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Trble 3.4. Detalr of [err rpclmens Senes I HSSl Stmply supponed 81 7 068 7.00 2 1 , Notation HSS: I , Suppon fc' Retnforremenr Pm~ccnle'r No. Candtlton p p' Velacltler (MPa) (51 1%) lmlr) I I I Stmply supponed I :: : 1 1 1 7 67 3 HSS3 S~mply~uppmd R 79 4 HSS4 Elmply suppaned 1 81.7 1 I.5 1 0 82 1 8.86 5 6 7 8 9 10 I I 12 13 14 I5 16 HSFl HSR HSF3 HSF4 NSSl NSS? NSS3 NSS4 NSFl NSF? NSF3 NSF4 3.4. Fabrication of Specimens 3A.1. Formwork Fired Fixed Faxed Fixed Slmplysupponcd Slmply supported Simply rupporled S~mplyrupponed Fixed Ftxed Ftxed F~red 79 1 79.1 79.1 79.1 33.1 33.1 33.1 33.1 36 6 36.6 36.6 36.6 10 1.5 2.0 1.5 1.0 1.5 2.0 2.5 10 1.5 1.0 2.5 0.68 1 700 0.68 7 67 0.74 8.29 0.82 8.86 0.68 0.68 0.74 0.82 4.43 4.95 5.42 5.86 The formwork for the test rpeenmcns was fnbnsatcd 8" the conmete laborarory The formwork consisted of four 960 r 964 mm decks made wlth 20 mm th~eknesr plywood
wlrh IW mm height. The bottom of Ihc form was made of rleel plates. The form war constructed such that 11 can be d!rilrrembled and re-used Before each cnstlng. all of the steel plater and plywood surface were cleaned and coated w~lh ihght mould o ~l Dunng casang. grear care was also gpen to ensure that the four rpeclmenr pmv~ded were unlfom 3.42. Steel Reinforcement The lenrlon rleel nnforccrncnl at bottom face and the eomprcrslon rleel remforccmnt dl lop face were manged bared on the derlgn rpxlng. The tenrlon nee1 relnforcemenc were rupponcd on the eomprersnon steel retnforcemenr by LO-mm dv~meler rpreers. The rpzcerr airo pmv~ded the concrete clear cover. The spacers were welded lo the ncel re~nforcernenr at selected loeatlon to el~rnlnxe the effect of weldmg. The relnfarcemen! cap war placed I" the form. both the lenston and cornpreranan rleel reinforcement were rled togelher wlrh steel wtres. As shown rn Rgure 3.3. thc steel retnfarcemnt were placed I" the form before eusung 3.43. Mixing, Casting, and Curing The capaclty of concrete mlrer was 0.1 m'. The quvntlty war required lo c~n one spcelmen using one batch. Befm concrete was placed. the formwork and Ihe relnforclng reban were thoroughly cleaned. Figure 3.4 shows the pounng of fresh concrete from the batch lo the fomwah Dch concrete batch was poured tnro the formwork and lhcn was vibrated urmg an electrical md nbratm. The vibrator was applied to the whole plate to consolidate the
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I TOTAL OF 10 PAGES ONLY MAY BE XER
Page 6 and 7:
1+1 6$gn",'kbRly B#blro!heque nalla
Page 8 and 9:
ABSTRACT High-smnsh concrete plater
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ACKNOWLEDGEMENTS Thlr lherlr was co
Page 12 and 13: 2.1.2.2 2. Fine Aggregates I2 2.1.2
Page 14 and 15: Chapter 5 4.3. Dynam~c Fracture Ene
Page 16 and 17: F1gure4.3. Filllure paltrmr of lest
Page 18 and 19: List of Tables Table 2.1 Typ~cal rt
Page 20 and 21: I
Page 22 and 23: maxxmurn lenrtle rtnln impact ullxr
Page 24 and 25: porltlon by gneraung large forcer.
Page 26 and 27: 1.3. Research 0b.iectives Thrr ==ar
Page 28 and 29: Chapter 2 REVIEW OF LITERATURE 2.1.
Page 30 and 31: Mmouk and Husretn (1991) reported t
Page 32 and 33: and m Canada CSA type LO cement are
Page 34 and 35: For high-ruenah mlrlures. rhc use o
Page 36 and 37: economy. or for other purposes such
Page 38 and 39: pracuce a to use s water-ieducmg ad
Page 40 and 41: where r 2s the ull#mate shear stres
Page 42 and 43: ZC = penmeterof the column The rhea
Page 44 and 45: The different theones appllcabls lo
Page 46 and 47: (71 Damage meehanncr models Models
Page 48 and 49: loild#n$ Some of there pmpenles are
Page 50 and 51: where. a = stress rare or vanallon
Page 52 and 53: arc irltd for all iricii and srmm m
Page 54 and 55: and Mdregor (1990). Thls lndlcares
Page 56 and 57: occumd tn the bigger target care th
Page 58 and 59: Chapter 3 EXPERIMENTAL INVESTIGATIO
Page 60 and 61: Table 3 2. MIX propomon for I m' of
Page 64 and 65: concrere and to ensure nts connrten
Page 66 and 67: the manufncrurer. Th~r nccelemmerer
Page 68 and 69: face Concrele rtraln war recorded o
Page 70 and 71: Figure 3.2. Typical sLHl retnforrem
Page 72: Figure 3.4. Cmg of fxe& coacnte fmm
Page 75: x Y urnm
Page 78: h 4 2WO mm Ftgure 3.10 Top relnforc
Page 81: t F1pt-e 3.13. Test 8st-u~ fordmply
Page 85 and 86: f one conaete atrain-gage located a
Page 88 and 89: Chapter 4 TEST RESULTS AND DISCUSSI
Page 90 and 91: lard war oblalned fmm the aceelerar
Page 92 and 93: concrete strength. and had rhc same
Page 94 and 95: failure IS ductile shear fatlure or
Page 96: perfomt~an ~ncreascd by about 10-30
Page 103 and 104: LOAD. DEFLECTION Ilwimnr 6. I. and
Page 105 and 106: LOAD. DEFLECM)N (SpRim 14.15,and 16
Page 107 and 108: hgux 4.1 I. Load-deflecuon curves f
Page 109 and 110: F~gure 4 13. Load-deflscnon curves
Page 111 and 112: Flsure 4.15. Laad-tlmc curves forrp
Page 113 and 114:
Rgm 4.17. Lord-time curves br Epfft
Page 115 and 116:
Ftsure 4.19. Dcfl~t~on-oms curves f
Page 117 and 118:
Figure 4 11. Deflect>an-t~rneeurver
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STEEL AND CONCRETE STRAINS OF HSS2
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STEEL AND CONCRETE STRAINS OF HSS4
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Figure 4.27 Steel and concrete smns
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,000 STEEL AND CONCRETE STRAINS OF
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STEEL AND CONCRETE STRAINS OF NSS2
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- STEEL AND CONCRETE STRAINS OF NSS
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STEEL AND CONCRETE STRAINS OF NSFP
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STEEL AND CONCRETE STRAINS OF NSF4
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5.1. Introduction Chapter 5 NUMERIC
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5.3. Punching Shear (Static Capacit
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code predrmwmr. the abavs llmll of
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5 6 7 8 9 10 11 12 HSF1 HSF2 HSF3 H
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In order to evaluate the pred!etton
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where, a, = fracture rlrenglh E = m
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And. otN+l = B., b,'V-? - ofN.? ] o
Page 149 and 150:
The method of enlculat~ng N from rt
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cmclung. called process zone. The r
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The eompan%on d fnctue energy berwc
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The numeneal lnvcstlgatnon war earn
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6.2. Numerical Investigation An ana
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REFERENCES ACI-ASCE Cammlnee 316. 1
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CEB (Comltc Eum-lntemar!onal du Ber
Page 163 and 164:
Manouk. H.. and Husetn. A 1991. Pun
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