geofound/capacity.py
def capacity_vesics_1975(sl, fd, h_l=0, h_b=0, vertical_load=1, slope=0, base_tilt=0, verbose=0, gwl=1e6, **kwargs):
    """
    Calculates the foundation capacity according Vesics(1975)
    #Gunaratne, Manjriker. 2006. "Spread Footings: Analysis and Design."
    Ref: http://geo.cv.nctu.edu.tw/foundation/download/
                            BearingCapacityOfFoundations.pdf

    :param sl: Soil object
    :param fd: Foundation object
    :param h_l: Horizontal load parallel to length
    :param h_b: Horizontal load parallel to width
    :param vertical_load: Vertical load
    :param slope: ground slope
    :param base_tilt: The slope of the underside of the foundation
    :param verbose: verbosity
    :return: ultimate bearing stress
    """

    if not kwargs.get("disable_requires", False):
        models.check_required(sl, ["phi_r", "cohesion", "unit_dry_weight"])
        models.check_required(fd, ["length", "width", "depth"])

    area_foundation = fd.length * fd.width
    c_a = 0.6 - 1.0 * sl.cohesion

    horizontal_load = np.sqrt(h_l ** 2 + h_b ** 2)

    fd.nq_factor = ((np.tan(np.pi / 4 + sl.phi_r / 2)) ** 2 * np.exp(np.pi * np.tan(sl.phi_r)))
    if sl.phi_r == 0:
        fd.nc_factor = 5.14
    else:
        fd.nc_factor = (fd.nq_factor - 1) / np.tan(sl.phi_r)
    fd.ng_factor = 2.0 * (fd.nq_factor + 1) * np.tan(sl.phi_r)

    # shape factors:
    s_c = 1.0 + fd.nq_factor / fd.nc_factor * fd.width / fd.length
    s_q = 1 + fd.width / fd.length * np.tan(sl.phi_r)
    s_g = max(1.0 - 0.4 * fd.width / fd.length, 0.6)  # add limit of 0.6 based on Vesic
    # depth factors:
    if fd.depth / fd.width > 1:
        k = np.arctan(fd.depth / fd.width)
    else:
        k = fd.depth / fd.width
    d_c = 1 + 0.4 * k
    d_q = 1 + 2 * np.tan(sl.phi_r) * (1 - np.sin(sl.phi_r)) ** 2 * k
    d_g = 1.0

    # load inclination factors
    m__b = (2.0 + fd.width / fd.length) / (1 + fd.width / fd.length)
    m_l = (2.0 + fd.length / fd.width) / (1 + fd.length / fd.width)
    m = np.sqrt(m__b ** 2 + m_l ** 2)

    if sl.phi_r == 0:
        i_q = 1.0
        i_g = 1.0
    else:
        i_q = (1.0 - horizontal_load / (vertical_load + area_foundation *
                                        c_a / np.tan(sl.phi_r))) ** m
        i_g = (1.0 - horizontal_load / (vertical_load + area_foundation *
                                        c_a / np.tan(sl.phi_r))) ** (m + 1)
    i_c = i_q - (1 - i_q) / (fd.nq_factor - 1)
    check_i_c = 1 - m * horizontal_load / (area_foundation * c_a * fd.nc_factor)
    if abs(check_i_c - i_c) / i_c > 0.001:
        raise DesignError

    # ground slope factors:
    if sl.phi_r == 0:
        # g_c = slope / 5.14
        g_c = i_q
    else:
        g_c = i_q - (1 - i_q) / (5.14 * np.tan(sl.phi_r))
    g_q = (1.0 - np.tan(slope)) ** 2
    g_g = g_q

    # tilted base factors
    if sl.phi_r == 0:
        b_c = g_c
    else:
        b_c = 1 - 2 * base_tilt / (5.14 * np.tan(sl.phi_r))
    b_q = (1.0 - base_tilt * np.tan(sl.phi_r)) ** 2
    b_g = b_q

    # stress at footing base:

    if gwl == 0:
        q_d = sl.unit_eff_weight * fd.depth
        unit_weight = sl.unit_bouy_weight

    elif gwl > 0 and gwl < fd.depth:
        q_d = (sl.unit_dry_weight * gwl) + (sl.unit_bouy_weight * (fd.depth - gwl))
        unit_weight = sl.unit_bouy_weight

    elif gwl >= fd.depth and gwl <= fd.depth + fd.width:
        sl.average_unit_bouy_weight = sl.unit_bouy_weight + (
            ((gwl - fd.depth) / fd.width) * (sl.unit_dry_weight - sl.unit_bouy_weight))
        q_d = sl.unit_dry_weight * fd.depth
        unit_weight = sl.average_unit_bouy_weight

    elif gwl > fd.depth + fd.width:
        q_d = sl.unit_dry_weight * fd.depth
        unit_weight = sl.unit_dry_weight

    if verbose:
        log("Nc: ", fd.nc_factor)
        log("N_qV: ", fd.nq_factor)
        log("Ng: ", fd.ng_factor)
        log("s_c: ", s_c)
        log("s_q: ", s_q)
        log("s_g: ", s_g)
        log("d_c: ", d_c)
        log("d_q: ", d_q)
        log("d_g: ", d_g)
        log("i_c: ", i_c)
        log("i_q: ", i_q)
        log("i_g: ", i_g)
        log("g_c: ", g_c)
        log("g_q: ", g_q)
        log("g_g: ", g_g)
        log("b_c: ", b_c)
        log("b_q: ", b_q)
        log("b_g: ", b_g)
        log("q_d: ", q_d)

    # Capacity
    fd.q_ult = (sl.cohesion * fd.nc_factor * s_c * d_c * i_c * g_c * b_c +
                q_d * fd.nq_factor * s_q * d_q * i_q * g_q * b_q +
                0.5 * fd.width * unit_weight *
                fd.ng_factor * s_g * d_g * i_g * g_g * b_g)

    if verbose:
        log("qult: ", fd.q_ult)
    return fd.q_ult
def capacity_vesics_1975(sl, fd, h_l=0, h_b=0, vertical_load=1, slope=0, base_tilt=0, verbose=0, gwl=1e6, **kwargs):
    """
    Calculates the foundation capacity according Vesics(1975)
    #Gunaratne, Manjriker. 2006. "Spread Footings: Analysis and Design."
    Ref: http://geo.cv.nctu.edu.tw/foundation/download/
                            BearingCapacityOfFoundations.pdf

    :param sl: Soil object
    :param fd: Foundation object
    :param h_l: Horizontal load parallel to length
    :param h_b: Horizontal load parallel to width
    :param vertical_load: Vertical load
    :param slope: ground slope
    :param base_tilt: The slope of the underside of the foundation
    :param verbose: verbosity
    :return: ultimate bearing stress
    """

    if not kwargs.get("disable_requires", False):
        models.check_required(sl, ["phi_r", "cohesion", "unit_dry_weight"])
        models.check_required(fd, ["length", "width", "depth"])

    area_foundation = fd.length * fd.width
    c_a = 0.6 - 1.0 * sl.cohesion

    horizontal_load = np.sqrt(h_l ** 2 + h_b ** 2)

    fd.nq_factor = ((np.tan(np.pi / 4 + sl.phi_r / 2)) ** 2 * np.exp(np.pi * np.tan(sl.phi_r)))
    if sl.phi_r == 0:
        fd.nc_factor = 5.14
    else:
        fd.nc_factor = (fd.nq_factor - 1) / np.tan(sl.phi_r)
    fd.ng_factor = 2.0 * (fd.nq_factor + 1) * np.tan(sl.phi_r)

    # shape factors:
    s_c = 1.0 + fd.nq_factor / fd.nc_factor * fd.width / fd.length
    s_q = 1 + fd.width / fd.length * np.tan(sl.phi_r)
    s_g = max(1.0 - 0.4 * fd.width / fd.length, 0.6)  # add limit of 0.6 based on Vesic
    # depth factors:
    if fd.depth / fd.width > 1:
        k = np.arctan(fd.depth / fd.width)
    else:
        k = fd.depth / fd.width
    d_c = 1 + 0.4 * k
    d_q = 1 + 2 * np.tan(sl.phi_r) * (1 - np.sin(sl.phi_r)) ** 2 * k
    d_g = 1.0

    # load inclination factors
    m__b = (2.0 + fd.width / fd.length) / (1 + fd.width / fd.length)
    m_l = (2.0 + fd.length / fd.width) / (1 + fd.length / fd.width)
    m = np.sqrt(m__b ** 2 + m_l ** 2)

    if sl.phi_r == 0:
        i_q = 1.0
        i_g = 1.0
    else:
        i_q = (1.0 - horizontal_load / (vertical_load + area_foundation *
                                        c_a / np.tan(sl.phi_r))) ** m
        i_g = (1.0 - horizontal_load / (vertical_load + area_foundation *
                                        c_a / np.tan(sl.phi_r))) ** (m + 1)
    i_c = i_q - (1 - i_q) / (fd.nq_factor - 1)
    check_i_c = 1 - m * horizontal_load / (area_foundation * c_a * fd.nc_factor)
    if abs(check_i_c - i_c) / i_c > 0.001:
        raise DesignError

    # ground slope factors:
    if sl.phi_r == 0:
        # g_c = slope / 5.14
        g_c = i_q
    else:
        g_c = i_q - (1 - i_q) / (5.14 * np.tan(sl.phi_r))
    g_q = (1.0 - np.tan(slope)) ** 2
    g_g = g_q

    # tilted base factors
    if sl.phi_r == 0:
        b_c = g_c
    else:
        b_c = 1 - 2 * base_tilt / (5.14 * np.tan(sl.phi_r))
    b_q = (1.0 - base_tilt * np.tan(sl.phi_r)) ** 2
    b_g = b_q

    # stress at footing base:

    if gwl == 0:
        q_d = sl.unit_eff_weight * fd.depth
        unit_weight = sl.unit_bouy_weight

    elif gwl > 0 and gwl < fd.depth:
        q_d = (sl.unit_dry_weight * gwl) + (sl.unit_bouy_weight * (fd.depth - gwl))
        unit_weight = sl.unit_bouy_weight

    elif gwl >= fd.depth and gwl <= fd.depth + fd.width:
        sl.average_unit_bouy_weight = sl.unit_bouy_weight + (
            ((gwl - fd.depth) / fd.width) * (sl.unit_dry_weight - sl.unit_bouy_weight))
        q_d = sl.unit_dry_weight * fd.depth
        unit_weight = sl.average_unit_bouy_weight

    elif gwl > fd.depth + fd.width:
        q_d = sl.unit_dry_weight * fd.depth
        unit_weight = sl.unit_dry_weight

    if verbose:
        log("Nc: ", fd.nc_factor)
        log("N_qV: ", fd.nq_factor)
        log("Ng: ", fd.ng_factor)
        log("s_c: ", s_c)
        log("s_q: ", s_q)
        log("s_g: ", s_g)
        log("d_c: ", d_c)
        log("d_q: ", d_q)
        log("d_g: ", d_g)
        log("i_c: ", i_c)
        log("i_q: ", i_q)
        log("i_g: ", i_g)
        log("g_c: ", g_c)
        log("g_q: ", g_q)
        log("g_g: ", g_g)
        log("b_c: ", b_c)
        log("b_q: ", b_q)
        log("b_g: ", b_g)
        log("q_d: ", q_d)

    # Capacity
    fd.q_ult = (sl.cohesion * fd.nc_factor * s_c * d_c * i_c * g_c * b_c +
                q_d * fd.nq_factor * s_q * d_q * i_q * g_q * b_q +
                0.5 * fd.width * unit_weight *
                fd.ng_factor * s_g * d_g * i_g * g_g * b_g)

    if verbose:
        log("qult: ", fd.q_ult)
    return fd.q_ult
def capacity_vesics_1975 ( sl , fd , h_l = 0 , h_b = 0 , vertical_load = 1 , slope = 0 , base_tilt = 0 , verbose = 0 , gwl = 1e6 , * * kwargs ) : if not kwargs . get ( "disable_requires" , False ) : models . check_required ( sl , [ "phi_r" , "cohesion" , "unit_dry_weight" ] ) models . check_required ( fd , [ "length" , "width" , "depth" ] ) area_foundation = fd . length * fd . width c_a = 0.6 - 1.0 * sl . cohesion horizontal_load = np . sqrt ( h_l ** 2 + h_b ** 2 ) fd . nq_factor = ( ( np . tan ( np . pi / 4 + sl . phi_r / 2 ) ) ** 2 * np . exp ( np . pi * np . tan ( sl . phi_r ) ) ) if sl . phi_r == 0 : fd . nc_factor = 5.14 else : fd . nc_factor = ( fd . nq_factor - 1 ) / np . tan ( sl . phi_r ) fd . ng_factor = 2.0 * ( fd . nq_factor + 1 ) * np . tan ( sl . phi_r ) # shape factors: s_c = 1.0 + fd . nq_factor / fd . nc_factor * fd . width / fd . length s_q = 1 + fd . width / fd . length * np . tan ( sl . phi_r ) s_g = max ( 1.0 - 0.4 * fd . width / fd . length , 0.6 ) # add limit of 0.6 based on Vesic # depth factors: if fd . depth / fd . width > 1 : k = np . arctan ( fd . depth / fd . width ) else : k = fd . depth / fd . width d_c = 1 + 0.4 * k d_q = 1 + 2 * np . tan ( sl . phi_r ) * ( 1 - np . sin ( sl . phi_r ) ) ** 2 * k d_g = 1.0 # load inclination factors m__b = ( 2.0 + fd . width / fd . length ) / ( 1 + fd . width / fd . length ) m_l = ( 2.0 + fd . length / fd . width ) / ( 1 + fd . length / fd . width ) m = np . sqrt ( m__b ** 2 + m_l ** 2 ) if sl . phi_r == 0 : i_q = 1.0 i_g = 1.0 else : i_q = ( 1.0 - horizontal_load / ( vertical_load + area_foundation * c_a / np . tan ( sl . phi_r ) ) ) ** m i_g = ( 1.0 - horizontal_load / ( vertical_load + area_foundation * c_a / np . tan ( sl . phi_r ) ) ) ** ( m + 1 ) i_c = i_q - ( 1 - i_q ) / ( fd . nq_factor - 1 ) check_i_c = 1 - m * horizontal_load / ( area_foundation * c_a * fd . nc_factor ) if abs ( check_i_c - i_c ) / i_c > 0.001 : raise DesignError # ground slope factors: if sl . phi_r == 0 : # g_c = slope / 5.14 g_c = i_q else : g_c = i_q - ( 1 - i_q ) / ( 5.14 * np . tan ( sl . phi_r ) ) g_q = ( 1.0 - np . tan ( slope ) ) ** 2 g_g = g_q # tilted base factors if sl . phi_r == 0 : b_c = g_c else : b_c = 1 - 2 * base_tilt / ( 5.14 * np . tan ( sl . phi_r ) ) b_q = ( 1.0 - base_tilt * np . tan ( sl . phi_r ) ) ** 2 b_g = b_q # stress at footing base: if gwl == 0 : q_d = sl . unit_eff_weight * fd . depth unit_weight = sl . unit_bouy_weight elif gwl > 0 and gwl < fd . depth : q_d = ( sl . unit_dry_weight * gwl ) + ( sl . unit_bouy_weight * ( fd . depth - gwl ) ) unit_weight = sl . unit_bouy_weight elif gwl >= fd . depth and gwl <= fd . depth + fd . width : sl . average_unit_bouy_weight = sl . unit_bouy_weight + ( ( ( gwl - fd . depth ) / fd . width ) * ( sl . unit_dry_weight - sl . unit_bouy_weight ) ) q_d = sl . unit_dry_weight * fd . depth unit_weight = sl . average_unit_bouy_weight elif gwl > fd . depth + fd . width : q_d = sl . unit_dry_weight * fd . depth unit_weight = sl . unit_dry_weight if verbose : log ( "Nc: " , fd . nc_factor ) log ( "N_qV: " , fd . nq_factor ) log ( "Ng: " , fd . ng_factor ) log ( "s_c: " , s_c ) log ( "s_q: " , s_q ) log ( "s_g: " , s_g ) log ( "d_c: " , d_c ) log ( "d_q: " , d_q ) log ( "d_g: " , d_g ) log ( "i_c: " , i_c ) log ( "i_q: " , i_q ) log ( "i_g: " , i_g ) log ( "g_c: " , g_c ) log ( "g_q: " , g_q ) log ( "g_g: " , g_g ) log ( "b_c: " , b_c ) log ( "b_q: " , b_q ) log ( "b_g: " , b_g ) log ( "q_d: " , q_d ) # Capacity fd . q_ult = ( sl . cohesion * fd . nc_factor * s_c * d_c * i_c * g_c * b_c + q_d * fd . nq_factor * s_q * d_q * i_q * g_q * b_q + 0.5 * fd . width * unit_weight * fd . ng_factor * s_g * d_g * i_g * g_g * b_g ) if verbose : log ( "qult: " , fd . q_ult ) return fd . q_ult
Calculates the foundation capacity according Vesics(1975)
    #Gunaratne, Manjriker. 2006. "Spread Footings: Analysis and Design."
    Ref: http://geo.cv.nctu.edu.tw/foundation/download/
                            BearingCapacityOfFoundations.pdf

    :param sl: Soil object
    :param fd: Foundation object
    :param h_l: Horizontal load parallel to length
    :param h_b: Horizontal load parallel to width
    :param vertical_load: Vertical load
    :param slope: ground slope
    :param base_tilt: The slope of the underside of the foundation
    :param verbose: verbosity
    :return: ultimate bearing stress
Calculates the foundation capacity according Vesics ( 1975 ) #Gunaratne Manjriker . 2006 . Spread Footings : Analysis and Design . Ref : http : // geo . cv . nctu . edu . tw / foundation / download / BearingCapacityOfFoundations . pdf