主体结构支撑体系计算

1、(二)300X700梁(腹板高590)模板及支架计算书1、主要参数层高3.6米，立杆布距h=1.5m,立杆纵距la=0.8m,梁两侧立 杆横距1.2m，横杆中心线至立杆顶部距离a=150mm,梁模板均采用t=18mm复合木纤维板，用50mmX 100mm木枋直接 支撑模板弹性模量E=6000N/mm2抗弯强度fm=14.0 N/mm.木枋弹性模量E=9500N/mm.抗弯强度fm=13.0 N/mm2抗剪强度fv=1.4 N/mnt木枋间距S：梁侧295mm 梁底150mm梁侧主楞采用双钢管，间距为800mm；用一根A12C级螺杆(An=76.2 mm2)拉结，螺杆设置在腹板中间，螺杆抗拉强度

2、设计值=ftb=170N/mm2 梁底小横杆采用单钢管，间距为800mm，中间钢管用顶托支撑，两侧 钢管用单扣件支撑Rc=6.8KN2、荷载参数1.模板自重标准值G1k=0.5KN/m22混凝土自重标准值G =24KN/m32k钢筋自重标准值G =1.5KN/mt3k新浇混凝土侧压力标准值 G4k=16.8KN/m2振捣标准值底模Q2k=2KN/皿侧模 Q =4KN/m22kG4k =Y H=24X 0.7=16.8 KN/谜3、侧模及支架计算.面板按2等跨连续梁计算跨度为木枋间距295mm；截面宽度800mm。G4k=16.8KN/mm2Q2k=4KN/mm.线荷载 g=1.2 X G4k

3、X s+1.4 X Q2k X s= ( 1.2 X 16.8+1.4 X 4 ) X0.8=20.16N/mmgk= G kXs=16.8X0.8=13.44 N/mm弯矩M=Kql2=0.125X20.16X295X295=219303N . mm m抵抗矩 W=bh2/6=1/6X 800X18 X 18=43200mms惯性矩 I= bh3/12=1/12X800X183=388800 mmuO =M/W=219303/43200=5.08 N/mm fm=14.0 N/mm.模板抗弯强度满足要求3 =0.521gks14/(100EI)=0.521 X 13.44 X 295,(10

4、0 X 6000 X388800)=0.227mmw =295/400=0.738mm模板变形验算满足要求.次楞木枋按A3跨连续梁计算.跨度为主楞间距800mm,荷载计算宽度为木枋间 距 295mm。线荷载 g=1.2 X G4k X s+1.4 X。旅 X s= ( 1.2 X 16.8+1.4 X 4 ) X 0.295=7.599N/mmgk= G4kXs=16.8X0.295=4.956 N/mm弯矩M=Kql2=0.125X7.599X800X800=607920 N mm抵抗矩 W=bh2/6=1/6X50X100X 100=83333.3 m皿惯性矩 I= bh3/12=1/12

5、X50X1003=4166666.7 mmkO =M/W=607920/83333.3=7.3 N/mm fm=13.0 N/mm.木枋抗弯强度满足要求3 =0.677gks14/(100EI)=0.677 X 4.956 X 8004/(100 X 9500 X=0.35mmV3 =800/1000=0.8mm木枋变形验算满足要求V=0.625gs=0.625X7.599X800=3800NT =3V/2bh=3X3800/ (2X50X100) =1.14 N/mm2 fv=1.4 N/mm.木枋抗剪强度满足要求.主楞扣件抗滑R1=0.35F=0.35 X ( 1.2 X 16.8+1.4

6、 X 4 ) X 0.295 X0.8=2013KNRc=6.8KN.对拉螺杆F= (1.2 X 61.4 X QX L X S= (1.2 X 16.8+1.4 X 4) X 0.8 X0.295=6.08KNO =F/An=6080/76.2=79.79 N/mm ft=170 N/mmt4、底模及支架计算.面板按2跨梁计算.跨度为木枋间距150mm；截面宽度800mm。线荷载设计值：g=1.2XGikX(2ht+b) /b+G2kXh+G3kXh Xs +1.4XQ2kXs=1.2X 0.5X(2 X0.59+0.3) /0.3+ 24X 0.7+ 1.5X0.7 X0.8+ 1.4X2

7、X0.8=21.74KN/m线荷载标准值：g=G X(2h+b) /b+G Xh+G Xh Xs=0.5X(2 k 1kt2k3kX0.59+0.3) /0.3+ 24X0.7+ 1.5X0.7 X0.8=16.25 KN/m弯矩M=Kql2=0.125X21.74X150X150=61143.75 N. mm抵抗矩 W=bh2/6=1/6X 800X18 X 18=43200 mmt惯性矩 I= bh3/12=1/12X800X183=388800 mmuO =M/W=61143.75/43200=1.4N/mm fm=14.0 N/mm.模板抗弯强度满足要求3 =0.521gks14/(1

8、00EI)=0.521 X 16.25 X 1504/(100 X 6000 X388800)=0.02mmV3 =800/1000=0.8mm模板变形验算满足要求.次楞木枋按A3跨连续梁计算.跨度为主楞间距800mm,荷载计算宽度为木枋间距 150mm。线荷载 g=1.2XG X(2h+b) /b+ G Xh+G Xh Xb +1.4XQ Xb 1kt2k3k2k=1.2X 0.5X(2X0.59+0.3) /0.3+ 24X0.7+ 1.5X0.7 X0.15+ 1.4X2X0.15=4.078KN/mg=G X(2h+b) /b+ G Xh+ G Xh Xb=0.5X(2X0.59+0.

9、3) k 1kt2k3k/0.3+24X0.7+1.5X0.7 X0.15=3.046 KN/m弯矩M=Kql2=0.125X4.078X800X800=326240 N mm抵抗矩 W=bh2/6=1/6X50X100X 100=83333.3 mmt惯性矩 I= bh3/12=1/12X50X1003=4166666.7 mmtO =M/W=326240/83333.3=3.65 N/mm fm=13.0 N/mm2木枋抗弯强度满足要求3 =0.677gks14/(100EI)=0.677 X 3.046 X 8004/(100 X 9500 X=0.21mmV3 =800/1000=0.

10、8mm木枋变形验算满足要求V=0.625gs=0.625X4.078X800=2039NT =3V/(2bh)=3X2039/ (2X50X100) =0.61 N/mm2 fv=1.4 N/mmt木枋抗剪强度满足要求.主楞小横杆计算简图如下：F=gXla=4.078X0.8=3.2624KN,F/2=1.6312KNFk=gk Xla=3.046X0.8=2.4368KN,F/2=1.2184KN查表得(安全起见，以下系数R边R中Km均按b/lb=1/3取)R 边二0.148XF/2=0.24KNR 中=0.852X(F/2) X2+F=6.04KNM=KmX(F/2)L=0.185X 16

11、31.2X450=135797.4 N mm bO =M/W=135797.4/5080=26.7 N/mm f=205 N/mm钢管抗弯强度满足要求3 =0.617(F/2)l3/ (100EI) =0.617X 1218.4X 4503/ (100X206000 kX121900) =0.03mmw =450/1000=0.45mm钢管变形验算满足要求.立杆扣件抗滑R 边二0.148XF/2=0.24KNRc=6.8KN.立杆稳定性中间立杆受力最大，结构类型类似单排脚手架，钢管每米自重考虑gk=0.1384KN/mR=R 中=6.04KNN=R+1.2 gkXH=6.04+1.2X0.13

12、84X (3.6-0.7)=6.52KNA=489mm2 l0=h+2a=1.5+2X0.15=1.8m入二l0/i=1800/15.8=113.9查表得稳定系麴=0.489O =N/0 a=6520/ (0.489X489) =27.27 N/mmK f=205 N/mmh立杆稳定性满足要求、110厚板模板及支架计算书1、主要参数.层高3.6米，立杆布距h=1.5m,立杆纵距la=1m,立杆横距 lb=1m，横杆中心线至立杆顶部距离a=150mm,模板均采用t=18mm复合木纤维板，用50mmX 100mm木枋直接支 撑模板弹性模量E=6000N/mm2抗弯强度fm=14.0 N/mm.木枋

13、 弹性模量E=9500N/mm.抗弯强度fm=13.0 N/mm2 抗剪强度fv=1.4 N/mnt 木枋间距S： 250mm2、荷载参数1模板自重标准值Gik=0.3KN/m2混凝土自重标准值G =24KN/mt2k钢筋自重标准值G3k=1.1KN/m3施工荷载标准值Qik=2.5KN/m23、侧模及支架计算.面板按A3跨连续梁计算.跨度为木枋间距250mm,荷载计算宽度为主楞间距 1000mm。抵抗矩 W=bh2/6=1/6X 1000X 18 X 18=54000 mmt惯性矩 I= bh3/12=1/12X 1000X 1183=486000 mm线荷载设计值：g=1.2XG + G

14、XD+ G XD Xs +1.4XQ Xs 1k2k3k2k=1.2 X 0.3+ 24 X 0.11+ 1.1 X 0.11 X 1 +1.4 X 2.5 X1=7.1732KN/m线荷载标准值：gk=G1k + G2kXD+ G3kXD Xs=0.3+ 24X0.11+ 1.1X0.11 X1=3.061 KN/m抗弯强度：O =0.125gs2/W=0.125X7.1732X2502/54000=1.038N/mm23 =0.677gks14/(100EI)=0.6771 X 3.061 X 2504/(100 X 6000 X 486000)=0.028mm活荷载按集中考虑时：线荷载设

15、计值：g=1.2XG1kXs=1.2X0.3 X1 =0.36KN/mF=1.4X2.5=3.5KN抗弯强度：O = (0.125gS2+0.188Fs) /W= (0.125X0.36X2502+0.188X3500X250) /54000=3.09N/mrnO max=3.09 fm=14 N/mm模板抗弯强度满足要求3 =0.028V w =250/400=0.625模板变形验算满足要求.次楞计算按A3跨连续梁计算跨度为主楞间距1000mm，荷载计算宽度为次楞 间距250mm。抵抗矩 W=bh2/6=1/6X50X100X 100=83333.3 mmt惯性矩 I= bh3/12=1/1

16、2X50X1003=4166666.7 mmk荷载按均布荷载考虑时：线荷载设计值：g=1.2XG + G XD+ G XD Xs +1.4XQ Xs 1k2k3k2k=1.2 X 0.3+ 24 X 0.11+ 1.1 X 0.11 X 0.25 +1.4 X 2.5 X0.25=1.7933KN/m线荷载标准值：gk=G1k + G2kXD+ G3kXD Xs=0.3+ 24X0.11+ 1.1 X0.11 X0.25=0.765 KN/m抗弯强度：O =0.125gs2/W=0.125X0.765X10002/83333.3=2.69N/mm3 =0.677gks14/(100EI)=0.

17、677 X 0.765 X 10004/(100 X 9500 X=0.131mm 抗剪强度：T =3V/2bh=3 X 0.625 X1.7933 X 1000/ (2 X50 X 100)=0.336 N/mmt活荷载按集中考虑时：线荷载设计值：g=1.2XGikXs=1.2X0.3 X0.25 =0.09KN/mF=1.4X2.5=3.5KN抗弯强度：O = (0.125gS2+0.188Fs) /W= (0.125X0.09X10002+0.188X3500X1000) /83333.3=8.03N/mmO max=8.03 fm=13 N/mm2木枋抗弯强度满足要求3 =0.131V

18、 w =1000/1000=1mm木枋变形验算满足要求T max=0.336 fv=1.4 N/mm2.主楞分析主楞横杆结构受力形式，查表得其七二0.469 Kw =2.643F=gs=1.7933X1=1.7933KNFk= gkXs=0.765X1=0.765KNM=KMFlb=0.469X 1793X1000=840917 N mmO =M/W=840917/5080=165.53N/mm f=205 N/m皿钢管抗弯强度满足要求w = K w Fklb3/(100EI)=2.643 X 765 X 10003/(100 X 206000 X 121900)=0.81mmV w =100

19、0/1000=1mm钢管变形验算满足要求.扣件抗滑R=1.2X(G + G XD+ G XD) +1.4XQ XlaXl 1k2k3k1kb= 1.2X(0.3 + 24XD+ 1.1X0.11) +1.4X2.5X1X1=7.17Rc=13.6KN(双 扣件)扣件抗滑验算满足要求.立杆考虑纵横立杆的均匀性，结构类型类似单排脚手架，h=1500, la=1000, 按附录八h=1500, la=1200单排架每米自重考虑：gj0.1384KN/m R=7.17KNN=1.2 gkXH+R=1.2X0.1384X (3.6-0.11)+8=7.75KN立杆计算长度：l0=h+2a=1.5+2X0

20、.15=1.8m 入=l0/i=1800/15.8=114查表得稳定系麴=0.489O =N/0A=7170/ (0.489X489) =30 N/mm2 f=205 N/mm2立杆稳定性满足要求、300厚剪力墙模板计算图1、主要参数.层高3.6米，墙厚D=300mm模板均采用t=18mm复合木纤维板，用50mmX 100mm木枋直接支撑，木枋间距250mm模板弹性模量E=6000N/mm2抗弯强度fm=14.0 N/m皿木枋 弹性模量E=9500N/mm.抗弯强度fm=13.0 N/mm2抗剪强度fv=1.4 N/mmt主楞采用双钢管.间距s=500mm，计算跨度l0=500mm14级螺杆(

21、A=105 mm2)拉结，间距500mmX500mm，对拉螺杆强度 fb=170 N/mmt t2、荷载参数F=0.22y t0P 1P 2V1/2=0.22X24X5 X 1.2 X 1.15 X 1.51/2=44.6 KN/皿 .新浇混凝土侧压力标准值G4k=F=44.6KN/m, .倾倒混凝土荷载标准值Q3k=2.0KN/mt3、侧模及支撑计算(1).面板按A3跨连续梁计算.跨度为木枋间距250mm，荷载计算宽度为主楞间距 s=500mmoG4k=F=44.6KN/皿。次二2.0如/皿线荷载 g=1.2 X G4k X s+1.4 X。次 X s= ( 1.2 X 44.6+1.4 X

22、 2 ) X0.5=28.16N/mmg = G Xs=44.6X 0.5=22.3 N/mm弯矩 M=Kql2=0.125X28.16X250X250=220000N . mm 抵抗矩 W=bh2/6=1/6X 500X18 X 18=27000mms惯性矩 I= bh3/12=1/12X500X 183=243000 mmuO =M/W=220000/27000=8.15 N/mm fm=14.0 N/m皿模板抗弯强度满足要求3 =0.677gksi4/(100EI)=0.677 X 22.3 X 2504/(100 X 6000 X 243000)=0.404mmV3 =250/400=

23、0.625mm模板变形验算满足要求(2).次楞木枋按A3跨连续梁计算.跨度为主楞间距500mm,荷载计算宽度为木枋间 距 250mm。线荷载 g=1.2 X G4k X s+1.4 X。次 X s= ( 1.2 X 44.6+1.4 X 2 ) X 0.25=14.08N/mmgk= G kXs=44.6X0.25=11.15 N/mm弯矩 M=Kql2=0.125X14.08X 500X500=440000 N mm抵抗矩 W=bh2/6=1/6X50X100X 100=83333.3 mmt惯性矩 I= bh3/12=1/12X50X1003=4166666.7 mmkO =M/W=440

24、000/83333.3=5.28 N/mm fm=13.0 N/mm2木枋抗弯强度满足要求3 =0.677gks14/(100EI)=0.677 X 11.15 X 5004/(100 X 9500 X=0.119mmw =500/1000=0.5mm木枋变形验算满足要求V=0.625gs=0.625X14.08X500=4400NT =3V/(2bh)=3X4400/ (2X50X100) =1.32 N/mmK fv=1.4 N/mmt木枋抗剪强度满足要求.主楞F= ( 1.2 X 44.6+1.4X 2 ) X 0.25 X 0.5=7.04KN Fj44.6X 0.25 X 0.5=5

25、.575KN查表得 K=0.281 Kw =1.489 MM=KMFlb=0.281X 7040X500=989120 N. mmO =M/ (2W) =989120/ (2X5080) =97.35N/mm2 f=205 N/mm.钢管抗弯强度满足要求w = K Fklb3/(100E2I)=1.489 X 5575 X 5003/(100 X 2 X 206000 X 121900)=0.207mmVw =500/1000=0.5mm钢管变形验算满足要求.对拉螺杆F= (1.2X44.6+1.4X2)X0.5 X0.5=14.08KNO =F/An=1408/105=134.1 N/mn2

26、 ft=170 N/mnt对拉螺杆设置满足要求（五）650X700柱模板计算书1、主要参数层高3.6米梁模板均采用t=18mm复合木纤维板，用50mmX 100mm木枋直接支撑，木枋间距sb=212mm Sh=229mm模板弹性模量E=6000N/mm2抗弯强度fm=14.0 N/mm.木枋 弹性模量E=9500N/mm.抗弯强度fm=13.0 N/mm2抗剪强度fv=1.4 N/mnt主楞采用双钢管，间距s=H=500mm，计算跨度如图0A16C级螺杆(An=144mm2)拉结，螺杆抗拉强度设计值f b=170tN/mm22、荷载参数F=0.22y t0P 1P )1/2=0.22X24X5

27、X 1.2X 1.15X21/2=51.52 KN/m.(1).新浇混凝土侧压力标准值G4k=F=51.52KN/m2(2).倾倒混凝土荷载标准值Q3k=2.0KN/mt3、侧模及支撑计算(1).面板按A3跨连续梁计算跨度为木枋间距sb=212mm sh=229mm，荷载计算 宽度为主楞间距s=500mm。G4k=F=51.52KN/mmtQ3k=2.0KN/mm3线荷载 g=1.2 X G4k X s+1.4 X。弘 X s= ( 1.2 X 51.52+1.4 X 2 ) X0.5=32.312N/mmgk= G4kXs=51.52X0.5=25.76 N/mm抵抗矩 W=bh2/6=1/

28、6X 500X18 X 18=27000mm3惯性矩 I= bh3/12=1/12X500X 183=243000 mmub方向：弯矩M=Kql2=0.125X32.312X212X212=181529N mm mO =M/W=181529/27000=6.723N/mm fm=14.0 N/mm.模板抗弯强度满足要求3 =0.677gksb4/(100EI)=0.677 X 25.76 X 212”(100 X 6000 X243000)=0.242mmV3 =212/400=0.53mm模板变形验算满足要求h方向：弯矩M=Kql2=0.125X32.312X229X229=211809N

29、mmO =M/W=211809/27000=7.845N/mm fm=14.0 N/mm.模板抗弯强度满足要求3 =0.677gksh4/(100EI)=0.677 X 25.76 X 229,(100 X 6000 X 243000)=0.329mmV3 =229/400=0.5725mm模板变形验算满足要求(2).次楞木枋按A3跨连续梁计算.跨度为主楞间距500mm,荷载计算宽度为木枋间距 sb=212mm s=229mm抵抗矩 W=bh2/6=1/6X50X100X 100=83333.3 mmt惯性矩 I= bh3/12=1/12X50X1003=4166666.7 mmkb方向：线荷

30、载 g= (1.2X 51.52+1.4X 2 ) X 0.212=13.7N/mm g=0.212X k51.52=10.92N/mm弯矩M=Kql2=0.125X13.7X500X500=428125 N. mmO =M/W=428125/83333.3=5.14 N/mm fm=13.0 N/mm2木枋抗弯强度满足要求3 =0.677gs4/(100EI)=0.677 X 10.92 X 5004/(100 X 9500 X k=0.117mmw =500/1000=0.5mm木枋变形验算满足要求V=0.625gs=0.625X13.7X500=4281.25NT =3V/(2bh)=3X4281.25/ (2X50X100) =1.28 N/mmX fv=1.4N/mm2 木枋抗剪强度满足要求h方向：线荷载 g= ( 1.2 X 44.6+1.4 X 2 )X 0.229=14.8N/mm, gj0.229 X 51.52=11.8 N/mm弯矩 M=Kql2=0.125X 14.8X500X500=462500 N. mmO =M/W=462500/83333.3=5.55 N/mm fm=13.0 N/mm木枋抗弯强度满足要求3 =0.677gS4/(100EI)=0.