PKPM输出的柱子的控制内力如下，但它的配筋是如何算出来的？用偏压公式算肯定不是这样的配筋面积呀？
N-C= 5 ( 1)B*H(mm)= 750* 750
Cover= 20(mm) Cx= 1.25 Cy= 1.25 Lc= 6.00(m) Nfc= 2 Rcc= 30.0 Fy= 360. Fyv= 270.
RLIVEC= 1.00 混凝土柱 矩形截面
( 31)Nu= -1275. Uc= 0.158 Rs= 3.29(%) Rsv= 0.60(%) Asc= 314.0
( 34)N= 142. Mx= 1085. My= -682. Asxt= 4019. Asxt0= 4019.
( 32)N= 85. Mx= 647. My= -968. Asyt= 3536. Asyt0= 3536.
( 34)N= 142. Mx= 1467. My= -849. Asxb= 5376. Asxb0= 5376.
( 32)N= 85. Mx= 877. My= -1243. Asyb= 4513. Asyb0= 4513.
( 34)N= 142. Vx= -332. Vy= -553. Ts= -29. Asvx= 207. Asvx0= 197.
( 34)N= 142. Vx= -332. Vy= -553. Ts= -29. Asvy= 207. Asvy0= 197.
抗剪承载力: CB_XF= 608.0 CB_YF= 710.6
( 28)N= -510. Vjx= 1187. Asvjx= 186.
( 31)N= -535. Vjy= -1759. Asvjy= 186.
----------------------------------------------------------------------------
N-C= 6 ( 1)B*H(mm)= 750* 750
Cover= 20(mm) Cx= 1.25 Cy= 1.25 Lc= 6.00(m) Nfc= 2 Rcc= 30.0 Fy= 360. Fyv= 270.
RLIVEC= 1.00 混凝土柱 矩形截面
( 30)Nu= -1059. Uc= 0.132 Rs= 2.31(%) Rsv= 0.64(%) Asc= 314.0
( 33)N= -499. Mx= -879. My= 684. Asxt= 2274. Asxt0= 2274.
( 33)N= -499. Mx= -879. My= 684. Asyt= 1663. Asyt0= 1663.
( 33)N= -499. Mx= -1463. My= 1117. Asxb= 4101. Asxb0= 4101.
( 33)N= -499. Mx= -1463. My= 1117. Asyb= 3018. Asyb0= 3018.
( 29)N= -638. Vx= 476. Vy= 614. Ts= -9. Asvx= 222. Asvx0= 222.
( 29)N= -638. Vx= 476. Vy= 614. Ts= -9. Asvy= 222. Asvy0= 222.
抗剪承载力: CB_XF= 454.1 CB_YF= 582.8
( 29)N= -288. Vjx= -1143. Asvjx= 186.
( 29)N= -424. Vjy= -1492. Asvjy= 186.