Deco Truss Company Inc

Your special needs as our export client and your demand of perfection when exporting is our business.  You can count on us to help you with pricing, product selection, packaging and shipping to ensure you receive exactly what you want, when you want it at a competitive price.  We provide you, a one stop shop with access to hundreds of vendors and products from Trusses, Lumber, Plywood, Roofing Supplies and Materials, Doors, Millwork and much more.

Our close proximity to several ports enables us to manage your orders, assist in freight arrangements and insure your orders are shipped and received on time.

 Exporting Made Easy!

• Start to finish customer support – from initial order through delivery.
• Personalized one-on-one customer service to expedite your order.
• Thorough orientation on how to buy for export.
• Start to finish customer support during all steps of the order.
• Documentation assistance.
• Coordination support of Bank to Bank payment services

Call or e-mail us for your next order.  You will see the difference when you are dealing with a Real Stocking Lumber Yard, not just a 3^rd party Exporter.

sales@decotruss.com

Need more space, but cannot afford it or do not want to build a larger house?

Here’s an idea

When designing a New House or Addition you can use the attic space with-in the trusses to create extra space, which can be used for a loft, bedroom, study or just extra closet space.

This is an ideal way to get that extra space with-out spending the extra money on square footage during construction

At Deco Truss we are always happy to help you design your next project.

View Looking Down

Glulam Beams (Treated or Un-Treated)

afp-brochure

Need to span a large area with a BIG Timber.  Try a Glulam Timber.  We have ordered them as long as 54’.   Glulam Timbers offers You A High Strength Timber, Engineered to Span Longer Distance than Conventional Lumber at a Value.

One of the Most Trusted Name out there in Glulam Beams and Columns is Anthony Forest Products.  Attached check out one of their brochure with loading charts and below company information.

A Leader in The Forest Products Industry

Anthony Forest Products Company is an integrated forest products business begun in 1916. The company operates a southern pine lumber producing mill in Urbana, Arkansas; and wood chip mills in Plain Dealing, Louisiana, and Troup, Texas. The company also operates engineered wood laminating plants in El Dorado, Arkansas and Washington, Georgia. Anthony Forest Products Company and EACOM Timber Corporation of Montreal, Canada jointly own and operate an I-Joist manufacturing plant in Sault Ste. Marie, Ontario.

When buying for your new home or remodel project, don’t get caught up in the whole “BOX STORE” marketing campaign.  Your Local Lumber Yard will be less expensive 99% of the time and the service will be superior.  Yes Box Stores will put out specials to get you in the door and sell a product below their cost, but remember their overhead cost a lot more. 

Some Examples of Differences:

Metal Entry Doors at Home Depot same Jeldwen Door that we sell has a thinner metal on the outside.  This door is especially made for Home Depot.

Tapcons – are sold in smaller packs at Home Depot at a Higher Cost than we sell The Box of 100

2x4x8’ in all grades are sold for less per LF than the 12’, 14’ or 16’ at Home Depot, this is not the case at an Independent Local Lumber Yard

Special Order Items, Like Doors are also sold at a Higher Margin at Box Stores than at Local Lumber Yards.  Also if you need a permit, for your new door, get It yourself do not pay the Box Stores for it.  You will save more 75% on your Permit Fee.

Above All, Support The Local Business, which keeps their Money Locally, employing and building a community

Metal Trusses (Light Gauge Steel Trusses) have become more popular in that last few years.  However what many do not understand is that Metal Trusses cost 5X (YES 5 Times) as much as standard Pre-Fabricated Wood Trusses, and that’s just for the trusses.  Installation will also cost you more, due to everything having to be screwed instead of nailed.

Personally after speaking with many contractors and architects I do not see any advantage to Metal Truss, other than if you need to spend some extra money.

Many Claim Metal Trusses are better for Fire – not true, because metal will give and start to collapse faster in heat than Southern Yellow Pine

Many Claim Metal Trusses are “Green” – not true, The Wood Truss Industry is Green and better for the environment than Metal Trusses.   All Yellow Pine used in Wood Trusses is Harvested “Grown” no old growth Timber is used.

What to know if a Product or a Company is Miami-Dade Approved?

The easy and sure way is to do a search on The Miami-Dade County Code Compliance Web Site

Here you can locate items by:

• Approval #
• Applicant “Company Name/Product Name”
• Category
• Sub-Catergory
• Material
• Impact Rating

Check Out Deco Truss Company Inc’s Miami- Dade Truss Approval

Per Florida Building Code

2319.17.2.4 Truss erection.

2319.17.2.4.1 All trusses shall be erected in accordance with TPI/WTCA BCSI 1 in addition to any requirements indicated on the approved permit document.

2319.17.2.4.2 For trusses having an overall length of the bottom chord in excess of 35 feet (10.7 m) or 6 feet (1829 mm) overall height erection shall be supervised by either a registered professional engineer or registered architect retained by the contractor. A retainer letter from the registered professional engineer or registered architect shall be submitted along with the shop drawings as part of the permit document.

2319.17.2.4.3 Temporary bracing shall be required during the erection of roof trusses to keep the trusses in a true plumb position and to prevent toppling of the trusses during erection, until the roof sheathing is applied. The provisions for temporary bracing shown in TPI/WTCA BCSI 1 shall be used for this bracing or a professional engineer or architect shall design the temporary bracing system. The ultimate responsibility to see this bracing is installed properly during the erection process lies with the permit holder. This bracing is extremely important for the protection of life and property during the erection process. Temporary truss bracing shall always be required.

2319.17.2.4.4 At gable ends, this diaphragm shall be designed to transmit lateral loads imposed on the gable to roof diaphragms and/or ceiling diaphragms where available. Where the wall supporting the gable is not designed to withstand lateral loads independent of the gable (by using shear walls or other methods), anchorage of the gable to the wall shall be designed to transmit the loads from the wall to the bracing and the bracing designed to transmit the lateral loads from the gable and wall to the roof diaphragms and/or ceiling diaphragms where available. Ceiling diaphragms that provide lateral support at gable walls shall be designed by the architect or professional engineer of record, and shall have continuous bottom chord bracing, end restraints, intermediate restraints and conditions so as to sufficiently transfer the lateral loads at the top of the gable end walls to the intersecting shear walls. In no case shall the rigid ceiling as defined in Section 2319.17.1.2 be used as an integral part of the system needed for lateral bracing of the gable end walls.

2319.17.2.4.5 Where masonry or reinforced concrete extends above wood trusses; trusses shall be designed so as not to compromise the structural integrity of the masonry or concrete wall it abuts in the event of collapse caused by fire.

Per Florida Building Code

2319.17.2.3 Fabrication.

2319.17.2.3.1 Manufacturers of prefabricated wood truss assemblies shall obtain a valid certificate of competency from the authority having jurisdiction.

2319.17.2.3.2 Each truss shall bear the fabricators stamp on a web member and 75 percent shall be placed so as to be clearly visible after erection and before placement of ceiling.

2319.17.2.3.3 Multiple member girder trusses shall be predrilled at the truss plant for connection bolts only. Hanger bolt holes shall be drilled on-site on location indicated on approved drawings.

2319.17.2.3.4 Each manufacturer or fabricator shall retain the services of applicable organizations among those listed below for monthly inspections of the lumber grade used in fabrication. Following each inspection, a report shall be submitted by the inspection agency to the authority having jurisdiction. All inspection agencies providing any type of inspection services shall be approved by the authority having jurisdiction.

2319.17.2.3.5 In addition, the fabricator shall employ an approved testing laboratory to conduct inspections of fabrication compliance. Such inspections shall be made unannounced and at random at least once a month. Following each inspection, a report on approved forms shall be submitted by the laboratory to the authority having jurisdiction and such reports shall bear the date, signature and seal of the supervising Florida-registered architect or professional engineer.

2319.17.2.3.6 When there is evidence of noncompliance with the provisions for fabrication set forth in this paragraph or with the approved plans, the authority having jurisdiction may require the inspection laboratory to make additional job-site or plant inspections.

2319.17.2.3.7 The authority having jurisdiction may require load testing on noncomplying wood trusses. The test results shall be reported to the authority having jurisdiction.

2319.17.2.3.8 Failure of units tested or receipt of inspection reports indicating fabrication not in accordance with approved truss design drawings, or failure to submit required inspection and/or test reports, shall be cause for suspension or revocation of the certificate of competency of the manufacturer or fabricator.

Per Florida Building Code

2319.17.2.1 Design.

2319.17.2.1.1 Prefabricated wood trusses shall be designed by a registered professional engineer (delegated engineer) and fabricated in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction of the Truss Plate Institute (TPI). The truss system designer (delegated engineer) shall prepare the truss system shop drawings. Such shop drawings shall be submitted to the building official for review and approval. The shop drawings shall meet the following requirements:

1. All shop drawings shall be in conformity with the architect or engineer of record framing plans unless prior written approval is obtained from the architect or engineer of record. If reframing is approved, the architect or engineer of record shall resubmit revised framing plans to the building official after receiving updated plans from the delegated engineer showing all adjustments necessary to safely transmit all applied loads to the foundation.

2. Permanent bracing of individual truss members may be required on certain members of the trusses to prevent the members from buckling in the plane normal to the trusses (buckling in the narrow direction). This bracing shall be designed for both upward and downward loads and shall be shown on the individual truss drawings (truss engineering usually shown on 8¹/₂-inch by 11-inch (216 mm by 279 mm) sheets (“A” size drawings). The design of this bracing shall be the responsibility of the delegated engineer. The contractor shall be responsible for seeing that this bracing is properly installed. This bracing may be in the form of (but not limited) to “T” bracing of an individual member, or lateral bracing of a series of members common to a number of trusses. Where lateral bracing is used, this bracing shall be restrained against lateral movement, in accordance with details provided by the delegated engineer or by the architect or professional engineer of record. All details and sections required to show the size and connections of all secondary members will be supplied on the delegated engineering plans and shall show all framing, connections and bracing on one or more primary plans of minimum size 24 inches by 36 inches (610 mm by 914 mm).

3. A size 8¹/₂-inches by 11-inches (216 mm by 279 mm) cut sheets showing individual member design shall also be furnished to the architect or engineer of record so that all gravity and uplift loads shown on these cut sheets can be transferred to the primary plans.

4. The size and location of all plates at each joint shall be shown on the truss design drawings.

5. The connection between trusses shall be detailed in the shop drawings. Hip sets shall be detailed in a manner to indicate all connections according to engineering drawings for the attachment of skewed members.

6. Truss design drawings shall indicate the support and minimum bearing of the roof structural system, the permanent cross/lateral bracing, bracing to transfer member buckling forces to the structure and all bracing and anchorage required to resist uplift and lateral forces.

7. Flat and floor trusses must be clearly marked so that they will be installed right side up. These marks must remain after the flooring, sheathing and insulation have been installed.

The intent of the above requirements is to provide all information on framing, connections and bracing on one composite set of plans approved by the architect or engineer of record to aid in the review, approval and field inspections for the portion of the property.

2319.17.2.1.2 Trusses shall be designed for wind loads per Chapter 16 (High-Velocity Hurricane Zones), uniformly distributed live, dead and concentrated loads, and such loads shall be indicated on the roof framing plans and the truss design drawings. Where a girder or truss is subjected to concentrated loads or any unusual loading condition, such conditions must be clearly indicated on the roof framing plans and on the truss design drawings. Where truss members have been cut, shifted or altered in any manner to meet construction needs or for any other reason, additional drawings and additional calculations must be prepared, signed and sealed by the truss designer (a Florida-delegated engineer). Such additional drawings and calculations must be approved by the engineer or architect of record and must be submitted to the building official for review and approval.

2319.17.2.1.3 Roof trusses shall be designed for a minimum live load of 30 psf (1436 Pa), a minimum dead load of 15 psf (718 Pa) on the top chord, and a minimum dead load of 10 psf (479 Pa) on the bottom chord; and wind loads per Chapter 16 of this code. Where the roof design is such that water is not directed to the interior of the roof and there are no parapets or other roof edge drainage obstructions, roof trusses with slopes of 1¹/₂:12 or greater may be designed for a live load of 20 psf (958 Pa) and a minimum total load of 45 psf (2155 Pa). Adjustment of the allowable design stress for load duration shall be in accordance with National Design Specification for Wood Construction except that load duration factor for wind loads shall not exceed 1.33.

2319.17.2.1.4 The allowable deflection under live load for trusses shall not exceed span/360 for plastered ceilings, span/240 for unplastered finished ceilings, or span/180 for trusses without a ceiling.

2319.17.2.1.5 Flat roof trusses shall be designed for not less than the loads set forth in Section 2319.17.2.1.3 above, except that the dead load on the top chord may be taken as 10 psf (479 Pa) in lieu of 15 psf (718 Pa), and the total load reduced to 50 psf (2394 Pa). Adjustment of the allowable design stress for load duration shall be in accordance with National Design Specification for Wood Construction except that load duration factor for wind loads shall not exceed 1.33.

2319.17.2.1.6 Where gable end trusses are permitted in this code, they shall be designed for a minimum live load of 30 psf (1436 Pa) and a minimum dead load of 15 psf (718 Pa) on the top chord. The minimum load of 10 psf (479 Pa) on the bottom chord may be omitted where continuous support is provided. In addition, the gable end trusses shall be designed to sustain wind load as specified in Chapter 16 (High-Velocity Hurricane Zones) but not less than 30 psf (1436 Pa) perpendicular to the plane of the truss. Such trusses shall use a rationally designed system to resist lateral wind loads and be anchored to the substructure at intervals no greater than 4 feet (1219 mm) on center to resist the uplift forces and shall be designed to transfer the loads to the substructure. The design of the system used to resist the lateral loads imposed on the truss shall be prepared by the engineer or architect of record.

2319.17.2.1.7 When girders exceed two members and when girder reactions exceed the capacity of standard connectors or hangers, these reactions shall be shown on the drawings and the connection must be designed, signed and sealed by a registered professional engineer or registered architect proficient in structural design and such design shall be included as part of the shop drawings.

2319.17.2.1.8 All trusses shall be properly braced to act as a system. Such bracing shall be included as part of the design document.

2319.17.2.2 Materials and specifications.

2319.17.2.2.1 Trusses shall be fabricated applying the design values listed in the standard Design Values for Wood Construction of the American Forest and Paper Association.

2319.17.2.2.2 Top and bottom chords shall be of No. 2 Grade or better. Web members shall be of No. 3 Grade or better. A chord member is defined as the entire top or bottom truss member which may consist of shorter spliced pieces.

2319.17.2.2.3 For trusses spanning 20 feet (6 m) or less, the minimum percentage of grade-marked members among top and bottom chords shall be 50 percent.

2319.17.2.2.4 For trusses spanning more than 20 feet (6 m) the minimum percentage of grade-marked members among top and bottom chords shall be 75 percent, and there shall be a minimum of one marked web on each truss.

2319.17.2.2.5 All lumber shall be 2 inches by 4 inches (51 mm by 102 mm) nominal or larger, and no 2 inch (51 mm) nominal member shall be less in size than 1 ¹/₂ inch (38 mm).

2319.17.2.2.6 The moisture content of all lumber used in wood truss fabrication shall not exceed 19 percent.

2319.17.2.2.7 Connector plates shall be not less than 20 gauge galvanized steel meeting ASTM A 653/A 653M or A 924/A 924M, and shall be identified by the manufacturer’s stamp. The size and location of all plates shall be shown on the truss design drawings. Connectors shall have product approval.

2319.17.2.2.8 All connector plates over 3 inches (76 mm) and 25 percent of 3 inches (76 mm) or less, as per TPI standards, shall bear the name, logo or other markings, which clearly identify the manufacturer. Semiannually, plate manufacturers shall certify compliance with the provisions of Section 6 of the Truss Plate Institute, TPI, National Design Standard for Metal Plate Connected Wood Truss Construction, with respect to the grade of steel, thickness or gauge of material, and galvanizing to ASTM G 60 as a minimum. This certification requirement shall be satisfied by submitting by an approved independent laboratory to the certification agency.

Recently we have started to see a very unfortunate trend in the Wood Truss Industry, which by all means is unprofessional. As a Wood Truss Manufacture it is our business to know what works and what does not, simple as that.  Unfortunately, many truss companies out there are looking for any means to “Low Ball” the job, and then go in with Change Orders.   These Change Orders are not for Changes they are simply for games; that again these competitors are playing.

A Recent Example:

We recently loss a $19K truss job, for $1,200; the client later told me, that the competitor put a change order in upon being awarded the job of $4K.  The reason, The Architect and/or Engineer of Record did not specify that the trusses required 2X6 in order to work.  The Truss Company did not need the Architect or Engineer to tell them this; The Trusses were 64’ Span.  Any Truss Manufacture would know this. 

Like the above, we see many more.  And unfortunately at the end of the day, most Homeowners and Contractors do not realize that this tactic by unprofessional subcontractors is a gimmick, which consequently makes The Architect and/or Engineer look bad and in some cases they have even had to pay for the Change Order.

Simple Ways To Stop, this unprofessionalism:

1. As The Architect and/or Engineer – Specify or Ban certain Sub-Contractors from your project. 
2. Put A Note on Plans that makes The Truss Company Responsible for knowing if Trusses work or not, as illustrated on plans