG Ltd Made by Date Page

Location Upper Slab RN 26-Mar-2013 1

Crack Width Calculations to BS8110: 1997/ BS8007:1987 Checked Revision Job No

Originated from RCC14.xls on CD 1999 BCA for RCC HKM M133

CRACK WIDTH CALCULATIONS - FLEXURE -

INPUT

fcu= 35 N/mm2

fy= 460 N/mm2

Area of reinforcement " As " = 2011 mm2

= 1000 mm

h = 500 mm

d = 442 mm

Minimum cover to tension reinforcement " CO " = 50 mm

Maxmum bar spacing " S " = 100 mm

Bar dia " DIA " = 16 mm" acr " =(((S/2)^2+(CO+DIA/2) 2)^(1/2)-DIA/2) as default or enter other value = 68.6 mm

"acr " is distance from the point considered to the surface of the nearest longitudinal bar

Applied service moment " Ms "= 131.0 KNm

CALCULATIONS

moduli of elasticity of concrete " Ec" = (1/2)*(20+0.2*fcu) = 13.5 KN/mm

moduli of elasticity of steel " Es " = 200.0 KN/mm2

Modular ratio "a " = (Es/Ec) = 14.81 r = s = 0.005

depth to neutral axis, "x" = (-a.r +((a.r) + 2.a.r).

.d = 135 mm

" Z " = d-(x/3) = 397

Reinforcement stress " fs " = Ms/(As*Z) = 164 N/mmoncrete stress c = s s . x = 4.88 mm

ra n a so o concre e eam s a e1 = s s -x -x = 0.000976Strain due to stiffening effect of concrete between cracks " e2 " =e2 = b.(h-x) /(3.Es.As.(d-x)) for crack widths of 0.2 mm Usede2 = 1.5.b.(h-x) /(3.Es.As.(d-x)) for crack widths of 0.1 mm n/ae2 = 0.000360

Average strain for calculation of crack width "em "= e1-e2 = 0.000616Calculated crack width, " w " = 3.acr.em/(1+2.(acr-c)/(h-x))

CALCULATED CRACK WIDTH, 'w' = 0.12 mm

REINFORCED CONCRETE COUNCIL

HKM


7/13



INPUT Location Wall


b 1.00 fy 460 N/mm gs = 1.05

span 5500 mm


Bar 16 mm


OUTPUT Wall Compression steel = None

d = 500 - 50 - 16/2 = 442.0 mm .

(3.4.4.4) K' = 0.156 > K = 0.034 ok .

(3.4.4.4) z = 442.0 [0.5 + (0.25 - 0.034 /0.9)^ = 424.8 > 0.95d = 419.9 mm

(3.4.4.1) As = 230.00E6 /460 /419.9 x 1.05 = 1250 > min As = 650 mm/m

PROVIDE T16 @ 150 = 1340 mm/m.

(Eqn 8) fs = 2/3 x 460 x 1250 /1340 /1.00 = 286.0 N/mm


(3.4.6.3) Permissible L/d = 20.0 x 1.316 = 26.320

. Actual L/d = 5500 /442.0 = 12.443 ok .

. .


8/13

Project



Location WALL CRACK WIDTH RN 26-Mar-2013 1


Originated from RCC14.xls on CD 1999 BCA for RCC HKM M 133


INPUT

fcu= 35 N/mm2

fy= 460 N/mm2


= 1000 mm

h = 500 mm

d = 442 mm






CALCULATIONS





.d = 135 mm

" Z " = d-(x/3) = 397



Average strain for calculation of crack width "em "= e1-e2 = 0.001063Calculated crack width, " w " = 3.acr.em/(1+2.(acr-c)/(h-x))

CALCULATED CRACK WIDTH, 'w' = 0.20 mm


HKM


9/13



INPUT Location Base Slab


b 1.00 fy 460 N/mm gs = 1.05

span 5500 mm


Bar 16 mm


OUTPUT Base Slab Compression steel = None

d = 500 - 50 - 16/2 = 442.0 mm .

(3.4.4.4) K' = 0.156 > K = 0.005 ok .

(3.4.4.4) z = 442.0 [0.5 + (0.25 - 0.005 /0.9)^ = 439.8 > 0.95d = 419.9 mm

(3.4.4.1) As = 31.00E6 /460 /419.9 x 1.05 = 169 < min As = 650 mm/m

PROVIDE T16 @ 300 = 670 mm/m.

(Eqn 8) fs = 2/3 x 460 x 169 /670 /1.00 = 77.1 N/mm


(3.4.6.3) Permissible L/d = 20.0 x 2.000 = 40.000

. Actual L/d = 5500 /442.0 = 12.443 ok .

. .


10/13

Project



Location BASE CRACK WIDTH RN 26-Mar-2013 1


Originated from RCC14.xls on CD 1999 BCA for RCC HKM M 133


INPUT

fcu= 35 N/mm2

fy= 460 N/mm2


= 1000 mm

h = 500 mm

d = 452 mm






CALCULATIONS





.d = 137 mm

" Z " = d-(x/3) = 406



Average strain for calculation of crack width "em "= e1-e2 = -0.000149Calculated crack width, " w " = 3.acr.em/(1+2.(acr-c)/(h-x))

CALCULATED CRACK WIDTH, 'w' = -0.02 mm


HKM


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9 (C)

10 (C)11 (C)

12 (C)

13 (C)

14 (C)

15 (C)

16 (C)


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ULS Dead+ Surfacing+Ha UDL+HaKEL(midspan)+Ev+Eh 1 1.15 2 1.75

ULS Dead+ Surfacing+Ha UDL+HaKEL(support)+Ev+Eh 1 1.15 2 1.75ULS Dead+ Surfacing+Hb(midspan)+Ev+Eh 1 1.15 2 1.75

ULS Dead+ Surfacing+Hb(support)+Ev+Eh 1 1.15 2 1.75

SLS Dead+ Surfacing+Ha UDL+HaKEL(midspan)+Ev+Eh 1 1 2 1.2

SLS Dead+ Surfacing+Ha UDL+HaKEL(support)+Ev+Eh 1 1 2 1.2

SLS Dead+ Surfacing+Hb(midspan)+Ev+Eh 1 1 2 1.2

SLS Dead+ Surfacing+Hb(support)+Ev+Eh 1 1 2 1.2


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4 1.5 5 1.5

4 1.5 6 1.54 1.5 7 1.3

4 1.5 8 1.3

4 1 5 1.2

4 1 6 1.2

4 1 7 1.1

4 1 8 1.1

91505103 box culvert at chainage 83 10 m xlsx depth 4 1 m

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