**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

« Exercise 4.9.6 One-storey plane frames » |

Exercise 4.9.7
1.0x25.0=4.0 kN/mx^{2}, g_{6}=0.211.0x25.0=5.25 kN/m ^{2}, g_{επ}=2.0 kN/m^{2}Analysis will be performed using the global load (due to the small value of the live load):
1.35+2.0x1.5=11.1 kN/mx^{2}, p_{6}=7.251.35+2.0x1.5=12.80 kN/m ^{2}Thus, on p. Slab s1 _{6}=12.80 kN/mThe slab is fixed at one edge:
Slab s2 From table 50-2, by switching indices x, y, we get:
Slab s3 From table 49, by switching indices x, y, we get:
Slab s4 s4 is a cantilever slab:
Slab s5 The slab is supported on three edges. From table 55, by switching indices x, y, we get:
Slab s6 The slab is supported on two adjacent edges. From table 59 we get:
Supports
· In general, the most unfavourable span moments, arise in one-way slabs (s1) or cantilever slabs (s4) at one point in the first direction and at one line in the other. In two-way slabs moments are developed at the same point in both directions. · The moment peak values decrease rapidly with the distance from the peak, while at the fixed supports of slabs supported on three or two adjacent edges the decrease is quite rapid. · The moment at the support s5-s6 or at the beam support of s6, in the middle of its 1.00 m wide strip, where the design calculations will be performed, may be much lesser. To this end, the reinforcement calculated in these supports will decrease significantly with the distance from supports.
Regarding slab s1 and assuming load distribution at an angle of 45
For a bar fixed at one end the resulted quotient is:
Slab loads are distributed onto beams according to their influence region. The loading ( m).
Load on beam b4: The triangular influence region of slab s5 load has an area of 1.53x2.65/2=2.03 m resulting to load of 2.03m Load on beam b5: From slab s1: due to the rectangular influence region, equivalent uniform load directly results to 2.22mx11.1kN/m From slab s2: trapezoidal influence region has an area of (6.20+2.49)x2.35/2=10.21 m Overall: equivalent uniform load of beam b5 = 24.6 + 18.3=
·p ·l_{y} =0.35x11.1x4.70=18.3 kΝ/m,
·p xl _{·} =0.29x11.1x2.65=8.5 kΝ/m.
Seismic behaviour |

« Exercise 4.9.6 One-storey plane frames » |