Reference Calculation Output Area of concrete Area of concrete in compression Area of tension reinforcement Minimum area of tension reinforcement Length of that part of member traversed by shear failure plane b With (breath) or effective width of section c Cover to outer diameter d Effective depth of section Basic force used in defining compressive forces Basic force used in defining tie forces Characteristic strength of concrete Estimated design service stress in the tension reinforcement Characteristic strength of reinforcement G Shear modulus H Maximum horizontal force Horizontal force in x direction Horizontal force in y direction h Overall depth KEL Knife edge load L Critical perimeter Dimension of element on x direction Dimension of element on y direction Dimension of element on z direction M Design ultimate resistance moment Moment on x axis Moment on y axis Moment on z axis q Surcharge load r Internal radius of bend SLS Serviceability limit state T Traction force t Thickness of the element ULS Ultimate limit state V Shear force due to design ultimate loads or design ultimate value of a concentrated load v Design shear stress vc Design shear stress in concrete x Neutral axis depth x' Distance from Y axis to the centroid of an element y' Distance from X axis to the centroid of an element z Lever arm z' Distance from X - Y plane to point where the considered resultant force acting Coefficient, variously defined, as appropriate Strain in tension reinforcement Nominal range of movement Soil friction angle, or diameter Active earth pressure Unit weight of soil Partial load factor Partial load factor Doc. No. DESIGN UNIT Designed Ac Acc As As min av Fc Ft fcu fs fy Hx Hy lx ly lz Mx My Mz D Date β ∈ s δ φ σ a γ γ fL γ f3
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Reference Calculation Output
Area of concreteArea of concrete in compressionArea of tension reinforcementMinimum area of tension reinforcementLength of that part of member traversed by shear failure plane
b With (breath) or effective width of sectionc Cover to outer diameterd Effective depth of section
Basic force used in defining compressive forcesBasic force used in defining tie forcesCharacteristic strength of concreteEstimated design service stress in the tension reinforcementCharacteristic strength of reinforcement
G Shear modulusH Maximum horizontal force
Horizontal force in x directionHorizontal force in y direction
h Overall depthKEL Knife edge loadL Critical perimeter
Dimension of element on x directionDimension of element on y directionDimension of element on z direction
M Design ultimate resistance momentMoment on x axisMoment on y axisMoment on z axis
q Surcharge loadr Internal radius of bendSLS Serviceability limit stateT Traction forcet Thickness of the elementULS Ultimate limit stateV Shear force due to design ultimate loads or design ultimate value of a
concentrated loadv Design shear stressvc Design shear stress in concretex Neutral axis depthx' Distance from Y axis to the centroid of an elementy' Distance from X axis to the centroid of an elementz Lever armz' Distance from X - Y plane to point where the considered resultant
force acting Coefficient, variously defined, as appropriateStrain in tension reinforcementNominal range of movementSoil friction angle, or diameterActive earth pressureUnit weight of soilPartial load factorPartial load factor
Doc. No. DESIGN UNIT Designed
Ac
Acc
As
As min
av
Fc
Ft
fcu
fs
fy
Hx
Hy
lxlylz
Mx
My
Mz
DEC
Date
β∈sδφσ aγγ fLγ f 3
EPC DIVISION Checked Date CENTRAL ENGINEERING CONSULTANCY BUREAU (CECB) Job Code Page
Reference Calculation Output
DEC
Doc. No. DESIGN UNIT Designed EPC DIVISION Checked Date CENTRAL ENGINEERING CONSULTANCY BUREAU (CECB) Job Code Page
Reference Calculation Output
DEC
Date
Doc. No. DESIGN UNIT Designed EPC DIVISION Checked Date CENTRAL ENGINEERING CONSULTANCY BUREAU (CECB) Job Code Page
Reference Calculation Output
DEC
Date
Doc. No. DESIGN UNIT Designed EPC DIVISION Checked Date CENTRAL ENGINEERING CONSULTANCY BUREAU (CECB) Job Code Page
Reference Calculation Output
DEC
Date
Doc. No. DESIGN UNIT Designed EPC DIVISION Checked Date CENTRAL ENGINEERING CONSULTANCY BUREAU (CECB) Job Code Page
DEC
Date
Reference Calculation Output
Design of Box Culvert
Figure 01Dimentional Properties
h = 1.2 ml = 1.5 m
Soil Cover , H = 7.2 mSafe Bearing Pressure = 150 kN/m2Section Thickness = 0.2 m ( hw , h = span/(10 ~15))
Main R/F = 12 mmCover to R/F = 45 mmGrade of Concrete = 25 N/mm2Properties of Soil
γc = 24 kN/m3γs = 20 kN/m3γw = 9.81 kN/m3Φ' = 25
1 - Permanent Loads1.1 Dead Loads
The nominal dead doad consist of the weight of the materials and the part of the structure
Structural Unit Weight of Concrete shall be taken as 24 kN/m3Engineering Becouse of the arching of soil, check whether the depth above culvert is Design in > 3 x width of culvert ( in which case limit depth to 3 x width ) preactice(Roger - Depth of cover (H) = 7.2 mwestbrook) 3 x width = 3 x 1.6(page-94) = 4.8 m
3 x width < = 7.2 m SoDepth limited to = 4.8 m
Surcharge on RoofSurcharge Presure (qr) = 4.8 x 20
qr = 96 kN/m2
Soil Engineering Casses of conduit installation consider as Ditch Conduit (Spangler & Ditch Conduit Handy) A ditch conduit is defined as one which is instaled in a relatively narrow
ditch dug in passive or undisturbed soil and wich is then covered with earth backfill.
Ceylon Electricity Board Doc. No.Dam Safety Designed S.M.P 31.05.2010Environmental & Checked Date
- coedicient of friction between fill materialand side of ditch
K - Active Lateral earth pressure coeficient- Horizontal width of ditch at top of conduit
γ - Unit weight (wet density) of filling materialH - Height of fill above top of conduite
Cd - Load coeficient for ditch condition
So, K = Bd = 3.60 m, Consider 1m length of Roof slab
= 0.406== 0.466
2.K.µ'.(H/Bd) = 0.76Cd = 1.403
(qr) =(qr) = 101.0 kN/m2
Structural 1.2 Horizontal Earth Pressure
Engineering
Design in If the backfill properties are known,preactice If wall friction is to be ignored (δ = 0 )(Roger -westbrook) = 1-sin Φ' = 0.577(page-94) = ( 1-sin Φ' ) / ( 1+sin Φ' ) = 0.406
q max = γ.Ka.h= 20 x 0.41 x 9.1= 73.9 kN/m2
= 20 x 0.41 x 1.9= 15.42 kN/m2
q =q = 58.44 kN/m2
Ceylon Electricity Board Doc. No.Dam Safety Designed S.M.P 31.05.2010
For Fill Depths H ≥ 8 feet (2400 mm) and Culvert Clear Span Length,The effect of live load is neglected in design when the depth of fill is more than 8 feet
6.1 U.L.S. of FlextureAnalysis was carried out for several load cases of various loading arrangements to find out the maximum effect on the Box culvert
Diameter of main reinforcement = 12 mmDiameter of secondary reinforcement = 12 mmSection Thickness = 200 mm
Maximum Bending Moment = 24.15 kN.m/m
Assume severe environment condition, for driving rainCover = 45 mm
Effective depth, d = 200 - 45 - 6 d = 149 mm= 149 mm
k = 2== 0.044 < 0.156
Hence no compression r/f is required
M = equation 1z = equation 5 from these two equations