5532平米四层框架教学楼设计计算书部分建筑结构图某及

基础配筋计根据结构荷载及资料，基础选用十字交叉基础CCM M 风D风---F风---标准组 基本组标准组 基本组-----N恒活标准组 基本组-----恒A MVN1.20m按《建筑地础设计规范》规定，取0.25倍柱距1.8m。1/4-1/81.2m1/2-1/3，取0.6m1.5m0.30m0.45m。素填土

18.5kN/

1粉土1

19.3kN/

1.51.02基础底面以上土 平均重度20

18.51.019.30.518.77kN/1h1h1fafakb(b3)d0(d3001.418.771.0326.27kN/A

482326.27-20482326.27-20A1.3A1.31.63选用矩形bh3.01.23.6m2（满足要求W1bh213.01.22 MkMikVik1.2(94.7477.96100.5864.90)(41.8428.7243.4022.64)1.2NKW1bl211.2212 pk

NKGWKGK

1562.34100.71756174.261.2 NKGWKGK

1562.34100.71756174.26k

1.2 pkmax97.97kN/m21.2fa1.2146.97pkmin94.02kN/m2pk(pkmaxpkmin)/2(97.9794.02)/296.00kN/m2fa地基梁的内力计算（采用基本组合用倒计算

1NNi344.12621.1462779344.12MMiVi1.2(18.0613.7213.7218.06)(11.628.908.9011.62)1.26M60.00l2 地基净反力qNl1937.1721 AM0ACM0CM0

M0M0

M0BDM0BD

0QQQ0 QQQ0Q

CQ Q R0R0166.05304.45 R0R0359.75138.38 节点何在按线刚度进行分配，设地基梁的横截面相同，则线刚iEIl与liEI/

i1EI/

i2EI/

i3EI/ADi1/(i12i)(EI/7.2)/(EI/7.22EI/3.6)BC(i1i2)/(i1i22i)(EI/7.2EI/3.0)/(EI/7.2EI/3.02EI/3.6)1/3跨内。q1(470.50344.12)/(1.87.2/3)30.09kN/m(q2(621.14498.13)/(3/37.2/3)36.18kN/m()q3(627.79498.13)/(3/37.2/3)38.14kN/m()q4470.50344.121.87.2330.09kN/m（上）MA'MAMC'MC

'MMBD'MMBDQCQC

QQQ QQQQ Q

QQ QQ

AA

54.1657.98

'72.3535.26RRRBCD'38.9676.96 '57.6454.16RRRBCDRR0R'470.50112.14 RR0R'498.13107.61 RR0R'498.13115.92 RR0R'470.50111.80 123q'(358.36344.12)/(1.87.2/3)3.39kN/m(q'(621.14605.74)/(3/37.2/3)4.53kN/m()q'(627.79614.05)/(3/37.2/3)4.04kN/m()1234q'(358.70344.12)/(1.87.2/3)3.47kN/m(4ABCABC弯矩DM2D

M2

M2

M2QCQC

2QQQ QQQQ Q

2QQ QQ

6.106.106.45ACR23.838.07C

R29.194.74BDR26.706.25BD2%，不需进行再次调整MA149.4548.755.49MB348.4939.305.19MC348.4942.784.32MD149.4548.755.62AQ166.0554.166.10AAQ304.4557.986.45ABQ359.7572.359.19BBQ138.3835.264.74BCQ138.3838.963.83CCQ359.7576.968.07CDQ304.4557.646.70DQ166.0554.16Q166.0554.166.25D基础宽度bf1200mm，基础梁宽度b550mm，高度h1350mm土强度等级C100mmC

210N/mm2 yf300Nmm2y取板宽B1.0m作为计算单元，板跨度a12005502325mmsa45mmps(bf

1937.171.22176.87kN/m2翼缘根部弯矩M1Pa2176.87(325103)2 剪力

pa76.873251031.0底板的有效高度h /0.7fB28.83103/0.71.43100028.80mm 又翼板厚度hf200mmhf200mmh01hfas20045155mmyf210Nmm2yAM/0.9fh5.40106/0.9210155 yAs/Bh0184.33/10001550.119%0.45ft/fy0.451.43/210

min

0.306%1000155选用8/10@130,

495mm2垂直于纵向受拉钢筋放置8@150yf300NyCD1.2M1.2M中1.2348.81418.57kN.mTbf1200mm，hf200mm,as60mm,h0135060fb(hh/2)1.014.31200200(1290200/2)1064084.08kN.mM1c TM/fbh2268.56106/1.014.3120012902112

1c

11

0.015b112s1120.015 AM/fh418.57106/3000.991290 ys bh0.2%5501290s 取A s

B1.2M1.2MB1.2(395.59) b550mm，as60mm,h0135060M/fbh2 1 1111Asfcbh0/fyAsminminbh00.2%取A s

Vmaxhwh01290mmhwb12905502.3540.25cfcbh00.0.7ftbh00.7因mmb550mm800mm，故选用8@200

h1350mm700mm400mm1Ф14楼梯钢筋计算活载恒载分项系数Qbt－－梯板弯折荷载Qｐ－－ 第1标准层第2 第2标准层第1

第2标准层第2 楼梯板底筋－－Asbd(cm2)：按照两端简支求出Ｍmax,按照Ｍmax平台板负筋标准层标准层 跑 楼梯梁保护层厚度楼梯板受力钢筋 受力钢筋最小间距：100mm受力钢筋 8时, 受力钢筋 12或 14时, 受力钢筋 14时,取楼梯板分布筋每踏步至少：１1112无无2122无无梯梁1底纵筋梯梁111无无无12无无无21无无无22无无无参考文建筑抗震设计规范（GB50011—200