预埋件计算书

本人有一个土建预埋件计算书提供给你看看，幕墙埋件计算(土建预埋)基本参数：1：计算点标高：100m；2：立柱跨度：L=3000mm；3：立柱计算间距（指立柱左右分格平均宽度）：B=1100mm；4：立柱力学模型：单跨简支；5：埋件位置：侧埋；6：板块配置：中空玻璃；7：混凝土强度等级：C25；1.荷载标准值计算：(1)垂直于幕墙平面的分布水平地震作用：qEk=βEαmaxGk/A=5.0×0.16×0.0005=0.0004MPa(2)幕墙受水平荷载设计值组合：采用Sw+0.5SE组合：……5.4.1[JGJ102-2003] q=1.4wk+0.5×1.3qEk=1.4×0.001468+0.5×1.3×0.0004=0.002315MPa(3)立柱单元自重荷载标准值：Gk=0.0005×BL=0.0005×1100×3000=1650N(4)校核处埋件受力分析：V：剪力(N)；N：轴向拉力(N)；e0：剪力作用点到埋件距离，即立柱螺栓连接处到埋件面距离(mm)；V=1.2Gk=1.2×1650=1980NN=qBL=0.002315×1100×3000=7639.5NM=e0V=100×1980=198000N•mm2.埋件计算：校核依据，同时满足以下两个条件：a：AS≥V/aravfy+N/0.8abfy+M/1.3arabfyz C.0.1-1[JGJ102-2003] b：AS≥N/0.8abfy+M/0.4arabfyz C.0.1-2[JGJ102-2003]其中：AS：锚筋的总截面面积(mm2)；V：剪力设计值(N)；ar：钢筋层数影响系数，二层取1.0，三层取0.9，四层取0.85；av：钢筋受剪承载力系数，不大于0.7；fy：锚筋抗拉强度设计值(MPa)，按[GB50010]选取，但不大于300MPa；N：法向拉力设计值(N)；ab：锚板弯曲变形折减系数；M：弯矩设计值(N•mm)；z：沿剪力作用方向最外层锚筋中心线之间的距离(mm)；另外：d：锚筋直径(mm)；t：锚板厚度(mm)；fc：混凝土轴心抗压强度设计值(MPa)，按[GB50010]选取；av=(4.0-0.08d)×(fc/fy)0.5 C.0.1-5[JGJ102-2003]=(4.0-0.08×12)×(11.9/210)0.5=0.724 因为av>0.7,所以取0.7ab=0.6+0.25t/d C.0.1-6[JGJ102-2003]=0.6+0.25×8/12=0.767AS=nπd2/4=4×3.14×122/4=452.16mm2V/aravfy+N/0.8abfy+M/1.3arabfyz=1980/1/0.7/210+7639.5/0.8/0.767/210+198000/1.3/1/0.767/210/110=81.353mm2≤AS=452.16mm2N/0.8abfy＋M/0.4arabfyz=7639.5/0.8/0.767/210+198000/0.4/1/0.767/210/110=87.225mm2≤AS=452.16mm2所以，预埋件锚筋总截面积可以满足承载力要求。

1节点内力及参数M=236kNmN=68KNV=673KNfc=14.3N/mm2C30fy=300N/mm2（<300)2尺寸柱子d=800b=800D=400B=750锚板面积A=300000OK(受压时N<0.锚板厚度t=20锚筋直径d=25钢筋面积=t/d=0.8>0.6OK（其中，锚板厚度应大于锚筋Z=680(外层锚筋中心线之间距离)3各折减系数弯曲变形折减系数αb=0.6+0.25t/d=0.8(如果钢筋面积过大，可增大（或者采取防锚筋层数=4锚筋层数影响系数αr=0.85锚筋受剪承载力系数αv=（4.0-0.08d）√(fc/fy)=0.43665故αv=0.43665394公式受拉拉N/(0.8αbfy）=354mm2剪V/(αrαvfy)=6044mm2弯M/(0.4αrαbfyz)=4253M/(1.3αrαbfyz)=1309取较大值As=7707As=4607MAX As=7707共计需要根数=15.7受压M-0.4NZ=218>0故M-0.4NZ=218压剪（V-0.3N)/(αrαvfy)=5861(<0则取0）弯(M-0.4NZ)/(1.3αrαbfyZ)1206(M-0.4NZ)/(0.4αrαbfyZ)3920取较大值As=7067As=3920MAX As=7067共计需要根数=145锚栓锚固长度计算（参见图集）HRB335普通钢筋受拉：30d=750mm6预埋件与砼粘结预埋件长度l750表面积s58904.86225钢筋与混凝土粘结系数7受拉钢筋的锚固长度砼轴心抗拉强度设计值 1.43钢筋的外形系数0.14锚固长度l734N<0.5fcA锚板面积,故A应9510.49）490.874，锚板厚度应大于锚筋直径的0.6倍）筋中心线之间距离)筋面积过大，可增大厚度，将此系数提高为1）采取防止锚板弯曲变形的措施时，取为1）<0.7层数系数2130.940.85。

深圳大学城XXXX六、后置埋件计算(1). 荷载计算:P H :作用于预埋件的水平荷载设计值( kN )P V :作用于预埋件的竖直荷载设计值( kN )P x =1.000 kNP y =2.000 kNP z =3.000 kN(2). 预埋件计算:此处预埋件受拉力和剪力M x =0.240 kN.m X方向扭转力矩M :弯矩设计值(N.mm)M y =0.260 kN.m`M z =0.540 kN.mX方向扭矩 产生的剪力V1M Y=M×y1/(∑x i^2+∑y i^2)=0.240×0.150/(6×0.100^2+4×0.150^2)=0.240 kNV1M Z=M×x1/(∑x i^2+∑y i^2)=0.240×0.100/(6×0.100^2+4×0.150^2)=0.160 kNP y =2.240 kNP z =3.160 kNY方向剪力,Z方向剪力的合剪力 =3.873 kN选用 6 个 M12 高强化学锚栓，锚栓边距 80 mm，锚栓间间距 120 mm，在满足锚栓特征边距与特征间距的条件下，锚栓能承受最大剪力为 17.50 kN，承受最大拉力为 21.10 kNM12 锚栓特征边距 110 mm，锚栓间特征间距 220 mm现锚栓强度进行折减后，锚栓能承受最大剪力为 12.73 kN，承受最大拉力为 15.35 kNN1 :平均每个锚栓所受剪力设计值N1 =Pv / 6 = 3.873 / 6 = 0.646 kN < 12.73 kNN2 :平均每个锚栓所受拉力N2 =M/(3d)+Ph/6=0.260/(2×0.300)+0.540/(3×0.200)+1.000/6 = 1.500 kN < 15.35 kN组合情况：[( 0.646/17.5)^2+(1.500/21.10)^2 ]^0.5 = 0.08 < 0.5锚栓强度满足设计要求________________________________________________________________________________________________________深圳市三鑫特种玻璃技术股份有限公司104 SHENZHEN SANXIN SPECIAL GLASS TECHNOLOGY CO. LTD。

19.1Mpa ft= 1.71Mpa300Mpa20mm120mm12040mm20mm (宜大于12和15mm)0.605574最后取为0.60557410.85ar=0.9240mmV N M输入V、N、M699660004279.135取最大值4279.13496mm24279.135491.2281mm说明：2. 锚筋应位于构件的外层主筋内侧。

4.当采用手工焊时，焊缝高度不宜小于6 mm和0.5d（HPB235级钢筋）或0.6d(非HPB235)6.锚筋中心至锚板边缘的距离不应小于2d和40mm.9.受拉直锚筋和弯折锚筋的锚固长度不应小于受拉钢筋锚固长度；当锚筋采用HPB235级钢筋时，预埋件计算(由锚板和对称配置的直锚筋组成）输入混凝土强度fc=输入钢筋屈服强度fy 输入锚筋直径d (宜小于25mm)输入锚筋间距b ( 大于3d和45mm,小于300mm)输入锚筋间距b1( 不应小于6d和70mm,小于300mm )输入锚筋中心至锚板边缘的距离(不小于2d和20mm)输入锚板厚度t 计算系数av: 计算系数ab:( 当采取防止锚板弯曲变形的措施时，可取1.0）锚筋层数的影响系数ar:当等间距布置时(两层1三层0.9四层0.85）沿剪力作用方向最外层锚筋中心之间的距离z 1。

当有剪力、法向拉力和弯矩共同作用时，应按下列两个公式计算，取大值。

5.锚板厚度大于0.6d.受拉和受弯预埋件的锚板厚度尚宜大于b/8.7.对受拉和受弯预埋件，锚筋的间距b,b1和 锚筋至构件边缘的距离c，c1，均不应小于3d和8.对受剪预埋件，锚筋的间距b,b1不应大于300 mm,且b1不应小于6d和70 mm；锚筋至构件边缘的距离c1不应小于6d和70mm，b,c不应小于3d和45mm。

2。

当有剪力、法向压力和弯矩共同作用时，应按下列两个公式计算，取大值。

注：当没有N时，应取1。

的公式进行计算。

抗拉锚固长度la=回目录1.预埋件的受力直锚筋不宜少于4根，不宜多于4层；直径大于8mm，小于25mm.3.锚板宜用Q235钢，与锚筋应采用T形焊。

节点1取锚筋直径d=24mm锚筋层数的影响系数αr =0.85锚筋的受剪承载力系数αv =360/3.14*)24*08.04(/)08.04(-=-y c f f d =0.414553锚板弯曲变形的折减系数αb =2430*25.06.025.06.0+=+d t =0.85 锚筋的总截面面积As=z f αα3.1f ααy b r y v r M V + =800*360*85.0*85.0*3.11800360*414553.0*85.0529000+=4170.18mm 2 （1+25%）*As=1.25*4170.18=5212.73 mm 2选用14 24mm ，As=6356mm 2 >5212.73 mm 2满足要求。

受剪锚筋的锚固长度不应小于15d ，所以锚筋长度l ≧15d=15*24=360mm 节点2取锚筋直径d=24mm锚筋层数的影响系数αr =0.85锚筋的受剪承载力系数αv =360/3.14*)24*08.04(/)08.04(-=-y c f f d =0.414553锚板弯曲变形的折减系数αb =2430*25.06.025.06.0+=+d t =0.85 锚筋的总截面面积As=z f αα3.1f ααy b r y v r M V + =800*360*85.0*85.0*3.11102360*414553.0*85.0419000+=3303.03mm 2 （1+25%）*As=1.25*3303.03=4128.79 mm 2选用10 24mm ，As=4540mm 2 >4128.79 mm 2满足要求。

受剪锚筋的锚固长度不应小于15d ，所以锚筋长度l ≧15d=15*24=360mm 节点3取锚筋直径d=24mm锚筋层数的影响系数αr =0.85锚筋的受剪承载力系数αv =360/3.14*)24*08.04(/)08.04(-=-y c f f d =0.414553锚板弯曲变形的折减系数αb =2430*25.06.025.06.0+=+d t =0.85 锚筋的总截面面积As=zf αα3.1f ααy b r y v r M V +=800*360*85.0*85.0*3.11324360*414553.0*85.0467000+=3681.42mm 2 （1+25%）*As=1.25*3681.42=4601.78 mm 2选用14 24mm ，As=6356mm 2 >4601.78 mm 2满足要求。

PROJECT : SAMRYA TOWERS DOHA, QATARSUBJECT :Pre-cast-in embedment Calculation Report(3.5kPa and 4.0kPa wind load zone)CALCULATED BY : CONNORCHECKED BY : NELSON WANGYANVERIFICATED BY : ZHAOCHANGCHU NNO.20.13th Street Shenyang Economic &Technological Development Zone,China110027Tel: 0086 24 2527 3805Fax: 0086 24 2527 3441E-mai: jike12345@Submittal DocumentProject: Samrya Towers Doha, QatarSpecifications:Pre-cast-in Embedment Calculation(3.5kPa & 4.0kPa wind load zone)Report-Rev.AREVISION HISTORYA 12th May 2009Rev.Date Description of revision ANote : This report just provides the calculation of the embedment of 3.5 kPa and 4.0 kPa wind load zoneProject DescriptionProject Name : Samrya TowersProject Location : East of Ambassador’s and Al Wahda Street Intersection,Doha,Qatar.Project Description : The project consists of 2 identical towers, each having aregular trapezoidal plan form and an overall height of180.2m. The towers are joined by a lowrise.1. Pre-cast-in embedment calculation (Position applied at 3.5KPa & 4.0KPa)1.1 Reference drawingsPanel width :right : 1732mmleft : 1782mmStorey height:3800mm1.2 Pre-cast in embedment calculation (Position applied at 3.5KPa & 4.0KPa) 1.2.1 Relevant Detail drawings1.84mmTable 30 — Shear strength of bolts6.3.2.2 PackingThe total thickness of steel packing t pa at a shear plane should not exceed 4d /3, where d is the nominal diameter of the bolts. For multiple packs, the number of plies should preferably not exceed four. Where t pa exceeds d /3 the shear capacity P s should be taken as:but not more than given in 6.3.2.3 for large grip lengths or 6.3.2.5. for long joints.6.3.2.3 Large grip lengthsWhere the grip length T g (i.e.the total thickness of the connected plies) exceeds 5d , where d is the nominal diameter of the bolts, the shear capacity P s should be taken as:but not more than given in 6.3.2.2 for the effect of packing or 6.3.2.5. for long joints.6.3.2.4 Kidney-shaped slotsWhere a connection has two bolts, one in a standard clearance hole and one in a kidney-shaped slot, see 6.3.3.3, the shear capacity of each bolt should be taken as 0.8P s .6.3.2.5 Long jointsWhere the lap length L j of a splice or connection transferring tension or compression with more than two rows of bolts (i.e. the distance between the first and last rows of bolts, measured in the direction of load transfer, see Figure 23) exceeds 500mm, the shear capacity P s should be taken as:but not more than given in 6.3.2.2 for the effect of packing or 6.3.2.3 for large grip lengths.Bolt gradeShear strength p s (N/mm 2)4.61608.837510.9400General grade HSFG k M24400to BS 4395-1U M27350Higher grade HSFG to BS 4395-2400Other grades (U b k 1000 N/mm 2)0.4U bU b is the specified minimum tensile strength of the bolt.P s p s A s 9d8d 3t pa +------------------------èøæö=P s p s A s 8d3d T g +---------------------èøæö=P s p s A s 5 500L j –5 000---------------------------èøæö=x - p r i n t e d o n 14/02/2005 b y M i k e P a r t r i d g e B U J A r c h i t e c t sTable 33 — Standard dimensions of holes for non-preloaded bolts6.3.4 Bolts subject to tension 6.3.4.1 GeneralThe tension capacity of a connection using bolts (including 90º countersunk head bolts) should be checked using one of the following methods:— the simple method given in 6.3.4.2;— the more exact method given in 6.3.4.3.6.3.4.2 Simple methodThe simple method may be used if the connection satisfies both of the following:— the cross-centre spacing of the bolt lines should not exceed 55% of the flange width or end-plate width, see Figure 24;— if a connected part is designed assuming double curvature bending, see Figure 25b), its moment capacity per unit width should be taken as p y t p 2/6, where t p is the thickness of the connected part.In the simple method the prying force need not be calculated. The tensile force per bolt F t transmitted by the connection should not exceed the nominal tension capacity P nom of the bolt, obtained from:P nom = 0.8p t A t whereNominal diameter ofboltStandard clearance hole Oversize hole aShort slotted holeLong slotted hole bKidney-shaped slotDiameterDiameterWidth Length Width Length Width Length mmmmmmmmmmmmmmmmmm121316131613421336161820182218561848202225222622702260222427242824772466242630263226842672U 27d + 3d + 8d + 3d + 10d + 3 3.5d d + 3 3.0dNOTEd is the nominal diameter of the bolt (in mm).a Larger diameter holes may be used for holding-down bolts.bLonger slots may be used for expansion joints.A t is the tensile stress area as specified in the appropriate bolt standard. For bolts where the tensilestress area is not defined, A t should be taken as the area at the bottom of the threads;p t is the tension strength of the bolt obtained from Table 34.x - p r i n t e d o n 14/02/2005 b y M i k e P a r t r i d g e B U J A r c h i t e c t sSection 6BS 5950-1:2000BS 5950-1:2000Section 66.3.4.4 Combined shear and tensionBolts that are subject to shear F s as well as tension should, in addition to the conditions given in 6.3.1to 6.3.4.3, satisfy the following:where 6.4 Preloaded bolts6.4.1 GeneralDepending on the reason for adopting preloading, a connection using preloaded HSFG bolts should be designed as one of the following:a) a normal “bearing type” connection;b) non-slip in service;c) non-slip under factored loads.In case a) the preloaded bolts should be designed in the same way as non-preloaded bolts, see 6.3.6.4.2 and 6.4.5.6.4.4.— for the simple method:— for the more exact method:P sis the shear capacity, see 6.3.2.F s P s -----F t P nom------------- 1.4£+F s P s -----F totP t --------- 1.4£+x - p r i n t e d o n 14/02/2005 b y M i k e P a r t r i d g e B U J A r c h i t e c t s。

目录一．计算总说明： (2)二．数据准备： (2)三．荷载计算： (2)四.φ25钢筋验算： (3)五.焊缝验算： (3)(1). φ25钢筋与钢板连接焊缝验算： (3)(2).钢板与钢板焊缝验算： (4)一．计算总说明：本计算书是验算墩身预埋件的刚度及强度。

本墩身预埋件由扁钢（δ=6mm）和（φ25）钢筋组成。

二．数据准备：钢材弹性模量MpaE5101.2⨯=泊松比3.0=u容许应力[]Mpa170=σ角焊缝容许应力[]80f M p aτ=三．荷载计算：墩身预埋件承受模板受自重及施工荷载的作用。

1. 直线段模板自重：4.8*2m钢模质量：972.34kg通用大桁架质量：1083.87kg一根拉杆质量：30.2kg2m[14桁架支撑件质量：33.4 kg连接板质量：3.3kgφ22配双螺母螺栓质量：3.06kg()=1083.8716+972.348+33.416+3.312+30.2816781688 3.0626332.08kg⨯⨯⨯⨯⨯+⨯+⨯+⨯⨯=∑2.施工荷载：作业层取均布荷载23/kNm 4.8 1.2317.3F kN =⨯⨯=3.总受力：263.3217.3280.62kN =+=∑ 一个预埋件所受力280.62140.311412F kN ===四.φ25钢筋验算：321412822141431012.13j j kV kNkM kN m-=⨯==⨯⨯⨯= 3460110.850.85150102 4.909102151026.912.13s st j h A f kN m kM kN m--=⨯⨯⨯⨯⨯⨯⨯=>= 4611224 4.9091021510422.17282s st s st j A f A f kN kV kN-+=⨯⨯⨯⨯=>= 五.焊缝验算：(1). φ25钢筋与钢板连接焊缝验算：有效焊缝高度8mm,有效焊缝长度190-10=180mm3660110.850.85150102818010801029.3712.13s st j h A f kN m kM kN m--=⨯⨯⨯⨯⨯⨯⨯⨯=>= 66112248180108010460.8282s st s st j A f A f kN kV kN-+=⨯⨯⨯⨯⨯=>=(2).钢板与钢板焊缝验算：66212824010384010A m --=⨯⨯⨯=⨯ 66222819010304010A m --=⨯⨯⨯=⨯3840 5.7523040100.7561.75230403840y m m ⨯+⨯⨯==⨯+ 1261.75 5.7556100.7561.7539y m my m m=-==-= 3412241124082204801238405612042240I m m A y m m⨯=⨯==⨯= 34222422819029145333123040394623840I m m A y m m⨯=⨯==⨯= 2241112222239601067I I A y I A y m m =+++=总61.7519011.561.75139.75y m my m m==+-=上下 339601067283370.8139.75I W m m y ===总下33366.0651021.40.2833708101411036.722240810M V M M pa W V M pa A ττ--⨯===⨯⨯===⨯⨯⨯42.5M pa τ===。

幕墙预埋件计算书1荷载计算1.1风荷载标准值的计算方法幕墙属于外围护构件，按建筑结构荷载规范(GB50009-2001 2006年版)计算：wk =βgzμzμs1w……7.1.1-2[GB50009-2001 2006年版]上式中：wk：作用在幕墙上的风荷载标准值(MPa)；Z：计算点标高：20m；βgz：瞬时风压的阵风系数；根据不同场地类型,按以下公式计算(高度不足5m按5m计算)：βgz =K(1+2μf)其中K为地面粗糙度调整系数，μf为脉动系数A类场地：βgz =0.92×(1+2μf) 其中：μf=0.387×(Z/10)-0.1B类场地：βgz =0.89×(1+2μf) 其中：μf=0.5(Z/10)-0.16C类场地：βgz =0.85×(1+2μf) 其中：μf=0.734(Z/10)-0.22D类场地：βgz =0.80×(1+2μf) 其中：μf=1.2248(Z/10)-0.3对于C类地形，20m高度处瞬时风压的阵风系数：βgz=0.85×(1+2×(0.734(Z/10)-0.22))=1.9213μz：风压高度变化系数；根据不同场地类型,按以下公式计算：A类场地：μz=1.379×(Z/10)0.24当Z>300m时，取Z=300m，当Z<5m时，取Z=5m；B类场地：μz=(Z/10)0.32当Z>350m时，取Z=350m，当Z<10m时，取Z=10m；C类场地：μz=0.616×(Z/10)0.44当Z>400m时，取Z=400m，当Z<15m时，取Z=15m；D类场地：μz=0.318×(Z/10)0.60当Z>450m时，取Z=450m，当Z<30m时，取Z=30m；对于C类地形，20m高度处风压高度变化系数：μz=0.616×(Z/10)0.44=0.8357μs1：局部风压体型系数；按《建筑结构荷载规范》GB50009-2001(2006年版)第7.3.3条：验算围护构件及其连接的强度时，可按下列规定采用局部风压体型系数μs1：一、外表面1. 正压区按表7.3.1采用；2. 负压区-对墙面，取-1.0-对墙角边，取-1.8二、内表面对封闭式建筑物，按表面风压的正负情况取-0.2或0.2。

预埋件计算书==================================================================== 计算软件：MTS钢结构设计系列软件MTSTool v2.0.1.6计算时间：2014年11月15日11:14:38==================================================================== 一. 预埋件基本资料采用化学锚栓：单螺母膨胀型锚栓库_6.8级-M16排列为(环形布置)：3行；行间距135mm；2列；列间距150mm；锚板选用：SB20_Q235锚板尺寸：L*B= 300mm×350mm，T=20基材混凝土：C30基材厚度：300mm锚筋布置平面图如下：二. 预埋件验算：1 化学锚栓群抗拉承载力计算轴向拉力为：N=10kNX向弯矩值为：Mx=10kN·m锚栓总个数：n=3×2=6个按轴向拉力与X单向弯矩共同作用下计算：由N/n-M x*y1/Σy i2=10×103/6-10×106×135/145800=-7592.593 < 0故最大化学锚栓拉力值为：N h=(M x+N*l)*y1'/Σy i')2=(10×106+10×103×135)×270/145800=18814.815=18814.815×10-3=18.815kN所选化学锚栓抗拉承载力为(锚栓库默认值)：Nc=57.967kN这里要考虑抗震组合工况：γRE=0.85故有允许抗拉承载力值为：Nc=57.967/γRE=68.197kN故有：18.815 < 68.197kN，满足2 化学锚栓群抗剪承载力计算X方向剪力：Vx=60kNY方向剪力：Vy=60kN扭矩：T=100kN·mX方向受剪锚栓个数：n x=6个Y方向受剪锚栓个数：n y=6个剪切荷载通过受剪化学锚栓群形心时，受剪化学锚栓的受力应按下式确定：V ix V=V x/n x=60000/6=10000×10-3=10kNV iy V=V y/n y=60000/6=10000×10-3=10kN化学锚栓群在扭矩T作用下，各受剪化学锚栓的受力应按下列公式确定：V ix T=T*y i/(Σx i2+Σy i2)V iy T=T*x i/(Σx i2+Σy i2)化学锚栓群在剪力和扭矩的共同作用下，各受剪化学锚栓的受力应按下式确定：V iδ=[(V ix V+V ix T)2+(V iy V+V iy T)2]0.5结合上面已经求出的剪力作用下的单个化学锚栓剪力值及上面在扭矩作用下的单个锚栓剪力值公式分别对化学锚栓群中（边角）锚栓进行合成后的剪力进行计算（边角锚栓存在最大合成剪力）：取4个边角化学锚栓中合剪力最大者为：V iδ=[(10000+21676.301)2+(10000+12042.389)2]0.5=38.591kN所选化学锚栓抗剪承载力为(锚栓库默认值)：Vc=34.467kN这里要考虑抗震组合工况：γRE=0.85故有允许抗剪承载力值为：Vc=34466.992/0.85=40.549kN故有：V iδ=38.591kN < 40.549kN，满足3 化学锚栓群在拉剪共同作用下计算当化学锚栓连接承受拉力和剪力复合作用时，混凝土承载力应符合下列公式：(βN)2+(βV)2≤1式中：βN=N h/Nc=18.815/68.197=0.2759βV=V iδ/Vc=38.591/40.549=0.9517故有：(βN)2+(βV)2=0.27592+0.95172=0.9818 ≤1 ，满足三. 预埋件构造验算：锚固长度限值计算：锚固长度为160，最小限值为160，满足！锚板厚度限值计算：按《混凝土结构设计规范2002版》10.9.6规定，锚板厚度宜大于锚筋直径的0.6倍，故取锚板厚度限值：T=0.6×d=0.6×16=9.6mm锚筋间距b取为列间距，b=150 mm锚筋的间距：b=150mm，按规范且有受拉和受弯预埋件的锚板厚度尚宜大于b/8=18.75mm, 故取锚板厚度限值：T=150/8=18.75mm锚板厚度为20，最小限值为18.75，满足！行间距为135，最小限值为96，满足！列边距为150，最小限值为48，满足！行边距为40，最小限值为32，满足！列边距为75，最小限值为32，满足！。