def solve(self):
# 等效跨径计算
self._m1 = True # 使用算法一
if self.span_type == 'Simple':
self.Lc = self.L1
self._eq1 = 'L1'
self._m1 = True if self.location_simple == 'Span' else False
elif self.span_type == 'Continous':
if self.location_continous == 'SideSupport':
self.Lc = 0.8*self.L1
self._eq1 = '0.8*L1'
self._m1 = False
elif self.location_continous == 'MiddleSupport':
self.Lc = 0.2*(self.L1+self.L2)
self._eq1 = '0.2*(L1+L2)'
elif self.location_continous == 'SideSpan':
self.Lc = 0.8*self.L1
self._eq1 = '0.8*L1'
elif self.location_continous == 'MiddleSpan':
self.Lc = 0.6*self.L2
self._eq1 = '0.6*L2'
else:
raise InputError(self, 'location_continous', '不支持的参数值')
else:
raise InputError(self, 'span_type', '不支持的参数值')
self.bc1 = min(self.Lc/6, self.b1)
self.bc2 = min(self.Lc/6, self.b2)
if self._m1:
self.bc = self.b0+self.bc1+self.bc2
else:
self.validate('positive', 'b1', 'b2')
self.β1 = min(0.55+0.025*self.Lc/self.b1,1.0)
self.β2 = min(0.55+0.025*self.Lc/self.b2,1.0)
self.bc = self.b0+self.β1*self.bc1+self.β2*self.bc2
def solve(self):
if self.location == 'middle_support':
self.validate('positive', 'l1', 'l2')
else:
self.validate('positive', 'l')
if self.section == 'I':
bf_1 = None
if self.beam_type == 'simple':
bf_1 = self.l/3
elif self.beam_type == 'continuous':
if self.location == 'side_span':
bf_1 = 0.27*self.l
elif self.location == 'middle_span':
bf_1 = 0.2*self.l
elif self.location == 'middle_support':
bf_1 = 0.07*(self.l1+self.l2)
else:
raise InputError(self, 'location', '不支持的截面位置')
bf_2 = self.da
bf_3 = self.b+2*min(self.bh, 3*self.hh)+12*self.hf_
self.bfi = min(bf_1, bf_2, bf_3) if bf_1 else min(bf_2, bf_3)
self.bfo = self.bfi/2+self.b/2+min(self.ha_o, self.bm_o)
elif self.section == 'box':
if self.beam_type == 'simple':
self.li = self.l
elif self.beam_type == 'continuous':
if self.location == 'side_span':
self.li = 0.8*self.l
elif self.location == 'side_support':
self.li = 0.8*self.l
elif self.location == 'middle_span':
self.li = 0.6*self.l
elif self.location == 'middle_support':
self.li = 0.2*(self.l1+self.l2)
else:
raise InputError(self, 'location', '不支持的截面位置')
elif self.beam_type == 'cantilever':
self.li = 1.5*self.l
else:
raise InputError(self, 'beam_type', '不支持的梁类型')
ratio = self.bi/self.li
if ratio < 0.7:
self.ρf = -6.44*ratio**4+10.10*ratio**3-3.56*ratio**2-1.44*ratio+1.08
self.ρs = 21.86*ratio**4-38.01*ratio**3+24.57*ratio**2-7.67*ratio+1.27
if self.ρf > 1:
self._ρf = self.ρf
self.ρf = 1
if self.ρs > 1:
self._ρs = self.ρs
self.ρs = 1
else:
self.ρf = 0.247
self.ρs = 0.148
self.bmif = self.ρf*self.bi
self.bmis = self.ρs*self.bi
if self.h >= self.bi/0.3:
self.bmif = self.bmis = self.bi
self.ratio = ratio
else:
raise InputError(self, 'section', '不支持的截面形状')
def solve(self):
none_zeros = list(self.__inputs__.keys())
none_zeros.remove('Nl')
none_zeros.remove('Ml')
self.none_zero_check(
*none_zeros) #('r', 'rs', 'l', 'l0', 'As', 'C', 'd')
if self.Ns == 0: # 受弯构件
raise InputError(self, 'Ns', 'JTG规范不支持圆形截面受弯构件裂缝宽度计算')
if self.Ms == 0: # 受压构件
raise InputError(self, 'Ms', 'JTG规范不支持圆形截面轴心受压（拉）构件裂缝宽度计算')
self.C2 = 1 + 0.5 * self.Nl / self.Ns
if self.Ms > 0:
self.C2 = max(self.C2, 1 + 0.5 * self.Ml / self.Ms)
self.e0 = self.Ms / self.Ns * 1e3
return self.solve_Wtk() if self.option == 'review' else self.solve_As()
def solve(self):
self.validate('positive', 'a', 'hw')
op = {
'Q235': [[70, 0, 0], [160, 280, 310]],
'Q345': [[60, 0, 0], [140, 240, 310]]
}
if not self.steel in op:
# raise InputError(self, 'steel', '不支持的类型')
# 规范有遗漏，未给出其它钢材品种的取值说明，计算时标号大于Q345的按Q345取值
self.steel = 'Q345'
nt = min(int(self.nt), 1)
nl = min(int(self.nl), 2)
self.C = op[self.steel][nt][nl]
if self.C <= 0:
raise InputError(self, 'nt', '设置纵向加劲肋时，需同时设置横向加劲肋')
self.η, self.tw_min = self.web_thick(self.τ, self.fvd, self.hw, self.C)
opC1 = [345, 900, 3000]
opC2 = {True: [77, 120, 187], False: [58, 90, 140]}
opC3 = [1, 0.8, 0.64]
self.C1 = opC1[nl]
bl = self.a / self.hw > opC3[nl]
self.C2 = opC2[bl][nl]
self.eql = self.rib_space(self.a, self.hw, self.tw, self.σ, self.τ,
self.fvd, self.C1, self.C2)
self.It_min = self.fIt(self.hw, self.tw)
self.ξl = self._ξl = self.fξl(self.a, self.hw)
if self.ξl < 1.5:
self.ξl = 1.5
self.Il_min = self.fIl(self.ξl, self.hw, self.tw)
def _get_end_layer_num(self):
'''获取持力层所在的层号'''
l = 0
for i in range(len(self.li)):
l += self.li[i]
if l > self.L:
return i
raise InputError(self, 'L', '桩长不能大于土层厚度之和')
def solve(self):
self.validate('non-negative', 'υ', 'nl')
if self.υ >= 1:
raise InputError(self, 'υ', '应<1')
self.Il,self.It,self.D,self.γl,self.γt,self.n,self.α0,\
self.α,self.Asl,self.δl,self.γl_,self.Asl_min,self.γt_min = \
self.fsolve(self.E,self.υ,self.a,self.b,self.t,self.hl,self.tl,self.ht,self.tt,self.nl,self.at)
self.k = self.fk(self.α, self.α0, self.γl, self.δl, self.n,
self.γl >= self.γl_)
def _seperate(param:str):
a = getattr(self, param)
if a == None:
return None
if isinstance(a, float) or isinstance(a, int):
ax = ay = a
elif isinstance(a, tuple) or isinstance(a, list):
n = len(a)
if n >0 and n < 1:
ax = ay = a
elif n > 1:
ax = a[0]
ay = a[1]
else:
raise InputError(self,param,'无法识别的输入')
else:
raise InputError(self,param,'无法识别的输入')
return (ax, ay)
def solve(self):
self.validate('non-negative', 'b', 'd', 'i')
if self.b <= 0 and self.d <= 0 and self.i <= 0:
raise InputError(self, 'i', '请输入b,d,i任意一项的值')
self.φ = axial_compression._phi(self.l0, self.b, self.d, self.i)
self.Nu = axial_compression.fNu(self.φ, self.fc, self.A, self.fy_,
self.As_) * 1e-3
self.轴压比 = axial_compression.compression_ratio(self.N, self.A,
self.fc) * 1e3
def solve_Rt(self):
self.validate('positive', 'L', 'u', 'Ap') # , 'm0', 'λ', 'k2', 'γ2'
def _to_list(param):
if hasattr(param, '__len__') and not isinstance(param, str):
return param
else:
return [param]
self.layers = _to_list(self.layers)
self.li = _to_list(self.li)
self.qik = _to_list(self.qik)
# 判断列表参数的元素个数是否一致
n = len(self.layers)
for item in ('li', 'qik'):
attr = getattr(self, item)
if len(attr) != n:
raise InputError(self, item, '元素个数与土层名称个数不一致')
if self.L > sum(self.li):
raise InputError(self, 'L', '桩长不能大于土层厚度之和')
rt = 0 # 竖向承载力(kN)
ls = 0
_αi_is_array = isinstance(self.αi, list) or isinstance(self.αi, tuple)
if _αi_is_array:
if len(self.αi) < n:
raise InputError(self, 'αi', '元素个数与土层名称个数不一致')
for i in range(len(self.li)):
αi = self.αi[i] if _αi_is_array else self.αi
if ls + self.li[i] < self.L:
rt += αi * self.qik[i] * self.li[i]
elif ls < self.L:
rt += αi * self.qik[i] * (self.L - ls)
break
else:
break
ls += self.li[i]
self.Rt = 0.3 * self.u * rt
self.R = self.R0 - self.γc * self.L * self.Ap
self.K = self.Rt / self.R
return rt
def solve(self):
sum = 0
xs = []
xs.append(sum)
for span in self.spans:
sum += span
xs.append(sum)
ks = []
I_is_list = isinstance(self.I, list) or isinstance(self.I, tuple)
l_is_list = isinstance(self.I, list) or isinstance(self.I, tuple)
kb_is_list = isinstance(self.kb, list) or isinstance(self.kb, tuple)
if kb_is_list:
for ki in self.kb:
if ki == 0:
raise InputError(self, 'kb', '支座刚度应大于0')
for i in range(len(xs)):
# 支座刚度
kb = self.kb[i] if kb_is_list else self.kb
# 桥墩刚度
if self.option == 'A':
nkp = len(self.kp)
kp = self.kp[i] if i < nkp else self.kp[nkp - 1]
if kp <= 0:
raise InputError(self, 'kp', '应 > 0')
elif self.option == 'B':
I = self.I[i] if I_is_list else self.I
l = self.l[i] if l_is_list else self.I
kp = 3 * self.E * I / l**3
if i < len(self.kp):
self.kp[i] = kp
else:
self.kp.append(kp)
else:
raise InputError(self, 'option', '不支持的选项')
k = kb * kp / (kb + kp)
ks.append(k)
# 温度作用水平力分配
self.xsp, self.move_status, self.Fs = self.temperature_force_distribution(
xs, ks, self.Ws, self.fixeds, self.Δt, self.α, self.μ)
self.xs = xs
self.ks = ks
return
def solve(self):
if self.t < self.ts:
raise InputError(self, 't', '不满足t>=ts')
self.fcm = 0.8 * self.fcuk + 8
if self.option == '0':
self.εcs0, self.βRH = self.fεcs0(self.fcm, self.RH, self.βsc)
else:
self.εcs0 = 0.529e-3 if self.RH < 70 else 0.310e-3
if self.fcuk > 50:
self.εcs0 = self.εcs0 * sqrt(32.4 / self.fck)
self.εcs, self.βsΔt = self.fε(self.t, self.ts, self.h, self.εcs0)
def init_params(self):
''' 初始化基本计算参数 '''
self.a = self.a_s if self.Ap <= 0 else \
(self.fy*self.As*self.a_s+self.fpy*self.Ap*self.ap)/(self.fy*self.As+self.fpy*self.Ap)
self.a_ = self.as_ if self.Ap_ <= 0 else \
(self.fy_*self.As_*self.a_s+(self.fpy_-self.σp0_)*self.Ap_*self.ap_)\
/(self.fy_*self.As_+(self.fpy_-self.σp0_)*self.Ap_)
self.h0 = self.h - self.a
if self.h0 <= 0:
raise InputError(self, 'h', '截面高度不足，或受拉钢筋距边缘距离过大，导致截面有效高度为负')
self.ξb = self.f_ξb()
self.xb = self.ξb * self.h0
def solve(self):
self.validate('non-negative', 'l0')
self.validate('positive', 'C0', 'Ec', 'd')
self.I = pi * self.d**4 / 64
self.I0 = self.I
self.npiles = sum(self.Ki) # 总桩数
if self.npiles <= 0:
raise InputError(self, 'Ki', '桩数应>0')
self.n = len(self.xi) if hasattr(self.xi,
'__len__') else 1 # 平行于水平力作用方向的一排桩的桩数
if self.ξ <= 0:
self.ξ = 1 if self.bottom_fixed else 0.5
self.solveP06()
def solve(self):
if self.α < 0 or self.α >= 90:
raise InputError(self, 'α', '应0 ≤ α < 90')
self.ξ, self.sep = earth_pressure.static_earth_pressure(
self.φ * pi / 180, self.B, self.γ, self.H)
φ = self.φ * pi / 180
α = self.α * pi / 180
self.μ, self.aep, self.C = self.active_earth_pressure(
φ, α, self.β * pi / 180, self.B, self.γ, self.H)
if self.G > 0:
self.l0, self.h, self.aep, self.C = self.active_earth_pressure_live(
φ, α, self.B, self.γ, self.H, self.G)
self.q = self.μ * self.γ * self.h
def solve(self):
self.validate('positive','As','Is','Es','Ac','Ic','Ec')
self.n0 = self.Es/self.Ec
# 混凝土收缩
if self.load_type == '1':
# self.solve_deadload()
self.ψL = 1.1
self.nL = self.n0*(1+self.ψL*self.φ)
self.solve_section_properties()
self.Ecgφ = self.fEcφ(self.Ec, self.ψL, self.φ)
self.P0 = self.fP0g(self.Ecgφ,self.Ac,self.ε0,self.φ)
elif self.load_type == '2':
# self.solve_shrinkage()
self.ψL = 0.55
self.nL = self.n0*(1+self.ψL*self.φ)
self.solve_section_properties()
self.Ecsφ = self.fEcφ(self.Ec, self.ψL, self.φ)
εsh = self.εsh
if εsh>0:
εsh = -εsh
self.P0 = self.fP0sh(self.Ecsφ,self.Ac,εsh*self.ξ)
elif self.load_type == '3':
# self.solve_temperature()
self.ψL = 0
self.nL = self.n0
self.solve_section_properties()
if self.temperature_type == '1':
self.P0 = self.fP0t(self.Ac,self.Ec,self.αc,self.αs,self.Δt)
elif self.temperature_type == '2':
self.P0 = self.fP0t2(self.Ac,self.Ec,self.αc,self.αs,self.ts,self.tc)
else:
raise InputError(self, 'temperature_type', '梯形温差计算尚未实现')
else:
raise InputError(self, 'load_type', '不支持的荷载类型')
self.M0 = self.P0*self.y0c
self.Δσc = self.fΔσc(self.P0,self.M0,self.nL,self.A0L,self.I0L,self.Ac,self.y0Lc)
self.Δσs = self.fΔσs(self.P0,self.M0,self.A0L,self.I0L,self.Ac,self.y0Ls)
self.Pc = self.fPc(self.P0,self.M0,self.nL,self.A0L,self.I0L,self.Ac,self.S0c)
self.Ps = self.fPs(self.P0,self.M0,self.A0L,self.I0L,self.As,self.S0s)
def solve(self):
self.validate('positive', 'fy', 'E', 'k')
self.λp, self.ε0, self.ρip = self.fρ(self.bp, self.t, self.fy, self.E,
self.k)
self.beip = self.ρip * self.bi
if self.beam_type == 'simple':
self.validate('positive', 'L')
option = 'A'
self.l = self.L
elif self.beam_type == 'continuous':
option = 'A' if (self.location == 'side_span'
or self.location == 'middle_span') else 'B'
if self.location == 'side_span':
self.validate('positive', 'L1')
self.l = 0.8 * self.L1
elif self.location == 'middle_span':
self.validate('positive', 'L2')
self.l = 0.6 * self.L2
elif self.location == 'middle_support':
self.validate('positive', 'L1', 'L2')
self.l = 0.2 * (self.L1 + self.L2)
else:
raise InputError(self, 'location', '未知的输入参数')
elif self.beam_type == 'cantilever':
option = 'A'
if self.location == 'side_span':
self.validate('positive', 'L1')
self.l = 2 * self.L1
elif self.location == 'middle_span':
self.validate('positive', 'L2')
self.l = 0.6 * self.L2
elif self.location == 'middle_support':
self.validate('positive', 'L1')
self.l = 2 * self.L1
else:
raise InputError(self, 'location', '未知的输入参数')
self.beis = self.fbeis(self.bi, self.l, option)
self.ρis = self.beis / self.bi
self.bei = self.ρis * self.beip
def solve(self):
self.validate('positive', 'N', 'b', 'd')
N = self.N
Mx = self.Mx
My = self.My
b = self.b
d = self.d
γR = self.γR
fa = self.fa
A = self.A = b * d
Wx = self.Wx = b * d**2 / 6
Wy = self.Wy = d * b**2 / 6
self.p = N / A # (4.2.2-1)
self.eqr = γR * fa
ex = self.ex = My / N
ey = self.ey = Mx / N
pmin = self.pmin = N / A - Mx / Wx - My / Wy
self.e0 = e0 = sqrt(ex**2 + ey**2)
if e0 == 0:
# 只承受轴心荷载
return
self.ρ = e0 / (1 - pmin * A / N)
# 偏心距验算
self.ξ = 1
if self.地基条件 == 'a':
if self.作用情况 == 'a':
self.ξ = 0.1 if self.墩台类型 == 'a' else 0.75
elif self.地基条件 == 'b':
self.ξ = 1.2
elif self.地基条件 == 'c':
self.ξ = 1.5
else:
raise InputError(self, '地基条件')
self.e0_max = self.ξ * self.ρ
self.ecc_ok = self.e0 <= self.e0_max
# 基底承载力验算
self.status = 0
if e0 > self.ρ: # 应力重分布
if ex != 0 and ey != 0: # 双向偏压
self.pmax = self.λ * N / A
self.status = 2
elif ey == 0: # 单向偏压
self.pmax = 2 * N / 3 / (b / 2 - ex) / d
self.status = 1
elif ex == 0: # 单向偏压
self.pmax = 2 * N / 3 / (d / 2 - ey) / b
self.status = 1
else: # 不发生重分布
self.pmax = N / A + Mx / Wx + My / Wy
def solve(self):
self.validate('non-negative', 'l0')
self.validate('positive', 'C0', 'Ec', 'd')
self.I = pi * self.d**4 / 64
self.I0 = self.I
self.n = len(self.xi) if hasattr(self.xi,
'__len__') else 1 # 平行于水平力作用方向的一排桩的桩数
if isinstance(self.Ki, (int, float)):
if self.n > 0:
self.Ki = [self.Ki for i in range(self.n)]
elif isinstance(self.Ki, (tuple, list)):
if len(self.Ki) != self.n:
raise InputError(self, 'Ki', '数目与xi不对应')
self.npiles = sum(self.Ki) # 总桩数
if self.npiles <= 0:
raise InputError(self, 'Ki', '桩数应>0')
if self.ξ <= 0:
self.ξ = 1 if self.bottom_fixed else 0.5
self._solve()
def solve(self):
self.validate('positive', 'fy')
self.eql = self.hs / self.ts
if self.type == '1':
self.eqr = 12 * sqrt(345 / self.fy)
elif self.type == '2':
self.eqr = 30 * sqrt(345 / self.fy)
self.eql2 = self.bs0 / self.ts
self.eqr2 = 12 * sqrt(345 / self.fy)
elif self.type == '3':
self.eqr = 18 * sqrt(345 / self.fy)
elif self.type == '4':
self.eqr = 40 * sqrt(345 / self.fy)
self.eql2 = self.bs / self.ts
self.eqr2 = 30 * sqrt(345 / self.fy)
else:
raise InputError(self, 'type', '不支持的类型')
def bottom_force(cls, load, H):
'''
计算柱底荷载
load:荷载
H：柱高
'''
loadtype = load[0]
h = load[1]
if h<0:
h = abs(h)
if h > 1:
raise InputError(cls, 'loads', '相对长度绝对值不能大于1')
h = h*H
f = wrapforces(load[2])
f.Mz += f.Fy*h
f.My += f.Fz*h
return (loadtype, f.forces)
def solve_As(self):
'''计算普通钢筋面积，已知弯矩，按单筋截面计算，暂未考虑受压钢筋和预应力筋'''
self.validate('positive', 'α1', 'fc', 'b')
self.delta = self.h0**2 - 2 * self.γ0 * self.M * 1E6 / self.α1 / self.fc / self.b
if self.delta > 0:
self.x = self.h0 - sqrt(self.delta)
self.ξb = self.f_ξb()
self.xb = self.ξb * self.h0
if self.x < self.xb:
self.As = self.α1 * self.fc * self.b * self.x / self.fy
return self.As
else:
self.εcu = self.f_εcu()
self.σs = self.Es * self.εcu * (self.β1 * self.h0 / self.x - 1)
if self.σs < 0:
raise InputError(self, 'h0', '截面受压区高度过大，钢筋出现压应力，弯矩无法平衡\n')
else:
self.As = self.α1 * self.fc * self.b * self.x / self.σs
return self.As
def solve(self):
self.validate('positive', 'Bu', 'tD')
self.Ifu = self.tu * (self.Bu + 2 * self.b1)**3 / 12
self.Ifl = self.tl * (self.Bl + 2 * self.b2)**3 / 12
self.e, self.f, self.α1, self.α2, self.Idw, self.Kmin = self.fKmin(
self.E, self.Ld, self.Ifu, self.Ifl, self.Bu, self.Bl, self.Fu,
self.Fl, self.Fh, self.H, self.b1, self.b2)
if self.option == '1':
self.validate('positive', 'A')
self.K = self.fK1(self.G, self.Ac, self.tD)
self.τu, self.τh, self.τl = self.fτ1(self.Bu, self.Bl, self.tD,
self.A, self.Td * 1e6)
elif self.option == '2':
self.validate('positive', 'A', 'Ab')
self.K = self.fK2(self.E, self.Ac, self.Ab, self.Lb, self.shape)
self.Nb = self.fNb(self.Lb, self.A, self.Td, self.shape)
self.σ = self.Nb / self.Ab
elif self.option == '3':
self.validate('positive', 'b', 'h', 'Iu', 'Il', 'Ih')
self.K = self.fK3(self.β, self.E, self.b, self.h, self.Iu, self.Il,
self.Ih)
else:
raise InputError(self, 'option', '不支持的选项值')
def solve_Ra(self):
self.positive_check('L', 'u', 'Ap', 'γ2')
def _to_list(param):
if hasattr(param, '__len__') and not isinstance(param, str):
return param
else:
return [param]
self.layers = _to_list(self.layers)
self.li = _to_list(self.li)
self.qik = _to_list(self.qik)
self.frk = _to_list(self.frk)
self.status = _to_list(self.status)
# 判断列表参数的元素个数是否一致
n = len(self.layers)
for item in ('li', 'qik', 'frk', 'status'):
attr = getattr(self, item)
if len(attr) != n:
raise InputError(self, item, '元素个数与土层名称个数不一致')
if self.L > sum(self.li):
raise InputError(self, 'L', '桩长不能大于土层厚度之和')
endlayer = self._get_end_layer_num()
frk = self.frk[endlayer]
if frk > 2000 and frk < 15000:
self.ζs = 0.8
elif frk < 30000:
self.ζs = 0.5
elif frk > 30000:
self.ζs = 0.2
else:
self.ζs = 1
typeγ = type(self.γ2)
bl = typeγ is list or typeγ is tuple
ls = 0
ra = 0 # 竖向承载力(kN)
γl = 0 # 土层重度*土层厚度之和
Nn = 0 # 负摩阻力(kN)
# 负摩阻力计算，条文说明5.3.2节
if self.option:
if self.ln >= sum(self.li):
raise InputError(self, 'ln', '不能超过土层厚度之和')
if self.ln > self.L:
raise InputError(self, 'ln', '中性点深度不能大于桩长')
for i in range(len(self.li)):
if ls < self.ln:
if ls + self.li[i] < self.ln:
if bl:
γl += self.li[i] * self.γ2[i]
γi_ = γl / (ls + self.li[i])
else:
γi_ = self.γ2 - 10
else:
if bl:
γl += (self.ln - ls) * self.γ2[i]
γi_ = γl / self.ln
else:
γi_ = self.γ2 - 10
zi = ls + self.li[i] / 2 # 第i层土中点深度
σvi_ = self.p + γi_ * zi
qni = self.β * σvi_
Nn += self.u * qni * self.li[i]
else:
break
ls += self.li[i]
# 承载力计算
table_c1 = self.table_c1
table_c2 = self.table_c2
# 表5.3.4附注第2条
if self.method == 'drill':
table_c1 = [0.8 * c1 for c1 in table_c1]
table_c2 = [0.8 * c1 for c1 in table_c2]
# 表5.3.4附注第3条
if '中风化' in self.layers[endlayer]:
table_c1 = [0.75 * c1 for c1 in table_c1]
table_c2 = [0.75 * c1 for c1 in table_c2]
ls = 0
for i in range(len(self.li)):
if self.option and ls + self.li[i] <= self.ln:
ls += self.li[i]
continue
index = self.status[i]
if index > 2 or index < -1:
raise InputError(self, 'status', '输入值超出合理范围')
c2 = table_c2[index]
if ls + self.li[i] < self.L:
if bl:
γl += self.li[i] * self.γ2[i]
if self.status[i] == -1:
ra += 0.5 * self.ζs * self.u * self.qik[i] * self.li[i]
else:
# ra += self.u*c2*self.frk[i]*self.li[i]
# TODO：需考虑折减，暂时简单处理
ra += self.u * c2 * self.frk[i] * self.li[i]
elif ls < self.L:
if bl:
γl += (self.ln - ls) * self.γ2[i]
self.γ2 = γl / self.L if bl else self.γ2
c1 = table_c1[self.status[i]]
# 表5.3.4附注第1条
if (self.L - ls) <= 0.5:
c1 = 0.75 * c1
c2 = 0
ra += self.u * c2 * self.frk[i] * (self.L - ls)
ra += c1 * self.Ap * self.frk[i]
self.c1 = c1
break
else:
break
ls += self.li[i]
self.Ra = ra - Nn
self.Nn = Nn
self.R = self.R0 + (self.γc - self.γ2) * self.L * self.Ap
self.K = self.Ra / self.R
return self.Ra
def solveP06(self):
d = self.d
h = self.h
hc = self.hc
l0 = self.l0
kf = self.kf
Ec = self.Ec * 1e3
I = self.I
I0 = self.I0
m = self.m
C0 = self.C0
bottom_fixed = self.bottom_fixed
ξ = self.ξ
xi = self.xi
ψ = self.ψ
Ki = self.Ki
P = self.P
H = self.H
M = self.M
A = pi / 4 * self.d**2 # 入土部分桩的平均截面积
S = 0
for i in range(1, len(xi)):
Si = abs(xi[i] - xi[i - 1])
if S <= 0 or S < Si:
S = Si
L1 = S - d
if L1 <= 0:
raise InputError(self, 'd', '桩径不能大于桩距')
# 规范中h1在P.0.1、P.0.2、P.0.3中的意义各不相同，全局h1取P.0.3中的意义，其余加后缀_P0N以示区别
h1_P01 = min(3 * (d + 1), h)
n = self.n
b2 = 1.0 if n <= 1 else 0.6 if n <= 2 else 0.5 if n <= 3 else 0.45
k = 1 if L1 >= 0.6 * h1_P01 else b2 + (1 - b2) / 0.6 * L1 / h1_P01
b1 = self.f_b1(k, kf, d)
E = 0.8 * Ec
α = self.f_α(m, b1, E, I)
kh = C0 / (α * E) * I0 / I
# 系数查表P.0.8
αh = α * h # round(α*h, 1)
if αh > 4:
αh = 4
δHH0, δMH0, δHM0, δMM0 = pile_effects.fδ0(α, αh, E, I, kh,
bottom_fixed)
δHH = l0**3 / (3 * E * I) + δMM0 * l0**2 + 2 * δMH0 * l0 + δHH0
δMH = l0**2 / (2 * E * I) + δMM0 * l0 + δMH0
δHM = l0**2 / (2 * E * I) + δMM0 * l0 + δHM0
δMM = l0 / (E * I) + δMM0
A0 = min(pi * (d / 2 + h * tan(ψ / 4))**2, pi / 4 * S**2)
ρPP = 1 / ((l0 + ξ * h) / E / A + 1 / C0 / A0)
ρHH = δMM / (δHH * δMM - δMH**2)
ρMH = ρHM = δMH / (δHH * δMM - δMH**2)
ρMM = δHH / (δHH * δMM - δMH**2)
n = self.npiles
if l0 > 0:
γcc = n * ρPP
γaa = n * ρHH
γaβ = γβa = -n * ρHM
γββ = n * ρMM + ρPP * sum([K * x**2 for (K, x) in zip(Ki, xi)])
else:
# 当地面或局部冲刷线在承台底以上时，承台周围土视作弹性介质，此时，形常数按下列公式计算:
cc = m * hc
Fc = cc * hc / 2
Sc = cc * hc**2 / 6
Ic = cc * hc**3 / 12
γcc = n * ρPP
γaa = n * ρHH + b1 * Fc
γaβ = γβa = -n * ρHM + b1 * Sc
γcβ = γβc = ρPP * sum([K * x for (K, x) in zip(Ki, xi)])
γββ = n * ρMM + ρPP * sum([K * x**2
for (K, x) in zip(Ki, xi)]) + b1 * Ic
# 承台变位
c = P / γcc
a = (γββ * H - γaβ * M) / (γaa * γββ - γaβ**2)
β = (γaa * M - γaβ * H) / (γaa * γββ - γaβ**2)
# 桩顶作用效应
Ni = [(c + β * x) * ρPP for x in xi]
Qi = a * ρHH - β * ρHM
Mi = β * ρMM - a * ρMH
self.Ni = Ni
self.Qi = Qi
self.Mi = Mi
# 地面或局部冲刷线处桩顶截面上的作用“力”
self.H0 = Qi
self.M0 = Mi + Qi * l0
self.α = α
self.γcc = γcc
self.γaa = γaa
self.γaβ = γaβ
self.γβa = γβa
self.γββ = γββ
if l0 <= 0:
self.γcβ = γcβ
self.γβc = γβc
self.c = c
self.a = a
self.β = β
self.L1 = L1
self.S = S
self.b2 = b2
def solve(self):
self.positive_check('As')
xi = [x*1000 for x in self.xi] if hasattr(self.xi, '__len__') else [self.xi*1000]
yi = [y*1000 for y in self.yi] if hasattr(self.yi, '__len__') else [self.yi*1000]
pvf = cap.pile_vertical_force(**self.inputs)
pvf.solve()
Nd = pvf.fNid
n = pvf.npile
nx = pvf.nx
ny = pvf.ny
self.Nids = []
for ix in range(nx):
row = []
for iy in range(ny):
_Nd = Nd(ix, iy)
row.append(_Nd)
print(_Nd)
self.Nids.append(row)
self.fc_beams = []
self.Rstx = [] # 设计方法：单梁0， 拉压杆1；Cu
self.Rsty = []
a = 0.15*self.h0 # 压杆中线与承台顶面的交点至墩台边缘的距离
for o in ['x', 'y']: # 分别计算平行于x轴方向和平行于y轴方向的弯曲
li = xi if o == 'x' else yi
As = self.As
if isinstance(As, (tuple, list)):
if len(As) > 1:
As = self.As[0] if o == 'x' else self.As[1]
elif len(As) > 0:
As = self.As[0]
else:
raise InputError(self, 'As', '不能为空')
# 对于撑杆系杆模型，只算最外排桩；对于梁模型，只算最大的截面
for i in [0, len(li)-1]:
# 计算第i排桩
x = abs(li[i]) - (self.bx if o == 'x' else self.by)/2 #第i排桩距柱边距离
bs = 2*self.a+3*self.D*(n-1) #承台截面计算宽度
w = self.wy if o == 'x' else self.wx
if bs > w:
bs = w
# 计算第i排桩竖向力设计值
group = yi if o == 'x' else xi
ngp = len(group)
Nid = max([(Nd(i,j) if o == 'x' else Nd(j,i)) for j in range(ngp)])*ngp
if x <= self.h:
# 按拉压杆模型计算承载力（8.5.4条）
# group = yi if o == 'x' else xi
# ngp = len(group)
# Nid = max([Nd(i,j) for j in range(ngp)])*ngp
θi = atan(self.h0/(a+x))
Cid = Nid/sin(θi)
Tid = Nid/tan(θi)
# bs = 2*self.a+3*self.D*(n-1)
# w = self.wy if o == 'x' else self.wx
# if bs > w:
# bs = w
t, ε1, fced, Ciu = self.capacity(
self.s, self.d, self.b, θi, Tid*1e3, As, self.Es, self.fcd, bs, self.βc)
Tiu = self.fsd*As
if o == 'x':
self.Rstx.append(('{}={}'.format(o, li[i]), '拉压杆模型', t, bs, ε1, fced, Cid, Ciu/1e3, Tid, Tiu/1e3))
else:
self.Rsty.append(('{}={}'.format(o, li[i]), '拉压杆模型', t, bs, ε1, fced, Cid, Ciu/1e3, Tid, Tiu/1e3))
else:
# 按梁构件计算抗弯承载力（8.5.2条）
j = i
Mcd = 0
while True:
Mcd += Nid*x
if i == 0:
j += 1
if li[j] >= 0:
break
else:
j -= 1
if li[j] <= 0:
break
x = abs(li[j]) - (self.bx if o == 'x' else self.by)/2
Nid = max([Nd(i,j) if o == 'x' else Nd(j,i) for j in range(ngp)])*ngp
fc = bc.fc_rect(
option="review", γ0=1.1, fcd=self.fcd, fcuk=35, Es=200000, b=bs, h0=self.h0,
ftd=self.ftd, fsd=self.fsd, As=As, fsd_=self.fsd, As_=0, ps="无",
Md = Mcd*1e-3)
# f = fc_rect(concrete="C50", rebar="HRB400")
fc.solve()
self.fc_beams.append(fc)
# 8.5.5节 冲切承载力验算
# 1 柱或墩台向下冲切
Fld = self.Fd
for ix in range(1, nx-1):
for iy in range(1, ny-1):
Fld -= Nd(ix, iy)
ax0 = abs(xi[0]) - self.D/2 - self.bx/2
ax1 = abs(xi[-1]) - self.D/2 - self.bx/2
ax = (ax0+ax1)/2
ay0 = abs(yi[0]) - self.D/2 - self.by/2
ay1 = abs(yi[-1]) - self.D/2 - self.by/2
ay = (ay0+ay1)/2
λx = max(ax/self.h0, 0.2)
λy = max(ay/self.h0, 0.2)
αpx = 1.2/(λx+0.2) # (8.5.5-2)
αpy = 1.2/(λy+0.2) # (8.5.5-3)
f_Flu = lambda ftd,h0,αpx,by,ay,αpy,bx,ax:0.6*ftd*h0*(2*αpx*(by+ay)+2*αpy*(bx+ax)) # (8.5.5-1)
Flu = f_Flu(self.ftd,self.h0,αpx,self.by,ay,αpy,self.bx,ax)/1e3 # kN
# 保存计算结果
self.punching_down = {'Fld':Fld, 'Flu':Flu}
# 替代上面的代码
self.punching_capacity_down = punching_capacity(
option="down", γ0=self.γ0, ftd=self.ftd, ax=ax, ay=ay, bx=self.bx, by=self.by, h0=self.h0, Fld=Fld)
self.punching_capacity_down.solve()
# 2 角桩向上冲切
f_Flu = lambda ftd,h0,αpx,by,ay,αpy,bx,ax:0.6*ftd*h0*(αpx_*(by+ay/2)+αpy_*(bx+ax/2)) # (8.5.5-4)
self.punching_up = []
self.punching_capacity_ups = []
for ix in (0, nx-1):
for iy in (0, ny-1):
Fld = Nd(ix, iy)
ax0 = abs(xi[0]) - self.D/2 - self.bx/2
ax1 = abs(xi[-1]) - self.D/2 - self.bx/2
ax = (ax0+ax1)/2
bx = self.wx/2 - abs(xi[ix]) + self.D/2
ay0 = abs(yi[0]) - self.D/2 - self.by/2
ay1 = abs(yi[-1]) - self.D/2 - self.by/2
ay = (ay0+ay1)/2
by = self.wy/2 - abs(yi[iy]) + self.D/2
λx = max(ax/self.h0, 0.2)
λy = max(ay/self.h0, 0.2)
αpx_ = 0.8/(λx+0.2) # (8.5.5-5)
αpy_ = 0.8/(λy+0.2) # (8.5.5-6)
Flu = f_Flu(self.ftd,self.h0,αpx_,by,ay,αpy_,bx,ax)/1e3 # kN
# 保存计算结果
self.punching_up.append({'type':'角桩', 'ix':ix, 'iy':iy, 'Fld':Fld, 'Flu':Flu})
# 替代上面的代码
punching_capacity_up = punching_capacity(
option="up_corner", γ0=self.γ0, ftd=self.ftd, ax=ax, ay=ay, bx=self.bx, by=self.by, h0=self.h0, Fld=Fld)
punching_capacity_up.solve()
self.punching_capacity_ups.append(punching_capacity_up)
# 3 边桩向上冲切
# f_Flu = lambda ftd,h0,αpx,by,ay,αpy,bx,ax:0.6*ftd*h0*(αpx_*(bp+h0)+0.667*(2*bx+ax)) # (8.5.5-7)
for o in ('x', 'y'):
ni = nx if o == 'x' else ny
nj = ny if o == 'x' else nx
for i in (0, ni-1):
for j in range(1, nj-1):
ix = i if o == 'x' else j
iy = j if o == 'x' else i
Fld = Nd(ix, iy)
ax0 = abs(xi[0]) - self.D/2 - self.bx/2
ax1 = abs(xi[-1]) - self.D/2 - self.bx/2
ax = (ax0+ax1)/2
bx = self.wx/2 - abs(xi[ix]) + self.D/2
ay0 = abs(yi[0]) - self.D/2 - self.by/2
ay1 = abs(yi[-1]) - self.D/2 - self.by/2
ay = (ay0+ay1)/2
by = self.wy/2 - abs(yi[iy]) + self.D/2
λx = max(ax/self.h0, 0.2)
λy = max(ay/self.h0, 0.2)
αpx_ = 0.8/(λx+0.2) # (8.5.5-2)
αpy_ = 0.8/(λy+0.2) # (8.5.5-3)
# Flu = f_Flu(self.ftd,self.h0,αpx_,by,ay,αpy_,bx,ax)/1e3 # kN
# 保存计算结果
self.punching_up.append({'type':'边桩', 'ix':ix, 'iy':iy, 'Fld':Fld, 'Flu':Flu})
# 替代上面的代码
punching_capacity_up = punching_capacity(
option="up_side", γ0=self.γ0, ftd=self.ftd, ax=ax, ay=ay, bx=self.bx, by=self.by, h0=self.h0,
bp=self.b, Fld=Fld)
punching_capacity_up.solve()
self.punching_capacity_ups.append(punching_capacity_up)
def solve_Ra(self):
self.positive_check('L', 'u', 'Ap', 'm0', 'λ', 'k2', 'γ2')
def _to_list(param):
if hasattr(param, '__len__') and not isinstance(param, str):
return param
else:
return [param]
self.layers = _to_list(self.layers)
self.li = _to_list(self.li)
self.fa0 = _to_list(self.fa0)
self.qik = _to_list(self.qik)
# 判断列表参数的元素个数是否一致
n = len(self.layers)
for item in ('li', 'qik', 'fa0'):
attr = getattr(self, item)
if len(attr) != n:
raise InputError(self, item, '元素个数与土层名称个数不一致')
if self.L > sum(self.li):
raise InputError(self, 'L', '桩长不能大于土层厚度之和')
typeγ = type(self.γ2)
bl = typeγ is list or typeγ is tuple
ra = 0 # 竖向承载力(kN)
γl = 0 # 土层重度*土层厚度之和
Nn = 0 # 负摩阻力(kN)
# 负摩阻力计算，条文说明5.3.2节
ls = 0
if self.option:
if self.ln >= sum(self.li):
raise InputError(self, 'ln', '不能超过土层厚度之和')
if self.ln > self.L:
raise InputError(self, 'ln', '中性点深度不能大于桩长')
for i in range(len(self.li)):
if ls < self.ln:
if ls + self.li[i] < self.ln:
if bl:
γl += self.li[i] * self.γ2[i]
γi_ = γl / (ls + self.li[i])
else:
γi_ = self.γ2 - 10
else:
if bl:
γl += (self.ln - ls) * self.γ2[i]
γi_ = γl / self.ln
else:
γi_ = self.γ2 - 10
if γi_ < 0:
raise InputError(self, 'γ2', '应>10')
zi = ls + self.li[i] / 2 # 第i层土中点深度
σvi_ = self.p + γi_ * zi
qni = self.β * σvi_
Nn += self.u * qni * self.li[i]
else:
break
ls += self.li[i]
# 承载力计算
# ls = self.L
# lstop = self.ln if self.option else 0
# for i in range(len(self.li)):
# if ls > self.li[i]:
# ra += 0.5*self.u*self.qik[i]*self.li[i]
# if bl:
# γ_total += self.li[i]*self.γ2[i]
# elif ls > 0:
# if bl:
# γ_total += self.li[i]*ls
# self.γ2 = γ_total / self.L if bl else self.γ2
# self.positive_check('γ2')
# self.h = self.L if self.L < 40 else 40
# self.qr = self.m0*self.λ*(self.fa0[i]+self.k2*self.γ2*(self.h-3))
# ra += 0.5*self.u*self.qik[i]*ls + self.Ap*self.qr
# break
# else:
# break
# ls -= self.li[i]
ls = 0
for i in range(len(self.li)):
if self.option and ls + self.li[i] <= self.ln:
ls += self.li[i]
continue
if ls + self.li[i] < self.L:
if bl:
γl += self.li[i] * self.γ2[i]
ra += 0.5 * self.u * self.qik[i] * self.li[i]
elif ls < self.L:
if bl:
γl += (self.ln - ls) * self.γ2[i]
self.γ2 = γl / self.L if bl else self.γ2
self.positive_check('γ2')
if self.h > 40:
self.h = 40
self.qr = self.m0 * self.λ * (self.fa0[i] + self.k2 * self.γ2 *
(self.h - 3))
ra += 0.5 * self.u * self.qik[i] * (self.L -
ls) + self.Ap * self.qr
break
else:
break
ls += self.li[i]
self.Ra = ra - Nn
self.Nn = Nn
self.R = self.R0 + (self.γc - self.γ2) * self.L * self.Ap
self.K = self.Ra / self.R
return ra
def solve_wmax(self):
# αcr #uncomplete
if self.force_type == '0' or self.force_type == '1':
if self.Ap>0:
self.αcr = 1.5
else:
self.αcr = 1.9
elif self.force_type == '2':
if self.Ap>0:
self.αcr = 1.5 #?
else:
self.αcr = 2.4
elif self.force_type == '3':
if self.Ap>0:
self.αcr = 2.2
else:
self.αcr = 2.7
# todo: 添加预应力混凝土构件特征系数
# Ate
if self.force_type=='3':
self.Ate=self.b*self.h
else:
self.Ate=0.5*self.b*self.h
if self.bf > self.b and self.hf > 0:
self.Ate += (self.bf-self.b)*self.hf
# ρte
self.ρte = (self.As + self.Ap)/ self.Ate
if self.ρte<0.01:
self.ρte = 0.01
# 钢筋等效应力
if self.force_type == '0':
self.σs = 1E6*self.Mq/0.87/self.h0/self.As
elif self.force_type == '1':
self.validate('positive', 'Mq')
hf_ = self.hf_
if self.hf_>0.2*self.h0:
hf_ = 0.2*self.h0
gamma_f_comp = (self.bf_-self.b)*hf_/self.b/self.h0
self.e0 = self.Mq/self.Nq*1e3
eta_s=1+1/4000/(self.e0/self.h0)*math.pow(self.l0/self.h,2)
e=eta_s*self.e0+self.ys
z=(0.87-0.12*(1-gamma_f_comp)*math.pow(self.h0/e,2))*self.h0
self.σs = self.Nq*1e3*(e-z)/self.As/z
elif self.force_type == '2':
self.e0 = self.Mq/self.Nq*1e3
self.e_ = self.e0+self.ys_
self.σs = self.Nq*1E3*self.e_/self.As/(self.h0-self.as_)
elif self.force_type == '3':
self.σs = self.Nq*1E3/self.As
else:
raise InputError(self, 'σs', '无效的输入值')
# ψ - ψi
self.ψi = 1.1 - 0.65 * self.ftk / self.ρte / self.σs
if self.bear_repeated_load:
self.ψi = 1.0
elif self.ψi<0.2:
self.ψi = 0.2
elif self.ψi>1.0:
self.ψi = 1.0
# todo: deq
self.wmax = self.αcr*self.ψi*self.σs/self.Es*(1.9*self.cs+0.08*self.deq/self.ρte)
return self.wmax
def solve(self):
self.validate('positive', 'b', 'h')
self.h0 = self.h - self.a_s
if self.h0 < 0:
raise InputError(self, 'h', '截面高度过小导致有效高度为负')
self.ea = max(20, self.h / 30) # 6.2.5
if self.option_m2:
self.validate('positive', 'N')
self.A = self.b * self.h
self.ζc = 0.5 * self.fc * self.A / (self.N * 1e3)
if self.ζc > 1:
self.ζc = 1
self.ηns = eccentric_compression.f_ηns(self.M2 * 1e6, self.N * 1e3,
self.ea, self.h, self.h0,
self.lc, self.ζc)
self.Cm = 0.7 + 0.3 * self.M1 / self.M2
_Cmηns = self.Cm * self.ηns
self.M = _Cmηns * self.M2 if _Cmηns > 1 else self.M2
self.e0 = self.M / self.N * 1e3
self.ei = self.e0 + self.ea # (6.2.17-4)
# strictly, a = (σs*As*a_s+σp*Ap*ap)/(σs*As+σp*Ap)
self.a = self.a_s if self.Ap == 0 else (self.a_s + self.ap) / 2
self.e = self.ei + self.h / 2 - self.a # (6.2.17-3)
self.es = self.ei + self.h / 2 - self.a_s
self.ep = self.ei + self.h / 2 - self.ap
self.es_ = self.ei - self.h / 2 + self.as_
self.ep_ = self.ei - self.h / 2 + self.ap_
self.β1 = fβ1(self.fcuk)
self.εcu = self.f_εcu(self.fcuk)
self.ξb = self.fξb(self.β1, self.fy, self.Es, self.εcu, self.fpy,
self.σp0)
self.xb = self.ξb * self.h0
self.Asmin = self.ρmin * self.b * self.h
# self._b = self.b
# if self.bf>0 and self.hf>0:
# self.b = self.bf
# super(eccentric_compression_Ishape, eccentric_compression_Ishape).solve(self)
# ec = eccentric_compression()
# ec.inputs = self.inputs
# ec.solve()
# self.x = ec.x
# if self.x <= self.hf_:
# self.b = self._b
# self._b = self.bf
# return
if self.option == 'review':
if self.symmetrical:
self.As_ = self.As
self.large_eccentric, self.x, Nu = self.solve_Nu(
self.b, self.h, self.bf, self.hf, self.bf_, self.hf_, self.h0,
self.e, self.α1, self.β1, self.fc, self.Es, self.fy, self.As,
self.es, self.fy_, self.As_, self.as_, self.es_, self.Ep,
self.fpy, self.σp0, self.Ap, self.ep, self.fpy_, self.σp0_,
self.Ap_, self.ap_, self.ep_, self.εcu, self.ξb)
self.Nu = Nu / 1000 #kN
# 6.2.17 节 第2条要求
self.σp_ = self.fpy_ - self.σp0
self.a_ = self.as_ if (self.Ap_ == 0 or self.σp_>0) else \
(self.fy_*self.As_*self.as_+(self.fpy_-self.σp0_)*self.Ap_*self.ap_)/(self.fy_*self.As_+self.fpy_*self.Ap_)
if self.x < 2 * self.a_:
self.es_ = self.ei - (self.h / 2 - self.as_
) # 偏心压力作用点至受压钢筋合力点的距离
self.Md = self.N * self.es_ * 1e-3
self.Mu = self.fMu2(self.h, self.fy, self.As, self.a_s,
self.as_, self.fpy, self.Ap, self.ap,
self.fpy_, self.σp0_, self.Ap_,
self.ap_) * 1e-6 # kNm
# Ac = self.b*x + (self.bf_-self.b)*self.hf_
# if self.x > (self.h-self.hf):
# Ac += (self.bf-self.b)*(self.x+self.hf-self.h) # TODO：需乘以翼缘折减系数
else:
# self.large_eccentric, self.x, self.As, self._As, self.As_, self._As_ = self.solve_As(
# self.symmetrical, self.Asp_known, self.Asmin,
# self.b, self.h, self.h0, self.N*1e3, self.ei, self.e, self.α1, self.β1, self.fc,
# self.Es, self.fy, self.As, self.es, self.fy_, self.As_, self.as_, self.es_,
# self.Ep, self.fpy, self.σp0, self.Ap, self.ep,
# self.fpy_, self.σp0_, self.Ap_, self.ap_, self.ep_, self.εcu, self.ξb
# )
raise Exception('抱歉，I形截面偏心受压截面设计功能尚在开发中，敬请期待')
def solve(self):
self.validate('positive', 'N')
self.h0 = self.h - self.a_s
if self.h0 <= 0:
raise InputError(self, 'h', '截面高度有误')
self.ea = max(20, self.h / 30) # 6.2.5
if self.option_m2:
self.A = self.b * self.h
self.ζc = 0.5 * self.fc * self.A / (self.N * 1e3)
if self.ζc > 1:
self.ζc = 1
self.ηns = eccentric_compression.f_ηns(self.M2 * 1e6, self.N * 1e3,
self.ea, self.h, self.h0,
self.lc, self.ζc)
self.Cm = 0.7 + 0.3 * self.M1 / self.M2
_Cmηns = self.Cm * self.ηns
self.M = _Cmηns * self.M2 if _Cmηns > 1 else self.M2
self.e0 = self.M / self.N * 1e3
self.ei = self.e0 + self.ea # (6.2.17-4)
# strictly, a = (σs*As*a_s+σp*Ap*ap)/(σs*As+σp*Ap)
self.a = self.a_s if self.Ap == 0 else (self.a_s + self.ap) / 2
self.e = self.ei + self.h / 2 - self.a # (6.2.17-3)
self.es = self.ei + self.h / 2 - self.a_s
self.ep = self.ei + self.h / 2 - self.ap
self.es_ = self.ei - self.h / 2 + self.as_
self.ep_ = self.ei - self.h / 2 + self.ap_
self.β1 = fβ1(self.fcuk)
self.εcu = self.f_εcu(self.fcuk)
self.ξb = self.fξb(self.β1, self.fy, self.Es, self.εcu, self.fpy,
self.σp0)
self.xb = self.ξb * self.h0
self.Asmin = self.ρmin * self.b * self.h
if self.option == 'review':
if self.As == 0 and self.As_ == 0 and self.Ap == 0 and self.Ap_ == 0:
raise InputError(self, 'As', '应>0')
if self.symmetrical:
self.As_ = self.As
self.large_eccentric, self.x, Nu = self.solve_Nu(
self.b, self.h0, self.e, self.α1, self.β1, self.fc, self.Es,
self.fy, self.As, self.es, self.fy_, self.As_, self.as_,
self.es_, self.Ep, self.fpy, self.σp0, self.Ap, self.ep,
self.fpy_, self.σp0_, self.Ap_, self.ap_, self.ep_, self.εcu,
self.ξb)
self.σs = self.f_σsi(self.β1, self.Es, self.εcu, self.h0, self.x)
self.σp = self.f_σpi(self.β1, self.Ep, self.εcu, self.h0, self.x,
self.σp0)
self.Nu = Nu / 1000 #kN
self.Mu = self.fMu(self.α1, self.fc, self.b, self.x, self.h0,
self.fy_, self.As_, self.as_, self.σp0_,
self.fpy_, self.Ap_, self.ap_) * 1e-6 # kNm
# 6.2.17 节 第2条要求
self.σp_ = self.fpy_ - self.σp0
self.a_ = self.as_ if (self.Ap_ == 0 or self.σp_>0) else \
(self.fy_*self.As_*self.as_+(self.fpy_-self.σp0_)*self.Ap_*self.ap_)/(self.fy_*self.As_+self.fpy_*self.Ap_)
if self.x < 2 * self.a_:
self.es_ = self.ei - (self.h / 2 - self.as_
) # 偏心压力作用点至受压钢筋合力点的距离
self.Md = self.N * self.es_ * 1e-3
self.Mu = self.fMu2(self.h, self.fy, self.As, self.a_s,
self.as_, self.fpy, self.Ap, self.ap,
self.fpy_, self.σp0_, self.Ap_,
self.ap_) * 1e-6 # kNm
else:
self.large_eccentric, self.x, self.As, self._As, self.As_, self._As_ = self.solve_As(
self.symmetrical, self.Asp_known, self.Asmin, self.b, self.h,
self.h0, self.N * 1e3, self.ei, self.e, self.α1, self.β1,
self.fc, self.Es, self.fy, self.As, self.es, self.fy_,
self.As_, self.as_, self.es_, self.Ep, self.fpy, self.σp0,
self.Ap, self.ep, self.fpy_, self.σp0_, self.Ap_, self.ap_,
self.ep_, self.εcu, self.ξb)
def solve_GB_JTG(self):
paras = self.inputs
# 荷载基本组合或偶然组合
lc = calla.JTG.loads.load_combination
forces_fu = self.forces_fu
forces_ac = self.forces_ac
forces_uls = wrapforces([max(abs(f1),abs(f2)) for f1,f2 in zip(forces_fu, forces_ac)])
if self.section == 'rectangle':
self.A = self.b*self.h #mm2
bc = calla.JTG.bearing_capacity.eccentric_compression(**paras) if self.code == 'JTG' else \
calla.GB.compressive_capacity.eccentric_compression(**paras)
elif self.section == 'Tshape':
self.A = self.b*(self.h - self.hf)+self.bf*self.hf
bc = calla.JTG.bearing_capacity.eccentric_compression_Ishape(**paras) if self.code == 'JTG' else \
calla.GB.compressive_capacity.eccentric_compression_Ishape(**paras)
elif self.section == 'round':
self.A = pi/4*self.d**2
bc = calla.JTG.bearing_capacity.bc_round(**paras) if self.code == 'JTG' else \
calla.GB.flexural_capacity.fc_round(**paras)
bc.r = self.d/2
bc.rs = self.d/2 - self.a_s
else:
raise NameError('section type {} is not defined'.format(self.section))
# 确定两个方向的钢筋面积
def _seperate(param:str):
a = getattr(self, param)
if a == None:
return None
if isinstance(a, float) or isinstance(a, int):
ax = ay = a
elif isinstance(a, tuple) or isinstance(a, list):
n = len(a)
if n >0 and n < 1:
ax = ay = a
elif n > 1:
ax = a[0]
ay = a[1]
else:
raise InputError(self,param,'无法识别的输入')
else:
raise InputError(self,param,'无法识别的输入')
return (ax, ay)
if isinstance(self.As, float) or isinstance(self.As, int):
Asx = Asy = self.As
elif isinstance(self.As, tuple) or isinstance(self.As, list):
n = len(self.As)
if n >0 and n < 1:
Asx = Asy = self.As
elif n > 1:
Asx = self.As[0]
Asy = self.As[1]
else:
raise InputError(self,'As','无法识别的输入')
else:
raise InputError(self,'As','无法识别的输入')
Asx_, Asy_ = _seperate('As_')
if isinstance(self.Ap, float) or isinstance(self.Ap, int):
Apx = Apy = self.Ap
elif isinstance(self.Ap, tuple) or isinstance(self.Ap, list):
n = len(self.Ap)
if n >0 and n < 1:
Apx = Apy = self.Ap
elif n > 1:
Apx = self.Ap[0]
Apy = self.Ap[1]
else:
raise InputError(self,'Ap','无法识别的输入')
else:
raise InputError(self,'Ap','无法识别的输入')
# 轴心受压承载力
ac = calla.JTG.bearing_capacity.axial_compression(**paras) if self.code == 'JTG' else \
calla.GB.compressive_capacity.axial_compression(**paras)
ac.Nd = forces_uls.Fx
ac.A = self.A
ac.As_ = Asx+Asy
ac.solve()
# 偏心受压承载力
bc.fcuk = calla.JTG.concrete.fcuk(self.concrete)
# bc.fcd = calla.JTG.concrete.fcd(self.concrete)
# bc.fsd=bc.fsd_=calla.JTG.rebar.fsd(self.rebar)
bc.option = 'review'
Nd = forces_uls.Fx
#choseX = forces_uls[0] > forces_uls[1]
bcs = []
# z方向偏心弯曲验算，对于圆截面则是合力方向计算
if self.section == 'round':
Md = sqrt(forces_uls.Mz**2+forces_uls.My**2)
else:
Md = forces_uls.My
if self.code == 'GB':
bc.N = abs(Nd)
bc.M = abs(Md)
else:
bc.Nd = abs(Nd)
bc.Md = abs(Md)
bc.b = self.h
bc.h = self.b
bc.h0 = self.b - self.as_
bc.l0 = self.k*self.l
bc.As = Asx
bc.As_ = Asx_
bc.Ap = Apx
bc.solve()
bcs.append(bc)
# y方向偏心弯曲验算
if self.section != 'round':
bcy = copy.copy(bc)
Md = abs(forces_uls.Mz)
if self.code == 'GB':
bc.M = Md
else:
bc.Md = Md
bcy.b = self.b
bcy.h = self.h
bcy.h0 = self.h - self.as_
bcy.As = Asy
bcy.As_ = Asy_
bcy.Ap = Apy
bcy.solve()
bcs.append(bcy)
#双向偏心受压承载力
if self.section != 'round' and self.code == 'JTG':
be = calla.JTG.bearing_capacity.biaxial_eccentric(**paras) # TODO: support GB
be.Nd = forces_uls.Fx
be.Nu0 = ac.Nud
be.Nux = bcs[0].Nu
be.Nuy = bcs[1].Nu
be.solve()
# 裂缝宽度
cw = calla.JTG.crack_width.crack_width(**paras) if self.code == 'JTG' else \
calla.GB.crack_width.crack_width(**paras)
if self.section == 'round':
cw.case = 'round'
cw.r = self.d/2
cw.rs = self.d/2 - self.a_s
else:
cw.case = 'rect'
cw.b = self.h
cw.h = self.b
cw.h0 = cw.h-self.a_s
cw.ys = cw.h/2-self.a_s
cw.C3 = 0.9
cw.l0 = self.k*self.l
cw.d = self.deq
cw.C1 = 1.4 if self.rebar.startswith('HPB') else 1.0
# 内力计算
# 长期作用(准永久组合)
forces_l=wrapforces(self.forces_qp)
cw.Nl = abs(forces_l.Fx)
# 短期作用(频遇组合)
forces_s = wrapforces(self.forces_fr)
cw.Ns = abs(forces_s.Fx)
# z方向验算
cw.As = Asx
if self.section == 'round':
cw.Ml = sqrt(forces_l.Mz**2+forces_l.My**2)
cw.Ms = sqrt(forces_s.Mz**2+forces_s.My**2)
else:
cw.Ml = abs(forces_l.My)
cw.Ms = abs(forces_s.My)
# y方向验算
cws = []
cws.append(cw)
if self.section != 'round':
cws.append(copy.copy(cw))
cws[1].b = self.b
cws[1].h = self.h
cws[1].h0 = cws[1].h-cws[1].a_s
cws[1].As = Asy
cws[1].ys = cws[1].h/2-cws[1].a_s
cws[1].Ml = abs(forces_l.Mz)
cws[1].Ms = abs(forces_s.Mz)
for f in cws:
if f.Ns == 0:
f.force_type = 'BD'
else:
if f.Ms == 0:
f.force_type = 'AT' if forces_l.Fx > 0 else 'AC'
else:
f.force_type = 'EC' if forces_l.Fx < 0 else 'ET'
f.Ns = abs(f.Ns)
if f.force_type != 'AC':
f.solve()
# 保存计算器
self.ac = ac
self.bcs = bcs
if self.section != 'round':
self.be = be
self.cws = cws