大棚結(jié)構(gòu)驗(yàn)算

1、中鐵21局滁淮高速公路 DCLJ-3標(biāo)項(xiàng)目鋼筋棚穩(wěn)定性驗(yàn)算書概況:該項(xiàng)目部大棚采用頂面拱形支架覆蓋彩鋼瓦料倉(cāng)，地處滁州市定遠(yuǎn) 縣周邊境內(nèi)。為確保大棚能夠安全使用，在施工前對(duì)大棚進(jìn)行基礎(chǔ)、整體 強(qiáng)度和穩(wěn)定性驗(yàn)算。二、荷載依據(jù)：1、荷載（1 ）、風(fēng)荷載：滁州地區(qū)10年最大風(fēng)壓0.25KN/M2（取自建筑結(jié)構(gòu)荷載 規(guī)范）；（2 ）、雪荷載：滁州地區(qū)10年一遇最大雪荷載0.2KN/M2（取自建筑結(jié)構(gòu) 荷載規(guī)范）。三、驗(yàn)算過(guò)程：總信息結(jié)構(gòu)材料信息：鋼結(jié)構(gòu)鋼材容重（kN/m3）:Gs =78.00水平力的夾角（Rad）:ARF =0.00豎向何載計(jì)算信息：按模擬施工加荷計(jì)算方式風(fēng)荷載計(jì)算信息：計(jì)算X,Y兩

2、個(gè)方向的風(fēng)荷載地震力計(jì)算信息：計(jì)算X,Y兩個(gè)方向的地震力特殊荷載計(jì)算信息：不計(jì)算結(jié)構(gòu)所在地區(qū)全國(guó)風(fēng)何載信息 修正后的基本風(fēng)壓（kN/m2）:WO =0.25地面粗糙程度：B類結(jié)構(gòu)基本周期（秒）：T1 =0.27體形變化分段數(shù)：MPART=1各段最高層號(hào)：NSTi =4各段體形系數(shù)：USi =1.30地震信息CQCNMODE=9NAF =6.00KD =2一組TG =0.35Rmax1 =0.04振型組合方法（CQC耦聯(lián);SRSS非耦聯(lián)） 計(jì)算振型數(shù)：地震烈度：場(chǎng)地類別：設(shè)計(jì)地震分組：特征周期多遇地震影響系數(shù)最大值罕遇地震影響系數(shù)最大值Rmax2 =0.50活荷質(zhì)量折減系數(shù)：RMC =0.50周

3、期折減系數(shù)：TC =1.00結(jié)構(gòu)的阻尼比（）:DAMP =5.00是否考慮偶然偏心：否是否考慮雙向地震扭轉(zhuǎn)效應(yīng)：否斜交抗側(cè)力構(gòu)件方向的附加地震數(shù)=0活荷載信息 柱活荷載是否折減不折算傳到基礎(chǔ)的活荷載是否折減折算計(jì)算截面以上的層數(shù)-折減系數(shù)11.00調(diào)整信息中梁剛度增大系數(shù)：BK =1.80梁端彎矩調(diào)幅系數(shù)：BT =0.85梁設(shè)計(jì)彎矩增大系數(shù)：BM =1.00連梁剛度折減系數(shù)：BLZ =0.70梁扭矩折減系數(shù)：TB =0.40全樓地震力放大系數(shù)：RSF =1.000.2QO調(diào)整起始層號(hào)：KQ1 =00.2QO調(diào)整終止層號(hào)：KQ2 =0九度結(jié)構(gòu)及一級(jí)框架梁柱超配筋系數(shù)CPCOEF91 =1.15是

4、否按抗震規(guī)范5.2.5調(diào)整樓層地震力IAUTO525 =1是否調(diào)整與框支柱相連的梁內(nèi)力IREGU_KZZB =0強(qiáng)制指定的薄弱層個(gè)數(shù)NWEAK =0設(shè)計(jì)信息 結(jié)構(gòu)重要性系數(shù)：RWO =1.00柱計(jì)算長(zhǎng)度計(jì)算原則：有側(cè)移梁柱重疊部分簡(jiǎn)化：不作為剛域是否考慮P-Delt效應(yīng)：否荷載組合信息 恒載分項(xiàng)系數(shù)：CDEAD=1.20活載分項(xiàng)系數(shù)：CLIVE=1.40風(fēng)荷載分項(xiàng)系數(shù)：CWIND=1.40水平地震力分項(xiàng)系數(shù)：CEA_H=1.30豎向地震力分項(xiàng)系數(shù)：CEA_V=0.50特殊荷載分項(xiàng)系數(shù)：CSPY =0.00活荷載的組合系數(shù)：風(fēng)荷載的組合系數(shù)：活荷載的重力荷載代表值系數(shù)CD_L =0.70CD_W

5、 =0.60CEA L =0.50*層號(hào)活載質(zhì)量塔號(hào)質(zhì)心X質(zhì)心 Y質(zhì)心Z恒載質(zhì)量(m)(m)1143.58515.3272.0000.0393.9活載產(chǎn)生的總質(zhì)量(t):104.661恒載產(chǎn)生的總質(zhì)量(t):1992.364結(jié)構(gòu)的總質(zhì)量(t):2097.025恒載產(chǎn)生的總質(zhì)量包括結(jié)構(gòu)自重和外加恒載結(jié)構(gòu)的總質(zhì)量包括恒載產(chǎn)生的質(zhì)量和活載產(chǎn)生的質(zhì)量活載產(chǎn)生的總質(zhì)量和結(jié)構(gòu)的總質(zhì)量是活載折減后的結(jié)果(1t = 1000kg)*構(gòu)件數(shù)量、構(gòu)件材料和層高*層號(hào) 高度(m)塔號(hào)梁數(shù)柱數(shù)墻數(shù)層咼(m)累計(jì)11132609.5009.500*風(fēng)荷載信息*層號(hào)塔號(hào) 風(fēng)荷載X剪力X 傾覆彎矩X 風(fēng)荷載丫剪力丫傾覆彎矩

6、丫1110.7185.4732.143.47341.22917.2各樓層等效尺寸(單位:m,m*2)層號(hào) 塔號(hào)面積形心X最大寬BMAX最小形心Y等效寬B等效咼H寬 BMIN11446.3643.5815.0742.8110.4242.8110.42計(jì)算信息第一步：計(jì)算每層剛度中心、自由度等信息開始時(shí)間：14:56: 6第二步：組裝剛度矩陣并分解開始時(shí)間：14:56: 7FALE自由度優(yōu)化排序Beg inningTime :14:56: 7.85EndTime :14:56: 8. 0Total Time (s):0.15FALE總剛陣組裝Beg inningTime :14:56: 8. 0E

7、ndTime :14:56: 8.10Total Time (s):0.10VSS總剛陣LDLT分解Begi nning Time :14:56: 8.10EndTime :14:56: 8.12Total Time (s):0.02VSS模態(tài)分析14:56: 8.1414:56: 8.150.01Beg inning Time EndTimeTotal Time (s) 形成地震荷載向量 形成風(fēng)荷載向量 形成垂直荷載向量VSS LDLT回代求解EndTime14:56: 8.43Total Time (s)0.01FALE自由度優(yōu)化排序Beg inning Time :14:56: 8.45

8、EndTime :14:56: 8.71Total Time (s):0.26FALE總剛陣組裝Beg inning Time :14:56: 8.73EndTime :14:56: 8.82Total Time (s):0.09VSS總剛陣LDLT分解Beg inning Time :14:56: 8.82EndTime :14:56: 8.84Total Time (s):0.02EndTime :14:56: 8.85Total Time (s):0.03FALE自由度優(yōu)化排序Beg inning Time :14:56: 8.87EndTime :14:56: 8.96Total Ti

9、me (s):0.09FALE總剛陣組裝Beg inning Time :14:56: 8.96EndTime :14:56: 9. 4Total Time (s):0.08VSS總剛陣LDLT分解Beg inning Time :14:56: 9. 4EndTime :14:56: 9. 6Total Time (s):0.02EndTime :14:56: 9. 7Total Time (s):0.03FALE自由度優(yōu)化排序Beg inning Time :14:56: 9. 9EndTime :14:56: 9.18Total Time (s):0.09FALE總剛陣組裝Beg inni

10、ng Time :14:56: 9.18EndTime :Total Time (s):14:56: 9.250.07VSS總剛陣LDLT分解 Beg inning Time : EndTime :Total Time (s):EndTime :Total Time (s):14:56: 9.2514:56: 9.260.0114:56: 9.260.01FALE自由度優(yōu)化排序Beg inning Time :EndTime :Total Time (s):14:56: 9.2814:56: 9.390.11FALE總剛陣組裝Beg inning Time :EndTime :Total Ti

11、me (s):14:56: 9.3914:56: 9.420.03VSS總剛陣LDLT分解Begi nning Time :14:56: 9.42EndTime :14:56: 9.43Total Time (s):0.01EndTime :14:56: 9.43Total Time (s):0.01第三步：計(jì)算桿件內(nèi)力剛心、偏心率、相鄰層側(cè)移剛度比等計(jì)算信息Floor No:層號(hào)Tower No:塔號(hào)Xstif, Ystif :剛心的X，Y坐標(biāo)值A(chǔ)lf:層剛性主軸的方向Xmass, Ymass :質(zhì)心的 X，Y坐標(biāo)值Gmass:總質(zhì)量Eex, Eey : X，Y方向的偏心率Ratx, Rat

12、y : X，丫方向本層塔側(cè)移剛度與下一層相應(yīng)塔側(cè)移剛度的比值Ratx1，Raty1 : X，丫方向本層塔側(cè)移剛度與上一層相應(yīng)塔側(cè)移剛度70%的比值或上三層平均側(cè)移剛度80%的比值中之較小者RJX，RJY，RJZ:結(jié)構(gòu)總體坐標(biāo)系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度Floor No. 1 Tower No. 1Xstif=43.5810(m)Ystif=15.8763(m)Alf =393.8837(t)Eex =0.0003Eey =0.0387Ratx =1.0000Raty =1.0000Ratx 仁5.9507Raty1 =5.4942溥弱層地震剪力放大系數(shù)1.00RJX=8.7511E+05(kN/m)RJY=1.0206E+06(kN/m)RJZO.OOOO(Degree)Xmass= 43.5855(m)Ymass=15.3268(m)Gmass=0.0000E+00(kN/m)抗傾覆驗(yàn)算結(jié)果抗傾覆彎矩Mr區(qū)(%)傾覆彎矩Mov比值Mr/Mov零應(yīng)力X風(fēng)荷載449182.8728.3616.740.00丫風(fēng)荷載109359.92911.837.560.00X地震449