Box Culvert Limit State Xls

NATIONAL HIGHWAYS AUTHORITY OF INDIA FOUR LANING OF TIRUPATI-TIRUTHANI -CHENNAI-SECTION OF NH-205 FROM Km 274+800 to Km 341+600 IN THE STATE OF ANDHRA PRADESH & FROM Km 0+000 TO Km 59+600 IN THE STATE OF TAMIL NADU ON DESIGN,BUILD,FINANCE,OPERATE AND TRANSFER (DBFOT) TOLL BASIS

Structural Design Report DESIGN OF BOX CULVERT 3M x 3M WITHOUT CUSHION Note No:39/TTC/CUL-BOX/1X3X3/RO

Concessionaire TRANSTORY TIRUPATI-TIRUTHANI-CHENNAI TOLLWAYS PVT.LTD.

Document/File No.: Designed by:

Venkatesh

Approved by:

T R Reddy

R "O"

12/13/2010

Rev

Date

No. of Pages:

22

Checked by:

Praveen

Remarks

DESIGN CONSULTANT Egis India Consulting Engineers Pvt. Ltd. 9-1-77/3, N0.31, Adjacent ITC Agri Building, S.D Road, Secunderabad. Tel: +91-40-40179495, Fax: +91-40-40179496

F NH-205 PRADESH NADU ON OLL BASIS

n Report

.

22 Praveen

marks

ineers Pvt. Ltd. TC Agri Building, erabad. +91-40-40179496

Project

: Four Laning of Tirupati-Tiruthani-Chennai Section of NH-205

Job Name : Design of Single Cell Box Culvert Subject

: DESIGN OF BOX CULVERT 3M x 3M WITHOUT CUSHION

DESIGN OF BOX CULVERT 3M x 3M WITHOUT CUSHION 1.0

Design Data

1.1

Dimension Detail

1.2

No of cells

=

1

Clear Span

=

3.00 m

Clear Height (at outer edge) Clear Height (at median location)

= =

3.00 m 3.000 m

Width of road at top

=

12.00 m

Width of Box

=

12.00 m

Ht of fill (W.C / P.C.C / pavement layers) over the top slab

=

0.065 m

Thickness of top slab Thickness of bottom slab Thickness of external vertical wall

= = =

Size of haunch

=

Width of Crash barrier Distance of edge of crash barrier from edge of box

= =

Height of surcharge Safe Bearing Capacity of the soil Permissible Settlement

= = =

150

x

0.500 m 0.500 m 1.20 m 120.00 KN/m2 75.00 mm

Material Properties Density of concrete Density of soil Density of wearing coat Density of Profile corrective course Coefficient of active earth pressure Angle of internal friction (in degree)

1.3

600 mm 600 mm 600 mm

= = = = = =

25.00 20.00 22.00 22.00 0.500 30.00

KN/m3 KN/m3 KN/m3 KN/m3

Grade of Concrete

=

M25

Clear Cover for earth face structural component Clear Cover for inside face structural component Clear Cover for bottom slab

= = =

75 mm 50 mm 75 mm

Permissible direct comp. strength of Concrete (cc)

=

6.25 N/mm2

Permissible flexural comp. strength of Concrete (cb)

=

8.33 N/mm2

Permissible tensile strength of Concrete ( ct )

=

0.61 N/mm2

Permissible tensile strength of Steel ( st )

=

240 N/mm2

deg

Design Parameters

Design Costants:

Base Projection

k j

= =

0.258 0.914

R

=

0.981 N/mm2

=

0 mm

Page # 3

Page # 4

NOT OK OK OK 150

Page # 5

Page # 6

Project




2.0

Load Calculations for the Box Structure

2.1

Dead Load Self weight of the structure has been calculated directly in STAAD file by the comment "SELFWEIGHT -1".

2.2

Super Imposed Dead Load

2.2.1

Top Slab Wearing coat thickness Ht of fill (Thickness of W.C / P.C.C / pavement layers) Load (UDL) on top slab =

= = 0.065*22

Wt of Crash barrier per meter Total UDL load due to S.I Dead Load Height of soil on projected portion of base slab Wt of soil on the projected portion of base slab

2.3

0.065 1.000 m

=

2.73 KN/m

=

0 KN/m

=

2.73 KN/m

= =

0.00 m 0.00 KN/m

Earth Pressure Thickness of top slab Height of top haunch Clear height between top & bottom slab Height of bottom haunch Thickness of bottom slab Height from top

0.600 0.15 3.00 0.15 0.60

m m m m m

Intensity of Earth pressure (KN/m2)

(m) 1.300 + 0.300 + 0.150 + 0.900 + 0.900 + 0.900 + 0.150 + 0.300

= = = = =

1.300 1.600 1.750 2.650 3.550 4.450 4.600 4.900

0.5 * 20 * 1.3 0.5 * 20 * 1.6 0.5 * 20 * 1.75 0.5 * 20 * 2.65 0.5 * 20 * 3.55 0.5 * 20 * 4.45 0.5 * 20 * 4.6 0.5 * 20 * 4.9

= = = = = = = =

13.00 16.00 17.50 26.50 35.50 44.50 46.00 49.00 75

2.4

Live Load Surcharge Equivalent height

=

Uniform Intensity of loading = 2.5

1.20 m

=

12.00 KN/m2

= = =

400 KN 12.00 m 6.67 KN

Braking Load Carriageway Live Load Width of the box Braking Load =

2.6

0.5 * 1.2 * 20

0.2 * 400 / 12

Additional pressure on edge 1m strip due to eccentricity of Live Load Live Load

=

400.00 KN

Width of culvert (parallel to traffic direction) Width of culvert (perpendicular to traffic direction)

= =

4.20 m 12.00 m

Distance of CG of load from outer edge of box culvert Transverse Moment

= =

3.10 m 1162.00 KNm

Section Modulus of box in transverse direction

=

100.80 m^3

Upward UDL on edge 1m strip

=

11.53 KN/m

Page # 7

"SELFWEIGHT -1".

Page # 8

Project



DESIGN OF BOX CULVERT 3M x 3M WITHOUT CUSHION

3.0

Effective width of tyres and load distribution for different vehicular loadings: lo

Effective span Total Width of Box culvert

= =

= =

3.60 m 12.00 m

Ht of fill (W.C / P.C.C / pavement layers) Thickness of deck slab

= =

= =

0.065 m 0.600 m

Width of Crash barrier / Kerb

=

=

0.50 m

=

0.50 m

=

3.33

b

Dist. of edge of crash barrier/guard stone from edge of box b / lo

Span / Wdith ratio

=

As per Cl. 305.16.2 of IRC:21, for continous slab b / lo For = 3.1

Class 70R vehicle:

3.1.1

Axle - " l " :

3.33

;



=

2.6

(Refer Appendix 1, IRC : 6-2000 )

5t

5t

5t

450

410

12 / 3.6

1480

40

410

1070

5t

20 t

20 t

450

410

40

410 1220

2790 Transverse Total Load Impact factor

Longitudinal = =

= =

(Refer Cl.211.3 of IRC:6-1966)

Min. clear distance from C/B to the edge of the end wheel Distance between the axles in the direction of traffic C/C distance between end wheels in trans direction Load on one tyre Max. tyre pressure Contact width of tyre

= = =

(Refer Tab 75 (Refer Table of IRC:6-2000)

Contact area Breadth

= =

5000 / 5.273 948.23 / 36

Contact area

=

360 x 263 mm

= = = 410

360

Contact width of tyre in a direction perpendicular to the span Wheel dimension perpendicular to span Dist. from outer edge of kerb to = 0.5 + 1.2 + 0.41 / 2 c.g of wheel Effective width a b1 Effective width

5.00 t 5.273 Kg/cm2 360 mm 948.23 cm2 26.3 cm

= = =

0.36 m 0.41 m 1.905 m

a (1 - a / lo) + b1

= = =

the distance of c.g of concentrated load from nearer support 3.6 / 2 - 1.22 / 2 = 0.36 + 2 * 0.065 =

(Refer Cl.305.16.2)

= 2.6 x 1.19 x (1 - 1.19 / 3.6) + 0.49 (Dispersion width ends with in the deck slab) (Dispersion width of four wheels overlaps in trans direction)

=

1.20 m 1.22 m 2.38 m

= =

=

Effective load in trans direction Effective width for design (In transverse direction)

= = =

40.00 t 1.25

= >

1.190 m 0.49 m 2.56 m 1.48 m

=

20.00 t

=

4.942 m

Page # 9

Project




1.905 Crash Barrier 0.50

3.1.2

2.380

1.20

0.41

0.04

0.41

1.07

0.41

0.04

Dispersion along span direction (Refer Cl.305.16.3 of IRC:21)

=

0.263 + 2 x (0.065 + 0.6)

Dispersion width for design (In longitudinal direction)

=

(IF(1.593>1.22,(1.593 + 1.22),1.593)

Total load Dispersion area Load per unit area

= = =

Load per unit area with I.F

=

Axle - " m ":

0.41

= >

1.593 m 1.220

=

2.813 m

4.942 x 2.813 40 / 13.902

= = =

40.0 t 13.90 m2 2.88 t/m2

2.88 x 1.25

=

3.60 t/m2

(Refer Appendix 1, IRC : 6-2000 )

5t

5t

5t

795

410

790

385

410

380

5t

20 t

20 t

795

410

385

410 1220


= =

Longitudinal = =


Min. clear distance from C/B to the edge of the end wheel Distance between the axles in the dir. of traffic C/C distance between end wheels in trans direction Load on one tyre Max. tyre pressure Contact width of tyre

= = =

(Refer Table of IRC:6-2000) (Refer Table of IRC:6-2000)


= =

5000 / 5.273 948.23 / 36

Contact area

=

360 x 263 mm

= = = 410

360

Contact width of tyre in a direction perpendicular to the span Wheel dimension perp. to span Distance from outer edge of kerb to c.g of wheel Effective width a b1 Effective width

5.00 t 5.273 Kg/cm2 360 mm 948.23 cm2 26.3 cm

= = =

0.36 m 0.41 m 1.905 m

a (1 - a / lo) + b1

= = =


(Refer Cl.305.16.2)

= 2.6 x 1.19 x (1 - 1.19 / 1.22) + 0.49 (Dispersion width ends with in the deck slab) (Dispersion width of four wheels overlaps in trans direction)

=

1.20 m 1.22 m 2.38 m

= =

=


= = =

40.00 t 1.25

= >

1.190 m 0.49 m 2.56 m 0.79 m

=

20.00 t

=

4.942 m

Page # 10

Project





3.1.3

2.380

1.20

0.41

0.39

0.41

0.38

0.41

0.39

0.41


=

0.263 + 2 x (0.065 + 0.6)

= >

1.593 m 1.220


=

(IF(1.593>1.22,(1.593 + 1.22),1.593)

=

2.813 m


= = =

4.942 x 2.813 40 / 13.902

= = =

40.0 t 13.902 m2 2.88 t/m2


=

2.878 x 1.25

=

3.60 t/m2

Axle - " n ":

(Refer Appendix 1, IRC : 6-2000 ) 2.5 t 280

230

2.5 t 480

230 50

2.5 t 280

230

2.5 t 480

230

250

2.5 t 280

230 250 2790

50

2.5 t 480

230 50

2.5 t 280

230 250

2.5 t

20 t

20 t

230 50

1220

Transverse Total Load Impact factor

= =

= =


Min. clear distance from C/B to the edge of the end wheel Distance between the axles in the dir. of traffic c/c distance between end wheels in trans direction Load on one tyre Max. tyre pressure Contact width of tyre

= = =

(Refer Table of IRC:6-2000) (Refer Table of IRC:6-2000)


= =

2500 / 5.273 474.12 / 18

Contact area

=

180 x 263 mm

= = = 230

180

Contact width of tyre in a direction perpendicular to the span Wheel dimension perp. to span Distance from outer edge of kerb to c.g of wheel Effective width a b1 Effective width

2.50 t 5.273 Kg/cm2 180 mm 474.12 cm2 26.3 cm

= = =

0.18 m 0.23 m 1.815 m

a (1 - a / lo) + b1

= = =


(Refer Cl.305.16.2)

= 2.6 x 1.19 x (1 - 1.19 / 1.593) + 0.31 (Dispersion width ends with in the deck slab) (Dispersion width of wheels overlaps in trans direction)

=

1.20 m 1.22 m 2.56 m

= =

=


= = =

40.00 t 1.25

= >

1.190 m 0.31 m 2.38 m 0.48 m

=

20.00 t

=

4.942 m

Page # 11

Project





1.20

0.280 0.23

0.480 0.23

0.05

0.280 0.23

0.25

0.480 0.23

0.05

0.280 0.23

0.25

0.480 0.23

0.05

0.280 0.23

0.25

0.23 0.05 0.23


=

0.263 + 2 x (0.065 + 0.6)

= >

1.593 m 1.220


=

(IF(1.593>1.22,(1.593 + 1.22),1.593)

=

2.813 m


= = =

4.942 x 2.813 40 / 13.902

= = =

40.0 t 13.902 m2 2.88 t/m2


=

2.878 x 1.25

=

3.60 t/m2

3.2

Class -A vehicle:

(Refer IRC : 6-2000,Cl. 207.1 )

3.2.1

Single Lane Class A 5.7 t

5.7 t

11.4 t

11.4 t

1800

500

1300

500 1200


= =

Longitudinal = =


Min. clear distance from C/B to the edge of the end wheel Distance between the axles in the dir. of traffic c/c distance between end wheels in trans direction

= = =

Contact width of tyre Contact breadth of tyre

= =

= =

Contact area

=

a b1 Effective width

= = =

=

a (1 - a / lo) + b1

= = =


0.15

= >

=

0.90

500 mm 25 cm

0.50 m 0.50 m 0.90 m

(Refer Cl.305.16.2)

= 2.6 x 1.2 x (1 - 1.2 / 3.6) + 0.63 (Dispersion width crosses the deck slab) (Dispersion width of two wheels overlaps in trans direction)

Effective load in trans direction

Crash Barrier 0.50

0.15 m 1.20 m 1.80 m

500 x 250 mm

Contact width of tyre in a direction perpendicular to the span Wheel dimension perpendicular to span Distance from outer edge of kerb to c.g of wheel Effective width

22.80 t 1.469

1.200 m 0.63 m 2.71 m 1.8 m

11.40 t

1.800 0.50

1.30

0.50

Page # 12

Project



3.2.2


Effective width for design (In transverse direction)

=

=

4.055 m


=

0.25 + 2 x (0.065 + 0.6)

= >

1.58 m 1.200


=

IF(1.58>1.2,(1.58 + 1.2),1.58)

=

2.780 m


= = =

4.055 x 2.78 22.8 / 11.273

= = =

22.8 t 11.27 m2 2.03 t/m2


=

2.03 x 1.469

=

2.98 t/m2

Two Lane Class A 5.7 t

5.7 t 1800

500

1300

5.7 t 1700

500

1200

5.7 t

22.8 t

22.8 t

1800

500

1300

500 1200


= =

Longitudinal = =


Min. clear distance from C/B to the edge of the end wheel Distance between the axles in the direction of traffic c/c distance between end wheels in trans direction

= = =

Contact width of tyre Contact breadth of tyre

= =

= =

Contact area

=

a b1 Effective width

= = =

=

a (1 - a / lo) + b1

= = =


= 2.6 x 1.2 x (1 - 1.2 / ) + 0.63 (Dispersion width crosses the deck slab) (Dispersion width of four wheels overlaps in trans direction)

0.90 0.15

= >

= 1.800

0.50

1.30

500 mm 25 cm

1.700 0.50

1.20

0.50 m 0.50 m 0.90 m

(Refer Cl.305.16.2)

Effective load in transverse direction

Crash Barrier 0.50

0.15 m 1.20 m 5.30 m

500 x 250 mm

Contact width of tyre in a direction perpendicular to the span Wheel dimension perpendicular to span Distance from outer edge of kerb to c.g of wheel Effective width

45.60 t 1.47

1.200 m 0.63 m 2.71 m 1.8 m

22.80 t

1.800 0.50

1.30

0.50

Page # 13

Project



3.3



=

=

7.555 m


=

0.25 + 2 x (0.065 + 0.6)

= >

1.58 m 1.200


=

IF(1.58>1.2,(1.58 + 1.2),1.58)

=

2.780 m


= = =

7.555 x 2.78 45.6 / 21.003

= = =

45.6 t 21.00 m2 2.18 t/m2


=

2.18 x 1.46875

=

3.20 t/m2

= =


= =

70.00 t 1.250

Min. clear distance from C/B to the edge of the end wheel Length of vehicle in span direction Contact width of tyre in a direction perpendicular to the span C/C distance of wheels in a direction perpendicular to span

= = = =

1.20 4.57 0.85 2.05

Distance from outer edge of C/barrier to c.g of wheel

=

70 R Tracked vehicle Total load Impact factor

Effective width a b1 Effective width

=

a a (1 - a / lo) + b1

= = =

the distance of c.g of concentrated load from nearer support 3.6 / 2 = 0.85 + 2 * 0.065 =

3.4

2.125 m

(Refer Cl.305.16.2)

= 2.6 x 1.8 x (1 - 1.8 / 3.6) + 0.98 (Dispersion width ends with in the deck slab) (Dispersion width of wheels overlaps in trans direction)

Effective total load in transvrse direction 2.125 Crash Barrier 0.50

m m m m

= >

1.800 m 0.98 m 3.32 m 2.05 m

=

70.00 t

=

5.370 m

=

5.90 m

=

5.900 m

2.050 1.20

0.85

1.20

0.85


=


=


=


= = =

5.37 x 5.9 70 / 31.683

= = =

70.0 t 31.68 m2 2.21 t/m2


=

2.21 x 1.25

=

2.763 t/m2

4.57 + 2 x (0.065 + 0.6)

Summary of Intensity of Loads: Loading 70R - Axle 'l' 70R - Axle 'm' 70R - Axle 'n' 1 Lane Class A 2 Lane Class A 70R-Track Design LL intensity for analysis

Intensity of Load (t/m2) 3.600 3.598 3.598 2.982 3.202 2.763 =

3.600 t/m2

Page # 14

Project



4.0


Design of Box Structure:

1 x 3 x 3 without Cushion Steel Bar mark ts1 ts2 ts3 ts4 ts5 ts6 w1 w2 w3 w4 w6 bs1 bs2 bs3 bs4 bs5 h1 h2 h3 h4

Theoretical curtailment point

C/L 25

18 17

26

27

26

28

29

27

28

30 29

18 17

16 16

15 15

14 14

13 12

13 1

1

2

4

3

2

3



5

4



6

Depth of member (D) Width of the meber (b) Grade of Concrete Used Grade of steel Charactristic strength of concrete (fck) Charactristic strength of steel (fy) Tensile strength of concrete (fctm) Design yield strength of shear reinforcement fywd = 0.8*fyk/γs Partial material safety factor for concrete (m) Partial material safety factor for Steel (s) Ultimate compressive strain in the concrete (єcu3) modulus of elasticity of reinforcing of steel (Es)

Factor  = () Effective depth of member (d)

= = = = = = = = = = = = = = = = = =

210 1000 M30 Fe 500 30 500 2.5 348 1.5 1.15 0.0035 200000 31000 6.45 0.00417 0.67 0.8 1 13.400 10.720 0.400 544.0

M/(bd2Fav) = kav Limiting Neutral axis depth (x lim) = (d*cu3)/(s+cu3)

= =

0.003 248.113 mm

modulus of elasticity of concrete (Ecm) modular ratio αe (Es/Ecm) Ultimate tensile strain in the steel (єs) = [{fy/(s xEs)}+0.002] Coefficient to consider the influence of the concret strength () Factor ( ) Factor () fcd = (*fck/m) Factor Fav (fcd)

= = =

mm mm

N/mm2 Table no:6.5 (IRC:112-2011) N/mm2 Table no:18.1 (IRC:112-2011) MPa MPa Basic Page 49: (IRC:112-2011) Basic Page 30: (IRC:112-2011) Up to fck ≤ Table no:6.5 (IRC:112-2011) N/mm2 Clause 6.2.2 (IRC:112-2011) MPa

Cube

A2.10 Page : 244 (IRC:112-2011)

0.8 Up to fck ≤ 60Mpa,Eq.A2-33 (IRC:112-2011); 0.8-((fck-60)/5

1.0 Up to fck ≤ 60Mpa,Eq.A2-35 (IRC:112-2011); 1.0-((fck-60)/2

Force in compression = Force in Tension from Fig. A2-4 - rectangular Tensile Strength fy*As s

=

fcd *x* b

As

=

s * Fav * x*b

=

Fav * x*b

fy M

=

fy*As *(d-x/2) s

x2 -dx + M/Fav*b x

=

fy*s * Fav * x*b *(d-x) s * fy

= = = = = = =

Fav * x*b *(d-x) 0 d-sqrt(d2-4**M/Fav*b)/(2*) d*(1-sqrt(1-4**M/Fav*b*d2))/(2*) d*(1-sqrt(1-4**kav))/(2*) 544x(1-sqrt1-4x0.4x0.003))/(2x0.4) 1.37320392 mm <

248.113

Safe

Page # 15

Project




Required reinforcement As

=

s * Fav * x*b

= =

fy 1.15x10.72x1.373x1000/ 500 33.8577158 mm2

Provide

2

No's

Provided reinfo

=

Neutral axis dep

=

=

20 628.32 mm2

>

33.86

Safe

248.113

Safe

fy*As * m s * fck * * b 471240 1.15x1x30x0.67x0.8x1000

=

25.480 mm

<

Shear design Longitudinal force (N ) of compression strutsEd(V ) Rd.max

= =

0

αcwbwzν1fcd =

αcwbwzν1fcd

(cotθ+tanθ)

(2/sin2θ)

=

Aswzfywdcotθ

ection without shear reinforcement (VRd.c)

=

s [0.12K(80ρ1.fck)0.33+0.15σcp]bw.d

Where K

=

νmin

=

σcp

=

0.031K3/2fck1/2 NEd/Ac <=

0.2fcd

ρ1

=

Asl/bw.d

0.02

Shear Force by shear reinforcement (V Rd.s)

shear resistance (νRd.c) VRd.c

1+

√200 √d

<=

= =

122.66 kN 261.26 kN

=

122.66 kN

<= 2

Where d is depth in mm

>

71.0 kN

Hence Shear reinforcement is not required If required VNS V Rd.max = = sin2θ θ Cotθ reinforcement reinforcement (V

Rd.s

)

= = = =

αcwbwzν1fcd (cotθ+tanθ) VNS/αcwbwzν1fcd/2 0.034 0.99 58.04

=

8 mm

=

Aswzfywdcotθ

=

αcwbwzν1fcd (2/sin2θ)

<= 2.5 2 legged

s VNS = Aswzfywdcotθ/VNS Spacing, s = = 11234 mm Provide Shear reinforcement vertically 2 legged 8 mm dia @ 11225 mm C/C For Beams, minimum shear reinforcement ratio (ρmin) Minimum spacing

= = =

0.072

√f

>= 1

ck

Max Min

484 mm 194 mm

/fyk

0.00078872 127.460827 mm

Page # 16

Project



4.1


Check for Flexure as per IRC:21: Main Reinforcement

Section

29 & 30 27&28 16,17 15 13&14 2&3 4,5&6

Section

29 & 30 27&28 16,17 15 13&14 2&3 4,5&6

4.2

Limiting depth (Xulim)

Xu

Effective depth provided

kav

Ast reqd. (mm2/m)

Min Ast Reqd (mm2/m)

8 58 6 63 87 11 34 28 86 16 18 69 95 14

248.11 248.11 248.11 248.11 236.71 236.71 236.71 236.71 236.71 236.71 236.71 236.71 236.71 236.71

1.373 10.019 1.030 10.890 15.830 1.980 6.140 5.052 15.646 2.882 3.243 12.523 17.306 2.521

544.0 544.0 544.0 544.0 519.0 519.0 519.0 519.0 519.0 519.0 519.0 519.0 519.0 519.0

0.0025 0.0183 0.0019 0.0199 0.0301 0.0038 0.0118 0.0097 0.0298 0.0055 0.0062 0.0239 0.0329 0.0048

33.9 247.0 25.4 268.5 390.3 48.8 151.4 124.6 385.8 71.1 80.0 308.8 426.7 62.2

653 653 653 653 623 623 623 623 623 623 623 623 623 623

Bar Mark

Diameter

Spacing

Bar Mark

Diameter

Spacing

Ast provd. (mm2/m)

ts1 ts3 w1 ts3 w1 w2 w1 w2 w1 w2 bs1 w1 bs1 bs3

12 12 12 12 12 12 12 12 12 12 12 12 12 12

120 200 120 200 120 200 120 200 120 200 200 120 200 200

ts7 ts6 ts1 _ ts1 w5 _ w5 bs3 _ bs3 bs5 b6

0 12 12 0 12 0 0 0 12 0 0 12 12 0

120 200 120 200 120 200 120 200 200 200 200 120 200 200

942 1131 1885 565 1885.0 565.5 942.5 565.5 1508.0 565.5 565.5 1885.0 1131.0 565.5

Mdes (KN.m)


Xu


kav

Doverall provd. (m)

Deff provd. (m)

Top Bottom Outside Inside

2.0 15.8 21.8 7.0

248.113 248.113 248.113 248.113

0.34304 2.70615 3.92113 1.25938

544.0 544.0 519.0 519.0

0.001 0.005 0.008 0.002

544

533

519

508

Top Bottom

23.8 17.3

248.113 248.113

4.28289 3.10791

519.0 519.0

0.008 0.006

519

508

Ast reqd. (mm2/m)

Bar Mark

Diameter

Spacing

Ast provd. (mm2/m)

 (% steel)

Status

8 67 97 31 106 77

ts2 ts4 w3 w6 bs2 bs4

10 10 10 10 10 10

200 200 200 200 200 200

393 393 393 393 393 393

1.16 1.16 0.08 0.08 0.08 0.08

Reinforce ment Provided

Top Bottom Top Bottom Outside Inside Outside Inside Outside Inside Top Bottom Top Bottom

Face


Distribution Steel

Section

Top slab vertical wall Bottom slab

Section

Top slab vertical wall Bottom slab 4.3

Mdes (KN.m)

Face

Face

Face

Top Bottom Outside Inside Top Bottom

OK OK OK OK OK OK

Check for Shear as per IRC:21 Section

Vdes (KN)

top slab Vertical wall Bottom slab

89.0 71.0 98.0

Deff provd. (m)

544 519 519

ρ1

Subject to a Minimum shear resistance (νRd.c)

Shear Reqd

56.0 122.7 126.3

261.256 198.062 192.685

Not reqd Not reqd Not reqd

Page # 17

3.00 Dia 12 10 12 10 10 12 12 12 10 10 10 12 10 12 10 12 10 10 10 10

3.00 Spacing 120 200 200 200 8 No. 200 120 200 200 8 No. 200 200 200 120 200 200 200 200 200 10 No.

L1 L2 L3

900 900 450

Table no:6.5 (IRC:112-2011) Table no:18.1 (IRC:112-2011)

Page 49: (IRC:112-2011) Page 30: (IRC:112-2011)

Table no:6.5 (IRC:112-2011) Clause 6.2.2 (IRC:112-2011)

A2.10 Page : 244 (IRC:112-2011)

k ≤ 60Mpa,Eq.A2-33 (IRC:112-2011); 0.8-((fck-60)/500) for 60
Cylinder

≤ 60Mpa,Eq.A2-35 (IRC:112-2011); 1.0-((fck-60)/250) for 60
Page # 18

Page # 19

 (% steel)

2.78 3.34 5.57 1.67 0.36 0.11 0.18 0.11 0.29 0.11 0.11 0.36 0.22 0.11

MR with respect to concrete

6.4 46.4 4.8 50.4 69.6 8.8 27.2 22.4 68.8 12.8 14.4 55.2 76 11.2

MR with respect to steel

222.7 265.5 445.5 132.7 420.2 127.4 211.7 127.1 336.2 127.3 127.3 421.2 251.8 127.4

Status

unsafe unsafe unsafe unsafe unsafe unsafe unsafe unsafe unsafe unsafe unsafe unsafe unsafe unsafe

Status OK OK OK Not OK OK Not OK OK Not OK OK Not OK Not OK OK OK Not OK

Page # 20

Project




5.0

Check for Safe Bearing Capacity of Soil

5.1

Summary of Support Reactions

[STAAD III Output]

Support No.

1 2 3 4 5 6 7 8 9 10 11 12 35 36

Max Vertical Reaction (DL + SIDL + EP on B/F + B.F + Surcharge EP + CWLL) (KN) 43.50 39.30 35.10 33.20 31.00 26.90 22.90 20.90 13.10 11.70 7.30 3.50 0.00 0.00 Sum 288.40

Total Load /m

=

=

Length of Box (along traffic direction)

=

=

Base Pressure due to vertical loads

=

Additional pressure due to eccentricity of CWLL

288.4/(4.200x1)

= =

Total Base pressue

=

Allowable Gross SBC of Soil

=

=

Page # 21

288.40 KN 4.200 m 68.67 KN/m2 11.53 KN/m2 80.2 KN/m2 < 120.0 KN/m2 Safe

Page # 22

Project


Job Name : Design of Single Cell Box Culvert Subject DESIGN OF BOX CULVERT 3M x 3M WITHOUT CUSHION

Serviceability Limit State(SLS) Stress Level Moment of Inertia of cracked section

=

Maximum compressive stress in concrete

=

1000*17.306^3/3+426.7*(544-17.306)^2*(200000/31000) 765389164 mm4 Stresses are calculated for Maximum bending moment

Maximum tensile stress in steel

=

95*10^6*17.31/765389164 2.15 <

95*10^6*(544-17.31)/765389164 65.37 <

14.4 MPa

Safe

400 MPa

Safe

Crack width Maximum crack width where spacing of bonded reinforcement with in the tension zone

Wk

Maximum crack spacing Sr,max

Coefficent based on bond propoerties k1 Coefficent based on distribution of strain k2 eff

(sm-cm)

<= <= <=

5*(C+ф/2) 5*(50+12/2) 280

mm

= = =

Sr,max (sm-cm) 57346.7*0.0002 11.247 mm

= = =

(3.4c+0.425k1k2ф)/ρp.eff (3.4*50+0.425*0.8*0.5*12))/0.003 57347

=

0.8 for Deformed bars

= = = =

0.5 for bending As/Ac.eff 426.69/(140*1000) 0.0030

= = = >= =

sc - kt fct.eff/eff e.eff))/Es (65.373-0.5*2.5/0.003*(1+6.45*0.003))/200000 -0.001797 >=0.6 σsc / Es 0.000196 0.000196

>=0.6 sc / Es 0.6*65.373/200000

Project




=

1000*0^3/3+1256.68*(544-0)^2*(200000/31000) 2443469285 mm4

Stresses are calculated for Maximum bending moment Max. compressive stress in concrete ( σcc)

Maximum tensile stress in steel ( σsc)

= =

95*10^6*17.31/2443469285 5.94 <

=

95*10^6*(544-17.31)/2443469285 61.43 <

14.4 MPa

400 MPa

Crack width Maximum crack width where spacing of bonded steel with in the tension zone

Case 1: Spacing of bonded reinforcement with in the tension zone <= 290 89.98 Coefficient based on bond propoerties k1 Coefficient based on distribution of strain k2 . Maximum crack spacing Sr,max

eff

<= <= <=

5*(C+ф/2) 5*(50+16/2) 290

<=

5*(C+ф/2)

= =

0.8 for deformed bars 0.5 for bending

= = =

(3.4c+0.425k1k2ф)/ρp.eff (3.4*50+0.425*0.8*0.5*16)/0.0087 19853 mm

= = =

As/Ac.eff 1256.68/(145*1000) 0.00867

Case2 :the spacing of bonded reinforcement or No bonded rei 89.98

> >

Maximum crack spacing Sr,max = =

mm

5*(C+ф/2) 290

mm

1.3 (d-XU) 638.3409264175

mm

case 3 : Defermed bar associated with pure bending Maximum crack spacing Sr,max = = Maximum of maximum cracking spacing = Srmax

Factor dependent on the duration of the load (kt) (sm-cm)

Wk

= = = >= =

= = =

3.4c+0.17ф ρp.eff 19929.01932075 mm 19852.873563218 mm

=

condition should be check

0.5

sc - kt fct.eff/eff e.eff))/Es (61.432-0.5*2.5/0.0087*(1+6.45*0.0087))/200000 -0.000452 >=0.6 σsc / Es 0.000184 0.000184

Sr,max (sm-cm) 19852.9*0.00018 3.659 mm

<

modify the section

0.3

Safe

Safe

dition should be check

0.6*61.432/200000

severe

Project




=

1000*17.306^3/3+426.7*(544-17.306)^2*(200000/31000) 765389164 mm4

=

95*10^6*17.31/765389164 2.15 <

Stresses are calculated for Maximum bending moment Maximum compressive stress in concrete ( σcc)

Maximum tensile stress in steel ( σsc)

=

95*10^6*(544-17.31)/765389164 65.37 <

14.4 MPa

Safe

400 MPa

Safe

Crack width Maximum crack width where spacing of bonded reinforcement with in the tension zone

<= <= <=

5*(C+ф/2) 5*(50+0/2) 250

Case 1: Spacing of bonded reinforcement with in the tension zone <= 250 Coefficient based on bond propoerties k1 Coefficient based on distribution of strain k2

<=

= =

mm

5*(C+ф/2)

0.8 for deformed bars 0.5 for bending

. Maximum crack spacing Sr,max

= = =

(3.4c+0.425k1k2ф)/ρp.eff (3.4*50+0.425*0.8*0.5*12)/0.0021 80952 mm

eff

= = =

As/Ac.eff

Equivalent diameter фeq

=

426.69/(202.5*1000) 0.00211 n1ф12 + n2ф22 n1ф1 + n2ф2

Case2 :the spacing of bonded reinforcement or No bonded reinforcement with in t


(For defferent dia of bars are used)

> >

5*(C+ф/2) 250

mm

= =

1.3 (d-XU) 652.2023921018

mm

case 3 : Defermed bar associated with pure bending =


Maximum of maximum cracking spacing Srmax

Factor dependent on the duration of the load (kt) (sm-cm)

Wk

= = = >= =

= = =

3.4c+0.17ф ρp.eff

=

80679.181607256 mm

=

80952 mm

=

0.5

sc - kt fct.eff/eff e.eff))/Es

>=0.6 sc / Es

(65.373-0.5*2.5/0.0021*(1+6.45*0.0021))/200000 -0.002690 >=0.6 σsc / Es 0.000196

0.6*65.373/200000

0.000196

Sr,max (sm-cm) 80952.4*0.0002 15.876 mm

<

modify the section

0.2

very severe and extreme

Project : Four Laning of Tirupati-Tiruthani-Chennai Section of NH-205 Job Name : Design of Single Cell Box Culvert Subject : DESIGN OF BOX CULVERT 3M x 3M WITHOUT CUSHION STAAD PLANE RCC BOX 1 x 3 x 3 without Cushion *ANALYSIS OF BOX CULVERT WITH SPRING CONSTANT INPUT WIDTH 79 UNIT METER KN JOINT COORDINATES 1000 2 0.3 0 0 3 0.45 0 0 4 0.836 0 0 5 1.222 0 0 6 1.608 0 0 7 1.993 0 0 8 2.379 0 0 9 2.765 0 0 10 3.15 0 0 11 3.3 0 0 12 3.6 0 0 13 0 0.3 0 14 0 0.45 0 15 0 1.35 0 16 0 2.25 0 17 0 3.15 0 18 0 3.3 0 19 3.6 0.3 0 20 3.6 0.45 0 21 3.6 1.35 0 22 3.6 2.25 0 23 3.6 3.15 0 24 3.6 3.3 0 25 0 3.6 0 26 0.3 3.6 0 27 0.45 3.6 0 28 1 3.6 0 29 1.534 3.6 0 30 2.067 3.6 0 31 2.6 3.6 0 32 3.15 3.6 0 33 3.3 3.6 0 34 3.6 3.6 0 35 3.601 0 0 36 -0.001 0 0 MEMBER INCIDENCES 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 11;

11 11 12; 12 1 13; 13 13 14; 14 14 15; 15 15 16; 16 16 17; 17 17 18; 18 18 25; 19 12 19; 20 19 20; 21 20 21; 22 21 22; 23 22 23; 24 23 24; 25 24 34; 26 25 26; 27 26 27; 28 27 28; 29 28 29; 30 29 30; 31 30 31; 32 31 32; 33 32 33; 34 33 34; 35 36 1 36 12 35 MEMBER PROPERTIES INDIAN 1 11 PRIS YD 0.6 ZD 1 2 10 PRIS YD 0.6 ZD 1 3 TO 9 PRIS YD 0.6 ZD 1 12 TO 18 PRIS YD 0.6 ZD 1 19 TO 25 PRIS YD 0.6 ZD 1 26 TO 36 PRIS YD 0.6 ZD 1 CONSTANTS E 25000000 ALL POISSON 0.15 ALL DENSITY 25 ALL ALPHA 1.17e-005 ALL SUPPORTS 1 FIXED BUT FZ MX MY MZ KFY 240.001 12 FIXED BUT FX FZ MX MY MZ KFY 240.001 2 11 FIXED BUT FX FZ MX MY MZ KFY 360 3 10 FIXED BUT FX FZ MX MY MZ KFY 428.572 4 TO 9 FIXED BUT FX FZ MX MY MZ KFY 617.143 35 36 FIXED BUT FX FZ MX MY MZ KFY 0.001

LOAD 1 SELF WEIGHT SELFWEIGHT Y -1 LOAD 2 SIDL MEMBER LOAD 26 TO 34 UNI GY -2.73 LOAD 3 ACTIVE EARTH PR. (BOTH SIDES) MEMBER LOAD 12 TRAP GX 49 46 13 TRAP GX 46 44.5 14 TRAP GX 44.5 35.5 15 TRAP GX 35.5 26.5 16 TRAP GX 26.5 17.5 17 TRAP GX 17.5 16 18 TRAP GX 16 13 19 TRAP GX -49 -46 20 TRAP GX -46 -44.5 21 TRAP GX -44.5 -35.5 22 TRAP GX -35.5 -26.5 23 TRAP GX -26.5 -17.5 24 TRAP GX -17.5 -16 25 TRAP GX -16 -13 *WEIGHT OF EARTH ON PROEJCTED PORTION OF SLAB 35 36 UNI GY 0 LOAD 4 LIVE LOAD 1(70R TRACKED) MEMBER LOAD 26 TO 34 UNI GY -27.63 LOAD 5 LIVE LOAD 2 (40T BOGIE ) MEMBER LOAD 26 TO 34 UNI GY -36 LOAD 6 LIVE LOAD 3(CLASS A 2LANE) MEMBER LOAD 26 TO 34 UNI GY -32.02 LOAD 7 LL SURCHARGE (BOTH SIDES) MEMBER LOAD 12 TO 18 UNI GX 12 19 TO 25 UNI GX -12 LOAD 8 LL SURCHARGE (LEFT SIDE) MEMBER LOAD 12 TO 18 UNI GX 12 LOAD 9 LL SURCHARGE (RIGHT SIDE) MEMBER LOAD 19 TO 25 UNI GX -12 LOAD 10 BRAKING FORCE (LEFT SIDE) JOINT LOAD 25 FX 6.67

LOAD 11 BRAKING FORCE (RIGHT SIDE) JOINT LOAD 34 FX -6.67 LOAD COMBINATION 101 1 1.35 2 1.75 3 1.5 LOAD COMBINATION 102 1 1.35 2 1.75 3 1.5 4 1.5 LOAD COMBINATION 103 1 1.35 2 1.75 3 1.5 4 1.5 7 1.2 LOAD COMBINATION 104 1 1.35 2 1.75 3 1.5 4 1.5 8 1.2 10 1.5 LOAD COMBINATION 105 1 1.35 2 1.75 3 1.5 4 1.5 9 1.2 11 1.5 LOAD COMBINATION 106 1 1.35 2 1.75 3 1.5 5 1.5 LOAD COMBINATION 107 1 1.35 2 1.75 3 1.5 5 1.5 7 1.2 LOAD COMBINATION 108 1 1.35 2 1.75 3 1.5 5 1.5 8 1.2 10 1.5 LOAD COMBINATION 109 1 1.35 2 1.75 3 1.5 5 1.5 9 1.2 11 1.5 LOAD COMBINATION 110 1 1.35 2 1.75 3 1.5 6 1.5 LOAD COMBINATION 111 1 1.35 2 1.75 3 1.5 6 1.5 7 1.2 LOAD COMBINATION 112 1 1.35 2 1.75 3 1.5 6 1.5 8 1.2 10 1.5 LOAD COMBINATION 113 1 1.35 2 1.75 3 1.5 6 1.5 9 1.2 11 1.5 PERFORM ANALYSIS PRINT SUPPORT REACTION PRINT MAXFORCE ENVELOPE ALL FINISH

1.3

Live load

(a)

Single lane of IRC class 70R.

(track load) 25% (For 70 R track and Wheeled load)

Impact factor =I

0.84

35t 35t

35t 35t 4.57 m

2.06 m Position of live load for maximum Moment Traffic Direction

Track Load 4.57

Approaches

Over 3 X= 1.50000001

0.5 0.84

1.22

0.84

1.2

2.12

2.06

###

Dispersion of single Lane 70 R Track loadover the deck slab =b1

Width of live load over the deck of culvert

0.84 m

=

Now, allowing for the dispersion of load through the deck, bef=

Effective width of dispersion (Ref:Cl: 305.16.2 of IRC :21-2000) Here, a= 1.50000001  = f(b/lo)= 2.6 Effective width of dispersion B=

2.6 X

= Therefore net width of dispersion = =

### ### 1.395 ###

Effective length of load at the culvert depth =l'

=

a (1-a/lo) +b1

### 3.00000001)

+0.84

m + 2.06

###

m

= 4.57 = 5.87

Average intensity of load over the culvert slab= (with impact factor)

(b)



+2 > 70 x 1.25 = 4.57 ### ### t/sq.m

Single lane class 70R ,Bogie load (col l) Traffic Direction

x ( 0.35 3.35

+0.3)

0.36

0.36

0.36

0.45

1.48

0.36

0.45 1.22

0.36

0.36

0.36

0.45

1.48

0.36

0.45

Position of live load for maximum Load

1.500000005

1.22 3.00000001

0.5

CL 0.36

Crash Barrier

0.36

0.36

0.36

1.2

0.45

1.48

0.45

1.7

0.81

1.84

0.81

Dispersion of single Lane 70 R Bogie load over the deck slab Now, allowing for the dispersion of load through the deck, bef=

Effective width of dispersion Here, Effective width of dispersion bef=

a=

2.6

2.6 X

x 1.675

= Therefore net width of dispersion=

1.26875 = 5.9975 m 0.263 = 1.563

Width of disperson parallel to span=

Eff length of load at the culvert depth =l'

x ( 1-

2.5375 m + 2 x 0.81

=Min.of

+2

1.675

+ 1.84

(1.22+ = 2.783

1.563)

40 2.783 =

and

x 1.25 x 5.9975 ### t/sq.m

Two lane of IRC class A load 48% (For IRC class A)

Impact factor =I 0.5

0.5

0.5

0.5 0.25

1.8

1.7

3.35)

1.26875

x ( 0.3 +0.35)

Average intensity of load over the culvert slab= (with impact factor) (c)

a (1-a/lo) +b1

1.675

= f(b/lo)=





1.8

3.35

Axil load

2.7

2.7 1.1

11.4 3.2

11.4 1.2

6.8

6.8

4.3

6.8

3

3

CL 0.5 0.5

0.5

0.5

0.5

0.15

1.3

1.2

1.3

0.9

1.8

1.7

1.8

=bw

Width of live load over the deck of culvert

0.5

=

m

Now, allowing for the dispersion of load through the deck, bef=

Effective width of dispersion Here,

x= 1.675 k= f(b/l)=

Effective width of dispersion B=

2.6

2.6 X

x 1.675

= Therefore net width of dispersion

0.9 = 7.53875 m

Width of disperson parallel to span=

x ( 1-

2.6775 m + 2 x 1.8

1.22+ = 2.77 m Effective length of load at the culvert depth =l' Min.of = = 2.77 m

Average intensity of load over the culvert slab= (with impact factor) = S.No (a) (b) (c)

Load Case Single Lane 70R (Track) Single Lane 70R (Bogie) Two lane IRC class A load

a(1-a/lo) +b1



1.675

+ 1.7

3.35)

+ 1.33875

0.25

+2

(0.3

2.77

and

3.35

11.4 x 4 x x 1.49 2.77 x 7.54 ### t/sq.m

Avg. Intensity of Load 3.950 t/sq.m 3.000 t/sq.m 2.730 t/sq.m

approaches

0.35

Deck slab

350 Deck slab 1.26875

+0.36

6.8 3

350 m

1.33875

+0.5

0.35)

PROJECT No. 73125

#REF! Design of Box Culvert

1000

dt

Moment = Axial force =

34 KNm #REF! KN

Eccectricity = Asc top Ast bottom n = D = Clear cover Eff cover d = dt=dc = Conc Grade

#REF! 8 5 113 600 50 56 544 56 M

Ast=

904.32

mm2

Asc= m

565.2 = 11.20

mm2

m nos nos mm mm mm mm mm mm

D/4 150 mm

< e < < e <

3/2D 900 mm

#REF! 12  12 

25

Taking moment of internal and external forces about the centre of tensile steel We have ; bxnxc'/2x(d-n/3)+(mc-1)Ascxc'/nx(n-nc)x(d-dc)= Px(e+D/2-dt)

or Stress in concrete c'=

#REF! N/mm2

Again equating the sum of internal forces to the external forces We have bxnxc'/2+(mc-1)xAscxc'/n(n-dc)-Astxt=P or ,Stress in tensile steel t= #REF! N/mm2 From these values of c' and t we have from stress diagram n = d (1+t/(mxc')) or n= #REF! mm 113.00 mm #REF! Assumed n=

Stress in compressive steel tc=

#REF! N/mm2

DOCUMENT No. DESIGNED JM

CHECKED S.R

DATE 15-May-17 PAGE

e dc

600

D (Overall depth) Steel N assumed N calculated Stress in Conc Stress in Com. Steel stress in tensile steel

Maximum BM = Mreq Maximum SF = SFreq Depth of member (D) Width of the meber (b) Grade of Concrete Used Grade of steel Charactristic strength of concrete (fck) Charactristic strength of steel (fy) Partial material safety factor for concrete (m) Partial material safety factor for Steel (s) Ultimate compressive strain in the concrete (є cu3) modulus of elasticity of reinforcing of steel (Es) Ultimate tensile strain in the steel (єs) = [{fy/(s xEs)}+0.002] Coefficient to consider the influence of the concret strength () Factor ( ) Factor () fcd = (*fck/m) Factor Fav (fcd) Factor  = () Effective depth of member (d)

= = = = =

38.6 20 210 1000 M30 Fe 500 30 500 1.5 1.15 0.0035 200000 0.00417 0.67 0.8 1 13.400 10.720 0.400 210 154

= = = = = = = = = = = = = = = = =


kN-m kN mm mm

(From analysis)

N/mm2 N/mm2 Basic Basic Up to fck ≤ 60Mpa N/mm2

Table no:6.5 (IRC:112-2011) Table no:18.1 (IRC:112-2011) Basic Page 49: (IRC:112-2011)

Cube

A2.10 Page : 244 (IRC:112-2

Page 30: (IRC:112-2011)

Table no:6.5 (IRC:112-2011) Clause 6.2.2 (IRC:112-2011)

1.0 Up to fck ≤ 60Mpa,Eq.A2-35 (IRC:112-2011); 1.0-((fck-60)/250) for 60
-

40 -

16

0.152 70.238 mm

Force in compression = Force in Tension from Fig. A2-4 - rectangular Tensile Strength fy*As s

=

As

=

fcd *x* b

Fav * x*b

=

s * Fav * x*b fy

M

=

fy*As *(d-x/2) s



=

fy*s * Fav * x*b *(d-x) s * fy

= = = = = = =


=

Cube

70.23796

s * Fav * x*b fy

= =

1.15x10.72x25.006x1000/ 500 616.53731572 mm2

Provide

2

No's

Provided reinforcemnt

=

20 628.32 mm

2

>

616.54

or

or

0.8-((fck-60)/500) for 60
.0-((fck-60)/250) for 60
Safe

Safe

Table 6.5 Stress and Deformation Characteristics for Normal Concrete

Strenght classes for Concrete fck (MPa) M15 M20 M25 M30 M35 M40 M45 M50 M55 M60 M65 M70 M75 M80 M85 M90

15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90

fcm(MPa) fctm(MPa) 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100

1.6 1.9 2.2 2.5 2.8 3.0 3.3 3.5 3.7 4.0 4.1 4.3 4.4 4.5 4.7 4.8

fctk,0.05( fctk,0.95( Ecm (GPa) cl (0/00) MPa) MPa) 1.1 2.0 27 1.8 1.3 2.5 29 1.9 1.5 2.9 30 2.0 1.7 3.2 31 2.0 1.9 3.6 32 2.1 2.1 3.9 33 2.2 2.3 4.3 34 2.3 2.5 4.6 35 2.3 2.6 4.9 36 2.4 2.8 5.2 37 2.4 2.9 5.4 38 2.5 3.0 5.6 38 2.5 3.1 5.7 39 2.6 3.2 5.9 40 2.6 3.3 6.1 40 2.7 3.3 6.2 41 2.7

cul (0/00)

2 (0/00)

cu2 (0/00)



3 (0/00)

cu3 (0/00)

3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.4 3.2 3.0 2.9 2.9 2.8

2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.1 2.2 2.3 2.3 2.4 2.4

3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.3 3.1 2.9 2.8 2.7 2.6

2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.9 1.7 1.6 1.5 1.5 1.4

1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.9 1.9 2.0 2.1

3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.3 3.1 2.9 2.8 2.7 2.6

1 Strength designation of concrete,(based on charactristic strength) and corresponding properties to be used in the design are given below. The strains are expressed in per thousand by 0/00 sign. 2 The tabulated values of Ecm are for quartzite/granite aggregate. For other aggregates, they should be multiplied by factors as given below Lime stone = 0.9 , Sand Sto 0.7 ,basalt = 1.2

Table 6.1 Grades of Reinforced Steel Type of Steel

Grade/ Designatio n

Mild Steel(MS)

Grade I

High yield strength deformed steel (HYSD Steel)

Fe 415 Fe 415D Fe 500 Fe 500D Fe 550 Fe 550D Fe 600

Fy

415 415 500 500 550 550 600

Project : Four Laning of Tirupati-Tiruthani-Chennai Section of NH-205 Job Name : Design of Single Cell Box Culvert Subject : DESIGN OF BOX CULVERT 3M x 3M WITHOUT CUSHION STAAD PLANE RCC BOX 1 x 3 x 3 without Cushion *ANALYSIS OF BOX CULVERT WITH SPRING CONSTANT INPUT WIDTH 79 UNIT METER KN JOINT COORDINATES 1000 2 0.3 0 0 3 0.45 0 0 4 0.836 0 0 5 1.222 0 0 6 1.608 0 0 7 1.993 0 0 8 2.379 0 0 9 2.765 0 0 10 3.15 0 0 11 3.3 0 0 12 3.6 0 0 13 0 0.3 0 14 0 0.45 0 15 0 1.35 0 16 0 2.25 0 17 0 3.15 0 18 0 3.3 0 19 3.6 0.3 0 20 3.6 0.45 0 21 3.6 1.35 0 22 3.6 2.25 0 23 3.6 3.15 0 24 3.6 3.3 0 25 0 3.6 0 26 0.3 3.6 0 27 0.45 3.6 0 28 1 3.6 0 29 1.534 3.6 0 30 2.067 3.6 0 31 2.6 3.6 0 32 3.15 3.6 0 33 3.3 3.6 0 34 3.6 3.6 0 35 3.601 0 0 36 -0.001 0 0 MEMBER INCIDENCES 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 11;

11 11 12; 12 1 13; 13 13 14; 14 14 15; 15 15 16; 16 16 17; 17 17 18; 18 18 25; 19 12 19; 20 19 20; 21 20 21; 22 21 22; 23 22 23; 24 23 24; 25 24 34; 26 25 26; 27 26 27; 28 27 28; 29 28 29; 30 29 30; 31 30 31; 32 31 32; 33 32 33; 34 33 34; 35 36 1 36 12 35 MEMBER PROPERTIES INDIAN 1 11 PRIS YD 0.6 ZD 1 2 10 PRIS YD 0.6 ZD 1 3 TO 9 PRIS YD 0.6 ZD 1 12 TO 18 PRIS YD 0.6 ZD 1 19 TO 25 PRIS YD 0.6 ZD 1 26 TO 36 PRIS YD 0.6 ZD 1 CONSTANTS E 25000000 ALL POISSON 0.15 ALL DENSITY 25 ALL ALPHA 1.17e-005 ALL SUPPORTS 1 FIXED BUT FZ MX MY MZ KFY 240.001 12 FIXED BUT FX FZ MX MY MZ KFY 240.001 2 11 FIXED BUT FX FZ MX MY MZ KFY 360 3 10 FIXED BUT FX FZ MX MY MZ KFY 428.572 4 TO 9 FIXED BUT FX FZ MX MY MZ KFY 617.143 35 36 FIXED BUT FX FZ MX MY MZ KFY 0.001

LOAD 1 SELF WEIGHT SELFWEIGHT Y -1 LOAD 2 SIDL MEMBER LOAD 26 TO 34 UNI GY -2.73 LOAD 3 ACTIVE EARTH PR. (BOTH SIDES) MEMBER LOAD 12 TRAP GX 49 46 13 TRAP GX 46 44.5 14 TRAP GX 44.5 35.5 15 TRAP GX 35.5 26.5 16 TRAP GX 26.5 17.5 17 TRAP GX 17.5 16 18 TRAP GX 16 13 19 TRAP GX -49 -46 20 TRAP GX -46 -44.5 21 TRAP GX -44.5 -35.5 22 TRAP GX -35.5 -26.5 23 TRAP GX -26.5 -17.5 24 TRAP GX -17.5 -16 25 TRAP GX -16 -13 *WEIGHT OF EARTH ON PROEJCTED PORTION OF SLAB 35 36 UNI GY 0 LOAD 4 LIVE LOAD 1(70R TRACKED) MEMBER LOAD 26 TO 34 UNI GY -27.63 LOAD 5 LIVE LOAD 2 (40T BOGIE ) MEMBER LOAD 26 TO 34 UNI GY -36 LOAD 6 LIVE LOAD 3(CLASS A 2LANE) MEMBER LOAD 26 TO 34 UNI GY -32.02 LOAD 7 LL SURCHARGE (BOTH SIDES) MEMBER LOAD 12 TO 18 UNI GX 12 19 TO 25 UNI GX -12 LOAD 8 LL SURCHARGE (LEFT SIDE) MEMBER LOAD 12 TO 18 UNI GX 12 LOAD 9 LL SURCHARGE (RIGHT SIDE) MEMBER LOAD 19 TO 25 UNI GX -12 LOAD 10 BRAKING FORCE (LEFT SIDE) JOINT LOAD 25 FX 6.67

LOAD 11 BRAKING FORCE (RIGHT SIDE) JOINT LOAD 34 FX -6.67 LOAD COMBINATION 101 112131 LOAD COMBINATION 102 11213141 LOAD COMBINATION 103 1121314171 LOAD COMBINATION 104 1 1 2 1 3 14 1 8 1 10 1 LOAD COMBINATION 105 1 1 2 1 3 1 4 1 9 1 11 1 LOAD COMBINATION 106 1 1 2 13 1 5 1 LOAD COMBINATION 107 1121315171 LOAD COMBINATION 108 1 1 2 1 3 1 5 1 8 1 10 1 LOAD COMBINATION 109 1 1 2 1 3 1 5 1 9 1 11 1 LOAD COMBINATION 110 11213161 LOAD COMBINATION 111 1121316171 LOAD COMBINATION 112 1 1 2 1 3 1 6 1 8 1 10 1 LOAD COMBINATION 113 1 1 2 1 3 1 6 1 9 1 11 1 PERFORM ANALYSIS PRINT SUPPORT REACTION PRINT MAXFORCE ENVELOPE ALL FINISH

Project



4.0


Design of Box Structure:

1 x 3 x 3 without Cushion Steel Bar mark ts1 ts2 ts3 ts4 ts5 ts6 w1 w2 w3 w4 w6 bs1 bs2 bs3 bs4 bs5 h1 h2 h3 h4

Theoretical curtailment point

C/L 25

18 17

26

27

26

28

29

27

28

30 29

18 17

16 16

15 15

14 14

13 12

13 1

2

4

3

1

2

3



5



4

6

Maximum BM = Mreq Maximum SF = SFreq Depth of member (D) Width of the meber (b) Grade of Concrete Used Grade of steel Charactristic strength of concrete (fck) Charactristic strength of steel (fy) Partial material safety factor for concrete (m) Partial material safety factor for Steel (s) Ultimate compressive strain in the concrete (єcu3) modulus of elasticity of reinforcing of steel (Es) Ultimate tensile strain in the steel (єs) = [{fy/(s xEs)}+0.002]

= = = = =

Factor  = () Effective depth of member (d)

= = = = = = = = = = = = = =

38.6 20 210 1000 M30 Fe 500 30 500 1.5 1.15 0.0035 200000 0.00417 0.67 0.8 1 13.400 10.720 0.400 544.0


= =

0.012 248.113 mm

Coefficient to consider the influence of the concret strength () Factor ( ) Factor () fcd = (*fck/m) Factor Fav (fcd)

kN-m kN mm mm

3.00 Dia 12 10 12 10 10 12 12 12 10 10 10 12 10 12 10 12 10 10 10 10

3.00 Spacing 120 200 200 200 8 No. 200 120 200 200 8 No. 200 200 200 120 200 200 200 200 200 10 No.

L1 L2 L3

900 900 450

(From analysis)

N/mm2 Table no:6.5 (IRC:112-2011) N/mm2 Table no:18.1 (IRC:112-2011) Basic Page 49: (IRC:112-2011) Basic Page 30: (IRC:112-2011) Up to fck ≤ 60 Table no:6.5 (IRC:112-2011) N/mm2 Clause 6.2.2 (IRC:112-2011) Cube

A2.10 Page : 244 (IRC:112-2011)

Cylinder

Force in compression = Force in Tension from Fig. A2-4 - rectangular Tensile Strength =

fcd *x* b

As

=

s * Fav * x*b

M

=

fy*As *(d-x/2)

=

fy*s * Fav * x*b *(d-x) s * fy

= = = = = = =


=

s * Fav * x*b

fy*As s

Fav * x*b

=

fy

s



=

248.113

Safe

>

164.00

Safe

<

248.113

Safe

fy

=

1.15x10.72x6.652x1000/ 500 164.000631 mm2

Provide

2

No's

Provided reinforcemnt

=

Neutral axis depth (x)

=

=

=

20 628.32 mm2

fy*As * m s * fck * * b 471240 1.15x1x30x0.67x0.8x1000 25.480 mm

Page # 50

Project



4.1


Check for Flexure as per IRC:21: Main Reinforcement

Section

29 & 30 27&28 16,17 15 13&14 2&3 4,5&6

Face


M des (KN.m)

10.73 44 43.7 10.00 54 12 25.3 22.3 64.54 16 18 59.6 58.89 14


248.113 248.113 248.113 248.113 236.711 236.711 236.711 236.711 236.711 236.711 236.711 236.711 236.711 236.711

Xu

1.842 7.587 7.535 1.717 9.780 2.160 4.563 4.021 11.706 2.882 3.243 10.802 10.673 2.521


544.0 544.0 544.0 544.0 519.0 519.0 519.0 519.0 519.0 519.0 519.0 519.0 519.0 519.0

kav 0.003382 0.013869 0.013775 0.003152 0.018701 0.004156 0.008762 0.007723 0.022351 0.005541 0.006234 0.02064 0.020394 0.004848

Deff required. (mm)

45 187 186 42 241 53 113 99 289 71 80 266 263 62

Ast reqd. (mm2/m)

Min Ast Reqd (mm2/m)

Bar Mark

Diameter

Spacing

Bar Mark

Diameter

Spacing

Ast provd. (mm2/m)

 (% steel)

#VALUE! #VALUE! #VALUE! 474 105 222 196 567 141 158 523 517 123

#VALUE! #VALUE! #VALUE! #VALUE! 623 623 623 623 623 623 623 623 623 623

ts1 ts3 w1 ts3 w1 w2 w1 w2 w1 w2 bs1 w1 bs1 bs3

12 12 12 12 12 12 12 12 12 12 12 12 12 12

120 200 120 200 120 200 120 200 120 200 200 120 200 200

ts7 ts6 ts1 _ ts1 w5 _ w5 bs3 _ bs3 bs5 b6

0 12 12 0 12 0 0 0 12 0 0 12 12 0

120 200 120 200 120 200 120 200 200 200 200 120 200 200

942 1131 1885 565 1885.0 565.5 942.5 565.5 1508.0 565.5 565.5 1885.0 1131.0 565.5

#VALUE! #VALUE! #VALUE! #VALUE! 0.36 0.11 0.18 0.11 0.29 0.11 0.11 0.36 0.22 0.11

Status OK #VALUE! #VALUE! #VALUE! OK OK OK OK OK OK OK OK OK OK

Page # 51

Project



4.2


Distribution Steel

Section

Top slab vertical wall Bottom slab

4.3

Face

M des (KN.m)


Xu


kav

Top Bottom Outside Inside Top

10.9 11.0 16.1 5.6 14.7

248.11331 248.11331 248.11331 248.11331 248.11331

248.113 248.113 248.113 248.113 248.113

544.0 544.0 519.0 519.0 519.0

0.003444 0.003467 0.005588 0.001931 0.005099

Bottom

14.9

248.11331

248.113

519.0

0.00516

Deff reqd. (m)

Doverall provd. (m)

Deff provd. (m)

105.9

544

#VALUE!

128.2

10

508

123.2

3

508

Ast reqd. (mm2/m)

Bar Mark

Diameter

Spacing

Diameter

Spacing

Ast provd. (mm2/m)

 (% steel)

#VALUE! #VALUE! 145 50 132

ts2 ts4 w3 w6 bs2

10 10 10 10 10

200 200 200 200 200

0 0 0 0 0

200 200 200 200 200

393 393 393 393 393

#VALUE! #VALUE! 0.08 0.08 0.08

134

bs4

10

200

0

200

393

0.08

Bar Mark

Check for Shear as per IRC:21 Section

Vdes

Axial Compressive Force Deff provd. (KN)

(KN) (m)



Shear Stress vMpa

(% steel)

Multiplying Factor Due to Axial Compression

Permissible Shear Stress cMpa

Status

Vertical wall

71.0

115.0

519

0.1368

0.29

3.352

0.814

OK

Bottom slab

98.0

94.0

519

0.1888

0.36

6.80

1.809

OK

Page # 52

Box Culvert Limit State Xls

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