《混凝土結(jié)構(gòu)設(shè)計(jì)》課程設(shè)計(jì)

《混凝土結(jié)構(gòu)設(shè)計(jì)》課程設(shè)計(jì)現(xiàn)澆整體式鋼筋混凝土單向板肋形樓蓋指導(dǎo)教師學(xué)生：_學(xué)號(hào)：班級(jí)：一、設(shè)計(jì)題目：現(xiàn)澆整體式鋼筋混凝土單向板肋形樓蓋某輕工業(yè)廠房，二樓包裝車間樓面結(jié)構(gòu)擬采用現(xiàn)澆整體式鋼筋混凝土單向板肋形樓蓋，要求按所設(shè)定的結(jié)構(gòu)支承條件、尺寸關(guān)系、材料與荷載作用等情況，進(jìn)行樓蓋結(jié)構(gòu)的板、次梁、主梁的力計(jì)算與配筋設(shè)計(jì)，并繪制施工圖。二、設(shè)計(jì)條件1.結(jié)構(gòu)形式：樓蓋的縱向?yàn)?個(gè)柱距，主梁橫向?yàn)?跨，支承形式是周邊為240厚的承重砌體墻，在擱置主梁處墻體設(shè)壁柱承重，中間支座為鋼筋混凝土柱(300mmX300mm)。闕叫 卿一 卡訥 —K(D? @ ?圖一梁板結(jié)構(gòu)平面布置2.材料：混凝土采用C25(f=11.9N/mm2，f=1.27N/mm2，f=16.7N/mm2，ctckEc=2.80X104N/mm2)鋼筋采用HPB235(fy=210N/mm2,Es=2.1X105N/mm2)或HRB335(fy=300N/mm2,Es=2.0X105N/mm2)3.荷載：恒載樓面構(gòu)造層做法：采用20mm厚水泥砂漿找平,面層用10mm耐磨砂漿壓關(guān)抹平；板底梁側(cè)與頂棚均采用20厚混合砂漿抹面(參考標(biāo)準(zhǔn)容重可分別取20kN/m3,22kN/m3,18kN/m3)?；钶d標(biāo)準(zhǔn)值為7.0kN/m2。恒載分項(xiàng)系數(shù)為1.2,活載分項(xiàng)系數(shù)為1.3。三、板的計(jì)算板按考慮塑性力重分布方法計(jì)算。板的l2=6000mm=2.73p3，宜按雙向l2200mm1板設(shè)計(jì)，按沿短邊方向受力的單向板計(jì)算時(shí)，應(yīng)沿長(zhǎng)邊方向布置足夠數(shù)量的構(gòu)造鋼筋。本設(shè)計(jì)按單向板設(shè)計(jì)。l2200mm板的厚度按構(gòu)造要求取h=80>丄=2200mm=55mm。次梁截面高度取40 40l6000mmh=450mm>^= =400mm，截面寬度b=200mm。板尺寸及支承情況如圖下：1201980200022002200圖二板的尺寸1201980200022002200圖二板的尺寸7777TT777T7777777^Z7777777j7Z77777777777777777777g-^q=12u8kN/m'jr、rir、f 、f、r、m、r"Ij?]■■■uluL、L%I\L2020圖三計(jì)算簡(jiǎn)圖1）荷載恒荷載標(biāo)準(zhǔn)值0.02mX20kN/m0.02mX20kN/m3=0.4kN/m?0.08mX25kN/m3=2.0kN/m0.01mX22kN/m3=0.22kN/m0.02mX18kN/m3=0.36kN/m80mm鋼筋混凝土板10mm耐磨砂漿線恒載設(shè)計(jì)值kg=1.2X2.98kN/m=3.58kN/m線活載設(shè)計(jì)值q=1.3X7.00kN/m=9.10kN/m20mm厚混合砂漿g=2.98kN/m2g+q=3.58kN/m+9.10kN/m=12.68kN/m即每米板寬 12.68kN/m2)力計(jì)算板計(jì)算跨度為：h 0.2m0.08m邊理吁 l+=2.2m—0.12m— + =2.02mTOC\o"1-5"\h\zn 2 2 2a 0.2m 0.12ml+=2.2m一0.12m一 + =2.04m>2.02mn 2 2 2取l0=2.02m中間跨 l0=2.2m-0.20m=2.0m跨度差 (2.02m-2.0m)/2.0m=0.01<10%因此可以采用等跨連續(xù)梁板計(jì)算力（為簡(jiǎn)化計(jì)算，統(tǒng)一取l0=2.02m）。取1m寬板帶作為計(jì)算單元，計(jì)算簡(jiǎn)圖如上所示，連續(xù)板各截面的彎矩計(jì)算見(jiàn)下表表1連續(xù)板各截面彎矩計(jì)算

截 面邊跨跨離端第二支座離端第二跨跨中間跨跨中間支座彎矩計(jì)算系數(shù)1111am11-11話M=a(g+q)l2m 04.7-4.73.2-3.7/(kN.m)3）截面承載力計(jì)算b=1000mm,h=80mm,h0=（80-20）=60mm, =1.0，連續(xù)板各截面的配筋計(jì)算見(jiàn)下表：表2連續(xù)板各截面配筋計(jì)算邊區(qū)板帶（①?②，⑤~⑥軸線間）中間區(qū)板帶（②~⑤軸線間）板帶部位截面邊跨跨離端第二支座中間跨跨中間支座邊跨跨離端第二支座中間跨跨中間支座M/(KN?m)4.7-4.73.2-3.74.7-4.72.562.96Ma=safbh21c 00.110.110.0.0860.110.110.060.069E=1—J1—2as0.1170.1170.0780.090.1170.1170.0620.072A=EbhafS 0 1c/fy/(mm2)398398266306398398211245選配鋼筋?10180?10180?8180?8160?10180?10180?8180?8180實(shí)配鋼筋/mm2436436279314436436279279

四、次梁計(jì)算次梁按考慮塑性力重分布方法計(jì)算.主梁的高度按12?呼?550訕,故取h=650mm，梁寬b=250mm。次梁有關(guān)尺寸及支撐情況如下圖所示1)荷載恒載設(shè)計(jì)值由板傳來(lái) 3.58kN/m'X2.2m=7.88kN/m次梁自重 1.2X25kN/m3X0.2mX(0.45m-0.08m)=2.22kN/m梁側(cè)抹灰 1.2X18kN/m3X0.02mX(0.45m-0.08m)X2=0.32kN/mg=10.42kN/m活荷載設(shè)計(jì)值由板傳來(lái)合計(jì)q=9.10kN/^X2.2m=20.02kN/m由板傳來(lái)合計(jì)g+q=30.44kN/m2)力計(jì)算計(jì)算跨度：邊跨 ln=6.0m－0.12m－0.25/2=5.755ma 0.24ml+=5.755m+ =5.875mn2 21.025/=1.025x5.755m=5.899m>5.875mn取 l0=5.875m中間跨l=l=6.0m－0.25m=5.75m0n跨度差 (5.875m－5.75m)/5.75m=2.2%<10%說(shuō)明可以按等跨連續(xù)梁計(jì)算力。計(jì)算簡(jiǎn)圖如下圖圖4次梁尺寸說(shuō)明可以按等跨連續(xù)梁計(jì)算力。計(jì)算簡(jiǎn)圖如下圖圖4次梁尺寸7?77iTTJTi22g+q=30A4kN/rfiTTTTTTTTTT58755750575057857?77iTTJTi22g+q=30A4kN/rfiTTTTTTTTTT5875575057505785"ir"inr\ririM打L-i-J-■!.■圖5計(jì)算簡(jiǎn)圖連續(xù)次梁的彎矩及剪力計(jì)算分別見(jiàn)表3和表4：表3連續(xù)次梁彎矩計(jì)算截面邊跨跨離端第二支座離端第二跨跨中間支座彎矩計(jì)算系數(shù)1111am1116M=a(g+q)l2m 0/(kN.m)95.51-95.5162.90-71.89表4連續(xù)次梁剪力計(jì)算截面邊跨跨離端第二支座離端第二跨跨中間支座剪力計(jì)算系數(shù)aV0.450.60.550.55V=a(g+q)lv n/kN78.83105.1196.2796.27截面承載力計(jì)算次梁跨截面按T形截面計(jì)算，翼緣計(jì)算寬度為邊跨b=l=x5875mm=1960mm<b+s=200mm+2000mm=2200mmf3030離端第二跨、中間跨 b；=1x5750mm=1920mm梁高 h=450mm，h0=450mm－35mm=415mm翼緣厚 h；=80mm判別T形截面類型：按第一類T形截面試算。跨截面g=0.021ph/h=80mm/415mm=0.193，故各跨截面均屬于第一類foT形截面。支座截面按矩形截面計(jì)算，第一支座按布置兩排縱筋考慮，取h0=45Omm-6Omm=39Omm，其他中間支座按布置一排縱筋考慮，取h0=415mm。表5連續(xù)次梁正截面承載力計(jì)算截面邊跨跨離端第二支座離端第二跨跨中間支座M95.51-95.5162.90-71.89a二M/afb'h2/s 1 c f 0 \匕=M/afbh2丿s 1 c f 00.0.2640.0160.g=1_%/1—2a0.0.3130.0160.224A=gafb；h/f(s1cf0y\\A=gafbh/f丿s 1c 0 y/(mm2)774.4968.4505.7693.1選配鋼筋3蟲(chóng)203生18+1生202蟲(chóng)16+1蟲(chóng)184@16實(shí)配鋼筋面積/mm29421077.26038044)斜截面強(qiáng)度計(jì)算

表6連續(xù)次梁斜截面承載力計(jì)算截 面端支座側(cè)離端第二支座外側(cè)離端第二支座側(cè)中間支座外側(cè)、側(cè)V/kN78.83105.1196.2796.270.250fbh/kNcc 0246.9>V232.0>V232.0V246.9>V0.7fbh/kNt 073.8W69.3<V69.3W73.8<V選用箍筋2?82?82?82?8A=nA/mm2sv sv11011011011011.25fAhS= ———sv―0-V-0.7fbht0/mm按構(gòu)造配筋351.3384.0489.4實(shí)配箍筋間距s/mm200200200200五、主梁計(jì)算主梁按彈性理論計(jì)算。由已知條件得，柱截面尺寸為300mmX300mm.主梁的有關(guān)尺寸及支承情況如圖示。1)荷載計(jì)算恒載設(shè)計(jì)值由次梁傳來(lái)10.42KN/mX6.0m=62.52kN主梁自重1.2X25KN/m3X0.25mX(0.65m-0.08m)X2.2m=9.41kN

梁側(cè)抹灰1.2X18KN/m3X0.02mX(0.65m-0.08m)X2X2.2m=1.08kNG=73.01kN活載設(shè)計(jì)值主梁的尺寸圖6主梁的尺寸圖6iQiQ

kbiQiQ

kbf；=12：：!2kNG=7301kNftf/j\ff?220C7777Z7TO7777777777T200 ?2i?3220;ftf/j\ff?220C7777Z7TO7777777777T200 ?2i?3220;L220：)22002206220066^0660060006aD66^0660060006aD由次梁傳來(lái)Q=20.02KN/mX6.0m=120.12kN合計(jì)G+Q=193.13kN圖7計(jì)算簡(jiǎn)圖2)力計(jì)算計(jì)算跨度邊跨l=6.60m—0.12m— =6.33mn2b 0.3ml=1.0251+-1.025x6.33m+' -6.64mon22ab 0.36m0.3mpl++—-6.33m+ + -6.66mn22 2 2中間跨l=6.60m－0.30m=6.30mn取l=l+b=6.30m+0.30=6.60m0n跨度差(6.64m 6.6m)/6.6m_0.61%<10%,則可按等跨連續(xù)梁計(jì)算。由于主梁線剛度較柱的線剛度大得多，故主梁可視為鉸支柱頂上的連續(xù)梁，計(jì)算簡(jiǎn)圖如上所示。在各種不同分布分布的荷載下作用下的力計(jì)算可采用等跨連續(xù)梁的

力系數(shù)表進(jìn)行，跨和支座截面最大彎矩及剪力按下式計(jì)算，則M=KGl0+KQl0V=KG+KQ式中系數(shù)K查表可得，具體計(jì)算結(jié)果以及最不利荷載組合見(jiàn)表7,表8。將以上最不利荷載組合下的彎矩及剪力圖分別疊畫(huà)在同一坐標(biāo)圖下，即可得主梁的彎矩彎矩包絡(luò)圖及剪力包絡(luò)圖，如圖4示。表7主梁彎矩計(jì)算序號(hào)計(jì)算簡(jiǎn)圖邊跨跨第二支座中間跨中間支座KMiKMBKM2KMc①GGGGCGC1GI0.238—0.2860.111—0.1921iin115.37—137.8153.49—92.52亠 JC 4 4QQ QII IIQII0.286—0.143——0.095228.11—113.37—62.90—75.32基 4 A0QQ QC10.226—0.3210.194—0.0481180.26—254.49153.80—38.054C!QQ3——0.0950.175—0.286,-25.11—75.32138.74—226.744 壬 壬 4◎Q10.274—0.178—0.048218.54—141.12—59.7238.054 -U-uc——0.131——0.1431—34.62—103.86—72.41—113.37cUX- EfaE -Mfa-

最不利荷載組合①+?343.48-251.18116.39-167.84①+（3>295.63-392.3207.29-130.57①+（4）140.48-213.13192.23-319.26①+◎333.91-278.93-6.23-54.47①+◎80.75-241.67125.9-205.89最大值343.48-392.3207.29-319.26表8主梁剪力計(jì)算序號(hào)端支座第二支座中間支座計(jì)算簡(jiǎn)圖KKKKKVAinVBexVBinVCexVCin①GGGGGGCG0.714—1.2861.095—0.9050.90511152.13—93.8979.95—66.0766.07-iE"42QQQ0.857—1.1430.0480.0480.952111102.94—137.305.775.77114.35①Q(mào)QQQQQ0.679—0.726—0.107—0.726-0.1071H181.56—87.21—12.85—87.21—12.854①GscQQ-0.095—1.191.19—1.191.191—11.41—142.94142.94—142.94142.944Jfa-①Q(mào)Q0.8220.226—0.060.226—0.0698.7427.15—7.2127.15—7.24■AU4h①uL-0.131—1.0130.178—1.0130.178J—15.74—121.6821.38—121.6821.38KE

最不利荷載組合①+0)155.1-231.285.7-71.84180.4①+③.7-181.192.8-153.378.92①+④63.5-236.8222.9-209.0209.0①+◎150.9-66.7472.7-38.958.9①+◎36.39-215.6101.3-187.887.5最大值155.1-236.8222.9-209.0209.0-31S.SG①7②2Q7劃-92.85?+?切5E-20P.Q①7②2Q7劃-92.85?+?切5E-20P.Q圖8主梁的彎矩包絡(luò)圖及剪力包絡(luò)圖主梁跨截面按T形截面計(jì)算，其翼緣計(jì)算寬度為：=6000mm=—l=x6600mm=2200mm<b+=6000mm3030并取h0=650mm-35mm=615mm。

判別T形截面類型g=0.060<h/h=80mm/615mm=0.130，故各跨截面f0均屬于第一類T形截面。支座截面按矩形截面計(jì)算，取h°=650mm-80mm=570mm（因支座彎矩較大考慮布置兩排縱筋，并布置在次梁主筋下面）?？缃孛嬖谪?fù)彎矩作用下按矩形截面計(jì)算，取h0=650mm-60mm=590mm。表9主梁正截面承載力計(jì)算截面邊跨跨第二支座中間跨中間支座M/(kN.m)343.48-392.3207.29-319.26bV—/(kN.m)0228.9728.97—M-V-/(kN.m)02363.3290.3a=M/af—h2/s 1cf0、a=M/af—h2、s 1c010.0.3760.0.300g=1—J1—2a0.0360.5020.0.368A=gaf—hIf、(s 1cf0y、=gaf—h/f、s 1c 0 y1932.12703.61127.02080.1選配鋼筋2?22+2?252?22+4?252?22+2?252?22+4?25實(shí)配鋼筋面積/mm21960272019602720表9主梁斜截面承載力計(jì)算

截 面端支座側(cè)離端第二支座外側(cè)離端第二支座側(cè)中間支座外側(cè)、側(cè)V/kN155.1-236.8222.9209.00.250fbh/kNcc 0457.41>V423.94>V423.94>V423.94>V0.7fbh/kNt0136.68<V.68<V.68<V.68<V箍筋肢數(shù)、直徑2?82?82?82?8A=nA/mm2sv sv11011011011011.25fAhs二 yv―/mmV-0.7fbh。885.4實(shí)配箍筋間距s/mm2002002002001.25fAV=0.7fbh+ yv_蟲(chóng)cs t 0 s/KNh0137137137V—VA= cs—/mmsb 0.8fsinay588.1506.2424.3選配彎筋1蟲(chóng)281蟲(chóng)281蟲(chóng)28實(shí)配彎筋面積/mm2615.8615.8615.84)主梁吊筋計(jì)算由次梁傳至主梁的全部集中力為:G+Q=62.52+120.12=182.64kNG+Q 182.64x103N “八，則 A= = =430.6mm2s2fsina2x300N/mm2x0.707y選2?18(A=509mm2)s六、裂縫寬度驗(yàn)算

1）板的裂縫寬度驗(yàn)算截面1B2C3M=a(g+q)l2k m k ko(kN.m)6.306.174.254.854.25As(mm2)436436279314279M …、b= k——(Mpa)sk 0.87Ahs0276.8271.1291.8295.9291.8APte二:Tte0.0110.01