def get_fcy(self):
"""
Get fcy of 7075.
p.25の表参照
:return:[MPa]
"""
thickness_in_inch = mm2inch(self.thickness)
if thickness_in_inch < 0.499:
return ksi2Mpa(68)
elif thickness_in_inch < 5.000:
return ksi2Mpa(69)
else:
return math.nan
def make_stiffness_row(sta):
"""csv行出力
:param sta: Rib instance
:return: EI_w + EI_c + EI_t
"""
web_t = sta.web.thickness
he = sta.he
E = ksi2Mpa(10.3 * 1000) # ヤング率[N/mm^2]
area_c = sta.cflange.get_area(web_t)
area_t = sta.tflange.get_area(web_t)
I_w = cal_web_I(web_t, sta.hf)
I_c = cal_flange_I(area_c, he)
I_t = cal_flange_I(area_t, he)
EI_w = E * I_w / 10 ** 6 # [N*m^2]
EI_c = E * I_c / 10 ** 6 # [N*m^2]
EI_t = E * I_t / 10 ** 6 # [N*m^2]
value = [sta.y_left, he, web_t, I_w, EI_w, area_c, I_c,
EI_c, area_t, I_t, EI_t, EI_w + EI_c + EI_t]
round_value = map(lambda x: round_sig(x), value)
with open('results/stiffness.csv', 'a', encoding="utf-8") as f:
writer = csv.writer(f)
writer.writerow(round_value)
return EI_w + EI_c + EI_t
def __init__(self, D):
"""Constructor.
:param D:リベットの鋲径(直径mm)
"""
self.D = D
self.F_su = ksi2Mpa(30) # とりあえずAD鋲を仮定
def get_fsu(self):
"""
表3のF_suの値を読み取る.
:return:F_su[Mpa]
"""
thickness_in_inch = mm2inch(self.thickness)
if thickness_in_inch <= 0.011:
print("too small:nan in getFsu in web.py")
return math.nan
elif thickness_in_inch <= 0.039:
return ksi2Mpa(42)
elif thickness_in_inch <= 0.062:
return ksi2Mpa(42)
elif thickness_in_inch <= 0.187:
return ksi2Mpa(44)
elif thickness_in_inch <= 0.249:
return ksi2Mpa(45)
else:
print("too large :nan in getFsu in web.py")
return math.nan
def __init__(self, thickness, b_bottom, b_height, web):
""" Constructor.
:param thickness:フランジ厚さ[mm]
:param b_bottom:フランジ底長さ[mm]
:param b_height:フランジ高さ[mm]
:param web:このflangeが属するwebのクラス
"""
super().__init__(thickness, b_bottom, b_height)
self.E = ksi2Mpa(10.3 * 10**3)
self.web = web
def get_f_tu(self):
"""
引張り許容応力の計算.材料は2024-T3511
p24の表3参照
"""
# cross section 云々は無視してます
thickness_in_inch = mm2inch(self.thickness)
if thickness_in_inch < 0.249:
return ksi2Mpa(57)
elif thickness_in_inch < 0.499:
return ksi2Mpa(60)
elif thickness_in_inch < 0.749:
return ksi2Mpa(60) # 上と同じ
elif thickness_in_inch < 1.499:
return ksi2Mpa(65)
elif thickness_in_inch < 2.999:
return ksi2Mpa(70)
elif thickness_in_inch < 4.499:
return ksi2Mpa(70)
else:
return math.nan
def get_fcy(self):
""" F_cy of 7075."""
thickness_in_inch = mm2inch(self.thickness)
if thickness_in_inch < 0.012:
print("stiffener thickness too small")
return math.nan
elif thickness_in_inch < 0.040:
return ksi2Mpa(61)
elif thickness_in_inch < 0.062:
return ksi2Mpa(62) # 上と同じ
elif thickness_in_inch < 0.187:
return ksi2Mpa(64)
elif thickness_in_inch < 0.249:
return ksi2Mpa(65)
else:
print("too large in getFcy in stiffener py")
return math.nan
def __init__(self, thickness, bs1_bottom, bs2_height, web):
"""Constructor.
:param thickness: stiffener厚さ[mm]
:param bs1_bottom:stiffener bottom長さ[mm]
:param bs2_height:stiffener 高さ[mm]
:param web:このstiffenerが属するwebのクラス
"""
self.thickness = thickness
self.bs1_bottom = bs1_bottom
self.bs2_height = bs2_height
self.E = ksi2Mpa(10.3 * 10**3)
self.web = web
def cal_EI_sta5000(sta4500):
"""
翼端部だけ剛性計算用の値が用意されてないので,
専用関数を作成
:param sta4500:
:return:
"""
web_t = sta4500.web.thickness
he = sta4500.he + get_hf(5000) - get_hf(4500)
E = ksi2Mpa(10.3 * 1000) # ヤング率[N/mm^2]
area_c = sta4500.cflange.get_area(web_t)
area_t = sta4500.tflange.get_area(web_t)
I_w = cal_web_I(web_t, get_hf(5000))
I_c = cal_flange_I(area_c, he)
I_t = cal_flange_I(area_t, he)
return E * (I_w + I_c + I_t) / 10 ** 6 # [N*m^2]
def __init__(self, y_left, y_right, division, thickness):
"""
heightとwidthのうち長い方をaとするがアルゴリズム的に問題なし
:param y_left:webの中でstaが一番小さい側の値 [mm]
:param y_right:webの中でstaが一番大きい側の値 [mm]
:param division:分割数
:param thickness:web厚さ[mm] 7075-T6で厚さが規定されている
width_bはstiffenerで等分割したあとの
ウェブの長さ(強度計算上ではstiffenerで分割されているので,
stiffenerの間隔と同じとする) [mm]
"""
self.y_left = y_left
self.y_right = y_right
self.division = division
self.thickness = thickness
self.height_a = get_hf(y_left) # この高さはwebのSTAが一番小さい側の値
self.width_b = (y_right - y_left) / division
self.E = ksi2Mpa(10.3 * 1000) # 表3-3より読み取る [MPa]
def get_clippling_stress(self):
"""
クリップリング応力を求める
フランジと同じ
:return Fcc:Fcc[MPa]
"""
right_axis = self.get_x_of_graph()
if right_axis < 0.1:
return math.nan
elif right_axis < 0.1 * 5**(27 / 33):
# 一定部分
left_axis = 0.5 * 2**(2.2 / 1.5)
elif right_axis < 10:
left_axis = 10**(-0.20761) * right_axis**(-0.78427)
else:
return math.nan
lower = mpa2Ksi(self.get_fcy()) # 分母
upper = left_axis * lower
Fcc = ksi2Mpa(upper)
return Fcc
def get_fcc(self):
"""
7075 graph in page 12.
:return:[MPa]
"""
right_axis = self.get_x_of_graph()
if right_axis < 0.1:
return math.nan
elif right_axis < 0.1 * 5**(27 / 33):
# 一定部分
# print("フランジ 直線部分")
left_axis = 0.5 * 2**(2.2 / 1.5)
elif right_axis < 10:
left_axis = 10**(-0.20761) * right_axis**(-0.78427)
else:
return math.nan
lower = mpa2Ksi(self.get_fcy()) # 分母
upper = left_axis * lower # 分子
fcc = ksi2Mpa(upper)
return fcc