limit state.xls

NATIONAL HIGHWAYS AUTHORITY OF INDIA

FOUR LANING OF TIRUPATI-TIRUTHANI -CHENNAI-SECTION OF NH-205FROM 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 ONDESIGN,BUILD,FINANCE,OPERATE AND TRANSFER (DBFOT) TOLL BASIS

Structural Design ReportDESIGN OF BOX CULVERT 3M x 3M WITHOUT CUSHIONNote No:39/TTC/CUL-BOX/1X3X3/RO

ConcessionaireTRANSTORY TIRUPATI-TIRUTHANI-CHENNAI TOLLWAYS PVT.LTD.

Document/File No.: No. of Pages: 22

Designed by: Venkatesh Checked by: Praveen

Approved by: T R Reddy

R "O" 12/13/2010

Rev Date 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

FOUR LANING OF TIRUPATI-TIRUTHANI -CHENNAI-SECTION OF NH-205FROM 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 ONDESIGN,BUILD,FINANCE,OPERATE AND TRANSFER (DBFOT) TOLL BASIS

Structural Design Report

TRANSTORY TIRUPATI-TIRUTHANI-CHENNAI TOLLWAYS PVT.LTD.

22

Praveen

Remarks

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

Page # 3

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

No of cells = 1

Clear Span = 3.00 m

Clear Height (at outer edge) = 3.00 m

Clear Height (at median location) = 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 = 600 mm

Thickness of bottom slab = 600 mm

Thickness of external vertical wall = 600 mm

Size of haunch = 150 x

Width of Crash barrier = 0.500 m

Distance of edge of crash barrier from edge of box = 0.500 m

Height of surcharge = 1.20 m

Safe Bearing Capacity of the soil = 120.00

Permissible Settlement = 75.00 mm

1.2 Material Properties

Density of concrete = 25.00

Density of soil = 20.00

Density of wearing coat = 22.00

Density of Profile corrective course = 22.00

Coefficient of active earth pressure = 0.500

Angle of internal friction (in degree) = 30.00 deg

1.3 Design Parameters

Grade of Concrete = M25

Clear Cover for earth face structural component = 75 mm

Clear Cover for inside face structural component = 50 mm

Clear Cover for bottom slab = 75 mm

= 6.25

= 8.33

= 0.61

= 240

Design Costants: k = 0.258j = 0.914

R = 0.981

Base Projection = 0 mm

KN/m2

KN/m3

KN/m3

KN/m3

KN/m3

Permissible direct comp. strength of Concrete (scc) N/mm2

Permissible flexural comp. strength of Concrete (scb) N/mm2

Permissible tensile strength of Concrete ( sct ) N/mm2

Permissible tensile strength of Steel ( sst ) N/mm2

N/mm2

Page # 4

DESIGN OF BOX CULVERT 3M x 3M WITHOUT CUSHION

NOT OK

OK

OK

150

Page # 5




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 SlabWearing coat thickness = 0.065Ht of fill (Thickness of W.C / P.C.C / pavement layers) = 1.000 m

Load (UDL) on top slab = 0.065*22 = 2.73 KN/m

Wt of Crash barrier per meter = 0 KN/m

Total UDL load due to S.I Dead Load = 2.73 KN/m

Height of soil on projected portion of base slab = 0.00 mWt of soil on the projected portion of base slab = 0.00 KN/m

2.3 Earth Pressure

Thickness of top slab = 0.600 mHeight of top haunch = 0.15 mClear height between top & bottom slab = 3.00 mHeight of bottom haunch = 0.15 mThickness of bottom slab = 0.60 m

Height from top Intensity of Earth pressure

(m)1.300 1.300 0.5 * 20 * 1.3 = 13.00

+ 0.300 1.600 0.5 * 20 * 1.6 = 16.00+ 0.150 1.750 0.5 * 20 * 1.75 = 17.50+ 0.900 2.650 0.5 * 20 * 2.65 = 26.50+ 0.900 3.550 0.5 * 20 * 3.55 = 35.50+ 0.900 4.450 0.5 * 20 * 4.45 = 44.50+ 0.150 4.600 0.5 * 20 * 4.6 = 46.00+ 0.300 4.900 0.5 * 20 * 4.9 = 49.00

752.4 Live Load Surcharge

Equivalent height = 1.20 m

Uniform Intensity of loading = 0.5 * 1.2 * 20 = 12.00

2.5 Braking Load

Carriageway Live Load = 400 KNWidth of the box = 12.00 mBraking Load = 0.2 * 400 / 12 = 6.67 KN

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

Live Load = 400.00 KN

Width of culvert (parallel to traffic direction) = 4.20 mWidth of culvert (perpendicular to traffic direction) = 12.00 m

Distance of CG of load from outer edge of box culvert = 3.09 mTransverse Moment = 1162.00 KNm

Section Modulus of box in transverse direction = 100.80 m^3

Upward UDL on edge 1m strip = 11.53 KN/m

(KN/m2)

KN/m2

Page # 6

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

Page # 7



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

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

Effective span = = 3.60 mTotal Width of Box culvert b = = 12.00 m

Ht of fill (W.C / P.C.C / pavement layers) = = 0.065 mThickness of deck slab = = 0.600 m

Width of Crash barrier / Kerb = = 0.50 m

Dist. of edge of crash barrier/guard stone from edge of box = 0.50 m

Span / Wdith ratio = 12 / 3.6 = 3.33

As per Cl. 305.16.2 of IRC:21, for continous slabFor = 3.33 ; a = 2.6

3.1 Class 70R vehicle: (Refer Appendix 1, IRC : 6-2000 )

3.1.1 Axle - " l " :

5 t 5 t 5 t 5 t 20 t 20 t450 1480 450

410 40 410 1070 410 40 4101220

2790

Transverse Longitudinal

Total Load = = 40.00 tImpact factor = (Refer Cl.211.3 of IRC:6-1966) = 1.25

Min. clear distance from C/B to the edge of the end wheel = 1.20 mDistance between the axles in the direction of traffic = 1.22 mC/C distance between end wheels in trans direction = 2.38 m

Load on one tyre = 410 = 5.00 tMax. tyre pressure = (Refer Tab 75 = 5.273Contact width of tyre = (Refer Table of IRC:6-2000) = 360 mm

Contact area = 5000 / 5.273 = 948.23Breadth = 948.23 / 36 360 = 26.3 cm

Contact area = 360 x 263 mm

Contact width of tyre in a direction perpendicular to the span = 0.36 mWheel dimension perpendicular to span = 0.41 mDist. from outer edge of kerb to = 0.5 + 1.2 + 0.41 / 2 = 1.905 m c.g of wheel

Effective width = (Refer Cl.305.16.2)

a = the distance of c.g of concentrated load from nearer support= 3.6 / 2 - 1.22 / 2 = 1.190 m= 0.36 + 2 * 0.065 = 0.49 m

Effective width = 2.6 x 1.19 x (1 - 1.19 / 3.6) + 0.49 = 2.56 m(Dispersion width ends with in the deck slab) > 1.48 m(Dispersion width of four wheels overlaps in trans direction)

Effective load in trans direction = 20.00 t

Effective width for design = = 4.942 m(In transverse direction)

lo

b / lo

b / lo

Kg/cm2

cm2

a a (1 - a / lo) + b1

b1

Page # 8




1.905 2.380Crash Barrier 0.50 1.20 0.41 0.04 0.41 1.07 0.41 0.04 0.41

Dispersion along span direction = 0.263 + 2 x (0.065 + 0.6) = 1.593 m(Refer Cl.305.16.3 of IRC:21) > 1.220

Dispersion width for design = (IF(1.593>1.22,(1.593 + 1.22),1.593)(In longitudinal direction) = 2.813 m

Total load = = 40.0 tDispersion area = 4.942 x 2.813 = 13.90Load per unit area = 40 / 13.902 = 2.88

Load per unit area with I.F = 2.88 x 1.25 = 3.60

3.1.2 Axle - " m ": (Refer Appendix 1, IRC : 6-2000 )

5 t 5 t 5 t 5 t 20 t 20 t795 790 795

410 385 410 380 410 385 4101220

2790



Min. clear distance from C/B to the edge of the end wheel = 1.20 mDistance between the axles in the dir. of traffic = 1.22 mC/C distance between end wheels in trans direction = 2.38 m

Load on one tyre = 410 = 5.00 tMax. tyre pressure = (Refer Table of IRC:6-2000) = 5.273Contact width of tyre = (Refer Table of IRC:6-2000) = 360 mm



Contact width of tyre in a direction perpendicular to the span = 0.36 mWheel dimension perp. to span = 0.41 mDistance from outer edge of kerb to c.g of wheel = 1.905 m



Effective width = 2.6 x 1.19 x (1 - 1.19 / 1.22) + 0.49 = 2.56 m(Dispersion width ends with in the deck slab) > 0.79 m(Dispersion width of four wheels overlaps in trans direction)



m2

t/m2

t/m2

Kg/cm2

cm2

a a (1 - a / lo) + b1

b1

Page # 9




1.905 2.380Crash Barrier 0.50 1.20 0.41 0.39 0.41 0.38 0.41 0.39 0.41


Dispersion width for design = (IF(1.593>1.22,(1.593 + 1.22),1.593) = 2.813 m(In longitudinal direction)



3.1.3 Axle - " n ": (Refer Appendix 1, IRC : 6-2000 )

2.5 t 2.5 t 2.5 t 2.5 t 2.5 t 2.5 t 2.5 t 2.5 t 20 t 20 t280 480 280 480 280 480 280

230 230 230 230 230 230 230 23050 250 50 250 50 250 50 1220

2790

Transverse


Min. clear distance from C/B to the edge of the end wheel = 1.20 mDistance between the axles in the dir. of traffic = 1.22 mc/c distance between end wheels in trans direction = 2.56 m

Load on one tyre = 230 = 2.50 tMax. tyre pressure = (Refer Table of IRC:6-2000) = 5.273Contact width of tyre = (Refer Table of IRC:6-2000) = 180 mm



Contact width of tyre in a direction perpendicular to the span = 0.18 mWheel dimension perp. to span = 0.23 mDistance from outer edge of kerb to c.g of wheel = 1.815 m



Effective width = 2.6 x 1.19 x (1 - 1.19 / 1.593) + 0.31 = 2.38 m(Dispersion width ends with in the deck slab) > 0.48 m(Dispersion width of wheels overlaps in trans direction)



m2

t/m2

t/m2

Kg/cm2

cm2

a a (1 - a / lo) + b1

b1

Page # 10




1.815 0.280 0.480 0.280 0.480 0.280 0.480 0.280Crash Barrier 0.50 1.20 0.23 0.23 0.23 0.23 0.23 0.23 0.23 0.23

0.05 0.25 0.05 0.25 0.05 0.25 0.05 0.23


Dispersion width for design = (IF(1.593>1.22,(1.593 + 1.22),1.593) = 2.813 m(In longitudinal direction)



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 t1800

500 1300 5001200

2300



Min. clear distance from C/B to the edge of the end wheel = 0.15 mDistance between the axles in the dir. of traffic = 1.20 mc/c distance between end wheels in trans direction = 1.80 m

Contact width of tyre = = 500 mmContact breadth of tyre = = 25 cm


Contact width of tyre in a direction perpendicular to the span = 0.50 mWheel dimension perpendicular to span = 0.50 mDistance from outer edge of kerb to c.g of wheel = 0.90 m



Effective width = 2.6 x 1.2 x (1 - 1.2 / 3.6) + 0.63 = 2.71 m(Dispersion width crosses the deck slab) > 1.8 m(Dispersion width of two wheels overlaps in trans direction)


0.90 1.800Crash Barrier 0.50 0.15 0.50 1.30 0.50

m2

t/m2

t/m2

a a (1 - a / lo) + b1

b1

Page # 11






Dispersion width for design = IF(1.58>1.2,(1.58 + 1.2),1.58) = 2.780 m(In longitudinal direction)

Total load = = 22.8 tDispersion area = 4.055 x 2.78 = 11.27Load per unit area = 22.8 / 11.273 = 2.03


3.2.2 Two Lane Class A

5.7 t 5.7 t 5.7 t 5.7 t 22.8 t 22.8 t1800 1700 1800

500 1300 500 1200 500 1300 5001200

5300



Min. clear distance from C/B to the edge of the end wheel = 0.15 mDistance between the axles in the direction of traffic = 1.20 mc/c distance between end wheels in trans direction = 5.30 m

Contact width of tyre = = 500 mmContact breadth of tyre = = 25 cm


Contact width of tyre in a direction perpendicular to the span = 0.50 mWheel dimension perpendicular to span = 0.50 mDistance from outer edge of kerb to c.g of wheel = 0.90 m



Effective width = 2.6 x 1.2 x (1 - 1.2 / ) + 0.63 = 2.71 m(Dispersion width crosses the deck slab) > 1.8 m(Dispersion width of four wheels overlaps in trans direction)

Effective load in transverse direction = 22.80 t

0.90 1.800 1.700 1.800Crash Barrier 0.50 0.15 0.50 1.30 0.50 1.20 0.50 1.30 0.50

m2

t/m2

t/m2

a a (1 - a / lo) + b1

b1

Page # 12






Dispersion width for design = IF(1.58>1.2,(1.58 + 1.2),1.58) = 2.780 m(In longitudinal direction)

Total load = = 45.6 tDispersion area = 7.555 x 2.78 = 21.00Load per unit area = 45.6 / 21.003 = 2.18


3.3 70 R Tracked vehicle

Total load = = 70.00 tImpact factor = (Refer Cl.211.3 of IRC:6-1966) = 1.250

Min. clear distance from C/B to the edge of the end wheel = 1.20 mLength of vehicle in span direction = 4.57 mContact width of tyre in a direction perpendicular to the span = 0.85 mC/C distance of wheels in a direction perpendicular to span = 2.05 m

Distance from outer edge of C/barrier to c.g of wheel = 2.125 m


a = the distance of c.g of concentrated load from nearer support= 3.6 / 2 = 1.800 m= 0.85 + 2 * 0.065 = 0.98 m

Effective width = 2.6 x 1.8 x (1 - 1.8 / 3.6) + 0.98 = 3.32 m(Dispersion width ends with in the deck slab) > 2.05 m(Dispersion width of wheels overlaps in trans direction)

Effective total load in transvrse direction = 70.00 t

2.125 2.050Crash Barrier 0.50 1.20 0.85 1.20 0.85


Dispersion along span direction = 4.57 + 2 x (0.065 + 0.6) = 5.90 m(Refer Cl.305.16.3 of IRC:21)

Dispersion width for design = = 5.900 m(In longitudinal direction)



3.4 Summary of Intensity of Loads:

Loading70R - Axle 'l' 3.600

70R - Axle 'm' 3.59870R - Axle 'n' 3.598

1 Lane Class A 2.9822 Lane Class A 3.202

70R-Track 2.763

Design LL intensity for analysis = 3.600

m2

t/m2

t/m2

a a (1 - a / lo) + b1

b1

m2

t/m2

t/m2

Intensity of Load (t/m2)

t/m2

Page # 13




4.0 Design of Box Structure: 1 x 3 x 3 without CushionSteel 3.00 3.00

Theoretical curtailment point Bar mark Dia SpacingC/L ts1 12 120

ts2 10 20025 26 27 28 29 30 ts3 12 200

18 26 27 28 29 ts4 10 20017 18 ts5 10 8 No.

17 ts6 12 20016 w1 12 120

16 w2 12 200w3 10 200

15 w4 10 8 No.w6 10 200

15 bs1 12 200bs2 10 200

14 bs3 12 12014 bs4 10 200

13 13 bs5 12 20012 1 2 3 4 5 6 h1 10 200

1 2 3 4 5 6 h2 10 200 L1 900h3 10 200 L2 900h4 10 10 No. L3 450

Depth of member (D) = 210 mmWidth of the meber (b) = 1000 mmGrade of Concrete Used = M30Grade of steel Fe 500

= 30 N/mm2 Table no:6.5 (IRC:112-2011)= 500 N/mm2 Table no:18.1 (IRC:112-2011)= 2.5 MPa= 348 MPa= 1.5 Basic Page 49: (IRC:112-2011)

= 1.15 Basic Page 30: (IRC:112-2011)

= 0.0035 Up to fck ≤ Table no:6.5 (IRC:112-2011)= 200000 N/mm2 Clause 6.2.2 (IRC:112-2011)

modulus of elasticity of concrete (Ecm) = 31000 MPa= 6.45= 0.00417= 0.67 Cube A2.10 Page : 244 (IRC:112-2011)

= 0.8 0.8 Up to fck ≤ 60Mpa,Eq.A2-33 (IRC:112-2011); 0.8-((fck-60)/500) for 60<fck<110Mpa Cylinder= 1 1.0 Up to fck ≤ 60Mpa,Eq.A2-35 (IRC:112-2011); 1.0-((fck-60)/250) for 60<fck<110Mpa

= 13.400= 10.720= 0.400

Effective depth of member (d) = 544.0

= 0.003

= 248.113 mm

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

= =

As =

M =

=

== 0

x =

=== 544x(1-sqrt1-4x0.4x0.003))/(2x0.4)= 1.37320392 mm < 248.113 Safe

=

= 1.15x10.72x1.373x1000/ 500= 33.8577158

Provide 2 No's 20

Provided reinforcemn = 628.32 > 33.86 Safe

Neutral axis depth (x =

= 4712401.15x1x30x0.67x0.8x1000

= 25.480 mm < 248.113 Safe

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 (gm) Partial material safety factor for Steel (gs) Ultimate compressive strain in the concrete (єcu3) modulus of elasticity of reinforcing of steel (Es)

modular ratio αe (Es/Ecm)Ultimate tensile strain in the steel (єs) = [{fy/(gs xEs)}+0.002] Coefficient to consider the influence of the concret strength (a) Factor (l )Factor (h)fcd = (a*fck/gm)

Factor Fav (hfcdl) Factor b = (l/2)

M/(bd2Fav) = kav

Limiting Neutral axis depth (x lim) = (d*ecu3)/(es+ecu3)

fy*As hfcd * lx* b Fav * x*bgs

gs * Fav * x*b

fy

fy*As *(d-lx/2)

gs

fy*gs * Fav * x*b *(d-bx)gs * fy

Fav * x*b *(d-bx)bx2 -dx + M/Fav*b

d-sqrt(d2-4*b*M/Fav*b)/(2*b)

d*(1-sqrt(1-4*b*M/Fav*b*d2))/(2*b)d*(1-sqrt(1-4*b*kav))/(2*b)

Required reinforcement As

gs * Fav * x*b

fy

mm2

mm2

fy*As * gm

gs * hfck a * l* b

Page # 14




Shear design

= 0

= =(cotθ+tanθ)

=s

=

Where K = 1+ √200 <= 2 Where d is depth in mm√d

=

= <=

= <= 0.02

= 122.66 kN= \= 261.26 kN

= 122.66 kN > 71.0 kN

Hence Shear reinforcement is not requiredIf required

=

= =(cotθ+tanθ)

== 0.034

θ = 0.99= 58.04 <= 2.5 >= 1

= 8 mm 2 legged

=s

=Spacing, s = Max 484 mm

= 11234 mm Min 194 mmProvide Shear reinforcement vertically 2 legged 8 mm dia @ 11225 mm C/C

== 0.00078872

Minimum spacing = 127.460827 mm

Longitudinal force (NEd)Shear Force by crushing of compression struts (V Rd.max) αcwbwzν1fcd αcwbwzν1fcd

(2/sin2θ)

Shear Force by shear reinforcement (V Rd.s)

Aswzfywdcotθ

Shear resistance of section without shear reinforcement (VRd.c) [0.12K(80ρ1.fck)0.33+0.15σcp]bw.d

νmin 0.031K3/2fck1/2

σcp NEd/Ac 0.2fcd

ρ1 Asl/bw.d

resistance (νRd.c)

VRd.c

VNS V Rd.max

αcwbwzν1fcd αcwbwzν1fcd(2/sin2θ)

sin2θ VNS/αcwbwzν1fcd/2

Cotθ

reinforcement

Shear Force by shear reinforcement (V Rd.s) Aswzfywdcotθ

VNS

Aswzfywdcotθ/VNS

For Beams, minimum shear reinforcement ratio (ρmin) 0.072√fck/fyk

Page # 15




4.1 Check for Flexure as per IRC:21: Main Reinforcement

Section Face Xu kav Bar Mark Diameter Spacing Bar Mark Diameter Spacing Status Status

29 & 30Top 8 248.11 1.373 544.0 0.0025 33.9 653 ts1 12 120 ts7 0 120 942 2.78 6.4 222.7 unsafe OK

Bottom 58 248.11 10.019 544.0 0.0183 247.0 653 ts3 12 200 ts6 12 200 1131 3.34 46.4 265.5 unsafe OK

27&28Top 6 248.11 1.030 544.0 0.0019 25.4 653 w1 12 120 ts1 12 120 1885 5.57 4.8 445.5 unsafe OK

Bottom 63 248.11 10.890 544.0 0.0199 268.5 653 ts3 12 200 _ 0 200 565 1.67 50.4 132.7 unsafe Not OK

16,17Outside 87 236.71 15.830 519.0 0.0301 390.3 623 w1 12 120 ts1 12 120 1885.0 0.36 69.6 420.2 unsafe OK

Inside 11 236.71 1.980 519.0 0.0038 48.8 623 w2 12 200 w5 0 200 565.5 0.11 8.8 127.4 unsafe Not OK

15Outside 34 236.71 6.140 519.0 0.0118 151.4 623 w1 12 120 _ 0 120 942.5 0.18 27.2 211.7 unsafe OK

Inside 28 236.71 5.052 519.0 0.0097 124.6 623 w2 12 200 w5 0 200 565.5 0.11 22.4 127.1 unsafe Not OK

13&14Outside 86 236.71 15.646 519.0 0.0298 385.8 623 w1 12 120 bs3 12 200 1508.0 0.29 68.8 336.2 unsafe OK

Inside 16 236.71 2.882 519.0 0.0055 71.1 623 w2 12 200 - 0 200 565.5 0.11 12.8 127.3 unsafe Not OK

2&3Top 18 236.71 3.243 519.0 0.0062 80.0 623 bs1 12 200 _ 0 200 565.5 0.11 14.4 127.3 unsafe Not OK

Bottom 69 236.71 12.523 519.0 0.0239 308.8 623 w1 12 120 bs3 12 120 1885.0 0.36 55.2 421.2 unsafe OK

4,5&6Top 95 236.71 17.306 519.0 0.0329 426.7 623 bs1 12 200 bs5 12 200 1131.0 0.22 76 251.8 unsafe OK

Bottom 14 236.71 2.521 519.0 0.0048 62.2 623 bs3 12 200 b6 0 200 565.5 0.11 11.2 127.4 unsafe Not OK

4.2 Distribution Steel

Section Face Xu kav Bar Mark Diameter Spacing Status

Top slabTop 2.0 248.113 0.34304 544.0 0.001

544 5338 ts2 10 200 393 1.16 OK

Bottom 15.8 248.113 2.70615 544.0 0.005 67 ts4 10 200 393 1.16 OK

vertical wallOutside 21.8 248.113 3.92113 519.0 0.008

519 50897 w3 10 200 393 0.08 OK

Inside 7.0 248.113 1.25938 519.0 0.002 31 w6 10 200 393 0.08 OK

Bottom slabTop 23.8 248.113 4.28289 519.0 0.008

519 508106 bs2 10 200 393 0.08 OK

Bottom 17.3 248.113 3.10791 519.0 0.006 77 bs4 10 200 393 0.08 OK

4.3 Check for Shear as per IRC:21

Section ρ1 Shear Reqd

top slab 89.0 544 56.0 261.256 Not reqdVertical wall 71.0 519 122.7 198.062 Not reqdBottom slab 98.0 519 126.3 192.685 Not reqd

Mdes (KN.m)Limiting depth

(Xulim)

Effective depth provided

Ast reqd. (mm2/m)Min Ast

Reqd (mm2/m)

Ast provd. (mm2/m)

r(% steel)

MR with respect to concrete

MR with respect to

steel


(Xulim)

Effective depth provided

Doverall provd. (m)Deff provd.

(m)Ast reqd. (mm2/m)

Ast provd. (mm2/m)

r(% steel)

Vdes (KN)

Deff provd. (m)

Subject to a Minimum shear resistance (νRd.c)

Reinforcement Provided

K149

Change bar name as per reinf dwg

Page # 16




5.0 Check for Safe Bearing Capacity of Soil

5.1 Summary of Support Reactions [STAAD III Output]

Support No. Max Vertical Reaction

(DL + SIDL +EP on B/F + B.F +Surcharge EP +

CWLL)(KN)

1 43.502 39.303 35.104 33.205 31.006 26.907 22.908 20.909 13.10

10 11.7011 7.3012 3.5035 0.0036 0.00

Sum 288.40

Total Load /m = =

Length of Box (along traffic direction) = =

Base Pressure due to vertical loads = 288.4/(4.200x1) =

Additional pressure due to eccentricity of CWLL =

Total Base pressue = =

Allowable Gross SBC of Soil =

Page # 17

288.40 KN

4.200 m

68.67

11.53

80.2<

120.0Safe

KN/m2

KN/m2

KN/m2

KN/m2




Serviceability Limit State(SLS)Stress Level

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

Stresses are calculated for Maximum bending moment

= 95*10^6*17.31/7653891642.15 < 14.4 MPa Safe

= 95*10^6*(544-17.31)/76538916465.37 < 400 MPa Safe

Crack widthMaximum crack width

<=<= 5*(50+12/2)<= 280 mm

== 57346.7*0.0002= 11.247 mm

== (3.4*50+0.425*0.8*0.5*12))/0.003= 57347

= 0.8 for Deformed bars

= 0.5 for bending== 426.69/(140*1000)= 0.0030

== (65.373-0.5*2.5/0.003*(1+6.45*0.003))/200000= -0.001797

>= 0.000196 0.6*65.373/200000= 0.000196

Moment of Inertia of cracked section

mm4

Maximum compressive stress in concrete

Maximum tensile stress in steel

where spacing of bonded reinforcement with in the tension zone 5*(C+ф/2)

Wk Sr,max (esm-ecm)

Maximum crack spacing Sr,max (3.4c+0.425k1k2ф)/ρp.eff

Coefficent based on bond propoerties k1

Coefficent based on distribution of strain k2

rr.eff As/Ac.eff

(esm-ecm) (ssc - kt fct.eff/rr.eff (1+aerr.eff))/Es >=0.6 ssc / Es

>=0.6 σsc / Es





Moment of Inertia of cracked section = 1000*0^3/3+1256.68*(544-0)^2*(200000/31000)2443469285


= 95*10^6*17.31/24434692855.94 < 14.4 MPa Safe

= 95*10^6*(544-17.31)/244346928561.43 < 400 MPa Safe


<=<= 5*(50+16/2)<= 290 mm

<=89.98 <= 290

= 0.8 for deformed bars= 0.5 for bending

.

== (3.4*50+0.425*0.8*0.5*16)/0.0087= 19853 mm

== 1256.68/(145*1000)= 0.00867

or No bonded reinforcement with in t >89.98 > 290 mm

== 638.34092641749 mm

= 3.4c+0.17ф

= 19929.01932075 mm

= 19852.873563218 mm condition should be check

= 0.5

== (61.432-0.5*2.5/0.0087*(1+6.45*0.0087))/200000= -0.000452

>= 0.000184 0.6*61.432/200000= 0.000184

== 19852.9*0.00018= 3.659 mm < 0.3 severe

modify the section

mm4

Maximum compressive stress in concrete ( σcc)

Maximum tensile stress in steel ( σsc)


Case 1: Spacing of bonded reinforcement with in the tension zone 5*(C+ф/2)

Coefficient based on bond propoerties k1

Coefficient based on distribution of strain k2


rr.eff As/Ac.eff

Case2 :the spacing of bonded reinforcement5*(C+ф/2)

Maximum crack spacing Sr,max1.3 (d-XU)

case 3 : Defermed bar associated with pure bending

Maximum crack spacing Sr,max

ρp.eff

Maximum of maximum cracking spacing Srmax

Factor dependent on the duration of the load (kt)


>=0.6 σsc / Es

Wk Sr,max (esm-ecm)





Moment of Inertia of cracked section = 1000*17.306^3/3+426.7*(544-17.306)^2*(200000/31000)765389164


= 95*10^6*17.31/7653891642.15 < 14.4 MPa Safe

= 95*10^6*(544-17.31)/76538916465.37 < 400 MPa Safe


<=<= 5*(50+12/2)<= 280 mm

<=200 <= 280

= 0.8 for deformed bars= 0.5 for bending

.

== (3.4*50+0.425*0.8*0.5*12)/0.0021= 81924 mm

== 426.69/(202.5*1000)= 0.00211

= (For defferent dia of bars are used)

or No bonded reinforcement with in t > > 280 mm

== 652.20239210177 mm

= 3.4c+0.17ф

= 81647.331786543 mm

= 81924 mm

= 0.5

== (65.373-0.5*2.5/0.0021*(1+6.45*0.0021))/200000= -0.002690

>= 0.000196 0.6*65.373/200000= 0.000196

== 81923.8*0.0002= 16.067 mm < 0.2

modify the section

mm4

Maximum compressive stress in concrete ( σcc)

Maximum tensile stress in steel ( σsc)


Case 1: Spacing of bonded reinforcement with in the tension zone 5*(C+ф/2)

Coefficient based on bond propoerties k1

Coefficient based on distribution of strain k2


rr.eff As/Ac.eff

Equivalent diameter фeq n1ф12 + n2ф2

2

n1ф1 + n2ф2

Case2 :the spacing of bonded reinforcement5*(C+ф/2)

Maximum crack spacing Sr,max1.3 (d-XU)

case 3 : Defermed bar associated with pure bending

Maximum crack spacing Sr,max

ρp.eff

Maximum of maximum cracking spacing Srmax

Factor dependent on the duration of the load (kt)


>=0.6 σsc / Es

Wk Sr,max (esm-ecm)

very severe and extreme

Project : Four Laning of Tirupati-Tiruthani-Chennai Section of NH-205Job Name : Design of Single Cell Box CulvertSubject : 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 CONSTANTINPUT WIDTH 79UNIT METER KNJOINT COORDINATES1 0 0 02 0.3 0 03 0.45 0 04 0.836 0 05 1.222 0 06 1.608 0 07 1.993 0 08 2.379 0 09 2.765 0 010 3.15 0 011 3.3 0 012 3.6 0 013 0 0.3 014 0 0.45 015 0 1.35 016 0 2.25 017 0 3.15 018 0 3.3 019 3.6 0.3 020 3.6 0.45 021 3.6 1.35 022 3.6 2.25 023 3.6 3.15 024 3.6 3.3 025 0 3.6 026 0.3 3.6 027 0.45 3.6 028 1 3.6 029 1.534 3.6 030 2.067 3.6 031 2.6 3.6 032 3.15 3.6 033 3.3 3.6 034 3.6 3.6 035 3.601 0 036 -0.001 0 0MEMBER INCIDENCES1 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 36 136 12 35MEMBER PROPERTIES INDIAN1 11 PRIS YD 0.6 ZD 12 10 PRIS YD 0.6 ZD 13 TO 9 PRIS YD 0.6 ZD 112 TO 18 PRIS YD 0.6 ZD 119 TO 25 PRIS YD 0.6 ZD 126 TO 36 PRIS YD 0.6 ZD 1CONSTANTSE 25000000 ALLPOISSON 0.15 ALLDENSITY 25 ALLALPHA 1.17e-005 ALLSUPPORTS1 FIXED BUT FZ MX MY MZ KFY 240.00112 FIXED BUT FX FZ MX MY MZ KFY 240.0012 11 FIXED BUT FX FZ MX MY MZ KFY 3603 10 FIXED BUT FX FZ MX MY MZ KFY 428.5724 TO 9 FIXED BUT FX FZ MX MY MZ KFY 617.14335 36 FIXED BUT FX FZ MX MY MZ KFY 0.001

LOAD 1 SELF WEIGHTSELFWEIGHT Y -1LOAD 2 SIDLMEMBER LOAD26 TO 34 UNI GY -2.73LOAD 3 ACTIVE EARTH PR. (BOTH SIDES)MEMBER LOAD12 TRAP GX 49 4613 TRAP GX 46 44.514 TRAP GX 44.5 35.515 TRAP GX 35.5 26.516 TRAP GX 26.5 17.517 TRAP GX 17.5 1618 TRAP GX 16 1319 TRAP GX -49 -4620 TRAP GX -46 -44.521 TRAP GX -44.5 -35.522 TRAP GX -35.5 -26.523 TRAP GX -26.5 -17.524 TRAP GX -17.5 -1625 TRAP GX -16 -13*WEIGHT OF EARTH ON PROEJCTED PORTION OF SLAB35 36 UNI GY 0LOAD 4 LIVE LOAD 1(70R TRACKED)MEMBER LOAD

26 TO 34 UNI GY -27.63LOAD 5 LIVE LOAD 2 (40T BOGIE )MEMBER LOAD26 TO 34 UNI GY -36LOAD 6 LIVE LOAD 3(CLASS A 2LANE)MEMBER LOAD26 TO 34 UNI GY -32.02LOAD 7 LL SURCHARGE (BOTH SIDES)MEMBER LOAD12 TO 18 UNI GX 1219 TO 25 UNI GX -12LOAD 8 LL SURCHARGE (LEFT SIDE)MEMBER LOAD12 TO 18 UNI GX 12LOAD 9 LL SURCHARGE (RIGHT SIDE)MEMBER LOAD19 TO 25 UNI GX -12LOAD 10 BRAKING FORCE (LEFT SIDE)JOINT LOAD25 FX 6.67

LOAD 11 BRAKING FORCE (RIGHT SIDE)JOINT LOAD34 FX -6.67LOAD COMBINATION 1011 1.35 2 1.75 3 1.5LOAD COMBINATION 1021 1.35 2 1.75 3 1.5 4 1.5LOAD COMBINATION 1031 1.35 2 1.75 3 1.5 4 1.5 7 1.2LOAD COMBINATION 1041 1.35 2 1.75 3 1.5 4 1.5 8 1.2 10 1.5LOAD COMBINATION 1051 1.35 2 1.75 3 1.5 4 1.5 9 1.2 11 1.5LOAD COMBINATION 1061 1.35 2 1.75 3 1.5 5 1.5LOAD COMBINATION 1071 1.35 2 1.75 3 1.5 5 1.5 7 1.2LOAD COMBINATION 1081 1.35 2 1.75 3 1.5 5 1.5 8 1.2 10 1.5LOAD COMBINATION 1091 1.35 2 1.75 3 1.5 5 1.5 9 1.2 11 1.5LOAD COMBINATION 1101 1.35 2 1.75 3 1.5 6 1.5LOAD COMBINATION 1111 1.35 2 1.75 3 1.5 6 1.5 7 1.2LOAD COMBINATION 1121 1.35 2 1.75 3 1.5 6 1.5 8 1.2 10 1.5LOAD COMBINATION 1131 1.35 2 1.75 3 1.5 6 1.5 9 1.2 11 1.5PERFORM ANALYSISPRINT SUPPORT REACTION PRINT MAXFORCE ENVELOPE ALLFINISH

1.3 Live load

(a) Single lane of IRC class 70R. (track load)

Impact factor =I 25% (For 70 R track and Wheeled load)

0.84

35t 35t 35t 35t4.57 m

2.06 m

Position of live load for maximum Moment

Traffic Direction Track Load4.57

Approaches Over3

X= 1.50000001

0.50.84 1.22 0.84

1.2

2.12 2.06 ###

Dispersion of single Lane 70 R Track loadover the deck slab

Width of live load over the deck of culvert 0.84 m

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

Effective width of dispersion (Ref:Cl: 305.16.2 of IRC :21-2000)

Here, a= 1.50000001

= 2.6

Effective width of dispersion B= 2.6 X ### ### 3.00000001) +0.84

= ### mTherefore net width of dispersion = 1.395 + 2.06 ###

= ### m

Effective length of load at the culvert depth =l' = 4.57 + 2 x ( 0.35 +0.3)= 5.87 > 3.35

Average intensity of load over the culvert slab= 70 x 1.25(with impact factor) = 4.57 ###

= ### t/sq.m

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

Traffic Direction

=b1 =

bef= a (1-a/lo) +b1

f(b/lo)=

ao

ao

0.36 0.36 0.36 0.36

0.45 1.48 0.45

1.22

0.36 0.36 0.36 0.36

0.45 1.48 0.45

Position of live load for maximum Load

1.500000005

1.223.00000001

0.5 CL0.36 0.36 0.36 0.36

Crash Barrier 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 slabNow, allowing for the dispersion of load through the deck,

Effective width of dispersion

Here, a= 1.675

= 2.6

2.6 X x 1.675 x ( 1- 1.675 3.35)

= 2.5375 mTherefore net width of dispersion= 1.26875 + 2 x 0.81 + 1.84 1.26875

= 5.9975 mWidth of disperson parallel to span= 0.263 +2 x ( 0.3 +0.35)

= 1.563

Eff length of load at the culvert depth =l' =Min.of (1.22+ 1.563) and 3.35 = 2.783

Average intensity of load over the culvert slab= 40 x 1.25 (with impact factor) 2.783 x 5.9975

= ### t/sq.m(c) Two lane of IRC class A load

Impact factor =I 48% (For IRC class A)

0.5 0.5 0.5 0.50.25

1.8 1.7 1.8

bef= a (1-a/lo) +b1

f(b/lo)=

Effective width of dispersion bef=

ao

ao

Axil load 2.7 2.7 11.4 11.4 6.8 6.8 6.8

1.1 3.2 1.2 4.3 3 3

CL0.5

0.5 0.5 0.5 0.50.15 1.3 1.2 1.3

0.9 1.8 1.7 1.8

Width of live load over the deck of culvert 0.5 m

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

Effective width of dispersion

Here, x= 1.675k= f(b/l)= 2.6

Effective width of dispersion B= 2.6 X x 1.675 x ( 1- 1.675 3.35)

= 2.6775 mTherefore net width of dispersion 0.9 + 2 x 1.8 + 1.7 + 1.33875

= 7.53875 mWidth of disperson parallel to span= 1.22+ 0.25 +2 (0.3

= 2.77 mEffective length of load at the culvert depth =l' Min.of 2.77 and 3.35

= = 2.77 m

Average intensity of load over the culvert slab= 11.4 x 4 x x 1.49(with impact factor) 2.77 x 7.54

= ### t/sq.m

S.No Load Case Avg. Intensity of Load( a ) Single Lane 70R (Track) 3.950 t/sq.m( b ) Single Lane 70R (Bogie) 3.000 t/sq.m( c ) Two lane IRC class A load 2.730 t/sq.m

=bw =

bef= a(1-a/lo) +b1ao

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. #REF!73125

Design of Box Culvert

1000

D/4 < e < 3/2DMoment = 34 KNm 150 mm < e < 900 mmAxial force = #REF! KN

Eccectricity = #REF! m #REF!

Asc top 8 nos 12 fAst bottom 5 nos 12 fn = 113 mm

D = 600 mmClear cover 50 mmEff cover 56 mmd = 544 mmdt=dc = 56 mmConc Grade M 25

Ast= 904.32

Asc= 565.2m = 11.20

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!

Again equating the sum of internal forces to the external forcesWe have

or ,Stress in tensile steel t= #REF!From these values of c' and t we have from stress diagramn = d

(1+t/(mxc')) or n= #REF! mm

Assumed n= 113.00 mm #REF!

dt

mm2

mm2

N/mm2

bxnxc'/2+(mc-1)xAscxc'/n(n-dc)-Astxt=P

N/mm2

Stress in compressive steel tc= #REF! N/mm2

DOCUMENT No. DATE7-Apr-23

DESIGNED CHECKED PAGEJM S.R

e

600

D (Overall depth)SteelN assumedN calculated

Stress in Conc

Stress in Com. Steel

stress in tensile steel

dc

Maximum BM = Mreq = 38.6 kN-m (From analysis)Maximum SF = SFreq = 20 kNDepth of member (D) = 210 mmWidth of the meber (b) = 1000 mmGrade of Concrete Used = M30Grade of steel Fe 500

= 30 N/mm2 Table no:6.5 (IRC:112-2011)= 500 N/mm2 Table no:18.1 (IRC:112-2011)= 1.5 Basic Page 49: (IRC:112-2011) Basic= 1.15 Basic Page 30: (IRC:112-2011)

= 0.0035 Up to fck ≤ 60Mpa Table no:6.5 (IRC:112-2011)= 200000 N/mm2 Clause 6.2.2 (IRC:112-2011)= 0.00417= 0.67 Cube A2.10 Page : 244 (IRC:112-2 Cube= 0.8 0.8 Up to fck ≤ 60Mpa,Eq.A2-33 (IRC:112-2011); 0.8-((fck-60)/500) for 60<fck<110Mpa

= 1 1.0 Up to fck ≤ 60Mpa,Eq.A2-35 (IRC:112-2011); 1.0-((fck-60)/250) for 60<fck<110Mpa

= 13.400= 10.720= 0.400

Effective depth of member (d) = 210 - 40 - 16= 154

= 0.152

= 70.238 mm


= =

As =

M =

=

== 0

x ==== 154x(1-sqrt1-4x0.4x0.152))/(2x0.4)= 25.005569262 mm < 70.23796

=

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

Provide 2 No's 20

Provided reinforcemnt = 628.32 > 616.54

Charactristic strength of concrete (fck) Charactristic strength of steel (fy) Partial material safety factor for concrete (gm) Partial material safety factor for Steel (gs) Ultimate compressive strain in the concrete (єcu3) modulus of elasticity of reinforcing of steel (Es) Ultimate tensile strain in the steel (єs) = [{fy/(gs xEs)}+0.002] Coefficient to consider the influence of the concret strength (a) Factor (l )Factor (h)fcd = (a*fck/gm)


M/(bd2Fav) = kav



gs * Fav * x*b

fy

fy*As *(d-lx/2)

gs

fy*gs * Fav * x*b *(d-bx)gs * fy


d-sqrt(d2-4*b*M/Fav*b)/(2*b)d*(1-sqrt(1-4*b*M/Fav*b*d2))/(2*b)d*(1-sqrt(1-4*b*kav))/(2*b)

Required reinforcement As gs * Fav * x*b

fy

mm2

mm2

or

or 0.8 Up to fck ≤ 60Mpa,Eq.A2-33 (IRC:112-2011); 0.8-((fck-60)/500) for 60<fck<110Mpa

1.0 Up to fck ≤ 60Mpa,Eq.A2-35 (IRC:112-2011); 1.0-((fck-60)/250) for 60<fck<110Mpa

Safe

Safe

Table 6.5 Stress and Deformation Characteristics for Normal Concrete

Strenght classes for Concrete

fck (MPa) fcm(MPa) fctm(MPa) Ecm (GPa) h

M15 15 25 1.6 1.1 2.0 27 1.8 3.5 2.0 3.5 2.0 1.8 3.5M20 20 30 1.9 1.3 2.5 29 1.9 3.5 2.0 3.5 2.0 1.8 3.5M25 25 35 2.2 1.5 2.9 30 2.0 3.5 2.0 3.5 2.0 1.8 3.5M30 30 40 2.5 1.7 3.2 31 2.0 3.5 2.0 3.5 2.0 1.8 3.5M35 35 45 2.8 1.9 3.6 32 2.1 3.5 2.0 3.5 2.0 1.8 3.5M40 40 50 3.0 2.1 3.9 33 2.2 3.5 2.0 3.5 2.0 1.8 3.5M45 45 55 3.3 2.3 4.3 34 2.3 3.5 2.0 3.5 2.0 1.8 3.5M50 50 60 3.5 2.5 4.6 35 2.3 3.5 2.0 3.5 2.0 1.8 3.5M55 55 65 3.7 2.6 4.9 36 2.4 3.5 2.0 3.5 2.0 1.8 3.5M60 60 70 4.0 2.8 5.2 37 2.4 3.5 2.0 3.5 2.0 1.8 3.5M65 65 75 4.1 2.9 5.4 38 2.5 3.4 2.1 3.3 1.9 1.8 3.3M70 70 80 4.3 3.0 5.6 38 2.5 3.2 2.2 3.1 1.7 1.8 3.1M75 75 85 4.4 3.1 5.7 39 2.6 3.0 2.3 2.9 1.6 1.9 2.9M80 80 90 4.5 3.2 5.9 40 2.6 2.9 2.3 2.8 1.5 1.9 2.8M85 85 95 4.7 3.3 6.1 40 2.7 2.9 2.4 2.7 1.5 2.0 2.7M90 90 100 4.8 3.3 6.2 41 2.7 2.8 2.4 2.6 1.4 2.1 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

Fy

Grade I

Fe 415 415Fe 415D 415Fe 500 500

Fe 500D 500Fe 550 550

Fe 550D 550Fe 600 600

fctk,0.05(MPa)

fctk,0.95(MPa)

e cl (0/00) e cul (0/00) e 2 (0/00) e cu2 (0/00) e 3 (0/00) e cu3 (0/00)

Type of Steel

Grade/ Designatio

n

Mild Steel(MS)

High yield strength deformed

steel (HYSD Steel)

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.

Project : Four Laning of Tirupati-Tiruthani-Chennai Section of NH-205Job Name : Design of Single Cell Box CulvertSubject : 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 CONSTANTINPUT WIDTH 79UNIT METER KNJOINT COORDINATES1 0 0 02 0.3 0 03 0.45 0 04 0.836 0 05 1.222 0 06 1.608 0 07 1.993 0 08 2.379 0 09 2.765 0 010 3.15 0 011 3.3 0 012 3.6 0 013 0 0.3 014 0 0.45 015 0 1.35 016 0 2.25 017 0 3.15 018 0 3.3 019 3.6 0.3 020 3.6 0.45 021 3.6 1.35 022 3.6 2.25 023 3.6 3.15 024 3.6 3.3 025 0 3.6 026 0.3 3.6 027 0.45 3.6 028 1 3.6 029 1.534 3.6 030 2.067 3.6 031 2.6 3.6 032 3.15 3.6 033 3.3 3.6 034 3.6 3.6 035 3.601 0 036 -0.001 0 0MEMBER INCIDENCES1 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 36 136 12 35MEMBER PROPERTIES INDIAN1 11 PRIS YD 0.6 ZD 12 10 PRIS YD 0.6 ZD 13 TO 9 PRIS YD 0.6 ZD 112 TO 18 PRIS YD 0.6 ZD 119 TO 25 PRIS YD 0.6 ZD 126 TO 36 PRIS YD 0.6 ZD 1CONSTANTSE 25000000 ALLPOISSON 0.15 ALLDENSITY 25 ALLALPHA 1.17e-005 ALLSUPPORTS1 FIXED BUT FZ MX MY MZ KFY 240.00112 FIXED BUT FX FZ MX MY MZ KFY 240.0012 11 FIXED BUT FX FZ MX MY MZ KFY 3603 10 FIXED BUT FX FZ MX MY MZ KFY 428.5724 TO 9 FIXED BUT FX FZ MX MY MZ KFY 617.14335 36 FIXED BUT FX FZ MX MY MZ KFY 0.001

LOAD 1 SELF WEIGHTSELFWEIGHT Y -1LOAD 2 SIDLMEMBER LOAD26 TO 34 UNI GY -2.73LOAD 3 ACTIVE EARTH PR. (BOTH SIDES)MEMBER LOAD12 TRAP GX 49 4613 TRAP GX 46 44.514 TRAP GX 44.5 35.515 TRAP GX 35.5 26.516 TRAP GX 26.5 17.517 TRAP GX 17.5 1618 TRAP GX 16 1319 TRAP GX -49 -4620 TRAP GX -46 -44.521 TRAP GX -44.5 -35.522 TRAP GX -35.5 -26.523 TRAP GX -26.5 -17.524 TRAP GX -17.5 -1625 TRAP GX -16 -13*WEIGHT OF EARTH ON PROEJCTED PORTION OF SLAB35 36 UNI GY 0LOAD 4 LIVE LOAD 1(70R TRACKED)MEMBER LOAD

26 TO 34 UNI GY -27.63LOAD 5 LIVE LOAD 2 (40T BOGIE )MEMBER LOAD26 TO 34 UNI GY -36LOAD 6 LIVE LOAD 3(CLASS A 2LANE)MEMBER LOAD26 TO 34 UNI GY -32.02LOAD 7 LL SURCHARGE (BOTH SIDES)MEMBER LOAD12 TO 18 UNI GX 1219 TO 25 UNI GX -12LOAD 8 LL SURCHARGE (LEFT SIDE)MEMBER LOAD12 TO 18 UNI GX 12LOAD 9 LL SURCHARGE (RIGHT SIDE)MEMBER LOAD19 TO 25 UNI GX -12LOAD 10 BRAKING FORCE (LEFT SIDE)JOINT LOAD25 FX 6.67

LOAD 11 BRAKING FORCE (RIGHT SIDE)JOINT LOAD34 FX -6.67LOAD COMBINATION 1011 1 2 1 3 1LOAD COMBINATION 1021 1 2 1 3 1 4 1LOAD COMBINATION 1031 1 2 1 3 1 4 1 7 1LOAD COMBINATION 1041 1 2 1 3 14 1 8 1 10 1LOAD COMBINATION 1051 1 2 1 3 1 4 1 9 1 11 1LOAD COMBINATION 1061 1 2 13 1 5 1LOAD COMBINATION 1071 1 2 1 3 1 5 1 7 1LOAD COMBINATION 1081 1 2 1 3 1 5 1 8 1 10 1LOAD COMBINATION 1091 1 2 1 3 1 5 1 9 1 11 1LOAD COMBINATION 1101 1 2 1 3 1 6 1LOAD COMBINATION 1111 1 2 1 3 1 6 1 7 1LOAD COMBINATION 1121 1 2 1 3 1 6 1 8 1 10 1LOAD COMBINATION 1131 1 2 1 3 1 6 1 9 1 11 1PERFORM ANALYSISPRINT SUPPORT REACTION PRINT MAXFORCE ENVELOPE ALLFINISH

Page # 43




4.0 Design of Box Structure: 1 x 3 x 3 without CushionSteel 3.00 3.00

Theoretical curtailment point Bar mark Dia SpacingC/L ts1 12 120

ts2 10 20025 26 27 28 29 30 ts3 12 200

18 26 27 28 29 ts4 10 20017 18 ts5 10 8 No.

17 ts6 12 20016 w1 12 120

16 w2 12 200w3 10 200

15 w4 10 8 No.w6 10 200

15 bs1 12 200bs2 10 200

14 bs3 12 12014 bs4 10 200

13 13 bs5 12 20012 1 2 3 4 5 6 h1 10 200

1 2 3 4 5 6 h2 10 200 L1 900h3 10 200 L2 900h4 10 10 No. L3 450

Maximum BM = Mreq = 38.6 kN-m (From analysis)Maximum SF = SFreq = 20 kNDepth of member (D) = 210 mmWidth of the meber (b) = 1000 mmGrade of Concrete Used = M30Grade of steel Fe 500

= 30 N/mm2 Table no:6.5 (IRC:112-2011)= 500 N/mm2 Table no:18.1 (IRC:112-2011)= 1.5 Basic Page 49: (IRC:112-2011)

= 1.15 Basic Page 30: (IRC:112-2011)

= 0.0035 Up to fck ≤ 60 Table no:6.5 (IRC:112-2011)= 200000 N/mm2 Clause 6.2.2 (IRC:112-2011)= 0.00417= 0.67 Cube A2.10 Page : 244 (IRC:112-2011)

= 0.8 0.8 Up to fck ≤ 60Mpa,Eq.A2-33 (IRC:112-2011); 0.8-((fck-60)/500) for 60<fck<110Mpa Cylinder= 1 1.0 Up to fck ≤ 60Mpa,Eq.A2-35 (IRC:112-2011); 1.0-((fck-60)/250) for 60<fck<110Mpa

= 13.400= 10.720= 0.400

Effective depth of member (d) = 544.0

= 0.012

= 248.113 mm


= =

As =

M =

=

== 0

x =

=== 544x(1-sqrt1-4x0.4x0.012))/(2x0.4)= 6.65155059 mm < 248.113 Safe

=

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

Provide 2 No's 20

Provided reinforcemnt = 628.32 > 164.00 Safe

Neutral axis depth (x) =

= 4712401.15x1x30x0.67x0.8x1000

= 25.480 mm < 248.113 Safe

Charactristic strength of concrete (fck) Charactristic strength of steel (fy) Partial material safety factor for concrete (gm) Partial material safety factor for Steel (gs) Ultimate compressive strain in the concrete (єcu3) modulus of elasticity of reinforcing of steel (Es) Ultimate tensile strain in the steel (єs) = [{fy/(gs xEs)}+0.002] Coefficient to consider the influence of the concret strength (a) Factor (l )Factor (h)fcd = (a*fck/gm)


M/(bd2Fav) = kav



gs * Fav * x*b

fy

fy*As *(d-lx/2)

gs

fy*gs * Fav * x*b *(d-bx)

gs * fy


d-sqrt(d2-4*b*M/Fav*b)/(2*b)

d*(1-sqrt(1-4*b*M/Fav*b*d2))/(2*b)d*(1-sqrt(1-4*b*kav))/(2*b)

Required reinforcement As

gs * Fav * x*b

fy

mm2

mm2

fy*As * gm

gs * hfck a * l* b

Page # 44




4.1 Check for Flexure as per IRC:21: Main Reinforcement

Section Face Xu kav Bar Mark Diameter Spacing Bar Mark Diameter Spacing Status

29 & 30Top 10.73 248.113 1.842 544.0 0.003382 45 #REF! ts1 12 120 ts7 0 120 942 #REF! OK

Bottom 44 248.113 7.587 544.0 0.013869 187 #REF! #REF! ts3 12 200 ts6 12 200 1131 #REF! #REF!

27&28Top 43.7 248.113 7.535 544.0 0.013775 186 #REF! #REF! w1 12 120 ts1 12 120 1885 #REF! #REF!

Bottom 10.00 248.113 1.717 544.0 0.003152 42 #REF! #REF! ts3 12 200 _ 0 200 565 #REF! #REF!

16,17Outside 54 236.711 9.780 519.0 0.018701 241 474 623 w1 12 120 ts1 12 120 1885.0 0.36 OK

Inside 12 236.711 2.160 519.0 0.004156 53 105 623 w2 12 200 w5 0 200 565.5 0.11 OK

15Outside 25.3 236.711 4.563 519.0 0.008762 113 222 623 w1 12 120 _ 0 120 942.5 0.18 OK

Inside 22.3 236.711 4.021 519.0 0.007723 99 196 623 w2 12 200 w5 0 200 565.5 0.11 OK

13&14Outside 64.54 236.711 11.706 519.0 0.022351 289 567 623 w1 12 120 bs3 12 200 1508.0 0.29 OK

Inside 16 236.711 2.882 519.0 0.005541 71 141 623 w2 12 200 - 0 200 565.5 0.11 OK

2&3Top 18 236.711 3.243 519.0 0.006234 80 158 623 bs1 12 200 _ 0 200 565.5 0.11 OK

Bottom 59.6 236.711 10.802 519.0 0.02064 266 523 623 w1 12 120 bs3 12 120 1885.0 0.36 OK

4,5&6Top 58.89 236.711 10.673 519.0 0.020394 263 517 623 bs1 12 200 bs5 12 200 1131.0 0.22 OK

Bottom 14 236.711 2.521 519.0 0.004848 62 123 623 bs3 12 200 b6 0 200 565.5 0.11 OK


(Xulim)

Effective depth

provided

Deff required.

(mm)

Ast reqd. (mm2/m)

Min Ast Reqd (mm2/m)

Ast provd. (mm2/m)

r(% steel)

L106

Change bar name as per reinf dwg

Page # 45




4.2 Distribution Steel

Section Face Xu kav Bar Mark Diameter Spacing Bar Mark Diameter Spacing

Top slabTop 10.9 248.11331 248.113 544.0 0.003444

105.9 544 #REF!#REF! ts2 10 200 0 200 393 #REF!

Bottom 11.0 248.11331 248.113 544.0 0.003467 #REF! ts4 10 200 0 200 393 #REF!

vertical wallOutside 16.1 248.11331 248.113 519.0 0.005588

128.2 10 508145 w3 10 200 0 200 393 0.08

Inside 5.6 248.11331 248.113 519.0 0.001931 50 w6 10 200 0 200 393 0.08

Bottom slabTop 14.7 248.11331 248.113 519.0 0.005099

123.2 3 508132 bs2 10 200 0 200 393 0.08

Bottom 14.9 248.11331 248.113 519.0 0.00516 134 bs4 10 200 0 200 393 0.08

4.3 Check for Shear as per IRC:21

Section 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


(Xulim)

Effective depth

provided

Deff reqd. (m)

Doverall provd. (m)

Deff provd. (m)

Ast reqd. (mm2/m)

Ast provd. (mm2/m)

r(% steel)

Vdes

(KN)

Axial Compressive Force(KN)

Deff provd.

(m)

Shear Stress

tv (Mpa)

r

(% steel)

Multiplying Factor Due to Axial Compression

Permissible Shear Stresstc (Mpa)

limit state.xls

Documents

pavement layers

box culvert

bottom slab

permissible

wheel effective

end wheel

unit area

top slab thickness