Comparison of results obtained using the presented technology and FE.
The understanding of the engineering performance of green laminated composites is necessary to the design of load bearing components in building and infrastructure construction, and packaging applications. These components are made of outer thin laminae called skins or faces and a thick inner layer called core. The use of bonding is unavoidable in the assembling of these composite products. Like all materials, the bonding materials have finite mechanical properties, e.g. stiffness, but when used in the literature, they are assumed perfectly rigid. That is an unrealistic assumption. Our analytical solutions change this assumption by using the real properties of bonding. In general, the analytical formulations are based on the equilibrium equations of forces, the compatibility of interlaminar stresses and deformation, and the geometrical conditions of the panels. Once solutions are obtained, the next step is to evaluate them. The numerical evaluations proved that perfect rigid bonding in laminated composites greatly underestimates the true performance. At low values of adhesive stiffness, the serviceability is multiple orders of magnitude of that at high values. The logical question is thus: what constitutes perfect bonding? The answer to this question lies in the core-to-adhesive stiffness. The lower the ration is the higher the error in using the rigid-bond theories. It is worth noting that green-composites in this chapter refer to components made of traditional materials such as wood, in addition to newly developed bio-based and bio-degradable and bio-based composites, made of renewable resources. In addition, bonding and adhesive are used interchangeably.
1. Overall introduction
From societal point of view, we must recognize that infrastructure components, such as buildings, represent the physical systems that provide a continual flow of the essential daily services in any society. Their disrepair and degradation disrupt the functioning of business, government, and facilities, as well as have cascading effects throughout the world. Report after report reinforces this prevailing ailing situation. The American Society of Civil Engineers assesses the national status of the infrastructure about each four years. The overall grade point average since 2009 has been around D grade. This is a sign of the needs for urgent actions to repair or replace the ailing systems. The basic challenge is that we must find ways to design new buildings with long life spans so that the annual maintenance required is much less than at present. This chapter is a modern treatise on five practical advances that meet some of the challenges as shown in Figures 1–6. Taken as a whole, the chapter brings complex or unsolved problems to everyday practice.
2. Green composites under lateral and inplane loads
Laminated composite panels integrate the benefits of each lamina including mechanical and functional properties. In general, the panels are assembled of outer stiff thin layers and an inner thick layer bonded together. The purpose of the face or skin is to carry normal stresses resulting from in-plane and flexural deformations, whereas the core carries shear stresses, keeps the skins apart, and is responsible for the structural integrity of the panel.
The significant advances in the development of green and environmentally friendly materials have placed this type of composites at the forefront of research and development [1, 2, 3, 4, 5, 6, 7, 8, 9]. Although laminated composites have been used for over a century, the literature lacks adequate studies on the effects of bonding stiffness on the overall performance. To narrow the gap of the missing information, the author has completed some analytic and experimental studies  in this area. This chapter takes the previous studies a step farther. It ascertains the effects of using bonding materials with finite mechanical properties on the response of the load bearing components in construction. Lateral flexural loads, such as gravity, wind, and pressures, are inevitable in almost all buildings, and packaging applications. In addition, the use of adhesives is also unavoidable for the manufacturing of any laminated composites. The logical question is thus: what affects the realistic adhesive properties, such as stiffness, have on the flexural response of the load bearing panels? The answer to this question provides new knowledge on the true aspects of the structural response and the driving factors. It also narrows the gap in the published articles that assumed perfect rigid bonding layers in laminated composites. Further studies are needed to include damage formation and propagation, localized deformation, and nonlinearity [10, 11, 12].
2.2 Analytical formulation
Existing analytic and experimental methods have invariably assumed perfectly rigid bonding between layers [8, 13, 14, 15]. Nevertheless, interlaminar delamination occur because of the finite bonding stiffness; the bonds creep under sustained loads, and environmental effects. The high interlaminar shear stress due to applied loads may contribute to an answer of the many delamination in building and infrastructure construction applications. Analysis of wood joist floor systems, commonly used in buildings, including interlaminar shear deformations is available in the literature [8, 16, 17, 18]. The wood layers were assembled with nails with glue at their ends. Although the interlaminar deformation in this system was accounted for in the analytical model, transverse shear deformations were neglected. Very few publications deal with the responses of laminated composites with interlaminar deformation or orthotropic material properties. To ascertain the effects of the unrealistic assumption of perfect rigid bonding on the serviceability and strengths of load bearing components in construction, the author has conducted a series of analytical and experimental studies on laminated composites under various loads [14, 19]. The studies used realistic mechanical properties for the bonding materials, introduced in the analytical formulation new parameters such as the core properties, and the in-plane and inter-laminar deformation.
This chapter presents a closed-form solution of laminated composites with interlaminar deformations and under flexural loads. The solution satisfies the equilibrium equations of each lamina and the compatibility of deformations at the interfaces. One of the objectives is to ascertain the effect of interlaminar deformations on the performance of laminates due to transverse flexural loads which are everyday loads in building and infrastructure construction.
The analytic investigation of the laminates at hands is sufficiently mathematically complex due to the existence of non-zero shear and normal strains in the core and bonding. Consider a panel of span 2a and width 2b, as shown in Figure 7. The faces are of equal thin thickness tf. The core of a thickness tc. The moduli of elasticity of the skins and core are Ef and Ec, respectively. The shear modulus of the core is Gc. The bonding between the laminae has finite stiffness K.
By using the fundamentals of theory of elasticity [19, 20, 21, 22, 23], equations are set up to define the equilibrium of the skins and of core elements, and to prescribe the strains continuity between them. The result is a set of differential equations which one solved together lead to the quantities that characterize the overall performance. The stress state in the faces and core elements is shown in Figure 8. The equilibrium of the face element requires that
in which σfx, σfy, τxy = normal and shear stress components in the skins; qi = interlaminar shear stress in the i direction (i = x or y); j = superscript denoting stresses in the face j (j = 1 bottom skin), x, y = coordinate axes.
The state of stresses in the core must satisfy the following equilibrium equations
in which uc and υc = displacement in the core along the x and y directions, respectively; E and G = the elastic and shear modulii of the core material.
The stress components in the faces and core must also satisfy the equilibrium equation in terms of the applied load, which is
in which Mx, My; and Mxy = the applied moments; and p = the applied load intensity.
At the interfaces between the core and the skins, the stresses and strains must be compatible. The compatibility equations in terms of stresses are
in which tc = the core thickness; and ω = the lateral deflection of the laminates. In terms of strains, the compatibility equations are written as
ε = normal strain = ∂u/∂x or ∂υ/∂y.
i = x or y direction.
f, c = face and core, respectively.
Δ = interlayer shearing slip = q/K.
K = adhesive stiffness.
In addition to satisfying the force and stress conditions, a solution must also satisfy the geometrical conditions. With respect to the laminates shown in Figure 7, the relevant boundary conditions are
in which 2a and 2b = the laminates dimensions in x and y directions, respectively; γi = the shear strain in the zi plane, and uf and υf = the displacements in the skin along the x and y directions, respectively.
2.4 Equilibrium of the skins
For the laminates in Figure 7, the displacement components in the faces are considered as
2.5 Equilibrium of the core
in which μx = (Ecx/Gcx)1/2; μy = (Ecy/Gcy)1/2; and Cm and Dn are unknown functions of y and x, respectively.
in which Wm = unknown coefficient.
2.7 Interlaminar shear compatibility
The coefficient Bmn can also be expressed in terms of Amn by using the compatibility Eq. 8. By substituting ω, qx, and uc in the first equation of Eq. 8, and by equating the coefficients of cos αm x sin βn y in both of its sides, it is found that
2.8 Moment equilibrium
The only unknown coefficient now is Amn. This can be determined by using the equilibrium Eq. 7. The moments Mx, My, and Mxy can be expressed in terms of the stresses components as
in which h = tc + tf; σcx = Ecx (∂uc/∂x); and σcy = Ecy (∂υc/∂y). In terms of these stresses, the equilibrium Eq. 7 becomes
in which Pmn = Fourier series expansion of the applied load, p.
In the particular case where Gcx = Gcy = Gc; Ecx = Ecy = Ec; and Kx = Ky = K, hence μx = μy = (Ec/Gc)1/2 = μ, thus the expressions for ϕmn, ψmn, and ξmn become
By following the above analytical formulation and considering the in-plane load shown in Figure 9, the following solution is obtained
2.9 Effects of bonding stiffness on the performance of laminates
The complexity of the closed-form solution makes it difficult to ascertain manually the effects of non-rigid bonding on the laminates’ responses. Thus, we developed windows-based toolkits to evaluate the obtained complex mathematical formulas [19, 24]. For verification, consider the laminates shown in Figure 10. The skins and core properties are: tf = 0.04 in. (1 e-3 m), Ef = 107 psi (6.9 e10 Pa), tc = 2.0 in. (5 e-2 m), Ec = 2 x 104 psi (110 kPa), and Gc = 104 psi (69 MPa). Three loading types are considered as shown in Figure 10. The laminated panel is under three loading cases.
Figures 11–15 show the maximum normal and shear stress, and the deflection obtained for each load. The figures show that the bonding stiffness, K, has significant effect on the deflection in its low range, beyond which the effect is unnoticeable thus the literature common assumption of perfect rigid bonding may apply. To elaborate, the deflection of the panel under uniform load has increased 14 orders of magnitude when the K values changed from 3,000–2,000 psi/in. (8 e8–5.4 e8 Pa/m) to 10–9 ksi/in. (2.7–2.4 GPa/m). Furthermore, the K value showed insignificant effect on the interlayer shear stress and reduced slightly the core normal stress. The later reduction is compensated by an increase in the skin stress. This discovery is expected because the higher the K value the less deflection, thus less deformation in the thick layer, i.e., the core.
By using the existing rigid-bonding based solutions from the literature [13, 15], normal and shear stresses in the skins, and the transverses shear stress in the core may be determined with an acceptable margin of error. Nonetheless, the bonding stiffness should be included in the analysis whenever the deflection is the quantity of interest. This is an important point. To illustrate this important finding, consider the laminates in Figure 10. For a bonding stiffness of 4 ksi/in. (1.0 GPa/m), the deflection and stresses in the laminates are obtained with the present theory as ω = 0.0313 in. (8e-4 m); σf = 950 psi (6.6e6 Pa); τxy = 592 psi (4e6 Pa); and τc = 6.7 psi (46 kPa). The corresponding values as obtained using rigid bonding are ω = 0.0168 in. (4e-4 m); σf = 939 psi (6.5e6 Pa); τxy = 610 psi (4.2e6 Pa); and τc = = 6.6 psi (4.5 kPa). Comparison of these two sets of results indicates that the deflection determined by the existing theory is underestimated by 46% whereas the stresses of the two are comparable. There is another takeaway from this solution. This study has yet to bring up another important discovery. From an economic perspective, a rigid, i.e., expensive, adhesive would be unnecessary for the manufacturing of the panels if the core is made of soft material such as foam. The converse would be unwise. Because the core and bonding together contribute to the integrity and overall performance of the laminates, the ratio of core-to-bonding stiffness is introduced, and its effect is shown in Figure 14. The figure agrees with this discovery.
Laminated panels in building construction undergo various types of loads. The previous section presented a model for panels under flexural loads. In-plane loads are very common in walls and gable roof applications. The analytical formulation for this type of panels is similar to the previously presented one for flexural loads. Thus, it will be summarized in the following section to highlight the differences between the two formulations. The laminate shown in Figures 9 and 16 is subjected to uniform in-plane loadings: a biaxial stress σfxo = σfyo = 208.3 psi (1.4 MPa), and a uniaxial stress σfxo = 208.3 psi (1.4 MPa). Figures 17 and 18 show the skin and core loading, whereas Figure 19 shows the superimposed loading. A wide range of isotropic adhesive stiffness was used, varying from ksi/in (0.25GPa/m) to 10 ksi/in (2.5 GPa/m). This range covers non-rigid to rigid stiffnesses. The normal stress in the faces at the panel center and the shear stress in the faces at the panel corner are shown graphically in Figures 20–25.
As under bending loads, the figures, the bonding stiffness affects the response of the laminates. For example, the face normal stress, σf, is greatly affected by the K value in its lower range; but beyond a certain level of stiffness (which varies from panel to panel), the bonding layer can be practically considered as rigid. A change in K-value for example from 1 to 2 ksi/in (0.25–0.50 GPa/m) induces a stress decrease almost 6 times in the uniaxial case and 5 times in the biaxial case greater than when K changes from 9–10 ksi/in. (2.25–2.50 GPa/m). The changes are 24% and 27% due to uniaxial core and combined edge loads, respectively, 32% and 22% due to biaxial core and combined edge loads, respectively. In all in-load cases, the face and interlayer shear stresses are not affected significantly by the bonding stiffness. The absence of transverse loads yields no transverse shear which coexists with in-plane shear.
As found in panels under flexural loads, a panel made of adhesive with high stiffness and soft cores is uneconomic, and the converse is unsafe. Thus, the applications of the theories that assumed perfectly rigid bonding should produce acceptable performance results if the bonding stiffness is high and the core material is compatible with the adhesive.
3. Engineered gussett plates in IN timber systems
Metal gusset plates are used in timber light frame construction since 1955 to create structural joints. The concept of perforated gussets joins the timber members without the use of nails, screws, or glue. The building construction industry is familiar with the timber framing that use that concept, thus is empowered to meet myriad of challenges including complex blueprints and structural joints . However, the incorporated laterally unsupported areas in the gussets are subject to out-of-plane deformation due to excessive forces. Currently, the literature incorporates some experimental data for the metal connectors [1, 13, 18], and empirical design recommendations [13, 20]. To our knowledge, the out-of-plane deformation of the gussets was not engineered so far. This chapter introduces for the first-time relevant design aids to fill the relevant voids in the existing literature [1, 13, 16, 20]. To provide a well-balanced presentation, we presented the analytical background of the problem at hands, upon which a design procedure was established and introduced.
3.2 Framework analysis
Any structural analysis requires material and geometrical properties of the members that constitute the framing system. The constitutive relations of timber are well established and applied since the appearance of Hooke’s law in 1676. In this study, we considered timber as a 3D orthotropic material for which the required mechanical properties are adopted from Ref. 25. The gusset-timber in-plane and out of plane interactions are complex to simulate [1, 13, 20]. This study idealized the in-plane and out of plane interactions using spring elements. For this purpose, the stiffness matrix is
where Kii is a 6x6 diagonal sub-matrix with the axial and shear constants, whereas Kij is zero matrix.
Because of the inherited complexity of the problem at hands, the finite element method is deemed a direct and simple method to harness all the previously described component developed for our approach. Figures 26–28 show FE models that represent various timber joints. The material properties for timber and gusset are: Egusset = 30 ksi, El-timber = 1.6 ksi, Et-timber = 0.08 ksi, Er-timber = 0.108 ksi, Glr = 0.102 ksi, Glt = 0.124 ksi, Grt = 0.111 ksi, νlr = 0.29, νlt = 0.45, νrt = 0.39, νtr = 0.37, νrl = 0.04, νtl = 0.03, where E is modulus of elasticity, n is Poisson’s ration; l, t and r stand for longitudinal, tangential and radial directions, respectively. Figures 29–31 show the corresponding deformed shapes. As shown in the figures, the gusset plates undergo bending and withdrawal deformations.
Figure 32 shows the performance of the gusset in Figure 26. The figure shows 80% and 70% drops in the critical load (the load at which out of plane deformations occur) under compression and shear, respectively. Under chord and gap shears, the critical load decreases and increases by 70% and 27%, respectively. This finding suggests that the plate is weaker under than compression for areas smaller than 2.0 in2. and the converse is true for larger areas. For practical applications, the smaller ratio of gap/shear length the higher the critical load. For example, the load increases by 50% when the ratio is ¾ rather than 4/3. For all applications, the smaller the gusset unsupported area or its thickness the higher the critical values, and this agrees with conventional theories . One of the takeaways from this analysis is that chord and web shears rather than compression  are the key drivers for the gusset instability. In addition, an answer the question of what constitutes effective gusset area can now be answered. An area of 1.0 in2 would be conservative regardless of thicknesses whereas caution is advised when using an area larger than 2.0 in2. However, designers can use large areas in combination with thicker plates. In general, the design needs not to depend on one variable only, gap, or chord length, or gusset area. This is another takeaway. To validate our analytic approach, we used the data obtained by the truss plate institute from testing various connections made of Southern Pine. Figure 33 compares both results. The figure shows close agreement between the critical values.
Based on the confidence established in the analytic formulation, we then moved on to gusset plates with three laterally unsupported areas. Figures 34–36 show the deformations obtained for areas A, B, and C. It should be noted that these figures show the gusset plate only. In addition, the web force compresses area A and shears areas B and C.
Figure 37 shows that area B deforms before A under chord shears. This occurs only under web compressions for areas up to about 1.5 in2, afterwards this sequence reverses. When area B is between 0.5 in2 and 1.0 in2, the critical load decreases by 54% and 36% under compressions and shears, respectively. When the area is between 1.0 in2 and 2.0 in2, the decrease is 28% under compression and 26% under shear. These findings are not accustomed in practice where only web compressions is the driving factor for deformation. Figures 37 and 38 affirms that the chord shear has more effects on the deformation of the gusset than compression. In agreement with the analysis conducted for single area and fundamentals of engineering mechanics, the smaller the gusset or the larger its thickness, the larger the critical values.
3.3 Design aids for gusset plates
To bring the outcomes of our investigation to everyday practice, Figures 39–42 show design curves. To use any of the figures, area A or B is first located on the horizontal axis, then a vertical line is drawn to intersect with the curve with the design thickness. A horizontal line is finally drawn to intersect with the vertical axis at the critical load.
4. Applications of NDT for timber construction
Shelters represent one of the basic human needs and residential buildings meet this need. References [1, 13, 16, 20] depict the state of deteriorated buildings and the methods used for assessing the status of their structural condition. One could see in these sources and many others the complexity of the technical tasks involved in the repair projects.
In general, the need to determine the true structural status of load bearing members is motivated by a number of circumstances such as:
The existence of defects in the system.
Damage after natural events such as earthquakes.
The change in the function of buildings.
The assessment of the actual structural condition of the load bearing members is a necessary step in all engineering projects. This step is not easy to take because of the architectural configurations and the framing systems. Thus, the assessment of the actual condition of a component comprises in-situ tests and procedures as described by the authority in charge of the projects. In general, tests are expensive and not simple to perform, let alone feasible to conduct. In addition, monitoring procedures are expensive and cumbersome. Thus, non-destructive approaches lend practical ways to overcome these obstacles. From this perspective, a new non-destructive approach has been adopted in this chapter for fast yet reliable outcomes.
4.2 Description of the problem
The engineering analysis and design of construction systems start with analytical models to be solved for the quantities of interest. The models require the geometrical configuration, the applied loads, pertinent mathematical theories or methods, experimental data if needed, and algorithms to execute the procedure. The outcomes are then used for remedial solutions of fragile systems, retrofitting, rehabilitation, etc.
The modeling of old buildings is, in general, more difficult and less reliable than in the case of new buildings. This is due to several factors, such as:
The geometrical configuration.
The uncertainties of the materials properties.
The invisible impacts of past events such as earthquakes.
Additional factors that compound the analytic modeling include the need for great experience about the structural behavior of building systems, local damages such as cracks, the actual constituent relationships; the alterations over time such as the creation of openings or the removal of components (headers, walls, etc.) or the increase in the height of some spaces, etc. In general, the structural and mechanics procedures are not simple and in most if not all applications require experience. Consider for example, the joint shown in Figure 43. In any analytical procedure, it is commonly defined as pin or rigid. Any definition is a mere judgment because true connections are neither of these theoretical cases, and in fact fall in between. The question is: how could a practitioner define the real condition? The answer is essential because the outcomes of the modeling depend on this definition. The rigorous procedure introduced in this chapter contributes to a reliable answer.
To simulate realistically a structural joint, we use semi-rigid connections. Such a joint is neither pin with zero stiffness nor rigid with infinite stiffness. Figure 44 shows a beam element with end stiffnesses Ki and Kj. The member end forces-displacement and mass relations are expressed in the literature in the form of a 6-by-6 matrices in which the following parameter is used
in which L is the length, I is the sectional moment of inertia, and E is the modulus of elasticity of the material. The structural dynamic governing equations of this are
where x is the joint rotational displacement, and ω is the fundamental frequency which can be measured using a setup as shown in Figure 45 in conjunction with FFT analysis.
Once the geometrical and material properties of the member, and the FFT outcome are obtained, Eq. 57 can be iteratively solved for Ki and Kj. The solution process is referred to in the literature as reverse engineering. It is an iterative process in which initial connections are provided then iteratively updated until Eq. 57 is satisfied.
Putting the described direct, easy to perform, and inexpensive procedure together, this chapter suggests the following new complete protocol for the structural assessment of the joint stiffness of an actual frame member:
Measure the geometrical properties of the member.
Define the elastic properties of the member’ material.
Use a set up as shown in Figure 45 to detect dynamic signals on which use FFT.
Solve Eq. 57 for Ki and Kj.
To verify the method introduced in this chapter for the assessment of joint stiffnesses, selected data from the literature is used. NASA [1, 17] applied the finite element method, which is an advance method and requires experience, to investigate many joints from pin to fixed conditions, and the results are shown in Figure 46a. By using NASA’s data, we solved the same problems according to our method, and the results are shown in Figure 46b. Figure 46a and b show no significant difference. There was no need for experience and fast results were obtained. This agreement has built confidence in the accuracy and validity of the introduce method and procedure for buildings construction.
5. Knowledge-based cross laminated timber IN building construction
In general, cellulose materials such as timber have been used in construction since mankind started to build shelters. In the broadest sense, timber is characterized by low weight, prefabrication ability, astatic, acoustic properties, and potential recyclability. The mass timber (MTC) refers to framing system in which timber panels are used for the load bearing components. The products in this category includes cross-laminated (CLT) timber, the nailed laminated timber (NLT), the glued-laminated timber, the doweled-laminated timber (DLT), the structural composite lumber (SCL), and the timber-concrete composites . A 2017 study  has doubted the MTC’s environmental advantages and even if they are known in induvial construction projects.
According to the CLT Handbook , if we perhaps form a hypothesis about likely comparative performance of CLT and assume that CLT has a smaller manufacturing carbon footprint than concrete and steel, it would follow that CLT would perform similarly given that it would have more timber available for landfill storage at end of life. Another study conducted by the Pacific Northwest Building Resilience Coalition  in 2018, suggests that the cost of the structural frame for the CLT option is greater than that of the cast-in-place reinforced concrete option, and the concrete in an evaluated ten-story building is less susceptible to floor under dynamic loads, and to excessive lateral drift under wind and seismic loads. The author of this chapter advises caution for judgments when using the available literature. Nonetheless, there are advantages in using timber products but some of the reported disadvantages from MTC include  softer materials due to cross laminations, rolling shear, limited dimensions, dimensional stability, fabrication, heavy weights,  cost compared to steel and concrete, restrictions on building heights, cost of utilities, cost of design, and cost of transportation. However, as more production and demand will hopefully drive down these costs and increase competitiveness. Some of the factors that affect the environmental benefits of MTC include  carbon sequestration rate, timber type, manufacturing processes, material size, equipment and fuel type, regulations, potential of water and insect damages, deconstruction, to name a few examples. The issue of environmental benefits assessment is beyond the scope of this chapter.
Cross laminated timber is an engineered timber category of the MTC and is fabricated by adhering and compressing timber layers in perpendicular grain orientations to form a solid panel. Timber layers are glued together on their wide faces. CLT technology was invented and developed in central Europe in the early 1990’s and since then it has been gaining increased popularity in residential and non-residential applications. Recently, CLT was introduced also overseas, in North America, Australia and in New Zealand. A number of production plants have been established or they are proposed to be built in these countries.
The manufacturing process of CLT includes primary lumber selection, lumber grouping and planning, layers cutting to length, adhesive application, panel lay-up, assembly, product curing, surface machining, and marking and packaging. Each of these steps includes several sub-steps and pertinent details can be found in the literature. The manufacturing requirements are well established and practiced, and available in many international sources in the literature.
The European quality control system requires following specific guidelines for production and testing before obtaining technical approvals. In USA, the American National Standards Institute approved the Standard for Performance-Rated Cross-Laminated Timber. These standard covers manufacturing, qualification and quality assurance. The list of other governing organizations includes the American Wood Council, Canadian Standards Association, International Code Council International Building Code, and the Engineered Wood Association.
Internationally, the list of pertinent organizations includes the International Organization for Standardization, American Society for Testing and Materials, New Zealand Standard Timber Structures Standard, and the European Standards.
5.2 Structural strengths and serviceability
The CLT panels act similarly to sandwich construction. The layers in the longitudinal direction carry the bending stresses whereas the transverse layers provide thickness for high inertia and integrate the layers. In this configuration, the transverse shear is carried by all layers. CLT panels have reinforcing effect for prevention from brittle failure modes such as splitting and increases strength capacity of connections. The cross-laminating process provides improved dimensional stability to the product which allows for prefabrication of long and wide panels. There are different methods to connect the panels to each other such as single or double wooden splines, dowels, and mechanical fastener as nails, screws, bolts, split rings, and shear plates.
At this time, this seed R&D focuses on the development of a KB new toolkits for CLT only using Matlab, Python, and VBA for the CLT structural analysis, calculation, design according to the US standards. The algorithms presented here can be used as a foundation for numerical modeling of CLT structures. This step enables the user to model a CLT structure, starting from the creation of the geometry and the assignation of numeric entities (beam, shell, etc.) to geometric ones, having defined the material, and assigning loads and boundary conditions. This is a seed that will blossom to include other structural components not considered at this time.
For bending capacity
For shear capacity
For compression capacity
For deflection under uniform load w
= Effective flatwise bending stiffness, lbf-in2/ft. (N-mm2/m)
= Effective flatwise shear rigidity, in lbf/ft. (N/m) in the major strength direction.
Mb = Applied bending moment.
Pc = Applied axial load.
Fb = Reference bending design stress of outer lamination.
Seff = Effective section modulus.
Ei = modulus of elasticity of the i-th layer, in psi (MPa).
(EI)eff = Effective bending stiffness.
GAeff = Effective shear stiffness.
CD = Load duration factor.
CM = Wet service factor.
Ct = Temperature factor.
CL = Beam stability factor.
CP = Column stability factor per the National Design Specifications (NDS).
ti = Thickness of laminations in the i-th layer, in (mm).
bo = CLT width in the CLT major strength direction, in/ft. (mm/m).
zi = Distance between the centroid of the i-th layer and the neutral axis, in (mm). for the middle layer, zi is to the centroid to the centroid of the top half of that layer.
n = Number of layers.
hi = Thickness if i-th layer, in (mm).
tp = Gross thickness of CLT panel, in. (mm.).
Aparallel= Area of parallel layers parallel to the load.
Ks = Constant for the effect of shear deformation.
The above governing formulas are recognized and applied in practical applications and used, though the author of this chapter has some reservations, for the development of the unparalleled TLC KB toolkit. The dashboard of the TLC Toolkit is shown in Figure 47. Like all other novel toolkits introduced in this chapter, it is user friendly and needs the data highlighted in light green color. Once the user clicks the calculate button, the previous formulas are used to calculate the output shown in the white areas. The outputs are needed to calculate the bending and axial capacities, and serviceability parameter of the CLT. These quantities can then be checked using the limits set by adopted design codes.
6. Knowledge-based toolkits for infrastructure health assessment and monitoring: utility poles/geofoam
Disasters can be prevented or contained by conscious human actions designed. It was this recognition that prompted the author’s conceptual shift from the traditional emphasis on response or resistance (post-actions) to disaster monitoring and prediction (pro-actions) as reflected in this section of the chapter. Our carried out works so far have been shaped essentially by this appreciation. The field of HAM encompasses a myriad of local and global infrastructure problems. This chapter deploys and demonstrates our overall long-term architecture blueprint for a robust health identification and performance monitoring of infrastructure systems.
Taken as a whole, the characteristics of current methodologies place serious limitations on their practical use. Indeed, there are no paradigms of reliable strategies in this field that are robust enough to be of practical use. This section of the chapter will, presumably, revitalize greater and consistent acceptance of our HAM technologies. The ultimate benefit of this is an optimization of both the infrastructure performance as well as costs of repairs to extent the service lives.
Finally, it is important to recognize that although much progress has been made in this field to-date, our understanding of all technical and economic aspects is incomplete. It is anticipated that the technological vision presented herein will serve as a platform from which pertinent advances may be launched leading to more confidence in our infrastructure.
6.2 Structural health condition assessment
In general, the process of health condition assessment and performance monitoring can be categorized into five stages:
Identification of damage presence.
Localization of damage.
Identification of the damage type.
Quantification of damage severity.
Prediction of the remaining service life.
Customarily, the paradigms for HAM can be depicted as a four-part process:
Relevant data extraction for damage features.
Operational evaluation defines why the process is to be performed, tailors its unique aspects of the system and unique features of the damage that is to be identified. The operational evaluation answers four questions regarding the implementation of a HAM system:
How is damage defined for the system?
What are the conditions under which the system to be monitored functions?
What are the limitations on acquiring data in the operational environment?
What are the economic and/or life safety motives for performing the monitoring?
Current health monitoring experimental techniques require that the vicinity of the damage is known a priori and that the portion of the structure being inspected is readily accessible. Some of the drawbacks of these methodologies include:
The use of expensive instrumentations and data processing hardware not designed specifically for structural health monitoring. The relative expense of these sensing technologies dictates that a structure must be sparsely instrumented
Varying environmental and operational conditions produce changes in the system’s structural response that can be easily mistaken for damages
These drawbacks place serious limitations on the practical use of existing methodologies. Indeed, there are no HAM paradigms of reliable strategies that are robust enough to be of practical use. Our concept for the future HAM is based on a fresh look at the overall picture. Thus, we divide the future HAM into two categories:
Intelligent knowledge-based systems which prognosis potential damages.
Existing damage identification and structural performance monitoring.
This new concept emerges from an open-end modular approach that can be adapted to any system, i.e., is not limited to a particular type of damage or material, damage detection or identification techniques. Our HAM will equally perform supervised and unsupervised learning. Supervised learning refers to situations where data from damaged and undamaged structures are available. Unsupervised learning refers to situations where data is only available from the undamaged structure.
6.3 Damage assessment and monitoring
We have been tackling the problems associated with structural health identification and health monitoring. This learning process has evolved and culminated in presenting this part of the chapter. However, because there are several confounding factors and unanswered questions in this field, we embarked on the idea of importing “smartness” to the process. To adequately probe damages, we should search for characteristics such as: the existence of damages, whereabout of the damaged areas, the type of damages, the size of damages, and the remaining service life in the system.
In answering the above questions, DIM is our promising candidate for HAM utilization. Some of its unique capabilities include the following:
1.DIM’s toolkits for damages identification.
2.DIM facilitates the complex HAM process.
3.DIM uses modular architecture which allows for adaptation to new development.
4.IM has a built-in database for most of the available technical information to avoid any incorrect or impractical input data.
7. DIM: geotechnical applications
Under the immense pressure of environmental, energy, economic, and other modern problems, many new materials have been developed from a wide range of renewable, natural, and manmade resources. These innovations meet urgent needs such as high strength/weight ratio, thermal insulation, design flexibility, durability, low moisture absorption, ease and speed of construction, and suitability for adverse weather conditions. DIM incorporates a module for the applications of the emerging materials in geotechnical applications such as embankment, retaining systems, foundations (https://aitechm.wixsite.com/8kbextech). As shown in Figure 48, the scope covers the following:
Seismic and spectrum.
Uplift and net stresses.
7.1 DIM: biodegradable, bio-based, and synthetic load-bearing components
As elaborated previously, there is no HAM available for the newly emerging load bearing components. The DIM fills this gap and provide many capabilities for biodegradable, bio-based, and synthetic based panels and plates used as load bearing components. It should be noted that the analytical background of this part is presented earlier in the chapter (https://aitechm.wixsite.com/8kbextech). The scope of the DIM includes the following, as shown in Figure 49:
Different patterns of transverse loads.
7.2 DIM: utility network grids - poles
Overloading, aging, and environmental impacts are inevitable blows to the utility grids over the lifetime. Unfortunately, these adverse acts result in deterioration. For this specific problem, our overall goal is to develop a specific DIM with the following objectives:
Determination if a damage is present in the pole.
Determination of the location of the damage.
Quantification of the severity of the damage.
Prediction of the remaining service life of the pole.
Existing pertaining DIM methodologies rely on either visual inspection or localized measurements. Those methods include acoustic measurements and manual sample extraction techniques. Although many of these techniques found applications in the field, there remain some problems that restrict their effectiveness such as:
All the techniques require that the vicinity of the damage is guessed a priori and that the portion of the pole being inspected is readily accessible.
Contaminating the poles during extraction of test samples.
Soil excavation is required; thus, disturbing the supporting conditions.
The attachments were never considered in any of the methods.
The adverse impacts of these factors on the use of existing methods were studied by testing 30 real full-scale poles to true failure. The results indicated that none of the available methods was sufficiently accurate as a means for identifying the damages or predicting strengths of poles. Thus, the needs for a new DIM has focused on the development of a practical, fully automated, truly autonomous, human-free, inexpensive, and accurate DIM for in-situ poles.
The underlying principle of our new DIM for poles is that dynamic signatures are sensitive indicators of structural integrity. This reasoning is based on the fact that damages change the dynamic characteristics, and therefore, fundamental measurements can be used to identify and monitor damages. This approach is very attractive for the development of this DIM for poles. We believe that a knowledge-based method is the key for achieving this goal. The new DIM is posed as an inverse problem in which the analytic goal is to find pole characteristics using minimum response information obtained from in situ measurements. This inverse problem is formulated based on the rigor fundamentals of engineering mechanics and structural dynamics and is solved using an implicit redundant representation genetic algorithm. The proposed method is capable of locating and quantifying the severity of damage and remaining strength. Because the damaged parts and their locations are not known beforehand, an iterative solution process is necessary to overcome the difficulties associated with the large number of possible output scenarios. For the first time in the literature, we incorporated vital parameters such as the effects of the surrounding soils, the embedded length of poles, and the attachments. Unlike all the existing methods, our approach neither applies sophisticated numerical techniques as the finite element nor employs the traditional destructive techniques. Figure 50 shows a selected screen for our DIM toolkit. In situ setup include recording the dynamic signal of poles, FFT analysis of the signals, and integrating the results with the presented analytic method to determine the previously mentioned characteristics of the defective zones.
To verify the procedure introduced in this chapter, selected problems were used in conjunction with the previous analytical method. Table 1 compares the predicted status of selected poles and the corresponding finite element solutions. The table shows very close agreement between the results. This agreement has built confidence in the accuracy and validity of the introduce procedure for utilities (https://aitechm.wixsite.com/8kbextech).
|Begins at||Ends at||FE||DIM||%|
|Sound pole with overhead||118.3||118.2||0|
The developments of modern materials and the unprecedented advances of technologies brought to the applications of green laminated composites to the forefront of construction systems. The use of adhesives is unavoidable in manufacturing the panels. However, the assumption of perfectly rigid bonding is very common in the available literature and industries. This assumption is unrealistic because adhesives like all materials have finite properties. This section in the chapter replaced the hypothetical assumption with realistic one. Closed form solutions were presented for load bearing composite panels under flexural and in-plane loads. Unlike the available theories in the literature, the solutions used bonding with realistic stiffness rather than the commonly used perfectly rigid adhesives. The solutions satisfy the equilibrium equations of each lamina, the interlayer deformation and stress compatibility equations, and the panel boundary conditions. To ascertain the effects of bonding stiffness on the performance, numerical results were obtained. The results proved that low bonding stiffness has a strong effect on the laminates deflection. For economical and safety reasons, a new parameter was introduced in the form of core-to-adhesive stiffness ratio. This ratio suggests that very stiff adhesive used in panels with soft core would yield expensive panels and the converse is unwise.
This section did not receive funds for its development.
Conflict of interest
The author declares no conflict of interest.