XXX掛籃檢算資料

1、Good is good, but better carries it.精益求精，善益求善。XXX掛籃檢算資料府保黃河大橋掛籃檢算資料XXX黃河大橋掛籃檢算資料XXXXXX掛籃檢算資料一、設(shè)計(jì)說明：XXXXXXXX設(shè)計(jì)文件。參考斜拉式、菱形式掛籃設(shè)計(jì)。 考慮了斜拉掛籃的施工缺陷，現(xiàn)場(chǎng)加工能力和今后周轉(zhuǎn)運(yùn)輸方便，設(shè)計(jì)為選用合理桁架結(jié)構(gòu)；設(shè)計(jì)以施工變形大小控制。二、設(shè)計(jì)資料：人均平面荷載: P=200kg/m3最大箱梁砼重按： P=117t砼沖擊力和其它不利因素系數(shù)選1.2三、掛籃構(gòu)造示意圖(單位mm)：四、各部位砼重量：P T1=(0.180.62)/2×4×4×2

2、500=15360（）P T 2= （0.26×20.396）1.4+4.4+0.26×4×2500=24264（）P T 3=0.4×4.091×3.5×2500=14319（）P T 4=7.2×0.538×3.5×2500=33894（）P T 5=（0.2×0.2）/2×3.5×2500=175（）五、三角掛籃結(jié)構(gòu)桿件檢算：底板縱梁縱梁承擔(dān)重量P底板模型重 P1=2200（）縱梁9根自重 P2=752×9=6768（）砼重量 P3=P T3×2P

3、T 4=14319×233894=62532（）人均荷載 P4=200×8×3.5=5600（） 縱梁承擔(dān)重量 P= P3×1.2P1P2 P4=89606（） Q= P/c=89606/350=256（/）單位：mm縱梁均布應(yīng)力、撓度、剪切應(yīng)力r=C/L=350/520=0.673Mmax=QCL (2-r) /8=256×350×520×(2-0.673)/8=7728448 (kg*cm)W=(WI306×2+W板)×9=（404.45×2+37×12×2/6+37&#

4、215;1×15.52×2/16）×9=17391.5(cm3)E=Mmax/W=7728448/17391.5=444.4(kg/cm2)<撓度fmax=QCL/(384EI)（8-4r2+r3）I=17391.5×16=278264fmax =(256×350×5202)/(384×2.1×106×278264)(8-4×0.6732+0.6733)=0.364（cm）剪切應(yīng)力 剪切應(yīng)力最大處最薄弱面A=(30/2) ×0.7×18=189(cm2) =P/A=89

5、606/189=474.1(kg/cm2)< 底板縱梁實(shí)際受力不夠，腹板處受力最大，根據(jù)上述檢算將腹板調(diào)整成兩根縱梁，其余勻布不再檢算。腹板地縱梁檢算砼重量PZ1=（P T 3+ P T5）×1.2=（14319+175）×1.2=17392.8（kg）人均荷載PZ2=0.76×3.5×200=532（kg）總重 25P= PZ1+ PZ2+ P縱=17392.8+532+752.2×2=19429.2（kg）Q=P/C=19429.2/350=55.5(kg/cm2)圖示 應(yīng)力Mmax=QCL(2-r)/8=55.5×350&

6、#215;520×(2-0.673)/8=1675503.4 (kg*cm) E=Mmax/W=1675503.4/(17391.5/9)×2=433.5(kg/cm2)<撓度fmax=QCL/(384EI)（8-4r2+r3）I=(17391.5×16)/9×2=61836.4fmax=(55.5×350×5202)/(384×2.1×106×61836.4)(8-4×0.6732+0.6733)=0.325（cm）由上述檢算可知縱梁最大應(yīng)力444 kg/cm2；剪切應(yīng)力474.1 kg

7、/cm2；撓度3.6mm。前下橫梁橫梁荷載a.橫梁自重PH1=1227.5Q1=1227.5/1300=0.94(kg/cm)b.砼重量、人荷載Q2=（P砼4×1.2）/（2×2）+（200×2+3.5）/2=31.7(kg/cm) c.腹板砼重量Q3=（409.153.8）×3.5×2500×1.2/2=186.5(kg/cm)檢算圖示實(shí)際前下橫梁為4個(gè)吊桿，因每側(cè)吊桿距離較近，把它看成一點(diǎn)來檢算。參數(shù) 2W366=2×702.9=1405.8cm3 2I366=2×12651.7=25303.4 cm4 1=M

8、1/L1=345/610=0.566 2= M2/L1=95/610=0.156橫梁中應(yīng)力a.Mmax=QL2(142)/8 Mmax1=Q1L12(1412)/8=0.94×6102(14×0.5662)/8=12304.3(kg*cm) Mmax2=Q2L12(1422)/8=31.7×6102(14×0.1562)/8=1330917.8(kg*cm) Mmax2= MC=Q3M3 (M3/255)=186.5×40(40/255)=559500(kg*cm)Mmax中= Mmax1Mmax2Mmax3=12304.31330917.85

9、59500 =759113.5(kg*cm)= Mmax中/W=759113.5/1405.8=540(kg/cm2)<b.前下衡量吊點(diǎn)處應(yīng)力MA1=Q1M12/2=0.94×3452/2=55941.8(kg*cm)MA2=Q2M22/2=31.7×952/2=143046.3(kg*cm)MA3= MC=559500(kg*cm)MA= MA1 MA2 MA3=55941.8143046.3559500=758488.1(kg*cm)= MA/W=758488.1/1405.8=539.5(kg/cm2)<前下橫梁撓度a.中間fmax=QL4(5242)/(

10、384EI)fmax1=Q1L14(52412)/(384EI) =0.94×6104×(524×0.5662)/(384×2.1×106×25303.4) =0.02(cm)fmax2=Q2L14(52422)/(384EI) =31.7×6104×(524×0.1562)/(384×2.1×106×25303.4) =0.95(cm)不考慮腹板砼作用對(duì)前下橫梁中間撓度的影響。f中= fmax1 fmax2=0.93(cm)f中/2=0.93/610=1/656>1/

11、800b.腹板外側(cè)撓度f1=Q1M1L1(16233)/(245EI)=0.94×345×610×(16×0.56623×0.5663)/(245×2.1×106×25303.4)=1.4×10-4(cm)f2=Q2M2L1(16233)/(245EI)=31.7×95×610×(16×0.56623×0.5663)/(245×2.1×106×25303.4)=7.5×10-4(cm)f3=PM2L(32)/6EIM

12、=95(cm)P=MC/M=559500/95=5889.5(kg)=M/L=95/610=0.156f3=5889.5×952×610(32×0.156)/(6×2.1×106×25303.4) =0.34(cm)f = f3=0.34(cm)由上撓度分析，雙吊桿向內(nèi)移動(dòng)一根使L=560cm,M=120。=120/560=0.214fmax2中=31.7×5604(524×0.2142)/(384×2.1×106×25303.4)=0.6(cm)f中=0.58(cm) f中/L=0.

13、58/560=1/965.5<1/800前下橫梁總承重 P總=PH1P砼42(P砼3P砼5)×1.2P4 =1227.5338942(14319175)×1.23.5×200×8 =82285.9(kg) 每個(gè)吊桿承重力P=P總/4×2=82285.9/8=10285.8(kg)后下橫梁選用兩根366槽、上下緣加焊厚20mm鋼板和厚10mm鋼板。I=2I3662I2板I1板=2×(12651.730×28/1230×2×192)30×13/1230×1×202=6866

14、3.412002.5=80665.9(cm4) 前橫梁I、W大幾倍，且后下橫梁施工吊點(diǎn)近似相同，故不檢算后下橫梁施工狀態(tài)。 控載移動(dòng)時(shí)，計(jì)算圖示 Q1=P自重/1660=3062/1660=1.84(kg/cm) Q1=(P1P2P4) /2/800=(2200752.2×95600) /2/800=9.11(kg/cm)最大應(yīng)力 Mmax1=QL2/8=1.84×16602/8=633788(kg*cm) Mmax2=QCL(2r)/8=9.11×800×1660/8=2295720(kg*cm) Mmax= Mmax1 Mmax2=2929508(k

15、g*cm)= Mmax /W=2929508/4188.2=699.5(kg/cm2)撓度fmax1=5QL4/384EI=(5×1.84×16604)/(384×2.1×106×80665.9)=1.07(cm)fmax2=QCL/(384EI)（8-4r2+r3） =9.11×800×16603/(384×2.1×106×80665.9)×84×(800/1660)2(800/1660) 3 =3.68(cm)f= fmax1 fmax2=3.681.07=4.75(cm

16、)f/L=4.75/1660=1/349.4>1/800不是施工狀態(tài)可取。后上橫梁由于立柱對(duì)后上橫梁兩支點(diǎn)壓力很大，橫梁兩端按一端簡(jiǎn)支，一端固定，中間按兩端固定計(jì)算，材料選用28a槽鋼、加焊=10mm鋼板。 I=2I28a2I板 =2(4572.523.4×13/1223.4×14.52) =18988.6(cm4) W=2W28a2W板 =2(339.523.4×12/623.4×14.52/15) =1342.8(cm3) 計(jì)算圖示，翼緣板翼緣板砼重量分配：a.砼重心 y=L1(2r1)/3(r1) r=18/62=0.29 y=4(2

17、5;0.291)/3(0.291)=1.63(cm) P=P砼/2=15360/2=7680(kg) PA=P×200(1632565.8)/200 =7680×77.8/200 =2987.5(kg) PB=PPA=4692.5(kg)b.加砼沖擊不利系數(shù)和人行荷載及側(cè)模重量。實(shí)際人行荷載PB承擔(dān)、側(cè)模P A承擔(dān)。PA=1.2PAP側(cè)/2=1.2×2987.56000/2=6585(kg) PB=1.2PBP人=1.2×4692.5(4×4/2)×200=7231(kg)c.最大應(yīng)力Mmax=Pab2(3)/(2L2) =b/LA=

18、65.8/455=0. 145 A=265.8/455=0.584MmaxA=6585×389.2×65.82×(30.145)/(2×4552) =76512.7(kg*cm)MmaxA=7231×189. 2×265.82×(30.584)/(2×4552) =563992.8(kg*cm)Mc=Pab(1)/2LA=389.2/455=0.855A=189.2/455=0.416MCA=6585×389.2×65.8(1×0.855)/(2×455)=343761(kg

19、*cm)MCB=7231×189.2×265.8(1×0.416)/(2×455)=565843(kg*cm)疊加后最大彎矩在C點(diǎn)。MC= MCA MCB=909604(kg*cm)=MC/W=909604/1342.8=677.4(kg*cm2)<d.剪力DC=Pb2(2La)/2L3DCA=6585×65.82×(2×455389.2)/(2×4553)=196.6(kg)DCB=7231×265.82×(2×455189.2)/(2×4553)=2980.7(kg

20、)DC=DCADCB=196.62980.7=3177.3 (kg)CD= PA PB DC=658572313177.3=10638.7(kg)=CD/AC=10638.7/(76.3×223.4×2)=53.4(kg*cm2)<e.撓度f xDP=RA(3L2xx3)3Pb2x/(6EI)f Xpc=R4(3L2xx3)3Pb2xP(xa)3/(6EI)x1=189(cm)f x1A=196.6×(3×4552×1891893)3×6585×65.82×189/(6×2.1×106&#

21、215;18988.6) =0.023(cm)f x1B=2980.7×(3×4552×1891893)3×7231×265.82×189/(6×2.1×106×18988.6) =0.168(cm)f x= f x1A f x1B=0.0230.168=0.2(cm) x2=220(cm)f x2A=196.6×(3×4552×2202203)3×6585×65.82×220/(6×2.1×106×18988.6)

22、 =0.025(cm)f x2B=2980.7×(3×4552×2202203)3×7231×265.82×2207231×(220189.2)2/(6×2.1×106×18988.6) =0.16 (cm)f x= f x2A f x2B=0.0250.16=0.2(cm)f.計(jì)算圖后上橫梁中間兩端固定應(yīng)力 4P=P砼×1.2P人P內(nèi)膜=24264×1.27.5×4×2002770=37886.8(kg)P=9471.7(kg)Mmax=Pa2 /L=9

23、471.7×1852 /750=432225.2(kg*cm)= Mmax/W=432225.2/1342.8=321.9(kg / cm)撓度fmax=Pa2L(34)/(24EI)=9471.7×1852×750×(34×185/750)/(24×2.1×106×18988.6)0.5(cm)前上橫梁選用材料A3鋼366槽鋼2根，翼緣加焊=10mm鋼板。I =2I3662I板=2×(12651.726.6×13/1226.6×1×18.5)=43575.5(cm4)W=2

24、W3662W板=2×702.926.6/2(26.60.52)/19=2373(cm3)計(jì)算圖示 前上橫梁已知：P1=7231kg P2=6585kg P3=10285.8kg P4=9471.7kgPA= P1 P2 P3P4=33573.5kg應(yīng)力M中=40.8×P1440.8×P2375×PA320×P3280×P3190×P4=640.8×7231440.8×7231375×33573.5320×10285.8280×10285.8190×9471.7=28

25、42714.7(kg*cm)MA=265.8×P165.8×P2=265.8×723165.8×6585=2355292.8(kg*cm)中=M中/W=2842714.7/2373=1197.9(kg / cm2)A=MA/W=2355292.8/2373=992.5(kg / cm2)撓度a.前上橫梁中間撓度PA=M中/(L/2)= 2842714.7/(750/2)=7580.6(kg)f中=PL3/(48EI)=7580.6×7503/(48×2.1×106×43515.5)=0.73(cm)f中/L=0.7

26、3/750=1/1028.7<1/800b.前上橫梁兩端撓度 P=MA/M=2355292.8/265.8=8861.1(kg) fC=PM2L(32)/6EI =M/L=265.8/750=0.354fC=8861.1×265.82×750×(32×0.354)/(6×2.1×106×43515.5) =3.18(cm) 兩端懸臂需加焊型鋼，使慣性矩加大5倍即可。主梁、立柱 主梁每片由兩根I40a工字鋼組成，立柱由兩根366槽鋼組成。 已知：P=33573.5kg AI40a=86.1×2=172.2cm2

27、 A366=68.09×2=136.2cm2 II40a=21720×2=43440 cm4 I366=12651.7×2=253034cm4 =30°4837圖示 主梁軸向壓力N=P/tg=33573.5/tg30°4837=56297(kg)=N/A=56297/172.2=326.9(kg / cm2)<主梁臨界失穩(wěn)壓力Nmax=2EI/(4L2)= 2×2.1×106×43440/(4×6202)=585552(kg)斜拉桿拉力F=P/sin=33573.5/sin30°4837=

28、65548(kg)斜拉桿每側(cè)采用四根32精扎螺鋼。每根拉力：f32=F/4=65548/4=16387(kg)立柱承壓N=2P=2×33573.5=67147(kg) 應(yīng)力=N/A=67147/136.2=493(kg/cm2) 主梁，后上、下橫梁接長(zhǎng)栓孔按材料等面強(qiáng)度設(shè)計(jì)攝制。后下橫梁、底板吊桿材料40鉻直徑70吊桿拉力F=P總/4=82285.9/4=20571.5(kg)=F/A=20571.5/(72×/4)=534.5(kg/cm2)<底板高差造成最大的水平力底板重量：P1= P砼 P下橫梁 P縱梁P底模=8×0.53×4×25004290752.2×92200=55659.8(kg)底板高差：3.5米高差20cm；=3°1614tg=20/350=0.05714向后水平力：F=P1sin=55659.8×20/350=3180.6(kg)混凝土與鋼模摩擦系數(shù)=0.4模板與混凝土接觸面壓力·Af f /(A)=3180.6/(0.5×8×0.4)=1988(kg)滑梁側(cè)模滑梁選用兩根28a槽鋼、加焊=10鋼板。I=2I28a2I板=2(47