这里有几个pkpm的例题，但不知道怎么怎样才能导入使用，希望大家来看看。本人是pkpm的初学者
这里有几个pkpm的例题，但不知道怎么怎样才能导入使用，希望大家来看看。本人是pkpm的初学者
2楼
帮你看看
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3楼
直接将你的工作目录指向例题目录，然后用pkpm 打开
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4楼
感谢啦，顶顶顶
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5楼
也顶下,新手.支持顶顶
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6楼
顶下,顶下,新手.支持
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7楼
我用2008年3月14日版本SATWE计算其中异(型)形柱例一，选“异形柱框架剪力墙结构”，并在特殊构件中设置“角柱”，并选定“按规范7.3.11-3”，部分结果如下：
WMASS.OUT中
===========================================================================
各楼层的单位面积质量分布(单位:kg/m**2)
===========================================================================
层号 塔号 单位面积质量 g
质量比 max(g/g[i-1],g/g[i+1])
1 1 1972.42 1.07
2 1 1839.82 1.00
3 1 1839.82 1.00
4 1 1839.82 1.00
5 1 1839.82 1.00
6 1 1839.82 1.00
7 1 1839.82 1.00
8 1 1839.82 1.00
9 1 1839.82 1.00
10 1 1839.82 1.15
11 1 1595.07 0.87
12 1 2089.42 1.31
单位面积质量偏大了，一般混凝土框架结构很少超过1400，不知楼主用的填充墙材料是什么，如此之重？
回复
8楼
WGCPJ.OUT 如下：
------------------------------------------------
| 第 12 层配筋、验算 柱墙活荷载折减系数 1.00 |
------------------------------------------------
------------------------------------------------
| 第 11 层配筋、验算 柱墙活荷载折减系数 1.00 |
------------------------------------------------
------------------------------------------------
| 第 10 层配筋、验算 柱墙活荷载折减系数 1.00 |
------------------------------------------------
------------------------------------------------
| 第 9 层配筋、验算 柱墙活荷载折减系数 1.00 |
------------------------------------------------
** 节点域抗剪超限 N-C= 5 ( 30)Vjy= 670. > FFC=0.27*fc*H*B= 643.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 15 ( 29)Vjx= -532. > FFC=0.22*fc*B*H= 532.
----------------------------------------------------------------------------
------------------------------------------------
| 第 8 层配筋、验算 柱墙活荷载折减系数 1.00 |
------------------------------------------------
** 节点域抗剪超限 N-C= 5 ( 30)Vjy= 721. > FFC=0.27*fc*H*B= 643.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 15 ( 29)Vjx= -594. > FFC=0.22*fc*B*H= 532.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 16 ( 28)Vjx= 563. > FFC=0.22*fc*B*H= 532.
----------------------------------------------------------------------------
------------------------------------------------
| 第 7 层配筋、验算 柱墙活荷载折减系数 1.00 |
------------------------------------------------
** 节点域抗剪超限 N-C= 4 ( 28)Vjx= 546. > FFC=0.22*fc*B*H= 525.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 5 ( 30)Vjy= 759. > FFC=0.27*fc*H*B= 643.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 11 ( 29)Vjx= -547. > FFC=0.22*fc*B*H= 532.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 13 ( 28)Vjx= 540. > FFC=0.22*fc*B*H= 532.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 15 ( 29)Vjx= -641. > FFC=0.22*fc*B*H= 526.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 16 ( 28)Vjx= 609. > FFC=0.22*fc*B*H= 528.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 17 ( 29)Vjx= -559. > FFC=0.22*fc*B*H= 532.
----------------------------------------------------------------------------
------------------------------------------------
| 第 6 层配筋、验算 柱墙活荷载折减系数 1.00 |
------------------------------------------------
** 节点域抗剪超限 N-C= 4 ( 28)Vjx= 582. > FFC=0.22*fc*B*H= 517.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 5 ( 28)Vjx= 537. > FFC=0.22*fc*B*H= 532.
** 节点域抗剪超限 N-C= 5 ( 30)Vjy= 782. > FFC=0.27*fc*H*B= 643.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 6 ( 29)Vjx= -561. > FFC=0.22*fc*B*H= 520.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 10 ( 28)Vjx= 558. > FFC=0.22*fc*B*H= 532.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 11 ( 29)Vjx= -583. > FFC=0.22*fc*B*H= 532.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 12 ( 29)Vjx= -541. > FFC=0.22*fc*B*H= 525.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 13 ( 28)Vjx= 574. > FFC=0.22*fc*B*H= 527.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 14 ( 29)Vjx= -471. > FFC=0.24*fc*B*H= 445.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 15 ( 29)Vjx= -674. > FFC=0.22*fc*B*H= 518.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 16 ( 28)Vjx= 643. > FFC=0.22*fc*B*H= 521.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 17 ( 29)Vjx= -593. > FFC=0.22*fc*B*H= 526.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 18 ( 28)Vjx= 450. > FFC=0.24*fc*B*H= 444.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 19 ( 28)Vjx= 542. > FFC=0.22*fc*B*H= 525.
----------------------------------------------------------------------------
------------------------------------------------
| 第 5 层配筋、验算 柱墙活荷载折减系数 1.00 |
------------------------------------------------
** 节点域抗剪超限 N-C= 1 ( 28)Vjx= 527. > FFC=0.21*fc*B*H= 514.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 3 ( 29)Vjx= -533. > FFC=0.21*fc*B*H= 516.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 4 ( 28)Vjx= 603. > FFC=0.21*fc*B*H= 507.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 5 ( 28)Vjx= 562. > FFC=0.22*fc*B*H= 532.
** 节点域抗剪超限 N-C= 5 ( 30)Vjy= 787. > FFC=0.27*fc*H*B= 643.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 6 ( 29)Vjx= -581. > FFC=0.21*fc*B*H= 510.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 7 ( 28)Vjx= 526. > FFC=0.21*fc*B*H= 515.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 9 ( 29)Vjx= -535. > FFC=0.21*fc*B*H= 513.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 10 ( 28)Vjx= 585. > FFC=0.22*fc*B*H= 531.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 11 ( 29)Vjx= -606. > FFC=0.22*fc*B*H= 530.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 12 ( 29)Vjx= -570. > FFC=0.22*fc*B*H= 517.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 13 ( 28)Vjx= 596. > FFC=0.22*fc*B*H= 521.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 14 ( 29)Vjx= -492. > FFC=0.23*fc*B*H= 442.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 15 ( 29)Vjx= -691. > FFC=0.21*fc*B*H= 508.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 16 ( 28)Vjx= 662. > FFC=0.21*fc*B*H= 511.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 17 ( 29)Vjx= -613. > FFC=0.22*fc*B*H= 519.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 18 ( 28)Vjx= 470. > FFC=0.23*fc*B*H= 439.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 19 ( 28)Vjx= 571. > FFC=0.22*fc*B*H= 517.
----------------------------------------------------------------------------
回复
9楼
WGCPJ.OUT 续如下：
------------------------------------------------
| 第 4 层配筋、验算 柱墙活荷载折减系数 1.00 |
------------------------------------------------
** 节点域抗剪超限 N-C= 1 ( 28)Vjx= 538. > FFC=0.21*fc*B*H= 503.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 3 ( 29)Vjx= -539. > FFC=0.21*fc*B*H= 506.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 4 ( 28)Vjx= 606. > FFC=0.20*fc*B*H= 490.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 5 ( 28)Vjx= 572. > FFC=0.22*fc*B*H= 528.
** 节点域抗剪超限 N-C= 5 ( 30)Vjy= 770. > FFC=0.27*fc*H*B= 643.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 6 ( 29)Vjx= -584. > FFC=0.21*fc*B*H= 497.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 7 ( 28)Vjx= 531. > FFC=0.21*fc*B*H= 506.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 9 ( 29)Vjx= -544. > FFC=0.21*fc*B*H= 500.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 10 ( 28)Vjx= 596. > FFC=0.22*fc*B*H= 526.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 11 ( 29)Vjx= -613. > FFC=0.22*fc*B*H= 525.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 12 ( 29)Vjx= -583. > FFC=0.21*fc*B*H= 508.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 13 ( 28)Vjx= 602. > FFC=0.21*fc*B*H= 512.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 14 ( 29)Vjx= -498. > FFC=0.23*fc*B*H= 438.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 15 ( 29)Vjx= -687. > FFC=0.20*fc*B*H= 492.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 16 ( 28)Vjx= 663. > FFC=0.21*fc*B*H= 497.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 17 ( 29)Vjx= -615. > FFC=0.21*fc*B*H= 510.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 18 ( 28)Vjx= 476. > FFC=0.23*fc*B*H= 434.
----------------------------------------------------------------------------
** 节点域抗剪超限 N-C= 19 ( 28)Vjx= 585. > FFC=0.21*fc*B*H= 508.
----------------------------------------------------------------------------
** ( 30)V= 249. > Fv=0.18*fc*B*Ho= 233.
N-WB= 8 (I= 1091, J= 1092) ( 1)B*H(mm)= 240* 500
Lwb= 0.90 Cover= 25 Nfwb= 2 Rcwb= 25.0
---------------------------------------------------------------------------
------------------------------------------------
| 第 3 层配筋、验算 柱墙活荷载折减系数 1.00 |
------------------------------------------------
** ( 29)V= 302. > Fv=0.18*fc*B*Ho= 277.
N-WC= 24 (I= 741 J= 860) B*H*Lwc(m)= 0.24* 0.75* 3.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 28)V= -294. > Fv=0.18*fc*B*Ho= 277.
N-WC= 25 (I= 861 J= 750) B*H*Lwc(m)= 0.24* 0.75* 3.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 29)V= 292. > Fv=0.18*fc*B*Ho= 277.
N-WC= 26 (I= 770 J= 862) B*H*Lwc(m)= 0.24* 0.75* 3.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 28)V= -298. > Fv=0.18*fc*B*Ho= 277.
N-WC= 27 (I= 863 J= 778) B*H*Lwc(m)= 0.24* 0.75* 3.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 30)V= 245. > Fv=0.18*fc*B*Ho= 233.
N-WB= 7 (I= 866, J= 867) ( 1)B*H(mm)= 240* 500
Lwb= 0.90 Cover= 25 Nfwb= 2 Rcwb= 25.0
---------------------------------------------------------------------------
** ( 30)V= 267. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 249. > Fv=0.18*fc*B*Ho= 233.
N-WB= 8 (I= 868, J= 869) ( 1)B*H(mm)= 240* 500
Lwb= 0.90 Cover= 25 Nfwb= 2 Rcwb= 25.0
---------------------------------------------------------------------------
** ( 30)V= 243. > Fv=0.18*fc*B*Ho= 233.
N-WB= 9 (I= 870, J= 871) ( 1)B*H(mm)= 240* 500
Lwb= 0.90 Cover= 25 Nfwb= 2 Rcwb= 25.0
---------------------------------------------------------------------------
------------------------------------------------
| 第 2 层配筋、验算 柱墙活荷载折减系数 1.00 |
------------------------------------------------
** ( 29)V= 500. > Fv=0.18*fc*B*Ho= 277.
N-WC= 24 (I= 518 J= 637) B*H*Lwc(m)= 0.24* 0.75* 3.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 28)V= -476. > Fv=0.18*fc*B*Ho= 277.
N-WC= 25 (I= 638 J= 527) B*H*Lwc(m)= 0.24* 0.75* 3.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 29)V= 472. > Fv=0.18*fc*B*Ho= 277.
N-WC= 26 (I= 547 J= 639) B*H*Lwc(m)= 0.24* 0.75* 3.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 28)V= -496. > Fv=0.18*fc*B*Ho= 277.
N-WC= 27 (I= 640 J= 555) B*H*Lwc(m)= 0.24* 0.75* 3.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 29)V= 382. > Fv=0.18*fc*B*Ho= 277.
N-WC= 70 (I= 457 J= 649) B*H*Lwc(m)= 0.24* 0.75* 3.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 28)V= -421. > Fv=0.18*fc*B*Ho= 277.
N-WC= 71 (I= 650 J= 466) B*H*Lwc(m)= 0.24* 0.75* 3.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 29)V= 425. > Fv=0.18*fc*B*Ho= 277.
N-WC= 84 (I= 619 J= 651) B*H*Lwc(m)= 0.24* 0.75* 3.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 28)V= -388. > Fv=0.18*fc*B*Ho= 277.
N-WC= 85 (I= 652 J= 626) B*H*Lwc(m)= 0.24* 0.75* 3.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 29)V= 343. > Fv=0.18*fc*B*Ho= 277.
N-WC= 89 (I= 531 J= 653) B*H*Lwc(m)= 0.24* 0.75* 3.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 28)V= -351. > Fv=0.18*fc*B*Ho= 277.
N-WC= 90 (I= 654 J= 535) B*H*Lwc(m)= 0.24* 0.75* 3.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 29)V= 421. > Fv=0.18*fc*B*Ho= 277.
N-WC= 91 (I= 544 J= 655) B*H*Lwc(m)= 0.24* 0.75* 3.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 37)V= 364. > Fv=0.18*fc*B*Ho= 277.
N-WC= 92 (I= 656 J= 553) B*H*Lwc(m)= 0.24* 0.75* 3.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 30)V= 258. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 240. > Fv=0.18*fc*B*Ho= 233.
N-WB= 7 (I= 643, J= 644) ( 1)B*H(mm)= 240* 500
Lwb= 0.90 Cover= 25 Nfwb= 2 Rcwb= 25.0
---------------------------------------------------------------------------
** ( 30)V= 276. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 258. > Fv=0.18*fc*B*Ho= 233.
N-WB= 8 (I= 645, J= 646) ( 1)B*H(mm)= 240* 500
Lwb= 0.90 Cover= 25 Nfwb= 2 Rcwb= 25.0
---------------------------------------------------------------------------
** ( 30)V= 256. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 238. > Fv=0.18*fc*B*Ho= 233.
N-WB= 9 (I= 647, J= 648) ( 1)B*H(mm)= 240* 500
Lwb= 0.90 Cover= 25 Nfwb= 2 Rcwb= 25.0
---------------------------------------------------------------------------
------------------------------------------------
| 第 1 层配筋、验算 柱墙活荷载折减系数 1.00 |
------------------------------------------------
** 稳定验算超限( 31)q= 2080. > Ec*(T**3)/(Lo**2)/10= 1548. N= -5617.
N-WC= 8 (I= 302 J= 304) B*H*Lwc(m)= 0.24* 2.70* 5.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 36)V= -634. > Fv=0.18*fc*B*Ho= 403.
** 稳定验算超限( 29)q= 2932. > Ec*(T**3)/(Lo**2)/10= 1548. N= -2932.
N-WC= 18 (I= 207 J= 440) B*H*Lwc(m)= 0.24* 1.00* 5.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 36)V= -419. > Fv=0.18*fc*B*Ho= 277.
** Nu= -1309. Uc= 0.61 > 0.60
N-WC= 24 (I= 281 J= 414) B*H*Lwc(m)= 0.24* 0.75* 5.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 29)V= 445. > Fv=0.18*fc*B*Ho= 277.
** Nu= -1299. Uc= 0.61 > 0.60
N-WC= 25 (I= 415 J= 291) B*H*Lwc(m)= 0.24* 0.75* 5.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
回复
10楼
WGCPJ.OUT 续如下：
----------------------------------------------------------------------------
** ( 28)V= -443. > Fv=0.18*fc*B*Ho= 277.
N-WC= 26 (I= 314 J= 416) B*H*Lwc(m)= 0.24* 0.75* 5.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 37)V= 417. > Fv=0.18*fc*B*Ho= 277.
N-WC= 27 (I= 417 J= 323) B*H*Lwc(m)= 0.24* 0.75* 5.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 37)V= 634. > Fv=0.18*fc*B*Ho= 403.
** 稳定验算超限( 28)q= 2969. > Ec*(T**3)/(Lo**2)/10= 1548. N= -2969.
N-WC= 33 (I= 419 J= 403) B*H*Lwc(m)= 0.24* 1.00* 5.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** Nu= -1056. Uc= 0.62 > 0.60
N-WC= 37 (I= 276 J= 277) B*H*Lwc(m)= 0.24* 0.60* 5.00
aa= 40(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** 稳定验算超限( 31)q= 2051. > Ec*(T**3)/(Lo**2)/10= 1548. N= -4060.
N-WC= 44 (I= 201 J= 436) B*H*Lwc(m)= 0.24* 1.98* 5.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** 稳定验算超限( 31)q= 2022. > Ec*(T**3)/(Lo**2)/10= 1548. N= -4003.
N-WC= 46 (I= 406 J= 438) B*H*Lwc(m)= 0.24* 1.98* 5.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** Nu= -769. Uc= 0.63 > 0.60
N-WC= 66 (I= 275 J= 276) B*H*Lwc(m)= 0.24* 0.43* 5.00
aa= 40(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** Nu= -776. Uc= 0.63 > 0.60
N-WC= 67 (I= 338 J= 339) B*H*Lwc(m)= 0.24* 0.43* 5.00
aa= 40(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 36)V= -391. > Fv=0.18*fc*B*Ho= 277.
** Nu= -1307. Uc= 0.61 > 0.60
N-WC= 70 (I= 213 J= 426) B*H*Lwc(m)= 0.24* 0.75* 5.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 37)V= 404. > Fv=0.18*fc*B*Ho= 277.
** Nu= -1308. Uc= 0.61 > 0.60
N-WC= 71 (I= 427 J= 223) B*H*Lwc(m)= 0.24* 0.75* 5.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** Nu= -771. Uc= 0.63 > 0.60
N-WC= 75 (I= 277 J= 279) B*H*Lwc(m)= 0.24* 0.43* 5.00
aa= 40(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** Nu= -745. Uc= 0.61 > 0.60
N-WC= 76 (I= 280 J= 284) B*H*Lwc(m)= 0.24* 0.43* 5.00
aa= 40(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** Nu= -750. Uc= 0.61 > 0.60
N-WC= 79 (I= 326 J= 330) B*H*Lwc(m)= 0.24* 0.43* 5.00
aa= 40(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** Nu= -773. Uc= 0.63 > 0.60
N-WC= 80 (I= 331 J= 340) B*H*Lwc(m)= 0.24* 0.43* 5.00
aa= 40(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 36)V= -406. > Fv=0.18*fc*B*Ho= 277.
** Nu= -1288. Uc= 0.60 > 0.60
N-WC= 84 (I= 393 J= 428) B*H*Lwc(m)= 0.24* 0.75* 5.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 37)V= 391. > Fv=0.18*fc*B*Ho= 277.
N-WC= 85 (I= 429 J= 401) B*H*Lwc(m)= 0.24* 0.75* 5.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** Nu= -745. Uc= 0.61 > 0.60
N-WC= 88 (I= 285 J= 286) B*H*Lwc(m)= 0.24* 0.43* 5.00
aa= 40(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 36)V= -415. > Fv=0.18*fc*B*Ho= 277.
N-WC= 89 (I= 295 J= 430) B*H*Lwc(m)= 0.24* 0.75* 5.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 37)V= 403. > Fv=0.18*fc*B*Ho= 277.
N-WC= 90 (I= 431 J= 300) B*H*Lwc(m)= 0.24* 0.75* 5.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 36)V= -403. > Fv=0.18*fc*B*Ho= 277.
N-WC= 91 (I= 310 J= 432) B*H*Lwc(m)= 0.24* 0.75* 5.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 37)V= 419. > Fv=0.18*fc*B*Ho= 277.
N-WC= 92 (I= 433 J= 320) B*H*Lwc(m)= 0.24* 0.75* 5.00
aa= 200(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** Nu= -744. Uc= 0.61 > 0.60
N-WC= 93 (I= 327 J= 328) B*H*Lwc(m)= 0.24* 0.43* 5.00
aa= 40(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** Nu= -1063. Uc= 0.62 > 0.60
N-WC= 97 (I= 338 J= 340) B*H*Lwc(m)= 0.24* 0.60* 5.00
aa= 40(mm) Nfw= 2 Rcw= 25.0
----------------------------------------------------------------------------
** ( 30)V= 352. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 298. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 296. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 293. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 291. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 289. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 286. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 284. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 334. > Fv=0.18*fc*B*Ho= 233.
N-WB= 7 (I= 420, J= 421) ( 1)B*H(mm)= 240* 500
Lwb= 0.90 Cover= 25 Nfwb= 2 Rcwb= 25.0
---------------------------------------------------------------------------
** ( 30)V= 364. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 308. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 306. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 304. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 301. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 299. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 297. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 295. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 346. > Fv=0.18*fc*B*Ho= 233.
N-WB= 8 (I= 422, J= 423) ( 1)B*H(mm)= 240* 500
Lwb= 0.90 Cover= 25 Nfwb= 2 Rcwb= 25.0
---------------------------------------------------------------------------
** ( 30)V= 345. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 292. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 290. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 287. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 285. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 283. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 281. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 278. > Fv=0.18*fc*B*Ho= 233.
** ( 30)V= 327. > Fv=0.18*fc*B*Ho= 233.
N-WB= 9 (I= 424, J= 425) ( 1)B*H(mm)= 240* 500
Lwb= 0.90 Cover= 25 Nfwb= 2 Rcwb= 25.0
---------------------------------------------------------------------------
** ( 28)V= 816. > Fv=0.18*fc*B*Ho= 737.
** ( 29)V= -811. > Fv=0.18*fc*B*Ho= 737.
N-WB= 12 (I= 430, J= 431) ( 1)B*H(mm)= 240* 1500
Lwb= 0.90 Cover= 25 Nfwb= 2 Rcwb= 25.0
---------------------------------------------------------------------------
** ( 29)V= -909. > Fv=0.18*fc*B*Ho= 737.
** ( 29)V= -765. > Fv=0.18*fc*B*Ho= 737.
** ( 29)V= -767. > Fv=0.18*fc*B*Ho= 737.
** ( 29)V= -769. > Fv=0.18*fc*B*Ho= 737.
** ( 29)V= -772. > Fv=0.18*fc*B*Ho= 737.
** ( 29)V= -774. > Fv=0.18*fc*B*Ho= 737.
** ( 29)V= -776. > Fv=0.18*fc*B*Ho= 737.
** ( 29)V= -778. > Fv=0.18*fc*B*Ho= 737.
** ( 29)V= -926. > Fv=0.18*fc*B*Ho= 737.
N-WB= 13 (I= 432, J= 433) ( 1)B*H(mm)= 240* 1500
Lwb= 0.90 Cover= 25 Nfwb= 2 Rcwb= 25.0
---------------------------------------------------------------------------
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11楼
用CRSC配筋结果的错误信息如下：
第 1 层 4 号柱轴压比 0.608 > 0.60 ?
第 1 层 15 号柱轴压比 0.634 > 0.60 ?
第 1 层 16 号柱轴压比 0.618 > 0.60 ?
第 1 层 18 号柱轴压比 0.558 > 0.55 ?
第 2 层 15 号柱轴压比 0.566 > 0.55 ?
第 4 层 4 号柱轴压比 0.586 > 0.55 ?
第 4 层 15 号柱轴压比 0.593 > 0.55 ?
第 4 层 16 号柱轴压比 0.578 > 0.55 ?
第 4 层 18 号柱轴压比 0.517 > 0.50 ?
地震下 4层 4号T形柱上节点在方向 1L不满足尺寸要求! Vjmax( 28 )= 526.70 > 522.50 kN
地震下 4层 5号T形柱上节点在方向 2T不满足尺寸要求! Vjmax( 30 )= 643.74 > 642.80 kN
地震下 4层 11号T形柱上节点在方向 1L不满足尺寸要求! Vjmax( 29 )= 545.79 > 531.64 kN
地震下 4层 15号T形柱上节点在方向 1L不满足尺寸要求! Vjmax( 29 )= 602.38 > 521.71 kN
地震下 4层 16号T形柱上节点在方向 1L不满足尺寸要求! Vjmax( 28 )= 579.74 > 523.38 kN
地震下 4层 17号T形柱上节点在方向 1L不满足尺寸要求! Vjmax( 29 )= 532.82 > 529.79 kN
地震下 5层 5号T形柱上节点在方向 2T不满足尺寸要求! Vjmax( 30 )= 658.93 > 642.80 kN
地震下 5层 15号T形柱上节点在方向 1L不满足尺寸要求! Vjmax( 29 )= 606.82 > 529.92 kN
地震下 5层 16号T形柱上节点在方向 1L不满足尺寸要求! Vjmax( 28 )= 580.45 > 531.35 kN
地震下 6层 5号T形柱上节点在方向 2T不满足尺寸要求! Vjmax( 30 )= 654.92 > 642.80 kN
地震下 6层 15号T形柱上节点在方向 1L不满足尺寸要求! Vjmax( 29 )= 591.96 > 531.64 kN
地震下 6层 16号T形柱上节点在方向 1L不满足尺寸要求! Vjmax( 28 )= 563.54 > 531.64 kN
地震下 7层 15号T形柱上节点在方向 1L不满足尺寸要求! Vjmax( 29 )= 562.42 > 531.64 kN
地震下 7层 16号T形柱上节点在方向 1L不满足尺寸要求! Vjmax( 28 )= 532.73 > 531.64 kN
= = = = = = = = = = = = = = = 文件 CNPJSAT.ERR 结尾 = = = = = = = = = = = = = = =
比较可见PKPM没检验柱轴压比；算出的节点剪力比CRSC算出的大得多。
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