def _test2():
f = Pile(γ0=1.1,
forces_fu=(1940.88, 529.22, 672.31, 21.69, 1286.92, 279.24),
forces_ac=(0, 0, 0, 0, 0, 0),
forces_fr=(1940.88, 529.22, 672.31, 21.69, 1286.92, 279.24),
forces_qp=(1940.88, 529.22, 672.31, 21.69, 1286.92, 279.24),
forces_ch=(1940.88, 529.22, 672.31, 21.69, 1286.92, 279.24),
concrete='C30',
rebar='HRB400',
L1=3,
d=1.3,
h=23,
h1=0,
h2=5.6,
A2=0.8 * 1,
b2=1.0,
kf=0.9,
Ec=30000.0,
m=5000,
C0=300000,
bottom_fixed='True',
As=28 * 490.9,
layers=('粉质粘土', '强风化片麻岩', '中风化片麻岩'),
li=(18, 1.4, 6),
qik=(70, 110, 220),
fa0=(370, 400, 1100),
frk=(0, 0, 17.5e3),
γ2=18,
status=(-1, -1, 1))
f.solve()
print(f.text())
def _test1():
f = Pile(As=20 * 615.8)
f.solve()
print(f.text())
class Abutment(abacus):
"""
验算桥台多排桩竖向承载力、极限承载力及裂缝宽度
《公路桥涵地基与基础设计规范》（JTG D63-2007）附录P.0.6~P.0.7
"""
__title__ = '桥台多排桩验算'
__inputs__ = OrderedDict((
('γ0', ('<i>γ</i><sub>0</sub>', '', 1.0, '重要性系数')),
('G', ('', 'kN', 0, '桥台自重', '向下为正')),
('Pb_D', ('', 'kN', 0, '上部恒载作用力', '向下为正')),
('Pb_L', ('', 'kN', 0, '上部活载作用力', '向下为正')),
('ep', ('', 'm', 0, '上部作用力偏心', '上部力作用点相对于承台中心的偏心')),
('E', ('', 'kN', 0, '土压力', '向下为正')),
('C', ('', 'm', 0, '土压力距基底距离', '土压力距承台底距离')),
material_base.concrete_item,
material_base.rebar_item,
('L1', ('<i>L</i><sub>1</sub>', 'm', 2, '平行于水平力作用方向的桩间净距')),
('d', ('<i>d</i>', 'm', 1.0, '桩径或垂直于水平外力作用方向桩的宽度')),
('h', ('<i>h</i>', 'm', 20, '桩长')),
('h1', ('<i>h</i><sub>1</sub>', 'm', 0, '桩顶高出地面或局部冲刷线的长度')),
('h2', ('<i>h</i><sub>2</sub>', 'm', 10, '柱高')),
('hc', ('<i>h</i><sub>c</sub>', 'm', 0, '承台底面埋深',
'承台底面埋入地面或局部冲刷线下的深度')),
('A2', ('<i>A</i><sub>2</sub>', 'm<sup>2</sup>', 0, '柱横截面面积')),
('b2',
('<i>b</i><sub>2</sub>', '', 1.0, '系数',
'与平行于水平力作用方向的一排桩的桩数n有关的系数, n=1时取1.0；n=2时取0.6；n=3时取0.5；n=4时取0.45')),
('kf', ('<i>k</i><sub>f</sub>', '', 0.9, '桩形状换算系数',
'圆形或圆端形取0.9；矩形取1.0')),
('Ec', ('<i>E</i><sub>c</sub>', 'MPa', 3.0E4, '混凝土抗压弹性模量')),
('m', ('<i>m</i>', 'kN/m<sup>4</sup>', 5000, '非岩石地基水平向抗力系数的比例系数')),
('C0', ('<i>C</i><sub>0</sub>', 'kN/m<sup>3</sup>', 300000,
'桩端地基竖向抗力系数', '非岩石地基C0=m0*h, h≥10；岩石地基查表P.0.2-2')),
('桩底嵌固', ('桩底嵌固', '', False, '', '', {
True: '是',
False: '否'
})),
('As', ('<i>A</i><sub>s</sub>', 'mm<sup>2</sup>', 0, '纵向受拉钢筋面积')),
# 岩土参数
('soil', ('地层名称', '', ('填土', '粘土', '中风化砂岩'), '',
'输入各地层名称，示例：(填土,淤泥,粘土,强风化砂岩)')),
('li', ('<i>l</i><sub>i</sub>', 'm', (3, 5, 6), '土层厚度',
'输入各地层厚度，之间用逗号隔开')),
('qik', ('<i>q</i><sub>ik</sub>', 'kPa', (50, 60, 120), '侧摩阻力标准值',
'输入各地层侧摩阻力标准值，之间用逗号隔开')),
('fa0', ('[<i>f</i><sub>a0</sub>]', 'kPa', (220, 250, 800), '承载力基本容许值',
'输入各地层承载力基本容许值，之间用逗号隔开')),
('frk', ('<i>f</i><sub>rk</sub>', 'kPa', (0, 0, 20000),
'岩石饱和单轴抗压强度标准值', '输入各地层承载力标准值，之间用逗号隔开')),
('γ2', ('<i>γ</i><sub>2</sub>', 'kN/m<sup>3</sup>', 18, '土层重度',
'可直接输入桩端以上各土层的加权平均重度，也可输入各层土的重度，之间用逗号隔开')),
('status', ('岩石层情况', '', (-1, -1, 1), '', '土=-1,完整=0,较破碎=1,破碎=2')),
('bottom_fixed', ('桩底嵌固', '', False, '', '', {
True: '是',
False: '否'
})),
('z', ('<i>z</i>', 'm', 1, '计算内力处桩深', '从地面或局部冲刷线起算')),
('xi', ('<i>x</i><sub>i</sub>', 'm', [-1.5, 1.5], '第i排桩至承台中心的距离')),
('Ki', ('<i>K</i><sub>i</sub>', '', [2, 2], '第i排桩根数')),
('ξ', ('<i>ξ</i>', '', 1, '系数',
'端承桩=1;对于摩擦桩(或摩擦支承管桩)，打入或振动下沉时=2/3;钻(挖)孔时=1/2')),
('ψ', ('<i>ψ</i>', '', 1, '土层平均内摩擦角', '桩所穿过土层的平均内摩擦角')),
))
__deriveds__ = OrderedDict((
# 桩基内力计算
('α', ('<i>α</i>', 'm<sup>-1</sup>', 0, '桩的变形系数')),
('b1', ('<i>b</i><sub>1</sub>', 'm', 20, '桩的计算宽度')),
('kh', ('<i>k</i><sub>h</sub>', '', 1.0, '土抗力对变形的影响系数')),
('x0', ('<i>x</i><sub>0</sub>', 'm', 0, '水平位移')),
('φ0', ('<i>φ</i><sub>0</sub>', 'rad', 0, '转角')),
('M0', ('<i>M</i><sub>0</sub>', 'kN·m', 0, '地面或局部冲刷线处剪力弯矩')),
('H0', ('<i>H</i><sub>0</sub>', 'kN', 0, '地面或局部冲刷线处剪力')),
('Mmax', ('<i>M</i><sub>max</sub>', 'kN·m', 0, '桩身最大弯矩')),
('z_Mmax', ('<i>z</i><sub>Mmax</sub>', 'm', 0, '最大弯矩处桩身深度')),
('Qmax', ('<i>Q</i><sub>max</sub>', 'kN', 0, '桩身最大剪力')),
('z_Qmax', ('<i>z</i><sub>Qmax</sub>', 'm', 0, '最大剪力处桩身深度')),
('Mz', ('<i>M</i><sub>z</sub>', 'kN·m', 0, '深度z处桩身弯矩')),
('Qz', ('<i>Q</i><sub>z</sub>', 'kN', 0, '深度z处桩身剪力')),
# 桩基竖向承载力
('ζs', ('<i>ζ</i><sub>s</sub>', '', 0, '覆盖层土的侧阻力发挥系数')),
('Ra', ('[<i>R</i><sub>a</sub>]', 'kN', 0, '桩基竖向承载力')),
('Rt', ('<i>R</i><sub>t</sub>', 'kN', 0, '桩顶反力标准值')),
('R', ('<i>R</i>', 'kN', 0, '桩底竖向力')),
))
__toggles__ = {}
__toggles__.update(material_base.material_toggles)
def solve(self):
# 支座反力
G = self.G # 桥台自重
Pb_D = self.Pb_D # 恒载反力
Pb_L = self.Pb_L # 活载反力
ep = self.ep # m, 偏心
E = self.E # 土压力
C = self.C # m, 土压力距基底距离
# 内力组合(P,H,0,0,0,M)
forces = [('dead', (G + Pb_D, 0, 0, 0, 0, Pb_D * ep)),
('live', (Pb_L, 0, 0, 0, 0, Pb_L * ep)),
('soil', (0, E, 0, 0, 0, E * C))]
fu = load_combination.combinate(forces, load_combination.uls_fu)
ch = load_combination.combinate(forces, load_combination.sls_ch)
fr = load_combination.combinate(forces, load_combination.sls_fr)
qp = load_combination.combinate(forces, load_combination.sls_qp)
# 计算不同荷载组合下桩顶作用力
cbns = []
for cbn in [fu, ch, fr, qp]:
P = cbn[0]
H = cbn[1]
M = cbn[5]
f = pile_group_effects_P06(L1=self.L1,
d=self.d,
h=self.h,
l0=self.h1,
h2=self.h2,
hc=self.hc,
b2=self.b2,
kf=self.kf,
Ec=self.Ec,
m=self.m,
C0=self.C0,
P=P,
H=H,
M=M,
bottom_fixed=self.bottom_fixed,
z=self.z,
xi=self.xi,
Ki=self.Ki,
ξ=self.ξ,
ψ=self.ψ)
f.solve()
cbns.append([max(f.Ni), f.H0, 0, 0, 0, f.M0])
# 桩基计算
self.pile = Pile(γ0=1,
forces_fu=cbns[0],
forces_ac=[0, 0, 0, 0, 0, 0],
forces_fr=cbns[2],
forces_qp=cbns[3],
forces_ch=cbns[1],
concrete="C40",
rebar="HRB400",
L1=self.L1,
d=self.d,
h=self.h,
h1=self.h1,
h2=self.h2,
A2=self.A2,
b2=self.b2,
kf=self.kf,
Ec=self.Ec,
m=self.m,
C0=self.C0,
桩底嵌固=self.bottom_fixed,
As=self.As,
soil=self.soil,
li=self.li,
qik=self.qik,
fa0=self.fa0,
frk=self.frk,
γ2=self.γ2,
status=self.status)
self.pile.solve()
return
def html(self, digits=2):
return self.pile.html()
from callex.pile import Pile
f = Pile(γ0=1,
forces_fu=(1940.88, 529.22, 672.31, 21.69, 1286.92, 279.24),
forces_ac=(0, 0, 0, 0, 0, 0),
forces_fr=(1354.01, 381.35, 479.49, 16.41, 919.21, 202.16),
forces_qp=(1354.01, 380.34, 479.49, 16.25, 919.21, 201.41),
forces_ch=(1337.67, 382.36, 477.24, 16.57, 918.33, 202.92),
concrete='C40',
rebar='HRB400',
L1=2,
d=1,
h=20,
h1=1,
h2=10,
A2=0,
b2=1,
kf=0.9,
Ec=30000,
m=5000,
C0=300000,
bottom_fixed='false',
As=20 * 615.8,
layers=['填土', '粘土'
',中风化砂岩'],
li=(3, 5, 6),
qik=(50, 60, 120),
fa0=(220, 250, 800),
frk=(0, 0, 20000),
γ2=18,
status=(-1, -1, 1))
f.solve()
def solve(self):
# 支座反力
G = self.G # 桥台自重
Pb_D = self.Pb_D # 恒载反力
Pb_L = self.Pb_L # 活载反力
ep = self.ep # m, 偏心
E = self.E # 土压力
C = self.C # m, 土压力距基底距离
# 内力组合(P,H,0,0,0,M)
forces = [('dead', (G + Pb_D, 0, 0, 0, 0, Pb_D * ep)),
('live', (Pb_L, 0, 0, 0, 0, Pb_L * ep)),
('soil', (0, E, 0, 0, 0, E * C))]
fu = load_combination.combinate(forces, load_combination.uls_fu)
ch = load_combination.combinate(forces, load_combination.sls_ch)
fr = load_combination.combinate(forces, load_combination.sls_fr)
qp = load_combination.combinate(forces, load_combination.sls_qp)
# 计算不同荷载组合下桩顶作用力
cbns = []
for cbn in [fu, ch, fr, qp]:
P = cbn[0]
H = cbn[1]
M = cbn[5]
f = pile_group_effects_P06(L1=self.L1,
d=self.d,
h=self.h,
l0=self.h1,
h2=self.h2,
hc=self.hc,
b2=self.b2,
kf=self.kf,
Ec=self.Ec,
m=self.m,
C0=self.C0,
P=P,
H=H,
M=M,
bottom_fixed=self.bottom_fixed,
z=self.z,
xi=self.xi,
Ki=self.Ki,
ξ=self.ξ,
ψ=self.ψ)
f.solve()
cbns.append([max(f.Ni), f.H0, 0, 0, 0, f.M0])
# 桩基计算
self.pile = Pile(γ0=1,
forces_fu=cbns[0],
forces_ac=[0, 0, 0, 0, 0, 0],
forces_fr=cbns[2],
forces_qp=cbns[3],
forces_ch=cbns[1],
concrete="C40",
rebar="HRB400",
L1=self.L1,
d=self.d,
h=self.h,
h1=self.h1,
h2=self.h2,
A2=self.A2,
b2=self.b2,
kf=self.kf,
Ec=self.Ec,
m=self.m,
C0=self.C0,
桩底嵌固=self.bottom_fixed,
As=self.As,
soil=self.soil,
li=self.li,
qik=self.qik,
fa0=self.fa0,
frk=self.frk,
γ2=self.γ2,
status=self.status)
self.pile.solve()
return