雙向板肋梁樓蓋設(shè)計(jì)計(jì)算書(shū)論文

隴東學(xué)院23-雙向板肋梁樓蓋設(shè)計(jì)計(jì)算書(shū)本梁板結(jié)構(gòu)系統(tǒng)布置的優(yōu)缺點(diǎn)評(píng)述在肋形樓蓋結(jié)構(gòu)中，結(jié)構(gòu)布置包括柱網(wǎng)、承重墻、梁格和板的布置，需注意的問(wèn)題如下：承重墻、柱網(wǎng)和梁格布置應(yīng)滿足建筑使用要求柱網(wǎng)尺寸宜盡可能大，內(nèi)柱在滿足結(jié)構(gòu)要求的情況下盡可能少設(shè)。結(jié)構(gòu)布置要合理、經(jīng)濟(jì)由于墻柱間距和柱網(wǎng)尺寸決定著主梁和次梁的寬度，因此，它們的間距不宜過(guò)大，根據(jù)設(shè)計(jì)經(jīng)驗(yàn)，主梁的寬度一般為5m~8m，次梁為4m~6m。梁格布置力求規(guī)整，梁盡可能連續(xù)貫通，板厚和梁的截面尺寸盡可能統(tǒng)一。在較大孔洞的四周、非輕質(zhì)隔墻下和較重的設(shè)備下應(yīng)設(shè)置梁，以避免樓板直接承受集中荷載。由于板的混凝土用量占整個(gè)樓蓋的50%~70%，因此，應(yīng)使板厚盡可能接近構(gòu)造要求的最小板厚。根據(jù)設(shè)計(jì)經(jīng)驗(yàn)及經(jīng)濟(jì)效果，雙向板的跨度（短向跨度）為5m左右。為增強(qiáng)橫向剛度，主梁一般沿房屋橫向布置，并與柱構(gòu)成平面內(nèi)框架，這樣可使整個(gè)結(jié)構(gòu)具有較大的側(cè)向剛度。內(nèi)框架與縱向的次梁形成空間結(jié)構(gòu)，因此房屋整體剛度較好。當(dāng)橫向柱距大于縱向柱距較多時(shí)，也可沿縱向布置主梁。因?yàn)橹髁撼惺艿暮奢d較大，減少其跨度既可減少內(nèi)力，又可增加房屋凈高。單向板和雙向板肋形結(jié)構(gòu)的區(qū)別若板的兩個(gè)方向跨度比l2/l1≤2時(shí)，按雙向板肋形結(jié)構(gòu)設(shè)計(jì)；若l2/l1＞2，則按單向板肋形結(jié)構(gòu)設(shè)計(jì)。板厚及梁系截面尺寸的確定板的厚度有相關(guān)設(shè)計(jì)資料可以得出，本設(shè)計(jì)是多跨連續(xù)板。板厚：h≥l0/50=112mm。h取h=120mm次梁的截面尺寸h=（1/18~1/12）l=（1/18~1/12）×5700，按建筑模數(shù)h=450mmB=（1/3~1/2）h=（1/3~1/2）×450，按建筑模數(shù)b=200mm主梁的截面尺寸h=（1/14~1/8）l=（1/14~1/8）×7200，按建筑模數(shù)h=720mmB=（1/3~1/2）h=（1/3~1/2）×720，按建筑模數(shù)b=300mm繪制平面布置及區(qū)格劃分、標(biāo)注圖（如圖1.圖2.）DBDAADDBB圖1.雙向板肋梁樓蓋結(jié)構(gòu)平面布置及區(qū)格板劃分圖DBDAADDBB圖1.雙向板肋梁樓蓋結(jié)構(gòu)平面布置及區(qū)格板劃分圖圖2.區(qū)格板標(biāo)注圖圖2.區(qū)格板標(biāo)注圖4.雙向板設(shè)計(jì)（1）板的荷載計(jì)算EQ\o\ac(○,1)活載取活載的分項(xiàng)系數(shù)為1.4，則q=1.4×4.0=5.6KN/m2EQ\o\ac(○,2)恒載取恒載的分項(xiàng)系數(shù)為1.2，則面層20mm厚水泥砂漿面層0.02×20=0.4KN/m2板80mm厚現(xiàn)澆板自重0.08×25=2.0KN/m2板底抹灰15mm厚板底抹灰0.015×17=0.255KN/m2小計(jì)4.386KN/m2所以：g+q=5.6+3.186=9.986KN/m2g+q/2=3.186+5.6/2=7.186KN/m2q/2=5.6/2=2.8KN/m2（2）板的計(jì)算跨度l0的計(jì)算內(nèi)跨：l0=lc，lc為軸線間距；邊跨：l0=ln+b，ln為板的凈跨，b為梁寬。（3）彎矩計(jì)算跨中最大正彎矩發(fā)生在活載為棋盤(pán)式布置時(shí)，它可以簡(jiǎn)化為，當(dāng)內(nèi)支座固支時(shí)g+q/2作用下的跨中彎矩與內(nèi)支座鉸支時(shí)±q作用下的跨中彎矩值兩者之和。支座負(fù)彎矩可以近似按活荷載滿布時(shí)求得，即為內(nèi)支座固定時(shí)g+q作用下的支座彎矩。在上述各種情況中，周邊梁對(duì)板的作用視為鉸支座，如圖3..所示。圖3.連續(xù)雙向板計(jì)算簡(jiǎn)圖+圖3.連續(xù)雙向板計(jì)算簡(jiǎn)圖+計(jì)算彎矩時(shí)考慮泊桑比的影響，取1/6或0.2，在計(jì)算中取0.2。A區(qū)格板：l01/l02=5.7/7.2=0.8查表，并按計(jì)算板的跨中正彎矩；板的支座負(fù)彎矩按g+q作用計(jì)算。m1=（0.0271+0.2×0.0144）×7.186×5.72+（0.0561+0.2×0.0334）×2.8×5.72=12.7KN·m/mm2=（0.0144+0.2×0.0271）×7.186×5.72+（0.0561+0.2×0.0334）×2.8×5.72=8.7KN·m/mm1'=m1"=-0.0664×9.986×5.72=-21.6KN·m/mm2'=m2"=-0.0559×9.986×5.72=-18.2KN·m/mB區(qū)格板：l01/l02=5.7/7.2=0.8m1=（0.0219+0.2×0.0290）×7.186×5.72+（0.0561+0.2×0.0334）×2.8×5.72=12.1KN·m/mm2=（0.0290+0.2×0.0219）×7.186×5.72+（0.0561+0.2×0.0334）×2.8×5.72=14.5KN·m/mm1'=m1"=-0.0707×9.986×5.72=-23.0KN·m/mm2'=m2"=-0.0570×9.986×5.72=-1805KN·m/mC區(qū)格板：l01/l02=5.7/7.2=0.8m1=（0.0310+0.2×0.0124）×7.186×5.72+（0.0561+0.2×0.0334）×2.8×5.72=14.5KN·m/mm2=（0.0124+0.2×0.0310）×7.186×5.72+（0.0561+0.2×0.0334）×2.8×5.72=10.0KN·m/mm1'=m1"=-0.0722×9.986×5.72=-23.4KN·m/mm2'=m2"=-0.0570×9.986×5.72=-18.5KN·m/mD區(qū)格板：m1=（0.0356+0.2×0.0204）×7.186×5.72+（0.0561+0.2×0.0334）×2.8×5.72=15.0KN·m/mm2=（0.0204+0.2×0.0356）×7.186×5.72+（0.0561+0.2×0.0334）×2.8×5.72=10.5KN·m/mm1'=m1"=-0.0883×9.986×5.72=-28.7KN·m/mm2'=m2"=-0.0748×9.986×5.72=-24.3KN·m/m（4）板的配筋截面有效高度：l01（短跨）方向跨中截面的h01=120-20=100mm，l02（長(zhǎng)跨）方向跨中截面高度h02=120-30=90mm。支座處截面處均為100mm。計(jì)算配筋時(shí)，近似取內(nèi)力臂系數(shù)γs=0.95，As=m/（0.95h0fy）。截面配筋計(jì)算結(jié)果及實(shí)際配筋見(jiàn)表1.表1.截面配筋計(jì)算結(jié)果及實(shí)際配筋表截面h0

（mm）m

（KN·m/m）As

(mm2/m)配筋實(shí)配

As(mm2/m)跨

中A區(qū)格l01方向10010.2509.3φ12@150754.0l02方向907.0387.6φ12@150754.0B區(qū)格l01方向1009.7485.2φ12@150754.0l02方向9011.6646.1φ12@150754.0C區(qū)格l01方向10011.6581.5φ12@150754.0l02方向908.0445.6φ12@150754.0D區(qū)格l01方向10015.0751.9φ12@150754.0l02方向9010.5584.8φ12@150754.0支

座g-h(g'-h'、k-l、k'-l')10026.11305.8Φ14@1101399.0h-i(h'-i'、i'-g'、i-g、g-k、g'-k')10025.21260.7Φ14@1101399.0b-h（b'-h'、e'-k'、e-k）10023.71185.5Φ14@1101399.0a-g(a'-g'、f-l、f'-l')10000.0Φ14@1101399.0g-g'(l-l')10000.0Φ14@1101399.0c-i（c'-i'、d-j、d'-j'）100-18.5927.3Φ12@120942.0i-i'(j-j')100-18.2912.3Φ12@120942.0h-h'(k-k')100-18.4919.8Φ12@120942.0b-c(b'-c'、d-e、d'-e'、c-d、c'-d')10000.0Φ12@120942.0a-b（a'-b'、e-f、e'-f')10000.0Φ12@120942.0（5）板的配筋圖（圖4.）圖4.圖4.次梁設(shè)計(jì)計(jì)算跨度邊跨：l0=ln+（a+b）/2=（5.7-0.15-0.12）+（0.3+0.25)/2=5.705ml0=1.025ln+b/2=1.025×（5.7-0.15-0.12）+0.3/2=5.71575m取小值：l0=5.705m中跨：去支撐中心線的距離，l0=5.7m平均跨度：（5.705+5.7）/2=5.7025m跨度差：（5.705-5.7）/5.7=8.77%，可按等跨連續(xù)梁計(jì)算。（2）荷載計(jì)算恒載：板傳來(lái)的荷載4.386×5.7=25.0kN/m板傳來(lái)的等效均布荷載25.0×5/8=15.63kN/m次梁自重（0.45-0.12）×0.3×25=2.475kN/m次梁底及兩側(cè)粉刷自重（0.45-0.12+0.3）×17×0.015=0.2295kN/m小計(jì)15.86kN/mg=1.2×15.86=24.71kN/m活載：板傳來(lái)的活荷載5.6×5.7=31.92kN/m板傳來(lái)的等效均布活荷載31.92×5/8=19.95kN/mq=19.95×1.4=27.93kN/m內(nèi)力計(jì)算（計(jì)算簡(jiǎn)圖如圖5.）圖5.內(nèi)力計(jì)算簡(jiǎn)圖圖5.內(nèi)力計(jì)算簡(jiǎn)圖彎矩計(jì)算：M=k1glo2+k2g'lo2+k3q'lo2（k值可以查表得到）邊跨：glo2=（2.475+0.2295）×5.7052=88.02kN·mg'lo2=25.0×5.7052=813.68kN·mq'lo2=31.92×5.7052=1038.90kN·m中間跨：glo2=（2.475+0.2295）×5.72=87.87kN·mg'lo2=25.0×5.72=812.25kN·mq'lo2=31.92×5.72=181.94kN·m平均跨：（計(jì)算支座彎矩時(shí)取用）glo2=（2.475+0.2295）×5.70252=87.94kN·mg'lo2=25.0×5.70252=812.96kN·mq'lo2=31.92×5.70252=1038.00kN·m次梁彎矩計(jì)算如表2.表2.次梁彎矩計(jì)算項(xiàng)次荷載簡(jiǎn)圖KM1KMBKM2KMCKM3KMDKM4KMEKM51恒載0.078-0.1050.033-0.0790.046-0.0790.033-0.1050.0787.651-9.232.90-6.954.05-6.952.90-9.237.6512恒載0.053-0.0660.026-0.0490.0340.0490.026-0.0660.05343.09-53.6621.14-39.8427.64-39.8421.14-53.6643.093活載0.067-0.033-30.1-0.0250.059-0.025-30.1-0.0330.06769.55-34.25-25.9561.24-25.95-34.2569.554活載-28.5-0.0330.055-0.025-25.95-0.0250.055-0.033-28.5-57.09-34.25-25.95-25.95-34.2557.095活載0.040-0.0750.041-0.014-21.78-0.0280.053-0.0320.04050.86-77.8542.56-14.53-29.0655.01-33.2250.866活載-11.42-0.0220.039-0.0700.044-0.0130.044-0.0360.066-22.8440.48-72.6645.67-13.4940.48-37.3768.517活載0.063-0.042-16.100.0114.16-0.0031.04-0.0010.06365.39-43.6011.42-3.111.0465.398活載-16.09-0.0310.051-0.034-12.450.0090.051-0.002-1.04-32.1852.94-35.299.3452.94-2.089活載4.150.008-12.99-0.0330.050-0.033-12.990.0084.158.30-34.2551.9-34.258.30內(nèi)力組合1+2+3120.29-96.48-6.06-78.8092.93-78.80-6.06-96.48120.291+2+422.24-97.0858.29-72.745.74-72.7458.29-97.0822.241+2+5101.60-140.0866.60-61.329.91-61.3266.60-140.08101.601+2+639.32-85.0764.52-119.4577.36-119.4564.52-85.0739.321+2+7116.13-105.237.94-35.3735.85-35.377.94-105.23116.131+2+834.65-.94.4176.98-82.0819.24-82.08176.98-94.4134.651+2+954.89-70.5311.04-81.0483.59-81.0411.05-70.5354.89最不利內(nèi)力Mmin組合項(xiàng)次1+2+41+2+91+2+7(1+2+3)1+2+51+2+41+2+51+2+3(1+2+7)1+2+91+2+4Mmin組合值（kN·m）22.24-70.539.94-6.06-61.325.74-61.329.94-6.0670.5322.24最不利內(nèi)力Mmax組合項(xiàng)次1+2+31+2+51+2+81+2+61+2+71+2+61+2+81+2+51+2+3Mmax組合值（kN·m）120.29-140.0876.98-119.4592.93-119.4576.98-140.08120.29剪力計(jì)算：V=k1glo+k2g'lo+k3q'lo（k值可以查表得到）邊跨：glo=（2.475+0.2295）×5.705=15.43kNg'lo=25.0×5.705=142.63kNq'lo=31.92×5.705=182.10kN中間跨：glo=（2.475+0.2295）×5.7=15.42kNg'lo=25.0×5.7=142.50kNq'lo=31.92×5.7=181.95kN平均跨：（計(jì)算支座剪力時(shí)取用）glo=（2.475+0.2295）×5.7025=15.42kNg'lo=25.0×5.7025=142.56kNq'lo=31.92×5.7025=182.02kN次梁剪力計(jì)算如表3.表3.次梁剪力計(jì)算項(xiàng)次荷載簡(jiǎn)圖KVAKVBLKVBRKVCLKVCRKVDLKVDRKVELKVERKVF1恒載0.394-0.6060.526-0.4740.500-0.5000.474-0.526-0.606-0.3946.08-9.258.11-7.317.71-7.71-7.318.11-9.25-6.082恒載0.184-0.3160.266-0.2340.250-0.2500.234-0.2660.3160.18426.33-45.0537.92-33.3635.63-35.6333.36-37.9245.0526.233活載0.2170.2830.0080.0080.250-0.250-0.006-0.0080.2830.21739.5051.511.461.4645.51-45.51-1.09-1.4651.5139.504活載0.033-0.0330.258-0.242000.242-0.2580.0330.0336.01-6.0146.96-46.960044.05-46.966.016.015活載0.1750.3250.311-0.189-0.014-0.0140.246-0.2550.0320.03231.8559.1656.61-34.40-2.55-2.5544.78-46.425.825.826活載-0.022-0.0220.202-0.2980.307-0.198-0.028-0.0230.286-0.214-4.00-4.0036.77-54.2455.88-36.04-5.10-4.1952.06-38.957活載0.208-0.2920.0530.053-0.014-0.0140.0040.004-0.001-0.00137.86-53.159.659.65-2.55-2.550.730.73-0.18-0.188活載-0.031-0.0310.247-0.2530.0430.049-0.011-0.0110.0020.002-5.6444.9644.96-46.057.838.92-2.00-2.000.360.369活載0.0080.008-0.041-0.041-0.250-0.2500.0410.041-0.008-0.0081.461.46-7.46-7.4645.55-45.557.467.46-1.46-1.46內(nèi)力組合1+2+371.91-2.7947.49-39.4888.85-88.8539.8544.57105.817.091+2+438.41-60.3192.93-87.9543.34-43.3484.99-0.9360.31-26.401+2+564.264.86102.64-75.3440.79-45.8985.72-0.3960.12-26.591+2+628.41-58.3082.80-95.1899.22-79.3835.8441.81106.36-71.361+2+770.21-107.4555.68-31.2940.79-45.8941.6746.7654.12-32.591+2+829.77-99.2690.63-86.9951.17-42.4238.9444.0354.90-32.051+2+933.57-52.8438.57-48.4488.89-88.8948.4053.4952.84-33.87最不利內(nèi)力Mmin組合項(xiàng)次1+2+81+2+31+2+91+2+71+2+571+2+81+2+61+2+61+2+91+2+4Vmin組合值（kN）26.77-2.7938.59-31.2940.79-42.4235.8441.8135.84-26.40最不利內(nèi)力Vmax組合項(xiàng)次1+2+31+2+71+2+51+2+41+2+61+2+91+2+51+2+91+2+61+2+6Vmax組合值（kN）71.91-107.45102.64-78.9599.22-88.8985.7253.49106.36-71.36正截面承載力計(jì)算確定翼緣寬度（跨截面按T形截面計(jì)算）根據(jù)《混凝土設(shè)計(jì)規(guī)范》（GB50010-2002）第7.2.3條規(guī)定，翼緣寬度取較小值。邊跨：bf'=l0/3=5.705/3=1.9mbf'=b+Sn=0.2+(5.7-0.12-0.1)=5.68m去較小值bf'=1.9m中間跨：bf'=l0/3=1.9mbf'=b+Sn=0.2+（5.7-0.12-0.1）=5.68m去較小值：bf'=1.9m支座截面仍按矩形截面計(jì)算。判斷截面類型在主次梁交接處，由于板、主梁及次梁的負(fù)彎矩鋼筋相互交叉重疊，短跨方向（次梁）的鋼筋一般均在長(zhǎng)跨（主梁）鋼筋的下面，梁的有效高度減小。因此，進(jìn)行次梁支座截面承載力計(jì)算時(shí)，應(yīng)根據(jù)其鋼筋的實(shí)際位置來(lái)確定界面的有效高度h0。一般取值為：?jiǎn)闻配摻顣r(shí)，h0=h-（50~60mm）；雙排鋼筋時(shí)，h0=h-（70~80mm）。取h0=400mm（跨中），h0=380mm（支座）。選用混凝土C25。α1fcbf'hf'(h0-hf'/2)=1.0×11.9×1900×120×（400-120/2）=727.13kN·m＞120.29kN·m屬于第一類T形截面。正截面承載力計(jì)算按彈性理論計(jì)算連續(xù)梁內(nèi)力時(shí)，中間跨的計(jì)算長(zhǎng)度取為中心線間的距離，故所求的支座彎矩和支座剪力都是指支座中心線的。而實(shí)際上正截面受彎承載力和斜截面受剪承載力的控制截面在支座邊緣，所以計(jì)算配筋時(shí)，將其換算到截面邊緣。次梁正截面承載力計(jì)算見(jiàn)表4.受力鋼筋選用HRB335級(jí)，箍筋選用HPB235級(jí)。根據(jù)《混凝土設(shè)計(jì)規(guī)范》（GB50010-2002）第9.5.1條的規(guī)定，縱向受力鋼筋的最小配筋率為0.2%和0.45ft/fy中的較大值，即0.2%。表中的配筋滿足要求。配筋形式采用分離式。表4.次梁正截面承載力計(jì)算表截面邊跨中B支座C支座D支座中間跨中M（kN·m）120.29-140.08-119.45-119.4576.9892.93Vbz/2（kN）—-10.759.92-8.89——Mb=M-Vbz/2（kN·m）120.29-150.83-109.53-128.4476.9892.930.0330.0420.0300.0360.0210.0470.0340.0430.0300.0370.0210.0480.9850.9790.9850.9820.9890.9761023135110021178649793選用鋼筋3B223B253B223B253B183B20實(shí)際配筋面積/mm21140147311401473763941配筋率1.27%1.64%1.27%1.37%0.84%1.04%斜截面承載力計(jì)算次梁斜截面受剪承載力計(jì)算見(jiàn)表5.。根據(jù)《混凝土設(shè)計(jì)規(guī)范》（GB50010-2002）第10.2.10條的規(guī)定，該梁中箍筋最大間距為200mm。表5.次梁斜截面承載力計(jì)算表截面A支座Ｂ支座左Ｂ支座右C支座左C支座右D支座左Ｄ支座右E支座左E支座右F支座V（kN）71.91-107.45102.64-87.9599.22-88.8985.7253.49106.36-71.360.25βcfcbh0（kN）0.25×1×11.9×370×200=220.015>V截面滿足要求0.7ftbh0（ｋＮ）0.7×1.27××200×370=65.786<V按計(jì)算配筋箍筋直徑及肢數(shù)A6雙肢Asv（mm2）56.656.656.656.656.656.656.656.656.656.6904.0031.96150.2236.01165.5835.79277.72450.24136.4540.37實(shí)配間距200200200200200200200200200200配筋率ρsvρsv=2Asv/(bs)=2×56.6/(200×200）=0.28%ρsvmin=0.24ft/fyv=0.15%次梁構(gòu)造次梁的構(gòu)造應(yīng)滿足：EQ\o\ac(○,1)次梁的構(gòu)造應(yīng)符合受彎構(gòu)件的所有構(gòu)造要求；2次梁深入墻內(nèi)的長(zhǎng)度不小于240mm；3當(dāng)截面尺寸滿足規(guī)范要求時(shí)，一般可以不做使用階段的撓度和裂縫寬度驗(yàn)算。次梁配筋圖見(jiàn)圖6.圖6.次梁配筋圖主梁設(shè)計(jì)圖6.次梁配筋圖（1）計(jì)算跨度邊跨：l0=ln+（a+b）/2=（7.2-0.1-0.12）+（0.2+0.25)/2=7.125ml0=1.025ln+b/2=1.025×（7.2-0.1-0.12）+0.2/2=7.1725m取小值：l0=7.125m中跨：去支撐中心線的距離，l0=7.2m平均跨度：（7.125+7.2）/2=7.19m圖6.次梁配筋圖跨度差：（7.2-7.125）/7.2=1.04%，可按等跨連續(xù)梁計(jì)算。圖6.次梁配筋圖（2）荷載計(jì)算恒載：板傳來(lái)的荷載4.386×7.2=31.25kN/m次梁傳來(lái)的荷載（2.475+0.2295）×7.2=19.47kN/m板傳來(lái)的等效均布荷載（31.58+19.47）×0.744=15.63kN/m主梁自重（0.72-0.12）×0.3×25=4.5kN/m主梁底及兩側(cè)粉刷自重（0.72-0.12+0.3）×17×0.015=0.68kN/m小計(jì)37.09kN/mg=1.2×37.09=44.51kN/m活載：板傳來(lái)的活荷載5.6×7.2=40.32kN/m板傳來(lái)的等效均布活荷載（31.92+40.32）×0.744=37.67kN/mq=37.67×1.4=52.74kN/m內(nèi)力計(jì)算（計(jì)算簡(jiǎn)圖如圖7.）圖7.主梁內(nèi)力計(jì)算簡(jiǎn)圖圖7.主梁內(nèi)力計(jì)算簡(jiǎn)圖1）彎矩計(jì)算：M=k1glo2+k2gE'lo2+k3qE'lo2（k值可以查表得到）平均跨：（計(jì)算支座彎矩時(shí)取用）glo2=67.48×7.192=3488.45kN·mgE'lo2=37.09×7.192=1917.41kN·mgE'lo2=52.74×7.192=2726.45kN·m主梁彎矩計(jì)算如表6.表6.主梁彎矩計(jì)算項(xiàng)次荷載簡(jiǎn)圖KM1KMBKM2KMC1恒載0.080-0.1000.025-0.100279.08-348.8587.21-348.852恒載154.06-0.10048.00-0.100-191.74-191.743活載192.50-0.050-963.69-0.050-1363.23-1363.234活載-681.62-0.050144.22-0.050-1363.23-1363.235活載141.25-0.117-224.50-0.033-39.00-89.976活載179.69-0.067-128.40-0.017-182.67-46.35內(nèi)力組合1+2+3625.64-1903.81-828.48-1903.821+2+4-248.48-1903.81279.43-1903.821+2+5574.39-859.59-189.29-630.561+2+6612.83-723.266.81-586.94最不利內(nèi)力Mmin組合項(xiàng)次1+2+41+2+61+2+61+2+6Mmin組合值（kN·m）-248.48-723.266.81-586.94最不利內(nèi)力Mmax組合項(xiàng)次1+2+31+2+41+2+31+2+3Mmax組合值（kN·m）625.64-1903.81828.48-1903.812)剪力計(jì)算：V=k1glo+k2gE'lo+k3qＥ'lo（k值可以查表得到）平均跨：（計(jì)算支座彎矩時(shí)取用）glo2=67.48×7.19=485.18kNgＥ'lo2=37.09×7.19=266.68kNqＥ'lo2=52.74×7.19=379.20kN主梁剪力計(jì)算如表7.表7.主梁剪力計(jì)算項(xiàng)次荷載簡(jiǎn)圖KVAKVBLKVBR1恒載0.400-0.6000.50019.41-29.1124.302恒載10.69-16.0313.363活載12.00-14.7004活載-1.33-1.3313.355活載10.25-16.4815.586活載11.58-15.142.23內(nèi)力組合1+2+342.10-59.8437.621+2+428.76-46.4851.001+2+540.34-61.6253.131+2+641.68-60.2739.85最不利內(nèi)力Vmin組合項(xiàng)次1+2+41+2+41+2+3Vmin組合值（kN）28.76-46.4837.62最不利內(nèi)力Vmax組合項(xiàng)次1+2+31+2+51+2+5Vmax組合值（kN）42.10-61.6353.13正截面承載力計(jì)算1）確定翼緣寬度（跨截面按T形截面計(jì)算）根據(jù)《混凝土設(shè)計(jì)規(guī)范》（GB50010-2002）第7.2.3條規(guī)定，翼緣寬度取較小值。邊跨：bf'=l0/3=7.205/3=2.40mbf'=b+Sn=0.2+(7.2-0.12-0.15)=7.13m去較小值bf'=2.40m中間跨：bf'=l0/3=7.2/3=2.40mbf'=b+Sn=0.2+（7.2-0.12-0.15）=7.13m去較小值：bf'=2.40m支座截面仍按矩形截面計(jì)算。2）判斷截面類型按單排鋼筋考慮，取h0=650mm。選用混凝土C25。α1fcbf'hf'(h0-hf'/2)=1.0×11.9×2400×120×（650-120/2）=2022.05kN·m＞kN·m屬于第一類T形截面。3）正截面承載力計(jì)算按彈性理論計(jì)算連續(xù)梁內(nèi)力時(shí)，中間跨的計(jì)算長(zhǎng)度取為中心線間的距離，故所求的支座彎矩和支座剪力都是指支座中心線的。而實(shí)際上正截面受彎承載力和斜截面受剪承載力的控制截面在支座邊緣，所以計(jì)算配筋時(shí)，將其換算到截面邊緣。次梁正截面承載力計(jì)算見(jiàn)表5.受力鋼筋選用HRB335級(jí)，箍筋選用HPB235級(jí)。根據(jù)《混凝土設(shè)計(jì)規(guī)范》（GB50010-2002）第9.5.1條的規(guī)定，縱向受力鋼筋的最小配筋率為0.2%和0.45ft/fy中的較大值，即0.2%。表8.中的配筋滿足要求。配筋形式采用分離式。表8.主梁正截面承載力計(jì)算表截面邊跨中B支座中間跨中M（kN·m）625.64-1903.81828.48828.48Vbz/2（kN）—92.45——Mb=M-Vbz/2（kN·m）625.64-1811.36828.48828.480.0510.1500.0690.0690.0520.1630.0720.0720.970.920.960.96472.521442.40632.23632.23選用鋼筋4B142B16+4B181B18+2B202B22實(shí)際配筋面積/mm26151419732760配筋率0.23%0.52%0.35%0.35%（4）斜截面承載力計(jì)算次梁斜截面受剪承載力計(jì)算見(jiàn)表9.。根據(jù)《混凝土設(shè)計(jì)規(guī)范》（GB50010-2002）第10.2.10條的規(guī)定，該梁中箍筋最大間距為250mm。表9.主梁斜截面承載力計(jì)算表截面A支座Ｂ支座左Ｂ支座右V（kN）42.10-61.6253.130.25βcfcbh0（kN）0.25×1.0×11.9×650×200=386.75>V截面滿足要求0.7ftbh0（ｋＮ）0.7×1.27×300×650=173.335<V按計(jì)算配筋箍筋直徑及肢數(shù)A6@250雙肢配筋率ρsvρsv=2Asv/(bs)=2×56.6/(300×250）=0.151%>ρsvmin=0.24ft/fyv=0.15%主梁構(gòu)造主梁構(gòu)造應(yīng)滿足：EQ\o\ac(○,1)主梁的構(gòu)造應(yīng)符合受彎構(gòu)件的所有構(gòu)造要求；主梁受力鋼筋的彎起和切斷應(yīng)由主梁的抵抗彎矩圖確定；EQ\o\ac(○,2)為防止次梁作用處主梁受集中力沖擊破壞，應(yīng)按構(gòu)造設(shè)置鴨筋；EQ\o\ac(○,3)主梁中縱筋的錨固油構(gòu)造決定。主梁抵抗彎矩圖及配筋圖見(jiàn)圖8.圖8.主梁抵抗彎矩圖及配筋圖圖8.主梁抵抗彎矩圖及配筋圖目錄第一章項(xiàng)目總論 -1-§1.1項(xiàng)目簡(jiǎn)介 -1-§1.2可行性研究的范圍 -2-§1.3編制依據(jù) -2-第二章項(xiàng)目建設(shè)背景及必要性 -3-§2.1橡膠密封件項(xiàng)目提出的背景 -3-§2.2國(guó)家產(chǎn)業(yè)政策 -6-§2.3項(xiàng)目建設(shè)的必要性 -8-第三章項(xiàng)目?jī)?yōu)勢(shì) -11-§3.1市場(chǎng)優(yōu)勢(shì) -11-§3.2技術(shù)優(yōu)勢(shì) -16-§3.3組織優(yōu)勢(shì) -17-§3.4政策優(yōu)勢(shì):關(guān)中—天水經(jīng)濟(jì)區(qū)發(fā)展規(guī)劃 -17-§3.5區(qū)域投資環(huán)境優(yōu)勢(shì) -17-第四章產(chǎn)品介紹與技術(shù)介紹 -20-§4.1橡膠密封件產(chǎn)品介紹 -20-§4.2產(chǎn)品標(biāo)準(zhǔn) -21-§4.3產(chǎn)品特征及材質(zhì) -21-§4.4產(chǎn)品方案 -26-§4.5產(chǎn)品技術(shù)來(lái)源 -27-第五章項(xiàng)目產(chǎn)品發(fā)展預(yù)測(cè) -28-§5.1產(chǎn)品行業(yè)關(guān)聯(lián)環(huán)境分析 -28-§5.2行業(yè)競(jìng)爭(zhēng)格局與競(jìng)爭(zhēng)行為 -33-§5.3競(jìng)爭(zhēng)力要素分析 -39-§5.4項(xiàng)目發(fā)展預(yù)測(cè) -41-§5.5競(jìng)爭(zhēng)結(jié)構(gòu)分析及預(yù)測(cè) -43-第六章項(xiàng)目產(chǎn)品規(guī)劃 -47-§6.1項(xiàng)目產(chǎn)品產(chǎn)能規(guī)劃方案 -47-§6.2產(chǎn)品工藝規(guī)劃方案 -47-§6.3項(xiàng)目產(chǎn)品營(yíng)銷(xiāo)規(guī)劃方案 -51-第七章項(xiàng)目建設(shè)規(guī)劃 -58-§7.1項(xiàng)目建設(shè)總規(guī) -58-§7.2項(xiàng)目項(xiàng)目建設(shè)環(huán)境保護(hù)方案