Not all roof cladding mate- of girder design. When designing truss-to-girder roofing, which is fastened with clips that allow connections, special consideration must be adjacent sheets to slide.
In such cases truss-to- 4. Components and clad- verified for the various loading cases. Wind loads are much greater at eaves, ridges, edges, cor- ners and other discontinuities.
Purlin spacing 4. If these areas fail under extreme wind loading, the build- 4. Girts are used to collect wind- ing envelope will be breached, and internal wind induced wall loads and distribute them to the pressures will change dramatically. For end walls, the wind loads are distributed to structural end-wall posts. Purlins are installed on-edge or flat.
When they are used on-edge, they may 4. Purlins placed on-edge are the design wind load. When used flat, purlins are installed 4. Girts are either installed flat on top of the trusses.
Girts recessed between posts are almost always 4. Purlin spacing is a orientated with the narrow edge facing the clad- factor in truss design since purlins provide lat- ding, and in this position, are frequently used to eral support to the truss top chord.
Therefore, 4. Girts provide lateral sup- when specifying trusses, the building designer port to side-wall columns. With girts securely should inform the truss-design engineer of the installed, the slenderness ratio of the post weak planned purlin spacing. Therefore, posts can usually be designed to carry the axial loads us- 4. Purlin design often is con- ing the slenderness ratio of the strong axis. Girts are normally de- zones of the roof. Dead loads used for design signed to resist only wind load.
Wind loads are may exceed actual weights for gravity load cal- much greater at corners and other discontinui- culations; however, inflated dead loads cannot ties. Girt spacing and fasteners are critical in be used to offset wind uplift or wind overturn these areas. If these areas fail, the building en- moments. In these cases, offsetting loads can- velope will be breached, and internal wind pres- not exceed actual weights of materials.
Purlins members should The dead load of the girt and attached steel is be checked for bending strength, shear capac- normally negligible for girt design. Cladding is ity, and deflection. If the roof assembly is func- attached to the girts by nails or screws, and the tioning as a structural diaphragm, purlins will stiffness of these connections does not allow the also be subjected to axial forces.
Purlins shall girts to undergo significant bending stress or be designed to carry bending about both axes. However, the wall dead load demonstrated by test or analysis that the roof should be included in total dead load calcula- sheathing provides support.
The connections tions for the post foundation. Care should be. Diaphragm perform- fasteners and girts are not exceeded by these ance depends on factors such as the steel, steel forces. There is no standard 4. Girts are designed as steel panel construction, so diaphragm strength bending members for which the usual bending- and stiffness depend on the specific construc- member design criteria apply. The critical con- tion used.
Strength and stiffness data on labora- nections between the girts and the post should tory test panels are generally required to derive be checked for both wind pressure and suction. Most post-frame buildings have The top wall girt may be constructed to carry much greater spans than laboratory test panels; chord forces from the roof diaphragm and, if so, therefore, test data must be extrapolated to must be checked for the appropriate axial loads.
A large portion of the shear 4. Large doors are common in forces induced in roof and ceiling diaphragms is post-frame buildings. Door components must be transferred to the building foundation by shear- designed to withstand design wind loads, and walls. Where pre- sent, interior partition walls can be designed to 4. It is not uncommon for transfer additional shear. If an owner antici- 4. Endwalls in post-frame build- pates that this will occur, the building must be ings resist wind loads perpendicular to the build- designed accordingly.
Note that a large opening ing end wall and simultaneously help transmit on one side of the structure is generally associ- roof shears due to parallel-to-end wall wind ated with increased internal wind pressure coef- components to the ground.
In the diaphragm ficients, and thus can significantly increase roof design procedure described in Chapter 5, uplift forces. The roof shear is transferred into the top truss chord or rafter of the endwall, through the end- 4.
Roof and ceiling diaphragms are slab. In addition to shear forces, the end wall is used to resist lateral sidesway forces applied subject to overturning forces. Wirt et al. Under lateral load, roof and ceiling dia- designing end-wall foundations.
These plates support and distribute loads to wall posts. Con- 4. Allowances must be ceptually, diaphragm design is easy to under- made for openings in shearwalls. One common stand, but the application of the procedure re- practice in post-frame construction is to place quires analysis tools and data.
Proce- dures for accounting for the opening and ways Diaphragms made from plywood are well docu- to reinforce the remaining wall are given in mented, as well as those made entirely from Chapter 5. Less information is available about wood- framed, metal-clad diaphragms which are preva- 4.
Partitioning of the building lent in the post-frame building industry. This is a into structural segments is one method to re- major factor in post-frame building design and is duce maximum roof shears and endwall shears.
For example, if it is not practical to reinforce an. HIB sum- the roof diaphragm. Buttresses, inside or outside mary sheet. TPI, Madi- 4. Wirt, D. Woeste, D. Kline and T. Design procedures for post-frame building snow and wind loads.
ASAE Standards, end walls. Applied Engineering in Agriculture 46th edition. ASAE, St. ASAE Standards, 46th involving metal plate connected wood trusses. WTCA National design specification for wood Commentary for permanent bracing of metal construction. American Wood-Preservers' Assc. Wood for commercial-residential con- struction. Preservative treatment by pressure process, C In Book of Standards.
Lumber, timbers, bridge ties, and mine ties, pressure treatment, C Care of pressure treated wood products, M Brakeman, D. Which truss design method is the correct one? Peaks 16 1 Gebremedhin, K. Diaphragm design with knee brace slip for post- frame buildings.
Transactions of the American Society of Agricultural Engineers 23 2 Wood tech- nology in the design of structures.
Fifth edition. Recommended design specifications for temporary bracing of. If a diaphragm is constructed in such a way that it is quite stiff in shear, dia- 5. However, if ture as a system of independently-acting, two- the shear stiffness of the diaphragm is relatively dimensional 2-D post-frames. Although a 2-D low, load transfer will be minimal and the behav- frame analysis method works well for designing ior of the structure will be much more in accor- frames under vertical loadings; it is often too dance with the assumption of independently act- conservative for designing buildings against ing post-frames.
In addition, many 2-D frames offer little or no resistance to loads acting normal to the frames e. Eave displacement. A considerable por- tion of the horizontal load applied to many post- frame structures is actually resisted by roof and Wind load ceiling diaphragms and shearwalls.
As previ- ously stated section 4. These large plates help redistribute Intermediate load throughout the structure. This redistribution shearwall of load by the diaphragms is called diaphragm Roof diaphragm action.
A shearwall is any wall — interior or exte- rior — with a measurable amount of racking re- End shearwall sistance. Most of the load to which a diaphragm Deformed structure is subjected, is transferred to the foundation by Undeformed structure shearwalls orientated parallel to the direction of applied load.
Figure 5. Example of diaphragm action in ferred via the roof diaphragm to the endwalls which the roof diaphragm transfers load to three and one interior wall. Under this loading, the two shearwalls — one interior and two exterior walls. When the same wind load is di- 5. Virtually all post- rected toward the endwall, the sidewalls function frame buildings are longer than they are wide.
It as shearwalls in transferring the load from the follows, that diaphragms in such buildings, when roof diaphragm to the foundation system. For endwall loadings, these narrow, 5. Whenever deep diaphragms are generally assumed to load is applied normal to the sidewall of a struc- have an infinite shear stiffness, which means ture, any post-frame with measurable racking that every structural element attached to the resistance functions like the interior shearwall in diaphragm, shifts the same amount when the figure 5.
The amount of load that an individual diaphragm shifts without rotating. For example, post-frame will transfer to the foundation is de- under an endwall loading, the roof diaphragm pendent on 1 the in-plane shear stiffness of the would ensure equal displacement of the top of diaphragm, and 2 the racking stiffness of the endwall posts and the top of each sidewall.
When diaphragm action is accounted for in overall building design, the design process is referred to as diaphragm design. When neither of these conditions applies gen- erally true with loads normal to the sidewall diaphragm design is more complex. This procedure, which is outlined in the following sections, can be broken into five steps: Step 1. Construct a finite element model of Diaphragm "c" the building by breaking the structure into frame, shearwall, and diaphragm elements Section 5.
Assign stiffness values to frames and b shearwall elements Section 5. Step 3. Calculate structural loads i. Step 4. Determine the distribution of load to individual elements Section 5. Check to make sure that loads do not exceed allowable values Section 5. The model developed in this c section is only applicable for determining the distribution of loads that are applied parallel to individual post-frames a. The process of modeling a post-frame building for diaphragm design begins with the dividing of individual roof and ceiling diaphragms into sections, herein re- ferred to as diaphragm sections.
Diaphragm d sectioning is a straight-forward process with in- terior post-frames, interior shearwalls, ridge lines and any other abrupt changes in roof and Figure 5. Sectioning of c roof diaphragms, and d ceiling diaphragm. Figures 5. For modeling purposes, this uniform load is con- To avoid confusion when assigning properties to verted into a set of equivalent concentrated diaphragm sections, it is helpful to identify each loads that are applied at the nodes as shown in diaphragm section with a two-digit identifier.
The figure 5. Because of the location of their ap- first digit identifies the bay associated with the plication, these forces are referred to as eave section. Bays are generally numbered from left- loads. The second digit identifies the specific roof or ceiling slope. In figure 5. The process of breaking a structure into elements for analysis is referred to 1 2 3 4 as discretization.
For diaphragm design, a struc- ture is broken into frame elements and dia- phragm elements. Each post-frame is consid- ered a separate frame element, as is each shearwall orientated in the same direction as the post-frames. The example building shown in figure 5. These frame elements have been a identified in figures 5. Each dia- phragm element models the diaphragm sections k1 k2 k3 k4 k5 within a single bay.
For example, diaphragm sections 1a, 1b, and 1c in figure 5. It follows that the number of diaphragm elements is equal to the number of building bays, which in turn, is one less than the number of frame ele- Ch1 Ch2 Ch3 Ch4 ments. Discretization of a four-bay building is shown in figure 5. To determine the distribu- b tion of horizontally applied loads to individual diaphragm and frame elements requires only a single stiffness property for each element.
For this reason, diaphragm and frame elements are Figure 5. As showing individual elements and applied hori- shown in figure 5. Encircled numbers identify frame sented with springs of stiffness, k, and dia- elements, other numbers identify diaphragm phragm elements are represented as springs elements.
The element or spring con- nection points a. For a post with a constant flexural rigidity E x I that is assumed to be fixed at the base, post 5. To be compatible with a model stiffness is given as: in which nodes represent points along the eave line figure 5. Post -to-truss connection Hp point. Definition of frame stiffness, k. Frame stiffness is generally obtained with a plane-frame structural analysis Figure 5. Definition of post stiffness, kp.
End shearwalls and interme- For post-frames in which 1 all posts are as- diate shearwalls, like post-frames, are modeled sumed to be pin-connected to the truss or raf- as frame elements see Section 5. Conse- ters , and 2 there are no special members quently, their stiffness, like that for post-frames, e. Technical Note below grade.
Meador developed similar equations, but unlike Bohnhoff, Meador as- Embedded Post Analogs sumed that soil stiffness was not a function of post width. Meador also investigated the as- When a post is embedded in the soil, calculated sumption of infinite post stiffness below grade, post stiffness and consequently calculated and established limits for applicability of the frame stiffness is highly dependent on how the equations he developed. McGuire used embedded portion is modeled.
Traditionally, en- the work of both Bohnhoff and Meador to pro- gineers have ignored soil properties and have pose an analog where soil is modeled as a se- modeled embedded posts using the analogs ries of linear springs whose stiffness increases shown in figures 5. An inherent de- linearly below grade figure 5. For this reason, post those shown in figure 5. It should also be noted that the analogs in figures 5. In reality, anytime a clude: 1 complexity of equations, and 2 unre- post is embedded deeper into the ground, the alistically low post stiffness values obtained us- stiffness associated with the post increases.
To accurately model post movement below It is important for the post-frame designer to re- grade requires accounting for soil stiffness. Conversely, forces calcu- inversely with post width. Bohnhoff also as- lated in the diaphragm using this model might be sumed that the post had infinite flexural stiffness non-conservative.
Ground surface Floor slab 0. Structural analog traditionally used for a non-constrained and b constrained posts. As shown in figure 5. This stiffness is commonly referred to as the total horizontal shear stiffness, 5. For diaphragm design, build- ing loads are replaced by an equivalent set of horizontally acting, concentrated i.
These loads are located at the eave of 1 2 3 4 each frame element i. Eave loads and applied building loads are equivalent s1 s2 s3 s4 when they horizontally displace the eave an equal amount. Ceiling Gravity Loads. Typical structural analog for obtain- b ing eave load, R. A horizontal restraint vertical roller is placed at the eave line as shown in figure 5.
The total horizontal shear and the structural analog is analyzed with all stiffness of a diaphragm element is simply equal external loads in place. The horizontal reaction to the sum of the horizontal shear stiffness val- at the vertical roller support is numerically equal ues of the diaphragm sections that comprise the to the eave load, R. The vertical roller should element. In equation form: always be placed at the same location that hori- zontal load P was placed when determine frame n stiffness see figure 5.
This method, which is referred to as the force distribution method, is procedurally Inward acting wind pressures have positive identical to the classical method of moment dis- signs, outward acting pressures are negative tribution. In buildings with variable frame spacings, set s equal to the average of the 5. Forces in the most frame spacings on each side of the eave load. The greater the resistance to ro- stiffness, k, 3 both exterior frame elements tation at the base of a wall, the more load will be i.
For all other cases, set the frame-base one-half that for an interior frame. When tables 5. The analysis tools discussed in phragm element to interior frame element stiff- Section 5. The maximum shear force in this dia- phragm element, Vh, is equal to the appropriate where: shear modifier value, mS, from table 5. To accurately model a frame with the resisting forces applied by the The most highly loaded interior frame element roof and ceiling diaphragms, requires that the in any building that meets the preceding five sidesway restraining force, Q, first be divided up conditions is the element located closest to the between the individual diaphragms e.
Because of diaphragm ac- phragms a, b, and c in figure 5. This is ac- tion, the total horizontal load that this critical complished using the following equation: frame must resist is reduced from that which it would have to resist without diaphragm action.
Table 5. Shear Force Modifier mS , cont. Sidesway Restraining Force Modifier mD , cont. When requirements for use of tables 5.
This analogy resulted in the following equations for calculating diaphragm shear forces and lat- Horizontal restraining forces calculated for the eral displacements for the special case when: three diaphragms in figure 5. For post-frame com- ness Ch, 2 all interior frame elements have the ponent stress analysis, these restraining forces same stiffness, k, 3 both exterior frame ele- should be applied as in-plane forces as shown ments i.
In-plane forces are calculated from endwalls have the same stiffness, ke, and 4 the horizontal forces as follows: eave load, R, is the same at each interior frame. All building components must be checked to ensure that actual loads do not ex- b ceed allowable design values. In this section, special attention is given to components that are Figure 5.
The maximum shear in a stress analysis. The magnitude of a. This includes roof of factors. For design, this bending moment is purlins and analogous framing members in the assumed to be no greater than: ceiling diaphragm. Chord force distribu- tions when b moment resisted by edge chords only, b chord force distribution is linear, and c chord force distribution is linear, but diaphragm halves assumed to act independ- ently in resisting moment.
The axial force in an edge chord is dependent on chord force distribution as indicated by the Table 5. This is a conservative approach. Alter- 5 0. The axial force induced in an individual chord by If a linear distribution of chord force is assumed applied building loads is a function of many figure 5. For this spaced, the load in an interior chord, Pi, is given reason, designers have had to rely on simplify- as: ing assumptions in order to approximate chord forces. First they brace endwalls.
Second, they tirely by the edge purlins. Bohnhoff and others resist a change in eave length and hence showed that as the shear stiffness of changes in eave chord forces by virtue of their cladding is increased, interior purlins get more own in-plane shear stiffness.
Because of the influence of sidewalls, the distri- Chord force distribution has also been shown to bution of in-plane bending moment will not follow depend on the degree of interaction between that for a typical simple supported beam i. For this reason, Pollock interaction between individual diaphragms on and others recommend modeling the both sides of a ridge.
This is obviously a conservative 5. End and intermediate shear- approach. In equation form: make involves the distribution of chord forces across a building. Whether or not edge chords resist where: virtually all of the in-plane bending moment fig- ure 5.
Presently, there is very dated structural models, or from tests as out- little research data to support one specific de- lined in ASAE EP see Section 6.
The most extensive total force in the shear wall, Vs, is obtained from investigation of chord forces was by Niu and computer output e. The data collected in this study does The total width of door and window openings, not strongly support any particular hypotheses DT, generally varies with height as shown in fig- regarding chord force distribution.
The only ure 5. At locations where DT is the greatest other research of significance to chord force dis- section b-b in figure 5. Both of these re- searchers found that in-plane bending The structural framing over a door or window opening will act as a drag strut transferring.
The header over the 5. Diaphragm load- opening shall be designed to carry the force in ing produces overturning moment in shearwalls.
This moment induces vertical forces in shear- wall-to-foundation connections that must be added to vertical forces resulting from tributary loads. In the case of embedded posts, increases in uplift forces may require an increase in em- bedment depth, and increases in downward force may require an increase in footing size see Chapter 8. When diaphragm stiffness is considerably greater than the stiffness of interior c W c post frames, the designer may want to assume that the diaphragm and shearwalls are infinitely Figure 5.
Shearwall showing variations in stiff. Because all eave load is when the applied load exceeds shearwall capac- assumed to be transferred to shearwalls, no ity. For example, the density of stitch screws can special analysis tools or design tables are re- be increased and additional fasteners can be quired to determine load distribution between added in panel flats on both sides of each ma- diaphragms and post-frames.
This simplifies the jor rib is the most effective. If only one side of entire diaphragm design process. This simplified the wall has been sheathed, add wood paneling procedure is referred to as rigid roof design or metal cladding to the other side.
Metal diago- Bender and others, Connections be infinitely rigid, 2 the only applied loads with that fasten 1 roof and ceiling diaphragms to a horizontal components are due to wind, and 3 shearwall, and 2 shearwalls to the foundation wind pressure is uniformly distributed on each system, must be designed to carry the appropri- wall and roof surface, then the maximum shear ate amount of shear load.
At end shearwalls it is not uncommon to use the where: truss top chord to transfer load from roof clad- ding to endwall cladding. As previously noted, frame-base Anderson, G. Bundy and N. The force distribution method: procedure the total wall load is transferred to the eave, and and application to the analysis of buildings with how much is transferred directly to the ground.
For substantial ASAE. Joseph, other cases, set the frame-base fixity factor s MI. Skaggs and F. Rigid roof design for post-frame buildings. Boor, and G. Bohnhoff, D. Expanding diaphragm 5. The Vh value calculated us- analysis for post-frame buildings. Applied Engi- ing equation or is always a conser- neering in Agriculture 8 4 Northeast Regional Agricultural En- post-frames increases. It follows that equations gineering Service. Cornell University, Ithaca, and are most accurate when dia- NY.
This tends to be the Gebremedhin, K. Northeast Regional offer no resistance to rotation i. Cornell Uni- more-or less pin-connected at both the floor and versity, Ithaca, NY.
McGuire, P. One equation for compati- ble eave deflections. Frame Building News 10 4 Meader, N. Mathematical models for lateral resistance of post foundations.
Trans of ASAE, 40 1 Niu, K. Evalua- tion of interaction of wood framing and metal- cladding in roof diaphragms. Transactions of the ASAE 40 2 Pollock, D. Bender and K. Gebre- medhin. Designing for chord forces in post-frame roof diaphragms. Frame Building News 8 5 Purdue Research Foundation. Purdue plane structures analyzer. Version 3. De- partment of Forestry and Natural Resources.
Williams, G. Modeling metal-clad wood-framed diaphragm assemblies. Wright, B. Modeling timber-framed, metal-clad diaphragm performance. One of the first steps in dia- 6. Construction phragm design is to establish in-plane shear specifications and testing procedures for dia- strength and stiffness values for each identified phragm test assemblies are given in ASAE diaphragm section.
EP also gives gated metal panels that have been screwed or equations for calculating diaphragm test assem- nailed to wood framing.
Behavior of these metal- bly strength and stiffness. These calculations clad wood-frame MCWF diaphragms is com- along with construction specifications and test- plex, and consequently, has been the subject of ing procedures from EP are outlined in Sec- considerable research during the past 20 years.
For addi- In addition to improving overall design, this re- tional details and further explanation of testing search has led to improved methods for predict- procedures, readers are referred to the ASAE ing metal-clad wood-frame diaphragm strength EP Commentary ASAE, b. There ing diaphragm test assembly properties for use are essentially three procedures for predicting in building design. These calculations are pre- the strength and stiffness of a building dia- sented in Section 6.
First, an exact replica of the building Properties. Second, a smaller, representative section of the building diaphragm 6. The strength and stiffness of this test assembly are then ex- 6.
Many variables affect the shear trapolated to obtain strength and stiffness values stiffness and strength of a structural diaphragm, for the building diaphragm. Lastly, diaphragm including: overall geometry, cladding character- behavior can be predicted using finite element istics, wood properties, fastener type and loca- analysis software.
The latter requires that the tion, and blocking. A short description of each of strength and stiffness properties of individual these variables follows. Geometric variables include: spacing between secondary framing members Of the three procedures for predicting metal-clad e.
With respect to overall dimensions, sembly data - is commonly used. This is be- diaphragm depth is measured parallel to primary cause testing full-size diaphragms is simply not frames, diaphragm length is measured perpen- practical a new test would have to be con- dicular to primary frames. In most structures, the ducted every time overall dimensions changed , overall length of a roof diaphragm is equal to the and finite element analysis of MCWF dia- length of the building.
The later can be attributed to 6. Cladding type e. Coverage and examples in this de- the nonlinear behavior of some variables, has sign manual is limited to corrugated metal clad- thus far precluded the development of a quick ding. Important design characteristics of this and reasonably accurate closed-form approxi- type of cladding include: base metal e.
Sheet-to-purlin fasteners are also defined by their location i. The species, moisture sheet-to-purlin fastener may be located in a rib content and specific gravity of wood used in the or in the flat of a corrugated metal panel.
Locat- framing system will not only affect the structural ing fasteners in the flat generally produces properties of the wood members, but also the stronger and stiffer diaphragms. The nonlinear shear stiffness and strength of mechanical con- nature of fastener performance is one of the nections between wood members and between more complex variables affecting diaphragm wood members and cladding.
Type screw 6. When secondary framing or nail , size, and relative location of mechanical members are installed above primary framing fasteners used to join components significantly e. Fasteners are ing e. Major ding can only be fastened directly to the secon- categories include purlin-to-rafter, sheet-to- dary framing see figure 6.
In such cases, purlin, and sheet-to-sheet see figure 6. Remov- between the components. This is commonly ing stitch fasteners can dramatically reduce the done at locations where diaphragms and shear- walls intersect.
Sidelap Seam Corrugated Metal Cladding. Force P may be alternately applied at point H 2. Locate gages 2 and 4 on the edge purlins 3. Corrugations Direction of. Cladding corrugations Direction of. Notes: 1. The applied forces may alternately be applied at points J and L 2. Figure 6. With the exception of factor, CD, can not be used to increase the al- overall length and width, a diaphragm test as- lowable design shear strength during building sembly is required to be identical to the dia- design.
Completely separate of the load duration phragm in the building being designed. The procedure for de- be the same. ASAE EP has established termining the effective shear modulus of a test minimum sizes for diaphragm test assemblies to assembly begins with calculation of the adjusted ensure that there is not too great a difference load-point deflection, DT. In both figures 6. This spacing should be equal to, or a multi- where: ple of, the frame spacing in the building being designed.
To adjust from a total elapsed test assembly, c, is converted to an effective testing time of 10 minutes to a normal load dura- shear modulus for the test assembly, G, as: tion of ten years, divide va by a factor of 1. As described in Chapter 5, each building diaphragm is sectioned for analysis. Each of these sections must be assigned a hori- 6. The same procedure used to determine the strength and stiffness of building 6.
That is, rep- ing diaphragm is equal to that calculated for the resentative test assemblies are loaded to failure, diaphragm test assembly.
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Photo Gallery Look at our collection of building photos for creative ideas! Paint Your Building Lets pick out some colors! Post-frame construction is ideal for warehouses, manufacturing plants, storage and other industrial facilities. Post-frame buildings remain the selection of choice for most agricultural buildings, including horse barns, riding arenas and other equine, livestock and storage applications.
Post frame is suitable for almost any low-rise commercial building. Architects and building owners select post frame for their retail shops, strip malls, office buildings, clinics, stores, hotels, and other commercial structures.
Homeowners select post frame for their residential building, garage, or remodeling projects thanks to its energy efficiency, durability, and design versatility. Whether you're building a garage, a workshop, a storage facility, or almost any other type of building, post-frame construction is the answer.
More and more building owners are choosing post frame for their accessory buildings. Almost any kind of external and internal cladding may adorn the walls and roof of a post-frame building to match existing buildings. Today, there is a wide variety of colors and beautiful metal products available that are durable and long lasting. Of course, any type of siding, roofing or other architectural features may be used with post frame.
Post-frame design and construction continues to impress my clients.
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