平法梁 配筋计算

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平法梁配筋计算
集中标注表示:框架梁KL1,3跨,一端有悬挑,截面为300*600;箍筋为I级钢筋,直径8,加密区间距为100,非加密区间距为200 ,均为两肢箍;上部通长筋为2根直径22的二级钢;
原位标注表示:支座1上部纵筋为4根直径22的二级钢,支座2两边上部纵筋为6根直径22的二级钢分两排,上一排为4根,下一排为2根;第一跨跨距3600,下部纵筋为3根直径18的二级钢,全部伸入支座,;第二跨跨距5800,下部纵筋为4根直径18的二级钢,全部伸入支座;以后类推。1.  Lae:纵向受拉钢筋抗震锚固长度(任何情况下不得小于250mm)
        Ln: 梁净跨;              Hc: 柱截面沿框架方向的高度
2.  一级抗震加密区>=2Hb,二至四级>=1.5Hb
上部通长筋2b22:
 L=各跨长之和+悬梁跨长+左支座左半宽-2*BHC+max(Lae-支座宽+BHC,15d)+12d
                         =3600+5800+3600+2800+200-2*25+35*22-400+25+12*22
                         =15950+395+264
支座1右端上部一排筋2b22:
 L=Ln/3(Ln为净跨值)+支座宽-BHC+ max(Lae-支座宽+BHC,15d)
                       =  (3600-200*2)/3+400-25+35*22-400+25
                       =1442+395
支座2两端上部一排筋2b22:
 L=Ln(支座两边较大一跨的净跨值)/3+支座+Ln/3
                        =  (5800-200*2)/3+400+ (5800-200*2)/3
                        = 4000
支座2两端上部二排筋2b22:
L=Ln(支座两边较大一跨的净跨值)/4+支座+Ln/4
                                            =(5800-200*2)/4+400+(5800-200*2)/4
                                            =3100
支座3两端上部一排筋2b22:
 L=Ln(支座两边较大一跨的净跨值)/3+支座+Ln/3
                                             =  (5800-200*2)/3+400+ (5800-200*2)/3
                                             = 4000
支座3两端上部二排筋2b22:
 L=Ln(支座两边较大一跨的净跨值)/4+支座+Ln/4
                                           =(5800-200*2)/4+400+(5800-200*2)/4
                                           =3100
支座4两端上部一排筋2b22:
             L=Ln/3(Ln为净跨值)+支座宽+悬梁长-BHC
                       =  (3600-200*2)/3+400+2800-200-25
                       = 4042
第一跨下部纵筋3b18:
            L=Ln+支座宽-BHC+max(Lae,0.5Hc+5d) +max(15d, Lae-支座宽+BHC)
              =3600-2*200+400-25+35*18+ 15*18
              =4205+270
第二跨下部纵筋4b18:
                L=Ln+max(Lae,0.5Hc+5d)*2
                  =(5800-200*2)+2*35*18
                  =6660
第三跨下部纵筋3b18: L= Ln+max(Lae,0.5Hc+5d)*2
                                           =(3600-2*200)+2*35*18       
                                           =4460
右悬梁下部筋3b18: L= 悬梁长-BHC+15d
                                       =(2800-200)-25+15*18
                                       =2845
箍筋尺寸: L1=300-2*25+2*8=266
                     L2=600-2*25+2*8=566
第一跨箍筋根数:
             N=2*Round(1.5Hb-50)/间距+Round(Ln-2*1.5*Hb)/间距+1
                =2*Round[(1.5*600-50)/100]+Round[(3600-400-2*1.5*600)/200]+1
                =2*9+7+1=26根
第二跨箍筋根数:
           N=2*Round[(1.5*600-50)/100]+[Round(5800-400-2*1.5*600)/200]+1
              =2*9+18+1=37根
第三跨箍筋根数:(同第一跨 )
           N=26根
右悬梁箍筋根数:
           N=Round[(2800-200-2*50)/100] +1
            =26根
总根数:N=26+37+26+26=115根
平法柱配筋计算
       柱钢筋主要分为纵筋和箍筋。
       柱纵筋分角筋、截面b边中部筋和h边中部筋;相邻柱纵向钢筋连接接头要相互错开;在同一截面内钢筋接头面积百分率不应大于50%;柱纵筋连接方式包括绑扎搭接、机械连接和焊接连接。
        柱箍筋按钢筋级别、直径、间距注写,当为抗震时用斜线“/”
区分柱端箍筋加密区与柱身非加密区内箍筋不同间距。如柱全高
为一种间距时则不用“/”;圆柱采用螺旋箍筋时需在箍筋前加“L”。
基础部分
6b25: 
L1=底部弯折+基础高+基础顶面到上层接头的距离(满足>=Hn/3)
    =200+(1000-100)+(3200-500)/3
    =200+1800
6b25: 
L2=底部弯折+基础高+基础顶面到上层接头的距离+纵筋交错距离
    =200+(1000-100)+(3200-500)/3+Max(35d,500)
    =200+2675
一层:
12b25:  L1=L2=层高-基础顶面距接头距离+上层楼面距接头距离
                   =3200-Hn/3+Max(Hn/6,Hc,500)
                   =3200-900+550
                   =2850
二层:
12b25:  L1=L2=层高-本层楼面距接头距离+上层楼面距接头距离
                 =3200-Max(Hn/6,Hc,500)+Max(Hn/6,Hc,500)
                 =3200-550+550
                 =3200
三层:
12b25:  L1=L2=层高-本层楼面距接头距离+上层楼面距接头距离
                 =3200-Max(Hn/6,Hc,500)+Max(Hn/6,Hc,500)
                 =3200-550+550
                 =3200
顶层:柱外侧纵筋4b25:2b25:  L1=层高-本层楼面距接头距离-梁高+柱头部分
     =3200-Max(Hn/6,Hc,500)-500 + Hb-BHC +1.5Lae-(Hb-BHC))
     =3200 –550-500+ (500-30)+1.5*35*25-(500-30)
     =2620+843
2b25: L2=层高-(本层楼面距接头距离+本层相邻纵筋交错距离) -梁高+柱头
     =3200-(Max(Hn/6,Hc,500) +Max(35d,500))-500+Hb-BHC +1.5Lae-(Hb-BHC))
     =3200-(550+35*25)-500+(500-30)+1.5*35*25-(500-30)
     =1745 +843
柱内侧纵筋8b25: 
4b25: L1=层高-本层楼面距接头距离-梁高+柱头部分
               =3200-Max(Hn/6,Hc,500)-500 + Hb-BHC +12d
               =3200-550-500 +500-30+12*25
               =2620+300
4b25: L2=层高-(本层楼面距接头距离+本层相邻纵筋交错距离) -梁高+柱头
      =3200-(Max(Hn/6,Hc,500) +Max(35d,500))-500 + Hb-BHC +12d
      =3200-(550+35*25)-500+(500-30)+12*25
      =1745 +300
箍筋尺寸:                 B边           550-2*30+2*8=506
                 H边          550-2*30+2*8=506
箍筋根数:
一层:加密区长度 = Hn/3+Hb+max(柱长边尺寸,Hn/6,500)
                                 =(3200-500)/3+500+550=1950
            非加密区长度=Hn- 加密区长度=(3200-500)-1950=750
           N=Round(1950/100)+Round(750/200)+1=25           
二层:加密区长度 =2*max(柱长边尺寸,Hn/6,500) +Hb
                                 =2*550+500=1600
            非加密区长度=Hn- 加密区长度=(3200-500)-1600=1100
           N=Round(1600/100)+Round(1100/200)+1=23          
三、四层同二层    总根数:N=2+25+23*3=96根平法剪力墙配筋计算         剪力墙身表达形式为Qxx(x排),括号内为墙身所配置的水平钢筋与竖向钢筋的排数(排数的规定见平法03G101-1第13页)。    
       剪力墙身共有三种钢筋,水平钢筋、竖向钢筋和拉筋 。端柱、小墙肢的竖向钢筋构造与框架柱相同,水平钢筋的计算比较简单,拉筋尺寸及根数要依据具体设计来进行计算。
     下面就以一个实例来计算墙的配筋:
基础部分纵筋: b12
L =基础内弯折+基础内高度+搭接长度Lle
   = 240+(1200-100)+1.6*Lae
   =240+(1200-100)+1.6*35*12
   =240+1772
根数:N=排数*[Round(墙净长-50*2/间距)+1]
               =2*[ Round (5200-50*2/200)+1]
               =2*27
               =54
中间层:
一层:竖向钢筋:L =层高+上面搭接长度 Lle
   = 3200+1.6*Lae
   =3200+1.6*35*12
   =3872
根数:  N=排数*[Round(墙净长-50*2/间距)+1]
                 =2*[ Round (5200-50*2/200)+1]
                 =2*27
                 =54
一层:水平钢筋:L =左端柱长度-保护层+墙净长+左端柱长度-保护层+2*弯折
   = (400-15)+5200+(400-15)+2*15d
   =5970+2*15*12
   =5970+180+180
根数:  N=排数*(墙净高/间距+1)
                 =2*[(3200-100)/200+1)]
                 =2*17
                 =34
一层:拉筋:L =墙厚-2*保护层厚度+2*直径
   = 300-2*15+2*6
   =282
根数:  N=墙高/间距*墙净长/间距
                 =(3200-100)/200*(5200/200)
                 = 416
二层同一层    顶层:竖向钢筋:
L =层高-保护层+(Lae-板厚+保护层)
   = 3200-15+(35*12-100+15)
   =3185+335
根数同中间层:  N=54
水平筋和拉筋同中间层            
     THE  END