Explanatory Examples on Indian Seismic Code IS 1893 (Part I)


 Jasper Dennis
 2 years ago
 Views:
Transcription
1 Doument No. :: IITKGSDMAEQ1V.0 inal Report :: A  Earthquake Codes IITKGSDMA Projet on Building Codes Explanatory Examples on Indian Seismi Code IS 1893 (Part I) by Dr. Sudhir K Jain Department of Civil Engineering Indian Institute of Tehnology Kanpur Kanpur
2 The solved examples inluded in this doument are based on a draft ode being developed under IITKGSDMA Projet on Building Codes. The draft ode is available at GSDMA.htm (doument number IITKGSDMAEQ05V3.0). This doument has been developed through the IITKGSDMA Projet on Building Codes. The views and opinions expressed are those of the authors and not neessarily of the GSDMA, the World Bank, IIT Kanpur, or the Bureau of Indian Standards. Comments and feedbaks may please be forwarded to: Prof. Sudhir K Jain, Dept. of Civil Engineering, IIT Kanpur, Kanpur 08016,
3 CONTENTS Sl. No Title Page No. 1. Calulation of Design Seismi ore by Stati Analysis Method 4. Calulation of Design Seismi ore by Dynami Analysis Method 7 3. Loation of Centre of Mass Loation of Centre of Stiffness Lateral ore Distribution as per Torsion Provisions of IS (Part I) 1 6. Lateral ore Distribution as per New Torsion Provisions Design for Anhorage of an Equipment Anhorage Design for an Equipment Supported on Vibration Isolator Design of a Large Sign Board on a Building Liquefation Analysis Using SPT Data Liquefation Analysis Using CPT Data 3 IITKGSDMAEQ1V.0
4 Example 1 Calulation of Design Seismi ore by Stati Analysis Method Problem Statement: Consider a fourstorey reinfored onrete offie building shown in ig The building is loated in Shillong (seismi zone V). The soil onditions are medium stiff and the entire building is supported on a raft foundation. The R. C. frames are infilled with brikmasonry. The lumped weight due to dead loads is 1 kn/m on floors and 10 kn/m on the roof. The floors are to ater for a live load of 4 kn/m on floors and 1.5 kn/m on the roof. Determine design seismi load on the struture as per new ode. [Problem adopted from Jain S.K, A Proposed Draft for IS:1893 Provisions on Seismi Design of Buildings; Part II: Commentary and Examples, Journal of Strutural Engineering, Vol., No., July 1995, pp ] y (1) () (3) (4) (5) (A) (B) 5000 (C) 5000 PLAN (D) x ELEVATION igure 1.1 Building onfiguration IITKGSDMAEQ1V.0 Example 1/Page 4
5 Solution: Design Parameters: or seismi zone V, the zone fator Z is 0.36 (Table of IS: 1893). Being an offie building, the importane fator, I, is 1.0 (Table 6 of IS: 1893). Building is required to be provided with moment resisting frames detailed as per IS: Hene, the response redution fator, R, is 5. (Table 7 of IS: 1893 Part 1) Seismi Weights: The floor area is sq. m. Sine the live load lass is 4kN/sq.m, only 50% of the live load is lumped at the floors. At roof, no live load is to be lumped. Hene, the total seismi weight on the floors and the roof is: loors: W 1 W W ( ) 4,00 kn Roof: W ,000 kn (lause7.3.1, Table 8 of IS: 1893 Part 1) Total Seismi weight of the struture, W ΣW i 3 4,00 + 3,000 15,600 kn undamental Period: Lateral load resistane is provided by moment resisting frames infilled with brik masonry panels. Hene, approximate fundamental natural period: (Clause of IS: 1893 Part 1) 0.09(13.8) / se The building is loated on Type II (medium soil). S rom ig. of IS: 1893, for T0.8 se, a g.5 ZI S A h a R g (Clause 6.4. of IS: 1893 Part 1) Design base shear VB A h W ,600 1,440 kn (Clause of IS: 1893 Part 1) ore Distribution with Building Height: The design base shear is to be distributed with height as per lause Table 1.1 gives the alulations. ig. 1.(a) shows the design seismi fore in Xdiretion for the entire building. EL in YDiretion: T Sa 0.09h.5; g A h 0.09 d 0.09(13.8) / 0.3 se 15 Therefore, for this building the design seismi fore in Ydiretion is same as that in the X diretion. ig. 1.(b) shows the design seismi fore on the building in the Ydiretion. EL in XDiretion: T 0.09h / d IITKGSDMAEQ1V.0 Example 1/Page 5
6 Storey Level Table 1.1 Lateral Load Distribution with Height by the Stati Method W i ( kn ) h i (m) W i h i (1000) Wihi W h i i Lateral ore at i th Level for EL in diretion (kn) 4 3, , , , Σ 1, ,000 1,440 1,440 X Y igure Design seismi fore on the building for (a) Xdiretion, and (b) Ydiretion. IITKGSDMAEQ1V.0 Example 1/Page 6
7 Example Calulation of Design Seismi ore by Dynami Analysis Method Problem Statement: or the building of Example 1, the dynami properties (natural periods, and mode shapes) for vibration in the Xdiretion have been obtained by arrying out a free vibration analysis (Table.1). Obtain the design seismi fore in the Xdiretion by the dynami analysis method outlined in l and distribute it with building height. Table.1 ree Vibration Properties of the building for vibration in the XDiretion Mode 1 Mode Mode 3 Natural Period (se) Mode Shape Roof rd loor nd loor st loor [Problem adopted from, Jain S.K, A Proposed Draft for IS: 1893 Provisions on Seismi Design of Buildings; Part II: Commentary and Examples, Journal of Strutural Engineering, Vol., No., July 1995, pp.7390] Solution: Storey Level i Table.  Calulation of modal mass and modal partiipation fator (lause ) Weight W i kn Mode 1 Mode Mode 3 ( ) 4 3, ,000 3, ,000 3, ,000 3, , ,797 3, ,490,900 4, ,007, ,944, ,411 1, , , ,868 3, ,67 4,335 Σ 15,600 11,656 9,40 ,905 8,8 1,366 11,60 [ wi φik ] g wi φik 11,656 14,450kN, kN 1, kN M k 9,40g g 8,8g g 11,60g g 14,45,000 kg 95,700 kg 16,100 kg % of Total weight 9.6% 6.1% 1.0% P k w φ i i ik ik w φ 11, ,40, ,8 39 1, ,60 It is seen that the first mode exites 9.6% of the total mass. Hene, in this ase, odal requirements on number of modes to be onsidered suh that at least 90% of the total mass is exited, will be satisfied by onsidering the first mode of vibration only. However, for illustration, solution to this example onsiders the first three modes of vibration. The lateral load Q ik ating at i th floor in the k th mode is Q ik A φ hk ik P k W i IITKGSDMAEQ1V.0 Example /Page 7
8 (lause of IS: 1893 Part 1) The value of A hk for different modes is obtained from lause Mode 1: T se; 1.0 ( S a / g) 1.16 ; 0.86 ZI A h1 ( S a / g) R (1.16) 5 Q i1 Mode : T 0.65 se; ( S a / g).5 ; φ W i1 i ZI A h ( S a / g) R (.5) ( 0.39) φ Q i1 Mode 3: T se; ( S a / g).5 ; i ZI A h3 ( S a / g) R (.5) (0.118) φ Q i3 i3 W W Table.3 summarizes the alulation of lateral load at different floors in eah mode. i i Table.3 Lateral load alulation by modal analysis method (earthquake in Xdiretion) loor Level i Weight W i ( ) kn i1 Mode 1 Mode Mode 3 φ Q i1 V i1 φ i Q i V i φ i3 Q i3 i3 4 3, , , , V Sine all of the modes are well separated (lause 3.), the ontribution of different modes is ombined by the SRSS (square root of the sum of the square) method V 4 [(155.5) + (88.8) + (31.9) ] 1/ 18 kn V 3 [(35.3) + (115.6) + (5.) ] 1/ 371 kn V [(508.) + (8.4) + (30.8) ] 1/ 510 kn V 1 [(604.) + (86.) + (14.6) ] 1/ 610 kn (Clause a of IS: 1893 Part 1) The externally applied design loads are then obtained as: Q 4 V 4 18 kn Q 3 V 3 V kn Q V V kn Q 1 V 1 V kn (Clause f of IS: 1893 Part 1) Clause 7.8. requires that the base shear obtained by dynami analysis (V B 610 kn) be ompared with that obtained from empirial fundamental period as per Clause 7.6. If V B is less than that from empirial value, the response quantities are to be saled up. We may interpret base shear alulated using a fundamental period as per 7.6 in two ways: 1. We alulate base shear as per Cl This was done in the previous example for the same building and we found the base shear as 1,404 kn. Now, dynami analysis gives us base shear of 610 kn whih is lower. Hene, all the response quantities are to be saled up in the ratio (1,404/610.30). Thus, the seismi fores obtained above by dynami analysis should be saled up as follows: Q kn Q kn Q kn IITKGSDMAEQ1V.0 Example /Page 8
9 Q kn. We may also interpret this lause to mean that we redo the dynami analysis but replae the fundamental time period value by T a ( 0.8 se). In that ase, for mode 1: T se; ( S a / g).5 ; A h1 ZI ( S a / g) R 0.09 Modal mass times A h1 14, ,300 kn Base shear in modes and 3 is as alulated earlier: Now, base shear in first mode of vibration 1300 kn, 86. kn and 14.6 kn, respetively. Total base shear by SRSS loor Level i Q (stati) 14.6 Table.4 Base shear at different storeys Q (dynami, saled) Storey Shear V (stati) 1,303 kn Notie that most of the base shear is ontributed by first mode only. In this interpretation of Cl 7.8., we need to sale up the values of response quantities in the ratio (1,303/610.14). or instane, the external seismi fores at floor levels will now be: Q kn Q kn Q kn Q kn Clearly, the seond interpretation gives about 10% lower fores. We ould make either interpretation. Herein we will proeed with the values from the seond interpretation and ompare the design values with those obtained in Example 1 as per stati analysis: Storey ShearV (dynami, saled) Storey Moment, M (Stati) Storey Moment, M (Dynami) kn 389 kn 611 kn 389 kn 1,907 knm 1,45 knm kn 404 kn 1,115kN 793 kn 5,386 knm 3,78 knm 97 kn 97 kn 1,41kN 1,090 kn 9.63 knm 7,70 knm 1 79 kn 14 kn 1,491 kn 1,304 kn 15,530 knm 1,750 knm Notie that even though the base shear by the stati and the dynami analyses are omparable, there is onsiderable differene in the lateral load distribution with building height, and therein lies the advantage of dynami analysis. or instane, the storey moments are signifiantly affeted by hange in load distribution. IITKGSDMAEQ1V.0 Example /Page 9
10 Example 3 Loation of Centre of Mass Problem Statement: Loate entre of mass of a building having nonuniform distribution of mass as shown in the figure m 4 m 100 kg/m 1000 kg/m 8 m A 0 m igure 3.1 Plan Solution: Let us divide the roof slab into three retangular parts as shown in figure.1 4 m 10 m 100 kg/m I 1000 kg/m II III 8 m ( ) 6 + ( ) 6 + ( ) Y ( ) + ( ) + ( ) 4.1 m Hene, oordinates of entre of mass are (9.76, 4.1) 0 m igure 3. Mass of part I is 100 kg/m, while that of the other two parts is 1000 kg/m.. Let origin be at point A, and the oordinates of the entre of mass be at (X, Y) ( ) 5 + ( ) 15 + ( ) 10 X ( ) + ( ) + ( ) 9.76 m IITKGSDMAEQ1 V.0 Example 3 /Page10
11 Example 4 Loation of Centre of Stiffness Problem Statement: The plan of a simple one storey building is shown in figure 3.1. All olumns and beams are same. Obtain its entre of stiffness. 5 m 5 m 5 m 5 m 10 m igure 4.1 Plan Solution: In the Xdiretion there are three idential frames loated at uniform spaing. Hene, the y oordinate of entre of stiffness is loated symmetrially, i.e., at 5.0 m from the left bottom orner. In the Ydiretion, there are four idential frames having equal lateral stiffness. However, the spaing is not uniform. Let the lateral stiffness of eah transverse frame be k, and oordinating of enter of stiffness be (X, Y). X k 0 + k 5 + k 10 + k m k + k + k + k Hene, oordinates of entre of stiffness are (8.75, 5.0). IITKGSDMAEQ1 V.0 Example 4 /Page11
12 Example 5 Lateral ore Distribution as per Torsion Provisions of IS (Part 1) Problem Statement: Consider a simple onestorey building having two shear walls in eah diretion. It has some gravity olumns that are not shown. All four walls are in M5 grade onrete, 00 thik and 4 m long. Storey height is 4.5 m. loor onsists of astinsitu reinfored onrete. Design shear fore on the building is 100 kn in either diretion. Compute design lateral fores on different shear walls using the torsion provisions of 00 edition of IS 1893 (Part 1). Y m 4m 4m C 4m A B 8m D 16m X igure 5.1 Plan Solution: Grade of onrete: M5 E N/mm Storey height h 4500 m Thikness of wall t 00 mm Length of walls L 4000 mm All walls are same, and hene, spaes have same lateral stiffness, k. Centre of mass (CM) will be the geometri entre of the floor slab, i.e., (8.0, 4.0). Centre of rigidity (CR) will be at (6.0, 4.0). EQ ore in Xdiretion: Beause of symmetry in this diretion, alulated eentriity 0.0 m Design eentriity: e d , and e d (Clause 7.9. of IS 1893:00) Lateral fores in the walls due to translation: KC CT 50.0 K + K kn C D K D DT 50.0 K + K kn C D Lateral fores in the walls due to torsional moment: K iri ir ( ed ) K r i i i A, B, C, D where r i is the distane of the shear wall from CR. All the walls have same stiffness, K A K B K C K D k, and r A 6.0 m r B 6.0 m IITKGSDMAEQ1 V.0 Example 5 /Page 1
13 r C 4.0 m r D 4.0 m, and e ±0. 4 m d Therefore, r ( e ) A AR d ( ra + rb + rc + rd ) k k ±. 31kN Similarly, BR ±. 31kN CR ± kn DR ± kn Total lateral fores in the walls due to seismi load in X diretion: A.31 kn B.31 kn C Max (50 ± ) kn D Max (50 ± ) kn EQ ore in Ydiretion: Calulated eentriity.0 m Design eentriity: ed m or m Lateral fores in the walls due to translation: K A 50.0 K + K AT kn A B K B BT 50.0 K + K kn A B Lateral fore in the walls due to torsional moment: when e d 3.8 m r k kn ( e ) A AR d ( ra + rb + rc + rd ) k Similarly, BR 1.9 kn CR kn DR 14.6 kn Total lateral fores in the walls: A kn B kn C kn D 14.6 kn Similarly, when e d 1. m, then the total lateral fores in the walls will be, A kn B kn C kn D 4.6 kn Maximum fores in walls due to seismi load in Y diretion: A Max (8.08, 43.07) kn; B Max (71.9, 56.93) 71.9 kn; C Max (14.6, 4.6) 14.6 kn; D Max (14.6, 4.6) 14.6 kn; Combining the fores obtained from seismi loading in X and Y diretions: A kn B 71.9 kn C kn D kn. However, note that lause also states that However, negative torsional shear shall be negleted. Hene, wall A should be designed for not less than 50 kn. IITKGSDMAEQ1V.0 Example 5/Page 13
14 Example 6 Lateral ore Distribution as per New Torsion Provisions Problem Statement: or the building of example 5, ompute design lateral fores on different shear walls using the torsion provisions of revised draft ode IS 1893 (part 1), i.e., IITKGSDMAEQ05V.0. Y m 4m 6m 4m C 4m A B 8m D 16m X igure 6.1 Plan Solution: Grade of onrete: M5 E N/mm Storey height h 4500 m Thikness of wall t 00 mm Length of walls L 4000 mm All walls are same, and hene, same lateral stiffness, k. Centre of mass (CM) will be the geometri entre of the floor slab, i.e., (8.0, 4.0). Centre of rigidity (CR) will be at (6.0, 4.0). EQ ore in Xdiretion: Beause of symmetry in this diretion, alulated eentriity 0.0 m Design eentriity, e d 0.0 ± ± 0. 8 (lause 7.9. of Draft IS 1893: (Part1)) Lateral fores in the walls due to translation: K C 50.0 K + K CT kn C D K D 50.0 K + K DT kn C D Lateral fores in the walls due to torsional moment: ir K r i i K iri i A, B, C, D ( e ) d where r i is the distane of the shear wall from CR All the walls have same stiffness, K A K B K C K D k r A 6.0 m r B 6.0 m r C 4.0 m r D 4.0 m r A ( ) ( e ) r + r + r + r k AR d A B C D kn Similarly, BR 4.6 kn CR 3.08 kn DR kn Total lateral fores in the walls: A 4.6 kn B kn C kn D kn k IITKGSDMAEQ1 V.0 Example 6 /Page 14
15 Similarly, when e d m, then the lateral fores in the walls will be, A kn B 4.6 kn C kn D kN Design lateral fores in walls C and D are: C D kn EQ ore in Ydiretion: Calulated eentriity.0 m Design eentriity, e d m or e d m Lateral fores in the walls due to translation: K A 50.0 K + K AT kn A B K B 50.0 K + K BT kn A B Lateral fore in the walls due to torsional moment: when e d 3.6 m r k kn ( e ) A AR d ( ra + rb + rc + rd ) k Similarly, BR 0.77 kn CR kn DR kn Total lateral fores in the walls: A kn B kn C kn D kn Similarly, when e d 0.4 m, then the total lateral fores in the walls will be, A kn B kn C 1.54 kn D kn Maximum fores in walls A and B A kn, B kn Design lateral fores in all the walls are as follows: A kn B kn C kn D kn. IITKGSDMAEQ1V.0 Example 6/Page 15
16 Example 7 Design for Anhorage of an Equipment Problem Statement: A 100 kn equipment (igure 7.1) is to be installed on the roof of a five storey building in Simla (seismi zone IV). It is attahed by four anhored bolts, one at eah orner of the equipment, embedded in a onrete slab. loor to floor height of the building is 3.0 m. exept the ground storey whih is 4. m. Determine the shear and tension demands on the anhored bolts during earthquake shaking. W p p CG 1.5 m Anhor bolt 1.0 m Anhor bolt igure 7.1 Equipment installed at roof Solution: Zone fator, Z 0.4 (for zone IV, Table of IS 1893), Height of point of attahment of the equipment above the foundation of the building, x ( ) m 16. m, Height of the building, h 16. m, Amplifiation fator of the equipment, a p 1 (rigid omponent, Table 11), Response modifiation fator R p.5 (Table 11), Importane fator I p 1 (not life safety omponent, Table 1), Weight of the equipment, W p 100 kn The design seismi fore Z x ap p 1+ IpWp h R kn < 0.1W 10.0kN p p ()( ) kn Hene, design seismi fore, for the equipment p 10.0 kn. IITKGSDMAEQ1V.0 Example 7/Page 16
17 The anhorage of equipment with the building must be designed for twie of this fore (Clause of draft IS 1893) Shear per anhor bolt, V p /4 10.0/4 kn 5.0 kn The overturning moment is M.0 (10.0 kn) (1. 5 m) ot 30.0 knm The overturning moment is resisted by two anhor bolts on either side. Hene, tension per anhor bolt from overturning is t (30.0) kn (1.0)() 15.0kN IITKGSDMAEQ1V.0 Example 7/Page 17
18 Example 8 Anhorage Design for an Equipment Supported on Vibration Isolator Problem Statement: A 100 kn eletrial generator of a emergeny power supply system is to be installed on the fourth floor of a 6storey hospital building in Guwahati (zone V). It is to be mounted on four flexible vibration isolators, one at eah orner of the unit, to damp the vibrations generated during the operation. loor to floor height of the building is 3.0 m. exept the ground storey whih is 4. m. Determine the shear and tension demands on the isolators during earthquake shaking. W p Vibration Isolator p CG 0.8 m 1. m igure 8.1 Eletrial generator installed on the floor Solution: Zone fator, Z 0.36 (for zone V, Table of IS 1893), Height of point of attahment of the generator above the foundation of the building, x ( ) m 13. m, Height of the building, h ( ) m 19. m, Amplifiation fator of the generator, a p.5 (flexible omponent, Table 11), Response modifiation fator R p.5 (vibration isolator, Table 11), Importane fator I p 1.5 (life safety omponent, Table 1), Weight of the generator, W p 100 kn The design lateral fore on the generator, Z x ap p 1+ IpWp h R p IITKGSDMAEQ1V.0 Example 8/Page 18
19 ( 1.5)( 100) kn kn 0.1Wp 10.0kN Sine the generator is mounted on flexible vibration isolator, the design fore is doubled i.e., 45.6 kn p 91. kn Shear fore resisted by eah isolator, V p /4.8 kn The overturning moment, M 91. kn 0.8 m ot ( ) ( ) 73.0 knm The overturning moment (M ot ) is resisted by two vibration isolators on either side. Therefore, tension or ompression on eah isolator, t ( 73.0) ( 1.)( ) 30.4 kn kn IITKGSDMAEQ1V.0 Example 8/Page 19
20 Example 9 Design of a Large Sign Board on a Building Problem Statement: A neon sign board is attahed to a 5storey building in Ahmedabad (seismi zone III). It is attahed by two anhors at a height 1.0 m and 8.0 m. rom the elasti analysis under design seismi load, it is found that the defletions of upper and lower attahments of the sign board are 35.0 mm and 5.0 mm, respetively. ind the design relative displaement. Solution: Sine sign board is a displaement sensitive nonstrutural element, it should be designed for seismi relative displaement. Height of level x to whih upper onnetion point is attahed, h x 1.0 m Height of level y to whih lower onnetion point is attahed, h y 8.0 m Defletion at building level x of struture A due to design seismi load determined by elasti analysis 35.0 mm Defletion at building level y of struture A due to design seismi load determined by elasti analysis 5.0 mm Response redution fator of the building R 5 (speial RC moment resisting frame, Table 7) δ xa 5 x mm δ ya 5 x mm (i) Dp δ xa δ ya ( ) mm 50.0 mm Design the onnetions of neon board to aommodate a relative motion of 50 mm. (ii) Alternatively, assuming that the analysis of building is not possible to assess defletions under seismi loads, one may use the drift limits (this presumes that the building omplies with seismi ode). Maximum interstorey drift allowane as per lause is IS : 1893 is times the storey height, i.e., Δ aa h sx D p Δ R( hx hy ) h aa sx 5 ( )(0.004) mm 80.0 mm The neon board will be designed to aommodate a relative motion of 80 mm. IITKGSDMAEQ1V.0 Example 9/Page 0
21 Example: 10 Liquefation Analysis using SPT data Problem Statement: Examples on IS 1893(Part 1) The measured SPT resistane and results of sieve analysis for a site in Zone IV are indiated in Table The water table is at 6m below ground level. Determine the extent to whih liquefation is expeted for 7.5 magnitude earthquake. Estimate the liquefation potential and resulting settlement expeted at this loation. Table 10.1: Result of the Standard penetration Test and Sieve Analysis Depth N 60 Soil Classifiation Perentage (m) fine 0.75 Poorly Graded Sand and Silty Sand 11 9 (SPSM) Poorly Graded Sand and Silty Sand (SPSM) Poorly Graded Sand and Silty Sand (SPSM) Poorly Graded Sand and Silty Sand (SPSM) Poorly Graded Sand and Silty Sand (SPSM) Poorly Graded Sand and Silty Sand (SPSM) Poorly Graded Sand and Silty Sand (SPSM) 6 Solution: Site Charaterization: This site onsists of loose to dense poorly graded sand to silty sand (SPSM). The SPT values ranges from 9 to 6. The site is loated in zone IV. The peak horizontal ground aeleration value for the site will be taken as 0.4g orresponding to zone fator Z 0.4 Liquefation Potential of Underlying Soil Step by step alulation for the depth of 1.75m is given below. Detailed alulations for all the depths are given in Table 10.. This table provides the fator of safety against liquefation (S liq ), maximum depth of liquefation below the ground surfae, and the vertial settlement of the soil due to liquefation (Δ v ). amax 0.4 g, M 7. 5, 3 γ sat 18.5 kn / m, w γ w 9.8 kn / m Depth of water level below G.L. 6.00m Depth at whih liquefation potential is to be 3 evaluated 1.75m Initial stresses: σ v kpa u ( ) kpa σ 0 ( ) u ' v σ v kpa Stress redution fator: r d z Critial stress ratio indued by earthquake: amax 0. 4g, M 7. 5 CSR eq w ' ( a / g) r ( σ / σ ) 0.65 maz d v v ( 0.4) 0.81 ( 35.9 /169.7) CSR eq Corretion for SPT (N) value for overburden pressure: ( N ) C N 60 C N 60 N ' ( 1/ σ ) 1/ 9.79 v IITKGSDMAEQ1V.0 Example 10/Page 1
22 igure  (for SPT data) igure  (for CPT data: in fator of safety alulation in olumn of page 4 this figure is wrongly ited as 6) igure 4 provides a plot for k m. Algebraially, the relationship is simply k m 10 k m M w subjeted to igure 6 igure 5 igure 8 IITKGSDMAEQ1V.0 Example 10/Page 1 A
23 C N 9.79 ( 1/169.7) 1/ ( N ) Critial stress ratio resisting liquefation: N, fines ontent of 8 % or ( ) CSR 0.14 (igure ) 7.5 Correted Critial Stress Ratio Resisting Liquefation: CSR CSR L 7. 5 k m k α k σ k m Corretion fator for earthquake magnitude other than 7.5 (igure 4) 1.00 for M 7. 5 w k α Corretion fator for initial driving stati shear (igure 6) 1.00, sine no initial stati shear k σ Corretion fator for stress level larger than 96 kpa (igure 5) 0.88 CSR L ator of safety against liquefation: S L CSRL eq Examples on IS 1893(Part 1) / CSR 0.1 / Perentage volumetri strain (%ε) or CSR CSR ( k k α k ) eql ( N ) eq / m σ 0.18 / (1x1x0.88) 0.1 % ε.10 (from igure 8) Liquefation indued vertial settlement (ΔV): (ΔV) volumetri strain x thikness of liquefiable level / m 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 liquefation is estimated as 315mm (Table 10.) Table 10.: Liquefation Analysis: Water Level 6.00 m below GL (Units: Tons and Meters) Depth %ine σ v (kpa) ' σ v (kpa) N 60 N C ( ) 60 N r d CSR eq CSR eql CSR 7.5 CSR L S L % ε ΔV Total Δ IITKGSDMAEQ1V.0 Example 10/Page
24 Example: 11 Liquefation Analysis using CPT data Problem Statement: Prepare a plot of fators of safety against liquefation versus depth. The results of the one penetration test (CPT) of 0m thik layer in Zone V are indiated in Table Assume the water table to be at a depth of.35 m, the unit weight of the soil to be 18 kn/m 3 and the magnitude of 7.5. Table 11.1: Result of the Cone penetration Test Depth (m) q f s Depth (m) q f s Depth (m) q f s Solution: Liquefation Potential of Underlying Soil Step by step alulation for the depth of 4.5m is given below. Detailed alulations are given in Table 11.. This table provides the fator of safety against liquefation (S liq ). The site is loated in zone V. The peak horizontal ground aeleration value for the site will be taken as 0.36g orresponding to zone fator Z 0.36 a max /g 0.36, M w 7.5, 3 γ sat 18 kn / m, γ w 9.8 kn / m Depth of water level below G.L..35m Depth at whih liquefation potential is to be evaluated 4.5m Initial stresses: σ v kpa u (4.5.35) kpa σ 0 ( u ) kpa ' v σ v 0 93 Stress redution fator: 3 IITKGSDMAEQ1 V.0 Example 11 /Page 3
25 r d z Critial stress ratio indued by earthquake: CSR eq ' ( a / g) r ( σ / σ ) 0.65 maz d v v CSR eq ( 0.36) ( 81/ 59.93) Correted Critial Stress Ratio Resisting Liquefation: CSR L CSR eq k m k α k σ k m Corretion fator for earthquake magnitude other than 7.5 (igure 4) 1.00 for M 7. 5 w k α Corretion fator for initial driving stati shear (igure 6) 1.00, sine no initial stati shear k σ Corretion fator for stress level larger than 96 kpa (igure 5) CSR L Corretion fator for grain harateristis: K K M I I 4 for I I and I for I > 1.64 Q Q K M [( q σ ) P ]( P σ ) n v a a Examples on IS 1893(Part 1) [( ) ] ( ) v 4 3 (.19) (.19) 1.63(.19) (.19) Normalized Cone Tip Resistane: n ( q ) K ( P σ ) ( q P ) 1 N s a v 0.5 ( ) 1.64( ) ( ) q 1N s ator of safety against liquefation: q 1 70., or ( ) 77 N s CRR 0.11 (igure 6) S CRR / S liq liq CSR L Summary: 0.11/ Analysis shows that the strata between depths 01m are liable to liquefy under earthquake shaking orresponding to peak ground aeleration of 0.36g. The plot for depth verses fator of safety is shown in igure 11.1 a 0.5 The soil behavior type index, I, is given by ( 3.47 log Q) + ( 1. log ) I + I.19 ( 3.47 log 4.19) + ( 1. + log 0.903) Where, ( ) 100 σ f q v [ 9.7 /( ) ] and IITKGSDMAEQ1V.0 Example 11/Page 4
26 Table 11.: Liquefation Analysis: Water Level.35 m below GL (Units: kn and Meters) Depth σ v σ v ' r d q (kpa) fs (kpa) CSR eq CSR L Q I K (q1n)s CRR S liq IITKGSDMAEQ1V.0 Example 11/Page 5
In order to be able to design beams, we need both moments and shears. 1. Moment a) From direct design method or equivalent frame method
BEAM DESIGN In order to be able to design beams, we need both moments and shears. 1. Moment a) From diret design method or equivalent frame method b) From loads applied diretly to beams inluding beam weight
More informationCHAPTER J DESIGN OF CONNECTIONS
J1 CHAPTER J DESIGN OF CONNECTIONS INTRODUCTION Chapter J of the addresses the design and heking of onnetions. The hapter s primary fous is the design of welded and bolted onnetions. Design requirements
More informationFig. 1.1 Rectangular foundation plan.
Footings Example 1 Design of a square spread footing of a sevenstory uilding Design and detail a typial square spread footing of a six ay y five ay sevenstory uilding, founded on stiff soil, supporting
More informationChapter 1: Introduction
Chapter 1: Introdution 1.1 Pratial olumn base details in steel strutures 1.1.1 Pratial olumn base details Every struture must transfer vertial and lateral loads to the supports. In some ases, beams or
More informationEarthquake Loss for Reinforced Concrete Building Structures Before and After Fire damage
Earthquake Loss for Reinfored Conrete Building Strutures Before and After Fire damage PaiMei LIU, YiHsuan Tu and MawShyong SHEU 3 ABSTRACT The purpose of this paper is to propose a rational analytial
More informationBEARING CAPACITY OF SOIL
BEARING CAPACITY OF SOIL Dr. S. K. Prasad Professor of Civil Engineering S. J. College of Engineering, Mysore 7.0 Syllabus. Definition of ultimate, net and safe bearing apaities, Allowable bearing pressure
More informationSHAFTS: TORSION LOADING AND DEFORMATION
ECURE hird Edition SHAFS: ORSION OADING AND DEFORMAION A. J. Clark Shool of Engineering Department of Civil and Environmental Engineering 6 Chapter 3.13.5 by Dr. Ibrahim A. Assakkaf SPRING 2003 ENES 220
More informationWATER CLOSET SUPPORTS TECHNICAL DATA
WATER CLOSET SUPPORTS TECHNICAL DATA Smith engineers have developed an unusually omplete line of fixture supports for mounting all types of "off the floor" fixtures. Supports have been designed for water
More informationarxiv:astroph/0304006v2 10 Jun 2003 Theory Group, MS 50A5101 Lawrence Berkeley National Laboratory One Cyclotron Road Berkeley, CA 94720 USA
LBNL52402 Marh 2003 On the Speed of Gravity and the v/ Corretions to the Shapiro Time Delay Stuart Samuel 1 arxiv:astroph/0304006v2 10 Jun 2003 Theory Group, MS 50A5101 Lawrene Berkeley National Laboratory
More informationSUBSTRUCTURE EXAMPLE. Full Height Abutment on Spread Footing
SUBSTRUCTURE EXAMPLE Full Height Abutment on Spread Footing This example illustrates the design of a full height abutment on spread footings for a single span astinplae posttensioned onrete box girder
More information) ( )( ) ( ) ( )( ) ( ) ( ) (1)
OPEN CHANNEL FLOW Open hannel flow is haraterized by a surfae in ontat with a gas phase, allowing the fluid to take on shapes and undergo behavior that is impossible in a pipe or other filled onduit. Examples
More informationTheory of linear elasticity. I assume you have learned the elements of linear
Physial Metallurgy Frature mehanis leture 1 In the next two letures (Ot.16, Ot.18), we will disuss some basis of frature mehanis using ontinuum theories. The method of ontinuum mehanis is to view a solid
More informationRelativity in the Global Positioning System
Relativity in the Global Positioning System Neil Ashby Department of Physis,UCB 390 University of Colorado, Boulder, CO 8030900390 NIST Affiliate Email: ashby@boulder.nist.gov July 0, 006 AAPT workshop
More information17. Shaft Design. Introduction. Torsion of circular shafts. Torsion of circular shafts. Standard diameters of shafts
Objetives 17. Shaft Design Compute fores ating on shafts from gears, pulleys, and sprokets. ind bending moments from gears, pulleys, or sprokets that are transmitting loads to or from other devies. Determine
More informationJournal of Engineering Science and Technology Review 6 (5) (2013) 143148. Research Article
Jestr Journal o Engineering Siene and Tehnology Review 6 (5) (13) 143148 Researh Artile JOURNAL OF Engineering Siene and Tehnology Review www.jestr.org Numerial Analyses on Seismi Behaviour o Conreteilled
More informationEffects of InterCoaching Spacing on Aerodynamic Noise Generation Inside Highspeed Trains
Effets of InterCoahing Spaing on Aerodynami Noise Generation Inside Highspeed Trains 1 J. Ryu, 1 J. Park*, 2 C. Choi, 1 S. Song Hanyang University, Seoul, South Korea 1 ; Korea Railroad Researh Institute,
More informationREINFORCED CONCRETE BEAMS: TBEAMS AND DOUBLY REINFORCED BEAMS
CHAPTER Reinored Conrete Design Fith Edition REINFORCED CONCRETE BEAMS: TBEAMS AND DOUBLY REINFORCED BEAMS A. J. Clark Shool o Engineering Department o Civil and Environmental Engineering Part I Conrete
More informationCapacity at Unsignalized TwoStage Priority Intersections
Capaity at Unsignalized TwoStage Priority Intersetions by Werner Brilon and Ning Wu Abstrat The subjet of this paper is the apaity of minorstreet traffi movements aross major divided fourlane roadways
More information10.1 The Lorentz force law
Sott Hughes 10 Marh 2005 Massahusetts Institute of Tehnology Department of Physis 8.022 Spring 2004 Leture 10: Magneti fore; Magneti fields; Ampere s law 10.1 The Lorentz fore law Until now, we have been
More informationComputational Analysis of Two Arrangements of a Central GroundSource Heat Pump System for Residential Buildings
Computational Analysis of Two Arrangements of a Central GroundSoure Heat Pump System for Residential Buildings Abstrat Ehab Foda, Ala Hasan, Kai Sirén Helsinki University of Tehnology, HVAC Tehnology,
More informationSEISMIC ANALYSIS AND RETROFITTING OF R.C.C STRUCTURE
International Journal of Advanced Research in Biology Engineering Science and Technology (IJARBEST) Vol., Issue, April 1 SEISMIC ANALYSIS AND RETROFITTING OF R.C.C STRUCTURE M.R.NAVANEETHA KRISHNAN 1,
More informationMiss S. S. Nibhorkar 1 1 M. E (Structure) Scholar,
Volume, Special Issue, ICSTSD Behaviour of Steel Bracing as a Global Retrofitting Technique Miss S. S. Nibhorkar M. E (Structure) Scholar, Civil Engineering Department, G. H. Raisoni College of Engineering
More informationA novel active mass damper for vibration control of bridges
IABMAS 08, International Conferene on Bridge Maintenane, Safety and Management, 37 July 008, Seoul, Korea A novel ative mass damper for vibration ontrol of bridges U. Starossek & J. Sheller Strutural
More informationDistribution of Forces in Lateral Load Resisting Systems
Distribution of Forces in Lateral Load Resisting Systems Part 2. Horizontal Distribution and Torsion IITGN Short Course Gregory MacRae Many slides from 2009 Myanmar Slides of Profs Jain and Rai 1 Reinforced
More informationRetirement Option Election Form with Partial Lump Sum Payment
Offie of the New York State Comptroller New York State and Loal Retirement System Employees Retirement System Polie and Fire Retirement System 110 State Street, Albany, New York 122440001 Retirement Option
More informationGeotechnical Measurements and Explorations Prof. Nihar Ranjan Patra Department of Civil Engineering Indian Institute of Technology, Kanpur
Geotechnical Measurements and Explorations Prof. Nihar Ranjan Patra Department of Civil Engineering Indian Institute of Technology, Kanpur Lecture No. # 13 (Refer Slide Time: 00:18) So last class, it was
More informationA Comparison of Default and Reduced Bandwidth MR Imaging of the Spine at 1.5 T
9 A Comparison of efault and Redued Bandwidth MR Imaging of the Spine at 1.5 T L. Ketonen 1 S. Totterman 1 J. H. Simon 1 T. H. Foster 2. K. Kido 1 J. Szumowski 1 S. E. Joy1 The value of a redued bandwidth
More informationSpecial Relativity and Linear Algebra
peial Relativity and Linear Algebra Corey Adams May 7, Introdution Before Einstein s publiation in 95 of his theory of speial relativity, the mathematial manipulations that were a produt of his theory
More informationA. Cylindrical Tank, FixedRoof with Rafter & Column (cont.)
According to API 650 Code, Edition Sept. 2003 Page : 23 of 34 9. Seismic Design. [APPENDIX E, API 650] 9.1. Overturning Moment due to Seismic forces applied to bottom of tank shell, M = Z I (C1 Ws Xs +
More informationImpact Simulation of Extreme Wind Generated Missiles on Radioactive Waste Storage Facilities
Impat Simulation of Extreme Wind Generated issiles on Radioative Waste Storage Failities G. Barbella Sogin S.p.A. Via Torino 6 00184 Rome (Italy), barbella@sogin.it Abstrat: The strutural design of temporary
More informationprotection p1ann1ng report
f1re~~ protetion p1ann1ng report BUILDING CONSTRUCTION INFORMATION FROM THE CONCRETE AND MASONRY INDUSTRIES Signifiane of Fire Ratings for Building Constrution NO. 3 OF A SERIES The use of fireresistive
More informationChapter 5 Single Phase Systems
Chapter 5 Single Phase Systems Chemial engineering alulations rely heavily on the availability of physial properties of materials. There are three ommon methods used to find these properties. These inlude
More informationMeasurement of Powder Flow Properties that relate to Gravity Flow Behaviour through Industrial Processing Lines
Measurement of Powder Flow Properties that relate to Gravity Flow ehaviour through Industrial Proessing Lines A typial industrial powder proessing line will inlude several storage vessels (e.g. bins, bunkers,
More informationA Holistic Method for Selecting Web Services in Design of Composite Applications
A Holisti Method for Seleting Web Servies in Design of Composite Appliations Mārtiņš Bonders, Jānis Grabis Institute of Information Tehnology, Riga Tehnial University, 1 Kalu Street, Riga, LV 1658, Latvia,
More informationSpecification for Structures to be Built in Disaster Areas
Ministry of Public Works and Settlement Government of Republic of Turkey Specification for Structures to be Built in Disaster Areas PART III  EARTHQUAKE DISASTER PREVENTION (Chapter 5 through Chapter
More informationEvaluation of Postliquefaction Reconsolidation Settlement based on Standard Penetration Tests (SPT)
RESEARCH ARTICLE OPEN ACCESS Evaluation of Postliquefaction Reconsolidation Settlement based on Standard Penetration Tests (SPT) AlketaNdoj*,VeronikaHajdari* *Polytechnic University of Tirana, Department
More informationOptimum Angle of Diagrid Structural System
International Journal of Engineering and Technical Research (IJETR) ISSN: 219, Volume2, Issue, June 21 Optimum Angle of Diagrid Structural System Nishith B. Panchal, Dr. V. R. Patel, Dr. I. I. Pandya
More informationThe following excerpt are pages from the North American Product Technical Guide, Volume 2: Anchor Fastening, Edition 16.
The following exerpt are pages from the North Amerian Produt Tehnial Guide, Volume 2: Anhor Fastening, Edition 16. Please refer to the publiation in its entirety for omplete details on this produt inluding
More informationEFFECT OF POSITIONING OF RC SHEAR WALLS OF DIFFERENT SHAPES ON SEISMIC PERFORMANCE OF BUILDING RESTING ON SLOPING GROUND
International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 3, May June 2016, pp. 373 384, Article ID: IJCIET_07_03_038 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=3
More informationSEISMIC CODE EVALUATION. MEXICO Evaluation conducted by Jorge Gutiérrez
SEISMIC CODE EVALUATION MEXICO Evaluation conducted by Jorge Gutiérrez NAME OF DOCUMENT: Normas Técnicas Complementarias para Diseño por Sismo ( Complementary Technical Norms for Earthquake Resistant Design
More informationMETHODS FOR ACHIEVEMENT UNIFORM STRESSES DISTRIBUTION UNDER THE FOUNDATION
International Journal of Civil Engineering and Technology (IJCIET) Volume 7, Issue 2, MarchApril 2016, pp. 4566, Article ID: IJCIET_07_02_004 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=7&itype=2
More informationTECH LETTER #3 MEASUREMENT OF LINE AND LOAD REGULATION OF DC POWER SUPPLIES HARRISON LABORATORIES DIVISION OF HEWLETTPACKARD COMPANY
TECH LETTER #3 MEASUREMENT OF LNE AND LOAD REGULATON OF DC POWER SUPPLES (F HARRSON LABORATORES DVSON OF HEWLETTPACKARD COMPANY 100 Loust Avenue Berkeley Heights, New Jersey 07922 .    _q_ TECH
More informationTHE PERFORMANCE OF TRANSIT TIME FLOWMETERS IN HEATED GAS MIXTURES
Proeedings of FEDSM 98 998 ASME Fluids Engineering Division Summer Meeting June 225, 998 Washington DC FEDSM98529 THE PERFORMANCE OF TRANSIT TIME FLOWMETERS IN HEATED GAS MIXTURES John D. Wright Proess
More informationExample of Flexure Design (Step 7)
ENCE 4610 Founation Analysis an Design Sprea Footings: Strutural Design, Flexural Design Example o Flexure Design (Step 7) Design or Flexure o o o o Given Use only the reinoring steel or lexure onsierations
More informationNumerical Simulation of CPT Tip Resistance in Layered Soil
Numerical Simulation of CPT Tip Resistance in Layered Soil M.M. Ahmadi, Assistant Professor, mmahmadi@sharif.edu Dept. of Civil Engineering, Sharif University of Technology, Tehran, Iran Abstract The paper
More informationMagnetic Materials and Magnetic Circuit Analysis
Chapter 7. Magneti Materials and Magneti Ciruit Analysis Topis to over: 1) Core Losses 2) Ciruit Model of Magneti Cores 3) A Simple Magneti Ciruit 4) Magneti Ciruital Laws 5) Ciruit Model of Permanent
More informationShear strengthening of reinforced concrete beams with CFRP
Magazine of Conrete Researh, 21, 62, No. 1, January, 65 77 doi: 1.168/mar.28.62.1.65 Shear strengthening of reinfored onrete beams with CFRP I. A. Bukhari*, R. L. Vollum, S. Ahmad* and J. Sagaseta Engineering
More informationIntelligent Measurement Processes in 3D Optical Metrology: Producing More Accurate Point Clouds
Intelligent Measurement Proesses in 3D Optial Metrology: Produing More Aurate Point Clouds Charles Mony, Ph.D. 1 President Creaform in. mony@reaform3d.om Daniel Brown, Eng. 1 Produt Manager Creaform in.
More informationOPTIMAL DIAGRID ANGLE TO MINIMIZE DRIFT IN HIGHRISE STEEL BUILDINGS SUBJECTED TO WIND LOADS
International Journal of Civil Engineering and Technology (IJCIET) Volume 6, Issue 11, Nov 215, pp. 11, Article ID: IJCIET_6_11_1 Available online at http://www.iaeme.com/ijciet/issues.asp?jtype=ijciet&vtype=6&itype=11
More informationMirror plane (of molecule) 2. the Coulomb integrals for all the carbon atoms are assumed to be identical. . = 0 : if atoms i and j are nonbonded.
6 Hükel Theory This theory was originally introdued to permit qualitative study of the πeletron systems in planar, onjugated hydroarbon moleules (i.e. in "flat" hydroarbon moleules whih possess a mirror
More informationCH. 2 LOADS ON BUILDINGS
CH. 2 LOADS ON BUILDINGS GRAVITY LOADS Dead loads Vertical loads due to weight of building and any permanent equipment Dead loads of structural elements cannot be readily determined b/c weight depends
More informationChemical Equilibrium. Chemical Equilibrium. Chemical Equilibrium. Chemical Equilibriu m. Chapter 14
Chapter 14 Chemial Equilibrium Chemial Equilibriu m Muh like water in a Ushaped tube, there is onstant mixing bak and forth through the lower portion of the tube. reatants produts It s as if the forward
More informationCHAPTER 14 Chemical Equilibrium: Equal but Opposite Reaction Rates
CHATER 14 Chemial Equilibrium: Equal but Opposite Reation Rates 14.1. Collet and Organize For two reversible reations, we are given the reation profiles (Figure 14.1). The profile for the onversion of
More informationTS150 Visible (exposed) fixing with screws on a timber subframe
TS150 Visile (exposed) fixing with srews on a timer suframe This system offers a ost effetive solution for installing Trespa Meteon panels in a large variety of panel dimensions. Trespa Meteon panels
More informationUse of Track Geometry Measurements for Maintenance Planning
84 TRANSPORTATION RESEARCH RECORD 147 Use of Trak Geometry Measurements for Maintenane Planning WILLEM EBERSOHN AND ERNEST T. SELIG Trak geometry measurements are disussed as a means of evaluating the
More informationFrom (2) follows, if z0 = 0, then z = vt, thus a2 =?va (2.3) Then 2:3 beomes z0 = z (z? vt) (2.4) t0 = bt + b2z Consider the onsequenes of (3). A ligh
Chapter 2 Lorentz Transformations 2. Elementary Considerations We assume we have two oordinate systems S and S0 with oordinates x; y; z; t and x0; y0; z0; t0, respetively. Physial events an be measured
More informationINCOME TAX WITHHOLDING GUIDE FOR EMPLOYERS
Virginia Department of Taxation INCOME TAX WITHHOLDING GUIDE FOR EMPLOYERS www.tax.virginia.gov 2614086 Rev. 07/14 * Table of Contents Introdution... 1 Important... 1 Where to Get Assistane... 1 Online
More informationFOOD FOR THOUGHT Topical Insights from our Subject Matter Experts
FOOD FOR THOUGHT Topial Insights from our Sujet Matter Experts DEGREE OF DIFFERENCE TESTING: AN ALTERNATIVE TO TRADITIONAL APPROACHES The NFL White Paper Series Volume 14, June 2014 Overview Differene
More informationprotection p1ann1ng report
( f1re protetion p1ann1ng report I BUILDING CONSTRUCTION INFORMATION FROM THE CONCRETE AND MASONRY INDUSTRIES NO. 15 OF A SERIES A Comparison of Insurane and Constrution Costs for LowRise Multifamily
More informationSeismic Risk Prioritization of RC Public Buildings
Seismic Risk Prioritization of RC Public Buildings In Turkey H. Sucuoğlu & A. Yakut Middle East Technical University, Ankara, Turkey J. Kubin & A. Özmen Prota Inc, Ankara, Turkey SUMMARY Over the past
More informationSince the Steel Joist Institute
SELECTING and SPECIFYING Wesley B. Myers, P.E. An insider s guide to selecting and specifying Kseries, LH, DLHseries joists and joist girders Since the Steel Joist Institute adopted the first standard
More informationReinforced Concrete Corbels State of the Art
180 JOURNAL OF MATERIALS AND ENGINEERING STRUCTURES 2 (2015) 180 205 Review Paper Reinfored Conrete Corbels State of the Art Layla A. Gh. Yassin *, Eyad K. Sayhood, Qais Abdul Majeed Hasan University of
More informationchapter > Make the Connection Factoring CHAPTER 4 OUTLINE Chapter 4 :: Pretest 374
CHAPTER hapter 4 > Make the Connetion 4 INTRODUCTION Developing seret odes is big business beause of the widespread use of omputers and the Internet. Corporations all over the world sell enryption systems
More informationFOUNDATION DESIGN. Instructional Materials Complementing FEMA 451, Design Examples
FOUNDATION DESIGN Proportioning elements for: Transfer of seismic forces Strength and stiffness Shallow and deep foundations Elastic and plastic analysis Foundation Design 141 Load Path and Transfer to
More informationSPECIAL RELATIVITY. MATH2410 KOMISSAROV S.S
SPECIAL RELATIVITY. MATH2410 KOMISSAROV S.S 2012 2 Contents Contents 2 1 Spae and Time in Newtonian Physis 9 1.1 Spae............................................ 9 1.1.1 Einstein summation rule..............................
More informationComposite Steel Floor Deck  Slabs
C  2011 Standard for Composite Steel Floor Dek  Slabs opyright 2012 steel dek institute dislaimer The Steel Dek Institute has developed the material ontained herein. The Institute has made a diligent
More informationWashington 981023699, mike.bailey@hartcrowser.com
LESSONS LEARNED FROM A STONE COLUMN TEST PROGRAM IN GLACIAL DEPOSITS Barry S. Chen 1, P.E., Member, GeoInstitute and Michael J. Bailey 2, P.E., Member, GeoInstitute ABSTRACT A stone column test program
More informationDESIGN OF SLABS. Department of Structures and Materials Engineering Faculty of Civil and Environmental Engineering University Tun Hussein Onn Malaysia
DESIGN OF SLABS Department of Structures and Materials Engineering Faculty of Civil and Environmental Engineering University Tun Hussein Onn Malaysia Introduction Types of Slab Slabs are plate elements
More informationAnnual Return/Report of Employee Benefit Plan
Form 5500 Department of the Treasury Internal Revenue Servie Department of Labor Employee Benefits Seurity Administration Pension Benefit Guaranty Corporation Annual Return/Report of Employee Benefit Plan
More informationCHAPTER 9 LONG TERM MONITORING AT THE ROUTE 351 BRIDGE
CHAPTER 9 LONG TERM MONITORING AT THE ROUTE 351 BRIDGE 9.1 INTRODUCTION An important reason that composite piles have not gained wide acceptance in the civil engineering practice is the lack of a long
More informationChapter 1 Microeconomics of Consumer Theory
Chapter 1 Miroeonomis of Consumer Theory The two broad ategories of deisionmakers in an eonomy are onsumers and firms. Eah individual in eah of these groups makes its deisions in order to ahieve some
More informationCE 366 SETTLEMENT (Problems & Solutions)
CE 366 SETTLEMENT (Problems & Solutions) P. 1) LOAD UNDER A RECTANGULAR AREA (1) Question: The footing shown in the figure below exerts a uniform pressure of 300 kn/m 2 to the soil. Determine vertical
More informationDisability Discrimination (Services and Premises) Regulations 2016 Index DISABILITY DISCRIMINATION (SERVICES AND PREMISES) REGULATIONS 2016
Disability Disrimination (Servies and Premises) Regulations 2016 Index DISABILITY DISCRIMINATION (SERVICES AND PREMISES) REGULATIONS 2016 Index Regulation Page 1 Title... 3 2 Commenement... 3 3 Interpretation...
More informationSinglePhase Transformers
SinglePhase Transformers SinglePhase Transformers Introdution Figure shows the transformer hemati symbol and the orresponding ommonly used Steinmetz model is shown in Figure. Therein, the model voltage
More informationImprovement in physical properties for ground treated with rapid impact compaction
International Journal of the Physical Sciences Vol. 6(22), pp. 51335140, 2 October 2011 Available online at http://www.academicjournals.org/ijps ISSN 19921950 2011 Academic Journals Full Length Research
More informationRevista Brasileira de Ensino de Fsica, vol. 21, no. 4, Dezembro, 1999 469. Surface Charges and Electric Field in a TwoWire
Revista Brasileira de Ensino de Fsia, vol., no. 4, Dezembro, 999 469 Surfae Charges and Eletri Field in a TwoWire Resistive Transmission Line A. K. T.Assis and A. J. Mania Instituto de Fsia Gleb Wataghin'
More information1.3 Complex Numbers; Quadratic Equations in the Complex Number System*
04 CHAPTER Equations and Inequalities Explaining Conepts: Disussion and Writing 7. Whih of the following pairs of equations are equivalent? Explain. x 2 9; x 3 (b) x 29; x 3 () x  2x  22 x  2 2 ; x
More informationPhys 232 Lab 8 Ch 21 Interactions with Magnetic Fields 1
Phys 3 Lab 8 Ch 1 Interations with Magneti Fields 1 Equipment: omputer with VPython, single e/m apparatus for qualitative experimenting: Fore on dipole: blak power supply, TeahSpin Magneti Fore apparatus,
More informationDESIGN OF SLABS. 3) Based on support or boundary condition: Simply supported, Cantilever slab,
DESIGN OF SLABS Dr. G. P. Chandradhara Professor of Civil Engineering S. J. College of Engineering Mysore 1. GENERAL A slab is a flat two dimensional planar structural element having thickness small compared
More informationModule 5 (Lectures 17 to 19) MAT FOUNDATIONS
Module 5 (Lectures 17 to 19) MAT FOUNDATIONS Topics 17.1 INTRODUCTION Rectangular Combined Footing: Trapezoidal Combined Footings: Cantilever Footing: Mat foundation: 17.2 COMMON TYPES OF MAT FOUNDATIONS
More informationEXAMPLE CALCULATIONS to the Requirements of BC3: 2013
EXAMPLE CALCULATIONS to the Requirements of BC3: 2013 NOTE 1. Whilst every effort has been made to ensure accuracy of the information contained in this design guide, the Building and Construction Authority
More informationA ¼ SCALE HYBRID FULLTRACKED AIRCUSHION VEHICLE FOR SWAMP PEAT TERRAIN IN MALAYSIA
Proeedings of the International Conferene on Mehanial Engineering 7 (ICME7) 931 Deember 7, Dhaka, Bangladesh ICME7FL A ¼ SCALE HYBRID FULLTRACKED AIRCUSHION VEHICLE FOR SWAMP PEAT TERRAIN IN MALAYSIA
More informationGeotechnical Investigation Reports and Foundation Recommendations  Scope for Improvement  Examples
Geotechnical Investigation Reports and Foundation Recommendations  Scope for Improvement  Examples Prof. V.S.Raju (Formerly: Director, IIT Delhi & Professor and Dean, IIT Madras) Email: rajuvs_b@yahoo.com
More informationSeismic performance evaluation of an existing school building in Turkey
CHALLENGE JOURNAL OF STRUCTURAL MECHANICS 1 (4) (2015) 161 167 Seismic performance evaluation of an existing school building in Turkey Hüseyin Bilgin * Department of Civil Engineering, Epoka University,
More informationMarker Tracking and HMD Calibration for a Videobased Augmented Reality Conferencing System
Marker Traking and HMD Calibration for a Videobased Augmented Reality Conferening System Hirokazu Kato 1 and Mark Billinghurst 2 1 Faulty of Information Sienes, Hiroshima City University 2 Human Interfae
More informationChannel Assignment Strategies for Cellular Phone Systems
Channel Assignment Strategies for Cellular Phone Systems Wei Liu Yiping Han Hang Yu Zhejiang University Hangzhou, P. R. China Contat: wliu5@ie.uhk.edu.hk 000 Mathematial Contest in Modeling (MCM) Meritorious
More informationWeighting Methods in Survey Sampling
Setion on Survey Researh Methods JSM 01 Weighting Methods in Survey Sampling Chiaohih Chang Ferry Butar Butar Abstrat It is said that a welldesigned survey an best prevent nonresponse. However, no matter
More informationANALYSIS AND DESIGN OF RC TALL BUILDING SUBJECTED TO WIND AND EARTHQUAKE LOADS
The Eighth AsiaPacific Conference on Wind Engineering, December 10 14, 2013, Chennai, India ANALYSIS AND DESIGN OF RC TALL BUILDING SUBJECTED TO WIND AND EARTHQUAKE LOADS K. Rama Raju *,1, M.I. Shereef
More informationState of Maryland Participation Agreement for PreTax and Roth Retirement Savings Accounts
State of Maryland Partiipation Agreement for PreTax and Roth Retirement Savings Aounts DC4531 (08/2015) For help, please all 18009666355 www.marylandd.om 1 Things to Remember Complete all of the setions
More informationModeling and Analysis of Water Tank Stand
IJRMET Vo l. 5, Is s u e 1, No v e m b e r 2014  Ap r i l 2015 Modeling and Analysis of Water Tank Stand 1 M.Chennababu, 2 Dr. V. Krishnareddy 1,2 Krishna Chaitanya Institute of Technology & Sciences,
More informationKEY WORDS: Elevated water tanks, Earthquake effect, seismic analysis, design code, impulsive mass and Convective mass.
SEISMIC ANALYASIS AND DESIGN OF PROPOSED ELEVATED INTZ TYPE WATER TANK AT SBPCOE INDAPUR Mr. Nathu D.Thombare Mr. Pravin B. Shinde Prof. Vinod A. Choudhari Miss. Madhuri P. Shinde Miss. Karishma P.Yadav
More informationTrigonometry & Pythagoras Theorem
Trigonometry & Pythagoras Theorem Mathematis Skills Guide This is one of a series of guides designed to help you inrease your onfidene in handling Mathematis. This guide ontains oth theory and exerises
More informationSEISMIC RETROFITTING OF STRUCTURES
SEISMIC RETROFITTING OF STRUCTURES RANJITH DISSANAYAKE DEPT. OF CIVIL ENGINEERING, FACULTY OF ENGINEERING, UNIVERSITY OF PERADENIYA, SRI LANKA ABSTRACT Many existing reinforced concrete structures in present
More informationSEISMIC DESIGN. Various building codes consider the following categories for the analysis and design for earthquake loading:
SEISMIC DESIGN Various building codes consider the following categories for the analysis and design for earthquake loading: 1. Seismic Performance Category (SPC), varies from A to E, depending on how the
More informationSEISMIC ANALYSIS OF GROUND SUPPORTED WATER TANK WITH DIFFERENT ASPECT RATIOS
SEISMIC ANALYSIS OF GROUND SUPPORTED WATER TANK WITH DIFFERENT ASPECT RATIOS Kalyani Vanjari 1, Dr.Prof.R.S.Talikoti 2 1 PG Student, Department of Civil Engineering, Late G.N.Sapkal College of Engineering,
More informationOptimum proportions for the design of suspension bridge
Journal of Civil Engineering (IEB), 34 (1) (26) 114 Optimum proportions for the design of suspension bridge Tanvir Manzur and Alamgir Habib Department of Civil Engineering Bangladesh University of Engineering
More informationTechnical Notes 3B  Brick Masonry Section Properties May 1993
Technical Notes 3B  Brick Masonry Section Properties May 1993 Abstract: This Technical Notes is a design aid for the Building Code Requirements for Masonry Structures (ACI 530/ASCE 5/TMS 40292) and Specifications
More informationROSE SCHOOL A SIMPLIFIED MECHANICS BASED PROCEDURE FOR THE SEISMIC RISK ASSESSMENT OF UNREINFORCED MASONRY BUILDINGS
I.U.S.S. Istituto Universitario di Studi Superiori di Pavia Università degli Studi di Pavia EUROPEAN SCHOOL OF ADVANCED STUDIES IN REDUCTION OF SEISMIC RISK ROSE SCHOOL A SIMPLIFIED MECHANICS BASED PROCEDURE
More informationSeismic Analysis and Design of Steel Liquid Storage Tanks
Vol. 1, 005 CSA Academic Perspective 0 Seismic Analysis and Design of Steel Liquid Storage Tanks Lisa Yunxia Wang California State Polytechnic University Pomona ABSTRACT Practicing engineers face many
More informationA B C D E. Pythagoras Theorem
2 Pythagoras Theorem ontents: D E Pythagoras Theorem The onverse of Pythagoras Theorem Problem solving using Pythagoras Theorem Threedimensional problems More diffiult problems (Extension) 34 PYTHGORS
More information