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Miller Field Concession Building New Construction Winthrop, MA

SECTION 06 1753 SHOP FABRICATED

PART 1 - GENERAL

1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. B. Coordinate work with that of other trades affecting or affected by work of this Section. Cooperate with such trades to assure the steady progress of the work. C. The work shall be performed in accordance with the latest applicable State Building Code, Local Codes and Ordinances and Federal OSHA Regulations, supplemented by the Contract Documents.

1.2 SUMMARY AND SCOPE OF WORK A. This Section includes the design and furnishing and installation of all prefabricated, metal plate connected “ Type” wood trusses, prefabricated metal plate connected wood roof girder trusses, all required lateral stability bracing of the and truss girder members and systems, all timber strong-back material required in the floor truss systems, all metal truss hangers (both face mount and top-flange type hangers) and skewed truss hangers as required at all flush truss to truss girder connections, roof truss hip, jack and valley hangers, all multiple-ply truss hangers and all other required hangers, fasteners, holdown connectors at ends of truss girders, nails and miscellaneous truss items, components and accessories as required to provide a complete roof truss framing system for this building. Design, specify, furnish and install all required hold-down ties and connectors at ends of all roof truss girders designed by the truss engineer. These hold- down connectors shall be capable of resisting all code required lateral and uplift loads acting on these members. Design, specify, furnish, and install all required timber strong-back members and systems for the floor truss systems. Design, specify, furnish and install all required a erection and permanent bracing members and systems for the roof truss systems (bracing for truss top and bottom chords and web members). B. The entire structural design and related controlled construction services of all metal plate connected wood roof truss systems, all erection and permanent bracing, all strong-backs, support of attic-level HVAC system equipment and other systems equipment required and/or indicated to be suspended from top chord and/or supported on bottom chords (coordinate equipment load magnitudes and locations with drawings and shop drawings), all Attic Level 125 psf uniformly distributed Attic Storage Live Fllor Loading and all required metal framing connector (for both floor and roof truss systems) is delegated to the General Contractor by the Contract Documents as part of their scope of work. The entire structural design of the prefabricated wood roof truss system under this Section shall be performed by competent, qualified, and experienced professional structural engineer(s), currently registered as structural engineers in the Commonwealth of Massachusetts, selected by the General Contractor. This truss system structural engineer shall be experienced and knowledgeable in the design of prefabricated metal plate-connected wood roof truss systems and the erection and permanent bracing of the truss systems. The structural design of each roof truss and roof truss girder type and required configuration shall be prepared in a design document format (not a shop drawing format), shall be wet stamped and signed by the professional engineer who performed the designs and shall be submitted to the Architect prior to the start of truss fabrication for record purposes. In addition, the professional structural engineer(s) retained by the General Contractor to perform the roof truss systems structural designs, as required by the Contract Documents, shall also review the truss shop drawings associated with their designs; shall visit the manufacturing facility or fabricating plant to review quality control of the truss fabrication process; shall visit the construction site periodically during construction to review the truss erection and confirm that the work is being performed in accordance with their designs; and upon completion of the truss erection shall submit a letter, bearing their wet seal and original signature stating that they have reviewed the completed truss construction and erection and that they certify that all truss work

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is in compliance with the requirements and intent of the truss shop drawings, the Contract Documents, truss industry standards and the applicable building code in force. All costs associated with the design delegated structural design and construction control, as related to the roof truss systems on this project, and all materials and labor shall be borne by the General Contractor. The responsibility for the structural design of all plate connected wood roof trusses, as defined under this Section, shall remain solely with the structural design for the Work of this Section and the General Contractor. C. The roof truss engineer shall review the project drawings to verify the bearing wall and or steel line locations for bearing and support of the roof trusses and roof truss girders of the schematic roof framing layout (i.e. generalized “Attic Type” roof truss configurations and truss girder layout concept). Any conflicts with the project drawings shall be brought to the Architect’s attention in writing prior to preparation of the truss systems shop drawings. The structural roof truss framing plans are schematic only and do not show every truss member, truss girder, header truss, jack truss, valley and hip truss, metal hanger connectors and shall not be used for quantity takeoffs. The structural roof truss framing plans in the Contract Documents are intended to present the general structural design intent only; the project drawings shall not be used to determine quantities of truss framing members. The truss designer shall review all architectural floor plans, elevations, roof plans, building sections and details as required to determine actual truss configurations and the actual roof configurations. D. The structural engineer responsible for the roof truss system design, as required by the Contract Documents, shall review the truss shop drawings associated with their designs; shall visit the manufacturing facility or fabricating plant to review quality control of the truss fabrication process; and shall visit the construction site periodically during construction and erection of the roof truss system to review the truss erection and confirm that the Work of this Section is being performed in general accordance with their designs. Upon completion of the truss erection the structural engineer responsible for the truss design shall submit a letter, bearing their wet seal and signature stating that they have reviewed the completed truss construction and erection and that they certify that all roof truss work, including all permanent truss bracing designed, detailed and required by their design is in compliance with the requirements and intent of the roof truss designs and the roof truss shop drawings, the Contract Documents, truss industry standards and the applicable building code in force. The entire responsibility for the structural design of all plate connected wood roof trusses and truss girders, as defined under this Section, shall remain solely with the design delegated structural engineer for the roof truss system. E. The General Contractor shall provide the truss engineer with all loads, weights and reactions from all mechanical equipment that will be supported and installed on the bottom chords of the - type plate connected timber roof trusses. The General Contractor shall provide the truss engineer with shop drawings of the mechanical units documenting the weight and reactions of these components. F. All gable “Attic Type” roof trusses shall be designed and fabricated as required to provide a minimum 10’-0” width open Attic Storage Space at the center of the truss spans – The Attic Storage Floor Live Loading is 125 pounds per square foot (uniformly distributed Floor Live Loading). The bottom chords of the trusses with this open Attic Storage Space (i.e. “Attic-Type” roof trusses) shall be designed for a minimum 125 psf uniform Live Load for the extent of the open Attic space in the trusses for the tributary width of each truss - 3/4 inch structural subfloor sheathing shall be installed on and fastened to the top of these “Attic Type” roof truss bottom chords. Refer to Architectural Drawings for the extent of the Attic Storage space within the roof trusses. G. Related Sections include the following: 1. Division 6 Section "Rough " for roof sheathing, structural sub-flooring, dimensional , engineered lumber and for supplementary framing.

1.3 DEFINITIONS A. Metal-Plate-Connected Wood Trusses: Planar structural units consisting of metal-plate-connected members fabricated from dimension lumber and cut and assembled before delivery to Project site.

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B. Fire Treated Lumber: All materials tested and certified by Underwriters Laboratories (UL). All materials are to be equipped with a “FRS” rating under UL classification exhibiting a flame spread and smoke rating of 25 or less. Materials are to meet AWPA C-20 and C-27 Type A. C. Lumber grading agencies, and the abbreviations used to reference them, include the following: 1. NELMA - Northeastern Lumber Manufacturers Association. 2. NLGA - National Lumber Grades Authority. 3. SPIB - Southern Pine Inspection Bureau. 4. WCLIB - West Coast Lumber Inspection Bureau. 5. WWPA - Western Wood Products Association.

1.4 PERFORMANCE REQUIREMENTS A. Structural Performance: Provide metal-plate-connected Attic Type wood roof trusses capable of supporting the design loads within limits and under conditions indicated. All uniform loads listed below are given in pounds per square foot (psf). The truss design engineer shall design all roof trusses in accordance with all applicable building codes and timber design manuals for plate- connected timber roof truss systems. 1. Roof Design Dead and Snow Loads: The applied design dead loads for roof trusses shall be a minimum of 20 psf (not including the self-weight of the trusses unless otherwise indicated on the project drawings. Typical uniform Ground Snow Loads used in the roof truss designs shall be as defined and required by the ASCE/SEI 7-10 and the 780 CMR Massachusetts State Building Code – Ninth Edition, as Amended for the project locality. All roof truss and girder truss overhangs (i.e. top chord extensions and/or cantilevered portions of roof trusses and girder trusses) at all roof shall be designed to safely support a uniform snow load of 100 psf. Review the project drawings and the building code for roof areas where additional snow drift loading and sliding snow loading must be carried and designed for. The truss designer/engineer shall design all gable roof portions of roof trusses to safely support “partial loading” and “unbalanced snow loads” and all load combinations in accordance with the 780 CMR Massachusetts State Building Code – Ninth Edition, as Amended and the ASCE/SEI 7-10. 2. Roof Design Wind Loads: All roof trusses shall be designed to safely support the code required wind loads (both lateral wind forces and uplift wind forces) designated for “Components and Cladding Loads” in accordance with 780 CMR Massachusetts State Building Code – Ninth Edition and the ASCE/SEI 7-10 for the project locality. In addition, all roof truss and girder truss overhangs (i.e. top chord extensions and/or cantilevered portions) at all roof eaves shall be designed to safely support the code required “Overhang Loads”. 3. Roof Truss and Roof Girder Truss Design Load Combinations: All roof trusses and roof girder trusses shall be designed to safely support all load combinations in accordance with the ASCE/SEI 7-10 and 780 CMR Massachusetts State Building Code – Ninth Edition, as Amended. All roof trusses and girder trusses shall be designed to support the worst case load combination or combinations. 4. Maximum Allowable Truss Deflection Under Design Loads: All roof trusses and roof girder trusses shall be designed to have a maximum live load deflection of L/360 (i.e. under the Code required Snow Loads and Wind Loads) and a maximum total load deflection of L/240. Note that these deflection limits shall include the analysis of the roof trusses and roof truss girders under all load combinations required under 780 CMR Massachusetts State Building Code – Ninth Edition, as Amended, the ASCE/SEI 7-10 and as specified above. 5. Attic Storage Space Within the in Gable Attic-Type Roof Trusses: The bottom chords of the gable roof trusses with this open Attic Storage Space (i.e. Attic-Type roof trusses) shall be designed for a minimum 125 psf uniform Floor Live Load for the extent of the open Attic space in the trusses for the tributary width of each truss - 3/4 inch plywood structural subfloor sheathing shall be installed on and fastened to the top of these Attic–Type roof

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truss bottom chords. Refer to Architectural Drawings for the extent of the Attic Storage Space within the Attic-Type roof trusses.

1.5 SUBMITTALS A. Product Data: For metal-plate connectors, metal framing anchors, bolts, fasteners and all related and required components to furnish a complete prefabricated roof truss framing system. B. Shop Drawings: Show location, , span, camber, configuration, and spacing for each type of roof truss and roof truss girder required; species, sizes, and stress grades of lumber; splice details; type, size, material, finish, design values, orientation, and location of metal connector plates; and bearing details. All truss framing plan layout shop drawings and detail drawings shall bear the wet seal and signature of the professional registered Massachusetts structural engineer responsible for the truss design. C. On the truss shop drawings indicate the following: Indicate locations of permanent bracing required to prevent buckling of individual truss members due to design loads; Indicate locations, sizes, and materials for all permanent bracing required to prevent buckling of individual truss members due to design loads; Indicate type, size, material, finish, design values, orientation, and location of metal connector plates; and show splice details and bearing details. D. Structural Design Calculations Submittals: The structural design calculations of each truss type and each girder truss configuration shall be prepared in a design document format (not a shop drawing format) and shall be submitted bearing the wet stamped and signed by the professional Massachusetts Structural engineer who performed, and is responsible for, the truss designs These design calculations shall clearly indicate all loads, load cases and load combinations for which each truss and girder truss have been designed for. The responsibility for the structural design of all plate connected wood floor and roof trusses, as defined under this Section, shall remain solely with the General Contractor, or their designated subcontractor. E. Structural Construction Control Affidavit for Truss Fabrication & Erection: The structural design of all trusses under this Section shall be performed by competent, qualified, and experienced professional structural engineer(s), registered as structural engineers registered in the Commonwealth of Massachusetts. This structural engineer shall be experienced and knowledgeable in the design of metal plate-connected wood trusses. The structural engineer retained by the General Contractor to perform the truss systems structural designs, as required by the Contract Documents, shall also review the truss shop drawings associated with their designs; shall visit the manufacturing facility or fabricating plant to review quality control of the truss fabrication process; shall visit the construction site periodically during construction to review the truss erection and confirm that the work is being performed in accordance with their designs; and upon completion of the truss erection shall submit a letter, bearing their wet seal and signature stating that they have reviewed the completed truss construction and erection and that they certify that all truss work is in compliance with the requirements and intent of the truss shop drawings, the Contract Documents, truss industry standards and the applicable building code in force. The responsibility for the structural design of all plate connected wood floor and roof trusses, as defined under this Section, shall remain solely with the General Contractor, or their designated subcontractor. F. Product Certificates: Submit product certifications for all metal-plate-connected wood trusses, signed by officer of truss fabricating firm. G. Qualification Data: Submit truss designer and fabricator’s TPI certification that the truss fabricator is a current member of the Truss Plate Institute (TPI) and is qualified to design and fabricate the trusses required on this project. H. Material Certificates: For dimension lumber specified to comply with minimum allowable unit stresses. Indicate species and grade selected for each use and design values approved by the American Lumber Standards Committee Board of Review. I. Research/Evaluation Reports: For the following, showing compliance with building code in effect for Project: 1. Metal-plate connectors.

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2. Metal framing anchors.

1.6 QUALITY ASSURANCE A. Metal Connector-Plate Manufacturer Qualifications: A manufacturer that is a member of TPI and that complies with TPI quality-control procedures for manufacture of connector plates published in TPI publications and lists of TPI approved truss fabricators. 1. Manufacturer's responsibilities include providing professional engineering services needed to assume engineering responsibility. 2. Engineering Responsibility: Preparation of Shop Drawings and comprehensive engineering analysis by a qualified registered Massachusetts professional structural engineer. B. Fabricator Qualifications: The truss fabricator’s shop must participates in a recognized quality- assurance program that involves inspection by SPIB, Timber Products Inspection, TPI, or other independent testing and inspecting agency acceptable to Architect and authorities having jurisdiction. C. Construction control of the truss fabrication and erection: Refer to Article 1.5, Paragraph E above in this Section for required Construction Phase services and certifications and services required of the truss design engineer. D. Source Limitations for Connector Plates: Obtain metal connector plates through one source from a single manufacturer. E. Comply with applicable requirements and recommendations of the following publications: 1. TP1 1, "National Design Standard for Metal Plate Connected Wood Truss Construction." 2. TPI DSB, "Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses." 3. TPI HIB, "Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses." 4. TPI BCSI, "Building Component Safety Information: Guide to Good Practice for Handling, Installing, Restraining, & Bracing Metal Plate Connected Wood Trusses." F. Wood Structural Design Standard: Comply with applicable requirements in AFPA's "National Design Specifications for Wood Construction" and its "Supplement."

1.7 DELIVERY, STORAGE, AND HANDLING A. Comply with TPI recommendations to avoid damage and lateral bending. Provide for air circulation around stacks and under coverings. B. Inspect trusses showing discoloration, corrosion, or other evidence of deterioration. Discard and replace trusses that are damaged or defective.

1.8 COORDINATION and TRUSS LAYOUT A. Time delivery and erection of trusses to avoid extended on-site storage and to avoid delaying progress of other trades whose work must follow erection of trusses. B. The truss design engineer and the General Contractor shall review, verify and coordinate all truss configurations, truss layouts, required duct opening, pipe locations, wall locations, etc. with the latest architectural, plumbing, mechanical, electrical, and fire protection drawings. C. The General Contractor shall coordinate and furnish all additional roof trusses as required to accommodate shifting said trusses to clear walls, ducts, pipes, chases, timber support posts, openings, etc. while maintaining the maximum spacing of 2’-0” on center or other on center spacing as indicated or noted on the structural drawings.

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PART 2 - PRODUCTS

2.1 MANUFACTURERS A. Acceptable Truss Fabricators: Subject to compliance with requirements, truss fabricators offering products that may be incorporated into the Work include, but are not limited to, the following: Alpine Engineered Products, Inc., Wood Structures, Inc., or approved equal meeting the fabricator qualifications outline under this Section. B. Manufacturers: Subject to compliance with requirements, provide products by one of the following: 1. Metal Connector Plates: Shall be from single manufacturer a. Alpine Engineered Products, Inc. b. Cherokee Metal Products, Inc.; Masengill Machinery Company. c. CompuTrus, Inc. d. Eagle Metal Products. e. Jager Building Systems, Inc.; a Tembec/SGF Rexfor company. f. MiTek Industries, Inc.; a subsidiary of Berkshire Hathaway Inc. g. Robbins Engineering, Inc. h. Truswal Systems Corporation; an ITW company. 2. Metal Framing Anchors: a. Alpine Engineered Products, Inc. b. Cleveland Steel Specialty Co. c. Harlen Metal Products, Inc. d. KC Metals Products, Inc. e. Silver Metal Products, Inc. f. Simpson Strong- Company, Inc. g. Southeastern Metals Manufacturing Co., Inc. h. United Steel Products Company, Inc.

2.2 DIMENSION LUMBER A. Lumber: DOC PS 20 and applicable rules of lumber grading agencies certified by the American Lumber Standards Committee Board of Review. 1. Factory mark each piece of lumber with grade stamp of grading agency. 2. Provide dressed lumber, S4S, manufactured to actual sizes required by DOC PS 20 for moisture content specified. 3. Provide dry lumber with 19 percent maximum moisture content at time of dressing. B. Grade and Species: Provide dimension lumber of any species for truss chord and web members, graded visually or mechanically, and capable of supporting required loads without exceeding allowable design values according to AFPA's "National Design Specifications for Wood Construction" and its "Supplement."

2.3 FIRE-RETARDANT-TREATED MATERIALS A. General: Where designated by the Architect provide fire treated timber, using materials complying with requirements in this article, that are acceptable to authorities having jurisdiction, and with fire- test-response characteristics specified as determined by testing identical products per test method indicated by a qualified testing agency. 1. Basis-of-Design Product: Subject to compliance with requirements, treatment shall be PYRO-GUARD® as manufactured by Hoover Treated Wood Products, Inc., or approved equal. 2. Performance Requirements:

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a. Meets the performance requirements of AWPA U1, Commodity Specification H for Use Category UCFA and AWPA C20/C27. b. Produced in accordance with ICC Evaluation Service Report 1791 (ESR-1791). B. Fire-Retardant-Treated Lumber and Plywood by Pressure Process: Products with a flame spread index of 25 or less when tested according to ASTM E 84, and with no evidence of significant progressive combustion when the test is extended an additional 20 minutes, and with the flame front not extending more than 10.5 feet beyond the centerline of the burners at any time during the test. 1. Fire retardant treated lumber and plywood is manufactured under the independent third party inspection of Underwriters Laboratories Inc. (UL) Follow-Up Service and each piece shall bear the UL classified mark indicating the extended 30 minute ASTM E 84 test. 2. Use treatment that does not promote corrosion of metal fasteners. 3. Interior Type A: Treated materials shall have a moisture content of 28 percent or less when tested according to ASTM D 3201 at 92 percent relative humidity. Use where exterior type is not indicated. 4. Design Value Adjustment Factors: Treated lumber shall be tested according ASTM D 5664 and design value adjustment factors shall be calculated according to ASTM D 6841. 5. Structural performance of fire retardant treated wood shall be in accordance with ASTM D 5664 for lumber and ASTM D 5516 for plywood. Evaluation of plywood data is in accordance with ASTM D 6305. The resulting design value and span rating adjustments are published in ICC Evaluation Report ESR-1791, issued by the ICC Evaluation Service Inc. which includes evaluation of high temperature (HT) strength testing for roof applications. C. Kiln-dry lumber after treatment to a maximum moisture content of 19 percent. Kiln-dry plywood after treatment to a maximum moisture content of 15 percent. Lumber shall be labeled kiln dried after treatment (KDAT). Timber Products Inspection, Inc. (TP) shall monitor the process and the TP mark shall appear on the label. D. Fire retardant treatment shall not contain halogens, sulfates, chlorides, ammonium phosphate, urea formaldehyde or formaldehyde. E. Identify fire-retardant-treated wood with appropriate classification marking of qualified testing agency. F. Plywood treated with fire retardant shall be manufactured under US Product Standard PS 1or PS 2. Panels shall have a minimum bond durability of Exposure 1. G. Grade marked lumber treated with fire retardant shall be in accordance with PS 20. H. Application: 1. Treat items indicated on Drawings, and the following: a. Shop fabricated wood trusses b. Dimension lumber 2. Fire retardant treated lumber and plywood used in structural applications shall be installed in accordance with the conditions and limitations listed in ESR-1791 as issued by the ICC Evaluation Service, Inc. 3. Fire retardant treated lumber and plywood shall be installed in compliance with the requirements of the applicable building codes and product recommendations. 4. Treated wood shall not be installed in areas where it is exposed to precipitation, direct wetting, or regular condensation. 5. As with untreated wood avoid exposure to precipitation during shipping, storage or installation. Apply underlayment over dry sheathing as soon as practical to avoid direct rain on the panel. Panels that get wet should be allowed to dry before applying underlayment, or replaced.

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2.4 METAL CONNECTOR PLATES A. General: Fabricate connector plates to comply with TPI 1 from metal complying with requirements indicated below: B. Hot-Dip Galvanized Steel Sheet: ASTM A 653/A 653M, G60 coating designation; Designation SS, Grade 33, and not less than 0.036 inch thick.

2.5 FASTENERS A. General: Provide fasteners of size and type indicated that comply with requirements specified in this Article for material and manufacture. 1. Provide fasteners with hot-dip zinc coating complying with ASTM A 153/A 153M. B. Nails, Wire, Brads, and Staples: FS FF-N-105. C. Power-Driven Fasteners: CABO NER-272. D. Wood Screws: ASME B18.6.1. E. Lag Bolts: ASME B18.2.1.. F. Bolts: Steel bolts complying with ASTM A 307, Grade A; with ASTM A 563 hex nuts and, where indicated, flat washers.

2.6 METAL FRAMING ANCHORS A. General: Provide framing anchors made from metal indicated, of structural capacity, type, and size indicated, and as follows: 1. Research/Evaluation Reports: Provide products acceptable to authorities having jurisdiction and for which model code research/evaluation reports exist that show compliance of metal framing anchors, for application indicated, with building code in effect for Project. 2. Allowable Design Loads: Provide products with allowable design loads, as published by manufacturer that meet or exceed those indicated. Manufacturer's published values shall be determined from empirical data or by rational engineering analysis and demonstrated by comprehensive testing performed by a qualified independent testing agency. B. Galvanized Steel Sheet: Hot-dip, zinc-coated steel sheet complying with ASTM A 653/A 653M, G60 coating designation. C. Individual Roof Truss Tie-Downs (Hurricane or Seismic Ties): Provide Simpson TBE6 – Truss Bearing Enhancer framing connectors, or approved structurally equivalent connector, to anchor each end of all single ply roof trusses to the wall top plate & provide double (2) Simpson TBE6 – Truss Bearing Enhancer framing anchors (1 each side of ends of trusses), or approved structurally equivalent connector to anchor each end of all double- ply roof trusses unless otherwise indicated or noted on the project drawings. D. Multi-Ply Roof Truss Girder Truss Tie-Downs: As designed and specified by the truss engineer and furnished by the truss supplier shall be connected to the timber support columns below. E. "Truss Tie-Downs (Hurricane or Seismic Ties)" Paragraph below is based on Simpson's "TBE6 – Truss Bearing Enhancers." F. Truss Tie-Downs (Hurricane or Seismic Ties): Bent strap tie for fastening roof trusses to wall studs below, 2-1/4 inches wide by 0.062 inch thick. Tie fits over top of truss and fastens to both sides of truss, top plates, and one side of stud below. G. Roof Truss Clips: Angle clips for bracing bottom chord of roof trusses at non-load-bearing walls, 1-1/4 inches wide by 0.050 inch thick. Clip is fastened to truss through slotted holes to allow for truss deflection. H. Roof Truss Bracing/Spacers: Provide continuous lines of Simpson TSB2-24 Truss Spacer Braces made to fit between two adjacent trusses to accurately space them apart, and with bent tabs for fastening to truss top chords. Install a minimum or 4 lines of these spacers along the sloped truss top chords at each side of gable roof system.

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2.7 MISCELLANEOUS MATERIALS A. Galvanizing Repair Paint: SSPC-Paint 20 or DOD-P-21035, with dry film containing a minimum of 94 percent zinc dust by weight.

2.8 FABRICATION A. Cut truss members to accurate lengths, angles, and sizes to produce close-fitting joints. B. Fabricate metal connector plates to sizes, configurations, thicknesses, and anchorage details required to withstand design loads for types of joint designs indicated. C. Assemble truss members in design configuration indicated; use jigs or other means to ensure uniformity and accuracy of assembly with joints closely fitted to comply with tolerances in TPI 1. Position members to produce design camber indicated. 1. Fabricate wood trusses within manufacturing tolerances in TPI 1. D. Connect truss members by metal connector plates located and securely embedded simultaneously in both sides of wood members by air or hydraulic press.

PART 3 - EXECUTION

3.1 INSTALLATION A. Install wood trusses only after supporting construction is in place and is braced and secured. B. Before installing, splice trusses delivered to Project site in more than one piece. C. The intent of the structural design of this project is that all floor trusses, roof trusses and wall studs shall align vertically from the roof level down to the foundation. No floor or roof truss shall bear on a under which there is no stud. Where additional floor and/or trusses are required to accommodate chases, piping, openings, etc. the General Contractor shall provide additional studs under that truss that extend from that truss down to the foundation below. The General Contractor shall furnish and install all required additional studs as required to meet the above criteria. D. Hoist trusses in place by lifting equipment suited to sizes and types of trusses required, exercising care not to damage truss members or joints by out-of-plane bending or other causes. E. Install and brace trusses according to TPI recommendations and as indicated. F. Install trusses plumb, square, and true to line and securely fasten to supporting construction. G. Space trusses at 24 inches on center unless otherwise indicated on the project drawings; adjust and align trusses in location before permanently fastening. The bearing ends of all roof trusses shall align with the typical double 2x6 exterior bearing wall studs. H. On all typical roof trusses provide four (4) continuous lines (2 lines each side of the Open Attic Space within the trusses) of 2x6 strong-backs installed directly on top of the truss bottom chords and a maximum of 10’-0” on center and fastened securely to the vertical web member at each truss. Strong-backs shall be continuous from sidewall to sidewall. If splicing is necessary use minimum 4’-0” length 2x6 splice fastened with 12 – 16d nails (clinched) equally spaced. If no vertical truss web members are available provide vertical 2x4 vertical scab nailed to side of the top and bottom chords of each truss. I. Anchor trusses securely at bearing points; use metal framing anchors at all flush framed connections. Install fasteners through each fastener hole in metal framing anchor according to manufacturer's fastening schedules and written instructions. J. Securely connect each truss ply required for forming built-up girder trusses. 1. Anchor trusses to girder trusses as indicated. K. Install and fasten permanent bracing during truss erection and before construction loads are applied. Anchor ends of permanent bracing where terminating at walls or beams. 1. Install and fasten strong-back bracing vertically against vertical web of parallel-chord floor trusses at centers indicated. L. Install wood trusses within installation tolerances in TPI 1.

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