Determine internal bending moments, shear forces, and axial torsions using finite element modeling or traditional analytical methods.
Design procedures for structural members where linear strain distribution cannot be assumed.
Strut-and-tie models for non-linear strain zones (D-regions).
To tailor this analysis further to your specific engineering workflow, let me know: worked examples to eurocode 2 volume 2
σs−kt⋅313.5⋅(1+15×0.00893)=238.8−0.4⋅313.5⋅1.134=238.8−142.2=96.6 MPasigma sub s minus k sub t center dot 313.5 center dot open paren 1 plus 15 cross 0.00893 close paren equals 238.8 minus 0.4 center dot 313.5 center dot 1.134 equals 238.8 minus 142.2 equals 96.6 MPa
K=350×106300⋅5402⋅30=0.133cap K equals the fraction with numerator 350 cross 10 to the sixth power and denominator 300 center dot 540 squared center dot 30 end-fraction equals 0.133 Step 2: Compare with Limiting Value ( K′cap K prime
She pulled out a notepad and began sketching. "Eurocode 2 gives us the rules, but Volume 2 shows us how to break them safely. Look here—they calculate crack widths for a curved retaining wall with variable curvature. The principle is the same: we find the critical tensile zone, limit the steel stress using Equation 7.9, and check the crack width with 7.8." Determine internal bending moments, shear forces, and axial
ΔPc+s+r=Ap⋅Δσp,c+s+r=Apϵcs⋅Ep+Δσpr+αp⋅ϕ(t,t0)⋅σc,QP1+αpApAc(1+Ac⋅zp2Ic)[1+0.8ϕ(t,t0)]cap delta cap P sub c plus s plus r end-sub equals cap A sub p center dot cap delta sigma sub p comma c plus s plus r end-sub equals cap A sub p the fraction with numerator epsilon sub c s end-sub center dot cap E sub p plus cap delta sigma sub p r end-sub plus alpha sub p center dot phi open paren t comma t sub 0 close paren center dot sigma sub c comma cap Q cap P end-sub and denominator 1 plus alpha sub p the fraction with numerator cap A sub p and denominator cap A sub c end-fraction open paren 1 plus the fraction with numerator cap A sub c center dot z sub p squared and denominator cap I sub c end-fraction close paren open bracket 1 plus 0.8 phi open paren t comma t sub 0 close paren close bracket end-fraction ϵcsepsilon sub c s end-sub is the free shrinkage strain. Epcap E sub p is the modulus of elasticity of the prestressing steel. is the absolute value of the relaxation loss. is the creep coefficient. σc,QPsigma sub c comma cap Q cap P end-sub
The examples take abstract theoretical principles and apply them to real-world scenarios. This step-by-step approach clarifies the design process, making it easier to grasp the "why" behind the "how". Practical Application and Detailing
Engineers often face tight deadlines. These worked examples provide ready-made solutions to common, complex design challenges, saving significant time during the design phase. Improved Accuracy and Safety To tailor this analysis further to your specific
F_Ed = 400 kN │ ▼ ┌───┐ │ │◄─── Tie (As) ───┐ │ │ \ │ │ │ \ Strut │ d = 450 mm │ │ \ │ └───┴──────── node ───┘ │ │ │ Column │ Step 1: Calculate Tie Force ( Fscap F sub s
+---------------------------------------------------------------+ | EN 1990: Basis of Design | +---------------------------------------------------------------+ | v +---------------------------------------------------------------+ | EN 1991-2: Traffic Loads on Bridges | +---------------------------------------------------------------+ | v +---------------------------------------------------------------+ | EN 1992-2: Eurocode 2 - Concrete Bridges | +---------------------------------------------------------------+ | | v v +-------------------------------+ +-------------------------------+ | Ultimate Limit State (ULS) | | Serviceability Limit State | | - Bending & Axial (STR) | | - Stress Limitation | | - Shear & Torsion (STR) | | - Crack Control | | - Fatigue Verification | | - Deflection Control | +-------------------------------+ +-------------------------------+ Key Design Parameters for Examples : C40/50 ( Reinforcing Steel : Grade B500B ( Prestressing Steel : Design Life : 100 years