## Notation  
\(\gamma_{c}\): equivalent stiffness ratio at the interim layer  
\(H_{1}\): height of the interim layer (frame-supported layer)  
\(\Delta_{1}\): relative displacement at the interim layer  
\(H_{2}\): eight of the upper storey (MRL wall layer)  
\(\Delta_{2}\): relative displacement of the upper storey  
\(H\): wall height; \(I_{eq}\): inertia moment of equivalent wall section  
\(H\): height of wall section; \(A_{c}\): area of equivalent wall section  
\(b_{eq}\): width of equivalent wall section; \(G_{c}\): shear modulus for concrete  
\(\mu_{N}\): axial compressive ratio (when \(\mu_{N}\) falls below 0.3, \(\mu_{N}\) is 0.3; likewise if \(\mu_{N}\) exceeds 0.6, then \(\mu_{N}\) is 0.6)  
\(A_{c}\): sum of the cross-section area of concrete used for ribbed columns, connected columns and edge members (flange concrete excluded)  
\(A_{q}\): sum of the cross-section area for embedded blocks  
\(\mu\): non-uniform coefficient for the shear stress distribution at the cross-section (for a rectangle cross-section,  
\(\mu\) = 1.2)  
\(\eta_{c}\): coefficient that reflects the restraint of the ribbed beams and the ribbed columns on the embedded blocks, which can be set to 1.05 (or \(\eta_{c}\) = 1.05)  
\(E_{c}\): elastic modulus of concrete; \(E_{q}\): elastic modulus of embedded block  
\(\alpha_{c}\): modified coefficient for the lateral-resistant stiffness; \(i_{c}\): frame stiffness or the stiffness of seismic wall  
$fpc: concrete compressive strength at 28 days (compression is negative)  
$epsc0: concrete strain at maximum strength  
$fpcu: concrete crushing strength  
$epsU: concrete strain at crushing strength  
$\(\lambda\): ratio between unloading slope at $epsU and initial slope (The initial slope for this model is  
\(2\times\) $fpc/$epsc0)  
$s1p $e1p: stress and strain (or force & deformation) at first point of the envelope in the positive direction  
$s2p $e2p: stress and strain (or force & deformation) at second point of the envelope in the positive direction  
$s3p $e3p: stress and strain (or force & deformation) at third point of the envelope in the positive direction (optional)  
$s1n $e1n: stress and strain (or force & deformation) at first point of the envelope in the negative direction  
$s2n $e2n: stress and strain (or force & deformation) at second point of the envelope in the negative direction  
$s3n $e3n: stress and strain (or force & deformation) at third point of the envelope in the negative direction (optional)  
\(\kappa_{0}\): initial elastic stiffness  
\(\mu\): exponent of non-linear hardening component  
$\(\beta\): power used to determine the degraded unloading stiffness based on ductility, \(\mu^{-5\beta}\) (optional, default = 0.0)  
In cases $s3p > $s2p and abs ($s3n) > abs ($s2n), the envelope of the hysteretic material after $e3p or $s3n follows the slope defined by the 2 nd and 3 rd points of the envelope.  
In cases $s3p <= $s2p and abs ($s3n) <= abs($s2n), the envelope of the hysteretic material after $e3p or $s3n is a flat line with a constant stress (or force) equal to $s3p or $s3n  
This research was conducted with the financial support of the National Natural Science Foundation of China (NO. 51508009) and the Project was supported by the Beijing Postdoctoral Research Foundation (2015 ZZ-29). National Science and technology support program of China (NO. 2015 BAL03B01).  
[PERSON] performed the experiments, analyzed the data, and wrote the manuscript; [PERSON], [PERSON] and [PERSON] designed the experiments; [PERSON] and [PERSON] modified the final paper.  
The authors declare no conflict of interest.