某工程初步設(shè)計(jì)

第四章結(jié)構(gòu)1.設(shè)計(jì)說(shuō)明書(shū)1.1工程概況：公安局業(yè)務(wù)技術(shù)用房位于省市白泉鎮(zhèn)東交大街以北、規(guī)劃路以東、溢洪道以西?？偨ㄖ娣e：川。建筑物長(zhǎng)58.3m寬為16.64m局部十三層：長(zhǎng)為45.60m,寬為13.90m。本工程地主體十二層、局部十三層。建筑總高度為45.9m。建筑物各層層高：一層3.6m,二、三層層高4.5m，四至十二層層高3.6m,局部十三層層高3m。1.1.7主要柱網(wǎng)尺寸：7.2X5.7m7.2X2.5m、7.2X8.1m。本工程圖紙中所標(biāo)注標(biāo)高均為相對(duì)標(biāo)高，士 0.000設(shè)在一層室地面面層，假定其絕對(duì)標(biāo)高為 249.20m。1.2設(shè)計(jì)依據(jù)使用年限：50年。自然條件：風(fēng)、雪荷載見(jiàn)下表:基本風(fēng)壓基本雪壓地面粗糙度0.55KN/m20.45KN/m2B類122.2抗震設(shè)防的有關(guān)參數(shù)見(jiàn)下表:抗震設(shè)防烈度6度設(shè)計(jì)基本地震加速度0.05g設(shè)計(jì)地震分組第一組設(shè)計(jì)特征周期值0.35s建筑場(chǎng)地類別II類建筑抗震設(shè)防類別丙類有無(wú)不良地質(zhì)現(xiàn)象無(wú)123工程地質(zhì)勘查報(bào)告：省地礦建設(shè)工程(集團(tuán))于2011年6月27日提交的《公安局業(yè)務(wù)技術(shù)用房巖土工程勘察報(bào)告》。建設(shè)單位提出的結(jié)構(gòu)設(shè)計(jì)要求：各類建筑物應(yīng)按建筑的規(guī)模、功能與用途結(jié)合工程地質(zhì)情況確定基礎(chǔ)形式與地上結(jié)構(gòu)形式，結(jié)構(gòu)形式的確定以滿足建筑物的功能要求和當(dāng)?shù)匾?guī)劃要求為原則，力求結(jié)構(gòu)形式簡(jiǎn)單、節(jié)省投資。法律、法規(guī)、標(biāo)準(zhǔn)：《建筑結(jié)構(gòu)可靠度設(shè)計(jì)統(tǒng)一標(biāo)準(zhǔn)》 (GB50068-2001)《建筑結(jié)構(gòu)荷載規(guī)》(GB50009-2001(2006版)《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)》(GB50010-2002)《建筑抗震設(shè)計(jì)規(guī)》(GB50011 —2011)《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)》(GB50007-2002)《建筑工程抗震設(shè)防分類標(biāo)準(zhǔn)》 (GB50223-2008)《高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程》 (JGJ3-2002)《全國(guó)民用建筑工程設(shè)計(jì)技術(shù)措施(結(jié)構(gòu))》 2003《建筑工程設(shè)計(jì)文件編制深度規(guī)定》 2008年版1.3建筑分類等級(jí)：序號(hào)名稱等級(jí)依據(jù)的國(guó)家標(biāo)準(zhǔn)規(guī)1建筑結(jié)構(gòu)安全等級(jí)二級(jí)《建筑結(jié)構(gòu)可靠度設(shè)計(jì)統(tǒng)一標(biāo)準(zhǔn)》(GB50068-2001)2地基基礎(chǔ)設(shè)計(jì)等級(jí)乙級(jí)《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)》(GB500012002)3建筑抗震設(shè)計(jì)類別丙類《建筑工程抗震設(shè)防分類標(biāo)準(zhǔn)》(GB50223-2008)4抗震等級(jí)三級(jí)《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)》(GB50010-2002)《建筑抗震設(shè)計(jì)規(guī)》(GB50011-2010)1.4主要荷載取值:2KN/m2.5KN/m3KN/m7KN/m2KN/m設(shè)計(jì)使用活荷載：2KN/m2.5KN/m3KN/m7KN/m2KN/m辦公、會(huì)議室：走廊、樓梯間、會(huì)客休息區(qū):行政服務(wù)大廳:電梯機(jī)房：上人屋面:0.5KN/m0.5KN/m不上人屋面:1.5結(jié)構(gòu)選型及結(jié)構(gòu)布置說(shuō)明：結(jié)構(gòu)選型：框架結(jié)構(gòu)。結(jié)構(gòu)布置說(shuō)明：主樓下部一層框架柱基本截面尺寸為600X700mm700X600mm局部有700X800mm考慮到建筑大部分設(shè)置了吊頂，在室布置次梁也不會(huì)影響建筑效果，次梁的截面尺寸為250X500mm本工程在第十二層的會(huì)議室，考慮到美觀和實(shí)用的基礎(chǔ)上，共摘掉了4根柱子，因此就形成了大跨度屋面梁。從建筑希望盡可能增加使用凈高和安全的角度考慮此梁采用預(yù)應(yīng)力梁，預(yù)應(yīng)力梁截面為 450X1000mm500X1000mm有粘結(jié)預(yù)應(yīng)力，控制應(yīng)力不得大于0.75fptk,和0.8fptk，但是這個(gè)限值只是針對(duì)鋼絞線的。混凝土強(qiáng)度等級(jí)C4O并且因效果圖的要求和生活用水的需求，設(shè)置局部十三層（水箱間），所以十二層頂需設(shè)置轉(zhuǎn)換梁，十三層頂板適當(dāng)加厚，且轉(zhuǎn)換部位樓板雙層雙向配筋，主要屋面板板厚120mm并為雙層雙向配筋。由于第一層?xùn)|、西、北三面外墻面靠土，故此三面外墻采用鋼筋砼墻體，混凝土強(qiáng)度等級(jí)采用C40,抗?jié)B等級(jí)S&第二層的室外高差為-1.9米，因嚴(yán)寒地區(qū)應(yīng)考慮凍脹，所以室外臺(tái)階及坡道均采用鋼筋混凝土。1.6地基基礎(chǔ)設(shè)計(jì)：工程地質(zhì)勘測(cè)報(bào)告及其主要容161.1.本工程地質(zhì)勘測(cè)報(bào)告由省地礦建設(shè)工程（集團(tuán)）提供（編號(hào)：2011-08）。161.2本工程場(chǎng)區(qū)地貌單元屬山前坡地，東鄰烏龍河河漫灘，第四系地層由沖擊、洪積形成，由上至下第四系地層為雜填土、粉質(zhì)粘土、角礫，下伏基巖為強(qiáng)風(fēng)化花崗巖，中風(fēng)化花崗巖具體描述如下；第①層為雜填土：雜色，由砼碎塊、石塊、爐渣、粘性土組成。厚度1.20—2.90米：第層為粉質(zhì)粘土：褐色一褐黃色、飽和，可塑狀態(tài)，含有5—10%田粉沙及腐爛木屑、植物根、莖。可搓成短條狀、切面粗糙。厚度0.40—1.20米，承載力特征值為140Kpa。第③層為角礫：淺黃色一黃色、飽和，稍密一中密狀，粒徑大于2mm&勺顆粒超過(guò)總重量50%左右。最大粒徑2—4cm級(jí)配較好，半棱角狀，厚度2.70—3.60米，承載力特征值為260Kpa。第④層為強(qiáng)風(fēng)化花崗巖：黃綠—淺黃—黃色；由石英、長(zhǎng)石、云母礦物組成。風(fēng)化程度為碎塊狀，有顯著變化、裂隙發(fā)育、破碎性強(qiáng)。穿厚0.40—6.10米，承載力特征值為400Kpa。第⑤層為中風(fēng)化花崗巖：黃色，由石英、長(zhǎng)石、云母礦物組成。風(fēng)化程度為塊狀、有顯著變化、裂隙發(fā)育。穿厚 1.50—1.80米，承載力特征值為900Kpa。場(chǎng)地水文條件該廠區(qū)勘查時(shí)地下水位較高，賦存于角礫層中下部，初見(jiàn)水位2.90—3.60米，穩(wěn)定水位2.40—3.00米，此場(chǎng)區(qū)附近及周邊區(qū)域經(jīng)調(diào)查無(wú)化工排水及污染源，場(chǎng)區(qū)地下水（土）在天然條件下對(duì)建筑材料（鋼筋、砼）無(wú)侵蝕性?；A(chǔ)選型說(shuō)明本工程基礎(chǔ)根據(jù)省地礦建設(shè)工程（集團(tuán)） 《巖土工程勘察報(bào)告》進(jìn)行設(shè)計(jì)?；A(chǔ)米用天然地基上的鋼筋混凝土獨(dú)立基礎(chǔ)并設(shè)置基礎(chǔ)拉梁，地基承載力特征值260kpa?；A(chǔ)埋深及基礎(chǔ)持力層基礎(chǔ)埋深3.2米，持力層：第三層角礫層。1.7結(jié)構(gòu)分析及運(yùn)用程序：本工程結(jié)構(gòu)設(shè)計(jì)采用中國(guó)建筑科學(xué)研究院 PK.PM1.8主要結(jié)構(gòu)構(gòu)件材料的選用：混凝土強(qiáng)度等級(jí)構(gòu)件部分混凝土強(qiáng)度等級(jí)構(gòu)件部分混凝土強(qiáng)度等級(jí)框架柱基礎(chǔ)-六層C40基礎(chǔ)C30七層—八層35各層梁、樓板、樓梯C25九層-十層C30過(guò)梁、構(gòu)造柱C20十一層—頂層C25頂層預(yù)應(yīng)力梁C40水池側(cè)壁、一層底板C30(S6)一層擋土墻C40(S6)主筋的混凝土保護(hù)層厚度:構(gòu)件部位保護(hù)層厚度構(gòu)件部位保護(hù)層厚度基礎(chǔ)梁35mm梁25mm柱30mm（地下35mr）板20mm構(gòu)造柱30mm各部位混凝土耐久性要求環(huán)境類別最大水灰比最小水泥用量最大氯離子用量最大堿含量室正常 環(huán)境-一一0.65225kg/m31%不限制與土壤直接接觸的環(huán)境二(b)0.55275kg/m30.2%3.0kg/m3鋼筋強(qiáng)度等級(jí)普通鋼筋混凝土結(jié)構(gòu)采用：HPB235鋼筋 fy=210N/mm2HRB335鋼筋 fy=300N/mm2HRB40(鋼筋 fy=360N/mm2焊條：HPB235鋼筋采用E43xx型；HRB335鋼筋采用E50xx型;注：縱向受力鋼筋采用普通鋼筋時(shí)，鋼筋的抗拉強(qiáng)度實(shí)測(cè)值與屈服強(qiáng)度實(shí)測(cè)值的比值不應(yīng)小于1.25;鋼筋的屈服強(qiáng)度實(shí)測(cè)值與強(qiáng)度標(biāo)準(zhǔn)值的比值不應(yīng)大于1.3;且鋼筋在最大拉力下的總伸長(zhǎng)率實(shí)測(cè)值不應(yīng)小于9%

縱向鋼筋錨固長(zhǎng)度鋼筋種類抗震錨固長(zhǎng)度混凝土強(qiáng)度等級(jí)C20C25C30HPB235laE四級(jí)抗震等級(jí)31d27d24dlaE三級(jí)抗震等級(jí)33d29d26dHPB335laE四級(jí)抗震等級(jí)39d34d30dlaE三級(jí)抗震等級(jí)41d35d31d縱向鋼筋搭接長(zhǎng)度縱向鋼筋搭接接頭百分率<2550100縱向收拉鋼筋的搭接長(zhǎng)度1.2la(laE)1.4la(laE)1.6la(laE)縱向收壓鋼筋的搭接長(zhǎng)度0.85a(laE)1.0a(laE)1.13a(laE)砌塊和砂漿:構(gòu)件部分磚、大孔磚強(qiáng)度等級(jí)砂漿強(qiáng)度等級(jí)備注圍護(hù)墻MU5煤矸石空心磚M5.0混合砂漿注：非承重大孔磚砌體容重不大于800kg/m3,90厚墻參照吉J-90-111-5頁(yè)施工。1.9其他說(shuō)明：電梯間的設(shè)計(jì)，需要建設(shè)單位提供所需電梯樣本；或是設(shè)計(jì)單位選型后，建設(shè)單位給予準(zhǔn)許意見(jiàn)。會(huì)議室屋考慮使用性及美觀性考慮柱網(wǎng)及框架梁的設(shè)置。

1..2計(jì)算模型：（附本工程結(jié)構(gòu)計(jì)算書(shū)）///////////////////////////////////////////////////////////////////////////|公司名稱： 11|1建筑結(jié)構(gòu)的總信息|| SATWE中文版||1文件名：WMASS.OUT1|||工程名稱：|設(shè)計(jì)人：||工程代號(hào)：校核人：日期:2011/9/14|///////////////////////////////////////////////////////////////////////////總信息 結(jié)構(gòu)材料信息：鋼砼結(jié)構(gòu)混凝土容重（kN/m3）:Gc=:25.00鋼材容重（kN/m3）:Gs=78.00水平力的夾角（Rad）:ARF=0.00地下室層數(shù)：MBASE=0豎向荷載計(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)方向的地震力特殊何載計(jì)算信息：不計(jì)算結(jié)構(gòu)類別：框架結(jié)構(gòu)裙房層數(shù)：MANNEX=0轉(zhuǎn)換層所在層號(hào)：MCHANGE=0墻兀細(xì)分最大控制長(zhǎng)度(m) DMAX=2.00墻兀側(cè)向節(jié)點(diǎn)信息：部節(jié)點(diǎn)是否對(duì)全樓強(qiáng)制采用剛性樓板假定否采用的樓層剛度算法層間剪力比層間位移算法結(jié)構(gòu)所在地區(qū)全國(guó)風(fēng)荷載信息 WO=0.55B 類WO=0.55B 類T1=0.45MPART=1NSTi= 15USi=1.30地面粗糙程度：結(jié)構(gòu)基本周期（秒）：體形變化分段數(shù)：各段最高層號(hào)：各段體形系數(shù)地震信息 振型組合方法（CQC耦聯(lián);SRSS非耦聯(lián)）CQC計(jì)算振型數(shù)： NMODE=20地震烈度： NAF=6.00斜交抗側(cè)力構(gòu)件方向的附加地震數(shù)斜交抗側(cè)力構(gòu)件方向的附加地震數(shù)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)最大值框架的抗震等級(jí)：剪力墻的抗震等級(jí)：活荷質(zhì)量折減系數(shù)：周期折減系數(shù)：結(jié)構(gòu)的阻尼比（％）:是否考慮偶然偏心：是否考慮雙向地震扭轉(zhuǎn)效應(yīng)KD= 2一組TG=0.35Rmaxl=0.04Rmax2=0.50NF= 3NW= 3RMC=0.50TC=1.00DAMP=5.00是是=0BKBK=2.00BT=0.85BM=1.00BLZ=0.70TB=0.40RSF= 1.00KQ1= 0KQ2= 0NTL= 0RTL=1.00活荷載信息 考慮活荷不利布置的層數(shù) 不考慮柱、墻活荷載是否折減 不折算傳到基礎(chǔ)的活荷載是否折減 折算 柱，墻，基礎(chǔ)活荷載折減系數(shù) 計(jì)算截面以上的層數(shù) 折減系數(shù)11.002---30.854---50.706---80.659---200.60>200.55調(diào)整信息 中梁剛度增大系數(shù)：梁端彎矩調(diào)幅系數(shù)：梁設(shè)計(jì)彎矩增大系數(shù)：連梁剛度折減系數(shù)：梁扭矩折減系數(shù)：全樓地震力放大系數(shù)：0.2QO 調(diào)整起始層號(hào)：0.2QO 調(diào)整終止層號(hào)：頂塔樓力放大起算層號(hào):頂塔樓力放大：九度結(jié)構(gòu)及一級(jí)框架梁柱超配筋系數(shù) CPCOEF91=1.15是否按抗震規(guī)調(diào)整樓層地震力IAUTO525= 1是否調(diào)整與框支柱相連的梁力 IREGU_KZZB=0剪力墻加強(qiáng)區(qū)起算層號(hào) LEV_JLQJQ= 1強(qiáng)制指定的薄弱層個(gè)數(shù) NWEAK=0

梁主筋強(qiáng)度（N/mm2）:IB=300柱主筋強(qiáng)度（N/mm2）:IC=300墻主筋強(qiáng)度（N/mm2）:IW==210梁箍筋強(qiáng)度（N/mm2）:JB=:210柱箍筋強(qiáng)度（N/mm2）:JC==210墻分布筋強(qiáng)度（N/mm2）:JWH= 210梁箍筋最大間距（mm）:SB=100.00柱箍筋最大間距（mm）:SC=100.00墻水平分布筋最大間距(mm):SWH=200.00墻豎向筋分布最小配筋率(%):RWV=0.30單獨(dú)指定墻豎向分布筋配筋率的層數(shù)NSW= 0單獨(dú)指定的墻豎向分布筋配筋率(%):RWV1=0.60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：柱計(jì)算長(zhǎng)度計(jì)算原則：梁柱重疊部分簡(jiǎn)化：是否考慮P-Delt效應(yīng):柱配筋計(jì)算原則：鋼構(gòu)件截面凈毛面積比：梁保護(hù)層厚度（mm）:柱保護(hù)層厚度（mm）:有側(cè)移不作為剛域是按單偏壓計(jì)算RN=0.85BCB=25.00ACA=30.00是否按砼規(guī)（7.3.11-3）是否按砼規(guī)（7.3.11-3）計(jì)算砼柱計(jì)算長(zhǎng)度系數(shù)：否CDEAD=1.20CDEAD=1.20CLIVE=1.40CWIND=1.40CEA_H=1.30CEA_V=0.50CSPY=0.00CD_L=0.70CD_W=0.60CEAL=0.50荷載組合信息 恒載分項(xiàng)系數(shù)：活載分項(xiàng)系數(shù)：風(fēng)荷載分項(xiàng)系數(shù)：水平地震力分項(xiàng)系數(shù)：豎向地震力分項(xiàng)系數(shù)：特殊荷載分項(xiàng)系數(shù)：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)剪力墻底部加強(qiáng)區(qū)信息 剪力墻底部加強(qiáng)區(qū)層數(shù) IWF=2剪力墻底部加強(qiáng)區(qū)高度（m）Z_STRENGTHEN=8.00*********************************************************各層的質(zhì)量、質(zhì)心坐標(biāo)信息*********************************************************(m) (m)(t)(t)15116.65017.07950.43091.028.114116.47017.79748.330284.945.313116.80816.68845.0301000.881.012116.34816.69240.400942.685.411116.45116.45136.800953.985.110116.45816.43433.200950.784.89116.46216.43429.600951.984.88116.46216.43426.000951.984.87116.46216.42922.400963.384.86116.46216.42918.800963.384.85116.46216.42915.200963.384.84116.46316.43511.600952.684.93116.56924.8258.930131.712.72116.52216.4818.0001229.5110.21116.38319.4033.5001631.1184.0活載產(chǎn)生的總質(zhì)量⑴： 1225.756恒載產(chǎn)生的總質(zhì)量⑴： 12962.428結(jié)構(gòu)的總質(zhì)量⑴： 14188.184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)*********************************************************各層構(gòu)件數(shù)量、構(gòu)件材料和層高*********************************************************層號(hào) 塔號(hào)梁數(shù)柱數(shù)墻數(shù)層咼(混凝土)(混凝土)(混凝土) (m)(m)累計(jì)高度11205(25)65(40)0(25)3.5003.50021182(25)42(40)0(25)4.5008.0003132(25)34(40)0(25)0.9308.93041154(25)30(40)0(25)2.67011.60051154(25)30(40)0(25)3.60015.20061154(25)30(40)0(25)3.60018.80071154(25)30(35)0(25)3.60022.40081154(25)30(35)0(25)3.60026.00091154(25)30(30)0(25)3.60029.600101154(25)30(30)0(25)3.60033.200111154(25)30(25)0(25)3.60036.800

121153(25)30(25)0(25)3.60040.400131159(25)26(25)0(25)4.63045.03014146(25)27(25)0(25)3.30048.33015115(25)10(25)0(25)2.10050.430*********************************************************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Y剪力Y傾覆彎矩Y15153.5353.5112.451.0751.1107.214182.13135.7560.1242.92294.01077.4131112.10247.81707.2328.73622.73960.612182.62330.42896.6242.48865.27075.311179.05409.44370.5232.161097.411025.810175.42484.86116.0221.621319.015774.29171.68556.58119.5210.761529.721281.28167.78624.310367.0199.441729.227506.37163.68688.012843.8187.501916.734406.36159.29747.315534.0174.682091.441935.25154.47801.718420.3160.642252.050042.44136.38838.120658.1107.362359.456341.93115.32853.421451.832.742392.158566.52170.98924.425611.7208.462600.670269.11165.74990.229077.3154.122754.779910.4各樓層等效尺寸（單位：m,m**2）層號(hào)塔號(hào)層號(hào)塔號(hào)面積形心X形心最小寬BMIN111158.7916.7319.6955.2622.7922.7921823.3816.7216.2157.0114.3714.373198.2916.7226.0815.956.166.164 1628.9216.7116.2743.1514.4114.41Y等效寬B等效高H最大寬BMAX55.2657.0115.9543.155 1 629.97 16.72 16.27 43.17 14.43 43.1714.4361629.9716.7216.2743.1714.4343.1714.4371629.9716.7216.2743.1714.4343.1714.4381630.8716.7216.2643.2014.4443.2014.4491630.8716.7216.2643.2014.4443.2014.44101630.8716.7216.2643.2014.4443.2014.44111630.8716.7216.2643.2014.4443.2014.44121630.7916.7216.2643.2014.4443.2014.44131630.0316.7216.2743.1914.4343.1914.43141349.4816.7617.2136.9513.5636.9513.56151220.7016.7416.7214.4515.2715.2714.45各樓層的單位面積質(zhì)量分布(單位:kg/m**2)層號(hào)塔號(hào) 單位面積質(zhì)量g[i] 質(zhì)量比max(g[i]/g[i-1],g[i]/g[i+1])111566.301.00211627.041.11311469.410.90411649.581.12511663.821.01611663.821.00711663.821.01811643.421.00911643.421.001011641.431.001111646.981.011211629.640.991311717.071.82141944.881.75151539.421.00計(jì)算信息ProjectFileName:ss計(jì)算日期 ：開(kāi)始時(shí)間 ：可用存：976.00MB第一步：計(jì)算每層剛度中心、自由度等信息開(kāi)始時(shí)間 ：7:2:29第二步：組裝剛度矩陣并分解開(kāi)始時(shí)間 ：7：2:32FALE 自由度優(yōu)化排序BeginningTime: 7:2:33.23EndTime: 7:2:33.84TOC\o"1-5"\h\zTotalTime(s) : 0.61FALE總剛陣組裝BeginningTime: 7:2:33.85EndTime: 7:2:34.37TotalTime(s) : 0.52VSS總剛陣LDLT分解BeginningTime: 7:2:34.37EndTime: 7:2:34.42TotalTime(s) : 0.05VSS模態(tài)分析BeginningTime: 7:2:34.42EndTime: 7:2:34.48TotalTime(s) : 0.06形成地震荷載向量形成風(fēng)荷載向量形成垂直荷載向量VSSLDLT回代求解BeginningTime: 7:2:36.53EndTime: 7:2:36.68TotalTime(s) : 0.15BeginningTime:7:2:36.75End Time:7:2:37.53TotalTime(s)0.78FALE總剛陣組裝BeginningTime:7:2:37.53End Time:7:2:38.4TotalTime(s):0.51VSS 總剛陣LDLT分解BeginningTime:7:2:38.4End Time:7:2:38.9TotalTime(s):0.05End Time:7:2:38.14TotalTime(s):0.10FALE 自由度優(yōu)化排序BeginningTime:7:2:38.20End Time:7:2:38.70TotalTime(s):0.50FALE總剛陣組裝BeginningTime:7:2:38.71End Time:7:2:39.21TotalTime(s):0.50VSS 總剛陣LDLT分解BeginningTime:7:2:39.21End Time:7:2:39.26TotalTime(s):0.05End Time:7:2:39.31TotalTime(s):0.10FALE 自由度優(yōu)化排序BeginningTime:7:2:39.37End Time:7:2:39.87TotalTime(s):0.50FALE總剛陣組裝BeginningTime:7:2:39.87End Time:7:2:40.37TotalTime(s):0.50VSS總剛陣LDLT分解

BeginningTime:7:2:40.37End Time:7:2:40.42TotalTime(s):0.05End Time:7:2:40.50TotalTime(s):0.13FALE 自由度優(yōu)化排序BeginningTime:7:2:40.56End Time:7:2:41.6TotalTime(s):0.50FALE總剛陣組裝BeginningTime:7:2:41.6End Time:7:2:41.53TotalTime(s):0.47vss總剛陣LDLT分解BeginningTime:7:2:41.53End Time:7:2:41.57TotalTime(s):0.04End Time:7:2:41.62TotalTime(s):0.09FALE 自由度優(yōu)化排序BeginningTime:7:2:41.67End Time:7:2:42.18TotalTime(s):0.51FALE總剛陣組裝BeginningTime:7:2:42.18End Time:7:2:42.60TotalTime(s):0.42VSS 總剛陣LDLT分解BeginningTime:7:2:42.60End Time:7:2:42.67TotalTime(s):0.07End Time:7:2:42.70TotalTime(s):0.10FALE 自由度優(yōu)化排序BeginningTime:7:2:42.76End Time:7:2:43.28TotalTime(s)0.52FALE總剛陣組裝BeginningTime: 7:2:43.28End Time:TotalTime(s):7:2:43.670.39vss總剛陣LDLT分解BeginningTime:7:2:43.67End Time:7:2:43.71TotalTime(s):0.04End Time:7:2:43.78TotalTime(s):0.11FALE 自由度優(yōu)化排序BeginningTime:7:2:43.84End Time:7:2:44.34TotalTime(s):0.50FALE總剛陣組裝BeginningTime:7:2:44.34End Time:7:2:44.68TotalTime(s):0.34VSS 總剛陣LDLT分解BeginningTime:7:2:44.70End Time:7:2:44.75TotalTime(s):0.05End Time:7:2:44.79TotalTime(s):0.09FALE 自由度優(yōu)化排序BeginningTime:7:2:44.84End Time:7:2:45.35TotalTime(s):0.51FALE總剛陣組裝BeginningTime:7:2:45.35End Time:7:2:45.67TotalTime(s):0.32VSS 總剛陣LDLT分解BeginningTime:7:2:45.67End Time:7:2:45.71TotalTime(s)0.04

End Time:7:2:45.76TotalTime(s)0.09FALE 自由度優(yōu)化排序BeginningTime:7:2:45.82End Time:7:2:46.32TotalTime(s):0.50FALE總剛陣組裝BeginningTime:7:2:46.34End Time:7:2:46.60TotalTime(s):0.26vss總剛陣LDLT分解BeginningTime:7:2:46.60End Time:7:2:46.65TotalTime(s):0.05End Time:7:2:46.70TotalTime(s):0.10FALE 自由度優(yōu)化排序BeginningTime:7:2:46.76End Time:7:2:47.26TotalTime(s):0.50FALE總剛陣組裝BeginningTime:7:2:47.28End Time:7:2:47.50TotalTime(s):0.22VSS 總剛陣LDLT分解BeginningTime:7:2:47.51End Time:7:2:47.54TotalTime(s):0.03End Time:7:2:47.59TotalTime(s):0.08FALE 自由度優(yōu)化排序BeginningTime:7:2:47.65End Time:7:2:48.17TotalTime(s):0.52FALE總剛陣組裝BeginningTime: 7:2:48.17

End Time:7:2:48.35TotalTime(s)0.18vss總剛陣LDLT分解BeginningTime:7:2:48.37End Time:7:2:48.42TotalTime(s):0.05End Time:7:2:48.48TotalTime(s):0.11FALE 自由度優(yōu)化排序BeginningTime:7:2:48.54End Time:7:2:49.4TotalTime(s):0.50FALE總剛陣組裝BeginningTime:7:2:49.6End Time:7:2:49.21TotalTime(s):0.15VSS 總剛陣LDLT分解BeginningTime:7:2:49.21End Time:7:2:49.26TotalTime(s):0.05End Time:7:2:49.31TotalTime(s):0.10FALE 自由度優(yōu)化排序BeginningTime:7:2:49.35End Time:7:2:49.87TotalTime(s):0.52FALE總剛陣組裝BeginningTime:7:2:49.87End Time:7:2:50.0TotalTime(s):0.13VSS 總剛陣LDLT分解BeginningTime:7:2:50.0End Time:7:2:50.4TotalTime(s):0.04End Time:7:2:50.9TotalTime(s):0.09FALE 自由度優(yōu)化排序BeginningTime:End Time:TotalTime(s)7:2:50.157:2:50.670.52FALE總剛陣組裝BeginningTime:7:2:50.67End Time:7:2:50.78TotalTime(s):0.11VSS 總剛陣LDLT分解BeginningTime:7:2:50.78End Time:7:2:50.82TotalTime(s):0.04End Time:7:2:50.87TotalTime(s):0.09FALE 自由度優(yōu)化排序BeginningTime:7:2:50.93End Time:7:2:51.43TotalTime(s):0.50FALE總剛陣組裝BeginningTime:7:2:51.45End Time:7:2:51.51TotalTime(s):0.06VSS 總剛陣LDLT分解BeginningTime:7:2:51.51End Time:7:2:51.56TotalTime(s):0.05End Time:7:2:51.60TotalTime(s):0.09第五步：計(jì)算桿件力開(kāi)始時(shí)間:7:2:54結(jié)束日期:時(shí)間:7:3:7總用時(shí)0:0:38各層剛心、偏心率、相鄰層側(cè)移剛度比等計(jì)算信息FloorNo: 層號(hào)TowerNo: 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,Raty:X,Y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Ratxl，Ratyl:X，Y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FloorNo.1TowerNo.1Xstif=16.7052(m)Ystif=18.1330(m)AlfXmass=16.3830(m)Ymass=19.4033(m)=0.0000(Degree)Gmass=1998.9805(t)Eex=0.0194Eey=0.0754Ratx=1.0000Raty=1.0000Ratx1=1.5324Raty1=1.3425薄弱層地震剪力放大系數(shù)=1.00RJX=1.7607E+06(kN/m)RJY=1.6872E+06(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.2TowerNo.1Xstif=16.7944(m)Ystif=17.2666(m)AlfXmass=16.5219(m)Ymass=16.4813(m)=0.0000(Degree)Gmass=1449.8798(t)Eex=0.0164Eey=0.0481Ratx=0.3093Raty=0.3488Ratx1=0.2566Raty1=0.2595薄弱層地震剪力放大系數(shù)=1.15RJX=5.4464E+05(kN/m)RJY=5.8859E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.3TowerNo.1Xstif=16.5844(m)Ystif=17.3049(m)AlfXmass=16.5687(m)Ymass=24.8250(m)=0.0000(Degree)Gmass=157.1422(t)Eex=0.0011Eey=0.5144Ratx=5.5665Raty=5.5047Ratx1=5.9142Raty1=5.2341薄弱層地震剪力放大系數(shù)=1.00RJX=3.0318E+06(kN/m)RJY=3.2400E+06(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.4TowerNo.1Xstif=16.7717(m)Ystif=16.3677(m)Alf=0.0000(Degree)Xmass=16.4635(m)Ymass=16.4350(m)Gmass=1122.3407(t)Eex=0.0208Eey=0.0046Ratx=0.2416Raty=0.2729Ratx1==2.0428Raty1=2.0163薄弱層地震剪力放大系數(shù)=1.00RJX=:7.3232E+05(kN/m)RJY=8.8431E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.5TowerNo.1Xstif=16.8194(m)Ystif=16.1267(m)Alf= 0.0000(Degree)

Xmass=16.4618(m)Ymass=16.4293(m)Gmass=1133.0042(t)Eex=0.0240Eey=0.0211Ratx=0.6305Raty=0.6453Ratx1=1.3530Raty1=1.3898薄弱層地震剪力放大系數(shù)=1.00RJX=4.6174E+05(kN/m)RJY=5.7068E+05(kN/m)RJZ=O.OOOOE+OO(kN/m)FloorNo.6TowerNo.1Xstif=16.8194(m)Ystif=16.1267(m)AlfXmass=16.4618(m)Ymass=16.4293(m)=0.0000(Degree)Gmass=1133.0042(t)Eex=0.0240Eey=0.0211Ratx=0.9674Raty=0.9627Ratx1=1.3711Raty1=1.4373薄弱層地震剪力放大系數(shù)=1.00RJX=4.4668E+05(kN/m)RJY=5.4937E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.7TowerNo.1Xstif=16.8194(m)Ystif=16.1267(m)AlfXmass=16.4618(m)Ymass=16.4293(m)=0.0000(Degree)Gmass=1133.0042(t)Eex=0.0240Eey=0.0211Ratx=0.9760Raty=0.9550Ratx1=1.4014Raty1=1.4715薄弱層地震剪力放大系數(shù)=1.00RJX=4.3594E+05(kN/m)RJY=5.2466E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.8TowerNo.1Xstif=16.9176(m)Ystif=16.1347(m)AlfXmass=16.4621(m)Ymass=16.4340(m)=0.0000(Degree)Gmass=1121.6316(t)Eex=0.0311Eey=0.0221Ratx=0.9110Raty=0.8878Ratx1=1.3080Raty1=1.3691薄弱層地震剪力放大系數(shù)=1.00RJX=3.9713E+05(kN/m)RJY=4.6576E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.9TowerNo.1Xstif=16.9176(m)Ystif=16.1347(m)AlfXmass=16.4621(m)Ymass=16.4340(m)=0.0000(Degree)Gmass=1121.6316(t)Eex=0.0311Eey=0.0221Ratx=0.9785Raty=0.9508Ratx1=1.3209Raty1=1.3767薄弱層地震剪力放大系數(shù)=1.00RJX=3.8857E+05(kN/m)RJY=4.4286E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.10TowerNo.1Xstif=16.8240(m)Ystif=16.1404(m)AlfXmass=16.4578(m)Ymass=16.4345(m)=0.0000(Degree)Gmass=1120.3716(t)Eex=0.0245Eey=0.0216Ratx=0.9801Raty=0.9675Ratx1=1.4739Raty1=1.5133薄弱層地震剪力放大系數(shù)=1.00

RJX=3.8084E+05(kN/m)RJY=4.2845E+05(kN/m)RJZ=O.OOOOE+OO(kN/m)FloorNo.11TowerNo.1Xstif=16.8240(m)Ystif=16.1404(m)AlfXmass=16.4513(m)Ymass=16.4510(m)=0.0000(Degree)Gmass=1124.1716(t)Eex=0.0250Eey=0.0228Ratx=0.9692Raty=0.9440Ratx1=1.4930Raty1=1.5476薄弱層地震剪力放大系數(shù)=1.00RJX=3.6912E+05(kN/m)RJY=4.0447E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.12TowerNo.1Xstif=16.8240(m)Ystif=16.1404(m)AlfXmass=16.3480(m)Ymass=16.6918(m)=0.0000(Degree)Gmass=1113.3145(t)Eex=0.0319Eey=0.0405Ratx=0.9568Raty=0.9231Ratx1=2.3080Raty1=2.6153薄弱層地震剪力放大系數(shù)=1.00RJX=3.5319E+05(kN/m)RJY=3.7336E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.13TowerNo.1Xstif=16.0710(m)Ystif=16.2005(m)AlfXmass=16.8083(m)Ymass=16.6880(m)=0.0000(Degree)Gmass=1162.7744(t)Eex=0.0450Eey=0.0322Ratx=0.5780Raty=0.5462Ratx1=1.1818Raty1=1.6957薄弱層地震剪力放大系數(shù)=1.00RJX=2.0416E+05(kN/m)RJY=2.0394E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.14TowerNo.1Xstif=16.6333(m)Ystif=17.6962(m)AlfXmass=16.4696(m)Ymass=17.7969(m)=45.0000(Degree)Gmass=375.5415(t)Eex=0.0108Eey=0.0067Ratx=1.2089Raty=0.8425Ratx1=2.5099Raty1=2.7906薄弱層地震剪力放大系數(shù)=1.00RJX=2.4679E+05(kN/m)RJY=1.7181E+05(kN/m)RJZ=0.0000E+00(kN/m)FloorNo.15TowerNo.1Xstif=15.0150(m)Ystif=16.0320(m)AlfXmass=16.6504(m)Ymass=17.0785(m)=45.0000(Degree)Gmass=147.1476(t)Eex=0.1942Eey=0.1243Ratx=0.4980Raty=0.4479Ratx1=1.2500Raty1=1.2500薄弱層地震剪力放大系數(shù)=1.00RJX=1.2291E+05(kN/m)RJY=7.6960E+04(kN/m)RJZ=0.0000E+00(kN/m)

抗傾覆驗(yàn)算結(jié)果抗傾覆彎矩Mr傾覆彎矩Mov比值Mr/Mov 零應(yīng)力區(qū)（％）X風(fēng)荷載抗傾覆驗(yàn)算結(jié)果抗傾覆彎矩Mr傾覆彎矩Mov比值Mr/Mov 零應(yīng)力區(qū)（％）X風(fēng)荷載4086197.033289.5122.750.00Y風(fēng)荷載1733228.592612.318.710.00X地震4086197.033727.0121.150.00丫地震1733228.534627.950.050.00結(jié)構(gòu)整體穩(wěn)定驗(yàn)算結(jié)果剛重比Y剛重比10.176E+070.169E+073.50141882.43.4341.6220.545E+060.589E+064.50123732.19.8121.4130.303E+070.324E+070.93110335.25.5527.3140.732E+060.884E+062.67108891.17.9621.6850.462E+060.571E+063.6098516.16.8720.8560.447E+060.549E+063.6088035.18.2722.4770.436E+060.525E+063.6077553.20.2424.3580.397E+060.466E+063.6067072.21.3225.0090.389E+060.443E+063.6056704.24.6728.12100.381E+060.428E+063.6046336.29.5933.29110.369E+060.404E+063.6035981.36.9340.47120.353E+060.373E+063.6025590.49.6952.52130.204E+060.204E+064.6315311.61.7461.67140.247E+060.172E+063.304493.181.28126.20150.123E+060.770E+052.101191.216.81135.75層號(hào)X向剛度Y向剛度層高上部重量X該結(jié)構(gòu)剛重比Di*Hi/Gi大于10,能夠通過(guò)高規(guī)（544）的整體穩(wěn)定驗(yàn)算該結(jié)構(gòu)剛重比Di*Hi/Gi小于20,應(yīng)該考慮重力二階效應(yīng)**********************************************************************樓層抗剪承載力、及承載力比值**********************************************************************Ratio_Bu: 表示本層與上一層的承載力之比層號(hào)塔號(hào)X向承載力Y向承載力Ratio_Bu:X,Y151 0.1192E+040.1211E+04 1.00 1.00

1410.2232E+040.2281E+041.871.881310.2689E+040.3741E+041.201.641210.4822E+040.5697E+041.791.521110.5581E+040.6364E+041.161.121010.6566E+040.7506E+041.181.18910.7256E+040.8758E+041.111.17810.8218E+040.9772E+041.131.12710.1026E+050.1110E+051.251.14610.1142E+050.1248E+051.111.12510.1183E+050.1344E+051.041.08410.2056E+050.2111E+051.741.57310.3246E+050.3278E+051.581.55210.1382E+050.1520E+050.430.46110.2306E+050.2297E+051.671.513.設(shè)計(jì)圖紙：（另附圖紙冊(cè)）附屬樓1.1工程概況：市公安局附屬樓位于省市白泉鎮(zhèn)東交大街以北、規(guī)劃路以東、溢洪道以西?？偨ㄖ娣e： 川。1.1.3建筑物長(zhǎng)59.74m,寬為11.44m。本工程無(wú)地下室，地上二層。1.1.5