《办公楼结构设计中的框架截面设计计算过程案例》

第68页

办公楼结构设计中的框架截面设计计算过程案例综述

目录

办公楼结构设计中的框架截面设计计算过程案例综述........................................68

1.1框架梁截面设计..................................................................68

1.1.1设计基本信息..............................................................68

1.1.2梁跨中截面................................................................68

1.13梁左支座截面.............................................................69

1.1.4梁右支座截面..............................................................69

1.1.5梁斜截面..................................................................70

1.2框架柱截面设计..................................................................81

L2.1柱顶正截面.................................................................81

L2.2柱底正截面.................................................................82

123柱顶斜截面.................................................................82

1.2.4柱底斜截面设计.............................................................83

1.1框架梁截面设计

1.1.1设计基本信息

第1层AB框架梁戡面尺寸：300mmx700mm,r/s==40mm,/%=〃一%二

700-40=660,框架抗震等级为三级抗震，受弯时，承载力抗震调整系数/RE=。75,受

剪时，承载力抗震调整系数底E=0.85。框架梁采用C30混凝土，轴心受压承载力强度

2

设计值£=14.3N/mm,轴心受拉承载力强度设计值工=1.43N/mnro箍筋采用

HPB3OO级钢筋，轴心受拉承载力强度设计值&二270N/inm2o⑺

1.1.2梁跨中截面

M=187.44kN.m;h{=120mm;s;=3600mm;T形截面的翼缘宽度/?'f按下式确定

r

bf=ming,b+snf方+⑵?’，

第69页

则跨中截面按第一类T形截面计算

62

。=YREM,=075x119.58x10/(1.0x14.3x2067x660)=0.009

aJ’bfV

百=1一Jl-勿s=1-A/1-2X0.009=0.009<殳=0.518

A=0.009xl.Ox14.3x2067x660/360=594.37mm2

2

A.nin=0.2%x300x700=420mm

1.1.3梁左支座截面

/=1-y/l-2x^s=1-Jl-2x0.132=().225<刍=0.518

A=().225xl.Ox14.3x300x660/360=1772.53mm2

2

Amin=AniM=丽0.25,55//fy)%bh=0.25%x30()x700=525mm

选配钢筋6c20,实配面积A=1885mm2

p=1885/(300x660)=0.95%<2.5%

1.1.4梁右支座截面

A7=-375.63kN.m

a=0.154

”0.496

A，=1285.64mnr

Amin=0.25%x300x700=525mm'

2

选配钢筋6c20,实配面积4s=1885mm

p=1885/(300x660)=0.95%<2.5%

第70页

1.1.5梁斜截面

V左二229.15kN.V中=84.90kN.V右=224.30kN

跨高比IJh>2.5时一«（。24电%）/一,跨高比lQ/h<2.5时

匕4（0.15民£他）/为

匕左=661.2100kN>V左匕中=661.2100kN>V中匕右=661.2100kN>V右

V左二350.81kN>V左V中=245.36kN>V中

第71页

表1.15层梁正截面设计

梁跨截面hM截面类型短自A(min)钢筋面积配卷率

h/h(h,Z4生A

0%

梁左300.070012014.3360-169.0矩形0.060.5180.070553495.02C206280.32

跨中

250070012014.3360118.8第一类T形0.0060.5180.006371.1391.02C206280.32

AB

梁右300.070012014.3360-138.8矩形0.050.5180.057451.2495.02C206280.32

梁左300.050.12014.3360-71.4矩形0.060.5180.065358.0345.02C206280.46

跆中

110050012014.3360•9.6第一类T形0.0020.5180.00243.7271.02C206280.46

BC

梁石300.050.12014.3360-71.4矩形0.060.5180.065358.0345.02C206280.46

梁左300.07(X)12014.3360-138.8矩形0.050.5180.057451.2495.02C2O6280.32

跨中

25007012014.3360118.8第一类T形0.0060.5180.006371.1391.02C2O6280.32

CD

梁右300.07(X)12014.3360-169.0矩形0.060.51«0.07()553.1495.02C2O6280.32

第72页

表1.24区梁正截面设计

梁跨截面h/hhM截面类型短人A（min）钢筋面积配筋率P%

fhtX4凡

梁左30070012014.3360-302.81矩形0.1220.5180.1301022.3495.06C2018850.95

跨中2500.0070012014.3360125.86第一类T形0.0060.5180.006398.5391.02C2062£0.32

AB梁右30070012014.3360-260.25矩形0.1040.5180.111869.6495.06C2018850.95

梁左30050012014.3360■133.06矩形0.1100.5180.117640.0345.06C2018851.37

密中1100.0050012014.3360-2.86第一类T形0.0010.5180.00113.0271.02C2062%0.46

BC梁右30050012014.3360-133.06矩形0.1100.5180.117640.0345.06C2018851.37

梁左30070012014.3360■260.25矩形0.1040.5180.111869.6495.06C2018850.95

跨中2500.0070012014.3360167.60第一类T形0.0080.5180.008531.2391.02C2062%0.32

CD梁右30070012014.3360-302.81矩形0.1220.5180.1301022.3495.06C2018850.95

第73页

表1.33区梁正截面设计

梁跨截面b/bhM截面类型A(niin)钢筋面积

(h(A4短自A配筋率0%

梁左30070012014.3360-383.35矩形0.1540.5180.1681321.0495.06C2O18850.95

跨中2500.0070012014.3360168.05第一类T形0.0080.5180.008532.6391.02C2O6280.32

AB

梁右30070012014.3360-322.75矩形0.1300.5180.139)095.0495.06C2O18850.95

梁左30050012014.3360-184.65矩形0.1530.5180.166912.1345.06C2O18851.37

建中1100.0050012014.3360-2.77第一类T形0.0010.5180.00112.6271.02c206280.46

BC

梁右30050012014.3360-184.65矩形0.1530.5180.166912.1345.06C2O18851.37

梁左3007(X)12014.3360-322.75矩形0.1300.5180.1391095.()495.06C2018850.95

跨中2500.0070012014.3360168.05第一类T形0.0080.5180.008532.6391.02C206280.32

CD

梁右30070012014.3360-383.35矩形0.1540.5180.1681321.0495.06C2O18850.95

第74页

表2展梁正截面设计

梁痣截面hhfM截面类型A(min)钢前面积

bib,fc44人4配筋率2％

梁左300700120)4.3360-423.53矩形0.1700.5180.1881475.3495.06C2018850.95

跨中2500.0070012014.3360161.93第一类T形0.0080.5180.008529.0391.02C206280.32

AB

梁右30070012014.3360-377.76矩形0.1520.5180.1651299.8495.06C2018850.95

梁左30050012014.3360-229.54矩形0.1900.5180.2121163.0345.06C2O18851.37

垮中1100.0050012014.3360-2.44第一类T形0.0010.5180.00111.1271.02C2O6280.46

BC

梁右30050012014.3360-229.54矩形0.1900.5180.2121163.0345.06C2018851.37

梁左3007(X)12014.3360-377.76矩形0.1520.5180.1651299.8495.06C2018850.95

跨中2500.0070012014.3360161.93第一类T形0.0080.5180.008529.0391.02C2O6280.32

CD

梁右3007(X)12014.3360-423.53矩形0.1700.5180.1881475.3495.06C2018850.95

第75页

表1.51区梁正截面设计

梁跨截面h儿M威面类型羡人A(min)锅筋面积配筋率〃％

b/b(AA4专

梁左30070012014.3360-498.26矩形0.2000.518C.2251772.5495.06C2018850.95

罟中2500.0070012014.3360187.44第一类T形0.0090.518C.009594.4391.02C206280.32

AB

梁右3(X)70012014.3360-384.57矩形0.1540.518C.1691325.6495.06C2018850.95

梁左30050012014.3360-249.46矩形0.2060.518C.2331279.0345.06C201885137

跨中1100.0050012014.3360-10.44第一类T形0.0020.518C.00247.3271.02C206280.46

BC

笑630050012014.3360-249.46矩形0.2060.518C.2331279.0345.06c2J1胫1.37

梁左3(X)7(X)12014.3360-384.57矩形0.1540.518C.1691325.6495.06C2018850.95

跨中2500.0070012()14.3360187.44第一类T形0.0090.518C.009594.4391.02C206280.32

CD

梁右30070012014.3360-498.26矩形0.2000.518C.2251772.5495.06C2018850.95

第76页

iS1.65®

梁1截面hhV£fyv匕(kN)布筋范围配箍率〃%

跨

梁左300700122.5614.3270755.04A8@IOO(2)1250.00397.580.224>0,26x1.43/270=0.138

跨中30070018.5214.3270521.24A8@200(2)5000.00278.07

75(X)

A

梁右3007(K)-119.60143270755.04>\8@I(XX2)1250.00397.5S

B

梁左30050054.8214.3270521.24A8@l00(2)825349.540252X).26x1.43/270=0.138

跨中300500-21.8614.3270521.24A8(3>200(2)1650230.02

3300

D

梁右3005(X)-54.8214.3270521.24A8@10(X2)825349.54

c

梁左300700119.6014.3270755.04A8@l00(2)1250.00397.580.224X).26x1.43/270=0.138

跨中300700-18.5214.3270755.04A8@200(2)5000.00278.07

7500

c

梁右300700-122.56143270755.04A8@10(X2)1250.00397.58

D

第77页

表1.74层

奖跨/截面bhVf.纸K(kN)选配箝筋配箍范围匕(kN)肥箍率p%

梁左300700189.6414.3270755.04A8@1OO(2)1250.00397.580.224>0.26x1.43/270=0.138

7500跨中30070040.1014.3270755.04A8(9200(2)5000.00278.07表

1.

AB梁右3(X)700-183.7514.3270755.04AS@1(X)(2)125().(X)397.58

8

梁左30050093.7014.3270521.24A8@100(2)825349.540.252>0.26x1.43/270=0.138

3

3300跨中300500-64.1114.3270521.24A8@2OO(2)1650230.02

层

3C梁右300500-93.7014.3270521.24A8@100(2)825349.54

3001U1

梁居/截面bhV出人匕(kN)选配箍筋配箍范围匕(kN)配箍率0%

7500跨中300700-40.10270755.04A8@200(2)5000.00278.07

CD滋右?nn700-1XO6414?9707SS(UA只⑶1000、nsnno狗7SK

第78页

梁左3007(X)203.3814.3270755.04A8@100(2)1250.00397.580.224>0.26x1.43/270-0.138

7500跨中3007(X)59.1214.3270755.04A8@200(2)5000.0()278.07

AB梁右300700-198.7214.3270755.04A8@IOO(2)1250.00397.58

梁左300500125.0214.3270521.24A8@IOO(2)825349.540.252X).26x1.43/2700.138

3300跨中300500-95.4314.3270521.24A8@2OO(2)1650230.02

BC梁右300500-125.02143270521.24A8@1OO(2)825349.54

梁左300700198.7214.3270755.04A8@100(2)1250.00397.580.224>0.26x1.43/270=0.138

7500跨中300700-59.1214.3270755.04A8@2O(X2)5000.00278.07

CD

梁右300700-203.3814.3270755.04A8@I(MX2)1250.00397.58

表L92层

第79页

梁跨1截面hhV£.IK(kN)选配箍筋配箍范国匕(kN)配触率。%

梁左3007(X)215.9714.3270755.04A8@IO(X2)1250.00397.580.224>0.26x1.43/270=0.138

7500跨中30070071.7114.3270755.04A8@20CX2)5000.00278.07

AB

梁右3007(X)-211.2814.3270755.04A8@IOO(2)1250.00397.58

梁左300500152.4314.3270521.24A8@1OO(2)825349.540.252>0.26x1.43/270=0.138

33()0跨中3005(X)-122.M14.3270521.24A8@2OO(2)1650230.02

BC

梁右300500-152.4314.3270521.24A8@1OCK2)825349.54

梁左3007(X)211.2814.3270755.04A8@IOO(2)1250.00397.580.224>0.26x1.43/270=0.138

7500跨中300700-71.7114.3270755.04A8@2OO(2)5000.00278.07

CD

梁右300700-215.9714.3270755.04A8@l00(2)1250.00397.58

表1.101层

第80页

绘跨1截面bhvJ匕(kN)选配箍筋配箍范围匕(kN)配箍军?％

梁左300700229.1514.3270755.04A8@100(2)1250.00397.580.224X).26x1.43/270=0.138

7500跨中30070084.9014.3270755.04A8(3)200(2)5000.00278.07

AB

梁右300700-224.3014.3270755.04A8@100(2)1250.00397.58

梁左3005(X)160.1914.327()521.24A8@1(X)(2)825349.540.252X).26x1.43/270=0.138

3300码中300500-130.5914.3270521.24A8@2OO(2)1650230.02

BC

梁右300500-160.1914.3270521.24/X8(3)100(2)825349.54

梁左300700224.3014.3270755.04A8@1OO(2)1250.00397.580.224X).26x1.43/270=0.138

7500跨中300700-84.9014.3270755.04A8@2OO(2)5000.00278.07

CD

梁右300700-229.1514.3270755.04A8@100(2)1250.00397.58

第81页

1.2框架柱截面设计

1.2.1柱顶正截面

柱顶：M=-305.84kN.m,N=]889.19kN,V=165.18kN

柱底：A/=-288.82kN.m,N=1931.31kN,V=165.18kN

框架柱考虑轴向压力在杆件中产生的二阶效应后控制界面的弯矩设计值.

_________1_________佗丫,二0"一

以一+13()(X%/N+q)/%17J金，金-N

Cm=0.983(当。小于0.7时，C,n=0.7),as=40mm;/?o=h-as=600-40=560mm;

e.t=max(b/30,20)=20mm

().5JfC,A—0.5x14.3x600x600.

=-1.362>1,取£二1(当£大于1,£=1.00)

£1889.19x103

।1r/cY„

心1300(%/N+4)/%I人)

-I+_________________!_________________®2x1_0891

1300x(305.84/1889.19x1000+20)/5601600J

Cm7；ns=0.983x0.891=O.876<1,ffiCm7ns=1(当C%小于1,取=1.00)

贝！]M=Cn/7nsM2=1x305.84=305.84kN.m

e=20+305.84x1000/1889.19+600/2-40=441.89mm

x=1889.19X1000/1.0/14.3/600=220.19mm<0.518x560=290.08mm=盘％

A=As=

0.80x1889.19x441.89x1000-1.0x14.3x600x5602x0.393x(1-0.5x0.393)

360x(560-40)

-972.83mnr

纵筋配筋12c20,实配面积A.=3770mm2

纵筋配筋率1.120%,符合要求

第82页

1.2.2柱底正截面

h。=h-as=600-40=560mm;ea=max(b/30,20)=20mm

0.5x14.3x600x600一一十一

或二—1931.31x1()3—=L333>1,取£=1(或大于1时，点=1.00)

]________(IcY

£

13000也/4+《)/%

=1+B00X至88.砺93七xi000+20面(S)

2x1=0.880

Qw0.983x0.88()

则M=1x288.82=288.82kN.m

e=20+288.82x1000/1931.31+600/2-40=429.54mm

x=1931.31x1()00/1.()/14.3/600=225.09mm<0.518x560=290.08mm二殳4

().8()x1931.31x429.54x1()()()-1.()x14.3x600x56()2x().275x(1-05x().275)

360x(560-40)

-1071.07mm2

纵筋配筋12c20,实配面积A=3770mnf

1.2.3柱顶斜截面

加密区间距100,非加密区间距200,纵向和横向均为4肢箍筋。

%=305.84x1000/165.18/560=3.306>3取A=3

N=1889.19kN

1(1.75x1.43x600x560270x4x50.3x560

=0^85I3+1++0.07x1889.19x1000

100/

=760.79kN>165.18kN

第83页

1.2.4柱底斜截面设计

2=288.82x1000/165.18/560=3.122>3取2=3

N=min(0.3/；.A/V)=1931.31kN

1(1.75x1.43x600x560270x4x50.3x560

0^85I+"Too-+0.07x1931.31x1000

7

=764.25kN>165.18kN

轴压比N/£H=0.375,取4=0.130,配箍率以=imx(4工/&。4)%=0.516%>2„面

4=/,=600-2x20=564mm

Acor=(600-2x20)x(600-2x20)=318096

加密区：

4x50.3x5604-4x50.3x560143

6V==0.71%>0.13x-=6.89%>0.4%

560x560x10()270

非加密区:

4x50.3x560+4x50.3x560

外==0.36%

560x560x200

满足要求

第84页

表1A柱嵌面设计

层次柱截面MNe偏压类型配筋单边P

4,/RE如小*A

（角侧P

配筋）

0.89

柱顶155.47347.93().752()l.(X)1.033692.4大僚心().072-37.991257().371.122

53

3600

0.89

柱底I(X).I2390.050.75201.001.056522.1大腕心().081-303.5212570.371.122

3

0.93

柱顶188.01913.760.80201.001.069485.9大惯心0.19()-571.0812570.371.122

46

3600

0.93

柱底148.19955.880.80201.001.089438.0大信心0.199-785.6512570.371.122

6

0.96

柱顶220.351481.460.8020l.(X)1.092431.1大修心0.308-987.8412570.371.122

31

3600

0.96-1141.5

柱底191.601523.580.80201.001.106413.7大信心0.31712570.371.122

3

第85页

0.94-1383.6

柱顶217.212050.89().80201.001.123392.7大馍心0.42712570.371.122

282

3600

0.94-1214.3

柱底263.002093.010.80201.001.106411.8大愠心0.43612570.371.122

86

0.88-1571.1

柱顶219.112622.820.80200.981.189368.3小傕心0.54612570.371.122

197

4550

0.88-1079.5

柱底347.892671.050.80200.96I.I3I410.7小愠心0.55712570.371.122