商场土木工程设计说明

1、§ 1.2.1 梁柱尺寸的初选和线刚度计算一.初估截面尺寸1.板厚取hl0-9000180mm5050取180mm、一ll11梁局h-()96008001200mm812812取800根据要求梁宽取(也)，取300mm,故量的截面尺寸取800300mm24柱的截面尺寸：11柱的截面图度bcHi=300450mm1218柱的截面高度hc12bc600900mm，采用方形柱，故取柱的截面尺寸为700700mm。框架梁柱线刚度计算Ec=3X107KN/m2对于中框架梁I=2I01o1o左边梁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底层柱：1i底柱=EI0/l=3.0107KN/m2-0.74/5.7m10.53104KN/m1272144i第一层柱=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则i边梁=0.56i底柱=0.89I第二层柱=0.94梁柱的线刚度比如图1-4图1-4梁柱线刚度比第2章荷载计算§2.1荷载计算1、屋面均布包载按屋面的做法逐层计算均

3、布荷载防水层（刚性）30厚C20细石混凝土1.0KN /m2防水层（柔性）三毡四油铺小石子0.4KN /m230厚1:3水泥砂浆4200双向配筋分格找平层：15厚水泥砂浆找平层：15厚水泥砂浆找坡层：30厚水泥石灰砂浆3 %找平保温层：80厚矿渣水泥结构层：180厚现浇钢筋混凝土板-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抹灰层：10厚混合砂浆320.01m 17

4、KN /m 0.17KN /m合计:8.85KN /m2抹灰层:10厚混合砂浆0.32KN /m:3 干硬性水泥砂浆320.18m 24KN /m 4.5KN /m320.01m 17KN /m3 0.17KN /m22 .楼面水泥砂浆擦逢大理石面层30mm1-23 .16KN/m素水泥浆结合层一道结构层:180厚现浇混凝土板抹灰层:10厚混合砂浆合计：5.83KN/m23、梁自重(bxh=300mmx800mm)梁自重：25KN/m30.3m(0.80.18)m5.1KN/m合计：5.42KN/m24、柱自重(bxh=700mmx700mm)柱自重25KN/m30.7m0.7m12.25KN

5、/m抹灰层:10厚混合砂浆0.48KN/m2合计：12.73KN/m25、外墙自重负二层：纵墙(5.7-0.8-0.6)m0.24m25KN/m25.8KN/m30厚C20细石混凝土防水1KN/m2水泥粉刷内墙0.54KN/m2合计27.34KN/m2负一层纵墙(5.4-0.8)m0.24m25KN/m27.6KN/m30厚C20细石混凝土防水21KN/m2水泥粉刷内墙0.54KN/m2合计229.14KN/m2其他各层外纵墙(5.1-0.8)m0.24m7.5KN/m7.74KN/m水刷石外墙面0.75KN/m2水泥粉刷墙面20.54KN/m合计_29.03KN/m其他各层玻璃幕墙5.1m1

6、.8KN/m29.18KN/m合计9.18KN/m2§ 2.1.2 活荷载标准值计算1 .屋面和楼面活荷载标准值由荷载规范查得：上人屋面2KN/m2楼面：商场：3.5KN/m2办公室：2.0KN/m2库房：5.0KN/m22 .雪荷载Sk=1.00.35KN?m2=0.35KN/m2屋面活荷载和雪荷载不同时考虑，两者中取大值。§ 2.1.3 向荷载下框架受荷总图1、屋面板传荷载板传至梁上的三角形或梯形荷载，为简化计算近似的为等效均布荷载，荷载的传递示意图如图2-1所示图2-1荷载传递示意图(1) A-C轴问框架梁屋面板传荷载恒载：88545-249.78KN/m8活荷载：2

7、4.5M211.25KN/m8梁自重：5.4KN/m2楼面板传荷载5恒载：5.834.5232.79KN/m85活载：3.54.5219.68KN/m8A-C轴问框架梁均布荷载为：屋面梁：包载=梁自重+板传荷载2一一2_2=5.4KN/m+49.78KN/m=55.2KN/m活载=板传荷载=11.25KN/m2楼面梁：包载=梁自重+板传荷载222=32.79KN/m+5.4KN/m=38.21KN/m活荷载二板传荷载=19.68KN/m2(2) C-E之间框架梁5恒载：8.854.528活载：24.5勺28楼面板传荷载：恒载：5.834.5-28活载：3.54.5-28梁自重：屋面梁：包载=梁

8、自重+板传荷载2一一2_2=5.4KN/m+49.78KN/m=55.2KN/m活载=板传荷载=11.25KN/m2楼面梁：包载=梁自重+板传荷载222=32.79KN/m+5.4KN/m=38.21KN/m活荷载二板传荷载=19.68KN/m2E-G轴之问框架梁屋面板传荷载5恒载：8.854.528活荷载：24.528梁自重：楼面板传荷载49.78KN /m11.25KN /m32.79KN /m19.68KN /m5.4KN /m249.78KN /m11.25KN /m25.4KN /m2恒载:55.834.5232.79KN/m85活载：3.54.5219.68KN/m8E-G轴问框架

9、梁均布荷载为：屋面梁：包载=梁自重+板传荷载=5.4KN/m2+49.78KN/m2=55.2KN/m2活载=板传荷载=11.25KN/m2楼面梁：包载=梁自重+板传荷载-22_2=32.79KN/m+5.4KN/m=38.21KN/m活荷载二板传荷载=19.68KN/m2G-I轴间和I-K轴间均和前面A-C等轴计算的一样(3) A轴柱纵向集中荷载的计算女儿墙自重(做法：墙高1100mm,100mm的混凝土压顶)330.24mX0.11mX18kn/m3+25kn/m3X0.1mX0.24m+(1.2+2+0.24)X20.5KN/m=6.67KN/m大沟自重(琉璃瓦+现浇大沟)琉璃瓦自重1.

10、05mX1.1KN/m2=1.16KN/m现浇天沟25kn/m3X【0.60m+(0.20-0.080)X0.08m+(0.6m+0.2m)乂(0.5KN/m2+0.36KN/m2)=2.13KN/m合计=3.29KN/m顶层柱包载二女儿墙及大沟自重+梁自重+板传荷载=(6.67+3.29)X9.6+5.42乂(9.6-0.7)+20.679.6=382.786KN顶层柱活载二板传荷载=0.5X11.25X9.6=54KN标准层住二墙自重+梁自重+板传荷载=9.18X(9.6-0.7)+5.42X(9.6-0.7)+0.5X32.79X9.6=287.33KN标准层柱活载二板传活载=19.68

11、0.59.6=94.46KNC轴柱纵向集中荷载的计算顶层柱=梁自重+板传荷载顶层柱活载=板传荷载=11.259.6=108KN标准层柱恒载=墙自重+梁自重+板传荷载=5.42（9.6-0.7）+32.799.6=363.022KN标准层柱活载=板传荷载=19.689.6=188.92KNE柱总想集中荷载的计算顶层柱=梁自重+板传荷载=5.42（9.6-0.7）+49.789.6=526.126KN顶层柱活载=板传荷载=11.259.6=108KN标准层柱恒载=墙自重+梁自重+板传荷载=5.42（9.6-0.7）+32.799.6=363.022KN标准层柱活载=板传荷载=19.689.6=18

12、8.92KNG柱.I柱.K柱，由于图形结构对称，所受荷载一致，故它们所承受的纵向集中荷载对应相等。（4）横、活荷载作用下的框架受荷简图见下图：第3章内力计算为了简化计算，仅考虑如下几种情况（ 1）恒载作用（ 2）活载作用（ 3）地震作用§ 3.1.1 恒载作用下内力计算弯矩分配及传递弯矩二次分配法比分层法作了更进一步的简化。在分层法中，用弯矩分配法计算分层单元的杆端弯矩时，任一节点的不平衡弯矩都将影响到节点所在单元中的所有杆件。而弯矩二次分配法假定任一节点的不平衡弯矩只影响至与该节点相交的各杆件的远端。因此可将弯矩分配法的循环次数简化到一次分配、一次传递、再一次分配。所以本框架设计采

13、用弯矩分配法计算框架内力，传递系数为1/2。各节点分配两次即可，具体计算见表3-1表3-1弯矩分配3-1恒载作用下框架弯矩图3-2恒载剪力图3-3恒载作用下的轴力图3.1.2活载作用下的内力计算表3-2活载弯矩分配表3-4活荷载作用下的弯矩图3-5活载作用下的剪力图3-6活荷载作用下的轴力图§ 3.2 震荷载作用的内力计算地震荷载作用下的侧移验算§ 3.2.1 架的自振周期查荷载规范附录E2.2u、H16.5按公式：T10.220.035一0.220.0350.38s3B345.7(3-1)横向地震作用标准值和位移的计算:多遇地震作用下，设防烈度7度，设计地震分组为第一组，

14、查抗震规范表5.141及5.142知，水平地震影响系数最大值amax=0.08,特征周期Tg=0.35s.由抗震规范5.1.5，除规定外，建筑物的阻尼比应取0.05,此时r=0.9，0=0.02,“2=10由于0.35s<Ti<1.75s,根据抗震规范图5.15 知0.9Tg1 T1max 0.074(3-2)Tg s,所以顶部附加地震作用系数6根据抗震规范表5.2.1.T1=0.38s<1.4n=0.0.§3.2.2重力荷载代表值1、各楼层重力荷载代表值顶层(三层到屋顶)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围护砌体：9.18(95+9.65)/2+9.035.1/29.65=1532.142KN女儿墙：1.27.50.24(95+9.652)=304.56KN活载：2.09.6595=4320KN顶层G3=22140.36+1718.55+1532.142+304.56=30015.5KN标准层(二层到三层)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围护砌体：9.18(95+9.65)+9.035.19.65=30

16、64.28KN活载：3.59.6595=13608KNG2=15617.16+2337.2+3064.28+13608=34626.5KN标准层(一层到二层)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围护砌体：9.18(95+9.65)+9.035.19.65=3064.28KN活载：3.59.6595=13608KNG2=15617.16+2337.2+3064.28+13608=34626.5KN2、水平地震作用下框架的侧移验算横梁线刚度为了简化计算，框架梁截面惯性矩增大系数均取2A

17、C跨梁：kb=2旦=85300KN?ml由计算可知，其余各跨也都是：85300KN?m柱的线刚度所有柱的线刚度：kc=117600KN?mc2-3层D值计算2-3层D值计算kbK-2kck2kc12?kcDh2边柱A0.7250.22614432.1边柱K0.7250.22614432.1中柱1.450.422278705D720085.2底层D值计算kbK2kck0.52kc12?kcDh2边柱A0.7250.4524415.2边柱K0.7250.4524415.2中柱1.450.56530654.78D1028695.26建筑物总重力荷载代表值Gi=30015.5+34626.5乂2=99

18、268.5KNi=1结构总水平地震作用标准值（抗震5.2.1）Feka>0.85Geq=0.074X0.85X99268.5KN=6266.6KN结构总水平地震作用标准值，楼层地震剪力及楼层间位移计算见表3-3:其中：Fi'Ek, AUeViGHi1层数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楼层地震剪力及楼层间位移计算弹性层间位移角限制为1/550弹性层间位移底层：Ue(m)=0.00609/5.1=1/837<1/550满足要求二层Ue(m)=0.00712/5.1=1/716.2<1/550满足要求3、横向框架各层水平地震作用和地震剪力如下图4、框架柱剪力和柱端弯矩标准值见下表柱层h(crnVi(KN)DDDVkkV。M±边35.12899.720085.0.0257.90.720.388.58206.柱A325725.15129.720085.0.02102.0.720.45235.2287.与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、梁端剪力和柱轴力的标准值见下表层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框架端剪力边柱A中柱C4相E1中:柱G中柱I边柱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章内力组合4.1弯矩调

22、幅框架结构梁端弯矩较大，配筋较多，考虑框架的延性及抗震设防要求，由于超静定钢筋混凝土结构具有内力重分布的性质，所以重力荷载作用下可乘以调幅系数，适当降低梁端弯矩。根据工程经验，对现浇钢筋混凝土框架，可取=0.80.9,我们取=0.85。梁端弯矩降低后，跨中弯矩增加。这样，梁端弯矩调幅后不仅可以减少梁端配筋数量，达到方便施工的目的，而且还可以提高柱的安全储备，以满足“强柱弱梁”的设计原则。对于活荷载的跨中弯矩，考虑活荷载满跨布置法对跨中弯矩的不利影响，在调幅后跨中弯矩应乘以1.11.2的增大系数。梁端负弯矩减少后，应按平衡条件计算调幅后的跨中弯矩。梁跨中正弯矩至少应取按简支梁计算的跨中弯矩之半。

23、如为均布荷载，则2M中1/16(gq)l2恒荷载作用下框架梁的弯矩调幅见表4-1。活载作用下的梁端弯矩条幅和控制截面内力交表4-2。§4.2控制截面内力由于构建控制截面的内力值应取自支座边缘处，为此组合前应先计算各控制截面处内力值柱上端控制截面在上层的梁底，柱下端控制截面在下层的梁顶。按轴线计算简图算得的柱端内力值，宜换算到控制截面的值。内力组合见一下表格，其中控制截面内力的计算直接反应到的内力组合表格中。控制截面表格4-3表4-1恒荷载作用下框架梁的弯矩调幅W,"一,”j.恒载醒喋瑞音粗条幅（系数。,幻鼾层次诵幅前跨度彘调幅后©力H中札101*1/16取最大值I

24、t咕冲JVr由肿浒咕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阚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诩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监00182.35表4-2活载作用下的梁端弯矩条幅和控制截面内力E作用下翘醐善幅黑襟椭峨面内力（系豹0.8）患耿雕前1融髓调幅后剪力冲*1.1qltl/16取最大值底佐jrt咕肿症彷AC554.3787.1443.159.0011.2543.5069.7257.3047.71-53.6463.03E6.9563.034109总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楼楼顶横梁端控制值2楼楼顶横梁内力组合杆件截面内力荷琳中类地震荷载左者右震&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杆件F7左截面内力-8.221-27-047一荷辨-192.03S*类192,035活蒙地震荷载左震右震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杆件检面内力荷载种类1楼楼顶横梁内力组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梁内力组合表4-4杆件戟面内力荷耨展，rM'内力组合恒载pIekLW恒荷载+L4活荷tfc1.而恒荷载+0.7+1.4活荷载右虞幡憎左震右震1*2*,恒怙载恒.0iS荷戟）十1.3地睿荷载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门。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.晒-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戏.985112.306-3S6.985V-204.320-46.980-4L90041.90。-311.666-322.54T-334,080-225.140-334.030表4-4杆件截面内力一载种类内力组合控制值恒栽活载同栽1.2恒荷载+1.4活荷载1.35恒荷载儿活荷载左震右震石层1.2*（恒何载".6活有戟）+L3地霍荷耗2楼楼顶横梁内