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102 AQUATIC DR - TRUSSES (BLDG 1, 2 &3) • Ridgway Roof Truss Company (Trusses and Prefabricated Building Components) Mailing: P.O. Box 1309—Gainesville, Florida 32602 Physical: 235 SW 11th Place— Gainesville, Florida 32601 Telephone:(352) 376-4436 Email:Sales@RidgwayTruss.com FAX: (352)371-3316 www.RidgwayTruss.com WARNING THESE TRUSSES MUST BE HANDLED AND ERECTED ACCORDING TO BCSI SUMMARY SHEETS http://www.sbcindustry.docs/06_bcsi_booklet_final.pdf SEE TABLE OF CONTENTS SEALED eyeF DESIGN MANUAL o0 PROJECT NAME: B1i ; 1, 2, or 3- Roof- Aquat'c Townhomes JOB NUMBER: 16-051 . CONTRACTOR: TRIBRIDGE RESIDENTIAL CONSTRUCTION DATE: 8-19-16 sks Revised 10-10-16 az REVISIONS: COMMENTS: 4 - , 41% 4 - e , 4411 mora Els, Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: 160516 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: TRIBRIDGE RESIDENTIAL CONSTRUCTION Project Name: Aquatica i oWnhomes0 model: Bldg 1,2 or 3-1 Lot/Block: - Subdivision: -- Address: - City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: City: State: General Truss Engineering Criteria& Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014 Design Program: OnLine Plus 30.0.054 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 21 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T9312584 B1 8/19/16 2 T9312585 B2 8/19/16 3 T9312586 B3 8/19/16 4 T9312587 B4 8/19/16 5 T9312588 B5 8/19/16 6 T9312589 R1 8/19/16 7 T9312590 R2 8/19/16 8 T9312591 R4 8/19/16 9 T9312592 R5 8/19/16 10 T9312593 R6 8/19/16 11 T9312594 R7 8/19/16 12 T9312595 R8 8/19/16 13 T9312596 R9 8/19/16 14 T9312597 R10 8/19/16 15 T9312598 R11 8/19/16 16 T9312599 R12 8/19/16 17 19312600 R13 8/19/16 18 T9312601 R14 8/19/16 19 T9312602 R15 8/19/16 20 T9312603 R16 8/19/16 21 T9312604 T1 8/19/16 .oltsinlieIis The truss drawing(s)referenced above have been prepared by MiTek ,`�>>O�QUI1 VF .#i,�� USA,Inc. under my direct supervision based on the parameters `�.. `,„�G ENS .r� ,�� provided by Ridgway Roof Trusses. . No 6a1 Truss Design Engineer's Name: Velez, Joaquin ?,k �, My license renewal date for the state of Florida is February 28,2017. — : * f1t : IMPORTANT NOTE:The seal on these truss component designs is a certification :?'t STATE, Q .'4.,44r that the engineer named is licensed in the jurisdiction(s)identified and that the w . �.' designs comply with ANSI/TPI 1. These designs are based upon parameters I'�i`•.4 Q R toy Q;, t y„ given to MiTek. Any project specific informationshown(e.g.,loads,supports,dimensions, included is for MiTek's cs and design codes), ustomers were se .4.0 'ON'►!E' o`er, et file reference purpose only,and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design Joaquin Velez PE t4o.68182 parameters or the designs for any particular building. Before use,the building designer Mk*LISA,Inn,R.Cat 8tx4 should verify applicability of design parameters and properly incorporate these designs 1384 Iasi Bnvd,TamaF1,W1° into the overall building design per ANSI/TPI 1,Chapter 2. August 19,2016 • Velez,Joaquin 1 of 1 a • •• •No • mit Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 160516 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd.� Customer Info: TRIBRIDGE RESIDENTIAL CONSTRUCTION Project Name: Aquatic i ownhomes0 Model: Bldg 1,2 or 3-1 Lot/Block: - Subdivision: -- Address: - City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014 Design Program: OnLine Plus 30.0.060 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 3 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T9633106 R1 10/10/16 2 T9633107 R2 10/10/16 3 T9633108 R4 10/10/16 The truss drawing(s)referenced above have been prepared by MiTek ;;1��J1N. VF4�'�i,� USA, Inc. under my direct supervision based on the parameters *� '��'�• �NS .�� ,�~may provided by Ridgway Roof Trusses. �. S. Truss Design Engineer's Name: Velez, Joaquin ►.*s` No ���'v �'1* 7. My license renewal date for the state of Florida is February 28,2017. - ' de 'yr 'Q: IMPORTANT NOTE:The seal on these truss component designs is a certification !,pO:�. STATE(CIF .•4)..,14: that the engineer named is licensed in the jurisdiction(s)identified and that the ,e +► designs comply with ANSI/TPI 1. These designs are based upon parameters �'C•(•.',.., O R �Q P�. ' shown(e.g.,loads,supports,dimensions,shapes and design codes),which were /j tSy••.•••'° %+1 *6 fileen to referenMiTek. urpo eproject only,and was not information aincluded nt in for the iT k of customers '�r� SON A` �ts% purpose y preparation these designs. MiTek has not independently verified the applicability of the design Joaquin Velez PE Na.68182 parameters or the designs for any particular building. Before use,the building designer MiTek USA,Inc.FL Cart 6634 should verify applicability of design parameters and properly incorporate these designs 6904 Parke East Blvd.Tampa FL 33610 into the overall building design per ANSI/TPI 1,Chapter 2. Date: October 10,2016 Velez,Joaquin 1 of 1 1 Table of Contents 1.General Notes 2.WTCA 1-1995 ( Standard Responsibilities in the Design Process involving Metal Plate Connected Wood Trusses) 3.Engineering (insert) 4.Layout of Truss Placement Plan (insert) 5. Jobsite Package w/ BCSI B-1, B-2, B-3 and B-4( Handling, Installing and Bracing Information) http://www.sbcindustry.com/does/06_bcsi_booklet_final.pdf 6.Standard Chord and Web Repairs 7.Examples of Permanent Web Bracing • ROBBINS ENG . GENERAL NOTES & SYMBOLS PLATE LOCATION PLATE SIZE LATERAL BRACING —�{ If 108 Center plates on joints 6.3 x 8.8 The first dimension is the 1x4 continuous lateral bracing unless otherwise noted in width measured perpen- attached with(2)8d nails each MEI plate list or on drawing. dicular to slots. The second member where indicated or 2x4 Dimensions arc given in dimension is the length "T"or"L"brace stiffener if inches(i.e.1 1/2"or 1.5")or measured parallel to slots. applicable nailed flat to edge of IN-16ths(i.e.108). web with 12d nails spaced 8"o.c. "T"or"L"brace must be extended at least 90%of web length. PLATE ORIENTATION DIMENSIONS BEARING — When shown,indicates 6-08-08 All dimensions are shown in When truss is designed to — direction of slots in FT-IN-SX(i.e.6'8 1/2"or *I bear on multiple supports, connector plate. 6-08.08). Dimensions less mom, interior bearing locations 708 than one foot are shown ins should be marked on the ~moi IN-SX only(i.e.708). 0 truss. Interior support or temporary shoring must be in place before erecting this truss. If necessary,shim bearings td assure solid contact with truss. ROBBINS LOCK connector plates (20 ga.galv. steel Trussed Rafters. Robbins Eng.Co. bears no ASTM A653 SS Grade 40) shall be applied on both responsibility for the erection of trusses,field bracing faces of truss at each joint. Center the plates, unless or permanent truss bracing. Refer to HIB-91 as shown otherwise by circles (o) or dimensions. No published by the Truss Plate Institute,583 D'Onofrio loose knots or wanes in plate contact area. Splice Drive,Suite 200,Madison,Wisconsin 53719. Persons only where shown. Overall spans assume 4"bearings erecting trusses are cautioned to seek professional at each end, unless indicated otherwise. Cutting and advice concerning proper erection bracing to prevent fabrication shall be performed on equipment which toppling and"dominoing". Care should be taken to produces snug-fitting joints and plates. Unless prevent damage during fabrication,storage,shipping othen'ise noted, moisture content of lumber shall and erection. Top and bottom chords shall be not exceed 19%at time of fabrication and these adequately braced in the absence of sheathing or rigid designs are not applicable for use with fire retardant ceiling,respectively It is the responsibility of others lumber. This design was prepared in accordance with to ascertain that the design loads utilized on this "National Design Specifications for Stress-Grade drawing meet or exceed the actual dead loads Lumber and Its Fastenings" (AFPA), "Design imposed by the structure and the live loads imposed Specifications for Light Metal Plate Connected Wood by the local building code or historical climatic records. Trusses" (TPI),and HUD Design Criteria for FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF BUILDING DESIGNER TO REVIEW THIS DRWG.&VERIFY THAT DATA INCLUDING DIM. & LOADS CONFORM TO ARCH. PLAN/SPECS& FAB.TRUSS LAYOUTS. CORPORATE HEADQUARTERS oaao � P.O.Box 280055 ;.4,ce4,4..k ff.z. Tampa, FL 33682-0055 800-282-1299 • Fax:813-971-6117 1 ../ . ivyWood Trussuof er5937 Meadowood Dr., Ste. 14 •CoMadison,ncil WI 53711-4125 •Am608/274-3329(faxica) Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses WTCA 1 -1995 Developed by the WTCA Engineering Review Committee in cooperation with the Truss Plate Institute The Wood Truss Council of America publishes standard practice materials prepared and edited by knowledgeable authors • from the construction industry to give as much assistance as possible to owners,architects,engineers,contractors,building officials, and others involved in the metal plate connected wood truss industry.The competence of the authors ensures accurate and authoritative information in regard to the subject matter covered, but, of course, neither the Wood Truss • Council of America, nor the authors make either express or implied warranties in regard to the use of the materials. 1.0 SCOPEAND DEFINITIONS 1.1 This standard defines the design responsibilities of the bracing, anchorage, connections and field individuals and organizations involved in the preparation, assembly. The term "Contractor"shall include submittal, review and approval of each Truss Design those subcontractors who have a direct contract Drawing and Truss Placement Plan associated with the with the Contractor to perform all or a portion use of metal plate connected wood trusses. These of the storage, handling,and installation of the guidelines are presented as industry standard practice.The trusses. guidelines are not intended to preclude alternate provisions as agreed upon by the parties involved. 1.2.5 "Engineer-of-Record"shall mean the registered professional engineer responsible for the 1.2 The following definitions shall apply: structural design of the structure and who produces the structural drawings included in the 1.2.1 "Architect"shall mean the individual registered Construction Design Documents. architect responsible for the architectural design of the structure and who produces the 1.2.6 "Owner" shall mean the individual or architectural drawings included in the organization for whom the structure is designed. Construction Design Documents. 1.2.7 "Truss" is an individual metal plate connected 1.2.2 "Building Designer" is the individual or wood structural component manufactured by the organization having responsibility for the overall Truss Manufacturer. building or structure design in accordance with the state's statutes and regulations governing the 1.2.8 "Truss Designer" is the design professional, professional registration and certification of individual or organization,having responsibility architects or engineers. This responsibility for the design of metal plate connected wood trusses.This responsibility shall be in accordance includes but is not limited to foundation design, structural member sizing,load transfer,bearing with the state's statutes and regulations governing conditions,and the structure's compliance with the professional registration and certification of architects or engineers. Also referred to as truss the applicable building codes. Also referred to engineer, design engineer, registered engineer, as registered architect or engineer, building designer, and registered building designer, but and engineer,but hereinafter will be referred to hereinafter will be referred to as Building as Truss Designer. Designer. 1.2.9 "Truss Design Drawing"shall mean the graphic depiction of an individual Truss yrepared by the 1.2.3 "Construction Design Documents" are the architectural drawings, structural drawings, Truss Designer. mechanical drawings, electrical drawings, and 1.2.10 "Truss Manufacturer"shall mean an individual any other drawings,specifications,and addenda or organization regularly engaged in the which set forth the overall design of the structure manufacturing of Trusses. and issued by the Building Designer. 1.2.11 "Truss Placement Plan" is the drawing 1.2.4 "Contractor" shall mean the individual or identifying the location assumed for each Truss organization responsible for the field storage, based on theTruss Manufacturer's interpretation handling, and installation of trusses including, of the Construction Design Documents. but not limited to,temporary bracing,permanent 3 2.0 OWNER RESPONSIBILITIES 2.1 Directly or through its representatives,which may include Truss Design Drawing and Truss Placement Plan; and the Contractor and/or Building Designer;(a)review and (d)coordinate the return of each approved Truss Design approve each Truss Design Drawing; (b) review and Drawing and Truss Placement Plan to the Truss approve theTruss Placement Plan;(c)resolve and approve Manufacturer prior to truss manufacturing. all design issues arising out of the preparation of each 3.0 BUILDING DESIGNER RESPONSIBILITIES 3.1 Design a structure suitable to ensure that the intended 3.2.8 Proper transfer of design loads affecting the function of eachTruss is not affected by adverse influences Truss;and including, but not limited to, moisture, temperature, 3.2.9 Adequate connections between Truss and non- corrosive chemicals and gases; Truss components, except as noted in Section 3.2 Prepare the Construction Design Documents,showing all 6.2.9. trussed areas, which must provide as a minimum the 3.3 Review and approve the Truss Placement Plan and each following: Truss Design Drawing for conformance with the 3.2.1 All truss orientations and locations; requirements and intent of the Construction Design Documents,the effect of eachTruss Design Drawing and 3.2.2 Information to fully determine all truss profiles; Truss Placement Plan on other parts of the structure,and 3.2.3 Adequate support of the Truss and all truss the effect of the structure on each Truss. bearing conditions; 3.4 Specify permanent lateral bracing where indicated by the 3.2.4 Permanent bracing design for the structure Truss Designer on theTruss Design Drawings,to prevent including the Trusses,except as provided in 3.4 buckling of the individual truss members due to design and 6.2.12. loads. The Building Designer shall specify how the permanent lateral bracing is to be anchored or restrained 3.2.5 The location,direction and magnitude of all dead to prevent lateral movement if all truss members, so and live loads applicable to eachTruss including, braced,buckle together. This shall be accomplished by: but not limited to, loads attributable to: roof, (a)anchorage to solid end walls;(b)permanent diagonal floor,partition,mechanical,fire sprinkler,attic, bracing in the plane of the web members; or (c) other storage,wind,snow drift and seismic; means when demonstrated by the Building Designer to 3.2.6 All Truss anchorage designs required to resist provide equivalent bracing. uplift,gravity,and lateral loads; . 3.2.7 Allowable vertical and horizontal deflection criteria; 4.0 CONTRACTOR RESPONSIBILITIES 4.1 Provide to the Truss Manufacturer the Construction 4.4 Provide the approved Truss Design Drawings,approved Design Documents and all revisions and supplements Truss Placement Plans,and any supplemental information thereto. provided by the Truss Manufacturer to the individual or organization responsible for the installation of theTrusses. 4.2 Review and approve the Truss Placement Plan and each Truss Design Drawing for conformance with the 4.5 Comply with the field storage, handling, installation, requirements and intent of the Construction Design permanent bracing, anchorage, connections and field Documents, and the effect of the Truss Placement Plan assembly requirements of the Construction Design and each Truss Design Drawing on other trades involved Documents. in the construction of the structure and the effect of the 4.6 Determine and install the temporary bracing for the other trades on the Trusses. structure,including the Trusses. 4.3 Coordinate the review,approval and return of each Truss 111 Design Drawing and the Truss Placement Plan by the Owner and Building Designer. 4 5.0 TRUSS MANUFACTURER RESPONSIBILITIES 5.1 Communicate the design criteria from the Construction 5.3 Submit to the Contractor the Truss Placement Plan, as Design Documents to the Truss Designer. may be required, and each Truss Design Drawing for 5.2 Where required by the Construction Design Documents, review and approval. prepare theTruss Placement Plan,providing as a minimum 5.4 Manufacture the Trusses in accordance with the final the location assumed for each Truss based on the Truss approvedTruss Design Drawings using the quality criteria Manufacturer's interpretation of the Construction Design for Metal Plate Connected Wood Trusses established by Documents. the ANSI/TPI 1-1995 "National Design Standard for Metal Plate Connected Wood Truss Construction." 6.0 TRUSS DESIGNER RESPONSIBILITIES 6.1 Prepare the Truss Design Drawings in conformance with 6.2.6 Each reaction force and direction; the requirements set forth in the latest approved edition ofANSI/TPI 1-1995"National Design Standard for Metal 6.2.7 Metal connector plate type, size, thickness or Plate Connected Wood Truss Construction:' gage,and the dimensioned location of each metal connector plate except where symmetrically 6.2 For each Truss Design Drawing,set forth as a minimum located relative to the joint interface; the following: 6.2.8 Lumber size, species, and grade for each 6.2.1 Slope or depth,span and spacing; member; 6.2.2 Location of all joints; 6.2.3 Required bearing widths; 6.2.4 Design loads as applicable: 6.2.4.1 Top chord live load (including snow loads); 6.2.4.2 Top chord dead load; 6.2.4.3 Bottom chord live load; 6.2.4.4 Bottom chord dead load; 6.2.9 Connection Requirements for: (a) Truss to Truss girder; (b) Truss ply to ply; and (c) Field splices; 6.2.10 Calculated deflection ratio and/or maximum deflection for live and total load; 6.2.11 Maximum axial compression forces in theTruss members to enable the Building Designer to design the size, connections and anchorage of 6.2.4.5 Concentrated loads and their points of application;and the permanent continuous lateral bracing. Forces may be shown on the Truss Design Drawing or 6.2.4.6 Controlling wind and earthquake on supplemental documents;and loads; 6.2.12 Required permanent Truss member bracing 6.2.5 Adjustments to lumber and metal connector plate location. design values for conditions of use; 7.0 OTHER RESPONSIBILITIES 7.1 Any party who cuts or damages a truss shall be responsible for securing the engineering required for the repair and for subsequent costs. Wood Truss Council of America's Objective WTCA is committed to promoting the common interests of all engaged in the manufacture of wood trusses and related components to ensure growth, continuity,and increased professionalism in our industry. Fundamental to this is promoting the safe,economic,and structurally sound use of trusses in all applications. 5 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160516 B3 12 FLAT 10812 91104 0 0 T93I2586 Bldg 1,2 or 3- Aquatic HO 9-17HO1 9-11-4 TC 110812 #3x10 II #5x8= 8 A 9-11-4 D C 3x10 II 45x8= PI M W:3084:308 R:280a:2801 0:2768:2766 BC 0812 ALL PLATES ARE MS1818, # = PLATE SELECTED IN PLATE MONITOR Stale:0.201"=1' MiTek.*, Online Plus`" APPROX. TRUSS WEIGHT: 59.7 LBS 1111 Online Plus -- Version 30.0.054 D -C 0.08 414 T 0.08 0.00 installed upside-down. RUN DATE: 19-AUG-16 Webs NOTE: USER MODIFIED PLATES D -A 0.62 2792 C 1T-Br This design may have plates Southern Pine lumber design A -C 0.63 2814 C 1T-Br selected through a plate values are those effective C -B 0.00 35 T 1T-Br monitor. 06-01-13 by SPIB//ALSC VON Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- TL Defl 0.00" in L/999 Truss is designed as TC 0.04 2x 4 SP-42 LL Defl 0.00" in L/999 Components and Claddings* BC 0.08 2x 4 SP-12 Shear // Grain in A -8 0.03 for Exterior zone location. WB 0.63 2x 4 SP-42 Wind Speed: 130 mph Plates for each ply each face. Risk Category : II Brace truss as follows: Plate - MT20 18 Ga, Gross Area Mean Roof Height: 33-0 O.C. From To Plate - MT2H 18 Ga, Gross Area Exposure Category: B TC Cont. 0- 0- 0 1- 8-12 Plate - MS18 18 Ga, Gross Area Building Type: Enclosed or 20.8" 0- 0- 0 1- 8-12 Jt Type Plt Size X Y JSI TC Dead Load: 6.0 psf BC Cont. 0- 0- 0 1- 8-12 AM MS18 5.Ox 8.0 0.5 Ctr 0.83 BC Dead Load: 6.0 psf or 20.8" 0- 0- 0 1- 8-12 BM MS18 3.0x10.0 Ctr-1.5 0.07 Max comp. force 2814 Lbs One 2x3 T-Brace D MS18 3.0x10.0 Ctr 1.5 0.86 Max tens. force 2814 Lbs 1. D -A A -C C -B CM MS18 5.Ox 8.0-0.5 Ctr 0.83 Connector Plate Fabrication Attach to 1-1/2" edge w/10d Tolerance - 20% nails at 6" o.c. T-Brace M - Plate Monitor used This truss is designed for a must cover 90% of web length REVIEWED BY: creep factor of 1.5 which and have a MOE >- 1.40E6. MiTek USA, Inc. is used to calculate total 6904 Parke East Blvd. load deflection. psf-Ld Dead Live Tampa, FL 33610 TC 10.0 20.0 BC 10.0 0.0 REFER TO ONLINE PLUS GENERAL TC+BC 20.0 20.0 NOTES AND SYMBOLS SHEET FOR Total 40.0 Spacing 12.0" ADDITIONAL SPECIFICATIONS. Lumber Duration Factor 1.25 Plate Duration Factor 1.25 NOTES: Fb Fc Ft Emin Trusses Manufactured by: TC 1.15 1.10 1.10 1.10 RIDGWAY ROOF TRUSS BC 1.10 1.10 1.10 1.10 Analysis Conforms To: FBC2014 Total Load Reactions (Lbs) TPI 2007 Jt Down Uplift Horiz- Designed for shear loads (plf) D 2801 2767 U 415 R TC 240.0 BC 0.0 C 2801 2767 U 415 R This truss has been designed for 20.0 psf LL on the B.C. Jt Brg Size Required in areas where a rectangle D 3.5" 3.3" 3- 6- 0 tall by C 3.5" 3.3" 2- 0- 0 wide will fit between the B.C. Plus 21 Wind Load Case(s) and any other member. Plus 2 Drag Load Case(s) Design checked for 10 psf non- Plus 1 LL Load Case(s) concurrent LL on BC. Plus 1 DL Load Case(s) No wind exposure on left end. No wind exposure on right end. Membr CSI P Lbs Axl-CSI-Bnd Provide drainage to prevent Top Chords water ponding. A -B 0.04 207 T 0.04 0.00 This truss must be installed Bottom Chords as shown. It cannot be Onion Plus'.0 Copyngnt Weald 1995.2016 Venwn 30.0.0`.4 Engneanng•Ponrart 81102016 12 30 10 PM Page 1 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160516 B4 4 FLAT 10812 60208 0 0 7'9312587 Bldg 1,2 or 3- Aquatic HO 6-2-880 6-2-8 TC I 1-8-12 4x8= #3x4 I I A B a a i:*11 N 6 2-8 Die�\.J C 3x4 II e '2#4x8= n 1 W:308 W:308 R:1725 R:1725 U:1690 U:1690 BC 1-8-12 ' -1�} ALL PLATES ARE MT2020, N = PLATE SELECTED IN PLATE MONITOR Scale:0.312"=1' MiTek® Online Plus" APPROX. TRUSS WEIGHT: 38.6 LBS Online Plus -- Version 30.0.054 D -C 0.08 414 T 0.08 0.00 installed upside-down. RUN DATE: 19-AUG-16 Webs NOTE: USER MODIFIED PLATES D -A 0.64 1716 C 1T-Br This design may have plates Southern Pine lumber design A -C 0.66 1757 T 1T-Br selected through a plate values are those effective C -B 0.01 35 T monitor. 06-01-13 by SPIB//ALSC VON Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- TL Defl 0.00" in L/999 Truss is designed as TC 0.04 2x 4 SP-*2 LL Defl 0.00" in L/999 Components and Claddings* BC 0.08 2x 4 SP-#2 Shear // Grain in A -B 0.03 for Exterior zone location. WB 0.66 2x 4 SP-#3 Wind Speed: 130 mph Plates for each ply each face. Risk Category . II Brace truss as follows: Plate - MT20 20 Ga, Gross Area Mean Roof Height: 33-0 O.C. From To Plate - MT2H 20 Ga, Gross Area Exposure Category: B TC Cont. 0- 0- 0 1- 8-12 Plate - MS18 20 Ga, Gross Area Building Type: Enclosed or 20.8" 0- 0- 0 1- 8-12 Jt Type Plt Size X Y JSI TC Dead Load: 6.0 psf BC Cont. 0- 0- 0 1- 8-12 A MT20 4.Ox 8.0 0.5 Ctr 0.67 BC Dead Load: 6.0 psf or 20.8" 0- 0- 0 1- 8-12 B# MT20 3.Ox 4.0 Ctr Ctr 0.11 Max comp. force 1757 Lbs One 2x3 T-Brace D MT20 3.Ox 4.0 Ctr Ctr 0.92 Max tens. force 1757 Lbs D -A A -C C# MT20 4.Ox 8.0-0.5 Ctr 0.67 Connector Plate Fabrication Attach to 1-1/2" edge w/10d Tolerance = 20% nails at 6" o.c. T-Brace # = Plate Monitor used This truss is designed for a must cover 90% of web length REVIEWED BY: creep factor of 1.5 which and have a MOE >= 1.40E6. MiTek USA, Inc. is used to calculate total 6904 Parke East Blvd. load deflection. psf-Ld Dead Live Tampa, FL 33610 TC 10.0 20.0 BC 10.0 0.0 REFER TO ONLINE PLUS GENERAL TC+BC 20.0 20.0 NOTES AND SYMBOLS SHEET FOR Total 40.0 Spacing 12.0" ADDITIONAL SPECIFICATIONS. Lumber Duration Factor 1.25 Plate Duration Factor 1.25 NOTES: Fb Fc Ft Emin Trusses Manufactured by: TC 1.15 1.10 1.10 1.10 RIDGWAY ROOF TRUSS BC 1.10 1.10 1.10 1.10 Analysis Conforms To: FBC2O14 Total Load Reactions (Lbs) TPI 2007 Jt Down Uplift Horiz- Designed for shear loads (plf) D 1725 1691 U 415 R TC 240.0 BC 0.0 C 1725 1691 U 415 R This truss has been designed for 20.0 psf LL on the B.C. Jt Brg Size Required in areas where a rectangle D 3.5" 2.0" 3- 6- 0 tall by C 3.5" 2.0" 2- 0- 0 wide will fit between the B.C. Plus 21 Wind Load Case(s) and any other member. Plus 2 Drag Load Case(s) Design checked for 10 psf non- Plus 1 LL Load Case(S) concurrent LL on BC. Plus 1 DL Load Case(s) No wind exposure on left end. No wind exposure on right end. Membr CSI P Lbs Axl-CSI-Bnd Provide drainage to prevent Top Chords water ponding. A -B 0.04 207 T 0.04 0.00 This truss must be installed Bottom Chords as shown. It cannot be Online Plus'"S Copyright Maek5 1096.2016 Version 30 0 054 Engineenng-POnraa 8.119/2016 12 30 10 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160516 B5 12 FLAT 11004 11010 0 0 T9312588 Bldg 1,2 or 3- Aquatic HO 1-10-10 HO 1-10-10 TC 1 1-10-4 3x4= 2x4 II A B f011111111111111111 1-10-10 DC 2x4 I L 13x4= !I 71 W:308 W:308 R: 472 R: 472 U: 435 U: 435 BC 1-10-4 -1-10-4 P ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.688"=1' MiTek®Online Plus. APPROX. TRUSS WEIGHT: 15.3 LBS Online Plus -- Version 30.0.054 A -C 0.24 635 T installed upside-down. RUN DATE: 19-AUG-16 C -B 0.01 38 T NOTE: USER MODIFIED PLATES This design may have plates Southern Pine lumber design TL Defl 0.00" in L/999 selected through a plate values are those effective LL Defl 0.00" in L/999 monitor. 06-01-13 by SPIB//ALSC UON Shear // Grain in A -8 0.03 Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- Truss is designed as TC 0.04 2x 4 SP-#2 Plates for each ply each face. Components and Claddings* BC 0.09 2x 4 SP-#2 Plate - MT20 20 Ga, Gross Area for Exterior zone location. WB 0.24 2x 4 SP-#3 Plate - MT2H 20 Ga, Gross Area Wind Speed: 130 mph Plate - MS18 20 Ga, Gross Area Risk Category II Brace truss as follows: Jt Type Plt Size X Y JSI Mean Roof Height: 33-0 O.C. From To A MT20 3.Ox 4.0 Ctr Ctr 0.72 Exposure Category: B TC Cont. 0- 0- 0 1-10- 4 B MT20 2.Ox 4.0 Ctr Ctr 0.18 Building Type: Enclosed or 22.2" 0- 0- 0 1-10- 4 D MT20 2.Ox 4.0 Ctr Ctr 0.36 TC Dead Load: 6.0 psf BC Cont. 0- 0- 0 1-10- 4 C# MT20 3.Ox 4.0 Ctr Ctr 0.68 BC Dead Load: 6.0 psf or 22.2" 0- 0- 0 1-10- 4 Max comp. force 635 Lbs # = Plate Monitor used Max tens. force 635 Lbs psf-Ld Dead Live REVIEWED BY: Connector Plate Fabrication TC 10.0 20.0 MiTek USA, Inc. Tolerance = 20% BC 10.0 0.0 6904 Parke East Blvd. This truss is designed for a TC+BC 20.0 20.0 Tampa, FL 33610 creep factor of 1.5 which Total 40.0 Spacing 12.0" is used to calculate total Lumber Duration Factor 1.25 REFER TO ONLINE PLUS GENERAL load deflection. Plate Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Fb Fc Ft Emin ADDITIONAL SPECIFICATIONS. TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 NOTES: Trusses Manufactured by: Total Load Reactions (Lbs) RIDGWAY ROOF TRUSS Jt Down Uplift Horiz- Analysis Conforms To: D 472 435 U 445 R FBC2014 C 472 435 U 445 R TPI 2007 Designed for shear loads (plf) Jt Brg Size Required TC 240.0 BC 0.0 D 3.5" 1.5" This truss has been designed C 3.5" 1.5" for 20.0 psf LL on the B.C. in areas where a rectangle Plus 21 Wind Load Case(s) 3- 6- 0 tall by Plus 2 Drag Load Case(s) 2- 0- 0 wide Plus 1 LL Load Case(s) will fit between the B.C. Plus 1 DL Load Case(s) and any other member. Design checked for 10 psf non- Membr CSI P Lbs Axl-CSI-Bnd concurrent LL on BC. Top Chords No wind exposure on left end. A -B 0.04 222 C 0.04 0.00 No wind exposure on right end. Bottom Chords Provide drainage to prevent D -C 0.09 444 T 0.09 0.00 water ponding. Webs This truss must be installed D -A 0.16 463 C as shown. It cannot be Onhna Prue"19 CopyngN MRekt 1996-2016 Verson 30.0.054 Enpneenng•Poroaa 8/192016 12 30 11 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160516 R1 2 MONO 71008 3 0 0 79633106 Bldg 1,2 or 3- Aquatic HO 2-4 HO 2-1-14 TC f 1-10-5 I 3-10-8 I 5-2-8 1 6-6-8 1 7-10-8 I 2x4 II 8 2x4 11 ' 3 2x4 11 L K 2x4 11 J 2-1-14 3x5= 3x5, 3x5 N A i; Y c 6 G F E -Ys4 11 7....m............7 2x4 I I 2x4 11 2x4 I1 BC 1 1-6-0 I 1 3-10-8 I 5-2-8 I 6-6-8 I 7-10-8 in 0 0 ri ri 7-10-8 I:>. ALL PLATES ARE MT2020 Seale:0.825"=1' MiTekn9 Online Plus"' APPROX. TRUSS WEIGHT: 41.3 LBS Online Plus -- Version 30.0.060 C -B 0.21 65 C 0.00 0.21 wind (normal to the face), RUN DATE: 09-OCT-16 see Standard Industry Gable TL Defl -0.01" in D -G L/999 End Details as applicable, Southern Pine lumber design LL Defl -0.01" in D -G L/999 or consult qualified values are those effective Shear // Grain in N -J 0.15 Building Designer as per 06-01-13 by SPIB//ALSC UON ANSI/TPI 1. CSI -Size- ----Lumber---- Plates for each ply each face. Wind Loads - ANSI / ASCE 7-10 TC 0.40 2x 4 SP-#2 Plate - MT20 20 Ga, Gross Area Truss is designed as BC 0.28 2x 4 SP-#2 Plate - MT2H 20 Ga, Gross Area WB 0.61 2x 4 SP-#3 Plate - MS18 18 Ga, Gross Area Components and nealocati* for Exterior zone location. Jt Type Plt Size X Y JSI Wind Speed: 130 mph Brace truss as follows: A MT20 3.Ox 5.0 Ctr Ctr 0.56 Risk Category . II O.C. From To J MT20 2.Ox 4.0 Ctr Ctr 0.12 Mean Roof Height: 33-0 TC Cont. 0- 0- 0 7-10- 8 K MT20 2.Ox 4.0 Ctr Ctr 0.12 Exposure Category: B or 48.0" 0- 0- 0 7-10- 8 L MT20 2.0x 4.0 Ctr Ctr 0.12 Building Type: Enclosed BC Cont. 0- 0- 0 7-10- 8 B MT20 2.Ox 4.0 Ctr Ctr 0.73 TC Dead Load: 6.0 paf or 70.5" 0- 0- 0 7-10- 8 G MT20 2.Ox 4.0 Ctr Ctr 0.12 BC Dead Load: 6.0 paf F MT20 2.0x 4.0 Ctr Ctr 0.12 Max comp. force 681 Lbs paf-Ld Dead Live E MT20 2.0x 4.0 Ctr Ctr 0.12 Max tens. force 659 Lba TC 10.0 20.0 C MT20 2.0x 4.0 Ctr Ctr 0.83 Connector Plate Fabrication BC 10.0 0.0 TC+BC 20.0 20.0 Tolerance 20$ REVIEWED SY. This truss is designed for a Total 40.0 Spacing 24.0" MiTek USA, Inc. creep factor of 1.5 which Lumber Duration Factor 1.25 6904 Parke East Blvd. is used to calculate total Plate Duration Factor 1.25 Tampa, FL 33610 load deflection. Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 REFER TO ONLINE PLUS GENERAL BC 1.10 1.10 1.10 1.10 NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Total Load Reactions (Lbs) Jt Down Uplift Horiz- NOTES: D 630 165 U 1202 R Trusses Manufactured by: RIDGWAY ROOF TRUSS Jt Brg Size Required Analysis Conforms To: D 76.5" 18"-to- 95" FBC2014 TPI 2007 Plus 18 Wind Load Case(a) WARNING Do Not Cut overframe Plus 2 Drag Load Case(a) member between outside of Plus 1 LL Load Case(s) truss and first tie-plate Plus 1 DL Load Case(a) to inside of heel plate. Designed for shear loads (plf) Membr CSI P Lba Axl-CSI-Bnd TC 240.0 BC 0.0 Top Chords applied to 81.5 % of span A -J 0.40 681 C 0.13 0.27 This truss has been designed J -K 0.19 559 C 0.11 0.08 for 20.0 psf LL on the B.C. K -L 0.14 370 C 0.07 0.07 in areas where a rectangle L -B 0.10 134 C 0.02 0.08 3- 6- 0 tall by Bottom Chords 2- 0- 0 wide A -G 0.28 39 T 0.00 0.28 will fit between the B.C. G -F 0.08 0 T 0.00 0.08 and any other member. _ F -E 0.08 0 T 0.00 0.08 Design checked for 10 psf non- E -C 0.08 0 T 0.00 0.08 concurrent LL on BC. webs No wind exposure on right end. G -J 0.61 147 C 0.02 0.59 Truss designed for wind loads F -K 0.39 91 T 0.00 0.39 in the plane of the truss E -L 0.33 107 T 0.00 0.33 only. For studs exposed to Ohne Plus'"0 Copyngu MUMS 1996-2016 Version 10 0 060 Enpineenng.Porus 1019/1016 9 01 40 PM Pape 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160516 R2 20 MONO 71008 3 0 0 T9633107 - Bldg 1,2 or 3- Aquatic HO 5-14 HO 2-5-8 TCI 7-10-8 2x4 II B 411 3----------------- ,. 2-5-8 4x811 3x5- A ' C J x411 !I! J] W:308 HGR Cantil 6- 0 R: 383 R: 246 U: 101 U: 63 gC 7-10-8 -E1 7-10-8 B ALL PLATES ARE MT2020 Scale:0.589"=1 MiTekS Online Plus" APPROX. TRUSS WEIGHT: 39.1 LBS Online Plus -- Version 30.0.060 A -C 0.35 44 T 0.00 0.35 Wind Speed: 130 mph RUN DATE: 09-OCT-16 Webs Risk Category II C -B 0.05 197 T Mean Roof Height: 33-0 Southern Pine lumber design Exposure Category: B values are those effective TL Defl - 0.14" in A -C L/492 Building Type: Enclosed 06-01-13 by SPIB//ALSC UON LL Defl -0.06" in A -C L/999 TC Dead Load: 6.0 psf CSI -Size- ----Lumber---- Shear // Grain in A -B 0.21 BC Dead Load: 6.0 psf TC 0.51 2x 4 SP-#2 Max comp. force 168 Lbs BC 0.35 2x 4 SP-#2 Plates for each ply each face. Max tens. force 197 Lbs WB 0.05 2x 4 SP-#3 Plate - MT20 20 Ga, Gross Area Connector Plate Fabrication WG --- 2x 6 SP-#2 Plate - MT2H 20 Ga, Gross Area Tolerance = 20% Plate - MS18 18 Ga, Gross Area This truss is designed for a Brace truss as follows: Jt Type Plt Size X Y JSI creep factor of 1.5 which O.C. From To A MT20 3.Ox 5.0 Ctr Ctr 0.56 is used to calculate total TC Cont. 0- 0- 0 7-10- 8 A MT20 4.Ox 8.0 Ctr Ctr 0.00 load deflection. or 48.0" 0- 0- 0 7-10- 8 B MT20 2.Ox 4.0 Ctr Ctr 0.17 BC Cont. 0- 0- 0 7-10- 8 C MT20 2.Ox 4.0 Ctr Ctr 0.17 or 94.5" 0- 0- 0 7-10- 8 REVIEWED BY: psf-Ld Dead Live MiTek USA, Inc. TC 10.0 20.0 6904 Parke East Blvd. BC 10.0 0.0 Tampa, FL 33610 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" REFER TO ONLINE PLUS GENERAL Lumber Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Plate Duration Factor 1.25 ADDITIONAL SPECIFICATIONS. Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 NOTES: BC 1.10 1.10 1.10 1.10 Trusses Manufactured by: RIDGWAY ROOF TRUSS Total Load Reactions (Lbs) Analysis Conforms To: Jt Down Uplift Horiz- FBC2014 A 383 102 U 80 R TPI 2007 C 247 63 U 44 R This truss has been designed for 20.0 psf LL on the B.C. Jt Brg Size Required in areas where a rectangle A 3.5" 1.5" 3- 6- 0 tall by C 3.5" 1.5" 2- 0- 0 wide will fit between the S.C. Plus 18 Wind Load Case(s) and any other member. Plus 1 LL Load Case(s) Design checked for 10 psf non- Plus 1 DL Load Case(s) concurrent LL on BC. No wind exposure on right end. Membr CSI P Lbs Axl-CSI-Bnd Wind Loads - ANSI / ASCE 7-10 Top Chords Truss is designed as A -B 0.51 56 C 0.00 0.51 Components and Claddings* Bottom Chords for Exterior zone location. Oman Plus"00,p/riot M.Tek€1996-2018 Ver an 30.0060 Enpineenng-PO 0ait 10/92016 901 41 PM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering • 160516 R4 30 MDNO 70802 3 0 0 T9633108 Bldg 1,2 or 3- Aquatic HO 5-14 HO 2-4-15 TC I 7-8-2 2x4 II B 41 3 2-4-15 3x6 I1 3x5= A li : E7.7 O C Olx4 11 ill JI W:308 HGR Cant:10-10 R: 341 R: 272 U: 78 U: 69 BC 7-8-2 7-8-2 6 ALL PLATES ARE MT2020 Scale:0.602"=1' MiTek®Online Plus" APPROX. TRUSS WEIGHT: 35.2 LBS Online Plus -- Version 30.0.060 A -C 0.45 43 T 0.00 0.45 Wind Speed: 130 mph RUN DATE: 09-OCT-16 Webs Risk Category II C -B 0.06 212 T Mean Roof Height: 33-0 Southern Pine lumber design Exposure Category: B values are those effective TL Defl -0.20" in A -C L/366 Building Type: Enclosed 06-01-13 by SPIB//ALSC UON LL Defl -0.08" in A -C L/918 TC Dead Load: 6.0 psf CSI -Size- ----Lumber---- Shear // Grain in A -B 0.23 BC Dead Load: 6.0 psf TC 0.64 2x 4 SP-#2 Max comp. force 185 Lbs BC 0.45 2x 4 SP-#2 Plates for each ply each face. Max tens. force 212 Lbs WB 0.06 2x 4 SP-#3 Plate - MT20 20 Ga, Gross Area Connector Plate Fabrication WG --- 2x 4 SP-#3 Plate - MT2H 20 Ga, Gross Area Tolerance = 20% Plate - MS18 18 Ga, Gross Area This truss is designed for a Brace truss as follows: Jt Type Plt Size X Y JSI creep factor of 1.5 which O.C. From To A MT20 3.Ox 5.0 Ctr Ctr 0.56 is used to calculate total TC Cont. 0- 0- 0 7- 8- 2 A MT20 3.Ox 6.0 Ctr Ctr 0.00 load deflection. or 48.0" 0- 0- 0 7- 8- 2 B MT20 2.Ox 4.0 Ctr Ctr 0.18 BC Cont. 0- 0- 0 7- 8- 2 C MT20 2.Ox 4.0 Ctr Ctr 0.19 or 92.1" 0- 0- 0 7- 8- 2 REVIEWED BY: psf-Ld Dead Live MiTek USA, Inc. TC 10.0 20.0 6904 Parke East Blvd. BC 10.0 0.0 Tampa, FL 33610 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" REFER TO ONLINE PLUS GENERAL Lumber Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Plate Duration Factor 1.25 ADDITIONAL SPECIFICATIONS. Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 NOTES: BC 1.10 1.10 1.10 1.10 Trusses Manufactured by: RIDGWAY ROOF TRUSS Total Load Reactions (Lbs) Analysis Conforms To: Jt Down Uplift Horiz- FBC2014 A 341 79 U 78 R TPI 2007 C 273 70 U 43 R This truss has been designed for 20.0 psf LL on the S.C. Jt Brg Size Required in areas where a rectangle A 3.5" 1.5" 3- 6- 0 tall by C 3.5" 1.5" 2- 0- 0 wide will fit between the B.C. Plus 18 Wind Load Case(s) and any other member. Plus 1 LL Load Case(s) Design checked for 10 psf non- Plus 1 DL Load Case(s) concurrent LL on BC. No wind exposure on right end. Membr CSI P Lbs Axl-CSI-Bnd Wind Loads - ANSI / ASCE 7-10 Top Chords Truss is designed as A -B 0.64 60 C 0.00 0.64 Components and Claddings* Bottom Chords for Exterior zone location. Onene Pius'•62 Copyright M,TekE 1996-2016 Version 300 080 Engneenng•Portra1 10517019 0.01.42 PM Page I Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering 160516 R5 14 MONO 131000 7.5 0 0 T9312592 Bldg 1,2 or 3- Aquatic HO 6-7 HO 9-2-3 IC I 6-8-7 I 13-10-0 4x6* B 7.5 1: 5x80,00# J SPL G 9-2-3 I 3x5= A $H al- 4 3x4I D F 2x4 Q 2x411 W:308 !�®n11 Cant:2- 2- 0 II R: 476 W:308 U: 239 R: 647 3x5= U: 43 3x5= 3x5= BC I 2-3-12 I 6-8-7 I 13-6-8 I� 0 0 0 L13-10-0 El ALL PLATES ARE 1412020 $gale:0.181"=1' MiTek® Online Plus" APPROX. TRUSS WEIGHT: 122.0 LBS Online Plus -- Version 30.0.054 B -B 0.01 6 C 0.00 0.01 Max gap between edge of brg RUN DATE: 19-AUG-16 Bottom Chords and end vertical or A -D 0.39 155 T 0.00 0.39 diagonal web is 1/2". Southern Pine lumber design D -F 0.30 401 T 0.04 0.26 Wind Loads - ANSI / ASCE 7-10 values are those effective F -C 0.36 401 T 0.04 0.32 Truss is designed as 06-01-13 by SPIB//ALSC UON Webs Components and Claddings* CSI -Size- ----Lumber---- D -G 0.51 664 C for Exterior zone location. TC 0.62 2x 4 SP-12 F -G 0.08 270 T Wind Speed: 130 mph BC 0.39 2x 4 SP-12 G -C 0.59 493 C Risk Category . II WB 0.59 2x 4 SP-13 C -H 0.12 330 T 0.09 0.03 Mean Roof Height: 33-0 BB --- 2x 4 SP-13 H -B 0.28 196 C 1 Br Exposure Category: B PB --- 2x 4 SP-13 Building Type: Enclosed TL Defl -0.15" in F -C L/898 TC Dead Load: 6.0 psf Brace truss as follows: LL Defl -0.07" in F -C L/999 BC Dead Load: 6.0 psf O.C. From To LL Cant -0.02" in A -D L/999 Max comp. force 664 Lbs TC Cont. 0- 0- 0 13-10- 0 Shear // Grain in G -B 0.27 Max tens. force 401 Lbs or 48.0" 0- 0- 0 13-10- 0 Connector Plate Fabrication BC Cont. 0- 0- 0 13-10- 0 Plates for each ply each face. Tolerance - 20% or 72.0" 0- 0- 0 13-10- 0 Plate - MT20 20 Ga, Gross Area This truss is designed for a Continuous Lateral Restraint Plate - MT2H 20 Ga, Gross Area creep factor of 1.5 which req'd at mid-point of webs: Plate - MS18 18 Ga, Gross Area is used to calculate total C -B Jt Type Plt Size X Y JSI load deflection. Attach CLR with (2)-1Od nails A MT20 3.Ox 5.0 1.5 0.6 0.77 at each web. G MT20 5.Ox 8.0-0.3 0.5 0.75 ! Refer to BCSI for diagonal B MT20 4.Ox 6.0-0.1-0.6 0.08 restraint requirements. D MT20 2.Ox 4.0 Ctr Ctr 0.35 F MT20 2.Ox 4.0 Ctr Ctr 0.25 psf-Ld Dead Live C MT20 3.Ox 4.0 Ctr Ctr 0.25 TC 10.0 20.0 H MT20 3.Ox 5.0 Ctr Ctr 0.00 BC 10.0 0.0 TC+BC 20.0 20.0 REVIEWED BY: Total 40.0 Spacing 24.0" MiTek USA, Inc. Lumber Duration Factor 1.25 6904 Parke East Blvd. Plate Duration Factor 1.25 Tampa, FL 33610 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 REFER TO ONLINE PLUS GENERAL BC 1.10 1.10 1.10 1.10 NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Total Load Reactions (Lbs) Jt Down Uplift Horiz- NOTES: D 647 44 U 348 R Trusses Manufactured by: H 477 239 U 10 R RIDGWAY ROOF TRUSS 11 Analysis Conforms To: Jt Brg Size Required FBC2014 D 3.5" 1.5" TPI 2007 H 3.5" 1.5" This truss has been designed for 20.0 psf LL on the B.C. Plus 18 Wind Load Case(s) in areas where a rectangle Plus 1 LL Load Case(s) 3- 6- 0 tall by Plus 1 DL Load Case(s) 2- 0- 0 wide will fit between the B.C. Membr CSI P Lbs Axl-CSI-Bnd and any other member. Top Chords Design checked for 10 psf non- A -G 0.62 189 T 0.06 0.56 concurrent LL on BC. _ G -B 0.59 98 C 0.00 0.59 No wind exposure on right end. Online Plus'.0 Copyugnt M,7eka/996.2016 Version 30 0.054 Enpneenng•Ponran 91190016 12 30 13 PM Page I Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160516 R6 6 SP 271100 4 0 0 79312593 Bldg 1,2 or 3- Aquatic HO 6-0 HO 9-2-3 N in O O 0 r TC I " 1 1l 1 10-2-8 1 16-9-3 1 21-10-0 1 26-7-5 1 N 7.5 4x5 4x5= 5x5, C K D 2x4 11 7.5/ 4x5% J 10-0-0 4�ax6 • 3x6 II Ase ', I H Si G N 3x4= M 2x4 II 14x5= 3x6= 4x8= 4x5= Cant:!- 6- 0 2x�4 i Cant:3- 0- 0 W:3I08 W:308 W:30 8 R: 635 R:1240 R: 540 U: 93 U: 241 U: 242 BC I I I 9-11-0 I 16-7-12 I 24-9-4 127-11-0 I N0, 0 .Oi 2 IFC1 27-11-0 ALL PLATES ARE MT2020, 1 = PLATE SELECTED IN PLATE MONITOR Scale:0.143"=V MiTek® Online Plus'. APPROX. TRUSS WEIGHT: 264.2 LBS Online Plus -- Version 30.0.054 M-I 0.25 805 T 0.08 0.17 3- 6- 0 tall by RUN DATE: 19-AUG-16 I -H 0.33 803 T 0.08 0.25 2- 0- 0 wide H -S1 0.29 390 T 0.06 0.23 willfit between the B.C. Southern Pine lumber design S1-G 0.44 390 T 0.060.38 and any other member. values are those effective G -N 0.56 157 T . 0.00 056 Design checked for 10 pet non- 06-01-13 by SPIB//ALSC UON H -E 0.46 7 T 0.00 0.46 concurrent LL on SC. CSI -Size- ----Lumber---- No wind e g ht TC 0.56 2z 4 SP-112 M-e 0.19 9 OSC NOTE: USERR MMODIFIED PLATES end. BC 0.56 2x 4 SP-12 This designp WB 0.38 2x 4 SP-13 B-H 0.38 418 C selected roughha Alae:tes H -J 0.10 315 T monitor. Brace truss as follows: J -G 0.23 619 C 1 Br Wind Loads - ANSI /ASCE 7-10 O.C. From To 0 -C 0.20 408 C 1 BrTruss is designed as TC Cont. 0- 0- 0 27-11- 0 0 -K 0.15 256 C 1 Br Components and Claddings+ or 48.0" 0- 0- 0 27-11- 0 K -N 0.06 215 T 1 Br for Exterior zone location. BC Cont. 0- 0- 0 27-11- 0 N -D 0.08162 C 1 Br Wind or 72.0" 0- 0- 0 27-11- 0 D -E 0.03 65 C 1 Br Speed: 130 nph Continuous Lateral Restraint Risk Category II E -0 0.00 20 C 1 Br req'd at mid-point of webs: Wean Roof Height: 33-0 J -G G -C G -K K -N TL Defl -0.16• in G -N L/591 Exposure Category: B N -D D -E E -O Building Type: Enclosed LL Cant -0.00" in G -N L/999 TC Dead Load: 6.0 psf Attach CLR with (2)-104 nails LL Cant 0.00" in L/999 BC Dead Load: 6.0 psf at each web. Shear// Grainin B -J 0.25 Max comp. force 970 Lbs Refer to SCSI for diagonal restraint requirements. Max tens. force Lbs Platen for each ply each face. Connector Plate Fabrication Plate -MT20 20 Ga, Gross Area Tolerance psf-Ld Dead Live Pldes- MT2H 20 Oa, Gross Area This truss is designed for a TC10.0 20.0P late - MS18 20 Ga, Gross Area creep factor of 1.5 which BC 10.0 0.0 Jt Type PIt Size X Y JSI is used to calculate total TC*BC 20.0 20.0 A MT20 3.0x 6.0 Ctr 0.1 0.34 load deflection. Total 40.0 Spacing 24.0• B MT20 5.0x 8.0-1.3-0.7 0.70 Lumber Duration Factor 1.25 J MT20 4.Ox 5.0 Ctr Ctr 0.30 Plate Duration Factor 1.25 C MT20 4.0x 5.0 0.3-2.9 0.46 Fb Fc Ft Emin K MT20 4.0x 5.0-0.1 Ctr 0.27 TC 1.15 1.10 1.10 1.10 DMT20 5.0x 5.0-0.4-3.4 0.74 BC 1.10 1.10 1.10 1.10 0 MT20 2.0w 4.0 Ctr Ctr 0.31 M MT20 2.0x 4.0 Ctr Ctr 0.58 Total Load Reactions (Lbs) I MT20 2.0x 4.0 Ctr Ctr 0.34 Jt Down Uplift Horir- H4 MT20 4.0x 5.0-1.8 Ctr 0.24 M 635 94 U 354 R S1 MT20 3.0x 6.0 Ctr Ctr 0.39 G 1241 242 U G !4120 4.0x 8.0 Ctr Ctr 0.26 N 541 243 U 198 R N MT20 4.0x 5.0 Ctr Ctr 0.26 8 MT20 3.0x 4.0 Ctr Ctr 0.41 Jt Brg Size Required M 3.5" 1.5" s . Plate Monitor used G 3.5" 1.5" REVIEWED BY: N 3.5" 1.5" MiTek USA, Inc. 6904 Parke East Blvd. Plus 21 Wind Load Cases) Tampa, FL 33610 Plus 1 LL Load Case(s) Plus 1 BC LL Load Case(a) REFER TO ONLINE PLUS GENERAL Plus 1 DL Load Came(s) NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-Bnd Top Chords NOTES: A -B 0.10 141 T 0.03 0.07 Trusses Manufactured by: B -J 0.55 335 C 0.00 0.55 RIDGWAY ROOF TRUSS J -C 0.56 148 T 0.01 0.55 Analysis Conforms To: - C -K 0.27 125 T 0.02 0.25 FBC2014 K -D 0.25 27 T 0.00 0.25 TPI 2007 D -O 0.07 21 T 0.00 0.07 This truss has been designed Bottom Chords for 20.0 psf LL on the B.C. A -M 0.12 168 T 0.00 0.12 in areas where a rectangle Onhne Plus'"GCopynght MITek®1996.2019 Verson 300054 Engneenng.Poroart 8/192016 12.30.14 PM Paget Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160516 R7 6 SP 160908 4 0 0 T9312594 Bldg 1,2 or 3- Aquatic HO 6-0 HO 10-0-3 N r O TC l . p-4-5 i 10-0-15 1 16-9-8 2x4 n c 111. 7.5 5x6 i SPL G 10-0-3 4 1.-------4x8411 H 3x5- A _ D "3x4= H F Si E 2x4 12x4 II 3x6= 04x5= Cant:1- 6- 0 II rl W:308 W:308 R: 738 R: 619 U: 61 U: 253 BC I I I 9-9-7 I 16-9-8 N 01 0 I 3_r I 1< 1`31III 16-9-8 ALL PLATES ARE MT2020, 0 - PLATE SELECTED IN PLATE MONITOR Scale:0.173"=1' MiTek* Online Plus" APPROX. TRUSS WEIGHT: 129.9 LBS Online Plus -- Version 30.0.054 A -H 0.14 187 T 0.00 0.14 Design checked for 10 psf non- RUN DATE: 19-AUG-16 H -F 0.27 872 T 0.15 0.12 concurrent LL on BC. F -S1 0.26 871 T 0.15 0.11 No wind exposure on right end. Southern Pine lumber design S1-E 0.43 871 T 0.10 0.33 NOTE: USER MODIFIED PLATES values are those effective E -D 0.40 508 T 0.06 0.34 This design may have plates 06-01-13 by SPIB//ALSC VON Webs selected through a plate CSI -Size- ----Lumber---- H -B 0.21 1064 C monitor. TC 0.60 2x 4 SP-i2 F -B 0.05 162 T Wind Loads - ANSI / ASCE 7-10 BC 0.43 2x 4 SP-N2 B -E 0.32 367 C Truss is designed as WB 0.32 2x 4 SP-!3 E -G 0.11 355 T Components and Claddings* G -D 0.25 652 C 1 Br for Exterior zone location. Brace truss as follows: D -C 0.08 173 C 1 Br Wind Speed: 130 mph O.C. From To Risk Category : II TC Cont. 0- 0- 0 16- 9- 8 TL Defl -0.13" in E -D L/999 Mean Roof Height: 33-0 or 48.0" 0- 0- 0 16- 9- 8 LL Defl -0.06" in E -D L/999 Exposure Category: B BC Cont. 0- 0- 0 16- 9- 8 Shear // Grain in G -C 0.27 Building Type: Enclosed or 72.0" 0- 0- 0 16- 9- 8 TC Dead Load: 6.0 psf Continuous Lateral Restraint Plates for each ply each face. BC Dead Load: 6.0 psf req'd at mid-point of webs: Plate - MT20 20 Ga, Gross Area Max comp. force 1064 Lbs G -D D -C Plate - MT2H 20 Ga, Gross Area Max tens. force 872 Lbs Attach CLR with (2)-10d nails Plate - MS18 20 Ga, Gross Area Connector Plate Fabrication at each web. Jt Type Plt Size X Y JSI Tolerance - 20% Refer to SCSI for diagonal A MT20 3.Ox 5.0 0.7 0.2 0.60 This truss is designed for a restraint requirements. B MT20 4.Ox 8.0-0.9-0.5 0.76 creep factor of 1.5 which G MT20 5.Ox 6.0 1.3-2.1 1.00 is used to calculate total psf-Ld Dead Live C MT20 2.Ox 4.0 Ctr Ctr 0.32 load deflection. TC 10.0 20.0 H MT20 2.Ox 4.0 Ctr Ctr 0.62 BC 10.0 0.0 F MT20 2.Ox 4.0 Ctr Ctr 0.34 TC+BC 20.0 20.0 S1 MT20 3.Ox 6.0 Ctr Ctr 0.47 Total 40.0 Spacing 24.0" ES MT20 4.Ox 5.0-1.7 Ctr 0.24 Lumber Duration Factor 1.25 D MT20 3.Ox 4.0 Ctr Ctr 0.41 Plate Duration Factor 1.25 Fb Fc Ft Emin 0 = Plate Monitor used TC 1.15 1.10 1.10 1.10 REVIEWED BY: BC 1.10 1.10 1.10 1.10 MiTek USA, Inc. 6904 Parke East Blvd. Total Load Reactions (Lbs) Tampa, FL 33610 Jt Down Uplift Horiz- H 739 62 U 388 R REFER TO ONLINE PLUS GENERAL D 619 253 U 208 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt Brg Size Required H 3.5" 1.5" NOTES: D 3.5" 1.5" Trusses Manufactured by: RIDGWAY ROOF TRUSS Plus 18 Wind Load Case(s) Analysis Conforms To: Plus 1 LL Load Case(s) FBC2014 Plus 1 DL Load Case(s) TPI 2007 This truss has been designed Membr CSI P Lbs Axl-CSI-Bnd for 20.0 psf LL on the B.C. 11 s Top Chords in areas where a rectangle A -B 0.09 164 C 0.00 0.09 3- 6- 0 tall by B -G 0.57 544 C 0.00 0.57 2- 0- 0 wide G -C 0.60 90 C 0.00 0.60 will fit between the H.C. Bottom Chords and any other member. • Online PIM^.OCopynpnt Welk®199e-20113 Version 30 0064 Enyneenn0•Pertain 8/19/2016 12 30 10 PM Pope 1 Job Mark Quare TYPe Span Pl-H1 Left OH Right OH Engineering 160516 R8 10 MONO 150200 7.5 0 0 Th1312595 Bldg 1,2 or 3- Aquatic HO 6-7 HO 10-0-3 TC I 5-0-12 ( 9-11-10 I 15-2-0 1 2x411 B 4x5%.•F 7.5 / 10-0-3 5x5�i SPL E 3x5 11 A C G D 3x4- 2x4.. 4x5= Cant:1- 6- 0 W:308 W:308 R: 712 R: 614 U: 32 U: 254 BCI N I 7-6-3 I 15-2-0 I I __.4 [09 � 15-2-0 e - ALL PLATES ARE MT2020 Scale:OAUr=1' MiTek® Online Plus" APPROX. TRUSS WEIGHT: 124.0 LBS Online Plus -- Version 30.0.054 A -E 0.26 129 T 0.04 0.22 will fit between the B.C. RUN DATE: 19-AUG-16 E -F 0.29 491 C 0.00 0.29 and any other member. F -B 0.31 70 C 0.00 0.31 Design checked for 10 psf non- Southern Pine lumber design Bottom Chords concurrent LL on BC. values are those effective A -G 0.27 120 T 0.00 0.27 No wind exposure on right end. 06-01-13 by SPIB//ALSC CON G -D 0.46 522 T 0.09 0.37 Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- D -C 0.60 307 T 0.06 0.54 Truss is designed as TC 0.31 2x 4 SP-#2 Webs Components and Claddings* BC 0.60 2x 4 SP-#2 G -E 0.38 802 C for Exterior zone location. WB 0.38 2x 4 SP-#3 E -D 0.06 190 T Wind Speed: 130 mph D -F 0.12 333 T Risk Category II Brace truss as follows: F -C 0.18 499 C 1 Br Mean Roof Height: 33-0 O.C. From To C -B 0.06 138 C 1 Br Exposure Category: B TC Cont. 0- 0- 0 15- 2- 0 Building Type: Enclosed or 48.0" 0- 0- 0 15- 2- 0 TL Defl -0.21" in D -C L/731 TC Dead Load: 6.0 psf BC Cont. 0- 0- 0 15- 2- 0 LL Defl -0.10" in D -C L/999 BC Dead Load: 6.0 psf or 72.0" 0- 0- 0 15- 2- 0 LL Cant 0.00" in L/999 Max comp. force 802 Lbs Continuous Lateral Restraint Shear // Grain in D -C 0.21 Max tens. force 522 Lbs req'd at mid-point of webs: Connector Plate Fabrication F -C C -B Plates for each ply each face. Tolerance = 20% Attach CLR with (2)-10d nails Plate - MT20 20 Ga, Gross Area This truss is designed for a at each web. Plate - MT2H 20 Ga, Gross Area creepfactor of 1.5 which Refer to SCSI for diagonal Plate - MS18 18 Ga, Gross Area is uedd to calculate total restraint requirements. Jt Type Plt Size X Y JSI load deflection. A MT20 3.Ox 5.0 0.5 0.3 0.41 psf-Ld Dead Live E MT20 5.Ox 5.0-0.3 0.5 0.60 TC 10.0 20.0 F MT20 4.Ox 5.0 Ctr Ctr 0.20 BC 10.0 0.0 B MT20 2.Ox 4.0 Ctr Ctr 0.12 TC+BC 20.0 20.0 G MT20 2.Ox 4.0 Ctr Ctr 0.41 Total 40.0 Spacing 24.0" D MT20 4.Ox 5.0 Ctr Ctr 0.18 Lumber Duration Factor 1.25 C MT20 3.Ox 4.0 Ctr Ctr 0.32 Plate Duration Factor 1.25 Fb Fc Ft Emin REVIEWED BY: TC 1.15 1.10 1.10 1.10 MiTek USA, Inc. BC 1.10 1.10 1.10 1.10 6904 Parke East Blvd. Tampa, FL 33610 Total Load Reactions (Lbs) Jt Down Uplift Horiz- REFER TO ONLINE PLUS GENERAL G 713 33 U 387 R NOTES AND SYMBOLS SHEET FOR C 614 255 U 208 R ADDITIONAL SPECIFICATIONS. Jt Brg Size Required NOTES: G 3.5" 1.5" Trusses Manufactured by: C 3.5" 1.5" RIDGWAY ROOF TRUSS Analysis Conforms To: Plus 18 Wind Load Case(s) FBC2014 Plus 1 LL Load Case(s) TPI 2007 Plus 1 BC LL Load Case(s) This truss has been designed Plus 1 DL Load Cases) for 20.0 psf LL on the B.C. in areas where a rectangle Membr CSI P Lbs Axl-CSI-Bnd 3- 6- 0 tall by Top Chords 2- 0- 0 wide Online Plus"'0 Copynght Weide 1996-2016 Version 30 0.054 Eng.neenng•Portrait 8/19/2016 12.30 15 PM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160516 R9 4 MONO 90208 7.5 0 0 T9312596 Bldg 1,2 or 3- Aquatic HO 6-7 HO 6-3-8 TCI 4-6-7 1 9-2-8 2x411 B 7.5 illZ 4x5-> D 6-3-8 3x5= Aihk A d C 2x4= E 2x4!„, Cant:1- 6- 0 InI 111 W:308 W:308 R: 442 R: 310 U: 31 U: 155 BC 1-7-12 I 9-2-8 B 9-2-8 B ALL PLATES ARE MT2020 Scale:0.278"=1' HiTekT. Online Plus"' APPROX. TRUSS WEIGHT: 67.4 LBS Online Plus -- Version 30.0.054 Bottom Chords No wind exposure on right end. RUN DATE: 19-AUG-16 A -E 0.37 192 T 0.01 0.36 Wind Loads - ANSI / ASCE 7-10 E -C 0.41 249 T 0.01 0.40 Truss is designed as Southern Pine lumber design Webs Components and Claddings* values are those effective E -D 0.11 290 C for Exterior zone location. 06-01-13 by SPIB//ALSC UON D -C 0.17 301 C Wind Speed: 130 mph CSI -Size- ----Lumber---- C -B 0.08 127 C Risk Category : II TC 0.27 2x 4 SP-#2 Mean Roof Height: 33-0 BC 0.41 2x 4 SP-#2 TL Defl -0.19" in E -C L/442 Exposure Category: B WE 0.17 2x 4 SP-#3 LL Defl -0.10" in E -C L/869 Building Type: Enclosed PB --- 2x 4 SP-#3 Shear // Grain in A -E 0.19 TC Dead Load: 6.0 psf BC Dead Load: 6.0 psf Brace truss as follows: Plates for each ply each face. Max comp. force 301 Lbs O.C. From To Plate - MT20 20 Ga, Gross Area Max tens, force 249 Lbs TC Cont. 0- 0- 0 9- 2- 8 Plate - MT2H 20 Ga, Gross Area Connector Plate Fabrication or 48.0" 0- 0- 0 9- 2- 8 Plate - MS18 18 Ga, Gross Area Tolerance = 20% BC Cont. 0- 0- 0 9- 2- 8 Jt Type Plt Size X Y JSI This truss is designed for a or 74.5" 0- 0- 0 9- 2- 8 A MT20 3.Ox 5.0 1.5 0.6 0.77 creep factor of 1.5 which D MT20 4.Ox 5.0-0.4-0.3 0.16 is used to calculate total psf-Ld Dead Live B MT20 2.Ox 4.0 Ctr Ctr 0.12 load deflection. TC 10.0 20.0 E MT20 2.Ox 4.0 Ctr Ctr 0.14 BC 10.0 0.0 C MT20 2.Ox 4.0 Ctr Ctr 0.50 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" REVIEWED BY: Lumber Duration Factor 1.25 MiTek USA, Inc. Plate Duration Factor 1.25 6904 Parke East Blvd. Fb Fc Ft Emin Tampa, FL 33610 TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR Total Load Reactions (Lbs) ADDITIONAL SPECIFICATIONS. Jt Down Uplift Horiz- E 443 31 U 235 R NOTES: C 311 156 U 126 R Trusses Manufactured by: RIDGWAY ROOF TRUSS Jt Brg Size Required Analysis Conforms To: E 3.5" 1.5" FBC2014 C 3.5" 1.5" TPI 2007 This truss has been designed Plus 18 Wind Load Case(s) for 20.0 psf LL on the B.C. Plus 1 LL Load Case(s) in areas where a rectangle Plus 1 DL Load Case(s) 3- 6- 0 tall by 2- 0- 0 wide Membr CSI P Lbs Axl-CSI-Bnd will fit between the B.C. Top Chords and any other member. A -D 0.27 165 C 0.02 0.25 Design checked for 10 psf non- D -B 0.25 62 C 0.00 0.25 concurrent LL on BC. Onhne Plus.0 CopynghI M:Tek811996.2016 Venuon 30.0.054 Enoneennp•Porten 6/1912016 12 30 16 PM Pape 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160516 R10 2 MONO 90208 7.5 0 0 T9312597 Bldg 1,2 or 3- Aquatic - - HO 2-5 HO 5-11-6 TC I 9-2-8 2x4 11 . B e 7.5 FZ J 5-11-6 3:4077115-;', 3x5 4, ,,\effiMMe/M/MI.MMM, MILX=M..MrmLia C E G i K M 0 2x4 I I 7111MMIIIMIIMIM=INIIMII BC 1-6-0 I 9-2-8 B 9-2-8 ALL PLATES ARE MT2020 See Joint F For Typical Gable Plate Size and Placement Scale:033C.1' MiTek® Online Plus' APPROX. TRUSS WEIGHT: 77.8 LBS Online Plus -- Version 30.0.054 Webs only. For studs exposed to RUN DATE: 19-AUG-16 C -B 0.04 56 C 0.01 0.03 wind (normal to the face), Gable Webs see Standard Southern Pine lumber designIndustry ble, G -F 0.17 197 C 0.00 0.17 End Details as applicable, values are those effective I -H 0.19 93 C 0.00 0.19 or consult qualified 06-01-13 by SPIB//ALSC UON K -J 0.11 84 C 0.01 0.10 Building Designer as per CSI -Size- ----Lumbar---- M -L 0.08 86 C 0.01 0.07 ANSI/TPI 1. TC 0.13 2x 4 SP-#2 0 -N 0.06 88 C 0.01 0.05 Wind Loads - ANSI / ASCE 7-10 BC 0.13 2x 4 SP-#2 Truss is designed as WB 0.04 2x 4 SP-#3 TL Defl -0.03" in A -G L/999 Components and Claddings+ GW 0.19 2x 4 SP-#3 LL Defl -0.01" in A -G L/999 for Exterior zone location. Shear // Grain in F -H 0.11 Wind Speed: 130 mph Brace truss as follows: Risk Category : II O.C. From To Plates for each ply each face. Mean Roof Height: 33-0 TC Cont. 0- 0- 0 9- 2- 8 Plate - MT20 20 Ga, Gross Area Exposure Category: B or 48.0" 0- 0- 0 9- 2- 8 Plate - MT2H 20 Ga, Gross Area Building Type: Enclosed BC Cont. 0- 0- 0 9- 2- 8 Plate - MS18 18 Ga, Gross Area TC Dead Load: 6.0 psf or 74.5" 0- 0- 0 9- 2- 8 Jt Type Plt Size X Y JSI BC Dead Load: 6.0 psf A MT20 3.Ox 5.0 1.0 Ctr 0.57 Max comp. force 197 Lbs psf-Ld Dead Live F MT20 2.Ox 4.0 Ctr Ctr 0.00 Max tens. force 134 Lbs TC 10.0 20.0 H MT20 2.Ox 4.0 Ctr Ctr 0.00 Connector Plate Fabrication BC 10.0 0.0 J MT20 2.Ox 4.0 Ctr Ctr 0.00 Tolerance = 20% TC+BC 20.0 20.0 L MT20 2.Ox 4.0 Ctr Ctr 0.00 This truss is designed for a Total 40.0 Spacing 24.0" N MT20 2.Ox 4.0 Ctr Ctr 0.00 creep factor of 1.5 which Lumber Duration Factor 1.25 B MT20 2.Ox 4.0 Ctr Ctr 0.17 is used to calculate total Plate Duration Factor 1.25 G MT20 2.Ox 4.0 Ctr Ctr 0.00 load deflection. Fb Fc Ft Emin I MT20 2.Ox 4.0 Ctr Ctr 0.00 TC 1.15 1.10 1.10 1.10 K MT20 2.Ox 4.0 Ctr Ctr 0.00 BC 1.10 1.10 1.10 1.10 M MT20 2.Ox 4.0 Ctr Ctr 0.00 0 MT20 2.Ox 4.0 Ctr Ctr 0.00 Total Load Reactions (Lbs) C MT20 2.Ox 4.0 Ctr Ctr 0.19 Jt Down Uplift Horiz- G 737 187 U 221 R REVIEWED BY: MiTek USA, Inc. Jt Brg Size Required 6904 Parke East Blvd. G 92.5" 18"-to- 111" Tampa, FL 33610 Plus 18 Wind Load Case(a) REFER TO ONLINE PLUS GENERAL Plus 1 LL Load Case(s) NOTES AND SYMBOLS SHEET FOR Plus 1 DL Load Case(s) ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-Bnd NOTES: Top Chords Trusses Manufactured by: A -F 0.11 124 C 0.02 0.09 RIDGWAY ROOF TRUSS F -H 0.13 151 C 0.00 0.13 Analysis Conforms To: H -J 0.04 129 C 0.00 0.04 FBC2014 J -L 0.03 97 C 0.00 0.03 TPI 2007 L -N 0.03 61 C 0.00 0.03 WARNING Do Not Cut overframe N -8 0.02 25 C 0.00 0.02 member between outside of Bottom Chords truss and first tie-plate A -G 0.09 134 T 0.00 0.09 to inside of heel plate. G -I 0.13 0 T 0.00 0.13 Design checked for 10 psf non- I -K 0.03 0 T 0.00 0.03 concurrent LL on BC. K -M 0.02 0 T 0.00 0.02 No wind exposure on right end. M -O 0.02 0 T 0.00 0.02 Truss designed for wind loads 0 -C 0.01 0 T 0.00 0.01 in the plane of the truss Online Pius'.0 Copyright M:Tela®1996.2016 Vermin 30 0.054 Engineering-Portrait 8119!2016 1230 t7 PM Pape 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160516 Rll 2 MONO 191008 7.5 0 0 T9312598 Bldg 1,2 or 3- Aquatic • HO 2-5 HO 9-5-14 co 0 r. 0 TCI '+ I 5-5-12 I 10-1-4 I 14-10-8 2x4 II B l4,, J I ii r,...,. 7.577\ 5 / / 9-5-14 6x6 SPL H'^'� x6 \ : 3A�'-i,I'� ItI,a!. I7\I, C '•3x4= E G F 4x5 II 4x6= •2x4 II BCI 0 I 5-4-0 I 9-9-12 I 14-10-8 0 v 0 14-10-8lj ALL PLATES ARE MT2020 See • For Typical Gable Plate Size and Placement Scale:0.179"=1' MiTeka Online Plus" APPROX. TRUSS WEIGHT: 196.2 LBS Online Plus -- Version 30.0.054 G -F 0.15 0 T 0.00 0.15 see Standard Industry Gable RUN DATE: 19-AUG-16 F -C 0.15 0 T 0.00 0.15 End Details as applicable, Webs or consult qualified Southern Pine lumber design G -H 0.62 3002 C Building Designer as per values are those effective H -F 0.61 2730 T 1 Br ANSI/TPI 1. 06-01-13 by SPIB//ALSC UON F -I 0.55 1640 C 1 Br Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- I -C 0.49 1340 C 1 Br Truss is designed as TC 0.29 2x 4 SP-12 C -B 0.05 130 C 1 Br Components and Claddings+ BC 0.33 2x 4 SP-42 for Exterior zone location. WB 0.62 2x 4 SP-42 TL Defl -0.03" in F -C L/999 Wind Speed: 130 mph -- 0.55 2x 4 SP-43 LL Defl -0.02" in E -G L/999 Risk Category : II F -I I -C C -B LL Cant 0.04" in A -E L/445 Mean Roof Height: 33-0 Shear // Grain in A -E 0.30 Exposure Category: B Brace truss as follows: Building Type: Enclosed O.C. From To Plates for each ply each face. TC Dead Load: 6.0 psf TC Cont. 0- 0- 0 14-10- 8 Plate - MT20 20 Ga, Gross Area BC Dead Load: 6.0 psf or 48.0" 0- 0- 0 14-10- 8 Plate - MT2H 20 Ga, Gross Area Max comp. force 3002 Lbs BC Cont. 0- 0- 0 14-10- 8 Plate - MS18 18 Ga, Gross Area Max tens. force 2747 Lbs or 72.0" 0- 0- 0 14-10- 8 Jt Type Plt Size X Y JSI Connector Plate Fabrication Continuous Lateral Restraint A MT20 3.Ox 6.0 1.4 Ctr 0.51 Tolerance = 20% req'd at mid-point of webs: H MT20 6.Ox 6.0-0.5-0.2 0.86 This truss is designed for a • H -F F -I I -C C -B I MT20 4.Ox 5.0 Ctr Ctr 0.93 creep factor of 1.5 which Attach CLR with (2)-10d nails B MT20 2.Ox 4.0 Ctr Ctr 0.52 is used to calculate total • at each web. G MT20 4.Ox 5.0 Ctr-0.5 0.84 load deflection. Refer to BCSI for diagonal F MT20 4.Ox 6.0-0.5 Ctr 0.88 restraint requirements. C MT20 3.Ox 4.0-0.5 Ctr 0.83 psf-Ld Dead Live 14 Gable studs to be attached TC 10.0 20.0 with 2.0x4.0 plates each end. BC 10.0 0.0 REVIEWED BY: TC+BC 20.0 20.0 MiTek USA, Inc. Total 40.0 Spacing 24.0" 6904 Parke East Blvd. Lumber Duration Factor 1.25 Tampa, FL 33610 Plate Duration Factor 1.25 Fb Fc Ft Emin REFER TO ONLINE PLUS GENERAL TC 1.15 1.10 1.10 1.10 NOTES AND SYMBOLS SHEET FOR BC 1.10 1.10 1.10 1.10 ADDITIONAL SPECIFICATIONS. Total Load Reactions (Lbs) NOTES: Jt Down Uplift Horiz- Trusses Manufactured by: E 2601 1411 U 3210 R RIDGWAY ROOF TRUSS Analysis Conforms To: Jt Brg Size Required FBC2014 E 160.5" 18"-to- 179" TPI 2007 WARNING Do Not Cut overframe Plus 18 Wind Load Case(s) member between outside of Plus 2 Drag Load Case(s) truss and first tie-plate Plus 1 LL Load Case(s) to inside of heel plate. Plus 1 DL Load Case(s) Designed for shear loads (plf) TC 240.0 BC 0.0 Membr CSI P Lbs Axl-CSI-Bnd applied to 89.9 % of span Top Chords Design checked for 10 psf non- A -H 0.28 77 T 0.00 0.28 concurrent LL on BC. H -I 0.29 1053 C 0.20 0.09 No wind exposure on right end. I -B 0.27 680 C 0.00 0.27 Truss designed for wind loads Bottom Chords in the plane of the trues A -E 0.33 196 C 0.03 0.30 only. For studs exposed to E -G 0.30 0 T 0.00 0.30 wind (normal to the face), • ONne PWs"'®Copyngnl M,TeI,E 1996-20'8 Version 30.0.051 Enpneeang-Pomat W199016 1230.17 PM Paget Job Mark S2van Type Span Pl-Hl Left OH Right OH Engineering 160516 R12 2 MONO 30500 4 0 0 T9312599 Bldg 1,2 or 3- Aquatic HO 2-5 HO 1-4-0 TC � 2-1-0 I 3-5-0 44[":::::::: ,. 2x411 T04eI4hhI A 0D 4x4 u 2x4 II 7aill7 W:11100 R: 273 U: 57 BC 2-1-0 I 3-5-0 fl6 3-5-0 ALL PLATES ARE MT2020 Scale:0.745"=1' MiTekn Online Plus'" APPROX. TRUSS WEIGHT: 17.5 LBS Online Plus -- Version 30.0.054 End Details as applicable, RUN DATE: 19-AUG-16 TL Defl -0.01" in D -D L/999 or consult qualified LL Defl 0.00" in L/999 Building Designer as per Southern Pine lumber design Shear // Grain in E -B 0.14 ANSI/TPI 1. values are those effective Wind Loads - ANSI / ASCE 7-10 06-01-13 by SPIB//ALSC UON Plates for each ply each face. Truss is designed as CSI -Size- ----Lumber---- Plate - MT20 20 Ga, Gross Area Components and Claddings* TC 0.13 2x 4 SP-#2 Plate - MT2H 20 Ga, Gross Area for Exterior zone location. BC 0.13 2x 4 SP-#2 Plate - MS18 18 Ga, Gross Area Wind Speed: 130 mph WB 0.14 2x 4 SP-#3 Jt Type Plt Size X Y JSI Risk Category II A MT20 4.Ox 8.0 0.4 Ctr 0.82 Mean Roof Height: 33-0 Brace truss as follows: E MT20 2.Ox 4.0 Ctr Ctr 0.13 Exposure Category: B O.C. From To B MT20 2.Ox 4.0 Ctr Ctr 0.47 Building Type: Enclosed TC Cont. 0- 0- 0 3- 5- 0 D MT20 2.Ox 4.0 Ctr Ctr 0.12 TC Dead Load: 6.0 psf or 41.0" 0- 0- 0 3- 5- 0 C MT20 2.Ox 4.0 Ctr Ctr 0.57 BC Dead Load: 6.0 psf BC Cont. 0- 0- 0 3- 5- 0 Max comp. force 190 Lbs or 41.0" 0- 0- 0 3- 5- 0 REVIEWED BY: Max tens. force 122 Lbs MiTek USA, Inc. Connector Plate Fabrication psf-Ld Dead Live 6904 Parke East Blvd. Tolerance = 20% TC 10.0 20.0 Tampa, FL 33610 This truss is designed for a BC 10.0 0.0 creep factor of 1.5 which TC+BC 20.0 20.0 REFER TO ONLINE PLUS GENERAL is used to calculate total Total 40.0 Spacing 24.0" NOTES AND SYMBOLS SHEET FOR load deflection. Lumber Duration Factor 1.25 ADDITIONAL SPECIFICATIONS. Plate Duration Factor 1.25 Fb Fc Ft Emin NOTES: TC 1.15 1.10 1.10 1.10 Trusses Manufactured by: BC 1.10 1.10 1.10 1.10 RIDGWAY ROOF TRUSS Analysis Conforms To: Total Load Reactions (Lbs) FBC2014 Jt Down Uplift Horiz- TPI 2007 D 273 57 U 34 R WARNING Do Not Cut overframe member between outside of Jt Brg Size Required truss and first tie-plate D 23.0" 18"-to- 41" to inside of heel plate. This truss has been designed Plus 18 Wind Load Case(s) for 20.0 psf LL on the B.C. Plus 1 LL Load Case(s) in areas where a rectangle Plus 1 DL Load Case(s) 3- 6- 0 tall by 2- 0- 0 wide Membr CSI P Lbs Axl-CSI-Bnd will fit between the B.C. Top Chords and any other member. A -E 0.11 122 T 0.02 0.09 Design checked for 10 psf non- E -B 0.13 35 T 0.00 0.13 concurrent LL on BC. Bottom Chords No wind exposure on right end. A -D 0.09 122 C 0.00 0.09 Truss designed for wind loads D -C 0.13 0 T 0.00 0.13 in the plane of the truss Webs only. For studs exposed to D -E 0.09 190 C 0.00 0.09 wind (normal to the face), C -B 0.14 31 T 0.00 0.14 see Standard Industry Gable • Online Pius'42 Copyngnt MTekT 19962016 Vernon 30.0 054 En5neenng.Porttart 8/192016 72.30 18 PM Peg*1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160516 R13 2 DUAL 100414 7.5 0 0 T9312600 Bldg 1,2 or 3- Aquatic HO 2-5 HO 6-15 TC I 1-6-2 1 2-10-2 1 4-2-2 1 5-6-2 16-10-2 1 8-2-2 19-6-2 1100414 5x5= " B 4.5 [1:77.. 2x411 Nil: 2x411 . 1.] 7.5 N O 7.5 2x411 _ ► 2x411 M P 2x4 11 3-7-14.5 L 2x411 3x5 i Q 3x511 3x5�i A '� �1► F 412 Ft G K D J I H 2x4 11 2x4 11 2x411 2x411 2x4 11 2x411 2x4 11 71.111.1M11111•11111111111.1111111.111111M17 BC 1-6-2 12-3-61 4-2-2 1 5-6-2 1 6-10-2 1 8-2-2 1 9-6-2 1100414 ,B 10-4-14 B ALL PLATES ARE MT2020 Scale:0.493"x 1' MiTekt Online Plus" APPROX. TRUSS WEIGHT: 69.2 LBS Online Plus --Version 30.0.054 0 -M 0.03 141 C Truss designed for wind loads RUN DATE: 19-AUG-16 K -N 0.01 77 C in the plane of the truss D -B 0.07 250 C only. For studs exposed to Southern Pine lumber design J -O 0.02 93 C wind (normal to the face), values are those effective I -P 0.01 90 C see Standard Industry Gable 06-01-13 by SPIB//ALSC UON H -Q 0.02 96 C End Details as applicable, CSI -Size- ----Lumbar---- or consult qualified TC 0.11 2x 4 SP-02 TL Defl 0.00" in L/999 Building Designer as per BC 0.08 2x 4 SP-02 LL Defl 0.00" in L/999 ANSI/TPI 1. WB 0.07 2x 4 SP-03 LL Cant 0.00" in L/999 Wind Loads - ANSI / ASCE 7-10 PB --- 2x 4 SP-43 Shear // Grain in L -M 0.08 Truss is designed as Components and Claddings. Brace truss as follows: Plates for each ply each face. for Exterior zone location. O.C. From To Plate - MT20 20 Ga, Gross Area Wind Speed: 130 mph TC Cont. 0- 0- 0 10- 4-14 Plate - MT2H 20 Ga, Gross Area Risk Category : II or 48.0" 0- 0- 0 10- 4-14 Plate - MS18 18 Ga, Gross Area Mean Roof Height: 33-0 BC Cont. 0- 0- 0 10- 4-14 Jt Type Plt Size X Y JSI Exposure Category: B or 72.0" 0- 0- 0 10- 4-14 A MT20 3.0x 5.0 1.0 Ctr 0.57 Building Type: Enclosed L MT20 2.0x 4.0 Ctr Ctr 0.13 TC Dead Load: 6.0 psf psf-Ld Dead Live M MT20 2.0x 4.0 Ctr Ctr 0.13 BC Dead Load: 6.0 psf TC 10.0 20.0 N MT20 2.0x 4.0 Ctr Ctr 0.13 Max comp. force 250 Lbs BC 10.0 0.0 B MT20 5.Ox 5.0 Ctr Ctr 0.34 Max tens. force 200 Lbs TC+BC 20.0 20.0 0 MT20 2.0x 4.0 Ctr Ctr 0.12 Connector Plate Fabrication Total 40.0 Spacing 24.0" P MT20 2.0x 4.0 Ctr Ctr 0.12 Tolerance- 20% Lumber Duration Factor 1.25 Q MT20 2.0x 4.0 Ctr Ctr 0.12 This truss is designed for a Plate Duration Factor 1.25 F MT20 3.0x 5.0-1.5 0.7 0.46 creep factor of 1.5 which Fb Fc Ft Emin R MT20 2.Ox 4.0 Ctr Ctr 0.12 is used to calculate total TC 1.15 1.10 1.10 1.10 G MT20 2.0x 4.0 Ctr Ctr 0.12 load deflection. BC 1.10 1.10 1.10 1.10 K MT20 2.0x 4.0 Ctr Ctr 0.12 D MT20 2.0x 4.0 Ctr Ctr 0.12 Total Load Reactions (Lbs) J MT20 2.0x 4.0 Ctr Ctr 0.12 Jt Down Uplift Boric- I MT20 2.0x 4.0 Ctr Ctr 0.12 G 833 224 U 65 R H MT20 2.0x 4.0 Ctr Ctr 0.12 Jt Brg Size Required REVIEWED BY: G 97.5" 27"-to- 125" MiTek USA, Inc. 6904 Parke East Blvd. Plus 21 Wind Load Cases) Tampa, FL 33610 Plus 1 LL Load Case(s) Plus 1 DL Load Case(s) REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR Mambr CSI P Lbs Axl-CSI-Bnd ADDITIONAL SPECIFICATIONS. Top Chords A -L 0.09 158 T 0.03 0.06 NOTES: L -M 0.11 195 T 0.04 0.07 Trusses Manufactured by: M -N 0.09 163 T 0.02 0.07 RIDGFRY ROOF TRUSS N -B 0.04 169 T 0.03 0.01 Analysis Conforms To: B -O 0.05 168 T 0.03 0.02 F8C2014 O -P 0.06 176 T 0.04 0.02 TPI 2007 P -Q 0.05 178 1 0.04 0.01 WARNING Do Not Cut overframe Q -F 0.06 200 T 0.04 0.02 member between outside of Bottom Chords truss and first tie-plate A -R 0.08 152 T 0.02 0.06 to inside of heel plate. R -G 0.07 152 T 0.00 0.07 This truss has been designed G -X 0.07 0 T 0.00 0.07 for 20.0 psf LL on the B.C. X -D 0.01 0 T 0.00 0.01 in areas where a rectangle D -J 0.01 0 T 0.00 0.01 3- 6- 0 tall by J -I 0.01 0 T 0.00 0.01 2- 0- 0 wide I -H 0.01 0 T 0.00 0.01 will fit between the B.C. H -F 0.04 2 C 0.00 0.04 and any other member. Webs Design checked for 10 psf non- R -L 0.00 52 C concurrent LL on BC. • Odine Plus"O Copyright M:Tekll 1996.2016 Vernon 30 0 054 Er gneenn9.Pome1 6l19Q016 12:30.19 PM Pagel Ili Job Hark Quan TYPe Span P1-H1 Left OH Right OH Engineering 160516 R14 10 DUAL 100806 7.5 0 0 T9312601 Bldg 1,2 or 3- Aquatic HO 6-7 HO 8-14 10 0 m 0 TC 1 5-6-2 I 9-9-14 1 ~ I 5x5= B 7.5 1:777 -- 3-11-12 3x4�� H 3x511 35= A . G 3-(.148"x3") gun toenails E D 2x4,2 2x4 11 1 Cant:2- 3- 6 W:308 R: 539 U: 169 BC L 2-5-2 I 5-6-2 I 10-8-6 10-8-6 B ALL PLATES ARE MT2020 Scale:0.331"=1' MiTek49 Online Plus" APPROX. TRUSS WEIGHT: 63.0 LBS Online Plus -- Version 30.0.054 A -8 0.37 154 T 0.00 0.37 2- 0- 0 wide RUN DATE: 19-AUG-16 E -D 0.17 195 T 0.03 0.14 will fit between the S.C. D -G 0.15 198 T 0.03 0.12 and any other member. Southern Pine lumber design Webs Design checked for 10 psf non- values are those effective E -B 0.22 485 C concurrent LL on BC. 06-01-13 by SPIB//ALSC UON D -B 0.05 165 T Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- Sliders Truss is designed as TC 0.30 2x 4 SP-#2 H -G 0.04 199 C BC 0.37 2x 4 SP-#2 Components and Claddings* for Exterior zone location. WB 0.22 2x 4 SP-#3 TL Defl -0.03" in D -G L/999 Wind Speed: 130 mph SL 0.04 2x 4 SP-#3 LL De£1 -0.01" in D -G L/999 Risk Category II PB --- 2x 4 SP-#3 LL Cant -0.02" in A -E L/999 Mean Roof Height: 33-0 Shear // Grain in A -B 0.19 Exposure Category: B Brace truss as follows: Building Type: Enclosed O.C. From To Plates for each ply each face. TC Dead Load: 6.0 psf TC Cont. 0- 0- 0 10- 8- 6 Plate - MT20 20 Ga, Gross Area BC Dead Load: 6.0 psf or 48.0" 0- 0- 0 10- 8- 6 Plate - MT2H 20 Ga, Gross Area Max comp. force 485 Lbs BC Cont. 0- 0- 0 10- 8- 6 Plate - MS18 18 Ga, Gross Area Max tens, force 198 Lbs or 72.0" 0- 0- 0 10- 8- 6 Jt Type Plt Size X Y JSI Connector Plate Fabrication A MT20 3.Ox 5.0 1.5 0.6 0.77 Tolerance = 20% psf-Ld Dead Live B MT20 5.Ox 5.0-0.5-0.2 0.81 This truss is designed for a TC 10.0 20.0 H MT20 3.Ox 4.0 Ctr Ctr 0.10 creep factor of 1.5 which BC 10.0 0.0 G MT20 3.Ox 5.0-1.5 0.5 0.84 is used to calculate total TC+BC 20.0 20.0 E MT20 2.Ox 4.0 Ctr Ctr 0.28 load deflection. Total 40.0 Spacing 24.0" D MT20 2.Ox 4.0 Ctr Ctr 0.15 Lumber Duration Factor 1.25 Plate Duration Factor 1.25 REVIEWED BY: Fb Fc Ft Emin MiTek USA, Inc. TC 1.15 1.10 1.10 1.10 6904 Parke East Blvd. BC 1.10 1.10 1.10 1.10 Tampa, FL 33610 Total Load Reactions (Lbs) REFER TO ONLINE PLUS GENERAL Jt Down Uplift Horiz- NOTES AND SYMBOLS SHEET FOR E 539 169 U 70 R' ADDITIONAL SPECIFICATIONS. G 317 60 U 70 R For proper installation of Jt Brg Size Required toe-nails, refer to the 2005 E 3.5" 1.5" National Design Specification G 3.5" 1.5" (NDS) for Wood Construction Plus 21 Wind Load Case(s) NOTES: Plus 1 LL Load Case(s) Trusses Manufactured by: Plus 1 DL Load Case(s) RIDGWAY ROOF TRUSS Analysis Conforms To: Membr CSI P Lbs Axl-CSI-Bnd FBC2014 Top Chords TPI 2007 A -B 0.30 160 T 0.01 0.29 This truss has been designed B -H 0.21 238 C 0.00 0.21 for 20.0 psf LL on the S.C. H -G 0.02 175 C 0.00 0.02 in areas where a rectangle Bottom Chords 3- 6- 0 tall by Online Plus,'0 Copyright MiTek®1996.2016 Version 30.0.054 Engineering-Portrait 8/19/201612.30.19 PM Page 1 Job Mark Quail Type Span P1-H1 Left OH Right OH Engineering 160516 R15 12 DUAL 100806 7.5 1- 0- 2 0 T9312602 Bldg 1,2 or 3- Aquatic HO 6-7 HO 8-14 to N O O 03 O O O O TCI 'a 1 5-6-2 I 9-9-14 I r4 5x5= B 7.5 4-5-0 3x3-11-12 A 41144411 , 1A14; II e 3-(.148"x3") gun toenails E D 2x4,2 2x411 7 Cant:2- 3- 6 W:308 R: 621 U: 193 BC1 2-5-2 1 5-6-2 I 10-8-6 10-8-6 B ALL PLATES ARE MT2020 Scale:0331""1 MiTekv'i Online Plus'. APPROX. TRUSS WEIGHT: 65.2 LBS Online Plus -- Version 30.0.054 E -D 0.19 196 T 0.03 0.16 2- 0- 0 wide RUN DATE: 19-AUG-16 D -G 0.16 200 T 0.03 0.13 will fit between the S.C. Webs and any other member. Southern Pine lumber design E -B 0.26 577 C Design checked for 10 psf non- values are those effective D -B 0.05 164 T concurrent LL on BC. 06-01-13 by SPIB//ALSC UON Sliders Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- H -G 0.04 198 C Truss is designed as TC 0.33 2x 4 SP-M2 Components and Claddings* BC 0.41 2x 4 SP-#2 TL Defl -0.04" in D -G L/999 for Exterior zone location. WB 0.26 2x 4 SP-#3 LL Defl -0.01" in D -G L/999 Wind Speed: 130 mph SL 0.04 2x 4 SP-#3 LL Cant -0.02" in A -E L/999 Risk Category . II PB --- 2x 4 SP-#3 Shear // Grain in A -B 0.19 Mean Roof Height: 33-0 Exposure Category: B Brace truss as follows: Plates for each ply each face. Building Type: Enclosed O.C. From To Plate - MT20 20 Ga, Gross Area TC Dead Load: 6.0 psf TC Cont. 0- 0- 0 10- 8- 6 Plate - MT2H 20 Ga, Gross Area BC Dead Load: 6.0 psf or 48.0" 0- 0- 0 10- 8- 6 Plate - MS18 18 Ga, Gross Area Max comp. force 577 Lbs BC Cont. 0- 0- 0 10- 8- 6 Jt Type Plt Size X Y JSI Max tens. force 261 Lbs or 72.0" 0- 0- 0 10- 8- 6 A MT20 3.Ox 5.0 1.5 0.6 0.77 Connector Plate Fabrication B MT20 5.Ox 5.0-0.5-0.2 0.84 Tolerance = 20% psf-Ld Dead Live H MT20 3.Ox 4.0 Ctr Ctr 0.10 This truss is designed for a TC 10.0 20.0 G MT20 3.Ox 5.0-1.5 0.5 0.84 creep factor of 1.5 which BC 10.0 0.0 E MT20 2.Ox 4.0 Ctr Ctr 0.29 is used to calculate total TC+BC 20.0 20.0 D MT20 2.Ox 4.0 Ctr Ctr 0.15 load deflection. Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 REVIEWED BY: Plate Duration Factor 1.25 MiTek USA, Inc. Fb Fc Ft Emin 6904 Parke East Blvd. TC 1.15 1.10 1.10 1.10 Tampa, FL 33610 BC 1.10 1.10 1.10 1.10 REFER TO ONLINE PLUS GENERAL Total Load Reactions (Lbs) NOTES AND SYMBOLS SHEET FOR Jt Down Uplift Horiz- ADDITIONAL SPECIFICATIONS. E 622 194 U 70 R G 299 55 U 70 R For proper installation of II toe-nails, refer to the 2005 Jt Brg Size Required National Design Specification E 3.5" 1.5" (NDS) for Wood Construction G 3.5" 1.5" NOTES: Plus 21 Wind Load Case(s) Trusses Manufactured by: Plus 1 LL Load Case(s) RIDGWAY ROOF TRUSS Plus 1 DL Load Case(s) Analysis Conforms To: FBC2014 Membr CSI P Lbs Axl-CSI-Bnd TPI 2007 Top Chords OH Loading A -B 0.33 261 T 0.06 0.27 Soffit psf 2.0 B -H 0.22 212 C 0.00 0.22 This truss has been designed H -G 0.03 170 C 0.00 0.03 for 20.0 psf LL on the B.C. Bottom Chords in areas where a rectangle A -E 0.41 230 C 0.00 0.41 3- 6- 0 tall by Online Rua'.0 Copyngnt M.Tea®19902016 Version 30.0 054 Enyneennp-Perked 519/2016 12.30 24 PM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160516 R16 30 MONO 330800 0.25 0 0 T9312603 Bldg 1,2 or 3- Aquatic HO 2-0-0 HO 2-8-7 TC 1 5-6-7 I 11-2-9 1 16-9-0 I 22-3-7 I 27-9-13 I 33-8-0 1 SPL SPL 818G-M318-4x8 = 85x12= 5x6= 4x5= 5x6= #4x8= 818G-MS18-5x8 = N I J K L M 8 2-8-7 vg 0.-25-_ or 2-g-4 A ` C 84x10= I1 F E H G e k4x8= D n W:308 2x4 II 4x5= Sl 4x5= 4x5= S2 4x5= W:308 R:1575 18G-MS18-3x10 = R:1556 U: 145 18G-MS18-3x10 = U: 143 BC 5-6-7 I 10-11-1 I 16-5-8 I 21-11-15 I 27-6-5 I 33-8-0 1 '® 33-8-0 B EXCEPT AS SHOWN ALL PLATES ARE MT2020, M = PLATE SELECTED IN PLATE MONITOR 5C.818:0.158.=1. MiTek®Online Plus" APPROX. TRUSS WEIGHT: 216.1 LBS Online Plus -- Version 30.0.054 Bottom Chords 3- 6- 0 tall by RUN DATE: 19-AUG-16 A -H 0.33 3692 T 0.26 0.07 2- 0- 0 wide H -G 0.34 3692 T 0.26 0.08 will fit between the B.C. Southern Pine lumber design G -Si 0.45 5355 T 0.37 0.08 and an values are those effective SI-F 0.45 5355 T 0.37 0.08 Y ckedr non- member. Design rren 06-01-13 by SPIB//ALSC VON ked for 10 psf non- F -E 0.48 5723 T 0.40 0.08 concurrent LL on BC. CSI -Size- ----Lumber---- E -S2 0.40 4890 T 0.34 0.06 Provide drainage to TC 0.40 2x 4 SP-2700f-2.2Eg prevent S2-D 0.40 4890 T 0.34 0.06 water ponding. BC 0.48 2x 4 SP-2700f-2.2E D -C 0.29 3169 T 0.22 0.07 This truss must be installed WB 0.85 2x 4 SP-83 Webs as shown. It cannot be -- A 0.02 2 2x 6B SP-82 A -N 0.01 250 C WindLd installed upside-down. A -I 0.64 3904 C 1 Br NOTE: USER MODIFIED PLATES -- 0.64 2x 4 SP-82 This n maA -I I -G 0.66 1750 T selectedai throughre avplat tea G -J 0.08 438 C monitor. Brace truss as follows: J -F 0.14 389 T Wind Loads - ANSI / ASCE 7-10 O.C. From To F -K 0.04 139 T Truss is designed as TC Cont. 0- 0- 0 33- 8- 0 K -E 0.58 887 C Components and Claddin or 36.0" 0- 0- 0 33- 8- 0 E -L 0.15 448 T ti* BC Cont. 0- 0- 0 33- 8- 0for Exteriorzone location. L -D 0.45 1848 C 1 Br Wind Speed: 130 mph or 102.0" 0- 0- 0 33- 8- 0 D -M 0.30 796 T Risk Category II Continuous Lateral Restraint M -C 0.85 3409 C 1 Br Mean Roof Height: 33-0 req'd at mid-point of webs: C -B 0.02 243 C Windid Exposure Category: B A -I L -D M -C Attach CLR with (2)-lOd nails TL Dafl -1.11" in G -F L/358 Building Type: Enclosed at each web. LL Defl -0.41" in G -F L/965 TC Dead Load: 6.0 psf Refer to BCSI for diagonalxC Dead Load: 6.0 psf 9 Shear // Grain in M -B 0.39 restraint requirements. Max comp. force 5724 Lbs Max tens. force 5723 Lbs Plates for each ply each face. Connector Plate Fabrication psf-Ld Dead Live Plate - MT20 20 Ga, Gross Area Tolerance = 20% TC 10.0 20.0 Plate - MT2H 20 Ga, Gross Area This truss is desi BC 10.0 0.0 Plate - MS18 20 Ga, Gross Area 1n5d for a TC+BC 20.0 20.0 creep factor of 1.5 which Jt TypMS18 Plt4.O S8ze.0 X Y J1I is used de to calculate total Total 40.0 Spacing 24.0" NY M518 4.Ox 8.0 Ctr-0.2 0.14 load deflection. Lumber Duration Factor 1.25 IM MT20 5.0x12.0 Ctr Ctr 0.83 Plate Duration Factor 1.25 J MT20 5.Ox 6.0 Ctr 0.5 0.86 Fb Fc Ft Emin K MT20 4.Ox 5.0 Ctr Ctr 0.36 TC 1.00 1.00 1.00 1.00 L MT20 5.Ox 6.0 Ctr 0.5 0.76 BC 1.00 1.00 1.00 1.00 MI MT20 4.Ox 8.0 0.5 Ctr 0.77 BM MS18 5.Ox 8.0 Ctr-0.7 0.09 Total Load Reactions (Lbs) Al MT20 4.0x10.0 Ctr Ctr 0.81 Jt Down Uplift Horiz- H MT20 2.Ox 4.0 Ctr Ctr 0.34 A 1575 145 U 57 R G MT20 4.Ox 5.0 Ctr Ctr 0.95 C 1557 143 U 86 R S1 MS18 3.0x10.0 Ctr Ctr 0.83 F MT20 4.Ox 5.0 Ctr Ctr 0.24 Jt Brg Size Required E MT20 4.Ox 5.0 Ctr Ctr 0.37 A 3.5" 1.5" S2 MS18 3.0x10.0 Ctr Ctr 0.72 C 3.5" 1.5" D MT20 4.Ox 5.0 Ctr Ctr 0.76 CI MT20 4.Ox 8.0 Ctr Ctr 0.88 LC8 1 Standard Loading Dur Fctrs - Lbr 1.25 Plt 1.25 I . Plate Monitor used plf - Dead Live" From To REVIEWED BY: TC V 20 40 0.0' 33.7' MiTek USA, Inc. BC V 20 0 0.0' 33.7' 6904 Parke East Blvd. TC V 40 0 0.0' 5.7' Tampa, FL 33610 TC V 40 0 27.8' 33.7' REFER TO ONLINE PLUS GENERAL Plus 21 Wind Load Cases) NOTES AND SYMBOLS SHEET FOR Plus 1 LL Load Case(s) ADDITIONAL SPECIFICATIONS. Plus 1 DL Load Case(s) NOTES: Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: Top Chords RIDGWAY ROOF TRUSS N -I 0.28 25 T 0.00 0.28 Analysis Conforms To: I -J 0.32 5356 C 0.14 0.18 FBC2014 J -K 0.40 5724 C 0.22 0.18 TPI 2007 K -L 0.33 4891 C 0.16 0.17 This truss has been designed L -M 0.27 3169 C 0.04 0.23 for 20.0 psf LL on the B.C. M -B 0.33 34 T 0.00 0.33 in areas where a rectangle _ Orene Plus^'0 Copyright MITeSE 7996.2016 Version 30.0 054 Engineering.PoMmt 8f19/2016 12:3025 PM Pagel Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160516 T1 6 PB 91002 7.5 0 0 T9312604 Bldg 1,2 or 3- Aquatic TC 19-10 I 4-11-1 I 9-0-8 I 9-10-2 5x5= . B 7.5 {777. 3-0-15 2-11-5 3x5= 3x5= E D it A ` C Co F 6 2x4 II BCI 9-10 I 4-1-7 I 8-2-14 I 9-0-8 9-10-2 B ALL PLATES ARE MT2020 Scale:0.593"=1' MiTeke Online Plus" APPROX. TRUSS WEIGHT: 41.9 LBS Online Plus -- Version 30.0.054 TL Defl -0.01" in F -D L/999 Truss is designed as RUN DATE: 19-AUG-16 LL Defl 0.00" in L/999 Components and Claddings* Shear // Grain in E -B 0.12 for Exterior zone location. Southern Pine lumber design Wind Speed: 130 mph values are those effective Plates for each ply each face. Risk Category II 06-01-13 by SPIB//ALSC UON Plate - MT20 20 Ga, Gross Area Mean Roof Height: 33-0 CSI -Size- ----Lumber---- Plate - MT2H 20 Ga, Gross Area Exposure Category: B TC 0.13 2x 4 SP-#2 Plate - MS18 18 Ga, Gross Area Building Type: Enclosed BC 0.11 2x 4 SP-#2 Jt Type Plt Size X Y JSI TC Dead Load: 6.0 psf WB 0.01 2x 4 SP-#3 E MT20 3.Ox 5.0 Ctr Ctr 0.44 BC Dead Load: 6.0 psf B MT20 5.Ox 5.0 Ctr Ctr 0.34 Max comp. force 237 Lbs Brace truss as follows: D MT20 3.Ox 5.0 Ctr Ctr 0.44 Max tens. force 113 Lbs O.C. From To F MT20 2.Ox 4.0 Ctr Ctr 0.12 Connector Plate Fabrication TC Cont. 0- 0- 0 9-10- 2 Tolerance = 20% or 48.0" 0- 0- 0 9-10- 2 REVIEWED BY: This truss is designed for a BC Cont. 0- 0- 0 9-10- 2 MiTek USA, Inc. creep factor of 1.5 which or 98.9" 0- 0- 0 9-10- 2 6904 Parke East Blvd. is used to calculate total Tampa, FL 33610 load deflection. psf-Ld Dead Live See Standard Industry Piggy- TC 10.0 20.0 REFER TO ONLINE PLUS GENERAL Back Truss Connection Detail BC 10.0 0.0 NOTES AND SYMBOLS SHEET FOR for Connection to base truss TC+BC 20.0 20.0 ADDITIONAL SPECIFICATIONS. as applicable, or consult Total 40.0 Spacing 24.0" qualified Building Designer. Lumber Duration Factor 1.25 NOTES: Plate Duration Factor 1.25 Trusses Manufactured by: Fb Fc Ft Emin RIDGWAY ROOF TRUSS TC 1.15 1.10 1.10 1.10 Analysis Conforms To: BC 1.10 1.10 1.10 1.10 FBC2014 TPI 2007 Total Load Reactions (Lbs) OH Loading Jt Down Uplift Horiz- Soffit psf 2.0 E 661 148 U 53 R This truss has been designed for 20.0 psf LL on the B.C. Jt Brg Size Required in areas where a rectangle E 98.9" 0"-to- 99" 3- 6- 0 tall by 2- 0- 0 wide Plus 21 Wind Load Case(s) will fit between the B.C. Plus 1 LL Load Case(s) and any other member. Plus 1 DL Load Case(s) Design checked for 10 psf non- concurrent LL on BC. Membr CSI P Lbs Axl-CSI-Bnd Truss designed for wind loads Top Chords in the plane of the truss E -B 0.13 237 C 0.00 0.13 only. For studs exposed to E -D 0.13 237 C 0.00 0.13 wind (normal to the face), Bottom Chords see Standard Industry Gable E -F 0.11 2 T 0.00 0.11 End Details as applicable, F -D 0.11 2 T 0.00 0.11 or consult qualified Webs Building Designer as per F -B 0.01 53 T ANSI/TPI 1. Wind Loads - ANSI / ASCE 7-10 Onhne Plus",0 Copyright 6YTek01996-2016 Version 30 0 054 Enpneannp•Portrait 8/1W2016 12.30 26 PM Page 1 • • ONLINE PLUS GENERAL NOTES & SYMBOLS 108 PLATE LOCATION FLOOR TRUSS SPLICE LATERAL BRACING I'1 Center plates on joints ( 3X2, 4X2, 6X2 ) Designates the location for unless otherwise noted continuous lateral bracing(CLB)for \l in plate list or on drawing support of individual truss members `� II* Dimensions are given in i i_... only. must be properly �� nches(i.e.1 1/2"or L5") anchoredred or restrained to prevent • or IN-16ths(i.e.108) (W) =Wde Face Plate simultaneoustrussmembers.buckling of adjacent (N) =Narrow Face Plate PLATE SIZE AND ORIENTATION DIMENSIONS BEARING 3x5 I I The first dimension is All dimensions are shown in *IVWhen truss is designed to the width measured FT-IN-SX(i.e.6'-8.5"or ��� bear on multiple supports, perpendicular to slots. 6-08-08).Dimensions less interior bearing locations ® The second dimension is than one foot are shown should be marked on the I4 the length measured in IN-SX only(i.e.708). ` truss.Interior support or parallel to slots.Plate temporary shoring must be orientation,shown nextn place before trusses are to plate size,indicates 6-08 08 w=Actual Bearing 1 installed. If necessary,shim direction of slots in Width(IN-SX) bearings to assure solid connector plates. / 708 R=Reaction(lbs.) contact with truss. U=Uplift(lbs.) Metal connector plates shall be applied on both faces Mitek Industries Inc. bears no responsibility for the of truss at each joint. Center the plates, unless erection of trusses, field bracing or permanent indicated otherwise. No loose knots or wane in plate truss bracing. Refer to"Building Component Safety contact area. Splice only where shown. Overall spans Information"(BCSI 1)as published by Truss Plate assume 4"bearing at each end, unless indicated Institute, 218 North Lee Street, Suite 312,Alexandria, otherwise. Cutting and fabrication shall be performed Virginia 22314. Persons erecting trusses are cautioned using equipment which produces snug-fitting joints and to seek professional advice concerning proper erection plates. Unless otherwise noted, moisture content of bracing to prevent toppling and"dominoing ". Care lumber shall not exceed 19%at time of fabrication and should be taken to prevent damage during fabrication, the attached truss designs are not applicable for use storage, shipping and erection. Top and bottom chords with fire retardant lumber and some preservative shall be adequately braced in the absence of sheathing treatments. Nails specified on Truss Design Drawings or rigid ceiling, respectively. It is the responsibility of refer to common wire nails,except as noted. The others to ascertain that design loads utilized on these attached design drawings were prepared in accordance drawings meet or exceed the actual dead loads imposed with "National Design Specifications for Wood by the structure and the live loads imposed by the local Construction"(AF& PA), "National Design Standard building code or historical climatic records. When truss for Metal Plate Connected Wood Truss Construction" hangers are specified on the Truss Design Drawing, (ANSI/TPI 1), and HUD Design Criteria for Trussed they must be installed per manufacturer's details and Rafters. specifications. FURNISH A COPY OF THE ATTACHED TRUSS DESIGN DRAWINGS TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THESE DRAWINGS AND VERIFY THAT DATA, INCLUDING DIMENSIONS & LOADS, CONFORM TO ARCHITECTURAL PLAN/SPECS AND THE TRUSS PLACEMENT DIAGRAM FURNISHED BY THE TRUSS MANUFACTURER. MIN® MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 I\/I iTe k Tel: 813-972-1135 Fax: 813-971-6117 JOBSITE PACKAGE IMPORTANT DOCUMENTS ENCLOSED PLEASE REVIEW AWARNING: The handling, storing, installing, restraining and diagonal bracing of structural building com- ponents requires specialized training, clearly implemented procedures, and careful planning and communication among the contractor, crane operator and installation crew. Handling and installing components without appropriate training, planning and communication greatly increases the probability of an accident resulting in property damage, serious personal injury and/or death. Prior to component installation,the documents should be examined and disseminated to all appropriate personnel, in addition to proper training and a clear understanding of the installation plan, any applicable fall protection requirements, and the intended restraint and bracing requirements.Trusses over 60 feet in length are very dangerous to install and may require com- plex temporary and permanent bracing. Please consult a Registered Design Professional. Examine the building,the building's structural framing system, bearing locations and related installation conditions. Begin compo- nent installation only after any unsatisfactory conditions have been corrected. Do not cut, modify or repair components. Report any damage before installation. The enclosed documents are offered as minimum guidelines only. Nothing contained in this jobsite package should be construed in any manner as expanding the scope of responsibility of, or imposing any additional liabilities on, the component manufac- turer. ADVERTE NCIA: El manejo, almacenamiento, instalacion, restriccion y arriostre diagonal de componentes estructurales de construccion requieren entrenamiento especializada, procedimientos claramente implementados y planificaron y comunicacion clara entre el contratista, operador de gnus, y los obreros de instalacion. El manejar e instalar los componentes sin entrenamiento suficiente, planificacion y comunicacion adecuadas aumenta la probabilidad de un accidente que results en dareo a propiedad, herida seria o muerte. Antes de la instalacion de componentes, los documentos adjuntos deben ser examinados y difundidos a todo el personal apro- piado, ademas del entrenamiento pertinente y un claro entendimiento del plan de instalacion, de todo requisito aplicable de la proteccion contra la caida y de los requisitos previstos de arriostre y restriccion. La instalacion de trusses más de 60 pies de largo es muy peligrosa. Consulte a un Profesional de Diseno Registrado. Examine la estructura, el sistema armazon estructural de edificio, ubicaciones de soporte e las condiciones de instalacion cor- respondientes y comenzar con la instalacion de los componentes solo despues de haber corregido toda condicion insatisfactoria. No corte, modifique ni repare los componentes y informe cualquier dano descubierto antes de proceder a la instalacion. Los documentos adjuntos se ofrecen solamente como directrices minimas. Nada de to incluido en este paquete debe interp- retarse de manera que exceda el alcance de la responsabilidad del fabricante de componentes, ni en forma tal que imponga responsabilidades adicionales sobre este. iiii.040,74.3,7irem V.. ir tAiiiialfiil — Ai . r 110j .��� 4., 1 , Nip To view a non-printing PDF of this document, visit www.sbcindustry.com/jobsitecs. FOR DESIGN RESPONSIBILITIES SEE REVERSE BCSI•B1 SUMMARY SHEET GUIDE FOR HANDLING INSTALLING RESTRAINING AND BRACING OF TRUSSES SPANS OVER 6C'MAY REQUIRECQMPLEY,PERMANENT BRACING. PLEASE ALWAYS CONSULT A PROFESSIONAL ENGIN GENERAL NOTES NOTAS GENERALES HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES Trusses are not marked in any way to identify Los trusses no estin marcados de ningiun mode qua RECOMENDACIONES PARA LEVANTAR DAQUETES DE TRUSSES. the frequency or locabon of temporary lateral klentifiquelafrecuenciao!ocaliaadbnderestricciPrlateral ®Warning!Don't overload ton crane. restraint and diagonal bracing.Follow the y arriostre diagonal temporales.Use las recomendaciones iAdvertenclal iNo sobrecargue Is grind! recommendations for handling,Installing and de mane)°,instafacidn,restriccldn y anrostre temporal de temporary restraining and bracing of trusses. los trusses.ilea el foi!et°B .iia B vwoa Pratt Never use banding alone to ITR a bundle. Refer to SCSI . ll to Goon Practi` to Dara al Manelo Instaiaci Rrxerkeidn Y lora n 15 Do not left a group of individually banded bundies. �.'', Itrndlno.Installing.Restrairrino&Bracing of Trusses Madera Cnneitadns me a Mer_! . Nunes use solo los empaques "� ' • Metal Plate Connected Wood Tr sse�s"for e para apaquete. • ;�tr'aa'r.... pat Infprtnapdn mss detalada. No levante un grupo de paquetes empaqueandos ,V'/ •:_I- e..r-,tCDasa more detailed Information. Los diblrosCediseitodebstrt>sses n individualmentes. -,. • Wade espechkar las �'. :... Truss Design Drawings „_K.. lg may specify locations of lecakzadiones de restrkddn lateral permanents o refuerzo A single lift point may be used for bundles ” • permanent lateral restraint or reinforcement for enlos miembrosindividuates del truss.Vealahots resumen with trusses up ID 45'. Individual truss members. Refer to the SCSI- BCSI-B3-Restrkcidn/Arrlostre Permanente de Cuerdas R3 'gunman, Sheet - Permanent Restraint/ v Mhmfxos Senindannq'"para mss informacidn. El trusTwo lift points may be used for bundles wdh Ql Warning!with not web loadlsupporting Bradno of Chords&Web Mem .ole"for more rest°de los dlsebos de ardostres pennanentes son la Use at a to�I' ,A verge truss bunds. information.All otter permanent bracing design responsabilidad del Disenador del Edifier°. Use at least 3 lift faints f,>.trnxl.es vin;:; iAdvertercon Nopaquete sobrecargue s estructura I! is the responsib lily of the Building Designer. trusses greater than 60'. apoyada con el de trusses. Puede ussr un solo lugar de levantar para Q The mnsequexes of Improper handling,erect- ...mt.,�..,.,, paquetes de trusses tasty 45 pies. Q Place truss bundles in stable position. ergo installing,restraining and bracing can result 4,....„414- 1111W,,,. a Puede user dos 1- paquetes de trusses en uta easiadn . ...-. , pontos de levantar pare Puse In a collapse of the structure,or worse,serious iAllti �� pactuetes haste 60 pies. estabte. personal injury or death. `' - Use per to memos tees puntos de tevantar pars i-• -' i.r '5•bo.', paquetes m s de 50 pees. • El resultado de un manejo,levantamiento, i, ,, ef""�.. , p , instalacidn,restriccion y arrisotre inconecto puede ;i k0. s f 4 '"' t ` INSTALLATION OF SINGLE TRUSSES BY HAND 'oboe de ie estrucbrra n grin Peon,lreridos o i"E•�,, a „ >-y 17'.,{ -,.-^ INSTALACIUN DE TRUSSES INDIVIDUALES POR LA MANO T1k P. �y 's`', 'ai: Trusses 20' ;'• Trusses 30'or . $6L�i. �1 w�. Q or less,Sue l 0 less,support at Wit. r ©Banding and truss plates have sharp edges.Wear ����� gloves when handlingand safety ' port at peak. quarter points.ong bai .I 'iII del pce �':t. dellas cuart°s paquede metal teener hordes } sI afilados.Lleve guantes y lentes protectores aando 20 pies o ♦TNSupto 20'4. trusses de 30 I4_Trusses up to 30'Corte leis empaques. �='' -451 meros. Trusses haste 20 pies pies o ntenos. Trusses hasty 30 pies HANDLING MA N EJ O . HOISTING OF SINGLE TRUSSES—LEVANTAMIENTO DE TRUSSES INDIVIDUALES Q Hold each truss in position with the erection equipment until top chord temporary lateral restraint Qr Avoid lateral bending.—f vee Ice nrx,tis laIrni. Is installed and the truss Is fastened to the bearing prints. ® Use special care in Utilice cuid,'tdo Sostega cads truss en posridn can equips de gnia haste qua la restrlccldn lateral temporal de s windy weather or especial en dies cuerda superior este instated°y el truss este asegurado en los scportes. near power lines ventosos o cerca de and airports. cables eJectrkos ode Warning!Usinga single pick-points- �IA. aeropuertos. ng' truss. at the peak `.�.. y �I` can damage the dI---. �` .4 limitio• [ ecoiAdEl use de un sob loser en Cl ` pito pars levantar puede hacer dant al truss. 1 Spreader bar for truss 4 • HOISTING RECOMMENDATIONS FOR SINGLE Die s� ,�Af TRUSSES Q The Contractor Is responsible for properly ,A. RECOMENDACIONES PARA LEVANTAR TRUSSES ' recehring,unloading and storing the trusses W...W INDIVIDUALES at the jobske. "� -��`� El contratista liens to responsabilidad de LJ lyse prop rig- Use equip°apropiado ! recibir,descargar y almacenar adecuada- ging and holetutq para levantar e raper» I t a"m^so mente los trusses en In ebra. equipment. Improviser. _ TRUSSE e1...-- asses resume 30 PIES Mach f �� \ ' •.••� +►'0.t 11. Alrri.� Locate Spread.lar ��� ` ti�fly '*"•` i.-.•w. �^f....+1 - �,`+� !_ SMaac Der to to boss or stiloock Amax. l\': fl "" • Ta I vJ truss level —'I mi'hepM , ��• ". TRUSSES UP TO 60' �� 1 TRUSSES NASTA 60 PIES �a��'ar 1 •e'�Y_-.1., 49:-tut a3 ♦3'.. 4y t+: } _, �fi� �,i'rI•l • i iFi : - 0. ,- L� i I� Sp+eaCor Dar 2/3 to -i FF! 3A truss NV, Ei If trusses are to be stored h • orizontally.pia:-c +E '" ageAe blocking of sufficient height beneath the 'r � ''- .�_ TRUSSES UP TO AND OYER 60' stack of trusses at 8'to 10'on tetter. ----.••• TayssEs NASTA r soaaF 6o PIES For tresses stored for more than one week, Q DDnbai store r sties verticatmente los TEMPORARY RESTRAINT& BRACING cover bundles to prevent rrcastune gain but upright trusses sueltos. RESTRICCION Y ARRIOSTRE TEM PORAL allow for ventilation. Refer to BCSI Guide.to Good Prartire for '''''-.5.k. ,dj`,9L''6 • .• Q Refer to BCSlrhLs mmtary Street–Truss Handing.Instailrn°,Restrainer°&Bracing ?e Ki lncta latlnn&Tum eeorary Restraint/Bra ir,••e- Top Chord Temporary of Metal Plate Connected Ward Trusses", a• �'"'c-s., • for more information. 1 1lateral Restraint for more detailed information pertaining to .'" h Vee pJ resumer BCCI-132-Instalaridn ole FI 11 C'` (TCTLR handling and jobsite storage of trusses. A r ,y . Trusses y Restrlrrk5ndArriostre Te 4 r 4. 0.A&.* min� f.El a �rdl... Si los trusses es;auin ggarlados horizon- lata m ds infomacion. _`\...�-- - .- . talmente,porgy bloqueando de allure Locale ground Orate for first nuns directly ir, �� suhciente debris de la pita de los trusses a 3 •, '4?i..,,, .r., .zaw 1"line with all rows of top ciord temporary fat- .'r\ �® - hasta 10 pees en Cl centro. eral restraint(see table In the nett column). -'90° . Do not store on No almacene en Coloxlue los amostres de tierra para el primer Para trusses guardados toe mss de tuna uneven ground. tierra desigual. truss dlrectamente en linea con cede sea de semroa,cubra los paquetes pare prevenir las files de restricvdn lateral tem securelycr before truss aumento die:hurtedad pero permits venti- pond dela .t rectiot lacoin coeds superior(sea W table err s Ixinxima Yea el(ditto SCSI Gula de B vw I' columns). of additional Pr'tka ..i�.r+c....'a 7'�'' trUsslS. para el Marrero.Ipstalacidn.g I lreldn v'r• �!lm.�iw isprr ia'a ar. w lc, Do not walk on unbrarxd �` 1.• rrostre dabs Trusses delladera Conecttdo5 iso:` "� trusses. con Places de Metal".para inlamadon m35 _ `•' No Gamine en trusses detallada sabre el matte` - meg, jD Y aimacenacb de 6'=��; - D ' r 1 zuekos. los trusses en area de trah_ajo. �� . HOJA RESUMEN-DFLA LUTA UE BUENA-FRAC- RCA-PAR EL MANEJU INSTAION REbTICLIIJI T ARRIUbTRW E DE 5TKU5SE5 VANOS MAS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTE COMPLEJLAO.POR FAVOR,SIE'MPRE CONSULTE A UN INGENIERO PROFESSIONAL • BCSI•B1 SUMMARY SHEET GUIDE FOR HANDLING INSTALLING RESTRAINING AND BRACING OF TRUSSES SPANS OVER.6 MAY-REQUIRE-COMPLEX PERMANENT'BRACING.PLEASE ALWAYS CONSULT A PROFESSIONAL ElGINEER STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LAS MEDIDAS DE LA INSTALAQGN DE LOS TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUEROAS PARALELAS 3X2 Y 4X2 0 Refer to BCSI-87 Diagona:Bracing p 11 Install ground bracing.2)Set first truss and attach securely to ground bracing.3)Set next 4 Sr3mmary Street 10'or 15" �,>)� Repeat Diagonal Bracing I trusses with short member temporary lateral restraint(see below).4)Install top chord diagonal -Temporary a 4 p- Z�! , every 15 truss spaces(30') • basting(see below).5)Install web member plane diagonal bracing to stabilize Use first five trusses Earmaneant Rectreintl `�- .1 (see below).6)Install bottom chord temporary lateral restraint and diagonal[racing(see below). )3IDunn for Parallel r- 7)Repeat process on groups of four trusses mite all trusses are set. Chord Trussets"T :`Tr IVB- for more information. -'1114110-440.11..p - d� 1)Instate los arrostres de tierra.2)Instate el Fairview truss y ale seguramente al arriostre de s I Berra.3)Instate los prGaimos 4 trusses con restriction lateral temporal the miemtxo corto(Yea Yea el resumer Bark Y-'". abajo).4)Instate el arrlostre diagonal de le cuerda superior(sea ataa)o).5)Instate arriostre $7-Reslricrion i Appy Diagonal Brace to diagonal para los pianos ole los miembros secendarios para establlxe los prime ros cuico trusses Arriostre Temporal vertical webs at end of (yea abajo).6)instate is restriction lateral temporal y arrklstre diagonal pare la cuerda Inferior v Permanente Dara cantilever and at bearing Al Lateral Restraints (sea abajo).7)Repite este procedinvento en grupos de cuatro trusses haste que taros los trusses Tresses de Cuerdas locations. lapped al least two trusses. estén enstalados. Paralelas."pant 'Top chord Temporary Lateral Restraint spacing shall be Inas infor enation. 10'Os.mat for 3x2 chords and 15'e.e.for 4x2 chords. ®Refer to ials.-I . uu.-• n?: - a1•.. A. • -u r.. -a :•,r•1.':r,.a.s`"for more information. , Vea el resines: 1-: - r,,•;'.r .. :,r, it: :•,r :it a .''`para may INSTALLING -- INSTALACION ?;;oui ot:Pmn.'` information. ( Tolerances fox Out-cif-Plane• '�� Bew Length RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES u toleranclas para Fuera-de-Plano. RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES Max.Bow 0/50 0(r') ala 12 5' -;-Lcngln 0 This restraint&bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses Q -..-:ii--Z-44- 1 1/4- 7/8' 14 6' Este metodo de restriction y arriostre es para todo trusses excepto trusses de arerdas paralelas -Max,Dow •••--10ngth-N._ 12- 2' 1" 6.T 3x2 p 4a2. _ Max.Bow •1 3/4' 3' 1-1/8" 16.8'1)TOP CHORD-CUERDA SUPERIOR -^ Lenpm Truss Span Top Chord Temporary Lateral Restraint(TCTLR)Spacing -_ r. - O t• 4' 1-7/4', 20.0 Longitud de Trarrto Espaciamiento del Arriostre Temporal de la Cuerda Superior o Up to 30' 10'o.c.max. o /PI TIM" S' 1-3/8' 22.9" Q Tolerances for ! 1.1/2' 6' 1-1/2' 25.2 Nasty 30 pees 10 Pies maxima — Out-of-Plumb. 30'to 45' 8'o.c.max. k 1.3/4' T 1-3/4' 292 30 a 45 pies 8 pies rndximo Tuleranaas para Do max 2• ze , 45'to 60' 6'o.c.max. Fuera-de'Ptornada. 2' 533.3' 45 a 60 pies 6 pies maxima 60'to 80'• 4'o.c.max -CONSTRUCTION LOADING—CARGA DE CONSTRUCCION 60 a 80 per' 4 pies maximo ©Do not proceed with construction until all lateral restraint and s �e It1R"iplylng:::-^ •Consult a Professional Engineer for trusses anger than 60'. / bracing is securely and properly in place. �;.( , ew,Tiiu►+�..:F'',y• *Comte a un Ingenlero Profesional para trusses mos de 60 plias. No precede con la construction haste que todas las restric- M erlal Heigh ✓����.".' I clones laterales y los arriostres ester colocados en forma in See DCSI.62`T"for TCTLR options. .P �```� / apropiada y Segura. Gypsum Board 12- "iii Yea el DCSI•R?e e r pare las . Ptvwood or OSB 16' optA nes de TLTLR. ���� �\ sem • � \��- Do not exceed maximum stack heights.Refer to jlc•SI•D4 5um- Refer to$GSI-Pe Sum- s�"� . �`�� ``\'� ower ole"r- oristnxtion utading•"for more Information. mesa sharks 2 bunse• Restraint/Bracing Sheet-ing Permanent --' :-.. .•c'-' _`� ji2SVdjfrUBracing of Chords& � A�������� No Brescia las allures maxinaas de mentors.yea el rewmen Concrete Broca 8' Web Members".for Gable .a'�_ ,.� �`���T DC51-84 Carps de CgtMrurejdo."pare roes information, 3-4 Grey Tie Bien high reinforcement Frame em rrat itingr 1,� -Nei-� �\ 1", , / reinfoxctyraent information. Willilla``� Para information soars i 1 • I\ ! restricclon/arriustre/refuerzo Repeat diagonal para Ar-mazoaes Hastaales braces for each Do not overload small groups or single trusses. • �f Yea el resumer B(SI-83 set of 4 trusses. N0 sobrecargue pequetios grupos o trusses indivxtuales. NIP: -RestrirriianfArdnctre Ground bracing not snows for clarity. Repita los " Permanente de Cuerdas v arrisotreu diagonales CS) Never stack materials near a peak. Miemhrrss Ser'yrios.'•` para cada grupo de Nunca arnontone los materiales terra ole un pito. *I 2)WEB MEMBER PLANE-PLANO DE LOS MIEMBROS SECUNDARIOS 4 trusses. 0 Place loads over as many trusses as possible. Q CAIOeII a las woes sobre tantos trusses wino sea poslWe. ./,S. Diagonal Position loads over load bearing wads. LATERAL RESTRAINT —�ok,�7♦— Bracing 0 C.olog a las cargas soiree las pander soportantes A Web Members i,:1ei.. Q'\ 5114`_I► I.�I, Truss tracing ea &DIAGONAL BRACING 1 '� ,jw:. Com• �1 ALTERATIONS—ALTERACIONES eh°"n'at�. ARE VERY IMPORTANT ,' � 1 .; . '` -: . Referl0: rani. r.::.- 'it a ...,- ....u.es ,.i '.•e ..a.raa ILA RESTRICCION r��* ►•,�,,,,itw •.1�a' Vea el resumer BCSI-BS Dana de Trusses.Mo ditireiones en la Ubray rupees de Hestalarinn.`•. LATERAL Y EL � ;;! .. �►� . � `� : 'Z. �.�` Do not cut,oder,or drill any structural member of a truss unless specifically permitted by the ARRIOSTRE r ��.'' ,`r Trus Design Drawing. j I z`r•4,.eta b a DIAGONAL41 ZC7', ��►. Bottom Chords No torte,alters o perfore ningbn miembro a stnactural de un truss, r� �. : a rnenos que este especificamente permitido en el Dibu)o del �L�L� I SON MUY +t�� Oise&delTruss. t IM PO RTANTES! Diagonal Braces Q Trusses that have been overloaded during construction or altered without the Truss Manufacturer's every 10 truss prior approval may render the Truss Manufacturer's limited warranty null and void. 10'-15'max.Same spacing as spacers(20'max.) bottom chord Lateral Restraint Trusses que se has sobrecargado durante la construction o hon side alterados sin la autorizadon Some chord and web members not previa del Fabricante de Trusses,pueden hater Oslo y sin erecto la garantia limitada del Fabricarrte shown for clarity. de Trusses. 3)BOTTOM CHORD-CUERDA INFERIOR -eeneaes she Component Manufacturer for more Information or consult a Professional Engineer for aaalatanoe. �' To dew a oon-prntirrg PDF d 5cC document oCS s'swwsbeMd xrry.eoml I. Lateral Restraints-2x4x12'or .........4.441.4......,,,...4„.........p._� NOTE:The Sun MaMa050W and That Dasigna rey on the pres,mpbu,that Me Contractor ala vane operator(d acpraDo)are t_.� priaswnrm sem ore!openly to urdevke are work they tae epee°C do on any open prof It me Canaia owner"neem greater tapped over two trusses. �`�1' �"�._ , asusrm in come aspect of me mreoucoon ogre It Maid seek muara from a competent party.Tr*methods mw geotaxes ,,era,`_� � .rte`L��. ¢. owned en am dooenMe an Mesad m Cour ma ire overall construction tednlO.res ermined wN PA the trusses into plea Seity. ``+�--�`, `�r�.`+r�.. Moe RmnmeclaOorn for tending,aM OM%rtlenaen9 and Brag Mosta at Med Won the collective ennr ra a orcin Bottom ` `may 'w•it` ` periormel nhered with bus deign,maxlaave and eabaalen,but nkat ode to ane rtabxe of responstemes navel,te neutrino Chords +�_% `_4 sty r a 0520€for w Pr a ordained Beano Oesyr+or Cenbattr.n is not needed that these rammma4+mro be interpreted as err,``r .., ... A superior tome loony Designees desen 1pco�e^rolandng,emacr5,nisianrq and tracing brut ata dors nee pradua me 9.1....'..... �_►_�`•�'�►� fly'•'K. ... um a dem mulvaae medmm for raga ke)traagaa providing inWM for as way.mune,floc;moB ora ea theeemdaed �� `"�.. _•`," sauced*priory cm,pmees r demmhrod by ere eanbatm[Irks,wrCA aro Tel open*mdam sly re mold ty Kr de,Mges 41.-.1 .4F,;:".44•1\• • seam*cm me uu,aaxkamn,a rewsa on the roammadaeae and lrMmaan cantered hoer. ��,i11`+ Diagonal Braces every 'e Pill i �.T 10 truss spaces(20'max.) ,a,,,.,,,L1f TRUSS PLATE INSTITUTE Some chord and web members 6300 Enterprise Lane•Madison,WI 53719 218 N.tee 5t,Ste.312•Aaidndlra,VA 22314 30'-15i' 608/274-4849•www.sbcsdushycan 703/683.1010•www.epnst.org not shown for clarity. 55WA0Nlxx_1_7 070724 HOJA RESUMEN DE LA GUTA DE BUENA PRACTICA PARA EL MANEJO INSTALACION RESTICCION Y ARRIOSTRE DE LOS TRUSSES VANOS MAS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTE COMPLEJO.POR FAVOR,SIEMPRE CONSULTE A UN INGENIERO PROFESSIONAL Instalacion de Trusses & Restriccion/Arriostre Temporal FOR TRUSSES UP TO 2'-0"ON-CENTER AND 80'-0"IN LENGTH PARA TRUSSES HASTA 2 PIES EN CENTRO Y HASTA 80 PIES DE LONGITUD `' ' A WARNING!Spans over 60'require more complex temporary installation re- ,`,a =1, straint/bracing.Consult a registered design professional. _ Los tramos más de 60 pies requieren restriccion/arriostre de instalacion temporal más complejo.Consulte a un profesional registrado de diseno. DANGER!Disregarding handling,installing,restraining and bracing safety recommendations is the major cause of truss erection/installation accidents. El no seguir las recomendaciones de manejo,instalacion,restriction y ardostre es la causa '�"illf - __ -_ principal de los accidentes durante la ereccion/instalacion de trusses. ."*AL...„: '` 7'1 4 ; NOTICE Lateral restraint is NOT adequate without diagonal bracing. Diagonal La Restriccion Lateral NO es adecuada sin el Arriostre Diagonal. bracing Lateral restraint 0 Always diagonally brace for safety! iSiempre arriostre diagonalmente para seguridad! MAXIMUM SPACING FOR TOP CHORD TEMPORARY LATERAL RESTRAINT(TCTLR) EL ESPACIAMIENTO MAXIMO PARA LA RESTRICCION LATERAL TEMPORAL DE LA CUERDA SUPERIOR(TCTLR) ��— The graphic at left shows the maximum on center spacing(see*at ..."..%;•,-� ,,,;�!%� �_�= TrnRshown In green. left)of TCTLR based on truss span from the table in Step 2 on page 2. Diagonal bracing �.•-..-.0orL;'____.... `► � rrnR es mosnad° ,..b...11111.0 Int.. ,.... _ �:���♦_ en veax. •• Ground bracing not shown for clarity. Shown in red. ii _.i �= artiottrc ddgonal a wr�-�� �....� '� mostnado en.M. =�,.,r\ `+► ` �'�' • Apply diagonal bracing or structural sheathing immediately.For spans �..=``,�� �� over 60'applying A•; ^�� Ate. '�` �� method. structural sheathing immediately is the preferred �``�`�``�'`�.N. -.:����� El dibujo a la izquierda muestra el espaciamiento maximo en el centro -`-�;,��=`�``��` v-%;,.-",z- `"°"�,�r�'�- (vea*a/a izquierda)del TCTLR basado en los tramos de trusses de la To40 ► • ♦ �'aa`� table en el Paso 2 en/a pagina 2. • No se muestra el arriostre de tierra para derided. rpss sopfo 0•10,,,, �r060` ++arot. • Aplique inmediatamente el Arriostre Diagonal o el Entablado '6Estructural(structural sheathing).Para tramos más de 60 pies el op Chard Tenporar lateral Restraint metodo preferido es entablarlos inmediatamente. CHECK THESE ITEMS BEFORE STARTING ERECTION/INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA ERECCION/INSTALACION Y CORRIIALOS CUANDO ES NECESARIO 2 Building dimensions match the construction documents. El Trusses are the correct dimension. Las dimensiones del edificio concuerdan con los documentos de construccion. Los trusses son la dimension correcta. 2 Bearing supports(e.g.,walls,columns,headers,beams,etc.)are accurately El Tops of bearing supports are flat,level and at the correct and securely installed,plumb and properly braced. elevation. Los soportes que sostienen cargas(ej.,paredes,columnas,vigas de cabezera, La parte superior de los soportes de cojinete son plans, vigas,etcetera)son instalados seguramente y con precision,y son nivelados y niveladas y a la elevacion correcta. arriostrados apropiadamente. El Jobsite is clean and neat,and free of obstructions. 2 Hangers,tie-downs,restraint and bracing materials are on site and La obra esta limpia,ordenada y sin obstrucciones. accessible. Los colgadores(hangers),soportes de anclaje(tie-downs)y materia/es Q Ground bracing procedure for first truss is based on site de restriccion y arriostre estan accesibles en/a obra. and building configuration. El Erection/installation crew is aware of installation plan and lateral El procedimiento de Arriostre de Tierra para el primer restraint/diagonal bracing requirements. truss es basado en el terreno y/a configuration del El personal de ereccion/instalacion es consciente del plan de instalacion edificio. y los requisitos de restriccion/arriostre. I •; Ir grus level exterior seri far El Multi ply trusses,including girders,are correctly fastened together prior to from truss for exterior lifting into place. • ground bracing,use Los trusses de varias capas,induyendo travesanos,son fijados juntos cor- interior ground bracing. rectamente antes de levantarlos en/ugar. Si el nidel terreno es (l Any truss damage is reported to truss manufacturer.Refer to BCSI-B5."' demasivel adolejosparaDo not install damaged trusses unless instructed to do so by the building usarArriostre de Tierra designer,truss designer or truss manufacturer. Exterior ;'�•• plipill exterior,use Arriostre AlgOn daflo a los trusses ha sido reportado a/fabricante de trusses. yea el de Tierra interior. resumen BCSI-B5."'No instale trusses dalados a menos que se dijeren el disefiador del edificio,el disefiador del truss o el fabricante del truss. B2Temp 090902 - . "° S1-B2SUMMARY SHED RESUMEN BCSI-B2 STEPS TO SETTING TRUSSES PASOS PARA EL MONTAIE DE TRUSSES Establish Ground Bracing Procedure: Exterior or Interior 1■ Establezca el Procedimiento de Arriostre de Tierra:Exterior o Interior pap bass Of gmN first buss end tame)d bracedd teased poop d trusses Mach ground of Wsses Dr_bracing(a end lacks in a hp set application) - ��;�a brace vertical ;o.rd ,j . / to end wall by / �":vAc........./...'9'cuP !!/��a ' J nein°tot: 1%c gmal � t Npip A„ ���• Lound branGranai \ ,�� \ \vMitl brace J' - �� membersAil• Braced truss(or vertical r t / v to wan Order Inns b hp 1 111 `1 1 [peg 1 i dagonal / ` 1r'd'a al Gam__. 'fGrou,d r 1 'j Man ` ,.:? Properly brace wall web r/ lateral• \i ,` edema.dae &and floor D-rcmd / r asbant r t L Sacand Gjpay r'--�� ��moarage•perbendlalat srand take / i/ SIM restrain) walls.etc. 7vt Manzmtai Namm�tal be mender abashed to Backup pound �( / - boor Nola Second boa system sbae�� member\� End reveal Rip boa-Ir• shall have adapuata capacity to with merle stakes brace _;support laces tom•• •braces• EXTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR 2Determine the locations for TCTLR and Ground Braces • Determine las ubicaciones para TCTLR y los Arriostres de Tierra TCTLR,typ. Maxhiii$ifi diorq'Tempordii Latent Reskiht.$06iiitt ,` 2 Use truss span to determine spac- ing for top chord temporary lateral Truss Span TCTLR Spacing r114 jrestraint(TCTLR)from table at right. �j>Use el tramp del truss para determi up to 30' 10'on-center maximu nar el espadamiento para restriction 30'-45' 8'on-center maximum ., r 1, 11 lateral temporal de la cuerda supe- 45'-60' 6'on-center maximum ' �/1 1,4\Ill" ��// nor(TCTLR)en la tabla a la derecha. 60'-80' 4'on-center maximum a I *Consult a registered design professional for trusses longer than 60'. **For trona spaced greater than 2 o.c.,see also BCSI-B10. •=['Itch break Under B Over 0(add aTCTLR) TCTLR • 11111311111111115111SISIIIIIIIICI1111111111=11112511 10"or greater I a '.IMMIIIMIM Mae Span Truss attachment required at support(sll 0 Locate a ground brace vertical at each 2 Locate additional TCTLR at each pitch TCTLR location. break. 0 Locate additional TCTLR over bearings if the Localice una vertical de arriostre de Localice TCTLR adicional en cada rotura heel height is 10"or greater. tierra en cada lugar de TCTLR. de inclination. Localice TCTLR adicional sobre los soportes si la altura del talon(heel height)es de 10 pulga- das o más. 3 Set First Truss and Fasten Securely to Ground Braces ■ Coloque el Primer Truss y FIjelo Seguramente a los Arriostres de Tierra 0 Set first truss(or gable end frame)and fasten securely to ground braces and to the wall,or as directed by the building designer.Examples of first truss installed include: Coloque el primer truss(o armazon hastial)y fijelo seguramente a las verticales de arriostre de tierra y a la pared,o como se dirige el diseiiador del edificio. Ejemplos del primer truss instalado incluyen: TCTLR TCTLR locations,typ• locations,typ. TCTLR locations,typ. 4#7,4r 411PAI qrANP 1P4IV -...,,........./Irinibity EXTERIOR GROUND BRACING INTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR 5 A CAUTION,First truss must be attached securely to all bearings and to all required ground braces prior to removing the hoisting supports. El primer truss tiene que ser sujetado seguramente a todos soportes y a todas arriostres de tierra requeridos,antes de guitar los soportes • de levantamiento. 4 Set Trusses 2,3,4&5 with TCTLR in Line with Ground Bracing ■ Coloque los Trusses Z 3,4 y 5 con TCTLR en Linea con los Arriostres de Tierra El Attach trusses securely at all bearings,shimming bearings as necessary.Examples of first five trusses set include: Sujete seguramente los trusses a todos los soportes,rellenar solidamente los soportes como sea necesario. Ejemplos de los primeros cinco trusses co/ocados incluyen: See options below See options below See options below 061'11111P 46.10 ,44 _... .. \ 1107411,44.9-1, o • ---,4411.41Firliphitt 14 4 f ffl-wigqiiiiir.'..;,:-,:'! ..4. Pip p*41.,I •� ' • NOTICE The following three(3)Short Member Temporary Lateral Restraint options require that the diagonal bracing be installed continuously. Las siguientes tres opciones para instalar la Restriccion Lateral Temporal de los Miembros Cortos requieren que el arriostre diagonal esta instalado continuamente. Option 1 Option 2 Option 3 Short member temporary lateral restraint installed on Short member temporary lateral restraint installed Proprietary metal restraint products* top of trusses between trusses Option 3 Option I Opcidn 2 Productos de metal para restriction patentados* Restriccion lateral temporal de los miembros cortos Restriccion lateral temporal de los miembros cortos *These products are specifically instalados encima de trusses instalados entre trusses designed to provide lateral 27"+ 1'/2"minimumUse 2-16d deformed shank restraint and are not just for l.4_00. end distancenails minimum at each 22v:" 1 v pulgadas r1.4_._401.4111-- restraint-to-truss connection. spacing.See manufacturer's distancia de Use como minimo 2-16d specifications. 221/2" extremo minima 221/2" clavos largos(shank nails)en *Estos productos son diseriados Do not use split cada conexion de restriccion- especificamente pare proveer 2 nails at every members. a-truss. restriccion lateral y no son connectionNo use miembros solamente para espaciamiento. 2 clavos en rajados. yea las especificaciones del cada conexion • !1 44. . fabricante. ,461 1%. Do not use split J ' %Ili members. - IIII 22+h" �` No use miembros rajados. I 1 A CAUTION!Each truss must be attached securely at each bearing and all TCTLR installed before removing the hoisting supports. Cada truss tiene que ser sujetado seguramente en cada soporte y todas las TCTLR instaladas antes de guitar los soportes de levantar. LATERAL RESTRAINT/BRACING MATERIAL AND CONNECTIONS CONNEXIONES Y MATERIALES DE RESTRICCION/ARRIOSTRE LATERAL Ei Minimum size of bracing and lateral restraint material is 2x4 stress-graded lumber or approved proprietary metal restraint/bracing,unless oth- erwise specified by the building designer. El Lamar o del material de restriccion lateral y arriostre debe ser por lo menos 2x4 madera graduada por esfuerzo o restriccion/arriostre de metal patentado aprobado,a menos que especifique el diseilador del edificio. El All bracing and lateral restraint members must be connected to each truss with at least 2 nails(see minimum sizes shown below),except for the short member restraints shown in Step 4,Option 2(see above),which require 2-16d deformed-shank(i.e.,ring-or screw-shank)nails. Todos los miembros de restriccion lateral y arriostre tienen que ser conectados a cada truss con un minimo de 2 clavos(ver los tamafios minimos mostrados abajo)excepto para las restricciones de miembros cortos mostrados en el Paso 4,Opcidn 2(yea arriba),cuales requieren 2-16d clavos con largos des- 10d(0.128x3") formados(Ej.Largos de anillos o tomillos). 12d(0.128X3.25") Tip .(.1I IIa El Drive nails flush,or use double-headed nails for easiest removal. 16d(0.131x3.5") Nay Clave los clavos a!raso,o use clavos de dos cabezas para quitarlos más facilmente. 5 Install Top Chord Diagonal Bracing ■ Instale el Arriostre Diagonal de la Cuerda Superior Q Attach diagonal bradng to the first five trusses.Examples of diagonal bracing on first five trusses include: Coloque el arriostre diagonal a los primeros cinco trusses. Ejemplos de arriostre diagonal en los primeros cinco trusses incluyen: See Snort Member Sea Short Member Temporary Lateral Remake deep Temporary Lateral Restraint Oster O- ,.►.•0 °Woos Pale 3. See Start Member emporary LaWM ,��....'` :' options Wee 3. Ot. - .%"..----------F:::7177-426. TRseer***at .?". ...r r °poem page 3. fi frt ry.. i' �;, ! lir \ `� tletikPF44 61°*:,. -:: 'W.I 1 WA -A I%."1 I I I 1174 0 '".!TA I 6 -.1•1 — EXTERIOR GROUND BRACING INTERIOR GROUND BRACING'' ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR - '' Q Ostart applying ng installed sheathing. trusses. . 41011114hki,%structural sheathing installed on first five trusses.O empiece en aplicar el entablado estructural. Ejemplode entablado estructural instalado en los primeros ` . cinco trusses. `� friN".""111144, a 6■ Install Web Member Diagonal Bracing Instale el Arriostre Diagonal de Miembros Secundarios Q Temporary web member diagonal bracing acts with the top chord and bottom chord temporary lateral restraint and diagonal bracing to form trian- gulation perpendicular to the plane of the truss and prevents trusses from leaning or dominoing. El arriostre diagonal temporal de los miembros secundarios trabaja con la restnccion lateral y el arriostre diagonal temporales de la cuerda superior e inferior para formar una triangulation perpendicular al piano del truss y evita que los trusses se inclinen o caigan como dominos. Q Install diagonal bracing at about 45°on web members(verticals whenever possible)located at or near rows of bottom chord lateral restraint.Web diagonal bracing must extend from the top chord to the bottom chord.Repeat at the interval shown in the Figure below. Instale el arriostre diagonal a aproximadamente 45 grados en los Diagonal miembros secundarios(verticales cuando sea posible)colocados en o ,,' bracing cerca de las filas de restriccion lateral de la cuerda inferior.Arriostre ��`1���T, Web members art "ere � • i diagonal para los miembros secundarios tiene que extender de/a ,rte'F., ,-,;:.!.........„0.4 �� � . . cuerda superior a/a cuerda inferior.Re its a los intervalos mostrados 1110ki.. \. 11e 4. �„ •;�en la Figura a la derecha. p ;��` ,i:"`�`�,",r�"".. .- . �.��..• r " �` \...-440:0..„,..."4". ....,, 71.':�+ NOTfCE The requirements for web member permanent individual truss .;�,�.\;������„"1 �,_ member restraint are specified on the truss design drawing(TDD). 11e`t�� y��M;ta ..�4.-..,�,_ Refer to BCSI-B3 for more information."' a.��—`���� 0a Los requisites para la restriction permanents de miembros individuates ' ""1111141 i '�;ri; 'r►� w� Bosom chords �lrr1\ de truss para miembros secundarios son especificados en el dibujo del :' �r�r�r diseno de truss. Vera el resumes 8CSI-83 para mss information."' "1111'4" -ttDiagonal braces every 10 truss 0111116.'- spaces(20'max.) 10'-15'max.Same spacing Note:Some chord and web members as bottom chord lateral restraint not shown for clarity. NOTICE Mono trusses,deep flat trusses and other types of trusses with deep ends also require tem- " ,' porary lateral restraint and diagonal bracing on the long web members at the deep end of the truss. Los trusses de una sola pendiente,trusses pianos y profundos y otros tipos de trusses con extre- mos profundos tambien requieren restriccion lateral temporal y arriostre diagonal en los miembros secundarios largos al parte profundo del truss. BCSI - B3 SUMMARY SHEET PERMANENT RESTRAINT/ BRACING OF CHORDS AND WEB MEMBERS SPANS OVER 60' MAY REQUIRE COMPLEX PERMANENT BRACING. PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER A ./ARNINGI Disregarding Permanent Restraint/Bracing is a major cause of truss field perfor- El The TDD provides information on the assumed support for the bottom chord. mance problems and has been known to lead to roof or floor systems collapse. El TOD provee infamaOAn sobre el scporte supuesto pare to cuerda inferior IAOVERTENCIA?Descender el Anrestre/Restriccidn Permanente es una cause pnrdpal de probfemas de rendinientodel truss en tempo y haloes cerocido a!lever al denumbamiento del El Install bottom chord permanent Lateral Restraint at the spacing indicated on the TDD SnStema del tedlo Opese and/or by the Building Designer with a maximum of 10'on center. AZ.",iLtt1CrrsI.Spans oder 60'may require complex permanent bracing.Please always consult a Instals Restriccidn Lateral permanente de la cuerda inferior al espaciamiento Registered Design Professional. indica do en el TOD y/o por el Disenador del Edificio con un maxim°de 10 pies en el .r:iltr Al Tramps sobre 60 pies pueden requerir arriostre permanente canplejo.Per favor, centro. srempre consults a sn Profesional Regstrado de D:seno. RESTRAINT/BRACING MATERIALS&FASTENERS Gia.coal �� ak MATERIALES Y CIERRES DE RESTRICCION/ARRIOSTRE Braang ��`���r�.'/ Common restraint/bracing matena's include wood structural panels,gypsum board sheathing, �`� ��� ~' 9 BatomCiords �� `► �1 . stress-graded lumber,proprietary metal products,and metal purlins and straps. `�. �_.~`� . .i� M1,er, 1 Materiales canunes de amastrar/restringir induyen panefes estructurales de madera,entablado .�i�`` .__„._.,,_. ......_,e&„,„,,...� , '` de yeso,madera graduada pot esfuerza,productos de metal patentadcs,y vgas de soporte y 1 �~ + *+..`�,► ,,� IeNIMUN ATTACIO NT YEWlRtME$TS FON LUMBER RtSTRADtTAtNAGNGu tires de metal. ~- 4.14'•,•„\ `�'*'� ���_�� - 51 ,� ,•�'...„„.._4,... •,��,`".• / Lateral Restraint 2x4x12 Lumber Size Mhimim Heil She Hemenum Number al -`s.•`' �` SYg'/ or greater tapped over Nxlsper Conneetion `--S1a`..�10• /` two trusses 2.1 messyrrkd 10a to 128x3') air. iC Acne chord and web members not I2d(0.12Rcf.25') ����� ���'�/ shown for clarity. no(0.131 xi S') I �` d� Lateral Restraint and Diagonal Bracing used to brace the Bottom Chord Plane. 3'S swiss-graded loo 10.128x3') LIFFI .� 12d(0.1285325') 3 3. PERMANENT BRACING FOR THE WEB MEMBER PLANE ad l0.t31K45) 3. ARRIOSTRE PERMANENTE PARA EL PLANO DEL MIEMBRO SECUNDARIO Othrr nehmen repwema(s maybe geeMee by lie Truss Cmejna x 584390 ,ei Web Member Permanent Bracing collects and transfers buckling restraint forces and/or lateral the car.alt&itemmt k<bacmg menus,,iUi an nerd Anima pairo,isvrum toad neearing. loads from wind and seismic forces.The same bracing can often be used for both functions. t opirray ental nil:aimOreert nusrar.art metal row fes aid'145 are prnidad nine Ba} De.i+y" Artostre Permanente de los Miem6res Settundaniu mitogen y paean fuerzas de restriction de PERMANENT BRACING FOR THE VARIOUS PLANES OF A TRUSS totter Wo cargas laterales de viento y fuerzas sicmicas.Amenudo el ammo amostre puede ser usado para ambos fundones. ARRIOSTRE PERMANENTE PARA VARIOS PIANOS DE UN TRUSS Top Cbora Individual Web Member Permanent Restraint&Bracing ID Permanent Bracing is unportart because rt, <,� Rale Restriccldn y Arriostre Permanente de Miembros Secsandarfos Individuates a)prevents out-of-plane buckling of truss 4 41 O Check the TOD to determine Mich web members Of any)require restraint to resist buckling. members, web o proper truss spacing,and ` .i�,'Mr., Revsa el TOD para determiner cuales miembe s secundarrat sr a unas)requieren re tricddn b)helps maintain r Monb's - r e 4 ( g c)resists and transfers lateral loads from Plena e**,,,,'1.,"". 0 Para ressfrrel tomtit Arid and seismic forces : • : -a1.`\a` Restrain and brace with, �,� El arrivstre Permanente es importantr .,s,`•r ° .`'`O� A.Continuous Lateral Restraint&Diagonal Bracing,or us Paque. \�I,".• ,��`,, B.Individual Member Web Reinforcement. :"=ter+ a)inpide el tater fuera-de-piano de los -.411111 ®` Restrinja y aniastre con, nsaas<.,rz.� miembres del truss, �.► A.Restriction Lateral Continua y Arriostre Diagonal,o 2T b)ayuda en mantener espaciamrnto \ B.Refuerzo de Miembros Secundanos Indniduales. apropiado de los trusses,y c)resists y pass las cargas laterales de Bolan Cera A.Continuous Lateral Restraint(CLR) v,entoyfixrrassismrcasaplicadasa! Nee &DiagonalBracing —Al" jr/ werrt oa del taus,. A Suucmrd A.Resiriccidn Lateral Continua(CLR)y Arriostre . . - -_- ,,...,.�`+` � Shearingon Diagonal El Trusses require Permanent&acing ,...r" �w Top Chad within ALL of the following 1 #s�� PtrAe 9 planes: El Attach the CLR at the locations shown on the TDD. I.Top Chad Plane s%ji4 a,*''" .;�. 2.Bottom Chord Plane :: a!* „ a y Sujete el CLR en las cab raca°nes mostradas en el 7DD. 3.Web Member Plane ^ i� 0 Install the Diagonal Bracing at approxmately 45°to the CLR and position so that it crosses the Trusses rrquieren Arriostre Permanents - •s web in close proximity to the CLR.Attach the Diagonal Brace as close to the Top and Bottom dentro de TODOS los s gu enter planes: j Chords as possible and to each web it crosses.Repeat every 20'or less. 1.PTan de a Cuerda Superior Instate Cl Armoire Diagonal a aprosimadamente 45 gredos al CLR y l°eclogue para qre truce 2.Plano de la Cuenla Infedo — 1 la cuerda muy cerci del CLR Suyete el Amostre Diagonal caro cercano a las euerdas inferior y 3.Plan del Mimbro Secundano „i super;cr car*sea pasrble y e coda cuerda cue/o cru:a.Rep/ta cads 20 pies o metros. AChttrriptll Wrthotrt Permanent Bracing the truss,or a portion of its members,will buckle(i e., EXAMPLES OF DIAGONAL BRACING WITH CONTINUOUS - fail)at loads far less than design. LATERAL RESTRAINT .tat �L. ' z Sin el Aniostre Permanente,del truss,o un parte de los miembros,to.meran(ej, CmSe;ws "� e� fallaran)de cargas isobar mends cep las cargas cue el truss es drsefiado a llevar. mol Reseant .�� Per ria til Continuous l` Lateral Restraint 1. PERMANENT BRACING FOR THETOP CHORD PLANE �r� .� 1. ARRIOSTRE PERMANENTS PARA EL PLANO DE LA CUERDA SUPERIOR Y Cu9au1 i ` t i1r`\ 0 Use plywood,oriented strand board(05B), .° ' Bracing �Y� � or wood or metal structural purlins that are <..rd Ponies r, , ,( �= x properly braced. . , ,' . ;+tla�`, t� M},r 4.1111:14 . \�•Ls Use mntradhapado,panel d:fibres or entadas ` �� o vlgas de scpote de madera o metal ,-''t It '\1�.,_�ww bits.— (OSB), t cue son arriostrados apropiadamenle. x--, A � -..,� ,,.. 0 The Truss Design Drawing(TDD)provides 1 Groupof 3 Trusses Note Sonne chard and web members informationchof on the assumed support for the top �.�,z` � not shown for clanty. El Delano del Disedo de Truss(TDD)provee bugmal'at Diann]in(m lap Coad ftaa a ktawh Structural icnnrfermec41 da Safe el sopate superego pare la spacried lye,Wisp Dago f"'I �9 !—r Shsathirg r rt •'.• ` Orate «45 El Fastener size and spacing requirements and grade for :4 I. 7` the sheathing,purlins and bracing are provided in the .e<Y 0 �� I � ,�,v411)...._+R/ B agoyl Lary.., building code and/or by the Budding Designer. r ���id, �a ra', �,��a Braces R strain El tame&To de cierre y requis,tos de espadamiento y r•i�� . -� grad°pare el entabiado,vrgas de soporte y amastre `''- 4eysR-- , e �► son provistos en el cddgo del edifice°y/o par el DrserTa- ~ -. ��%a do del Editao. lateral Restraint 0nec1N Group of 2 Trusses 2, PERMANENT BRACING FOR THE BOTTOM (,' axn<d CHORD PLANE 0 Lateral Restraint&Diagonal Bracing can also be used =45` with sinal groups of trusses(Le.,three or less).Attach _ 2. ARRIOSTRE PERMANENTS PARA EL PLANO DE LA CUERDA INFERIOR the Lateral Restraint&Diagonal Brace to each web ( Ea Use rows of continuous Lateral Restraint with Diagonal Bracing,gypsum board sheathing or rigid member that they cross. ceding. Restricodn Lateral y Amostre Diagonal tambidn puede ser usado inn grupas pequemos de Use fr/as de Restrico&r Lateral Continua con Amostre Diagonal,enrablado de yew o trusses(ej.tres o mens)Sujete la Restricddn Lateral y el Anictstre Diagonal a cads miembro recto ngido. secundario cue los auzan. RESTRICCION I ARRIOSTRE PERMANENTE DE LAS CUERDAS Y LOS MIEMBROS SECUNDARIOS TRAMOS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTE COMPLEJO.POR FAVOR,SIEMPRE CONSULTE A UN PROFESIONAL DE DISENO REGISTRADO. BCSI-B3 SUMMARY SHEET PERMANENT RESTRAINT / BRACING OF CHORDS AND WEB SPANS OVER 60' MAY REQUIRE COMPLEX PERMANENT BRACING. PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER ALWAYS DIAGONALLY BRACE THE CONTINUOUS LATERAL RESTRAINT! Gable End Frames and Sloped Bottom Chords iSIEMPRE ARRIOSTRE LA RESTRICCION LATERAL CONTINUADUGONALMENTE' ArmaGable End Frames es Sloped Interferes Cho Pendkntes B.Individual Web Member Reinforcement B.Refuerzo de Miembros Secundarius Individuates o The Gabe End Frame should always match the profile of the adjacent trusses to permit instal- T.,1-,Scab,I-,Li-Reinforcement,proprietary metal reinforcement and stacked web products provide an labon of proper Bottom Chord Plane restraint&bracing unless special bracing is designed to alternative for resisting web buckling, support the end wall. T,1-,crostra,I-,U•Refuerzo,reluerzo de metal patentando y productms de mie nb ms secondaries El Am azht Hastial siempre Bebe encajar el perhl de los trusses contiguous para penni0r 1a InSto- arnontonados proveen unit altematrva perm resistirel forcer de los miembros secundarios latxw de restrkdcin y arricistre aprup:ada de kr Cuerda Inferior at;wnos que aeric ire especial es diseifado para saportar la pared de extrerno. • e� Baron _ , .Aad' __.m nee N vim. i Milli Stack* ' Talsintorososers ®8apfldnasso ere CJ Naiad ! Web �, •• LLLYYY earn*a hied Ode mdry` _ J gees Uenta.hp («a6 scissors Gable End florae) � ! 911 /� e The following table may be used unless more specific mfomration is provided. La siguiente labia puede ser usada a menos que irdomrasa+mas especAca este provrsta. ©SAllit.. s0 Using a Bat Bottom Chord Gable End Frame with adjacent Trusses that have sloped Bottom Chords is prohibited by some building codes as adequate bracing of this condition is WEB REINFORCEMENT FOR SINGLE PLY TRUSSES' difioalt and sometimes enpossrble.Special end wag bracing design considerations are required by the Building Designer if the Gable End Frame profile does not match the adjacent Trusses. Sue Type a Um if U'ri rraa Whim t+'�.s'lJraztt.I El use de un Armazdn Hestial de la Cuerda inferior con Trusses conbguos cuafee Specified a Italebralnat &'ide deka tamp OW* amenia tlYfe1 limen Cuerdas Infenores pendrentes es prahibido par alguras chiigas de edficus porque ar- CLR Tim ttd+toramen to let aasad RrMxea°I b Ilei riostre adecuado de este condiadn es difal y a veces impos.ble.Consaderaaanes espeaales de WIt T I Eat' I diserfo para el amosre de la pared de extremo son requeridos per el Diser'ador del Edificio si el 7s4 2c4 2s4 20 90%a wee or perhl del Armazdn Hasher(no hate juego con los Trusses conrguos. 1 Row w gse '39 eat' smrsv`eie' seed to% k/ t&IOw PERMANENT BRACING FOR SPECIAL CONDITIONS we DA -. DoE andnadan tf0ll Via* nails m) ARRIOSTREPERMANENTEPARACONDICIONESESPECIALES Bol - -. -_ 2-Dd tear Van ®S(t50 mag 2 Roses we - -_ ,-- 2-2A «e ma.so *k.''"" dn.ceneR Sway Bracing-Arriostre de Sway' 2,S - - - 2-at 4 0 "Sway"braong is instated at the discretion of wino,n alcssaNernt.rgn+a a parry the Budding Designer to help stables the truss system I lois*wlraceme so 2 WS a ted 6,rra's;o 12041 a b•(uormtm"cav d mai ra am,web web. and minimize the lateral movement due to wind and -s. iw-� seismic loads. •r,. &� , PERMA\NTUTERALRESIRAINTATDADA WESREIft0RRCE ITRE D Arrusbede S1+ayeste mstaladoporladrscrecidndel w r►\ RFQtIRS) I i :44.1....0.00.4r.w -,A f' Disenada-delEddnaoparaayudarenestabilizarelsistema °a`rf"a� ,,,ma.um. «y:.•re":,,.-At....,«..mini-..� i j f de trusses y para minimuar el mownoento lateral debrdo a A, _ E ` { cargas de viento y cargos sisma as / °" "$J° 0 Sway braong installed continuously across the building also '":4 ,<..t .cwt //� < I a t¢e / \ serves to distribute gravity loads between trusses of varying <�1+ �,.,,u,,,,,, "..',�,,,,x„T,,,,<'''„'-_ 1 Amintre de Sway'que es usstalada continuedamente al tiaves del edific o tamli"en es usado DI1 A. 'Cl ESLATERALREMA�?EYAARIDSTAE s! ptyppyq,�p�gllpp C AEfISt20DEtLIBlfROSEAAOAiBOREQtERlDO 1 pain dintr:buir las cargas die gras-edad cores trusses do ngeioz vanaiido. Permanent Restraint/Bracing for the Top Chord in a Piggyback Assembly J Some Truss Manufacturers mark the locations of the sob Lateral Restraint or reinforcement on Reslricclon/Aniostre Permanente para La Cuenca Superior en un Ensamblaje de the truss using tags similar to those above. Piggyback Algunos Fabricantes de Trusses marcan en el truss las ubicaacvies de refuerzo oW.stn:cr in E Provide restraint and bracing by: RT.l Dagnnal Lateral de miembros secundanos con etiquetas smilares a las amba. •using rams of 4x2 stress-graded lumber &sting at 10' Web Member Plane Permanent Building Stability Bracingto Transfer Wind&Seismic Forces • CLR and Diagonalhor infeeafs or less. connecting the CLR into the roof as spedtied. 411 CLR at Arriostre de Estabilidad Permanente del Edifice,del Plano de Miembros Secondaries para diaphragm,or 1t l,�'�,` spacing Desplazar Fuerzas de Viento y Fuerzas Siamlcas •adding Structural Sheathing or Bracing ��tra,,*�1 rN► specdied !� The web member restraint or reinforcement specified on a TDD is required to resist buckling Frames,or �•��i. on the under vertical loads.Additional restraint and bracing is typically required to transfer lateral loads •some ether equivalent means. Thos.Design due to wnd and/or seismic forces.This restraint and bracing is typically provided by the Building Ftovee restrccan y arrrostre por: �,'�r' , Drawing Designer •usando blas do 9x2 CLR modem grad ! • t La restrrcadn o refuevzo de mreznt ros secondaries sill cihcada en tin TOO es reque do a resistir Rada Por eelversa y Arrrastre Diagonal,o l � el forcer bap cargas vervcales.Restnccrin y ariostre adraorial es requendo tipicamente para •conectando el CLF al drafragma del "4' - pasar cargas lateraies deludes a foetus de wento y/o fuerzas s±smicas.Este restrxcidrt y arrrostre echo,o `---- �. es tipicamente povisto pzr el Disenadcv del Edhcio. •anadiendo Entablado Estructural o Arm - •. zones de Amcutre,o •algunos arcs mdtados equwalentes Dagonal Bract to root Dardnagn %eking _ 0 Refer to the TDD for the maximum assumed spacing for attaching the Lateral Restraint to the top ---- ,�==`-� �� Gale End 1-111"0:44. chord of the supporting Ouss, tri r frame Rehere al TDD para el espanamrento maxima supuesto para sujetar la Restriction Lateral a la �� �:� ^� �`� IRoot cuerda superior del truss soportante. Cap S-- ��� &ahmt ElThe TDD provides the assumed thickness �� 4,./Tresses -a• Of the restraint and minimum connection r�vr�� requaemeris between the cap and the iilwr�► Nonlenbd1�tUa �� CLR required oMy .� war Top aaa'-'---.., L•Reintacrmmt , supporting truss or restraint .-"WI - A Bracing Frame or Meaning nit silo«• -�_ ' ..A El TDD proves el grosor supuesto de la fa dap. •Iij restrict/tin y los requisites de conexion // Structural Sheath nrinirrlos entre!a spa y N truss soportarke ��/ � rat 4 installed rmdterety 0 Some Truss Designers provide general Bottom Crag o la reRdricckn. �Ydermdtemy taws Restraint Bracing harm design tables and details to assist the Build- / �C/ n9 ing Designer in determining the Bracing Gable a droa8 permanent DUyorul9x ng. D os Structural required to transfer lateral loads due to Locate n the wan Bottom Diet permanent Sheathing wind and/or seismic forces from the Gable CIA or as specified by the Budding Designee w ,. A,SupPortirg End Frame into the roof and/or ceding . rwSSoig lj Trusses diaphragm. �x�sg .a,.r L„`` Algunos Disefiadores de Trusses proveen tablas y detalles de diseho generates para asstir el Disehador del Ediifca en determiner el Ar riostre reque'ido para pasar cargas laterales debidas a fuerzas de viento y/a fuerzas s6Ynicas del Armazdn Hastral al diatregma del!echo. To view a non-pnntmg PDF of this document,visit www.sbondustry.com/b3. Para vet un FDF de este dcrumento que no se puede impnnic visits wswv.sbandustrycom/b3. 06 t TRUSS PLATE INSTITUTE 6300 Enterpnse Lane•Madson,WI 53719 218 N.Lie Si.Ste.312•Alesandria,VA 22314 608274-4849•ynwfab,ndusey.carn 703,683.1010•wrw"epist.ap RESTRICCION I ARRIOSTRE PERMANENTE DE LAS CUERDAS Y LOS MIEMBROS SECUNDARIOS TRAMOS MAS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTS COMPLEJO.POR FAVOR.SIEMPRE CONSULTS A UN PROFESIONAL DE DISENO REGISTRADO r a 'e Construction n Construction loads are those loads imposed on the unfinished building as a result of the construction process.Typical construction loads include the weight of the workers, equipment, and building materials,to name a few. For example,a bundle of plywood sheathing or gypsum board stacked on trusses temporarily creates construction loads. i Cargas de construccion son las cargas que estan impuestas a los .4.- edificios incompletos como resultado del proceso de construccion. Cargas de construccion tipicas incluyen el peso de los trabajadores, el equipo y los materiales de construccion, etcetera. Por ejemplo, un paquete de entablado contrachapado o tabla de yeso apilados temporalmente sobre los trusses crean cargas de construccion. Q Make sure that the truss assembly is properly restrained and braced according to the guidelines in BCSI-B1"'and BCSI-B2"' before placing any construction loads on them. Construction loads shall only be placed on fully restrained and braced structures. AsegOrese que el montaje del truss esta adecuadamente restringido y arriostrado segOn las pautas en BCSI-BI"` y BCSI-B2"' antes de colocar alguna carga de construccion en la estructura. Solamente coloquen cargas de construccion arriba de estructuras cuales son restringidos y arriostrados completamente. A WARNING! Stacking excessive amounts of construction materials on floor or roof trusses is an unsafe practice. Prop- erty damage, personal injury and/or death are possible if this warning is not heeded. iADVERTENCIA!Apilando cantidades excesivas de cargas de construccion sobre trusses de piso u techo es una prac- tica peligrosa. Dano a la propiedad, herida personal y/o muerte son posibles si no sigue esta advertencia. NOTICE Trusses that have been over-stressed due to excessive construction loading will usually show excessive sagging (deflection) and at least a portion of this deflection will remain even after the load has been removed. In more severe cases, broken truss members and/or failed truss joints may result. Los trusses que han sidos demasiado estresados debido a cargas de construccion excesivas usualmente demuestran una desviacion excesiva, y por lo menos una parte de este desviacion se quedaran atin despues de que la carga se haya quitada. En casos mas severos, miembros quebrados del truss y/o junturas falladas pueden resultar. CONSTRUCTION LOADING DO'S AND DON'TS 0 DON'T exceed stack heights listed in the table. QUEHAUB Y/VO HACER CON LAS CARGAS NO exceda la altura de monton indicada en la tabla DE CONSTRUCCION que sigue. Maximum Stack Height for Material on Trusses DON'T stack materials on unbraced Maximua Altura de Montan para Material encima de los Trusses trusses. Material—Material Height—Altura NO amontone materiales sobre trusses que no esten arriostrados. Gypsum Board— Tabla de Yeso 12"— 12 pulgadas Plywood or OSB—Madera Contrachapada u OSB 16"— 16 pulgadas Asphalt Shingles— Teja de Asfalto 2 bundles—2 paquetes NSPConcrete Block—Bloque de Hormingon 8"—8 pulgadas Clay Tile— Teja de Arcilla 3-4 tiles—3-4 azulejos Note:Limit stacking periods to approximately one week,unless alternative information is provided by the Building Designer,Truss Designer or Truss Manufacturer. m DON'T overload the trusses. Lateral Diagonal NO sobrecargue los trusses. 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CONSULT THE ENGINEER OF RECORD FOR EXPLICIT INSTRUCTION REGARDING PERMANENT BRACING CONTINUOUS LATERAL # CONTINUOUS LATERAL BRACING BRACING (1X4) ••• . -11:40 � 1x4#3 HEM—FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH(2)8d NAILS. BRACING MATERIAL TO BE SUPPLIED WEB AND ATTACHED AT BOTH ENDS \I'II TO A SUITABLE SUPPORT BY "'— ERECTION CONTRACTOR. fir—T—BRACE T BRACE THESE DETAILS APPLY TO 1.5"WIDE WOOD 11110 TRUSSES. WEB • USE A 2x4 T-BRACE IF THE TRUSS DESIGN h SPECIFIES ONE LATERAL BRACE(MID POINT OF WEB). • USE A 2x6 T-BRACE IF THE TRUSS DESIGN SPECIFIES TWO LATERAL BRACES (AT THE THIRD POINTS OF THE WEB). hil Allillilk\ • USE A CONTINUOUS PIECE FOR THE T BRACE, OF THE SAME GRADE AS THE WEB AND COVERING AT LEAST 90%OF THE WEB *tI�klulirr��� Av "" LENGTH. t.� f ��,, • CENTER THE T-BRACE ON THE WEB AND s' """'• �', FASTEN WITH 10d COMMON NAILS SPACED 4" r u • z ;rte t' Q p:�v' gi ON CENTER. .to 21-•••71 .4, w iiiQ.�C -1w F1, . `: ji .11, F . 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