剪力墙模板验算

1、墙模板计算书计算依据：1、建筑施工模板安全技术规 JGJ162-20082、混凝土结构设计规GB50010-20103、建筑结构荷载规GB 50009-20124、钢结构设计规GB 50017-2003、工程属性新浇混凝土墙名称墙新浇混凝土墙墙厚(mm)500混凝土墙的计算高度(mm)8030混凝土墙的计算长度(mm)8700、荷载组合侧压力计算依据规建筑施工模板安全技术规JGJ162-2008混凝土重力密度Y c(kN/m 3)24新浇混凝土初凝时间t0(h)4外加剂影响修正系数P 11混凝土坍落度影响修正系数p 21.15混凝土浇筑速度V(m/h)2混凝土侧压力计算位置处至新浇混凝土顶面总

2、高度H(m)8.03min0.22 丫0 P1 P2V1/2 , yH = min0.22 X24 X4 X1 X1.15新浇混凝土对模板的侧压力标准值G4k(kN/m 2)1/2 2X2 1/2 ,24 X8.03 =min34.348,192.72 = 34.348kN/m2倾倒混凝土时对垂直面模板荷载标准值Q3k(kN/m 2)2新浇混凝土对模板的侧压力标准值 G4k= min0.22 丫点0 pi p2v1/2，丫cH=min0.22 X24 X4 X1 X1.15 X21/2 , 24 X8.03 = min34.35 , 192.72=34.35kN/m 2承载能力极限状态设计值

3、5承=0.9max1.2G 4k+1.4Q 3k, 1.35G 4k+1.4 X0.7Q3k = 0.9max1.2 X34.35+1.4 X2 , 1.35 X34.35+1.4 X0.7 X2=0.9max44.02 , 48.332 = 0.9 X48.332 = 43.499kN/m 2正常使用极限状态设计值S正 = G4k = 34.35 kN/m 2三、面板布置小梁布置式竖直左部模板悬臂长（mm）75小梁间距（mm）225小梁一端悬臂长（mm）225主梁间距（mm）450主梁一端悬臂长（mm）75对拉螺栓横向间距（mm）450对拉螺栓竖向间距（mm）450模板设计立面图四、面板验算

4、面板类型木模板面板厚度（mm）15面板抗弯强度设计值f(N/mm 2)15面板弹性模量E(N/mm 2)6000墙截面宽度可取任意宽度，为便于验算主梁，取b = 0.45m , W = bh 2/6 =450 X/6 = 16875mm 3, I = bh3/12 = 450 X/12 = 126562.5mm 4i、强度验算q = bS承=0.45 X43.499 =19.575kN/m面板弯矩图(kN m)M max 0.124kN m(TM max/W 0.124 X106/16875 7.341N/mm 2f 15N/mm 2满足要求！2、挠度验算q bS 正0.45 X34.35=1

5、5.458kN/m面板变形图(mm)v=0.677mm a -*rj. vii *z. u ii Lr-LJ bb u. Up -rj. ua0.TSO7jO.OO.OO.q7A0.07i0.07Jj0.07Sa07iO.J7S0.07t0.07i0.08；(nnr?iR jQIC OflO OJI 0.呱 n.O|lO.nj0lO. OJIO 0|l0.呱10. OJOIO 0(Jti0 q片肛 OCfO 001H i *-i-UL-_/U. U # Z.小梁弯矩图(kN m)2弟出221192.19922032-2i022.20222D222022.20222022.2a2Z2022199

6、Z2122.1GS2.336ITo.adi . I i1R%11严 1 R啷i MM R FH “CLH Qi0.41 H0.80.4V0.4I4i ?0.81n opi n ci0.44X0.4Oij 0.1521020禹:近谶胳制j金曲i叩r匸.1 二J口 2匸了匚TC-_1 7C-.1 7C .1 7T? .H TT? .1 TTD ll 7-.1 3C!_1 7CJf H T匚* q.2021 -3-22E.182.20.20i-2.2L-2202.202.20.202.20L-Z20,-220r2.2Cli.lS；-2.23l068小梁剪力图(kN)M max = 0.248kN m

7、(r=M max/W = 0.248 X10 6/54000 = 4.588N/mm 2f = 15.444N/mm 2满足要求！2、挠度验算q = bS正=0.225 X34.35=7.729kN/m小梁变形图(mm)v=0.214mm V = 1/400 = 450/400 = 1.125mm满足要求！3、支座反力计算Ri=3.812kN , R2=.R38=4.574kN , R39=3.812kN六、主梁验算3.E4.E4.E4E4.E4.E4E4.E4E4E4E4?4.E4E4E4E4E4E4E4E4E4E4E4.E4E4E4J4E4E4E4E4.E4E4E4.E4WE4E3ei2k

8、N主梁类型双钢管主梁材料规格(mm)48 X3主梁抗弯强度设计值f(N/mm 2)205主梁弹性模量E(N/mm 2)206000主梁截面抵抗矩W(cm3)8.98主梁截面惯性矩l(cm4)21.561、强度验算0?260.23Ca 252J.25E0 25EQ25712570 2570 25?0 2570 2570L25皿0 25E0 E5EU26血农 i八八八i f八1W门2乍位主梁弯矩图(kN m)M max 0.351kN mcMMmax/W = 0.351 X1O6/898O = 39.139N/mm 2f = 205N/mm 2满足要求!2、挠度验算-0.081主梁变形图(mm)v=0.081mm V = 1/400 = 450/400 = 1.125mm满足要求！七、对拉螺栓验算对拉螺栓类型M14轴向拉力设计值Ntb(kN)17.8对拉螺栓横向验算间距 m =