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582. DRAFT Code Commentary IS:1893 (Part 1) IITK-GSDMA-EQ05-V4.0 Page 58 IITK-GSDMA-EQ15-V3.0

583. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY horizontal Figure C 8- Concept of Response Reduction Factor Total load Δ Response Acceleration Coefficient For very stiff structures (i.e., natural period for first mode 0.1sec), ductility is not helpful in reducing the design force. Further, structures falling on the rising arm of the spectra (i.e., those with T0.1s) will crack once they suffer violent shaking, and their fundamental period will increase leading to higher response. If structures are designed for the rising arm coefficient, they will sustain more lateral force once they crack, than the design force. Hence, codes tend to disallow the use of the rising part of the acceleration spectrum for very short period structures. The second paragraph of clause 6.4.2 in 2002 edition of the code attempted to ensure a minimum design force for stiff structures. However, there are difficulties with this restriction and hence, to address this issue, the graphs and the equations giving the values for response acceleration coefficient (Sa/g) have been modified in this revision of the code such that the rising part of Sa/g plot between zero and 0.1 sec cannot be used for the fundamental modes of vibration. Soil Effect Recorded earthquake motions show that response spectrum shape varies with the soil profile at the site (Figure C 9). This variation in ground motion characteristics for different sites is accounted for by providing different shapes of response spectrum for each of Total Horizontal Force (F) Significant yield IITK-GSDMA-EQ05-V4.0 Page 59 IITK-GSDMA-EQ15-V3.0

584. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY the sites (Figure 9). The soil types I, II and III have been defined in Table 1 of the code. Figure C 9 – Recorded earthquake motions for different types of soil sites (From Geotechnical Earthquake Engineering by Kramer, 1996) Damping Factors The response spectrum value at zero period is equal to peak ground acceleration (see commentary of clause C3.11) regardless of damping. The design acceleration spectrum given in Figure 3 is for damping value of 5 percent of critical damping. Ordinates for other values of damping can be obtained by multiplying the value for 5 percent damping with the factors given in Table 3. Note that the acceleration spectrum ordinate at zero period equals peak ground acceleration regardless of the damping value. Hence, the multiplication should be done for T ≥ 0.1sec only. For T = 0, multiplication factor will be 1, and values for 0≤T0.1sec should be interpolated accordingly. 6.4.3 – Where a number of modes are to be considered for dynamic analysis, the value of Ah as defined in 6.4.2 for each mode shall be determined using the natural period of vibration of that mode. 6.4.4 – For underground structures and foundations at depths of 30 m or below, the design horizontal acceleration spectrum value shall be taken as half the value obtained from 6.4.2. For structures and foundations placed between the ground level and 30 m depth, the design horizontal acceleration spectrum C6.4.4 – When seismic waves hit the ground surface, these are reflected back into the ground. The reflection mechanics is such that the amplitude of vibration at the free surface is much higher (almost double) than that under the ground. This clause allows the design spectrum to be one half in case the structure is at a depth of 30m or below. Linear IITK-GSDMA-EQ05-V4.0 Page 60 IITK-GSDMA-EQ15-V3.0

585. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY value shall be linearly interpolated between Ah and 0.5 Ah, where Ah is as specified in 6.4.2. interpolation is resorted to for structures with depths less than 30m. The words ‘underground structures and foundations’ have been mentioned in this clause because this clause is also applicable for calculation of seismic inertia force on foundation under the ground. One should bear in mind that in the case of a bridge or any above-ground structure with foundation going deeper than 30m, this clause can be used only to reduce the seismic inertia force due to mass of foundation under the ground and not for the calculation of inertia force of the superstructure. 6.4.5 – The design acceleration spectrum for vertical motions, when required, may be taken as two-thirds of the design horizontal acceleration spectrum specified in 6.4.2. C6.4.5 – Usually the vertical motion is weaker than the horizontal motion. On an average, peak vertical acceleration is one-half to two-thirds of the peak horizontal acceleration. While the 1984 edition of the code specified vertical coefficient as one-half of horizontal, in the 2002 edition peak vertical acceleration has been specified as two-thirds of the peak horizontal acceleration. 6.4.6 – Figure 2 3 shows the proposed 5 percent spectra for rocky and different soils sites and Table 3 gives the multiplying factors for obtaining spectral values for various other damping. C6.4.6 – Irrespective of the level of damping, a very stiff structure (whose T is close to zero) will not undergo any deformation relative to it base when shaken at its base. Thus, all spectra with different values of damping will start only from the PGA value. This is explained through Figure C 10 for the example case of Type II stiff soil site and 10% damping. 3.0 2.5 2.0 1.5 1.0 0.5 0.0 5% damping 10% damping 0 1 2 3 4 Natural Period (s) Response Acceleration Coefficient (Sa/g) Figure C 10 – Scaling for acceleration spectrum for damping other than 5 % IITK-GSDMA-EQ05-V4.0 Page 61 IITK-GSDMA-EQ15-V3.0

586. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY Spectral Figure 23 - Response spectra acceleration coefficient for 5 percent damping IITK-GSDMA-EQ05-V4.0 Page 62 IITK-GSDMA-EQ15-V3.0

587. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY Table 3 - Multiplying factors for obtaining (Sa/g) values for other damping1) (Clause 6.4.2) Damping (%) Factors 0 3.20 2 1.40 5 1.00 7 0.90 10 0.80 15 0.70 20 0.60 25 0.55 30 0.50 1) The multiplying factor for different damping values is not to be applied to the point at zero period. 6.4.7 – In case design acceleration spectrum is developed specific to a project site, the same may be used for design of the project as per the discretion of the project authorities. C6.4.7 – Seismic design codes are generally meant for ordinary structures. For important projects, such as nuclear power plants, dams, and major bridges, site-specific seismic design criteria are used in design. Development of site specific design criteria takes into account geology, seismicity, geotechnical conditions and nature of the project. Site-specific criteria are developed by experts and usually reviewed by independent peers. Following are some of the useful references on site-specific design criteria. 1) Reiter L., Earthquake Hazard Analysis: Issues and Insights; Columbia University Press, New York. 2) Kramer S.L., Geotechnical Earthquake Engineering; Indian Reprint, Pearson Education, New Delhi, 2003. 3) Housner, G.W. and Jennings P.C., Earthquake Design Criteria; Earthquake Engineering Research Institute, 1982. 4) AERB (1 990), Seismic Studies and Design Basis Ground Motion for Nuclear Power Plant Sites, AERB Safety Guide No. AERB/SG/S-11, Atomic Energy Regulatory Board, India. IITK-GSDMA-EQ05-V4.0 Page 63 IITK-GSDMA-EQ15-V3.0

588. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY 7. – Buildings C7. – Buildings 7.1 – Regular and Irregular Configuration To perform well in an earthquake, a building should possess four main attributes, namely simple and regular configuration, and adequate lateral strength, stiffness and ductility. Buildings having simple regular geometry and uniformly distributed mass and stiffness in plan and in elevation, suffer much less damage than buildings with irregular configurations. A building shall be considered as irregular for this standard, if at least one of the conditions given in Tables 4 and 5 is applicable. Table 4 – Definition of Irregular Buildings – Plan irregularity (Fig 34) (Clause 7.1) i) (a)Torsion Irregularity To be considered when floor diaphragms are rigid in their own plan plane in relation to the vertical structural elements that resist the lateral forces. Torsional irregularity to be considered to exist when the maximum storey drift, computed with design eccentricity, at one end of the structures transverse to an axis is more than 1.2 times the average of storey drifts at the two ends of the structure. Geometrically a building may appear to be regular and symmetrical, but may have irregularity due to uneven distribution of mass and stiffness. NEHRP code also has another definition for torsionally irregular buildings: “Buildings having an eccentricity between the static center of mass and the static center of resistance in excess of 10 percent of the building dimension perpendicular to the direction of the seismic force should be classified as irregular”. (b) Extreme torsional Irregularity * To be considered when floor diaphragms are rigid in their own plan in relation to the vertical structural elements that resist the lateral forces. Torsional irregularity to be considered to exist when the maximum storey drift, computed with design eccentricity, at one end of the structures transverse to an axis is more than 1.4 times the average of storey drifts at the two ends of the structure ii) Re-entrant Corners Plan configurations of a structure and its lateral force resisting system contain re- Buildings with large re-entrant corners, (i.e., plan shapes such as L, V, +, Y, etc.) show poor performance during earthquakes. Each wing of such a building tends to vibrate as per its own IITK-GSDMA-EQ05-V4.0 Page 64 IITK-GSDMA-EQ15-V3.0

589. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY entrant corners, where both projections of the structure beyond the re-entrant corner are greater than 15 percent of its plan dimension in the given direction. dynamic characteristic, causing a stress concentration at the junctions of the wings. iii) Diaphragm discontinuity Diaphragms with abrupt discontinuities or variations in stiffness, including those having cut-out or open areas greater than 50 percent of the gross enclosed diaphragm area, or changes in effective diaphragm stiffness of more than 50 percent from one storey to the next Diaphragm discontinuity changes the lateral load distribution to different elements as compared to what it would be with rigid floor diaphragm. iv) Out-of-Plane Offsets Discontinuities in a lateral force resistance path, such as out-of-plane offsets of vertical elements Out-of-Pane offset is a serious irregularity having an out-of-plane offset of the vertical element (for example, shear wall) that carries the lateral loads. Such an offset imposes excessive vertical and lateral load effects on horizontal elements. v) Non-Parallel System The vertical elements resisting the lateral force are not parallel to or symmetric about the major orthogonal axes or the lateral force resisting elements. These systems are also known as non-orthogonal systems. See commentary of clause 6.3.2. * Extreme torsion irregularity (Type i (b)) is not permitted in zones IV and V. IITK-GSDMA-EQ05-V4.0 Page 65 IITK-GSDMA-EQ15-V3.0

590. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY Heavy Mass Vertical Components of Seismic Resisting Systems Δ2 1.2[(Δ1+Δ2)/2] 3A 4A Torsional Irregularity Δ2 Δ2 Δ1 Δ1 IITK-GSDMA-EQ05-V4.0 Page 66 IITK-GSDMA-EQ15-V3.0

591. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY 3B 4B Re-entrant Corners IITK-GSDMA-EQ05-V4.0 Page 67 IITK-GSDMA-EQ15-V3.0

592. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY FLEXIBL D I A P H R A G M O P E N DIAPHRAGM Vertical Components of Seismic Resisting System 3C4C Diaphragm Discontinuity R I G I D IITK-GSDMA-EQ05-V4.0 Page 68 IITK-GSDMA-EQ15-V3.0

593. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY 3D 4D Out-of-Plane Offsets 3E 4E Non-Parallel System Figure 43 – Plan irregularity Shear Wall Out-of-Plane Offset in Shear Wall IITK-GSDMA-EQ05-V4.0 Page 69 IITK-GSDMA-EQ15-V3.0

594. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY Table 5 – Definition of irregular buildings – Vertical irregularities (Fig . 4) (Clause 7.1) i) (a) Stiffness Irregularity (Soft Storey)# A soft storey is one in which the lateral stiffness is less than 70 60 percent of that in the storey above or less than 80%70% of the average lateral stiffness of the three storeys above. Soft storey buildings are known for their poor performance during earthquakes. Typical examples for such irregularity are the buildings on stilts. In 2001 Bhuj earthquake, a majority of the multi-storey buildings that collapsed had soft ground storey. i) (b) Stiffness Irregularity (Extreme Soft Storey) A extreme soft storey is one in which the lateral stiffness is less than 60 percent of that in the storey above or less than 70 percent of the average stiffness of the three storeys above. For example, buildings on STILTS will fall under this category. ii) Mass Irregularity# Mass irregularity shall be considered to exist where the seismic weight of any storey floor is more than 200 percent of that of its adjacent storeysfloors. The irregularity need not be considered This provision of 200 percent may be relaxed somewhat in case of roofs. Mass irregularity is induced by the presence of a heavy mass on a floor, for example, as in an intermediate service floor with water tanks and heavy equipment for air conditioning and/or back-up power generation. The relaxation in case of roofs is warranted because the seismic weight of roof is usually much smaller than that of the typical floors. While checking the mass irregularity of such a building, the floor below the roof is likely to render the building irregular, This relaxation is not applicable particularly when large masses are added on the roof, for instance by the addition of a swimming pool. NEHRP code is more conservative on this issue. It considers a building to be irregular even if a storey is 150 percent heavier than adjacent storeys. iii) Vertical Geometric Irregularity Vertical geometric irregularity shall be considered to exist where the horizontal dimension of the lateral force resisting system in any storey is more than 150 percent of that in its adjacent storey Buildings with vertical offsets (e.g., set back buildings) fall in this category. There is also a possibility that a building may have no apparent offset, but its lateral load carrying elements may have irregularity. For instance, shear wall length may suddenly reduce. When building is such that a larger dimension is above the smaller dimension, it acts as an inverted pyramid and is particularly undesirable. NEHRP code recommends a building to be irregular from vertical geometry considerations if the horizontal dimension of the lateral force resisting system in any storey is more than 130 IITK-GSDMA-EQ05-V4.0 Page 70 IITK-GSDMA-EQ15-V3.0

595. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY percent of that in its adjacent storey. iv) In-Plane Discontinuity in Vertical Elements Resisting Lateral Force A An in-plane offset of the lateral force resisting elements greater than the length of those elements v) Discontinuity in Capacity (Weak Storey)+ A weak storey is one in which the storey lateral strength is less than 80 70 percent of that in the storey above. The storey lateral strength is the total strength of all seismic force resisting elements sharing the storey shear in the considered direction. # Vertical irregularity of Type (i) and Type (ii) do not apply if the inter-storey drift ratio under design seismic loads is within 130% of the storey drift ratio of the adjacent storey. For this calculation of storey drift, torsional effects need not be considered. + Vertical irregularity of Type (V) is not permitted in zones IV and V for more than 2 storey buildings. If a floor of a building is comparatively heavier than the adjacent floors, the effect of this irregularity can be nullified by making that storey stiffer in comparison to adjacent storeys. Therefore, if the mass-to-stiffness ratio of two adjacent storeys is similar, the storey drift ratio will be comparable and hence the footnote allows a waiver on this basis. IITK-GSDMA-EQ05-V4.0 Page 71 IITK-GSDMA-EQ15-V3.0

596. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY 0.6 ki+1 4A 5A Stiffness Irregularity 4B 5BMass Irregularity ⎞ ⎟ ⎟ ⎠ ⎛ + 0.7 ki 1 ki 2 ki 3 ⎜ ⎜ ⎝ + + + + 3 IITK-GSDMA-EQ05-V4.0 Page 72 IITK-GSDMA-EQ15-V3.0

597. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY 4C 5C Vertical Geometric Irregularity when L2 1.5 L1 4D 5DIn-Plane Discontinuity in Vertical Elements Resisting Lateral Force when ba IITK-GSDMA-EQ05-V4.0 Page 73 IITK-GSDMA-EQ15-V3.0

598. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY 4 5E Weak Storey when Fi 0.8 0.7 Fi+1 +1 Figure 4 5 – Vertical Irregularity 7.2 – Importance Factor I and Response Reduction Factor R 7.2.1 – The minimum value of importance factor, I, for different building systems shall be as given in Table 6. The response reduction factor, R, for different building systems shall be as given in Table 7. 7.2.2 – Redundancy Building should have a high degree of redundancy for lateral load resistance. More redundancy in the structure leads to increased level of energy dissipation and more overstrength. The values of response reduction factor (R) given in Table 7 for buildings are based on the assumption that the building has sufficient level of redundancy. The design engineer may adopt the value of R in the range of 0.75 to 0.90 times the values given in Table 7 for buildings with low redundancy, e.g., lateral load resistance provided by only two or three shear walls in a given direction, lateral load resisted by one-bay frames, etc. C7.2 – Importance Factor I and Response Reduction Factor R The values of response reduction factor specified in Table 7 have been arrived at empirically based on engineering judgment. The concept of response reduction factor has been discussed in commentary of clause C 6.4.2. C7.2.2 – Redundancy Response reduction factors (R) were originally developed assuming that structures possess sufficient level of redundancy. High R values were justified by the large number of potential hinges that could form in such redundant systems, and the beneficial effects of progressive yield hinge formation. However, due to economic pressures, much less redundant special moment frames with relatively few bays of moment resisting framing supporting large floor and roof areas are being constructed. To provide aesthetics to the buildings and to get more space, buildings have many fewer walls than were once commonly provided in such buildings. Similar observations have been made of other types of construction as IITK-GSDMA-EQ05-V4.0 Page 74 IITK-GSDMA-EQ15-V3.0

599. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY Table 6 – Importance Factors, I Sl. No Structure I i) Important service and community buildings, such as hospitals; schools; monumental structures; emergency buildings like telephone exchange, television stations, radio stations, railway stations, fire station buildings; large community halls like cinemas, assembly halls and subway stations,; and power stations. 1.5 ii) All other buildings 1.0 NOTES: 1) The design engineer may choose values of importance factor I greater than those mentioned above. 2) Buildings not covered in SI No. (i) and (ii) above may be designed for higher value of I, depending on economy, strategy considerations like multi-storey buildings having several residential units. 3) This does not apply to temporary structures like excavations, scaffolding etc of short duration. 4) Importance factor for industrial structures including those containing hazardous materials shall be taken as per IS:1893 (Part 4). well. This clause is incorporated in this edition, which will reduce the R values for less redundant structures and should provide greater economic incentive for the structures with well distributed lateral-force resisting systems. There are several issues that should be considered in quantifying redundancy. Conceptually, floor area, element/story shear ratios, element demand/capacity ratios, types of mechanisms which may form, individual characteristics of building systems and materials, building height, number of stories, irregularity, number of lines of resistance, and number of elements per line are all important and will essentially influence the level of redundancy in systems and their reliability. Table 7 – Response Reduction Factor, R, for Building Systems Sl No Lateral Load Resisting System ‘R’ Building Frame Systems i) Ordinary RC moment resisting frame (OMRF)2) 3.0 ii) Intermediate RC moment resisting frame 4.0 ii) iii) Special RC moment-resisting frame (SMRF)3) 5.0 iii iv) Steel frame with a) Concentric braces 4.0 b) Eccentric braces 5.0 IITK-GSDMA-EQ05-V4.0 Page 75 IITK-GSDMA-EQ15-V3.0

600. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY iv) v) Steel moment resisting frame designed as per SP 6 (6) 5.0 Buildings with Shear Walls4) v) vi) Load bearing masonry wall buildings5) a) Unreinforced masonry without special seismic strengthening5) 1.5 b) Reinforced Unreinforced masonry strengthened with horizontal RC bands and vertical bars at corners of rooms and jambs of openings6) 2.5 2.25 c) Reinforced with horizontal RC bands and vertical bars at corners of rooms and jambs of openings Ordinary reinforced masonry shear wall7) 3.0 d) Special reinforced masonry shear wall8) 4.0 vivii) Ordinary reinforced concrete shear walls6) 3.0 viiviii) Ductile shear walls7) 9) 4.0 Buildings with Dual Systems810) viii ix) Ordinary shear wall with OMRF 3.0 ix x) Ordinary shear wall with SMRF 4.0 x xi) Ductile shear wall with OMRF 4.5 xi xii) Ductile shear wall with SMRF 5.0 1) The values of response reduction factors are to be used for buildings with lateral load resisting elements, and not just for the lateral load resisting elements built in isolation. 2) OMRF are those designed and detailed as per IS 456 or IS 800 but not meeting ductile detailing requirement as per IS 13920 or SP 6(6) respectively. 3) SMRF and IMRF are defined in 4.15.2, and 4.15.3 respectively. 4) Buildings with shear walls also include buildings having shear walls and frames, but where: a) Frames are not designed to carry lateral loads, or b) Frames are designed to carry lateral loads but do not fulfill the requirements of ‘Dual Systems’. 5) Buildings designed unreinforced as per IS 1905. 5) 6) Reinforcement should be as per IS 4326 or designed as unreinforced with minimum reinforcement as per IS 1905. 6) Prohibited in zone IV and V. 7) Designed as ordinary reinforced masonry with minimum reinforcement as per IS 1905. IITK-GSDMA-EQ05-V4.0 Page 76 IITK-GSDMA-EQ15-V3.0

601. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY 8) Designed as reinforced masonry with special reinforcement for ductility as per IS 1905. 79) Ductile shear walls are those designed and detailed as per IS 13920. 810) Buildings with dual systems consist of shear walls (or braced frames) and moment resisting frames such that: a) the two systems are designed to resist the total design force in proportion to their lateral stiffness considering the interaction of the dual system at all floor levels; and b) the moment resisting frames are designed to independently resist at least 25 percent of design seismic base shear. Note: Some of the above systems may not be allowed in high seismic zones as per IS 4326 or IS 13920. 7.3 – Design Imposed Loads for Earthquake Force Calculation 7.3.1 – For various loading classes as specified in IS 875 (Part 2), the earthquake force shall be calculated for the full dead load plus the percentage of imposed load as given in Table 8. Table 8 – Percentage of Imposed Load to be Considered in Seismic Weight Calculation (Clause 7.3.1) Imposed Uniformity Distributed Floor Loads (kN/m2) Percentage of Imposed Load Up to and including 3.0 25 Above 3.0 50 7.3.2 – For calculation the design seismic forces of the structure, the imposed load on roof need not be considered. C7.3 – Design Imposed Loads for Earthquake Force Calculation C7.3.1 - This clause accounts for the fact that only a part of imposed loads used in design may be present at the time of earthquake shaking. Moreover, impact contribution of live load does not generate seismic load. 7.3.3 – The percentage of imposed loads given in 7.3.1 and 7.3.2 shall also be used for ‘Whole frame loaded’ condition in the load Earlier the code had permitted an engineer to use “reduced imposed load” when considering both live load and seismic load. For example, in IITK-GSDMA-EQ05-V4.0 Page 77 IITK-GSDMA-EQ15-V3.0

602. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY combinations specified in 6.3.1.1 and 6.3.1.2 where the gravity loads are combined with the earthquake loads [that is, in load combinations (3) in 6.3.1.1, and (2) in 6.3.1.2]. No further reduction in the imposed load will be used as envisaged in IS 875 (Part 2) for number of storeys above the one under consideration or for large spans of beams or floors. 7.3.3 – The proportions of imposed load indicated above for calculating the lateral design forces for earthquakes are applicable to average conditions. Where the probable loads at the time of earthquake are more accurately assessed, the designer may alter the proportions indicated or even replace the entire imposed load proportions by the actual assessed load. In such cases, where the imposed load is not assessed as per 7.3.1 and 7.3.2 only that part of imposed load, which possesses mass, shall be considered. Lateral design force for earthquakes shall not be calculated on contribution of impact effects from imposed loads. 7.3.4 – Other loads apart from those given above (for example snow and permanent equipment) shall be considered as appropriate. buildings with imposed load of 3 kN/m2, the combination 1.2(DL+IL+EL) effectively became 12.DL+0.3IL+1.2EL. This provision is now dropped and the design will now be based on 1.2(DL+IL+EL). In other words, even though seismic load is calculated on the basis of seismic weight which includes only 25% of IL, one must consider full design imposed load in different load combinations. This of course, still permits reduction in IL in view of the large floor area or large number of storeys supported by columns or foundations as permitted in IS:875 (Part II). 7.4– Seismic Weight 7.4.1 – Seismic Weight of Floors The seismic weight of each floor is its full dead load plus appropriate amount of imposed load, as specified in 7.3.1 and 7.3.2. While computing the seismic weight of each floor, the weight of columns and walls in any storey shall be equally distributed appropriately apportioned to the floors above and below the storey. 7.4.2 – Seismic Weight of Buildings C7.4 – Seismic Weight It is the total dead weight of the structure plus that part of the imposed loads that may reasonably be expected to be attached to the structure at the time of earthquake shaking. It includes the weight of permanent and movable partitions, permanent equipment, and a part of live load etc. IITK-GSDMA-EQ05-V4.0 Page 78 IITK-GSDMA-EQ15-V3.0

603. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY The seismic weight of the whole building is the sum of the seismic weights of all the floors. 7.4.3 – Any weight supported in between storeys shall be distributed to the floors above and below in inverse proportion to its distance from the floors. 7.5 – Design Lateral Force 7.5.1 – Buildings and portions there of shall be designed and constructed, to resist the effects of design lateral force specified in 7.5.3 7.5.4 as a minimum. However, regardless of the design earthquake or wind forces on a building, it shall have lateral load resisting system capable of carrying a horizontal force not less than 1.5% (one and a half percent) of the seismic weight of the building. This load may be applied at different floor levels in proportion to the seismic weight of the respective floor. C7.5 – Design Lateral Force It may be mentioned that the code no longer talks of the two methods: seismic coefficient method and response spectrum method as was the case in 1984 version. The procedure of clause 7.5 to 7.7 does not require dynamic analysis. Hence, this procedure may be mentioned as static procedure or equivalent static procedure or seismic coefficient method. It can be noticed that this procedure accounts for dynamics of the building in an approximate manner. In this edition, a new provision of minimum lateral force for seismic design is included. The minimum load is a structural integrity issue related to load path. 7.5.2 – The design lateral force shall first be computed for the building as a whole. This design lateral force shall then be distributed to the various floor levels. The overall design seismic force thus obtained at each floor level shall then be distributed to individual lateral load resisting elements depending on the floor diaphragm action. C7.5.2 – There have been instances of the designer calculating seismic design force for each 2D frame separately based on tributary mass shared by that frame. This is erroneous since only a fraction of the building mass is considered in such seismic load calculation (Figure C 11). IITK-GSDMA-EQ05-V4.0 Page 79 IITK-GSDMA-EQ15-V3.0

604. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY Figure C 11 - Calculation of design seismic force on the basis of tributary mass on 2D frames leads to significant under-design Now, clause 7.5.2 makes it clear that one has to evaluate seismic design force for the entire building first and then distribute it to different frames/walls. But that does not mean that one has to carry out 3D analysis. One could still work with 2D frame systems. 7.5.3 – The value of damping for buildings may shall be taken as 5 percent of the critical, for the purposes of both seismic coefficient method (as per 7.5.4) and dynamic and static analysis (as per 7.8) for buildings of all materials (of steel, reinforced concrete, and or masonry) buildings. C7.5.3 – The code specifies same value of damping (5% of critical) for concrete, steel, or masonry buildings. It may be argued that steel as a material exhibits lower damping than masonry and therefore, different damping should be specified for three types of building materials. However, in the code, the damping has direct bearing on design seismic loads. Using a lower damping for steel buildings than for RC buildings will imply a higher value of seismic coefficient for steel buildings which cannot be justified in view of the relative performance of the RC and steel buildings in the past earthquakes. Moreover, partitions and other non-seismic members in steel building will still contribute the same amount of energy dissipation as in say RC building. 7.5.37.5.4 – Design Seismic Base Shear The total design lateral force or design seismic base shear (VB) along any principal direction of a building shall be determined by the following expression: VB = Ah W where Ah = Design horizontal acceleration spectrum value as per 6.4.2, using the approximate fundamental natural period Ta as per 7.6 in the considered direction of vibration; and W = Seismic weight of the building as per 7.4.2. 7.6 – Approximate Fundamental Natural Period C7.6 – Approximate Fundamental Natural Period IITK-GSDMA-EQ05-V4.0 Page 80 IITK-GSDMA-EQ15-V3.0

605. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY 7.6.1 – The approximate fundamental natural period of vibration (Ta), in seconds, of a moment-resisting frame building without brick infil panels may be estimated by the empirical expression: Ta = 0.075h0.75 , for RC frame building = 0.085h0.75 , for steel frame building where h = Height of building, in m. This excludes the basement storeys, where basement walls are connected with the ground floor deck or fitted between the building columns. But, it includes the basement storeys, when they are not so connected. C7.6.1 – The two equations for frame buildings were taken from NEHRP’s earlier provisions. These equations are based on observed natural period values on real buildings during the 1971 San Fernando earthquake in California (See Figures C 12, C 13 and C 14). 7.6.2 – The approximate fundamental natural period of vibration (Ta), in seconds, of all other buildings, including moment-resisting frame buildings with brick infil panels masonry infill panels, may be estimated by the empirical expression: = 0.09 d Ta T = 0.09 h a d Where h = Height of building, in m, as defined in 7.6.1; and d = Base dimension of the building at the plinth level, in m, along the considered direction of the lateral force. 7.6.3 – For buildings with concrete or masonry shear walls, the approximate fundamental period shall be permitted to be evaluated by the following expression, 0.075 h0.75 A T w a = Where Aw is the total effective area of the walls in the first storey of the building, in m2, which may be calculated as: C7.6.2 – As per experimental studies (ambient vibration surveys) on Indian RC buildings with masonry infills, T = 0.09h/(√d) was found to give a good estimate. One may refer to the following: 1) Jain, S. K., Saraf V. K., and Malhotra B., “Period of RC Frame Buildings with Brick Infills”, Journal of Structural Engineering, Madras, Volume 23, No. 4, pp 189-196. 2) Arlekar, J. N., and Murty, C. V. R., “Ambient Vibration Survey of RC Moment Resisting Frame Buildings with URM Infill Walls”, The Indian Concrete Journal, Volume 74, No. 10, October 2000, pp 581-586. C7.6.3 – This expression, since it considers the cross sectional area and length of the walls, may give a better estimate of the fundamental natural period of buildings with concrete or masonry shear walls. Lwi/h can become very large for squat type buildings in which length or breadth of building is large compared to its height. An upper limit of 0.9 on Lwi/h is specified to prevent larger values of Aw. IITK-GSDMA-EQ05-V4.0 Page 81 IITK-GSDMA-EQ15-V3.0

606. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY = + ⎛ Σ ⎤ ⎥ ⎥ ⎦ ⎡ A A wi w wi ⎢ ⎢ ⎣ ⎞ ⎟ ⎟⎠ ⎛ ⎜ ⎜⎝ ⎞ ⎟⎠ ⎜⎝ 2 0.2 L h Awi is the effective cross sectional area of the wall i in the first storey of the building, in m2; Lwi is the length of the shear wall i in the first storey in the considered direction of the lateral forces, in m. The value of Lwi/h to be used in this equation shall not exceed 0.9. Figure C 12 - Observations on steel frame buildings during San Fernando Earthquake (From FEMA 369, 2001) Figure C 13 - Observations on RC frame buildings during IITK-GSDMA-EQ05-V4.0 Page 82 IITK-GSDMA-EQ15-V3.0

607. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY San Fernando Earthquake (From FEMA 369, 2001) Figure C 14 - Observations on RC shear wall buildings during San Fernando Earthquake (From FEMA 369, 2001) 7.7 – Distribution of Design Lateral Force 7.7.1 – Vertical Distribution of Base Shear to Different Floor Levels The design base shear (VB) computed in 7.5.3 shall be distributed along the height of the building as per the following expression: W h = n Σ= j 2 i i W h 2 j j Q V i B 1 where Qi = Design lateral force at floor i, Wi = Seismic weight of floor i, hi = Height of floor i measured from C7.7 – Distribution of Design Lateral Force C7.7.1 – Vertical Distribution of Base Shear to Different Floor Levels Lateral load distribution with building height depends on the natural periods, mode shapes of the building, and shape of design spectrum. In low and medium rise buildings, fundamental period dominates the response and fundamental mode shape is close to a straight line (with regular distribution of mass and stiffness). For tall buildings, contribution of higher modes can be significant even though the first mode may still contribute the maximum response. Hence, NEHRP provides the following expression for vertical distribution of seismic load: IITK-GSDMA-EQ05-V4.0 Page 83 IITK-GSDMA-EQ15-V3.0

608. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY base, and n = Number of storeys in the building is the number of levels ate which the masses are located. Q V Wh = n Σ= j kj k i i W h j i B 1 Where, k=1 for T≤0.5sec, and k=2 for T≥2.5sec. Value of k varies linearly for T in the range 0.5sec to 2.5sec. Over the years, regardless of the natural period, k has been assigned a value 2 in IS 1893. This is a conservative value and has been retained in the current edition of the code too. 7.7.2 – Distribution of Horizontal Design Lateral Force to Different Lateral Force Resisting Elements 7.7.2.1 – In case of buildings whose floors are capable of providing rigid horizontal diaphragm action, the total shear in any horizontal plane shall be distributed to the various vertical elements of lateral force resisting system, assuming the floors to be infinitely rigid in the horizontal plane. 7.7.2.2 – In case of building whose floor diaphragms can not be treated as infinitely rigid in their own plane, the lateral shear at each floor shall be distributed to the vertical elements resisting the lateral forces, considering the in-plane flexibility of the diaphragms. NOTES: 1. A floor diaphragm shall be considered to be flexible,. If if it deforms such that the maximum lateral displacement measured from the chord of the deformed shape at any point of the diaphragm is more than 1.5 times the average displacement of the entire diaphragm. 2. Reinforced concrete monolithic slab-beam floors or those consisting of prefabricated / Precast precast elements with topping reinforced screed can be taken as rigid diaphragms. C7.7.2– Distribution of Horizontal Design Lateral Force to Different Lateral Force Resisting Elements Floor diaphragm plays an important role in seismic load distribution in a building. Consider the RC slab. For horizontal loads, it acts as a deep beam with depth equal to building width, and width equal to slab thickness. Being a very deep beam, it does not deform in its own plane, and it forces the frames/walls to fulfill the deformation compatibility corresponding to in-plane deformation of floor. This is known as rigid floor diaphragm action. In symmetrical building and symmetrical loading, the floorslabs undergo rigid body translation and different frames or walls share the seismic forces in proportion to their lateral stiffness. When a building is not symmetrical, the floor undergoes rigid body translation and rotation. In-plane rigidity of floors is sometimes misunderstood to mean that the beams are infinitely rigid and that the columns are not free to rotate at their ends. However, the rotation of columns is governed by the out-of-plane behaviour of slab and beam system (Figure C 15). When floor diaphragms do not exist, or when the diaphragm is extremely flexible as compared to the vertical elements, the loads can be distributed to the vertical elements in proportion to the tributary mass. There are instances where the floor is not rigid. “Not rigid” does not mean it is completely flexible. Hence, buildings with flexible floors should be carefully analyzed considering in-plane IITK-GSDMA-EQ05-V4.0 Page 84 IITK-GSDMA-EQ15-V3.0

609. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY floor flexibility. Note 1 of clause 7.7.2.2 gives the criterion when the floor diaphragm is not to be treated as rigid (Figure C 16). Alternatively, one can take the design force as an envelop of (that is, the higher of) the two extreme assumptions, mainly, a) Rigid diaphragm action b) No diaphragm action (Load distribution in proportion to tributary mass) Figure C 15 -- (a) In plane floor deformation, (b) Out-of-plane floor deformation. (From Jain, 1995) Plan View of Floor In-plan flexibility of diaphragm to be considered when Δ2 = 1.5 {0.5(Δ1 + Δ2)} IITK-GSDMA-EQ05-V4.0 Page 85 IITK-GSDMA-EQ15-V3.0

610. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY Figure C 16 – Definition of Flexible Floor Diaphragm (From Jain, 1995) 7.8 – Dynamic Analysis Method C7.8 – Dynamic Analysis Method 7.8.1 – Linear Dynamic dynamic analysis shall be performed to obtain the design seismic force, and its distribution to different levels along the height of the building and to the various lateral load resisting elements, for the following buildings: a) Regular buildings - Those greater than 40 m in height in Zones IV and V, and those greater than 90 m in height in Zones II and III. Modeling as per 7.8.4.5 can be used. b) Irregular buildings with plan irregularities of Type (i)a, (ii), (iii), (iv) or (v) of Table 4 or vertical irregularities of Type (iv) or (v) of Table 5 (as defined in 7.1) - All framed buildings higher than 12 m in Zones IV and V, and those greater than 40 m in height in Zones II and III. It may be noted that vertical irregularity of Type (v) is not permitted in zones IV and V for more than two storey buildings. C7.8.1 – Expressions for design load calculation and load distribution with height given in 7.5 are based on the following assumptions: 1. Fundamental mode dominates the response. 2. Mass and stiffness are evenly distributed with building height, thus giving a regular mode shape. Mode shapes depend on the distribution of mass and stiffness in the building. In tall buildings, higher modes can be quite significant and in irregular buildings mode shapes may be somewhat irregular. Hence, for tall and irregular buildings, dynamic analysis is generally preferred. Industrial buildings may also require dynamic analysis because they may have large spans, large heights, and considerable irregularities. However, dynamic analysis may not necessarily be a solution to many irregular buildings, and it requires a good judgement on the part of engineer to decide if dynamic analysis is warranted. c) Irregular buildings with plan irregularity of Type (i)b of Table 4 or vertical irregularities of Type (i), (ii) or (iii) of Table 5 – All buildings higher than 12 m in all zones. It may be noted that buildings with plan irregularity of Type (i)b are not permitted in zones IV and V. The analytical model for dynamic analysis of buildings with unusual configuration should be such that it adequately models the types of irregularities present in the building configuration. Buildings with plan irregularities, as defined in Table 4 (as per 7.1), cannot be modeled for dynamic analysis by the method given in 7.8.4.5. Buildings having high level of torsion irregularity are prone to severe damage when subjected to seismic forces. Therefore, in this revision of the code such buildings are prohibited in zones of high seismicity (zones IV and V) (see note at the end of Table 4). Dynamic analysis requires considerable skills. The mere fact that the computer program can perform dynamic analysis is not sufficient. The engineers need to have an in-depth understanding of the subject to be able to correctly model the structure and correctly interpret the results. There are approximate methods such as Rayleigh’s method and Dunkerley’s method, that one may use to check if the results obtained from computer IITK-GSDMA-EQ05-V4.0 Page 86 IITK-GSDMA-EQ15-V3.0

611. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY NOTE - For irregular buildings, lesser than 40 m in height in Zones II and III. Dynamic analysis, even though not mandatory, is recommended Dynamic analysis is recommended for irregular buildings of lower height even though it may not be mandatory for lower heights as per clause 7.8.1. analyses are correct. One must be careful about use of correct units while performing dynamic analysis since it is common that huge errors occur just because units of mass and weight are mixed up. For details, the following text books are recommended: 1. Chopra,A.K., Dynamics of Structures : A Primer, Earthquake Engineering Research Institute, Oakland, California, USA, 1980. 2. Chopra,A.K., Dynamics of Structures : Theory and Applications to Earthquake Engineering, Pearson Education, New Delhi, 2001. 3. Paz,M., Structural Dynamics : Theory and Computations, 3rd Edition, Van Nostrand Reinhold, 1991. 4. Clough,R.W., and Penzien,J., Dynamics of Structures, 2nd Edition, McGraw Hill, 1973. 5. Wilson,E.L., Three Dimensional Static and Dynamic Analysis of Structures – A physical approach with emphasis on earthquake engineering, Computer and Structures Inc., Berkeley, CA, USA, 2000. 7.8.2 – Dynamic analysis may be performed either by the Time History Method or by the Response Spectrum Method. However, in either method, the design base shear ( B V ) shall be compared with a base shear ( B V ) calculated using a fundamental period Ta, where Ta is as per 7.6. Where B V is less than B V , all the response quantities (for example member forces, displacements, storey forces, storey shears and base reactions) shall be multiplied by V B VB . C7.8.2 – This clause requires that when dynamic analysis gives lower design forces, these should be scaled up to the level of forces obtained based on empirical T. This implies that empirical T may be more reliable than T computed by dynamic analysis, which indeed is the intention. Dynamic analysis based on questionable assumptions may give an unduly large natural period, and hence, a much lower design seismic force. This clause intends to be a safeguard and is in line with the international practices on this issue. There are considerable uncertainties in modeling a building for dynamic analysis, such as: • Stiffness contribution of non-structural elements; • Stiffness contribution of masonry infills; • Modulus of elasticity of concrete, masonry, and soil; and • Moment of inertia of RC members. Thus, there can be large variation in natural period, depending on how one models a building. For instance, ignoring the stiffness contribution of infill walls itself can result in a natural period IITK-GSDMA-EQ05-V4.0 Page 87 IITK-GSDMA-EQ15-V3.0

612. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY several times higher. As per NEHRP Commentary [FEMA 369, 2001]: “If one ignores the contribution of nonstructural elements to the stiffness of the structure, the calculated period is lengthened, leading to a decrease in the design force. Nonstructural elements do not know that they are nonstructural. They participate in the behaviour of the structure even though the designer may not rely on them for contributing any strength or stiffness to the structure. To ignore them in calculating the period is to err on the unconservative side.” Even when the results of dynamic analysis are scaled up to design force based on empirical T, the load distribution with building height and to different elements is still based on the results of the dynamic analysis, and therein, lies the advantage of dynamic analysis. 7.8.2.1– The value of damping for buildings may be taken as 2 and 5 percent of the critical, for the purposes of dynamic analysis of steel and reinforced concrete buildings, respectively. 7.8.3– Time History Method Time history method of analysis, when used, shall be based on an appropriate ground motion and shall be performed using accepted principles of dynamics. C7.8.3 – Time History Method Ground acceleration time histories are required to conduct the time history method of analysis. For this, ground motions recorded under similar site conditions in the past earthquakes may be used. Specialist literature may be referred to for help in identifying the appropriate ground motions. Alternately, synthetically generated ground motions may be used. Such ground motions should be compatible with the spectrum given in this standard or with the site-specific spectrum, whichever is applicable. 7.8.4 – Response Spectrum Method Response spectrum method of analysis shall be performed using the design acceleration spectrum specified in 6.4.2, or by a site-specific design acceleration spectrum mentioned in 6.4.7. IITK-GSDMA-EQ05-V4.0 Page 88 IITK-GSDMA-EQ15-V3.0

613. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY 7.8.4.1 – Free Vibration Analysis Undamped free vibration analysis of the entire building shall be performed as per established methods of mechanics using the appropriate masses and elastic stiffness of the structural system, to obtain natural periods (T) and mode shapes {φ} of those of its modes of vibration that need to be considered as per 7.8.4.2. 7.8.4.2 – Modes to be considered The number of modes to be used in the analysis for a considered direction of earthquake shaking should be such that the sum total of modal masses of all modes considered is at least 90 percent of the total seismic mass and missing mass correction beyond 33 percent. If modes with natural frequency frequencies beyond 33 Hz are to be considered, the modal combination shall be carried out only for modes up to 33 Hz and . tThe effect of higher modes with natural frequencyies beyond 33 Hz shall be included by considering the missing mass correction procedure following well established proceduresprinciples. C7.8.4.2 – Modes to be considered In a multi-degree of freedom system, when the ground shakes in a particular direction, only a part of the total mass of the whole structure vibrates in each mode of vibration. Thus, the net mass accounted for in the modes of vibration considered may be less than the total mass of the structure. The difference between the total of the structure and the net masses accounted for in the modes considered is called the missing mass. Often, this missing mass corresponds to the modes of vibration whose natural periods are very small (or whose natural frequencies are very large). Thus, in the missing mass correction procedure, it is assumed that the missing mass corresponds to modes of vibration that have natural periods close to zero. The corresponding Response Acceleration Coefficient (Sa/g) from Figure 3 of this standard is 1.0. Thus, the Design Horizontal Seismic Coefficient Ah corresponding to the missing mass becomes ZI/2R. In the multi-degree of freedom system under consideration, the missing mass will be distributed throughout the structure. The Design Horizontal Seismic Coefficient Ah corresponding to the missing mass is multiplied with these missing masses at different locations, and the equivalent static forces for the missing masses are obtained. These forces are applied on the structure and another static analysis is conducted. The results of this static analysis are combined with those of the modes considered, as per 7.8.4.4. 7.8.4.3 – Analysis of Buildings subjected to Design Forces The building may be analyzed by accepted principles of mechanics for the design forces considered as static forces. 7.8.4.4 – Modal Combination C7.8.4.4 – Modal Combination IITK-GSDMA-EQ05-V4.0 Page 89 IITK-GSDMA-EQ15-V3.0

614. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY The peak response quantities (for example, member of forces, displacements, storey forces, storey shears, and base reactions) shall be combined as per Complete Quadratic Combination (CQC) method. r r ΣΣ = = λ = λ ρ λ i j i i j j 1 1 where r = Number of modes being considered, i j ρ =Cross-modal coefficient, i λ =Response quantity in mode i (including sign), j λ = Response quantity in mode j (including sign), 2 1.5 8 (1 + ) β ζ β β ρ ζ β β ij + + + 2 2 2 2 (1 ) 4 (1 ) = 2 1.5 8 (1 + ) β ζ β β ρ ζ β β ij − + + 2 2 2 2 (1 ) 4 (1 ) = ζ =Modal damping ratio (in fraction) as specified in 7.8.2.1 7.5.3, β =Frequency ratio= ωj ωi , ωi =Circular frequency in ith mode, and ωj =Circular frequency in jth mode. AlternativelyAlternately, the peak response quantities may be combined as follows: a) If the building does not have closely-spaced modes, then the peak response quantity ( λ ) due to all modes considered shall be obtained as r ( ) Σ= = k λ λ k l 2 where λk =Absolute value of quantity in mode k, and r =Number of modes being This clause gives the complete quadratic combination (CQC) method first and then simpler method as an alternative. CQC method is applicable both when the modes are well separated and when the modes are closely spaced. Many computer programs have CQC method built-in for modal combination. For details, the following textbook may be referred to: Chopra,A.K., Dynamics of Structures : Theory and Applications to Earthquake Engineering, Pearson Education, New Delhi, 2001. IITK-GSDMA-EQ05-V4.0 Page 90 IITK-GSDMA-EQ15-V3.0

615. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY considered. b) If the building has a few closely-spaced modes (see 3.2), then the peak response quantity ( λ * )due to these modes shall be obtained as =Σ c λ* λ where the summation is for the closely-spaced modes only. This peak response quantity ( λ* ) due to the closely spaced modes ( λ* ) is then combined with those of the remaining well-separated modes by the method described in 7.8.4.4 (a). 7.8.4.5 – Buildings with regular, or nominally irregular plan configurations may be modelled as a system of masses lumped at the floor levels with each mass having one degree of freedom, that of lateral displacement in the direction under consideration. In such a case, the following expressions shall hold in the computation of the various quantities: a) Modal Mass - The modal mass (Mk) of mode k is given by Mk = n 2 Σ = i 1 n W φ Σ g W (φ ) = ⎤ ⎥⎦ ⎡ ⎢⎣ i 1 2 i i k i i k where g = Acceleration due to gravity, i k φ = Mode shape coefficient at floor i in mode k, and Wi = Seismic weight of floor i. b) Modal Participation Factors - The modal participation factor (Pk) of mode k is given by: Pk = n Σ = n i 1 Σ = i 1 2 Wφ i i k W(i φ i k ) c) Design Lateral Force at Each Floor in Each Mode -The peak lateral force(Qik) C7.8.4.5 – The analysis procedure is valid when a building can be modeled as a lumped mass model with one degree of freedom per floor (Figure C 17). X3 (t) X2 (t) X1 (t) Figure C 17 – Lumped mass model This method of analysis does not imply that (a) the structure deforms only in the shear mode with no rotations or vertical translations at the floor levels, and (b) the beams in the structure are flexurally rigid and hence undergo no rotations. IITK-GSDMA-EQ05-V4.0 Page 91 IITK-GSDMA-EQ15-V3.0

616. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY at floor i in mode k is given by Qik = Ak φ Ik Pk Wi where Ak= Design horizontal acceleration spectrum value as per 6.4.2 using the natural period of vibration (Tk) of mode k. d) Storey Shear Forces in Each Mode - The + Σpeak shear force (Vik) acting in storey i in mode k is given by n Vik = Q ik = j i 1 e) Storey Shear Force due to All Modes Considered - The peak storey shear force (Vi) in storey i due to all modes considered is obtained by combining those due to each mode in accordance with 7.8.4.4. f) Lateral Forces at Each Storey Due to All Modes Considered -The design lateral forces, Froof and Fi, At roof and at floor i: Froof = Vroot, and Fi = Vi - Vi+1 7.9 – Torsion 7.9.1 – Provision shall be made in all buildings for increase in shear forces on the lateral force resisting elements resulting from the horizontal Torsional moment arising due to eccentricity between the centre of mass and centre of rigidity. The design forces calculated as in 7.8.4.5 are to be applied at the centre of mass appropriately displaced so as to cause design eccentricity (7.9.2) between the displaced centre of mass and centre of rigidity. However, negative Torsional shear shall be neglected. 7.9.2 – Design Eccentricity The design eccentricity, edi to be used at floor i shall be taken as: edi = 1.5 esi + 0.05 bi C7.9.2 – Design Eccentricity Under dynamic conditions, the effect of eccentricity is higher than that under static load. Hence, a dynamic amplification is often applied to static eccentricity for computing design eccentricity. For instance, 1984 version of the IITK-GSDMA-EQ05-V4.0 Page 92 IITK-GSDMA-EQ15-V3.0

617. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY Or esi – 0.05 bi whichever of these gives the more severe effect in the shear of any frame where esi = Static eccentricity at floor i defined as the distance between centre of mass and centre of rigidity, and bi = Floor plan dimension of floor i, perpendicular to the direction of force. NOTE - The factor 1.5 represents dynamic amplification factor, while tThe factor 0.05 0.10 represents the extent of accidental eccentricity. NOTES – 1. The factor 1.5 represents dynamic amplification, while the factor 0.5 represents accidental eccentricity. 2. In case 3D dynamic analysis is carried out, the dynamic amplification factor of 1.5 be replaced with 1.0. code provided an amplification of 1.5 to the computed eccentricity (clause 4.2.4 of IS 1893 - 1984). Additionally, an accidental eccentricity is also considered because (a) the computation of eccentricity is approximate, (b) during the service life of the building, there could be changes in its use that may relocate the center of mass, and (c) ground motion itself may have some torsional components. The factor 1.5 is intended for use with equivalent static analyses only. However, when 3D dynamic analysis is conducted, the dynamic amplification is inherent in the analysis. Thus, Note 2 seeks to eliminate the factor 1.5. bi esi CR CM 1.5esi+ 0.05 bi 0.05 bi CR CM EQ (esi – 0.05 bi) CR CM 0.05 bi EQ Figure C 18 – Two possible cases of maximum eccentricity 7.9.3– In case of highly irregular buildings analyzed IITK-GSDMA-EQ05-V4.0 Page 93 IITK-GSDMA-EQ15-V3.0

618. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY according to 7.8.4.5, additive shears will be superimposed for a statically applied eccentricity of ±0.05bi with respect to the centre of rigidity. 7.10 – RC Frame Buildings with Masonry Infills Provisions in 7.10 intend to incorporate the stiffness and strength due to in-plane behaviour of infills in the design of buildings. The advantages of strength contributed by the infill shall not to be considered when the height of the building is more than 12m. 7.10.1 – The modulus of elasticity (in MPa) of masonry, Em, may be taken as: Em = 550fm Where fm is the compressive strength of masonry prism in MPa. C7.10 – RC Frame Buildings with Masonry Infills Masonry infills possess significant in-plane stiffness and strength, and hence contribute to the overall stiffness and strength of the building. The effect of the infills is lesser if openings are present. However, these infills pose the hazard of out-of-plane collapse. Hence, it is best to avoid situations that lead to infill panels of large width or height. Also, infills can cause irregularities in the building, e.g., short column effect. This should be recognized at the design stage itself. C7.10.1 – A number of empirical relationships are available established in the literature for the modulus of elasticity of brick masonry. However, it is very difficult to define the modulus of elasticity of masonry precisely. Large variation has been reported in the relationship between elastic modulus and compressive strength of masonry, fm. For the purpose of this code, therefore, Drysdale’s (1993) expression m m E = k f was used with k taken as 550. A limited number of tests conducted recently at IIT Kanpur showed that this value agrees with experimental data reasonably well. 7.10.2 – Infill wall may be modeled by using an equivalent diagonal strut as followsper 7.10.2.1, 7.10.2.2 and 7.10.2.3. 7.10.2.1 – The ends of diagonal struts shall be pin-jointed to the RC frame such that moment transfer does not take place from RC frame to struts. C7.10.2 – While a number of finite element models have been developed and used to predict the response of masonry infilled frames, they are generally too cumbersome and time-consuming to be used in analyzing real-life infilled frame structures in design offices. Therefore, a much simplified yet reasonably accurate macro-model is needed that considers various factors that govern the behaviour of infilled frames. This is usually done by modeling the infill panel as a single diagonal strut connected to the two compressive diagonal corners, as shown in Figure19. IITK-GSDMA-EQ05-V4.0 Page 94 IITK-GSDMA-EQ15-V3.0

619. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY EQ Figure C 19 – Equivalent diagonal strut model 7.10.2.2 – For the solid walls (without any openings), width of equivalent diagonal strut (wds) shall be taken as one third of the diagonal length of the infill wall (d) as shown in Figure 6. C7.10.2.2 – The key to the equivalent diagonal strut approach lies in determination of effective width of the equivalent diagonal strut. In the last few decades, several attempts have been made to estimate the effective width of such equivalent diagonal struts. The value of effective width adopted in this code is as per the following: Holmes, M., 1961, “Steel Frames with Brickwork and Concrete Infilling,” Proceedings of the Institution of Civil Engineers, Vol. 19, August, pp. 473-478. w d ds = 3 Figure 6 – Details of equivalent strut 7.10.2.3 – Infilled frames with openings shall be modeled with reduced width of strut, which is given as: C7.10.2.3 – The effect of opening in the infill wall is to reduce the lateral stiffness and strength of the frame. This can be represented by a diagonal strut of reduced width. The reduction factor w ρ is defined as IITK-GSDMA-EQ05-V4.0 Page 95 IITK-GSDMA-EQ15-V3.0

620. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY wdo = ρwwds where wds is the width of diagonal strut for infill walls with without openings and ρw is a reduction factor, which accounts for openings in infill, which is given by ρw = 1− 2.5Ar r A is the opening area ratio, which is the ratio of face area of opening to the face area of infill. If the opening area ratio is less than 0.05, i.e., the area of opening is less than 5% of the area of the infill panel, no reduction in the width of diagonal strut need to be made and the infill panel can be modeled as a solid panel. Whereas, if the opening area ratio is more than 0.4, i.e., the area of opening exceeds 40% of the area of the infill panel, the strut reduction factor shall be set to zero and the effect of infill shall be ignored in that panel. ratio of reduced strut width to strut-width corresponding to fully infilled frame. The equation for w ρ is based on the following: Mondal, G., 2003, Lateral Stiffness of Unreinforced Brick Infilled RC Frame with Central Opening, Master of Technology Thesis, Department of Civil Engineering, Indian Institute of Technology Kanpur, India, July. 7.10.2.4 – Thickness of the strut shall be taken as the actual thickness of the wall. 7.10.3 – All the RC frames shall be designed to support the vertical gravity loads, including the weight of masonry infill walls, without any assistance from the masonry infill walls. Also, the frame acting alone shall be capable of resisting at least 50 percent of the design seismic forces. C7.10.3 – Other than self weight, masonry infill is not expected to carry any gravity loads. The contribution of the infill in resisting the lateral loads can be substantial. However, to safeguard against RC frame being designed for a very low seismic force, this clause requires that the frame alone (without infill walls) should be designed to resist at least 50% of the total seismic force. 7.107.11 – Special Provisions for Irregular Buildings 7.10.1 7.11.1 – Buildings with Soft or Weak Storey In case of buildings with a flexible storey vertical irregularity of Type (i) or Type (v) in Table 5,such as the ground storey consisting of open spaces for parking that is silt buildings on stilts, special arrangement C7.11 – Special Provisions for Irregular Buildings C7.11.1 – Buildings with Soft or Weak Storeys Generally, soft storey building is also a weak storey building. Soft/weak storey buildings are well known for their poor performance during earthquakes. During the Bhuj earthquake of 2001, most of the multi-storey buildings that collapsed IITK-GSDMA-EQ05-V4.0 Page 96 IITK-GSDMA-EQ15-V3.0

621. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY needs to be made to increase the lateral strength and stiffness of the soft/open weak storey. had soft ground storey. Figure C 20 indicates the severe deformation demands in case of a building with a soft storey. (a) Open ground storey Figure C 20 - Soft-storey is subject to severe deformation demands during seismic shaking (From Murty et al, 2002) 7.10.27.11.1.1 – Dynamic Non-linear push over analysis of building is should shall be carried out including the strength and stiffness effects of infills, and the inelastic deformations in the members, particularly, those in the soft /weak storey., and tThe members shouldshall be designed accordingly considering these deformation and ductility demands. Specialist literature may be referred to for this purpose. C7.11.1.1 - Pushover analysis is a static, nonlinear procedure in which the magnitude of the structural loading is increased incrementally in accordance with a certain predefined pattern. By increasing the magnitude of loading, weak links and failure modes of the structure are found. Non-linear pushover analysis can be used to estimate the ultimate lateral load carrying capacity of the structure and the ultimate displacement up to which the structure can be displaced laterally without collapse. Ductility and overstrength of the structure can be found out from the pushover curve, (i.e., the plot of base shear versus roof displacement). While performing pushover analysis, inelastic properties of all the elements in the buildings (including infill walls) are to be modeled carefully. Also, the mass, stiffness and strength of all the elements in the building should be modeled properly. The elements should be designed for the seismic demands given by pushover analysis for a given level of ductility. While performing the non-linear pushover analysis, the following publication may be referred to: ATC 40, Seismic Evaluation and Retrofit of Concrete Buildings, Applied Technology Council, Redwood City, CA, USA, 1996. IITK-GSDMA-EQ05-V4.0 Page 97 IITK-GSDMA-EQ15-V3.0

622. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY 7.10.37.11.1.2 – Alternatively, the following design criteria are to be adopted after carrying out the earthquake analysis:, neglecting the effect of infill walls in other storeys: the columns and beams of the soft/weak storey (excluding the beams between the stilt storey and the infilled storey) are to be designed for 2.5 times the storey shears and moments calculated under seismic loads specified in the other relevant clauses; or, besides the columns designed and detailed for the calculated storey shears and moments, shear walls placed symmetrically in both directions of the building as far away from the centre of the building as feasible; to be designed exclusively for 1.5 times the lateral storey shear force calculated as before. C7.11.1.2 - Pushover analysis is fairly sophisticated and requires considerable expertise. It is therefore not always feasible to perform a non-linear pushover analysis. Hence, an alternative design procedure is given in the code. All the columns of the soft/weak storey should be designed for 2.5 times the seismic demand. Beams between the stilt storey and the infilled storey are not to be designed for the increased demands because stronger beams would further increase the seismic demands on the columns. Other elements in the building on the other stories are to be designed for the respective seismic force resultants given by the static analysis. If it is not feasible to increase the capacity of the columns in soft/weak storey, shear walls should be provided, preferably on the periphery of the building. Care should be taken to ensure symmetric arrangement of the shear walls to avoid the torsional effects. The shear walls should be designed for 1.5 times the seismic demand for the storey as per calculations while the columns are designed for 100% of seismic demand. 7.11.2 – In case of plan irregularity of Type (iv) in Table 4 or vertical irregularity Type (iv) in Table 5, columns, beams or trusses supporting discontinuous walls or frames shall be designed for 2.5 times the forces obtained under seismic loads specified in other relevant clauses for all Zones. All the other members of buildings in Zones IV and V shall be designed for the seismic forces, calculated as per relevant clauses, increased by 20%; this increase is not required for buildings in Zones II and III. C7.11.2 - An out-of-plane offset of the lateral load carrying vertical element imposes excessive demands on vertical elements. Similarly, an in-plane offset of the lateral force resisting element, greater than the length of those elements, impose vertical and lateral load demands on the supporting elements. This increase in the seismic load demands is due to the discontinuity in the load transfer path because of (in-plane and put-of-plane) offsets of the vertical elements in the building. Hence, the supporting elements are required to be designed for 2.5 times the force resultants obtained by the static analysis as specified in other relevant clauses of the code. In the zones of high seismicity (Zone IV and V), irregular buildings are prone to severe damage when subjected to seismic forces. It is, therefore, recommended to design all the other elements of such buildings for 1.2 times the force resultants obtained by the static analysis as specified in other relevant clauses of this code. 7.11.3 – In case of plan irregularity of Type (ii) and C7.11.3 - The plan irregularities such as, re-entrant corners IITK-GSDMA-EQ05-V4.0 Page 98 IITK-GSDMA-EQ15-V3.0

623. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY Type (iii) in Table 4, buildings in Zones IV and V shall be designed for the seismic forces, calculated as per relevant clauses, increased by 20%. Such increase is not required for buildings in Zones II and III. and diaphragms discontinuity, change lateral load distribution to different vertical elements. To take care of increase in the seismic demands on the structure because of such plan irregularities, it is recommended to design all the elements of such buildings for 1.2 times the force resultants obtained by the static analysis as specified in other relevant clauses of this code in zones IV and V. 7.11.4 – For buildings that have plan irregularity of Type (v) in Table 4, ground motion in two horizontal directions will be considered as per 6.3.2.2 or 6.3.4.2. C7.11.4 - See commentary of clause 6.3.2. 7.11.5 – Buildings with Torsional Irregularity 7.11.5.1– In case of buildings located in Zones IV and V with torsional irregularity Type (i)a in Table 1, the design seismic forces, calculated as per relevant clauses, shall be increased by 20%. 7.11.5.2– In case of- buildings located in Zones II and III with extreme torsional irregularity (Type (i)b in Table 1), the design seismic forces, calculated as per relevant clauses, shall be increased by 20%. 7.11.5.3– If torsional irregularity of Type (i)a or Type (i)b in Table 1 is about both the orthogonal axes, the building shall be designed for ground motion in two horizontal directions as per 6.3.2.2 or 6.3.4.2. C7.11.5 - Buildings with Torsional Irregularity Torsional irregularities arise due to non-uniform distribution of mass and stiffness. Because of torsion, the seismic force resultants in some elements of the building are increased. C7.11.5.1 – In zones of high seismicity, the torsionally irregular buildings are prone to very severe damage. Hence, buildings with extreme torsional irregularities (Type (i)b in Table 4) are not permitted in zones IV and V. However, for building in zones IV and V with torsional irregularity of Type (i)a in Table 4, it is recommended to design all the elements for 1.2 times the force resultants obtained by the seismic analysis. 7.11.5.3 – See commentary of clause 6.3.2 7.117.12– Deformation C7.12 – Deformation IITK-GSDMA-EQ05-V4.0 Page 99 IITK-GSDMA-EQ15-V3.0

624. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY For good seismic performance, a building needs to have adequate lateral stiffness. Low lateral stiffness leads to: • Large deformations and strains, and hence more damage in the event of strong ground shaking. • Significant P-Δ effect. • Damage to non-structural elements due to large deformations. • Discomfort to the occupants during vibrations. • Large deformations may lead to pounding with adjacent structures. Stiff structures, though they attract more seismic loads, have generally performed better during past earthquakes. The actual displacement in a strong shaking may be much larger than the displacement calculated for design loads because design seismic force is a reduced force. As a rule of thumb, the maximum displacement during the MCE shaking (for example, PGA of 0.36g in zone V) should be about 2R times the computed displacement due to unfactored design seismic forces. The higher the stiffness, lower the drift but higher the lateral loads. Hence, for computation of T for seismic design load assessment, all sources of stiffness even if unreliable should be included. And for computation of drift, all sources of flexibility even if unreliable should be incorporated. Thus, in computation of drift the stiffness contribution of non-structural elements and non-seismic elements (i.e., elements not designed to share the seismic loads) should not be included. This is because such elements cannot be relied upon to provide lateral stiffness at large displacements. All possible sources of flexibility should be incorporated, for example, effect of joint rotation, bending and axial deformations of columns and shear walls, etc. 7.11.17.12.1– Storey Drift Limitation The storey drift in any storey due to the minimum specified design lateral force, with partial load factor of 1.0, shall not exceed 0.004 times the storey height. C7.12.1 – Storey Drift Limitation Clause 7.8.2 requires scaling up of seismic design forces from dynamic analysis, in case these are lower than those from empirical T. The second paragraph allows drift check to be performed as per the dynamic analysis, which may have given IITK-GSDMA-EQ05-V4.0 Page 100 IITK-GSDMA-EQ15-V3.0

625. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY For the purposes of displacement requirements only (see 7.11.1 7.12.1, 7.11.2 7.12.2 and 7.11.3 7.12.3 only), it is permissible to use seismic force obtained from the computed fundamental period (T) of the building without the lower bound limit on design seismic force specified in 7.8.2. There shall be no drift limit for single storey building which has been designed to accommodate storey drift. lower seismic forces, i.e., there is no need for scaling up of forces for the purpose of drift check. This is because in the displacement calculation even though lower forces are used, the stiffness of the structure modeled is also lower. The third paragraph allows larger than the specified drift for single-storey building provided it is duly accounted for in the analysis and design. 7.11.27.12.2– Deformation Capability of Non-Seismic Members For building located in seismic Zones IV and V, it shall be ensured that the structural components, that are not a part of the seismic force resisting system in the direction under consideration, do not lose their vertical load-carrying capacity under the induced moments resulting from storey deformations equal to R times the storey displacements calculated as per 7.11.1 7.12.1, where R is specified in Table 7. NOTE- For instance, consider a flat-slab building in which lateral load resistance is provided by shear walls. Since the lateral load resistance of the slab-column system is small, these are often designed only for the gravity loads, while all the seismic force is resisted by the shear walls. Even though the slabs and columns are not required to share the lateral forces, these deform with rest of the structure under seismic force. The concern is that under such deformations, the slab- column system should not lose its vertical load capacity. C7.12.2 – Deformation Capability of Non-Seismic Members This clause is particularly important when not all structural elements are expected to participate in lateral load resistance. For example, flat-plate buildings or buildings with pre-fabricated elements where seismic load is resisted by shear walls, and columns carry only gravity loads. During the 1994 Northridge Earthquake (California) many buildings collapsed due to failure of gravity columns. During shaking, gravity columns do not carry much lateral loads, but deform laterally with the shear walls due to compatibility imposed by floor diaphragm (Figure C 21). Moments and shears induced in gravity columns due to the lateral deformations may cause collapse if adequate provisions are not made. ACI 318 has a separate section on detailing of gravity frames to safeguard against this kind of collapse. Since deflections are calculated using design seismic force (which is a reduced force), the values of deflection are to be multiplied by R. The use of multiplier R could be debated since it will only ensure safety against design basis earthquake. For safety against maximum considered earthquake, multiplier 2R should be used. IITK-GSDMA-EQ05-V4.0 Page 101 IITK-GSDMA-EQ15-V3.0

626. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY Figure C 21 - Lateral deformation of gravity columns (From Agarwal, 1996) 7.11.37.12.3– Separation between Adjacent Units Two adjacent buildings, or two adjacent units of the same building with separation joint in between shall be separated by a distance equal to the amount R times the sum of the calculated storey displacements as per 7.11.1 of each of them, to avoid damaging contact when the two units deflect towards each other. When floor levels of two similar adjacent units or buildings are at the same elevation / levels, factor R in this requirement may be replaced by R/2. C7.12.3 – Separation between Adjacent Units During seismic shaking, two adjacent units of the same building or two adjacent buildings may hit each other due to lateral displacements. This is known as pounding or hammering. This clause is meant to safeguard against pounding. As explained earlier multiplier R is used since the deflection is calculated using design seismic forces, which are, reduced forces. Pounding effect may be much more serious if floors of one building hit at the mid-height of columns in the other building (Figure C 22 b). Hence, when two units have same floor elevations, the multiplier is reduced from R to R/2. IITK-GSDMA-EQ05-V4.0 Page 102 IITK-GSDMA-EQ15-V3.0

627. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY Potential pounding location Building 1 Building 2 (a) Potential pounding location Building 1 Building 2 (b) Figure C 22 - Pounding in situation (b) is far more damaging. 7.13– Nonstructural Elements 7.13.1–General 7.13.1.1- This section establishes minimum design criteria for the nonstructural components of architectural, mechanical, and electrical systems permanently installed in buildings, including supporting structures and attachments. C 7.13.1.1- In several past earthquakes, it is seen that failure of nonstructural elements posed safety risk to building occupants, and critically impaired the performance of the buildings as well, for example, of fire and police stations, power stations, communication facilities and water supply. Moreover, in most of the buildings, non-structural elements represent a high percentage of the total cost of the buildings. Therefore, nowadays it is widely recognized that good performance of nonstructural elements during earthquakes is extremely important. Some important references on seismic performance and design of non-structural elements are: IITK-GSDMA-EQ05-V4.0 Page 103 IITK-GSDMA-EQ15-V3.0

628. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY 1. Gillengerten, J.D., Design of Nonstructural Systems and Components, The Seismic Design Handbook (Naeim, F., editor), Kluwer Academic Publishers, Second Edition, 682-721, 2003 2. Villaverde, R., Seismic Analysis and Design of Nonstructural Elements, Earth Engineering: from Engineering Seismology to Performance-Based Engineering (Bozorgnia, Y., and Bereto, V.V., editor), CRS Press, 2004. 3. Stratta, J.L., Manual of Seismic Design, Pearson Education, First Indian Reprint, 184-216, 2003. 4. FEMA 368, NEHRP Recommended Provisions for Seismic Regulations for New Buildings and Other Structures: Part 1- Provisions, Building Seismic Safety Council, National Institute of Building Sciences, Washington, D.C., March 2001. 5. FEMA 369, NEHRP Recommended Provisions for Seismic Regulations for New Buildings and Other Structures: Part 2- Commentary, Building Seismic Safety Council, National Institute of Building Sciences, Washington, D.C, March 2001. 6. IBC 2003, International Building Code, International Code Council, USA. 7. Eurocode 8, Design Provisions for Earthquake Resistance of Structures, Part 1- General Rules, Seismic Action and Rules for Buildings, prEN 1998-1, European Committee for Standardization, Brussels, 2003. 7.13.1.2– This section is not applicable where a nonstructural component directly modifies the strength or stiffness of the building structural elements, or its mass affects the building loads. In such a case, its characteristics should be considered in the structural analysis of the building. C 7.13.1.2- When the nonstructural element significantly affects structural response of the building, the nonstructural component should be treated as structural, and the relevant structural provisions should apply. For example, in general, a masonry infill wall should be considered as structural for in-plane response, and therefore, it is within the scope of clause 7.10. 7.13.1.3– For nonstructural elements of great importance or of a particular dangerous nature, the seismic analysis should be based IITK-GSDMA-EQ05-V4.0 Page 104 IITK-GSDMA-EQ15-V3.0

629. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY on the use of floor response spectra derived from the response of the main structural system. Specialist literature may be referred to for the methods of determining floor response spectrum for various floors/elevations. 7.13.1.4– Particular care should be taken to identify masonry infill that could reduce the effective length of adjacentadjoining columns. C 7.13.1.4– Partial infill of masonry walls between columns may create short-column effect, i.e, reduce the effective length of the column, and seriously affect the building response. 7.13.1.5– In general, if the component weight exceeds 20% of the total dead weight of the floor, or exceeds 10% of the total weight of the structure provisions in this section should not be used. 7.13.2– Depending on response sensitivity, nonstructural elements can be classified as deformation sensitive, acceleration sensitive, or both deformation and acceleration sensitive. Table 9 classifies nonstructural elements according to their response sensitivity. 7.13.2.1– Acceleration sensitive nonstructural elements should be designed according to the force provisions contained in clause 7.13.3. C 7.13.2.1– Nonstructural components are regarded as acceleration sensitive when they are mainly affected by acceleration of the supporting structure. In such a case, structural-nonstructural interaction due to deformation of the supporting structure is not significant. Acceleration sensitive nonstructural components are vulnerable to sliding, overturning, or tilting. Mechanical and electrical components are generally acceleration sensitive. 7.13.2.2– Deformation sensitive nonstructural elements should be designed according to the provisions contained in clause 7.13.4. C 7.13.2.2– Nonstructural components are regarded as deformation sensitive when they are affected by supporting structure’s deformation, especially the inter-storey drift. Good performance of deformation sensitive nonstructural elements can be ensured in two ways: (i) by limiting inter- IITK-GSDMA-EQ05-V4.0 Page 105 IITK-GSDMA-EQ15-V3.0

630. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY storey drift of the supporting structure in case of important nonstructural elements), and (ii) by designing the element to accommodate the expected lateral displacement without damage. 7.13.2.3– Some components may be both acceleration and deformation sensitive, but generally one or the other of these characteristics is dominant (Table 9). They must be analyzed for both forms of response, that is, as per provisions 1.3 and 1.4. 7.13.3– Design Seismic Force 7.13.3.1– Design seismic force Fp on a nonstructural element shall be calculated as a h F = Z ⎛1+ x ⎟⎠ ⎞ 2 p I W p p p p R ⎜⎝ p ≥ 0.10W Where Z = Zone factor given in Table 2, x = Height of point of attachment of the nonstructural element above top of the foundation of the building, h = Height of the building, ap=Component amplification factor given in Table 10, Rp = Component response modification factor given in Table 11, Ip = Importance factor of the nonstructural element given in Table 12, and Wp = Weight of the nonstructural element. C7.13.3.1– The component amplification factor (ap) represents the dynamic amplification of the component relative to the fundamental period of structure. In most situations, the non-structural element may need to be designed without fundamental period of the structure being available. Further, one may need to carry out experimental studies (e.g., shake table study) to evaluate fundamental period of the nonstructural element which may not be feasible. The component response modification factor (Rp) represents ductility, redundancy, and energy dissipation capacity of the element and its attachment to the structures. Not much research is available on evaluation of these factors. Hence, values of ap and Rp (Tables 9, 10, 11) are taken same as in NEHRP provisions (FEMA 369, 2001); these empirically specified values are based on “collective wisdom and experience of the responsible committee”. In choosing these values, it is expected that the component will behave as either flexible (ap =2.5) or rigid (ap =1.0) body. In general, values of Rp are taken as 1.5, 2.5 and 3.5 for low, limited and high deformable structures, respectively. Input acceleration at the point of attachment depends on peak ground acceleration, dynamic response of the building, and the location of the element along the height of the building. In this equation, the input acceleration at the point of attachment has been approximated as linearly varying from the acceleration at the ground (0.5Z) to the acceleration at the roof (Z). IITK-GSDMA-EQ05-V4.0 Page 106 IITK-GSDMA-EQ15-V3.0

631. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY A lower limit of Fp is set to assure a minimal seismic design force. IITK-GSDMA-EQ05-V4.0 Page 107 IITK-GSDMA-EQ15-V3.0

632. DRAFT Code Commentary IS:1893 (Part 1) Table 9: Response Sensitivity of Nonstructural Components (clause 7.13.2) Sensitivity Sensitivity Component Acc Def Component Acc Def A. Architectural B. Mechanical Component Exterior Skin Mechanical Equipment Adhered Veneer S P Boilers and Furnaces P Anchored Veneer S P General Manufacturing and Process Machinery P 1. Glass Blocks S P HVAC Equipment, Vibration Isolated P Prefabricated Panels S P 1. Glazing Systems S P HVAC Equipment. Non-vibration Isolated P 2. P Partitions Heavy S P HVAC Equipment, Mounted In-line with Ductwork Light S P Storage Vessels and Water Heaters Interior Veneers 2. Structurally Supported Vessels P Stone, Including Marble S P 3. Ceramic Tile S P Flat Bottom Vessels P 4. Ceilings 3. Pressure Piping P S a. Directly Applied to Structure P 4. Fire Suppression Piping P S b. Dropped, Furred, Gypsum Board P Fluid Piping, not Fire Suppression c. Suspended Lath and Plaster 5. S P Hazardous Materials P S d. Suspended Integrated Ceiling S P Non-hazardous Materials P S 5. Parapets and Appendages P 6. Ductwork P S 6. Canopies and Marquees P 7. Chimneys and Stacks P 8. Stairs P S Acc=Acceleration-Sensitive P=Primary Response Def=Deformation Sensitive S=Secondary Response IITK-GSDMA-EQ05-V4.0 Page 108 IITK-GSDMA-EQ15-V3.0

633. DRAFT Code Commentary IS:1893 (Part 1) Table 10: Coefficients for Architectural Components (clause 7.13.3) Architectural Component or Element a a p Rp Interior Nonstructural Walls and Partitions Plain (unreinforced) masonry walls All other walls and partitions 1.0 1.0 1.5 2.5 Cantilever Elements (Unbraced or braced to structural frame below its center of mass) Parapets and cantilever interior nonstructural walls Chimneys and stacks where laterally supported by structures. 2.5 2.5 2.5 2.5 Cantilever elements (Braced to structural frame above its center of mass) Parapets Chimneys and stacks Exterior Nonstructural Walls 1.0 1.0 1.0 2.5 2.5 2.5 Exterior Nonstructural Wall Elements and Connections Wall Element Body of wall panel connection Fasteners of the connecting system 1.0 1.0 1.25 2.5 2.5 1.0 Veneer High deformability elements and attachments Low deformability and attachments 1.0 1.0 2.5 1.5 Penthouses (except when framed by and extension of the building frame) 2.5 3.5 Ceilings All 1.0 2.5 Cabinets Storage cabinets and laboratory equipment 1.0 2.5 Access floors Special access floors All other 1.0 1.0 2.5 1.5 Appendages and Ornamentations 2.5 2.5 Signs and Billboards 2.5 2.5 Other Rigid Components High deformability elements and attachments Limited deformability elements and attachments Low deformability elements and attachments 1.0 1.0 1.0 3.5 2.5 1.5 Other flexible Components High deformability elements and attachments Limited deformability elements and attachments Low deformability elements and attachments 2.5 2.5 2.5 3.5 2.5 1.5 a A lower value for p a is permitted provided a detailed dynamic analysis is performed which justifies a lower value. The value for p a shall not be less than 1.0. The value of p a =1.0 is for equipment generally regarded as rigid and rigidly attached. The value of p a =2.5 is for flexible components and flexibly attached components. IITK-GSDMA-EQ05-V4.0 Page 109 IITK-GSDMA-EQ15-V3.0

634. DRAFT Code Commentary IS:1893 (Part 1) Table 11: Coefficients for Mechanical and Electrical Components (clause 7.13.3) Mechanical and Electrical Component or Element b a a p Rp General Mechanical Boilers and Furnaces Pressure vessels on skirts and free-standing Stacks Cantilevered chimneys Others 1.0 2.5 2.5 2.5 1.0 2.5 2.5 2.5 2.5 2.5 Manufacturing and Process Machinery General Conveyors (non-personnel) 1.0 2.5 2.5 2.5 Piping Systems High deformability elements and attachments Limited deformability elements and attachments Low deformability elements and attachments 1.0 1.0 1.0 2.5 2.5 1.5 HVAC System Equipment Vibration isolated Non-vibration isolated Mounted in-line with ductwork Other 2.5 1.0 1.0 1.0 2.5 2.5 2.5 2.5 Elevator Components 1.0 2.5 Escalator Components 1.0 2.5 Trussed Towers (free-standing or guyed) 2.5 2.5 General Electrical Distributed systems (bus ducts, conduit, cable tray) Equipment 2.5 1.0 5.0 1.5 Lighting Fixtures 1.0 1.5 aA lower value for p a is permitted provided a detailed dynamic analysis is performed which justifies a lower value. The value for p a shall not be less than 1.0. The value of p a =1.0 is for equipment generally regarded as rigid and rigidly attached. The value of p a =2.5 is for flexible components or flexibly attached components. Table 12: Importance Factor (Ip) of Nonstructural Elements (Clause 7.13.3) Description of nonstructural element Ip Component containing hazardous contents 1.5 Life safety component required to function after an earthquake (e.g., fire protection sprinklers system) 1.5 Storage racks in structures open to the public 1.5 All other components 1.0 IITK-GSDMA-EQ05-V4.0 Page 110 IITK-GSDMA-EQ15-V3.0

635. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY 7.13.3.2– For vertical nonstructural elements Fp will be the horizontal force, and for horizontal nonstructural elements Fp will be the vertical force. C7.13.3.2– No distinction is being made between the horizontal and the vertical vibrations of the ground and of the structure, considering many other approximations involved. 7.13.3.3– For a component mounted on a vibration isolation systems, the design force shall be taken as 2Fp. C7.13.3.3– A vibration isolated component can experience higher seismic accelerations than in the case the same component is rigidly mounted. This is due to the amplification effects of the vibration mounts. The fundamental period of the isolated components can be such that resonance condition with one or more modes of the primary structure is possible. This can result in amplification in lateral force. 7.13.3.4– Connections Connections and attachments or anchorage of the nonstructural element should be designed for twice the design seismic force required for that nonstructural element. Connection and attachment shall be bolted, welded, or otherwise positively fastened without consideration of frictional resistance produced by the effect of gravity. Connections to ornaments, veneers, appendages, and exterior panels including anchor bolts shall be corrosion resisting, ductile, and have adequate anchorages. C7.13.3.4– Friction forces induced by gravity should be ignored, because vertical ground motions may reduce the effect of gravity. 7.13.4– Seismic Relative Displacement Seismic relative displacement (Dp), that a nonstructural element must be designed to accommodate shall be determined as per clause 7.13.4.1, 7.13.4.2 and 7.13.4.3. C7.13.4– Seismic relative displacement equations are provided to support the selection and design of cladding, stairwells, piping systems, sprinkler systems, and other components that are connected to the building at multiple levels (clause 7.13.4.1) or to adjacent buildings (clause 7.13.4.2). These equations provide the architect a rational basis for assessing the flexibility or clearances required by components and claddings and their connections to accommodate the expected building movements during earthquake. 7.13.4.1– For two connection points on the same structure A, one at a height hx, and other at a height hy, seismic relative displacement Dp shall be determined as C7.13.4.1– The first equation yields an estimate of actual structural displacements, as determined by elastic analysis, with no structural-response modification factor (R). Second equation is provided in recognition that elastic displacements are not IITK-GSDMA-EQ05-V4.0 Page 111 IITK-GSDMA-EQ15-V3.0

636. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY D =δ −δ p xA yA Dp is not required to be taken as greater than ( ) aA sx R h h Δ − x y h where, = xA δ Deflection at building level x of structure A due to design seismic load determined by elastic analysis, and multiplied by response reduction factor (R) of the building as per Table 7, = yA δ Deflection at building level y of structure A due to design seismic load determined by elastic analysis, and multiplied by response reduction factor (R) of the building as per Table 7, hx = Height of level x to which upper connection point is attached, hy = Height of level y to which lower connection point is attached, Δ = aA Allowable storey drift for structure A calculated as per 7.12.1, and hsx = Storey height below level x. always defined or available at the time the component is designed or procured. This equation allows the use of storey drift limitations. 7.13.4.2– For two connection points on separate structures A and B, or separate structural systems, one at height hx and the other at a height hy, Dp shall be determined as p xA yB D = δ + δ Dp is not required to be taken as greater than ⎞ ⎟ ⎟⎠ ⎛ Δ ⎜ ⎜⎝ + Δ aB sx y aA h x h sx h R h where, = yB δ Deflection at building level y of structure B due to design seismic load determined by elastic analysis, and multiplied by response reduction factor (R) of the building as per Table 7, IITK-GSDMA-EQ05-V4.0 Page 112 IITK-GSDMA-EQ15-V3.0

637. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY Δ = aB Allowable storey drift for structure B calculated as per 7.12.1. 7.13.4.3- The effect of seismic relative displacements shall be considered in combination with displacements caused by other loads as appropriate. C7.13.4.3– Seismic relative displacements must be combined with the displacements due to other loads such as thermal and static loads. 7.127.14 – Miscellaneous 7.12.17.14.1– Foundations Isolated R.C.C. footings without tie beams, or unreinforced strip foundation shall not be permitted in soft soils with N10 for any seismic zone. The use of foundations vulnerable to significant differential settlement due to ground shaking shall be avoided for structures in seismic Zones III, IV and V. In seismic Zones IV and V, individual spread footings or pile caps shall be interconnected with ties, (See 5.3.4.1 of IS 4326) except when individual spread footings are directly supported on rock. All ties shall be capable of carrying, in tension and in compression, an axial force equal to Ah/4 times 5% of the larger of the column or pile cap load, in addition to the otherwise computed forces. Here, Ah is as per 6.4.2. C7.14 -- Miscellaneous C7.14.1 – Foundations Clause 7.12.1 has been introduced to prevent the use of foundation types vulnerable to differential settlement. One may note that the note 7 in table 1 of the 2002 edition of the code has been omitted there and introduced here. In 2002 edition of the code, ties were supposed to be designed for an axial load (in tension and compression) equal to Ah/4 times the larger of the column or pile cap load. This was fairly empirical, and the specification appeared to be on the lower side. Many structural engineers design the ties for 5% of the larger of the column or pile cap load. This specification, therefore, has been changed. Tie beams may be provided either at the footing level or at the plinth level in case the difference between footing and plinth levels is not substantial. 7.12.27.14.2– Cantilever Projections 7.12.2.17.14.2.1 – Vertical Projections Tower, tanks, parapets, smoke stacks (chimneys) and other vertical cantilever projections attached to buildings and projecting above the roof, shall be designed and checked for stability for five times the design horizontal seismic coefficient Ah specified in 6.4.2. In the analysis of the building, the weight of these projecting elements will be lumped with the roof weight C7.14.2 – Cantilever Projections All projections (vertical and horizontal) are highly vulnerable to damage during earthquakes. Being cantilevers, there is no redundancy and hardly any ductility. Hence, the projections are designed for five times the seismic coefficient. 7.12.2.27.14.2.2 – Horizontal Projections All horizontal projections like brackets, cornices and balconies shall be designed IITK-GSDMA-EQ05-V4.0 Page 113 IITK-GSDMA-EQ15-V3.0

638. DRAFT Code Commentary IS:1893 (Part 1) CODE COMMENTARY and checked for stability for five times the design vertical coefficient specified in 6.4.5 (that is for 10/3 Ah). 7.12.2.37.14.2.3 – The increased design forces specified in 7.12.2.1 7.14.2.1 and 7.12.2.2 7.14.2.2are only for designing the projecting parts and their connections with the main structures. For the design of the main structure, such increase need not be considered. 7.12.37.14.3– Compound Walls Compound walls shall be designed for the design horizontal coefficient of Z/2. Ah with importance factor I =1.0 specified in 6.4.2. 7.12.4 7.14.4– Connections between Parts All parts of the building, except between the separation sections, shall be tied together to act as integrated single unit. All connections between different parts, such as beams to columns and columns to their footings, should be made capable of transmitting a force, in all possible directions, of magnitude (Qi /W i) times but not less than 0.05 times the weight of the smaller part of the total of dead and imposed load reaction. Frictional resistance shall not be relied upon for fulfilling these requirements. IITK-GSDMA-EQ05-V4.0 Page 114 IITK-GSDMA-EQ15-V3.0

639. DRAFT Code Commentary IS:1893 (Part 1) Annex A IITK-GSDMA-EQ05-V4.0 Page 115 IITK-GSDMA-EQ15-V3.0

640. DRAFT Code Commentary IS:1893 (Part 1) Annex B IITK-GSDMA-EQ05-V4.0 Page 116 IITK-GSDMA-EQ15-V3.0

641. DRAFT Code Commentary IS:1893 (Part 1) Annex C IITK-GSDMA-EQ05-V4.0 Page 117 IITK-GSDMA-EQ15-V3.0

642. DRAFT Code Commentary IS:1893 (Part 1) Annex D (Foreword and Clause 3.15) Comprehensive Intensity Scale (MSK 64 Intensity Scale) The scale was discussed generally at the inter-governmental meeting convened by UNESCO in April 1964. Though not finally approved the scale is more comprehensive and describes the intensity of earthquake more precisely. The main definitions used are followings; a) Type of Structures (Buildings) Type A - Building in field-stone, rural structures, unburnt-brick houses, clay houses. Type B - Ordinary brick buildings, buildings of large block and prefabricated type, half timbered structures, buildings in natural hewn stone. Type C - Reinforced buildings, well built wooden structures. b) Definition of Quantity Single, few About 5 percent Many About 50 percent Most About 75 percent c) Classification of Damage to buildings Grade 1 Slight damage Fine cracks in plaster; fall of small pieces of plaster Grade 2 Moderate damage Small cracks in plasterwalls; fall of fairly larger pieces of plaster; pantiles slip off; cracks in chimneys parts of chimney fall down. Grade 3 Heavy damage Large and deep cracks in plasterwalls; fall of chimneys. Grade 4 Destruction Gaps in walls; parts of buildings may collapse; separate parts of the buildings lose their cohesion; and inner walls collapse. Grade 5 Total damage Total collapse of the buildings d). Arrangement of the scale Introductory letters are used in paragraphs throughout the scale as follows: i) Persons and surroundings. ii) Structures of all kinds. iii) Nature. de) Intensity Scale I. 1Not Noticeable – The intensity of the vibration is below the limits of sensibility; the tremor is detected and recorded by seismograph only. I.II. 2Scarcely noticeable (very slight) – Vibration is felt only by individual people at rest in houses, especially on upper floors of buildings. III. 3Weak, partially observed only – The earthquake is felt indoors by a few people, outdoors only in favourable circumstances. The vibration is like that due to the passing of a light truck. Attentive observers notice a slight swinging of hanging objects. IV. 4. Largely Observed – The earthquake is felt indoors by many people, outdoors by few. IITK-GSDMA-EQ05-V4.0 Page 118 IITK-GSDMA-EQ15-V3.0

643. DRAFT Code Commentary IS:1893 (Part 1) Here and there people awake, but no one is frightened. The vibration is like that due to the passing of a heavily loaded truck. Windows, doors, and dishes rattle. Floors and walls crack. Furniture begins to shake. Hanging objects swing slightly. Liquid in open vessels are slightly disturbed. In standing motor cars the shock is noticeable. V. 5. Awakening i) The earthquake is felt indoors by all, outdoors by many. Many people awake. A few run outdoors. Animals become uneasy. Buildings tremble throughout. Hanging objects swing considerably. Pictures knock against walls or swing out of place. Occasionally pendulum clocks stop. Unstable objects overturn or shift. Open doorsDoors and windows are thrust open and slam back again. Liquids spill in small amounts from well-filled open containers. The sensation of vibration is like that due to heavy objects falling inside the buildings. ii) Slight damages in buildings of Type A are possible. iii) Slight waves on standing water. Sometimes changes in flow of springs. VI. 6. Frightening i) Felt by most indoors and outdoors. Many people in buildings are frightened and run outdoors. A few persons loose their balance. Domestic animals rum out of their stalls. In few many instances, dishes and glassware may break, and books fall down, pictures move, and unstable objects overturn. Heavy furniture may possibly move and small steeple bells may ring. ii) Damage of Grade 1 is sustained in single buildings of Type B and in many of Type A. Damage in few some buildings of Type A is of Grade 2. iii) In few cases, cracks Cracks up to widths of 1cm possible in wet ground; in mountains occasional landslips: change in flow of springs and in level of well water are observed. VII. 7. Damage of buildings i) Most people are frightened and run outdoors. Many find it difficult to stand. The vibration is noticed by persons driving motor cars. Large bells ring. ii) In many buildings of Type C damage of Grade 1 is caused; in many buildings of Type B damage is of Grade 2. Most buildings of Type A suffer damage of Grade 3, few of Grade 4. In single instances, landslides of roadway on steep slopes: crack in roads; seams of pipelines damaged; cracks in stone walls. iii) Waves are formed on water, and is made turbid by mud stirred up. Water levels in wells change, and the flow of springs changes. Some times dry springs have their flow resorted and existing springs stop flowing. In isolated instances parts of sand and gravelly banks slip off. VIII. 8. Destruction of buildings i) Fright and panic; also persons driving motor cars are disturbed, Here and there branches of trees break off. Even heavy furniture moves and partly overturns. Hanging lamps are damaged in part. ii) Most buildings of Type C suffer damage of Grade 2, and few of Grade 3, Most buildings of Type B suffer damage of Grade 3. Most buildings of Type A suffer damage of Grade 4. Occasional breaking of pipe seams. Memorials and monuments move and twist. Tombstones overturn. Stone walls collapse. iii) Small landslips in hollows and on banked roads on steep slopes; cracks in ground up to widths of several centimetres. Water in lakes become turbid. New reservoirs come into existence. Dry wells refill and existing wells become dry. In many cases, change in flow and level of water is observed. IX. 9. General damage of buildings i) General panic; considerable damage to furniture. Animals run to and fro in confusion, IITK-GSDMA-EQ05-V4.0 Page 119 IITK-GSDMA-EQ15-V3.0

644. DRAFT Code Commentary IS:1893 (Part 1) and cry. ii) Many buildings of Type C suffer damage of Grade 3, and a few of Grade 4. Many buildings of Type B show a damage of Grade 4 and a few of Grade 5. Many buildings of Type A suffer damage of Grade 5. Monuments and columns fall. Considerable damage to reservoirs; underground pipes partly broken. In individual cases, railway lines are bent and roadway damaged. iii) On flat land overflow of water, sand and mud is often observed. Ground cracks to widths of up to 10 cm, on slopes and river banks more than 10 cm. Further more, a large number of slight cracks in ground; falls of rock, many land slides and earth flows; large waves in water. Dry wells renew their flow and existing wells dry up. X. 10. General destruction of buildings i) Many buildings of Type C suffer damage of Grade 4, and a few of Grade 5. Many buildings of Type B show damage of Grade 5. Most of Type A have destruction of Grade 5. Critical damage to dykes and dams. Severe damage to bridges. Railway lines are bent slightly. Underground pipes are bent or broken. Road paving and asphalt show waves. ii) In ground, cracks up to widths of several centimetres, sometimes up to 1m, Parallel to water courses occur broad fissures. Loose ground slides from steep slopes. From river banks and steep coasts, considerable landslides are possible. In coastal areas, displacement of sand and mud; change of water level in wells; water from canals, lakes, rivers, etc, thrown on land. New lakes occur. XI. 11. Destruction i) Severe damage even to well built buildings, bridges, water dams and railway lines. Highways become useless. Underground pipes destroyed. ii) Ground considerably distorted by broad cracks and fissures, as well as movement in horizontal and vertical directions. Numerous landslips and falls of rocks. The intensity of the earthquake requires to be investigated specifically, XII. 12. Landscape changes i) Practically all structures above and below ground are greatly damaged or destroyed. ii) The surface of the ground is radically changed. Considerable ground cracks with extensive vertical and horizontal movements are observed. Falling of rock and slumping of river banks over wide areas, lakes are dammed; waterfalls appear and rivers are deflected. The intensity of the earthquake requires to be investigated specially. IITK-GSDMA-EQ05-V4.0 Page 120 IITK-GSDMA-EQ15-V3.0

645. DRAFT Code Commentary IS:1893 (Part 1) Annex E Factor, Z Town Zone Zone Town Zone Zone Factor, Z Agra III 0.16 Kanchipuram III 0.16 Ahmedabad III 0.16 Kanpur III 0.16 Ajmer II 0.10 Karwar III 0.16 Allahabad II 0.10 Kochi III 0.16 Almora IV 0.24 Kohima V 0.36 Ambala IV 0.24 Kolkata III 0.16 Amritsar IV 0.24 Kota II 0.10 Asansol III 0.24 Kurnool II 0.10 Aurangabad II 0.10 Lucknow III 0.16 Bahraich IV 0.24 Ludhiyana IV 0.24 Bangalore II 0.10 Madurai II 0.10 Barauni IV 0.24 Mandi V 0.36 Bareilly III 0.16 Mangalore III 0.16 Belgaum III 0.16 Monghyr IV 0.24 Bhatinda III 0.16 Moradabad IV 0.24 Bhilai II 0.10 Mumbai III 0.16 Bhopal II 0.10 Mysore II 0.10 Bhubaneswar III 0.16 Nagpur II 0.10 Bhuj V 0.36 Nagarjunasagar II 0.10 Bijapur III 0.16 Nainital IV 0.24 Bikaner III 0.16 Nasik III 0.16 Bokaro III 0.16 Nellore III 0.16 Bulandshahr IV 0.24 Osmanabad III 0.16 Burdwan III 0.16 Panjim III 0.16 Calicut III 0.16 Patiala III 0.16 Chandigarh IV 0.24 Patna IV 0.24 Chennai III 0.16 Pilibhit IV 0.24 Chitradurga II 0.10 Pondicherry II 0.10 Coimatore III 0.16 Pune III 0.16 Cuddalore II 0.10 Raipur II 0.10 Cuttack III 0.16 Rajkot III 0.16 Darbhanga V 0.36 Ranchi II 0.10 Darjeeling IV 0.24 Roorkee IV 0.24 Dharwad III 0.16 Rourkela II 0.10 Dehra Dun IV 0.24 Sadiya V 0.36 Dharampuri III 0.16 Salem III 0.16 IITK-GSDMA-EQ05-V4.0 Page 121 IITK-GSDMA-EQ15-V3.0

646. DRAFT Code Commentary IS:1893 (Part 1) Shillong V 0.36 Delhi IV 0.24 Simla IV 0.24 Durgapur III 0.16 Sironj II 0.10 Gangtok IV 0.24 Solapur III 0.16 Guwahati V 0.36 Srinagar V 0.36 Goa III 0.16 Surat III 0.16 Gulbarga II 0.10 Tarapur III 0.16 Gaya III 0.16 Tezpur V 0.36 Gorakhpur IV 0.24 Thane III 0.16 Hyderabad II 0.10 Thanjavur II 0.10 Imphal V 0.36 Thiruvananthapuram III 0.16 Jabalpur III 0.16 Tiruchirappali II 0.10 Jaipur II 0.10 Thiruvennamalai III 0.16 Jamshedpur II 0.10 Udaipur II 0.10 Jhansi II 0.10 Vadodara III 0.16 Jodhpur II 0.10 Varanasi III 0.16 Jorhat V 0.36 Vellore III 0.16 Kakrapara III 0.16 Vijayawada III 0.16 Kalapakkam III 0.16 VIshakhapatnam II 0.10 IITK-GSDMA-EQ05-V4.0 Page 122 IITK-GSDMA-EQ15-V3.0

647. DRAFT Code Commentary IS:1893 (Part 1) Annex F Simplified Procedure for Evaluation of Liquefaction Potential Due to the difficulties in obtaining and testing undisturbed representative samples from most potentially liquefiable sites, in-situ testing is the approach preferred by most engineers for evaluating the liquefaction potential of a soil deposit. Liquefaction potential assessment procedures involving both the SPT and CPT are widely used in practice. The most common procedure used in engineering practice for the assessment of liquefaction potential of sands and silts is the Simplified Procedure1. The procedure may be used with either SPT blow count, CPT tip resistance or shear wave velocity measured within the deposit as discussed below: Step 1: The subsurface data used to assess liquefaction susceptibility should include the location of the water table, either SPT blow count (N) (or tip resistance of a standard CPT cone (qc ) or the shear wave velocity), mean grain size ( ) 50 D , unit weight, and fines content of the soil (percent by weight passing the IS Standard Sieve No. 75μ). Step 2: Evaluate the total vertical stress ( ) v σ and effective vertical stress ( ) v σ ′ for all potentially liquefiable layers within the deposit. Step 3: The following equation can be used to evaluate the stress reduction factor d r : r z for z 9.15 m and d = − ≤ 1 0.000765 = − ≤ r z for 9.15 z 2 m d 1 0.0267 3 where z is the depth below the ground surface in meters. Step 4: Calculate the critical stress ratio induced by the design earthquake, eq CSR , as; ( ) ( ) eq d v v CSR = 0.65 a / g r σ /σ ′ max where v σ and v σ ′ are the total and effective vertical stresses, respectively, at depth z, amax is the peak ground acceleration, and g is the acceleration due to gravity. Step 5: Correct CSReg for earthquake magnitude (Mw), stress level and for initial static shear using correction factors km, kσ and kα, respectively, according to: σ α CSR CSR k k k L M . . 7.5 = The correction factors are estimated using Figures F-1, F-2 and F-3 (in combination with figure F-4), respectively. For assessing liquefaction susceptibility using the SPT go to Step 6a, for the CPT go to Step 6b, and the shear wave velocity go to Step 6c. Step 6a: Evaluate the standardized SPT blow count ( 60 N ) which is the standard penetration test blow count for a hammer with an efficiency of 60 percent. Specifications of the “standardized” equipment corresponding to an efficiency of 60 percent are given in Table F-1. If 1 Youd, T.L., Idriss, I.M., Andrus, R.D., Arango, I., Castro, G., Chtristian, J.T., Dobry, R., Finn, W.D.L., Harder, L.F., Hynes, M.E., Ishihara, K., Koester, J.P., Liao, S.S.C., Marcuson III, W.F., Martin, G.R., Mitchell, J.K., Moriwaki, Y., Power, M.S., Robertson, P.K., Seed, R.B., Stokoe II, K.H. 2001. Liquefaction resistance of soils: Summary report from the 1996 NCEER and 1998 NCEER/NSF workshops on evaluation of liquefaction resistance of soils. J. of Geotech. and Geoenv. Engrg., ASCE. 127(10): 817-833. IITK-GSDMA-EQ05-V4.0 Page 123 IITK-GSDMA-EQ15-V3.0

648. DRAFT Code Commentary IS:1893 (Part 1) nonstandard equipment is used, 60 N , is obtained from the equation: 60 60 N = N.C where 60 C is the product of various correction factors. Correction factors recommended by various investigators for some common non-standard SPT configurations are provided in Table F-2. For SPT conducted as per IS: 2131-1981, the energy delivered to the drill rod is 60 percent and hence 60 C = 1 is assumed. Calculate the normalized standardized SPT blow count, ( )1 60 N . ( )1 60 N is the standardized blow count normalized to an effective overburden pressure of 96 kPa in order to eliminate the influence of confining pressure. This is obtained by the following equation: ( ) 1 60 60 N C N N = Stress normalization factor CN is calculated from following expression: ( / )1/ 2 N a v C = P σ ′ Subjected to C ≤ 2 N , where Pa is the atmospheric pressure. The Critical Resistance Ratio (CRR) or the resistance of a soil layer against liquefaction is estimated from Figure F-5 depending on the ( N )1 60 value representative of the deposit. Step 6b: Calculate normalized cone tip resistance, ( q ), using ( ) ( ) n ( ) c 1 N cs c a c N cs c a v q = K P σ ′ q P 1 where c q is the measured cone tip resistance corrected for thin layers, exponent n has a value of 0.5 for sand and 1 for clay, and Kc is the correction factor for grain characteristics estimated as follows. K I . 1.0 for 164 and = ≤ 4 3 2 c c K = − 0.403 I + 5.581 I − 21.63 I c c c c I I 33.75 17.88 for 1.64 + − c c The soil behavior type index, c I , is given by I (3.47 logQ)2 (1.22 log F)2 c = − + + where [( ) ]( )n c v a a v Q = q −σ P P σ ′ , = ( − )×100 c v F f q σ , f is the measured sleeve friction and n has the same values as described earlier. Assess susceptibility of a soil to liquefaction using Figure F-6. Although soils with Ic 2.6 are deemed non-liquefiable, such deposits may soften and deform during earthquakes. General guidance is not available to deal with such possibilities. Softening and deformability of deposits with Ic 2.6 should thus be treated on a material specific basis. Step 6c: Calculate normalized shear wave velocity, V , for clean sands using: V =V × ( P σ ′ )0.25 s1 s1 s a v . Assess liquefaction susceptibility of clean sands using Figure F-7. Step 7: Calculate the factor of safety against initial liquefaction, FSliq , as: FS CSR CRR liq L = / where CSRL is as estimated in Step 5 and CRR is from Step 6a, 6b or 6c. When the design IITK-GSDMA-EQ05-V4.0 Page 124 IITK-GSDMA-EQ15-V3.0

649. DRAFT Code Commentary IS:1893 (Part 1) ground motion is conservative, earthquake-related permanent ground deformation is generally small if ≥1.2 liq FS . Table F-1: Recommended “Standardized’ SPT Equipment. Element Standard Specification Sampler Standard split-spoon sampler with: (a) Outside diameter, O.D. = 51 mm, and Inside Diameter, I.D. = 35 mm (constant – i.e., no room for liners in the barrel) Drill Rods A or AW-type for depths less than 15.2 m; N- or NW-type for greater depths Hammer Standard (safety) hammer with: (a) weight = 63.5 kg; (b) drop = 762 mm (delivers 60of theoretical free fall energy) Rope Two wraps of rope around the pulley Borehole 100- to 130-mm diameter rotary borehole with bentonite mud for borehole stability ( hollow stem augers where SPT is taken through the stem) Drill Bit Upward deflection of drilling mud (tricone or baffled drag bit) Blow Count Rate 30 to 40 blows per minute Penetration Resistant Count Measured over range of 150 to 460 mm of penetration into the ground IITK-GSDMA-EQ05-V4.0 Page 125 IITK-GSDMA-EQ15-V3.0

650. DRAFT Code Commentary IS:1893 (Part 1) Table F-2: Correction Factors for Non-Standard SPT Procedures and Equipment. Correction for Correction Factor Nonstandard Hammer Type (DH= doughnut hammer; ER = energy ratio) Nonstandard Hammer Weight or Height of fall (H = height of fall in mm; W = hammer weight in kg) Nonstandard Sampler Setup (standard samples with room for liners, but used without liners Nonstandard Sampler Setup (standard samples with room for liners, but liners are used) Short Rod Length CRL =0.75 for rod length 0-3 m Nonstandard Borehole Diameter CBD =1.05 for 150 mm borehole diameter Notes : N = Uncorrected SPT blow count. CHT =0.75 for DH with rope and ulley CHT =1.33 for DH with trip/auto and ER = 80 CBD =1.15 for 200 mm borehole diameter C60 = CHT CHW CSS CRL CBD N60 = N C60 CN = Correction factor for overburden pressure (N1)60 = CN N60 = CN C60 N C H . W HW × 63 5 762 = . CSS =1.10 for loose sand CSS =1.20 for dense sand CSS =0.90 for loose sand CSS =0.80 for dense sand Figure F-1: Magnitude Correction factor IITK-GSDMA-EQ05-V4.0 Page 126 IITK-GSDMA-EQ15-V3.0

651. DRAFT Code Commentary IS:1893 (Part 1) Figure F-2: Stress correction factor Figure F-3: Correction for initial static shear (Note: Initial static shear for an embankment may be estimated from Figure F-4) IITK-GSDMA-EQ05-V4.0 Page 127 IITK-GSDMA-EQ15-V3.0

652. DRAFT Code Commentary IS:1893 (Part 1) Figure F-4: Initial static shear under an embankment Figure F-5: Relationship between CRR and (N1)60 for sand for Mw, 7.5 earthquakes IITK-GSDMA-EQ05-V4.0 Page 128 IITK-GSDMA-EQ15-V3.0

653. DRAFT Code Commentary IS:1893 (Part 1) Figure F-6: Relationship between CRR and (qc1N)cs for Mw, 7.5 earthquakes Figure F-7: Relationship between CRR and Vs1 for Mw, 7.5 earthquakes IITK-GSDMA-EQ05-V4.0 Page 129 IITK-GSDMA-EQ15-V3.0

654. DRAFT Code Commentary IS:1893 (Part 1) References for Commentary 1) Constantinou, M.C., Soong, T.T., and Dargush, G.F., 1998, Passive Energy Dissipation Systems for Structural Design and Retrofit; Monograph Series, Multidisciplinary Centre for Earthquake Engineering Research, SUNY Buffalo, USA. 2) Soong, T.T., and Dargush G. F., 1997, Passive Energy Dissipation Systems in Structural Engineering; John Wiley Sons, Inc. 3) Farzad Naeim, and James M. Kelly, 1999, Design of Seismic Isolation of Structures – from theory to practice; John Wiley Sons, Inc. 4) Hanson, R.D., and Soong, T.T., 2001, Seismic Design with Supplemental Energy Dissipation Devices; Earthquake Engineering Research Institute, USA. 5) IITK-BMTPC Earthquake Tip 3: What are Magnitude and Intensity?, http://www.nicee.org/EQTips/EQTip03.pdf 6) IITK-BMTPC Earthquake Tip 8: What is the Seismic Design Philosophy of Buildings?, http://www.nicee.org/EQTips/EQTip08.pdf 7) Reiter L., Earthquake Hazard Analysis: Issues and Insights; Columbia University Press, New York. 8) Kramer S.L., 2003, Geotechnical Earthquake Engineering; Pearson Education, First Indian Reprint; New Delhi. 9) Housner, G.W. and Jennings P.C., 1982, Earthquake Design Criteria; Earthquake Engineering Research Institute. 10) Jain, S. K., Saraf V. K., and Malhotra B., 1997, “Period of RC Frame Buildings with Brick Infills”, Journal of Structural Engineering, Madras, Volume 23, No. 4, pp 189-196. 11) Arlekar, J. N., and Murty, C. V. R., 2000, “Ambient Vibration Survey of RC Moment Resisting Frame Buildings with URM Infill Walls”, The Indian Concrete Journal, Volume 74, No. 10, October, pp 581- 586. 12) Gillengerten, J.D., 2003, “Design of Nonstructural Systems and Components,” The Seismic Design Handbook (Naeim, F., editor), Kluwer Academic Publishers, Second Edition, 682-721. 13) Villaverde, R., 2004, “Seismic Analysis and Design of Nonstructural Elements,” Earthquake Engineering: from Engineering Seismology to Performance-Based Engineering (Bozorgnia, Y., and Bereto, V.V., editor), CRS Press. 14) Stratta, J.L., 2003, Manual of Seismic Design, First Indian Reprint, Pearson Education, New Delhi, 184- 216. 15) FEMA 368, 2001, NEHRP Recommended Provisions for Seismic Regulations for New Buildings and Other Structures: Part 1-Provisions, Building Seismic Safety Council, National Institute of Building Sciences, Washington, D.C. 16) FEMA 369, 2001, NEHRP Recommended Provisions for Seismic Regulations for New Buildings and Other Structures: Part 2-Commentary, Building Seismic Safety Council, National Institute of Building Sciences, Washington, D.C. 17) Uniform Building Code, 1997, Structural Engineering Design Provisions, Vol. 2, International Conference of Building Officials, Whittier, CA. 18) Eurocode 8, 1998, Design Provisions for Earthquake Resistance of Structures, Part 1- General Rules, Seismic Action and Rules for Buildings, European Committee for Standardization, Brussels. 19) ATC 40, Seismic evaluation and retrofit of concrete buildings (Volume 1), Applied Technology Council, Redwood City, California, USA. 20) EERI, 1999, ‘Innovative Earthquake Recovery in India’, Lessons Learned Over Time, Learning from IITK-GSDMA-EQ05-V4.0 Page 130 IITK-GSDMA-EQ15-V3.0

655. DRAFT Code Commentary IS:1893 (Part 1) Earthquake Series, Volume II, Earthquake Engineering Research Institute, USA. 21) Jain S. K., 1995, “A Proposed Draft for IS 1893 Provisions on Seismic Design of Buildings; Part II: Commentary and Examples”, Journal of Structural Engineering, Volume 22, No. 2, July, pp 73- 90. 22) Murty,C V R, Goel R K, and Goyal A, 2002 “Reinforced Concrete Structures,” In 2001 Bhuj, India Earthquake Reconnaissance Report, ed. S K Jain, W R Lettis, C V R Murty, and J P Bardet, Earthquake Spectra, Supplement A to Volume 18, Earthquake Engineering Research Institute, Oakland, CA, July 2002, pp 149 - 185. 23) Agarwal V., 1996, “Seismic Response of Gravity Columns in Buildings with Shear Walls”, Master of Technology Thesis, Indian Institute of Technology Kanpur, Kanpur, India. 24) Holmes, M., 1961, “Steel Frames with Brickwork and Concrete Infilling,” Proceedings of the Institution of Civil Engineers, Vol. 19, August, pp. 473-478. 25) Mondal, G., 2003, “Lateral Stiffness of Unreinforced Brick Infilled RC Frame with Central Opening”, Master of Technology Thesis, Department of Civil Engineering, Indian Institute of Technology Kanpur, India, July. 26) Youd, T.L., Idriss, I.M., Andrus, R.D., Arango, I., Castro, G., Chtristian, J.T., Dobry, R., Finn, W.D.L., Harder, L.F., Hynes, M.E., Ishihara, K., Koester, J.P., Liao, S.S.C., Marcuson III, W.F., Martin, G.R., Mitchell, J.K., Moriwaki, Y., Power, M.S., Robertson, P.K., Seed, R.B., Stokoe II, K.H. 2001. Liquefaction resistance of soils: Summary report from the 1996 NCEER and 1998 NCEER/NSF workshops on evaluation of liquefaction resistance of soils. J. of Geotech. and Geoenvironmental Engineering., ASCE. 127(10): 817-833. 27) ACI 318, Building Code Requirements for Reinforced Concrete and Commentary, American Concrete Institute, 2002. IITK-GSDMA-EQ05-V4.0 Page 131 IITK-GSDMA-EQ15-V3.0

656. DRAFT Code Commentary IS:1893 (Part 1) Acknowledgement Authors gratefully acknowledge Dr H. B. Nagraj of BMS College of Engineering, Bangalore for his advice on improving the soil classification in Table 1, and Dr Debasis Roy of Indian Institute of Technology Kharagpur for his help in developing Annex F (Procedure for evaluation of liquefaction potential). Dr. P. C. Basu of Atomic Energy Regulatory Board, Mumbai and Dr. C. S. Manohar of Indian Institute of Science Bangalore reviewed an earlier version and provided many thoughtful suggestions. Review comments by GSDMA Review Committee, in particular those by Ms. Alpa Sheth, Seismic Advisor, GSDMA are gratefully acknowledged. IITK-GSDMA-EQ05-V4.0 Page 132 IITK-GSDMA-EQ15-V3.0

657. Document No. :: IITK-GSDMA-EQ21-V2.0 Final Report :: A - Earthquake Codes IITK-GSDMA Project on Building Codes Explanatory Examples on Indian Seismic Code IS 1893 (Part I) by Dr. Sudhir K Jain Department of Civil Engineering Indian Institute of Technology Kanpur Kanpur

658. • The solved examples included in this document are based on a draft code being developed under IITK-GSDMA Project on Building Codes. The draft code is available at http://www.nicee.org/IITK-GSDMA/IITK-GSDMA. htm (document number IITK-GSDMA-EQ05-V3.0). • This document has been developed through the IITK-GSDMA Project on Building Codes. • The views and opinions expressed are those of the authors and not necessarily of the GSDMA, the World Bank, IIT Kanpur, or the Bureau of Indian Standards. • Comments and feedbacks may please be forwarded to: Prof. Sudhir K Jain, Dept. of Civil Engineering, IIT Kanpur, Kanpur 208016, email: nicee@iitk.ac.in

659. Examples on IS 1893(Part 1) IITK-GSDMA-EQ21-V2.0 CONTENTS Sl. No Title Page No. 1. Calculation of Design Seismic Force by Static Analysis Method 4 2. Calculation of Design Seismic Force by Dynamic Analysis Method 7 3. Location of Centre of Mass 10 4. Location of Centre of Stiffness 11 5. Lateral Force Distribution as per Torsion Provisions of IS 1893-2002 (Part I) 12 6. Lateral Force Distribution as per New Torsion Provisions 14 7. Design for Anchorage of an Equipment 16 8. Anchorage Design for an Equipment Supported on Vibration Isolator 18 9. Design of a Large Sign Board on a Building 20 10. Liquefaction Analysis Using SPT Data 21 11. Liquefaction Analysis Using CPT Data 23

660. Examples on IS 1893(Part 1) Example 1 – Calculation of Design Seismic Force by Static Analysis Method Problem Statement: Consider a four-storey reinforced concrete office building shown in Fig. 1.1. The building is located in Shillong (seismic zone V). The soil conditions are medium stiff and the entire building is supported on a raft foundation. The R. C. frames are infilled with brick-masonry. The lumped weight due to dead loads is 12 kN/m2 on floors and 10 kN/m2 on the roof. The floors are to cater for a live load of 4 kN/m2 on floors and 1.5 kN/m2 on the roof. Determine design seismic load on the structure as per new code. [Problem adopted from Jain S.K, “A Proposed Draft for IS:1893 Provisions on Seismic Design of Buildings; Part II: Commentary and Examples”, Journal of Structural Engineering, Vol.22, No.2, July 1995, pp.73-90 ] (2) (3) (4) 4 @ 5000 PLAN ELEVATION Figure 1.1 – Building configuration 3 @ 5000 3200 3200 3200 4200 y (1) (A) (B) (C) (5) (D) x IITK-GSDMA-EQ21-V2.0 Example 1/Page 4

661. Examples on IS 1893(Part 1) Solution: Design Parameters: For seismic zone V, the zone factor Z is 0.36 (Table 2 of IS: 1893). Being an office building, the importance factor, I, is 1.0 (Table 6 of IS: 1893). Building is required to be provided with moment resisting frames detailed as per IS: 13920-1993. Hence, the response reduction factor, R, is 5. (Table 7 of IS: 1893 Part 1) Seismic Weights: The floor area is 15×20=300 sq. m. Since the live load class is 4kN/sq.m, only 50% of the live load is lumped at the floors. At roof, no live load is to be lumped. Hence, the total seismic weight on the floors and the roof is: Floors: W1=W2 =W3 =300×(12+0.5×4) = 4,200 kN Roof: W4 = 300×10 = 3,000 kN (clause7.3.1, Table 8 of IS: 1893 Part 1) Total Seismic weight of the structure, W = ΣWi = 3×4,200 + 3,000 = 15,600 kN Fundamental Period: Lateral load resistance is provided by moment resisting frames infilled with brick masonry panels. Hence, approximate fundamental natural period: (Clause 7.6.2. of IS: 1893 Part 1) EL in X-Direction: T = 0.09h / d = 0.09(13.8) / 20 = 0.28 sec The building is located on Type II (medium soil). From Fig. 2 of IS: 1893, for T=0.28 sec, g Sa = 2.5 h A ZI 2 R = Sa g 2.5 0.36 × 1.0 × = = 0.09 2 × 5 (Clause 6.4.2 of IS: 1893 Part 1) Design base shear B V A W h = = 0.09×15,600 = 1,440 kN (Clause 7.5.3 of IS: 1893 Part 1) Force Distribution with Building Height: The design base shear is to be distributed with height as per clause 7.7.1. Table 1.1 gives the calculations. Fig. 1.2(a) shows the design seismic force in X-direction for the entire building. EL in Y-Direction: T = 0.09h d = 0.09(13.8) / 15 = 0.32 sec Sa = 2.5; g Ah = 0.09 Therefore, for this building the design seismic force in Y-direction is same as that in the X-direction. Fig. 1.2(b) shows the design seismic force on the building in the Y-direction. IITK-GSDMA-EQ21-V2.0 Example 1/Page 5

662. Examples on IS 1893(Part 1) Table 1.1 – Lateral Load Distribution with Height by the Static Method Lateral Force at ith Level for EL in direction (kN) Storey Level Wi (kN) hi (m) 2 Wihi × (1000) 2 i i Wh Wh Σ 2 i i X Y 4 3,000 13.8 571.3 0.424 611 611 3 4,200 10.6 471.9 0.350 504 504 2 4,200 7.4 230.0 0.171 246 246 1 4,200 4.2 74.1 0.055 79 79 Σ 1,347.3 1,000 1,440 1,440 Figure 1.2 -- Design seismic force on the building for (a) X-direction, and (b) Y-direction. IITK-GSDMA-EQ21-V2.0 Example 1/Page 6

663. Examples on IS 1893(Part 1) Example 2 – Calculation of Design Seismic Force by Dynamic Analysis Method Problem Statement: For the building of Example 1, the dynamic properties (natural periods, and mode shapes) for vibration in the X-direction have been obtained by carrying out a free vibration analysis (Table 2.1). Obtain the design seismic force in the X-direction by the dynamic analysis method outlined in cl. 7.8.4.5 and distribute it with building height. Table 2.1 – Free Vibration Properties of the building for vibration in the X-Direction Mode 1 Mode 2 Mode 3 0.860 0.265 0.145 Natural Period (sec) Mode Shape Roof 1.000 1.000 1.000 3rd Floor 0.904 0.216 -0.831 2nd Floor 0.716 -0.701 -0.574 1st Floor 0.441 -0.921 1.016 [Problem adopted from, Jain S.K, “A Proposed Draft for IS: 1893 Provisions on Seismic Design of Buildings; Part II: Commentary and Examples”, Journal of Structural Engineering, Vol.22, No.2, July 1995, pp.73-90] Solution: Table 2.2 -- Calculation of modal mass and modal participation factor (clause 7.8.4.5) Storey Level i Weight Wi (kN) Mode 1 Mode 2 Mode 3 4 3,000 1.000 3,000 3,000 1.000 3,000 3,000 1.000 3,000 3,000 3 4,200 0.904 3,797 3,432 0.216 907 196 -0.831 -3,490 2,900 2 4,200 0.716 3,007 2,153 -0.701 -2,944 2,064 -0.574 -2,411 1,384 1 4,200 0.441 1,852 817 -0.921 -3,868 3,563 1.016 4,267 4,335 Σ 15,600 11,656 9,402 -2,905 8,822 1,366 11,620 [ ] Σ Σ = 2 2 w φ i ik k g w φ i ik M 14,450 g kN 11,6562 g 9,402 = = 14,45,000 kg kN 957 = g =95,700 kg 2,9052 g 8,822 kN 161 = g = 16,100 kg 1,3662 g 11,620 % of Total weight 92.6% 6.1% 1.0% Σ Σ w φ i ik = 2 P k w φ i ik 1.240 11,656 = 9,402 2,905 = − 0.329 − 8,822 0.118 1,366 = 11,620 It is seen that the first mode excites 92.6% of the total mass. Hence, in this case, codal requirements on number of modes to be considered such that at least 90% of the total mass is excited, will be satisfied by considering the first mode of vibration only. However, for illustration, solution to this example considers the first three modes of vibration. The lateral load Qik acting at ith floor in the kth mode is ik hk ik k i Q = A φ P W IITK-GSDMA-EQ21-V2.0 Example 2/Page 7

664. Examples on IS 1893(Part 1) (clause 7.8.4.5 c of IS: 1893 Part 1) The value of Ahk for different modes is obtained from clause 6.4.2. Mode 1: 0.860 1 T = sec; (S / g) = 1.0 = 1.16 ; a 0.86 ZI h1 A ( / ) a = 2 S g R (1.16) 0.36 × 1 × × = 2 5 = 0.0418 i1 Q i i = × × ×W 1 0.0418 1.240 φ Mode 2: 0.265 2 T = sec; (S / g) = 2.5 a ; ZI S g R A = ( / ) h2 a 2 (2.5) 0.36 × 1 × × = = 0.09 2 5 i1 Q i i = × − × ×W 2 0.09 ( 0.329) φ Mode 3: 0.145 3 T = sec; (S / g) = 2.5 a ; ZI h3 A ( / ) a = 2 S g R (2.5) 0.36 × 1 × × = = 0.09 2 5 i3 Q i i = × × ×W 3 0.09 (0.118) φ Table 2.3 summarizes the calculation of lateral load at different floors in each mode. Table 2.3 – Lateral load calculation by modal analysis method (earthquake in X-direction) Mode 1 Mode 2 Mode 3 Floor Level i Weight Wi ( ) kN 1i φ Qi1 Vi1 φ i2 Qi2 Vi2 φ i3 Qi3 i3 V 4 3,000 1.000 155.5 155.5 1.000 -88.8 -88.8 1.000 31.9 31.9 3 4,200 0.904 196.8 352.3 0.216 -26.8 -115.6 -0.831 -37.1 -5.2 2 4,200 0.716 155.9 508.2 -0.701 87.2 -28.4 -0.574 -25.6 -30.8 1 4,200 0.441 96.0 604.2 -0.921 114.6 86.2 1.016 45.4 14.6 Since all of the modes are well separated (clause 3.2), the contribution of different modes is combined by the SRSS (square root of the sum of the square) method V4 = [(155.5)2+ (88.8)2+ (31.9)2]1/2 = 182 kN V3 = [(352.3)2+ (115.6)2+ (5.2)2]1/2 = 371 kN V2 = [(508.2)2+ (28.4)2+ (30.8)2]1/2 = 510 kN V1 = [(604.2)2+ (86.2)2+ (14.6)2] 1/2 = 610 kN (Clause 7.8.4.4a of IS: 1893 Part 1) The externally applied design loads are then obtained as: Q4 = V4 = 182 kN Q3 = V3 – V4 = 371 – 182 = 189 kN Q2 = V2 – V3 = 510 – 371 = 139 kN Q1 = V1 – V2 = 610 – 510 = 100 kN (Clause 7.8.4.5f of IS: 1893 Part 1) Clause 7.8.2 requires that the base shear obtained by dynamic analysis (VB = 610 kN) be compared with that obtained from empirical fundamental period as per Clause 7.6. If VB is less than that from empirical value, the response quantities are to be scaled up. We may interpret “base shear calculated using a fundamental period as per 7.6” in two ways: 1. We calculate base shear as per Cl. 7.5.3. This was done in the previous example for the same building and we found the base shear as 1,404 kN. Now, dynamic analysis gives us base shear of 610 kN which is lower. Hence, all the response quantities are to be scaled up in the ratio (1,404/610 = 2.30). Thus, the seismic forces obtained above by dynamic analysis should be scaled up as follows: Q4 = 182 × 2.30 = 419 kN Q3 = 189 × 2.30 = 435 kN Q2 = 139 × 2.30 = 320 kN IITK-GSDMA-EQ21-V2.0 Example 2/Page 8

665. Examples on IS 1893(Part 1) Q1 = 100 × 2.30 = 230 kN 2. We may also interpret this clause to mean that we redo the dynamic analysis but replace the fundamental time period value by Ta (= 0.28 sec). In that case, for mode 1: 1 T = 0.28 sec; (S / g) = 2.5 a ; ZI h1 A = ( / ) 2 S g R a =0.09 Modal mass times Ah1 = 14,450 × 0.09 = 1,300 kN Base shear in modes 2 and 3 is as calculated earlier: Now, base shear in first mode of vibration =1300 kN, 86.2 kN and 14.6 kN, respectively. Total base shear by SRSS = 13002 + 86.22 +14.62 = 1,303 kN Notice that most of the base shear is contributed by first mode only. In this interpretation of Cl 7.8.2, we need to scale up the values of response quantities in the ratio (1,303/610 = 2.14). For instance, the external seismic forces at floor levels will now be: Q4 = 182 × 2.14 = 389 kN Q3 = 189 × 2.14 = 404 kN Q2 = 139 × 2.14 = 297 kN Q1 = 100 × 2.14 = 214 kN Clearly, the second interpretation gives about 10% lower forces. We could make either interpretation. Herein we will proceed with the values from the second interpretation and compare the design values with those obtained in Example 1 as per static analysis: Table 2.4 – Base shear at different storeys Floor Level i Q (static) Q (dynamic, scaled) Storey Shear V (static) Storey ShearV (dynamic, scaled) Storey Moment, M (Static) Storey Moment, M (Dynamic) 4 611 kN 389 kN 611 kN 389 kN 1,907 kNm 1,245 kNm 3 504 kN 404 kN 1,115kN 793 kN 5,386 kNm 3,782 kNm 2 297 kN 297 kN 1,412kN 1,090 kN 9.632 kNm 7,270 kNm 1 79 kN 214 kN 1,491 kN 1,304 kN 15,530 kNm 12,750 kNm Notice that even though the base shear by the static and the dynamic analyses are comparable, there is considerable difference in the lateral load distribution with building height, and therein lies the advantage of dynamic analysis. For instance, the storey moments are significantly affected by change in load distribution. IITK-GSDMA-EQ21-V2.0 Example 2/Page 9

666. Examples on IS 1893(Part 1) Example 3 – Location of Centre of Mass Problem Statement: Locate centre of mass of a building having non-uniform distribution of mass as shown in the figure 3.1 1000 kg/m2 20 m Figure 3.1 –Plan 10 m 1200 kg/m2 4 m A Solution: Let us divide the roof slab into three rectangular parts as shown in figure 2.1 I II 1000 kg/m2 20 m Figure 3.2 10 m 1200 kg/m2 III 4 m 8 m Mass of part I is 1200 kg/m2, while that of the other two parts is 1000 kg/m2. . Let origin be at point A, and the coordinates of the centre of mass be at (X, Y) ( ) ( ) ( ) 10 × 4 × 1200 × 5 + 10 × 4 × 1000 × 15 + 20 × 4 × 1000 × 10 X = = 9.76 m (10 × 4 × 1200) + (10 × 4 × 1000) + (20 × 4 × 1000) 8 m ( ) ( ) ( ) 10 × 4 × 1200 × 6 + 10 × 4 × 1000 × 6 + 20 × 4 × 1000 × 2 Y = (10 × 4 × 1200) + (10 × 4 × 1000) + (20 × 4 × 1000) = 4.1 m Hence, coordinates of centre of mass are (9.76, 4.1) IITK-GSDMA-EQ21 –V2.0 Example 3 /Page10

667. Examples on IS 1893(Part 1) Example 4 – Location of Centre of Stiffness Problem Statement: The plan of a simple one storey building is shown in figure 3.1. All columns and beams are same. Obtain its centre of stiffness. 5 m 5 m 10 m Figure 4.1 –Plan 5 m 5 m Solution: In the X-direction there are three identical frames located at uniform spacing. Hence, the y-coordinate of centre of stiffness is located symmetrically, i.e., at 5.0 m from the left bottom corner. In the Y-direction, there are four identical frames having equal lateral stiffness. However, the spacing is not uniform. Let the lateral stiffness of each transverse frame be k, and coordinating of center of stiffness be (X, Y). X k k k k × 0 + × 5 + × 10 + × = 20 k + k + k + k = 8.75 m Hence, coordinates of centre of stiffness are (8.75, 5.0). IITK-GSDMA-EQ21 –V2.0 Example 4 /Page11

668. Examples on IS 1893(Part 1) Example 5 –Lateral Force Distribution as per Torsion Provisions of IS 1893-2002 (Part 1) Problem Statement: Consider a simple one-storey building having two shear walls in each direction. It has some gravity columns that are not shown. All four walls are in M25 grade concrete, 200 thick and 4 m long. Storey height is 4.5 m. Floor consists of cast-in-situ reinforced concrete. Design shear force on the building is 100 kN in either direction. Compute design lateral forces on different shear walls using the torsion provisions of 2002 edition of IS 1893 (Part 1). 2m 4m 4m C A B 16m Figure 5.1 – Plan D 4m Y Solution: Grade of concrete: M25 E = 5000 25 = 25000 N/mm2 Storey height h = 4500 m Thickness of wall t = 200 mm Length of walls L = 4000 mm All walls are same, and hence, spaces have same lateral stiffness, k. Centre of mass (CM) will be the geometric centre of the floor slab, i.e., (8.0, 4.0). Centre of rigidity (CR) will be at (6.0, 4.0). EQ Force in X-direction: Because of symmetry in this direction, calculated eccentricity = 0.0 m Design eccentricity: ed = 1.5× 0.0 + 0.05×8 = 0.4 , and 8m ed = 0.0 − 0.05×8 = −0.4 X (Clause 7.9.2 of IS 1893:2002) Lateral forces in the walls due to translation: CT = 50.0 kN K C = F K + K F C D DT = 50.0 kN F K D = F K + K C D Lateral forces in the walls due to torsional moment: ( ) d K r i i F Σ iR Fe K r i A B C D i i = = , , , 2 where ri is the distance of the shear wall from CR. All the walls have same stiffness, KA = KB = KC = KD = k, and rA = -6.0 m rB = -6.0 m IITK-GSDMA-EQ21 –V2.0 Example 5 /Page 12

669. Examples on IS 1893(Part 1) rC = 4.0 m rD = -4.0 m, and ed = ±0.4 m Therefore, F r k ( ) ( ) 2 + 2 + 2 + 2 AR Fe = A d r r r r k A B C D = ± 2.31kN Similarly, FBR = ± 2.31kN FCR = ±1.54 kN FDR = ±1.54 kN Total lateral forces in the walls due to seismic load in X direction: FA = 2.31 kN FB = 2.31 kN FC = Max (50 ±1.54 ) = 51.54 kN FD = Max (50 ±1.54 ) = 51.54 kN EQ Force in Y-direction: Calculated eccentricity= 2.0 m Design eccentricity: ed =1.5× 2.0 + 0.05×16 = 3.8m or = 2.0 − 0.05×16 = 1.2m Lateral forces in the walls due to translation: = 50.0 F K A = F K K AT kN + A B BT = 50.0 kN F K B = F K + K A B Lateral force in the walls due to torsional moment: when ed = 3.8 m F r k = - ( ) ( ) 2 + 2 + 2 + 2 AR Fe = A d r r r r k A B C D 21.92 kN Similarly, FBR = 21.92 kN FCR = -14.62 kN FDR = 14.62 kN Total lateral forces in the walls: FA = 50 - 21.92= 28.08 kN FB = 50 +20.77= 71.92 kN FC = -14.62 kN FD = 14.62 kN Similarly, when ed = 1.2 m, then the total lateral forces in the walls will be, FA = 50 – 6.93 = 43.07 kN FB = 50 + 6.93 = 56.93 kN FC = - 4.62 kN FD = 4.62 kN Maximum forces in walls due to seismic load in Y direction: FA = Max (28.08, 43.07) = 43.07 kN; FB = Max (71.92, 56.93) = 71.92 kN; FC = Max (14.62, 4.62) = 14.62 kN; FD = Max (14.62, 4.62) = 14.62 kN; Combining the forces obtained from seismic loading in X and Y directions: FA = 43.07 kN FB =71.92 kN FC =51.54 kN FD =51.54 kN. However, note that clause 7.9.1 also states that “However, negative torsional shear shall be neglected”. Hence, wall A should be designed for not less than 50 kN. IITK-GSDMA-EQ21-V2.0 Example 5/Page 13

670. Examples on IS 1893(Part 1) Example 6 – Lateral Force Distribution as per New Torsion Provisions Problem Statement: For the building of example 5, compute design lateral forces on different shear walls using the torsion provisions of revised draft code IS 1893 (part 1), i.e., IITK-GSDMA-EQ05-V2.0. 2m 4m 4m C 6m A B 16m Figure 6.1 – Plan D 4m Y Solution: Grade of concrete: M25 E = 5000 25 = 25000 N/mm2 Storey height h = 4500 m Thickness of wall t = 200 mm Length of walls L = 4000 mm All walls are same, and hence, same lateral stiffness, k. Centre of mass (CM) will be the geometric centre of the floor slab, i.e., (8.0, 4.0). Centre of rigidity (CR) will be at (6.0, 4.0). EQ Force in X-direction: Because of symmetry in this direction, calculated eccentricity = 0.0 m Design eccentricity, = 0.0 ± 0.1×8 = ±0.8 d e (clause 7.9.2 of Draft IS 1893: (Part1)) Lateral forces in the walls due to translation: = 50.0 kN CT F K = C F K + K C D = 50.0 kN DT F K = D F K + K C D Lateral forces in the walls due to torsional moment: ( ) d F K r Σ i i Fe iR K r i A B C D i i = = , , , 2 8m X where ri is the distance of the shear wall from CR All the walls have same stiffness, KA = KB = KC = KD = k rA= -6.0 m rB= -6.0 m rC= 4.0 m rD= -4.0 m F r k ( ) ( ) 2 + 2 + 2 + 2 AR Fe = A d r r r r k A B C D = - 4.62 kN Similarly, FBR = 4.62 kN FCR = 3.08 kN FDR = -3.08 kN Total lateral forces in the walls: FA = 4.62 kN FB = - 4.62 kN FC = 50+3.08 = 53.08 kN FD = 50-3.08 = 46.92 kN IITK-GSDMA-EQ21 –V2.0 Example 6 /Page 14

671. Examples on IS 1893(Part 1) Similarly, when ed= - 0.8 m, then the lateral forces in the walls will be, FA = - 4.62 kN FB = 4.62 kN FC = 50-3.08 = 46.92 kN FD = 50+3.08 = 53.08kN Design lateral forces in walls C and D are: FC= FD= 53.05 kN EQ Force in Y-direction: Calculated eccentricity= 2.0 m Design eccentricity, e m d = 2.0 + 0.1×16 = 3.6 or e m d = 2.0 − 0.1×16 = 0.4 Lateral forces in the walls due to translation: = 50.0 F K = F K K A kN AT + A B = 50.0 kN BT Lateral force in the walls due to torsional moment: when ed= 3.6 m F K = B F K + K A B F r k = - ( ) ( ) 2 + 2 + 2 + 2 AR Fe = A d r r r r k A B C D 20.77 kN Similarly, FBR = 20.77 kN FCR = 13.85 kN FDR = -13.8 kN Total lateral forces in the walls: FA = 50-20.77= 29.23 kN FB = 50+20.77= 70.77 kN FC = 13.85 kN FD = -13.85 kN Similarly, when ed= 0.4 m, then the total lateral forces in the walls will be, FA = 50-2.31= 47.69 kN FB = 50+2.31= 53.31 kN FC = 1.54 kN FD = - 1.54 kN Maximum forces in walls A and B FA =47.69 kN, FB =70.77 kN Design lateral forces in all the walls are as follows: FA =47.69 kN FB =70.77 kN FC =53.05 kN FD =53.05 kN. IITK-GSDMA-EQ21-V2.0 Example 6/Page 15

672. Examples on IS 1893(Part 1) Example 7 – Design for Anchorage of an Equipment Problem Statement: A 100 kN equipment (Figure 7.1) is to be installed on the roof of a five storey building in Simla (seismic zone IV). It is attached by four anchored bolts, one at each corner of the equipment, embedded in a concrete slab. Floor to floor height of the building is 3.0 m. except the ground storey which is 4.2 m. Determine the shear and tension demands on the anchored bolts during earthquake shaking. p F 1.0 m Anchor bolt p W CG Figure 7.1– Equipment installed at roof Anchor bolt Solution: Zone factor, Z = 0.24 (for zone IV, Table 2 of IS 1893), Height of point of attachment of the equipment above the foundation of the building, x = (4.2 +3.0 × 4) m = 16.2 m, Height of the building, h = 16.2 m, Amplification factor of the equipment, a p = 1 (rigid component, Table 11), Response modification factor Rp = 2.5 (Table 11), Importance factor Ip = 1 (not life safety component, Table 12), Weight of the equipment, Wp = 100 kN 1.5 m The design seismic force Z x a F IW = ⎛ + ⎞ ⎜ ⎟ 1 2 p p pp p h R ⎝ ⎠ 0.24 1 16.2 1.0 (1)(100) 2 16.2 2.5 = ⎛ + ⎞ ⎜ ⎟ ⎝ ⎠ kN = 9.6 kN 0.1 10.0 pW = kN Hence, design seismic force, for the equipment p F =10.0 kN. IITK-GSDMA-EQ21-V2.0 Example 7/Page 16

673. Examples on IS 1893(Part 1) The anchorage of equipment with the building must be designed for twice of this force (Clause 7.13.3.4 of draft IS 1893) Shear per anchor bolt, V = 2Fp/4 =2× 10.0/4 kN =5.0 kN The overturning moment is = 2.0× (10.0 ot M kN)× (1.5m) = 30.0 kN-m The overturning moment is resisted by two anchor bolts on either side. Hence, tension per anchor bolt from overturning is = (30.0) t F kN (1.0)(2) =15.0kN IITK-GSDMA-EQ21-V2.0 Example 7/Page 17

674. Examples on IS 1893(Part 1) Example 8 – Anchorage Design for an Equipment Supported on Vibration Isolator Problem Statement: A 100 kN electrical generator of a emergency power supply system is to be installed on the fourth floor of a 6-storey hospital building in Guwahati (zone V). It is to be mounted on four flexible vibration isolators, one at each corner of the unit, to damp the vibrations generated during the operation. Floor to floor height of the building is 3.0 m. except the ground storey which is 4.2 m. Determine the shear and tension demands on the isolators during earthquake shaking. p W p F CG 1.2 m 0 .8 m Vibration Isolator Figure 8.1 – Electrical generator installed on the floor Solution: Zone factor, Z = 0.36 (for zone V, Table 2 of IS 1893), Height of point of attachment of the generator above the foundation of the building, x = (4.2 + 3.0 × 3) m = 13.2 m, Height of the building, h = (4.2 + 3.0 × 5) m = 19.2 m, Amplification factor of the generator, a p = 2.5 (flexible component, Table 11), Response modification factor Rp = 2.5 (vibration isolator, Table 11), Importance factor Ip = 1.5 (life safety component, Table 12), Weight of the generator, Wp = 100 kN The design lateral force on the generator, Z x a F IW = ⎛ + ⎞ ⎜ ⎟ 1 2 p p pp p h R ⎝ ⎠ IITK-GSDMA-EQ21-V2.0 Example 8/Page 18

675. Examples on IS 1893(Part 1) 0.36 1 13.2 2.5 (1.5)(100) 2 19.2 2.5 = ⎛ + ⎞ ⎜ ⎟ ⎝ ⎠ kN = 45.6 kN 0.1Wp =10.0kN Since the generator is mounted on flexible vibration isolator, the design force is doubled i.e., 2 45.6 p F = × kN = 91.2 kN Shear force resisted by each isolator, V = Fp/4 = 22.8 kN The overturning moment, (91.2 kN) (0.8 m) ot M = × = 73.0 kN-m The overturning moment (Mot) is resisted by two vibration isolators on either side. Therefore, tension or compression on each isolator, ( ) ( )( ) 73.0 1.2 2 t F = kN = 30.4 kN IITK-GSDMA-EQ21-V2.0 Example 8/Page 19

676. Examples on IS 1893(Part 1) Example 9 – Design of a Large Sign Board on a Building Problem Statement: A neon sign board is attached to a 5-storey building in Ahmedabad (seismic zone III). It is attached by two anchors at a height 12.0 m and 8.0 m. From the elastic analysis under design seismic load, it is found that the deflections of upper and lower attachments of the sign board are 35.0 mm and 25.0 mm, respectively. Find the design relative displacement. Solution: Since sign board is a displacement sensitive nonstructural element, it should be designed for seismic relative displacement. Height of level x to which upper connection point is attached, hx = 12.0 m Height of level y to which lower connection point is attached, hy = 8.0 m Deflection at building level x of structure A due to design seismic load determined by elastic analysis = 35.0 mm Deflection at building level y of structure A due to design seismic load determined by elastic analysis = 25.0 mm Response reduction factor of the building R = 5 (special RC moment resisting frame, Table 7) xA δ = 5 x 35 = 175.0 mm yA δ = 5 x 25 = 125.0 mm (i) Dp =δ xA −δ yA = (175.0 – 125.0) mm = 50.0 mm Design the connections of neon board to accommodate a relative motion of 50 mm. (ii) Alternatively, assuming that the analysis of building is not possible to assess deflections under seismic loads, one may use the drift limits (this presumes that the building complies with seismic code). Maximum interstorey drift allowance as per clause 7.11.1 is IS : 1893 is 0.004 times the storey height, i.e., Δ aA = 0.004 h sx aA sx D R h h Δ = ( − ) p x y h =5 (12000.0 – 8000.0)(0.004) mm = 80.0 mm The neon board will be designed to accommodate a relative motion of 80 mm. IITK-GSDMA-EQ21-V2.0 Example 9/Page 20

677. Examples on IS 1893(Part 1) Example: 10 Liquefaction Analysis using SPT data Problem Statement: The measured SPT resistance and results of sieve analysis for a site in Zone IV are indicated in Table 10.1. The water table is at 6m below ground level. Determine the extent to which liquefaction is expected for 7.5 magnitude earthquake. Estimate the liquefaction potential and resulting settlement expected at this location. Table 10.1: Result of the Standard penetration Test and Sieve Analysis Depth (m) N60 Soil Classification Percentage fine 0.75 9 Poorly Graded Sand and Silty Sand (SP-SM) 11 3.75 17 Poorly Graded Sand and Silty Sand (SP-SM) 16 6.75 13 Poorly Graded Sand and Silty Sand (SP-SM) 12 9.75 18 Poorly Graded Sand and Silty Sand (SP-SM) 8 12.75 17 Poorly Graded Sand and Silty Sand (SP-SM) 8 15.75 15 Poorly Graded Sand and Silty Sand (SP-SM) 7 18.75 26 Poorly Graded Sand and Silty Sand (SP-SM) 6 Solution: Site Characterization: This site consists of loose to dense poorly graded sand to silty sand (SP-SM). The SPT values ranges from 9 to 26. The site is located in zone IV. The peak horizontal ground acceleration value for the site will be taken as 0.24g corresponding to zone factor Z = 0.24 Liquefaction Potential of Underlying Soil Step by step calculation for the depth of 12.75m is given below. Detailed calculations for all the depths are given in Table 10.2. This table provides the factor of safety against liquefaction (FSliq), maximum depth of liquefaction below the ground surface, and the vertical settlement of the soil due to liquefaction (Δv). max = 0.24 g a , = 7.5 w M , 18.5 kN /m3 sat γ = , 9.8 kN / m3 w γ = Depth of water level below G.L. = 6.00m Depth at which liquefaction potential is to be evaluated = 12.75m Initial stresses: kPa v σ =12.75×18.5 = 235.9 u (12.75 6.00) 9.8 66.2 kPa 0 = − × = ( ) 235.9 66.2 0 ' = − u = − v v σ σ = 169.7 kPa Stress reduction factor: r = 1− 0.015z = 1− 0.015×12.75 = 0.81 d Critical stress ratio induced by earthquake: a 0.24g max = , = 7.5 w M 0.65 ( / ) ( / ' ) eq maz d v v CSR = × a g × r × σ σ = 0.65× (0.24)× 0.81× (235.9 /169.7) eq CSR = 0.18 Correction for SPT (N) value for overburden pressure: ( ) 60 60 N C N N = × 9.79 (1/ ' )1/ 2 N v C = σ IITK-GSDMA-EQ21-V2.0 Example 10/Page 21

678. Examples on IS 1893(Part 1) = 9.79 (1/169.7)1/ 2 = 0.75 N C ( ) 0.75 17 13 60 N = × = Critical stress ratio resisting liquefaction: For( ) 13 60 N = , fines content of 8% 0.14 7.5 CSR = (Figure F-2) Corrected Critical Stress Ratio Resisting Liquefaction: α σ CSR CSR k k k L 7.5 m = = k m Correction factor for earthquake magnitude other than 7.5 (Figure F-4) =1.00 for = 7.5 w M k α = Correction factor for initial driving static shear (Figure F-6) = 1.00, since no initial static shear kσ = Correction factor for stress level larger than 96 kPa (Figure F-5) = 0.88 = 0.14 ×1×1× 0.88 = 0.12 L CSR Factor of safety against liquefaction: = / = 0.12 / 0.18 = 0.67 L L eq FS CSR CSR Percentage volumetric strain (%ε) For / ( ) α σ CSR CSR k k k eql eq m = = 0.18 / (1x1x0.88) = 0.21 ( ) 13 1 60 N = %ε = 2.10 (from Figure F-8) Liquefaction induced vertical settlement (ΔV): (ΔV) = volumetric strain x thickness of liquefiable level = 2.1× 3.0 /100 = 0.063m = 63mm Summary: Analysis shows that the strata between depths 6m and 19.5m are liable to liquefy. The maximum settlement of the soil due to liquefaction is estimated as 315mm (Table 10.2) Table 10.2: Liquefaction Analysis: Water Level 6.00 m below GL (Units: Tons and Meters) Depth %Fine σ v (kPa) 'v σ (kPa) N60 CN ( )N 60 rd CSReq CSReql CSR7.5 CSRL FSL %ε ΔV 0.75 11.00 13.9 13.9 9.00 2.00 18 0.99 0.15 0.14 0.22 0.25 1.67 - - 3.75 16.00 69.4 69.4 17.00 1.18 20 0.94 0.15 0.14 0.32 0.34 2.27 - - 6.75 12.00 124.9 117.5 13.00 0.90 12 0.90 0.15 0.15 0.13 0.13 0.86 2.30 0.069 9.75 8.00 180.4 143.6 18.00 0.82 15 0.85 0.17 0.18 0.16 0.15 0.88 1.90 0.057 12.75 8.00 235.9 169.7 17.00 0.75 13 0.81 0.18 0.20 0.14 0.12 0.67 2.10 0.063 15.75 7.00 291.4 195.8 15.00 0.70 10 0.76 0.18 0.21 0.11 0.09 0.50 2.50 0.075 18.75 6.00 346.9 221.9 26.00 0.66 17 0.72 0.18 0.22 0.18 0.15 0.83 1.70 0.051 Total Δ 0.315 IITK-GSDMA-EQ21-V2.0 Example 10/Page 22

679. Examples on IS 1893(Part 1) Example: 11 Liquefaction Analysis using CPT data Problem Statement: Prepare a plot of factors of safety against liquefaction versus depth. The results of the cone penetration test (CPT) of 20m thick layer in Zone V are indicated in Table 11.1. Assume the water table to be at a depth of 2.35 m, the unit weight of the soil to be 18 kN/m3 and the magnitude of 7.5. Table 11.1: Result of the Cone penetration Test Depth (m) qc fs Depth (m) c q fs Depth (m) c q fs 0.50 144.31 0.652 7.50 45.46 0.132 14.50 46.60 0.161 1.00 95.49 0.602 8.00 39.39 0.135 15.00 46.77 0.155 1.50 39.28 0.281 8.50 36.68 0.099 15.50 47.58 0.184 2.00 20.62 0.219 9.00 45.30 0.129 16.00 41.99 0.130 2.50 150.93 1.027 9.50 51.05 0.185 16.50 48.94 0.329 3.00 55.50 0.595 10.00 46.39 0.193 17.00 56.69 0.184 3.50 10.74 0.359 10.50 58.05 0.248 17.50 112.90 0.392 4.00 9.11 0.144 11.00 48.94 0.159 18.00 104.49 0.346 4.50 33.69 0.297 11.50 63.75 0.218 18.50 77.75 0.256 5.00 70.69 0.357 12.00 53.93 0.193 19.00 91.58 0.282 5.50 49.70 0.235 12.50 53.60 0.231 19.50 74.16 0.217 6.00 51.43 0.233 13.00 62.39 0.275 20.00 115.02 0.375 6.50 64.94 0.291 13.50 54.58 0.208 7.00 57.24 0.181 14.00 52.08 0.173 Solution: Liquefaction Potential of Underlying Soil Step by step calculation for the depth of 4.5m is given below. Detailed calculations are given in Table 11.2. This table provides the factor of safety against liquefaction (FSliq). The site is located in zone V. The peak horizontal ground acceleration value for the site will be taken as 0.36g corresponding to zone factor Z = 0.36 amax/g = 0.36, Mw=7.5, 8 kN / m3 sat γ = 1 , 9.8 kN / m3 w γ = Depth of water level below G.L. = 2.35m Depth at which liquefaction potential is to be evaluated = 4.5m Initial stresses: kPa v σ = 4.5×18 = 81.00 u (4.5 2.35) 9.8 21.07 kPa 0 = − × = ( u ) kPa v v 81 21.07 59.93 0 σ ' = σ − = − = Stress reduction factor: IITK-GSDMA-EQ21 –V2.0 Example 11 /Page 23

680. Examples on IS 1893(Part 1) r = − z d 1 0.000765 = − × = 1 0.000765 4.5 0.997 Critical stress ratio induced by earthquake: 0.65 ( / ) ( / ' ) eq maz d v v CSR = × a g × r × σ σ ( ) ( ) = × × × eq CSR 0.65 0.36 0.997 81/ 59.93 = 0.32 Corrected Critical Stress Ratio Resisting Liquefaction: α σ CSR CSR k k k L eq m = km = Correction factor for earthquake magnitude other than 7.5 (Figure F-4) =1.00 for Mw = 7.5 k α = Correction factor for initial driving static shear (Figure F-6) =1.00 , since no initial static shear kσ = Correction factor for stress level larger than 96 kPa (Figure F-5) =1.00 = 0.32×1×1×1 = 0.32 L CSR Correction factor for grain characteristics: K I . 1.0 for 164 and = ≤ c c 4 3 2 K = − 0.403 I + 5.581 I − 21.63 I c c c c I I 33.75 17.88 for 1.64 + − M c c The soil behavior type index, I c , is given by I = (3.47 − logQ)2 + (1.22 + log F)2 c ( ) ( ) 2.19 3.47 log 42.19 2 1.22 log 0.903 2 = − + + c I = Where, = ( − )×100 c v F f q σ F = [29.7 /(3369 − 81)]×100 = 0.903 and [( ) ]( )n c v a a v Q = q −σ P P σ ′ [( ) ] ( ) 42.19 3369 81 101.35 101.35 59.93 0.5 = Q = − × ( ) ( ) ( ) 0.403 2.19 4 5.581 2.19 3 21.63 2.19 2 + − = = − + − 33.75(2.19) 17.88 1.64 c K M Normalized Cone Tip Resistance: ( ) ( ) n ( ) c a c N cs c a v q = K P σ ′ q P 1 ( ) ( ) ( ) 1.64 101.35 59.93 0.5 3369 101.35 70.77 q = c 1 N cs = Factor of safety against liquefaction: For ( ) 70.77 1 = c N cs q , CRR =0.11 (Figure F-6) liq L FS = CRR /CSR = 0.11/ 0.32 = 0.34 liq FS Summary: Analysis shows that the strata between depths 0-1m are liable to liquefy under earthquake shaking corresponding to peak ground acceleration of 0.36g. The plot for depth verses factor of safety is shown in Figure 11.1 IITK-GSDMA-EQ21-V2.0 Example 11/Page 24

681. Examples on IS 1893(Part 1) Table 11.2: Liquefaction Analysis: Water Level 2.35 m below GL (Units: kN and Meters) Depth σv σv ' rd qc (kPa) fs (kPa) CSReq CSRL F Q Ic Kc (qc1N)cs CRR FSliq 0.50 9.00 9.00 1.00 14431 65.20 0.23 0.23 0.45 241.91 1.40 1.00 242.06 100.00 434.78 1.00 18.00 18.00 1.00 9549 60.20 0.23 0.23 0.63 159.87 1.63 1.00 160.17 100.00 434.78 1.50 27.00 27.00 1.00 3928 28.10 0.23 0.23 0.72 65.43 1.97 1.27 83.53 0.13 0.57 2.00 36.00 36.00 1.00 2062 21.90 0.23 0.23 1.08 33.54 2.31 1.99 68.04 0.11 0.47 2.50 45.00 43.53 1.00 15093 102.70 0.24 0.24 0.68 226.55 1.53 1.00 227.23 100.00 416.67 3.00 54.00 47.63 1.00 5550 59.50 0.26 0.26 1.08 79.10 2.01 1.31 105.02 0.19 0.73 3.50 63.00 51.73 1.00 1074 35.90 0.28 0.28 3.55 13.96 2.92 5.92 87.81 0.14 0.50 4.00 72.00 55.83 1.00 911 14.40 0.30 0.30 1.72 11.15 2.83 5.01 60.64 0.10 0.33 4.50 81.00 59.93 1.00 3369 29.70 0.32 0.32 0.90 42.19 2.19 1.64 70.77 0.11 0.34 5.00 90.00 64.03 1.00 7069 35.70 0.33 0.33 0.51 86.63 1.79 1.10 96.60 0.16 0.48 5.50 99.00 68.13 1.00 4970 23.50 0.34 0.34 0.48 58.62 1.93 1.22 72.68 0.12 0.35 6.00 108.00 72.23 1.00 5143 23.30 0.35 0.35 0.46 58.85 1.92 1.21 72.45 0.12 0.34 6.50 117.00 76.33 1.00 6494 29.10 0.36 0.36 0.46 72.50 1.83 1.13 83.61 0.13 0.36 7.00 126.00 80.43 0.99 5724 18.10 0.36 0.36 0.32 62.00 1.83 1.13 71.56 0.11 0.31 7.50 135.00 84.53 0.99 4546 13.20 0.37 0.37 0.30 47.66 1.92 1.21 59.46 0.10 0.27 8.00 144.00 88.63 0.99 3939 13.50 0.38 0.38 0.36 40.04 2.02 1.33 55.18 0.10 0.26 8.50 153.00 92.73 0.99 3668 9.90 0.38 0.38 0.28 36.26 2.02 1.33 50.45 0.09 0.24 9.00 162.00 96.83 0.99 4530 12.90 0.39 0.39 0.30 44.09 1.95 1.24 56.79 0.10 0.26 9.50 171.00 100.93 0.75 5105 18.50 0.30 0.30 0.37 48.78 1.95 1.24 62.62 0.10 0.33 10.00 180.00 105.03 0.73 4639 19.30 0.29 0.29 0.43 43.22 2.02 1.33 59.94 0.10 0.34 10.50 189.00 109.13 0.72 5805 24.80 0.29 0.29 0.44 53.40 1.95 1.23 68.16 0.11 0.38 11.00 198.00 113.23 0.71 4894 15.90 0.29 0.29 0.34 43.84 1.98 1.27 58.01 0.10 0.34 11.50 207.00 117.33 0.69 6375 21.80 0.29 0.29 0.35 56.56 1.88 1.17 68.51 0.11 0.38 12.00 216.00 121.43 0.68 5393 19.30 0.28 0.28 0.37 46.67 1.97 1.26 61.23 0.10 0.36 12.50 225.00 125.53 0.67 5360 23.10 0.28 0.28 0.45 45.53 2.01 1.31 62.48 0.10 0.36 13.00 234.00 129.63 0.65 6239 27.50 0.28 0.28 0.46 52.39 1.96 1.25 68.09 0.11 0.39 13.50 243.00 133.73 0.64 5458 20.80 0.27 0.27 0.40 44.79 2.00 1.29 60.67 0.10 0.37 14.00 252.00 137.83 0.63 5208 17.30 0.27 0.27 0.35 41.93 2.00 1.30 57.21 0.10 0.37 14.50 261.00 141.93 0.61 4660 16.10 0.26 0.26 0.37 36.68 2.06 1.39 53.90 0.09 0.35 15.00 270.00 146.03 0.60 4677 15.50 0.26 0.26 0.35 36.23 2.06 1.38 53.24 0.09 0.35 15.50 279.00 150.13 0.59 4758 18.40 0.25 0.25 0.41 36.31 2.08 1.43 55.02 0.10 0.40 16.00 288.00 154.23 0.57 4199 13.00 0.25 0.25 0.33 31.28 2.11 1.47 49.44 0.09 0.36 16.50 297.00 158.33 0.56 4894 32.90 0.25 0.25 0.72 36.29 2.19 1.65 63.63 0.10 0.40 17.00 306.00 162.43 0.55 5669 18.40 0.24 0.24 0.34 41.80 2.00 1.30 57.28 0.10 0.42 17.50 315.00 166.53 0.53 11290 39.20 0.24 0.24 0.36 84.48 1.73 1.06 91.71 0.15 0.63 18.00 324.00 170.63 0.52 10449 34.60 0.23 0.23 0.34 76.99 1.75 1.07 85.35 0.14 0.61 18.50 333.00 174.73 0.51 7775 25.60 0.23 0.23 0.34 55.92 1.88 1.17 68.46 0.11 0.48 19.00 342.00 178.83 0.49 9158 28.20 0.22 0.22 0.32 65.48 1.81 1.11 75.57 0.12 0.55 19.50 351.00 182.93 0.48 7416 21.70 0.22 0.22 0.31 51.89 1.89 1.18 64.35 0.10 0.45 20.00 360.00 187.03 0.47 11502 37.50 0.21 0.21 0.34 80.93 1.73 1.06 88.47 0.14 0.67 IITK-GSDMA-EQ21-V2.0 Example 11/Page 25

682. Examples on IS 1893(Part 1) 0 3 5 8 10 13 15 18 20 Factor of Safety 0.0 0.5 1.0 1.5 2.0 Depth (m) Figure 11.1: Factor of Safety against Liquefaction IITK-GSDMA-EQ21-V2.0 Example 11/Page 26

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