Bearing Capacity of the foundation = 150 KN/m2; Effective depthConcrete cover = 50mmAssumingY12mm bars,d = 400 – 50 – 6 = 344mmThe ultimate limit state design moment can be obtained by considering the figure below; k = MEd/(fck bd2)= (37.518 × 106)/(25 × 1000 × 3442 ) = 0.01268 (designing per metre strip)Since k < 0.167 No compression reinforcement requiredz = d[0.5+ √(0.25 – 0.882k)] = z = d[0.5+ √(0.25 – (0.882 × 0.0273)] = 0.95dAs1 = MEd/(0.87fykz)= (37.518 × 106)/(0.87 × 460 × 0.95 × 344) = 286.869 mm2/m, To calculate the minimum area of steel required;fctm = 0.3 × (fck)(2⁄3) = 0.3 × 25 (2⁄3) = 2.5649 N/mm2 (Table 3.1 EC2)ASmin = 0.26 × fctm/Fyk × b × d = 0.26 × 2.5649/460 ×1000 × 344 = 498.7 mm2Check if ASmin < 0.0013 × b × d (447.2 mm2)Since, ASmin = 498.7 mm2, the provided reinforcement is adequate.Provide Y12 @ 200mm c/c (ASprov = 565 mm2/m) each way, Shear at the column faceUltimate Load on footing from column = 399.887 kNDesign shear stress at the column perimeter vEd = βVEd/(u0d)β is the eccentricity factor (see section 6.4.3 of EC2)β = 1+ 1.8√[(16.48/230)2+(8.99/230)2] = 1.146Where uo is the column perimeter and d is the effective depthvEd = βVEd/(u0d)= (1.15 × 399.887 × 103)/(4(230) × 344) = 1.452N/mm2VRd,max = 0.5vfcdv = 0.6[1 – (fck/250) ] = 0.6[1 – (25/250) ] = 0.54 N/mm2fcd = (αcc fck)/γc = (0.85 × 25)/1.5 = 14.167 N/mm2VRd,max = 0.5 × 0.54 × 14.167 = 3.825 N/mm2vEd < VRd,max. Nominal cover to reinforcement (concrete cover). Release Date: October 2017 (403 pages) Posted Date: October 10, 2017 Download epub Download mobi . Your blog gives the best and the most interesting information. Design Loads for Residential Buildings 3.1 General Loads are a primary consideration in any building design because they define the nature and magnitude of hazards or external forces that a building must resist to provide reasonable performance (i.e., safety and … Nice One Engineer, I grabbed alot..Job well Done. ��W� q�� ȫ'u��|���y���f��aY"���QF�2%������=���WcԈ���ou^H������^�L��X�$Z�w�ph�b�:�7�9 You have done a great research for I feel, thanks for sharing. It is the full intention of the Engineer that these calculations conform to the International Building Code, 2003 edition. The beam is primarily subjected to load from the slab, the weight of wall, and its own self-weight. Eurocode 2 demands that we include the effects of imperfections in the structural design of columns. COLUMN A1Total Columns Self weight = 12.14 KNLoad from roof beams = 13.27 + 12.99 = 26.26 KNLoad from floor beams = 46.21 + 42.49 = 88.70 KNTotal = 127.13 KN  Axial Load from Orion (A1) = 126.6 KNAxial Load from Staad (A1) = 130.684 KN, COLUMN A3Total Columns Self weight = 12.14 KNLoad from roof beams = 35.41 + 11.46 = 46.87 KNLoad from floor beams = 105.33 + 60.85 = 166.18 KNTotal = 225.19 KN, Axial Load from Orion (A3) = 202.3 KNAxial Load from Staad (A3) = 201.632 KN, COLUMN A5Total Columns Self weight = 12.14 KNLoad from roof beams = 17.19 + 5.70 = 22.89 KNLoad from floor beams = 83.64 + 37.91 = 121.55 KNTotal = 156.58 KN, Axial Load from Orion (A5) = 155.9 KNAxial Load from Staad (A5) = 163.207 KN, COLUMN A7Total Columns Self weight = 12.14 KNLoad from roof beams = 43.15 + 9.48 = 52.63 KNLoad from floor beams = 38.26 + 62.45 = 100.71 KNTotal = 165.48 KN, Axial Load from Orion (A7) = 133.9 KNAxial Load from Staad (A7) = 140.392 KN. I am Loving it!! Chapter 3 addresses design loads applicable to residential construction. © (2020) Structville Integrated Services Limited. %%EOF Another method of calculating Column Axial Load is by Tributary Area Method. For intermediate supports, note that the summation of the shear forces at the support gives the total support reaction (neglect the signs and use absolute value. The detailing of the footing is as shown below; The structural analysis and design of all members have been fully done, including a step by step tutorial on how to model and design on Orion and Staad Pro, and how to manually design. At the roof level, the column is supporting beam No 2 (Support Reaction V1 = 13.27 KN) and Beam No 3 (Support Reaction VA = 12.99 KN). The structural design of residential structures has not been treated as a unique engineering discipline or subjected to a special effort to develop better, more efficient design practices. Thank you very much for presenting this data about structural analysis and design of residential buildings using staad pro orion and manual calculations, it’s known how to get approved but what are the next steps after getting the approval… Wonderful information, thanks a lot for sharing kind of content with us… great post! The G.A. l�6d|%N��"GM��!���&%��P��l0�s�0�}r����eo=q����8��.^ӡ~�V����)��1��[j�+"��d5$0N?F_S_�*� �6w��Ko"�Ɨ�h��,��l��n���;�vp��I�Ǡ��$nI��9���f/�~>�g�vi��ie��}�s�U���u����g���?�'�����q�r���_ភW�_E�|3G�!>),�¨%^�t�{�Q5?n��\b�j���5'��?�E�a^ The thesis was commissioned by Pöyry Oy Infrastructure Real Estate Design unit. This is very ok, Transverse shear at ‘d’ from the face of column. Design And Analysis of structural framed building. 124 13 startxref I love your posts always. 0000005408 00000 n This post is more like an excerpt from the publication ‘Structural Analysis and Design of Residential Buildings using Staad Pro V8i, CSC Orion, and Manual calculations’. The purpose of this Bachelor’s thesis was to study the structural design for high-rise residential buildings. Read the overview below and download it using links given at the end of the post. Great analysis, I love how you really went in-depth with everything it really projects what one needs to know about structural analysis and design of residential buildings using staad-pro orion and-manual calculations. The full detailing of the floor slabs is as shown below. Structville is a media channel dedicated to civil engineering designs, tutorials, research, and general development. This structural design process has been carried out under use of BS8110 design code of practice. For example, commercial roofs must have a larger load-bearing capacity than residential roofs often just because of the materials involved in their construction. A little observation will show that the design moment values from the different methods are very similar. You have done an excellent job with this content I must say. engineering concepts regarding safety, load path, and the structural system response of residential buildings, subassemblies, and components to various types of loads. 0000000016 00000 n 0000002230 00000 n This should be a long post, but I am going to try and keep it as brief as possible. Structural Analysis and Design of Residential Buildings Using Staad.Pro, Orion, and Manual... ABOUT THE BOOK (Structural Analysis and Design of Residential Buildings), Example on the Analysis of Statically Determinate Frames (Part 2), Technical Guide: Detailing and Arrangement of Beam Reinforcements on Site, Precast Lintels: A Cost and Time-Saving Solution in Construction, Shear Wall-Frame Interaction in High-Rise Buildings, Structural Analysis and Design of Residential Buildings Using Staad.Pro, Orion, and Manual Calculations, PRACTICAL ANALYSIS AND DESIGN OF STEEL ROOF TRUSSES TO EUROCODE 3: A SAMPLE DESIGN. A plate is a flat structural element that has a thickness that is small compared with the lateral dimensions. Design Loads for Residential Buildings 3.1 General Loads are a primary consideration in any building design because they define the nature and magnitude of hazards or external forces that a building must resist to provide reasonable performance (i.e., safety and serviceability) throughout the structure’s useful life. <]>> 0000001456 00000 n In short God Bless you my able Engr., I really love your effort and I also pray for myself to have a such zeal to help other like this. (See Building Articulation.) These calculations shall govern the structural portion of the working drawings. Columns are either subjected to axial, uniaxial, or biaxial loads depending on the location and/or loading condition. Design data:Fck = 25 N/mm2, Fyk = 460 N/mm2, Cnom (slabs) = 25mm, Cnom (beams and columns) = 35mm, Cnom (foundations) = 50mmThickness of slab = 150mm; Dimension of floor beams = 450mm x 230mm; Dimension of columns = (230 x 230mm), DESIGN OF THE FLOOR SLABSPANEL 1: MANUAL ANALYSIS, The floor slab (PANEL 1) is spanning in two directions, since the ratio (k) of the longer side (Ly) to the shorter side (Lx) is less than 2.Hence, k = Ly/Lx = 3.825/3.625 = 1.055 (say 1.1), Moment coefficients (α) for two adjacent edges discontinuous (pick from table);Short SpanMid-span = 0.042Continuous edge = 0.056Long SpanMid-span = 0.034Continuous edge = 0.045, Design of short spanMid spanM = αnLx2 = 0.042 × 10.9575 × 3.6252 = 6.0475 KN.mMEd = 6.0475 KNmEffective Depth (d) = h – Cc – ϕ/2Assuming ϕ12mm bars will be employed for the constructiond = 150 – 25 – 6 = 119mm; b = 1000mm (designing per unit width), k = MEd/(fckbd2 )= (6.0475 × 106)/(25 × 1000 × 1192 ) = 0.0171Since k < 0.167 No compression reinforcement requiredz = d[0.5+ √(0.25 – 0.882k)] = z = d[0.5+ √(0.25 – (0.882 × 0.0273)] = 0.95dAs1 = MEd/(0.87fyk z)As1 = (6.0475 × 106)/(0.87 × 460 × 0.95 × 119) = 133.668 mm2/mProvide Y12mm @ 250mm c/c BOT (ASprov = 452 mm2/m).