**VOLUME A**

The art of construction and detailing- Introduction
- The structural frame
- Construction methods
- Reinforcement
- Quantity surveying
- Estimation of the concrete’s quantity
- Estimation of the formworks’ quantity
- Estimation of the spacers’ quantity
- Estimation of the reinforcements' quantity
- Total estimation of the materials’ quantities
- Optimization of the reinforcement schedule
- Estimation of the structural frame’s cost
- Electronic exchange of designs - bids - orders

- Detailing drawings
- General
- The drawings’ title block
- Carpenter’s drawings
- EXCAVATIONS and FOUNDATION FLOOR (Drawing C.10)
- FORMWORK OF THE FOUNDATION and the basement floor (Drawing C.20)
- FORMWORK of the BASEMENT’S ceiling (Drawing C.30)
- FORMWORK of the GROUND FLOOR’S ceiling (Drawing C.40)
- FORMWORK of the MEZZANINE’S ceiling (Drawing C.50)
- FORMWORK of the MEZZANINE’S ceiling with thermal insulation (Drawing C.55)

- Steel fixer’s drawings

- Tables
- Drawings
- Model (exemplary) construction
**VOLUME B**

Static and Dynamic Analysis- General
- Limit States Design
- Models Analysιs
- Slabs
- Seismic behaviour
- One-storey plane frames
- Coupled one-storey plane frames
- Multistorey plane frames
- Space frames
- Diaphragmatic behaviour
- Centre of mass and radius of gyration
- Centre of stiffness and elastic displacements of the diaphragm
- Assessment of building torsional behaviour
- One-storey space frame with rectangular columns in parallel arrangement
- Multistorey space frame of rectangular columns in parallel arrangement
- Exercises

- Seismic accelerations and loadings
- Tables
- APPENDIX A
- APPENDIX B
- APPENDIX C
- APPENDIX D
- APPENDIX D7

« Loading envelopes Table B1 » |

Special cases
In the case of storey columns not belonging in a diaphragm, the stress induced by accidental eccentricities may be obtained approximately, assuming that the diaphragmatic behaviour is approximated by the grid of beams around the columns.
If a for seismic zone 1_{gR}=0.16g and γ_{I}=1.40 for importance class IV the expression a_{vg}=0.9a_{g}=0.9 · γ_{I} · ayields_{gR} 0.9 · γ_{I} · 0.16g=γ_{I} · 0.144g → a, therefore the vertical seismic component check may be omitted._{vg}=0.20g <0.25g In case however where - for horizontal or nearly horizontal structural members spanning 20 m or more
- for horizontal or nearly horizontal cantilever components longer than 5 m
- for horizontal or nearly horizontal pre-stressed components
- for beams supporting planted columns
- in base-isolated structures
In these special cases simplified local models may be used whose results may be taken into account only for the special elements. In the case of planted columns, an extra gravity load may be added to the column with value being equal to the seismic force _{ }obtained from the design load G+ψ_{2} · Q of the column multiplied by thevertical seismic acceleration a_{V}, i.e F_{v}=(a_{V}/g) · (G+ψ _{2} · Q). In this case, all the necessary combinations of horizontal and vertical loads are automatically considered for the whole structure.To simplify the calculations as well as for safety reasons, the vertical acceleration may be taken equal to the maximum value that may occur (see §6.1.7). Example 6.6.2: Consider building with a planted column, in a seismic zone with a a _{I} a· _{gR}=0.9 1.2· 0.24 · g=0.26g, thus the vertical component of the seismic action should be taken into account at the planted column region.· The maximum acceleration developed may be calculated by means of §6.1.7: a _{I} a· _{gR} =1.5 1.2· 0.24g=0.432g.· The dead load G of the planted column may be replaced by another load being equal to F _{2} Q).· If the magnitude of the additional force F
Tables |

« Loading envelopes Table B1 » |