MIME-Version: 1.0 Content-Type: multipart/related; boundary="----=_NextPart_01C58DF1.366D1380" このドキュメントは単一ファイル Web ページ (Web アーカイブ ファイル) です。お使いのブラウザ、またはエディタは Web アーカイブ ファイルをサポートしていません。Microsoft Internet Explorer など、Web アーカイブをサポートするブラウザをダウンロードしてください。 ------=_NextPart_01C58DF1.366D1380 Content-Location: file:///C:/D0D6598E/jisin.htm Content-Transfer-Encoding: quoted-printable Content-Type: text/html; charset="us-ascii" 地震荷重

地༚= 3;力の算定(建築基準&= #27861;&#= 26045;工令88条1~3ƅ= 17;)

 

(1)     地震層せん断力Qi 

&#= 12288;   QiCi<= /span>Wi=

 Ci= Z<= /span>= Rt= AiC<= sub>0

&#= 12288;  Wi:最上階から数え&#= 12390;i番目の階までの建&#= 29289;重量

&#= 12288;  Cii層の地震層 = 379;ん断力係数、  =

   Z:地域係&#= 25968;、(0.71.0

 Ai= :建物の'= 640;さ方向の分布係数 = ; Ai

 

T:建物の#= 373;計用一次固有周期= (sec)  T=3D0.= 02+0.01β)H  RC0.= 02H

 H<= /span>:建物高 = 373;(m)      = ;         &#= 12288;    S造:0.03H

Rt= :振動特= 615;係数、

   TX= 06;Tc      t<= /span>1.= 0

c<= /span><T≦2・Tc  <= span class=3DSpellE>Rt10.2= T<= /span>= Tc= 12

2・Tc<T   = 288; Rt1.6= = Tc= T

      Tc:地盤の固有周期&#= 12288; 第1種地盤(硬質)Tc0.4sec

&#= 12288;       <= span style=3D'mso-bookmark:OLE_LINK1'>     = 288;   <= span style=3D'mso-bookmark:OLE_LINK1'>2<= /span>種地盤(= 222;通)Tc0.6sec

3<= /span>種地盤($= 575;弱)Tc0.8sec

 αi:最上階 = 363;ら数えてi番目の階までの建&#= 29289;重量を建物全重量{= 91;除した値

C0:標準せ = 435;断力係数:許容応力= ;度設計時 C00.2

保有水平 = 784;力設計時C01.0

 

地震力計算例

以下に示す= S4層ӗ= 8;建物の各階の地震力&= #12434;求めよ。

但し、建設地は広&#= 23798;、地盤は2種地盤と = 377;る。

  Z=3D0.9

  T=3D0.02+0.01)×160.48sec

  Tg0.6sec&#= 65310;T よってRt1.0

例題は、各階床面&#= 31309;を25m×25m625m2とし、

単位面積重量はS造の場合 = 289;一般に89k= N/ m2 であるこ = 392;から、

ここでは、= 8kN/ m2としているӍ= 0;。

地震荷重計算表

 

 

 

 

 


課題 上#= 352;例題をRC構造とす = 427;場合の地震力を計算= ;せよ

 RC= 建物の場合、一般&#= 12395;単位面積重量は1213= kN/ m2程度である。

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