?WEAN I W.S.,. L E T T T R

Vol-9/EC 2OO2-2OO1 November 2OO2

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GUIDELINES FOR DESIGN OFSHEAR AT{D CORE WALL

Md. Rafiqul IslamSub-divisional EngineerPSD Design Division-ll

The design provisions for the design of shear and core

walls are scattered in various chapters of Bangladesh

National Building Code (BNBC)' ACI (American

Table-2 Durability requirements for RC walls.

tn l', MINIMUM fc,:'{Ninmz},"[20] ' A\t , (301 {40) t43

, ' i ;

EEH k '

E.t()

Mild 30 1 25 ',j0 2X 2*

Moderate 40 3 5 r 2b 2t' 2$

Severe 4r , 30 25 25

Very Sevete 40-i IA 3B

ExtrernC ","r,.: 60i 50 50

0.65 . 0.65; o60: , r e.55 0.50

i315 325 350 igl5 4ff]

ConcreteInstitute)code,UBC(UniformBuildingCode)and British code or practice (BS8110). A"d ;;;-";';; NorE: 1'

lnffJntff*fr'3T:ff;:t:#.:t$i::t be less tra'' the

straightforward design procedure in these codes' Here, 2. The cover in r'',n to the main reinforcement should not be

it has been tried to suggest a simplified $uideline for less than the bar sze.

the design of shear wall for the practicing ensineers'

For this purpose design provisions of BNBb his been irfi"t"*::T?[lLn'.,r.r"". protected against weather orgiven priority. aggressive condition.

Thickness; The thickness of shear wall should be Moderate : concrete surface away from severe rain.

calculated from the following points-- Concrete subjected to condensation.

a) As stated about load bearing wall in BNBG, concretesurfacescontinuouslyunderwater.

minimum thickness of shear wall should not be Concrete in contact with non-aggressive soil'

less than I /25th of the unsupported height or Severe : Concrete surfaces exposed to severe rain, alternate

length, whichever is shorter, nor less than wetting and drying or severe condition'

125mm. Very severe ' l"t*:::"

surface exposed to sea water spray' corrosive

According to British Code to facilitate concreting

minimum thickness should not be il d* uil*"t: : concrete surface exposed to abrasive action'

1g0mm. Slendernes.s.,For preliminary calculation the criteria

b) ro consider the fire resistance or ;1g11 1f iT-Ti1'fr:ru,riffiH *:Jl:":1ti:Jt:trTJ*?:minimum thickness should also follow lire' ittu?iZS,.ou..rtheslendernesseffect.FormoredetailresistancerequirementgiveninTable-l' u""Gir slenderness criteria for column can be

c) For the durability of the structure minimum considered for shear wall'

thickness of shear wall should also consider the Design oJ Shear Woll (For moment and axial load):minimum concrete cover requirement as per Usually walls are designed as compression-element

Table-2. under the combined action of in-plane bending and

d) Finally thickness should be fixed from the axi.al forces' The selection of reinforcement in shear

design requirements. wall subjected to bending and axial loads can beapproached in three waYs.

,f.rtrta-r f,.irc recistenee reouirement for RC walls. One methodis to obtain an elastic stress distribution inTable-l Fire resistance requirement for RC walls'

1.0 :ii:

'1 .5 ' . , . . ,

2,.,0 ,l3':o. " ,, , ; - ::

4,0

5.0.' '

in :asO 'i

6.0 " ' i"' 30p "r'::

the assuming that the total length of wall contributes inresisting the bending stresses. The distributions ofaxial stresses (tension and compression) are obtainedby superposition of wind and gravity loads for the three,ritimit" load combinations as specified in BNBC or ACI

code. The next step is to dMde the shear wall into smallsegments and design each segment as a column, if thecoitrolling stress is compression, or as a tie member iftension controls. The procedure yields an evendistribution of reinforcement for the fuIl length of wall,

but may require placement of confining ties around the

vertical reinforcement in a large portion of wall.

+Fire Resisting Rating: It denotes the property of a building Another metad is to assume that the overturning

construction materiai and/or construction itself and is moment is resisted by finite lengths of wall located ati ! r s / v r

expressed as a period of time during which the the extremities and to design reinforcement in these

material/construction are (a) resistance to coilapse due to fire zones to carry the exral forces' This pro-cedure yields

(b) resistance to flame penetration and (c) resistance to somewhat heavy reinforcement at the ends' which may

excessive temperature nse on the unexposed surface. require the use of bundle bars and mechanical splices.

€

Because the intermediate section of wall between thesezones is minimally reinforced requiring no confiningties, this approach is sometimes preferred fromdetailing point of view.

The thtrd approach is to obtain the reinforcementdirectly for a given set of ultimate axial load andmoment capacities, as is normally done in the desi$n ofcolumns. A direct solution of vertical reinforcement forgiven values of moment and axial loads is toocumbersome to attempt manually because of theconsiderable complexity of behavior of eccentricallyloaded shear walls.Design Jor shear Jorce: Design of the horizontalsection for shear in the plane of wall shall be inaccordance with

V u < $ V n

V n = V c + V s

An upper limit on Vn is based on test of walls

vn < O.83fc'hd {SI unit)

V" < lo{f.' hd (fps unit)

Where, effective depth, d = 0.81w (a large value of d maybe used if determined by a strain compatibility analysisof the wa11). Unless a more detail calculation is made,the shear strength provided by the concrete for wallsubjected to a net axial compression is,

Vc < 0.17{fc' hd (SI unit)

Vc < 2^fc'hd (fps unit)

For wall subjected to a net axial tension

Vc = 0.17(1+ 0.3Nu /Ag)r/fc hd (SI unit)

Vc = 2(l+ Nu /(500Ag)){fc hd (fps unit)

Where Nu is the factored axial tension force taken asnegative for tension.

Alternately, the value of Vc may be based on as thelesser of

Vc = 0,27{flc hd+Nud/4lw (SI unit)

Vc = [0.05ifc'+lw (0.1{fc'+O.2Nu/lw h)/Mu/Vu-lw /2)l hd (SI unit)

Vc = 3,3fc hd+Nud/4lw (fps unit)Vc = [0.6{f c+lw( 1.25{f"+0.2Nu/lw h)/

(Mu/Vulw/2)l hd (fPs unit)

The critical section ofshear is taken at a distance equalto half the horizontal length of wall, lw/2 ot half theheight of wall, h*/2 whichever is less.

Shear reinforcement and spacing :

Where factored shear force Vu exceeds shear strengthfVc, horizontal shear reinforcement shall be provided,where shear strength Vs shall be computed

Vs = Av fy d/s2

Where Av is area of horizontal shear reinforcementwithin a distance s2.

Ratio p5 of horizontal shear reinforcement area to grossconcrete area of vertical section shall not be less than0.0025 and spacing of horizontal share reinforcements2 shall not exceed 1w/5, 3h nor 450 mm'

Ratio pu of vertical shear reinforcement area to grossconcrete area of horizontal section shall not be lessthan

p, = 0.0025+ 0.5(2.5-hw/M (pr,-O.0025)

nor 0.0025, but need not be greater than the requiredhorizontal shear reinforcement and spacing of verticalshear reinforcement sl shall not exceed lw/5, 3h nor450 mm.Ratio pu of vertical shear reinforcement area to grossconcrete area of horizontal section shall not be lessthan

pv = 0.0025 + 0.5(2.5 - hw/lw) (p5 - 0.0025)

nor 0.0025, but need not be greater than the requiredhorizontal shear reinforcement and spacing of verticalshear reinforcement sl shall not exceed l*/5, 3h nor45Omm.Minimum reinforcement and maximum spacing:

Minimum vertical and horizontal reinforcement shallbe taken from following guideline unless a greateramount is required for shear.1) Minimum ratio of vertical reinforcement area to

gross concrete area shall be:

a) 0.0012 for deformed bars not larger than l6mm$with a specified yield strength not less than 410N/mm2, or

b) 0.0015 for other deformed bars, or

c) 0.0012 for welded wire fabric (plain or deformed)not larger than WSl or D3l

2) Minimum ratio of horizontal reinforcement area togross concrete area shall be:

a) 0.0020 for deformed bars not larger than 16mm{with a specified yield strength not less than 410N/mm2, or

b) 0.0025 for other deformed bars, or

c) 0.0020 for welded wire fabric (plain or deformed)not larger than W31 or D31.

In addition to the minimum reinforcement, not lessthan two l6mm$ bars shall be provided around allwindows and doors opening. Such bars extended todevelop the bar beyond the comers of the openings butnot less than 600mm.

Walls more than 250mm thick shall have reinforcementfor each direction placed in two layers parallel withfaces of wall.

Vertical and horizontal reinforcement shall not bespaced further apart than three times the wallthickness, nor 450mm.

Vertical reinforcement need not be enclosed by lateralties if vertical reinforcement area is not greater than0.01 times gross concrete area, or where verticalreinforcement is not required as compressionreinforcement.

According to British code maximum area of verticalreinforcement should not exceed 4o/o of tl;re gross cross-sectional area of the concrete in a meter length.

I

TRAINING PROGRAM IN ITALYATTENDED

A World BankTraining programme on Procurement

Malagement in the Public Sector was held from 9

September to 27 September, 2OO2 in the

International Training Center of ILO, Turin, Italy.

29 participants from Yugoslavia, Russian

Federation, Macedonia, Slovacia, Malaysia,

Albania, Eritria, Ukrane, Indonesia, Bangladesh,

Slovenia and Switzerland attended the Course.

Mr. Md. Khaliqtzzarnan, Additional Chief Engineer

(Health Wing) PWD and Mr. Md. Ahsanul Hoque

Khan, Asstt. Chief Architect, Department of

Architecture was among five who were nominated

to participate in the training programme by the

Ministry of Health & Family Welfare.

A brief out line of the course :

Procurement Management in the Public Sector

OBJECTIVE OF COURSE

To enable the participants to competently plan and

carr5r out procurement operations in the public

sector in accordance with internationally accepted

principles and practices.ss

COURSE CONTENT

The course curriculum was based on the following

topics :O "PUBLIC PROCUREMENT : INTRODUCTION,

PRINCIPLES AND INSTITUTIONAL FRAMEWORK"(MODULE 1)

- Historical context of public procurement

- Public procurement principles (*'lth

reference to UNCITRAL Model Law, European

Union directives, World Bank Guidelines andWTO Agreement on Government Procure-

ment)- Institutiona-l framework for public

procurement (with reference to examples

from EU countries)- System of Remedies- The Italian Public- Procurement System- The Project Cycie

. Preparation of the Bidding Documents (goods,works)

o Bid Opening and Eva-luation

. Pre-qualification for Works

o Contract Administration and Conditions

. EBRD and its Procuremtnt Guidelines

. World Bank Guidelines for Selection ofConsultants

a Country Procurement Assessment Report(CPAR)

a Incotermso Code of Ethics

CONCLUDING REMARK

As Public Works Department and Department ofArchitecture is concerned with Health PopultationSectoral Programs (HPSP) of Ministry of Health andFamily Welfare this program will add to velocity ineffective, efficient and smooth running of aidedprojects. r

ACHIEVEMENT

Engr. Shariful Azam, Sub-

Divisional Engineer, Sher-E-

Bangla Nagar PWD Sub-Div-lll

has acheived the standards

which confer the designation

Professional Engineer, PEng.

Engineer Sharif has satisfied all

the requirements and standards

for registration as a Professional

Engineer, set by Bangladesh

Professional Engineers, Board.

It may be mentioned here that Engr. Sharif is the first

person to be rigestered as Propessional Engineer from

Public Works Department. PWEA congratulates him for

his commitment to professional development. r

Mr. Md. Khaliqtnzaman Additional Chief Engineer, PWD is receiuing theCertificate of Dploma from Mr. Gecorge Jadoun and Ms. Emanuela Latini,Manhqemeit oi Deuet6pment Prograime, ITC ILO, Tuin, Italg

Shaiful Azam, P. Eng

-

Earthquake TiP 3What are Magnitude and IntensitY?

Terminology

The point on the fault where slip starts is the Focus or

Hgpocenter, and the point vertically above this on the

",j.f"". of the Earth rs the Epicenter (Figure 1) ' The depth

of focus from the epicenter' called as Focal Depth, is an

important parameter in determining the damaging

poiential of an earthquake. Most of the damaging

earthquakes have shallow focus with focal depths less

than about 70km. Distance from epicenter to any point of

interest is called epicentral distance.

A number of smaller size earthquakes take place before

and after a big earthquake (i.e', the Main Shock)' Those

occurring before the big one are called Foreshocks, and

the ones after are called Afershocks'

released goes into heat and fracturing the rocks, ald

only a small fraction of it (fortunate$) goes into the

seismic waves that travel to large distances causing

shaking of the ground en-route and hence damage to

structuies. (Did gou know? The energr released by a

M6.3 earthquake is equivalent to that released by the

1945 Atom Bomb dropped on Hiroshima!!)

Earthquakes are often classified into different groups

based on their size (Table 1). Annual average number of

earthquakes across the Earth in each of these groups is

also shown in the table; it indicates that on an average

one Great Earthquake occurs each year.

Table 1 : Global occurrence of earthquakes

Magnitude

Magnitude is a quantitaliue measure of the actual size of

the earthquake. Professor Charles Richter noticed that

(a) at the same distance, seismograms (records of

earthquake ground vibration) oflarger earthquakes have

biggei tu* amplitude than those of smaller

eaiihquakes; and (b) for a given earthquake,

seismograms at farther distances have smaller wave

amplitude than those at close distances' These

prompted him to propose the now commonly used

-"gttit d. scale, the Richter Scale. It is obtained from

the seismograms and accounts for the dependence of

waveform amplitude on epicentral distance' This scale is

also called Local Magnitude scale. There are other

magnitude scales, like the Body Waue Magnitude,

Sulface Waue Magritude and Waue Energg Magnitude'

These numerical magnitude scales have no upper and

lower limits; magnitude of a very small earthquake can

be zero or even negative.

An increase in magnitude (M) by 1.0 implies 10 times

higher waveform amplitude and about 31 times higher

.r".tgt released. For instance' energ/ released in aM7 '7

eartd[uake is about 31 times that released in a M6'7

earthquake, and is about 1000 ( 31x3f times that

releasid in a M5.7 earthquake, Most of the ener$/

Source :htt:: /neic.usgs.gov/neis/eqlists/eqstats.html

Intensity

Intensity is a qualitatiue measure of the actual shaking

at a location during an earthquake, and is assigned as

Roman Capital Numerals' There are many intensity

scales. Two commonly used ones are the Modified

Mercalli Intensity (MMI) Scale and the MS/( Scale' Both

scales are quite similar and range from I (least

perceptive) to XII (most severe). The intensity scales are

based on three features of shaking-perception by people

and animals, performance of buildings, and changes to

natural surroundings' Table 2 gives the description of

Intensity VIII on MSK Scale.

The distribution of intensity at different places during an

earthquake is shown graphically using isoseismals, Iines

joining places with equal seismic intensity (Figure 2)'

Group Magnitude Annual Average Number

Great 8 and higher 1

Major 7-7,9 18

Strong 6-6.9 r20

Moderate 5-5.9 800

Light 4-4.9 6,200 (estimated)

Muror 3-3.9 49,000 (estimated)

Very Minor <3.0 M2-3: - 1,000/day; M 1-2:-8,000/daY

Figure 1 : Basic terminologY

Source : http::/ww.nicee.org/nicee/EQReports/Bhuj/isoseismal html

Intgnsity Vlll-Destruction of Buildinge

(a) Fright and panic. Also, persons driving motorcar aredisturbed. Here and there branches oftrees break off.Even heavy fumiture moves and partly overtums.Hanging lamps are damaged in part.

(b) Most buildings of Type C suffer damage of Grade 2,and few of Grade 3, Most buildings of Tlpe B sufferdamage of Grade 3, and most buildings of Type Asuffer damage of Grade 4. Occasional breaking ofpipe seams occurs. Memorials and monuments moveand twist. Tombstones overtum, Stonewalls collapse.

(c) Small landslips occur in hollows and on banked roadson steep slopes; cracks develop in ground up towidths of several centimeters. Water in lakes becomesturbid. New reserviors come into existence. Dry wellsrefill and existing wells become dry. In many cases,changes in flow and levei ofwater are observed.

Note :* Type A structures-rural constructions; Type B-ordinary masonryconstructions; Type C-Well-built structures* Single, Few-about 5%; Many-about 50%; Most-ab ouLZSo/o* Grade 1 Damage-Slight damage; Grade 2-Moderate damage;Grade 3 -heavy damage; Grade 4-Destruction; Grade 5_ Tota_ldamage.

iIIa

What are Magnitude and tntensity?

Table 2 : Description of shaking intensity VIII as per MSK scale

shaking intensities at different locations, and the damageinduced in buildings at these locations is different. Thus,indeed it is particular levels of intensity of shaking thatbuildings and structures are designed to resist, anC not somuch the magnitude. The peak ground acceleration (pGA),f.e., maximum acceleration experienced by the groundduring shaking, is one way of quanti$ring the severity of theground shaking. Approximate empincal correlations areavailable between the MM intensities and the pGA that maybe experienced (e.g., Table 3). For instance, during the 2001Bhuj earthquake, the area enclosed by the isoseismal MII(Figure 2l may have experience a pGA of about 0.25_0.309.However, now strong ground motion records from seismicinstruments are relied upon to quantift destructive groundshaking. These are critical for cost-effective earthquake_resistant design.

Table 3 : PGAs during shaking ofdifferent intensitiesMMF IT UI WI x XPGA 0.03-0.04 0.06-0.07 0.10-0. 15 0.25-0.30 0.50-0.51>0.6(

(g) Source : B-A. Bolt, Earthquakes, W.H. Freemal and Co., New york, 1993

Based on data from past earthquakes, scientists Gutenbergand Richter in 1956 provided an approximate correlationbetween the Local Magnitude Ms of an earthquake with theintensity I9 sustained in the epicentral area as: Ms 2131o+1. (For using this equation, the Roman numbers ofintensity are replaced with the corresponding Arabicnumerals, e.g., intensity IX with 9.0). There are severaldifferent relations proposed by other scientists.

Figure 3 : Reducing illumination with distance from an elebtric bulb

Acknowledgement : '.

IIT, Kanpur

BMTPC, New Dellhi

Compiled by- Md. Abdul Malek SikderExecutive Engineer, pWD

Basic Difference : Magnitude versus IntensityMagnitude of an earthquake is a measure of its size. Forinstance, one can measure the size of an earthquake by theamount of strain eners/ released by the fault rupture. Thismeans that the magnitude of earthquake is a single valuefor a given earthquake. On the other hand, intensitg is anindicator of the severity of shaking generated at a givenlocation. Clearly, the severity of shaking is much highernear the epicenter than farther away. Thus, during thesame earthquake of a certain magnitude, different locationsexperience different levels of intensity.To elaborate this distinction, consider the analogr of anelectric bulb (Figure 3). The illumination at a location nea.r a100-Watt bulb is higher than that farther away from it.While the bulb releases 100 Watts of energr, the intensityof light (of illumination, rneasured in lumens) at a locationdepends on the wattage of the bulb and its distance fromthe bulb. Here, the size of the bulb (100-Watt) is like themagnitude of an earthquake, and the illumination at aIocation like the intensity of shaking at that location.Magnitude and Intensity in Seismic DesignOne often asks : Can mg building withstand a magnitude7.0 earthquake?But, the M7.0 earthquake causes different

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For"est, DG A$riculture Extension, DG livestock, DG primary

Bducation, Ofucers of the status of Additional Secretaries'Resister of Supreme court, Bxecutive Chairman BEPZA'

21, AIG of police, chairman BIWTA, Chairman BSCIC, ChairmanCMI Aviition Authority, Chairman REB, Chief Engineer Housing

and settiement Department, Chief Engineer Public HealthEngineering Dept., Joint Secretaries of Government'

22. Additional Chief tuchitect, Additional Chief En$ineers'

Chairman RDA, Chairman KDA, Chairman CDA, CommissionTav, Commissioner Customs and Excise, Divislonal

Commissions Officers of the status 0f joint secretaries to the

Government.

23. Additional Commissioners, Professors of Medicai and

Dn$ineering colleges.

24. Chairman of district councils' Deputy Commissioners within

their respective charges District & Sesslonjudges'

25. DS of the Govemment' Police super, CMI Sergeant, Officers of

the rank of major in the army, (Note : Atl oflicers not mentioned

in the above table, whose rank is regulated by comparison with

rank in the army will have the same precedence with reference

to Civil Servant as is enjoyed by military ofiicers of equivient

grades,)

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