商場土木工程設(shè)計說明

1、§ 1.2.1 梁柱尺寸的初選和線剛度計算一.初估截面尺寸1.板厚取hl0-9000180mm5050取180mm、一ll11梁局h-()96008001200mm812812取800根據(jù)要求梁寬取(也)，取300mm,故量的截面尺寸取800300mm24柱的截面尺寸：11柱的截面圖度bcHi=300450mm1218柱的截面高度hc12bc600900mm，采用方形柱，故取柱的截面尺寸為700700mm。框架梁柱線剛度計算Ec=3X107KN/m2對于中框架梁I=2I01o1o左邊梁I0=bh3=X0.30.831212i0=EI0/l=23X107KN/m2X0.30.83m4=

2、8.53X104KN?m12中夸梁714i中跨梁=EI0/l=23.010KN/m一0.30.8/98.5310KN/m12底層柱：1i底柱=EI0/l=3.0107KN/m2-0.74/5.7m10.53104KN/m1272144i第一層柱=EI0/l=3.0107KN/m20.74/5.4m11.11104KN/m121i其余柱=3.0107KN/m2-0.74/5.1m11.76104KN/m12另i余柱=1.0則i邊梁=0.56i底柱=0.89I第二層柱=0.94梁柱的線剛度比如圖1-4圖1-4梁柱線剛度比第2章荷載計算§2.1荷載計算1、屋面均布包載按屋面的做法逐層計算均

3、布荷載防水層（剛性）30厚C20細石混凝土1.0KN /m2防水層（柔性）三氈四油鋪小石子0.4KN /m230厚1:3水泥砂漿4200雙向配筋分格找平層：15厚水泥砂漿找平層：15厚水泥砂漿找坡層：30厚水泥石灰砂漿3 %找平保溫層：80厚礦渣水泥結(jié)構(gòu)層：180厚現(xiàn)澆鋼筋混凝土板-20.6KN /m320.015m 20KN /m 0.30KN /m0.015m 20KN/m3 0.30KN / m20.06m 14KN/m3 0.42KN/m2320.08m 14.5KN /m 1.16KN /m320.18m 24KN /m3 4.5KN /m2抹灰層：10厚混合砂漿320.01m 17

4、KN /m 0.17KN /m合計:8.85KN /m2抹灰層:10厚混合砂漿0.32KN /m:3 干硬性水泥砂漿320.18m 24KN /m 4.5KN /m320.01m 17KN /m3 0.17KN /m22 .樓面水泥砂漿擦逢大理石面層30mm1-23 .16KN/m素水泥漿結(jié)合層一道結(jié)構(gòu)層:180厚現(xiàn)澆混凝土板抹灰層:10厚混合砂漿合計：5.83KN/m23、梁自重(bxh=300mmx800mm)梁自重：25KN/m30.3m(0.80.18)m5.1KN/m合計：5.42KN/m24、柱自重(bxh=700mmx700mm)柱自重25KN/m30.7m0.7m12.25KN

5、/m抹灰層:10厚混合砂漿0.48KN/m2合計：12.73KN/m25、外墻自重負二層：縱墻(5.7-0.8-0.6)m0.24m25KN/m25.8KN/m30厚C20細石混凝土防水1KN/m2水泥粉刷內(nèi)墻0.54KN/m2合計27.34KN/m2負一層縱墻(5.4-0.8)m0.24m25KN/m27.6KN/m30厚C20細石混凝土防水21KN/m2水泥粉刷內(nèi)墻0.54KN/m2合計229.14KN/m2其他各層外縱墻(5.1-0.8)m0.24m7.5KN/m7.74KN/m水刷石外墻面0.75KN/m2水泥粉刷墻面20.54KN/m合計_29.03KN/m其他各層玻璃幕墻5.1m1

6、.8KN/m29.18KN/m合計9.18KN/m2§ 2.1.2 活荷載標準值計算1 .屋面和樓面活荷載標準值由荷載規(guī)范查得：上人屋面2KN/m2樓面：商場：3.5KN/m2辦公室：2.0KN/m2庫房：5.0KN/m22 .雪荷載Sk=1.00.35KN?m2=0.35KN/m2屋面活荷載和雪荷載不同時考慮，兩者中取大值。§ 2.1.3 向荷載下框架受荷總圖1、屋面板傳荷載板傳至梁上的三角形或梯形荷載，為簡化計算近似的為等效均布荷載，荷載的傳遞示意圖如圖2-1所示圖2-1荷載傳遞示意圖(1) A-C軸問框架梁屋面板傳荷載恒載：88545-249.78KN/m8活荷載：2

7、4.5M211.25KN/m8梁自重：5.4KN/m2樓面板傳荷載5恒載：5.834.5232.79KN/m85活載：3.54.5219.68KN/m8A-C軸問框架梁均布荷載為：屋面梁：包載=梁自重+板傳荷載2一一2_2=5.4KN/m+49.78KN/m=55.2KN/m活載=板傳荷載=11.25KN/m2樓面梁：包載=梁自重+板傳荷載222=32.79KN/m+5.4KN/m=38.21KN/m活荷載二板傳荷載=19.68KN/m2(2) C-E之間框架梁5恒載：8.854.528活載：24.5勺28樓面板傳荷載：恒載：5.834.5-28活載：3.54.5-28梁自重：屋面梁：包載=梁

8、自重+板傳荷載2一一2_2=5.4KN/m+49.78KN/m=55.2KN/m活載=板傳荷載=11.25KN/m2樓面梁：包載=梁自重+板傳荷載222=32.79KN/m+5.4KN/m=38.21KN/m活荷載二板傳荷載=19.68KN/m2E-G軸之問框架梁屋面板傳荷載5恒載：8.854.528活荷載：24.528梁自重：樓面板傳荷載49.78KN /m11.25KN /m32.79KN /m19.68KN /m5.4KN /m249.78KN /m11.25KN /m25.4KN /m2恒載:55.834.5232.79KN/m85活載：3.54.5219.68KN/m8E-G軸問框架

9、梁均布荷載為：屋面梁：包載=梁自重+板傳荷載=5.4KN/m2+49.78KN/m2=55.2KN/m2活載=板傳荷載=11.25KN/m2樓面梁：包載=梁自重+板傳荷載-22_2=32.79KN/m+5.4KN/m=38.21KN/m活荷載二板傳荷載=19.68KN/m2G-I軸間和I-K軸間均和前面A-C等軸計算的一樣(3) A軸柱縱向集中荷載的計算女兒墻自重(做法：墻高1100mm,100mm的混凝土壓頂)330.24mX0.11mX18kn/m3+25kn/m3X0.1mX0.24m+(1.2+2+0.24)X20.5KN/m=6.67KN/m大溝自重(琉璃瓦+現(xiàn)澆大溝)琉璃瓦自重1.

10、05mX1.1KN/m2=1.16KN/m現(xiàn)澆天溝25kn/m3X【0.60m+(0.20-0.080)X0.08m+(0.6m+0.2m)乂(0.5KN/m2+0.36KN/m2)=2.13KN/m合計=3.29KN/m頂層柱包載二女兒墻及大溝自重+梁自重+板傳荷載=(6.67+3.29)X9.6+5.42乂(9.6-0.7)+20.679.6=382.786KN頂層柱活載二板傳荷載=0.5X11.25X9.6=54KN標準層住二墻自重+梁自重+板傳荷載=9.18X(9.6-0.7)+5.42X(9.6-0.7)+0.5X32.79X9.6=287.33KN標準層柱活載二板傳活載=19.68

11、0.59.6=94.46KNC軸柱縱向集中荷載的計算頂層柱=梁自重+板傳荷載頂層柱活載=板傳荷載=11.259.6=108KN標準層柱恒載=墻自重+梁自重+板傳荷載=5.42（9.6-0.7）+32.799.6=363.022KN標準層柱活載=板傳荷載=19.689.6=188.92KNE柱總想集中荷載的計算頂層柱=梁自重+板傳荷載=5.42（9.6-0.7）+49.789.6=526.126KN頂層柱活載=板傳荷載=11.259.6=108KN標準層柱恒載=墻自重+梁自重+板傳荷載=5.42（9.6-0.7）+32.799.6=363.022KN標準層柱活載=板傳荷載=19.689.6=18

12、8.92KNG柱.I柱.K柱，由于圖形結(jié)構(gòu)對稱，所受荷載一致，故它們所承受的縱向集中荷載對應(yīng)相等。（4）橫、活荷載作用下的框架受荷簡圖見下圖：第3章內(nèi)力計算為了簡化計算，僅考慮如下幾種情況（ 1）恒載作用（ 2）活載作用（ 3）地震作用§ 3.1.1 恒載作用下內(nèi)力計算彎矩分配及傳遞彎矩二次分配法比分層法作了更進一步的簡化。在分層法中，用彎矩分配法計算分層單元的桿端彎矩時，任一節(jié)點的不平衡彎矩都將影響到節(jié)點所在單元中的所有桿件。而彎矩二次分配法假定任一節(jié)點的不平衡彎矩只影響至與該節(jié)點相交的各桿件的遠端。因此可將彎矩分配法的循環(huán)次數(shù)簡化到一次分配、一次傳遞、再一次分配。所以本框架設(shè)計采

13、用彎矩分配法計算框架內(nèi)力，傳遞系數(shù)為1/2。各節(jié)點分配兩次即可，具體計算見表3-1表3-1彎矩分配3-1恒載作用下框架彎矩圖3-2恒載剪力圖3-3恒載作用下的軸力圖3.1.2活載作用下的內(nèi)力計算表3-2活載彎矩分配表3-4活荷載作用下的彎矩圖3-5活載作用下的剪力圖3-6活荷載作用下的軸力圖§ 3.2 震荷載作用的內(nèi)力計算地震荷載作用下的側(cè)移驗算§ 3.2.1 架的自振周期查荷載規(guī)范附錄E2.2u、H16.5按公式：T10.220.035一0.220.0350.38s3B345.7(3-1)橫向地震作用標準值和位移的計算:多遇地震作用下，設(shè)防烈度7度，設(shè)計地震分組為第一組，

14、查抗震規(guī)范表5.141及5.142知，水平地震影響系數(shù)最大值amax=0.08,特征周期Tg=0.35s.由抗震規(guī)范5.1.5，除規(guī)定外，建筑物的阻尼比應(yīng)取0.05,此時r=0.9，0=0.02,“2=10由于0.35s<Ti<1.75s,根據(jù)抗震規(guī)范圖5.15 知0.9Tg1 T1max 0.074(3-2)Tg s,所以頂部附加地震作用系數(shù)6根據(jù)抗震規(guī)范表5.2.1.T1=0.38s<1.4n=0.0.§3.2.2重力荷載代表值1、各樓層重力荷載代表值頂層(三層到屋頂)梁板自重：8.85959.65+5.42(95-0.75+9.65-0.75)=22140.3

15、6KN框架柱自重：12.73(1.2+0.55.1)30=1718.55KN圍護砌體：9.18(95+9.65)/2+9.035.1/29.65=1532.142KN女兒墻：1.27.50.24(95+9.652)=304.56KN活載：2.09.6595=4320KN頂層G3=22140.36+1718.55+1532.142+304.56=30015.5KN標準層(二層到三層)梁板自重：5.83959.65+5.42(95-0.75+9.65-0.75)=15617.16KN框架柱自重：12.735.130=2337.2KN圍護砌體：9.18(95+9.65)+9.035.19.65=30

16、64.28KN活載：3.59.6595=13608KNG2=15617.16+2337.2+3064.28+13608=34626.5KN標準層(一層到二層)梁板自重：5.83959.65+5.42(95-0.75+9.65-0.75)=15617.16KN框架柱自重：12.735.130=2337.2KN圍護砌體：9.18(95+9.65)+9.035.19.65=3064.28KN活載：3.59.6595=13608KNG2=15617.16+2337.2+3064.28+13608=34626.5KN2、水平地震作用下框架的側(cè)移驗算橫梁線剛度為了簡化計算，框架梁截面慣性矩增大系數(shù)均取2A

17、C跨梁：kb=2旦=85300KN?ml由計算可知，其余各跨也都是：85300KN?m柱的線剛度所有柱的線剛度：kc=117600KN?mc2-3層D值計算2-3層D值計算kbK-2kck2kc12?kcDh2邊柱A0.7250.22614432.1邊柱K0.7250.22614432.1中柱1.450.422278705D720085.2底層D值計算kbK2kck0.52kc12?kcDh2邊柱A0.7250.4524415.2邊柱K0.7250.4524415.2中柱1.450.56530654.78D1028695.26建筑物總重力荷載代表值Gi=30015.5+34626.5乂2=99

18、268.5KNi=1結(jié)構(gòu)總水平地震作用標準值（抗震5.2.1）Feka>0.85Geq=0.074X0.85X99268.5KN=6266.6KN結(jié)構(gòu)總水平地震作用標準值，樓層地震剪力及樓層間位移計算見表3-3:其中：Fi'Ek, AUeViGHi1層數(shù)Gi(KN)Hi(m)GiHiFi(KN)Vi(KN)DVe(m)330015.515.3459237.22899.32899.3720085.20.00402234626.510.2353190.32229.85126.1720085.20.00712134626.52.1176595.151114.96266.61028695

19、.20.00609表3-3樓層地震剪力及樓層間位移計算彈性層間位移角限制為1/550彈性層間位移底層：Ue(m)=0.00609/5.1=1/837<1/550滿足要求二層Ue(m)=0.00712/5.1=1/716.2<1/550滿足要求3、橫向框架各層水平地震作用和地震剪力如下圖4、框架柱剪力和柱端彎矩標準值見下表柱層h(crnVi(KN)DDDVkkV。M±邊35.12899.720085.0.0257.90.720.388.58206.柱A325725.15129.720085.0.02102.0.720.45235.2287.與K12554515.16266.

20、10286950.022137.1.450.57404.0298.6.28596中35.12899.720085.0.03395.60.720.3146.3341.柱325325.15126.720085.0.033169.0.720.45388.3474.1225615.16266.10286950.029181.1.450.57532.8393.6.27585、梁端剪力和柱軸力的標準值見下表層AC框架端剪力CE框架端剪力EG框架端剪力GI框架端剪力IK框架端剪力邊柱A中柱C4相E1中:柱G中柱I邊柱KLME左Me右VeLME左Me右VeLME左Me右VeLM法Me右VeLME左Me右Ve3

21、9206.7170.641.99170.6170.637.99170.6170.637.99170.6170.637.99170.6206.741.9-41.9400-441.929376.0310.475.29310.4310.468.99310.4310.468.99310.4310.468.99310.4376.075.2-117.110.300-10.3117.119533.391.102.9391.391.86.99391.391.86.99391.391.86.99391.533.102.-219.826.100-26.1219.8817111111187第4章內(nèi)力組合4.1彎矩調(diào)

22、幅框架結(jié)構(gòu)梁端彎矩較大，配筋較多，考慮框架的延性及抗震設(shè)防要求，由于超靜定鋼筋混凝土結(jié)構(gòu)具有內(nèi)力重分布的性質(zhì)，所以重力荷載作用下可乘以調(diào)幅系數(shù)，適當降低梁端彎矩。根據(jù)工程經(jīng)驗，對現(xiàn)澆鋼筋混凝土框架，可取=0.80.9,我們?nèi)?0.85。梁端彎矩降低后，跨中彎矩增加。這樣，梁端彎矩調(diào)幅后不僅可以減少梁端配筋數(shù)量，達到方便施工的目的，而且還可以提高柱的安全儲備，以滿足“強柱弱梁”的設(shè)計原則。對于活荷載的跨中彎矩，考慮活荷載滿跨布置法對跨中彎矩的不利影響，在調(diào)幅后跨中彎矩應(yīng)乘以1.11.2的增大系數(shù)。梁端負彎矩減少后，應(yīng)按平衡條件計算調(diào)幅后的跨中彎矩。梁跨中正彎矩至少應(yīng)取按簡支梁計算的跨中彎矩之半。

23、如為均布荷載，則2M中1/16(gq)l2恒荷載作用下框架梁的彎矩調(diào)幅見表4-1?；钶d作用下的梁端彎矩條幅和控制截面內(nèi)力交表4-2。§4.2控制截面內(nèi)力由于構(gòu)建控制截面的內(nèi)力值應(yīng)取自支座邊緣處，為此組合前應(yīng)先計算各控制截面處內(nèi)力值柱上端控制截面在上層的梁底，柱下端控制截面在下層的梁頂。按軸線計算簡圖算得的柱端內(nèi)力值，宜換算到控制截面的值。內(nèi)力組合見一下表格，其中控制截面內(nèi)力的計算直接反應(yīng)到的內(nèi)力組合表格中?？刂平孛姹砀?-3表4-1恒荷載作用下框架梁的彎矩調(diào)幅W,"一,”j.恒載醒喋瑞音粗條幅（系數(shù)。,幻鼾層次誦幅前跨度彘調(diào)幅后©力H中札101*1/16取最大值I

24、t咕沖JVr由腫滸咕ACE21L39385.59205.04g.oo49.78169,91306.47264.63208.01-239.41291.92252.01291.324199,3”2M49110,0"9.0032,四159.49195.59154,4514154-15L57闞90跣,001693184*53244.49111.43艮0032-791*廊106.EO103.39142.22'152,89176.43166.00176.435183.61244.90111.749.0032.79146.95195.51142.il-153.00176詡150.0017S

25、.651109.27246.99124.379.003279135.41196.79165.90140.74-154.3?182.49166.00182.49CE5356.75336,01151.64BL0049.78285.41268.81238.91225.S5-222.17240.61253.01252.014221.46221.33101M9.0032.79181.971Tp.00152.4S148,1。-147.01167.73166.00167.73.322n.如221.33lOLffl9.0032.79181,97:1M.0E152.48148.10-147.01167.7316

26、6.00167.7322271221.33101,489.0Q32,79132.1717n.OS152.33143,12-146.90107.62155.00167,631228.29221.33101.19g.oo327918LS3171.Ofl152.15148.17-145.94167.36106.00IS?,3SK5336,01336.01168.019.004sL78268.81268.812352224.01-224,01258,74252,01268.744221.33221.3311Q艮0032-791710617Of154.93147456'147,561TO.431

27、56400170,433221,33221.33ilC.6R9.0032.79177.061T.M154.93147.55-147.55170.43150.00170.432221.89221.33110.印9.0032.791凡0i7oe154.93147.50-147.56170.43166.00170.431221.33221.33110.0"BL0032.79177.0617".00154.93147.55-147.50170.43106.00170.43GI5336.01366.76157.6400049.7S268.81235.41226.91222.17-22

28、5.852J9.61252.011252,014221.33227.46107.609.0032.79171.06r131.91152.48147.01-143.10167.73166.001S7.73-13221.33227.46107.6Q9,0032,79177.06181.01152.43147,01-14S,1Q167.73166.00167,732221.35227.74107.45g.oo3279192.19152.37146.99-148.12167.61106.001S7.611221.33228.29101199.0032,79i7ifoe182.S3152,15146.9

29、4-148-17167.36跣,0016L36IK5386*59212*30205.04艮004978308.471S9.91204.83239.41'208.SI291.32252401291,324244.49159.379.0032.79155.5S159.4g154.45151,57-143.54也烘150.00155.903244,4919g.37110.OY9.0032.79195.50159,49154.45151.57-143.54109.90105.00169.902244.90185.47in.ei9.0032.791SB.92146.78150.65153.02-

30、142.09176.71106.00170.711245.70169.88124.2100032.79190.56135.00165.77154.29-140.82132.35監(jiān)00182.35表4-2活載作用下的梁端彎矩條幅和控制截面內(nèi)力E作用下翹醐善幅黑襟橢峨面內(nèi)力（系豹0.8）患耿雕前1融髓調(diào)幅后剪力沖*1.1qltl/16取最大值底佐jrt咕腫癥彷AC554.3787.1443.159.0011.2543.5069.7257.3047.71-53.6463.03E6.9563.034109總146.7470.909.0019.6887.98UT.3996.5785.29-91.831C

31、6.23弟,63106.233110.75146.7470.529.0019.6838.6Dnr.3996.2685.36-91.76105.8999.63105.892110.20146.9870.679.0019.6838.15lir.5B96.3935.29-91.831C6.03£9.63106.031101.E9145.9875.479.0019.6881.27116.79100.2384.61-S2.51110.25£9.63110.25CE530.6375.9435.629.0011.2564.5)6C.7551.2851.04-E0.2156.4156.95

32、56,954136.52132.4864.769.0019.68109.22105.9B91.5688.92-E8.201C0.83取63100.833136.52132.4864.759.0019.68109.22105.9B91.5638.92-88.20ICO.8399.63100.832136.67132.7564.55S.0019.68109.34106.2091.4988.91-E8.21ICO.64£9.63100.641131.17149.5158.939.0019.68104.93119.6086.9986.93-90.1995.6999.6399.53EG575.

33、9475.9437.979.0011.2560.7560.7553.1550.53-50.6358.4756.9558.414132.48132.4866.739.0019.68105.98105.9B93.2888.56-88.56102.60S9.63102.633132.48132.4866.789.0019.68105.98105.9B93.2888.56-88.56102.6099.63102.6。2142.29134.9360.659.0019.68113.83107.9488.3T89.21-87.9197.2199.6399.531191.S6191.967.359.0019.

34、68153.49153.5745.7388.55-88.5750.30eg.6399.53GI575.948D.6335.629.0011.2560.7564.5051.2850.21-51.0456.4156.9556.954132.48132.4866.789.0019.68105.98105.9895.2838.56-E8.66102.6099.63102.603132.48132.4866.789.0019.68105.98105.9B93.2888.56-88.56102.60eg.63102.632130.75134.9366.429.0019.68104.60107.9492.9

35、988.19-E8.93102.2999.63102.291149.51131.1258.959.0019.68119.60104.8987.0190.19-E6.9395.71S9.6399.63IK587.1454.3743.159.0011.2569.7243.5057.3053.54-47.1163.03吩9563.034146.74109.9870.999.0019.68117.2987.99965791.83-85.291C6.23囚.63106.233145.74110.7570.519.0019.68117.298E.5096.2691.76-85.36105.89£

36、9.63105.892146屈110.1270.719.0019.68117.E888.1096.4291.84-85.281C6.06£9.63106.061145.EO101.9675.339.0019.68116.6481.57100.1692.46-84.66110.1799.63110.17梁的控制截面表格4-33樓樓頂橫梁端控制值2樓樓頂橫梁內(nèi)力組合桿件截面內(nèi)力荷琳中類地震荷載左者右震&3c3A7右T&2385-27.047192,035-192.035B7左-223.3305-50.7155-155.985155.985C3E3B%-206.1995-4

37、6.5975157,385-157.385C7左-191.213-43.215-157.385157,385E3G3C7右-190.4045-43.03125157,335-157.385D7左H-190.4045-43.03125-157.335157.385G3I3D7右-183.688-43.215157.385-157.385E7左-208-296-46.5975-157.385157.385I3K3E7右n-223.348-50.7155155,985-155.985桿件F7左截面內(nèi)力-8.221-27-047一荷辨-192.03S*類192,035活蒙地震荷載左震右震A9C2一A5

38、右H-109.618E-58.412349.76-349.76B5左M-141.5605-84.966-284.13234.13C2E2B5右H-130-069-78.07052S6.335-286.335C5左N-125.6625'85.4175-286.335286.335E2C2一C5右11-125.414-85.274226.335-2864335D5左N-125.414-85.274-2S6.335286.335.G2I21D5右11-125.6555-85.4175334.565-334.565E5左N-130.076'78.0705-2S6.335286,335I

39、2K21E5右11-142.1905-84.966284.13-284,13F5左M-109.601-58.412-349,76349.76桿件檢面內(nèi)力荷載種類1樓樓頂橫梁內(nèi)力組合地震荷垃左震右震A3B3A3右-92361-59.0044S7.895-49F.895B3左-141.5605-84.994-355.105355,105B3C3B3右M-130.069'78.0705360.635-360.635C3左M-125.6625-75.1275-355.105355.105r”C3右Iff-125,414-74.S84360.635-360.635D3左M-125.414-74.

40、984-360.635360.635D3E3D3右)|-125.666-75,1275360,635-360.635E3F3E3左E3右M11-130.0655-142.1905-76.814-34.994-360.635355.105360.635-355.105F3左M-109.601-59.0355-497.8954948954.3梁內(nèi)力組合表4-4桿件戟面內(nèi)力荷耨展，rM'內(nèi)力組合恒載pIekLW恒荷載+L4活荷tfc1.而恒荷載+0.7+1.4活荷載右虞幡憎左震右震1*2*,恒怙載恒.0iS荷戟）十1.3地睿荷載A3C3加右M-9S,239-27,047132.035-192

41、.035-155.752-159,123112.285-337.006-3S7.006V2M7704注980-41.90041.300311.496322,480225.030334.020334.020蹲中264.83057.30018.020-18.020398.016413,675382.478335.626413.675C3左M-223.331-50.71G-155-9B5155.98S-338.998-351.1ST-507.292-101.731-&07.292V-243.250-54.270-41.9門。41.90。-367.878-381.572-385.444-276

42、.504-3S5.444C3E3C3右Fr305.20。-46.693157.38E-157.385-31ZS7S-324.035-76.389-485.590-4S5.590V226.31051.150-37.goo37-900343.182355,645250.1303574870357.S70跨中M226.91051,2700.0000.000344,07035S.57S306.206309.206353.573明左M-1S1.2L3-43.215-157.385157.3S5-289.957-300.488-465.171-55.970-466.171V-221.700-50.100-

43、37.90037.90。-336.180-34*393-3614882-282.842-361.382E3G3E3右M-1GO.405'43.031157.38E-157.385-283.729-999.217-54.867-464.068-464.068V224,01050.625-37.00037-900339.6S7352.02S25E,092354,532354.59!跨中K23B.21053,1500.0000.00035G.662363,621320.520320,520非9.621G3左F-ISO.405-43.031-157.386157.38E-283.7291-29

44、9.2171-464,068-54.8B7-464.068V-224.010-50.525-37.goo37-900-339.687-359.026-364.532-S5E.992-3E4.532G3I3G3右M-逋3.688-43.21515%385-157.385-SEO.927-29k330-46.940-456.141-45S.141V243.285Q,100-37.S0037*03G.9的377.413276.642577.1S2377.413跨中226,91451.2700.0000.000344.070356,573309.206309.206356.573工3左M-2CS.29

45、5'46.E98-157.3S5157,385-315.192-325.865-4SS.106-78.905-4SS.10SY-320.320-51.150-3T.9Q037.9Q0-335.994-347,559-050,482-251.942-350.482I3K3工咕M-223.343-50.716155.曬-155.935-339.019-351.221TOL762-507.310-W7.313V243.20064.270-41.00041.900367.813381,605276.444385,384385.384跨中264.33057.300-IB.02018-020398.016413.S75335.626382.478413.S75K3左M一密221-27,047-192.035132,035-155.731-159.104一戲.985112.306-3S6.985V-204.320-46.980-4L90041.90。-311.666-322.54T-334,080-225.140-334.030表4-4桿件截面內(nèi)力一載種類內(nèi)力組合控制值恒栽活載同栽1.2恒荷載+1.4活荷載1.35恒荷載兒活荷載左震右震石層1.2*（恒何載".6活有戟）+L3地霍荷耗2樓樓頂橫梁內(nèi)