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BRES2017-0204 ICC-ES Report Wood TrussesDIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 17 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK USA, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC ICC ICC C PMG ClSTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPQ Award in Excellence" ■1IR INTERNATIONAL A Subsidiaryof CODECOUNCIr ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not xG� specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a Im recommendation for its use. There is no warranty by ACC Evaluation Service, LLC, express or implied, as ISOIIEC 17055 to any finding or other matter in this report, or as to any product covered by the report. P �—GMifi `- F1.dY o�rr Copyright ° 2017 ICC Evaluation Service, LLC. All rights reserved. IMES Evaluation Report ESR-1311 www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK USA, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2015, 2012, 2009 and 2006 Intemational Building Code® (IBC) ■ 2015, 2012, 2009 and 2006 Intemational Residential Code (I RC) Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch (13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch (9.4 mm) long, and there are 4.8 teeth per square inch Reissued June 2017 This report is subject to renewal June 2019. A Subsidiary of the International Code Council® (0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mll 20 HS, and MT20HSTM: Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressec4 norm e Owy to & construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, i.t , express or rmplied as 7s� to arty finding or other matter in this repor% or as to any product covered by the report Copyright 0 2017 ICC Evaluation Service, LLC. All rights reserved. Pagel of 5 ESR-1311 I Most Widely Accepted and Trusted 2of5 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Tables 1 and 2 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.10.5 of the 2015 IBC (Section 2304.9.5 of the 2012, 2009 and 2006 IBC) and Section R317.3 of the 2015, 2012 and 2009 IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek® metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of ANSITTPI 1, engineering drawings and the applicable code. 5.4 The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek"' metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. 6.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada, under a quality - control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-2002, 2007 and 2014. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTek® name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted 3of5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/inz1PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND Mill 16 Douglas fir -larch 0.50 176 121 137 126 Hem-fl r 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and MII 20 Douglas fir -larch 0.50 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mill 20 HS and MT20HS Douglas fir -larch 0.50 165 146 135 143 Hem-flr 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lbCn` = 6.9 kPa. NOTES: 'Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. `AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicularta load, wood grain perpendicufarto load 'All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE M-16 AND Mill 16 M-20 AND Mill 20 M-20 HS, Mill 20HS AND MT20HS DIRECTION Efficiency Pounds/inch/Pair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint), Tension @ 00 0.694 1982 0.50 880 0.624 1590 Tension @ 900 0.300 857 0.47 820 0.523 1333 Tension Values in Accordance with Section 5.4.4.2.1 of TPIA (Maximum Net Section Over the Joint)z Tension @ 00 SG=0.42 - - - - 0 671 1712 Tension @ 0° SG=0.50 - - - - 0 697 1778 Shear Values Shear @ 00 0.54 1041 0.49 574 0.43 761 Shear @ 30° 0.61 1173 0.63 738 0.61 1085 Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 1 490 1 0.34 608 Shear @ 150° 0.35 672 1 0.46 1 544 1 0.3 537 For SI: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: 'Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 2Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For theseplates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 5 0.330' 0law 0.370" ��000 WIDTH M-16, M1116 0.14S 0-w 0.12W 0Aw �r g 2f o 0000�0�00�00 T�4OOOOOOOQ�� E E xi n n n n rn n WIDTH M-20, M 11 20 FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0.125' 02W O-W 0.W WIt1TH M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2017 This report is subject to renewal June 2019. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK USA, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss connector plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM, recognized in ICC-ES master evaluation report ESR-1311, have also been evaluated for compliance with Chapter 23 of the code noted below. Applicable code edition: 2013 California Building Code (CBC) 2.0 CONCLUSIONS The MiTek® Truss connector plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with CBC Chapter 23, provided the design and installation are in accordance with the 2012 International Building Code® (IBC) provisions noted in the master report and the additional requirements of CBC Chapters 16, 16A, 17, 17A and 23, as applicable. This supplement expires concurrently with the master evaluation report, reissued June 2017. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed � m as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service. LLC, express or implied as I to anyfinding ing or other matter in this report or as to any product covered by the report , Copyright 0 2017 ICC Evaluation Service, LLC All rights reserved Page 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2017 This report is subject to renewal June 2019. wwwAcc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK USA, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: ■ 2014 and 2010 Florida Building Code —Building ■ 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSM, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the Intemational Building Code® (IBC) provisions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTm has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality -assurance program is audited by a quality -assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official, when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued June 2017. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed I as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied as Wig_ to any finding or other matter in this repor4 or as to any product covered by the report r Copyright 0 2017 ICC Evaluation Service, LLC. All rights reserved Page 1 of 1 CosnpuTrus. Inc. Custom Software Engineering Manufacturing DOLIBLJ PLATE; FILE NO: BLOCKING DETAILS DATE: 07/23/08 REF: 25 ,15-1 DES: SC IBC 2009 /CBC 2010 SEQ: S151507 TRUSSES SPACED AS REQUIRED I y NAIL TRUSS TO SPACER BLOCK PARALLEL ONE SIDE, TOENAIL TRUSS TO TOP PLATE WITH 2-16d NAILS ] Tifd NAILS OPPOSITE SIDE THROUON SPACER BLOCKINTO A Tpp PLATE TOP A STUDS SPACED AS REQUIRED EASE BLOCK WITH 2-16d NAILS PARALLEL ONE END, 2-1 Bd NAILS TOENAILED OPPOSITE END, SPACER BLOCK WITH 3-16d NAILS INTO TOP PLATES 2-16d NAILS INTO EASE BLOCK SECTION A.A ALTERNATE EXTERIOR WALL SEE NAILING REQUIREAENTS FOR SlIPSON H2.5 CONNECTOR TOENAIL'2-16J NAILS INTO EASE BLOCK o�p�sTr►.is. {n�. NON -BEARING PARTITION PERPENDICULAR TO C TRUSS Custom Software Engineering Manufacturing BOTTOMCHORD- A TRUSS CLIP OR OVAL WITH 1.16d NAIL OR A 4-1 EQUAL. 5£C •^•iYH A -A TJT 2r1 BLOCK SPACED 24' o c TYPICAL 2.4 BLOCK -ATTACHED WITH 2-16d B NAILS AT EACH END TRUSS BOTTOM CHORD B SECTION B-B NON.6EFA.?4O PARTITON PARALLEL TO TRUSSES 3O WX TR USS TO BLOCK 2O SET NEK TRUSS AND TOENALTO PLATE FILE NO: CONNECTION DETAILS DATE: 01 /20108 REF: 25-15-1 DES: SC IBC 2009 / CBC 2010 SEQ S151506 TRUSSES SPACED AS �CompLlhjs, Inc. 0 -Ut') Custom Software Engineering Manufacturing Gable end trusses that have been designed to support vertical and/or seismic loads sometimes require that their top chords be notched for outlookers. These types of trusses have come under increased scrutiny by the building departments and their field inspectors. The top chord is a critical component in the truss and considerations must be made during the design process to prevent repairs later. Several options are listed below. Option I: For 2x4 Outlookers cut into Ic • For 2x4 Outlookers. • Requires 2x4 blocking between outlookers. Option II: For 4x2 Outlookers • For 4x2 outlookers. M- .50 (a, 36" Notches must be cut with care. • No blocking required. Do not cut into • Same cutting as for common. heel plate • Shim let -ins at each end for full bearing. Option III: For 4x2 Outlookers - Span < 24'-0" • For 4x2 outlookers. • 4x2 blocking between outlookers required. Option IV: For 4x2 Outlookers with full continuous bearing, studs at 16" o.c., and sheathing material attached to one face IBC 2009 / CBC 2010 • 4x2 notches must be cut with care. • No extra measures required. 850 00 V m PAW N --G) 9) p A W N � C �Om f0 m 07 ON X g N07 C �Z n O 8 �39 nm v z7•(n DX 7 W � QO y O_ m 3Q 0) m-n' N 3• MCC N. 7 N N » f/1. 7rn'7 m (O °°—' 3 D O 7 -0 a Q ` m d C m 0 (O N N < Z n •- 03 7°< m 0 0 m Z (D C 7 m a m (D 0. O Vl = N a m g oof0� r 7° D(C 7 c 0 y S °1 s m O 3 j 7 S a C 7 0 m N C Q C Q S C 7 3 N, O `� (O �, 7 N• S S N m C m N (O m �1 7 G 0 N a N C N :D m N° N m m O' N (� C 7' N 01 `N"(O 30 �� to N g o C7 n .}6' O 7 m .O. �3 7 0� 3 $= d C o O N 0` 7 m m 2 m - n m N O . m 'a • a c G n �. (O 'm0 m. o `� m 7 CO) 0)�_ n C m m_ N G m 3N m 30 0-0 7 7 m m m �.� -0 aS Qm m SO'O m ' 7 n m j m m7N�N m 0 01 N 7 (p y 7 m 7 c N 03 m N 0 0 7 n m n w7N. N C n m O of <5 07 N 0 7 n �• OO 60 �•nN yC M 7 v m g s (Sp 3 7 m_ „O'.i�-aRO m o 7 7 00 °. 3 0 y 0 y <m °m v y m `G m 7c° om°n7 c 6� 0 3 7 m 0 7 m» 7 S �tn Dc Om S n� 9\ N N 7 D M . V 6 c_ �.�'N"N O N5-3n /� Y/3 O w� np�NNSCN'y7 og N 6 7 cr m �' N N� m m W N N 0, C. = 7 m Q r 01 O -. �• .ms 3 C m 0' N 7 01 C O 7 m Q- - N Q CD W 7 a ° 7 N 7 O. 0/ N 7. 0 547 7 cr a Q N m C CL 8 m g 3 m m O (p 0 m ID a 01 j Ol S � 0^ 0 o C m m m `� 0 O7 m v °, n 3 v v m 7 m Q3 C Z i a N O N Erl C y 7 O 7 N Ol Q O m 0) (n m S 7 O-.CiQ O"a0- =1 O m o•m Q N �• Q(m!-1•� co M. 3 o m 7° N 7 N 03 7 Z Dco D 0 m m Ot .. f0 N w 0 s: 7 N — (G m 7 7 0 m 7 Q (m/1 CD (�D CD S v 7 cr K Q m m C GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, installing and temporary restraining and bracing of trusses. Refer to P,iSi C11B1P.So Good Practice [or Llandhuc�10.5:BI ing RLsbaining A Brixirtg_0L MIS rLner,et yyood r rrtr for more detailed information. Truss Design Drawings may specify locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the j SLIrhR.IdLY��Cr nn2B.� Rostra Intl Bra nrg nFSh�niS� Vleh ! ten i75 for more information. All other permanent bracing design is the responsibility of cite Building Designer. NOTAS GENERALES Los trusses no estan marcados de ning6n modo que identifique la frecuencia o locallzad6n de restrlcd6n lateral y arrlostre diagonal temporales. Use las recomendaaones de manejo, instalation, restriccOn y arrlostre temporal de los trusses. Vea el folleto B53 Guz ,de 8u-,7a PreC.ica pand el -M ROjD i ffmiap6n. APSttiEcTAn RltlostiidLbs Iti�54ti dA Nudely CslQf.'s�7dgS.iR�IgCtZitIF pans nformadbn mas detallada. Los dibujos de diseno de los trusses pueden especificar las localtmciones de restricddn lateral pertnanente o refuerzo en los miembros individuales del truss. Vea la hoja resumen BC31-53 - 7eslOcd5n,'AmQStre Pam%awrtp. de Ojerdas_'f.I? ['t'�Cos ` "1:Ci pans mas informad6n, El resto de los disenos de arriostres pennarientes son la responsabil'Idad del Disehador del Edlfldo. ® The r-anwquences of improper handling, erect- ing, lfatalltrgr restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. El resultado de un manejo, levantamlento, instalacion, restriction y arrisotre incorrecto puede ser la caida de la es ructura a a6n pea, hericlos o muertos. ® Bandung and truss plates have sharp edges. Wear gloves when handling and safety glasses when cutting banding. Empaques y placas de metal tienen bordes afiladas. Use guantes y lentes protectores cuando torte las empaques. . `w HANDLING - MANE30 ® Avoid lateral bending. — Evite la flexion lateral. ® Use special care in UOlice cuidado windy weather or especial an digs near power lines ventosos o cerca de t and airports. cables electricos to de aeropueros. r � ® The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. El contratista Ilene la responsabdudad de recibir, descargar y almacenar adecuada- mente los trusses en la obra. t If nussrs are to bestered norizun-�aIly, plate block -rip of sufficient height beneath the suck or b u55es at H'to t0' on .'_enter. For tnusses stored for more than tine w ek, cover bundles to prevent gain tut allow for ventiiaticn. R=feu to Pl_rirHt:e-`p(- r°I7O. is 1ri• irlr.IL Br;;rtrn of I.7,=t.rl Plate cnmeCad';icr,'d_Tr,25Esis for more detailed irforrrs3hon pertainino to handling and jobsite storage of trusses SI los trusses esturan guardados horizon- talmente, prunga b!cqueando de a!Lura suficiente detras de la pil.-, cue Ios ins=es, Para trusses Uuardadcs por rods de unit eema^a, a:brp !as pa qucles para omvenir aumento de hared id -ero peg-rr,ta ,erti- I: r:ur.. Vea el 6illcto ECS-1 Goia de suc,na prjr.gi pea eJ_ i ej+irsta!aaj.n,_Er ;GCr-rtyBL ripjfr�g_ re lcC T u55 .t c!p '_�rlF'{'.-fr,^vtirins rcn I�,x _err f t;tat ear in!urm:+cen eras dcl. iJada cobrc cl manejo y alrrraccnact G_ ios trusses en 6rea ce trseaju. or truser bar for truss 1. Use pr ooer rig- Use egapo apropiado ow-g and noistinn para levantar e egrepnten;- urprovs;r. Do not store No almacene unbraced bundles ver[kalmente Ins upright. trusses sueltos. Do not store on No almacene on uneven ground. tierra desigual. HOISTING RECOMMENDATIONS FORTRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. ® Warn!ngl Don't overload the crane. !Advertencla! INo sobrecarga la gnia! Never use banding alone to lift a bundle. Do not lift a group of individually banded burxlles. Nunca use solo los empaques pare levantar un paquete. No levante un grupo de empaques individuales, A single liit i7olfd may be used for bundle , %Yth hpssn..s up to'15'. Two lift points may be used for bundles with trusses up to 60'. ® Warning! Do not aver load supporting Use at least 3 lift points for L•unciles ,mth structure with truss bundle. trusties greater than 60'. iAdvertencial No sobrecargue la estructura Puede user tin solo !ugar de levanter para apoyada con el paquete de trusses. paquetes de trusses hasty 15 pies. Riede, u;fir dos puntas de levantar pars u Place hu:c Lurdl s in stable puss;;on. paquetes .mas de 60 plus. Puse paquetes de trusses en una posse: n Use por to menus tres punlos de levantar para estable_ iaquetes mas de CO pies. INSTALLATION OF SINGLE TRUSSES BY HAND INSTALAC16N POR LA MANO DE TRUSSES INDMDUALES QTrusses 20' r riTr 30' or or less, sup r u les." :..rppert at t port at peak. quarter poins. Levante I" Levante de del pim ;os fi�l los cuartos I trusses de 2 de tramo Ics ``E 20 pies o I f Tfusses up to 20' I trusses de 30 4 Trusses up to 30' .� menus. Trusses pasta 20 pies pies a menus. Trusses hasta 30 pies I HOISTING OF SINGLE TRUSSES — LEVANTAMIENTO DE TRUSSES INDMDUALES Vq QHold each truss in position with the erection equipment until top atord temporary lateral i Fsbaint is installed and the truss is fastened to the bearing points. Scstenga cads truss en posicdn con Aquipc de gl ua Rasta que la resu Iccicn lateral mmporal de !a cuerda superioi Este instaiadc y el truss ester asegurado up, ies soportes. ® Warning] Using a single pick•point at the peak inan dilffLya the truss. d Advertence! El use de un sob uugar para I levantar en el pko puede hater dano al truss- !I HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES tit' err RECOMENDACIONES PARA LEVANTAR TRUSSES INDMDUALES T eareadar burin to �� I . Tegl'ne � � rnna IengN 1 Taussf5 ur ro ao TAUSSEs MASTA a0 PIES I 1 M2 TagEne _ TRUSSES UP TO 30' _ 101rf65ES [r OA 30 noes Attach Laces spreader bar 10, O.C. above or s7Llbadr max. rri -hei* Syreador bar V3 to 3141— lergrh Yaryan - MUs!R5 UP TO Anti O R oR TRUSSES HASTA Y SOME 60 PIES TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL QRefer to BLSt--B2 Summar E5he_e_L Tru5S_ 1r.I5tcLIIfltLQf1F. Tgmp4r1ry_ReSD3LntJ ir3cirR1for more information. Vea el resumen BC51 B2_- RegrtorV ALriastre_TempgomLY�rk*Oz)Ci6n de los Trusses para mas information. QLocate ground braers for first fe :5s dimctly m line with all r"S tf lap chord temporary lat- eral restraint (see table in the next column). Ccioque Ins arriostws de Berra para el primer truss directameute en l:nea con cada una de has hlas de restrcdon lateral temporal tie la Ccci ca super!ar 'Vea la Ludo or, !a prosim cclumna; Do not walk on unbraced trusses. 4 No ramine en trusses sueltos. it Top Chard Temporary Laleral Restraint MLR) .' W mIn- =g0' Brace first truss ,�rrails— securely before erection of additional �• trusses. STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALLACION DE LOS TRUSSES t � :. `I -..I cc t� '1 �. I -','i i '� pelf •rl in t I � . _ .,luc . �I 51fr r. ail.. • D �r - , ,-r_. r.ra . ru ;o -irashartany_2Ccs7elbru.Dwl,__ebe, r.r !:f i:l;; Cr s,]`.Jr -L -,-, l:!!f ,In ,; 1!i_�3 M' =mot. i't; l- I f rr-a rre f,r .0;' r r - 1' l Re i t .stm c LL d are a' p r rC.3 I;- i;- uaj;:r �`' ^itz•..-.. Man Q Refer to 1 a• SumnyyKy - Trug� ir.5til la=an.;. Trip, p1)rary-Kol rat-tfl L+r2tiCn for mere infurrna0cal. `.'ea e-1ar.p;T�paSIkchm--a mayor infurmacion. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES EL RESTRICCION/ARRIOSTRE EN TODOS PLANOS DE TRUSSES. (;_r-,ci',,] d „ fol' ,-:'I ti r_ac., cxc-, :..-- inna ...!L:d cYj.- I_;,....�_.. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' D.C. max. Hasta 30 Dies 10 Dies maxlmo 30' to 45' 8' o.c. max. 30 a 45 Dles 8 Dies maximo 45' to 60' 6' o.c. max. 45 a 60 Dies 6 pies maximo 60' to 8V 4' o.c. max. 60 a 80pies' 4 pies maximo -Consult a Professional Engineer for trusses longer than 60'. 'Consulte a on ingeniero para trusses de mas de 60 pies. .C3 _+i till:u p3r., i.a; ,.is.. . t., I•!. t r.. - QRefer toCiL3_SUm _ Mile fititift -P�rr[Inn�n1_ . f es,rain8r�tiC oLCholds- $ Web Membel mr Gahle End Frame resVairltr'brac:ng/ relrforcemimm i. Informacar. Para lrrfcrzcxuirl sabre . Tes;rlc*fdr+ld ef� ver;n _`_ licpcn'ci4q.3rul Pura di ilddbn de hwm ue6 kt,'•.c_; fn.- ell 5=d0Arr10ft- Ground bracing not shown for clarity. R•:rpita los arrsuL P_etnaD�a:.� - urLip"f 1l::_ Para a 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS LATERAL RESTRAINT ar cin & DIAGONAL BRACING Web Members ARE VERY IMPORTANT iLA RESTRICCION+ LATERAL Y EL t_ ARRIOSTRE DIAGONAL SON MUY Bottmm chr IMPORTANTES! Diagonal Braces even Q_ 4 J truss spaces (20' max T 10'-15' max. Same spacing as li bottom chord Lateral Restraint Some chord and web members not shown for clarity. Lateral Restraints - 2x4xl2' or greater lapped over tvvo trusses. Bottom " chords Soma chord and web members not shown for clarity. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LA RESTRICCION Y EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 Q Refs tc f3C5f-87 Diagonal Bracing SUn,nk_^j-Sh,,t- 10, or 15' _ Repeat Diagonal Bractrlg TOLn0r4r/ L4_I'er- � - E� vary if'i'dDew SpM•e5 (1D) manent Re.Ara!ntj �� &adlxl For Ptrallel_ rtprdTrliS_esfor mute information, 1 a el resuritr', Apply Diagonal Brace to - @C„SZ@7=Res�rlr vertical webs at end of non 1 arriosfrt y cantilever and at bearing All Lateral Restraints locations, lapped at least two trusses. 'Top chord Temporary Lateral ,Restraint spacing Shall be 10' o.c. max, for 3x2 chards and 15' o.c for 42 chords. 111J 1 JHLLLII%3 lIVJ 1 H1L.HViV1V Outof'Plana 111!lfarist a be Rice-, o-P! so" Out of Plumb M= Truss �J TaterBn:las Ora r tiarad LTI.:n, O. �- D/50 . D (ft.) Bow Length 718" 146' max.9 w tfr+Ox+ 1/2" 2' 1" 16T Uaa Dow 314" 3' .... Ci 1' 4' 1-14' 20 8' n ; o I Plumb ©TDk''rlrnr.:_1•. I � bob 1-311 22 9' 1-112" 250' L"1it :b�ilimt. I i, T 1-3/4" T 1-314" 292' Tolr.:ianciaspY7 D/50,,x Fu :Y.a-CC-Pwmatia. 2' >5' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION Q, Do not pruLLud with curu[rucbon until all lateral iestraint and braang is seaureP/ and properly in place. No prcuda con la ccrsLrucciun hasta qua Codas las rest,^Y- riones iaterales y lus arriostra estcn colorados en forma apropiada y stgura Do not exCNd maximum ;tack heights. ReFcr to BC5.I-&I Zjnnrrtary_Shea - tnitr rcrk%R • Darirtd for more information. No r,comerdadas, .Vca el res&nen 13CSI-64 Cal Cpn-qri�p Fora mayor infoimadon. II -- I qwlt -:I!- - M�a� t, Do not mmrloarl :;mall uruups or sing!etrussen- No sobrecarcua pe'que;los grupos o busses :ndividuaies. Never stack IUa'P: iehS near EI fJ'rak Nurr_a amontone mi erial scree r.e'i plco. 1Ae xlnbnn Sta cQ 1lnryld rw Taalonsl �n iruraaa Material Haight Gypsum Board 1T Plyvxwd or O5B 16" Asphail Shingles 2bundles c—rale Bla-k 1. Clay Tile 34 tiles high Pine, icrC.s over?c many trss=5 -I5 ^ossdlir, L_u:CTeL' lri r:rgn.s_-are UrduS ll.'W—s cc:; io sea ffl loads c'.'cr food be3riny s'ralls. .l:s caruas- soure la, iJ. -ass cq,crianc=s_ qP ?frlus.racDg ALTERATIONS-ALTERACIONES -- Inca Q Rafe to BGS IcfiS_Sutn1DD=/ 54_'e'mTruSslnjfeaye, JVbsftk blQdfr:n liG25_ lnstZa['On Fulo Ved el resumer BC51-6 Dales de ft:s5e-5, �1r>rj_I�cd,ion zn'�a �b1aY lr'ro�s air• Ur`w�lrt��wt, Do not cht, ette, or drill any .tructural member of a truss unless specifically pefmltt=_d by the ruts Lle iqn Drawing. r, ` i`Io torte, alters o p'etforc Nmizil micmbro ustrictural de los tra, ses, a mends que este penriLdo en el chkiio del df.enD del truss. RLIE5es that have been c:ervoaded during construction cr altered wichoot th❑ Truss f4anu`dC.urer's prior approvel Mai render the 7111L5$ hlanufarturer's Yrn't'd waranty null and void, Tru9�es que se han sobrfaigaoo durante'a mnstrucr& o hen sieo alterados sin una autorizzciun or, -via (lei ",Wr ante de Trusses, puedan rrducir o diminar li garantia del Fabricante de Musses. NOTE: The Truss Manufacturer and Truss Designer r&v on Inc p:"3umpUDn the: the Cwtractw and crane upowlur are r;r�!esdaak wah the ,aridbility, to wderta4 the w k they-9-di to do on arty given proect, if the Contractor believes it needs assistance in sane aspect or the mrtstnxnon project. h crodd seer, assistance from a competent party. The nU=s and prpi�dures cudined 6a Ws doc,d—t are inlerxled lu esure thatthe dwell i—u—lion le;hniques engloyed will put the 4a ntn place SAFELY. These r.—endittions for ha d i g, installing, restraining and brine, tru— are based upon the mremve raperlerre of lwding personnel irvdve0 wide Wn design, -ranufmAurc and imxanati«r, but must, due to die nature of respnnsibkim inwlved, be p—ted cn,y M a GUIDE ra use by a qualiled Budding Des'.gr cr Comrddm- It is not intended Vat 11— rmnrnordat r be mtemrRed as superior to the Building Designers design s—ficabon for handFng, imYEling, restra . ing RwJ bradng buses and It dos rot prcorrda the —of other equivalentmethods for restrannalbmdrtl and providing stability V Lila vans, miumns, rmm, roofs and all ;herote-related ki-Lat al bung components as deternnned by the Ccnuxtor. Thus, YrG and TPI a T—ly aisdaim any resp nifty fa damages arising from the uv,, app'k2fion, of reliance on the wommendatii + -r.d imam Um contained Baran. TRUSS PLATE INSTITUTE 6300 EnterpriseLane• Madlson, WI 53719 21B N, Lee St., 5te. 312 • Ak-rdira, VA 22.31.1 608/2744849 • www sbaridustrycom 703/683-1010 •'.:vrro-tpinst.org