---
title: "Dynamic site response: fundamental period and stiffness profile"
output: rmarkdown::html_vignette
vignette: >
  %\VignetteIndexEntry{Dynamic site response: fundamental period and stiffness profile}
  %\VignetteEngine{knitr::rmarkdown}
  %\VignetteEncoding{UTF-8}
---

```{r setup, include=FALSE}
knitr::opts_chunk$set(collapse = TRUE, comment = "#>", eval = FALSE)
```

## Why this matters

The flexible-block Newmark displacement models (BT07, BM17, BM19)
evaluate spectral acceleration at a period proportional to the
fundamental period of the sliding mass *T*_s. Estimating *T*_s
therefore precedes any flexible-block analysis. The base
stiffness parameters required for the estimation — the maximum
shear modulus *G*_o and the shear-wave velocity *v*^o_S at the
embankment base — are established here from the soil profile via
Ishihara's (1996) shear-modulus model and the Gazetas–Dakoulas
(1985) inhomogeneous truncated shear-beam formulation.

This methodology was originally distributed as the `dsra` package
and was merged into `newmark` 1.1.0 (see `NEWS.md`). The functions
`getSiteProperties()`, `geSiteTable()`, `getCylinderRoots()`,
`fitModel.Ts()`, `Vs30toSID()` and `SIDtoVs30()`, together with
the reference datasets `CylinderRoots`, `ShearModelParameters`,
`SiteClass` and `SiteTable`, all originate from `dsra`.

---

## Fundamental period of an inhomogeneous truncated shear beam

For an embankment whose shear stiffness increases with depth
according to a power-law profile

$$
G(z) \;\approx\; G_o \left(\frac{z}{H_\text{max}}\right)^{m_o},
$$

the *j*-th modal period is

$$
T_s^{(j)} \;\simeq\; \frac{4\,\pi\,H_\text{max}}{a^{(j)}\,(2 - m_o)\,v_S^{o}},
$$

where

- *H*_max is the maximum height of the embankment;
- *a*^(*j*) is the *j*-th eigenvalue of the characteristic equation
  for the laterally constrained embankment under harmonic base
  excitation, depending jointly on *m*_o and the truncation ratio
  *λ*_o;
- *v*^o_S = √(*G*_o / ρ) is the shear-wave velocity at the base,
  with *G*_o the maximum shear modulus at depth *z* = *H*_max and
  ρ the bulk mass density.

For practical evaluation, the fundamental mode (*j* = 1) dominates
and the expression reduces to a function of the base shear-wave
velocity, the maximum height, and the two dimensionless geometric
ratios *m*_o and *λ*_o.

The truncation ratio *λ*_o captures the geometric influence of the
berm width *B*_o on the dynamic response:

$$
\lambda_o \;=\; \frac{B_o}{B_\text{max}} \;=\; \frac{B_o}{2\,H_\text{max}\,s + B_o},
$$

where *s* is the reciprocal of the average slope gradient
(tan β = 1 / *s*). A larger *λ*_o lengthens the fundamental
period.

The homogeneity ratio *m*_o reflects the power-law variation of
the shear modulus with depth. A larger *m*_o implies a steeper
stiffness gradient from surface to base and lengthens the
fundamental period relative to the uniform-stiffness case
(*m*_o = 0).

The eigenvalue *a*^(1) is computed from a precomputed
table of characteristic roots derived from the Gazetas–Dakoulas
(1985) characteristic equation:

```r
library(newmark)

an <- getCylinderRoots(
  mo          = 0.45,                 # homogeneity ratio
  lo          = 0.20,                 # truncation ratio
  no          = 1,                    # mode number
  model       = "nlm",                # interpolation: "lm", "nlm", "dt", "rf"
  extrapolate = TRUE                  # warn (do not clamp) outside the table
)
```

The reference table is the `CylinderRoots` dataset; its support
in (*m*_o, *λ*_o) is *m*_o ∈ [0, 0.95] and *λ*_o ∈ [0, 0.495]
across modes 1..8.

When the analyst already has a discrete *V*_S(*z*) profile (for
instance from CPT-derived correlations or downhole logging),
`fitModel.Ts()` computes *T*_s directly via Rayleigh's method
without going through the modal eigenvalue:

```r
Ts <- fitModel.Ts(
  VSm = c(220, 280, 340),               # shear-wave velocities by layer (m/s)
  hs  = c(10, 10, 10),                  # layer thicknesses (m)
  zm  = c(5, 15, 25)                    # layer mid-depths (m)
)
```

---

## Ishihara stiffness model

The maximum (small-strain) shear modulus at depth *z* is estimated
as a function of void ratio *e*_o and octahedral effective stress
σ′_o(*z*) using Ishihara's (1996) form:

$$
G(z,\,e_o) \;\approx\; A\,\frac{(C_e - 1)^{2}}{1 + e_o}\,\left(\frac{\sigma'_o(z)}{p_\text{ref}}\right)^{n},
$$

where

- *A* is a dimensionless material-dependent amplitude constant;
- *C*_e is a void-ratio shape parameter controlling the
  sensitivity of *G* to void ratio;
- *p*_ref is a reference pressure (typically atmospheric,
  101.3 kPa);
- *n* is the stress exponent governing the power-law dependence
  of stiffness on confining pressure.

Material parameters (*A*, *C*_e, *n*) are tabulated in the
package as `ShearModelParameters`, indexed by USCS soil class.
Void-ratio ranges by USCS class are also packaged (used
internally by the synthetic-profile generator):

```r
data(ShearModelParameters)            # 20 rows, parameters by ModelID
data(SiteTable)                       # ~256k rows, sampled site profiles
data(CylinderRoots)                   # ~307k rows, eigenvalues a(mo, lo, n)
data(SiteClass)                       # 9 rows, ASCE 7-22 site-class table
```

The maximum shear modulus *G*_o corresponds to *z* = *H*_max,
where the octahedral stress reaches its largest value under the
self-weight of the fill. The base shear-wave velocity follows
directly:

$$
v_S^{o} \;=\; \sqrt{\frac{G_o}{\rho}}.
$$

---

## Synthetic profile generation

For preliminary studies where laboratory data are limited, the
package generates Monte Carlo realisations of synthetic soil
profiles consistent with a USCS classification. Each realisation
samples void ratio, unit weight and plasticity from
USCS-conditioned distributions, computes the stiffness profile
*G*(*z*) via the Ishihara expression, fits the power-law form to
extract (*G*_o, *m*_o, *v*^o_S), and computes *T*_s via the modal
expression above.

```r
SiteProps <- getSiteProperties(
  Hs     = 30,                         # total height to hard ground (m)
  USCS   = c("GC", "CL", "ML"),        # USCS codes (top to bottom)
  POP    = 100,                        # pre-consolidation pressure (kPa)
  Water  = 0,                          # water-table depth as fraction of Hs
  NR     = 100,                        # Monte Carlo realisations
  h      = 1.00,                       # layer thickness (m)
  levels = c(0.05, 0.5, "mean", 0.95),
  Vref   = 760
)
# returns a data.table with one row per (Hs, POP, Hw, level) combination
# columns: USCS, Go, mo, Ts, VSo, VS30, Z500, Z1000, level
```

`geSiteTable()` is the lower-level entry point that produces a
single realisation; `getSiteProperties()` wraps it in a Monte
Carlo loop and returns quantile summaries.

---

## Site-class utilities

The eight-class site identifier of ASCE 7-22 / NBCC is mapped
bidirectionally with the equivalent *V*_S30:

```r
Vs30toSID(c(120, 360, 760, 1500))
#> [1] "E"  "CD" "BC" "A"

SIDtoVs30(c("BC", "C", "CD", "D"))
#> [1] 760 540 370 255
```

The canonical class boundaries are:

| Class | Vs30 range (m/s)    | Representative Vs30 |
|-------|---------------------|--------------------:|
| A     | ≥ 1500              | 1500                |
| B     | 910 – 1500          | 1200                |
| BC    | 640 – 910           | 760                 |
| C     | 440 – 640           | 540                 |
| CD    | 300 – 440           | 370                 |
| D     | 210 – 300           | 255                 |
| DE    | 150 – 210           | 180                 |
| E     | < 150               | 150                 |

---

## Site amplification models

Rock-to-site amplification of spectral ordinates uses the NGA-East
ergodic site-response family, selected with the `models` argument of
`fitSaF()` and `fitSaFMixture()`:

- **`"ST20"`** (default) — the final published generation: linear
  model and F760 impedance/gradient weighting per Stewart et al.
  (2020), nonlinear model per Hashash et al. (2020) with a
  period-dependent nonlinear reference velocity (760 m/s below
  0.4 s, 3000 m/s above) and a PGA-dependent nonlinear sigma.
  Coefficients are regenerated from the USGS nshmp-lib
  machine-readable table.
- **`"ST17"`** — the 2017 PEER-report generation (PEER Report
  2017/05), retained for backward comparison with earlier studies.

Both models are referenced to very hard rock
(*V*<sub>S30</sub> = 3000 m/s). With `vref = 760` (the usual
reference-rock hazard condition) the reported mean factor is the
exact difference of the composite model,
ln *F* = *F*(*V*<sub>S30</sub>) − *F*(760), and the input PGA is
converted to the 3000 m/s anchor with the PEER 2017/05 factor
*PGA*<sub>3000</sub> = *PGA*<sub>760</sub>/2.275. The dispersion
σ<sub>ln F</sub> is evaluated at the target *V*<sub>S30</sub> only:
the reference-rock hazard already carries its own dispersion, so no
reference-side sigma is added. At `vs30 == vref` the factor is
deterministically 1 (zero dispersion).

When the rock hazard is available as an analytic lognormal mixture
(one component per rupture-variant and ground-motion-model branch, as
produced by deterministic scenario engines), `fitSaFMixture()`
composes the mixture with the site-factor lognormal exactly —
Gauss–Hermite quadrature over the PGA channel and monotone inversion
of the pooled distribution — with no Monte Carlo sampling; results
are reproducible byte-for-byte.

## Application

Most TSF and waste-rock dump assessments call
`getSiteProperties()` once per (geometry, material) pair to
obtain *T*_s and *m*_o, then pass *T*_s to the Newmark
displacement workflow (`fitDnCurve`). The function returns a
distribution because each input parameter (void ratio, unit
weight, *G* profile coefficients) is sampled from
USCS-conditioned ranges; the analyst chooses a quantile of *T*_s
for the design.

For site amplification of the rock UHS to the target *V*_S30,
see `?fitSaF` and the methodology in
`vignette("ensemble-formulation", package = "newmark")`.

---

## References

- Gazetas, G. & Dakoulas, P. (1985). *Soil Dyn. Earthq. Eng.* 4(4):166–182.
- Hashash, Y.M.A. et al. (2017). *Recommendation for Ergodic Nonlinear Site
  Amplification in Central and Eastern North America*. PEER Report 2017/05.
- Hashash, Y.M.A. et al. (2020). *Earthquake Spectra* 36(1). doi:10.1177/8755293019878193.
- Ishihara, K. (1996). *Soil Behaviour in Earthquake Geotechnics*. Oxford University Press.
- Stewart, J.P. et al. (2020). *Earthquake Spectra* 36(1). doi:10.1177/8755293019878185.
- ASCE/SEI 7-22 (2022). *Minimum Design Loads and Associated Criteria for Buildings and Other Structures*. American Society of Civil Engineers.
