Structural Sufficiency Certificate

          The plans shall be accompanied by structural sufficiency certificate in the prescribed form (see Annex C) signed by the engineer/structural engineer (see Annex A) and the owner jointly to the effect that the building is safe against various loads, forces and effects including due to natural disasters, such as, earthquake, landslides, cyclones, floods, etc as per Part 6 (NBC) ‘Structural Design’ and other relevant Codes. The engineer/structural engineer shall also have the details to substantiate his design.

Storage of Cement

      Cement can be safely stored in sacks for a few months if kept in dry and air-tight room. If prolonged storage of cement is unvoidable, it is better to empty the bags and stock the cement in as deep a heap as possible in a damp-proof enclosed space. Paper sacks are better than jute sacks as regards deterioration by moisture. Cement stored for more than six months should be tested for soundness before use on all important works and which period mar be three months when stored in jute bags. Concrete made with storage-deteriorated cement takes longer to harden.

         Cement in bags should be stored in a dry room on a raised wooden platform 15 to 23 cm above the floor level and 30 cm away from walls. Bags to be stacked in not more than 10 layers high (max 4.5m) to prepare bursting of the bags in bottom layers. The bags should be placed close together to reduce circulation of air and all openings in the room should also be well closed. If the piles are to be more than seven or eight bags high, the bags should be placed in header and stretchers, i.e., alternatively lengthwise and crosswise.  

SUITABLE SPACING OF TREES

Banyan          12 m

Bahera           15 m

Indian Cork   06 m

Jamun     12 - 15 m

Karanj            10 m

Khirni            12 m

Mahwa   12 - 15 m

Mango    11 - 12 m

Neem             10 m

Pipal              17 m

Siris               12 m

Tamarind       12 m

Teak       12 - 15 m

Bent- Up Bars

         In simply supported single span slabs it is not normally necessary to bent up any bars. But in partially fixed conditions (which are the most common and occur where roof slabs are built into walls) every third bar shall be bent up. In the slabs continous over two or more spans, alternate bars may be bent up, or equivalent seperate reinforcement may be provided at the top of the supports for the negative moments. Bent-up bars are more economical. In large slabs seperate reinforcement over the siupports may be necessary.

          Such bent-up bars shall extend a sufficient distance beyond the centre of the support to provide adequate bond. The points at which some of the reinforcement is bent-up for the negative bending moment at the support depend on the points of contraflexure. Stirrups are not used in slabs.

          It is not necessary to check shear or bond stress on a slab except with a superimposed load of over 2000 Kg per Meter Square. Shear stress in concrete is generally small and bond stress within allowable limits. 

DESIGN OF RC BEAMS

Practical Rules

          1. The over-all depth of a singly reinforced rectangular beam shall be not less than 1/20 of the span unless shear and other consideration prevail. The greater depth the less in the steel required and more economical is the beam, but there is a limit to it.

          For the adequate safety against deformation and cracking, international code of reinforcement concrete (1970) recommends a minimum beam depth for both rectangular and T-Beam to be equal to or greater than 1/12 of the span length. For designing the beam depth may be assumed as 1/10 to 1/12 of the span for simply supported beams and 1/12 to 1/18 for continuous beams.

          2. The breath of a beam shall normally be 2/3 to 1/2 of the depth, but not less than 1/3 of the depth. A good rule fot the breath is to take 3/5th of the depth of the beam.

          Where the span/breath ratio exceeds 30 (beam whose length between adequate lateral restraints exceeds 30 times the breath of its compression flange) and it is not practicable to support the compression flange laterally, the permissble compressive stress in the concrete due to bending shall be reduced by a factor (1.75-L/40B), where L is the length of the beam lateral restraints, i.e.-free span and B is the breath of the compression flange. The permissible stress in the compression reinforcement (where provided) shall also be reduced in the stress ratio.

          Slenderness Limits for the Beam to Ensure Lateral Stability : A Simply supported or continuous beam shall be so proportioned that the clear distance between the lateral restraints does not exceed 60b or 250 b*b/d, whichever is less; where d is the effective depth of the beam and b the breadth of the compresssion face midway between the lateral restraints. For a cantilever, the clear distance from the free end of the cantilever to the lateral restraints shall not exceed 25b or 100 b*b/d, which ever is less. (IS :456-1978).

          Beams are often used to supported slabs whcih are mostly cast with beams as a monolithic construction and designed as T-beams. (See also under "Lareral Stability of Beams" in section 10). This condition of lateral support can be deemed to be satisfied by a slab monolithic with beam near its compression flange provided the slab thickness is not less than 1/10 of the beam depth and adequate top and bottom reinforcement, suitably anchored, has been provided at the beam slab junction.

          The clear distance from the corner of a beam or rib to the nearest longitudinal bar should  be not less than 8 cm.

          If depth of the beam exceeds 60 cm, skin reinforcement, on both faces of web, in the form of longitudinal bars (minimum 12 bar dia and spacede not more than 20 cm) should be provided. Such skin reinforcement on each face should be at least 0.05 percent of gross web area.

          The top surface of centering should be givien a camber of 5 mm for every meter of span subject to a maximum of 35 mm, to allow for the initial deflection settlement.

Reinforcement

          Minimum tensile reinforcement in beams shall be not less than 0.30 percent where plain bars are used and 0.20 percent where high-yield strength deformed bars are used of the gross cross-sectional area of the beam. The maximum area of tension reinforcement shall not exceed 4 percent. The area of beam being calculated as total cross-sectional area for rectangular beams and as area equal to overall depth multiplied by the width if the web in the case of T or L beam. At least one-fourth of the tension steel should be carried straight into the support so as to provide anchorage.

Spacing of Reinforcement Bars

          The horizontal clear space between two parallel main reinforcement bars shall be not less than the greatest of the following:

          (a) The diameter of the bar if the diameter are equal, (b) the diameter of the larger bar if the diameters are unequal, (c) 5 mm more than the nominal maximum size of the coarse aggregate used in the concrete. Greater horizontal spacing than the minimum specified shall be provided where provisios.

          This does not preclude the use of larger size of aggregate beyond the congested reinforcement in the same member; the size of the coarse aggregates may be reduced around the congested reinforcement to comply with the above provisions.

          Where needle or immersion vibrators are intended to be used, the horizontal distance between bars of a group may be reduced to two-thirds of the nominal maximum size of the coarse aggregate provided that sufficient space is left between groups of bars to enable the vibrator to be immersed.

          The clear vertical space between two horizontal main reinforceing bars shall normally be 15 mm, the maximum size of the coarse aggregate or the maximum size of the bar, whichever is tha largest. Bars can also be placed one above the other without any space in-between. Steel space-bars may be introduced to maintain correct horizontal and vertical distance apart of the bars.

          Main tensile reinforcement bars in beams shall be not less than 12 mm in dia. Use as few different dia as possible. Additional bars at the top corners have usually to be provided in beams for bending the stirrups for shear. Diameters of these bars may be 10 mm when not required to take any bending moments.  

General Building Requirement (HomeStead)

Balcony

The minimum width of individual balcony, where provided, shall be 0.9 m and shall not be more than
1.2 m and it shall not project beyond the plot line and on roads or pathway.

Source : National Building Code

General Building Requirement (Homestead)

Water-Closet/Bathroom

a) The size of independent water-closet shall be 0.9 m2; with minimum width of 90 cm.

b) The size of independent bathroom shall be 1.2 m2 with minimum width of 1m, and

c) The size of combined bath and water closet shall be 1.8 m2 with minimum width of 1 m.

Source : National Building Code

Conduit Colour Coding (For Pipes Passing Through Walls & Floors) 
           

                      The conduits shall be colour coded as per the purpose of wire carried in the same. The colour coding may be in form of bands of colour (4 inch thick, with centre-to-centre distance of 12 inches) or coloured throughout in the colour. The colour scheme shall be as follows: 

                           

                                  Conduit Type                                      Colour scheme 

                                  Power conduit                                            Black 

                                  Security conduit                                         Blue 

                                  Fire alarm conduit                                      Red 

                                  Low voltage conduit                                  Brown 

                                  UPS conduit                                               Green

Slipform

              Slipform is a continuously moving form at such a speed that the concrete when exposed has already achieved enough strength to support the vertical pressure from concrete still in the form as well as to withstand nominal lateral forces. Slipform may be classified as straight slipform, tapering slipform and slipform for special applications. Construction of lift cores and stairwell using slipform technique comes under special applications because of their complex sizes, shapes and loads to be lifted alongwith the slipform like walkway truss, etc, which is essential for construction. This system uses hydraulic jacks avoiding crane for lifting of assembly during construction operation. This system facilitates rapid construction and continual casting, creating a monolithic structure thereby avoiding construction joints.

Source : NBC Of India - Part 6, Section 7.

Shop Drawing

            Shop Drawings, giving complete information necessary for the fabrication of the component parts of the structure including the location, type, size, length and detail of all welds, shall be prepared in advance of the actual fabrication. They shall clearly distinguish between shop and field rivets, bolts and welds. For additional information to be included on drawings for designs based on the use of welding, reference shall be made to appropriate Indian Standards. Shop drawings shall be made in accordance with good practice. A marking diagram allotting distinct identification marks to each separate part of steel work shall be prepared. The diagram shall be sufficient to ensure convenient assembly and erection at site.

Source : NBC Of India, Part - 6

Overloading - Pile

          When a pile in a group, designed for a certain safe load is found, during or after execution, to fall just short of the load required to be carried by it, an overload of up to 10 percent of the pile capacity may be allowed on each pile. The total overloading on the group should not be more than 10 percent of the capacity of the group nor more than 40 percent of the allowable load on a single pile. 

Source : National Building Code

Behaviour Of Single Bay Two Storeys RC Frame

Abstract

Multi-storeyed Reinforced Concrete (RC) framed structures are being constructed extensively in India of-late. The RC elements of the frame are generally designed to take up all the loads and masonry walls are often considered as non-structural filler materials. These RC framed structures suffer premature failures when subjected to lateral forces resulting due to cyclic load nature of seismic forces. This paper discusses about the behaviour of single bay two storied RC frame subjected to lateral loads. The paper also discusses on the aspects of ductility, stiffness degradation, and energy absorption and failure mechanisms of RC frame subjected to cyclic loading.

Keyword : RCC Frame, Masonry Infill, Stiffness degradation

Author : R.AmuthaSelvaKumar, M.Mohana Ram. 

To Download, Click The Link  https://www.academia.edu/25186876/Behavior_of_Single_Bay_Two_Storeys_RC_Frame

Comparisons of the Different Bracing System with Lateral and Transverse Loading on 2D Steel Frame

Abstract

This paper is for identifying the effective bracing system for different kind of loading system like lateral loading and transverse loading of the 2D steel frame. In this paper basic types of bracing are analysed with an example models and compared.

Keyword : Bracing, Chevron, X-Cross, Inverted Chevron, Diagonal, 2D Frame, Lateral and Transverse loading

Author : M.Mohana Ram 

To Download, Click The Link https://www.ijert.org/download/15080/comparisons-of-the-different-bracing-system-with-lateral-and-transverse-loading-on-2d-steel-frame