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1、结构计算书设计题目：钢结构办公楼目 录1.摘要22.设计概况63.结构布置64.荷载计算95.重力荷载标准值计算116.水平地震作用下的内力计算197.风荷载作用下框架内力计算27 8.竖向荷载作用下框架内力计算319.框架梁柱的内力组合5410.框架柱验算5411.框架梁验算6712.节点设计6913.压型钢板组合楼板计算8214.组合次梁设计9315.楼梯计算10316.基础计算108电算校核114参考文献120致谢122摘 要本工程为办公楼新建工程，采用框架结构（全钢结构），主体五层，抗震设防烈度为7度，场地类别为II类。主导风向为西南风，基本风压0.65KN/m2，基本雪压0.35 K
2、N/m2。楼板、屋盖均采用压型钢板组合楼板。 本设计选取4轴所在的横向框架作为结构计算单元，先后进行了横竖向荷载下的内力分析、内力组合、施工图绘制等工作，具体包括： 荷载汇集，重力荷载代表值的计算，横向框架侧移刚度计算，水平地震荷载作用下的内力计算及位移验算。风荷载作用下的内力计算及位移验算，竖向荷载作用下框架内力计算，框架的内力组合，柱下独立基础、标准层楼板、框架梁、框架柱、楼梯的配筋计算。框架梁、框架柱、楼板、基础及楼梯的平法施工图绘制。整个结构在设计过程中，严格遵循相关的专业技术规范的要求，参考相关资料和有关最新的国家标准规范，对设计的各个环节进行综合全面的科学性考虑。认真贯彻了“安全、
3、经济、适用、美观”的设计原则。关键词：全钢框架结构；办公楼；结构设计This engineering is a new construction for MINGREN office building in the city of chang chun, Using frame structure(steel structure), principal part is five storey, seismic fortification ntensity is 7 degrees, site classification is . The dominant wind direction is
4、south-west , reference wind pressure-0.65kN/and the reference snow pressure-0.35 KN/.The types of floor or roof structure is pressed steel plate combines building plank. This designer selects the horizontal axis of the 4th as the calculation unit for structural framework , has conducted the analysis
5、 of the force internal 、combination of internal forces、 preparation of construction drawing of horizontal, vertical load.The specific is as follows. Load combination, the calculating of gravity representative values、horizontal frameworks lateral movement rigid、internal force of earthquake action and
6、 the checking of displacement.The calculating of internal force and the checking of displacement for wind load，the calculation of framework s internal force for vertical load.The calculation of frameworks inernal force combination,The reinforce calculation of columns independent foundation、standard
7、layer floor、frame-beam、frame-column、staircase.The drawing of construction for frame-beam、frame-column、staircase、foundation、floor. During the design process,the entire structure has strictly abided by related professional technical specification request .Referencing to the relevant information and th
8、e newest national specification, all aspects of the design has an comprehensive scientific consideration Conscientiously implement the principles of “safe、economic、applicable、beauty”. Key words: steel frame structure;office building; structural design.符 号 混凝土弹性模量；N轴向力设计值；M弯矩设计值；V剪力设计值；A构件截面面积；I截面惯性矩
9、；永久荷载标准值；可变荷载标准值；永久荷载分项系数；可变荷载分项系数；结构总水平地震作用标准值；GE地震时结构的重力荷载代表值；等效总重力荷载代表值；T结构自振周期；承载力抗震调整系数；构件长细比；地基承载力特征值；基础高度；d基础埋置深度；土的重力密度；风荷载标准值；结构顶部附加水平地震作用标准值；楼层层间位移；e偏心距；箍筋面积；B结构迎风面宽度；截面有效高度；受拉区、受压区纵筋面积。2.设计概况2.1 建设项目名称：办公楼（全钢框架结构）2.2 建设地点：2.3 设计资料：2.3.1 地质水文资料：根据工程地质勘测报告，拟建场地地势平坦，表面为平均厚度0.5m左右的杂填土，以下为1.0m
10、左右的淤泥质粘土，承载力的特征值为80 kN/m2，再下面为较厚的垂直及水平分布比较均匀的粉质粘土层，其承载力的特征值为230kN/m2，可作为天然地基持力层。2.3.2 气象资料：全年主导风向：西南风 基本风压为：0.65kN/m2地面粗糙度：C类基本雪压为：0.35kN/m2土壤标准冻深：-1.62米抗震设防烈度：7度3.结构方案布置3.1 结构形式选择根据办公建筑功能的要求，建筑物的结构形式应满足传力可靠，受力合理的要求。对多层钢结构建筑，可采用纯框结构平面布置图架形式，框架应双向刚接，本工程位于7度抗震设防地区，结构只有5层，结构形式比较规则，纯框架形式很容易满足，经济性能优于框架支撑
11、体系，为使建筑平面布置灵活，获得较大的使用空间，本结构设计采用钢框架结构形式。3.2 结构布置根据建筑功能的要求，及建筑物可用的占地平面地形，具体布置见结构平面布置图，楼梯采用整体现浇板式楼梯，基础方案采用柱下独立基础。3.2.1 梁板柱截面尺寸确定（1）梁截面：1）主梁 梁高取l/15500选热轧H型钢HN5002001016，尺寸5002001016 主梁ZL3取350175711mm（改主梁选用500*250*10*16）（2）次梁：梁高取l/18400 选用HN 400200813mm梁净跨：主梁 ZL17.50.57.0m ZL27.20.56.7m ZL32.70.52.2m柱高：
12、首层3.630.50.050.150.054.95m 其他层3.6m（3）柱截面：采用箱形柱取50050020（4）压型钢板组合楼板：压型钢板为YX51-250-750 厚度1.2mm,混凝土为C25梁柱汇集表编号截面长度（高度）ZL150020010167.0ZL250020010166.7ZL33501757112.2CL14002008137.0Z1500500204.95Z2500500203.64.荷载计算4.1 恒载标准值计算屋面1.2厚压型钢板 0.17kN/m2100厚C25钢筋混凝土板 0.1252.5 kN/m220厚1：3水泥砂浆找平层 0.02200.4 kN/m22厚
13、SBS改性沥青隔气层 0.025 kN/m2100厚聚苯乙烯泡沫塑料保温板0.10.50.05 kN/m2100厚水泥珍珠岩找坡层 0.140.4 kN/m220厚1：3水泥砂浆找平层 0.02200.4 kN/m24厚SBSSBS改性沥青隔气层 0.05 kN/m2V型轻钢龙骨吊顶 0.12 kN/m2顶棚上铺焦渣锯末绝缘层 0.2 kN/m2合计：4.32 kN/m2楼面1.2厚压型钢板 0.17kN/m2100厚C25钢筋混凝土板 0.1252.5 kN/m230厚1：3水泥砂浆找平层 0.03200.6 kN/m2瓷砖地面 0.55 kN/m2V型轻钢龙骨吊顶 0.12 kN/m2顶棚
14、上铺焦渣锯末绝缘层 0.2 kN/m2合计：4.14 kN/m2内墙200厚NALC板 0.281.6 kN/m240厚混合砂浆抹面刮大白 0.04170.68 kN/m2合计：2.28 kN/m2外墙20厚混合砂浆抹面刮大白 0.02170.34kN/m2200厚NALC板 0.281.6 kN/m220厚1：2.5水泥砂浆找平层 0.02200.4 kN/m260厚EPS板保温层 0.060.50.03 kN/m2合计：2.37 kN/m2女儿墙：同外墙做法 2.37 kN/m24.2.活荷载标准值计算办公室楼面 2.0 kN/m2（走廊、楼梯间取2.5 kN/m2）不上人屋面 0.5 k
15、N/m2雪荷载 0.35 kN/m25.重力荷载代表值计算5.1 出屋面楼梯间恒荷载：屋面：4.327.27.5233.28 kN女儿墙：（7.27.5）20.62.3741.81 kN柱：78.5（0.520.462）3.0436.17 kNZL1: 89.6107.0212.55 kNZL2: 89.6106.7212.01 kNCL1:66107.029.24 kN外墙：3（7.27.5）22.37209.03 kN合计：554.09 kN出屋面电梯间同楼梯间 合计：554.09 kN屋面雪荷载：0.353617.7223.02 kN女儿墙：2.370.92.15 kN/m屋面：4.32
16、 kN/m2 楼面：4.14 kN/m25.2 顶层恒荷载屋面：（3617.77.57.22）2286.14 kN女儿墙：(3617.7)214.40.92.37198.37 kN柱：78.5（0.520.462）3.624/2130.22 kNZL1:89.6107.01275.26 kNZL2:89.6106.720120.06 kNZL3:50102.266.6 kNCL1:66107.02092.4 kN楼面：4.147.57.22447.12 kN外墙：纵墙：363.62.372614.3 kN横墙：17.73.62.372302.03 kN内墙：纵墙：（3622.537.24.7）
17、3.62.28673.06 kN横墙：7.5152.283.6923.4 kN顶层恒荷载标准值：Gk554.0922286.14198.3710.2275.26120.066.692.4447.121.05(614.3302.03673.06923.4)0.51005843.10 kN顶层重力荷载代表值为：G55843.100.5223.025954.61kN5.3 四层恒荷载屋面：7.217.724.321101.08 kN楼面：3617.74.142638.01 kN女儿墙：(7.2417.72)0.92.37136.94 kN柱：78.5（0.520.462）3.632347.26 kN
18、ZL1:89.6107.016100.35kNZL2:89.6106.728168.09kNZL3:50102.288.8kNCL1:66107.028129.36 kN外墙：纵墙：50.43.62.3727.22.372825.9kN横墙：17.73.62.372302.03 kN内墙：纵墙：（50.422.537.24.7）3.62.287.222.28876.62kN横墙：7.5172.283.6302.03 kN水泥台阶：（2.31.50.151.71.50.15）2018 kN四层恒荷载标准值：Gk1101.082638.011.05347.26100.35168.098.8129.
19、36825.90302.03876.621046.52136.94187830.85kN活荷载：办公区：2.0（7.53627.57.24）648 kN楼梯间、走廊、卫生间：2.5（7.57.24362.7）783 kN屋面：0.3517.714.489.21 kN四层重力荷载代表值为：G47830.850.5（64878389.21）8590.96kN5.4 标准层：楼面：50.417.74.143693.21 kN外墙：纵墙：50.43.62.372860.03 kN横墙：17.73.62.372302.03 kN内墙：纵墙：（50.424.77.22.53）3.62.28909.45 k
20、N横墙：7.5192.283.61169.64 kN柱、梁同四层活荷载：办公区：2.0（50.47.527.57.24）1080 kN楼梯间、走廊、卫生间：2.5（50.42.77.57.24）880.2 kNGk3693.211.05347.26100.35168.098.8129.36860.03302.03909.451169.647872.88 kN重力荷载代表值：G237872.880.5（1080+880.2）8852.98 kN底层：柱：78.5（0.520.462）（1.84.950.5）412.37 kNGk3693.211.05412.37100.35168.098.812
21、9.36860.03302.03909.451169.647937.99kN重力荷载代表值为：G17937.990.5（1080880.2）8918.09 kN5.5 梁、柱线刚度计算梁柱截面尺寸钢框架结构中，考虑现浇楼板与钢梁得共同作用，在计算梁线刚度时，对中框架梁ib1.5EIb/l0,对边框架梁取ib1.2EIb/l0取4轴一榀框架计算，框架梁与柱采用刚性连接，梁跨等于轴线之间得距离：AB、CD跨：ZL1:I4.781044 L7.5m E2.06105BC跨：ZL3: I1.371044 L2.7m E2.06105梁线刚度表梁号惯性矩I0104/4E(kN.m)ib104/4(kN.
22、m)中框架柱边框架柱AB、CD跨4.78104131291969415755BC跨1.37104104531567912544柱的线刚度：Icb14/12b24/125004/124604/1214.771084一层柱线刚度：icEIc/h2.0610514.77108/495061467 kN.m25层柱线刚度：icEIc/h2.0610514.77108/360084517 kN.m框架梁柱相对线刚度计算令边柱i251.0,则其余各杆件的相对线刚度为：框架梁相对线刚度：iABiCD0.233 iBC0.186一层框架柱相对线刚度：ic0.727框架相对线刚度图边框架柱的D值计算楼层柱位ic
23、（kN.m）ib（kN.m）kib/2ickib/ic(底层)kk+20.5+kk+2(底层)层高h(m)D12ic/h2(kN/m)柱根数D5边柱84517315100.1860.0853.66651中柱565980.3550.144112694边柱84517315100.1860.0853.66651426604中柱565980.3550.144112694450763边柱84517315100.1860.0853.66651426604中柱565980.3550.144112694450762边柱84517315100.1860.0853.66651426604中柱565980.3550
24、.144112694450761边柱61467157550.2560.3554.9510085440340中柱282990.4600.39011740446960中框架柱的D值计算楼层柱位ic（kN.m）ib（kN.m）kib/2ickib/ic(底层)kk+20.5+kk+2(底层)层高h(m)D12ic/h2(kN/m)柱根数D合计1045边柱84517393880.2330.1043.68138129765626.011中柱707460.4180.17313538121624564边柱84517393880.2330.1043.68138129765633.179中柱707460.418
25、0.17313538121624563边柱84517393880.2330.1043.68138129765633.179中柱707460.4180.17313538121624562边柱84517393880.2330.1043.68138129765633.179中柱707460.4180.17313538121624561边柱61467196940.3200.3534.95106261212751236.545中柱353730.5750.4171255312150636重力荷载代表值（kN）层数54321Gi5954.618590.968852.988852.988918.09横向框架结
26、构自振周期：T1.7Tun框架顶点位移计算层数Gi（kN）Gi（kN）Di104(kN/m)层间相对位移iGi/ Di(m)ci(m)55954.615954.6126.0110.02280.346948590.9614545.5733.1790.04380.324138852.9823398.5533.1790.07050.280328852.9832251.5333.1790.09720.209818918.0941169.6236.5450.11260.1126自振周期：T11.70.90.34690.901s6.水平地震作用计算：6.1 本建筑高度不超过40m，故可用底部剪力法进行计算
27、，结构抗震设防烈度为7度，结构阻尼比为0.035，Tg0.35 mas0.08结构等效总重力荷载：Geq0.85Gi0.8541169.6234994（kN）Tg0.35T10.901s5Tg1.65r0.90.05-0.5+50.90.05-0.0350.5+50.0350.92当结构阻尼比不等于0.05时，mas应乘以调整系数2210.05-0.06+1.711.126(TgT)r2mas(0.350.901)0.921.1260.080.038结构总水平地震作用等效的底部剪力标准值：FEKGeq0.038349941330（kN）顶点附加水平地震作用系数Tg0.35s T10.901s1
28、.4Tg1.40.350.49sn0.08T10.070.080.9010.070.142顶点附加水平地震作用：FnFEKn13300.142188.86（kN）各层水平地震作用标准值计算：五层：FiGiHiFEKGiHi(1-n) 0.2411330(10.142)275.02（kN）加Fn后F5FiFn275.02188.86463.88（kN）层数hi(m)Hi(m)Gi（kN）Gi Hi（kNm）GiHiGiHiFi（kN）Vi（kN）53.6019.355954.611152220.241275.02463.8843.6015.758590.361352980.283322.9478
29、6.8233.6012.518852.981075640.225256.761043.5823.608.558852.98756930.158180.301223.8814.954.958918.09441450.092104.981328.86 楼层地震作用 地震作用楼层剪力图各楼层地震剪力最小取值验算，基本周期3.5s，7度区，0.016（剪力系数）满足Vii=jnGj层数Vi（kN）Gi（kN）i=jnGj（kN）5463.885954.6195.274786.828590.96232.7331043.588852.98374.0221223.888852.98516.0211328.8
30、68918.09658.716.2 横向框架侧移计算框架的水平位移分为两部分，由框架弯曲变形产生的位移um和柱子轴向变形产生的位移un,框架顶端位移为uum+un 可由D值法求得层间位移计算层数层间剪力Vi（kN）层间刚度Di (kN/m)层间位移ViDi(m)层高hi(m)e5463.882601100.001783.61/17734786.823317900.002373.61/139031043.583317900.003143.61/105321223.883317900.003693.61/90011328.863654500.003644.951/1338层间弹性转角均满足ee13
31、00un0.00178（m）0.0387m 满足要求6.3框架在水平地震作用下的内力计算6.3.1 各层柱剪力计算选取4轴框架柱计算，各层柱剪力按VjiDjiDjVj分配层间剪力到各柱上层数层间剪力边柱AD值中柱BD值中柱CD值边柱DD值D104(kN/m)边柱A剪力中柱B剪力中柱C剪力边柱D剪力5463.8881381353813538813826.01114.5124.1424.1414.514786.8281381353813538813833.17919.3032.1032.1019.3031043.5881381353813538813833.17925.6042.5842.5825
32、.6021223.8881381353813538813833.17930.0249.9449.9430.0211328.861062612553 125531062636.54538.6445.6545.6538.64各层反弯点高度计算:层数H(mm)k0123h5边柱36000.2330.1330.133478.8中柱36000.4180.2590.259932.44边柱36000.2330.2830.2831018.8中柱36000.4180.3590.3591292.43边柱36000.2330.4170.4171501.2中柱36000.4180.4500.45016202边柱360
33、00.2330.5840.050.6342282.4中柱36000.4180.5410.0440.58521061边柱49500.3200.950-0.0450.9054479.75中柱49500.5750.791-0.0250.7663791.76.3.2 框架柱弯矩计算楼层柱位每柱剪力h（m）柱弯矩（kNm）柱顶柱底5边柱14.510.47945.297.43中柱24.140.93264.4122.504边柱19.301.01949.8119.67中柱32.101.29274.0941.473边柱25.601.50153.7338.43中柱42.581.62084.3168.982边柱30
34、.022.28239.5768.51中柱49.942.10674.61105.171边柱38.644.48018.16173.11中柱45.653.79252.95173.116.3.3 梁端弯矩、剪力及柱轴力位置AB、CD跨L7.5mBC跨L2.7m柱轴力M左（kNm）M右（kNm）Vb（kN）M左（kNm）M右（kNm）Vb（kN）NA（kN）NB（kN）545.2932.2110.3332.2132.2123.8610.3313.53457.2448.3014.0748.3048.3035.7824.4035.24373.4062.8918.1762.8962.8946.5942.576
35、3.66278.0071.8019.9771.8071.8053.1962.5496.88186.6779.0622.1079.0679.0658.5684.64133.34左震作用框架弯矩图左震作用框架剪力图左震作用框架轴力图7.风荷载作用下的内力计算7.1风荷载计算本地区基本风压00.65 kN/m2 迎风面s0.8 背风面s0.5H/B18.9/17.71.071.5 H18.9m30m 不考虑风振系数z的影响地面粗糙度类别为C类风荷载计算层数高度Hi(m)sz0kqkHuH1Fk女儿墙20.251.30.654.9901.2519.351.30.8270.650.6995.0331.2
36、3.615.099415.751.30.7550.650.6384.5943.63.616.538312.151.30.740.650.6254.53.63.616.228.551.30.740.650.6254.53.63.616.214.951.30.740.650.6254.53.64.9519.2387.2 风荷载作用下的框架层间剪力及侧移计算层数Fi（kN）Vi（kN）Di(B、C) (kN/m)Di(A、D) (kN/m)Di(kN/m)ui（m）uT（m）515.09915.099135388138433520.000350.00545416.53831.637135388138433520.000730.00510316.247.837135388138433520.001100.00437216.264.037135388138433520.001480.00327119.23883.2751255310626463580.001790.00179Um0.00545H/5000.0368m 满足要求层数层间剪力边柱AD值中柱B