商务写字楼设计毕业设计

1.3设计指导思想和设计特点:房间组成表一般办公室大空间办公室一般办公室大空间办公室一般办公室大空间办公室楼梯间126222623623212轴线面积/m2207.36311.04207.36311.04207.36不包括走廊包括专用卫生间包括盥洗室包括电梯走廊900×1800向32888118⑤120厚钢筋混凝土基层00冻土深度1.60m对于排水一般视屋面材料的表面粗糙程度和功能要求而定，常见的防水卷材屋面和混凝⑤聚氨酯三遍涂膜防水层厚1.5～1.8或3、混凝土保护层厚度：本工程上部结构为3、混凝土保护层厚度：本工程上部结构为图2.1标准层柱网布置图距离。底层柱高从基础顶面算至二层楼面，基顶标高根据地质条件、室外高差，定为-图2.3计算单元立面示意图b=(1/2~1/3)h=250mm~13=94b=(1/2~1/3)h=200mm~1kk2（2）考虑板对梁刚度的影响，中框架梁取2.0I，边框架梁取1.5I；101考虑板对梁刚度的影响，中框架梁取2.0IO，边框架梁取1.5IO，各杆件的相对线刚度;图3.4.1相对线刚度示意图b.次梁自重（b×h=250×500）25×0.25×（0.4－0.12）=1b.二～四层cosa=0.894）②各结点得分配系数等于各杆件的相对线刚度与交汇于此结点的所以杆件的线刚度之和的比值，公式i4432ABV=-VV=-VN顶N顶0000恒载作用下梁端剪力及柱轴力（kN/m）恒荷载作用下框架的力图如图3.5.1、3.5.2、所示r5—5—85—5—81225—5—8（4.43×1.8＋2.0×3.0×7.2/42.0×6.3×7.2/8＝25.50KN5—5—8=3.94KN/m（3.94×1.8＋2.0×3.0×7.2/42.0×7.2×7.2/8＝24.62KN（3.38×1.8＋2.0×3.0×7.2/42.0×6.3×7.2/8＝23.61KN5—5—8表3.6.1顶层活载弯距计算位置杆件分配系数固端弯距杆端弯距杆端传递A轴线下柱0.4769.373.69梁左0.524-19.6810.31-3.55 -11.06B轴线梁右下柱0.4710.42919.68-3.19-7.10-6.47-2.74-2.5014.99-8.97↓-2.99梁左0.100-1.41-1.510.66-0.58-2.84C轴线梁右0.100 0.422.410.4293.085.697.50↓2.50梁左0.471-17.76 6.25-3.47 -12.99D轴线梁右0.52413.23-6.93-1.647.790.476-6.30-1.49-7.79↓-2.60表3.6.2二～三层活载弯距计算↑↑↑↑上柱A轴线下柱↓B轴线↓-1.410.64梁右 ↓梁右0.355 表3.6.3底层活载弯距计算↑↑A轴线B轴线D轴线↓↓表3.6.4活载在中间跨时弯距计算位置A轴线B轴线C轴线D轴线杆件梁左梁右梁左梁右梁左梁右分配系数0.4760.5240.4710.4290.1000.1000.4290.4710.5240.4760.000.00-3.19-1.410.000.000.000.002.170.46-0.45-1.93-2.110.000.00-0.220.00-0.52-0.570.110.100.02-0.02-0.10-0.110.550.50杆端弯距-0.52↓0.522.272.07-1.15-2.02↓-2.22-0.500.50杆端传递-0.170.69-0.670.17表3.6.5活载在左边和中间跨时弯距计算位置A轴线B轴线C轴线D轴线杆件梁左梁右梁左梁右梁左梁右分配系数0.4760.5240.4710.4290.1000.1000.4290.4710.5240.476-19.68-3.19-1.140.000.009.37-7.23-6.59-1.54-0.45-1.93-2.110.000.00-3.61-0.220.00-2.32-2.12-0.490.080.330.360.550.50杆端弯距↓-11.09-8.70↓-3.390.27-1.60↓-1.75-0.500.50杆端传递-2.90-0.530.17活载在左边和中间跨时弯距计算（KN·m）表3.6.6活载在中间和右边跨时弯距计算位置A轴线B轴线C轴线D轴线杆件梁左梁右梁左梁右梁左梁右分配系数0.4760.5240.4710.4290.1000.1000.4290.4710.5240.4760.000.00-3.19-1.41-17.760.000.002.170.466.25-6.93-6.300.66-3.47-0.52-0.57-0.31-0.28-0.070.32-1.64-1.49杆端弯距-0.520.52-0.35-13.45-7.79杆端传递-0.170.562.36-2.60活载在中间和右边跨时弯距计算（KN·m）表3.6.7活载在两边跨时弯距计算A轴线B轴线D轴线↓、图、图3.6.8四种最不利活荷载布置时的剪力图（KN）图图图图3.6.9四种最不利活荷载布置时的轴力图（KN）式中：基本风压—w，w=0.50KN/M2；ZZZizH（m）iμZ4324（z4.35×1.0×1.3×0.75×0.35＝1.59KN/mq（z4.35×1.0×1.3×0.74×0.35＝1.57KN/m32（z4.35×1.0×1.3×0.74×0.35＝1.57KN/m1（z4.35×1.0×1.3×0.74×0.35＝1.57KN/m4321ΣDij—第j层所以柱的抗侧移刚度之和；i0.3310.3730.3730.3312×（4.28＋0.9）/（2×4.341.192×（0.9＋4.28）/（2×4.341.192×4.28/（2×4.340.99ΣΣD（13301＋14989）×2＝56580底层A轴柱4.28/3.03＝1.410.5607677B轴柱（4.28＋0.9）/3.03＝1.710.5968171C轴柱（0.9＋4.28）/3.03＝1.710.5968171D轴柱4.28/3.03＝1.410.5607677ΣD（7677＋8171）×2＝31696表3.7.3风荷载作用下框架侧移计算0.00030.00040.00050.001224.554.954321jF屋面：5.31×（15.6×4.65－6.3×1.8339.05KN梁：3.20×（6.3×2＋2.85×41.00×3.0＋1.56×（1.8×4＋6.3100.86KN=36.17KN=35.25KN窗户：0.35×（1.8－0.6）×（2.7＋1.81.89KN雪荷载：0.3×（15.6×4.65－6.3×1.830.60KN38.87＋339.05＋100.86＋47.45＋36.17＋35.25＋1.89＋28.76＋0.5×（30.60+28.35657.78KN梁：3.20×（6.3×2＋2.85×41.00×3.0＋1.56×（1.8×4＋6.3100.86KN外墙：2.05×（3.6－0.6）×（4.65×2－2.7－1.829.52KN墙：1.44×（3.6－0.6）×（2.85×2＋6.3×21.44×（3.6－0.4）×3.6=95.64KN窗户：0.35×2.1×（2.7＋1.83.31KN楼面荷载：2.0×4.65×12.6＋280.18＋100.86＋94.90＋2=776.56KN梁：3.20×（6.3×2＋2.85×41.00×3.0＋1.56×（1.8×4＋6.3100.86KN外墙：2.05×（1.8＋2.1－0.6）×（4.65×2－2.7－1.832.47KN窗户：0.35×2.1×（2.7＋1.83.31KN280.18＋100.86＋102.80＋32=812.50KN1=0.22＋0.×24.9/321.9=0.531sgmaxgF6=0.1125×219.75=24.72KNΣGH＝812.50×5.15＋776.56×（8.75＋12.35＋15.95jjj=1i=GiHiFEk得:F:F3F:Fij=13ij（8-3）n表3.8.1框架风荷载作用下框架侧移计算j=10.00300.00350.00390.0074171.58200.11220.32232.773.93.93.94.951/9231/6961表3.8.2A轴框架柱反弯点位置4.95000-0.01500-0.050i4321y0000y10000y表3.8.3B轴框架柱反弯点位置4.9500-0.0150000-0.024321iy0000y10000y表3.8.4C轴框架柱反弯点位置4.9500-0.0150000-0.024321iyy100000000y表3.8.5D轴框架柱反弯点位置i（m）4.95000-0.01500-0.050i4321yy100000000yM=梁梁右ji左+i右表3.8.6水平地震荷载作用下A轴框架柱剪力和梁柱端弯距计算hVΣDDDV23.91746.569346601414.91974.9823427641380.043.3999.52788172217620.27.994.260.5033.91428.27934660217620.3223.91746.56934660217620.40.174.2614.91974.98234276下kN/m28.2046.1046.18上kN/m46.1092.7966.2866.2846.18MMΣΣD/ΣDijij(KN•m)0.2350.2350.2350.242Vi200.11220.32232.77梁总(KN•m)柱上(KN•m)93.12ij40.3247.0365.3283.844.954321ΣDΣDH(m)柱下MMMVy表3.8.7水平地震荷载作用下B轴框架柱剪力和梁柱端弯距计算ΣΣD/ΣDijij(KN•m)(KN•m)(KN•m)(KN•m)89.0585.6827.6335.6843.86ij45.4558.3760.01i200.11220.32232.77ΣD8171ΣDMMMM柱上柱下梁左梁右H(m)3.94.950.2250.2350.2350.2584321VVy表3.8.8水平地震荷载作用下C轴框架柱剪力和梁柱端弯距计算ΣΣD/ΣDijij(KN•m)(KN•m)(KN•m)(KN•m)90.0087.7928.6334.1241.81i200.11220.32232.77ij45.4558.3760.01ΣD8171ΣDMMMM柱上柱下梁左梁右H(m)3.94.950.2350.2650.2650.2584321VVy表3.8.9水平地震荷载作用下D轴框架柱剪力和梁柱端弯距计算ΣΣD/ΣDijij(KN•m)0.2350.2350.2350.232柱下(KN•m)87.32梁左(KN•m)柱上(KN•m)i200.11220.32232.77ij45.45ΣD8171ΣDH(m)3.94.9527.5637.8245.644321梁右MMMMVVy表3.8.10水平地震荷载作用下框架柱轴力和梁端剪力计算3.8.113.8.11地震作用下框梁柱剪力和柱柱轴力标准值AB跨梁端剪力BC跨梁端剪力柱轴力l49.5286.10M+Ml22.16NE61.9099.17ME右kN/m41.24ME左kN/m41.24NE93.34ME左kN/m48.2965.9083.80ME右kN/m28.4340.9649.16M+M=ElElE图8.3水平地震作用下框架的弯矩图图8.4水平地震作用下框架的剪力图图8.5水平地震作用下框架的轴力图其中：恒荷载①;活荷载在AB跨为②,在BC跨为③,在CD跨为④;左地震荷载为⑤,右地震荷载为-⑤。第四层梁力组合表荷载类型地震荷载MVMVMVMmaxMminA-114.64-29.0226.55-179.79AB跨中24.55-120.34-32.50208.50-113.2195.05-23.3421.81-154.728.7366.00-84.25-9.7394.98Vmax-114.72MmaxMminVmaxMmaxMmin-368.86213.6266.85-332.76278.78225.64252.78-245.1823.18-221.09221.49-154.38200.01荷载荷载Vmax197.45198.45162.93-125.24第三层梁力组合表荷载类型地震荷载MVMVMVMmaxMminA-114.64-29.0226.55-179.79AB跨中24.55-120.34-32.50208.50-113.2195.05-23.3421.81-154.728.7366.00-84.25-9.7394.98Vmax-114.72MmaxMminVmax+1.3地震Mmin-368.86213.6268.85-352.76278.78225.64272.78-245.1829.20-240.09221.49-154.38218.53荷载荷载Vmax210.45221.45182.93-145.24第二层梁力组合表荷载类型地震荷载荷载类型MVMVMVMmaxMminVmaxMmaxMminVmaxMmaxMminVmaxA-114.64-29.0226.55-185.30-383.86252.52-390.56245.8324.5586.7583.45-120.34-32.50225.45-200.43288.43300.88250.40-113.2195.05-23.3421.81-176.70-263.45-270.09211.438.7366.00-84.25-9.73-131.67242.50-181.36230.50-.09第一层梁力组合表地震荷载MVMVMVMmaxA-94.99-25.1725.81AB跨中64.9724.55-120.34-32.50208.50-113.2195.05-23.3423.978.7366.00-84.25-9.7394.9894.98MminVmaxMmaxMminVmaxMmaxMmin-179.79-424.35213.62-405.57-.91317.54225.64342.51-154.72-245.18-280.0969.20-114.72297.54-201.45232.50荷载Vmax243.45270.45231.41-168.034321MNMNVMNMNVMNMNVMNMNV288.93-30.22306.65450.50-29.85468.22612.12-36.32629.8420.47772.93-7.25804.0860.67-7.4560.674.447.4591.17-7.3591.174.487.69-8.955.043.56-1.780.92305.36-33.93323.0820.64482.14-33.51499.8620.44658.98-40.77676.7022.98834.91-8.14866.064.2118.3528.2018.3518.9937.7036.1637.7036.1622.8546.1058.3246.1058.3227.9492.7993.3493.3435.55+1.446.25431.65-46.69452.9228.1646.69668.24-46.11689.5028.1148.24904.90-56.11926.1622.38-11.19+0.7×47.55449.51-48.10473.4329.0448.10697.52-47.50721.4428.9649.70945.61-57.80969.5323.06-11.53+1.385.82390.29-77.38411.5549.4689.73625.58-89.22646.84866.59-108.85887.8663.90+1.385.31406.97-77.39428.2449.3089.74642.31-89.24663.57883.37-108.88904.6363.91荷载类别1.4位置1.4位置4321MNMNVMNMNVMNMNVMNMNV23.14353.68-23.05371.4023.05565.64-22.91583.3623.61777.53-26.70795.25990.43-5.5189.63-5.4889.63-5.45-6.36228.39-1.32228.395.409.065.403.9014.9011.8814.9011.886.4819.4221.0219.4221.029.1444.4037.5254.2637.5216.5026.02378.73-25.78396.4525.78613.60-25.62626.41848.40-29.87866.12-6.1646.1830.1946.1830.1927.9954.2061.9054.2061.9032.8566.2899.1766.2899.1740.1741.47565.31-36.49589.2322.12896.71-36.27920.6322.05-42.2824.14-8.734.5191.03517.44-90.98538.71840.72-101.22861.9961.41-122.02-179.38采用单筋矩形截面，取a=35mm；则：h＝600－35＝565mm；（10-1）ξ=1-1-2αy（10-4）计算参数MαAsMA-368.92-383.95-400.75-405.570.2340.2430.2540.2570.2710.2830.2990.3032144.562239.622366.000.0640.0780.078524.12585.12640.99278.56288.43261.43342.510.1760.1830.1660.2170.1950.2040.1830.248-245.32-263.45-289.45-307.540.1770.2080.2210.1960.2110.2360.25369.700.0380.0380.0380.0500.0380.0380.038282.63282.63282.63221.54242.50283.70297.040.1590.1740.2030.2130.1740.1930.2300.2421799.882398.004Φ255Φ255Φ255Φ25617.252Φ182Φ183Φ183Φ184Φ224Φ224Φ224Φ255Φ225Φ205Φ205Φ22329.312Φ182Φ182Φ182Φ184Φ204Φ224Φ225Φ20验算配筋率：边跨As=PminA0＝0.215%×250×565＝303.7mm2minA0＝0.215%×200×265＝114.0mm2采用单筋矩形截面，取a=35mm；则：h＝600－35＝565mmw/b＝465/500＝0.93<4=457.2KN>101.41KN0组合MM设计值117.59192.00379.46N设计值312.601555.582613.06eaeie4110.0940.3680.4870.0940.3680.487<ξ<ξb偏压判断04φ20226.46226.464φ204φ20边柱、中柱：0.6%ss =2，按单向板设计，增加纵向构造配筋。板的厚度取h＝120mm，次梁的截面尺寸为：.参考资料.y3.11.2顶层板配筋示意图表3.11.1板正截面受弯计算ξAs（mm2）0.0300.0305207.7-12.940.0540.0555标准层0.0243-11.660.0430.044299.6选配钢筋实配面积（mm2）=387mm2。s图3.11.3标准层板配筋示意图=250×400）N=（2.05×4.65×0.7＋1.44×3.15）×4.2＋1.4×（4.65＋3.1558.00KN2＝－杂填土：h11.5＋1.05）/2＝1.275m3NA≥=1181.52/（240.3－20×2.2756.06m2NfYdGG=20×2.1×3.6×（2.05＋2.50）/2N+G=1536.10kNpminAW2对柱边的受冲切承载力验算:h0=800Am500＋750）×750×10-6＝0.938m2Am1300＋350）×350×10-6＝0.578m2Pn251.03－146.34）×+146.34＝205.96KNy0IP251.03－146.34）×——+146.34＝223.40KNy0IIIsy0IIy0IVs=200×400）N=1.44×（4.65＋3.15）×4.2＋1.40×（4.65＋3.1558.09KN2＝－aNA≥=1181.52/（240.3－20×2.2756.06m2f-YdNGG=20×2.1×3.6×（2.05＋2.50）/2=34故Al1.500－0.250－0.750）×3.0001.500－0.250-Am250＋750）×750＝0.750m2故Al1.500－0.750－0.350）×3.0001.500－0.750-Am1.500＋0.350）×0.350＝0.648m2图3.12.3B柱基础剖面、平面示意图P267.68－149.80）×——+149.80＝218.56KNy0IP267.68－149.80）×——+149.80＝238.21KNy0IIIsy0IIy0IVs项目经理项目经理项目副经理技术负责人施质安材会预资4、模板支架采用钢门式+可调支座+扣件，悬挑支呆采用3、在临时发配电房处设一组接地电阻小于和末端处做重要接地，接地电阻≤10欧姆。4、配电房低压配柜分3个回路(P1-P3)控制施工现场各用电设备。立杆扫地杆立杆扫地杆300*300七层胶合板150x木枋可调翼托48×3.5钢管1七层胶合板向模箍采用φ48*3.5钢管，间距50采用快拆体系：梁下支撑体系为独立系统，施工柱钢筋加固钢筋板钢筋点焊混凝土垫块平台模柱模板筋→穿次梁底层纵筋并与箍筋固定→穿主梁上一般施工时的输送量为40m3/h左右①加强混凝土的级配管理和坍落度控制，确保混凝土砼浇筑前，除对