1、重慶市城投公租房建設(shè)有限公司重慶經(jīng)開區(qū)公共租賃房項目施工圖設(shè)計結(jié)構(gòu)專業(yè)計算書CI5DI中冶賽迪二0一三年四月重慶市城投公租房建設(shè)有限公司重慶經(jīng)開區(qū)公共租賃房項目施工圖設(shè)計1組團(tuán)7#施工圖（結(jié)構(gòu)專業(yè)）計算書相應(yīng)圖號：11790002DRCB06ST007文 檔號：11790002DCCB06ST007專業(yè)負(fù)責(zé)人：趙橋榮審核人：黃桂壑設(shè)計師：程振宇修改、復(fù)制、提供或泄漏給任何第三方。CLAIM: This work belongs to the property of CISDI. All information and proprietary know-how contained therein

2、 are confidential, and shall not be copied, duplicated, changed or altered, submitted or disclosed to any third party without the prior written permission of CISDI.CI5DI中冶賽迪建筑設(shè)計研究院2013年4月10日1組團(tuán)7#施工圖計算書CISDI顧客名稱：重慶市城投公租房建設(shè)有限公司項目名稱：重慶經(jīng)開區(qū)公共租賃房項目施工圖設(shè)計 TOC o 1-5 h z HYPERLINK l bookmark19 o Current Docum

3、ent 1計算依據(jù)12計算參數(shù)1 HYPERLINK l bookmark21 o Current Document 3相關(guān)依據(jù)24小震彈性計算35中震不屈服驗算496大震作用下抗傾覆、抗滑移驗算 .597樓梯計算698基礎(chǔ)計算709電梯底板抗沖切驗算1.0410集水井設(shè)計 10411空調(diào)板挑板計算 10712附圖111顧客名稱：重慶市城投公租房建設(shè)有限公司項目名稱：重慶經(jīng)開區(qū)公共租賃房項目施工圖設(shè)計i組團(tuán)7#施工圖計算書CISDI26kN/m 319 kN/m38kN/m31.8 kN/m 214 kN/m37 kN/m 310 kN/m 32.52.6衛(wèi)生間恒載:【h（下沉高度）-50】

4、x14: 0.35x14=4.91計算依據(jù)工程概況本工程為重慶經(jīng)開區(qū)公共租賃房項目施工圖設(shè)計1組團(tuán)7#樓項目，采用現(xiàn)澆鋼筋混凝土剪力墻結(jié)構(gòu)。結(jié)構(gòu)施工圖設(shè)計必須遵循我國的現(xiàn)行規(guī)范和標(biāo)準(zhǔn)。相關(guān)的我國(含行業(yè)和地方)規(guī)范、規(guī)程和標(biāo)準(zhǔn)主要如下：建筑結(jié)構(gòu)可靠度設(shè)計統(tǒng)一標(biāo)準(zhǔn)(GB50068 2001)房屋建筑制圖統(tǒng)一標(biāo)準(zhǔn)(GB/T50001 2010)建筑工程抗震設(shè)防分類標(biāo)準(zhǔn)(GB50223 2008)建筑結(jié)構(gòu)荷載規(guī)范(GB50009-2012 )混凝土結(jié)構(gòu)設(shè)計規(guī)范(GB50010-2010 )建筑地基基礎(chǔ)設(shè)計規(guī)范(GB50007-2011 )建筑樁基技術(shù)規(guī)范(JGJ 94-2008)建筑地基處理技術(shù)規(guī)范

5、(JGJ 79-2002 )高層建筑混凝土結(jié)構(gòu)技術(shù)規(guī)程(JGJ3-2010)建筑抗震設(shè)計規(guī)范(GB50011-2010 )各現(xiàn)行施工質(zhì)量驗收規(guī)范.場地標(biāo)高 本工程？ 0.000相當(dāng)于絕對標(biāo)高？ 241.900活荷載取值(標(biāo)準(zhǔn)值)屋面活荷不上人屋面：0.50kN/m 2上人屋面：2.0 kN/m2樓面活荷載標(biāo)準(zhǔn)值，施工荷載及使用荷載不得超出以下值：消防樓梯3.5/m2電梯前室3.5/m2走道2.0/m2陽臺2.5/m2廚房、客廳、臥室、宅屋面 2.0/m2衛(wèi)生間 2.5/m2電梯機(jī)房7.0/m2(住宅)欄桿水平線載荷1.0 kN/m施工和檢修荷載集中荷載1.0 kN (挑檐、懸挑雨棚承載力計算時

6、每隔1m取一個集中荷載；驗算傾覆時每隔2.5m取一個集中荷載)設(shè)備用房按各專業(yè)資料恒載取值(標(biāo)準(zhǔn)值)鋼筋混凝土容重：頁巖實心磚砌體容重：頁巖空心磚砌體容重：樓面面層、天花推蕩+花崗石地面:衛(wèi)生間沉箱回填用 35#陶粒碎：加氣碎砌塊加氣碎砌塊濕容重取樓屋面恒載計算(標(biāo)準(zhǔn)值)內(nèi)隔墻荷載(采用 8.0kN/m3的燒結(jié)頁巖空心磚或 7.0kN/m3容重加氣碎砌塊，濕容重取 丫 =10 kN/m3)： (1) 一般部位 200 厚隔墻荷載：2x0.02x20+0.2x10=2.8kN/m 2。廚房、衛(wèi)生間墻荷載：m 以下按 200 厚實心墻考慮(容重取丫 =19 kN/m 3) : q=19x0.2+2

7、x0.02x20=4.6 kN/m 2m以上按普通內(nèi)隔墻荷載：2.8kN/m 2一般部位 100 厚隔墻荷載：2x0.02x20+0.1x10=1.8kN/m 2廚房、衛(wèi)生間部位 100厚實心磚墻線荷載 7.3 kN/m。電梯間隔墻荷載：按200厚實心墻考慮：4.6 kN/m 22.4外墻荷載(按200厚計算)：普通外墻：0.04x20+0.3 (外墻保溫荷載)+0.2x10=3.1kN/m廚房、衛(wèi)生間外墻：2m 以下：0.04x20+0.3 (外墻保溫荷載)+0.2x19=4.9kN/m2m 以上：0.04x20+0.3 (外墻保溫荷載)+0.2x10=3.1kN/m外墻門窗洞口較大時應(yīng)扣除

8、洞口范圍的墻重但應(yīng)計入門窗重，門窗一般取 0.5kN/m2。3.0m高屋面女兒墻線荷載取16.0kN/m。陽臺欄板線荷載取 3.0kN/m (邊梁上挑耳寬度超過 200時另計挑耳荷載)。面層(考慮二次裝修)荷載： 0.055x20=1.1 kN/m 2中間填料(按爐渣或陶?；炷恋容p質(zhì)填料考慮)荷載:板底抹灰荷載：0.02x20=0.4kN/m 2,中冶賽迪工程技術(shù)股份有限公司顧客名稱：重慶市城投公租房建設(shè)有限公司項目名稱：重慶經(jīng)開區(qū)公共租賃房項目施工圖設(shè)計i組團(tuán)7#施工圖計算書CISDI合計：6.4kN/m2樓面構(gòu)造層（含板面裝飾及板底抹灰）荷載：面層（考慮二次裝修）荷載： 0.02x20+

9、0.012x25（地/）+0.035x20 （砂漿）=1.4 kN/m 2板底抹灰荷載：0.02x20=0.4kN/m 2合計：1.8kN/m2平屋面荷載：建筑找坡單坡長度大于5m小于10m時屋面構(gòu)造層 6.0kN/m2,小于5m時取5.0kN/m ,超過10m按實際的建筑找坡長度計算屋面構(gòu)造荷載。樓梯荷載：踏步高度取166.7mm寬度取260mm樓板厚度取 160mm 角度33度（1/cos33=1.19236約1.2）面載荷取1.9kN/m2恒載自重=0.16*25*1.2+0.4*1.2+（0.1667*0.26*25/2/0.26+0.1667*1.9/0.26+1.9）= 10.48

10、2 kN/m2活載等效恒載=3.5*1.2*0.98/1.35=3.05 kN/m2=3.5*1.2*1.4/1.2=4.9 kN/m2總計樓梯板等效面恒載 15.382 kN/m2樓梯跨度 4.42m:梯梁線載荷15.382*2.21=34 kN/m3相關(guān)依據(jù)結(jié)構(gòu)計算所采用的軟件中國建筑科學(xué)院提供的PKPM系列軟件，SATWE版本號為2010版（2012年6月）。設(shè)計基準(zhǔn)期按建筑結(jié)構(gòu)可靠度設(shè)計統(tǒng)一標(biāo)準(zhǔn)GB50068-2001第1.0.4條規(guī)定“結(jié)構(gòu)可靠度設(shè)計采用的設(shè)計基準(zhǔn)期T可取50年“。計算（電算部分）主要參數(shù)取值地震設(shè)防烈度6度、地震分組為一組、地震加速度0.05g,特征周期：按抗規(guī)表

11、5.1.4-2選用。振型數(shù)：18個梁端彎矩調(diào)幅系數(shù)：0.85 （懸臂梁不調(diào)整）梁跨中彎矩增大系數(shù)：1 （考慮活荷載不利分布時，此系數(shù)不起作用）梁扭矩折減系數(shù)：0.4連梁剛度折減系數(shù)：0.7配筋信息：梁箍筋間距 100,柱箍筋間距100。中梁剛度增大系數(shù)：按 2010規(guī)范取值。重慶市高層建筑工程結(jié)構(gòu)抗震基本參數(shù)表（2010年版）工程名稱經(jīng)開區(qū)公共 租憑房樓棟號1組團(tuán)（7#）設(shè)計階段施工圖設(shè)計填表時間2013.4.10場地類別I 0建筑抗震設(shè)防烈度6抗震設(shè)防類別標(biāo)準(zhǔn)設(shè)防嵌固層所在樓層 號基礎(chǔ)地卜室層數(shù)0主樓層數(shù)33裙樓層數(shù)2屋峽塔樓層數(shù)2地下室高度（m）0主樓結(jié)構(gòu)高度（m）99.30裙樓結(jié)構(gòu)高度（

12、m）8.85屋頂塔樓高度（m：4.5主樓結(jié)構(gòu)體系剪力墻主體結(jié)構(gòu)高度限值（m）140裙樓結(jié)構(gòu)形式框架裙樓結(jié)構(gòu)高度限 值（m）60大空間結(jié)構(gòu) 屋蓋跨度（m）懸挑長度（m）單向最大長度（m）1A樓層豎向構(gòu)件最大水平位移和層間位移與該樓層平 均值的比值1.25限值A(chǔ) 1.50限值B 1.20B相鄰層偏心率0.06限值A(chǔ)無限制B 0.15C相鄰層質(zhì)心相差與邊長的比值,0r限值A(chǔ) :無限制B 0.152結(jié)構(gòu)扭轉(zhuǎn)為主的第一自振周期Tt與平動為主的第一自振周期T1的比值0.84限值A(chǔ)0.9限值B無3A結(jié)構(gòu)平面凹進(jìn)或凸出的一側(cè)尺寸與相應(yīng)投影方向總 尺寸的百分比0.29限值A(chǔ) 0.40限值B 0.35B結(jié)構(gòu)平面中

13、部兩側(cè)收進(jìn)的總尺寸占平面寬度的百分 比0.47限值A(chǔ)0.20限值B0.255結(jié)構(gòu)平面突出部分長度與連接寬度的比值0.31限制A無限值B0.40限值B0.50B樓板開洞面積占該層樓面面積的百分比 10%限值A(chǔ) 0.35限值B 5m限值A(chǔ)無限值B5.00D錯層高度與梁高的比值0限制A 1無限值B 2mP限值A(chǔ) 12.00限值B無8A樓層側(cè)向剛度與相鄰上層的比值1.01限值A(chǔ)0.50限值B0.90B樓層側(cè)向剛度與其上三層平均值的比值一限值A(chǔ)0.70限值B0.80C底層側(cè)向剛度與相鄰上部樓層的比值1.61限值A(chǔ)無限值B1.5D上部樓層收進(jìn)部位的高度，與房屋總高度之比大于 0.2時，上部樓層收進(jìn)后的水平

14、尺寸與小于下部樓層 水平尺寸之比1限值A(chǔ)無限值B0.75E豎向構(gòu)件位置縮進(jìn)與相應(yīng)方向抗側(cè)力結(jié)構(gòu)總尺寸的 比值0限值A(chǔ)無限值B 0.25F豎向構(gòu)件水平外挑與相應(yīng)方向抗側(cè)力結(jié)構(gòu)總尺寸的 比值0限值A(chǔ)無限值B 0.10G豎向構(gòu)件水平外挑尺寸（m）0P限值A(chǔ)無限值B4H上部塔樓數(shù)量1限值A(chǔ)無限值B19塔樓與大底盤的質(zhì)心偏心距占底盤相應(yīng)邊長的百分 比0.04限值A(chǔ)0.65限值B0.8011等效剪切剛度（或等效抗側(cè)剛度）與相鄰上層的比 值限值A(chǔ)C5限值B無12短肢剪力墻承受的傾覆力矩與結(jié)構(gòu)底部（或樓層）0.20限值A(chǔ) 0.60限值B無中冶賽迪工程技術(shù)股份有限公司一2一顧客名稱：重慶市城投公租房建設(shè)有限公司

15、項目名稱：重慶經(jīng)開區(qū)公共租賃房項目施工圖設(shè)計i組團(tuán)7#施工圖計算書CISDI總地震傾覆力矩的比值13屋頂塔樓結(jié)構(gòu)面積小于屋頂層結(jié)構(gòu)面積的1/3,塔樓高度與結(jié)構(gòu)高度限值的比值0.045限值A(chǔ) 0.20限值B無14結(jié)構(gòu)具有轉(zhuǎn)換層、加強(qiáng)層、錯層、連體和多塔的類 型數(shù)0限值A(chǔ)3限值B215框支轉(zhuǎn)換層樓層數(shù)限值A(chǔ) C6限值B無16連體兩端塔樓沿大底盤某個主軸方向的振動周期相 差一限值A(chǔ)1.5)351-4.27417.297101.00055.011.10.0341-0.97721.99999.5001283.668.00.0331-1.16922.04896.5001118.469.50.0321-1.

16、16922.04893.5001118.469.50.0311-1.16922.04890.5001118.469.50.0301-1.16922.04887.5001118.469.50.0291-1.16922.04884.5001118.469.50.0281-1.16922.04881.5001118.469.50.0271-1.16922.04878.5001118.469.50.0261-1.16922.04875.5001118.469.50.0251-1.16922.04872.5001118.469.50.0241-1.16922.04869.5001118.469.50.0

17、231-1.16922.04866.5001118.469.50.0221-1.16922.04863.5001118.469.50.0211-1.16922.04860.5001118.469.50.0201-1.16922.04857.5001118.469.50.0191-1.16922.04854.5001118.469.50.0181-1.16922.04851.5001118.469.50.0171-1.16922.04848.5001118.469.50.0161-1.16922.04845.5001118.469.50.0151-1.16922.04842.5001118.46

18、9.50.0141-1.16922.04839.5001118.469.50.0131-1.16922.04836.5001118.469.50.0121-1.16922.04833.5001118.469.50.0111-1.16922.04830.5001118.469.50.0101-1.16922.04827.5001118.469.50.091-1.16922.04824.5001118.469.50.081-1.16922.04821.5001118.469.50.071-1.16922.04818.5001118.469.50.061-1.16922.04815.5001118.

19、469.50.051-1.17022.04712.5001117.869.50.041-2.00824.0609.5001535.289.72.49(1.5)31-1.44918.8446.500613.038.60.021-2.82827.4325.300782.6109.70.011-0.47520.5103.500840.332.50.0活載產(chǎn)生的總質(zhì)量(t):2368.156恒載產(chǎn)生的總質(zhì)量(t):37680.938附加總質(zhì)量(t)：0.000結(jié)構(gòu)的總質(zhì)量(t)：40049.094恒載產(chǎn)生的總質(zhì)量包括結(jié)構(gòu) S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)量和附力口質(zhì)量各層的質(zhì)量

20、、質(zhì)心坐標(biāo)信息*附加用t*各層構(gòu)件數(shù)量、構(gòu)件材料和層高*(標(biāo)準(zhǔn)層號) 塔號梁元數(shù)柱元數(shù)墻元數(shù)層(Wj0.0度0.05(混凝土 /主筋)(混凝土/主筋)(混凝土 /主筋)(m)1.141(1)1150(30/ 360)23(30/ 360)136(55/ 360)3.5001.002(2)1133(30/ 360)23(30/ 360)136(55/ 360)1.8001.003(3)1175(30/ 360)23(30/ 360)140(55/ 360)1.2001.004(4)1348(30/ 360)23(30/ 360)158(55/ 360)3.0001.005(5)1317(30/

21、360)12(30/ 360)161(55/ 360)3.0001.006(5)1317(30/ 360)12(30/ 360)161(55/ 360)3.0001.007(5)1317(30/ 360)12(30/ 360)161(50/ 360)3.0001.008(5)1317(30/ 360)12(30/ 360)161(50/ 360)3.0001.009(5)1317(30/ 360)12(30/ 360)161(50/ 360)3.0001.0010(5)1317(30/ 360)12(30/ 360)161(50/ 360)3.0001.0011(5)1317(30/ 360)

22、12(30/ 360)161(45/ 360)3.0001.0012(5)1317(30/ 360)12(30/ 360)161(45/ 360)3.0001.0013(5)1317(30/ 360)12(30/ 360)161(45/ 360)3.0001.0014(5)1317(30/ 360)12(30/ 360)161(45/ 360)3.0001.0015(5)1317(30/ 360)12(30/ 360)161(40/ 360)3.0001.0016(5)1317(30/ 360)12(30/ 360)161(40/ 360)3.0001.0017(5)1317(30/ 360)

23、12(30/ 360)161(40/ 360)3.0001.0018(5)1317(30/ 360)12(30/ 360)161(40/ 360)3.0001.0019(5)1317(30/ 360)12(30/ 360)161(35/ 360)3.0001.0020(5)1317(30/ 360)12(30/ 360)161(35/ 360)3.0001.0021(5)1317(30/ 360)12(30/ 360)161(35/ 360)3.0001.0022(5)1317(30/ 360)12(30/ 360)161(35/ 360)3.0001.0023(5)1317(30/ 360)

24、12(30/ 360)161(30/ 360)3.0001.0024(5)1317(30/ 360)12(30/ 360)161(30/ 360)3.0001.0025(5)1317(30/ 360)12(30/ 360)161(30/ 360)3.0001.0026(5)1317(30/ 360)12(30/ 360)161(30/ 360)3.0001.0027(5)1317(30/ 360)12(30/ 360)161(30/ 360)3.0001.0028(5)1317(30/ 360)12(30/ 360)161(30/ 360)3.0001.0029(5)1317(30/ 360)

25、12(30/ 360)161(30/ 360)3.0000.7330(5)1317(30/ 360)12(30/ 360)161(30/ 360)3.0000.031(5)1317(30/ 360)12(30/ 360)161(30/ 360)3.0000.7332(5)1317(30/ 360)12(30/ 360)161(30/ 360)3.00033(5)1317(30/ 360)12(30/ 360)161(30/ 360)3.0001.0234(6)1303(30/ 360)12(30/ 360)159(30/ 360)3.0001.0035(7)113(30/ 360)2(30/

26、360)17(30/ 360)1.50036(8)131(30/ 360)2(30/ 360)15(30/ 360)3.000*風(fēng)荷載信息*塔號風(fēng)荷載X剪力X傾覆彎矩X 風(fēng)荷載Y剪力Y傾覆彎矩Y*累計高(m)3.5005.3006.5009.50012.50015.50018.50021.50024.50027.50030.50033.50036.50039.50042.50045.50048.50051.50054.50057.50060.50063.50066.50069.50072.50075.50078.50081.50084.50087.50090.50093.50096.50099

27、.500101.000104.000中冶賽迪工程技術(shù)股份有限公司顧客名稱：重慶市城投公租房建設(shè)有限公司CISDI:重慶經(jīng)開區(qū)公共租賃房項目施工圖設(shè)計1組團(tuán)7#施工圖計算書1110.050.0536148.4148.4145.249.0949.1147.31210.050.0535123.7872.2253.524.1273.2257.11310.050.05341105.72177.9787.3205.18278.41092.21410.050.05331104.89282.81635.7202.65481.02535.31510.050.05321103.04385.92793.3199.1

28、4680.24575.91610.050.05311101.20487.14254.4195.64875.87203.31710.050.0530199.37586.46013.7192.161068.010407.21810.050.0529197.54684.08065.6188.681256.714177.21910.050.0528195.72779.710404.7185.211441.918502.82010.050.0527193.89873.613025.4181.731623.623373.52110.050.0526192.06965.615922.3178.241801.

29、828779.02210.050.0525190.221055.919089.9174.741976.634708.72310.050.0524188.371144.222522.6171.222147.841152.12410.050.0523186.521230.726214.8167.682315.548098.52510.050.0522184.641315.430161.0164.102479.655537.22610.050.0521182.751398.134355.4160.482640.163457.42710.050.0520180.841479.038792.3156.8

30、32796.971848.02810.050.0519178.901557.943465.9153.112950.080698.02910.050.0518176.921634.848370.3149.343099.389996.03010.050.0517174.911709.753499.5145.493244.899730.43110.050.0516172.861782.658847.2141.563386.4109889.53210.050.0515170.761853.364407.2137.533523.9120461.23310.050.0514168.601921.97017

31、3.0133.383657.3131433.03410.050.0513166.371988.376138.0129.103786.4142792.23510.050.0512164.072052.482295.1124.673911.1154525.33610.050.0511161.672114.188637.3120.064031.1166618.710159.162173.295156.9115.224146.3179057.79156.512229.7101846.1110.134256.5191827.1各樓層等效尺寸 (單位:im,m*2)8153.702283.4108696.

32、4104.714361.2204910.67150.682334.1115698.798.884460.1218290.76147.402381.5122843.392.534552.6231948.5塔號面積形心X形心Y等效寬B 等效高H 最大寬BMAX最小寬BMIN5143.742425.3130119.085.464638.0245862.611329.89-0.0818.0737.069.4537.079.414143.412468.7137525.092.624730.7260054.521518.47-3.0228.1046.6311.1646.6311.143117.162485

33、.8140508.035.814766.5265774.331367.92-1.2217.7237.049.9437.049.932124.722510.5145026.952.924819.4274449.241877.45-2.2023.9143.1620.3843.2020.281146.582557.1153976.9100.344919.7291668.251700.65-0.9922.0137.1818.4137.1818.4161700.65-0.9922.0137.1818.4137.1818.4171700.65-0.9922.0137.1818.4137.1818.4181

34、700.65-0.9922.0137.1818.4137.1818.41各樓層偶然偏心信息91700.65-0.9922.0137.1818.4137.1818.41101700.65-0.9922.0137.1818.4137.1818.41111700.65-0.9922.0137.1818.4137.1818.41塔號X向偏心丫向偏心121700.65-0.9922.0137.1818.4137.1818.41110.050.05131700.65-0.9922.0137.1818.4137.1818.41210.050.05141700.65-0.9922.0137.1818.4137

35、.1818.41310.050.05151700.65-0.9922.0137.1818.4137.1818.41410.050.05161700.65-0.9922.0137.1818.4137.1818.41510.050.05171700.65-0.9922.0137.1818.4137.1818.41610.050.05181700.65-0.9922.0137.1818.4137.1818.41710.050.05191700.65-0.9922.0137.1818.4137.1818.41810.050.05201700.65-0.9922.0137.1818.4137.1818.

36、41910.050.05211700.65-0.9922.0137.1818.4137.1818.411010.050.05221700.65-0.9922.0137.1818.4137.1818.41中冶賽迪工程技術(shù)股份有限公司6顧客名稱：重慶市城投公租房建設(shè)有限公司項目名稱：重慶經(jīng)開區(qū)公共租賃房項目施工圖設(shè)計i組團(tuán)7#施工圖計算書CISDI231700.65-0.9922.0137.1818.4137.1818.41241700.65-0.9922.0137.1818.4137.1818.41251700.65-0.9922.0137.1818.4137.1818.41261700.65-

37、0.9922.0137.1818.4137.1818.41271700.65-0.9922.0137.1818.4137.1818.41281700.65-0.9922.0137.1818.4137.1818.41291700.65-0.9922.0137.1818.4137.1818.41301700.65-0.9922.0137.1818.4137.1818.41311700.65-0.9922.0137.1818.4137.1818.41321700.65-0.9922.0137.1818.4137.1818.41331700.65-0.9922.0137.1818.4137.1818.

38、41341735.57-1.0222.0838.3318.7838.3318.7835131.59-4.7817.604.457.107.104.4536170.42-2.8617.078.448.529.087.843512089.251.143611992.111.00計算信息第一步：數(shù)據(jù)預(yù)處理第二步：計算每層剛度中心、自由度、質(zhì)量等信息第三步：地震作用分析第四步：風(fēng)及豎向荷載分析第五步：計算桿件內(nèi)力出塔號單位面積質(zhì)量gi質(zhì)量比 max(gi/gi-1,gi/gi+1)112645.481.54211721.020.97311770.871.03411851.901.09511694.57

39、1.00611695.481.00711695.481.00811695.481.00911695.481.001011695.481.001111695.481.001211695.481.001311695.481.001411695.481.001511695.481.001611695.481.001711695.481.001811695.481.001911695.481.002011695.481.002111695.481.002211695.481.002311695.481.002411695.481.002511695.481.002611695.481.00271169

40、5.481.002811695.481.002911695.481.003011695.481.003111695.481.003211695.481.003311695.481.003411837.501.08各樓層的單位面積質(zhì)量分布（單位:kg/m*2）各層剛心、偏心率、相鄰層側(cè)移剛度比等計算信息Floor No:層號Tower No:塔號Xstif, YstifAlfXmass, Ymass Gmass Eex, Eey Ratx, Raty剛心的X, Y坐標(biāo)值:層剛性主軸的方向:質(zhì)心的X , Y坐標(biāo)值: 總質(zhì)量:X, Y方向的偏心率: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

41、值（剪切剛度）Ratx1, Raty1 : 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Ratx2, Raty2 : 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90%、110%或者150%比值110%指當(dāng)本層層高大于相鄰上層層高1.5倍時，150%指嵌固層RJX1 , RJY1, RJZ1:結(jié)構(gòu)總體坐標(biāo)系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度（剪切剛度）RJX3, RJY3, RJZ3:結(jié)構(gòu)總體坐標(biāo)系中塔的側(cè)移剛度和扭轉(zhuǎn)剛度（地震剪力與地震層間位移的比）Xstif=-1.0326(m)Ystif=23.1867(m)Xmass=-0.4748

42、(m)Ymass= 20.5101(m)Eex =0.0318Eey =:0.1972Ratx =1.0000Raty =1.0000Ratx1 =1.1822Raty1 =1.4066Ratx2=1.0727Raty2=1.2970薄弱層地震剪力放大系數(shù)RJX1 = 6.8288E+07（kN/m）=1.25RJY1 =1.1017E+08(kN/m)Floor No.1AlfRJY3 = 1.3995E+07(kN/m)RJX3 = 9.6269E+06(kN/m)RJX3/H = 2.7505E+06(kN/m)=0.0000(Degree)Gmass(活荷折減)=905.1871(To

43、wer No. 1RJZ1 = 0.0000E+00(kN/m)RJZ3 = 0.0000E+00(kN/m)RJY3/H = 3.9986E+06(kN/m) RJZ3/H = 0.0000E+00(kN/m)Floor No.2Tower No. 1Xstif=-1.1983(m)Ystif=22.9617(m)Xmass=-2.8285(m)Ymass=27.4317(m)Eex =0.0996Eey =0.3414Ratx =1.9450Raty =1.9577Ratx1 =1.2114Raty1 =1.1387Alf =0.0000(Degree)Gmass(活荷折減產(chǎn) 1002.0

44、497(中冶賽迪工程技術(shù)股份有限公司872.7310)(t)892.3010)(t)顧客名稱：重慶市城投公租房建設(shè)有限公司項目名稱：重慶經(jīng)開區(qū)公共租賃房項目施工圖設(shè)計i組團(tuán)7#施工圖計算書CISDIRatx2=1.4133Raty2=1.3285薄弱層地震剪力放大系數(shù)=1.25RJX1 = 1.3282E+08(kN/m) RJY1 = 2.1567E+08(kN/m) RJZ1 = 0.0000E+00(kN/m)Floor No. 7Tower No. 1Xstif=-0.2616(m)Ystif=21.3779(m)Alf =0.0000(Degree)RJX3 = 1.1633E+07

45、(kN/m) RJY3 = 1.3988E+07(kN/m) RJZ3 = 0.0000E+00(kN/m)RJX3/H = 6.4628E+06(kN/m) RJY3/H = 7.7709E+06(kN/m) RJZ3/H = 0.0000E+00(kN/m)Floor No. 3Tower No. 1Xstif=-2.3820(m)Ystif=24.4097(m)Alf =0.0000(Degree)Xmass= -1.4494(m)Ymass=18.8435(m)Gmass(活荷折減 產(chǎn) 690.1164(Eex =0.0450Eey =0.3982Ratx =1.5000Raty =1

46、.5016Ratx1=4.1379Raty1=4.3404Ratx2=1.2874Raty2=1.3503薄弱層地震剪力放大系數(shù)=1.25RJX1 = 1.9923E+08(kN/m) RJY1 = 3.2386E+08(kN/m) RJZ1 = 0.0000E+00(kN/m)651.5334)(t)Xmass= -1.1695(m)Ymass= 22.0477(m)Gmass(活荷折減 產(chǎn) 1257.4840(Eex =0.0531Eey =0.0506Ratx =0.9727Raty =0.9724Ratx1=1.3464Raty1=1.4132Ratx2=1.1611Raty2=1.1

47、936薄弱層地震男力放大系數(shù)=1.00RJX1 = 5.9966E+07(kN/m)RJY1 = 1.0001E+08(kN/m)RJZ1= 0.0000E+00(kN/m)RJX3 = 3.2942E+06(kN/m)RJY3 = 3.6567E+06(kN/m)RJZ3= 0.0000E+00(kN/m)RJX3/H = 1.0981E+06(kN/m) RJY3/H = 1.2189E+06(kN/m) RJZ3/H = 0.0000E+00(kN/m)Floor No. 8Tower No. 1Xstif=-0.2714(m)Ystif=21.3854(m)Alf =0.0000(De

48、gree)1187.9413)(t)RJX3 = 1.3718E+07(kN/m) RJY3 = 1.7548E+07(kN/m) RJZ3 = 0.0000E+00(kN/m)RJX3/H = 1.1432E+07(kN/m) RJY3/H = 1.4623E+07(kN/m) RJZ3/H = 0.0000E+00(kN/m)Floor No. 4Tower No. 1Xstif=-1.0317(m)Ystif=22.7493(m)Alf =0.0000(Degree)Xmass= -2.0078(m)Ymass= 24.0604(m)Gmass(活荷折減產(chǎn) 1714.6787(Eex =

49、0.0565Eey =0.0976Ratx =0.3970Raty =0.3952Ratx1=1.6579Raty1=1.7524Ratx2=1.3497Raty2=1.3754薄弱層地震剪力放大系數(shù)=1.25RJX1 = 7.9086E+07(kN/m) RJY1 = 1.2798E+08(kN/m) RJZ1 = 0.0000E+00(kN/m)1624.9517)(t)Xmass= -1.1695(m)Ymass= 22.0477(m)Gmass(活荷折減 產(chǎn) 1257.4840(Eex =0.0525Eey =0.0501Ratx =1.0000Raty =1.0000Ratx1=1.

50、3249Raty1=1.3792Ratx2=1.1480Raty2=1.1740薄弱層地震男力放大系數(shù)=1.00RJX1 = 5.9966E+07(kN/m)RJY1 = 1.0001E+08(kN/m)RJZ1 = 0.0000E+00(kN/m)RJX3 = 3.1523E+06(kN/m)RJY3 = 3.4038E+06(kN/m)RJZ3 = 0.0000E+00(kN/m)RJX3/H = 1.0508E+06(kN/m) RJY3/H = 1.1346E+06(kN/m) RJZ3/H = 0.0000E+00(kN/m)Floor No. 9Tower No. 1Xstif=-

51、0.2616(m)Ystif=21.3779(m)Alf =0.0000(Degree)1187.9413)(t)RJX3 = 4.7361E+06(kN/m) RJY3 = 5.7757E+06(kN/m) RJZ3 = 0.0000E+00(kN/m)RJX3/H = 1.5787E+06(kN/m) RJY3/H = 1.9252E+06(kN/m) RJZ3/H = 0.0000E+00(kN/m)Floor No. 5Tower No. 1Xstif=-0.2598(m)Ystif=21.3833(m)Alf =-0.0102(Degree)Xmass= -1.1697(m)Ymas

52、s= 22.0471(m)Gmass(活荷折減 產(chǎn) 1256.8456(Eex =0.0533Eey =0.0501Ratx =0.7795Raty =0.7998Ratx1=1.4670Raty1=1.5767Ratx2=1.2308Raty2=1.2841薄弱層地震男力放大系數(shù)=1.00RJX1 = 6.1648E+07(kN/m) RJY1 = 1.0237E+08(kN/m) RJZ1 = 0.0000E+00(kN/m)1187.3029)(t)Xmass= -1.1695(m)Ymass= 22.0477(m)Gmass(活荷折減 產(chǎn) 1257.4840(Eex =0.0531Ee

53、y =0.0506Ratx =1.0000Raty =1.0000Ratx1=1.3127Raty1=1.3596Ratx2=1.1409Raty2=1.1628薄弱層地震剪力放大系數(shù)=1.00RJX1 = 5.9966E+07(kN/m)RJY1 = 1.0001E+08(kN/m)RJZ1= 0.0000E+00(kN/m)RJX3 = 3.0510E+06(kN/m)RJY3 = 3.2214E+06(kN/m)RJZ3= 0.0000E+00(kN/m)RJX3/H = 1.0170E+06(kN/m) RJY3/H = 1.0738E+06(kN/m) RJZ3/H = 0.0000

54、E+00(kN/m)Floor No. 10Tower No. 1Xstif=-0.2714(m)Ystif=21.3854(m)Alf =0.0000(Degree)1187.9413)(t)RJX3 = 3.8988E+06(kN/m) RJY3 = 4.6660E+06(kN/m) RJZ3 = 0.0000E+00(kN/m)RJX3/H = 1.2996E+06(kN/m) RJY3/H = 1.5553E+06(kN/m) RJZ3/H = 0.0000E+00(kN/m)Floor No. 6Tower No. 1Xstif=-0.2701(m)Ystif=21.3881(m)A

55、lf =0.0000(Degree)Xmass= -1.1695(m)Ymass= 22.0477(m)Gmass(活荷折減 產(chǎn) 1257.4840(Eex =0.0526Eey =0.0499Ratx =1.0000Raty =1.0047Ratx1=1.3897Raty1=1.4725Ratx2=1.1871Raty2=1.2268薄弱層地震男力放大系數(shù)=1.00RJX1 = 6.1646E+07(kN/m) RJY1 = 1.0285E+08(kN/m) RJZ1 = 0.0000E+00(kN/m)1187.9413)(t)Xmass= -1.1695(m)Ymass= 22.0477

56、(m)Gmass(活荷折減 產(chǎn) 1257.4840(Eex =0.0525Eey =0.0501Ratx =1.0000Raty =1.0000Ratx1=1.3048Raty1=1.3474Ratx2=1.1385Raty2=1.1573薄弱層地震男力放大系數(shù)=1.00RJX1 = 5.9966E+07(kN/m)RJY1 = 1.0001E+08(kN/m)RJZ1 = 0.0000E+00(kN/m)RJX3 = 2.9715E+06(kN/m)RJY3 = 3.0782E+06(kN/m)RJZ3 = 0.0000E+00(kN/m)RJX3/H = 9.9049E+05(kN/m)

57、RJY3/H = 1.0261E+06(kN/m) RJZ3/H = 0.0000E+00(kN/m)Floor No. 11Tower No. 1Xstif=-0.2630(m)Ystif=21.3751(m)Alf =0.0000(Degree)1187.9413)(t)RJX3 = 3.5196E+06(kN/m) RJY3 = 4.0373E+06(kN/m) RJZ3 = 0.0000E+00(kN/m)RJX3/H = 1.1732E+06(kN/m) RJY3/H = 1.3458E+06(kN/m) RJZ3/H = 0.0000E+00(kN/m)Xmass= -1.1695

58、(m)Ymass= 22.0477(m)Gmass(活荷折減 產(chǎn) 1257.4840(Eex =0.0530Eey =0.05081187.9413)(t)中冶賽迪工程技術(shù)股份有限公司8顧客名稱：重慶市城投公租房建設(shè)有限公司項目名稱：重慶經(jīng)開區(qū)公共租賃房項目施工圖設(shè)計1組團(tuán)7#施工圖計算書CISDIRatx =0.9720Raty =0.9716RJX3 = 2.7040E+06(kN/m) RJY3 = 2.6007E+06(kN/m) RJZ3 = 0.0000E+00(kN/m)Ratx1=1.2960Raty1=1.3368RJX3/H = 9.0132E+05(kN/m) RJY3/

59、H = 8.6691E+05(kN/m) RJZ3/H = 0.0000E+00(kN/m)Ratx2=1.1329Raty2=1.1515溥弱層地震男力放大系數(shù)=1.00Floor No. 16Tower No. 1RJX1 = 5.8285E+07(kN/m) RJY1 = 9.7167E+07(kN/m) RJZ1 = 0.0000E+00(kN/m)Xstif=-0.2743(m)Ystif=21.3797(m)Alf =0.0000(Degree)RJX3 = 2.9001E+06(kN/m) RJY3 = 2.9552E+06(kN/m) RJZ3 = 0.0000E+00(kN/

60、m)Xmass= -1.1695(m)Ymass= 22.0477(m)Gmass(活荷折減 產(chǎn) 1257.4840(RJX3/H = 9.6668E+05(kN/m) RJY3/H = 9.8508E+05(kN/m) RJZ3/H = 0.0000E+00(kN/m)Eex =0.0523Eey =0.0505Ratx =1.0000Raty =1.0000Floor No. 12Tower No. 1Ratx1=1.2868Raty1=1.3205Xstif=-0.2728(m)Ystif=21.3826(m)Alf =0.0000(Degree)Ratx2=1.1269Raty2=1.