: .
600 2800
梁配筋
说明:
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>=
手工计算结果如下:
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+2002*25+35*22400+25+12*22
=15950+395+264 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)
= (3600200*2)/3+40025+35*22400+25
=1442+395 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
= (5800200*2)/3+400+ (5800200*2)/3
4000
= 4000返回
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
=(5800200*2)/4+400+(5800200*2)/4
=3100 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
= (5800200*2)/3+400+ (5800200*2)/3
= 4000 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
=(5800200*2)/4+400+(5800200*2)/4
=3100 3100返回
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
= (3600200*2)/3+400+280020025
= 4042
4042
第一跨下部纵筋3b18:
L=Ln+支座宽BHC+max(Lae,+5d) +max(15d, Lae支座宽+BHC)
=36002*200+40025+35*18+ 15*18
=4205+270 4205
270
第二跨下部纵筋4b18:
L=Ln+max(Lae,+5d)*2
钢筋平法配筋计算讲解 来自淘豆网www.taodocs.com转载请标明出处.