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102 AQUATIC DR - TRUSSES (BLDG 6) 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 q.. DESIGN MANUAL PROJECT NAME: ldg 6- Roof- A atic Townhomes JOB NUMBER: - CONTRACTOR: TRIBRIDGE RESIDENTIAL CONSTRUCTION DATE: 8- 19-16 sks Rev 10-10-16 az REVISIONS: COMMENTS: !•1- 4 •' r e , 4 .„41 iiim NI" Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTekC - RE: 160518- MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: TRIBRIDGE RESIDENTIAL CONSTRUCTION Project Name: Aquatics i oWnhomes0 model: Bldg 6-Aquatic 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 17 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 T9312657 B3 8/19/16 2 T9312658 B4 8/19/16 3 T9312659 B5 8/19/16 4 T9312660 R1 8/19/16 5 T9312661 R2 8/19/16 6 T9312662 R5 8/19/16 7 T9312663 R6 8/19/16 8 T9312664 R7 8/19/16 9 T9312665 R8 8/19/16 10 T9312666 R9 8/19/16 11 T9312667 R10 8/19/16 12 T9312668 R11 8/19/16 13 T9312669 R12 8/19/16 14 T9312670 R13 8/19/16 15 T9312671 R14 8/19/16 16 T9312672 R15 8/19/16 17 T9312673 T1 8/19/16 tt%rrIII HIi4� The truss drawing(s)referenced above have been prepared by MiTek >S' QUIN v&Iiiii,�. eN r USA, Inc. under my direct supervision based on the parameters +* .•';t'E w5-••, rir provided by Ridgway Roof Trusses. .. •. �' '� 2 : No 66182 Truss Design Engineers Name: Velez, Joaquin '#: I .• ,*.' My license renewal date for the state of Florida is February 28,2017. — : * 'f�' ; 7:171,1 , •Q The seal on these truss component designs is a certification STATE OF :<t/:: IMPORTANT NOTE: P 9 � � �. that the engineer named is licensed in the jurisdiction(s)identified and that the Co" i, .•_ki_ designs comply with ANSI(TPI 1. These designs are based upon parameters r •L 0 R 0)... •,� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were rrj •••••• t > > fieMiTek. Any information (Tk customers rs °ir, ON A! ON • file reference purposeonlYand was not into account in the preparation of S , these designs. MiTek has not independently verified the applicability of the design Joaquin Vaduz PE No.68182 parameters or the designs for any particular building. Before use,the building designer MiTek USA,Inc,FL Cat 6634 should verify applicability of design parameters and properly incorporate these designs 6984 Parke East Blurt.Tama a,34610 into the overall building design per ANSIITPI 1,Chapter 2. bate:. August 19,2016 Velez,Joaquin 1 of 1 A titer MI 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: 160518 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: TRIBRIDGE RESIDENTIAL CONSTRUCTION Project Name: Aquatic 9D8Wa nhomes0 model: Bldg 6-Aquatic 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 4 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 T9633027 R1 10/10/16 2 T9633028 R2 10/10/16 3 T9633029 R8 10/10/16 4 T9633030 R9 10/10/16 ,,I�III The truss drawing(s)referenced above have been prepared by MiTek `>s QUlN 4.4°USA,Inc. under my direct supervision based on the parameters �* 'S .0C E NS , provided by Ridgway Roof Trusses. •» • No 6S1 :� .• Truss Design Engineer's Name: Velez, Joaquin iii, 1*T My license renewal date for the state of Florida is February 28,2017. = : * V-12 CC r IMPORTANT NOTE:The seal on these truss component designs is a certification .•• STATE ID ::�41 that the engineer named is licensed in the jurisdiction(s)identified and that the . ,t� •► designs comply with ANSI/TPI 1. These designs are based upon parameters �rJ. c.;•L O la k°.•• 6'' shown(e.g.,loads,supports,dimensions,shapes and design codes),which were , ••• s giveeferenn to MiTek. u Anyproject and was not takenn ncluded is account int he r Ipreparation customers of ' i,,'ONA,. s' filePrP only, these designs. MiTek has not independently verified the applicability of the design Joaquin Velez PE No.68182 parameters or the designs for any particular building. Before use,the building designer Wet USA,Inc.FL Cot 6S.14 should verify applicability of design parameters and properly incorporate these designs 6964 Parke East W .Tampa 8.$3610 into the overall building design per ANSI/TPI 1,Chapter 2. Date. October 10,2016 Velez,Joaquin 1 of 1 G 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/docs/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 --1 I-.— 108 Center plates on joints 6.3 x 8.8 The first dimension is the 1x4 continuous lateral bracing " raunless otherwise noted in width measured perpen- attached with(2)8d nails each . plate list or on drawing. dicular to slots. The second member where indicated or 2x4 Dimensions are 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-I6[hs(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,indicatesI_ II 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"orbear on multiple supports, connector plate. 6-08-08). Dimensions Tess ..• interior bearing locations 708 than one foot are shown in should be marked on the ~� 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 to 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 CO 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 otherwise 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 6 R OLD :oln&t P.O.Box 280055 Es.;"'24%4`&, Is.c. Tampa, FL 33682-0055 800-282-1299 • Fax: 813-971-6117 I . ../ . Wood Truss Council of America 5937 Meadowood Dr.,Ste. 14 • Madison,WI 53711-4125 • 608/274-3329(fax) Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses WTCA 1 -1995 0„ A>0 «• °0 .0,,_ Developed by the WTCA Engineering Review Committee - in cooperation with the Truss Plate Institute 2 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 1.2.5 "Engineer-of-Record"shall mean the registered as agreed upon by the parties involved. 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 includes but is not limited to foundation design, trusses.This responsibility shall be in accordance 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 and engineer,but hereinafter will be referred to designer, and registered building designer, but 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 prepared 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,andaddenda 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, corrosive chemicals and gases; 3.2.9 Adequate connections between Truss and non- 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 following: 3.3 Review and approve the Truss Placement Plan and each Truss Design Drawing for conformance with the 3.2.1 All truss orientations and locations; requirements and intent of the Construction Design 3.2.2 Information to fully determine all truss profiles; Documents,the effect of eachTruss Design Drawing and 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 4.2 Review and approve the Truss Placement Plan and each organization responsible for the installation of theTrusses. 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 other trades on the Trusses. 4.6 Determine and install the temporary bracing for the structure,including the Trusses. 4.3 Coordinate the review,approval and return of each Truss 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; 6.2.9 Connection Requirements for: 6.2.3 Required bearing widths; (a) Truss to Truss girder; 6.2.4 Design loads as applicable: (b) Truss ply to ply;and 6.2.4.1 Top chord live load (including snow (c) Field splices; loads); 6.2.10 Calculated deflection ratio and/or maximum 6.2.4.2 Top chord dead load; deflection for live and total load; 6.2.4.3 Bottom chord live load; 6.2.11 Maximum axial compression forces in theTruss 6.2.4.4 Bottom chord dead load; members to enable the Building Designer to design the size, connections and anchorage of 6.2.4.5 Concentrated loads and their points of the permanent continuous lateral bracing. Forces application;and may be shown on the Truss Design Drawing or on supplemental documents;and 6.2.4.6 Controlling wind and earthquake loads; 6.2.12 Required permanent Truss member bracing location. 6.2.5 Adjustments to lumber and metal connector plate 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-Hl Left OH Right OH Engineering 160518 B3 12 FLAT 10812 91104 0 0 T9312657 Bldg 6- Aquatic Roof HO 9-11x01 9-11-4 TC 1108121 #3x10 H #5x8= B A 9-11-4 D C 3x10 II #5x8= W:308 W:308 R:2801 8:2801 U:2766 U:2766 BC 0 1 ALL PLATES ARE MS1818, # = PLATE SELECTED IN PLATE MONITOR Scale:0.201"=1' MiTek3 Online Plus" APPROX. TRUSS WEIGHT: 59.7 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 0.62 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 UON 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 0.63 2x 4 SP-#2 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 A# 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 B# 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 D -A A -C C -B C# 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 # = 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 H.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 Plue"'®Copyright M.Tei®1996.2016 Version 30 0 054 Engneenng•Pe,Ve4 8/19/2016 12.33 40 PM Page 1 Job Mark plan Type Span Pl-H1 Left OH Right OH Engineering 160518 B4 4 FLAT 10812 60208 0 0 T9312658 Bldg 6- Aquatic Roof HO 6-2-8H0 6-2-8 TC 1 1-8-12 4x8- 83x4 II A B n n 6-2-8 1\1 D C 3x4 I I e *14x8= Til 7 W:308 W:308 R:1725 R:1725 0:1690 U:1690 BC 1-8-12 8-1Z- ALL -1>ALL PLATES ARE MT2020, 8 = 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 Southern Pine lumber designA -C 0.66 1757 T 1T-Br This design may have plates f selected through a plate values are those effective C -B 0.01 35 T monitor. 06-01-13 by SPIB//ALSC UON 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-12 LL Defl 0.00" in L/999 Components and Claddings* BC 0.08 2x 4 SP-12 Shear // Grain in A -B 0.03 for Exterior zone location. WB 0.66 2x 4 SP-13 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 Bi 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 C1 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 8 = 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 Boris- 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 OnOne Plus"'r Copyri5M M.Te1e 1996.2016 Version 30 0.054 Enpneenng-Portrait 8119/2016 12 33.41 PM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160518 R1 2 MONO 71008 3 0 0 T9633027 Bldg 6- Aquatic Roof HO 2-4 80 2-1-14 TCI 1-10-5 I 3-10-8 I 5-2-8 I 6-6-8 I 7-10-8 I 2x4 II • B 2x4 1I 7 3 L 2x4 11 K 2x4 II J .- 2-1-14 3x5= 3x5. 3x5x N A la `- IIC 4.; 7f G F E x411 2x4 II 2x4 1 I 2x4 11 711..1111M111.17 BC I 1-6-0 I I 3-10-8 I 5-2-8 I 6-6-8 I 7-10-8 I o0 o .r .a [cl 7-10-8 p ALL PLATES ARE MT2020 Seale:0.625'=1' MiTek9 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- ----Lumbar---- Plates for each ply each face. Wind Loads - ANSI / ASCE 7-10 TC 0.40 2x 4 SP-12 Plate - MT20 20 Ga, Gross Area Truss is designed as BC 0.28 2x 4 SP-82 Plate - MT2H 20 Ga, Gross Area Components and Claddings• WB 0.61 2x 4 SP-13 Plate - MS18 18 Ga, Gross Area 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.Ox 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 psf or 70.5" 0- 0- 0 7-10- 8 G MT20 2.Ox 4.0 Ctr Ctr 0.12 BC Dead Load: 6.0 psf F MT20 2.Ox 4.0 Ctr Ctr 0.12 Max comp. force 681 Lbs psf-Ld Dead Live E MT20 2.0x 4.0 Ctr Ctr 0.12 Max tens. force 659 Lbs TC 10.0 20.0 C MT20 2.Ox 4.0 Ctr Ctr 0.83 Connector Plate Fabrication BC 10.0 0.0 Tolerance w 20% TC+BC 20.0 20.0 REVIEWED BY: 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 Boris- 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(s) WARNING Do Not Cut overframe Plus 2 Drag Load Case(s) member between outside of Plus 1 LL Load Case(s) truss and first tie-plate Plus 1 DL Load Case(s) to inside of heel plate. Designed for shear loads (plf) Membr CSI P Lbs 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 Online Plm"t Copyright MaeM51996.2016 Verson 30 0 060 Engineering-Portrart 10/92016 5.11.51 PM Page 1 Job Mark Wan Type Span Pl-H1 Left OH Right OH Engineering • 160518 R2 20 MONO 71008 3 0 0 T9633028 Bldg 6- Aquatic Roof HO 5-14 80 2-5-8 TCl 7-10-8 2x4 II B • 7 3 2-5-8 4x811 3x5= A -..01111111111 111- C ` (1x4 I I 7 JI W:308 HGR Cantil- 6- 0 R: 383 R: 246 U: 101 U: 63 BCI 7-10-8 - I1< 7-10-8 (. ALL PLATES ARE MT2020 Scale:0.589'=1' MiTek.. 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 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 mind 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. Online Plus"0 Copyright U To60 1996.2016 version 30 0 060 Engineering.Portrait 109/2016 5 11.52 PM Page 1 Job Mark Quan T,pe Span P1-H1 Left OH Right OH Engineering 160518 R5 14 MONO 131000 7.5 0 0 T9312662 Bldg 6- Aquatic Roof HO 6-7 HO 9-2-3 TCI 6-8-7 I 13-10-0 4x6. 7.5I ✓5x81 J 8PL 9-2-3 3A BH dl- 4 D g 3x43- 2x4 e, 2x4 I I 18:308 Cant:2- 2- 0 11 R: 476 8:308 0: 239 R: 647 3x5= U: 43 3x5= 3x5= BC 12-3-12 I 6-8-7 I 13-6-8 I� 0 o {Q - -13-10-0 -- 171 - ALL PLATES ARE MT2020 50918:0181•=1' MiTeka 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-#2 F -G 0.08 270 T Wind Speed: 130 mph BC 0.39 2x 4 SP-#2 G -C 0.59 493 C Risk Category . II WB 0.59 2x 4 SP-#3 C -H 0.12 330 T 0.09 0.03 Mean Roof Height: 33-0 BB --- 2x 4 SP-#3 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)-l0d 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 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 S.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'.®Copyngn1 MITeI419962016 Vereeon 30.0.054 Endneenng•Poaue 8119201612.3343 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160518 R6 6 SP 271100 4 0 0 T9312663 Bldg 6- Aquatic Roof HO 6-0 HO 9-2-3 N N 0 0 0 . r v TC I o. I ' 10- 2-8 I 16-9-3 ( 21-10-0 I 26-7-5 I N J7.5 4x5 4x5= 5x5 C K D 2x4 II 7.5 V 4x5 • J 10-0-0 4 L.-----5x8 • I 3x6 II I H S1 G N 3x4= M 2x411 14x5= 3x6= 4x8= 4x5= Cant:1- 6- 0 2x4qi Cant:3- 0- 0 I M M W:308 W:308 W:308 R: 635 R:1240 R: 540 U: 93 U: 241 U: 242 BCINI I 9-11-0 I 16-7-12 I 24-9-4 127-11-0 I 0 r N 1 1: m 27-11-0 p ALL PLATES ARE MT2020, 1 = PLATE SELECTED IN PLATE MONITOR Scale:0.143"=1' MiTeks, 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 will fit between the B.C. Southern Pine lumber design SI-G 0.44 390 T 0.06 0.38 and any other member. values are those effective G -N 0.56 157 T 0.00 0.56 Design checked for 10 psf non- 06-01-13 by SPIB//ALSC VON N -E 0.46 7 T 0.00 0.46 concurrent LL on BC. CSI -Size- ----Lumber---- Webs No wind exposure on right end. TC 0.56 2x 4 SP-112 M -8 0.19 970 C NOTE: USER MODIFIED PLATES BC 0.56 2x 4 SP-42 I -B 0.06 207 T This design may have plates WB 0.38 2x 4 SP-03 B -H 0.38 418 C selected through a plate H -J 0.10 315 1 monitor. Brace truss as follows: J -G 0.23 619 C 1 Br Wind Loads - ANSI /ASCE 7-10 O.C. From To G -C 0.20 408 C 1 Br Truss 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 0.08 162 C 1 Br or 72.0" 0- 0- 0 27-11- 0 D -E 0.03 65 C 1 Br Wind Speed: 130 mph Risk Category : II Continuous Lateral Restraint E -O 0.00 20 C 1 Br Mean Roof Height: 33-0 req'd at mid-point of webs: J -G 0 -C 0 -K K -N IL Defl -0.16" in G -N L/591 Exposure Category: B Building Type: Enclosed D De N - D -E E -O LL Defl -0.08" in G -N L/999 TC Dead Load: 6.0 psf Attach CLR with (2)-10d nails LL Cant 0.00'• in L/999 BC Dead Load: 6.0 psf at each web. Shear // Grain in B -J 0.25 Max teas. force 970 Lbs Refer to BCSI for diagonal Max fere. force 805 Lbs restraint requirements. Plates for each ply each face. Connector Plate Fabrication Plate - NT20 20 Ga, Gross Area Tolerance w 20% psf-Ld Dead Live Plate -MT2H 20 Ga, Gross Area This truss is designed for a TC 10.0 20.0 Plate -MS18 20 Ga, Gross Area creep factor of 1.5 which BC 10.0 0.0 Jt Type Plt Size X Y JSI is used to calculate total TC+BC 20.0 20.0 A MT20 3.Ox 6.0 Ctr 0.1 0.34 load deflection. Total 40.0 Spacing 24.0" B [•1220 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.Ox 5.0 0.3-2.9 0.46 Fb Fc Ft Ervin K MT20 4.Ox 5.0-0.1 Ctr 0.27 IC 1.15 1.10 1.10 1.10 D MT20 5.Ox 5.0-0.4-3.4 0.74 BC 1.10 1.10 1.10 1.10 0 MT20 2.Ox 4.0 Ctr Ctr 0.31 M MT20 2.Ox 4.0 Ctr Ctr 0.58 Total Load Reactions (Lbs) I MT20 2.Ox 4.0 Ctr Ctr 0.34 Jt Down Uplift Mori.- HN MT20 4.Ox 5.0-1.8 Ctr 0.24 N 635 94 U 354 R S1 MT20 3.Ox 6.0 Ctr Ctr 0.39 G 1241 242 U G MT20 4.0x 8.0 Ctr Ctr 0.26 N 541 243 U 198 R N MT20 4.Ox 5.0 Ctr Ctr 0.26 E MT20 3.Ox 4.0 Ctr Ctr 0.41 Jt Brg Size Required M 3.5" 1.5" 8 - 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(s) REFER TO ONLINE PLUS GENERAL Plus 1 DL Load Case(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 Ohne Plus"'C Copyrght M:Ts9G9 1996.2018 Version 30.0.054 Engneenng•Porten 8119!1016 72.33:44 PM Pape 1 Job Mark Quart Type Span Pl-Hl Left OH Right OH Engineering 160518 R7 6 SP 160908 4 0 0 T9312664 Bldg 6- Aquatic Roof HO 6-0 Ho 10-0-3 Cl M r O TCI '" B-4-5 I 10-0-15 I 16-9-8 2x4 II , C 7.51.....„.1 5x60007 ,1 SPL O 10-0-3 4 I--------4 x841 B 3x5- 3x4= H F 81 E 2x4.2x4 II 3x6= 14x5= Cant:1- 6- 0 IIfl W:308 W:308 R: 738 R: 619 U: 61 U: 253 8C I I T 9-9-7 I 16-9-8 1 N a 0 N ~ 16-9-81>1 ALL PLATES ARE MT2020, 4 = 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 CON Webs selected through a plate CSI -Size- ----Lumber---- H -B 0.21 1064 C monitor. TC 0.60 2x 4 SP-12 F -B 0.05 162 T Wind Loads - ANSI / ASCE 7-10 BC 0.43 2x 4 SP-12 B -E 0.32 367 C Truss is designed as WB 0.32 2x 4 SP-13 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 BCSI 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" El 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 1 = 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 S.C. 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 B.C. Bottom Chords and any other member. Online Plus"'9Copfngnt MTekD 1996-2016 Version 30.0 054 Enpneenn9-Porten 8/192016 12.33.45 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering • 160518 R8 10 MONO 150200 7.5 0 0 T9633029 Bldg 6- Aquatic Roof _ - - - HO 6-7 HO 10-0-3 TC1 5-0-12 1 9-11-10 I 15-2-0 2x4 II B 4x5,,,* F 7.5 V 1 10-0-3 5x5 SPL E 3x5 if A C G D ' 3x4= 2x4.' 4x5= Cant:1- 6- 0 q W:308 W:308 R: 712 R: 614 U: 32 U: 254 BCIN I 7-6-3 I 15-2-0 ♦4 r.0 0 -� 15-2-0 ALL PLATES ARE MT2020 Scale:0.166"=1' MiTek F Online Plus" APPROX. TRUSS WEIGHT: 124.0 LBS Online Plus -- Version 30.0.060 A -E 0.26 129 T 0.04 0.22 will fit between the B.C. RUN DATE: 09-OCT-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 UON 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 TC 0.31 2x 4 SP-#2 Webs is designed as BC 0.60 2x 4 SP-#2 G -E 0.38 802 CComponents and Claddings* WB 0.38 2x 4 SP-#3 E -D 0.06 190 Tfor Exteriorzone location.ocati• mph WindSpeed: 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 or 48.0" 0- 0- 0 15- 2- 0 TL Defl -0.21" in D -C L/731 Building Type: Enclosed 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 creep factor of 1.5 which Refer to BCSI for diagonal Plate - MS18 18 Ga, Gross Area is used 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-Id 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: i' 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 Case(s) for 20.0 psf LL on the H.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 M:Te61996-2016 Venion 300 050 Engineering-Port,e 109!016 5'1152 PM Paye 1 Job Mark Chian Type Span Pl-H1 Left OH Right OH Engineering • 160518 R9 4 MONO 90208 7.5 0 0 T9633030 Bldg 6- Aquatic Roof HO 6-7 HO 6-3-8 TC I 4-6-7 I 9-2-8 2x4 II 8 7.5 77 4x5 6-3-8 315=A C 2x4- 2x4// Cant:1- 6- 0 II 131 W:308 W:308 R: 442 R: 310 U: 31 U: 155 BC 1-7-12 I 9-2-8 9-2-8 ALL PLATES ARE MT2020 Scale:0.278"*1' MiTe.' Online Plus-. APPROX. TRUSS WEIGHT: 67.4 LBS Online Plus -- Version 30.0.060 Bottom Chords No wind exposure on right end. RUN DATE: 09-OCT-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 WB 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. Onine P1ue,' CopyngM%TetM 1996-2010 Verson 30 0 060 Engineenng•Portrait 10.9/2010 5 11 53 PM Page 1 Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering 160518 R10 2 MONO 90208 7.5 0 0 T9312667 Bldg 6- Aquatic Roof HO 2-5 HO 5-11-6 TO I 9-2-8 2x4 II B IS N 1:73 „, ;4-.*: L 7.5 5-11-6 H ,7, *2x4 II F 3x5 xalli 3A5� . _ - - e ` E G I K M 0 u 2x4 I BC 1-6-0 I 9-2-8 AEl 9-2-8 B ALL PLATES ARE MT2020 See Joint F For Typical Gable Plate Size and Placement Scale:0334".1' HiTekR Online Plus'" APPROX. TRUSS WEIGHT: 77.8 LBS Online Plus -- Version 30.0.054 Webs RUN DATE: 19-AUG-16 C -B 0.04 56 C 0.01 0.03 wind For studs exposed to (normal to the face), Gable Webs see Standard Industry Gable Southern Pine lumber design 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 VON K -J 0.11 84 C 0.01 0.10 Building Designer as per CSI -Size- ----Lumber---- 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 3.0x 5.0 1.0 Ctr 0.57 Max comp. force 197 Lbs psf-Ld Dead Live F MT20 2.0x 4.0 Ctr Ctr 0.00 Max tens. force 134 Lbs TC 10.0 20.0 H MT20 2.0x 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 2.0x 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 &sin 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 2.0x 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(s) 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 -B 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 O -C 0.01 0 T 0.00 0.01 in the plane of the truss OnMe Plus"'C Copyright M,Tekft 19962018 Version 30 0 054 Eneneenng.Port,at 8/10/2016 1 2.33 46 PM Pagel • Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160518 RI1 2 MONO 141008 7.5 0 0 T9312668 Bldg 6- Aquatic Roof HO 2-5 HO 9-5-14 m 0 r TC I 2 I 5-5-12 I 10-1-4 I 14-10-8 2x4 II , B 9-5-14 _. SPL617°1.5 0 33x6, i �\ � 1s �A.,I1M 1111 C 3x4= E G F 4x5 II 4x6= • 52x4 II BCI 0 I 5-4-0 I 9-9-12 I 14-10-8 0 L0 0 F. 14-10-8 D ALL PLATES ARE MT2020 • • See * For Typical Gable Plate Size and Placement Scale:0.179"=1' MiTekR 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-82 C -B 0.05 130 C 1 Br Components and Claddings• BC 0.33 2x 4 SP-82 for Exterior zone location. WB 0.62 2x 4 SP-N2 TL Defl -0.03" in F -C L/999 Wind Speed: 130 mph -- 0.55 2x 4 SP-83 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 truss • 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), Orme Ptue^'O Cop/nght MTske 1996.2016 Vernon 30.0.054 Enpneenng-Porort 8/19/2016 12:33:47 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160518 R12 2 MONO 30500 4 0 0 7'9312669 Bldg 6- Aquatic Roof HO 2-5 HO 1-4-0 TC 1 2-1-0 I 3-5-0 4F: ... 2x4 11 T2x411 4x8 E 4x8= 1-4-0 A D L,8x4 ii 2x4 II 711..1.7 W:11100 R: 273 U: 57 BC L 2-1-0 I 3-5-0 3-5-0 9 ALL PLATES ARE MT2020 Scale:0.745"*1' MiTek,U 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) FSC2014 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 S.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 -8 0.14 31 T 0.00 0.14 see Standard Industry Gable Onane Mut"0 CopyngM MITe5 199&2015 Version 30.0.054 Enpineenng-Portrait 6/192016 12 33 a7 PM Page 1 Job Quan Type Span P1-Hl Left OH Right OH Engineering 160518 R13 2 DUAL 100414 7.5 0 0 T9312670 Bldg 6- Aquatic Roof • HO 2-5 H0 6-15 TC I 1-6-2 1 2-10-2 14-2-2 1 5-6-2 16-10-2 18-2-2 1 9-6-2 1100414 5x5= B A 2x4 I I 2x4 II 7,5 -yZ'. N 0 7.5 2x4 II ill I 11121: IM2s4 II3-7-1� 5 L 2x411 dlll3s5�. 43x5113A5% IF� :lik 1, F C J R G K D J I H 2x4 I 1 24 11 2x4 11 2x4 11 2x411 23c411 2x4 11 711MMIIMMIIIMMI BC j 1-6-2 12-3-61 4-2-2 15-6-2 16-10-2 18-2-2 19-6-2 1100414 10-4-14 ALL PLATES ARE MT2020 Scale:0.493"a 1' MiTek® Online Plus" APPROX. TRUSS WEIGHT: 69.2 LBS Online Plus -- Version 30.0.054 G -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 06-01-33 by SPIB//ALSC VON H -Q 0.02 96 C End Details as applicable, CSI -Size- ----Lumber---- or consult qualified TC 0.11 2x 4 SP-12 TL Defl 0.00" in L/999 Building Designer as per BC 0.08 2x 4 SP-12 LL Defl 0.00" in L/999 ANSI/TPI 1. NB 0.07 2x 4 SP-13 LL Cant 0.00" in L/999 Wind Loads - ANSI / ASCE 7-10 PB --- 2x 4 SP-13 Shear // Grain in L -M 0.08 Truss is designed as Ccsponents 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.Ox 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-Id Dead Live M MT20 2.Ox 4.0 Ctr Ctr 0.13 BC Dead Load: 6.0 psf TC 10.0 20.0 N MT20 2.Ox 4.0 Ctr Ctr 0.13 Max camp. force 250 Lbs BC 10.0 0.0 B MT20 5.0x 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 a 20% Lumber Duration Factor 1.25 Q MT20 2.Ox 4.0 Ctr Ctr 0.12 This truss is designed for a Plate Duration Factor 1.25 F MT20 3.Ox 5.0-1.5 0.7 0.46 creep factor of 1.5 which Fb Fc Ft Emin R MT20 2.0x 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.Ox 4.0 Ctr Ctr 0.12 Jt Down Uplift Horiz- I MT20 2.Ox 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 Case(s) Tampa, FL 33610 Plus 1 LL Load Cases) Plus 1 DL Load Case(s) REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR Membr 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 RIDGWAY 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 FBC2O14 O -P 0.06 176 T 0.04 0.02 TPI 2007 P -Q 0.05 178 T 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 trues 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 -K 0.07 0 T 0.00 0.07 for 20.0 psf LL on the B.C. K -D 0.01 0 T 0.00 0.01 in areas where a rectangle O -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 -8 0.01 0 T 0.00 0.01 will fit between the H.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. Online Fite'.®CopyigM M:ToOt 1996-2016 Verson 30.0 054 Engneenng•Podan 8M/2018123148PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160518 R14 10 DUAL 100806 7.5 0 0 T9312671 Bldg 6- Aquatic Roof HO 6-7 HO 8-14 10 0 co0 0 o TC I 5-6-2 I 9-9-14 I ' J 5x5= B - 7.5 3-11-12 314%x5„ 4�� H 3x5„ 3x5= A . c a 3-(.148"x3") gun toenails 8 D 2x4// 2x4„ Cant:2- 3- 6 W:308 R: 539 U: 169 -H - - I-:-. B 10-B-6 ALL PLATES ARE MT2020 Scale:0.331'=1' MiTek®Online Plus"' APPROX. TRUSS WEIGHT: 63.0 LBS Online Plus -- Version 30.0.054 A -E 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 B.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 Components and Claddings* BC 0.37 2x 4 SP-#2 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 Defl -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 3.0x 5.0 1.5 0.6 0.77 Tolerance = 20% psf-Ld Dead Live B MT20 5.0x 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 2.0x 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 B.C. H -G 0.02 175 C 0.00 0.02 in areas where a rectangle Bottom Chords 3- 6- 0 tall by Onine Plus"'0Copyngnt M,Tek®1996-2016 Version 300 054 Engmeenng•Portrait 81192016 12 33 49 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160518 R15 12 DUAL 100806 7.5 1- 0- 2 0 T9312672 Bldg 6- Aquatic Roof HO 6-7 HO 8-14 . e N 0 0 W0 0 0 0 TC 1 r1 ( 5-6-2 I 9-9-14 1 `a 5x5= B 7.5 177. 4-5-0 3x4�� 3-11-12 H 13x5= C, , (AI3x511 Soli a 3-(.148"x3") gun toenails $ D 2xx4ij 2x4 II 7 Cant:2- 3- 6 W:308 R: 621 U: 193 BCI 2-5-2 I 5-6-2 i 10-8-6 1 6 10-8-6 9{I ALL PLATES ARE MT2020 Scale:0.331"=1' MiTekE 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 H.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-#2 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-M3 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 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 Orono Plus'"6)CopYngMMiTe4®19962016 Version 30.0054 En9neenng•Portrait 8/1912016 12 33 50 PM Pagel Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160518 T1 6 PB 91002 7.5 0 0 79312673 Bldg 6- Aquatic Roof TC ( 9-10 I 4-11-1 I 9-0-8 19-10-2 5x5= B r 7.5 7 3-0-15 2-11-5 3x5= 3x5= E D A i+ • ® C F 41 2x411 BC 9-10 I 4-1-7 I 8-2-14 I 9-0-8 6 9-10-2 9 ALL PLATES ARE MT2020 Stale:0.593"=1' MiTek® 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 B -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"a Copyngnt MTek®1998-2018 Version 30 0.054 Engineenng•Portra4 8/192016 12 33 50 PM Page 1 ONLINE PLUS GENERAL NOTES & SYMBOLS 108 PLATE LOCATION FLOOR TRUSS SPLICE LATERAL BRACING yt Center plates on joints ( 3X2, 4X2, 6X2 ) Designates the location for continuous lateral bracing(CLB)for unless otherwise noted support of individual truss members / rM in plate list or on drawing. only.CLBs must be properly I4• Dimensions are given in anchored or restrained to prevent inches(i.e.1 1/2 or 1.5") simultaneous buckling of adjacent or IN-16ths(i.e.108) (W) =Wide Face Plate truss members. (N) =Narrow Face Plate PLATE SIZE AND ORIENTATION DIMENSIONS BEARING The first dimension is All dimensions are shown in %MidWhen truss is designed to 3x5 I I the width measured FT-IN-SX(i.e.6-8.5"or i�� bear on multiple supports, �� perpendicular to slots. 6-08-08).Dimensions less interior bearing locations ■IIItI� The second dimension is than one foot are shown Z should be marked on the I4 the length measured in IN-SX only(i.e.708). ` truss.Interior support or to slots.Plate temporary shoring must be parallelin place before trusses are orientation,shown next W=Actual Bearing installed.If necessary,shim to plate size,indicates Width(IN-SX) bearings to assure solid direction of slots incontact with truss. connector plates. / 1708 R=Reaction(lbs.) 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. MN MiTek USA, Inc. mit 6904 Parke East Blvd. - Tampa, FL 33610-4115 IVliTek e 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. ADVERTENCIA: 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 grua, 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 resulta 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 lo 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. '411411111100,— CLW 141, �•I 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 6Q_MAY_REQUIRE.00MPLEX PERMANENT BRACIIlG. PLEASE ALWAYS CONSULT. .PROFESSIOr JAL ENGINEER., NEER., 1 GENERAL NOTES NOTAS GENERALES 1 HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. Trusses are not marked in arty way to identify Los trusses no eston marcados de ningfin modo qua the frequency or location of temporary lateral Identifiquela frecuencia o Itcalizacidnde restriction lateral Q Warning!Don't overload the crane. restraint and diagonal bracing.Follow the y arriostre diagonal temporates.Use las recomerdadones iAdvertencia!ilio sobrecargue a grua recommendations for handling,Installing and de manejo,instaacrdn,restnccidn y arriostre temporal de Never use banding alone to lift a bundle. temporary restraining and bracing of trusses. los trusses.Vea el fdleto B(SI •ria de B.tea PrSctra Do not lift a snap of indlvidiially landed bundles. - Refer to 13CSLGuide to Good Practice for ^-a el a n Ins A ac do oc>•rirriln v A bstre de los Nunca use solo los empaques para levantar un paquete. • r ,—r jjaDdWg.Installira Restraining&Bracina of trusses de Madera Cortertados inn Plass da Metal. , �(,'r r j4etal Plate Connected Wood Trusses"for para infomiacidn mss detalada. No levante un grupo de paquetes empaqueandos �/.•r „>J more detailed information. Los dibujos de disei o de los teases pueden espedficar las individualmentes- �y,A6rro . • Truss Design Drawings may specify locations of locakzacbnes de restriction lateral permanente o refuerzo o A single lift point may be used for bundles permanent lateral restraint or reinforcement for en los miembros individuates del truss.yea la hoja resumer with trusses up to 45: Individual truss members. Refer to the 6C51: 80.1:83-13:Restr rwin/Aniocbv Permanente de Curnta5 Two lift points may be used for bundles with © Warning!Do not over load supporting Iii simmers, Sheet - Permanent Restraint/ v Miembros Secrtndanns"` para mos informacidn.El trusses up to 60', structure with truss bunse. Bracing of Chards&Web Members`"for more rests de lex disefios de ardostres pennanentrs son la Use at least 3 lift points for buixlies with iAdvertencia!No sobrerargue la estnxtura information.AU other permanent bracing design responsabilidad del Disenador del Edficio. trusses greater than 60'. apoyada con el paquete de trusses. K the responsibility of the Building Designer. Puede user un solo lugar de levantar para - paquetes de trusses haste 45 IQ's. Q Pace truss bundles in stable positron. 0 The consequences of improper handling,erect- Puce paquetes civ trusses en ung posicci ..•—�� , Puede user dos pontos de levantar para ins,installing,restraining and bracing can result •:f ,.,1.. w h paquetes hasty 60 pies. astable. Ina collapse of the structure,or worse,serious • /-tT.jv,(• .wore personal injury or death. Use por b merles cues pontos de levantar para r> p`6 , paquetes m:k de b0 ares. El resuhado de un manejo,Ievantsmiento, i y .'{ `:••ki INSTALLATION OF SINGLE TRUSSES BY HAND instalacidn,restriction y arrisotre incorrecto puede n i k C , i 1, -:y ser a catch Ile la estrucbrra o aim peon,heridos 0 "t .0 =-'•-r• INSTALACION DE TRUSSES INDIVIDUALES POR LA MANO muertos. ✓ - -'".gat,' '~+,. (�7E Trusses 20' ; TrussesIZI 32 or --" i , . • f e2d+. .: th,�( or kiss,sup- , less,support at �Z!/`�%1 ? QBanding and truss dates have sharp edges.Wear . 4.4- 4., port at peak. quarter points. , gloves when handling and safety glasses when ` \ ' , :.,,,. Solrorte Sopo:te tic ��a cutting bonding. �'�� '/ "`.,Q.i,!'g... del p'co Ws I los cuartos Empaques y paws de metal tienen bides r ak % trusses de de traria los afiados.Lleve guantes y ientes protectores aando 1- .�.� i 20 pies o 1 -Trusses up to 20' -0..1 trusses de 30 1....Trusses up to 30' corte los empaques. menus. 1.41- Trusses Aosta 20 Isles pies 0 mends. Trusses hasty 30 pies HOISTING OF SINGLE TRUSSES-LEVANTAMIENTO DE TRUSSES INDIVIDUALES HANDLING — MAN EJO llokt each truss is position with the elector equipment until Sup chard temporary lateral restraint is Installed and the truss Is fastened to the bearing punts. Q Avoid lateral bending.-Evne la Rrxidn late al. A Use special care in Uulice cuidado Sosterga c'ada truss en posaudn con equipo de grua haste que la restriction lateral temporal rte a windy weather or especial en dies cuerda superior este instalado y el truss este aseyurado en los soportes. . ( near power lines ventosos o cera de 3I\ and airports. cables e3extricas o de ®Warning!Using a single pick point at the peak � aeropuertos. sun damage the buss. —ill�i-.T J_` iAdverte-rxia!El use de un solo lugar en el '` l�� pito pars levantar puede facer ria8o al truss. Spreader bar for truss • •� HOISTING RECOMMENDATIONS FOR SINGLE iippk •;\sem TRUSSES A The contractor is responsible for properly w1�.VI RECOMENDACIONES DACIONES PARA LEVANTAR TRUSSES ` receiving,unloading and storing the trusses -�:►�• INDMDUALES i` \ at the jobsite. —"' El contratisla beim la responsabilidad de Q Use,lcoIn'l rug- Use equ'pe apraplado *pp .r/rz_' Dols length recibir,descargar y almacenar adecuada• ging and heisting pars levantar e Taghnc musses UP TO To a inente los trusses en a obra. equipment improviser. . .. TRUSSES NAVA 30 PIES \- „ ( 7-~��_-- �� erar bar t Attach Loma SDr �y/,., i '-'�^S —'1��i r. srrMa«Dar 12 rc bin Pr"Vital* max. ��}}}��, :4:La ' 1 YJslitsL 152 Iy C _ .• 1 # fi`b. t, " • " F,.Y 7a' a TRUSSES UP T060 - — 1 i/iii �I TRUSSES MASER 60 PIES1 IOW 1, '}t 4.-y. ',iii t. • ' ; • . . .• -. V•: I j I_ Swetar bar :o �I • •,-. 'a•.,.t! ...le. •-'� Com.. t•� r IIS yA truss le I % , .� Ta9W» J 1Z1If trusses are to be stored horizontally.piece -= - ,r- TRUSSES UP TO AND OYER 60' _, blocking of sufficient height beneath the t .........4.4; TRUSSES IASTA Y SCORE 60 PIES stack of trusses at 8'to 10'on center. trt Do not Noalmacene TEMPORARY RESTRAINT & BRACING For trusses stored for more Van one week, unbraced bundles verticalmente los cover bundles to prevent moistwe gain but upright. trusses sueltos. RESTRICCION Y ARRIOSTRE TEMPORAL allow for verbletior:. - _ Refer to DCSI Guide to Good Practice for -'p5 -�• Q, Refer to$f 51-62 Summary Sheet-Truss i--- Top Chord Temporary b mstallat a&Temoorary Resmintfaraong'- tiar„aa so.InsaslLng.Restraining&Bracing 14!* for more Information. 'f.0 l ate al Resttainl of Metal Plate Connecied Woad Tn�Ssei"• t',. a • •,+I, ,I (TCTLR) for more detailed Information pertaining to ., ,� .,, Vea el resumer,Dc•SI.82•Instalacidn de /U ' 2z4 min. candling and jobsite storage of trusses. r • ., Trusses v Restricrldn/Amostre Temporal." ,,I / till*E�tt :s. para mss infomoclon. s i' I I ,r� Si los trusses esterar,guardados Aarizon- E?,: T.4'�;,, '" �♦ ` f7f Locate ground braces for first truss directly in "`� , talnteme,ponga btoqueande de altura <.-,,, v, ;.s. :,'a .: LJ line with all roves of top chord temporary tat- .' �\'i® suhcierrte detras de la pile de los trusses a 3 �*"' .... .n�°'' eral restraint(see table In the next column). haste 10 pies en in centre. , Do not store on No almacene en Coloque los arriostres de Cierra para el primer Para trusses guardados lar mss de ora uneven ground. tierra desigual. truss dkectamente en linesa con oda use de Brace first truss smarm,rubra los paquletes para pievenir •- _ as bias de restriction lateral temporal de a - securely before ' aumento de hu'nedad pero permits vents- ` cuerda superior(vea a table en to(maxima erection of additional actin. columna). trusses. yea el folieto DCSI Guile de Buena Pr -tics � m Do rat walk on untraced bora el Manes.hstaatldn,Resitiviols v Ar. /01..... trusses. riostre de MS Trusses dea^rtem GonedaEms son Platys de MetaHrr para Mformacion man - ' .�[t No amine en trusses detalada sabre el manejo y almacenado de ._.-. -.""`::. .x 4 ' - nos trusses en Ores tie trabajo. HOJA RESUMEI91DE LA bIITA-DE BUENA PKACTICA PARA Efl AREJU 1NbTACAi.ION-REM1 1UN T ARKIUS IRETEIUSTRI155E5 VANOS MAS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTE COMPLEJO.POR FAVOR,SIEMPRE CONSULTE A UN INGENIERO PROFESSIONAL BCSI•B1 SUMMARY SHEET GUIDE FOR HANDLING INSTALLING RESTRAINING AND BRACING OF TRUSSES SPANS OVER.60'_MAY.REQUIRE COMPLEX PERMANENT BRACING. PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES I LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 j 0 Refer to)i Sheet Diagonal Bracing ©1)Install ground bracing.2)Set first truss and attach securely to ground bracing.3)Set next 4 Summarv_Sheet 10'or 15- Repeat Diagonal Bra-ing trusses with short member temporary lateral restraint(see below).4)Install top chord diagonal -Temnerrary& r 1• j bracing(see below).5)Install web member plane diagonal bracing to stabilize tire Rrst live teases Permanent Restraint/ ` : every 15 fuss spaces(30') I (sir below).6)Install bottom chord temporary lateral restraint and diagonal bracing(see below). Drarin0 for Parallel may 7)Repeat process on groups of four trusses tend all trusses are set. Olord•. T, Trrusses'" ll, ;, a.t_!4 >s .d. 1)Instate los arriostres de Berra.2)'instate el rinlero truss y are s for more information. -.. �- ;y p eguramente ori atrids (de i � ■i ,'; I Berra.3)Instate los proximos 4 trusses con restriction Lateral temporal do miembro coats(ver yea el resumer BM- 0....1---- ltd' ' abaju).4)Instale el aniostre diagonal ole la cuerda superior(yea abajo).5))Instate arriostred Ar o ire Temno Appry l Diagonal no to -`�� diagonal para los pianos do los nliembros seturaarios para estahtlice.los W;mems flat°trusses /vrioctre Temporal vertical webs at end of • (Yea abajo).6)instate ie restriction lateral temporal y arrestre diagonal para la cuerda Inferior v Permanente Para cantilever and at bearing tel Lateral Restraints ('.yea abajo).7)Repita este procedimiento en grupos de cuatro trusses haste quo touos los trusses Trusses de Cuerdas locations. lapped at least two trusses. ellen instalad.n. Paralelac•"para 'Top chord Temporary Lateral Restraint spacing shall be QRefer to%le-s ,,,11x.• .1.� - a,. 1�,.. o i 'u t,. •• 1- r r :r a.s•••for more Haas information. 10'o.c.max.for 3x2 chords and 15'situ for 4x2 chords. information. yea et resiarnen SCSI-B2-lnstalackin de Trusses v Restriction/Arne/rite Temporal!'"para mors INSTALLING — IN STA LAC IO N .Out of.Plane infornlac,On. El Toler'ance's fila Out-cf-Piano. Ore of PhHnti. Max. Truss RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES Toleranclas pard Fuera-de-Plano. Bow Length RESTRICCION/ARRIOSTRE PARA TODOS PIANOS DE TRUSSES Max.Bow 0/so D(ttl 3/4' 12.5' Q This restraint&bracing method is tot all trusses except 3x1 and 4x2 parallel chord trusses Lenge 1/4' t' .f._.... 778' 14.6 Este rnetodo tie restriction y arriostre es pat todo trusses excnepro trusses de cuerdas ttiiralelas Ma,.Bow Length—w-- i 3x2 y 4x2. trz- 2' 1)TOP CHORD—CUERDA SUPERIOR • - �M°''B0M' ., ;' t6.T Truss Span TopChord Temporary _ Lenge' ^• f 3/4 3 tt79• +e_9 Lateral Restraint(TCTLR)Spacing O 1- 4' 1-174` 20.8 Longitud de Trento Espaciamiento del Arriostre Temporal de la Cuerda Superior s Up to 30' 10'o.c.max. g Plumb 1-114- 5' 13/8- 22.5 Rasta 30 pies 10 pies maxim° r Tolerances for 1 "bob _ 1.1r1- 6' 1-1/2" 25.0 30'to 45' 8'o.c.max. Out-Of 30 a 45 ore8 pies max ms Tolerances para O/gp Ir d �� 1-314 T 1,3/4" 29.2' 45'to 60' 6'o.c.max. Fuera•cJe•Plomada. PE2' za' ` i33.3' I 45 a 60 pies 6 pies maxim° I 60'ro 80'• 4'o.c,max. .CONSTRUCTION LOADING—CARGA DE CONSTRUCCION 60 a 80 pies' 4 pts maxim* 0 Do riot proceed with construction until all lateral restraint and r P �tsekNilpM *Consult a Professional Engineer for trussesbracingis securelyand Tnrsaes 9 longer than 60'. properly in place. •Conwke a un Ingeniem Profesional para tenses mas de 60 pies. — ea/�� // No precede con la construction hasta quo todas las restric- Material Hem ht -row-A`_\ / clones laterales y los arriostres ester colocados en forma QSee)}CSI-fit'••for TCTLR options. �� . apropiada y segura. Gypsum Byrd 12' •/ea el 6CS1.82.` •para las oixionas de ICTLR. ,o.,� •e*r��`��. ®Refer to BCSI-B3 Sum- �s•�s�g 02 -s�� not exceed maximum stack heights.Refer to BC51.64 Sum- mad or OM c plan Sheet-Permanent -�'_,.._,-4.,0„.i.,'""';;027"_. `�-S,`� •`��p. • • y Sheer•Co structr n Loading",for more information. Asphalt Stunt.. 2 bunS,, jtestrahsUBracitg of Chords& •�mrsr�,yy�� Wel)Member°'••for Gable .��,a+ fi \ A \�� No exceda las alturas mexinlas de mouton.pea el resumer eonaete Decor s ,�,�� ' BCSI-64 Cargo Hirai icrldn•••para oras informaodn. End Frame resbalnt/bratingf eirE.a1 '`�F `�\\,� , ■ Cloy 7k 34 tar,hgn reinforcement information. � ! /�� Pard information sobre �'� A '03M r.',.. `II� restniccion/arrbstre/refuerzo Repeat diagonal �` '' AIM,�n �kw.,— para Armazones Hastiales braces for each •��. yea el resumen BCSI•B'i set of 4 trusses. Do not overload small groups or single trusses. �►• "� -Restrirrion/Arrinstre Ground bracing not shown for clarity. Repita los Nrrif No sobecargue pequefios grupos o trusses individuates. (�I,1,1 Permanente de Cuetdas v Never stack materials near a peak. MirmM°s Serundt_ritx.^•, arrisotres diagonales para cads grupo de Nunca arnontore los materiales terra de un pito. 2)WEB MEMBER PLANE—PLANO DE LOS MIEMBROS SECUNDARIOS 4 trusses. 0 Place Was over as many trusses as possible. Q Coloque las cargas sobre tantos trusses cones sea{risible. i/, I�1�i\; Diagonal Position loads over load bearing Oros. LATERAL RESTRAINT 0 `��,��'!�. Bracing Coloque las cargos sobre las parades soptutantes. ! I, Web Members �� ^` ' & DIAGONAL BRACING �"e�! <'Mith„ Tin,erMng'a I 'xe+4.a4 �` ALTERATIONS—ALTERACIOHES ahaM Ic d I ARE VERY IMPORTANT ,x,„` �`ee"`=� Ai Q Refer to: -1 iLA RESTRICCION ,..... .k.‘,,,,..0,21,,,............4.3.,....` e'er• Hili ".•' '`rr'�I�L"' Vea el resumen J)eS!•B5 Davos de Trusses.t4odifiraciones en la Obra v Frt°res de Instalarion•`•” I LATERAL YEL .*t ��. `1 A RRIOSTRE .e.....,,,,,N44% ;:"...„10:•"... ...... .. DO not nil•alter,or drill any structural member of a truss unless specifically permitted by the ,,...� J t;y:asa� `� ` Truss Design Drawing. "_ `+ '�`� ` No cone,altere o p°lore nlrgrin rt110mbr0 structural de un truss, ��, DIAGONAL �.':;• ~�. 1 SON M U Y ��'-Z _�� Bottom dards a menos que este especificamente perm tido en el Dilxa)o del ��- Diseto del Truss. I IM PO RTANTES! —` Diagonal Braces every 10 truss ®Trusses that have been overloaded during construction or altered without the Truss Manufacturer's Q10'-15'max.Same spacing as spaces(20'max.) Prior approval may render the Truss Manufacturer's limited warranty nut and void. bottom chord Lateral RestraintSome chord and web members not Trusses que se has sobrecargado durante la construction o ban silo alterados sin la autorizacidn shown for darity previa del Fabricante de Trusses,pteden hater nue y sin erect°la garantia limitada del Fabricante I 3)BOTTOM CHORD—CUERDA INFERIOR ale Trusses. .i "'Contact the Component Manufacturer for more information or consult a Professional Engineer for assistance. `t��,,► To view a non-printxq POr of this document,veil www.sbcindustry.conVbs. Lateral Restraints-2x4x12'or �.•..-.' NOTE:me rna,Mendracasr and fns.Desimer ren a,the � presu+evbon true the tae es and sore.operator(1/uses e)ere greater lapped over two trusses. ��`P� =`1• asum it n scenethe weedy to unoeuoe me Oak they^ave nrceo,o IOW On any gra,prp).dt b the Contractor behests n nems `�+ '�A��' Meed.TYsdnc Moment floe to the construction� the should nu xa assotance orna competent employed piety.ill the methods Misses bWarnrodaacedun 1 Bottom `��. ��'+;"'`�`•`�`' Tree remmrnmrdobau ax handing,instating,rem-smog and brbd^g brines are twee loon the ale ne r.mrlr,te a beakp chords w ``1s '%`��`74. pummels-oohed win lass deign,nerd fade.and iraraaadon,but must due to ON nature a rapareaeermes kwtl red,be presented i _..cit.. fir\.►-�� oily n a GUIDE tor tie bye WMrud BuYdiq Designer a Cenrac,r.ti is not intended that Luse remrmendatlas be ntupretee as '��'��''� ...%\ ..4 sW.nr to eu&,WM�7w1 despa speoacaaai fix fending,veulM,restraining aMtradnp braise anile does not preclude the `�� - use a W,r.Wvdent methods la restraining/broom one proNM9 staai'.nY for me mos,Munro,aur;=hand as the Ma.nelatad 'l'•. ``` v structural aiding components es aetr mein by the Coneacmt Tea,wits and TPI osreuy asd,an any rh and all ty fa daneges A.J� `. arising ran the use,appaoeory a rowed a,It.rtmnmrWaeas erst information mirror reran I '�'r411 Diagonal Braces every l .� �'.:. 10 truss spaces(20'max.) ` ..e. """"• TRUSS PLATE INSTITUTE ( 10'-15' Some chord and web members Enterprise Une•Madison,WI 53719 218 N.lee Si.,Ste.312•Ale,undxa,VA 22314 608/274-4049•wwwsbcndustry.com 203/683-1010.www.tvnst.ap j fix• not shown for clarity. HOJA RESUMEN DE LA GUTA DE BUENA PRACTICA PARA EL MANEJO INSTALACION RESTICCION Y ARRIOSTRE DE LDS-TRUSSES�w giaxarwdTu VANOS MAS DE 601 PIES PUEDEN REQUERIR ARRIOSTRE PER 4NENTE COMPLEJO.POR FAVOR,SIE'MPRE CONSULTE A UN INGENIERO PROFESSIONAL Instalacion de Trusses & Restriction/.t: ` c FOR TRUSSES UP TO 2'-0"ON-CENTER AND 80'-0" IN LENGTH I PARA TRUSSES HASTA 2 PIES EN CENTRO Y HASTA 80 PIES DE LONGITUD A WARNING!Spans over 60'require more complex temporary installation re- 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 disen"o. 0 DANGER!Disregarding handling,installing,restraining and bracing safety - recommendations is the major cause of truss erection/installation accidents. 1.�". MI El no seguir las recomendaciones de manejo,instalacion,restriccion y arriostre es la cause principal de los accidentes durante la ereccion/instalacion de trusses. b- N. b t.} t NOTICE Lateral restraint is NOT adequate without diagonal bracing. Diagonals . e 1, La Restriction Lateral NO es adecuada sin el Arriostre Diagonal. bracing " -,°" •i ! t. Lateral restraint 2 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 .j��i'r '�,-,•� TcnR shown n gree•. left)of TCTLR based on truss span from the table in Step 2 on page 2. .4.7,1•07,- ....,-1 qp 4.r��. MLR es mostrado Diagonal bracing !::,�. " ��•� en verde. • Ground bracing not shown for clarity. shown noosnee red es �."�'i�� • Apply diagonal bracing or structural sheathing immediately.For spans mostrad°CO ray,. � ` _�� .�� , over 60'applying structural sheathing immediately is the preferred 01,,,. .,% '��.`, =` _r-II'O method. `,`=�`" �'►•'`_�'� El dibujo a la izquierda muestra el espaciamiento maximo en el centro .... z�►� `�`-s� ,_� +� (yea*a la izquierda)del TCTLR basado en los tramos de trusses de la '"� • ro,��,��``L`a� 1I `r► r�:�� 4'0 411/411 tabla en el Paso 2 en la pagina 2. _� s'o.¢` rpo.o'm '•��'� Bocce' `_ m& • No se muestra el arriostre de tierra para claridad. zap °nr°so, ��0s0"4 • Aplique inmediatamente el Arriostre Diagonal o el Entablado »r'pw k r°4s' Estructural(structural sheathing).Para tramos más de 60 pies el '� op Chord Tempora/ Lateral Restranl 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 CORRIJALOS CUANDO ES NECESARIO 2 Building dimensions match the construction documents. 2 Trusses are the correct dimension. Las dimensiones del edificio concuerdan con los documentos de construction. Los trusses son la dimension correcta. © 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 planas, vigas,etcetera)son instalados seguramente y con precision,y son nivelados y niveladas y a la elevation correcta. arriostrados apropiadamente. 10 Jobsite is clean and neat,and free of obstructions. © Hangers,tie-downs,restraint and bracing materials are on site and La obra este limpia,ordenada y sin obstructions. accessible. Los colgadores(hangers),soportes de anclaje(tie-downs)y materiales 0 Ground bracing procedure for first truss is based on site de restriccion y arriostre esten accesibles en la obra. and building configuration. El procedimiento de Arriostre de Tierra para el primer 0 Erection/installation crew is aware of installation plan and lateral truss es basado en el terreno y la configuration del restraint/diagonal bracing requirements. edificio. El personal de ereccion/instalacion es consciente del plan de instalacion y los requisitos de restriccion/arriostre. Interior If ground level is too far E7_1 Multi-ply trusses, including girders,are correctly fastened together prior to : I I' from truss for exterior lifting into place. ground bracing,use Los trusses de varias capas,incluyendo travesanos,son fijados juntos cor- pJp11.11 interior ground bracing. rectamente antes de levantarlos en Lugar. Si el nivel del terreno es 2 Any truss damage is reported to truss manufacturer.Refer to BCSI-B5.' para demasiado lejos pa Do not install damaged trusses unless instructed to do so by the building l '�1usarArriostre de Tierra designer,truss designer or truss manufacturer. Exterior exterior,use Arriostre de Tierra interior. Algun dello a los trusses ha sido reportado al fabricante de trusses. Vea el resumen BCSI-B5."'No instale trusses dafiados a menos que se dijeren el • diseiiador del edificio,el disenador del truss o el fabricante del truss. B2Temp 090902 BC - 2 SUMMARY RESUMEN BCSI-B2 STEPS TO SETTING TRUSSES PASOS PARA EL MONTAJE DE TRUSSES Establish Ground Bracing Procedure: Exterior or Interior 1■ Establezca el Procedimiento de Arriostre de Tierra:Exterior o Interior I , . rnl truss of braced I 2x bream a endlacks n a N set ) Graved �I �N, I �¢oup of lrusxs nE( D applicatim 41 srand 140 r I r .e rt , - .41 OD �� creunnd Gate brae { - ..A Attach NNW r - ilk1 • members i )* to veal Braced truss(or ,e �—Ender truss In hip r,... ` / 11.V �. End �� ' ri ] Ground applkaaon) Ground / ` ` Orlin 7'' / Repay brace veal writ Ebben / \ Ground adequate,pe,pals and floor Second o- , s . �—arclwr stake Slrn --In- lateral 11 t; ale.Oemendialx restrain HorizontalN member attached to wads.etcBaCIBP . Pot► y .\ 'tea Noir.Second boa system mesh., Ern dawnsitI-'drx . :.hall have adequate W.*lo v,itA mut roe slat, brace :appal races can wound Paces. «.-- EXTERIOR GROUND BRACING Y INTERIOR GROUND ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR 2Determine the locations for TCTLR and Ground Braces • Determine las ubicaclones para TCTLR y los Arriostres de Tierra TCTLR,typ. 1 Maximum Top Chord Temporary Lateral Restraint Spacing*` 2 Use truss span to determine spac- ing for top chord temporary lateral Truss Span TCTLR Spacing restraint(TCTLR)from table at right. Use el tramo del truss para determi- Up to 30' 10 on-center maximum 1,4 1411/111N d ��nar el espaciamiento para restric ion 30'-45' 8'on-center maximum `„ t , lateral temporal de la cuerda supe- 45'-60' 6'on-center maximum nor(TCTLR)en la tab/a a/a derecha. `I 60'-80'* 4'on-center maximum •Consult a registered design professional for trusses longer than 60'. / ' 1001 ••For trusses spaced greater than 2'o.c.,see also BCSI410. •-Pitch break • Under . Over 8'(add aTCTLR) TCTLR • I117111111111123111111123111111111121111011EINEEM 10"or greater 1.\\ilzr). ✓-- Truss attachment ,..s..,, ----11N required at support(sj El Locate a ground brace vertical at each Ei Locate additional TCTLR at each pitch TCTLR location. break. RI 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 disenador del edificio. Ejemplos del primer truss instalado incluyen: TCTLR TCTLR locations,typ• locations,typ. TCTLR 04� *4114 locations,bp• � I ,�1� /f�eI/��: A/ /��►tri% J►�i��i1�j �►�r i /�,b t -* Imo,•,►,. ..,ill • EXTERIOR GROUND BRACING " '- INTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR 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 2,3,4 y S con TCTLR en Linea con los Arriostres de Tierra 0 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 colocados induyen: See options below See options below See options below 4.11.1.II"LigrOl.r441 -, :I.'-': -„PAPA 4 kr. filpr,b,04-- -', ,,,....,-- pi4. E%TEROR 6ROUNOBRACN6 !ITER IOR GROUND BRACING tt ' INTERIOR GROUND BRA >A , ARRJ05TRE OE 7IERRA EXTERIOR OSJRE DE,TlERRAMUM OR� ...._RRIOSrpEos rxCRRA iNLI:RX 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 esti 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 Opcion 3 Option 1 Opcion 2 Productos de metal pat restriccion 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 trussesdesigned to provide lateral 27"+ 1'/x"minimum Use 2-16d deformed shank restraint and are not just for m---0- end distance !' YI nails minimum at each 22'h" spacing.See manufacturer's restraint-to-truss connection. I I 1%s pulgadas 1.41--p...1specifications. Use como minimo 2-16d clavos largos(shank nails)en distanciatremde *Estos productos son disenados z2'�^ extremo minima 22'h" Do not use split cada conexion de restriccion especificamente para proveer members. a-truss. restriccion lateral y no son solamente para espaciamiento. 2 nails at every 2 connection No use miembros Vea las especificaciones del clavos enrajados. iii. fabricante. cada conexion Skiii• willielk.. ` ! \ %op. Do not use split J zzn" '' members. 22 h404444 No use miembros i rajados. I III I. 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 2 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 tamaiio del material de restriccion lateral y arriostre debe ser por to menos 2x4 madera graduada por esfuerzo o restriccion/arriostre de metal patentado aprobado,a menos que especifique el disefiador del edificio. j 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 minima de 2 clavos(ver los tamanos minimos mostrados abajo)excepto para las restricciones de miembros cortos mostrados en el• lOd(0.128x3") 10d 0.128X3.25" Paso 4, Opcion 2(yea arriba),cuales requieren 2-16d clavos con largos des- formados(Ej. Largos de anillos o tomillos). ( ) Flip ••• •I,j, (l Drive nails flush,or use double-headed nails for easiest removal. 16d(0.131X3.5") ( I �A Clave los clavos al raso,o use clavos de dos cabezas para quitarlos más facilmente. I 5 Install Top Chord Diagonal Bracing ■ Instale el Arriostre Diagonal de la Cuerda Superior El Attach diagonal bracing 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 Short Member See Short Merron Temporary Lateral Temporary Lateral Restraint detail , Restraint detail -1�r� options page 3 See Short Member ! options papa 3. llt4llpr"7:70:o,J‘ ��„_�� .�C Temporary Lateral iiiirir4V4 F� eat �,,1 aintdetail140.4%,11. ` �.,.., 40.4w-,.. "" ..: `\ ora Daae 3. rgi4.1174%. N �. ,rIV,i.- . �� ,4" :- El Or start applying structural sheathing. Example of .a„/N4• structural sheathing installed on first five trusses. V4.141‘111111141t, 0 empiece en aplicar el entablado estructural. Ejemplo ,��de entablado estructural instalado en los primerospi" 1u,cinco trusses. �1 1140,400 6■ Install Web Member Diagonal Bracing Instale el Arriostre Diagonal de Miembros Secundarios 0 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 restriction 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. El 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 blas de restriction lateral de la cuerda inferior.Arriostre r,'„.�" ',i.'�'�'' diagonal para los miembros secundarios tiene que extender de la Web members !��\�"t�� ..la,e1 cuerda superior a la cuerda inferior.Repita a los intervalos mostrados '"'t` , `:':1 a i �. itl\ en/a Figura a/a derecha. OlOkr"%iN•`, `�a��`�� `' NOTICE The requirements for web member permanent individual truss Z1/4 ..0",111,1 1 ��_ member restraint are specified on the truss design drawing(TDD). . \`�`a;•;•>e� Refer to BCSI-B3 for more information. ' ` .S`e` ;;.;�` Los requisites para la restriction permanente de miembros individuales ' '1i% '� %; L`�.�� de truss para miembros secundarios son especificados en el dibujo del '��;,,4 �"►�;��r,_� Bottom chaos distil()de truss. yea el resumen BCSI-B3 para más information.'" '�` Diagonal braces every 10 truss spaces(20'max.) 10'-15.max.Same spacing as bottom chord lateral restrain) Note:Some chord and web members 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. miti �(� Los trusses de una sola pendiente, trusses pianos y profundos y otros tipos de trusses con extre- mosl profundos tambien requieren restriccidn 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 The TDD provides information on the assumed support for the bottom chord. WAproblems Disregarding Permanent toorooRestraint/Bracing is a systemr s of truss. field pedor- El TDD provse in/amaadn sabre el soporte supuesto pars la cuerda wfenoc mance and has been known lead to roof or floor systems cdlapse. I4OVERTENCtAi OescuidareJAniostre/Reshicadn lermanente es cine cause pr repel de 0 Install bottom chord permanent Lateral Restraint at the spacing indicated on the TDD problems de imam nitro del truss en Campo y sesta conoorlo a Nevar al derrumbamie Ko def and/or by the Building Designer with a maximum of 10'on center. srstenw del Mello a pica QC rn:eaCIi Spans over 60'may require complex permanent braorg.Please allays consult a Instate Restriction Lateral permanents de/a cuerda inferior al espaciamiento Registered Design Professional. indicado en el TDD y/o par el Disenador del Edificio con un maxima de 10 pies en et Itt', tri Ramos sabre 60 pies pueden requenr arriostre pennanente canplejo.Por favor, centre. srernpre consults a un P ofesianal Regsstrado de Drseno. RESTRAINT/BRACING MATERIALS&FASTENERS Diagonal =,,,,,, ' MA7ERL4LESYCIERRESDERESTRICCION/ARRIOSTRE Bracing -„`'��.;;-,_`-r�` '"sem` `'"1..` 1.��.. Common re d l m lumber, materials includero wood and at panels,gypsum board sheathing, Bottom Chords `# ��.` ��._�..�s- sVessgraded I rnber,proprietary metal products,and metal purlins and straps. ��_~- �` ^r.. Materiates ccrnunes de arriosirar/iestrrngu mduyen pansies estrrxturales de madera,entablado .._4,L. ,,,. ��=` +.`.,fir de yeso,meanie graduada pa esfueaa,prMrrttos de metal patentados,y egos de soporte y ``��`��., `��.� Ws de metal. 'ti -` •.,�� `1`�` Lateral Restraint 2xdx12 &UNIMUNATTIICNMERTREWaREMENTSPoRWtaBERRESI1WMTi1tfIAdNO" r..xw. ~ `'•�� 510 --''',-.4.-11.74.1...„_, 52O'i or greater lapped over Lumber Sim !alluvium Nsrl Sae Minimum Numbs X510' .. two trusses Nails per Connection '\�, 1B, %% 2aswessgaded lad(0.128x3') ._' 17 / Some chord and web members not 12010.1266 251 _ �",.�, shown ted(0.137451 Alga Lateral Restraint and Diagonal Bracing used to brace the Bottom Chord Plane. OV tt, lot rtessgded 100(0.12&4') 12d(0.12tb0.25') 3 3. PERMANENT BRACING FOR THE WEB MEMBER PLANE ted(0.1314b') 3. ARRIOSTRE PERMANENTE PARA EL PLANO DEL MIEMBRO SECUNDA RIO Cr...;mewed rsamemees may be weaned IN lie Trus,Cevpn a&,+dun Daypro Web Member Permanent Bracing ccLects and transfers buckling restraint forces and/or lateral Score sod reudeeen.la aacng molviab suit a wMx1 rC.rdw l path.gipwm toad soramnn, loads from wind and seismic forces.The same bracing can then be used for both functions. pi up Mary meal rrsbant tocing podrns,in mea pains aid sbaps are petard by the&Ming Dmiona Arriostre Permanente de los Miembros Secundarios recogen y pasan fuerzas de restriccidn de PERMANENT BRACING FOR THE VARIOUS PLANES OF A TRUSS forcer y/o cargas laterales de vierko y fuerzas sismscas.A menudo el mismo amosire puede ser usado para ambos(unctnes. ARRIOSTRE PER MANENTE PARA VARIOS PLANOS DE UN TRUSS Top Chad Individual Web Member Permanent Restraint&Bracing Permanent Bracing is important because It, ,` i' tar Restrlccldn yArriostre Permanents de Mlembros Secundarios Individuates a)prevents out of pane buckling of tries 9 `. 0 Check the TOD to determine which web members(if any)require restraint to resist buckling. members, Wes ¢•b a� Revise el TDD para determsnar Coates miemlxos secundanos(si algunos)reoureren fest/icadn b)helps maintain proper truss spacing,and Rifle ' .,s.`� para resistirel totter c)resists and transfers lateral loads from q, wind and seismic forces. ' e• ‘�`` 0 Restrain and brace wth, rc ma svaax n %.I a ' ® ` A.Continuous Lateral Restraint&Diagonal Bracing,orell .;:"'"-:"'"'".'"="e. El aaiostre Permanente es inportante r'rr : ` Paque `_� B.Individual Member Web Reinforcement. %.,, Rentrinjayarriostrecon, LA _1+L>iC,4 , a)mpide N facer Nem-de-piano de los I t;�� A Restriction Lateral Continua y Aniostre Diagonal,o x miuda enros del truss 1 B.Refuerzo de Miembros Secundanos lndivrdualea. b)elude en manrener espaciamiento y esiseaproprado de los trusses,y , ponan Clad A.Continuous Lateral Restraint(CLR) �, 1�i`� c)resists y pass las cargos laterales de Plane &Diagonal Bracing T vieMO y fuerzas sisrnicas apUcadas al . .. Suucasral A.Restriction Lateral Continua(CLR)y Arriostre - • sistema del truss. Snruhrg ce Diagonal 2 Trusses require Permanent Bracing - Tsy 0usd Pune within ALL of the following planes: N 0 Attach the CLR at the locations shown on the TDD. I.Top Chord Plane I Sujete el CLR en las ubicaciones mostrados en el TOO. 2.Bottom Chord Plane 0 Install the Diagonal Bracing at approxmatety 45°to the CLR and position so that it crosses the 3.Web Member Plane web in close proximity to the CLR Attach the Diagonal Brace as close to the Top and Bottom Trusses requieren Arriostre Permanente r8 i Chords as possible and to each web it crosses.Repeat every 20'or less. dentro de TODOS los siguientes pianos: i '-".' / Instate el Amostre Diagonal a aproinmadamente 45 grados a!CLR y is coloque para quo truce 1.Plano de la Cuerda Superior `-- I ,/� la cuerda may terve del CLR Sujete el Arriostie Diagonal conic cercano a las cuerdas inferior y 2.Plano de la Cuerda Inferior superior cow sea pasrble y a Cada cuerda que!o cru:a.Repita oda 20 pies a mends. 3.Plano del Miembro Secvndario --.)/ A•w 2UO:inasuf Without 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 A :,, Corsi.= to oU l si Sin el Amours Permanente,del truss,o un parte de los made a Il,pen:erin(ej. �r,� ti ,n Pommel pe raudntinuous ladaran)de cargos mochas mends qui las ranges que el lass es disenado a IJevar. !� a6 "3 1 Resaam *,, S, 1. PERMANENT BRACING FOR THE TOP CHORD PLANE �~ -- �� `` *.T Ir{► ii Durant '''`""1 v 1. ARRIOSTRE PERMANENTE PAM EL PLANO OE LA CUERDA SUPERIOR y'f+ �* Badiq .;�`�1 ��'`; `�� 0 Use plywood,oriented strand board(058), Polios t';Il,�� `�� i. Of wood metal structural p ams that are _ 1 4 r properly braced. 'tor i�llif k `r �� Use corrtrachapado panel de fibres orientedas ell,. �'� \ds.. L 52!I(OSB),o vlgas de soporte de madera o metal * que son aniostrados apropiadamente. ---" -�_, i w 0 The TrussDesign Drawing(TDD)provides ''s �'�!� Groupof 3 Trusses Note:Some CMN and web members , t not shown for clarity. information on the assumed support for the top chord. ,!` Structural Et O bujo del D serTo de Truss(TOO)A+ree D;,�,I yr Waal*is cM Top chord Pray.a Wanks y/'' Sheathing infomaacidn solve el soporte supuesto pare la wa34d lytA,eat,Do,"r Ga-c-ori e:-md5` mends superioc •, •ioN. Race Fastener sae and sparing requirements and grade for �� /a;` � � q I a Lateral • the sheathing,pude"and bracing are provided in the �� C�Z -% f' i Zm • R ;•ace.; Restrain'. building code and/or by the BuddingeDesigner ,;�r Ala• -4-, ��- j , �a �+�` p El tamaAo de clean y requisites de espaaamiento y �tc�146-71.N:i'x s I credo para e/entabtado,vrgas de sop'rte y amostre y = - e+.v NV son provistos en el cadgo del edificio y/o per el Diselta• l i� /' literal Restraint Grob of 2 Trioses da cid£dAaa `` 2. PERMANENT BRACING FOR THE BOTTOM noil El Lateral Restraint&Diagonal Bracing can also be used `• CHORD PLANE aim with smaf groups of trusses(i.e.,three or less).Attach 2. ARRIOSTRE PERMANENTE PARA EL PLANO DE LA CUERDA INFERIOR the Lateral Restraint&Diagonal Brace to each web f 0 Use roves d continuous Lateral Restraint with Diagonal Bracing,gypsum board sheathing or rigid member that they cross. ceiling. Restriction Lateral yAmostre Diagonal tambien puede ser usedo con grupos pequefias de Use blas de Restncodn Lateral Continua con Amostre Diagonal,entablado de yeso o trusses(ej.fres o menos)Sujete la Restricodn Lateral y e!Arriostre Diagonal a cede mtembro recto rigida secundario que 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 CONSULTS 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 El IGINEER ALWAYS DIAGONALLY BRACE THE CONTINUOUS LATERAL RESTRAINT. iSIEMPRE ARRIOSTRE LA RESTRICCION LATERAL CONTINUA DIAGONALMENTEf Gable End Frames and Sloped Bottom Chords 8.Indlvldual Web Member Reinforcement Arrnazones Hestiales YOrerdas Inferiores Pendlentes 8.Refuerzo de Mrembros Secundarios Individuates The Gable End Frame should always match the profile of the adjacent trusses to permit instal- T•,L-,Scab,I-,U-Reinforcement,proprietary metal reinforcement and stacked web products provide an talon of proper Bottom Chord Plane restraint&bracing unless special bracing is designed to alternative for resisting web buckling. support the end wall. T-,L-,extra,I-,U-Refuerzo,rehrerzo de metal patenrando y productus de miembras secundarius El Amman&Hastial siempre debe encajer e1 perfil de los trusses contiguous para permitir la insta- amattdnados proveen una alternative pars resistir el tomer de los miern ros Secundarios. Locus:de OAA.Titin y arri0stre apvupuJa Ile k Cootie lufefiur a rrrrnOs que arrit.6hr especial es • y J.. .---' _ =_ dose/Tado para sgportar la pared de extrema .::"---- ...1 II can.It ;irk Tfle!►aanwit ® 1111 I Lmslleoda.by Ee ofneeWa drd Ilibiji liy t ttibi seLaas ADte fsd hq0 The(olowi table ma be used unless mores ' • H � n9 Y pacific information is provided. La siguiente tabla puede ser usada a menos que informacon mos especit'ca este provista. ©CiAlirtp1D Using a flat Bottom Chord Gable End Frame with adjacent Trusses that have sloped Bnttdn Chords is prohibited by some building codes as adequate bracing of this condition is WEB REINFORCEMENT FOR SINGLE PLY TRUSSES' difficult and sometimes impossible.Special end wall bracing design considerations are required by the Building Designer if the Gable End Frame profile does not match the adjacent Trusses. We Type I She ft1Wilf tease of�� wohnom wahtee ISG uati El use de un Amazon Hestia!de la Cuerda Inferior con Trusses conbguos cuales Specified a tienen Cuerdas Infedwes pendienfes eslg ig = True yYli Dim RMlbrc,.aft In wee prohrbido pal algunos c� cede acts&rs perque ab- W T t Sc 'aI riostre adeaado de este condition es dlRtil y a veces impasible.Consrderaocnes especiales de disefio para el arrrostre de la pared de a inem°sur requendcs pot el Diseilador del Edihcro si el 254 2'4 2x4 2o4 90s or web a perfil def Armaztin Hestia!no hate juego con los Trusses contiguos. 1 Row DS 24 D9 24 Bare species Wend is went 18o Bun 28 24 24 24 ..4 cram.. r(150mn)acod rode(0.1314.51 PERMANENT BRACING FOR SPECIAL COMMONS 2,.4 9..2s4 be ve dun 01 rub nMmbec. at 6•050 mm) ARRIOSTRE PERMANENTE PARA CONDICIONES ESPECIALES teen 2we — — 2-2b8 wetmerber whICh v4 on-cenua Sway Bracing—Arriostrede'Sway" greater 121 'Sway"bracing s installed at the discretion of ' Wsmum dam*web WV,b N(43 the Building Designer to help stabile the truss system 6► Tor Scab Reiter covert ase 2 rued el l0,1 Cush*91.121:41 rot(1i0 r„)ossedee t,via„tiuoeraeb em. and minimize the lateral movement due to wind and r �i\�'I. `��eiv' P&MA\HTLAT81flP 1Rf1\7AiOO1 BYi seismic loads. 4*!4-4s.4r ,� • „` EitfieNGREtiVIREO WEBREIt1E0RfElBf1REQLIRFO i i Arriostre de'Sway'esti instalado por la dsueci!n del ., R( r! -.a ., � t , ,,:r«.,rn, ,,x*„ws.,,, Disenador dei Eddido pars ayudar en estabdriar el sigma I ,.-. ''' 1 11 y 101 de mosses y cam minimizer el movimrento lateral debido a --` `��. t`aY f s Jj cargos de viento y caros sismicas. L AciPwLA IRZ0 Sway bracing installed continuously across the budding also ttsdra" serves to distribute gravity loads between trusses of varying stiffness. i IICC 2\WRAC FH MA\E\TE YGAtIDS RE 1 x a r W—.« w .`-r ( Arriostre de'Sway^que es instalada continuadame'nte altrovers del edihcio tambien es usado DItCd\4L ES REQIEPIDO I J RUMOR Keno SIMOAIQO REQiERIDO i I pare divnbwr las cargas de gra vedad entre trusses de rigdez varrando. Permanent Restraint/Bracing for the Top Chord Ina Piggyback Assembly SceneEl Truss Manufacturers mark the locations rf the web Lateral Restraint or reinforcement on Restriction/Arrioch-a Permanente para la Cuerda Superior en un Ensamblaje de the truss using tags similar to those above. Piggyback Algunon Fabncantes de Trusses mar an en el truss las ubicacrones de refuerzo o Restrccian ID Provide restraint and bracing by: Repot Dagnnut Lateral de mernlxos secundarios con etiqueras sa'nilares a las ameba. •using rows of ext stress-graded lumber Bracing at 10' Web Member Plane Permanent Building Stability Bracing to Transfer Wind&Seismic Forces CLR and Diagonal Bracing,or intervals a less. \ at Arriostre de Estabilidad Permanente del Ediffcio del Plano de Miembros Secundarios para •connecting the CLR into the roof as specified. �,t-� spa in Desplazar Fuerzas de VieMo y Fumes Sismicas diaphragm,a �f.el ,� spacing e adding Structural Sheathing or Bracing • u �rr, ce El The web member restraint or reinforcement specified on a TOD is required to resist buckling Frames,or specified under vertical loads.Additional restraint and bracingis on the typically required to transfer lateral loads •scene other equivalent means. Trios Design due to wind and/or seismic forces.This restraint and bracing 1s rypcaly provided by the Budding Proves restriccan y arrostre por: ;' '..:04°-,•. ng Designer. •usendo Mos de 1x2 CLR modem grad Drawing La restriccidn o refuerzo de nuembros secundarios especdicada en un TDD es requendo a resistir uada pot eshrerza y Amosb2 Dagonal,o /+Ad >s F L.1-4—,.. g el forcer bajo cargas vertiaks.Restnccion y arriostre adraoral es requerido tipicamente para •conectando el CLR al diefragma del -",'-• - {77'4. C. pasar cargas laterales debidas a fuerzas de viento y/o fuerzas sisnicas.Este restnccicn y amostre echo,o „ es tipicamente pmvnto pore!17isenadtr del Edhda •anadkndo fnbblado EsrrutYural o Arm -----•-•...... zanes de Arriostre,o IJ� ()won'&ace to root Llaphra9m odng 'ahrunos arcs mEtodos equ vakntes �, 9 Refer to the TOD for the maximum assumed spacing for attaching the Lateral Restraint to the top r I Gude E a Mord of the supppting truss \/,,,, , Fane yl ..171--,z...,-,_ / Refiere al TDD para el especiamiento maxino supuesto para su)etar La Restnccion Lateral a le 77•1,-.1:-.41A1/4, hoot cuerda superior de!truss saportante. �;11e Diaphragm Dap � &ocbnl The TDD provides the assumed thickness �Trussea of the restraint and minimum connection t,1` ,�� Nm.Top mad ybri mlat requirements between the cap and the iL lt�R. hole- rid shoed I-Rentaeen:enr supporting truss or restraint. .,�k."4„'!" CLR required orty tis ctrp f/TDD provee el grosor supuesto de la ""x114' 0 Bracing Frame or 1 reshf+rion y los requsitos de cone-ion Structural Sheath- Worn Chad m� entre/a cepa y e!truss soportdMe rig s installed Some Truss Designers provide general ' o la restncorin. jRVttermdtersy design tables and details to assist the Budd- takeRestraint ing Designer in determining the Bracing Bracing Fran rWife emdwar permamnt Wilma!Oa'eet Sheathing squired to transfer lateral loads due to Locale in ane nM nattom Chord permanent '-..or 4th wind and/or seismic forces from the Gableng End Frame into the roof and/or ceiling CCR or as spec aed b!the Bidding Dosgner ; a a,,,,,1 �Supporbng 'k;��er Trusses diaphragm. � * Algunos Disenadores de Trusses proveen .••,^' _ `,>+e.,,,,'",,,.,- ...,,,•,...., rutins y detalles de disefto generales para asslir el Disenador del Edihcio en determiner ei Ar- T •e ��+. riostre requerido para poser cargas laterales debidas a fuerzas de viento y/o fuerzas s s micas del "+•r r.`•r.+` Annazon Hestia!a!diahagma del techo. To view a non-printing PCF of this document,visit www.thondustryeem/b3. Para ver un Ef)F de este dacumento que nose puede enprmir,vista www.sbondustrycom/b3. rat ...4n6. 6300 EnMOM`w"" TRUSS PLATE INSTITUTE Rrr>ise Lane•Made.,WI 53719 218 N.Lee Sr.Ste.312•Mesandna,VA 22314 608/2744849•www.d,dnduetry.cern 703,683-1010•www.tpinst.ory TRARESTRICCION OS M S DE 0 PIEES PUEDERR QUERIRRRR ARRIOSTRE PERMANNTE OMPLEJO.PORUEORRDAMSR LOS MIEMBRROOSIONELCDE DISEENO REGGIISSTRADO Cargas de Construction 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 j . sheathing or gypsum board stacked on trusses temporarily creates "> r _ construction loads. 4 Cargas de construccion son las cargas que estan impuestas a los edificios incompletos como resultado del proceso de construccion. '�' ''' Cargas de construccion tipicas incluyen el peso de los trabajadores, el equipo y los materiales de construction, etcetera. Por ejemplo, r: •,' un paquete de entablado contrachapado o table de yeso apilados temporalmente sobre los trusses crean cargas de construccion. 2 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 este adecuadamente restringido y arriostrado segOn las pautas en SCSI-81— y li SCSI-82— 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- tice 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 grin despues de que la carga se haya quitada. En casos más 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. QUE HAUB YNO HACER CON LAS CARGAS NO exceda la altura de monton indicada en la table DE CONSTRUCCION que sigue. Maximum Stack Height for Material on Trusses m 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 Gypsum Board- Tabla de Yeso 12"- 12 pulgadas trusses que no esten arriostrados. Plywood or OSB-Madera Contrachapada u OSB 16"- 16 pulgadas Asphalt Shingles- Teja de Asfalto 2 bundles-2 paquetes Concrete Block-Bloque de Hormingon 8"-8 pulgadas O 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. 0 DON'T overload the trusses. Lateral Diagonal Properly restrain and brace trusses before NO sobrecargue los trusses. 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ATTACH WITH(2)Bd NAILS. WEB BRACING MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TOA SUITABLE SUPPORT BY ERECTION CONTRACTOR. ie.-T-BRACE T=BRACE THESE DETAILS APPLY TO 1.5"WIDE WOOD IMO TRUSSES. �` WEB • USE A 2x4 T BRACE IF THE TRUSS DESIGN 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). • USE A CONTINUOUS PIECE FOR THE T-BRACE, OF THE SAME GRADE AS THE WEB AND COVERING AT LEAST 90%OF THE WEB y00,011,00,,,, �w LENGTH. •+`` ,� '4 • CENTER THE T-BRACE ON THE WEB AND �� P ., FASTEN WITH 10d COMMON NAILS SPACED 4" C3;' ) 1,- b•4 :1,2/ 12, ON CENTER. '1,0,:„„,':00'''' , `' WEBVIXI SCAB BRACING SCAB BRAC SCAB BRACE SAME SIZE, GRADE, • AND LENGTH AS WEB MEMBER. ATTACH WITH 10d NAILS @ 4"O.C. BRACING MATERIAL TO BE SUPPLIED ,�°� ,, BY ERECTION CONTRACTOR. ll