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102 AQUATIC DR - TRUSSES (BLDG 4 & 5) • 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 ,<• 0 0 DES ► ► ANUAL k PROJECT NAM ' ' Bld• 4 or 5- Asuatic s wnhom - Roof JOB NUMBER: & ii CONTRACTOR: TRIBRIDGE RESIDENTIAL CONSTRUCTION DATE: 8-19-16 sks rev 10-17-16 az REVISIONS: COMMENTS: • , . ' 1 lomm mit Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek� RE: 160517- ROOF DESIGN INFO MiTek USA, Inc. 6904 Parke East Blvd. Site Information: TallaPa FL 33610-4115 Customer Info: TRIBRIDGE RESIDENTIAL CONSTRUCTION Project Name: Aquatic i oWnhomes Model: Bldg 4 or 5-Aq 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 28 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 No. Seal# Truss Name Date 1 T9313761 B1 8/19/16 23 T9313783 R35 8/19/16 2 T9313762 B6 8/19/16 24 T9313784 T2 8/19/16 3 T9313763 B7 8/19/16 25 T9313785 T3 8/19/16 4 T9313764 B8 8/19/16 26 T9313786 V1 8/19/16 5 T9313765 R17 8/19/16 27 T9313787 V2 8/19/16 6 T9313766 R18 8/19/16 28 T9313788 V3 8/19/16 7 T9313767 R19 8/19/16 8 T9313768 R20 8/19/16 9 T9313769 R21 8/19/16 10 T9313770 R22 8/19/16 11 T9313771 R23 8/19/16 12 T9313772 R24 8/19/16 13 T9313773 R25 8/19/16 14 T9313774 R26 8/19/16 15 T9313775 R27 8/19/16 16 T9313776 R28 8/19/16 17 T9313777 R29 8/19/16 18 T9313778 R30 8/19/16 19 T9313779 R31 8/19/16 20 T9313780 R32 8/19/16 21 T9313781 R33 8/19/16 22 T9313782 R34 8/19/16 ,,GNU t111.art The truss drawing(s)referenced above have been prepared by MiTek „��t > L S• 4ii"'r• USA, Inc. under my direct supervision based on the parameters . *''' \ `�OE�N8' `/-10 provided by Ridgway Roof Trusses. , 53'881 �• % Truss Design Engineers Name: Magid, Michael .. „ .7..• * My license renewal date for the state of Florida is February 28,2017. 40• — IMPORTANT NOTE:The seal on these truss component designs is a certification ;▪ p STATE O' �"4/47 that the engineer named is licensed in the jurisdiction(s)identified and that the 'i0-4%.,,,,..'a,C+Lr F,..**,,, ..�� designs comply with ANSI/TPI 1. These designs are based upon parameters '4:-• 0i:Q R\d.• shown(e.g.,loads,supports,dimensions,shapes and design codes),which were 1,:i0•.3 -•"' a ti given to MiTek. Any project specific information included is for MiTek's customers 1i,,' N Al-011ie 00' file reference purpose only,and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design MO S.NIe01A PENo53¢01 parameters or the designs for any particular building. Before use,the building designer tJRigk USA.inc,R.Cert 6634 should verify applicability of design parameters and properly incorporate these designs 6904 Parke East Bltrd.Tampa Fl.33610 into the overall building design per ANSIITPI 1,Chapter 2. Date: August 19,2016 Magid,Michael I of I r —— 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: 160517- MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Customer Info: TRIBRIDGE RESIDENTIAL CONSTRUCTION Project Name: Aquatic i ownhomes model: Bldg 4 or 5-Aq Lot/Block: - Subdivision: - Address: - City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: City: State: General Truss Engineering Criteria& Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014 Design Program: OnLine Plus 30.0.060 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 3 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T9676472 R28 10/15/16 2 T9676473 R33 10/15/16 3 T9676474 R35 10/15/16 The truss drawing(s)referenced above have been prepared by MiTek ,��,r0O,1Ns.A. A"Biiri USA, Inc. under my direct supervision based on the parameters „s,��+•.�'.••—•—•...E ''.:14i-, provided by Ridgway Roof Trusses. .' �' • , . Truss Design Engineer's Name: Albani, Thomas No R- My license renewal date for the state of Florida is February 28,2017. ; %� ,. -•-p: diel Q::: IMPORTANT NOTE:The seal on these truss component designs is a certification STA . OF •I/U that the engineer named is licensed in the jurisdiction(s)identified and that the le 0.';.:� p. : 4,/ designs comply with ANSI/TPI 1. These designs are based upon parameters 4,.,..4+%.••.C 0 Ft 1 Q.' `, r , 1 i shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ♦ �' ♦t Tek's filegiven to MiTek. Any reference purpose project specific only and was not otaken into account in theion included is for 1preparation of customers I1f` ,0 0N 11►,-1'1 these designs. MiTek has not independently verified the applicability of the design Thorns A.AlbantPE No.39380 • parameters or the designs for any particular building. Before use,the building designer kletek USA,lee,FL Cert 6634 should verify applicability of design parameters and properly incorporate these designs 6904 Parke East Blvd.Tampa FL 33610 into the overall building design per ANSI/TPI 1,Chapter 2. Date October 15,2016 Albani,Thomas I of 1 I 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 —0-1 l-- 108 Center plates on joints 6.3 x 8.8 The first dimension is the 1x4 continuous lateral bracing unless otherwise noted in width measured perpcn- attached with(2)8d nails each plate list or on drawing. dicular to slots. The second member where indicated or 2x4 IN 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-I Gths(i.c.108). web with I 2d 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� 6-08-08 All dimensions are shown in When truss is designed to direction of slots in FT-IN-SX(i.e.6'8 1/2"or bear on multiple supports, connector plate. 6-08-08). Dimensions lessSIII0interior bearing locations 708 than one foot are shown in should be marked on the 1~� IN-SX only(i.e.708). Q 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 to seek professional at each end, unless indicated otherwise. Cutting and advice concerning proper erection bracing to prevent fabrication shall be performed on equipment which toppling and"dominoing". Care should be taken to produces snug-fitting joints and plates. Unless prevent damage during fabrication,storage,shipping 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 DRWTG.&VERIFY THAT DATA INCLUDING DIM. & LOADS CONFORM TO ARCH. PLAN/SPECS& FAB.TRUSS LAYOUTS. o CORPORATE HEADQUARTERS 6 ' o,►=30LJaO P.O.Box 280055 Essir .e..e4 44s, ifsz. Tampa, FL 33682-0055 800-282-1299 • Fax: 813-971-6117 1 4/‘ Wood Truss Council of America 5937 Meadowood Dr., Ste. 14 • Madison,WI 53 71 1-41 25 • 608/274-3329(fax) Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses WTCA 1 -1995 Developed by the WTCA Engineering Review Committee in cooperation with the Truss Plate Institute 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 1.2.1 "Architect"shall mean the individual registered produces the structural drawings included in the architect responsible for the architectural design Construction Design Documents. of the structure and who produces the 1.2.6 "Owner" shall mean the individual or architectural drawings included in the organization for whom the structure is designed. Construction Design Documents. 1.2.7 "Truss" is an individual metal plate connected 1.2.2 "Building Designer" is the individual or wood structural component manufactured by the organization having responsibility for the overall Truss Manufacturer. building or structure design in accordance with the state's statutes and regulations governing the 1.2.8 "Truss Designer" is the design professional, professional registration and certification of individual or organization,having responsibility architects or engineers. This responsibility for the design of metal plate connected wood trusses.This responsibility shall be in accordance includes but is not limited to foundation design, with the state's statutes and regulations governing structural member sizing,load transfer,bearing conditions,and the structure's compliance with the professional registration and certification of the applicable building codes. Also referred to architects or engineers. Also referred to as truss 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 the Truss 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 each Truss including, braced,buckle together. This shall be accomplished by: but not limited to, loads attributable to: roof, floor,partition,mechanical,fire sprinkler,attic, (a)anchorage to solid end walls;(b)permanent diagonal 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 ofANSUI'PI 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-H1 Left OH Right OH Engineering 160517 B7 14 FLAT 11004 10608 0 0 T9313763 Bldg 4 or 5- Aquatic - Roofs HO 1-6-8 HO 1-6-8 e TCS 1-10-4 3/xx4= 2/xx44 II W W 1-6-8 11\\\\. D mm, C 2x4 12I I#3x4= !Il 71 W:308 W:308 R: 374 R: 374 U: 337 U: 337 BC 1-10-4 Q 1-10-4 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0763"=1' MITek:5 Online Plus' APPROX. TRUSS WEIGHT: 13.6 LBS Online Plus -- Version 30.0.054 A -C 0.21 569 T installed upside-down. RUN DATE: 19-AUG-16 C -B 0.01 38 T NOTE: USER MODIFIED PLATES This design may have plates Southern Pine lumber design TL Defl 0.00" in L/999 selected through a plate values are those effective LL Defl 0.00" in L/999 monitor. 06-01-13 by SPIB//ALSC UON Shear // Grain in A -B 0.03 Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- Truss is designed as TC 0.04 2x 4 SP-#2 Plates for each ply each face. Components and Claddings* BC 0.09 2x 4 SP-#2 Plate - MT20 20 Ga, Gross Area for Exterior zone location. WB 0.21 2x 4 SP-#3 Plate - MT2H 20 Ga, Gross Area Wind Speed: 130 mph Plate - MS18 20 Ga, Gross Area Risk Category II Brace truss as follows: Jt Type Plt Size X Y JSI Mean Roof Height: 33-0 O.C. From To A MT20 3.Ox 4.0 Ctr Ctr 0.67 Exposure Category: B TC Cont. 0- 0- 0 1-10- 4 B MT20 2.Ox 4.0 Ctr Ctr 0.18 Building Type: Enclosed or 22.2" 0- 0- 0 1-10- 4 D MT20 2.Ox 4.0 Ctr Ctr 0.36 TC Dead Load: 6.0 psf BC Cont. 0- 0- 0 1-10- 4 C# MT20 3.Ox 4.0 Ctr Ctr 0.67 BC Dead Load: 6.0 psf or 22.2" 0- 0- 0 1-10- 4 Max comp. force 569 Lbs # = Plate Monitor used Max tens. force 569 Lbs psf-Ld Dead Live REVIEWED BY: Connector Plate Fabrication TC 10.0 20.0 MiTek USA, Inc. Tolerance = 20% BC 10.0 0.0 6904 Parke East Blvd. This truss is designed for a TC+BC 20.0 20.0 Tampa, FL 33610 creep factor of 1.5 which Total 40.0 Spacing 12.0" is used to calculate total Lumber Duration Factor 1.25 REFER TO ONLINE PLUS GENERAL load deflection. Plate Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Fb Fc Ft Emin ADDITIONAL SPECIFICATIONS. TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 NOTES: Trusses Manufactured by: Total Load Reactions (Lbs) RIDGWAY ROOF TRUSS Jt Down Uplift Horiz- Analysis Conforms To: D 375 337 U 445 R FBC2014 C 375 337 U 445 R TPI 2007 Designed for shear loads (plf) Jt Erg Size Required TC 240.0 BC 0.0 D 3.5" 1.5" This truss has been designed C 3.5" 1.5" for 20.0 psf LL on the S.C. in areas where a rectangle Plus 21 Wind Load Case(s) 3- 6- 0 tall by Plus 2 Drag Load Case(s) 2- 0- 0 wide Plus 1 LL Load Case(s) will fit between the B.C. Plus 1 DL Load Case(s) and any other member. Design checked for 10 psf non- Membr CSI P Lbs Axl-CSI-Bnd concurrent LL on BC. Top Chords No wind exposure on left end. A -B 0.04 222 T 0.04 0.00 No wind exposure on right end. Bottom Chords Provide drainage to prevent D -C 0.09 444 T 0.09 0.00 water ponding. Webs This truss must be installed D -A 0.13 365 C as shown. It cannot be Online Plus'w 0 Copyright Mitek®1995.2016 Vorsron 30 0 054 Enpneenng•Porna t 8119!2016 240 25 PM Page I Job Mark Chian Type Span P1-H1 Left OH Right OH Engineering 160517 B8 8 FLAT 11004 21008 0 0 79313764 Bldg 4 or 5- Aquatic - Roofs HO 2-10-8 HO 2-10-8 TCI 1-10-4 e 3x5= 2x411 A B 0 0 2-10-8 D 1 C 2x4 IO 0#3x5= [X1 W:308 W:308 R: 754 R: 754 U: 717 U: 717 BC 1-10-4 ..E)---1-10-4 -.. ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.543".1' MiTekU Online Plus'. APPROX. TRUSS WEIGHT: 20.6 LBS Online Plus -- Version 30.0.054 A -C 0.32 859 C installed upside-down. RUN DATE: 19-AUG-16 C -B 0.01 38 T NOTE: USER MODIFIED PLATES This design may have plates Southern Pine lumber design TL Defl 0.00" in L/999 selected through a plate values are those effective LL Defl 0.00" in L/999 monitor. 06-01-13 by SPIB//ALSC UON Shear // Grain in A -B 0.03 Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- Truss is designed as TC 0.04 2x 4 SP-#2 Plates for each ply each face. Components and Claddings* BC 0.09 2x 4 SP-#2 Plate - MT20 20 Ga, Gross Area for Exterior zone location. WB 0.32 2x 4 SP-#3 Plate - MT2H 20 Ga, Gross Area Wind Speed: Plate - MS18 20 Ga, Gross Area Risk Categorymph 130I Brace truss as follows: Jt Type Plt Size X Y JSI Mean Roof Height: 33-0 O.C. From To A MT20 3.Ox 5.0 Ctr Ctr 0.64 Exposure Category: B TC Cont. 0- 0- 0 1-10- 4 B MT20 2.Ox 4.0 Ctr Ctr 0.18 Building Type: Enclosed or 22.2" 0- 0- 0 1-10- 4 D MT20 2.Ox 4.0 Ctr Ctr 0.59 TC Dead Load: 6.0 psf BC Cont. 0- 0- 0 1-10- 4 C# MT20 3.Ox 5.0 Ctr Ctr 0.64 BC Dead Load: 6.0 psf or 22.2" 0- 0- 0 1-10- 4 Max comp. force 859 Lbs # = Plate Monitor used Max tens. force 859 Lbs psf-Ld Dead Live REVIEWED BY: Connector Plate Fabrication TC 10.0 20.0 MiTek USA, Inc. Tolerance = 20% BC 10.0 0.0 6904 Parke East Blvd. This truss is designed for a TC+BC 20.0 20.0 Tampa, FL 33610 creep factor of 1.5 which Total 40.0 Spacing 12.0" is used to calculate total Lumber Duration Factor 1.25 REFER TO ONLINE PLUS GENERAL load deflection. Plate Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Fb Fc Ft Emin ADDITIONAL SPECIFICATIONS. TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 NOTES: Trusses Manufactured by: Total Load Reactions (Lbs) RIDGWAY ROOF TRUSS Jt Down Uplift Boris- Analysis Conforms To: D 754 717 U 445 R FBC2014 C 754 717 U 445 R TPI 2007 Designed for shear loads (plf) Jt Brg Size Required TC 240.0 BC 0.0 D 3.5" 1.5" This truss has been designed C 3.5" 1.5" for 20.0 psf LL on the S.C. in areas where a rectangle Plus 21 Wind Load Case(s) 3- 6- 0 tall by Plus 2 Drag Load Case(s) 2- 0- 0 wide Plus 1 LL Load Case(s) will fit between the B.C. • Plus 1 DL Load Case(s) and any other member. Design e Membr CSI P Lbs Axl-CSI-Bnd concurrent efor psf non- urrentLLon BC. Top Chords No wind exposure on left end. A -B 0.04 222 T 0.04 0.00 No wind exposure on right end. • Bottom Chords Provide drainage to prevent D -C 0.09 445 T 0.09 0.00 water ponding. Webs This truss must be installed D -A 0.27 745 C as shown. It cannot be Online Plus""0 Copingkt ATOM 1998-2016 Version 30.0 054 Enpneenng-PONsn 601920:6 2.40 25 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160517 R17 4 MONO 51112 4 0 0 79313765 Bldg 4 or 5- Aquatic - Roofs HO 2-5 HO 2-2-4 TCI 1-9-13 I 3-3-12 I 4-7-12 I 5-11-12 2x4 II 4 2x4 II :,114' 2x411 H 2-2-4 4x8 3x611 4x8. •' A 111111111611111111r I r,:7 1--- .: C ieF F E x4 II 2x4 I1 2x4 II BC LI 1-6-0 I 3-3-12 I 4-7-12 I 5-11-12 5-11-12 (311 ALL PLATES ARE MT2020 Scale:0.705"=1' MiTek®Online Plus" APPROX. TRUSS WEIGHT: 34.5 LBS Online Plus -- Version 30.0.054 C -B 0.03 66 T 0.01 0.02 see Standard Industry Gable RUN DATE: 19-AUG-16 End Details as applicable, TL Defl 0.00" in L/999 or consult qualified Southern Pine lumber design LL Defl 0.00" in L/999 Building Designer as per values are those effective Shear // Grain in K -H 0.09 ANSI/TPI 1. 06-01-13 by SPIB//ALSC UON Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- Plates for each ply each face. Truss is designed as TC 0.05 2x 4 SP-#2 Plate - MT20 20 Ga, Gross Area Components and Claddings+ BC 0.03 2x 4 SP-#2 Plate - MT2H 20 Ga, Gross Area for Exterior zone location. WB 0.06 2x 4 SP-#3 Plate - MS18 18 Ga, Gross Area Wind Speed: 130 mph WG --- 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: A MT20 3.Ox 6.0 Ctr Ctr 0.00 Exposure Category: B O.C. From To H MT20 2.Ox 4.0 Ctr Ctr 0.12 Building Type: Enclosed TC Cont. 0- 0- 0 5-11-12 I MT20 2.Ox 4.0 Ctr Ctr 0.13 TC Dead Load: 6.0 psf or 48.0" 0- 0- 0 5-11-12 B MT20 2.Ox 4.0 Ctr Ctr 0.14 BC Dead Load: 6.0 psf BC Cont. 0- 0- 0 5-11-12 F MT20 2.Ox 4.0 Ctr Ctr 0.12 Max comp. force 105 Lbs or 71.8" 0- 0- 0 5-11-12 E MT20 2.Ox 4.0 Ctr Ctr 0.12 Max tens. force 119 Lbs C MT20 2.Ox 4.0 Ctr Ctr 0.12 Connector Plate Fabrication psf-Ld Dead Live Tolerance = 20% TC 10.0 20.0 REVIEWED BY: This truss is designed for a BC 10.0 0.0 MiTek USA, Inc. creep factor of 1.5 which TC+BC 20.0 20.0 6904 Parke East Blvd. is used to calculate total Total 40.0 Spacing 24.0" Tampa, FL 33610 load deflection. Lumber Duration Factor 1.25 Plate Duration Factor 1.25 REFER TO ONLINE PLUS GENERAL Fb Fc Ft Emin NOTES AND SYMBOLS SHEET FOR TC 1.15 1.10 1.10 1.10 ADDITIONAL SPECIFICATIONS. BC 1.10 1.10 1.10 1.10 NOTES: Total Load Reactions (Lbs) Trusses Manufactured by: Jt Down Uplift Horiz- RIDGWAY ROOF TRUSS J 478 133 V 69 R Analysis Conforms To: FBC2014 Jt Brg Size Required TPI 2007 J 53.8" 18"-to- 72" WARNING Do Not Cut overframe member between outside of Plus 18 Wind 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) This truss has been designed for 20.0 psf LL on the B.C. Membr CSI P Lbs Axl-CSI-Bnd in areas where a rectangle Top Chords 3- 6- 0 tall by A -H 0.05 75 C 0.00 0.05 2- 0- 0 wide H -I 0.02 53 C 0.00 0.02 will fit between the H.C. I -B 0.01 19 C 0.00 0.01 and any other member. Bottom Chords Design checked for 10 psf non- A -F 0.03 0 T 0.00 0.03 concurrent LL on BC. • F -E 0.01 0 T 0.00 0.01 No wind exposure on right end. E -C 0.01 0 T 0.00 0.01 Truss designed for wind loads Webs in the plane of the truss F -H 0.06 119 T 0.03 0.03 only. For studs exposed to E -I 0.05 117 T 0.03 0.02 wind (normal to the face), Onnne Plus"W Copynpnt McTek®1996.2016 Version 300 054 Engneennp.Poltren 6/192016 2.40 26 PM Pepe 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160517 R18 4 MONO 51112 4 0 0 T9313766 1 Bldg 4 or 5- Aquatic - Roofs . HO 6-0 HO 2-5-15 TC1 1-7-12 I 5-11-12 B 4 2-(.148"x3") gun toenails 2x4 II 2-5-15 E 3x5= L ID1 J 2-(.148"x3") gun toenails 2x4 I I Cant:1- 6- 0 7 W:308 R: 325 U: 84 BC's 1-7-12 I 5-11-12 5-11-12 p ALL PLATES ARE MT2020 Scale:0.578"=1' MiTek Online Plus` APPROX. TRUSS WEIGHT: 24.3 LBS Online Plus -- Version 30.0.054 Bottom Chords Design checked for 10 psf non- RUN DATE: 19-AUG-16 A -D 0.14 150 T 0.02 0.12 concurrent LL on BC. D -C 0.13 0 T 0.00 0.13 Southern Pine lumber designNo wind exposure on right end. Webs -Wind Loads ANSI / ASCE 7-10 values are those effective D -E 0.08 283 T Truss is designed as 06-01-13 by SPIB//ALSC UON Components and Claddings* CSI -Size- ----Lumber---- TL Defl -0.02" in D -C L/999 for Exterior zone location. TC 0.28 2x 4 SP-#2 LL Defl -0.01" in D -C L/999 Wind Speed: 130 mph BC 0.14 2x 4 SP-#2 Hz Disp LL DL TL Risk Category II WE 0.08 2x 4 SP-#3 Jt B 0.03" 0.00" 0.03" Mean Roof Height: 33-0 Shear // Grain in E -B 0.18 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 5- 8- 4 Plate - MT20 20 Ga, Gross Area BC Dead Load: 6.0 psf or 48.0" 0- 0- 0 5- 8- 4 Plate - MT2H 20 Ga, Gross Area Max comp. force 252 Lbs BC Cont. 0- 0- 0 5- 8- 4 Plate - MS18 18 Ga, Gross Area Max tens. force 283 Lbs or 71.8" 0- 0- 0 5- 8- 4 Jt Type Plt Size X Y JSI Connector Plate Fabrication A MT20 3.Ox 5.0 0.7 0.2 0.60 Tolerance = 20% psf-Ld Dead Live E MT20 2.Ox 4.0 Ctr Ctr 0.22 This truss is designed for a TC 10.0 20.0 D MT20 2.Ox 4.0 Ctr Ctr 0.23 creep factor of 1.5 which BC 10.0 0.0 is used to calculate total TC+BC 20.0 20.0 REVIEWED BY: load deflection. 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- For proper installation of D 325 85 U 81 R toe-nails, refer to the 2005 C 76 National Design Specification B 113 66 U 44 R (NDS) for Wood Construction Jt Brg Size Required NOTES: D 3.5" 1.5" Trusses Manufactured by: C 3.5" 1.5" RIDGWAY ROOF TRUSS B 1.5" 1.5" Analysis Conforms To: FBC2014 Plus 18 Wind Load Case(s) TPI 2007 Plus 1 LL Load Case(s) This truss has been designed Plus 1 DL Load Case(s) for 20.0 psf LL on the B.C. in areas where a rectangle - Membr CSI P Lbs Axl-CSI-Bnd 3- 6- 0 tall by Top Chords 2- 0- 0 wide A -E 0.16 166 C 0.00 0.16 will fit between the B.C. E -8 0.28 66 C 0.00 0.28 and any other member. Onfne PI."'O Copyngnl Mire149 1996-2016 Version 30 0.054 Engineenng.Portrait 9/19/2016 2 40 27 PM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160517 R19 2 MONO 70708 4 0 0 79313767 - Bldg 4 or 5- Aquatic - Roofs HO 2-5 HO 2-8-13 m e o m 0 TC 1 1-9-13 1 N 1 3-7-8 1 4-11-8 1 6-3-8 1 7-7-8 2x4 I I B 2x4 II 41 L 4 2x4 11 2x4 II J x. iii#iiiii0111101 2-8-13 E 2x411 4x8 4M 4A8 '1 .I. C ` D I H G F J x4 11 2x4 I I 2x4 1 1 2x4 11 2x4 II BC 1-6-0 12-3-8 I 3-7-8 14-11-8 I 6-3-8 I 7-7-8 7-7-8 €›- ALL ALL PLATES ARE MT2020 Scale:0.540'=1' MiTek?. Online Plus" APPROX. TRUSS WEIGHT: 44.8 LBS Online Plus -- Version 30.0.054 G -K 0.11 107 T 0.00 0.11 only. For studs exposed to RUN DATE: 19-AUG-16 F -L 0.07 119 T 0.00 0.07 wind (normal to the face), C -B 0.04 50 T 0.00 0.04 see Standard Industry Gable Southern Pine lumber design End Details as applicable, values are those effective TL Defl -0.02" in D -I L/999 or consult qualified 06-01-13 by SPIB//ALSC UON LL Defl 0.00" in L/999 Building Designer as per CSI -Size- ----Lumbar---- Shear // Grain in E -M 0.12 ANSI/TPI 1. TC 0.14 2x 4 SP-82 Wind Loads - ANSI / ASCE 7-10 BC 0.13 2x 4 SP-/2 Plates for each ply each face. Truss is designed as WB 0.17 2x 4 SP-43 Plate - MT20 20 Ga, Gross Area Components and Claddings• Plate - MT2H 20 Ga, Gross Area for Exterior zone location. Brace truss as follows: Plate - MS18 18 Ga, Gross Area Wind Speed: 130 mph O.C. From To Jt Type Plt Size X Y JSI Risk Category : II TC Cont. 0- 0- 0 7- 7- 8 A MT20 4.Ox 8.0 0.4 Ctr 0.82 Mean Roof Height: 33-0 or 48.0" 0- 0- 0 7- 7- 8 M MT20 2.Ox 4.0 Ctr Ctr 0.13 Exposure Category: B BC Cont. 0- 0- 0 7- 7- 8 J MT20 2.Ox 4.0 Ctr Ctr 0.12 Building Type: Enclosed or 73.5" 0- 0- 0 7- 7- 8 K MT20 2.Ox 4.0 Ctr Ctr 0.13 TC Dead Load: 6.0 psf L MT20 2.Ox 4.0 Ctr Ctr 0.13 BC Dead Load: 6.0 psf psf-Ld Dead Live B MT20 2.Ox 4.0 Ctr Ctr 0.13 Max comp. force 234 Lbs TC 10.0 20.0 I MT20 2.Ox 4.0 Ctr Ctr 0.13 Max tens. force 266 Lbs BC 10.0 0.0 H MT20 2.Ox 4.0 Ctr Ctr 0.12 Connector Plate Fabrication TC+BC 20.0 20.0 G MT20 2.Ox 4.0 Ctr Ctr 0.12 Tolerance = 20% Total 40.0 Spacing 24.0" F MT20 2.Ox 4.0 Ctr Ctr 0.12 This truss is designed for a Lumber Duration Factor 1.25 C MT20 2.Ox 4.0 Ctr Ctr 0.17 creep factor of 1.5 which Plate Duration Factor 1.25 is used to calculate total Fb Fc Ft Emin REVIEWED BY: load deflection. 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 Boris- REFER TO ONLINE PLUS GENERAL I 610 161 U 91 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt Brg Size Required I 73.5" 18"-to- 92" NOTES: Trusses Manufactured by: Plus 18 Wind Load Case(s) RIDGWAY ROOF TRUSS Plus 1 LL Load Case(s) Analysis Conforms To: Plus 1 DL Load Case(s) FBC2014 TPI 2007 Membr CSI P Lbs Axl-CSI-Bnd WARNING Do Not Cut overframe Top Chords member between outside of A -M 0.13 234 C 0.03 0.10 truss and first tie-plate M -J 0.14 203 C 0.01 0.13 to inside of heel plate. J -K 0.04 136 C 0.00 0.04 This truss has been designed • K -L 0.03 75 C 0.00 0.03 for 20.0 psf LL on the B.C. L -B 0.02 22 C 0.00 0.02 in areas where a rectangle Bottom Chords 3- 6- 0 tall by A -I 0.13 266 T 0.04 0.09 2- 0- 0 wide I -8 0.12 0 T 0.00 0.12 will fit between the B.C. • H -G 0.03 0 T 0.00 0.03 and any other member. G -F 0.02 0 T 0.00 0.02 Design checked for 10 psf non- F -C 0.02 0 T 0.00 0.02 concurrent LL on BC. Webs No wind exposure on right end. I -M 0.06 171 C 0.00 0.06 Truss designed for wind loads H -J 0.17 57 C 0.00 0.17 in the plane of the truss Ohne Phis"'GCopynghtM,Te1A 10962016 Version 30.0.054 Engineering.Pomai&190016 2 4027 PM Paget Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160517 R20 10 MONO 70708 4 0 0 T9313768 +Bldg 4 or 5- Aquatic - Roofs HO 6-0 HO 3-0-8 TCI 1-7-12 1 3-9-13 1 7-7-8 2x411 , B T 4 "f 4x5-:.-- 11 D 3-0-8 j gii3x5- p i00; ii mi .y J2x4= E 2x4 L Cant:1- 6- 0 W:308 HGR R: 383 R: 226 U: 91 U: 68 13Z--- 1-7-12 I 7-7-8 4 7-7-8 C ALL PLATES ARE MT2020 Scale:0.484"=1' MiTek®Online Plus" APPROX. TRUSS WEIGHT: 47.1 LBS Online Plus -- Version 30.0.054 A -E 0.21 231 T 0.00 0.21 Wind Loads - ANSI / ASCE 7-10 RUN DATE: 19-AUG-16 E -C 0.24 231 C 0.01 0.23 Truss is designed as Webs Components and Claddings* Southern Pine lumber design E -D 0.10 354 C for Exterior zone location. values are those effective D -C 0.08 249 T Wind Speed: 130 mph 06-01-13 by SPIB//ALSC UON C -B 0.04 142 T Risk Category II CSI -Size- ----Lumber---- Mean Roof Height: 33-0 TC 0.18 2x 4 SP-#2 TL Defl -0.08" in E -C L/869 Exposure Category: B BC 0.24 2x 4 SP-#2 LL Defl -0.04" in E -C L/999 Building Type: Enclosed WB 0.10 2x 4 SP-#3 Shear // Grain in D -B 0.16 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 354 Lbs O.C. From To Plate - MT20 20 Ga, Gross Area Max tens. force 343 Lbs TC Cont. 0- 0- 0 7- 7- 8 Plate - MT2H 20 Ga, Gross Area Connector Plate Fabrication or 48.0" 0- 0- 0 7- 7- 8 Plate - MS18 18 Ga, Gross Area Tolerance = 20% BC Cont. 0- 0- 0 7- 7- 8 Jt Type Plt Size X Y JSI This truss is designed for a or 73.5" 0- 0- 0 7- 7- 8 A MT20 3.Ox 5.0 0.7 0.2 0.60 creep factor of 1.5 which D MT20 4.Ox 5.0 Ctr Ctr 0.31 is used to calculate total psf-Ld Dead Live B MT20 2.Ox 4.0 Ctr Ctr 0.13 load deflection. TC 10.0 20.0 E MT20 2.Ox 4.0 Ctr Ctr 0.20 BC 10.0 0.0 C MT20 2.Ox 4.0 Ctr Ctr 0.56 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 383 92 U 104 R NOTES: C 227 69 U 56 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 0.18 210 C 0.02 0.16 Design checked for 10 psf non- D -B 0.16 53 C 0.00 0.16 concurrent LL on BC. Bottom Chords No wind exposure on right end. Online Plus"'0 Copyright MiTek®1996.2018 Versace 30 0054 Eng.necnng.P00 0:1 81192018 240 28 PM Page 1 Job Mark Quare Type Span P1-H1 Left OH Right OH Engineering 160517 R21 2 TR 160000 8 0 0 T9313769 • Bldg 4 or 5- Aquatic - Roofs HO 2-5 HO 2-5 TC I 1-7-2 1 8-0-0 1 14-4-14 1 16-0-0 • 5x5= B Mink Q T 8Vo v kb: 5-6-5 x5:AD 3 *2II R iill EE 3x5 3xA5017- (:)3x5''' G L N P R S U W Y AA H J CC BC f 1-6-0 I 14-6-0 1 16-0-0 16-0-0 p. ALL PLATES ARE MT2020 See Joint I For Typical Gable Plate Size and Placement Scale:0.342"=1' MiTek49 Online Plus" APPROX. TRUSS WEIGHT: 126.1 LBS Online Plus -- Version 30.0.054 L -N 0.01 0 T 0.00 0.01 REVIEWED BY: RUN DATE: 19-AUG-16 N -P 0.01 0 T 0.00 0.01 MiTek USA, Inc. P -R 0.00 0 T 6904 Parke East Blvd. Southern Pine lumber design R -S 0.00 0 T Tampa, FL 33610 values are those effective S -U 0.00 0 T 06-01-13 by SPIB//ALSC VON U -W 0.00 0 T REFER TO ONLINE PLUS GENERAL CSI -Size- ----Lumber---- W-Y 0.01 0 T 0.00 0.01 NOTES AND SYMBOLS SHEET FOR TC 0.04 2x 4 SP-12 (+) I -AA 0.01 0 T 0.00 0.01 ADDITIONAL SPECIFICATIONS. BC 0.04 2x 4 SP-12 AA-CC 0.04 0 T 0.00 0.04 OW 0.08 2x 4 SP-43 CC-C 0.04 73 C 0.00 0.04 NOTES: Gable Webs Trusses Manufactured by: Brace truss as follows: J -I 0.01 89 C RIDGWAY ROOF TRUSS O.C. Prom To L -K 0.02 91 C Analysis Conforms To: TC Cont. 0- 0- 0 16- 0- 0 N -M 0.01 86 C FBC2014 or 48.0" 0- 0- 0 16- 0- 0 P -O 0.02 90 C TPI 2007 BC Cont. 0- 0- 0 16- 0- 0 R -Q 0.04 88 C WARNING Do Not Cut overframe or 72.0" 0- 0- 0 16- 0- 0 S -B 0.08 133 C member between outside of U -T 0.04 88 C truss and first tie-plate psf-Id Dead Live W -V 0.02 90 C to inside of heel plate. TC 10.0 20.0 Y -X 0.01 86 C Design checked for 10 psf non- BC 10.0 0.0 AA-Z 0.01 89 C concurrent LL on BC. TC*BC 20.0 20.0 CC-BB 0.01 92 C Truss designed for wind loads Total 40.0 Spacing 24.0" in the plane of the truss Lumber Duration Factor 1.25 TL Defl 0.00" in L/999 only. For studs exposed to Plate Duration Factor 1.25 LL Defl 0.00" in L/999 wind (normal to the face), Pb Pc Ft Emin Shear // Grain in I -I 0.07 see Standard Industry Gable TC 1.15 1.10 1.10 1.10 End Details as applicable, BC 1.10 1.10 1.10 1.10 Plates for each ply each face. or consult qualified Plate - MT20 20 Ga, Gross Area Building Designer as per Total Load Reactions (Lbs) Plate - MT2H 20 Ga, Gross Area ANSI/TPI 1. Jt Down Uplift Horiz- Plate - MS18 18 Ga, Gross Area Wind Loads - ANSI / ASCE 7-10 J 1280 313 U 104 R Jt Type Plt Size X Y JSI Truss is designed as A MT20 3.0x 5.0 1.1 Ctr 0.54 Components and Cladding.• Jt Brg Size Required I MT20 2.0x 4.0 Ctr Ctr 0.00 for Exterior zone location. J 156.0" 18"-to- 174" K MT20 2.0x 4.0 Ctr Ctr 0.00 Wind Speed: 130 mph M MT20 2.0x 4.0 Ctr Ctr 0.00 Risk Category II Plus 21 Wind Load Case(s) 0 MT20 2.0x 4.0 Ctr Ctr 0.00 Mean Roof Height: 33-0 Plus 1 LL Load Case(s) Q MT20 2.0x 4.0 Ctr Ctr 0.00 Exposure Category: B Plus 1 DL Load Case(s) B MT20 5.Ox 5.0 Ctr Ctr 0.33 Building Type: Enclosed T MT20 2.0x 4.0 Ctr Ctr 0.00 TC Dead Load: 6.0 psf Membr CSI P Lbs Axl-CSI-Bnd V MT20 2.Ox 4.0 Ctr Ctr 0.00 BC Dead Load: 6.0 psf Top Chords X MT20 2.0x 4.0 Ctr Ctr 0.00 Max comp. force 133 Lbs A -I 0.04 75 T 0.01 0.03 Z MT20 2.0x 4.0 Ctr Ctr 0.00 Max tens. force 155 Lbs I -K 0.04 80 T 0.00 0.04 BB MT20 2.Ox 4.0 Ctr Ctr 0.00 Connector Plate Fabrication K -M 0.02 69 T 0.01 0.01 C MT20 3.Ox 5.0-1.1 Ctr 0.54 Tolerance • 20% M -O 0.02 73 T 0.01 0.01 J MT20 2.0x 4.0 Ctr Ctr 0.00 This truss is designed for a . O -Q 0.02 119 T 0.01 0.01 L MT20 2.0x 4.0 Ctr Ctr 0.00 creep factor of 1.5 which Q -B 0.03 155 T 0.02 0.01 N MT20 2.0x 4.0 Ctr Ctr 0.00 is used to calculate total B -T 0.03 155 T 0.02 0.01 P MT20 2.0x 4.0 Ctr Ctr 0.00 load deflection. I -V 0.02 119 T 0.01 0.01 R MT20 2.0x 4.0 Ctr Ctr 0.00 V-X 0.02 73 T 0.01 0.01 S MT20 2.0x 4.0 Ctr Ctr 0.00 X -Z 0.02 70 T 0.01 0.01 U MT20 2.0x 4.0 Ctr Ctr 0.00 Z -BB 0.04 82 T 0.00 0.04 W MT20 2.0x 4.0 Ctr Ctr 0.00 BB-C 0.04 74 T 0.01 0.03 Y MT20 2.0x 4.0 Ctr Ctr 0.00 Bottom Chords AA M720 2.0x 4.0 Ctr Ctr 0.00 A -J 0.04 73 C 0.00 0.04 CC MT20 2.0x 4.0 Ctr Ctr 0.00 J -L 0.04 0 T 0.00 0.04 Online PWe""O Copynpht PATN6 19962010 V.m.on 300054 Engn.onnp.Poem:8/19=16240 29 PM Paget Job Mark Quail Type Span Pl-H1 Left OH Right OH Engineering 160517 R22 2*2P SP 130000 8 0 0 T93 13770 Bldg 4 or 5- Aquatic - Roofs HO 1-6-8 HO 1-6-8 TCI 6-6-0 I 13-0-0 I 5x5= B 8V 5-10-8 5x6= 5x6= . E p A C 2x4 114' D 42x4 II n 7x8= W:308 W:308 R:3455 R:3455 U: 726 U: 726 BC 6-6-0 I 13-0-0 B 13-0-0 D. ALL PLATES ARE MT2020 Scale:0.325"=1' MiTek s:Online Plus" APPROX. TRUSS WEIGHT: 103.3 LBS Online Plus -- Version 30.0.054 Bottom Chords non- RUN DATE: 19-AUG-16 A -D 0.43 114 T 0.00 0.43 Design checked for 10 psf concurrent LL on BC. D -C 0.43 114 T 0.00 0.43 Use properly rated hangers for * 2-Ply Truss * Webs loads framing into girder *************** A -E 0.20 2223 C WindLd truss. E -D 0.46 2436 T Wind Loads - ANSI / ASCE 7-10 Southern Pine lumber design D -B 0.52 2736 T Truss is designed as values are those effective D -F 0.46 2436 T Components and Claddings* 06-01-13 by SPIB//ALSC UON C -F 0.20 2223 C WindLd for Exterior zone location. CSI -Size- ----Lumber---- Wind Speed: 130 mph TC 0.46 2x 4 SP-I2 TL Defl -0.13" in D -C L/999 Risk Category : II BC 0.43 2x 6 SP-2400f-2.0E LL Defl -0.06" in D -C L/999 Mean Roof Height: 33-0 WB 0.52 2x 4 SP-#3 Shear // Grain in A -D 0.70 Exposure Category: B Building Type: Enclosed Brace truss as follows: Plates for each ply each face. TC Dead Load: 6.0 psf O.C. From To Plate - MT20 20 Ga, Gross Area BC Dead Load: 6.0 psf TC Cont. 0- 0- 0 13- 0- 0 Plate - MT2H 20 Ga, Gross Area Max comp. force 2857 Lbs or 48.0" 0- 0- 0 13- 0- 0 Plate - MS18 18 Ga, Gross Area Max tens. force 2736 Lbs BC Cont. 0- 0- 0 13- 0- 0 Jt Type Plt Size X Y JSI Connector Plate Fabrication or 120.0" 0- 0- 0 13- 0- 0 E MT20 5.Ox 6.0 Ctr-0.3 0.65 Tolerance - 20% B MT20 5.Ox 5.0 Ctr Ctr 0.53 This truss is designed for a psf-Ld Dead Live F MT20 5.Ox 6.0 Ctr-0.3 0.65 creep factor of 1.5 which TC 10.0 20.0 A MT20 2.Ox 4.0 Ctr Ctr 0.46 is used to calculate total BC 10.0 0.0 D MT20 7.Ox 8.0 Ctr-1.2 0.72 load deflection. TC+BC 20.0 20.0 C MT20 2.Ox 4.0 Ctr Ctr 0.46 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 1.00 1.00 1.00 1.00 Tampa, FL 33610 BC 1.00 1.00 1.00 1.00 REFER TO ONLINE PLUS GENERAL Total Load Reactions (Lbs) NOTES AND SYMBOLS SHEET FOR Jt Down Uplift Horiz- ADDITIONAL SPECIFICATIONS. A 3456 727 U 131 R C 3456 727 U 131 R NOTES: Trusses Manufactured by: Jt Brg Size Required RIDGWAY ROOF TRUSS A 3.5" 1.5" Analysis Conforms To: C 3.5" 1.5" FBC2014 TPI 2007 LCI 1 Girder Loading Girder Common Dur Fctrs - Lbr 1.25 Plt 1.25 Loading BC plf - Dead Live* From To Span 24- 7- 0 TC V 20 40 0.0' 13.0' 2 COMPLETE TRUSSES REQUIRED. _ BC V 246 226 0.0' 13.0' Fasten plies together in staggered pattern. Plus 21 Wind Load Case(s) Connector Rows Spacing Plus 1 LL Load Case(s) TC 10d Gun Nails 1 12.0 in Plus 1 DL Load Case(s) BC 10d Gun Nails 2 12.0 in WB 10d Gun Nails 1 8.0 in Membr CSI P Lbs Axl-CSI-Bnd 10d gun nails (0.131"x3") Top Chords must be installed as noted E -B 0.46 2857 C 0.08 0.38 above, as each layer is B -F 0.46 2857 C 0.08 0.38 applied. Online Pius'•0 Copynght MI7a09 1998-2016 Vernon 30.0054 Enpneenng.Ponran 81192016 2.40:29 PM Page 1 Job Mark Quan Type Span Pl-Hi Left OH Right OH Engineering 160517 R23 6 SP 270700 8 0 0 T9313771 Bldg 4 or 5- Aquatic - Roofs 1 HO 6-8 HO 6-8 TCI 6-11-11 I 13-9-8 1 20-7-6 I 27-7-0 5x5= B 8 / 5x6% 5x6:,, SPL F G SPL 9-8-13 \ /11 % 3x6 II 3x6 II A C H E S1 D I 2x4z, 4x5= 3x6= 4x5= 2x4,':, . Cant:1- 6- 0 p1 16 Cant:l- 6- 0 W:308 W:308 R:1208 R:1208 U: 264 U: 264 BC I I 9-2-15 I 18-4-1 I 25-11-4 I 1 N 0 rl 0 r 0. o C [ .-E31____ NN 27-7-0 ALL PLATES ARE MT2020 Scale:0.164"=1' MiTekx Online Plus' APPROX. TRUSS WEIGHT: 199.7 LBS Online Plus -- Version 30.0.054 G -C 0.51 75 T 0.03 0.48 3- 6- 0 tall by RUN DATE: 19-AUG-16 Bottom Chords 2- 0- 0 wide A -H 0.46 117 T 0.00 0.46 will fit between the B.C. Southern Pine lumber design H -E 0.72 991 T 0.20 0.52 and any other member. values are those effective E -S1 0.92 717 T 0.14 0.78 Design checked for 10 psf non- 06-01-13 by SPIB//ALSC UON Sl-D 0.92 717 T 0.14 0.78 concurrent LL on BC. CSI -Size- ----Lumber---- D -I 0.72 991 T 0.20 0.52 Wind Loads - ANSI / ASCE 7-10 TC 0.51 2x 4 SP-12 I -C 0.46 117 T 0.00 0.46 Truss is designed as BC 0.92 2x 4 SP-12 Webs Components and Claddings. WB 0.44 2x 4 SP-13 H -F 0.44 1423 C 1 Br for Exterior zone location. F -E 0.13 243 T Wind Speed: 130 mph Brace truss as follows: E -B 0.26 495 T Risk Category : II O.C. From To B -D 0.26 495 T Mean Roof Height: 33-0 TC Cont. 0- 0- 0 27- 7- 0 D -G 0.13 243 T Exposure Category: B or 48.0" 0- 0- 0 27- 7- 0 G -I 0.44 1423 C 1 Br Building Type: Enclosed BC Cont. 0- 0- 0 27- 7- 0 TC Dead Load: 6.0 psf or 72.0" 0- 0- 0 27- 7- 0 TL Defl -0.44" in E -D L/658 BC Dead Load: 6.0 psf Continuous Lateral Restraint LL Defl -0.27" in E -D L/999 Max comp. force 1423 Lbs req'd at mid-point of webs: LL Cant -0.02" in I -C L/986 Max tens. force 991 Lbs H -F G -I Shear // Grain in A -H 0.26 Connector Plate Fabrication Attach CLR with (2)-10d nails Tolerance - 20% at each web. Plates for each ply each face. This truss is designed for a Refer to BCSI for diagonal Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which restraint requirements. Plate - MT2H 20 Ga, Gross Area is used to calculate total Plate - MS18 18 Ga, Gross Area load deflection. psf-Ld Dead Live Jt Type Plt Size X Y JSI TC 10.0 20.0 A MT20 3.Ox 6.0 0.6 0.4 0.36 BC 10.0 0.0 F MT20 5.Ox 6.0-0.3 0.5 0.99 TC+BC 20.0 20.0 B MT20 5.Ox 5.0 Ctr Ctr 0.64 Total 40.0 Spacing 24.0" G MT20 5.Ox 6.0 0.3 0.5 0.99 Lumber Duration Factor 1.25 C MT20 3.Ox 6.0-0.6 0.4 0.36 Plate Duration Factor 1.25 H MT20 2.Ox 4.0 Ctr Ctr 0.75 Fb Fc Ft Emin E MT20 4.Ox 5.0 Ctr Ctr 0.24 TC 1.15 1.10 1.10 1.10 S1 MT20 3.Ox 6.0 Ctr Ctr 0.76 BC 1.10 1.10 1.10 1.10 D MT20 4.Ox 5.0 Ctr Ctr 0.24 I MT20 2.Ox 4.0 Ctr Ctr 0.75 Total Load Reactions (Lbs) Jt Down Uplift Horiz- REVIEWED BY: H 1209 264 U 197 R MiTek USA, Inc. I 1209 264 U 197 R 6904 Parke East Blvd. Tampa, FL 33610 Jt Brg Size Required H 3.5" 1.5" REFER TO ONLINE PLUS GENERAL I 3.5" 1.5" NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Plus 21 Wind Load case(s) Plus 1 LL Load Case(s) NOTES: Plus 1 BC 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 -F 0.51 75 T 0.03 0.48 This truss has been designed F -B 0.49 1127 C 0.01 0.48 for 20.0 psf LL on the B.C. B -G 0.49 1127 C 0.01 0.48 in areas where a rectangle Online Plus'•®Copyngnt M:1eM91896-2016 Version 300054 Enyneenng.Ponleit 8n 8/2016 2 40 30 PM Page 1 Job Nark Quail Type Span Pl-H1 Left OH Right OH Engineering 160517 R24 2 SP 260100 8 0 0 7'9313772 Bldg 4 or 5- Aquatic - Roofs HO 6-8 HO 1-6-8 TCI 6-11-11 I 13-9-8 I 20-7-6 I 26-1-0 5x5= H 8 5x6:-.- 4x5-::.• SPL F G 9-8-13 2x4 11 3x6 II \ / H A 1 C I E Si D 3x4= 2x4.. 4x5= 3x6- 4x5= Cant:1- 6- 0 1q' W:308 W:308 R:1213 8:1084 U: 265 U: 205 BCI I 9-2-15 I 18-4-1 I 26-1-0 N N r 0 N 26-1-0 G ALL PLATES ARE MT2020 Scale.0.171"=1' M.iTeki, Online Plus" APPROX. TRUSS WEIGHT: 195.0 LBS Online Plus -- Version 30.0.054 G -H 0.45 76 T 0.02 0.43 3- 6- 0 tall by RUN DATE: 19-AUG-16 Bottom Chords 2- 0- 0 wide A -I 0.46 119 T 0.00 0.46 will fit between the B.C. Southern Pine lumber design I -E 0.71 994 T 0.20 0.51 and any other member. values are those effective E -S1 0.91 723 T 0.14 0.77 Design checked for 10 psf non- 06-01-13 by SPIN//ALSC UON SI-D 0.91 723 T 0.14 0.77 concurrent LL on BC. CSI -Size- ----Lumber---- D -C 0.74 1001 T 0.20 0.54 No wind exposure on right end. TC 0.51 2x 4 SP-12 Webs Wind Loads - ANSI / ASCE 7-10 BC 0.91 2x 4 SP-12 I -F 0.45 1426 C 1 Br Truss is designed as WB 0.45 2x 4 SP-13 F -E 0.13 242 C Components and Claddings* E -B 0.26 491 T for Exterior zone location. Brace truss as follows: B -D 0.25 503 T Wind Speed: 130 mph O.C. From To D -G 0.12 243 T Risk Category . II TC Cont. 0- 0- 0 26- 1- 0 G -C 0.40 1355 C 1 Br Mean Roof Height: 33-0 or 48.0" 0- 0- 0 26- 1- 0 C -H 0.02 137 C BC Cont. 0- 0- 0 26- 1- 0 Exposure Category: B Building Type: Enclosed or 72.0" 0- 0- 0 26- 1- 0 TL Defl -0.42" in E -D L/681 TC Dead Load: 6.0 psf Continuous Lateral Restraint LL Defl -0.27" in E -D L/999 BC Dead Load: 6.0 psf req'd at mid-point of webs: LL Cant -0.02" in A -I L/980 Max comp. force 1426 Lbs I -F G -C Shear // Grain in A -I 0.26 Max tens. force 1001 Lbs Attach CLR with (2)-10d nails Connector Plate Fabrication at each web. Plates for each ply each face. Tolerance - 20% Refer to BCSI for diagonal Plate - MT20 20 Ga, Gross Area This truss is designed for a restraint requirements. Plate - MT2H 20 Ga, Gross Area creep factor of 1.5 which Plate - MS18 18 Ga, Gross Area is used to calculate total psf-Id Dead Live Jt Type Pit Size X Y JSI load deflection. TC 10.0 20.0 A MT20 3.Ox 6.0 0.6 0.4 0.36 BC 10.0 0.0 F MT20 5.Ox 6.0 1.4-2.1 0.84 TC+BC 20.0 20.0 B MT20 5.Ox 5.0 Ctr Ctr 0.66 Total 40.0 Spacing 24.0" G MT20 4.Ox 5.0 0.8-0.6 0.49 Lumber Duration Factor 1.25 H MT20 2.Ox 4.0 Ctr Ctr 0.31 Plate Duration Factor 1.25 I MT20 2.Ox 4.0 Ctr Ctr 0.75 Fb Fc Ft Emin E MT20 4.Ox 5.0 Ctr Ctr 0.24 TC 1.15 1.10 1.10 1.10 S1 MT20 3.Ox 6.0 Ctr Ctr 0.71 BC 1.10 1.10 1.10 1.10 D MT20 4.Ox 5.0 Ctr Ctr 0.25 C MT20 3.Ox 4.0 Ctr Ctr 0.85 Total Load Reactions (Lbs) Jt Down Uplift Horiz- REVIEWED BY: I 1213 265 U 186 R MiTek USA, Inc. C 1084 206 U 186 R 6904 Parke East Blvd. Tampa, FL 33610 Jt Brg Size Required I 3.5" 1.5" REFER TO ONLINE PLUS GENERAL C 3.5" 1.5" NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Plus 21 Wind Load Case(s) Plus 1 LL Load Case(s) NOTES: Plus 1 BC 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 k A -F 0.51 74 C 0.03 0.48 This truss has been designed F -B 0.49 1132 C 0.01 0.48 for 20.0 psf LL on the H.C. B -G 0.45 1139 C 0.01 0.44 in areas where a rectangle Online Plus"'0 Copyright MiTek®1996-2016 Version 30 0 054 En9neonng.Ponraa 8/192016 2.40 31 PM Page 1 Job Murk Quan Type Span P1-H1 Left OH Right OH Engineering 160517 R25 8 SP 250908 8 0 0 T9313773 • Bldg 4 or 5- Aquatic - Roofs HO 6-8 HO 1-8-13 TCI 6-11-11 I 13-9-8 I 20-7-6 I 25-9-8 • 5x5= B 8 5x6% 4x5:., SBL F G 9-8-13 2x 3z611 2;4 II A 111 C '3x4= I E S1 D 2x4/� 4x5= 3x6= 4x5= Cant:1- 6- 0 W:308 HGR R:1200 R:1073 U: 262 U: 203 BC! 1 9-2-15 I 18-4-1 I 25-9-8 N L3'71 r-1 � 25-9-8 D> ALL PLATES ARE MT2020 Scale:0.171""1' HiTekm Online Plus'" APPROX. TRUSS WEIGHT: 193.7 LBS Online Plus -- Version 30.0.054 G -H 0.43 71 T 0.02 0.41 3- 6- 0 tall by RUN DATE: 19-AUG-16 Bottom Chords 2- 0- 0 wide A -I 0.46 119 T 0.00 0.46 will fit between the H.C. Southern Pine lumber design I -E 0.71 980 T 0.20 0.51 and any other member. values are those effective E -S1 0.91 707 T 0.14 0.77 Design checked for 10 psf non- 06-01-13 by SPIB//ALSC UON Sl-D 0.91 707 T 0.14 0.77 concurrent LL on BC. CSI -Size- ----Lumber---- D -C 0.73 951 T 0.19 0.54 No wind exposure on right end. TC 0.50 2x 4 SP-#2 Webs Wind Loads - ANSI / ASCE 7-10 BC 0.91 2x 4 SP-#2 I -F 0.44 1407 C 1 Br Truss is designed as WB 0.44 2x 4 SP-#3 F -E 0.13 243 C Components and Claddings* E -B 0.26 493 T for Exterior zone location. Brace truss as follows: B -D 0.23 465 T Wind Speed: 130 mph O.C. From To D -G 0.10 231 T Risk Category II TC Cont. 0- 0- 0 25- 9- 8 G -C 0.37 1321 C 1 Br Mean Roof Height: 33-0 or 48.0" 0- 0- 0 25- 9- 8 C -H 0.02 126 C Exposure Category: B BC Cont. 0- 0- 0 25- 9- 8 Building Type: Enclosed or 72.0" 0- 0- 0 25- 9- 8 TL Defl -0.42" in E -D L/678 TC Dead Load: 6.0 psf Continuous Lateral Restraint LL Defl -0.27" in E -D L/999 BC Dead Load: 6.0 psf req'd at mid-point of webs: LL Cant -0.02" in A -I L/979 Max comp. force 1407 Lbs I -F G -C Shear // Grain in A -I 0.26 Max tens. force 980 Lbs Attach CLR with (2)-10d nails Connector Plate Fabrication at each web. Plates for each ply each face. Tolerance = 20% Refer to BCSI for diagonal Plate - MT20 20 Ga, Gross Area This truss is designed for a restraint requirements. Plate - MT2H 20 Ga, Gross Area creep factor of 1.5 which Plate - MS18 18 Ga, Gross Area is used to calculate total psf-Ld Dead Live Jt Type Plt Size X Y JSI load deflection. TC 10.0 20.0 A MT20 3.Ox 6.0 0.6 0.4 0.36 BC 10.0 0.0 F MT20 5.Ox 6.0-0.3 0.5 0.98 TC+BC 20.0 20.0 B MT20 5.Ox 5.0 Ctr Ctr 0.67 Total 40.0 Spacing 24.0" G MT20 4.Ox 5.0 0.8-0.6 0.49 Lumber Duration Factor 1.25 H MT20 2.Ox 4.0 Ctr Ctr 0.31 Plate Duration Factor 1.25 I MT20 2.Ox 4.0 Ctr Ctr 0.75 Fb Fc Ft Emin E MT20 4.Ox 5.0 Ctr Ctr 0.24 TC 1.15 1.10 1.10 1.10 S1 MT20 3.Ox 6.0 Ctr Ctr 0.71 BC 1.10 1.10 1.10 1.10 D MT20 4.Ox 5.0 Ctr Ctr 0.24 C MT20 3.Ox 4.0 Ctr Ctr 0.82 Total Load Reactions (Lbs) Jt Down Uplift Horiz- REVIEWED BY: I 1200 262 U 184 R MiTek USA, Inc. C 1074 204 U 184 R 6904 Parke East Blvd. Tampa, FL 33610 Jt Brg Size Required I 3.5" 1.5" REFER TO ONLINE PLUS GENERAL C 3.5" 1.5" NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Plus 21 Wind Load Case(s) Plus 1 LL Load Case(s) NOTES: Plus 1 BC 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 -F 0.50 74 T 0.03 0.47 This truss has been designed F -B 0.48 1114 C 0.01 0.47 for 20.0 psf LL on the B.C. B -G 0.45 1096 C 0.01 0.44 in areas where a rectangle ONne Plus'"0 Copyngnt M.Teka 1996.2016 Venn=30 0 054 Engneenng.Poroak 8/19/2016 2 40 32 PM Page 1 Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering _ 160517 R26 2 SP 280208 8 0 0 T9313774 Bldg 4 or 5- Aquatic - Roofs - HO 1-8-13 HO 2-11-13 TC I 6-5-14 1 12-4-12 I 17-8-3 1 24-0-0 128-2-8 I 5x5. 6x6= • B C 81_7 4x5-> 4x5�� H Q 10-0-0 4x6. 411 K 11►A Al D 2x4 II G F E L P 2x4 II 4x5= 4x8= S1 4x5= 4x5= I 3x6= HGR *2x4 II R: 970 U: 205 BC I 6-2-6 I 12-6-s I 17-8-4 I 24-0-0 II 2H-2-S co0 0 010 O 01 01 © 28-2-8 C-- ALL ALL PLATES ARE MT2020 See * For Typical Gable Plate Size and Placement Scale:0.14z.=1' MiTek,E,Online Plus" APPROX. TRUSS WEIGHT: 261.7 LBS Online Plus -- Version 30.0.054 S1-E 0.24 498 T 0.05 0.19 No wind exposure on left end. RUN DATE: 19-AUG-16 E -P 0.22 357 C 0.00 0.22 Truss designed for wind loads Southern Pine lumber design P -D 0.21 Webs 0 I 0.00 0.21 in the plane of the truss gonly. For studs exposed to values are those effective A -J 0.17 918 C wind (normal to the face), 06-01-13 by SPIB//ALSC UON J -G 0.32 863 T see Standard Industry Gable CSI -Size- ----Lumber---- G -H 0.04 136 T End Details as applicable, TC 0.50 2x 4 SP-42 H -F 0.14 391 C 1 Br or consult qualified BC 0.36 2x 4 SP-42 F -B 0.06 187 T Building Designer as par WB 0.60 2x 4 SP-13 F -C 0.10 288 T ANSI/TPI 1. E -C 0.12 247 C 1 Br Wind Loads - ANSI /ASCE 7-10 Brace truss as follows: E -Q 0.22 580 T Truss is designed as O.C. From To P -Q 0.60 1031 C Components and Claddings• TC Cont. 0- 0- 0 28- 2- 8 P -K 0.35 798 C for Exterior zone location. or 48.0" 0- 0- 0 28- 2- 8 D -K 0.33 918 C WindLd Wind Speed: 130 mph BC Cont. 0- 0- 0 28- 2- 8 Risk Category . II or 72.0" 0- 0- 0 28- 2- 8 TL Defl -0.11" in A -G L/999 Mean Roof Height: 33-0 Continuous Lateral Restraint LL Defl -0.05" in A -G L/999 Exposure Category: B req'd at mid-point of webs: Shear // Grain in J -H 0.24 Building Type: Enclosed H -F E -C TC Dead Load: 6.0 psf Attach CLR with (2)-10d nails Plates for each ply each face. BC Dead Load: 6.0 psf at each web. Plate - MT20 20 Ga, Gross Area Max comp. force 1031 Lbs Refer to SCSI for diagonal Plate - MT2H 20 Ga, Gross Area Max tens. force 869 Lbs restraint requirements. Plate - MS18 18 Ga, Gross Area Connector Plate Fabrication Jt Type Plt Size X Y JSI Tolerance - 20% psf-Ld Dead Live J MT20 4.Ox 6.0 0.1 0.1 0.95 This truss is designed for a TC 10.0 20.0 H MT20 4.Ox 5.0 Ctr Ctr 0.30 creep factor of 1.5 which BC 10.0 0.0 B MT20 5.Ox 5.0 0.9-3.1 0.52 is used to calculate total TC+BC 20.0 20.0 C MT20 6.0x 6.0 0.5-0.7 0.50 load deflection. Total 40.0 Spacing 24.0" Q MT20 4.Ox 5.0 Ctr Ctr 0.46 Lumber Duration Factor 1.25 K MT20 4.Ox 6.0-0.1 0.1 0.95 Plate Duration Factor 1.25 A MT20 2.Ox 4.0 Ctr Ctr 0.34 Fb Fc Ft Emin G MT20 4.Ox 5.0-0.8 Ctr 0.65 TC 1.15 1.10 1.10 1.10 F MT20 4.Ox 8.0 Ctr Ctr 0.26 BC 1.10 1.10 1.10 1.10 Si MT20 3.Ox 6.0 Ctr Ctr 0.39 E MT20 4.Ox 5.0 Ctr Ctr 0.26 Total Load Reactions (Lbs) P MT20 4.Ox 5.0 Ctr Ctr 0.36 A Down Uplift oriz- D MT20 2.Ox 4.0 Ctr Ctr 0.79 P 1402 269 U 010 R 3 Gable studs to be attached with 2.0x4.0 plates each end. Jt Brg Size Required REVIEWED BY: A 3.5" 1.5" MiTek USA, Inc. P 50.5" 288"-to- 339" 6904 Parke East Blvd. Tampa, FL 33610 Plus 21 Wind Load Case(s) Plus 2 Drag 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: J -H 0.50 985 C 0.00 0.50 RIDGWAY ROOF TRUSS H -B 0.47 742 C 0.00 0.47 Analysis Conforms To: B -C 0.19 625 C 0.00 0.19 FBC2014 • C -Q 0.42 597 C 0.00 0.42 TPI 2007 Q -K 0.38 186 T 0.00 0.38 Designed for shear loads (plf) Bottom Chords TC 240.0 BC 0.0 A-G 0.27 0 T 0.00 0.27 applied to 14.9 % of span G -F 0.36 838 T 0.10 0.26 Design checked for 10 psf non- F -S1 0.19 498 T 0.05 0.14 concurrent LL on BC. Online Plus"'C Copyopht MiTek®19962016 Version 30.0.054 Enpneenng-Pomen 8119,2016 4 37 36 PM Pape 1 i Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160517 R27 6 SP 290808 8 0 0 T9313775 • Bldg 4 or 5- Aquatic - Roofs HO 1-8-13 a 0 CO 0 01 TC I 6-5-14 112-4-12 118-2-9 1 24-1-12 128-2-8 INI 5x5 6x6= B C I 8 10-0-0 4x5�� 1-9-8M 4x6�i R 3x6 II A I-. I`N 2x411 G F 8 L D 4x5= 4x8= 4x5= 4x5= 2x411Cant:1- 6- 0 Si M 3x6= 4x5= I fl 11 HGR W:308 W:308 R:1004 R:1230 R: 266 .i U: 206 U: 224 U: 101 BC 16-2-6 I 12-6-8 118-2-8 1 24-1-12 128-2-8 I I o 0 CO 0 M N 8 29-8-8 p ALL PLATES ARE MT2020 Scale:0.109"=1' MiTek® Online Plus'. APPROX. TRUSS WEIGHT: 256.9 LBS Online Plus -- Version 30.0.054 A -G 0.27 191 T 0.00 0.27 TPI 2007 RUN DATE: 19-AUG-16 G -F 0.36 914 T 0.10 0.26 This truss has been designed F -51 0.29 510 T 0.10 0.19 for 20.0 psf LL on the B.C. Southern Pine lumber design S1-E 0.32 510 T 0.10 0.22 in areas where a rectangle values are those effective E -L 0.19 129 T 0.00 0.19 3- 6- 0 tall by 06-01-13 by SPIB//ALSC UON L -D 0.18 209 T 0.00 0.18 2- 0- 0 wide CSI -Size- ----Lumber---- M -N 0.06 43 C 0.00 0.06 will fit between the B.C. TC 0.49 2x 4 SP-42 Chord-Webs and any other member. BC 0.36 2, 4 SP-42 D -M 0.30 239 C 0.04 0.26 Design checked for 10 psf non- CW 0.30 2x 4 SP-43 M -K 0.12 204 C 0.02 0.10 concurrent LL on BC. WB 0.75 2x 4 SP-83 Webs No wind exposure on left end. A -J 0.17 950 C Wind Loads - ANSI / ASCE 7-10 Brace truss as follows: J -G 0.34 898 T Truss is designed as O.C. From To G -H 0.05 133 T Components and Claddings• TC Cont. 0- 0- 0 29- 8- 8 B -F 0.14 391 C 1 Br for Exterior zone location. or 48.0" 0- 0- 0 29- 8- 8 F -B 0.05 180 T Wind Speed: 130 mph BC Cont. 0- 0- 0 29- 8- 8 F -C 0.13 329 T Risk Category . II or 72.0" 0- 0- 0 29- 8- 8 E -C 0.12 262 C 1 Br Mean Roof Height: 33-0 Continuous Lateral Restraint E -I 0.26 693 T Exposure Category: B req'd at mid-point of webs: L -I 0.75 1145 C Building Type: Enclosed H -F E -C L -K 0.04 103 C TC Dead Load: 6.0 psf Attach CLR with (2)-10d nails BC Dead Load: 6.0 psf at each web. TL Defl -0.11" in A -G L/999 Max comp. force 1145 Lbs Refer to BCSI for diagonal LL Defl 0.00" in L/999 Max tens. force 914 Lbs restraint requirements. LL Cant 0.00" in L/999 Connector Plate Fabrication Shear // Grain in J -H 0.24 Tolerance . 201 psf-Ld Dead Live This truss is designed for a TC 10.0 20.0 Plates for each ply each face. creep factor of 1.5 which BC 10.0 0.0 Plate - [-6120 20 Ga, Gross Area is used to calculate total TC+BC 20.0 20.0 Plate - MT2H 20 Ga, Gross Area load deflection. Total 40.0 Spacing 24.0" Plate - MS18 18 Ga, Gross Area Lumber Duration Factor 1.25 Jt Type P1t Size X Y JSI Plate Duration Factor 1.25 J MT20 4.0x 6.0 0.1 0.1 0.98 Fb Fc Ft Emin H MT20 4.Ox 5.0 Ctr Ctr 0.30 TC 1.15 1.10 1.10 1.10 B MT20 5.0x 5.0 0.9-3.1 0.62 BC 1.10 1.10 1.10 1.10 C MT20 6.0x 6.0 0.5-0.6 0.49 I MT20 4.0x 5.0 Ctr Ctr 0.51 Total Load Reactions (Lbs) K MT20 4.0x 5.0 Ctr Ctr 0.31 Jt Down Uplift Horiz- N MT20 3.0x 6.0-0.6 0.4 0.36 A 1004 206 U 191 R A M120 2.0x 4.0 Ctr Ctr 0.29 L 1231 225 U G MT20 4.0x 5.0-0.8 Ctr 0.68 D 266 101 U 252 R F MT20 4.0x 8.0 Ctr Ctr 0.25 61 MT20 3.0x 6.0 Ctr Ctr 0.41 Jt Brg Size Required E MT20 4.0x 5.0 Ctr Ctr 0.31 A 3.5" 1.5" L MT20 4.0x 5.0 Ctr Ctr 0.30 L 3.5" 1.5" D MT20 2.0x 4.0 Ctr Ctr 0.58 D 3.5" 1.5" M MT20 4.0x 5.0 Ctr 0.2 0.46 Plus 21 Wind Load Case(s) REVIEWED BY: Plus 1 LL Load Came(s) MiTek USA, Inc. Plus 1 BC LL Load Case(s) 6904 Parke East Blvd. Plus 1 DL Load Case(s) Tampa, FL 33610 Mmtbr CSI P Lbs Axl-CSI-Bnd REFER TO ONLINE PLUS GENERAL Top Chords NOTES AND SYMBOLS SHEET FOR J -H 0.49 1027 C 0.00 0.49 ADDITIONAL SPECIFICATIONS. H -B 0.46 798 C 0.00 0.46 B -C 0.29 652 C 0.00 0.29 NOTES: C -I 0.33 617 C 0.00 0.33 Trusses Manufactured by: I -K 0.31 95 T 0.01 0.30 RIDGWAY ROOF TRUSS K -N 0.09 52 T 0.01 0.08 Analysis Conforms To: Bottom Chords FBC2014 OMtne PIu3'"O Copynpht M,T00 1996.2016 Version 30 0 054 Enpineenng-Pmnok 8/192016 2.4034 PM Pagel Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160517 R28 2 MONO 110408 8 0 0 T9676472 Bldg 4 or 5- Aquatic - Roofs HO 2-11-13 HO 10-6-13 TCI 5-10-0 I 11-4-8 2x4 II B 8� 4x5�i E 10-6-13 ll L . 3x5 F ,i A IIlIk L.. C 2x411 ' D 3x4= *2x411 4x5= BC 5-6-8 I 11-4-8 11-4-8 ALL PLATES ARE MT2020 See * For Typical Gable Plate Size and Placement Scale:0.198"=1' MiTeka Online Plus" APPROX. TRUSS WEIGHT: 193.2 LBS Online Plus -- Version 30.0.060 Bottom Chords wind (normal to the face), RUN DATE: 14-OCT-16 A -D 0.25 0 T 0.00 0.25 see Standard Industry Gable D -C 0.25 0 T 0.00 0.25 End Details as applicable, Southern Pine lumber design Webs or consult qualified values are those effective A -F 0.08 376 C WindLd Building Designer as per 06-01-13 by SPIB//ALSC UON F -D 0.19 318 T ANSI/TPI 1. CSI -Size- ----Lumber---- D -E 0.26 325 C Wind Loads - ANSI / ASCE 7-10 TC 0.43 2x 4 SP-#2 E -C 0.09 235 T 1 Br Truss is designed as BC 0.25 2x 4 SP-#2 C -B 0.07 148 C 1 Br Components and Claddings* WB 0.26 2x 4 SP-#3 for Exterior zone location. TL Defl -0.05" in A -D L/999 Wind Speed: 130 mph Brace truss as follows: LL Defl -0.02" in A -D L/999 Risk Category II O.C. From To Shear // Grain in F -E 0.22 Mean Roof Height: 33-0 TC Cont. 0- 0- 0 11- 4- 8 Exposure Category: B or 48.0" 0- 0- 0 11- 4- 8 Plates for each ply each face. Building Type: Enclosed BC Cont. 0- 0- 0 11- 4- 8 Plate - MT20 20 Ga, Gross Area TC Dead Load: 6.0 psf or 120.0" 0- 0- 0 11- 4- 8 Plate - MT2H 20 Ga, Gross Area BC Dead Load: 6.0 psf Continuous Lateral Restraint Plate - MS18 18 Ga, Gross Area Max comp. force 376 Lbs req'd at mid-point of webs: Jt Type Plt Size X Y JSI Max tens. force 318 Lbs E -C C -B F MT20 3.Ox 5.0 Ctr Ctr 0.78 Connector Plate Fabrication Attach CLR with (2)-10d nails E MT20 4.Ox 5.0 Ctr Ctr 0.15 Tolerance = 20% at each web. B MT20 2.Ox 4.0 Ctr Ctr 0.13 This truss is designed for a Refer to SCSI for diagonal A MT20 2.Ox 4.0 Ctr Ctr 0.21 creep factor of 1.5 which restraint requirements. D MT20 4.Ox 5.0 Ctr Ctr 0.15 is used to calculate total C MT20 3.Ox 4.0 Ctr Ctr 0.35 load deflection. psf-Ld Dead Live TC 10.0 20.0 12 Gable studs to be attached BC 10.0 0.0 with 2.0x4.0 plates each end. 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: A 910 191 U 387 R Trusses Manufactured by: RIDGWAY ROOF TRUSS Jt Brg Size Required Analysis Conforms To: A 136.5" 0"-to- 137" FBC2014 TPI 2007 Plus 18 Wind Load Case(s) Designed for shear loads (plf) Plus 2 Drag Load Case(s) TC 240.0 BC 0.0 Plus 1 LL Load Case(s) applied to **** % of span Plus 1 DL Load Case(s) Design checked for 10 psf non- concurrent LL on BC. Membr CSI P Lbs Axl-CSI-Bnd No wind exposure on right end. Top Chords Truss designed for wind loads F -E 0.43 335 C 0.00 0.43 in the plane of the truss E -B 0.43 88 C 0.00 0.43 only. For studs exposed to Online Plus'"1 Copyr,ght M,Tek0 1996.2016 Verson 30.0060 Eno neenng-Portrait 10/14/2016 9'.31.15 PM Page 1 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160517 R29 10 MONO 121008 8 0 0 T9313777 • Bldg 4 or 5- Aquatic - Roofs HO 10-3.1-0 0 0 u o TC l . l 7-4-0 I 12-10-8 2x4 11 8/74x5...f.. 10-11-0 1-9-8H 1x5 i� F 3x5 11 3x4 C 3.4. A D 2x4 11 4x5= Cant:1- 6- 0 II W:308 HOB R: 619 R: 528 U: 300 HC I 1-0-8 I 14-1U-6 0 IQM 12-10-8 p{ ALL PLATES ARE MT2020 Scale:0.168"=1' MiTek3, Online Plus'" APPROX. TRUSS WEIGHT: 118.4 LBS Online Plus -- Version 30.0.054 G -F 0.20 39 T 0.01 0.19 2- 0- 0 wide RUN DATE: 19-AUG-16 F -E 0.38 286 C 0.00 0.38 will fit between the B.C. E -B 0.39 82 C 0.00 0.39 and any other member. Southern Pine lumber design Bottom Chords Design checked for 10 psf non- values are those effective G -H 0.06 26 T 0.00 0.06 concurrent LL on BC. 06-01-13 by SPIB//ALSC UON A -D 0.24 390 C 0.00 0.24 No wind exposure on right end. CSI -Size- ----Lumber---- D -C 0.27 282 T 0.05 0.22 Wind Loads - ANSI / ASCE 7-10 TC 0.39 2x 4 SP-#2 Chord-Webs Truss is designed as BC 0.27 2x 4 SP-#2 A -H 0.27 583 C 0.00 0.27 Components and Claddings* CW 0.27 2x 4 SP-#3 H -F 0.11 570 C 0.00 0.11 for Exterior zone location. WB 0.17 2x 4 SP-#3 Webs Wind Speed: 130 mph F -D 0.10 301 T Risk Category . II Brace truss as follows: D -E 0.05 177 T Mean Roof Height: 33-0 O.C. From To E -C 0.17 447 C 1 Br Exposure Category: B TC Cont. 0- 0- 0 12-10- 8 C -B 0.08 152 C 1 Br Building Type: Enclosed or 48.0" 0- 0- 0 12-10- 8 TC Dead Load: 6.0 psf BC Cont. 0- 0- 0 12-10- 8 TL Defl -0.06" in D -C L/999 BC Dead Load: 6.0 psf or 72.0" 0- 0- 0 12-10- 8 LL Defl -0.03" in D -C L/999 Max comp. force 583 Lbs Continuous Lateral Restraint Shear // Grain in E -B 0.21 Max tens. force 301 Lbs req'd at mid-point of webs: Connector Plate Fabrication E -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. G MT20 3.Ox 5.0 0.6 0.3 0.41 psf-Ld Dead Live F MT20 4.Ox 5.0 Ctr Ctr 0.45 TC 10.0 20.0 E MT20 4.Ox 5.0 Ctr Ctr 0.14 BC 10.0 0.0 B MT20 2.Ox 4.0 Ctr Ctr 0.13 TC+BC 20.0 20.0 H MT20 3.Ox 4.0 Ctr Ctr 0.58 Total 40.0 Spacing 24.0" A MT20 2.Ox 4.0 Ctr Ctr 0.58 Lumber Duration Factor 1.25 D MT20 4.Ox 5.0 Ctr Ctr 0.13 Plate Duration Factor 1.25 C MT20 3.Ox 4.0 Ctr Ctr 0.36 Fb Fc Ft Emin 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- A 620 424 R REFER TO ONLINE PLUS GENERAL C 529 300 U 245 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt Brg Size Required • A 3.5" 1.5" NOTES: C 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 BC LL Load Case(s) TPI 2007 Plus 1 DL Load Case(s) This truss has been designed for 20.0 psf LL on the B.C. Membr CSI P Lbs Axl-CSI-Bnd in areas where a rectangle Top Chords 3- 6- 0 tall by Onene P114'"*Copyright MTek8'1996.2016 Version 30 0 064 Engmeenng.Ported 81192016 2:40 40 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160517 R30 10 MONO 100808 8 0 0 79313778 Bldg 4 or 5- Aquatic - Roofs HO 9-5-11 o .:' TC 6-1-/ I 10-8-8 2x4 II B 8 1x5.i D 9-5-11 1-9-80 4x5-:... E 3x5 II F�,<. G 3x4 C A y ,3x1= 2x4 II 4x5= Cant:1- 6- 0 ^ 1 W:308 HGR R: 500 R: 398 U: 266 BC I I 6-1-4 I 10-8-8 I 0 0 u 0 10-8-8 ALL PLATES ARE MT2020 Scale:0.182"=1' MSTek0 Online Plus" APPROX. TRUSS WEIGHT: 101.2 LBS Online Plus -- Version 30.0.054 E -D 0.24 173 C 0.00 0.24 will fit between the B.C. RUN DATE: 19-AUG-16 D -B 0.24 67 C 0.00 0.24 and any other member. Bottom Chords Design checked for 10 psf non- Southern Pine lumber design F -G 0.07 42 T 0.00 0.07 concurrent LL on BC. values are those effective A -H 0.15 337 C 0.00 0.15 No wind exposure on right end. 06-01-13 by SPIB//ALSC UON H -C 0.16 213 T 0.01 0.15 Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- Chord-Webs Truss is designed as TC 0.24 2x 4 SP-12 A -G 0.29 465 C 0.00 0.29 Components and Claddings• BC 0.16 2x 4 SP-42 G -E 0.12 440 C 0.00 0.12 for Exterior zone location. CW 0.29 2x 4 SP-13 Webs Wind Speed: 130 mph WB 0.38 2x 4 SP-13 E -H 0.08 270 T Risk Category . II H -D 0.04 129 T Mean Roof Height: 33-0 Brace truss as follows: D -C 0.38 360 C Exposure Category: B O.C. From To C -B 0.05 125 C 1 Br Building Type: Enclosed TC Cont. 0- 0- 0 10- 8- 8 TC Dead Load: 6.0 psf or 48.0" 0- 0- 0 10- 8- 8 TL Defl -0.02" in A -H L/999 BC Dead Load: 6.0 psf BC Cont. 0- 0- 0 10- 8- 8 LL Defl -0.01" in A -H L/999 Max comp. force 465 Lbs or 72.0" 0- 0- 0 10- 8- 8 Shear // Grain in D -B 0.17 Max tens. force 270 Lbs Continuous Lateral Restraint Connector Plate Fabrication req'd at mid-point of webs: Plates for each ply each face. Tolerance = 20% C -B Plate - MT20 20 Ga, Gross Area This truss is designed for a Attach CLR with (2)-10d nails Plate - MT2H 20 Ga, Gross Area creep factor of 1.5 which at each web. Plate - MS18 18 Ga, Gross Area is used to calculate total Refer to BCSI for diagonal Jt Type Plt Size X Y JSI load deflection. restraint requirements. F MT20 3.Ox 5.0 0.6 0.3 0.41 E MT20 4.Ox 5.0 Ctr Ctr 0.35 psf-Ld Dead Live D MT20 4.Ox 5.0 Ctr Ctr 0.14 TC 10.0 20.0 B MT20 2.Ox 4.0 Ctr Ctr 0.13 BC 10.0 0.0 G MT20 3.Ox 4.0 Ctr Ctr 0.58 TC+BC 20.0 20.0 A MT20 2.Ox 4.0 Ctr Ctr 0.58 Total 40.0 Spacing 24.0" N MT20 4.Ox 5.0 Ctr Ctr 0.10 Lumber Duration Factor 1.25 C MT20 3.Ox 4.0 Ctr Ctr 0.29 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 A 500 365 R NOTES AND SYMBOLS SHEET FOR C 399 266 U 214 R ADDITIONAL SPECIFICATIONS. Jt Brg Size Required NOTES: I A 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 DL Load Case(s) This truss has been designed for 20.0 psf LL on the B.C. Membr CSI P Lbs Axl-CSI-Bnd in areas where a rectangle Top Chords 3- 6- 0 tall by F -E 0.14 46 T 0.01 0.13 2- 0- 0 wide Onkne Plus'.0 Copynght W6101995.2016 Verson 30 0.054 Eng.neenng.P0N811 8/192016 2 40.40 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160517 R31 8 SP 50308 8 0 0 T9313779 Bldg 4 or 5- Aquatic - Roofs HO 5-4-13 TC 1 1-6-0 1 5-3-8 2x4 11 8 4x4�� 5-4-13 3x5,11, 1-4-OF E F , 3x4 C 52x4= A 2x4 II Cant:1- 6- 0 n U W:308 HGR R: 302 R: 171 U: 176 BC 1-6-0 I 5-3-8 Q 5-3-8 ALL PLATES ARE MT2020 Scale:0.313"=1' MiTek* Online Plus' APPROX. TRUSS WEIGHT: 44.4 LBS Online Plus -- Version 30.0.054 Bottom Chords Design checked for 10 psf non- RUN DATE: 19-AUG-16 E -F 0.08 63 T 0.00 0.08 concurrent LL on BC. A -C 0.11 198 C 0.00 0.11 No wind exposure on right end. Southern Pine lumber design Chord-Webs Wind Loads - ANSI / ASCE 7-10 values are those effective A -F 0.30 267 C 0.01 0.29 Truss is designed as 06-01-13 by SPIB//ALSC UON F -D 0.10 243 C 0.00 0.10 Components and Claddings* CSI -Size- ----Lumber---- Webs for Exterior zone location. TC 0.14 2x 4 SP-#2 D -C 0.07 249 T Wind Speed: 130 mph BC 0.11 2x 4 SP-#2 C -B 0.05 115 C Risk Category II CW 0.30 2x 4 SP-#3 Mean Roof Height: 33-0 WB 0.07 2x 4 SP-#3 TL Defl -0.02" in A -C L/999 Exposure Category: B PB --- 2x 4 SP-#3 LL Defl 0.00" in L/999 Building Type: Enclosed Shear // Grain in D -B 0.13 TC Dead Load: 6.0 psf Brace truss as follows: BC Dead Load: 6.0 psf O.C. From To Plates for each ply each face. Max comp. force 267 Lbs TC Cont. 0- 0- 0 5- 3- 8 Plate - MT20 20 Ga, Gross Area Max tens. force 249 Lbs or 48.0" 0- 0- 0 5- 3- 8 Plate - MT2H 20 Ga, Gross Area Connector Plate Fabrication BC Cont. 0- 0- 0 5- 3- 8 Plate - MS18 18 Ga, Gross Area Tolerance = 20% or 63.5" 0- 0- 0 5- 3- 8 Jt Type Plt Size X Y JSI This truss is designed for a E MT20 3.Ox 5.0 1.6 0.8 0.85 creep factor of 1.5 which psf-Ld Dead Live D MT20 4.Ox 4.0 Ctr Ctr 0.26 is used to calculate total TC 10.0 20.0 B MT20 2.Ox 4.0 Ctr Ctr 0.13 load deflection. BC 10.0 0.0 F MT20 3.Ox 4.0 Ctr Ctr 0.58 TC+BC 20.0 20.0 A MT20 2.Ox 4.0 Ctr Ctr 0.58 Total 40.0 Spacing 24.0" C MT20 2.Ox 4.0 Ctr Ctr 0.45 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 A 302 206 R ADDITIONAL SPECIFICATIONS. C 171 176 U 126 R NOTES: Jt Brg Size Required Trusses Manufactured by: A 3.5" 1.5" RIDGWAY ROOF TRUSS C 3.5" 1.5" Analysis Conforms To: • FBC2014 Plus 18 Wind Load Case(s) TPI 2007 Plus 1 LL Load Case(s) This truss has been designed Plus 1 DL Load Case(s) for 20.0 psf LL on the B.C. in areas where a rectangle Membr CSI P Lbs Axl-CSI-Bnd 3- 6- 0 tall by Top Chords 2- 0- 0 wide E -D 0.14 74 C 0.01 0.13 will fit between the B.C. D -B 0.14 58 C 0.00 0.14 and any other member. Online Plus'•C Copyng a 1,Tek9 1996-2016 Version 30 0.054 Enpineennp-Ponia4 8/192016 2.40 41 PM Pape 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160517 R32 2 SP 50600 8 0 0 T9313780 Bldg 4 or 5- Aquatic - Roofs HO 1-8-13 HO 5-4-13 TC 1 5-6-0 2x4 I1 B q 8 V I G *2x4 II 5-4-13 2x411 E fi i A C 3x4 11 c F H J 2 2x4 11 BC 5-6-0 <1 5-6-0 a ALL PLATES ARE MT2020 See Joint E For Typical Gable Plate Size and Placement Scale:0.381"=1' MiTekG.. Online Plus" APPROX. TRUSS WEIGHT: 51.6 LBS Online Plus -- Version 30.0.054 J -C 0.02 0 T 0.00 0.02 see Standard Industry Gable RUN DATE: 19-AUG-16 Webs End Details as applicable, A -K 0.30 96 C 0.00 0.30 or consult qualified Southern Pine lumber design C -B 0.07 60 C 0.01 0.06 Building Designer as per values are those effective Gable Webs ANSI/TPI 1. 06-01-13 by SPIB//ALSC UON F -E 0.25 103 C 0.02 0.23 Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- H -G 0.15 91 C 0.01 0.14 Truss is designed as TC 0.09 2x 4 SP-42 J -I 0.10 93 C 0.01 0.09 Components and Claddings* BC 0.12 2x 4 SP-42 for Exterior zone location. WB 0.30 2x 4 SP-43 TL Defl 0.00" in L/999 Wind Speed: 130h mp GW 0.25 2x 4 SP-43 LL Defl 0.00" in L/999 Risk Category II Shear // Grain in A -F 0.10 Mean Roof Height: 33-0 Brace truss as follows: Exposure Category: B O.C. From To Plates for each ply each face. Building Type: Enclosed TC Cont. 0- 0- 0 5- 6- 0 Plate - MT20 20 Ga, Gross Area TC Dead Load: 6.0 psf or 48.0" 0- 0- 0 5- 6- 0 Plate - MT2H 20 Ga, Gross Area BC Dead Load: 6.0 psf BC Cont. 0- 0- 0 5- 6- 0 Plate - MS18 18 Ga, Gross Area Max comp. force 116 Lbs or 66.0" 0- 0- 0 5- 6- 0 Jt Type Plt Size X Y JSI Max tens. force 97 Lbs K MT20 2.Ox 4.0 Ctr Ctr 0.78 Connector Plate Fabrication psf-Ld Dead Live E MT20 2.Ox 4.0 Ctr Ctr 0.00 Tolerance = 20% TC 10.0 20.0 G MT20 2.Ox 4.0 Ctr Ctr 0.00 This truss is designed for a BC 10.0 0.0 I MT20 2.Ox 4.0 Ctr Ctr 0.00 creep factor of 1.5 which TC+BC 20.0 20.0 B MT20 2.Ox 4.0 Ctr Ctr 0.25 is used to calculate total Total 40.0 Spacing 24.0" A MT20 3.Ox 4.0 Ctr Ctr 0.67 load deflection. Lumber Duration Factor 1.25 F MT20 2.Ox 4.0 Ctr Ctr 0.00 Plate Duration Factor 1.25 H MT20 2.Ox 4.0 Ctr Ctr 0.00 Fb Fc Ft Emin J MT20 2.Ox 4.0 Ctr Ctr 0.00 TC 1.15 1.10 1.10 1.10 C MT20 2.Ox 4.0 Ctr Ctr 0.30 BC 1.10 1.10 1.10 1.10 REVIEWED BY: Total Load Reactions (Lbs) MiTek USA, Inc. Jt Down Uplift Horiz- 6904 Parke East Blvd. A 440 93 U 183 R Tampa, FL 33610 Jt Brg Size Required REFER TO ONLINE PLUS GENERAL A 66.0" 0"-to- 66" NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. • Plus 18 Wind Load Case(s) Plus 1 LL Load Case(s) NOTES: Plus 1 DL Load Case(s) Trusses Manufactured by: RIDGWAY ROOF TRUSS Membr CSI P Lbs Axl-CSI-Bnd Analysis Conforms To: Top Chords FBC2014 K -E 0.09 116 C 0.00 0.09 TPI 2007 E -G 0.04 97 C 0.00 0.04 Design checked for 10 psf non- G -I 0.03 67 C 0.00 0.03 concurrent LL on BC. I -B 0.02 30 C 0.00 0.02 No wind exposure on right end. . Bottom Chords Truss designed for wind loads A -F 0.12 0 T 0.00 0.12 in the plane of the truss F -H 0.04 0 T 0.00 0.04 only. For studs exposed to H -J 0.03 0 T 0.00 0.03 wind (normal to the face), Online Plus.0 Copynght MiTelO 1996-2016 Vernon 30 0 054 Engneenng.Portrait&192010 2.40 41 PM Page 1 . Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160517 R33 11 MONO 320600 0.25 0 0 T9676473 Bldg 4 or 5- Aquatic - Roofs HO 2-0-0 HO 2-8-2 TC I 5-4-1 I 10-9-15 I 16-2-0 1 21-6-1 1 26-10-3 I 32-6-0 I 5x10= 5x6= 4x5= 5x6- 4x6= #4x8= 44x8= SPL J K LSPL M B N I 0.�5 12:14°2-8-2 1:0.1:1 .. C 2-8-4 A 4x8=n H G F E D a 4x6= W:308 2x4 II 4x5= Si 4x5= 4x5= 4x5= II W:308 R:1527 185-MS18-3x10 = S2 R:1503 U: 135 18G-MS18-3x10 = U: 136 BCI 5-4-1 i 10-6-7 I 15-10-8 1 21-2-9 I 26-6-11 I 32-6-0 1� 32-6-0 EXCEPT AS SHOWN ALL PLATES ARE MT2020, 4 = PLATE SELECTED IN PLATE MONITOR Scale:0.184'=1' MiTekc Online Plus'" APPROX. TRUSS WEIGHT: 209.4 LBS Online Plus -- Version 30.0.060 Bottom Chords for 20.0 pa LL on the B.C. RUN DATE: 14-OCT-16 A -H 0.30 3455 T 0.24 0.06 in areas where a rectangle H -G 0.31 3455 T 0.24 0.07 3- 6- 0 tall by Southern Pine lumber design G -Si 0.42 5018 T 0.35 0.07 2- 0- 0 wide values are those effective 61-F 0.42 5018 T 0.35 0.07 will fit between the B.C. 06-01-13 by SPIB//ALSC UON F -S2 0.45 5368 T 0.38 0.07 and any other member. CSI -Size- ----Lumber---- S2-E 0.45 5368 T 0.38 0.07 Design checked for 10 psf non- TC 0.34 2x 4 SP-2700f-2.2E E -D 0.37 4594 T 0.32 0.05 concurrent LL on BC. BC 0.45 2x 4 SP-2700f-2.2E D -C 0.28 2982 T 0.21 0.07 Provide drainage to prevent WB 0.82 2x 4 SP-13 Webs water pending. -- 0.02 2x 6 SP-12 A -N 0.01 242 C WindLd This truss must be installed A -N C -B A -I 0.82 3667 C 1 Br as shown. It cannot be H -I 0.07 225 T installed upside-down. Brace truss as follows: I -G 0.62 1651 T NOTE: USER MODIFIED PLATES O.C. From To G -J 0.08 426 C This design may have plates TC Cont. 0- 0- 0 32- 6- 0 J -F 0.14 371 T selected through a plate or 36.0" 0- 0- 0 32- 6- 0 F -K 0.04 140 T monitor. BC Cont. 0- 0- 0 32- 6- 0 K -E 0.51 828 C Wind Loads - ANSI / ASCE 7-10 or 102.0" 0- 0- 0 32- 6- 0 E -L 0.15 431 T Truss is designed as Continuous Lateral Restraint L -D 0.41 1737 C 1 Br Components and Claddings* req'd at mid-point of webs: D -M 0.29 767 T for Exterior zone location. A -I L -D M -C M -C 0.78 3219 C 1 Br Wind Speed: 130 mph Attach CLR with (2)-10d nails C -B 0.02 235 C WindLd Risk Category II at each web. Mean Roof Height: 33-0 Refer to BCSI for diagonal TL Defl -0.98" in G -F L/389 Exposure Category: B restraint requirements. LL Defl -0.36" in G -F L/999 Building Type: Enclosed Shear // Grain in M -B 0.37 TC Dead Load: 6.0 psf psf-Ld Dead Live BC Dead Load: 6.0 psf TC 10.0 20.0 Plates for each ply each face. Max comp. force 5369 Lbs BC 10.0 0.0 Plate - MT20 20 Ga, Gross Area Max tens. force 5368 Lbs TC+BC 20.0 20.0 Plate - MT2H 20 Ga, Gross Area Connector Plate Fabrication Total 40.0 Spacing 24.0" Plate - MS18 20 Ga, Gross Area Tolerance = 208 Lumber Duration Factor 1.25 Jt Type Plt Size X Y JSI This truss is designed for a Plate Duration Factor 1.25 N1 MT20 4.Ox 8.0-0.1-0.2 0.26 creep factor of 1.5 which Fb Fc Ft Emin I MT20 5.0x10.0-1.0 Ctr 0.90 is used to calculate total TC 1.00 1.00 1.00 1.00 J MT20 5.Ox 6.0 Ctr 0.5 0.80 load deflection. BC 1.00 1.00 1.00 1.00 K MT20 4.Ox 5.0 Ctr Ctr 0.34 L MT20 5.Ox 6.0 Ctr 0.5 0.72 Total Load Reactions (Lbs) M MT20 4.Ox 6.0 1.0 Ctr 0.86 Jt Down Uplift Horiz- 131 MT20 4.Ox 8.0 Ctr-0.4 0.25 A 1527 136 U 57 R A MT20 4.Ox 8.0 0.5 Ctr 0.87 C 1503 136 U 85 R H MT20 2.Ox 4.0 Ctr Ctr 0.34 G MT20 4.Ox 5.0 Ctr Ctr 0.89 Jt Brg Size Required S1 MS18 3.0x10.0 Ctr Ctr 0.77 A 3.5" 1.5" F MT20 4.Ox 5.0 Ctr Ctr 0.24 C 3.5" 1.5" S2 MS18 3.0x10.0 Ctr Ctr 0.82 E MT20 4.Ox 5.0 Ctr Ctr 0.34 LC* 1 Standard Loading D MT20 4.Ox 5.0 Ctr Ctr 0.72 Dur Fctrs - Lbr 1.25 Plt 1.25 C MT20 4.Ox 6.0-1.0 Ctr 0.87 plf - Dead Live* From To TC V 20 40 0.0' 32.5' 1 - Plate Monitor used BC V 20 0 0.0' 32.5' REVIEWED BY: TC V 40 0 0.0' 5.7' MiTek USA, Inc. TC V 40 0 26.8' 32.5' 6904 Parke East Blvd. Tampa, FL 33610 Plus 21 Wind Load Case(s) Plus 1 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: ' N -I 0.26 26 T 0.00 0.26 Trusses Manufactured by: I -J 0.28 5020 C 0.12 0.16 RIDGWAY ROOF TRUSS J -K 0.34 5369 C 0.18 0.16 Analysis Conforms To: K -L 0.29 4595 C 0.13 0.16 FBC2014 L -M 0.25 2982 C 0.04 0.21 TPI 2007 M -B 0.31 34 T 0.00 0.31 This truss has been designed 00 6e Plus^'0 Copyngnl MUMS.1996.2016 Version 30.0 060 Engneenng•Pavan 10/14/2016 9.31:15 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160517 R34 10 DUAL 41113 8 0 0 T9313782 Bldg 4 or 5- Aquatic - Roofs . HO 6-8 HO 1-9-14 TCI 3-5-7 I 4-11-13 5x5= H 000000F B elk lki2:4 II 2-10-2 3x5= A C 111 E J3x4II 2z4 11 7 Cant:2-13 W:308 W:308 R: 203 R: 195 U: 38 U: 50 BC 3-5-7 1 4-11-13 6 4-11-13 6 ALL PLATES ARE MT2020 Scale:0.545"=1' MiTek®Online Pius" APPROX. TRUSS WEIGHT: 29.1 LBS Online Plus -- Version 30.0.054 Bottom Chords Wind Loads - ANSI / ASCE 7-10 RUN DATE: 19-AUG-16 A -E 0.07 88 T 0.01 0.06 Truss is designed as E -C 0.10 70 T 0.01 0.09 Components and Claddings* Southern Pine lumber design Webs for Exterior zone location. values are those effective E -B 0.17 57 T 0.00 0.17 Wind Speed: 130 mph 06-01-13 by SPIB//ALSC UON C -D 0.23 126 C 0.00 0.23 Risk Category II CSI -Size- ----Lumber---- Mean Roof Height: 33-0 TC 0.09 2x 4 SP-#2 TL Defl -0.01" in A -E L/999 Exposure Category: B BC 0.10 2x 4 SP-#2 LL Defl 0.00" in L/999 Building Type: Enclosed WB 0.23 2x 4 SP-#3 Shear // Grain in A -B 0.09 TC Dead Load: 6.0 psf WG --- 2x 4 SP-#3 BC Dead Load: 6.0 psf Plates for each ply each face. Max comp. force 126 Lbs Brace truss as follows: Plate - MT20 20 Ga, Gross Area Max tens. force 88 Lbs O.C. From To Plate - MT2H 20 Ga, Gross Area Connector Plate Fabrication TC Cont. 0- 0- 0 4-11-13 Plate - MS18 18 Ga, Gross Area Tolerance = 20% or 48.0" 0- 0- 0 4-11-13 Jt Type Plt Size X Y JSI This truss is designed for a BC Cont. 0- 0- 0 4-11-13 A MT20 3.Ox 5.0 1.6 0.8 0.85 creep factor of 1.5 which or 59.8" 0- 0- 0 4-11-13 B MT20 5.Ox 5.0 Ctr Ctr 0.33 is used to calculate total D MT20 2.Ox 4.0 Ctr Ctr 0.61 load deflection. psf-Ld Dead Live E MT20 2.Ox 4.0 Ctr Ctr 0.12 TC 10.0 20.0 C MT20 3.Ox 4.0 Ctr Ctr 0.43 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: A 203 38 U 52 R Trusses Manufactured by: C 196 51 U 38 R RIDGWAY ROOF TRUSS Analysis Conforms To: Jt Brg Size Required FBC2014 A 3.5" 1.5" TPI 2007 C 3.5" 1.5" This truss has been designed f for 20.0 psf LL on the B.C. Plus 21 Wind Load Case(s) in areas where a rectangle Plus 1 LL Load Case(s) 3- 6- 0 tall by Plus 1 DL Load Case(s) 2- 0- 0 wide will fit between the B.C. Membr CSI P Lbs Axl-CSI-Bnd and any other member. Top Chords Design checked for 10 psf non- A -B 0.09 103 C 0.00 0.09 concurrent LL on BC. B -D 0.09 109 C 0.00 0.09 No wind exposure on right end. OM.,Plus'"ecopyngM MITeke 1996.2018 Version 300054 Engneenng.Ponran 8/19i2018 24043 PM Page• Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160517 R35 2 DUAL 41113 8 0 0 T9676474 Bldg 4 or 5- Aquatic - Roofs HO 2-5 HO 1-5-11 .1 TC2-1-7 I 3-5-7 1 4-11-13 53E5= 8 /,1► 2x4 II 111111140:x411 2-5-15 3x5�i `*.,- = * C x4 II 2x4 11 2x411 711.1111111.1111111111111117 BC ml 2-1-7 I 3-5-7 1 4-11-13 4-11-13 ALL PLATES ARE MT2020 Scale:0.571"=1 MiTek®Online Plus. APPROX. TRUSS WEIGHT: 28.2 LBS Online Plus -- Version 30.0.060 G -H 0.03 109 C 0.02 0.01 see Standard Industry Gable RUN DATE: 14-OCT-16 E -B 0.00 67 C End Details as applicable, C -D 0.03 61 C 0.00 0.03 or consult qualified Southern Pine lumber design Building Designer as per values are those effective TL Defl 0.00" in L/999 ANSI/TPI 1. 06-01-13 by SPIB//ALSC UON LL Defl 0.00" in L/999 Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- Shear // Grain in F -H 0.06 Truss is designed as TC 0.02 2x 4 SP-#2 Components and Claddings* BC 0.02 2x 4 SP-#2 Plates for each ply each face. for Exterior zone location. WB 0.03 2x 4 SP-83 Plate - MT20 20 Ga, Gross Area Wind Speed: 130 mph Plate - MT2H 20 Ga, Gross Area Risk Category II Brace truss as follows: Plate - MS18 18 Ga, Gross Area Mean Roof Height: 33-0 O.C. From To Jt Type Plt Size X Y JSI Exposure Category: B TC Cont. 0- 0- 0 4-11-13 A MT20 3.Ox 5.0 Ctr Ctr 0.44 Building Type: Enclosed or 48.0" 0- 0- 0 4-11-13 H MT20 2.Ox 4.0 Ctr Ctr 0.13 TC Dead Load: 6.0 psf BC Cont. 0- 0- 0 4-11-13 B MT20 5.Ox 5.0 Ctr Ctr 0.33 BC Dead Load: 6.0 psf or 59.8" 0- 0- 0 4-11-13 D MT20 2.Ox 4.0 Ctr Ctr 0.13 Max comp. force 109 Lbs G MT20 2.Ox 4.0 Ctr Ctr 0.12 Max tens. force 77 Lbs psf-Ld Dead Live E MT20 2.Ox 4.0 Ctr Ctr 0.12 Connector Plate Fabrication TC 10.0 20.0 C MT20 2.Ox 4.0 Ctr Ctr 0.12 Tolerance = 20% BC 10.0 0.0 This truss is designed for a TC+BC 20.0 20.0 REVIEWED BY: creep factor of 1.5 which Total 40.0 Spacing 24.0" MiTek USA, Inc. is used to calculate total Lumber Duration Factor 1.25 6904 Parke East Blvd. load deflection. 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: F 387 83 U 46 R Trusses Manufactured by: RIDGWAY ROOF TRUSS Jt Brg Size Required Analysis Conforms To: F 57.0" 3"-to- 60" FBC2014 TPI 2007 Plus 21 Wind Load Case(s) This truss has been designed Plus 1 LL Load Case(s) for 20.0 psf LL on the B.C. Plus 1 DL Load Case(s) in areas where a rectangle 3- 6- 0 tall by • Membr CSI P Lbs Axl-CSI-Bnd 2- 0- 0 wide Top Chords will fit between the B.C. A -H 0.02 30 C 0.00 0.02 and any other member. H -B 0.02 33 C 0.00 0.02 Design checked for 10 psf non- B -D 0.01 31 C 0.00 0.01 concurrent LL on BC. Bottom Chords No wind exposure on right end. A -G 0.02 23 C 0.00 0.02 Truss designed for wind loads G -E 0.01 0 T 0.00 0.01 in the plane of the truss E -C 0.01 0 T 0.00 0.01 only. For studs exposed to Webs wind (normal to the face), Online Plus'®Copyright MiTek®1996.2016 Version 300 060 Eng neenng•Fortran 10/14/2016 9 31.16 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160517 T2 6 PB 50912 8 0 0 T9313784 Bldg 4 or 5- Aquatic - Roofs TC1 9-2 I 2-10-14 I 5-0-10 1 5-9-12 #3x511 err' 460 1-11-4 1-9-10 3x5- Ald16hhhh.. 3x5- E D F 40 2x4 II !III11111.111.11117 BC' 9-2 I 2-1-12 1 4-3-8 1 5-0-10 6 5-9-12 B. ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.762"=1' MiTek:', Online Plus'" APPROX. TRUSS WEIGHT: 23.5 LBS Online Plus -- Version 30.0.054 Shear // Grain in E -B 0.05 Wind Loads - ANSI / ASCE 7-10 RUN DATE: 19-AUG-16 Truss is designed as Plates for each ply each face. Components and Claddings+ Southern Pine lumber design Plate - MT20 20 Ga, Gross Area for Exterior zone location. values are those effective Plate - MT2H 20 Ga, Gross Area Wind Speed: 130 mph 06-01-13 by SPIB//ALSC UON Plate - MS18 20 Ga, Gross Area Risk Category II CSI -Size- ----Lumber---- Jt Type Plt Size X Y JSI Mean Roof Height: 33-0 TC 0.03 2x 4 SP-#2 E MT20 3.Ox 5.0 0.1 Ctr 0.44 Exposure Category: B BC 0.02 2x 4 SP-#2 B# MT20 3.Ox 5.0 Ctr Ctr 0.39 Building Type: Enclosed WB 0.00 2x 4 SP-#3 D MT20 3.0x 5.0-0.1 Ctr 0.44 TC Dead Load: 6.0 psf F MT20 2.Ox 4.0 Ctr Ctr 0.12 BC Dead Load: 6.0 psf Brace truss as follows: Max comp. force 81 Lbs O.C. From To # = Plate Monitor used Max tens. force 43 Lbs TC Cont. 0- 0- 0 5- 9-12 REVIEWED BY: Connector Plate Fabrication or 48.0" 0- 0- 0 5- 9-12 MiTek USA, Inc. Tolerance = 20% BC Cont. 0- 0- 0 5- 9-12 6904 Parke East Blvd. This truss is designed for a or 51.5" 0- 0- 0 5- 9-12 Tampa, FL 33610 creep factor of 1.5 which is used to calculate total psf-Ld Dead Live REFER TO ONLINE PLUS GENERAL load deflection. TC 10.0 20.0 NOTES AND SYMBOLS SHEET FOR See Standard Industry Piggy- BC 10.0 0.0 ADDITIONAL SPECIFICATIONS. Back Truss Connection Detail TC+BC 20.0 20.0 for Connection to base truss Total 40.0 Spacing 24.0" NOTES: as applicable, or consult Lumber Duration Factor 1.25 Trusses Manufactured by: qualified Building Designer. Plate Duration Factor 1.25 RIDGWAY ROOF TRUSS Fb Fc Ft Emin Analysis Conforms To: TC 1.15 1.10 1.10 1.10 FBC2014 BC 1.10 1.10 1.10 1.10 TPI 2007 OH Loading Total Load Reactions (Lbs) Soffit psf 2.0 Jt Down Uplift Horiz- This truss has been designed E 345 81 U 28 R for 20.0 psf LL on the B.C. in areas where a rectangle Jt Brg Size Required 3- 6- 0 tall by E 51.5" 0"-to- 52" 2- 0- 0 wide will fit between the B.C. Plus 21 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. Truss designed for wind loads Membr CSI P Lbs Axl-CSI-Bnd in the plane of the truss Top Chords only. For studs exposed to E -B 0.03 81 C 0.00 0.03 wind (normal to the face), B -D 0.03 81 C 0.00 0.03 see Standard Industry Gable Bottom Chords End Details as applicable, E -F 0.02 1 T 0.00 0.02 or consult qualified F -D 0.02 1 T 0.00 0.02 Building Designer as per Webs ANSI/TPI 1. F -B 0.00 35 C NOTE: USER MODIFIED PLATES This design may have plates TL Defl 0.00" in L/999 selected through a plate LL Defl 0.00" in L/999 monitor. Onluw Plus'.0 Copynght MTek®1996.2016 Version 300.054 Enynewing.Poroe+6/192016 2 4044 PM Page 1 Job MarkQuan Type Span P1-H1 Left OH Right OH Engineering 160517 T3 2 PB 50306 8 0 0 T9313785 Bldg 4 or 5- Aquatic - Roofs TCI 9-2 I 2-7-11 I 4-6-4 15-3-6 f #3x5 II 8 VIP' A 1-9-2 1-7-8 3x5- 3x5- E D A - 'IlkC 6 F .410 2x4 II !IIIIIIM111111 BC 9-2 I 1-10-9 I 3-9-2 14-6-4 5-3-6 B ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scala:0.777"=1' MiTek' Online Plus' APPROX. TRUSS WEIGHT: 20.9 LBS Online Plus -- Version 30.0.054 Shear // Grain in E -B 0.04 Wind Loads - ANSI / ASCE 7-10 RUN DATE: 19-AUG-16 Truss is designed as Plates for each ply each face. Components and Claddings* Southern Pine lumber design Plate - MT20 20 Ga, Gross Area for Exterior zone location. values are those effective Plate - MT2H 20 Ga, Gross Area Wind Speed: 130 mph 06-01-13 by SPIB//ALSC UON Plate - MS18 20 Ga, Gross Area Risk Category II CSI -Size- ----Lumber---- Jt Type Plt Size X Y JSI Mean Roof Height: 33-0 TC 0.02 2x 4 SP-#2 E MT20 3.Ox 5.0 0.1 Ctr 0.44 Exposure Category: B BC 0.01 2x 4 SP-#2 B# MT20 3.Ox 5.0 Ctr Ctr 0.39 Building Type: Enclosed WB 0.00 2x 4 SP-#3 D MT20 3.Ox 5.0-0.1 Ctr 0.44 TC Dead Load: 6.0 psf F MT20 2.Ox 4.0 Ctr Ctr 0.12 BC Dead Load: 6.0 psf Brace truss as follows: Max comp. force 66 Lbs O.C. From To # = Plate Monitor used Max tens. force 35 Lbs TC Cont. 0- 0- 0 5- 3- 6 REVIEWED BY: Connector Plate Fabrication or 45.1" 0- 0- 0 5- 3- 6 MiTek USA, Inc. Tolerance = 20% BC Cont. 0- 0- 0 5- 3- 6 6904 Parke East Blvd. This truss is designed for a or 45.1" 0- 0- 0 5- 3- 6 Tampa, FL 33610 creep factor of 1.5 which is used to calculate total psf-Ld Dead Live REFER TO ONLINE PLUS GENERAL load deflection. TC 10.0 20.0 NOTES AND SYMBOLS SHEET FOR See Standard Industry Piggy- BC 10.0 0.0 ADDITIONAL SPECIFICATIONS. Back Truss Connection Detail TC+BC 20.0 20.0 for Connection to base truss Total 40.0 Spacing 24.0" NOTES: as applicable, or consult Lumber Duration Factor 1.25 Trusses Manufactured by: qualified Building Designer. Plate Duration Factor 1.25 RIDGWAY ROOF TRUSS Fb Fc Ft Emin Analysis Conforms To: TC 1.15 1.10 1.10 1.10 FBC2014 BC 1.10 1.10 1.10 1.10 TPI 2007 OH Loading Total Load Reactions (Lbs) Soffit psf 2.0 Jt Down Uplift Horiz- This truss has been designed E 303 72 U 24 R for 20.0 psf LL on the B.C. in areas where a rectangle Jt Brg Size Required 3- 6- 0 tall by E 45.1" 0"-to- 45" 2- 0- 0 wide will fit between the B.C. Plus 21 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. Truss designed for wind loads Membr CSI P Lbs Axl-CSI-Bnd in the plane of the truss Top Chords only. For studs exposed to E -B 0.02 66 C 0.00 0.02 wind (normal to the face), E -D 0.02 66 C 0.00 0.02 see Standard Industry Gable Bottom Chords End Details as applicable, E -F 0.01 1 T 0.00 0.01 or consult qualified F -D 0.01 1 T 0.00 0.01 Building Designer as per 1 • Webs ANSI/TPI 1. F -B 0.00 35 C NOTE: USER MODIFIED PLATES This design may have plates TL Defl 0.00" in L/999 selected through a plate LL Defl 0.00" in L/999 monitor. Online Plus'"45 Copyngnl Morale 19962018 Version 30 0.054 Enoneering-Portrait 8/1920162 40.45 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering l 160517 V1 2 VL 30900 8 0 0 79313786 Bldg 4 or 5- Aquatic - Roofs . HO 4 HO 4 TCI 1-10-8 I 3-9-0 1 . 8 I r.F.#2x4= A 1-3-4 #2x4%A NV #2x4 fl _ 711.111111.1=7 BC 3-9-0 6 3-9-0 B. ALL PLATES ARE MT2020, # r. PLATE SELECTED IN PLATE MONITOR Scale:0.772"=1' MiTek® Online Plus" APPROX. TRUSS WEIGHT: 13.8 LBS Online Plus -- Version 30.0.054 A -B 0.01 74 C 0.00 0.01 Truss is designed as RUN DATE: 19-AUG-16 B -C 0.02 65 C 0.00 0.02 Components and Claddings* Bottom Chords for Exterior zone location. Southern Pine lumber design A -C 0.02 0 T 0.00 0.02 Wind Speed: 130 mph values are those effective Risk Category II 06-01-13 by SPIB//ALSC UON TL Defl 0.00" in L/999 Mean Roof Height: 33-0 CSI -Size- ----Lumber---- LL Defl 0.00" in L/999 Exposure Category: B TC 0.02 2x 4 SP-#2 Shear // Grain in A -C 0.05 Building Type: Enclosed BC 0.02 2x 4 SP-#2 TC Dead Load: 6.0 psf Plates for each ply each face. BC Dead Load: 6.0 psf Brace truss as follows: Plate - MT20 20 Ga, Gross Area Max comp. force 74 Lbs O.C. From To Plate - MT2H 20 Ga, Gross Area Max tens. force 33 Lbs TC Cont. 0- 0- 0 3- 9- 0 Plate - MS18 20 Ga, Gross Area Connector Plate Fabrication or 45.0" 0- 0- 0 3- 9- 0 Jt Type Plt Size X Y JSI Tolerance = 20% BC Cont. 0- 0- 0 3- 9- 0 A# MT20 2.Ox 4.0 Ctr Ctr 0.59 This truss is designed for a or 45.0" 0- 0- 0 3- 9- 0 B# MT20 2.Ox 4.0 Ctr-0.9 0.42 creep factor of 1.5 which C# MT20 2.Ox 4.0 Ctr Ctr 0.59 is used to calculate total psf-Ld Dead Live load deflection. TC 10.0 20.0 # = Plate Monitor used 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: A 228 48 U 19 R RIDGWAY ROOF TRUSS Analysis Conforms To: Jt Brg Size Required FBC2014 A 45.0" 0"-to- 45" TPI 2007 Design checked for 10 psf non- Plus 21 Wind Load Case(s) concurrent LL on BC. Plus 1 LL Load Case(s) NOTE: USER MODIFIED PLATES Plus 1 DL Load Case(s) This design may have plates selected through a plate Membr CSI P Lbs Axl-CSI-Bnd monitor. Top Chords Wind Loads - ANSI / ASCE 7-10 Online Pius'C CoPYngnt M:Tek0 19962018 Version 30.0 054 Eng neenng.Portal 8/19/2018 2 4 0 45 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160517 V2 2 VL 70900 8 0 0 T9313787 Bldg 4 or 5- Aquatic - Roofs H0 4 H0 4 • TC 3-10-8 7-9-0 #3x5 II rir>916' 8 2-7-4 3x5.!, A110111A1111111111 3x5. A C D *2x4 II BC 7-9-0 6 7-9-0 - B ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR See Joint D For Typical Gable Plate Size and Placement Scale:0.581".1' MiTek®Online Plus'. APPROX. TRUSS WEIGHT: 34.1 LBS Online Plus -- Version 30.0.054 Gable Webs Building Type: Enclosed RUN DATE: 19-AUG-16 D -B 0.01 97 C TC Dead Load: 6.0 psf BC Dead Load: 6.0 psf Southern Pine lumber design TL Defl 0.00" in L/999 Max comp. force 112 Lbs values are those effective LL Defl 0.00" in L/999 Max tens. force 67 Lbs 06-01-13 by SPIB//ALSC UON Shear // Grain in B -C 0.10 Connector Plate Fabrication CSI -Size- ----Lumber---- Tolerance = 20% TC 0.11 2x 4 SP-#2 Plates for each ply each face. This truss is designed for a BC 0.08 2x 4 SP-#2 Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which GW 0.01 2x 4 SP-03 Plate - MT2H 20 Ga, Gross Area is used to calculate total Plate - MS18 20 Ga, Gross Area load deflection. Brace truss as follows: Jt Type Plt Size X Y JSI O.C. From To A MT20 3.Ox 5.0 Ctr Ctr 0.44 TC Cont. 0- 0- 0 7- 9- 0 B# MT20 3.Ox 5.0 Ctr Ctr 0.39 or 48.0" 0- 0- 0 7- 9- 0 C MT20 3.Ox 5.0 Ctr Ctr 0.44 BC Cont. 0- 0- 0 7- 9- 0 D MT20 2.Ox 4.0 Ctr Ctr 0.00 or 75.0" 0- 0- 0 7- 9- 0 = Plate Monitor used psf-Ld Dead Live REVIEWED BY: TC 10.0 20.0 MiTek USA, Inc. BC 10.0 0.0 6904 Parke East Blvd. TC+BC 20.0 20.0 Tampa, FL 33610 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 REFER TO ONLINE PLUS GENERAL Plate Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Fb Fc Ft Emin ADDITIONAL SPECIFICATIONS. TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 NOTES: Trusses Manufactured by: Total Load Reactions (Lbs) RIDGWAY ROOF TRUSS Jt Down Uplift Horiz- Analysis Conforms To: A 548 115 U 48 R FBC2014 TPI 2007 Jt Brg Size Required Design checked for 10 psf non- A 93.0" 0"-to- 93" concurrent LL on BC. NOTE: USER MODIFIED PLATES Plus 21 Wind Load Case(s) This design may have plates Plus 1 LL Load Case(s) selected through a plate Plus 1 DL Load Case(s) monitor. Wind Loads - ANSI / ASCE 7-10 Membr CSI P Lbs Axl-CSI-Bnd Truss is designed as Top Chords Components and Claddings* • A -B 0.07 112 C 0.00 0.07 for Exterior zone location. B -C 0.11 108 C 0.00 0.11 Wind Speed: 130 mph Bottom Chords Risk Category II A -D 0.07 0 T 0.00 0.07 Mean Roof Height: 33-0 D -C 0.08 1 C 0.00 0.08 Exposure Category: B Owne Mus'•®Copynght MiTe14>1996.2016 Version 30 0.054 Engineenng.PorVat 819/2016 2 40 46 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160517 V3 2 VL 110900 8 0 0 T9313788 Bldg 4 or 5- Aquatic - Roofs • HO 4 HO 4 TCI 1-10-8 1 5-10-8 ( 9-10-8 1 11-9-0 I #3x5 I I B 1 8 [1;7' 3-11-4 2x4 11 2x4 11 G H 3x5�i � c >' 1116. 3x5, AC F D E 2z4 II *2x4 II 2x4 II BCL 1-10-8 I 9-10-8 I 11-9-0 11-9-0 E.- ALL ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR See Joint D For Typical Gable Plate Size and Placement Scale:0.443-=1' MiTek0 Online Plus" APPROX. TRUSS WEIGHT: 56.0 LBS Online Plus -- Version 30.0.054 A -F 0.06 0 T 0.00 0.06 selected through a plate RUN DATE: 19-AUG-16 F -D 0.10 0 T 0.00 0.10 monitor. D -E 0.10 0 T 0.00 0.10 Wind Loads - ANSI / ASCE 7-10 Southern Pine lumber design E -C 0.06 0 T 0.00 0.06 Truss is designed as values are those effective Webs Components and Claddings* 06-01-13 by SPIB//ALSC UON F -G 0.05 241 C for Exterior zone location. CSI -Size- ----Lumber---- E -H 0.05 241 C Wind Speed: 130 mph TC 0.13 2x 4 SP-#2 Gable Webs Risk Category II BC 0.10 2x 4 SP-#2 D -B 0.06 176 C Mean Roof Height: 33-0 WB 0.05 2x 4 SP-#3 Exposure Category: B GW 0.06 2x 4 SP-#3 TL Defl 0.00" in L/999 Building Type: Enclosed LL Defl 0.00" in L/999 TC Dead Load: 6.0 psf Brace truss as follows: Shear // Grain in G -B 0.13 BC Dead Load: 6.0 psf O.C. From To Max comp. force 241 Lbs TC Cont. 0- 0- 0 11- 9- 0 Plates for each ply each face. Max tens, force 173 Lbs or 48.0" 0- 0- 0 11- 9- 0 Plate - MT20 20 Ga, Gross Area Connector Plate Fabrication BC Cont. 0- 0- 0 11- 9- 0 Plate - MT2H 20 Ga, Gross Area Tolerance = 20% or 120.0" 0- 0- 0 11- 9- 0 Plate - MS18 20 Ga, Gross Area This truss is designed for a Jt Type Plt Size X Y JSI creep factor of 1.5 which psf-Ld Dead Live A MT20 3.Ox 5.0 Ctr Ctr 0.44 is used to calculate total TC 10.0 20.0 G MT20 2.Ox 4.0 Ctr Ctr 0.12 load deflection. BC 10.0 0.0 B# MT20 3.Ox 5.0 Ctr Ctr 0.50 TC+BC 20.0 20.0 H MT20 2.Ox 4.0 Ctr Ctr 0.13 Total 40.0 Spacing 24.0" C MT20 3.Ox 5.0 Ctr Ctr 0.44 Lumber Duration Factor 1.25 F MT20 2.Ox 4.0 Ctr Ctr 0.16 Plate Duration Factor 1.25 D MT20 2.Ox 4.0 Ctr Ctr 0.00 Fb Fc Ft Emin E MT20 2.Ox 4.0 Ctr Ctr 0.16 TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 # = Plate Monitor used REVIEWED BY: Total Load Reactions (Lbs) MiTek USA, Inc. Jt Down Uplift Horiz- 6904 Parke East Blvd. A 868 183 U 76 R Tampa, FL 33610 Jt Brg Size Required REFER TO ONLINE PLUS GENERAL A 141.0" 0"-to- 141" NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Plus 21 Wind Load Case(s) Plus 1 LL Load Case(s) NOTES: Plus 1 DL Load Case(s) Trusses Manufactured by: RIDGWAY ROOF TRUSS Membr CSI P Lbs Axl-CSI-Bnd Analysis Conforms To: Top Chords FBC2014 A -G 0.13 58 C 0.00 0.13 TPI 2007 , G -B 0.13 79 C 0.00 0.13 Design checked for 10 psf non- B -H 0.13 79 C 0.00 0.13 concurrent LL on BC. H -C 0.13 58 C 0.00 0.13 NOTE: USER MODIFIED PLATES Bottom Chords This design may have plates Online Plus"0 Copynght Weide 1996-2016 Version 30.0 054 Enpneenng-Portra4 61192016 2.4047 PM Page 1 ONLINE PLUS GENERAL NOTES & SYMBOLS 108 PLATE LOCATION FLOOR TRUSS SPLICE LATERAL BRACING Ar- Center plates onjoints ( 3X2, 4X2, 6X2 ) Designates the location for continuous lateral bracing(CLB)for • unless otherwise noted support of individual truss members `� � " in plate list or on drawing. only.CLBs must be properly �� I4 Dimensions are given in inches(i.e.1 1!2"or 1.5") anchored or restrained to prevent 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 NEIL When truss is designed to 3x5 I I the width measured FT-IN-SX(i.e.6'-8.5"or =I IMtiKL bear on multiple supports, �� perpendicular to slots. 6-08-08).Dimensions less interior bearing locations ■®� The second dimension is than one foot are shown should be marked on the 14 the length measured in IN-SX only(i.e.708). < truss.Interior support or parallel to slots.Plate temporary shoring must be orientation,shown next in place before trusses are to plate size,indicates ( 6-08-08 W=Actual Bearing installed.If necessary,shim direction of slots in Width(IN-SX) bearings to assure solid connector plates. ' .j-7o8 R=Reaction(lbs.) contact with truss. U=Uplift(lbs.) Metal connector plates shall be applied on both faces Mitek Industries Inc. bears no responsibility for the of truss at each joint. Center the plates, unless erection of trusses,field bracing or permanent indicated otherwise. No loose knots or wane in plate truss bracing. Refer to"Building Component Safety contact area.Splice only where shown. Overall spans Information"(BCSI 1)as published by Truss Plate assume 4"bearing at each end, unless indicated Institute,218 North Lee Street, Suite 312,Alexandria, otherwise. Cutting and fabrication shall be performed Virginia 22314. Persons erecting trusses are cautioned using equipment which produces snug-fitting joints and to seek professional advice concerning proper erection plates. Unless otherwise noted,moisture content of bracing to prevent toppling and"dominoing". Care lumber shall not exceed 19%at time of fabrication and should be taken to prevent damage during fabrication, the attached truss designs are not applicable for use storage,shipping and erection.Top and bottom chords with fire retardant lumber and some preservative shall be adequately braced in the absence of sheathing treatments. Nails specified on Truss Design Drawings or rigid ceiling, respectively. It is the responsibility of refer to common wire nails,except as noted.The others to ascertain that design loads utilized on these attached design drawings were prepared in accordance drawings meet or exceed the actual dead loads imposed with"National Design Specifications for Wood by the structure and the live loads imposed by the local Construction"(AF&PA),"National Design Standard building code or historical climatic records.When truss for Metal Plate Connected Wood Truss Construction" hangers are specified on the Truss Design Drawing, (ANSUTPI 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. �� a, MiTek USA, Inc. . 6904 Parke East Blvd. Tampa, FL 33610-4115 � Tel: 813-972-1135 IVliTeI Fax: 813-971-6117 JOBSITE PACKAGE . IMPORTANT DOCUMENTS ENCLOSED PLEASE REVIEW AWA RN I N G. 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 grim,y los obreros de instalacion. El manejar e instalar los componentes sin entrenamiento suficiente, planificacion y comunicacion adecuadas aumenta Ia probabilidad de un accidente que resulta en dareo a propiedad, herida seria o muerte. Antes de Ia instalacion de componentes, los documentos adjuntos deben ser examinados y difundidos a todo el personal apro- piado, edemas 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 Ia responsabilidad del fabricante de componentes, ni en forma tal que imponga responsabilidades adicionales sobre este. LAPAllik ' ".....- --- ".... 4411111111111h• 11P1:`''Aehl 1:\l‘ All\ ki zi.44,As.... i ..„,,,,,„, „ ir : ,,,,s lit .iiiio Ili illilih,„1.4- . ,, r 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 60'MAY REQUIRE—COMPLEX PERMANENT'BRACING.PLEASE ALWAYS CONSULT A PROFESSIONAL ENGIN GENERAL NOTES NOTAS GENERALES MOIsnNGRECOMMENDATIONSfoRTRt155BUNDLEs I Trusses are not marked in any way to identify Lee trusses no eStan marcados de ninglin modo gee RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. the frequency or location of temporary lateral klentifique la frecuencia 0localizacionde restriction lateral ©Warning!Don't overload trio crane. ' restraint and diagonal bracing.Follow the y arrbrtre diagonal ternporules.Use Das recome dadones iAdvertenCW!iho sobrecargue la grria I recommendations for handling,Installing and de mane)o,instalacan,restrecide y amiostre temporal de Never use banding alone to UR a bundle. • • temporary restraining and bracing of trusses. Ins trusses.Vee el fdleto BCSI ..;a B v�.a Prada Do not use groupof individually lift) banded bundles. • Refer to BCC!Guide to Good Practice for Dara et Navels.Instataciorr pestrircidn y Arr„bs�de lo< 1' 4.;s. •. liandlino.Installing,Restrainino&Bratlm of Trusses de Madera Cnnertadns con Plass de Meryj"•' Nunca use sob los empaques pare levantar un pequete. � Metal Plate Connected Wood Tnxsos"'for pare information mac detalada. No levante un grupo de paquetes empaqueaodes '' �.� `r,.."...�"�•' more detailed Information, esprdfaa individualmentes. .�p> '� LosdibujosdediseigdelgsirUssespuMen rids I Truss Design Drawings may specify locations of locallzadates de restrlcckin lateral permanente 0 refire-co Q A single lift point may De used for bundles permanent lateral restraint or reinforcement for en bsmienibrosindividualesdethuss.Yea a hoja resumen with trusses so to 45'. Individual truss members. Refer to the BCSI- SCSI-B3-Restriccirin/Arrlostre Permanente de Orreries Two lift0 Warning!Do not over load supporting points may be used for bundles with B1 Summary Sheet - Permanent Restraint/ v Members SPntndanos"• para intros informar5dn.El trusses up to fi0'. structure with truss bundle. 81 ro of .horde&Web M m rs"'for more recto de Ins disefos de arrlostres pernanentes son la information.All other permanent bracing design resporrsabilidad del Disenador del Edificio. Use at least 3 lift points for bowies with AElvertencia!No sobrecargueueteU estructura is the responsibility of the Building Designer. trusses greater than fi0', apoyada con Cl paquete de trusses. Puede user un Solo lager de levantar para QThe consequences of improper handing,erect- '=":".....7'... �-•�, pagceites de trusses hesta 45 pies. Q Place vacs bundles in cleoid positron. ire,Installing,restrdMing and brainy can result �r Puede user cos puntos de levantar pare Puce paquetes de trusses en una posir.ein ::t,.• T.. a _ reins hasty 60 pies. notable. personala collapse injuryof the structure,or worse,seriou • +�µ..• •;U '..Var...- ---/--.-. lo meths hes rhos de lesentar a death. ) �.wr ,: PaW Pam i. a El resulted*de un mane)o,levantamiento, 'f-"-5. pri� a ",'.•RF"4.!'IM�'�.` • pequetea mss de 60 Pres. instalacidn,restriction y anisohe inconecto puede '"\Iti; , i 4 y` "'';Y` INSTALLATION OF SINGLE TRUSSES BY HAND • ser la caida de la estruchrre n aria peon,heridos 0 7"' " t.., `,.• . S0: -e INSTALACION DE TRUSSES INDIVIDUALES POR LA MANO """1 T: -. Q Trusses 20' _` ' Q Trusses 30'or -- . . . , -. • ►..:-i.•1 +.... ' or kiss,sup- less,support at. `fir. T Q Banding and truss plates have sharp edges.Wear mir>_rt.etc, port at peak. quarter pants. -`� gloves when handling and safety glasses when , �ti I' „y:: 'Soporte Soporte de j cutting banding. M_}� n, del prco Ins L lbs cuartos Em nes rocas de metal tlenen hordes ,'•—k '%."s• il trusses de de tramp kn afilados.Lleve guantes y lentes protectores Ovando ..,,k - / 20 pies 0 trusses de 30 �. .�—��•, 1t Trusses up to 20' -► I t Trusses up to 30' I . corte los empaques. memos. Trusses'testa 20 pies pies o mends. Trusses hasty 30 pies HOISTING OF SINGLE TRUSSES—LEVANTAMIENTO DE TRUSSES INDIVIDUALES I HANDLING -- MANEJOQlt Hoeachtrussinpensionwkhtheelectionequipmentuntilt:pchordtemporarylateralrestraint Q Avo 3 tares;!xxnding.—F vitt la llunion i.h'%v. Is Installed and Ute truss Is fastened to the bearing mats. A Use special care in Utilice cuidado Sostwrge sada truss en posir:ron tsar equipo de grim haste quo la restflcclon lateral temporal de la windy weather or especial en dies Cuero superior este instalado y el truss esti asegurado en los soportes. '/ near power lines ventosos 0 cera de � /,, and arrports. cables electricos o de ®Warning!Using a single pick-pant at the peak _ s+` a-‘,. ��%` aeropuertos. can damage the truss. _- ., -�` I''-,, iAdvertescia!El use de sin solo lugar en el pito pare levantar puede tracer dano al truss. `•:` Spreader bar for truss 4 •=_ HOISTING RECOMMENDATIONS FOR SINGLE imAr A m �►',y= TRUSSES The contractor Is responsible for properly I iNire l RECOMENDACIONES PARA LEVANTAR TRUSSES receiving,unloading and storing the trusses �:►0 INDIVIDUALES - 11"- \' at the jobste. _`�'iu\ El contratiste Diene la responsadlidad de Q Use proper rig- Use equipo aoropiado Approx.arz y recibir,descargar y almacenar adecuada- ging and heisting pare levant-at r e I Tagil.e wee re.yrr•. I TRUSSES UP TO 30' a. renin losWtx trusses en oa. equipment. Improviser. �— sala� 5,Dot TRUSSES NASTA 30 VIES • Toa_yn pe-n Nbtfr c i ty ri t �J(- -. 'Z 1 Z, r )aceta SDreEtlu her to g.C. d W. '''.{ rid �1 I I- - Spreader Oar In no bine «at4ostk MK w X"")':---14.,Y �~p�ary� • 0^a✓ i an,tiaa i..om —.- nnneghl r�— • tr -i r• '../.. + IR�atTa TRUSSES UP To ea - - iii;� I ` 0 's '(••I.4414 i TRUSSES NASTA 60%[s 1111_ ,V �I` k 'el.'s,' - `Y� • r t I Spreader bar 2/3 to ' ^~� •.�, 1 .. 3/4 buss MnpN -Syme. -- I Q If trusses are to be stored horizontally.place ,A• ' a1 - ,k s �_ TRUSSES U►TO AND OYER 60• _� • blocking of sufficient heght beneath the t,,,...;:472111:117.1. — --+..esti TRUSSES Caere Y SOME SO PIES stack of trusses at&'to 10'on center. For trusses stored for more than one week. usb ceseurrdlrs " i r;e los .ene TEMPORARY RESTRAINT & BRACING cover bundles to prevent rrrcisturegain but rr,;,,;r!,t. trusses sueltos. RESTRICCION Y ARRIOSTRE TEMPORAL • allow for YESlbtaticn, y't..,e. Refer to$CSI Gulden)Good(lattice for t�•'q6(`• Refer to$C51-62 Summary Sheet-Truss )t 1Pdixip Installing.Restranka&Bradrtd • y 0 Installation&Tenworary Resirainygracing'•r Top Cho d Temporary IN Metal Plate Connected Wrest!Tresses". .� �'�'�, for more information. �(TCTL Restraint I {TCRR) for more detailed Information pertaining to :r• -_ .: Vee a resumer BCSI-Bre-InstnWridn de �,�'. 2E4 min. handling and jobsite storage of trusses. 'w� ; Trusses/Reshlccido/Arrastre Tempora(.„ ',t ito '� e para mors mfgmudat. �,I�, V" , Si Ins trusses wiener,yuarlados horizon- +! 4 r `�,110.4 talnerte, •, Q Locate grand braces for first truss directly rn porgy bloqueando de aftura v„ t; fp.. ��14 suhciezte detras cue la Mla de los busses a 3 .. �-- line with,rows.N top chord temporary tat- - hanta 10 pies en el centre. era)restraint(see table in the Next column). +90° . DO not store on No alm;cene en Coloque los errioshes de Cierra para el primer • Pare trusses guardados Por mors de una NY uneven ground. tierra desigual. truss dlrectamente en linea con cada una de Brace first truss sema nor,cubra Ins paquetes para prevenirlas ides de restricudn lateral temporal de la .0—securely before aumento de humedad pero pernita venni- - - 't4. cuerda superior(ora la table en la prdxima erection of additional lacidn. ` columna). trusses. . vee el foheto BCSI Gua de Bt. Prertira ,:E'- �. Igo ® Do not walk on untraced para el Man•b.Instalandn.Restricclon v Ar• l trusses. ' pjastre ie Ire Trusses de Madera emectaEbs con Maces de Metal•^para Infwmacidn mors @ S /A yys•- No camine en trusses detaliada sabre el manejo y aimacenado de •6? Q' ' suekos. . los trusses en area de bahajn. . ' -.MOJA RESUMENUE LA GUM BE BUENA-FRACTTCA FARA EL MANE IttINbTALACTON REbTIGGTUNT ANIMA fit Lit LUS;fRUSbES 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_OILER Q MAYREQU]RECOMPLEX PERMANENT}BRACING.PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LAS MEDIDAS DE LA INSTALAQbN DE LOS TRUSSES RESTRICCION V ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 ©Refer to SCSI-B7 DiagOnal Bracing 1)Install ground tracing.2)Set first truss and attach securely to ground braang.3)Set next 4 Summary Sheet 10'or 15' Re I trusses with short member temporary lateral restraint(see below).4)Install top chord diagonal •Temrxlrary R4.---1. --4.---17S--::, peal Diagonal Bracing I bracing(see below).5)Install web member plane diagonal bracing to stabilize the first five trusses Permanent Restraint/ '. evert 15 Inas spaces 130') (sew!below).6)Install bottom chord temporary lateral restraint and diagonal bracing(see below). Bracinn for Parallel �- �j' 7)Repeat process on groups of four trusses until al trusses are set, Chord Trusses"• `ad 41'4 1)Instate los arriostres de tierra.2)Instate el primer°truss y ate sequramente al arriostre de for more information. aA t Berra.3)Instate los prdximos 4 trusses con restriction lateral temporal cis'miembro cOrto(Yea yea el resumes SCSI abaju).4)Instate el arrlostre diagonal de la cuerda superior(vea ata)°).5)Instate arrlostre B7-Restcicck>n/ Apply Diagonal Brace to � •l diagonal para los pianos de los rniembros secundarios para estabilice los ptimeros chnco trusses AI/JOSrre Temporal vertical webs at end of (vera abajo).6)instate is restriction lateral temporal y ardostre diagonal para la cuerda Inferior v Permanente oars canilever and at bearing AS Lateral Restrains _ (sea abajo).7)Repta este procedirniento en grupos de cuatro busses hasta quo todos los trusses Trusses de r.erelas locations. lapped at least Iwo trusses. erten instalados. Paralelaca•'para *Top chord Temporary Lateral Restraint spacing shall be 0 Refer to SCSI-82 Summary Sheet-.Truss Installation&Ternoorary Restralnt/Bpjggy"for more mos ilia macidn. 10'o.c.max.for 3x2 chords and 15'o.c.for 4x2 chords. infor Veaelrres(nnen: l-:•.• r,.,.a.•a,, + .+ ,, ';.t: ani' •u a •",para mos INSTALLING — INSTALACION `:Oedf.Plan..'. infernlaeidn. Toterauces fox Out-cf•PSIP. Olt ofP Max. Truss RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES 'lolerancras hxr+16': Bow Length RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES para Fuera Je•piano. D15D D(ft) 3/4- 12.5' tengtn--► Q Tris restraint&bracing method is for all trusses eucept 3x2 and 4x2 parallel mad trusses g -_ f 1/4" 1' 7/8- 14.6 Este rnetodo de reariccidn y arrlostre es para Lode trusses excepts,trusses de crierdas paralelas Max.Bow Max Bow .rz 7 1" 16.T 3x2 y-Ix). v 1)TOP CHORD-CUERDA SUPERIOR - t 3/4' 3' 1-118' inc. Truss Span Top Chord Temporary Lateral Restraint(TCTLR)Spacing Lenge) o 1' 4' 1-1l4•• 20.8' Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior s Up to 30' 10'o.c max. o Plumb 1.1/4' 5' 1-3/8• 22.0 Haste 30 pies 10 pies maxim* in Tolerances for TI 1 bob 1.1/2• 6' 1-1/2' 25.0 30'to 45' 8'o.c.max, Out-of•Plurnb. 30 a 45 pros 8 pies mexlmo Tbteranaas pars D 1.314' T - 1.3/4- 29.7 45'to 60' 6'O.C.max. rni.':1!a r-:�-t .E 2' x33.3' Fuera-rte-Pbnada, 2' cue' 45 a oo pies 64'o.c.maxmax.im° 60'to 80' .CONSTRUCTION LOADING-CARGA DE CONSTRUCCIbN 60 a 80 pies' 4 pies maxim° A Do not proceed with construction until all lateral restraint and 4 ' zBolaht. "Consult a Professional Engineer for trusses longer than 60'. / (racing is securely and properly in Blocs? LEvfEr4a.tarrion Trusses •Consuke a un Lrgeniero Profeslonal para trusses mos de 60 pies. s No proceda con la construction haste slue todas Ws restric- Material Height s-i ........7f-- �� Gruen laterales y los arriostres ester colocados en fora Gypsum Board 1r See BS51B2-r.for TCTLR options. �..... .•`� ` apropiada y segues. Q Yea el BLSi-BZ"'para las opt ones de TCrLR, _ai0!-.n ��\�`:•A\�-1,;."... Ptyuood«OSB 16' • Refer to(SCSI-R3 Stun- s '•,� i`��, �.` lot exceed naximum stack heights.Refer to 1}('41-84 Sum. 8 Mary Sheet-Permanent -.�r -1►%�\ •,.►''t��� NJ'c. Hary Street-Construction Loading...,for more Information. *sour Shingles 2 aloes Restraint/Bracino of Chords& moo.;,:. �e�� rC �\��� ' No exceda las alturas overtimes de monton.yea el resumer' C„u.ele aoak r Web Members'''.for Gable .a•�''er+r "�'N A���'y BSSI.64 Cargo de(brtstrucd6n'^pard mos rnfomnaaon, �� End Frame restraint/bracing/ �B A`�;�\`� \ clay Tae 3-4 sees high ililil reinforcement information. ` � II Para informacrdn sobre �,BS ` �� t` 1 Imo- �� i ►, Wil,\1,.4i l - restrittl0n/arrastre/refuerso �Repeat diagonal •• para Armazones Hasnales braces for each Do not overload small groups or single trusses. WI. I..1` yea el resumen SCSI-B3 set of 4 trusses, �"I,I,i -Re•strireidNArtlostr No sobrecargue peque/Tos gruels o trusses indivduales. C Ground bracing not shown for clarity. Re its tog Permanents de Cuerdas v arrisotres diagonales ID Never stack materials near a peak. Miemhros Serundarios " pars oda grupo de Nunca arnontone los materlales tela rte un pico. 2)WEB MEMBER PLANE-PLANO DE LOS MIEMBROS SECUNDARIOS 4 trusses. [J Place loads over as many trusses as possible. Q Coloque las cargas sobre tastes trusses corno sea posible,4110,.. ,- Diagonal VI Position loads over load bearing walls.LATERAL RESTRAINT web Members ��Q4T► BracingCMoguelastxlgassobrelasparedessoportantes• IWA. & DIAGONAL BRACING '�'' 39i4' T"wnr(xi °"°L ve,",:y„1,... ......-r„-......._.400,4..,•a ALTERATIONS—ALTERACIONES iAoinrmidarts ARE VERY IMPORTANT ,► � M ,..4.:111.160,..,4-- -7-. ` Refer to BCSb85 Summary Sheet-Tru .u-a .,..r- .a r,w ,•n t n . •r r.,r.,'sa iLA RESTRICCION %+�,\�e" ►Lice. '"�, Yea el resumes BCSI-Bs Daaos de Trusses.Modificanlones en la Obra v Errores de Instalacion w .� �� LATERAL Y E L �1'�\ � i �`re---- Do not cut,antes or drill anystructural member of a truss unless s ARRIOSTRE � ��1+Ia "� `� % specifically permitted by the a a Truss Design Drawing. DIAGONAL are,,,.....„. � 4 No corte,antero o especificamente en membro a to el sal de un truss, I .��tf�+ SON M U Y `���',."�` Bottom Chords a mends quo este espedfiramente permitido en el DibujO del �' DiserTo skit Truss. JT. 1 I M PO RTANTES! every 10truss DiagonalBraces m Trusses that have been overloaded during construction or altered without the Truss Manufacturer's ev10 prior approval may render the Truss Manufacturer's limited warranty null and void. Q 10'-15'max.Same spacing as spaces(20'max.) bottom chord Lateral Restraint Trusses clue se hal sobrecargado durante la constniWdn o han side alterados sin la autorizadcn Some chord and web members not previa del Febricante de Trusses, leden hater nulosin erecter la shown for darty. fat y ga2ntla Bmitada del Fabricante 3)BOTTOM CHORD-CUERDA INFERIOR de Trusses. Ca ***Contact the Component Manufacturer for more information Or consult a Professional Engines for assistance, `�=,► To view a norhprint ng PDF of this document,visit r wwsbcltdus,ry.comMi. • Lateral Restraints-2340 12'or � -.' NOTE:TM Truss Harxrfaase and mos Desrpne ray on the Presanptdn cost the Cmbad«and Dane tpesmr(Ir applicable)are greater lapped over two trusses. `"'`��T�`�� yrofeta eras with the cepeebty to undertake Me wax they neve agreee ado an any Pm{sopa r Ire mesa«wows In needs ` &saatan0e in some amen a the runs s00 n propel,it shoed seek alarms.eon a auryeter party.The meads and prottdna ''1�-1 �,Lt..�,r- maned en Was Moment ere/4erdad to ensure that me overall auarrutsoo tedwIOues enpbtd mg Put Pe blues into plate SAFELY.. Bottom ` at. `_� `�`4. - These recommendations ren Mndeq,emeang,restating and bradnp tome are sawn won the Nkm.e°materna of leadg �. �,' .e4'•.� �` pesanne in dvea with rases design,rat...Mahn and,nsw 0ason,An mat,6x to eon meat a respeaarlbes marvel,be presented chords ��..rr�.C��+�.�,+ '�.ya,` 0Ny m a OnSE tar ma by a weaned 6Mdq Opera«Cpnoaeee.itis not Intended tut Mese nsoomnrdetlea be interpreted a +�w��7a•'�- Mater► �i •-4'1�- aran«to me among Designersdesl5r speak/eon t«Padang,inmtxhg,restraining and twang trusses and a does not wedud me ��� ,an Or other awvealt methods for toaalnugloraorq and proving stao4M f«the wares,malas,floors,roofs and m the untreated .;.rsas�'i^ri 'Q .„,....%,,,,,....1.00... �-�\r, %':,r: atrucBal dYdmg mmppneas es detonated by the Ca snc oe Thin,arcs ed 171 roues*disclaim era nesponat ty for damages t)''"'``'.�,=. `_ sisah9 ran the en.,acWoaah.or reliance m the remnmedau«a and anamanorh moaned herd, ?�� � '+.`�� Diagonal Braces every . 10 truss spaces(20'max.) agr aL TRUSS PLATE INSTITUTE 10'-15' Some chord and web members 6300 Enterprise lane•Madsen,Wi 53119 218 N.Lee St,Ste.312•arpardlra,VA 22314 reuse. not shown for clarity. 608/2744wbnwww.tpost.org •ww .sndustry.com 703/683.1010•www.tpn .org eswaReaxwll 070124 HOJA RESUMEN DE LA GUTA DE BUENA PRACTICA PARA EL MANEJO INSTALACION RESTICCION Y ARRIOSTRE-DELIDS TRUSSES VANOS MAS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTE COMPLEJO.POR FAVOR,SIEMPRE CONSULTE A UN INGENIERO PROFESSIONAL Instalacion de Trusses & Restriccion/Arriostre Temporal FOR TRUSSES UP TO 2'-0"ON-CENTER AND 80'-0"IN LENGTH PARA TRUSSES HASTA 2 PIES EN CENTRO Y HASTA 80 PIES DE LONGITUDk ,-.\ . 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. p DANGER!Disregarding handling,installing,restraining and bracing safety I recommendations is the major cause of truss erection/installation accidents. I z AIN"Ifirvin‘11- El no seguir las recomendaciones de manejo,instalacion,restriccion y arriostre es la causa - principal de los accidentes durante la ereccion/instalacion de trusses. +�L'*,•-e" r. NOTICE Lateral restraint is NOT adequate without diagonal bracing. Diagonal -._,,_; -.,4 ...,T,,,r . La Restriccion Lateral NO es adecuada sin el Arriostre Diagonal. bracing - ,-;,7:7;',-4--1,;---=.z;;;,• 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 �� ��►`— n.,ua sho,.n In green. left)of TCTLR based on truss span from the table in Step 2 on page 2. �/ ` .,,ah.--..... . mu:es mosrrddo Diagonal bracing _P..--.4. -= •�'� en venie. • Ground bracing not shown for clarity. shownAnlest e fed. �y._I'_ �-{� '_'_ Anedw diagonal es �Ve•_ • Apply diagonal bracing or structural sheathing immediately.For spans °s`�d0enij' �� _�_4 over 60'applying structural sheathingimmediatelyis the preferred � _� �=.����` .,���.'`' ������ method. ,!�%�" ` .' �'�'�-`1�'► El dibujo a la izquierda muestra el espaciamiento maximo en el centro .++mss. .7� "' .�v�=.`�" w4,,.•'1-' (yea*a la izquierda)del TCTLR basado en los tramos de trusses de la ,..........04 "r�����.".. 1��`'N►�`;+�' *,e'`+ table en el Paso 2 en la pagina 2. o.q '� r • No se muestra el arriostre de tierra para claridad. ,s,�: woo wru6o, ' Aplique inmediatamente el Arriostre Diagonal o el Entablado ,0'7p as. op Chord TendererEstructural(structural sheathing).Para tramos más de 60 pies el Lateral Restraint metodo preferido es entablarlos inmediatamente. CHECK THESE ITEMS BEFORE STARTING ERECTION/INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA ERECCION/INSTALACION Y CORRIJALOS CUANDO ES NECESARIO [l 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. El Bearing supports(e.g.,walls,columns,headers,beams,etc.)are accurately 2 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 Ia elevation correcta. arriostrados apropiadamente. 0 Jobsite is clean and neat,and free of obstructions. Et Hangers,tie-downs,restraint and bracing materials are on site and La obra esti limpia,ordenada y sin obstrucciones. accessible. Los colgadores(hangers),soportes de anclaje(tie-downs)y materiales 2 Ground bracing procedure for first truss is based on site de restriction y arriostre estan accesibles en Ia obra. and building configuration. © Erection/installation crew is aware of installation plan and lateral El procedimiento de Arriostre de Tierra para el primer restraint/diagonal bracing requirements. truss es basado en el terreno y la configuration del El personal de ereccion/instalacion es consciente del plan de instalacion edificio. y los requisitos de restriction/arriostre. :.," r�,a,' If ground level is too far 2 Multi-ply trusses,including girders,are correctly fastened together prior to from truss for exterior lifting into place. ground bracing,use Los trusses de varias capas,incluyendo travesan"os,son fijados juntos cor- i '' interior ground bracing. rectamente antes de levantarlos en Lugar. Ill' 1 Si el nivel del terreno es 10 Any truss damage is reported to truss manufacturer.Refer to BCSI-B5." '1demasiado lejos para Do not install damaged trusses unless instructed to do so by the building i I, i user Arriostre de Tierra designer,truss designer or truss manufacturer. Exterior exterior use Arriostre Algun dan"o a los trusses ha sido reportado al fabricante de trusses. yea el de Tierra interior. resumen BCSI-B5."'No instale trusses danados a menos que se dijeren el diseiiador del edificio,el disen"ador del truss o el fabricante del truss. B2Temp 090902 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 Fest truss(or gable Fast truss !•, end lame)of braced d braced `/ I! grap of busses Asacfi ground / p rywof trusses 2a-bracing(or and lacks in a Iv set application) brace vertical ( \ to end will by ' t�'E.. . _ \- 'I v,(-/ N l 00 dbrace a �iitIbTO/ICZZ: r l - / � rMkilMme Der3 • to vnpli 11 r ,• _.�,1� �... _\ �gkdte truss In Np �� /jw�r�iIF "$ •� 1 /' `r ! `Grand — aPPileabon) 1 En xaI .1 ; diaganil ,r;' ` 1 T aeons ��Grand / brace iiililril Y .}+� r ;4' fropery braced wBaprven , % Grand > " elute disponi'ad floor qk� .. Second eon )1 literal ..= t r zp€ ��buboes*prp ,� ••1 r .'°'.11 Rcdzontil be member abaonedtode. l ;I... P. floor Nor.Second boor system '` End Aapona'. First lloor� VW slave adequate capacity to ,bra, 'J support laces tom grand braces EXTERIOR GROUND BRACING ;In 2WTEtkI011 GROUND BRACING`•`:'"' .... n .. ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR 2• Determine the locations for TCTLR and Ground Braces Determine las ubicaciones para TCTLR y los Arriostres de Tierra TCTLR,typ. Maximum Top Chord Temporary Lateral Restraint Spacing•' , 2 Use truss span to determine spac- iOr ng 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 , nar el espaciamiento para restriction 30'-45' 8'on-center maximum lateral temporal de la cuerda supe- 45'-60' 6'on-center maximum % hh 1101 dor(TCTLR)enlatablaaladerecha. 60'-80'* 4'on-center maximum �``r`lr,,\ 'Consult a registered design professional for trusses longer than 60'. \ ••For trusses spaced greater than 2 o.e.,see also BCSI•B10. • w=Pitch break • Under B' Over B(add aTCTLR) TCTLR • lik • . a11122111111M11111E311111f@311l7111I 10^or greater 111111_ Truss attachment r11.4 Truss S'" required at support(sjil 0 Locate a ground brace vertical at each Q Locate additional TCTLR at each pitch TCTLR location. break. El 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 mors. 3 Set First Truss and Fasten Securely to Ground Braces ■ Coloque el Primer Truss y Fijelo Seguramente a los Arriostres de Tierra Q 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 Ejelo seguramente a las verticales de arriostre de tierra y a la pared,o como se dirige el disefiador del edificio. Ejemplos del primer truss instalado incluyen: TCTLR TCTLR locations,typ• locations,typ. TCTLR eftall^ locations,typ• '1r„irg„ili.— 44 ����� 4,1lFl1mi4ir.0,„i/,,*4,,IANlpI g.pi4o..,i i-,o:.'l.-.r•,'',,,,--_-._;;,..,-- ...-frr-i..i,k.4.0 * '•_ - per;-'`' ,ii'i EXTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR - .-:-.• 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 5 con TCTLR en Linea con los Arriostres de Tierra El Attach trusses securely at all bearings,shimming bearings as necessary.Examples of first five trusses set include: Sujete seguramente los trusses a todos los soportes,rellenar solidamente los soportes como sea necesario. Ejemplos de los primeros cinco trusses colocados incluyen: See options below See options below See options below fiti,i • > \N .\\ -tea ; ". � �`' - 414%4.� 'N. ����• /�'���. Artfttj ' —"r-411W4V., � MERIOR GROUND BRACING ARRIOSIRE DE TIERRA EXTERIOR NOTICE The following three(3)Short Member Temporary Lateral Restraint options require that the diagonal bracing be installed continuously. Las siguientes tres opciones para instalar la Restriccion Lateral Temporal de los Miembros Cortos requieren que el arriostre diagonal esta instalado continuamente. Option 1 Option 2 Option 3 Short member temporary lateral restraint installed on Short member temporary lateral restraint installed Proprietary metal restraint products* top of trusses between trusses Opcidn 3 Opcion 1 Opcldn 2 Productos de metal para restriccion patentados* Restriccidn lateral temporal de los miembros cortos Restriccidn lateral temporal de los miembros cortos *These products are specifically instalados encima de trusses instalados entre trusses designed to provide lateral zz"+ 11/2"minimum �_ Use 2-16d deformed shank restraint and are not just for -4---► end distance nails minimum at each 221/2" I I restraint-to-truss connection. spacing.See manufacturer's /1/2 pulgadas �► specifications. distancia de Use como minim°2-16d 221/2" extrema minima 221/2' clavos largos(shank nails)en *Estos productos son disenados Do not split cada conexi6n de restricci6n- especificamente pat proveer mot uses. a-t restriccion lateral y no son 2 nails at every connection No use miembros solamente para espaciamiento. 2 clavos en rajados. yea las especificaciones del ik cada conexidn fabricante. Alt 4 22v�"�'4 !. !j22'h" �' Do not use split i members. 22/a" 1111111111 \ No use / miembros . 2 rajados. 1 A CAUTION!Each truss must be attached securely at each bearing and all TCTLR installed before removing the hoisting supports. Cada truss tiene que ser sujetado seguramente en cada soporte y todas las TCTLR instaladas antes de guitar los soportes de levantac LATERAL RESTRAINT/BRACING MATERIAL AND CONNECTIONS CONNEXIONES Y MATERIALES DE RESTRICCION/ARRIOSTRE LATERAL El 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 tamano del material de restriccion lateral y arriostre debe ser por lo menos 2x4 madera graduada por esfuerzo o restriccion/arriostre de metal patentado aprobado,a menos que especifique el disen"ador del edificio. © 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 minim°de 2 clavos(ver los tamanos minimos mostrados abajo)except°para las restricciones de miembros cortos mostrados en el lOd(0.128x3") Paso 4,Opcion 2(yea arriba),cuales requieren 2-16d clavos con largos des- formados(Ej. Largos de anillos o tomillos). 12d(0.128x3.25") III? I• El Drive nails flush,or use double-headed nails for easiest removal. 16d(0.131X3.5") t Clave los clavos a!raso,o use clavos de dos cabezas para quitarlos más facilmente. 1 S• Install Top Chord Diagonal Bracing ` ■ Instale el Arriostre Diagonal de la Cuerda Superior © 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 induyen: . See Short Member See Shat Member Tenporary Lateral Temporary Lateral Restraint deal Restraint Mal ._. -j�j egeens page 3. See Snort Member .�/� ` optbns paP 3 ,; Tenporary latarel "'"r la \ -/, ,—.. J�±:��_. Restraint detail if4441 �'��► ,,,_..,,,.4.4....,44 t `' options page 3. lr d 1,1 EXTERIOR GROUND INTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR �BRACING —Milk.'ARRIOSTRE DE TIERRA INTERIOR .._ ....An' .4 Or start applying structural sheathing.Example of -.1,1111111114 1111 • 0 structural sheathing installed on first five trusses. tO empiece en aplicar el entab/ado estructural.Ejemplo ,�� it,„,.. de entablado estructural instalado en los primeros i1� cinco trusses. / `\► AAA 6• Install Web Member Diagonal Bracing Instale el Arriostre Diagonal de Miembros Secundarios 2 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 indinen o caigan como dominos. 2 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 Etas de restriction lateral de la cuerda inferior.Arriostre 'r� 4r�¶', Web members N��; diagonal para los miembros secundarios liens que extender de la i;.r•,..�� cuerda superior a/a cuerda inferior.Repita a los intervalos mostrados 106-44"%sk.- � " rr.� "��en la Figura a la derecha. ���.14; ""par 1w. �_igt_ NOTICE The requirements for web member permanent individual truss '�4 \��"rrr "��s �%te�_'�'r►_„ �,•� �""r, erg' member restraint are specified on the truss design drawing(TDD). .,��r��\�at."�=�.. - Refer to BCSI-B3 for more information."' ��`.reg`;;e"t:r`l" "e� �� Los requisites para/a restriction permanents de miembros individua/es .4 .ms ee.'°z'2'`i'<...a/ `1� `! �r r.; . � � Bottom chords de truss para miembros secundarius son especificados en e/dibujo del ~`44 A.."....---..1 %....... ..• 4. diseno de truss. Vea el resumen BCSI-B3 para mos information."' '� Diagonal braces every 10 truss spaces(20'max.) 10.15'max.Same spacing Note:Some chord and web members as bottom chord lateral restraint not shown for clarity. �„r�.r. ,n.' 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. -..1=4 Los trusses de Lana sola pendlente,trusses planes y profundus y otros tipos de trusses con extre `lJ...., mos profundus tambien requieren restriction 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 SPAIIS OVER 60' MAY REQUIRE COMPLEX PERMANENT BRACING. PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER AWARNING!Disregarding Permanent Restraint/Bracing is a major cause of truss field perfor. El The TDD provides information on the assumed support for the bottom chord. mance problems and has been known to lead to rod or floor systems collapse. El TOD p:ovee informaad,sabre el soporte supuesto para!a cuerda inferior. iADVERTENCLA!Descuidar el Ansostre/Restricach Permanente es one cause principal deEl prcblemas de rendimrento del truss en compo y Iaabia cmoodo a!fewr al demrmbani entodel Install bottom chord permanent Lateral Restraint at the spacing indicated on the TDD S#te/rW del terhOgprsQ and/or by the Building Designer with a maximum of 10'on center. • A Kf..it Xbzkli Spans over 60'may require complex permanent bracing.Please always consult a Instate Restriction Lateral permanence de la cuerda inferior al espaciamiento Registered Design Professional. indicado en el TDD y/o por el Disenador del Edificro con un maxima de 10 pies en el IC.411Y3kut:I Tramos sabre 60 pies pueden requerir arrrastre permanente compel..For lava, centro. s npre consulte a un P rofesronal Regrstrado de O:seno. RESTRAINT/BRACING MATERIALS&FASTENERS Diagonal � �`�' MATERIALES Y CIERRES DE RESTRICCION/ARRIOSTRE Bradng •'� �=` �_i` El Common restrarntlbraong rnatena's include wood structural panels,gypsum board sheathing, Bator Crords r . �````` �`. stress-graded lumber,proprietary metal products,and metal purkrls and straps. �`��� Q Maturates camunes de arriostrar/restringir mcluyen paneles estructurales de madera,encabado :`1 4.,!.....1%,....... de yeso made,,gtsdaiada per esfuerza,p ndrxtos de metal patentaCos y vgas de soporte f e.,.._— "" 4",�;!,4r tires de metal � +��„.. . . NINIfdUNATTACNIEIRNEq/REAEMTft'OWWMBERRESIRMITiBRgpNO" �e.�4aa�-�+-���` LatE2lRestrairrt27t4t17 Lambe Sae Mnimum Rail Sae Minimum Number of 510'0' �r X14' 510'..,.., or greater lapped over Hails per Connection two trusses 10' ..-- 2,4 " 2x3 Wessyradee ISO(0.128s3'1 Altai -.- $10' /Salt chord and web members not 120 6(0(01314 5') - I1I i1, -agti shownto r clarity. i6d(0 1314 5') 1 2x6 Sressga0e0 100(0.1260) [1111 I INV Lateral Restraint and Diagonal Bracing used to brace the Bottom Chord Plane. 120(0.128425') _ 3. PERMANENT BRACING FOR THE WEB MEMBER PLANE 16d(0.1314.5') 3. ARRIOSTRE PERMANENTE PARA El.PLANO DEL MIEMBRO SECUNDARIO Other uratrail reRmanrescloy bespeaseaiytoet, Designs is B0,0..30.70 Web MemberPermanentBracingcollectsandtransfersbucklingrestraintforcesand/or lateral 1ta five aid audrment a ter_ag mimes such a wood Amami peeels.grpusn wad dnr.ans.d loads from wind and seismic forces.The same bracing can often be used for both functions. tr WiIna y metal restiOnibraco;prmeds,and metal poles and sure me remade d try me tutu DIN)it, Amostre Permanente de los Miembros Secundanos reeogen y man fuerzas de restricci bus de PERMANENT BRACING FOR THE VARIOUS PLANES OF A TRUSS facer y/o cargas laterales de vrento y fuerzas sismrcas.A menudo el memo amostre puede ser usado para ambos Penance. ARRIOSTRE PERMANENTE PARA VARIOS PLANOS DE UN TRUSS ice snort Individual Web Member Permanent Restraint&Bracing Q Permanent Bracing is important because 0, d Rale Reshtccidn yArriostre Permanente de Mlembros Secundarfos Indlvlduales a)prevents out-of-plane buckling of truss r t;t+;` El Check the TOO to determine wh,ch web members(if any)require restrant to resist bcckding. members, woo 1.Ls_ Revrsa el TOO para determrnar cuales miembree secundanos(sr atgunos)regsieren restricoos bhelps maintain proper truss spacing,and PMD°' - ,"":+A,,.•`;``� para ressb'r el tater. c)resists and transfers lateral loads from �� ♦, `. wind and seismic forces. ` -.a . 4+ \�� 0 Restrain and brace with, CM.M41110210, , El armoire Permanente es rmportante 4 Ater `.,c \_ A.Continuous Lateral Restraint&Diagonal Bracing,a no:aseremy. plaque, ` ''.•.• \`� B.Individual Member Web Reinforcement. �.� . ', nwazaaxara� a)impide el Lacer fuera-de-plano de los \� Restnnla y arriostre con, miembras del truss, .N A Restnaidn Lateral Continua y Arriostre Diagonal,o A b)ayuda en mancener espacramaento -...........s... `qi R Refuerzo de Mrembros Secundarros Indrwduales. aproteypaado los tra s,y , `�/�*` lip c)apropiyodealas ce slateralesde eaten Cerra A.Continuous Lateral Restraint(CLR) vrento y fuerzas senncasapkadas al a &Diagonal Bracing �� sistema del truss. ., Strucearet A.Restrrccion Lateral Continua(CLR)y Arriostre e t\ �,,`: Shaming an Diagonal El Trusses require Permanent Bracing _rte 1,� '), Roamed within ALL of the following planes: �f ` !,,,,,,,1,,:,..,,,,r,:.--, �'— uric Cl Attach the CLR at the locations shown on the TDD. 1.Top Chord Plane .✓` �,,,fid \Fr "f Sulete el CLR en las ubicacisnes mostrados en el TDD. /`�� 2.Bottom Chord Plane 1K, ti , El Install the Diagonal Bracing at approsmately 455 to the CLR and position so that d crosses the 3.Web Member Wane (� web in dose proximity to the CLR.Attach the Diagonal Brace as close to the Top and Bottom Trusses requieren Arriostre Permanents164-1.,:::,.."-.., �` Chords as possible and to each web it crosses.Repeat every 20'or less. dentro de TODOS los s gurentes pianos: �, Instate el Amo Ire Diagonal a apraxrmadamente 45 gra dos a)CLR y to cdsque para que cruse 1.Plano dela Cuerda Supers `. la cuerda nruy seta del CMR Striate el Armostre Diagonal coma cercano a las cuerdas inferior y 2.Plano tk W Cuerda Inferior supero comb sea pcs,ble y a cede cuerda que to cru.a.Repko cads 20 photo monos. 3.Plano del Miembro Secundario Ail:I:front Without Permanent Bracing the truss,or a porton of its members,will buckle(i.e., EXAMPLES OF DIAGONAL BRACING WITH CONTINUOUS o'er fad)at loads far less than design. LATERAL RESTRAINTa X U/ t Sin el Amcetre Permanente,del truss,o un parte de Ws miembras,tarcerdn(e1. conSwas �e�� Permanent Contas;r falardn,l de taigas muchas memos que las cargos qua e truss es drseliado a/revise. AMM R 1 acral Re:cant _��•, Lateral Restraint _ 1. PERMANENT BRACING FOR THE TOP CHORD PLANE �� ' pugoaititik. ice, •/► L ARRIOSTRE PERMANENTS PARA EL PLANO DE LA CUERDA SUPERIOR P ` Braun • `fit e Use plywood,oriented strand board(OSB), wives a ♦ '�, �� or wood or metal structural pudins that are ,awie:f r�- - ,�' _\�1 ► : •� properly braced OW t� it Use to ntrachapado,panel de fibres orrentadas ,►+►-��- „.411. �`� (OSB),o vlgas de soporte de madera o metal 1`1 L s ZO' • hue son arrioetradce apropadamente. `/► 1 El The Truss Design Drawing(TDD)providesli -�� tote Some chord and web members f GroupoI3Trusses not shown forClarty. information on the assumed support for the top N�` chord. ,. . El Dibup del Disedo de Truss(TDD)provee Structural nformacx3rm sabre el sopa-to supe esto para la Duro.ori.x oiaand in or IV Ce«d Plana at Monk „/ , a Sheathing ispx:ikd by Me Nal”Devgm ' ,♦` Diagonal >ed5` cuerda supertax -01. •I ` Bee 0 Fastener size and spacing requirements and grade for - \`e��� ,//� ` . the sheathing,purleas and bracing are provided in the ,,sAlli_a�416-�� �/` ' R� Dagaal lateral building code ardor by the Budding Designer. .....t."-.71:-...;e i� ` �! �_� ��� Bwi:� Restrain. tame/To de cievre y requisrtos de espacianriento y �,'�e �e ���'re' s .....,...,- El e grado pats el emtabado,urges de soporte y amostre •• '+i �ht C son prov stos en el cddgo del edificio y/o par elOrsehe- �� / Lateral Restraint NV da de!Edlioo. - - .Dimity Group of 2 Trusses studied 2. PERMANENT BRACING FOR THE BOTTOM > nodw❑ Lateral Restraint&Diagonal Bracing can also be used w45 CHORD PLANE refine with small groups of trusses(i.e.,three or less).Attach 2• . ARRIOSTRE PERMANENTS PARA EL PLANO DE LA CUERDA INFERIOR the Lateral Restraint&Diagonal Brace to each web '--1 El Use rows of continuous Lateral Restraint with Diagonal Bracing,gypsum board sheathing or rigid member that they cross. ceding. Restricadn Lateral y Amostre Diagonal tambien puede ser usado con grupos pequenos de Use Nes de Restricdht Lateral Continua con Arriostre Diagonal,entablado de yeso o trusses(e).tees o mens)Su)ete la Restricadn Lateral y el Arriostre Diagonal a nada miembra techo rigida secundario que los Duran. RESTRICCION I ARRIOSTRE PERMANENTE DE LAS CUERDAS Y LOS MIEMBROS SECUNDARIOS TRAMOS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTS 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 ENGINEER ALWAYS DIAGONALLY BRACE THE CONTINUOUS LATERAL RESTRAINT! iSIEMPRE ARRIOSTRE LA RESTRICCION LATERAL CONTINUA DIAGONALMENTEI Gable End Frames and Sloped Bottom Chords B.Individual Web Member Reinforcement Armazones Hastlales YQrerdaslnferiores Pendlentes B.Refue,zo de M/embros Se cundarios Individuates El The Gable End Frame should always match the profile of the adjacent trusses to permit instal- T-,L-,Scab,I-,U-Re rtforcenent,proprietary metal reinforcement and stacked web products provide an lation of proper Bottom Chord Plane restraint&bracing unless special bracing is designed to akemative for resisting web budding. support the end wall. Ti,,L-,castra,1-,U,Refuerzo,refuerzo de metal parentando y producros de miembros secundarios EI Armazdn Hostel siempre debe encajar el peal!de los trusses contiguous pars permibr la rnsta- amonto tados proveen una aitemativa para ressts'el forcer de los miembros secundanos. ladder de reStriaitin y arriastre aprtyiadd de la Cuerda Inferior a messes que arriostre especial m_ Y disefiado para scportar la pared de extrema 1 II 01. 1 0atraa '� I nap _ ti�+ � '° .-.04 111 Medal added 741.14°"'"nflab Rei fwoanrt d Pls ct ww Eaan ee drAn s N:and wd • III moo..nv a srissascab End font) 111111 �The / . f - The following table may be used unless more specific information is provided. El �% La siguiente Labia puede ser usada a memos que infomraodn mos especlhca este provista. 0 G+W!I:tc.i n Using a flat Bottom Chord Gable End Frame with adjacent Trusses that have sloped Button 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 wap bracing design considerations are required IN the Building Designer if the Gable End Frame profile does not match the adjacent Trusses Sia Type a Sue el We Holm. Mdarun &,JYFktd El use de un Amazon Hastial de la Cuerda Inferior con Trusses contiguos cuales spec`Ed Tri Rdelaeerx8r ir tl %t m Web L1 Si Web Connection or Wee tienen Cueerdas lnferiGres pendientes es pr hibdo per a unos cdd de edifttios moue ar- Bebb t°"'t ReelN timed Redidixterires to Web ndstre atkaado de esta condition es teal y a veeces imposible.C sderacrmes especiales de *It T L Bceb I derer'lo para el atticstre de la pared de extremo son requeridos por el Diseiiador del Edficio si el 2t4 2u4 2x4 2,4 90%d web or perfil del Amazon Hastial no hate juego con los Trusses cdntguos. 1 Rua an we zxe we asno videsta set 100 Ow IS1X PERMANENT BRACING FOR SPECIAL CONDITIONS 2:r2aA 23.8 as eed„En a 8'(150 nrn)ol cued rWnye 07131x3.51 244 — — _ 5-2o4 beear Ton Cl sub mom*N, ®51150 mm) ARRIOSTRE PERMANENTE PARA CONDICIONES ESPECIA LES 2Ross 2s8 ._ ._ -_ 2-a9 wcbmelba 'lieu on tern SwayBracing—Arnostrede'Sway' Zxa — — — 2.21® 0 "Sway"bracing 6 installed at the discretion of 4., V:arum elo.a).web aro y is(e3m,; the Building Designer to help stabilize the truss system �•-..��0a,, t Ta Scab Rdfonxaee:use truss e110d Do,ie p.120&)el 1/(150 Wion-cctr s eke*crime-cur 0 r,�. and minimize the lateral movement due to wind and >� a seismic loads. }>a a. PENA\EiTLATEFX ORAATAV)DIAODY+L Arivstrs de"Stab "esti msfalado la aescrecian del tt � WEB .J.1 Y Pio SRICNRESEREDI i e j Disenador del Edhpo pars ayudar en estabilizar el sisterly / • ..Rs.•en«`„c. "•`" "` I : ' '��' 1 r de trusses y para minimizer el mannr enro lateral debido a I 1t •�• `�� i .,�" t i f cargos de vrento y cargos srsmicas i see.. 1 w 1, �:Fx•'o.'. i ue I, El Sway bracing installed continuously across the building also - / t`` -' I q C r estrer �V A V 1 e i serves to distribute gravity loads between trusses of varying 44,4111.K1.1..... —.`_-` , I. stiffness. RESMCCO1'LAM TEYARIOSTPE !1# ^ �.'- ,_,, .. •�r - l' r Ai i„tre de"Sia y'que es nstalada contlrtuadamente al t avEs del ediRc o tamLyen es usado DIAGOAiY ES REQUNDO r man DE Kamm°sK1RDADIO awe pain distnburr las cargas de gravedad entre trusses de rigdez vanando. Permanent Restraint/Bracing for the Top Chord in a Piggyback Assembly El Some Truss Manufacturers mark the locations of the web Lateral Restraint or reinforcement on Ressirlccldn/Aniostre Permanente para la Cuerda Superior en un Ensamblaje de m the truss using tags similar to those above. Piggyback Algunos Fabricantes de Trusses mar;an en ti buss las ubicaciones de refueao o Restnccidd El Provide restraint and bracing by: Repent Daynnnl Lateral de miembros secunearos con ehquetas smilares a las arriba. •using rows of 1x2 stress-graded lumber &acing at 10' Web Member Plane Permanent Building Stability Bracing to Transfer Wind&Seismic Forces CLR and Diagonal Bracing,or as speteryti a less. •connecting the CLR into the roof as sgd0d Ji Arriostre de Estabilidad Permanente del Ediflcio del Plano de Mievnbros Secundarius pare ti(R,� CLR at diaphragm,or 4 Derglazar Fuersas de Viento y Fuerzas Sismicas •adding Structural Sheathing or Bracing at-�rl�f ia`�ka, spacing Elified The web member restraint or reinforcement specified on a TDD is required to resist buckling Frames,or ^'moi on the under vertical loads.Additional restraint and bracing is typically required to transfer lateral loads •scene other equivalent means. a Tries Design due to wend and/or seismic forces.This restraint and bracing is typicaly provided by the Building Provee restrrccron y arrrostre pct / .-, Drawing Designer. •w.,ando Nos de 1x2 CLR madcra grad a, ' La restriction o refuerzo de miembros secundarius espec'hcada en on TOD es requerido a resistir uada por esfuersa y Am'osbe Diagonal,o 4,1 I el torcer bap cargas verticals.Restriction y arriastre adiooral es req tipicamente para •conectando el CLR al d afragnla del �dy j pasar cargas laterales debdas a fuerzas de yienta y/o fuerzas sismicas.Este restriction y arvntre edro,o h•*..,. : ' es tipicamente provesto pore el Diseiadcr del Edfida •anadiendo Entablado&textural o Arm zanea de Arrricetre,o •ayunos ohms mftodos equlvalentes. (I‘ Diagonal Brace to roof Daplsagn,askingQ Refer to the TDD for the maximum assumed spacing for attaching the lateral Restraint to the top A � Sable End® V chord of the supporting truss. r4 \/ ��� name Reftere al TOD para el espacemiento maxima supuGuo para sujetar la Restnecion Lateral a!a Roof tuerda superior del truss soporrante. Cap ' BDiakna agrriEl The TDD provides the assumed thickness fi"Iab .0/Trusses l of the restraint and minimum oonnectron i r Nae.byteed`'--� Ron:mli requirements between the cap and the i'�'a�►1� CLR hotel Topp moa■ .._ E.Fentrrc vnerit supporting truss or restraint. .lou su�>. requiredf tx idm*tsn -_._ _' fl TOO provee e!grclsorsupuesto de to d Bracing Frame or 1 restriction y los requisitos de cmex,dn Structural Sheath Some Truss Designers provide ing is instated Wont Cr d my tntu entre fa caps y ci truss sopertanre Rirdemtinertty qgeneral o is ratricoin. � TN^M' design tables and details to assist the Build- to yu Ream BrSlri Frame mg Designer in determining the Bracing ��or Structural Gaeli m4Isi permanent Diagonal Dating Shaalhi required to transfer lateral loads due to lecke n ane bill Bottom Cnad permanent ng wind and/or seismic forces from the Gable CIA or as specineo by me Building Desger. a+f re S silts ng End Frame into the roof and/or ceiling a416ia�'es� ••�Tru55e5 diaphragm. x •s_ ,-.3(r Algins Disenedores de Trusses pmveen •3a�all;o" a�wR►�ti.,,•";"" tablas y detailes de disero generates pain asesSr el Disenador del Ednccio en determiner e/Ar- ..........„......,,,,,,,„1„.4•► ,•""� riostre requerido para pasar cargas laterals debidas a fuerzas de viento y/o fuerzas siemicas del b.�����. Armazdn Hastial al drafragma del tecno. To view a non panting PDF of this docment,visit www.sbcindustry.com/b3. Para ver un POP de este doc mment°que nose puede imprnrrr,vista tosser sbcdulustry.cam/b3. fill ..41 n iii , NAM,,.:,� TRUSS PLATE INSTITUTE 6300 Enterprise lane•Hodson,WI 53719 218 N.Lee St.,Ste.312•Henardria,VA 22314 608.274-4849•w.•w..bu dentry.ccm 703,683.1010•wrwr.lpvst erg RESTRICCION i ARRIOSTRE PERMANENTE DE LAS CUERDAS Y LOS MIEMBROS SECUNDARIOS TRAMOS MAS DE 60 PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTS COii1PLEJO.POR FAVOR.SIEMPRE CONSULTS A UN PROFESIONAL DE DISENO REGISTRADO