fcgkj ljdkj
fcgkj jkT; vkink izca/ku izkf/kdj.k
¼vkink izca/ku foHkkx½
iar Hkou] f}rh; ry] iVuk&1
Training of
Engineer in Chief, Chief Engineer and Superintending Engineer
On
Earthquake Resistant Buildings
Reading Material
(Presentations)
INDEX Presentations Page (1) Disaster Damage Scenario & Disaster Management 1 (2a) Elements of Engineering Seismology and Types of Seismic hazards 13 (2b) Ground failure, Soil liquefaction, Site Selection, Sub surface Investigations 21 (3) Principles of Earthquake Resistant Buildings and Architectural Considerations 27 (4) EQ Resistant Design of Masonry Buildings, RVS, Seismic Retrofitting 37 (5) RC Buildings: Types of Failures & Code Recommendations 54 Precautions in Construction, Quality Assurance, Structural Audit (6) Mitigation of Non-Structural Elements, Fire Safety 66 Seismic safety in Building Bye Laws; Structural Design Basis Report (7) DRR Road Map, NDMA Guidelines, and Technical Intervention 83
fcgkj ljdkj fcgkj jkT; vkink izca/ku izkf/kdj.k vkb;s vc ge dqN iz'uksa ij fopkj djsa ¼vkink izca/ku foHkkx½ iar Hkou] f}rh; ry] iVuk&1 . vkink izca/ku ds 'kCn Hazard, Vulnerability, dk D;k vFkZ gSa \ (1) Risk & and Disaster vkink izca/ku D;k gS \ . Disaster Management . vkink tksf[ke dks de dSls djsa \ . vkink izca/ku dh pkj eq[; voLFkk,a \ Disaster Damage Scenario . vkink izcU/ku esa pkjksa voLFkkvksa esa vfHk;Urkvksa dh D;k Hkwfedk gS\
50 min
[krjk] laosnu'khyrk] tksf[ke vkSj vkink [krjk (Hazard, Vulnerability, Risk & Disaster) (Hazard)
Hazard izkd`frd vf'k{kk] xjhch ,oa @ ekuo tfur RISK lajpuk vlqj{kk ds [krjk fdlh le; dh ,oa fdlh {ks= ?kVuk gSaA ;g gkfu dkj.k] yksx [krjksa ls dh oLrqfLFkfr ;k ?kVuk gSA ;g gkfu igq¡pk ldrh gSaA Vulnerable cu tkrs gSaA ig¡qpk ldrk gSaA [krjk vkink esa ifjofrZr gks ldrk gSA ;g izkd`frd [krjk ?kfVr gksus ij] thou vkSj vk/kkjHkwr 1 unh ls dVko Vªsu nq?kZVuk+ HkwdEi ck<+ ck¡/k VwVuk 'khrygj vkxyxh izkd`frd [krjs ekuotfur [krjs va/kM+ yw vdky vksyko`f"V Budk lM+d nq?kZVuk vkradokn izkd`frd [krjksa esa o`f) izkd`frd [krjksa esa o`f) ds dkj.k Hkh"k.k pØokr fNVQqV Hkkjh o"kkZ cQZckjh taxyks dk dVuk i;kZoj.k {kj.k iznw"k.k HkweaMyh; egkuxjksa dk xje tehu dk dVko vlkekU; rkiØe lq[kkM+ rki o`f) }hi dh rjg gksuk e:LFkyhdj.k 2 fdlh O;fDr ;k leqnk; dh Hks|rk (Vulnerability) Hks|rk (Vulnerability) vf'k{kk] xjhch] Lohdk;Z thou i)fr [krjk ds nq"ifj.kke dk iwokZuqeku ugha [krjukd {ks= uje feÍh ij vkinkvksa esa dj ikuk] vFkok cpus ;k lkeuk djus esa l?ku vkcknh edku ,oa lajpuk,a vlqjf{kr ?kj esa vleFkZ gksuk] vkSj bldss vk?kkr ls 'kgjksa esa vfu;ksftr vi;kZIr fpfdRlk lkekftd okrkoj.k laHkyus dh {kerk ugha gksukA ,oa l?ku okl ,oa LoPNrk esa uktqdrk [krjksa dh tkudkjh leqnkf;d vkinkjks/kh • Hks|rk dk vkdyu lEHkkfor uqdlku dk vHkko lg;ksx dk vHkko ctV ij ncko {kerk vkink tksf[ke (Capacity) (Risk) tksf[ke U;wuhdj.k esa lgk;d miyC/k lalk/ku laHkkfor {kfr ,oa uqdlku i;kZIr {kerk Hks|rk dks de dj nsrh gSA uhfrfu/kkZj.k] lfØ; laLFkku] ,oa lk/kuA . thouksa dk laHkkfor uqdlku HkkSfrd] rduhdh ,oa vkfFkZd lalk/kuA . laHkkfor ?kk;yksa dh la[;k izf'kf{kr ekuo lalk/ku rFkk çkS|ksfxd fodklA lajpukvksa@lEifÙk ds laHkkfor {kfr dh ek=k lkeqnkf;d tkx:drk] lg;ksx o HkkxhnkjhA . vkthfodk ds oSdfYid mik;A . vkfFkZd dke&dkt] lkekftd O;oLFkk ,oa iwoZ psrkouh gsrq izf'kf{kr fgr/kkjdA i;kZoj.k esa laHkkfor fo?kVu dk ifjek.k 3 vkink tksf[ke (Disaster Risk) [krjksa dks vkink esa ifjofrZr gksdj izkd`frd [krjksa {kfr ig¡qpkus dh lEHkkoukA esa o`f) tksf[ke vkink [krjk laosnu'khyr {kerk tksf[ke = x / (Risk) k lkekftd esa o`f) Intensity, Weak Buildings, Available & okrkoj.k esa Extent, Vulnerable area, Potential Timing Poverty resources cnyko Evaluation . Number of Deaths and Injured . Loss on Damaged buildings and Property of DR . Loss of Economic Activities vkink tksf[ke U;wuhsdj.k (DRR) vkink [krjksa dh le> laosnu'khyrk fo'ys"k.k . fdlh {ks= esa ;k fdlh txg ij] tksf[ke vFkok nq?kZVuk [krjk ekufp=] mez] fodykax] xjhch] ;k ykijokgh ls] vkink izdV gks ldrh gSA HkwdEi tksu eSi det+ksj edku . ;g egkfoifRr ,o xgjs ladV dh fLFkfr gSA . vkink esa tku dk Hkkjh uqdlku ;k vfr'k; ekuoh; {kerk&c)Zu ihM+k ;k lEifÙk dh {kfr ,oa uqdlku ;k i;kZoj.k dh vkink ls fuiVus@mcjus ds lk/ku@'kfDr {kfr ,oa {kj.k gks ldrk gSA lajpukRed ,oa lkekftd lalk/kuksa dk lwph . vkink dk lkeuk djus ,oa laHkyus ds fy;s ckgjh lgk;rk dh vko';drk iM+rh gSA leqnk; dh tkx:drk o Hkkxhnkjh 4 vkink izcU/ku % lekt ds fofHkUu lewgksa }kjk vkink izca/ku dh pkj eq[; voLFkk,a Mitigation : tksf[ke dk vkdyu] jksdFkke vkink vkink lajpkRed ,oa xSj&lajpukRed lss igys ds ckn 'keu] {kerko)ZuA Preparedness : vkink iwoZ rS;kjh] psrkouhA jkgr] cpko Tkksf[ke U;wuhdj.k jkgr vkSj cpko] {kfr ewY;kaduA iquokZl] iqu:)kj Response : jksdFkke] rS;kjh iquokZl] iqufuZekZ.k] iqu#RFkku] vkink {kfr ls iw.kZr;k cpk ugha tk ldrk( ijUrq mi;qDr izcU/ku Recovery : rduhfd }kjk] blds vk?kkr dks dkQh nqcZy cuk;k tk ldrk gSA lkekU; thou dh izkfIrA (BBB) vkink izcU/ku esa vfHk;Urkvksa dh Hkwfedk izkd``frd vkink vkink fcxkM+rh gS( vfHk;ark cukrs gSaA vfHk;Urk ljdkjksa esa vkink izcU/ku dh Li"V uhfr gS] tcfd] mi;qDr rduhfd ds }kjk] fØ;kUo;u dh dke;kch vfHk;arkvksa ds gkFk es gSA 5 Recovery : iquokZl vkSj lkekU; thou izkfIr ds nkSjku SHELTER cpko izfØ;k lkeqnkf;d vkJ; ,oa ihus dk ikuh dk lapkyu Vk;ysV dk fuekZ.k Normally, engineers are field workers. Response: lajpukvksa dk iqufuZekZ.k @ lqn`<+hdj.k LFkk;h vkokl fuekZ.k jkgr ,oa tckch dkjZokbZ ds nkSjku {kfrxzLr vk/kkjHkwr lajpukvksa dk iqufuZekZ.k @ lqn`<+hdj.k lqjf{kr@ vlqjf{kr vkJ; iqufuZekZ.k @ lqn`<+hdj.k vfuok;Z lsokvksa dh iqu% 'kq:vkr lajpukvksa dks NkWVuk esa rduhdh lgk;rkA vkthfodk iqu#RFkku esa lgk;rk vkink U;wuhdj.k ds nkSjku Mitigation : Preparedness : orZeku lajpukvksa dk ewY;kadu ,oa lqn`<+hdj.k DAMAGE GRADE G1, G2, G3, G4,G5 uohure bathfu;jh lqjf{kr lajpukvksa esa orZeku lajpukvksa dk orZeku lajpukvks vlqjf{kr lajpuk rduhfd dk lajpukvks dk izkIr Ductility Qksjsafld vkdyuA dk lqn`<+hdj.kA ij psrkouh nsukA KkuvtZu ,oaa mi;ksx fuekZ.k djus esa lfØ; gksuk vlqjf{kr clkoV ij tkx:d djukA Tkksf[ke {ks=ksa dh igpku] lqjf{kr bathfufjax rduhfd Hkwfe mi;ksx dh ;kstuk dks QSykuk vkink iwoZ rS;kjh dh xfrfof/k;ksa esa 'kjhd gksukA 6 lHkh izdkj ds fuekZ.k vkinkjks/kh cus] ;g lqfuf'pr djuk] vfHk;arkvksa dh izkFkfed ftEesokjh gSA Damage Scenario vkink izcU/ku esa] mi;qDr rduhd ds under Re-occurrence of mi;ksx dh fof'k"V tkudkjh okys] dq'ky Major Earthquake at vfHk;Urk dh ek¡x ges'kk cuh jgsxhA Bihar-Nepal Border gesa l'kDr gksdj vkSj feydj vkxs c<+uk gSA ge dqN iz'uksa ij fopkj djsa . fcgkj ds dksSu ls ftys fdl Hkwdai tksu esa gSa \ . fcgkj dks izHkkfor djusokys foxr cMs + HkwdEi \ . foxr Hkwdaiksa esa gqbZ {kfr dk ifjn`'; \ . fcgkj esa lEHkkfor HkwdEi ds izHkko D;k gksaxs \ . HwkdEi izca/ku esa D;k&D;k =qfV;ka gSa \ 7 fcgkj dks izHkkfor djusokys foxr cMs + HkwdEi 26 vDVwcj 1833] 'kke 5-30 ls 8 cts] 1833 Bihar-Nepal earthquake HkwdEi dsUnz % usiky esa] lhek ls 100 fd-eh- Mij 7.5 - 8 . . usiky esa 414 yksx ekjs x;s . eqtIQjiqj] eqaxsj ,oa vU; txgksa ij Hkou <+gs @ {kfrxzLr gq, . A violent Earthquake which shaked Eastern 15 tuojh 1934] nksigj 2-13 cts] India and Nepal. HkwdEi dsUnz % usiky esa] lhek ds ikl M8.4 . . Epicenter was 100 km north of Indian border, . usiky esa 8519 yksx ,oa Hkkjr esa 7]153 yksx ekjs x;s . eqaxsj ,oa HkVxkWo cckZn] usiky lhek ls lVs ftyksa esa Hkh"k.k {kfr inside Nepal. 21 vxLr 1988] lqcg 4-39 cts] . Widespread damage occurred in Nepal. HkwdEi dsUnz dh nwjh % usiky esa] lhek dsM6.6 ikl . . 1.2 m deep water was thrown out of tanks, at . fcgkj esa 282 yksx ekjs x;s ,oa 3]766 yksx vkgr gq, . fcgkj esa 25]093 Hkou /oLr ,oa 1]24]241 Hkou {kfrxzLr Muzaffarpur 25 vizhy 2015] lqcg 11-41 cts] M 7.8 . A Chasm of considerable size was formed in the HkwdEi dsUnz % usiky esa] dkBek.Mw ls 80 fd-eh- mRrj if'pe . earth at Chapra. . usiky esa djhc 7000 yksx ekjs x;s vkSj Hkkjr esa 78 . usiky esa yk[kksa Hkou /oLr gks x;sA . No loss of life was reported in India. . usiky esa Hkjriqj] dkBek.Mw esa lHkh eq[; /kjksgj lajpuk cckZn gks x;kA 1934 ds HkwdEi dh rhozrk 1934 Bihar-Nepal earthquake . One of the most violent earthquakes. . Large parts of the cities of Motihari, Muzaffarpur nyny x and Darbhanga and, Patan and Kathmandu the numerous villages in between were destroyed. . In Sitamarhi, Madhubani and Purnia houses had IX greatly tilted and sank into the ground. . In Purnia 95 percent houses became uninhabitable including 50 percent destroyed. . The towns of Patna, Barh and Jamalpur were VIII severely damaged including damage to roads. . Severe damage was seen along river banks and low lying water logged areas near river banks. 8 1934 ds HkwdEi esa eqaxsj esa {kfr 1934 ds HkwdEi esaa {kfrxzLr iqy 1934 ds HkwdEi esaa {kfrxzLr jsy&ykbZu 1988 Bihar-Nepal earthquake . Earthquake occurred in monsoon season when the areas in north Bihar were under floods. . Most of the damaged houses were of unburnt or burnt brick masonry in Bihar. . The worst affected Districts in Bihar were Darbhanga, Madhubani, Saharsa and Munger. . Large scale liquefaction took place but to a much smaller extent than that in 1934. . Energy released in M 8.4 of 1934 was about 750 times of the energy released in M 6.6 of 1988. 9 25 APRIL 2015 NEPAL EARTHQUAKE . Main shock: 20 seconds, 7.8 M, depth around 15 km, 80 km northwest of Kathmandu. . Tremors were felt from Assam to New Delhi and to Andhra Pradesh, Gujarat and Karnataka in south. . A 2nd EQ 6.6 M occurred 65 km east of Kathmandu at 10 km depth, after 33 minutes of the main quake. . Over thirty-five aftershocks of magnitude 4.5 M or greater occurred in the following days. . Scientists think that earthquakes of 7.8 M can't release all of the strain between India and Asia plates. History suggests that most of the stored energy gets uncorked only by a handful of 8 M quakes, or one 9 M quake. 25 APRIL 2015 NEPAL EARTHQUAKE . The earthquake was caused by a slip along the Main Frontal Thrust. . Kathmandu, situated on a block of crust approximately 120 km wide and 60 km long, shifted 3 m to the south in just 30 seconds. . The earthquake's effects were amplified in Kathmandu which sits on 600 m of sedimentary rocks infilling of a lake. . In Nepal, Many Heritage structures collapsed, Hundreds and Thousands of buildings destroyed. . Many buildings were brought down in Bihar. The intensity in Patna was V. A Remote hill town of Barpak 10 Collapsed houses in Madhubani, Bihar Ground Failure fcgkj esa HkwdEi ds lEHkkfor izHkko • Ground Failure and Liquefaction • Ground Shaking: Damage in Buildings; Bridges, Flyovers, Railways, Water Towers and Treatment facilities, Pipelines, Electric Generating Facilities and Transformer Stations • Secondary Effects: Fires, Chemical Spills, Communication facilities, Loss of Economic production etc. 11 Hkkjh HkwdEi esa grkgr 1934 HkwdEi rhczrk dh dkYifud iqujko``fr (As per publication of BSDMA) HIGH RATE o ?kuh vkcknh ds bykds . ekuo thou dh gkfu dh lEHkkfor la[;k o dPps bZaV ;k feëh ls cus ?kj o e/; jkf= esa HkwdEiu% 2 yk[k ls T;knk feëh ds elkyk okys bZaV ds ?kj ¼jkr ds HkwdEi esa½ o o nksigj esa HkwdEiu% 70 gtkj ls T;knk o Ldwy ,oa lHkkLFky ¼fnu ds HkwdEi esa½ lEHkkfor iqufuZek.k % 45 yk[k ls T;knk cjckn edkuksa esa] 6 ls 18 izfr'kr vkoklh ekjs tk ldrs gSa . vkSj rhu xqus rd ?kk;y gks ldrs gSaA ¼tux.kuk ?kjksa dk 20 izfr'kr½ lEHkkfor ejEEkfr % 1 djksM + ls T;knk LOW RATE . ck¡l ;k ydM+h ds cus gYds edku ¼tux.kuk ?kjksa dk 45 izfr'kr½ Gaps in the Management of Earthquakes • Lack of adequate skilled knowledge on seismic risk, vulnerability and structural mitigation activities among various stakeholders; • Lack of adequate preparedness and response capacity among various stakeholder groups; • Inadequate attention to structural mitigation measures in the education syllabi of professional and vocational education; • Inadequate monitoring and enforcement of earthquake- resistant building codes and town planning bye-laws; • Absence of systems of licensing of engineers and masons; • Low public awareness on the need for incorporating earthquake-resistant features in non-engineered construction in suburban and rural areas; • BIS Codes are not in the Public Domain. 12 fcgkj ljdkj CONVECTION CURRENTS IN VISCOUS MANTLE fcgkj jkT; vkink izca/ku izkf/kdj.k ¼vkink izca/ku foHkkx½ . Radioactive Elements Decay in Core. iar Hkou] f}rh; ry] iVuk&1 . Enormous heat is generated. . xeZ ykok dk mij mBuk ,oa pëkuksa dk uhps tkdj xyukA . Convection currents in Mantle. (2a) . Movement of Crust & Mantle plates (Tectonic Plate) ENGINEERING SEISMOLOGY SEISMIC HAZARDS 40 min VsDVksfud IysV dk fopyu TECTONIC PLATES Mantle ds convection currents ds dkj.k] Crust ,oa Mantle dk dqN Hkkx (lithosphere)] /kheh xfr ls lj+drs jgrs gSa] bls Tectonic Plate dgrs gSaA /kjrh dk lrg djhc 70 fd-eh- eksVs lkr fo'kky Tectonic Plate ,oa dqN NksVs IysVksa ls cuk gSA ;s IysV fofHkUu fn'kkvksa esa fofHkUu LihM ls pyk;eku gSaA vkSlru ,d o"kZ esa 10 cm ds vklikl fopyu gksrk gSA T;knkrj] Tectonic Plate dh lhek ij HkwdEi vkrk gSA tc nks IysV <+dsyrh gS] rks igkM+ curk gS( tc ,d nwljs ls nwj tkrh gSS] rks njkj curk gS( tc vxy&cxy pyrh gS] rks lrg ifjofrZr gks tkrk gSA 13 TECTONIC PLATES fgeky; esa HkwdEi Main Central Thrust, Main Boundary Thrust ,oa Main Frontal Thrust tSls fo'kky faults ds pyrs fgeky; esa fouk'kdkjh HkwdEi vkrs gSaA ELASTIC REBOUND THEORY Brittle pêku elastic material ls cus gSA Tectonic plate ds pyu ls HkwdEi rjax / shock wave Lithosphere ds pêku esa ds :i esa] lHkh fn'kkvksa esa] stain energy dk lap;u mtkZ dk radiation ds nksuksa lrg foijhr Crushing strength Fault fn'kk esa fopyu ,oa lapf;r Qksdl ls rd stain igqpus ij vpkud pêku dk VwVuk srain mtkZ dh eqfDr lHkh fn'kkvksa esa Primary ,oa ge lnk nks HkwdEiksa ds chp gSaA shear wave 14 Body Waves are generated by Fault rapture. P-Wave (Longiludinal wave) : 3-8 km/sec S-wave (Transverse wave) : 2-5 km/sec Surface waves are generated FOCUS / HYPOCENTER in /kjrh ds vanj] tgkW pêku esa foLQksV ds dkj.k Hkwdai mRiUu gqvkA epicentre area. EPICENTER: Qksdl ds lh/ks mij] /kjrh ds lrg ij dk HkkSxksfyd LFkyA SEISMIC WAVES : BODY WAVES SEISMIC WAVES : SURFACE WAVES 15 Seismometer lcls igys] P-Wave Vertically >Vdk nsrk gSA ok;qeaMy ds HkwdEi ds nkSjku] fdlh LFky ij] /kjrh ds lHkh lEHkkfor dEiu laEidZ ls] HkwdEi ?ofu izdV gksrk gSA osx fjdkWMZ djus okyk ;a=A dkxt ls yisVk gqvk Mªe 15 feuV esa ,d ckj /kqe tkrk gS vkSj pkSchlksa ?kaVs MkVk fjdkWMZ djrk gSA mlds ckn] S-Wave horizontal fn'kk esa Hkkjh >Vdk nsrk gS vkSj Hkouksa dk nksyu gksus yxrk gSA ls] ,oa nksyu gksrk gSA Surface Waves horizontal Vertical S-Waves ,oa Surface Waves feydj lokZf/kd {kfr igqWpkrh gSA /kjrh ds vanj dh vis{kk lrg ij T;knk dEiu gksrk gSA 1956 esa phu esa HkwdEi ls 8 yk[k yksx ej x;sA SEISMOGRAM: MAGNITUDE SCALE }kjk izkIr] /kjrh ds dEiu dk le;c) HkwdEi foLQksV dk vkdkj( mRlfTkZr dk ifjek.kA SEISMOGRAPH energy fjdkWMZA seismograph ds mi;ksx }kjk fu/kkZfjrA . Charles Richter }kjk fodflr magnitude scale 1 ls 10 rd gSA M3 ls de dk HkwdEi ge eglwl ugha djrsA . ifjek.k Ldsy logrithmic gSA ifjek.k esa 1 dh c 16 HkwdEi xzqi vkSlr la[;k izfr o"kZ Magnitude INTENSITY SCALE Great 8 and higher 0-1 Hkouksa] LFky vkd`fr ,oa ekuo ij HkwdEi >Vdksa ds Major 7 – 7.9 18 izHkko ds vk/kkj ij] fdlh LFky fo'ks"k dh HkwdEi Strong 6 – 6.9 120 rhozrk dk vkdyu fd;k tkrk gSA Moderate 5 – 5.9 800 Epicentre {ks= esa vf/kdre rhczrk jgrh gS vkSj lHkh Light 4 – 4.9 6,200 (estimated) fn'kkvksa esa de gksrh tkrh gSA Minor 3 – 3.9 49,000 (estimated) fu;ekuqlkj] MSK-scale (Medvedev-Sponheuer- Very Minor < 3.0 Karnik) ij jkseu vad esa] I ls XII rd HkwdEi rhczrk M2-3:; ~1,000/day n'kkZ;h tkrh gSA M1-2: ~8,000/day MODIFIED MERCALLI SCALE OF INTENSITY INTENSITY OF SHAKING DEPENDS ON I Barely felt . Ground motion characteristics II Felt by only few people o Magnitude of earthquake III Felt noticeably, standing autos rock slightly o Focal depth, mostly 10-100 km o Direction of fault rupture IV Felt by many, windows and walls creak o Propagation path V Felt by nearly everyone, o Epicentral distance some dished and windows broken o Shear-wave velocity VI Felt by all, damaged plaster and chimneys o Frequency of shaking VII Damage to poorly constructed buildings o Aftershocks VIII Collapse of poorly constructed buildings, . Characteristics of soil o Surface topography slight damage to well built structures o Thickness of soil above the base rock IX Considerable damage to well constructed buildings, o Soft sedimentary sites amplify buildings shifted off foundations o Density and elastic properties of soil X Damage to well built wooden structures, some masonry o Liquefaction/ subsidence o Slope instabilities (landslides) buildings destroyed, train rails bent, landslides . Characteristic of structures XI Few masonry structure remain standing, bridges o Type of building destroyed, ground fissures o Strong lateral discontinuity XII Damage total 17 SEISMIC HAZARDS ENGINEERING SEISMOLOGY PRIMARY HAZARDS EARTHQUAKE DAMAGE oFault displacement oEkkuo fufeZr lajpuk,sa vpkud HkwdEiu o o;krk;kr@lapkj To estimate the parameters, seismologists need: othouksi;ksxh lsok,sa Catalogues of past Earthquakes SECONDARY Hkkstu lkexzh Structure and properties of soil at the site HAZARDS o oGround failure Structure and properties of path between oLiquefaction epicentre and the site EEFFECTS oHkwL[kyu Records of earthquakes near epicentral region Ckk<+] lqukeh oHouse collapse o o Results of geological surveys vkx yxuk Inaccessibility o oLoss of property oChemical spills oCasualties SITE EFFECTS o Surface topography o Thickness of soil above the base rock o Soft sedimentary sites amplify o Density and elastic properties of soil o Liquefaction/ subsidence o Slope instabilities (landslides) Earthquake catalogue from NDMA 18 STRONG MOTION ACCELEROGRAPH ACCELEROGRAM: Hkkjh HkwdEi ds nkSjku] {ks= esa] HkwdEiu }kjk mRiUu }kjk izkIr] HkwdEiu ds dk epicentral ACCELEROOGRAPH acceleration fjdkWMZZA HkwRoj.k dk Time-History fjdkWMZ djus okyk ;a=A EARTHQUAKE GROUND MOTION TIME HISTORY Accelerograph is accelerometer & accelerogram • Hkkjh HkwdEi ds acceleration ds rhuksa component dks fjdkWMZ djrk gSA • HkwdEi ds nkSjku Lopkfyr gks tkrk gSA • Analog / digital ;a= yxk;k tkrk gSA ACCELEROGRAPH SEISMIC MICROZONATION Estimates local site specific hazards likely to be caused by . Local soil condition Z = 0.36 . Topography . Proximity to fault etc. Z = 0.24 The quantifies of ‘Ground Shaking’ may Z = 0.16 be used for Seismic Regulation (Land use planning and design of critical facilities) SEISMIC HAZARD INTENSITIES 19 HkwdEi dh Hkfo";ok.kh % dc\ dgkW\ fdruk\ lgh le;] LFkku ;k foLrkj ds fygkt ls ¼dc\½] vpkud fault ds fopyu ,oa HkwdEi dh Hkfo";ok.kh] vc rd lEHko ugha gSA . HkwdEi tksu eSi lkisf{kd rhozrk ¼dgkW\ fdruk\½ dh tkudkjh nsrk gSA . vkusokys HkwdEi ds vkdkj dh tkudkjh] T;knkrj] foxr HkwdEi ls feyrh gSA pêkuksa esa nckc dk Lrj ,oa uUgsa vk?kkr ds rjax dk . Seismologists v?;;u djrs jgrs gSaA . dqvksa esa tyLrj] ikWd ,oa csrjrhc xSl fuLlj.k ds Bksl Lkeqnkf;d oSKkfud voyksdu dk mi;ksx lEHko gSA HkwdEi&vkink U;wuhdj.k csgrj fodYi gSA 20 fcgkj ljdkj fcgkj jkT; vkink izca/ku izkf/kdj.k ¼vkink izca/ku foHkkx½ iar Hkou] f}rh; ry] iVuk&1 SOIL DEPOSIT IN BIHAR 2 (b) Black Ground failure, Alluvial Rock Soil liquefaction, Cotton Site Selection, Sub surface Investigations Sand, Silt, Clay Clay 40 min Property of soil as load bearing strata for IS 1498:1970 Classification foundations structures: Soil particles • Size of soil particles Classification Symbol Grain size and their proportion • Loose, medium, Gravel G 75mm – 4.75mm dense). Sand S 4.75mm – .075mm • dry, partial saturation, fully Silt M .075mm-0.002mm saturated • Position of water Clay C <0.002mm Voids (air+ water) table 21 Engineering Classification of Soils Classification VS Strength COHESIONLESS SOIL COHESIVE SOILS • GW – well graded • ML – silt with low plasticity SW Good Bearing capacity gravel • GP – poorly graded • CL – clay with low plasticity SP,SM,SC Good to Poor Bearing capacity, gravel • OL – organic silt & clay susceptible to Liquefaction • GC – clayey gravel with low plasticity • GM – silty gravel • MI – silt with medium • SW – well graded plasticity sand CL,CI Good to Poor Bearing capacity • CI – clay with medium • SP – poorly graded sand plasticity • SM – silty sand • OI – organic silt/clay with MI,ML Very poor ,susceptible to • SC – clayey sand medium plasticity Liquefaction • MH – high plastic silt MH,CH Not suitable For Foundation • CH – high plastic clay • OH – organic silt & clay of high plasticity SOIL FAILURES due to GROUND SHAKING PROBLEM : Why does building fail? Soil fails due to liquefaction Liquefaction Ground Settlement Settlement about 1 m, bulge in the road. Surface fault rupture Landslide 22 LOSS OF SOIL BEARING CAPACITY DUE TO LIQUEFACTION Liquefaction is the phenomenon of instantaneous transformation of soil mass of solid consistency into a liquefied state due to earthquake vibrations. LIQUEFACTION NEAR A BUILDING AT KANDLA PORT; ONLY MINOR CRACKS IN THE WALLS, Soil liquefaction induced tilting and sinking of a BUT SETTLED DOWN BY ABOUT 70MM. residential building during Missouri earthquake. Ground Deformation FACTORS AFFECTING LIQUEFACTION • Fine & uniform size sand contracts under shear SP – poorly graded sand SM – silty sand SC – clayey sand • Water saturated Soil mass below foundation • No drainage can occur during shaking • Greater Intensity & duration of earthquake • Relative density < 50%, for PGA = 0.1g 23 Slump Belt in 1934 Earthquake PROBLEM : Why does Foundation fail? Damages due to differential settlement POTENTIAL SITES FOR LIQUEFACTION . River deposited sediments TILTING . Reclaimed lands over ponds, lakes. FAILURE OF STRUCTURE . Flood plains CRACKING Affected area and Iso-seismals of Nepal-Bihar Earthquake of Jan15,1934 Soil Investigation : Depth of Exploration Soil Investigation : Why? IS 1892 Guidelines . Depth of Exploration should be 1.5 x width of foundation (B) below foundation level. . If foundations of adjacent column are closer, then Depth of Exploration should be 1.5 x width of building below foundation level. . In weak soil, exploration should be continued to depth at which loads can be carried by the stratum without undesirable settlement and shear failure. IS 2911 (Part 1/Sec2) C, Φ. Settlement Hard, Medium or Soft (IS 1893 . For pile foundation Depth of Exploration should be IS:1892– 1979 PART 1) equal to pile depth + 10.0m 24 SOIL EXPLORATION FOUNDATION TYPE Position of water table SPT or CPT Shallow Foundation Deep Foundation Soil classification in various layers grain size distribution Isolated Raft Unit Weight, Specific Gravity Plastic and liquid limits Untied Flat slab Slab & beam angle of internal friction and cohesion Tied Seismic For small Type Seismic Zone II & & For large & coefficient of consolidation of cohesive soils Zone IV III and uniform unequal & V rock column column Chemical Tests strata spacing spacing ISOLATED FOOTINGS P Foundation type in different sub soil UNDER M Soil Profile Foundation type EARTHQUAKE LOADS TIE BEAM Dense sand up to great Spread Footing, depth Pile if uplift 150 mm Stiff clay or stiff silt and Spread Footing. clay up to great depth Pile if special condition Upper firm clay followed Spread Footing for low by soft clay load otherwise Pile foundation Upper layer soft clay Pile Foundation followed by firm or rock Upper layer soft clay Pile Foundation All tie shall be designed for additional axial force followed by deep layer of = Ah/4 x Larger Column load dense sand 25 FOUNDATION TYPE IN DIFFERENT SUB SOIL SOIL TEST REPORT Soil Profile Foundation type Loose sand up to great depth Raft, driven pile Liquefaction ? Soft clay with incraesing stiffness with Raft, pile Field and Lab Test Result depth Expansive soil ? Compact sand followed by medium soft Deep pile Discussions clay followed by hard clay Soil erosion ? Upper layer poor soil followed by loose Driven or cast in situ Reccommendations sand followed by dense soil Pile Foundation Type and Depth of Fill followed dense sand followed by Remove top layer or Calculation Foundation clay provide pile Soft clay, followed by dense sand Pile driven / cast in Safe bearing capacity of open/Pile foundation:- followed by soft clay situ or raft On shear failure criteria: IS: 6403 – 1981,Relevant part of IS 2904 On settlement criteria: IS: 8009 (Part and Part II) – 1976 Fill followed by rock Pile /shallow foundation placed on rock Check by Plate/Pile Load Test IS 1888 – 1982/IS 2904 (Part IV) Saturated Loose Expansive fine sand silt clay SELECTION OF SITE THANK YOU Filled up Water- IS: 3370 P1 cl.4 sites logging Extra Precaution Chemically injurious soil THANK YOU 26 fcgkj ljdkj BIS CODES FOR STRUCTURAL SAFETY fcgkj jkT; vkink izca/ku izkf/kdj.k ¼vkink izca/ku foHkkx½ IS: 456 - 2000 “Code for PCC & RCC” iar Hkou] f}rh; ry] iVuk&1 IS: 875 Part 1 “Unit weights of materials” IS: 875 Part 2 “Imposed Loads” (3) IS: 875 Part 3 “Wind Loads” Principles of Earthquake IS: 1904-1987 “Safety of Foundation” IS: 1905-1987 “Masonry Buildings” Resistant Buildings NBC “National Building Code of India” and IS : 1893 (P 1-5) EQ resistant design of structures IS : 4326 EQ resistant Masonry buildings Architectural Considerations IS : 13920 Ductile detailing of RCC structures IS : 13935 RVS & Retrofitting of Masonry buildings IS 15988 Evaluation & Retrofitting of RC buildings 80 min EARTHQUAKE EARTHQUAKE & WIND EFFECTS ON BUILDINGS a sudden, rapid shaking of the Earth caused by the release of strain energy stored in rocks Wind . Intensity of wind (Increase With t) . Area Of Exposure Ground vibrations at any . Surrounding Structure location depends on: 1. magnitude of earthquake 2. depth of focus Earthquake 3. distance from epicentre . Magnitude and Duration 4. characteristics of path . Properties of the Structure; a. Stiffness Distribution travelled by seismic b. Mass Distribution waves 5. soil strata beneath the structure Prof .V.Thiruvengadam, Dept of BE.M., School of Planning and Architecture, New Delhi 27 SEISMIC VIBRATION SEISMIC VIBRATION OF BUILDING Vibration in all 3 directions to be considered POOR PERFORMANCE OF MASONRY BUILDINGS Non adherence to building codes and byelaws Very long walls, unsupported cross walls Weak connection between two walls or between roof and wall Inadequate structural system Deficiencies in design/detailing Heavy dead weight and very stiff buildings Irregular plan and configuration Lack of symmetry in plan and elevation Inappropriate sizes and positions of openings Stress concentration at corners of doors and windows Large openings close to corners Foundation: Improper site/design/construction Sub-standard materials, lack of skill & workmanship Very low tensile and low shear strength mortars Buildings are the main source of damage to Lack of maintenance: deterioration aging, corrosion & cracking life and cause disruption after earthquakes 28 RETURN PERIOD OF EARTHQUAKES EQ RESISTANT DESIGN PHILOSOPHY for given magnitude of earthquake • ckjckj vkusokys xkS.k HkwdEi (< DBE) ds nkSjku% lajpuk {kfr % ugha Maximum Considered Earthquake: MCE xSj&lajpuk {kfr % U;wu Return period 2500 years, ;nk&dnk vkusokys eè;e HkwdEi ds nkSjku% Probable to exceed by 2% in 50 years • (= DBE) lajpuk {kfr % U;wu] ejEefr ;ksX; Design Basis Earthquake: DBE xSj&lajpuk {kfr % dkQh] gVkus ;ksX; Return period 475 years, • vklk/kkj.k 'kfDr'kkyh HkwdEi ( MCE) ds nkSjku% Probable to exceed by 10% in 50 years lajpuk {kfr % dkQh] ijUrq] Hkou <+guk ugha pkfg,A Fundamental Time Period (un-damped free vibration) IS 1893 Clause.7.6 3/4 nksuksa fn'kkvksa esa] vuko`r Ýse ds fy;s] Ta= 0.075 h , RCC T = 0.09h/√d, x fn'kk esa] i;kZIr nhokjokys Ýse ds fy;s] ax fn'kk esa] i;kZIr nhokjokys Ýse ds fy;s Taz = 0.09h/√b, z 29 Importance Factor, I (IS 1893 part 1, Clause 6.4.2) Importance services and community Buildings 1.5 All other Buildings. 1.0 Z = 0.36 Response Reduction Factor, R (IS 1893 Table 7) S.N. Lateral loading Resisting System R Z = 0.24 1. Ordinary RCC Moment Resisting Frames (OMRC) 3.0 2. Special RCC Moment Resisting Frames (SMRF) 5.0 3. Load Bearing Masonry Walls Buildings Z = 0.16 (a) Unreinforced 1.5 (b) Reinforced with RC Band and vertical 3.0 reinforced ends and joints. Zone Factor,Z is Peak Ground Acceleration at Maximum Considered Earthquake 4. Ductile Shear walls with SMRF 5.0 Design Horizontal Seismic Coefficient, A cgqeaftyh vkj-lh-lh- Ýse lajpuk ij h HkwdEih; izHkko ds fo'ys"k.k dh fof/k;kW Z I Sa Ah . . (IS 1893 Clause 6.4.2) 2 R g For SMRF R=5 and Ah is only 10 % of MCE STATIC ANALYSIS DYNAMIC ANALYSIS Time History Analysis Response Spectrum Analysis All possible safety margins have already been used by Free vibration analysis IS code during earthquake-resistant design Modal Analysis Violation of any analysis, design, detailing or construction LIMIT OF STATIC ANALYSIS specifications may result in catastrophic consequences lajpuk since the building does not have “hidden” margins, now Zone III Zone IV Zone V fu;fer Hkou The gap between the actual forces and the Design 90 m 40 m 40 m vfu;fer Hkou forces is to be filled up by the provisions of Ductile 40 m 12 m 12 m detailing as per IS:13920 30 ARCHITECTURAL CONSIDERATIONS SEISMIC RESISTANCE Urban Resilience Four aspects 1. Structural configuration 2. Lateral stiffness (stiff: less deflection) 3. Lateral strength (strong: more load carrying capacity 4. Ductility (ductile: capacity to deflect without breaking) Good Structural configuration is ensured by: Simple regular geometry & Uniformly distributed mass & stiffness in both plan and elevation Earthquake damage assessment IRREGULAR FORM AND CONFIGURATION Compact symmetrical Plan PLAN IRREGULARITIES good seismic performance 1. TORSION IRREGULARITY Eccentricity between centers of mass and stiffness increase effects of torsion 2. RE-ENTRANT CORNERS Undergoes predominantly bending deformation under projections beyond the re-entrant corner are >15% of plan dimension Earthquake loads Less torsion or twisting behavior about vertical axis. 3. DIAPHRAGM DISCONTINUITY Diaphragms with cut-out or open areas > 50 % of the gross enclosed diaphragm area 4. NON-PARALLEL SYSTEMS Vertical elements resisting lateral force are not parallel to the major orthogonal axes or the lateral force resisting elements 31 IRREGULAR FORM AND CONFIGURATION VERTICAL IRREGULARITIES LOAD PATH FROM ROOF FOUNDATION 1. STIFFNESS IRREGULARITY Fc Soft Storey Intermediate sift storey Extreme Soft Storey Cb Such Configuration 2. MASS IRREGULARITY induces large vertical Fc earthquake forces even under horizontal earthquake ground Cb 3. VERTICAL GEOMETRIC IRREGULARITY When the horizontal dimension of the lateral motions due to force resisting system in any storey is >15% overturning effects of that in its adjacent storey 4. IN-PLANE DISCONTINUITY OF VERTICAL ELEMENTS Fig.:-Floating columns Interruption of vertical members, Abrupt changes in stiffness Fc= Floating Columns ratio Cb= Cantilever Beams IMPORTANCE OF URBAN PLANNING IN SEPARATION JOINTS DISASTER RESILIENCE SEISMIC JOINT Electricity: damage in supply network Information and Communication services: Transportation systems: Streets, Roads, Bridges & Flyover, Railway & Metro Water supply lines: leakage and contamination Dams: may cause subsequent disaster Drainage systems: waterlogging on streets Sewage systems: contaminate ground water Pounding Damage Buildings slum houses/unauthorized: maximum damage Masonry buildings Framed structures Heritage Buildings: restoration & retrofitting Open spaces: Key to safety during earthquakes 32 SEPARATION JOINTS SEPARATION JOINTS B L>3B L<3B L<3B L<3B Long rectangular blocks 3 1 2 4 Floor with large opening MUD MASONRY SELECTION OF APPROPRIATE STRUCTURAL SYSTEM AVOID masonry, particularly mud 1. Load Bearing wall systems (Brick or Concrete Masonry) masonry and mud mortar in highly – Small span low rise residential buildings seismic areas – Up to 2 storey (High Seismic Zones) – Upt o 4 storey (Moderate Seismic Zones) EARTHQUAKE RESISTANT BUILDINGS 2. R.C.C Framed Buildings 1. Seismic strengthening – More suitable for Seismic zones 2. Energy absorbing devices 3. Base isolation technique 3. Steel Buildings – Large span Industrial Structures – Large span Roofs 4. Composite Buildings – Steel & in situ concrete – In-situ concrete & Pre-stressed concrete – Steel & Precast elements 33 SELECTION OF STRUCTURAL SYSTEM Selection of appropriate structural system R.C.C Framed Construction moment resisting frame FLOOR SYSTEM FRAMING SYSTEM FOUNDATION SYSTEM Flat Plate Shear wall-slab system Isolated/ Flat Slab Moment resisting Combined Beam & Slab Frames (Beam- footings braced frame Waffle Slab Column) Raft Grid Floors Braced Structures Piles Ribbed Slab Staggered wall system Piled-Raft Shallow wide beam Framed Tube Structures shear wall Hybrid Structures ADEQUATE MEMBER SIZES Desirable Structural framing arrangements • Square Grids with Square columns • Beams Concentric to columns • No Abrupt Changes in Columns sizes • Column Orientations Planned to Provide Adequate Beam Stiffness in Both Directions Column WEAK STRONG Structural member sizes usually depends upon - Moments / Shear considerations - Deflection (Stiffness consideration) Sizes important for All the upper floors - Beam - column joint design weak in long direction - Reinforcement anchorage (Izmit, Turkey 1999) - Confinement of joints STRONG STRONG - Reduce reinforcement congestion 34 COLUMN AND BEAM SIZES IN RCC FRAME RIGID BEAM-COLUMN JOINTS sizes in preliminary design • Adequate beam-column sizes • Proper confinement of concrete at joints • Dense concreting in joint zone • Stirrups within the joint (Diagonal Tension) • Sufficient anchorage of beam reinforcement PROBLEMATIC FRAMING ARRANGEMENT PROBLEMATIC FRAMING ARRANGEMENT Non-concentric Discontinuous Beam Eccentric Beam (Torsion) Increased column size (Reinforcement Congestion in columns) to connect Beam Discontinuity and change in beam level Untied Column Tied Column (reinforcement congestion in column) 35 BEAM-COLUMN SYSTEM: (CHECK LIST) FRAME-SHEAR WALL COMBINATION Column orientations in both directions Completeness of frames Adequate Beam-column sizes Concentric beam alignment Avoid abrupt change in column sizes Avoid floating columns Avoid strong beam-weak column • Height range 30-35 Storey. • Shear walls provides lateral stiffness Square / circular column (most preferred) • Shear walls predominantly carry earthquake loads. Well tied free standing staircase cores • Frames require to carry 25% of earthquake forces. SHEAR WALL LOCATION GENERAL PRINCIPLES: FIRE SAFETY Earthquakes are frequently followed by fire Unsymmetrical placement causes torsion Buildings shall be made fire resistant Provisions of Indian Standards for fire safety: IS 1641 : 1988 IS 1642 : 1989 Place Symmetrical along both axes IS 1643 : 1988 IS 1644 : 1988 and THANKS IS 1646 : 1986. 36 fcgkj ljdkj FAILURE OF WALLS fcgkj jkT; vkink izca/ku izkf/kdj.k ¼vkink izca/ku foHkkx½ iar Hkou] f}rh; ry] iVuk&1 (4) EQ Resistant Design of In-plane bending Masonry Buildings, In-plane Shear Failure RVS, Seismic Retrofitting 30 min Out-of-plane overturning failure at corner RIGID R.C. ROOF ON LOCATION AND SIZE OF OPENINGS COMPLETE WALL ENCLOSURE The Horizontal Rigid Openings near the Diaphragm distributes wall corners Roof Inertia Force to hamper the flow of the four walls in forces from one proportion to their stiffness wall to another. A Inertia will almost Large openings entirely shared by weaken walls from walls B. carrying the in- The bending of walls plane inertia forces Enclosure will act as a box for resisting the A will reduce. lateral loads 37 REASON STRUCTURAL - LACK OF VERTICAL INTEGRITY AT WINDOW SILL & JAMB ROCKING & CRACKING OF MASONRY PIERS The wall piers disconnects from the masonry at the opposite diagonals The masonry piers develop diagonal shear cracks. SUM UP 2 4 1 3 8 EARTHQUAKE RESISTANT DESIGN of MASONRY BUILDINGS 5 7 (IS 4326) 11 6 9 10 12 38 CONFIGURATION AND SHAPE IRREGULARITIES ADOPT SIMPLE RECTANGULAR SHAPES H B H < 4xB DANGEROURS SHAPE AND CONFIGURATION UNSYMMETRICAL PLANS ARE DANGEROUS PROVIDE SEISMIC GAPS ckgj fudyk mijh eafty yEck fudyk ckydksuh mijh eafty ij yVdrk ihyj 39 ADJACENT BUILDINGS UNSYMMETRICAL LOADS MAY PRODUCE PROVIDE TORSION SEISMIC GAP bZaV tksM+kbZ ds Hkkjokgd nhokj LENGTH SHOULD BE LESS THAN 3xWIDTH nhokj dh m¡pkbZ] vius eksVkbZ dk 15 xquk ;k 4 ehVj ls de PROVIDE SEISMIC GAP 40 THIN PARTITIONS MAY GET DAMAGE njoktksa ,oa f[kM+fd;ksa ds vkdkj PROVIDE THICK PARTITIONS B4 : nks bZaV dh yEckbZ ls T;knk B5 : ,d bZaV dh yEckbZ ls T;knk H : 450 feyhehVj ls T;knk HkwdEijks/kh Hkouksa ds vko';d vax dejk ds {kSfrt HkwdEijks/kh cSaM rFkk nhokj ds dksuksa ij daØhV esa NM+ [kM+k djus fdlh Hkh ls] dqlhZ ls ysdj Nr rd] lHkh nhokjsa cDls dh rjg cW/k tkrh gSA nhokj esa] Ekdku dh bZaV tksM+kbZ {kSfrt HkwdEi nhokj ds dksuksa ,oa fdukjksa ij vf/kdre elkyk dk HkwdEijks/kh njoktksa ,oa tksu [kM+s LVhy ds NM+ f[kM+fd;ksa mWpkbZ vuqikr vkj-lh-lh- cSaM dqjlh cSaM ds vkdkj rhu eafty dejksa ds lHkh dksuksa ij rFkk flesaV%ckyw & fyaVsy cSaM ¼12 ehVj ls ,d ehVj ls cM+s njoktksa ,oa V 1%4 flYy cSaM de½ f[kM+fd;ksa ds nksuksa rjQ Nr cSaM pkj eafty dqjlh cSaM dejksa ds lHkh dksuksa ij rFkk B1+B2+B3, flesaV%ckyw & ¼15 ehVj ls fyaVsy cSaM 2-5 ehVj cM+s ls }kjksaa ds nksuksa ,deaftys edku esa % ds ls de IV 1%6 L 50 % de½ Nr cSaM rjQ nks eaftys edku esa % L ds 42 % ls de pkj eafty dqjlh cSaM flesaV%ckyw & nks eafty ls mWps edku ds dejksa rhueaftys edku esa % ds ls de ¼15 ehVj ls fyaVsy cSaM L 33 % III 1%6 ds lHkh dksuksa ij de½ Nr cSaM 41 HkwdEijks/kh Hkouksa ds vko';d vax BANDS IN SLOPED ROOF BUILDINGS Gable-roof connection Gable Band Roof Truss-wall Band connection Floor-walls Lintel connection Band Lintel Band Plinth Cross wall connection Band Peripheral wall connection LINTEL BANDS UNDER EARTHQUAKE SHAKING RCC BAND AT WALL CORNERS During earthquake shaking, the T - JUNCTION lintel band undergoes bending and pulling actions. out of plain deflection of wall reduces to 1/5th due to Lintel bands. IS 4326 L - JUNCTION 42 VERTICAL REINFORCEMENT IN MASONRY Vertical reinforcement properly anchored into foundation and into roof: Causes bending of wall in place of sliding or rocking Delays the shear-cracking Protect from sliding Supports in cross direction Adequate vertical bars prevents it’s yielding in tension lHkh dejksa ds dksuksa ij] daØhV esa [kM+k NM+ cM+h f[kM+fd;ksa dk cpko • lHkh dejksa ds dksuksa ij] daØhV Mkyus ds fy;s] bZaV tksM+kbZ esa [kkyh ikWdsV cuk;saA fyaVy cSaM • ikWdsV esa NM+ [kM+k djds daØhV <+kysaaA flYy cSaM • ;s [kM+s NM+ uhso ls izkjEHk gksdj] lHkh vkj-lh-lh- cSaM gksdj] vafre Nr dh [kM+k NM+ <+ykbZ ds vanj 300 feyhehVj eqM + tkuh gSA 43 HEAVY WATER TANK ON THE ROOF CONNECT PROPERLY TO THE STRUCTURE pkjksa dksuk ij ihyj rFkk etcwr nhokj ls cuk lh<+h ?kj 5 bap nhokj esa flYYk ij cSaM 44 bZaV tksM+kbZ nhokj esa ihyj FOUNDATION FOR MASONRY BUILDING cohesive soils (clayey, silty clayey or clayey silty) .Safe bearing capacity of 7 to 9 t/m2. .Foundation depth of 1.5 m .if scouring depth is more, increase depth till clay soil is reached. Ms<+ bZap [kkWp FOUNDATION FOR BOX ACTION IN MASONRY BUILDINGS MASONRY BUILDING Roof that stays together as a single integral unit during earthquakes Non-cohesive soft alluvial soils Good connection saturated with water and between roof and walls possibility of deeper scour or Walls with small liquefaction openings Provide deep RC pile Lintel Band foundation with bulb at the bottom for desired load capacity .3 to 8 m depth based on Good connection between Stiff Foundation liquefaction of the soil strata. walls and foundation .minimum depth of 3 m for the single storey houses Good connection at wall corners 45 CONFINED MASONRY Rapid Visual Screening Provision of Horizontal and bands and Seismic Retrofitting Vertical Steel IS: 13935 Vertical steel bars anchored in foundation and roof band 50 min RVS PROCEDURE GRADES OF DAMAGE TO MASONRY BUILDINGS Classification of damage 'kh?kzrk ls orZeku Hkou dk fujh{k.k dj] G1 : Structural Damage : (Nil) HkwdEijks/k ls laEcaf/kr lajpuk vaxksa dk MkVk Non-Structural Damage : (slight) ,oa lajpuk fuekZ.k dk fjdkWMZ ,d= djuk . Hair-line cracks in very few walls . Fall of small pieces of plaster only Maximum Considered Earthquake esa] detksj lajpukRed vaxksa ds dkj.k] HkwdEih; [Restoration] {kfrxzLrrk dk vkdyu ,oa laHkkfor mUu;u G2 : Structural Damage : (Slight) . Hair-line Cracks in many walls dh igpku djuk Non-Structural Damage : (moderate) . Fall of fairly large pieces of plaster [Restoration] 46 G3 : Structural Damage : (moderate) . Large & extensive cracks in most walls . Roof tiles detach Non-Structural Damage : (heavy) DAMAGE GRADE : . Chimneys fracture at the roof line; Directly observed after an EQ . Failure of individual partitions, gable walls [Restoration & Retrofitting] G4 : Structural Damage : (heavy) . Gaps in walls, Inner walls collapse; . Partial structural failure of roofs & floors DAMAGEABILITY GRADE Non-Structural Damage : (very heavy) . Non-Structural elements collapse. Assess Vulnerability of [Reconstruction & Restoration with partial Rebuilding / Retrofitting] existing building G5 : Structural Damage : (very heavy) . Total or near total collapse of the building. [Debris removal & Reconstruction] 17th Jan, 2014 at Patna 187 Hkouksa ds Ádkj LOAD BEARING MASONRY Ádkj Hkou dk fooj.k SEISMIC BUILDING tehu ij mFkyk uho ds lkFk feêh xkjs esa fufeZr nhokjsa A ¼ ZONE TYPE A+ xksy iRFkjksa ds lkFk fpukbZ( feêh xkjs esa dPph bZaV dh nhokjsa B ijEijkxr ydM+h dh Nrksa ds lkFk] vÁcfyr bZaV dh nhokjsa pwuk ds elkys esa] B+ UN-REINFORCED BRICK MASONRY WALLS ¼d½ vFkok C HORIZONTAL RCC ROOF HORIZONTAL SEISMIC EAVES DAMAGEABILITY okys 47 izfØ;k esa losZ{kd dks D;k djuk gS %& RVS SPECIAL HAZARDS izR;sd HkwdEi tksu ds fy,] vyx losZ{k.k QkWeZ budh mifLFkfr ls Hkouksa ds 'kh?kzrk ls Hkou dk fujh{k.k {kSfrt cy izfrjks/kh vaxksa dh igpku HkwdEih; tksf[ke c<+ tkrs gSaA fo'ks"k [krjksa dh igpku fuekZ.k nLrkostksa dh leh{kk 1. LIQUEFIABLE CONDITION RVS Forums ij vk¡dM+k vafdr djuk 2. LAND SLIDE PRONE AREA fu:i.k x.kuk vko';d ugha 3. IRREGULAR BUILDINGS {kfrxzLrrk xzsM dk fu/kkZj.k RVS Forums ij vuq'kalk vafdr djuk fpukbZ Hkouksa ds izdkj ,oa {kfrxzLrrk xzsM esa lEca/k losZ{kd ds lkFk midj.k% Ádkj e/;e HkwdEih; rhozrk mPp HkwdEih; rhozrk cgqr mPp rhozrk ¼MSK VII½ Zone III ¼ ½ ¼ ;k vf/kd½ MSK VIII Zone IV MSK IX A G4 : few G5 : few ,oa G5 : few fMftVy dSejk G3 : most G4 : most . Rest G4 / G3 ekih gsrq Vsi A+ Rest G2 / G1 Rest G3 / G2 . B G3 : few G4 : few G5 : few ,oa fDyi ds lkFk l[r ikVh G2 : many G3 : most G4 : many . isu] isafly] jcM+ B+ Rest G1 Rest G2 Rest G3 . C G2 : few G3 : few G4 : few ,oa Ik;kZIr la[;k esa QkWeZ G1 : many G2 : most G3 : many . RVS C+ Rest G1 / G0 Rest G1 Rest G2 ekxZnf'kZdk dh izfr D G3 : few . RVS ,oa etnwj] Nsuh] gFkkSM+h] dqnky G1 : few G2 : few G2 : many . D+ Rest G1 ¾ ¾ ¾ few (5 ± 5)%, many (50 ± 5)%, , most (75 ± 5)% 48 VULNERABILITY ASSESSMENT and SEISMIC RETROFITTING OF MASONRY BUILDINGS SEISMIC RETROFITTING SELECTION OF RAPID VISUAL DAMAGE DETAILED MATERIALS SCREENING G4, G5 EVALUATION 'kh?kzrk ls Hkou dh By Professional vlqjf{krrk dh igpku Engineer Cement mortar DAMAGE G1, G2 DAMAGE Cost Other Restoration G3 permits Options Seismically Safe for Seismic Retrofitting MCE HkwdEi ds n`f"Vdks.k ls lqn`<+hdj.k Cement Concrete Admixture for Non-shrink- age / Bond SELECTION OF MATERIALS …contd SELECTION OF MATERIALS & TECHNIQUES expanded metal welded wire Polymer fabric concrete rods, angles, beams, Polymer binder + Micro Concrete Aggregates (sili channels (dry powder ca, quartz, granit e, limestone) Non-shrink bagged) + water VARIOUS FORMS Grouts: Repair for repairs to all Chicken kinds of concrete bolts OF STEEL small / medium Mesh structures cracks 197 49 SELECTION OF MATERIALS …contd SELECTION OF MATERIALS …contd Epoxy Glue Gun Dispenser Epoxy Resins Gluing steel plates to RCC Mechanical Anchors: To Add / Connect new members Epoxy mortar: Repair large void Epoxy mortar: Repair spaces in concrete, forcing mortar up of medium cracks Chemical Anchors: To Add / Connect new members to the end of the crack. Bonded in drilled holes through polymer adhesives sl Code Requirement are not Action for Retrofitting SELECTION OF MATERIALS …contd Satisfied i) Weak Mortar Ferro-cement plating / fiber- wrapping ii) Door, Window openings are Close / narrow the opening or more reinforce by seismic belting iii) Length of wall between cross provide pilaster or buttress walls are more FRP bars being used iv) Height of wall from floor to add pilaster to increase thickness Strengthen in a bridge deck ceiling are more by Ferro-cement plating ing RCC v) Horizontal seismic Bands are Provide Seismic Belt on both sides Strengthen Columns ing RCC not provided of walls Beams vi) Vertical bar at each corner Install Vertical Belts on both sides and T-junction of wall are not of walls provided vii) Vertical bar at jambs of Install seismic belts around the windows and doors opening Fibre Reinforced Plastics (FRP) 50 STRENGTHENING OF EXISTING WALLS 1 50 x 50 mm Welded wire Connection between existing thick walls mesh 2 Mortar or micro-concrete Stone buildings of historic 3 Concrete roof hand importance, having wall 4 Cross ties @ 300-400 mm c/c masonry in good mortar 5 Corner bar dia 8 mm Sewing Transverse Walls with Inclined Bars . Drilling inclined holes STRENGTHENING . Inserting steel rods and OF EXISTING . Injecting cement grout WALLS 1 Transverse wall with WIRE MESH 2 Longitudinal wall and MORTAR 3 Holes drilled through the junction of the two walls SEC A-A CORNER REINFORCEMENT REINFORCING AROUND OPENING 51 Vertical Seismic Band at Corner & Junctions dejk ds vanj dksuksa ij] NM+ [kM+k djuk CONNECTION OF JACKETTING Vertical Bar WITH FOUNDATION at Inside Corner 52 SEISMIC STRENGTHENING TECHNIQUES Modification of Roofs or Floors Pitched roofs without trusses Details of New Roof Bracing Bracing the SEISMIC STRENGTHENING Rafters TECHNIQUES Connection of new walls with old walls: T-junction MASONRY ARCHES Thank You 53 fcgkj ljdkj SOFT GROUND STOREY FAILURE fcgkj jkT; vkink izca/ku izkf/kdj.k ¼vkink izca/ku foHkkx½ iar Hkou] f}rh; ry] iVuk&1 (5) Seismic Safety of RC Buildings Precautions in Construction, Quality Assurance, Structural Audit SOFT STOREY (OPEN PLINTH), 40 min VERTICAL SPLIT BETWEEN TWO BLOCKS (BHUJ) In-filled brick walls at upper floors increase the lateral IS: 1893-2002 (Part 1) Cl, 7.10 stiffness of the frame. 1) The dynamic analysis of the building is to be Sudden change of stiffness’ between the ground carried out which should include the strength and storey and upper storey stiffness effects of infills as well as the inelastic Dynamic ductility demand during earthquake gets deformations under the design earthquake force concentrated in the soft storey and the upper storey disregarding the Reduction Factor R. tend to remain elastic. 2) The building is analysed as a bare frame neglecting the effect of infills and, the dynamic forces so determined in columns and beams of the soft (stilt) storey are to be designed for 2.5 times the storey shears and moments: OR, the shear walls are introduced in the stilt storey in both directions of the building which should be designed for 1.5 times the calculated storey shear forces. 54 REMEDIAL MEASURES FOR SOFT GROUND STOREY INTERMEDIATE SOFT STOREY Bracings in the Largest size stilt columns of open columns ground storey Large variation in stiffness of floors COLLAPSE OF SOFT MIDDLE STOREY IN A Providing Providing Brick infills BUILDING AT BHUJ R.C. Shear Wall between columns VERTICAL PROJECTIONS ABOVE ROOF HORIZONTAL PROJECTION Columns From Foundation to Top Counterbalanced & Stable Projection Horizontal seismic co-efficient = 5x Ah Vertical seismic co-efficient = 3.33x Ah 55 DUCTILE DETAILING Ductility of Flexural Members Anchorage of beam bars at an external joint Beam bars through column In the internal joint, both face bars of the beam shall be taken continuously through the column. Insufficient lap length in R.C. columns, upper columns simply pulled out Widely spaced hoops with 90° (instead of 135°) hooks. Without the unfavorable effect of the infill walls it could however have behaved much better. (Izmit, Turkey 1999) 56 HOOK IN TRANSVERSE TIES COLUMN DETAILS WITH SPECIAL CONFINING TIES Straight Length of HOOK = 6d < 300mm Column b = lesser dimension D = Larger dimension Links spacing least of If length of any @ b/2 c/c or 300 mm side of a stirrup > 300 mm; a Long bar Laps crosstie shall be At entral half height, Maxm 50% bars to be provided Lapped at a section COLUMN special confining BEAM – COLUMN JUNCTION WITH JUNCTION ties within FOUNDATION foundation SPECIAL CONFINING TIES WITHIN JOINT STEPS TO ENSURE 135o HOOK WITHIN THE JOINTS 57 SHORT COLUMN BEHAVIOR TORSIONAL FAILURE . Buildings should be planned preferably symmetrical in space & shape, it may be split by providing separation Short Column behavior Joints, if needed. . Eccentricity of the centre of mass and Front columns failed after centre of stiffness twisting due to continuous should be dealt with wall at the right & rear back. IS:1893, by taking (Kobe, Japan 1995) torsion into account. Short Column: Inadequate ties VERTICAL CANTILEVER ELEMENTS HORIZONTAL EARTHQUAKE LOAD ON VERTICAL CANTILEVER PROJECTIONS Elements projecting above the roof and (IS: 1893 (Part 1) -2002 - 7.12.2.1) attached to the building:- Horizontal Earthquake Load, Feq = 5 x Ah . W Parapets, Where Ah is design horizontal seismic coefficient Water tanks, Check the stability of water tanks, parapets, Smoke chimneys, and smoke chimneys attached to buildings and projecting above the roof for Feq Light weight fortifications Design of connections with the main structures for Feq These elements and their connections with the The horizontal earthquake load will be assumed to roof structure have to be designed for the be reversible in direction. imposed load, the wind loading or the The parapet wall will be reinforced on both faces earthquake loading of the wall and anchored into the doubly reinforced concrete slab for transfer of moments. 58 EARTHQUAKE LOAD ON STAIRCASES HORIZONTAL CANTILEVER ELEMENTS Cracking and damage due to bracing effect like balconies IS: 1893 (Part-I)-2002 Vertical Earthquake load, Feq = W x 3.33 x Ah If the balcony is anchored in a wall, stability should be checked by taking the seismic force downwards and the stabilizing weight should be assumed to have the seismic force upward. If the balcony slab is made continuous with the floor / roof slab, the reinforcement of the balcony should be anchored in the slab for sufficient length to engage the appropriate weight of the slab. SEISMIC SEISMIC DESIGN OF DESIGN OF STAIRCASE SEPARATED BOXED IN STAIRCASES RIGID WALL 59 MASONRY PARTITION WALLS STABILITY OF INFILL WALLS Materials: burnt clay bricks, solid and hollow concrete blocks and hollow tiles ISSUES Bare frame analysis and effect of infilled wall Distribution of infill walls in building Continuity of infill walls at all floors Isolation of infill in ductile RC frames Behaviour thin unreinforced masonry partition walls DESIGN OF PARTITION WALLS Increase in seismic forces towards top Anchoring brick partition walls Fibre-reinforced polymer or micro concrete integrated overlay Precautions in Construction, Thin RC seismic band at lintel level connected with RC columns Quality Assurance, Structural Audit 40 min 60 WEAK STRUCTURE : why ? DEFECTS IN BRICWORK POOR QUALITY OF Design ? MATERIALS Checking ? POOR QUALITY OF Details ? weak soil ? Material ? CONSTRUCTION Trained ? Supervision ? Inspection ? SOAKING OF BRICKS (IS 2212-1991 Clause 10) Cement Mortar 1:4, 1:6 Water to penetrate whole depth of bricks Normally 4 to 6 hour is sufficient . Brick joints to be packed with mortar . It assists in removing the dirt and dust . Uniform layers . It reduces chances of efflorescence . Bed joint thickness < 12 mm . It prevents suction of water from wet mortar Minimum 7 days curing 61 MATERIALS & RCC PROCESS M CEMENT Mixing Use 43 grade OPC, Slag cement or PPC . Cement A Use within initial setting after adding water . Aggregates Transporting T Procure fresh, Protect from moisture . Water Placing WATER E SAND FM > 2, . Chemical Compaction R AGGREGATES admixtures Finishing Clean and Fresh, I Protect from dust . Formwork If you can drink, Curing A you can use, OK WELL GRADED . Mix design Supervision L AGGREGATES . Batching Inspection S Range in aggregate size to fit together well Gives a denser and stronger concrete ENVIRONMENTAL EXPOSURE CONDITIONS SUPER PLASTICISER : IS 9103-1999 IS:456-2000 Table 3 M Environment Exposure Conditions A Improves workability Mild Concrete surfaces protected against About 10 to 15 % less water weather or aggressive conditions T Moderate Concrete exposed to condensation and E Approve with past experience & mix design rain, Concrete in contact or buried Establish slump with & without admixtures under non-aggressive soil / ground R Maximum weight, 2 % by weight of cement water Severe Concrete surfaces exposed to severe I rain, alternate wetting and drying STEEL REINFORCING BARS A Very Severe Concrete surfaces exposed to corrosive Standard manufacturer X Bars made from fumes Concrete in contact with or buried under aggressive sub-soil / L (Tata, SAIL, etc) re-rolled steel ground water. S Extreme Members in direct contact with liquid / Good quality of all materials solid aggressive chemicals 62 CONCRETE COVER REQUIREMENT (IS 456 2000 Clause 26.4) Table 5 of IS 456-2000 Nominal cover : Depth of concrete cover to any RCC with 20 mm maximum steel bar, to meet durability requirements Exposure size aggregate Exposure Nominal cover conditions Min. Max. W/C Min. Mild 20 mm Cement ratio Grade Moderate 30 mm kg/m3 Severe 45 mm Very severe 50 mm Mild 300 0.55 M 20 Extreme 75 mm Moderate 300 0.50 M 25 Nominal cover >= diameter of main bar Severe 320 0.45 M 30 Very severe 340 0.45 M 35 Extreme 360 0.40 M 40 SUPERVISION (IS 456 2000 Clause 13.6) QUALITY ASSURANCE CONSTANT & STRICT SUPERVISION : Formwork: sizes of elements, Levels SUPERVISION Proportioning and mixing of the concrete INSPECTION Reinforcement and its placing Compaction, Curing, Stripping of the formwork SIEVE ANALYSIS RECORD TESTS FOR TORSTEEL BARS . Test reports of materials TESTS FOR CEMENT . Concrete mix design details . Concrete mix test reports CONCRETE CUBE TEST . Record in Site order book: Checks: Geometry, Reinforcement Concrete placement Clearance Non-conformance reports 63 INSPECTION STEEL (IS 456 2000 Clause 17.1, 17.2) REINFORCEMENTS Setup Verify TEST FOR inspection quality of ELONGATION procedure individual parts as per IS 13920:1993 cl. 5.3: Length of test High strength deformed steel bars piece = 5.65 A, Clear Identify produced by thermo-mechanical Tests instructions Workmanship treatment process of grade Fe 500 and where A is the on inspection , Durability & cross-sectional or Fe 550, having elongation more Records & deviations Appearance area of the test than 14.5% and conforming to of piece other requirements of IS 1786 may materials also be used for reinforcement. TESTS FOR CEMENT CONCRETE CUBE : SAMPLE & TEST RESULT Test as per IS: 4031 Part V 1988 IS: 456-2000 Clause 15 Initial setting time > 30 min . 1 sample = 3 test specimens Final setting time < 600 min . Sample Result = av. of 3 specimens . Specimen variation< ±15 % of av. Compressive strength of 70.6 mm size cube . Test Result = 28 days strength Test as per IS: 4031 Part 6 . For quicker idea, 7 days tests Cement IS code 3 days 7 days 28 days 33 Grade OPC IS 269 16 mpa 22 mpa 33 mpa Concrete No of in m3 Samples Portland Slag IS 455 ACCEPTANCE CRITERIA 16 mpa 22 mpa 33 mpa Any shift < 5 1 Cement IS 456 2000 Clause 16.1 6 - 15 2 PPC IS 1489 P1 16 mpa 22 mpa 33 mpa Mean of 4 consecutive results 16 - 30 3 > fck + 0.825 x SD, 43 Grade OPC IS 8112 23 mpa 33 mpa 43 mpa 31 - 50 4 and > fck + 4 mpa IS 12269 53 Grade OPC 27 mpa 37 mpa 53 mpa 51 – 100 5 Individual result > fck - 4 mpa 100 - 150 6 ..... 64 INSPECTION CHECK LIST Name of Project, Location QUALITY AUDIT Date of inspection ? Structural members inspected Concrete Cube Test results PASSED FAIL AUDIT Tests of construction materials conform to IS Codes. YES NO Tests of construction materials conform to IS Codes. YES NO Construction has been done as per drawing. YES NO SCHEME Workmanship & appearance are satisfactory. YES NO Segregation or honeycombing on the concrete surface. SEEN NO EFFECTIVENESS An Independent process Photograph: taken properly and docketed YES NO to assess actual Note : Fill in the blanks or tick as appropriate. effectiveness Engineer Name Signature Date of a Construction EE / SE / CE scheme QUALITY AUDIT PROCESS Verification and evaluation of activities, records, processes Performed at predefined time intervals Quality Audit Management Variety of prescribed self-assessment forms Variety of software and tools 65 fcgkj ljdkj fcgkj jkT; vkink izca/ku izkf/kdj.k ¼vkink izca/ku foHkkx½ iar Hkou] f}rh; ry] iVuk&1 (6) NON-STRUCTURAL RISK MITIGATION NON-STRUCTURAL RISK MITIGATION BUILDING SERVICES, FIRE SAFETY BIHAR BUILDING BYE LAWS 2014 STRUCTURAL DESIGN BASIS REPORT 20 min STRUCTURAL ELEMENTS Hkou lajpuk (STRUCTURE) The structural elements differ in each type otu ,oa {Skfrt cy ogu djrk gS of building, but generally they include: Foundation, Columns, Slabs, Beams, and Load-bearing walls. 66 xSj&lajpuk vo;o (NON-STRUCTURE ELEMENTS) lajpuk ij yVds ;k LFkkfir NON-STRUCTURAL ELEMENTS NON-STRUCTURAL ELEMENTS Chhajja Parapets Chimneys Balcony Wall cladding Partitions Stairways Water Tank 67 During earthquakes Falling Hazards (Non-Structural) mitigation NON-STRUCTURAL ELEMENTS RESEARCH FINDINGS may cause :- Some of the deaths Many or most of the injuries A large proportion of economic damage, destruction and disruption Loss of building contents QksVks Ýse fxjus ls pksV yx ldrk gSA HkwdEi ds nkSjku Hkou lkefXkz;ksa lss [krjs iyVuk yq<+duk fxjuk 68 HkwdEi ds nkSjku HkwdEi ds nkSjku Hkou lkefXkz;ksa lss Hkou lkefXkz;ksa lss [krjss [krjs vkyehjk fxjus ls vkyehjk fxjus ls njoktk can gks ldrk pksV yx ldrk gSA gS( fudy ugha ldrsA Hkou lajpuk ds lkFk ckW/kus dh lkexzh SAFETY FROM BUILDING CONTENTS vxj HkwdEi nksyu ds le; vfLFkj gks ldus okys Hkou lkeXkzh ekStwn gaS] rks] . mUgsa lajpuk ds lkFk etcwrh ls ckW/kuk gksxk] vFkok] STRAP HOOK mUgsa gVk nsuk pkfg,A . ANGLES CHAIN 69 COMMON CAUSES OF FIRE Kitchen Cooking Burning lamp Children playing with fire Excessive load over electric wiring Faulty Electric Heaters BUILDING SERVICES, FIRE SAFETY Fireworks, crackers Lighting Flammable materials FIRE TRIANGLE 20 min REQUIREMENTS OF EXITS EXITS : TRAVEL DISTANCE EXITS TO PROVIDE A) max. 20 meters for residential/ educational / SAFE ESCAPE OF OCCUPANTS institutional / hazardous occupancies. IN CASE OF FIRE / OTHER EMERGENCIES B) max. 30 meters for assembly / business/ 1) Lifts and escalators are not exits. mercantile / industrial / storage occupancies 2) Exits : 1) Travel distance to any exit is measured along . obstruction Free, clearly visible the way out path. . lead to exterior open space of building 2) In case of the subdivision of the floor into . lead to exterior leading to the street rooms, served by corridors/ passages, travel . reached without passing through other occupied distance can be measured from the corridor exits entrance of such rooms/ suites. 3) Routes : signposted and Illuminated. 3) For the portions of homes for the aged/ 4) Fire Fighting Equipments: orphanages/ mental hospitals/ etc, double the clearly located / marked provisions of these shall be taken. 5) Alarm devices : to ensure prompt evacuation 70 OTHER REQUIREMENTS OF EXITS 1) Exit doorways to open into a stairway / horizontal FIRE DOOR exits/ corridor / passageway. Rating 20-minutes to 3 hours 2) min. width = 1 m, min ht. = 2 m. 3) Exit doorways shall open outwards, but not Maintain fire doors and shutters obstruct travel. in good operating condition 4) Exit door, when opened, shall not reduce the width of the stairway/ landing to less than 0.9 m. Door closure 5) Exit doors shall open into a landing- and not directly into a flight of stairs. 6) Exits doors shall be operable from the inside without the use of a key. Swing open 7) Revolving doors can be used in residential / business/ mercantile occupancies subject to outwards special conditions. STAIRWAYS- INTERIOR STAIRS STAIRWAYS- FIRE SCAPES/ EXTERNAL STAIRS 1) Shall be connected to the ground. 1) No combustible material 2) Entrance shall be separated/ remote from the 2) Self contained, with at least main staircase one wall adjacent to an external wall. 3) min. width = 75 cm, 4) min. tread = 20 cm 1) Generally, shall not be arranged around a lift 5) max. riser = 19 cm shaft. 6) max. riser/ flight = 16 nos. 2) min. width = 100 cm, min. tread = 25 cm for SPIRAL STAIRCASE residential buildings; 1) Limited to low occupant load / building heights of up to 9 m only unless connected 3) min. tread= 30 cm for other buildings. to platforms/ balconies/ terraces; which allow 4) Treads design + construction + maintenance evacuees to pause. shall be done to prevent slipping 2) min. diameter = 150 cm 3) sufficient head room to be given. 71 RAMPS Entrance gate in high 1) maximum slope of 1:10 (can substitute for / comply with all requirement of staircase). rise building campus 2) in no case slope be greater than 1:8. Width greater than 5 m 3) slopes of 1:10 to 1:8 allowed for height up to 2.40 m. Height clearance 5m 4) for heights more than 2.40 meters, these slopes shall not be greater than 1:20. 5) for slopes greater than 1:10, non skid materials to be used Should not be within minimum setbacks. 6) Permitted in the basement within the minimum setback provided it does not obstruct the movement of the fire engine. OBSTRUCTED 7) Hospital ramps should not have slopes greater FIRE ESCAPE STAIR than 1:20. FIRE SIGNAGE FIRE FIGHTING skilful combination of removing fuel, heat, and oxygen Reducing Oxygen Water, dirt, foam and retardants Reducing heat water, foam, dirt, or scattering the fuels Removing Fuel Removing the fuel source fire tetrahedron 72 FIRE EXTINGUISHERS PORTABLE FIRE EXTINGUISHERS Class A fire paper, wood, cloth, some rubber and plastic (A - Ash) Class B fire combustible liquids, flammable gases, • Selection based on classes of anticipated (B - Barrel) greases, some rubber and plastic materials fires, size and degree of hazard Class C fire energized electrical equipment where safety • keep at readily accessible designated place, (C - Circuit) requires the use nonconductive extinguishing 15-25 m media • maintain in a fully charged and operable Class D fire combustible metals such as magnesium, titanium, zirconium, sodium, lithium and condition potassium • Record annual maintenance check date Class K fire grease • Instruction and hands-on practice (K-Kitchen) FIRE EXTINGUISHER MATERIALS FIRE EXTINGUISHERS Multi-Purpose Dry Chemical Class K fires Use on Class A, Class B, Extinguisher liquid quickly Pressurized Water Carbon Dioxide Dry Powder and Class C fires cools down the grease, Class A fires Class B & C fires Class D fires Fine powder under pressure reduces the flames Pressure gauge Hard nozzle fire causes Pressure gauge present forms a vapor blanket No pressure gauge powder to “cake” and form a barrier 73 FIRE FIGHTING SYSTEMS HOSE REEL SYSTEM SMOKE HEAT DETECTOR DETECTOR FIRE ALARM SYSTEM AUTOMATIC SPRINKLER SYSTEMS Check periodically the control valves, water and air pressure 74 INSTITUTIONAL PROVISIONS BIHAR MUNICIPALITY ACT 2007 o Establishment and maintenance of shelters, in times of disasters, and relief works o Empowers the State Government to make building rules for protection against natural disasters BIHAR BUILDING BYE LAWS 2014 BIHAR URBAN PLANNING ACT AND RULE 2012, 2014 o Identify and map the facilities and human resources at the level of village, block, city and district; o Mapping of vulnerable areas which are disaster prone and plan for pre-disaster, disaster 30 min mitigation and post-disaster BIHAR BUILDING BYELAWS 2014 BYE-LAWS DISASTER MITIGATION PROVISIONS Applicable to places: 1. Flood affected area demarcation during site plan o All Municipal Corporations preparation. {Section (5)(3)(ii)(d)} o All Municipal Councils All major physical characteristics size of water body, o All Nagar Panchayats flood-affected areas and 0.5 m contours at in case of o All Metropolitan areas the site which has a slope of more than 1 in 20. o All Planning areas under Planning Authorities 2. Compliance with Guideline on Earthquake safety o Gram Panchayat areas covered under various requirements during plan sanctioning process. Development Plan {Section (6)(vii).} Applicable to activities: A certificate from the registered Engineer that the . Planning, Design and Construction of building building plan and the design complies with the Earthquake Safety requirements as stipulated in the . Removal / Demolition / Alteration of building ¼fcgkj jkT; vkink izca/ku izkf/kdj.k] fcgkj esa] HkwdEih; [krjksa ls . Change of occupancy of a building U;wuhdj.k ds fy;s] Hkouksa ds fu:i.k ,oa fuekZ.k dk ifji=½ . Sub-division of land as in Appendix A. . Change in use of land or building 75 BYE-LAWS DISASTER MITIGATION PROVISIONS BYE-LAWS DISASTER MITIGATION PROVISIONS 3. Warning to Structural engineer for fault in design {Section 5. Before issuing occupancy certificate, the competent (6)(2)(2)} authority shall verify that the building complies with the Empanelled Structural Engineer, who has prepared the provisions of life safety as mentioned in National Building structural design, shall put his seal, and address on all the Code 2005 . {Article (16)(4)} documents signed by him and shall also furnish a In case of multi storied building (residential buildings certificate to the effect that he shall supervise the greater than 15m in height) and other special building structural part of the construction and shall be responsible covered area more than 500 sq.mtr., periodic inspection for any structural failure and except if the owner intimates shall be made by the authority that his services have been terminated. 4. Provision for preparedness before any hazard {Section 6. No construction or re-construction of any building, within (6)(2)(3)} a strip of land of 200 m from the outer boundary of the All structural design,, plumbing, electrical installation, river of Ganges except for repair and renovation work of sanitary arrangements, fire protection shall adhere to the heritage buildings. {Article (22)(1)}; other rivers 100 m specification, standards and code of practice {Section (22)(2)} recommended in the National Building Code of India, 2005. BYE-LAWS DISASTER MITIGATION PROVISIONS BYE-LAWS DISASTER MITIGATION PROVISIONS 7. Structural safety of building in areas of flood plain 10. Provision of setback and exit way for the time of emergency {Section (29)(G)} Minimum setbacks for high rise buildings.- For high-rise/ no permission to construct a building on a site shall multi-storied buildings, the open spaces around the be granted: In case of areas which get flooded if the building unless or otherwise specified shall be as given in the Table 14. {Section (36)(1} Structural Plans are not prepared taking this into In case of multi storied buildings the exterior open space account. around a building shall be of hard surface capable of taking load of fire engine weighting up to 45 tonnes. 8. Demarcation of unsafe building . {Article (23)} {Section (36)(3)} All unsafe buildings shall be considered to constitute Every building meant for human occupancy shall be danger to public safety and shall be restored by provided with exits sufficient to permit safe escape of occupants, in case of fire or other emergency. {Section repairs or demolished as directed by the Authority. (42)(1)} 9. Prohibition of Hazardous activities in Public Areas 11. Life Safety provisions as per National Building Code (Residential , Commercial, Public-Semi Public The building design shall comply to the provisions of life spaces, Agricultural, Forest, and Along Water safety as mentioned in National Building Code 2005(Group- 1 Part-IV Fire and Life Safety-4). {Section (56)} Bodies) {Section (28)(1)} 76 BIHAR BUILDING BYELAWS 2014 : APPENDIX A BYE-LAWS DISASTER MITIGATION PROVISIONS 12. Compliance with standards of Structural safety issued by Bureau of Indian Standards in building. Section (59)(1)} All buildings shall comply with the standards as mentioned below : For General Structural Safety IS: 456:2000 IS: 800-1984 IS: 801-1975 IS 875 (Part 2) IS 875 (Part 3) IS 875 (Part 4) IS 875 (Part 5) IS: 883:1966 IS: 1904:1987 IS 1905:1987 IS 2911 (Part 1) For Earthquake Protection IS: 1893-2002 IS: 13920-1993 IS:4326-1993 IS:13828-1993 IS:13827-1993 IS:13935-1993 REFERENCE TO BIS CODES IN BYELAWS 2014 FORMS TO BE SUBMITTED National Building Code 2005 IS 456-2000 Plain and Reinforced Concrete - Code of Practice FOR ENSURING SEISMIC SAFETY IS SP I6-1980 Design Aids to IS 456-1978 1.Necessary Environmental clearance from the IS 800-2006 Code of Practice for Genera Construction in steel IS 875(part 1)-1987 Unit weights of building material and stored materials: Code appropriate authority wherever applicable. IS 875 (part 2) - 1987 Imposed (live) loads for Buildings and Structures: Code IS 875 (part 3) - 1887 Wind Loads for Buildings and Structures: Code of Practice 2.Compliance Certificate (Form III) from the registered IS 1905-1987 Standard use of Unreinforced Masonry Code of Practice Engineer that the building plan and the design complies FOR FOUNDATION SAFETY IS 1892—1979 Subsurface investigation for foundations Code of Practice with the Earthquake Safety requirements IS 2131-1981 Method of Standard Penetration Test for soil (First Revision) IS 1498-1970 Classification and identification of soil for engineering purposes 3.Structural Stability Certificate in the prescribed Form-IV IS 1904-1986 Foundations In Soil Code for General Requirements with Design Basis Report, signed by the engineer IS 6403—1981 Determination of Bearing Capacity of Shallow foundation: Code IS 2950 Part 1-1981 Design and Construction of Raft foundation Code of Practice /structural engineer IS 2911(Part 1/Sec 2) Bored cast in situ Plain Concrete Pile Foundation: Code 4.Supervision Certificate in Form-V IS 2911(Part 3).1980 Bored cast in situ Under reamed Pile Foundation Code IS 2911(Part 4).1985 Load Test on Pile Foundation Code of Practice 5.A check list in Form-VI FOR BUILDING MATERIAL IS 383-1970 Specification for coarse and fine aggregates for concrete 6.Certificate of Occupancy Form-XIII IS 1199-1959 Methods of sampling arid analysis of concrete IS 516-1959 Methods of tests for strength of concrete 7.Indemnity Bond for Basement Form- XV FOR EARTH QUAKE SAFETY DESIGN IS 1893 (Part 1)-2002 Criteria for Earthquake Resistant Design of Structures(5th revision) 8.Certificate of Undertaking for Hazard Safety IS 13920-1993 Ductile detailing of RCC structures against EQ forces: Code Requirement. Form-XVI IS 4326-1993 Earthquake Resistant Design and Construction of Buildings Code 77 CONCLUSION FOR SAFE AND SUSTAINABLE DEVELOPMENT AND SEISMIC SAFETY IN STRUCTURAL DESIGN BASIS REPORT BUILDINGS, ENFORCEMENT OF BUPD ACT (2012), BUPD RULE(2014) AND BIHAR SDBR BUILDING BYELAWS (2014) IS MANDATORY. 10 min STRUCTURE DESIGN BASIS REPORT (SDBR) TO FURNISH INFORMATIONS “For buildings more 15m in height, structural stability certificate in the prescribed Form-IV in SDBR with Design Basis Report, signed by the engineer /structural engineer and the owner Fill up the relevant information in jointly shall be furnished.” prescribed DBR Format with By the structural designer Calculated Design parameters / While initiating structure analysis values Prior to Structural Design Reference BIS Code with relevant for • Permission from Statutory Body Clauses • Approval from Senior Officer in Dept. Plan & Sections of buildings • Ask from Design Consultants 78 DESIGN DATA DESIGN DATA ….. Continued • TYPE OF STRUCTURE • IMPOSED LOADS : IS 875 Part 2 o Load Bearing o Plaza Floor accessible to Fire Tender o RCC Frame o Floor Loads : Enclose Plans – A4 size o RCC Frame and Shear Wall o Roof Loads : Terrace Garden – Additional Loads • SOIL DATA : IS 1893 Cl 6.3.5.2 IS 1904 o WIND LOADS : IS 875 Part 3 o Type of Soil o Wind Speed o Design Safe Bearing Capacity o Design Pressure Intensity DESIGN DATA ….. Continued 1. LOAD BEARING MASONRY BUILDING • SEISMIC LOADS : IS 1893 -2002 • BUILDING CATEGORY : IS 4326 Cl. 7 o Seismic Zone SEISMIC ZONE BUILDING o Seismic Zone Factor (Z) : Table 2 II III IV V o Importance Factor : Table 6 ORDINARY B C D E o Response Reduction Factor : Table 7 IMPORTANT C D E E o Fundamental Natural Period : Cl. 7.6 o Design Horizontal Acceleration : Cl. 6.4.2 • TYPE OF WALL MASONRY o Expansion / Separation Joint : Cl. 7.11 • TYPE AND MIX OF MORTAR : Indicate on Plans – A4 size : IS 4326 Cl. 8.1.2 79 1. LOAD BEARING MASONRY BUILDING ….. continued 2. RCC FRAMED BUILDING • SIZE AND POSITION OF OPENINGS • TYPE OF BUILDING : IS 1893 Cl. 7.1 : IS 4326 Table 4, Fig. 7 • WALL : HEIGHT / THICKNESS Use separate A4 o Regular Frames • WALL : LENGTH / THICKNESS Sheets for each wall o Regular Frame with Shear Wall • HORIZONTAL SEISMIC BANDS o Irregular Frame : IS 4326 Cl. 8.3, Cl. 8.4 o Irregular Frame with Shear Wall o Soft Storey • VERTICAL REINFORCING BARS : IS 4326 Cl. 8.4 o At Corners and T junction of walls • NUMBER OF BASEMENTS o At Jambs of Door & Window openings • NUMBER OF FLOORS INCLUDING GF 2. RCC FRAMED BUILDING … Continued 2. RCC FRAMED BUILDING … Continued • SOIL DATA • HORIZONTAL FLOOR SYSTEM o Classification of Soil : IS 1498 o Beams and Slabs o Recommended SBC of Soil : IS 6403 o Ribbed Floor o Capacity of Piles : IS 2911 o Flat Slab with drops o Under Ground Water Table o Flat Plate without drops . Depth . incorporated Capacity Calculations o Chemical Analysis . Ground Water . Foundation Soil 80 2. RCC FRAMED BUILDING … Continued 2. RCC FRAMED BUILDING … Continued • FOUNDATION RECOMMENDATION • CONC. GRADE USED IN DIFFERENT o Type of Foundation MEMBERS : IS 456 Table 5 . Isolated Footings • METHOD OF ANALYSIS USED, Idealization . Interconnected Footings • COMPUTER SOFTWARE USED . Raft, K values (sub grade Reaction) • TORSION INCLUDED : IS 1893 Cl. 7.9 . Piles ( type, dia., length, capacity) • BASE SHEAR : IS 1893 Cl. 7.5.3 o Depth below GL • SYSTEM OF INTER CONNECTED FOUNDATION a. Based on Approximate Fundamental : IS 1893 Cl. 7.12.1 Period o Plinth Beams b. Based on Dynamic Analysis o Foundation Beams c. Ratio of a/b 2. RCC FRAMED BUILDING … Continued 2. RCC FRAMED BUILDING … Continued • DISTRIBUTION OF SEISMIC FORCES ALONG HEIGHT : IS 1893 Cl. 7.7 , Provide Sketch • MINIMUM CLEAR COVER PROVIDED IN • DISTRIBUTION OF BASE SHEAR AND BASIS OF o Foundation ANALYSIS, IF SHEAR WALL & COLUMN USED o Column Provide Sketch o • COLUMN OF SOFT STOREY SPECIALLY DESIGNED Beam : IS 1893 Cl. 7.10 o Slab • SYSTEM USED TO COUNTERACT EARTH o Wall PRESSURE IF BASEMENT USED 81 2. RCC FRAMED BUILDING … Continued 2. RCC FRAMED BUILDING … Continued • DUCTILE DETAILING OF RC FRAME o Type of Reinforcement used : IS 456 Cl. 5.6 • DUCTILE DETAILING OF RC FRAME …. Continued o BEAMS o COLUMNS . Minimum Dimension : IS 13920 Cl. 6.1 o Minimum Dimension : IS 13920 Cl. 7.1 . Min. % and Max. % of Reinforcement o Max. % of Reinforcement : IS 456 Cl. 26.5.3.1 : IS 13920-1993 Cl. 6.2, 7.2 o Ties (dia. & spacing) near ends & within joints . Spacing of Stirrups in 2-d length near ends : IS 13920 Cl. 7.4 : IS 13920 Cl. 6.3.5 o Ratio of shear capacity /calculated storey . Ratio of SF due to gravity load and Plastic shear : IS 13920 Cl. 7.4 hinge formation / factored SF : IS 13920 Cl. 6.3.3 THANK YOU 82 fcgkj ljdkj fcgkj jkT; vkink izca/ku izkf/kdj.k ¼vkink izca/ku foHkkx½ iar Hkou] f}rh; ry] iVuk&1 Government of Bihar Department of Disaster Management (7) IMPLEMENTATION OF DRR: BIHAR DISASTER RISK REDUCTION DRR Road Map ROADMAP 2015-2030 NDMA Guidelines PARTNERSHIP OF ENGINEERS Technical Intervention 60 min DRR Initiatives and Achievements in Bihar till 2015 Process of Roadmap development Policies Kosi Disaster: Rehabilitation & Reconstruction Policy Bihar State Disaster Management Policy (2007) Decision for Agricultural Roadmap Bihar Bihar State Action Plan on Climate Change Conference Institutions rd 3 World on Disaster Conference on Disaster Management Department (DMD) Disaster Risk Risk Bihar State Disaster Management Authority (BSDMA) Reduction DRR Reduction, Sendai Roadmap Crisis Management Group (CMG) Adaptation of (BCDRR) DRR approved State Executive Committee (SEC) Sendai Constitution Framework for Drafting of Roadmap by the Bihar Institute for Public Administration and Rural Disaster Risk of Organising First DRR Validation Cabinet, Development (BIPARD) Reduction Committee BCDRR Roadmap workshop GoB National Disaster Response Force (NDRF) State Disaster Response Force (SDRF) 14th-18th Mar-Apr- 13th -14th May -Dec 8th -9th 28th Apr, District Disaster Management Authority (DDMA) Mar 2015 May, 2015 May, 2015 2015 Jan, 2016 2016 83 DRR Initiatives and Achievements in Bihar till 2015 DRR Initiatives and Achievements cont...... Institutions cont...... Infrastructure, materials and equipment Flood Management Information System Centre Emergency Operations Centre (EOC) (FMISC) District-level Disaster Management Warehouses Bihar Aapda Punarvas Evam Punarnirman Society Communications and transportation equipment (BAPEPS) Search and rescue equipment Bihar Inter Agency Group (BIAG) SDRF base at Bihta, with search & rescue equipment Plans, SOPs and Financial Management Flood Shelters State Disaster Management Plan (SDMP) Capacity Building State Disaster Response Fund Search and Rescue State Disaster Mitigation Fund Community Preparedness Building code and Bye-Laws Safe Construction SOPs for Flood, Drought, Drinking Water, Fire & Mock Drills Hospital Safety Advance trauma and life support through QMRT Directives and Guidelines Earthquake resistant construction (Training of District Disaster Management Plans (formulating) Engineers, Architects and Masons) Departmental DM Plans / Office Disaster Management Rapid Visual Screening Plans (in formulation stage) Training of BAS & BPS officers DRR Initiatives and Achievements cont...... Multi-Hazard Profile of Bihar Public Awareness and Education Hazard-specific Safety Weeks (Flood, Earthquake, Recurring Floods: Earthquake: Fire, Road Safety) School Safety Fortnight and Day . 28 districts prone to floods 7 dist. in Seismic zone V Bihar Diwas, DM related activities & Exhibitions . 17% flood-prone area EQ in 1934, 1988 & 2015 IEC Materials 63 lost life in 2015 EQ in Bihar Risk Assessments Flood Hazard Atlas, Flood Management Information Drought: Cyclonic storms: Risk Informed Development Planning – System 13 dist.) suffer from drought 27 dists fully affected (RIDP-S) drought in 2002, 2007, 2008, killed 59 people in April, 2015 DRR Programs and Schemes 2009, 2010, 2011 & 2013 Kosi Flood Recovery Project Severe Cold wave, Heat Village fires in summer: School Safety Programmes Wave, Lightning, Hailstorm covers all the 38 districts of Community Based Disaster Risk Reduction CBDRR Bihar Shatabdi Anna Kalash Yojana (Scheme) Bihar Scheme for Assistance to Farmers in Farm Health emergencies i.e. Acute Encephalitis Syndrome (AES) Distress Climate Change showing signs 84 List of Notified Disasters: Disaster Risk Profile of Bihar: A, B, and C Districts Ministry of Home Affairs, Government of India (GoI) notified list of ‘natural calamities’: Avalanche, cloud burst, cold wave, cyclonic storms, drought, earthquake, fire, flood, hailstorm, landslide, tsunami, and pest-attack. GoB notified state specific local disasters: Lightning, Heat Wave, Excess Rainfall, Unseasonal and Heavy Rain, Boat Tragedies, Drowning (rivers, ponds and ditches), Snake bite & Animal attack, Human Induced Group Accidents such as Road Accidents, Airplane Accidents, Rail Accidents, Gas Leakage and Chemical, Biological and Nuclear (CBN) disasters BIHAR DRR ROADMAP 2015-2030 TARGETS: Targets Milestones 1. Lives lost due to natural disasters in Bihar would be reduced by 75% of the baseline level by 2030. Resilient Villages Resilient Livelihoods 2. Lives lost due to transportation related disasters (viz. road, rail and boat accidents) in Bihar would be Resilient Critical infrastructure substantially reduced over baseline level by 2030. Resilient Basic Services Resilient Cities 3. People affected by disasters in Bihar would be reduced by 50% of the baseline level by 2030. Specific Actions, Responsible Actors, Timeline 4. Economic loss due to disasters in Bihar would be reduced by 50% of the baseline level by 2030. 85 MILESTONES: MILESTONES: BY 2020: BY 2020: 1. Baseline status for each of the four targets is developed. 5. Emergency Support Functions are notified and made 2. Training of Engineers, Architects, Masons etc. for safe operational with fully-functional Emergency Operations construction of projects and buildings completed. Centres (EOCs) at state and district levels. 3. Structural safety audits of all government offices/ 6. Structural safety of all commercial buildings (such as buildings and infrastructure (such as Secretariat, malls, cinema halls and other public places of mass Collectorates, SDO/Block/Anchal Offices, Police Offices gathering) is ensured. and Stations, Schools, Hospitals, Panchayat Bhawans, 7. Comprehensive multi-hazard risk analysis (current and Anganwadi centres etc.) is completed and corrective emerging disaster risks) and incorporating in annual plans measures initiated. and PIPs of all line departments and annual plans of PRIs 4. Safe construction of all major Government projects and and ULBs. building is initiated. MILESTONES: MILESTONES: BY 2020: BY 2020: 8. Service Delivery Continuity Plans (SDCPs) and 11.Communities understand and practice ‘do’s and don’ts’ Infrastructure Continuity Plans (ICPs) for all basic during disaster situations as a result of a state-wide public services & critical infrastructures - to ensure department awareness and education campaign launched at all levels. functions return to ‘business as usual’ in the quickest 12.Building bye-laws incorporating safe construction in all time. urban areas are approved. 9. An effective Early Warning System (EWS) is established, 13.Communities are encouraged and a policy regime is wherein all villages and cities in Bihar have systems for developed to enforce safe construction in rural areas. early warning information reception, dissemination and taking up immediate good enough pertinent action. 10.DDMAs strengthened with resources, mandates and capacities for playing an integral role in disaster risk reduction decision making at the district level. 86 MILESTONES: MILESTONES: BY 2025: 1. Corrective measures, including retrofitting of all govt BY 2030: offices and social infrastructure are completed. 1. Policies and practices for agriculture and other livelihood 2. A system for Risk Informed Development Planning (RIDP) related risk transfer, sharing, and compensation are is adopted and operational at all levels of planning. adopted by agriculture and small industry based livelihoods systems in Bihar. 3. All PRIs and ULBs are adequately empowered through funds, functions and functionaries. 2. Rural and urban habitat planning processes like land zoning, town and city development planning take into 4. Communities in all villages and cities regularly monitor account existing and emerging disaster risks. current and emerging disaster risks, including underlying risks, and assert for measures to be taken. 3. All existing and new public and private buildings in Bihar are structurally safe from a multi-hazard perspective. 5. Platforms and mechanisms are institutionalized across Bihar for effective learning and sharing on DRR planning, implementing and drawing learning. SPECIFIC ACTIONS FOR DEPARTMENTS Specific Actions for General points for all departments/ agencies: Health Department • Specific Actions have been arranged department/ agency wise. • Nodal department/ agency will lead the activities whereas Resilient Basic services supporting departments would provide requisite support • Action (State, District, Block, and Gram Panchayat or 1. Undertake corrective measures for enhancing the Urban area) and the timeline (short-term, medium term resilience of the infrastructure facilities (retrofitting, and long- term) for each specific activity has been relocation) and service delivery systems. identified. 2. Ensure that all new constructions of the primary, • Each department/ agency has to make budgetary secondary and tertiary health facilities are green, provisions for the assigned activities in their annual disabled-friendly and flood, earthquake and fire budget; DMD can supplement funds if some of the resistant. activities can’t be budgeted by the departments/ agency. 87 Specific Actions for Specific Actions for Education Department Public Health Engineering Department Resilient Basic services Resilient Basic Services 1. Develop a resilience index for WASH facilities & services 1. Develop a resilience index for education facilities and determine the current status. and determine Current Status based on resilience index. 2. Undertake Corrective Measures for infrastructure facilities 2. Review school building guidelines/ designs and include (retrofitting, relocation) and service delivery systems structural safety elements. 3. Exercise provision of WASH services, especially in the 3. Ensure that all new constructions of educational Critical and Inaccessible Areas. institutions are green, disabled friendly, earthquake and 4. Ensure that “piped water supply to every house” and fire resistant with adequate escape routes. “Toilet in all houses” are disabled & senior citizen friendly, 4. Undertake corrective measures for enhancing the earthquake & fire resistant. resilience of the infrastructure facilities especially in 5. Ensure all the Hand Pumps installed on above the Highest Group A and Group B districts. Flood Level (HFL) in category A and B districts 5. Map schools wherein school functioning gets cut-off 6. Ensure construction of raised toilets and drinking water during disaster situations modify the annual lesson facilities in Group A and B districts planning / timetable. 7. Preposition of mobile toilets during disasters. Specific Actions for Specific Actions for Building Construction Department Water Resources Department Resilient Village: Resilient Villages & Cities 1. Identify high flood risk prone villages and develop 1. Ensure that all new public buildings henceforth are green, inundation maps. and multi-hazard resistant. 2. Undertake flood protection measures well in advance. 2. Conduct Safety Audit of existing public buildings from 4. Undertake construction & repair of embankments. multi-hazard perspective in all the villages. 5. Identify the areas and villages wherein land is getting 3. Retrofitting of all existing public buildings in a phased eroded due to river waters and undertake land protection. manner 4. Provide technical assistance to community at district level 6. Augment existing Irrigation potential by more than 100%. for building hazard resistant houses. Resilient Livelihoods: 5. Identify safe places and construct multi-hazard shelters in 1. Initiate measures for repairs and de-siltation of canals and Gram Panchayats in all Group A and B districts. water bodies and increase the irrigation coverage especially in the 13 drought-prone districts (Group C). 6. Set up 'Earthquake Safety Clinic' in all urban areas. 2. Undertake drainage development plans to reduce the risk 7. Create 'Safe Construction Resource Centres’ in partnership with IIT, NIT and Polytechnics. of flash floods. 88 Specific Actions for Specific Actions for Water Resources Department Urban Development Department Resilient Critical Infrastructure: Resilient Basic Services - Housing: 1. Carry out 'risk impact' analysis of a proposed dam, 1.Carry out 'risk impact' analysis of a proposed dam, embankment, aahar & reservoir before construction embankment, aahar & reservoir before construction /repair. /repair. 2. Undertake a drive to analyse risk of all urban houses to 2. Effective implementation of the Flood Control SOP and determine the current status and to encourage inhabitants Embankment Management Guidelines of WRD. to undertake appropriate corrective measures. 3. Undertake a scenario based analysis of L2 & L3 scale of 3.Develop a menu of designs and manuals with varying cost disaster events and develop a contingency plan. slabs for urban housing from different geo-climatic zones 4. Training of PRI members and community volunteers on for Group A and B districts. breach signs, communication and immediate actions. 4.Identify and provide incentives/awards to builders who have 5. Engage neighbouring states to undertake risk impact created models of resilient urban housing as per building analysis of dams located in these States on Bihar. bye-laws. 6. Capacity building of departmental Engineering staff in risk 5.UDD to monitor of adherence to the building codes and take resilience designing and implementation of dams, punitive actions for violations. embankments and reservoirs Specific Actions for Specific Actions for Urban Development Department Urban Development Department Capacity Building: Resilient Cities: 1. Engineers, architects, masons, contractors, builders, and 1. Launch 15-year “Resilient Cities Programme”: building artisans on disaster-resilient house construction a.Disaster and climate change induced risk analysis and manuals and ULBs on building codes. b.Develop "resilient city checklist“ & a baseline status. Communication and Knowledge Building: c.Review and refine land zoning, town planning, city 1. Sensitize the citizens through citizen councils and civil development plan, and urban settlement planning society organizations for insisting on resilient housing. d.Identify all natural water bodies, plantations, wetlands 2. Public awareness on disaster-resilient housing. and ensure that they are not encroached upon and 3. Develop and widely disseminate the Do's and Don'ts actions for their restoration.. related to disaster-resilient houses and housing colonies. e.Identify all hazardous industries and ensure that DM 4. Develop guidance material for homeowners on area, Plans are developed, approved and practiced. house design, technology choice and construction f. Make provisions for additional allocation under Grant-in- specification, quantities of different materials. Aid to the ULBs 89 2. Ensure that all new public buildings are green & resilient 11.Capacity building through ToT, Training Workshops, to various hazards; Tax rebates for such construction Demonstrations, Learning Visits, Support Tools, etc. of: 3. Conduct Safety Audit and Retrofitting of of existing public • ULBs, UDHD, Frontline Workers, and Volunteers on risk and community buildings. analysis, risk informed development planning, and 4. Analysis of flooding and water logging risks, land-use implementing initiatives patterns and existing & natural drainage systems. 5. Develop scenario based inundation maps for planning • Architects, builders, engineers, supervisors, and preparedness & response. masons on construction and retrofitting 6. Assess, procure and install water pumps; Construct safe • Citizen councils, youth club, college students, teachers, spaces / shelters; Pre-monsoon clearance of drainage / shop keepers, police personnel on (i) first aid, (ii) traffic sewage systems. rules, (iii) safe driving, (iv) vehicle fitness, (v) police 7. Waste water and sewage treatment / recycling plants. centres for accident events. 8. Monitor and prevent any construction of private and 12.Develop communication using different media like TV, public buildings inside the flood-line. Radio, Newspapers, Street Plays in Malls, Grounds, 9. Develop and implement a rehabilitation and resettlement Schools, Colleges, and Demonstration Exercises. policy for houses inside the flooding zone 10.Undertake comprehensive capacity enhancement of ULB 13.Develop an annual report card based on the resilience members and UDHD officials checklist for ULBs to review their performance. Specific Actions for Rural Development Department Resilient Basic Services: 1. Modify designs & Cost of IAY and such schemes for multi- Resilient Villages: hazard resilience under and geo-climatic contexts 1. Indira Aawas Yojana (IAY) should be hazard resistant. 2. Create mechanisms and procedures for strict monitoring of 2. Construction of water conservation and water harvesting adherence to the building codes and safety norms structures in the villages especially in drought prone Capacity Building: villages and districts under MGNREGA. 1. Disaster resilient construction choices for community 3. Undertake tree plantation in flood prone districts 2. Engineers, architects, masons, contractors, builders, and Resilient Livelihood: building artisans on disaster-resilient house construction 1. Disaster resilient agricultural practices in the Bihar State 3. Panchayats and Vikas Mitras for resilient IAY / housing Rural Livelihood Mission (Jeevika). 4. Panchayats on building codes 2. Availability of work to the disaster affected populace close Communications and Knowledge Building: to their homes/ temporary shelters / camps. 1. Public awareness on disaster-resilient housing 3. Restoration of agricultural lands and appropriate crops. 2. Develop guidance material for homeowners on area, house 4. Repairs and restoration of public infrastructure and design, technology choice and construction specification, community assets. quantities of different materials. 90 Specific Actions for Resilient Critical Infrastructure: Road Construction & Rural Works Department 1. Develop a resilience index and / or quality standards pertaining to roads and bridges as critical infrastructure. 2. Map the existing roads and small and large bridges, Resilient Village: including their GIS mapping and determine their resilience. 1. Conduct road safety audit in terms of floods and ensure 3. On the basis of this exercise, undertake corrective actions, that all village and major district roads constructed including strengthening or rerouting in selected areas, henceforth are flood resistant in flood prone districts. reinforcing through specialized materials or design 2. Conduct safety audit of all bridges and ensure that all changes, and such especially for Group A and B districts. bridges are earthquake resistant. 4. Ensure that an annual disaster risk analysis exercise is conducted as part of the annual planning cycle for 3. Ensure that all MDRs and NHs passing through habitations targeting, resource allocation and additional measures for are pedestrian- and slow moving vehicle-friendly to specific vulnerabilities. prevent accidents. 5. Make it mandatory to include disaster risk analysis as part 4. Ensure proper and standard signage are put on road side of the designing of a proposed road and bridge for safe travel. construction activity before approval for construction is given. 6. Develop coordination plans with the engineering division Specific Actions for of the armed forces for support in restoration, and / or Social Welfare Department temporary alternative arrangements for the damaged roads and / or bridges in case of disaster events. 7. Map existing road network within state along with alternate routes' reckoner for ensuring access to disaster Resilient Basic Services: affected areas for L1 & L2 category of disaster events, 1. Based on this resilience index assessment and structural disseminate it widely and develop a mobile-based and/or safety guidelines, undertake corrective measures for Web-based Application for people to have access to this enhancing the resilience of the infrastructure facilities information. (retrofitting, relocation) and service delivery systems 8. Map the critical gateway Road routes to the State, and (additional resources, personnel, supplies, and such) take steps to ensure their functioning in case of an L3 especially in Group A and Group B districts. event. 9. Capacity Building of departmental Engineering staff in 2. Ensure that the AWC is made part of the soon to be risk resilience designing and implementation of roads and constructed Panchayat Bhawans and ensure that these bridges AWCs as well as Panchayat Bhawans are structurally resilient from a multi-hazard context. 91 ENABLING POLICY ARCHITECTURE 1. Overview of disaster management related policy architecture of Bihar, 2. Legal Amendments required: PRI act & ULB Act (by Urban Development and Housing Department) 3. Develop policies: Disaster Recovery Policy, Livelihood Recovery Policy, Water Management Policy, Waste (Solid and Liquid) Management Policy, Climate Change Adaptation Policy NDMA Guidelines 4. Notify the Emergency Support Functions (ESF) 5. Guidelines/ manuals/ directives 6. SOPs on Earthquakes, Cyclonic Storms, Crowd Management, Debris clearance, dignified disposal of dead bodies and animal carcasses, Functioning of State and District Emergency Operation Centres (EOCs) 7. Programmes: Resilient Village programme, Resilient City 10 min programme and Chief Minister School Safety programme. NDMA GUIDELINES NDMA GUIDELINES cont….. Guidelines on Management of Earthquakes Guidelines on Formulation of State DM Plans Guidelines on Management of Tsunamis Guidelines for Incident Response System Guidelines on Management of Cyclones Guidelines for National Disaster Management Information Guidelines on Management of Flood and Communication System Guidelines on Management of Urban Flooding Guidelines for Scaling, Type of Equipment and Training Guidelines on Drought Management of Fire Services Guidelines on Landslide and snow avalanches Guidelines for Seismic Retrofitting of Deficient Buildings and Structures. Guidelines for Nuclear and Radiological Emergencies Guidelines for Preparation of Action Plan – Prevention Guidelines on Chemical Disaster (Industrial) and Management of Heat-Wave Guidelines for Chemical(Terrorism) Disaster ) Guidelines on Management of School Safety Guidelines on Medical Preparedness and Mass Guidelines on Management of Hospital Safety Casualty Management Guidelines on Minimum Standards for Shelter, Food, Guidelines for Biological Disaster Water, Sanitation, Medical Cover in Relief Camps Guidelines for Psycho-Social Support 92 SENIOR ENGINEERS AS LEADERS TO ENSURE RVS, DESIGN, CONSTRUCTION & RETROFITTING IMPLEMENTATION OF DRR Inclusion of DRR : Distributions of responsibilities Technical Intervention Safety Audit of existing public buildings Understanding the project requirements considering EQ resistance aspects Retrofitting of all existing public buildings Provide technical assistance to community at district level for building hazard resistant houses Compliance of code provisions on EQ resistance in the conceptual drawings 10 min SENIOR ENGINEERS AS LEADERS TO ENSURE RVS, DESIGN, CONSTRUCTION & RETROFITTING Inclusion of DRR : The estimates for Administrative Approval Into the detailed structural drawings The estimates for TS and Tender THANK YOU Tests for Liquefaction Potential for new projects in contract Document During execution of Projects Checking the provisions during inspections Quality control and Technical audit Periodic Training of Technical Professionals 93