局部座屈）及び最適なハンチ長さ算定式を提案し，実験結果と良く合うことを示した。ま
た，この算定式によらずハンチ長さを設計する目安として，はりせいの30〜50％を推奨した。
第5章 「ワンサイド高カボルトを用いた角形鋼管柱とはり接合部および部分骨組の 弾塑性性状」では，ワンサイド高カボルト接合されたノーダイアフラムの柱はり接合部
を対象にした2つの実験結果を示した。まず，柱はり接合局部を対象とした部分モデル 試験体17体の引張実験では，ノーダイアフラムであっても，接合部分の鋼管厚の増加や
アングル等の補強により，十分実用化可能な接合部が期待できること，及びその断面選 定の基準を示した。次にその接合部を有した骨組試験体5体の実験結果から，本接合部を 有する骨組は，ダイアフラムを省いているにも拘わらず，従来の通しダイヤフラム形式 の接合を有する骨組に比べ，初期剛性は同等，かつ耐力，変形性能に優れた性状を有す ることを示した。
第6章 「ワンサイド高カボルトを用いた角形鋼管柱とはり接合部および部分骨組の
荷重一変形関係解析」では，柱はり接合部分を四角の箱形のラーメンに置換し，引張り力 のみが作用するモデルを提案し，この方法が実験結果をほぼ評価できることを述べた。
第7章 「結論」では，第▲1章から第6章までの内容を総括し，更に今後の課題につ
いて述べた。
SYNOPSIS −259−
SynopsIS ●
∫rUかyOⅣ∫mぴCrURAエβ五月Al〝0尺0ダ∫e批点g
∫乃濫COエU財Ⅳmガーぶ月APED∫乃胤β且甜CO〃Ⅳ君C7TOⅣ
Thisp叩erPrOPOSeStWOneWStruCturaldetai1sforconnectionbetweenH−Shqpedsteelbezms
andsquaresteelcolumns．Thesedetai1sarebasedondataobtainedondam4geStOCOnneCtions
duringthe1995Hyogoken−NanbuEarthquake．Onedetai1isbasedonstressreliefintheendofa beambyincreaslngtheflangeareaWithhaumChes．Theotherdetailisbasedondecreasedwelding
byusinghighstrengthblindbolts．However，thestruCturalperformanCe；imitialstifhess，Strength，
Plasticdeformability，etC．Ofsuchconnectionsystemsneedtobeassuredbefbretheyareqppliedto actualbuildings・Therefore，thisstudyfocusedonthefo1lowlngtOPics：
a）Elasto−plasticbehaviorsofhaunchedsteelbeam−tO−SquareSteelcolurrmconnections b）Elasto−PlasticbehaviorsofsteelbeamーtO−Square−Steel−COluⅡmCOnneCtionswithhigh−
Strengthblindbolts
TheresultsofthisstudyareSummarizedasfo1lows．
Chapterl（htroduction）nrstoutlinesthehistoryofbeam−tO−COlumnconnectionsandframeS
inJapan・Thefo1lowlngPOlntSaredescribed．Squarecolurrmsectionsarenomdlyusednowadays，
afterseveraldecadesofusingthrough…H‖and一．hinqji−gata ．sections（一 hinqji−gata． meanssun
literallyinJapaneSe）．The一．hinqii−gata一 sectionsareformedfromtwosteelplatesweldedtoeach
OpenSideoftheH−Shapedsection・Atpresentthesquarecolurrmsectionsaremadebycoldforrmng
fromoneortwosteelsheetsforsmallandmiddle−Sizedcolurrms，andbyweldingfoursteelplates
toboxsectionforlargercolurrms・Thesecolurrmsareusual1yconn∝tedtobeamsbyweldingwith
interiordiaphragms・Next，damagetOSteelstruCtureS duetopastearthquakesisbrieflyreviewed・
ItisthuspointedoutthatthemythofsafttyofsteelstruCtureSWaSCOmpletelydestroyedinthe 1995EamhquakebecauseofthemanyCraCksandruPtureSfoundinsteelconnections．Thismainly
OCCurredinweldsnearbeam−tO−COlurrmconnections，Whichwereunderhighstresses・Thisled naturallytotheo句ectivesofthisstudy・Asaresult，tWOneWStruCturaldetai1sareproposedfbr COnneCtionsbetweensteelbeamSandsquaresteelcolumns，andtheirstruCturalperformanCeSare
ー260− 記号・付録・発表論文・論文要旨等
Verinedinthisstudy．
Chapter2（Surveyofthefbregoingstudy）describestheforegoingstudiesonwaysof
improvlngthestruCturalbehaviorofsteelbeam−tO−COlurrmconnections・ItfocusesonproblemsWithscallops，andalsodiscussesefftctswithbeamendreinfbrcementandboltedconnections・
First，theefftctofimprovedscallopandthenon−SCalloparediscussedandtheirperformanCeS are ShowntobequltegOOd・Tben，itdescribesthehorizontalandverticalstifftnedplatesystem，the
t
Steelcoverplatesystem，andthedog−bonebeamSyStemforstrengthemingtheconnecdonandclari丘es theire脆ctiveness．Next，1tPreSentStaPPedscrewbolts，insertedbolts，blindbolts，etC・，forbolted COnneCtions．Final1y，itdiscussesthephilosophyofthisstudyinrelationtotheabovemethods・
Chapter3（Elasto−Plasticbehaviorofhaunched−Steel−beam−tO−Squan−Steel−COlurrmcomection）
describestwoexperimentalresultsforahorizontalhaunched−beam−tO−Square−COlumnconnection・
First，thetestresultsareshownfbr7specimenswithvarioushaunchlengthsandsmallbeam
depth−tO−beam−SPanratio・TheresultsindicatethatbeamflangeruPtureCanbeavoidedandplastic
deformationcapacityCanbegreatlyimprovedbyaddinghaunchestobothsidesofthebeamend・It
isalsorecommendedthatthehaunchlengthshouldbegreaterthan8．5％forhalfofthebeamSPanS・
However，alargerhaunchlengthwillbeneededifthisrecommendationisappliedto buildings
WithlargerbeamSpanS・TbeefftctofthelongerhaunchisuncertainforlongerbeamSandleadsto
POOrCOStperformanCeinfhbrication・Therefore，thesecondexperimentwascarriedoutfor6
SpeCimenswithtwobeam−depth−tO−beam−SPanratios・Thetestresultsshowthattheplastic
deformationcq）aCityOfthelongerhaunChedbeamisnotimproveddramatical1ycomparedwiththeShorterhaunchedone，althoughthelongeronehadlessstrainandstressconcentrationinbeamends
andprotectedagainstbeamrupture・Tusindicatesthatasuitablehaunchlengthisneededtoavoid
ruPtureandtoassureplasticdeformability・Itisalsoshownthattheimitialstifhessandstrengthof thehaunchedbeamareaCCuratelyestimatedbytheordinarycalculationmethod，Whichtakesaccount
Ofthemechanicaipropertiesofthehaunchedpart・
Chapter4（Analysisofefftctivehaunchlength）describes twoanalyticalmethods・Oneis
SYNOPSIS −26ト
fbrthee脆ctivebeamwidthinthehaunchedpartandtheotherisforthee飴ctivehaunchlength・
Thesemethodsarebothbasedonthefractureline．Twofracturelinesareassumed：OneistranSVerSe tothebeamend，andtheothergoesfromthestartofthehaunchtotheopposite−Sideviathecrack−
initiatedpointinthevicinityofthesca1lop・Theformeranalysisisshowntoaccordwellwiththe
testresults・Itisalsoindicatedthatthelatteranalysisdistinguishesthepattemofthe魚・aCture，and ShowsasuitablehaunchlengthuslnglocalbucklingstrengthandruPtureStrengthfromequation
（4．4．1）．Further，theanalyticalresultsindicateahaunch−1ength−tO−beam−depthrati00f30−50％・
・・・（4．4．1）
ん肋＝ん叩＝
Where（九．．es）and（九。。，．）a陀bothsuitd）lehaunch−length−tO−half−Of−beam一SPanrati0；（Sr）isscallop length；（b．）ishaunch−Width；（B）isnangewidth；and（H）isbeamdepth・
Chapter5（Elasto−Plasticbehaviorofsteelbeam−tO−SquareSteelcolumnconnectionusing
high−Strengthblindbolts）proposesH−beam一tO−box−COlurrmconnectionswithsplitteesandblind boltstosoIveproblemsass∝iatedwithwelding．First，tenSiletestswerecarriedouton17speClmenS
modeledfromthebeamflange−tO−COluⅡmCOnneCtionstodeteminetheirfundamentalstruCtural
behaviors．Ffomthetests，thefo1lowlngreCOⅡ皿endationswerederivedonstruCturaldetai1sfor thisconnectionstodiminishlocaldeflections．
a）Colurrmwidth−tO−thicknessratioshouldbelessthan20．
b）Ifthecolumnwidth−tO−thicknessratioisfrom20to25，anL−Shapedsteelsectionthicker thanthecoluz7uShouldbeweldedtoeachcorneroftheconnecdonpanel・
C）DistanCebetweena句acentblindboltsshouldbeaslargeaspossible，i．e．，theboltsshould
beascloseaspossibletothewebsidesoftheconnectionpanel・
Next，thestruCturalbehaviorsof4cruCiformframespecimensuslngthenewconnectionmethod
Wereinvestlgatedexperimenta11y・Fromtestresults，thefo1lowlngCOnClusionswerederivedon
COnditionthatthebeam−tO−COlurmconnectionwasproperlystrengthenedtodimimishout−Oflplane
deformationofthecolurrmflange・Thestifhess，Strength，anddeformationcapacityofthespeCi−
menswiththenewconnectionswereequlValentorsuperiortothoseofthespecimenwiththe