南寧綜合教學(xué)樓畢業(yè)設(shè)計(jì)計(jì)算書

XXX大學(xué)課程設(shè)計(jì)計(jì)算書設(shè)計(jì)題目綜合教學(xué)樓結(jié)構(gòu)設(shè)計(jì)學(xué)院土木建筑工程學(xué)專業(yè)土木工程班級本科2005級學(xué)號17姓名指導(dǎo)老師2007年3月10日工程概況規(guī)模：總建筑面積2962.7m2,層數(shù)5層；興建位置：南寧市；六度區(qū)（不用進(jìn)行抗震設(shè)計(jì)）；建筑標(biāo)準(zhǔn)：800元/m2（含水電造價(jià)）地質(zhì)資料：50cm表土以下為亞粘土，地基容許承載力標(biāo)準(zhǔn)為210kpa地下水在地面以下8米；層高：一層4.5m,二~五層建筑圖：建筑設(shè)計(jì)圖完成；結(jié)構(gòu)選型本工程房屋屬公共場合，活載大，空間、層高較大，豎向荷載、水平荷載較大，采用鋼筋混凝土框架結(jié)構(gòu)較合理。框架的梁、柱和板現(xiàn)澆，節(jié)點(diǎn)構(gòu)造簡單，整體性好?？蚣懿贾茫河脵M框架承重方案。平面框架沿房屋橫向布置，房屋橫切向剛度較大。縱向僅設(shè)連系梁。連系梁布置：沿縱向布置連系梁。將橫向承重框架連結(jié)成空間骨架，加強(qiáng)整體剛度。次梁：框架梁間距和跨距過大（4950x7200）,在主梁跨內(nèi)加兩條次梁.,板跨為2.4m。確定梁、柱截面尺寸1、確定主梁跨距為7.2m,次梁跨距為4.95，板跨為3.6m。(學(xué)號17)2、主梁截面高h(yuǎn)=l/8~l/12=900mm~600mm,取h=700mm，寬取b=250mm。3、次梁）h=l/12~l/18=4950/12~4950/18=(412.5~275)mm,取h=400mm，寬取b=250mm4、挑梁h=2100/5~2100/6=420~350,取h=400mm，b=250mm。5、柱承受內(nèi)力估算。Nc=板重+墻重=1.25x（2.5+5）x(7.2/2+2.1)x4.95x1/2+1.25x19x0.24x4.95x3.6=366.1knA=1.2x366.1x103x5/11.9=18201mm2綜合考慮一層到五層的柱子取bxh=400x500=200000mm2線鋼度計(jì)算簡圖梁慣性矩Ｉb=1/12bh3=1/12x250x7003=7.1x109挑梁慣性矩Ｉb=1/12bh3=1/12x250x4003=1.3x109柱慣性矩Ib=1/12bh3=1/12x400x5003=4.2x109rD5C5=1.5EI/l=1.5x7.1x109mmrD5D4=EI/l=4.2x109mmrD1D=EI/l=4.2x109mmrC5B5=EI/l=1.3x109mmD5C5B518.9001.9371.3101.310360015.300D4C4B41.9371.310D3C3B3360011.7001.9371.3108.100D2C2B236001.3101.937D1C1B136004.5001.937400x50015500DC-1.00072002100慣性矩注：現(xiàn)澆樓蓋結(jié)構(gòu)中部框架，其慣性矩I可取2Io(Io為矩形截面梁慣性矩)采用分層計(jì)算前.先對上圖二層以上的各柱線鋼度乘以0.9；上圖為Io慣性矩。荷載計(jì)算恒荷載層面30mm隔熱板0.75KN/m2200mm磚墩0.91KN/m240mm砼保護(hù)層1KN/m2卷材0.3KN/m20.3mm找平層0.51KN/m2100砼樓板2.5KN/m212mm砂漿抹灰0.24KN/m26.21KN/m22、樓面30mm瓷磚地面0.55KN/m220mm砂漿找0.34KN/m2100砼樓板2.5KN/m212mm砂漿抹灰0.24KN/m23.63KN/m23、墻 雙層抹灰240mm厚5.24KN/m24、主梁加抹灰4.2KN/m5、次梁加抹灰1.7KN/m 6、窗5.24KN/m2（二）活荷載1、屋面上人2.0KN/m22、樓面教室、試驗(yàn)室、閱覽室會議室2.0KN/m2走廊、門廳、樓梯2.5KN/m2（三）、風(fēng)載因Ｈ＝22.4m<30m，取βz＝1.0，對于矩形平面μs＝1.3,μz=1.25基本風(fēng)壓：ωo=0.35KN/m25層：Ｆ＝1x1.3x1.25x0.35x3.6x3.1=6.35KN4層：Ｆ＝1x1.3x(1.25+1.2)/2x0.35x3.6x4.2=8.43KN3層：Ｆ＝1x1.3x1.1x0.35x3.6x4.2=7.57KN2層：Ｆ＝1x1.3x1.0x0.35x3.6x4.2=6.88KN1層：Ｆ＝1x1.3x0.88x0.35x3.6x4.35=6.27KN6.358.437576.886.27風(fēng)載板的設(shè)計(jì)1、荷載板的活荷載標(biāo)準(zhǔn)值:恒荷載分項(xiàng)系數(shù)取1.2;活荷載分項(xiàng)系數(shù)取1.4于是板的恒荷載設(shè)計(jì)值g=3.63x1.2=4.36KN/m2活荷載設(shè)計(jì)值q=2.0x1.4=2.8KN/m2荷載總設(shè)計(jì)值g+q=4.36+2.8=7.16KN/m2V1=0.29x（g+q）lo=0.29x19.2x4.7=26.2KNV2左=0.71x（g+q）lo=0.71x19.2x4.37=64.1KNV2右=0.71x（g+q）lo=0.71x19.2x4.7=64.1KNV3=0.29x（g+q）lo=0.29x19.2x4.7=26.2KN=2781mmV-0.7ftbho配φ6@150計(jì)算簡圖主梁跨內(nèi)加兩條次梁,次梁跨度為4.95m.板跨為3.6m按高比條件,要求板厚h>2400/40=60mm.按常規(guī)做法取h=100mm次梁 主梁 D3600 72003600 55 C 210055B 49503600 5 4 5556555 框架編號：KJ-5九、框架設(shè)計(jì)(內(nèi)力計(jì)算)為簡化計(jì)算將5軸主梁承受的荷載簡單化:①、主梁自重等效為集中荷載。②、將陽臺挑看梁作一個(gè)獨(dú)立體，傳來的荷等效為剪力和彎矩。1、線鋼度D5C518.9003.8741.3101.310360015.300D4C43.8741.310D3C3360011.7003.8741.3108.100D2C236001.3103.874D1C136004.5003.874400x50015500DC-1.00072002100線鋼度注：.先對上圖二層以上的各柱線鋼度乘以0.9；內(nèi)力計(jì)算（用分層法計(jì)算層面荷載）。 3600 3600 18001350p’ p’ 49503600 框架編號：KJ-5屋面恒載次梁傳來集中荷載6.21x[(4.95+1.35)x1.8x+3.6x1.8]/2x1.2=66.4KN主梁自重均荷載4.2x1.2=5KN/m板傳來的均荷載5/8x6.21x3.6x1.8x1.2=30.2KN/mg1=66.4KNg2=5+30.2+15.2=35.2KN/m挑梁的集中力[6.21x(4.95+3.6)/2x2.1/2+5.24x(4.95+3.6)/2x1+1.7x(4.95+3.6)/2+1.7x2.1]x1.2=73.3KN挑梁產(chǎn)生的彎矩73.3x2.1=154KN。m用分層法作屋面恒載作用下的內(nèi)力圖。rD5C5=3.874/(3.874+1.31x0.9)=0.767rD5D4=(1.31x0.9)/(3.874+1.31x0.9)=0.23366.435.273．3KND5D4C4集中力作用下產(chǎn)的彎矩MD5C5=-Pab2/l2=-66.4x3.6x3.62/7.22=-59.8KNMC5D5=Pa2b/l2=59.8KNM中=2Pa2b2/l3=2x66.4x3.62x3.62/7.23=59.8KNPab/l=66.4x3.6x3.6/7.2=119.5KN集中力作用下產(chǎn)的剪力VD5C5=P/2=33.2KNVC5D5=-P/23=-33.2KN均荷載作用下產(chǎn)的彎矩MD5C5=-ql2/12=-g2l2/12=-35.2x7.22MC5D5=ql2/12=g2l2/12=35.2x7.22/12=152.1KN.mM中=g2l2/8-均荷載作用下產(chǎn)的剪力VD5C5=Pl/2=35.2x7.2/2=126.7VC5D5=-Pl/2=-35.2x7.2/2=-126.733.259.859.8C5154D5C5D533.259.8集中力剪力圖集中力彎矩圖126.7152.1152.1C5D5C5D5126.776均荷載彎矩圖均荷載剪力圖159.933.2211.9211.9C5154D5D5C533.2135.8159.9疊加后剪力圖疊加后彎矩圖D50.7670.767C50.233-211.9211.90.233-15459.11/2118.135.935.6117.21/258.6-104.11/2-207.5-63.024.379.91/31/3D4C彎矩分配圖59.8181.1D5C559.927.1D420C49彎矩圖梁端剪力圖Vmax=214.6+(202.3-83.2)/7.2=264.1KN或Vmin=214.6-(221.5-104.4)/7.2=231.5KN198.116.7D5C549.7231.1198.1231.1D4C4梁剪刀\柱軸力圖3、三~五層樓面恒載作用下的內(nèi)力計(jì)算（用分層法計(jì)算）。 3600 3600 18001350p’ p’ 49503600 框架編號：KJ-5①樓面恒載次梁傳來集中荷載3.63x[(4.95+1.35)x1.8x+3.6x1.8]/2x1.2=38.8KN主梁自重均荷載4.2x1.2=5KN/m板傳來的均荷載5/8x3.63x3.6x1.8x1.2=17.6KN/m隔墻傳來均荷載5.24x（3.6-0.7）x1.2=15.2KN/mg1=38.8KNg2=5+17.6+15.2=37.8KN/m挑梁的集中力[3.63x(4.95+3.6)/2x2.1/2+5.24x(4.95+3.6)/2x1+1.7x(4.95+3.6)/2+1.7x2.1]x1.2=59.4KN挑梁產(chǎn)生的彎矩59.4x2.1=124.7KN.m②用分層法作屋面恒載作用下的內(nèi)力圖。rD4C4=3.874/(3.874+1.31x0.9x2)=0.622rC4C3=(1.31x0.9)/(3.874+1.31x0.9x2)=0.189rC4C5=0.189D5C538.837.8C459.4KND4B4D3C3集中力作用下產(chǎn)的彎矩MD4C4=-Pab2/l2=-38.8x3.6x3.62/7.22=-34.9KNMC4D4=Pa2b/l2=34.9KNM中=2Pa2b2/l3=2x38.8x3.62x3.62/7.23=34.9KNPab/l=38.8x3.6x3.6/7.2=69.9KN集中力作用下產(chǎn)的剪力VD4C4=P/2=19.4KNVC4D4=-P/2=-19.4KN均荷載作用下產(chǎn)的彎矩MD4C4=-ql2/12=-g2l2/12=-37.8x7.22MC4D4=ql2/12=g2l2/12=37.8x7.22M中=g2l2均荷載作用下產(chǎn)的剪力VD4C4=Pl/2=37.8x7.2/2=136.1KNVC4D4=-Pl/2=-37.8x7.2/2=-136.1KN19.434.934.9C4124.7D4C4D419.434.9集中力剪力圖集中力彎矩圖136.1163.3163.3C4D4C4D4136.181.6均荷載彎矩圖均荷載剪力圖155.519.4198.2198.2C4124.7D4D4C419.4116.5155.5疊加后剪力圖疊加后彎矩圖D5C51/31/314.6-46.830.123.60.1890.189D40.6220.622C40.189-198.2198.20.189-124.738.71/277.623.630.199.21/249.6-77.11/2-154.1-46.814.6481/31/3D3C3彎矩分配圖14.9D5C57.789.4171.2D4C444.744.723.223.2D314.9C37.7彎矩圖梁端剪力圖Vmax=155.5+(171.2-89.4)/7.2=186.3KN或Vmin=155.5-(171.2-89.4)/7.2=163.5KND5C5144.18D4C430.8166.9144.1166.9D3C3梁剪刀\柱軸力圖3、二層樓面恒載作用下的內(nèi)力計(jì)算（用分層法計(jì)算） 3600 3600 18001350p’ p’ 49503600 框架編號：KJ-5①樓面恒載次梁傳來集中荷載3.63x[(4.95+1.35)x1.8x+3.6x1.8]/2x1.2=38.8KN主梁自重均荷載4.2x1.2=5KN/m板傳來的均荷載5/8x3.63x3.6x1.8x1.2=17.6KN/m隔墻傳來均荷載5.24x（3.6-0.7）x1.2=15.2KN/mg1=38.8KNg2=5+17.6+15.2=37.8KN/m挑梁的集中力[3.63x(4.95+3.6)/2x2.1/2+5.24x(4.95+3.6)/2x1+1.7x(4.95+3.6)/2+1.7x2.1]x1.2=59.4KN挑梁產(chǎn)生的彎矩59.4x2.1=124.7KN.m②用分層法作屋面恒載作用下的內(nèi)力圖。rD1C1=3.874/(3.874+1.31x0.9+1)=0.640rD1D2=(1.31x0.9)/(3.874+1.31x0.9+1)=0.195rD1C=1/(3.874+1.31x0.9+1)=0.165D2C238.837.8C159.4KND1B1DC集中力作用下產(chǎn)的彎矩MD1C1=-Pab2/l2=-38.8x3.6x3.62/7.22=-34.9KNMC1D1=Pa2b/l2=34.9KNM中=2Pa2b2/l3=2x77.6x3.62x3.62/7.23=34.9KNPab/l=77.6x3.6x3.6/7.2=69.9KN集中力作用下產(chǎn)的剪力VD1C1=P/2=19.4KNVC1D1=-P/2=-19.4KN均荷載作用下產(chǎn)的彎矩MD1C1=-ql2/12=-g2l2/12=-37.8x7.22MC1D1=ql2/12=g2l2/12=37.8x7.22M中=g2l2/8-163.3=81.6KN.m均荷載作用下產(chǎn)的剪力VD1C1=Pl/2=37.8x7.2/2=136.1KNVC1D1=-Pl/2=-37.8x7.2/2=-136.1KN19.434.934.9C1124.7D1C1D1319.434.9集中力剪力圖集中力彎矩圖136.1163.3163.3C1D1C1D1136.181.6均荷載彎矩圖均荷載剪力圖155.519.4198.2198.2C1124.7D1D1C119.4116.51155.5疊加后剪力圖疊加后彎矩圖D2C21/31/315.5-48.530.924.30.1950.195D10.6400.640C10.165-198.2198.20.165-124.739.91/279.820.626.1101.31/250.7-79.61/2-159.3-41.113.1511/21/2DC彎矩分配圖15.5D25C28.185.6169.4D1C139.246.424.220.5D19.6C10.3彎矩圖梁端剪力圖Vmax=155.5+(169.4-85.6)/7.2=186.3KN或Vmin=155.5-(169.4-85.6)/7.2=163.5KND2C2143.97.8D1C131167.1143.9167.1DC梁剪刀\柱軸力圖5、活載下內(nèi)力計(jì)算(6層上人) 3600 3600 18001350p’ p’ 49503600 框架編號：KJ-5①屋面活載次梁傳來集中荷載2x[(4.95+1.35)x1.8+3.6x1.8]/2x1.3=23.2KN板傳來的均荷載5/8x2x3.6x1.8x1.3=10.5KN/mq1=23.2KNq2=10.5KN/m挑梁的集中力[2.5x(4.95+3.6)/2x2.1/2]x1.3=14.6KN挑梁產(chǎn)生的彎矩14.6x2.1=30.7KN。m②用分層法作屋面恒載作用下的內(nèi)力圖。rD5C5=3.874/(3.874+1.31x0.9)=0.767rD5D4=(1.31x0.9)/(3.874+1.31x0.9)=0.23323.210.514.6KND5C5B5D4C集中力作用下產(chǎn)的彎矩MD5C5=-Pab2/l2=-23.2x3.6x3.62/7.22=-20.9KNMC5D5=Pa2b/l2=20.9KNM中=2Pa2b2/l3=2x23.2x3.62x3.62/7.23=20.9KNPab/l=23.2x3.6x3.6/7.2=41.8KN集中力作用下產(chǎn)的剪力VD5C5=P/2=11.6KNVC5D5=-P/23=-11.6KN均荷載作用下產(chǎn)的彎矩MD5C5=-ql2/12=-g2l2/12=-10.5x7.22MC5D5=ql2/12=g2l2/12=10.5x7.22M中=g2l2均荷載作用下產(chǎn)的剪力VD5C5=Pl/2=10.5x7.2/2=37.8KNVC5D5=-Pl/2=-10.5x7.2/2=-37.8KN611.620.920.9C530.7D5C5D511.620.9集中力剪力圖集中力彎矩圖37.845.445.4C5D5C5D537.822.6均荷載彎矩圖均荷載剪力圖49.411.666.366.3C530.7D5D5C511.643.549.4疊加后剪力圖疊加后彎矩圖D50.7670.767C50.233-66.366.30.233–30.711.81/223.57.212.741.81/220.9-33.41/2-66.9-20.37.825.71/31/3D4C4彎矩分配圖20.543.8D5C520.513.1D46.8C彎矩圖梁端剪力圖Vmax=49.4+(43.8-20.5)/7.2=264.1KN或Vmin=49.4-(43.8-20.5)/7.2=231.5KN46.28.4D5C514.852.646.252.6D4C4梁剪刀\柱軸力圖3、三~五層樓面活載作用下的內(nèi)力計(jì)算（用分層法計(jì)算）。 3600 3600 18001350p’ p’ 49503600 框架編號：KJ-5①樓面恒載次梁傳來集中荷載2x[(4.95+1.35)x1.8+3.6x1.8]/2x1.3=23.2KN板傳來的均荷載5/8x2x3.6x1.8x1.3=10.5KN/mq1=23.2KNq2=10.5KN/m挑梁的集中力[2.5x(4.95+3.6)/2x2.1/2]x1.3=14.6KN挑梁產(chǎn)生的彎矩14.6x2.1=30.7KN。m②用分層法作屋面恒載作用下的內(nèi)力圖。rD4C4=3.874/(3.874+1.31x0.9x2)=0.622rC4C3=(1.31x0.9)/(3.874+1.31x0.9x2)=0.189rC4C5=0.189D5C523.210.5C414.6KND4B4D3C3集中力作用下產(chǎn)的彎矩MD4C4=-Pab2/l2=-23.2x3.6x3.62/7.22=-20.9KNMC4D4=Pa2b/l2=20.9KNM中=2Pa2b2/l3=2x23.2x3.62x3.62/7.23=20.9KNPab/l=23.2x3.6x3.6/7.2=41.8KN集中力作用下產(chǎn)的剪力VD4C4=P/2=11.6KNVC4D4=-P/23=-11.6KN均荷載作用下產(chǎn)的彎矩MD4C4=-ql2/12=-g2l2/12=-10.5x7.22MC4D4=ql2/12=g2l2/12=10.5x7.22M中=g2l2均荷載作用下產(chǎn)的剪力VD4C4=Pl/2=10.5x7.2/2=37.8KNVC4D4=-Pl/2=-10.5x7.2/2=-37.8KN11.620.920.9C430.7D4C4D411.620.9集中力剪力圖集中力彎矩圖37.845.445.4C4D4C4D437.822.6均荷載彎矩圖均荷載剪力圖49.411.666.366.3C4124.7D4D4C411.643.549.4疊加后剪力圖疊加后彎矩圖D5C51/31/34.9-15.910.75.80.1890.189D40.6220.622C40.189-66.366.30.189-30.79.51/219.15.810.735.31/217.6-261/2-52.2-15.94.916.21/31/3D3C3彎矩分配圖5.2D5C53.431.350.8D4C415.615.610.110.1D35.2C33.4彎矩圖梁端剪力圖Vmax=49.4+(50.8-31.3)/7.2=186.3KN或Vmin=49.4-(50.8-31.3)/7.2=163.5KND5C546.78.9D4C414.352.146.752.1D3C梁剪刀\柱軸力圖4、二層樓面活載作用下的內(nèi)力計(jì)算（用分層法計(jì)算）。 3600 3600 18001350p’ p’ 49503600 框架編號：KJ-5①樓面恒載次梁傳來集中荷載2x[(4.95+1.35)x1.8+3.6x1.8]/2x1.3=23.2KN板傳來的均荷載5/8x2x3.6x1.8x1.3=10.5KN/mq1=23.2KNq2=10.5KN/m挑梁的集中力[2.5x(4.95+3.6)/2x2.1/2]x1.3=14.6KN挑梁產(chǎn)生的彎矩14.6x2.1=30.7KN。m②用分層法作屋面恒載作用下的內(nèi)力圖。rD1C1=3.874/(3.874+1.31x0.9+1)=0..640rD1D2=(1.31x0.9)/(3.874+1.31x0.9+1)=0.195