**Introduction**

A culvert is a drainage structure designed to convey storm water or stream of limited flow across a roadway. Culverts can consist of single or multi-span
construction, with a minimum interior width of 6 m when the measurement is made horizontally along the centreline of the roadway from face to face of
side walls. Technically, any such structure with such span over 6 m is not a culvert but can be treated as a bridge. Box culverts consist of two horizontal slabs, and
two or more vertical side walls which are built monolithically.

For proper performance of culverts in their design life, there must be hydraulic design, which will give the geometric dimensions or openings that
will convey the design flood. It is typical for culverts to be designed for the peak flow rate of a design storm of acceptable return period. The peak
flow rate may be obtained from a unit hydrograph at the culvert site, or developed from a stream flow and rainfall records for a number of storm events. In the
absence of hydraulic data, it is wise to make conservative assumptions based on visual inspection of the site, performance of existing culverts and other drainage
infrastructures, or by asking locals questions.

**Structural Design of box culverts**

Structural design begins when the structural design units receives the culvert survey, and hydraulic design report from the hydraulics unit. The report in
conjunction with the road way plans shall be used to compute the culvert length, design fill, and other items that lead to the completed culvert plans.

Box culverts are usually analysed as rigid frames, with all corner connections considered as rigid and no consideration for sidesway. The centreline of slabs, walls
and floor are used for computing section properties and for dimensional analysis. Standard fillets which are not required for moment or shear or both shall not be
considered in computing section properties.

**Design loads**

The structural design of a reinforced concrete box culvert comprises the detailed analysis of rigid frame for bending moments, shear forces, and axial forces due to
various types of loading conditions outlined below:

*(i) Permanent Loads*
Dead Loads

Superimposed Dead Loads

Horizontal Earth Pressure

Hydrostatic Pressure and Buoyancy

Differential Settlement Effects

**(ii) Vertical Live Loads**
HA or HB loads on the carriageway (Load Model 1 of Eurocode)

Footway and Cycle Track Loading

Accidental Wheel Loading

Construction Traffic

*(iii) Horizontal Live Loads*
Live Load Surcharge

Traction

Temperature Effects

Parapet Collision

Accidental Skidding

Centrifugal Load

I believe that these loads are very familiar to designers, otherwise the reader should consult standard text books. However, I am going to point out some important
considerations worthy attention while assessing design loads on culverts.

**Loading of Box Culverts to Eurocode 1 Part 2 (EN 1991-2)**

The traffic loads to be applied on box culverts is very similar to those to be applied on bridges. The box culvert will have to be divided into notional lanes as given
in Table 1;

Fig 1: Application of Traffic Load on Notional Lanes

**Concentrated loads**

According to BD 31/01, no dispersal of load is necessary if the fill is less than 600 mm thick for HA loading. However, once the fill is thicker than 600 mm, 30 units
of HB loads should be used with adequate dispersal of the load through the fill. This same concept can be adopted for LM1 of EN 1991-2.

**Earth Pressure**

Depending on the site conditions, at rest pressure coefficient k

_{o}= 1 - sin (∅) is usually used for analysing earth pressure.**Loading Example**

A culvert on a roadway corridor has the parameters given below. The culvert was founded at a location with no ground water problem. Using any suitable means, obtain the design internal forces induced in the members of the culvert due to the anticipated loading conditions when the culvert is empty under the following site conditions:

(1) The top slab of the culvert is in direct contact with traffic carriageway and overlaid with 75 mm thick asphalt

(2) There is a 1.2 m thick fill on the top of the culvert before the carriageway formation level.

**Geometry of the culvert**

Total length of culvert = 8 m

Width of culvert c/c of side walls = 2.5 m

Height of culvert c/c of top and bottom slabs = 2.0 m

Length of wing walls = 2.12 m

Thickness of all elements = 300 mm

Thickness of asphalt layer = 75 mm

**Materials property**

Angle of internal friction of fill soil = 30°

Unit weight of water = 9.81 kN/m

^{3}

Unit weight of back fill soil = 19 kN/m

^{3}

Unit weight of concrete = 25 kN/m

^{3}

Unit weight of asphalt concrete = 22.5 kN/m

^{3}

f

_{ck}= 30 Mpa

f

_{yk}= 500 Mpa

Concrete cover = 50 mm

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**Load Analysis**

Width of carriage way = 8 m

Number of notional lanes = 8/3 = 2 notional lanes

Width of the remaining area = 8 - (2 × 3) = 2 m

(1)

**Case 1: Box culvert with no earth fill**

*(a) Applying the recommended traffic actions on the notional lanes*

Fig 2: Division of the Culvert Carriageway into Notional Lanes

Fig 3: Loading of the Notional Lanes |

Fig. 4: Section of the Culvert across Notional Lane 1

**(b) Permanent actions**The self weight of the structure should be normally be calculated by Staad Pro software, but let us show how we can easily compute and apply it on the structure;

*(i) Self weight of top slab*

Thickness of top slab = 300 mm = 0.3 m

Self weight of the slab per unit length = 0.3 m × 25 kN/m

^{3}= 7.5 kN/m

^{2}

*(ii) Permanent action from asphalt layer*

Thickness of asphalt = 75 mm = 0.075 m

Self weight of the asphalt per unit length = 0.075 m × 22.5 kN/m

^{3}= 1.69 kN/m

^{2}

For the purpose of simplicity, let us combine these two actions such that the permanent action is given by gk = 7.5 + 1.69 = 9.19 kN/m

^{2}

Fig 5: Permanent Action on Top of the Box Culvert

*(iii) Earth Pressure*

At rest earth pressure coefficient k

_{o}= 1 - sin (∅) = 1 - sin (30) = 0.5

Maximum earth pressure on the side walls

*p*= k

_{o}ρH = 0.5 × 19 kN/m

^{3}× 2.3m = 21.85 kN/m

^{2}

^{}

*(iv) Live load Surcharge*

Consider a live load surcharge of

*q*= 10 kN/m

^{2}

Therefore horizontal surcharge pressure = k

_{o}

*q*= 0.5 × 10 kN/m

^{2}= 5.0 kN/m

^{2}

Fig 7: Live Load Surcharge on the Walls of the Culvert

When the culvert is full, the hydrostatic pressure profile inside the culvert can also be easily obtained. However this was not considered in this analysis.

(2)

**Case 2: Box culvert with 1.2 m thick earth fill**

*(a) Traffic Load on the Box Culvert*

In this case, since the thickness of the fill is greater than 0.6 m, we are going to consider the wheel load of the traffic actions dispersed to the top slab of the culvert as uniformly distributed load. The UDL of traffic action will not be considered.

For this case, let us use Load Model 1 of EN 1991-2 which is recommended by clause 4.9.1 of EN 1991-2. The tandem load can be considered to be dispersed through the earth fill and uniformly distributed on the top of the box culvert. The contact surface of the tyres of LM1 is 0.4m x 0.4m, which gives a contact pressure of about 0.9375 N/mm

^{2}per wheel.

Fig 8: LM1 Tandem System

Fig 9: Single Wheel Load Distribution Through Compacted Earth Fill |

P

_{1}= 150 kN

L

_{1}= 0.4 m

L

_{2}= 0.4 + D = 0.4 + 1.2 = 1.6 m

Therefore, the equivalent uniformly distributed load from each wheel to the culvert is;

*q*

_{ec}= 150/(1.6 × 1.6) = 58.593 kN/m

^{2}

^{}It is acknowledged that the pressure from each wheel in the axles can overlap when considering the tandem system as shown in the figure below. This is considered in the lateral and longitudinal directions.

Fig 10: Overlapping Tandem Axle Load Dispersion Through Earth Fill |

∑P

*i*= 150 + 150 + 150 + 150 = 600 kN

L

_{2}= 1.2 + 0.4m + 1.2m = 2.8 m (Spacing of wheels + contact length + depth of fill)

B

_{2}= 2.0 m + 0.4m + 1.2m = 3.6 m (Spacing of wheels + contact length + depth of fill)

*q*

_{ec}= 600/(2.8 × 3.6) = 59.523 kN/m

^{2}

^{}As can be seen, the difference between considering the entire tandem system and one wheel alone is not much. But to proceed in this design, we will adopt the pressure from the tandem system.

Therefore the traffic variable load on the box culvert is given in Fig 11 below;

Fig 11: Equivalent Traffic Load Distribution on Top of the Box Culvert

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*(b) Earth load on top of the box culvert*

At a depth of 1.2 m, the earth pressure on the box culvert is given by;

*p*= 1.2 × 19 kN/m

^{3 }= 22.8 kN/m

^{2}

Fig 12: Earth Load on Buried Culvert

*(c) Horizontal Earth Pressure on the Box Culvert*

Since the box culvert is buried under the ground, the pressure distribution is as given in Figure 13.

The maximum pressure at the base of the culvert (at 2.3 m) is given by;

*p*

_{max}= k

_{o}ρH = 0.5 × 19 kN/m

^{3}× 3.5 m = 33.25 kN/m

^{2}

The minimum pressure at the top of the culvert (at 1.2 m below the ground) is given by;

*p*

_{min}= k

_{o}ρH = 0.5 × 19 kN/m

^{3}× 1.2 m = 11.40 kN/m

^{2}

Fig 13: Horizontal Earth Pressure on Buried Box Culvert

*(d) Surcharge load*

The horizontal surcharge load distribution on the buried box culvert will be the same as that of case A.

Thank you for visiting Structville today. We are going to present actual analysis and design of box culverts using Staad Pro in our next post which will come shortly. Please stay tuned and God bless you.

Good one.You are always on point,please keep up the good work.

ReplyDeleteThank you so much...

Deletegood explanation

ReplyDeleteThank you

DeleteNice one sir. Really helpful

ReplyDeleteHow do you apply loads on a multicell box culvert?

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