sample_load_profile {abcADM} | R Documentation |

`sample_load_profile`

contains the default residential load profile.
It can be invoked via `sample_load_profile`

.
Its parameters can be modified with `sample_load_profile["parameterName"]`

.

sample_load_profile

An object of class `data.frame`

with 1 rows and 13 columns.

- The load is defined as

*τ(t) = φ*R_o*(γ*D_d+D_s(t)+D_e(t)) / (γ*α_d+α_l)*

- Following the National Building Code of Canada (NBCC) standards document CAN/CSA-O86, assume that *γ* = 0.25, *α_d* = 1.25, *α_l* = 1.5.

- *R_o* is the characteristic value depending on the lumber population. By default, *R_o* = 2722psi.

- *φ* is the performance factor.

- According to Foschi, Folz, and Yao(1989)

1. *D_d* is the normalized dead load for the weight of the structure, and *D_d* ~ N(load_d_mean, load_d_sd). By default, `load_d_mean = 1`

, `load_d_sd = 0.01`

.

2. *D_s(t)* is the sustained load. *D_e(t)* is the extraordinary load. *D_s(t)* and *D_e(t)* are two independent processes.

3. The sizes of the loads are modelled using gamma distributions *G(k,θ)* where k and *θ* represent the shape and scale parameters.
The random times between and during live load events are modeled using exponential distributions *Exp(λ)* with mean *λ^(-1)*.
Parameters for these models were previously fitted using survey data.

4. The process *D_s(t)* consists of a sequence of successive periods of sustained occupancy each with iid duration *T_s* ~ Exp(1 / mean_Ts).
During these periods of occupancy *D_ls* ~ G(load_s_shape, load_s_scale) iid. By default, `mean_Ts = 10`

, `load_s_shape = 3.122`

, and `load_s_scale = 0.0481`

.

5. The process *D_e(t)* consists of brief periods of extraordinary loads, separated by longer periods with no load *T_e* ~ Exp(mean_Te) of expected duration 1 year.
When extraordinary loads occur, they last for iid periods of random duration *T_p* ~ Exp(1 / mean_Tp). The normalized loads *D_le* during these brief periods
are iid with gamma distribution *D_le* ~ G(load_p_shape, load_p_scale). By default, `mean_Te = 1`

, `mean_Tp = 0.03835`

, `load_p_shape = 0.826`

, and `load_p_scale = 0.1023`

.

Foschi, R. O., Folz, B., and Yao, F. (1989), Reliability-Based Design of Wood Structures (Vol. 34), Vancouver, BC: Department of Civil Engineering, University of British Columbia.

Corotis, R. B., and Doshi, V. A. (1977), “Probability Models for Live-Load Survey Results,” Journal of the Structural Division, 103, 1257–1274.

Chalk, P. L., and Corotis, R. B. (1980), “Probability Model for Design Live Loads,” Journal of the Structural Division, 106, 2017–2033.

Harris, M. E., Bova, C. J., and Corotis, R. B. (1981), “Area-Dependent Pro-cesses for Structural Live Loads,” Journal of the Structural Division, 107,857–872.

Yang, C. H., Zidek, J. V., & Wong, S. W. (2019). Bayesian analysis of accumulated damage models in lumber reliability. Technometrics, 61(2), 233-245.

[Package *abcADM* version 1.0 Index]