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40 C. Amariei, I. Buliga θji = ϕj −ψij (3) ϕ i = ϕij = θij + ψij (4) ϕ j = ϕji = θji + ψij (5) Photo 1. The bar rotation ψij is calculated as follows: i j ψ u -u ij = (6) lij Note: In these relations, the rotations bear the signs corresponding to the adopted convention: “plus” for the clockwise rotations. b) Bar with rigid joint in one end and with hinge in the other end For the bar with rigid joint in “i” and the “j” hinges (photo 1.a), the φij and φji rotations of the bar ends have the expressions: ϕ i = ϕij = θij + ψij ϕji = ψij − tijθij (7)
“Computational Civil Engineering 2007”, International Symposium 41 By replacing θij = ϕi −ψij results: ϕji = 1− tij) ψij − tijϕi ( (8) ui − uj ϕji = ( 1+ tij) − tijϕi 9) lij Photo 2. For the bar jointed in “i” and with the rigid joint in “j” (photo 2.b) results: ui − uj ϕji = ( 1− tij) − tijϕ lij (10) ϕ ji = ϕj (11) c) The bar jointed at both ends (photo 3) For this bar, there results:
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Page 4 and 5: “Highway and Bridge Engineering 2
Page 6 and 7: “Computational Civil Engineering
Page 8 and 9: 2 R.Andrei, C.Ionescu, N.Tautu, R.S
Page 16 and 17: 10 R.Scinteie, C.Ionescu, C-C Comis
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Page 28 and 29: 22 J. Stryk Fig. 4 - Radargram exam
Page 30 and 31: 24 J. Stryk 3.2 Detection of excess
Page 32 and 33: 26 J. Stryk 5 SITUATION IN THE CZEC
Page 36 and 37: 30 R.Cholava, M.Matysik, P.Smekal b
Page 38 and 39: 32 R.Cholava, M.Matysik, P.Smekal R
Page 40 and 41: 34 R.Cholava, M.Matysik, P.Smekal 2
Page 42 and 43: 36 R.Cholava, M.Matysik, P.Smekal T
Page 44 and 45: SUMMARY “Highway and Bridge Engin
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Page 56 and 57: 50 R.Andrei et al. 1. INTRODUCTION
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Page 78 and 79: 72 C.V. ANGHEL Thus the standard fo
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90 Dorel Bolduş, Radu Băncilă, E
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92 Dorel Bolduş, Radu Băncilă, E
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“Highway and Bridge Engineering 2
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98 C.C. Comisu carbonation, freeze-
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100 C.C. Comisu The use of permanen
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102 C.C.Comisu structure (mass, dam
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104 C.C.Comisu 6. There is no possi
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106 C.C.Comisu has been found to ex
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110 M.Dicu, C.Racanel, A.Burlacu, C
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120 I.F. Drăgan, F.Crăciun, D.Dr
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128 Emil Doupal WIM systems are fin
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130 Emil Doupal Figure 1. Standard
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132 Emil Doupal 2.2.1. Processor Bo
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134 Emil Doupal by the station manu
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136 Emil Doupal categories and to c
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138 Emil Doupal 3. CONCLUSIONS Figu
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142 Elisabete Freitas, Paulo Pereir
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162 R. Gabor, A. Gido, R. Bancila W
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164 R. Gabor, A. Gido, R. Bancila
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172 Ovidiu Gavris The deformation e
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174 Ovidiu Gavris The plate stiffne
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176 Ovidiu Gavris Nr.punct α cf [M
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178 Şt. I. Guţiu, P. Moga, C. Mog
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188 P. Kalvoda, M. Sucha, J. Podsta
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194 I.Mata county), as well as the
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196 I.Mata 3. SOLUTIONS OF CONSOLID
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198 I.Mata Because the bridge is lo
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200 I.Mata 4. CONCLUSIONS The above
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202 Pavla Matulova economically not
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204 Pavla Matulova Cement Table 1.
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206 Pavla Matulova particular formu
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208 Pavla Matulova modified mixture
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210 C. Mircea, M. Filip 1. INTRODUC
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214 C. Mircea, M. Filip reduction,
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216 C. Mircea, M. Filip the volume
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218 C. Mircea, M. Filip case. It do
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220 C. Mircea, M. Filip Figure 12.
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222 C. Mircea, M. Filip Axial strai
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224 C. Mircea, M. Filip Depending b
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226 C. Mircea, M. Filip Base restra
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228 C. Mircea, M. Filip because con
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232 C. Mircea, M. Filip 2. CHARACTE
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234 C. Mircea, M. Filip Design Non-
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236 C. Mircea, M. Filip Force [kN]
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238 C. Mircea, M. Filip Total force
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240 C. Mircea, M. Filip The same co
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244 F. Lastname, S. Author, T. Auth
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254 Nicuţă Alina Mihaela, Ionescu
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262 J.Oliveira, H.Silva, P.Pereira
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278 J.C.Pais, P.A.A.Pereira For asp
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280 J.C.Pais, P.A.A.Pereira Figure
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282 J.C.Pais, P.A.A.Pereira The cri
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284 J.C.Pais, P.A.A.Pereira immedia
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286 J.C.Pais, P.A.A.Pereira 4. STIF
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288 J.C.Pais, P.A.A.Pereira The sti
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290 J.C.Pais, P.A.A.Pereira Tensile
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292 J.C.Pais, P.A.A.Pereira materia
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294 J.C.Pais, P.A.A.Pereira 6. Neto
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296 V. Petránek 1. INTRODUCTION On
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298 V. Petránek polymer epoxy coat
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300 V. Petránek 4.2. Gravimetric m
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302 V. Petránek Adhesiveness was a
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304 V. Petránek Generally it can b
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306 V. Petránek, T. Melichar 1. IN
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308 V. Petránek, T. Melichar stren
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310 V. Petránek, T. Melichar Figur
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318 M.P. Petrangeli, L.Fieno, C. Lo
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334 C.Racanel, A.Burlacu The goal o
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336 C.Racanel, A.Burlacu The sample
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338 C.Racanel, A.Burlacu Following
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340 C.Racanel, A.Burlacu Voids in M
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342 C.Racanel, A.Burlacu 10 0 80 60
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346 I.R.Racanel made in reinforced
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348 I.R.Racanel between the centroi
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350 I.R.Racanel The dynamic equilib
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352 I.R.Racanel * Δt Δt [ M ] [ M
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354 I.R.Racanel with {} {} d + t{}
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356 I.R.Racanel Displacement, Uy [m
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358 I.R.Racanel The maximum peak va
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362 Cl.Romanescu, Cr.Romanescu, R.S
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372 C.Romanescu, C. Romanescu, R.Sc
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396 M. Suciu having the counter def
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398 M. Suciu For each section of th
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400 M. Suciu - 17.60 mm for parabol
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402 M. Suciu better behaviour (2.25
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406 M. Suciu, G. Kollo 3. WORK METH
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408 M. Suciu, G. Kollo - 16.99mm fo
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410 M. Suciu, G. Kollo - out of the
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414 J.Valentin, M.Grochal, T.Prudk
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426 I.-D. Vrancianu 1. INTRODUCTION
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428 I.-D. Vrancianu equivalent laye
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430 I.-D. Vrancianu Figure 6. Thick
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432 I.-D. Vrancianu slab thickness
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436 H.Gh. Zarojanu1, R.Andrei The c
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438 H.Gh. Zarojanu1, R.Andrei Table
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442 Photo 5. A presentation Photo 6
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