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102 AQUATIC DR -FLOOR TRUSSES (BLDG 1, 2, & 3) Ridgway Roof Truss Company (Trusses and Prefabricated Building Components) Mailing: P.O. Box 1309— Gainesville, Florida 32602 Physical: 235 SW 11th Place— Gainesville, Florida 32601 Telephone:(352) 376-4436 Email:Sales@RidgwayTruss.com FAX:(352) 371-3316 www.RidgwayTruss.com WARNING THESE TRUSSES MUST BE HANDLED AND ERECTED ACCORDING TO BCSI SUMMARY SHEETS http://www.sbcindustry.docs/06_bcsi_booklet_final.pdf SEE TABLE OF CONTENTS SEALED DESIGN MANUAL o, PROJECT NAME: Aquatic Townhome Bldg 1,2, or 3 JOB NUMBER: 16-0513 CONTRACTOR: TRIBRIDGE RESIDENTIAL CONSTRUCTION DATE: 10-17-16 az REVISIONS: COMMENTS: I Ej. '-,41 1 • -- . Nuito 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: 160513- MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Ta a, FL 33610-4115 Customer Info: TRIBRIDGE RESIDENTIAL CONSTRUCTION Project Name: Aquatic i ownhomesmodel: Bldg 1,2, or 3- 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: N/A Wind Speed: N/A mph Roof Load: N/A psf Floor Load: 65.0 psf This package includes 36 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 T9676312 BP1 10/15/163 T9676334 F12 10/15/16 2 T9676313 BP2 10/15/164 T9676335 F13 10/15/16 3 T9676314 BP3 10/15/115 T9676336 F14 10/15/16 5 T9676316 BP5 10/15/1 7 T9676338 F15 10/15/16 6 T9676317 BP6 10/15/168 T9676339 F16 10/15/16 7 T9676318 BP7 10/15/169 T9676340 F17 10/15/16 8 T9676319 F1 10/15/180 T9676341 F18 10/15/16 9 T9676320 F1A 10/15/101 T9676342 F19 10/15/16 10 19676321 F2 10/15/102 T9676343 F20 10/15/16 11 T9676322 F3 10/15/183 T9676344 F21 10/15/16 12 T9676323 F3A 10/15/184 T9676345 F22 10/15/16 13 T9676324 F4 10/15/185 T9676346 F23 10/15/16 14 T9676325 F4A 10/15/106 T9676347 F24 10/15/16 15 T9676326 F5 10/15/16 16 T9676327 F6 10/15/16 17 T9676328 F7 10/15/16 18 T9676329 F8 10/15/16 19 T9676330 F9 10/15/16 20 T9676331 F10 10/15/16 21 T9676332 F11 10/15/16 22 T9676333 F11A 10/15/16 ,lota1111!!/44 The truss drawing(s)referenced above have been prepared by MiTek ,*ti 0,1AS.¢: 1i�i,,,.� USA, Inc. under my direct supervision based on the parameters * ,�x'+•,..cb E iv, ,:f•e,�r• ,�� provided by Ridgway Roof Trusses. No 39380 • ` Truss Design Engineers Name: Albani, Thomas My license renewal date for the state of Florida is February 28,2017. - • • �`�` .Q r. IMPORTANT NOTE:The seal on these truss component designs is a certification p' ST• .E OF • 14 that the engineer named is licensed in the jurisdiction(s)identified and that the ✓0� ..` / ti Ii"..:-�'Z designs comply with ANSI/TPI 1. These designs are based upon parameters 1. '' •., 0 R, ''.„..0:•••%44,.• `` •'' shown(e.g.,loads,supports,dimensions,shapes and design codes),which were i� � t given to MiTek. Any project specific information included is for MiTek's customers I/ //ON AL 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 Thomas A.AlbentPE KOC. parameters or the designs for any particular building. Before use,the building designer Wok OSA,Inc,R.Cart 8634 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 1 of 1 I 1 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/does/06_bcsi_booklet_final.pdf 6.Standard Chord and Web Repairs 7.Examples of Permanent Web Bracing ROBBINS ENG . GENERAL NOTES & SYMBOLS PLATE LOCATION PLATE SIZE LATERAL BRACING —•-1 F..— 108 Center plates on joints 6.3 X 8.8 The first dimension is the 1x4 continuous lateral bracing Milunless otherwise noted in width measured perpen- attached with(2)8d nails each plate list or on drawing. dicular to slots. The second member where indicated or 2x4 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-16ths(i.e.108). web with 12d nails spaced 8"o.c. "'1"or"L"brace must be extended at least 90%of web length. PLATE ORIENTATION DIMENSIONS BEARING When shown,indicates1-• 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 VIII0 bear on multiple supports, connector plate. 6-08-08). Dimensions less � interior bearing locations 708 than one foot are shown in �� should be marked on the IN-SX only(i.e.708). truss. Interior support or L. 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 othen'ise noted, moisture content of lumber shall and erection. Top and bottom chords shall be not exceed 19%at time of fabrication and these adequately braced in the absence of sheathing or rigid designs are not applicable for use with fire retardant ceiling,respectively It is the responsibility of others lumber. This design was prepared in accordance with to ascertain that the design loads utilized on this "National Design Specifications for Stress-Grade drawing meet or exceed the actual dead loads Lumber and Its Fastenings" (AFPA), "Design imposed by the structure and the live loads imposed Specifications for Light Metal Plate Connected Wood by the local building code or historical climatic records. Trusses" (TPI),and HUD Design Criteria for FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF BUILDING DESIGNER TO REVIEW THIS DRWG.&VERIFY THAT DATA INCLUDING DIM.& LOADS CONFORM TO ARCH. PLAN/SPECS& FAB.TRUSS LAYOUTS. Reo3üns CORPORATE HEADQUARTERS P.O. Box 280055 61444'44-k �,,�, Tampa, FL 33682-0055 800-282-1299 • Fax:813-971-6117 1 , .z . ivy Wood of America W059,7modDr., Ste. 14 •Council Madison,WI 53711-4125 608/274-3329(fax) Standard Responsibilities in the Design Process Involving Metal Plate • Connected Wood Trusses 1 WTCA 1 -1995 • 0 0 Developed by the WTCA Engineering Review Committee in cooperation with the Truss Plate Institute The Wood Truss Council of America publishes standard practice materials prepared and edited by knowledgeable authors from the construction industry to give as much assistance as possible to owners,architects,engineers,contractors,building • officials, and others involved in the metal plate connected wood truss industry.The competence of the authors ensures accurate and authoritative information in regard to the subject matter covered, but, of course, neither the Wood Truss Council of America, nor the authors make either express or implied warranties in regard to the use of the materials. 1.0 SCOPEAND DEFINITIONS 1.1 This standard defines the design responsibilities of the bracing, anchorage, connections and field individuals and organizations involved in the preparation, assembly. The term "Contractor"shall include submittal, review and approval of each Truss Design those subcontractors who have a direct contract Drawing and Truss Placement Plan associated with the with the Contractor to perform all or a portion use of metal plate connected wood trusses. These of the storage,handling,and installation of the guidelines are presented as industry standard practice.The trusses. guidelines are not intended to preclude alternate provisions 1.2.5 "Engineer-of-Record"shall mean the registered as agreed upon by the parties involved. professional engineer responsible for the 1.2 The following definitions shall apply: structural design of the structure and who produces the structural drawings included in the 1.2.1 "Architect"shall mean the individual registered Construction Design Documents. architect responsible for the architectural design of the structure and who produces the 1.2.6 "Owner" shall mean the individual or architectural drawings included in the organization for whom the structure is designed. Construction Design Documents. 1.2.7 "Truss" is an individual metal plate connected 1.2.2 "Building Designer" is the individual or wood structural component manufactured by the organization having responsibility for the overall Truss Manufacturer. building or structure design in accordance with the state's statutes and regulations governing the 1.2.8 "Truss Designer" is the design professional, professional registration and certification of individual or organization,having responsibility architects or engineers. This responsibility for the design of metal plate connected wood trusses.This responsibility shall be in accordance includes but is not limited to foundation design, structural member sizing,load transfer,bearing with the state's statutes and regulations governing conditions,and the structure's compliance with the professional registration and certification of architects or engineers. Also referred to as truss the applicable building codes. Also referred to engineer, design engineer, registered engineer, as registered architect or engineer, building 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,and addenda or organization regularly engaged in the which set forth the overall design of the structure manufacturing of Trusses. and issued by the Building Designer. 1.2.11 "Truss Placement Plan" is the drawing 1.2.4 "Contractor" shall mean the individual or identifying the location assumed for each Truss organization responsible for the field storage, based on 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 the Truss Design Drawings,to prevent including the Trusses,except as provided in 3.4 buckling of the individual truss members due to design and 6.2.12. loads. The Building Designer shall specify how the permanent lateral bracing is to be anchored or restrained 3.2.5 The location,direction and magnitude of all dead to prevent lateral movement if all truss members, so and live loads applicable to eachTruss including, braced,buckle together. This shall be accomplished by: but not limited to, loads attributable to: roof, (a)anchorage to solid end walls;(b)permanent diagonal floor,partition,mechanical,fire sprinkler,attic, bracing in the plane of the web members; or (c) other storage,wind,snow drift and seismic; means when demonstrated by the Building Designer to 3.2.6 All Truss anchorage designs required to resist provide equivalent bracing. uplift,gravity,and lateral loads; . 3.2.7 Allowable vertical and horizontal deflection criteria; 4.0 CONTRACTOR RESPONSIBILITIES 4.1 Provide to the Truss Manufacturer the Construction 4.4 Provide the approved Truss Design Drawings, approved Design Documents and all revisions and supplements Truss Placement Plans,and any supplemental information thereto. provided by the Truss Manufacturer to the individual or 4.2 Review and approve the Truss Placement Plan and each organization responsible for the installation of theTrusses. Truss Design Drawing for conformance with the 4.5 Comply with the field storage, handling, installation, requirements and intent of the Construction Design permanent bracing, anchorage, connections and field Documents, and the effect of the Truss Placement Plan assembly requirements of the Construction Design and each Truss Design Drawing on other trades involved Documents. in the construction of the structure and the effect of the other trades on the Trusses. 4.6 Determine and install the temporary bracing for the structure,including the Trusses. 4.3 Coordinate the review,approval and return of each Truss Design Drawing and the Truss Placement Plan by the • Owner and Building Designer. 4 5.0 TRUSS MANUFACTURER RESPONSIBILITIES 5.1 Communicate the design criteria from the Construction 5.3 Submit to the Contractor the Truss Placement Plan, as Design Documents to the Truss Designer. may be required, and each Truss Design Drawing for 5.2 Where required by the Construction Design Documents, review and approval. prepare theTruss Placement Plan,providing as a minimum 5.4 Manufacture the Trusses in accordance with the final the location assumed for each Truss based on the Truss approvedTruss Design Drawings using the quality criteria Manufacturer's interpretation of the Construction Design for Metal Plate Connected Wood Trusses established by Documents. the ANSI/TPI 1-1995 "National Design Standard for Metal Plate Connected Wood Truss Construction." 6.0 TRUSS DESIGNER RESPONSIBILITIES 6.1 Prepare theTruss Design Drawings in conformance with 6.2.6 Each reaction force and direction; the requirements set forth in the latest approved edition plate 6.2.7 Metal connector ofANSI/TPI 1-1995"National Design Standard for Metal 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 160513 BP1 88 M100 10804 10600 0 0 79676312 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 TCI 1-8-4 4x4= #3x411 A B 1-6-0 DC #3x4 I J•x4= W:308 W:308 R: 899 R: 899 U: 860 U: 860 BC 1-8-4 © 1-8-4 ( ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.773"=1' MiTek® Online Plus'. APPROX. TRUSS WEIGHT: 14.7 LBS Online Plus -- Version 30.0.060 Designed for shear loads (plf) RUN DATE: 14-OCT-16 Membr CSI P Lbs Axl-CSI-Bnd TC 592.6 BC 0.0 Top Chords Design checked for 10 psf non- Southern Pine lumber design A -B 0.13 500 T concurrent LL on BC. values are those effective Bottom Chords This truss must be installed 06-01-13 by SPIB//ALSC UON D -C 0.20 1000 T as shown. It cannot be CSI -Size- ----Lumber---- Webs installed upside-down. TC 0.13 4x 2 SP-#2 D -A 0.32 895 C NOTE: USER MODIFIED PLATES BC 0.20 4x 2 SP-#2 A -C 0.50 1332 C This design may have plates WB 0.50 4x 2 SP-#3 C -B 0.01 46 C selected through a plate monitor. Brace truss as follows: TL Defl 0.00" in L/999 Max comp. force 1332 Lbs O.C. From To LL Defl 0.00" in L/999 Max tens. force 1332 Lbs TC Cont. 0- 0- 0 1- 8- 4 Shear // Grain in A -B 0.07 Connector Plate Fabrication or 20.2" 0- 0- 0 1- 8- 4 Tolerance = 10% BC Cont. 0- 0- 0 1- 8- 4 Plates for each ply each face. This truss is designed for a or 20.2" 0- 0- 0 1- 8- 4 Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which Plate - MT2H 20 Ga, Gross Area is used to calculate total psf-Ld Dead Live Plate - MS18 20 Ga, Gross Area load deflection. TC 20.0 40.0 Jt Type Plt Size X Y JSI BC 5.0 0.0 A MT20 4.Ox 4.0 0.5-0.5 0.76 TC+BC 25.0 40.0 B# MT20 3.Ox 4.0-0.8-0.5 0.37 Total 65.0 Spacing 12.0" D# MT20 3.Ox 4.0 0.8 0.5 0.75 Lumber Duration Factor 1.00 C MT20 4.Ox 4.0-0.5 0.5 0.76 Plate Duration Factor 1.00 Fb Fc Ft Emin # = Plate Monitor used TC 1.15 1.10 1.10 1.10 REVIEWED BY: BC 1.10 1.10 1.10 1.10 MiTek USA, Inc. 6904 Parke East Blvd. Total Load Reactions (Lbs) Tampa, FL 33610 Jt Down Uplift Horiz- D 900 860 U 1000 R REFER TO ONLINE PLUS GENERAL C 900 860 U 1000 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt Brg Size Required D 3.5" 1.5" NOTES: C 3.5" 1.5" Trusses Manufactured by: RIDGWAY ROOF TRUSS Plus 2 Drag Load Case(s) Analysis Conforms To: Plus 1 LL Load Case(s) FBC2014 Plus 1 DL Load Case(s) TPI 2007 Onnne Plus"a Copengnt M,TeKe 1996.2016 Version 30 0.060 Engineenng•Ponra4 10/142018 8.24 39 PM Pape 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160513 BP2 2 M100 10608 10600 0 0 T9676313 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 TC 1-6-8 4x4= *3x411 A B 1111 A, 1-6-0 D C #3x4I4/ IIMMMMIMMIIMM 4x4= W:308 W:308 R: 988 R: 988 U: 952 U: 952 BC 1-6-8 - 1-6-8 p. ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.773"=1' MiTek Online Plus"' APPROX. TRUSS WEIGHT: 13.9 LBS Online Plus -- Version 30.0.060 Designed for shear loads (plf) RUN DATE: 14-OCT-16 Membr CSI P Lbs Axl-CSI-Bnd TC 648.6 BC 0.0 Top Chords Design checked for 10 psf non- Southern Pine lumber design A -B 0.12 499 T concurrent LL on BC. values are those effective Bottom Chords This truss must be installed 06-01-13 by SPIB//ALSC UON D -C 0.20 1000 T as shown. It cannot be CSI -Size- ----Lumber---- Webs installed upside-down. TC 0.12 4x 2 SP-#2 D -A 0.36 984 C NOTE: USER MODIFIED PLATES BC 0.20 4x 2 SP-#2 A -C 0.53 1393 C This design may have plates WB 0.53 4x 2 SP-#3 C -B 0.00 42 C selected through a plate monitor. Brace truss as follows: TL Defl 0.00" in L/999 Max comp. force 1393 Lbs O.C. From To LL Defl 0.00" in L/999 Max tens. force 1393 Lbs TC Cont. 0- 0- 0 1- 6- 8 Shear // Grain in A -B 0.06 Connector Plate Fabrication or 18.5" 0- 0- 0 1- 6- 8 Tolerance = 10% BC Cont. 0- 0- 0 1- 6- 8 Plates for each ply each face. This truss is designed for a or 18.5" 0- 0- 0 1- 6- 8 Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which Plate - MT2H 20 Ga, Gross Area is used to calculate total psf-Ld Dead Live Plate - MS18 20 Ga, Gross Area load deflection. TC 20.0 40.0 Jt Type Plt Size X Y JSI BC 5.0 0.0 A MT20 4.Ox 4.0 0.5-0.5 0.80 TC+BC 25.0 40.0 B# MT20 3.Ox 4.0-0.8-0.5 0.37 Total 65.0 Spacing 12.0" D# MT20 3.Ox 4.0 0.8 0.5 0.76 Lumber Duration Factor 1.00 C MT20 4.Ox 4.0-0.5 0.5 0.80 Plate Duration Factor 1.00 Fb Fc Ft Emin # = Plate Monitor used TC 1.15 1.10 1.10 1.10 REVIEWED BY: BC 1.10 1.10 1.10 1.10 MiTek USA, Inc. 6904 Parke East Blvd. Total Load Reactions (Lbs) Tampa, FL 33610 Jt Down Uplift Horiz- D 989 953 U 1000 R REFER TO ONLINE PLUS GENERAL C 988 953 U 1000 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt Brg Size Required D 3.5" 1.5" NOTES: C 3.5" 1.5" Trusses Manufactured by: RIDGWAY ROOF TRUSS Plus 2 Drag Load Case(s) Analysis Conforms To: Plus 1 LL Load Case(s) FBC2014 Plus 1 DL Load Case(s) TPI 2007 Online Plus'.fJ Copyright M7eke 1996.2010 Version 30 0.080 Engineering-Portrait 10/142016 8 24 40 PM Page I Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering 160513 BP3 2 M100 10208 10600 0 0 7'9676314 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 TC I 1-2-8 4x4= #3x411 A B 4. 1-6-0 D C 3x4 lir Jx4= !!! W:308 W:308 R:1283 R:1282 U:1255 U:1255 BC 1-2-8 C) 1-2-8 (> ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.773""1' MiTek®Online PlusTM APPROX. TRUSS WEIGHT: 12.3 LBS Online Plus -- Version 30.0.060 Designed for shear loads (plf) RUN DATE: 14-OCT-16 Membr CSI P Lbs Axl-CSI-Bnd TC 827.6 BC 0.0 Top Chords Design checked for 10 psf non- Southern Pine lumber design A -B 0.11 499 T concurrent LL on BC. values are those effective Bottom Chords This truss must be installed 06-01-13 by SPIB//ALSC UON D -C 0.20 1000 T as shown. it cannot be CSI -Size- ----Lumber---- Webs installed upside-down. TC 0.11 4x 2 SP-#2 D -A 0.47 1280 C NOTE: USER MODIFIED PLATES BC 0.20 4x 2 SP-#2 A -C 0.61 1615 C This design may have plates WB 0.61 4x 2 SP-#3 C -B 0.00 32 C selected through a plate monitor. Brace truss as follows: TL Defl 0.00" in L/999 Max comp. force 1615 Lbs O.C. From To LL Defl 0.00" in L/999 Max tens. force 1615 Lbs TC Cont. 0- 0- 0 1- 2- 8 Shear // Grain in A -B 0.05 Connector Plate Fabrication or 14.5" 0- 0- 0 1- 2- 8 Tolerance = 10% BC Cont. 0- 0- 0 1- 2- 8 Plates for each ply each face. This truss is designed for a or 14.5" 0- 0- 0 1- 2- 8 Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which Plate - MT2H 20 Ga, Gross Area is used to calculate total psf-Ld Dead Live Plate - MS18 20 Ga, Gross Area load deflection. TC 20.0 40.0 Jt Type Plt Size X Y JSI BC 5.0 0.0 A MT20 4.Ox 4.0 0.5-0.5 0.97 TC+BC 25.0 40.0 B# MT20 3.Ox 4.0-0.8-0.5 0.37 Total 65.0 Spacing 12.0" D MT20 3.Ox 4.0 0.8 0.5 0.95 Lumber Duration Factor 1.00 C MT20 4.Ox 4.0-0.5 0.5 0.97 Plate Duration Factor 1.00 Fb Fc Ft Emin # = Plate Monitor used TC 1.15 1.10 1.10 1.10 REVIEWED BY: BC 1.10 1.10 1.10 1.10 MiTek USA, Inc. 6904 Parke East Blvd. Total Load Reactions (Lbs) Tampa, FL 33610 Jt Down Uplift Horiz- D 1283 1255 U 1000 R REFER TO ONLINE PLUS GENERAL C 1283 1256 U 1000 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt Brg Size Required D 3.5" 1.5" NOTES: • C 3.5" 1.5" Trusses Manufactured by: RIDGWAY ROOF TRUSS Plus 2 Drag Load Case(s) Analysis Conforms To: Plus 1 LL Load Case(s) FBC2014 Plus 1 DL Load Case(s) TPI 2007 Oniuw Plus'•G CopyngM MiTekB 1996-2018 Vera1on 30.0 060 Enpneenng-Portrait 101142016 8:24 40 PM Page 1 Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering 160513 BP4 5 M100 10502 10600 0 0 7'9676315 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 TCI 1-5-2 4x4= #3x411 A B - 7 1-6-0 D C 43x414. J x4= W:308 W:308 R:1072 R:1072 U:1039 U:1039 BC 1-5-2 1-5-2 -> ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale 0.773".1 MiTek®Online Plus. APPROX. TRUSS WEIGHT: 13.4 LBS Online Plus -- Version 30.0.060 Designed for shear loads (plf) RUN DATE: 14-OCT-16 Membr CSI P Lbs Axl-CSI-Bnd TC 700.7 BC 0.0 Top Chords Design checked for 10 psf non- Southern Pine lumber design A -B 0.12 499 T concurrent LL on BC. values are those effective Bottom Chords This truss must be installed 06-01-13 by SPIB//ALSC UON D -C 0.20 1000 T as shown. It cannot be CSI -Size- ----Lumber---- Webs installed upside-down. TC 0.12 4x 2 SP-02 D -A 0.39 1069 C NOTE: USER MODIFIED PLATES BC 0.20 4x 2 SP-#2 A -C 0.55 1454 T This design may have plates WB 0.55 4x 2 SP-#3 C -B 0.00 39 C selected through a plate monitor. Brace truss as follows: TL Defl 0.00" in L/999 Max comp. force 1454 Lbs O.C. From To LL Defl 0.00" in L/999 Max tens. force 1454 Lbs TC Cont. 0- 0- 0 1- 5- 2 Shear // Grain in A -B 0.06 Connector Plate Fabrication or 17.1" 0- 0- 0 1- 5- 2 Tolerance = 10% BC Cont. 0- 0- 0 1- 5- 2 Plates for each ply each face. This truss is designed for a or 17.1" 0- 0- 0 1- 5- 2 Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which Plate - MT2H 20 Ga, Gross Area is used to calculate total psf-Ld Dead Live Plate - MS18 20 Ga, Gross Area load deflection. TC 20.0 40.0 Jt Type Plt Size X Y JSI BC 5.0 0.0 A MT20 4.Ox 4.0 0.5-0.5 0.84 TC+BC 25.0 40.0 B# MT20 3.Ox 4.0-0.8-0.5 0.37 Total 65.0 Spacing 12.0" D# MT20 3.Ox 4.0 0.8 0.5 0.79 Lumber Duration Factor 1.00 C MT20 4.Ox 4.0-0.5 0.5 0.84 Plate Duration Factor 1.00 Fb Fc Ft Emin # = Plate Monitor used TC 1.15 1.10 1.10 1.10 REVIEWED BY: BC 1.10 1.10 1.10 1.10 MiTek USA, Inc. 6904 Parke East Blvd. Total Load Reactions (Lbs) Tampa, FL 33610 Jt Down Uplift Horiz- D 1073 1039 U 1000 R REFER TO ONLINE PLUS GENERAL C 1072 1040 U 1000 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt Brg Size Required D 3.5" 1.5" NOTES: C 3.5" 1.5" Trusses Manufactured by: • RIDGWAY ROOF TRUSS Plus 2 Drag Load Case(s) Analysis Conforms To: Plus 1 LL Load Case(s) FBC2014 Plus 1 DL Load Case(s) TPI 2007 Online Pruett©Copyright MiTek®1996-2016 Ver&on 30 0 060 Engneenng•Portree 10!14.2016 8 24 40 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160513 BPS 5 14100 10712 10600 0 0 T9676316 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 TCS 1-7-12 4x4= #3x411 A C 1-6-0 x #3x4 I x4- !Ill W:308 W:308 R: 923 R: 923 U: 884 U: 885 BC 1-7-12 1-7-12 {� ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.773"=1' MiTeXS,Online Plus" APPROX. TRUSS WEIGHT: 14.5 LBS Online Plus -- Version 30.0.060 Designed for shear loads (plf) RUN DATE: 14-OCT-16 Membr CSI P Lbs Axl-CSI-Bnd TC 607.6 BC 0.0 Top Chords Design checked for 10 psf non- Southern Pine lumber design A -C 0.12 499 T concurrent LL on BC. values are those effective Bottom Chords This truss must be installed 06-01-13 by SPIB//ALSC UON B -D 0.20 1000 T as shown. It cannot be CSI -Size- ----Lumber---- Webs installed upside-down. TC 0.12 4x 2 SP-#2 B -A 0.33 919 C NOTE: USER MODIFIED PLATES BC 0.20 4x 2 SP-#2 A -D 0.51 1348 C This design may have plates WB 0.51 4x 2 SP-#3 D -C 0.01 45 C selected through a plate monitor. Brace truss as follows: TL Defl 0.00" in L/999 Max comp. force 1348 Lbs O.C. From To LL Defl 0.00" in L/999 Max tens. force 1348 Lbs TC Cont. 0- 0- 0 1- 7-12 Shear // Grain in A -C 0.07 Connector Plate Fabrication or 19.8" 0- 0- 0 1- 7-12 Tolerance = 10% BC Cont. 0- 0- 0 1- 7-12 Plates for each ply each face. This truss is designed for a or 19.8" 0- 0- 0 1- 7-12 Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which Plate - MT2H 20 Ga, Gross Area is used to calculate total psf-Ld Dead Live Plate - MS18 20 Ga, Gross Area load deflection. TC 20.0 40.0 Jt Type Plt Size X Y JSI BC 5.0 0.0 A MT20 4.Ox 4.0 0.5-0.5 0.77 TC+BC 25.0 40.0 C# MT20 3.Ox 4.0-0.8-0.5 0.37 Total 65.0 Spacing 12.0" B# MT20 3.Ox 4.0 0.8 0.5 0.75 Lumber Duration Factor 1.00 D MT20 4.Ox 4.0-0.5 0.5 0.77 Plate Duration Factor 1.00 Fb Fc Ft Emin # = Plate Monitor used TC 1.15 1.10 1.10 1.10 REVIEWED BY: BC 1.10 1.10 1.10 1.10 MiTek USA, Inc. 6904 Parke East Blvd. Total Load Reactions (Lbs) Tampa, FL 33610 Jt Down Uplift Horiz- B 923 885 U 1000 R REFER TO ONLINE PLUS GENERAL D 923 885 U 1000 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt Brg Size Required B 3.5" 1.5" NOTES: D 3.5" 1.5" Trusses Manufactured by: RIDGWAY ROOF TRUSS Plus 2 Drag Load Case(s) Analysis Conforms To: Plus 1 LL Load Case(s) FBC2014 Plus 1 DL Load Case(s) TPI 2007 Online Plw"C CopynpN MiTeB5 1986-2016 Vewgn 30.0.060 Enpneennp•Partied 10/140016 8'.24 41 PM Pape 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160513 BP6 6 M100 10304 10600 0 0 79676317 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 TC 1 1-3-4 4x4= #3x411 A C - 1 1-6-0 B D 3x4 J x4= W:308 W:308 R:1214 R:1214 U:1185 U:1185 BC 1-3-4 .-1-3-4 p> ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Stale:0.773"=1' MiTek®o Online PlusTM APPROX. TRUSS WEIGHT: 12.6 LBS Online Plus -- Version 30.0.060 Designed for shear loads (plf) RUN DATE: 14-OCT-16 Membr CSI P Lbs Axl-CSI-Bnd TC 786.9 BC 0.0 Top Chords Design checked for 10 psf non- Southern Pine lumber design A -C 0.11 499 T concurrent LL on BC. values are those effective Bottom Chords This truss must be installed 06-01-13 by SPIB//ALSC UON B -D 0.20 999 T as shown. It cannot be CSI -Size- ----Lumber---- Webs installed upside-down. TC 0.11 4x 2 SP-#2 B -A 0.45 1211 C NOTE: USER MODIFIED PLATES BC 0.20 4x 2 SP-#2 A -D 0.59 1562 C This design may have plates WB 0.59 4x 2 SP-#3 D -C 0.00 34 C selected through a plate monitor. Brace truss as follows: TL Defl 0.00" in L/999 Max comp. force 1562 Lbs O.C. From To LL Defl 0.00" in L/999 Max tens. force 1562 Lbs TC Cont. 0- 0- 0 1- 3- 4 Shear // Grain in A -C 0.05 Connector Plate Fabrication or 15.2" 0- 0- 0 1- 3- 4 Tolerance = 10% BC Cont. 0- 0- 0 1- 3- 4 Plates for each ply each face. This truss is designed for a or 15.2" 0- 0- 0 1- 3- 4 Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which Plate - MT2H 20 Ga, Gross Area is used to calculate total psf-Ld Dead Live Plate - MS18 20 Ga, Gross Area load deflection. TC 20.0 40.0 Jt Type Plt Size X Y JSI BC 5.0 0.0 A MT20 4.Ox 4.0 0.5-0.5 0.93 TC+BC 25.0 40.0 C# MT20 3.Ox 4.0-0.8-0.5 0.37 Total 65.0 Spacing 12.0" B MT20 3.Ox 4.0 0.8 0.5 0.90 Lumber Duration Factor 1.00 D MT20 4.Ox 4.0-0.5 0.5 0.93 Plate Duration Factor 1.00 Fb Fc Ft Emin # = Plate Monitor used TC 1.15 1.10 1.10 1.10 REVIEWED BY: BC 1.10 1.10 1.10 1.10 MiTek USA, Inc. 6904 Parke East Blvd. Total Load Reactions (Lbs) Tampa, FL 33610 Jt Down Uplift Horiz- B 1215 1185 U 1000 R REFER TO ONLINE PLUS GENERAL D 1214 1186 U 1000 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt Brg Size Required B 3.5" 1.5" NOTES: D 3.5" 1.5" Trusses Manufactured by: RIDGWAY ROOF TRUSS Plus 2 Drag Load Case(s) Analysis Conforms To: Plus 1 LL Load Case(s) FBC2014 Plus 1 DL Load Case(s) TPI 2007 Online Rue'.0 CopyAgnt 1.4Te1*1996.2016 Verelon 30 0.060 Englneenng-Portrait 1 011 4/2016 8 24 41 PM Page 1 • Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160513 BP7 6 M100 10104 10600 0 0 T9676318 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 TC 1-1-4 4x511 #4x411 A B fa MEM 1 1-6-0 D C 4x4116 J x5 II W:308 W:308 R:1416 R:1416 U:1391 U:1392 BC 1-1-4 LEF_ 1-1-4 $ ALL PLATES ARE MT2020, # - PLATE SELECTED IN PLATE MONITOR Scale:0.773"•1' MiTeka Online Plus'. APPROX. TRUSS WEIGHT: 11.8 LBS Online Plus -- Version 30.0.060 Designed for shear loads (plf) RUN DATE: 14-OCT-16 Membr CSI P Lbs Axl-CSI-Bnd TC 905.7 BC 0.0 Top Chords Design checked for 10 psf non- Southern Pine lumber design A -B 0.11 500 T concurrent LL on BC. values are those effective Bottom Chords This truss must be installed 06-01-13 by SPIB//ALSC UON D -C 0.20 1000 T as shown. It cannot be CSI -Size- ----Lumber---- webs installed upside-down. TC 0.11 4x 2 SP-#2 D -A 0.53 1414 C NOTE: USER MODIFIED PLATES BC 0.20 4x 2 SP-#2 A -C 0.65 1723 C This design may have plates WB 0.65 4x 2 SP-#3 C -B 0.00 29 C selected through a plate monitor. Brace truss as follows: TL Defl 0.00" in L/999 Max comp. force 1723 Lbs O.C. From To LL Defl 0.00" in L/999 Max tens. force 1723 Lbs TC Cont. 0- 0- 0 1- 1- 4 Shear // Grain in A -B 0.04 Connector Plate Fabrication or 13.2" 0- 0- 0 1- 1- 4 Tolerance = 10% BC Cont. 0- 0- 0 1- 1- 4 Plates for each ply each face. This truss is designed for a or 13.2" 0- 0- 0 1- 1- 4 Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which Plate - MT2H 20 Ga, Gross Area is used to calculate total psf-Ld Dead Live Plate - MS18 20 Ga, Gross Area load deflection. TC 20.0 40.0 Jt Type Plt Size X Y JSI BC 5.0 0.0 A MT20 4.Ox 5.0 0.5-1.0 0.76 TC+SC 25.0 40.0 B# MT20 4.Ox 4.0-1.2-0.5 0.28 Total 65.0 Spacing 12.0" D MT20 4.Ox 4.0 1.2 0.5 0.80 Lumber Duration Factor 1.00 C MT20 4.Ox 5.0-0.5 1.0 0.79 Plate Duration Factor 1.00 Fb Fc Ft Emin # = Plate Monitor used TC 1.15 1.10 1.10 1.10 REVIEWED BY: BC 1.10 1.10 1.10 1.10 MiTek USA, Inc. 6904 Parke East Blvd. Total Load Reactions (Lbs) Tampa, FL 33610 Jt Down Uplift Horiz- D 1417 1392 U 1000 R REFER TO ONLINE PLUS GENERAL C 1416 1392 U 1000 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt Brg Size Required D 3.5" 1.5" NOTES: C 3.5" 1.5" Trusses Manufactured by: RIDGWAY ROOF TRUSS Plus 2 Drag Load Case(s) Analysis Conforms To: Plus 1 LL Load Case(s) FBC2014 Plus 1 DL Load Case(s) TPI 2007 Online Pius''B Cooynghl MiTek01900.2016 Vernon 30.0 060 Eng/1444 g.Ponran 10/1412016 8 24 41 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering • 160513 Fl 2 M100 130400 10600 0 0 79676319 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 0 0 a �0t�T TC 11-4-0 12-8-0 14-0-0 15-4-0 1 6-8-0 18-0-0 19-4-0 110-8-0 1 12-0-0 1 13-2-8 1x3= 1x3 II 1x311 3x4= 3x4= 3x4= lx3 II 3x4= 3x4= 3x4= lx3 I I 1x3 II A O P Q R S T U V W C T 40 la\ IP 1: 1-6-0 8 E 1x311 N M L K J I H G F x411 1x311 2x411 3x4= 3x4= 3x5- 3x4= 3x4= 2x411 1x311 BC 1-4-0 12-8-0 14-0-0 15-4-0 16-8-0 1 8-0-0 19-4-0 110-8-0 112-0-0 113-4-0 13-4-0 D.- ALL ALL PLATES ARE MT2020 Scale:0.449"=1' MiTekS Online Pins" APPROX. TRUSS WEIGHT: 97.9 LBS Online Plus -- Version 30.0.060 K -J 0.01 T 0.00 0.01 REVIEWED BY: RUN DATE: 14-OCT-16 J -I 0.01 T 0.00 0.01 MiTek USA, Inc. I -H 0.01 T 0.00 0.01 6904 Parke East Blvd. Southern Pine lumber design H -G 0.01 T 0.00 0.01 Tampa, FL 33610 values are those effective G -F 0.01 T 0.00 0.01 06-01-13 by SPIB//ALSC UON F -E 0.01 T 0.00 0.01 REFER TO ONLINE PLUS GENERAL CSI -Size- ----Lumber---- Webs NOTES AND SYMBOLS SHEET FOR TC 0.15 4x 2 SP-#2 B -A 0.01 60 C ADDITIONAL SPECIFICATIONS. BC 0.01 4x 2 SP-#2 N -O 0.05 180 C WB 0.39 4x 2 SP-#3 M -P 0.26 801 C NOTES: P -L 0.39 1064 C Trusses Manufactured by: Brace truss as follows: L -Q 0.24 736 C RIDGWAY ROOF TRUSS O.C. From To Q -K 0.36 966 C Analysis Conforms To: TC Cont. 0- 0- 0 13- 4- 0 K -R 0.24 719 C FBC2014 or 48.0" 0- 0- 0 13- 4- 0 R -J 0.35 957 C TPI 2007 BC Cont. 0- 0- 0 13- 4- 0 J -S 0.03 159 C Designed for shear loads (plf) or 120.0" 0- 0- 0 13- 4- 0 J -T 0.35 952 C TC 310.0 BC 0.0 I -T 0.23 716 C Design checked for 10 paf non- psf-Ld Dead Live I -U 0.35 955 C concurrent LL on BC. TC 20.0 40.0 H -U 0.24 729 C This truss must be installed BC 5.0 0.0 H -V 0.39 1045 C as shown. It cannot be TC+BC 25.0 40.0 G -V 0.26 788 C installed upside-down. Total 65.0 Spacing 24.0" F -W 0.05 170 C Max comp. force 1064 Lbs Lumber Duration Factor 1.00 E -C 0.01 53 C Max tens. force 1049 Lbs Plate Duration Factor 1.00 Connector Plate Fabrication Fb Fc Ft Emin TL Defl 0.00" in L/999 Tolerance w 108 TC 1.15 1.10 1.10 1.10 LL Defl 0.00" in L/999 This truss is designed for a BC 1.10 1.10 1.10 1.10 Shear // Grain in A -O 0.15 creep factor of 1.5 which is used to calculate total Total Load Reactions (Lbs) Plates for each ply each face. load deflection. Jt Down Uplift Horiz- Plate - MT20 20 Ga, Gross Area B 1701 4095 R Plate - MT2H 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Brg Size Required Jt Type Plt Size X Y JSI B 160.0" 0•'-to- 160" A MT20 1.Ox 3.0 Ctr Ctr 0.45 O MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 2 Unbalanced Load Cases P MT20 3.Ox 4.0 0.5 Ctr 0.98 Plus 2 Drag Load Case(s) Q MT20 3.Ox 4.0 0.5 Ctr 0.89 Plus 1 LL Load Case(s) R MT20 3.Ox 4.0 0.5 Ctr 0.87 Plus 1 DL Load Case(s) S MT20 1.Ox 3.0 Ctr Ctr 0.33 T MT20 3.Ox 4.0-0.5 Ctr 0.87 Membr CSI P Lbs Axl-CSI-Bnd U MT20 3.Ox 4.0-0.5 Ctr 0.88 Top Chords V MT20 3.Ox 4.0-0.5 Ctr 0.97 A -O 0.11 206 C 0.00 0.11 W MT20 1.Ox 3.0 Ctr Ctr 0.33 O -P 0.15 619 T 0.12 0.03 C MT20 1.0x 3.0 Ctr Ctr 0.41 P -Q 0.10 302 T 0.00 0.10 C MT20 1.Ox 3.0 Ctr Ctr 0.00 Q -R 0.09 56 T 0.00 0.09 B MT20 1.Ox 3.0 0.2 Ctr 0.33 R -S 0.10 220 T 0.01 0.09 N MT20 1.Ox 3.0 Ctr Ctr 0.33 S -T 0.10 234 T 0.01 0.09 M MT20 2.Ox 4.0 0.2 0.5 0.90 T -U 0.09 38 T 0.00 0.09 L MT20 3.0x 4.0-0.5 Ctr 0.98 U -V 0.09 277 T 0.00 0.09 K MT20 3.0x 4.0-0.5 Ctr 0.89 ✓ -W 0.14 581 C 0.11 0.03 J MT20 3.0x 5.0 Ctr Ctr 0.98 - W -C 0.10 187 T 0.00 0.10 I MT20 3.Ox 4.0 0.5 Ctr 0.88 Bottom Chords H MT20 3.Ox 4.0 0.5 Ctr 0.97 B -N 0.01 0 T 0.00 0.01 G MT20 2.Ox 4.0-0.2 0.5 0.88 N -M 0.01 0 T 0.00 0.01 F MT20 1.Ox 3.0 Ctr Ctr 0.33 M -L 0.01 0 T 0.00 0.01 E MT20 2.0x 4.0 Ctr 0.5 0.33 . L -K 0.01 0 T 0.00 0.01 Online Flue"6/Copynghl M:Teka 1996-2016 Version 30.0.060 Engmeenng-Pomae 10/14/2016 8 24.42 PM Page 1 • Job Hark Quan Type Span Pl-H1 Left OH Right OH Engineering 160513 FIA 3 M100 130400 10600 0 0 T9676320 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 0 0 v 0�t r� TC 11-4-0 12-8-0 14-0-0 15-4-0 16-8-0 18-0-0 19-4-0 110-8-0 112-0-0 113-2-8 1x3= 1x3 II 1x3 II 1x3 I I 1x3 I I 1x3 11 1x3 II 1x3 II 1x3 11 1x3 II 1x3 II 1x3 11 A O P Q R S T U V W C T 1-6-0 B • 41 IL,,1x311 [ : : it • 1x3 II 1 x3 I I 1x311 1x3 11 l x3 ii 1x3 11 1x3 11 1x3 11 1x3 ii BC 1-4-0 1 2-8-0 14-0-0 15-4-0 16-8-0 18-0-0 19-4-0 1 10-8-0 1 12-0-0 1 13-4-0 .6 13-4-0 B ALL PLATES ARE MT2020 Scale:0.449"=1' MiTeke Online Plus" APPROX. TRUSS WEIGHT: 78.2 LBS Online Plus -- Version 30.0.060 M -L 0.01 0 T 0.00 0.01 MiTek USA, Inc. RUN DATE: 14-OCT-16 L -K 0.01 0 T 0.00 0.01 6904 Parke East Blvd. K -J 0.01 0 T 0.00 0.01 Tampa, FL 33610 Southern Pine lumber design J -I 0.01 0 T 0.00 0.01 values are those effective I -H 0.01 0 T 0.00 0.01 REFER TO ONLINE PWS GENERAL 06-01-13 by SPIB//ALSC UON H -G 0.01 0 T 0.00 0.01 NOTES AND SYMBOLS SHEET FOR CSI -Size- ----Lumber---- G -F 0.01 0 T 0.00 0.01 ADDITIONAL SPECIFICATIONS. TC 0.10 4x 2 SP-#2 F -E 0.01 0 T 0.00 0.01 BC 0.01 4x 2 SP-#2 Webs NOTES: WB 0.10 4x 2 SP-43 B -A 0.10 67 C 0.00 0.10 Trusses Manufactured by: N -O 0.05 165 C 0.00 0.05 RIDGWAY ROOF TRUSS Brace truss as follows: M -P 0.00 163 C Analysis Conforms To: O.C. From To L -Q 0.00 160 C FHC2014 TC Cont. 0- 0- 0 13- 4- 0 K -R 0.00 159 C TPI 2007 or 48.0" 0- 0- 0 13- 4- 0 J -S 0.00 160 C Design checked for 10 psf non- BC Cont. 0- 0- 0 13- 4- 0 I -T 0.00 160 C concurrent LL on BC. or 120.0" 0- 0- 0 13- 4- 0 H -U 0.00 159 C This truss must be installed G -V 0.00 160 C as shown. It cannot be psf-Ld Dead Live F -W 0.00 157 C installed upside-down. TC 20.0 40.0 E -C 0.08 59 C 0.00 0.08 Max comp. force 165 Lbs BC 5.0 0.0 Max tens. force 0 Lbs TC+BC 25.0 40.0 TL Defl 0.00" in L/999 Connector Plate Fabrication Total 65.0 Spacing 24.0" LL Defl 0.00" in L/999 Tolerance = 10% Lumber Duration Factor 1.00 Shear // Grain in A -O 0.13 This truss is designed for a Plate Duration Factor 1.00 creep factor of 1.5 which Fb Fc Ft Emin Plates for each ply each face. is used to calculate total TC 1.15 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area load deflection. BC 1.10 1.10 1.10 1.10 Plate - MT2H 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Total Load Reactions (Lbs) Jt Type Plt Size X Y JSI Jt Down Uplift Horiz- A MT20 1.Ox 3.0 Ctr Ctr 0.33 B 1701 0 MT20 1.Ox 3.0 Ctr Ctr 0.33 P MT20 1.Ox 3.0 Ctr Ctr 0.33 Jt Brg Size Required Q MT20 1.Ox 3.0 Ctr Ctr 0.33 B 160.0" 0"-to- 160" R MT20 1.Ox 3.0 Ctr Ctr 0.33 S MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 2 Unbalanced Load Cases T MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 1 LL Load Case(s) U MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 1 DL Load Case(s) V MT20 1.Ox 3.0 Ctr Ctr 0.33 W MT20 1.Ox 3.0 Ctr Ctr 0.33 Membr CSI P Lbs Axl-CSI-Bnd C MT20 1.Ox 3.0 Ctr Ctr 0.33 Top Chords C MT20 1.Ox 3.0 Ctr Ctr 0.00 A -O 0.10 7 C 0.00 0.10 B MT20 1.Ox 3.0 0.2 Ctr 0.33 O -P 0.10 6 C 0.00 0.10 N MT20 1.Ox 3.0 Ctr Ctr 0.33 P -Q 0.10 6 C 0.00 0.10 M MT20 1.Ox 3.0 Ctr Ctr 0.33 Q -R 0.09 6 C 0.00 0.09 L MT20 1.Ox 3.0 Ctr Ctr 0.33 R -S 0.09 6 C 0.00 0.09 K MT20 1.Ox 3.0 Ctr Ctr 0.33 S -T 0.09 6 C 0.00 0.09 J MT20 1.Ox 3.0 Ctr Ctr 0.33 T -U 0.09 6 C 0.00 0.09 I MT20 1.Ox 3.0 Ctr Ctr 0.33 U -V 0.09 6 C 0.00 0.09 H MT20 1.Ox 3.0 Ctr Ctr 0.33 ✓ -W 0.09 6 C 0.00 0.09 G MT20 1.Ox 3.0 Ctr Ctr 0.33 W -C 0.09 5 C 0.00 0.09 F MT20 1.Ox 3.0 Ctr Ctr 0.33 Bottom Chords E MT20 2.Ox 4.0 Ctr 0.5 0.33 B -N 0.01 0 T 0.00 0.01 N -M 0.01 0 T 0.00 0.01 REVIEWED BY: Online Prue'"0 Copgpht MiTel,1998.2018 Verson 30 0 060 Enoneennp-PONbt 101141018 8 24 42 PM Pape 1 Job Hark Chian Type Span Pl-Hl Left OH Right OH Engineering • 160513 F2 2 M100 120000 10600 0 0 T9676321 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 0 0 0 0 TC 1-4-0 1 2-8-0 14-0-0 1 5-4-0 16-8-0 18-0-0 19-4-0 I 10-8-0 1 11-10-8 lx3= 1x3 11 1x3 I I 4x4= 3x4= 3x4= 1x3 11 3x4= 4x4= 1x3 11 lx3 II A N O P Q R S T U C T 4 1 11\111\ \/1111 1-6-0 B 1x3 II 1 M L K J I H G F 2x411 lx31I 2x411 4x4= 3x4= 3x6= 4x4= 2x411 1x311 BC 1-4-0 12-8-0 14-0-0 15-4-0 16-8-0 18-0-0 19-4-0 I 10-8-0 I 12-0-0 - - 12-0-0 -- B ALL PLATES ARE MT2020 Scale:0.496'=1' MiTek8 Online Plus' APPROX. TRUSS WEIGHT: 87.2 LBS Online Plus -- Version 30.0.060 K -J 0.01 0 T 0.00 0.01 6904 Parke East Blvd. RUN DATE: 14-OCT-16 J -I 0.01 0 T 0.00 0.01 Tampa, FL 33610 I -H 0.01 0 T 0.00 0.01 Southern Pine lumber design H -G 0.01 0 T 0.00 0.01 REFER TO ONLINE PLUS GENERAL values are those effective G -F 0.01 0 T 0.00 0.01 NOTES AND SYMBOLS SHEET FOR 06-01-13 by SPIB//ALSC UON F -E 0.01 0 T 0.00 0.01 ADDITIONAL SPECIFICATIONS. CSI -Size- ----Lumber---- Webs TC 0.15 4x 2 SP-#2 B -A 0.01 60 C NOTES: BC 0.01 4x 2 SP-#2 M -N 0.05 180 C Trusses Manufactured by: WB 0.42 4x 2 SP-#3 L -O 0.27 826 C RIDGWAY ROOF TRUSS O -K 0.41 1098 C Analysis Conforms To: Brace truss as follows: K -P 0.25 768 C FBC2014 O.C. From To P -J 0.37 1007 C TPI 2007 TC Cont. 0- 0- 0 12- 0- 0 J -Q 0.25 763 C Designed for shear loads (plf) or 48.0" 0- 0- 0 12- 0- 0 Q -I 0.37 1016 C TC 310.0 BC 0.0 BC Cont. 0- 0- 0 12- 0- 0 I -R 0.03 159 C Design checked for 10 psf non- or 120.0" 0- 0- 0 12- 0- 0 I -S 0.39 1076 C concurrent LL on BC. H -S 0.27 804 C This truss must be installed psf-Ld Dead Live H -T 0.42 1143 C as shown. It cannot be 1 TC 20.0 40.0 G -T 0.29 853 C installed upside-down. BC 5.0 0.0 F -U 0.05 170 C Max comp. force 1143 Lbs TC+BC 25.0 40.0 E -C 0.01 53 C Max tens. force 1118 Lbs Total 65.0 Spacing 24.0" Connector Plate Fabrication Lumber Duration Factor 1.00 TL Defl 0.00" in L/999 Tolerance - 10% Plate Duration Factor 1.00 LL Defl 0.00" in L/999 This truss is designed for a Fb Fc Ft Emin Shear // Grain in A -N 0.15 creep factor of 1.5 which TC 1.15 1.10 1.10 1.10 is used to calculate total BC 1.10 1.10 1.10 1.10 Plates for each ply each face. load deflection. Plate - MT20 20 Ga, Gross Area Total Load Reactions (Lbs) Plate - MT2H 20 Ga, Gross Area Jt Down Uplift Horiz- Plate - MS18 18 Ga, Gross Area B 1528 3681 R Jt Type Plt Size X Y JSI A MT20 1.Ox 3.0 Ctr Ctr 0.45 Jt Brg Size Required N MT20 1.Ox 3.0 Ctr Ctr 0.33 B 144.0" 0"-to- 144" 0 MT20 4.Ox 4.0 0.5-0.5 0.62 P MT20 3.Ox 4.0 0.5 Ctr 0.93 Plus 2 Unbalanced Load Cases Q MT20 3.Ox 4.0 0.5 Ctr 0.93 Plus 2 Drag Load Case(s) R MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 1 LL Load Case(s) S MT20 3.Ox 4.0-0.5 Ctr 0.98 Plus 1 DL Load Case(s) T MT20 4.Ox 4.0-0.5-0.5 0.64 U MT20 1.Ox 3.0 Ctr Ctr 0.33 Membr CSI P Lbs Axl-CSI-Bnd C MT20 1.Ox 3.0 Ctr Ctr 0.41 Top Chords C MT20 1.Ox 3.0 Ctr Ctr 0.00 A -N 0.11 206 C 0.00 0.11 B MT20 1.Ox 3.0 0.2 Ctr 0.33 N -O 0.15 619 C 0.12 0.03 M MT20 1.Ox 3.0 Ctr Ctr 0.33 O -P 0.10 277 T 0.00 0.10 L MT20 2.0x 4.0 0.2 0.5 0.93 P -Q 0.09 32 T 0.00 0.09 K MT20 4.Ox 4.0-0.5 0.5 0.62 Q -R 0.10 314 T 0.01 0.09 J MT20 3.Ox 4.0-0.5 Ctr 0.93 R -S 0.10 137 T 0.01 0.09 I MT20 3.Ox 6.0 Ctr Ctr 0.99 S -T 0.09 216 T 0.00 0.09 H MT20 4.Ox 4.0 0.5 0.5 0.64 T -U 0.14 581 T 0.11 0.03 G MT20 2.0x 4.0-0.2 0.5 0.97 U -C 0.10 187 T 0.00 0.10 F MT20 1.0x 3.0 Ctr Ctr 0.33 Bottom Chords E MT20 2.Ox 4.0 Ctr 0.5 0.33 B -M 0.01 0 T 0.00 0.01 M -L 0.01 0 T 0.00 0.01 REVIEWED BY: L -K 0.01 0 T 0.00 0.01 MiTek USA, Inc. Onhne Plus"'0 Copynght MIT4119 19962016 Version 30.0 060 Engineenng-P4nra4 10/140016824 42 PM Page 1 • Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160513 F3 12 M100 260000 10600 0 0 T9676322 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 00 03 CO CO CO 03 0 0 0 0 0 03 0 0 0 CO 0 01-1 TC 2-7-8 1 5-1-8 17-7-8 1 01 1 .-1 1 12-7-8 r-ii 15-7-8 1 "I 1 '-' 120-7-8 I 23-1-8 1 25-9-0 6x6= 1x3= #3x8= X #3x8= (w)3x5= 1x3= 5x6= 5x5= 4x4= 3x4= CC 6x6= 6x6= 6x6=DD 3x4= S1 4x4= 5x5= 5x6= BA S T U V W Y Z AA BB DE T _ . T 1-6-0 C \ / \ / \ /\/` `- lir \/\ / \ / ` / I f �- 2x4 IIR Q P 0 N L K J I H Grl 2x4 11 5x8= 5x5= 4x4= S2 3x4= 3x3= 1x3 I 13x3= 3x4= 4x4= 5x5= 5x8= W:308 (W)18G-MS18-3x10 = M W:308 R:1667 1x311 R:1667 BC 11-6-01 4-0-0 16-6-0 1 9-0-0 111-6-0 I I I 117-0-0 119-6-0 122-0-0 124-6-0 I Cl V 0 0 .-I 0 0 0 01 Cl 1D 0 0 0 0 0 Cl I'1 V 10 .-1 .-I .-I Cl Q 26-0-0 EXCEPT AS SHOWN ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.233"=V MiTek0 Online Plus"' APPROX. TRUSS WEIGHT: 191.7 LBS Online Plus -- Version 30.0.060 AA-BB 0.26 3905 C 0.10 0.16 Y MT20 6.0x 6.0 Ctr Ctr 0.27 load deflection. RUN DATE: 14-OCT-16 88-D 0.19 1462 C 0.01 0.18 DDYMT20 3.0x 8.0-2.5 Ctr 0.85 Bottom Chords Z MT20 3.0x 4.0 Ctr Ctr 0.85 Southern Pine lumber design C -R 0.01 0 T 0.00 0.01 Si MT20 W3.Ox 5.0 Ctr Ctr 0.00 values are those effective R -Q 0.25 2840 1 0.22 0.03 AA MT20 4.0x 4.0 Ctr-0.5 0.99 06-01-13 by SPIB//ALSC UON Q -P 0.42 4946 T 0.39 0.03 BB MT20 5.0x 5.0 Ctr-1.0 1.00 CSI -Size- ----Lumbar---- P -32 0.56 6484 T 0.52 0.04 D MT20 5.0x 6.0-1.5-1.0 0.93 TC 0.56 4x 2 SP-2700f-2.2E S2-0 0.56 6484 T 0.52 0.04 D MT20 1.0x 3.0 Ctr Ctr 0.00 BC 0.66 4x 2 SP-2700f-2.26 0 -N 0.63 7407 T 0.59 0.04 C MT20 2.0x 4.0 Ctr 0.5 0.89 WB 1.00 4x 2 SP-43 N -M 0.66 7705 T 0.62 0.04 R MT20 5.0x 8.0 Ctr 1.0 0.95 M-L 0.66 7705 T 0.62 0.04 Q MT20 5.0x 5.0 Ctr 1.0 1.00 Brace truss as follows: L -K 0.66 7705 T 0.62 0.04 P MT20 4.0x 4.0 Ctr 0.5 0.99 O.C. From To K -J 0.63 7407 T 0.59 0.04 S2 M518 W3.0x10.0 Ctr Ctr 0.00 TC Cont. 0- 0- 0 26- 0- 0 J -I 0.56 6484 T 0.52 0.04 0 MT20 3.0x 4.0 Ctr Ctr 0.85 or 48.0" 0- 0- 0 26- 0- 0 I -H 0.42 4946 T 0.39 0.03 N MT20 3.0x 3.0 Ctr Ctr 0.69 BC Cont. 0- 0- 0 26- 0- 0 H -G 0.25 2840 T 0.22 0.03 M MT20 1.0x 3.0 Ctr Ctr 0.96 or 120.0" 0- 0- 0 26- 0- 0 G -F 0.01 0 T 0.00 0.01 L MT20 1.0x 3.0 Ctr Ctr 0.96 Webs K MT20 3.0x 3.0 Ctr Ctr 0.69 psf-Ld Dead Live C -A 0.38 1656 C J MT20 3.0x 4.0 Ctr Ctr 0.85 TC 20.0 40.0 A -R 1.00 2118 T I MT20 4.0x 4.0 Ctr 0.5 0.99 BC 5.0 0.0 R -S 0.49 2048 C H MT20 5.0x 5.0 Ctr 1.0 1.00 TC+BC 25.0 40.0 S -Q 0.75 1583 T G MT20 5.0x 8.0 Ctr 1.0 0.95 Total 65.0 Spacing 24.0" Q -T 0.37 1546 C F MT20 2.0x 4.0 Ctr 0.5 0.89 Lumber Duration Factor 1.00 T -P 0.55 1159 T Plate Duration Factor 1.00 P -U 0.27 1127 C 4 . Plate Monitor used Fb Fc Ft Emin U -O 0.33 700 T REVIEWED BY: TC 1.15 1.10 1.10 1.10 0 -V 0.16 672 C MiTek USA, Inc. BC 1.10 1.10 1.10 1.10 V -N 0.22 477 T 6904 Parke East Blvd. N -W 0.11 464 C Tampa, FL 33610 Total Load Reactions (Lbs) M -W 0.03 70 T Jt Down Uplift Horiz- L -X 0.03 70 T REFER TO ONLINE PLUS GENERAL C 1667 X -K 0.11 464 C NOTES AND SYMBOLS SHEET FOR F 1667 K -Y 0.22 477 1 ADDITIONAL SPECIFICATIONS. Y -J 0.16 671 C Jt Brg Size Required J -Z 0.33 700 1 NOTES: C 3.5" 1.5" Z -I 0.27 1127 C Trusses Manufactured by: F 3.5" 1.5" I -AA 0.55 1159 T RIDGWAY ROOF TRUSS AA-H 0.37 1546 C Analysis Conforms To: Plus 2 Unbalanced Load Cases H -88 0.75 1583 T FBC2014 Plus 1 LL Load Case(s) BB-G 0.49 2048 C TPI 2007 Plus 1 DL Load Case(s) G -D 1.00 2118 T Design checked for 10 psf non- F -D 0.38 1656 C concurrent LL on BC. Membr CSI P Lbs Axl-CSI-Bnd Provide 2X6 continuous Top Chords TL Defl -0.88" in M -L L/345 strongbacks (on edge) every A -S 0.19 1462 C 0.01 0.18 LL Defl -0.46" in M -L L/669 10.0 Ft. Fasten to each S -T 0.26 3905 C 0.10 0.16 Shear // Grain in A -S 0.27 truss w/ 3-lod(0.131"x3") T -U 0.40 5725 C 0.28 0.12 nails at truss member(s). U -CC 0.56 6954 C 0.38 0.18 Plates for each ply each face. This truss must be installed CC-V 0.13 3825 C 0.10 0.03 Plato - MT20 20 Ga, Gross Area as shown. It cannot be CC-V 0.13 3825 C 0.10 0.03 Plate - MT2H 20 Ga, Gross Area installed upside-down. ✓ -W 0.18 4161 C 0.11 0.07 Plate - MS18 20 Ga, Gross Area NOTE: USER MODIFIED PLATES V -W 0.18 4161 C 0.11 0.07 Jt Type Plt Size X Y JSI This design may have plates W -X 0.14 4237 C 0.11 0.03 A MT20 5.0x 6.0 1.5-1.0 0.93 selected through a plate W-X 0.14 4237 C 0.11 0.03 A MT20 1.0x 3.0 Ctr Ctr 0.00 monitor. X -Y 0.18 4161 C 0.11 0.07 S MT20 5.0x 5.0 Ctr-1.0 1.00 Max coop. force 6954 Lbs X -Y 0.18 4161 C 0.11 0.07 T MT20 4.0x 4.0 Ctr-0.5 0.99 Max tens. force 7705 Lbs Y -DD 0.13 3825 C 0.10 0.03 U MT20 3.Ox 4.0 Ctr Ctr 0.85 Connector Plate Fabrication Y -DD 0.13 3825 C 0.10 0.03 CC4M720 3.0x 8.0 2.5 Ctr 0.85 Tolerance . 10% DD-Z 0.56 6954 C 0.38 0.18 V MT20 6.0x 6.0 Ctr Ctr 0.27 This truss is designed for a ' Z -81 0.40 5725 C 0.28 0.12 W MT20 6.0x 6.0-1.5 Ctr 0.28 creep factor of 1.5 which S1-AA 0.40 5725 C 0.28 0.12 X M720 6.0x 6.0 1.5 Ctr 0.28 is used to calculate total Onbne Plue'"O Copyrgnt M:Tekt,19962016 Verson 300050 Enpineeong.Ponrao 101140916$24.43 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160513 F3A 2 M100 260000 10600 0 0 T9676323 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 N 03 N 0 0 0 V r 0 03 0 0 0 N TC;} 2-7-8 1 5-1-8 160912 1 9-3-12 111-11-4 114-6-12 117-0-12 I 'i I ''1 I N I 23-1-8 I 25-9-0 fM 1x3= (W)3x5= 3x3= 1x3= 3x4= 3x3= 3x3= 3x3= 3x3= 4x8= 3x4= S1 3x3-1x3 111x3 I ICC 3x3= 4x4= B A U V W X G Y Z AA BB DD D E Irl i,Il I r \WI \V"-- \:: i I,\/\4,3 t 1: -W 1-6-0 C F 1 2x4 II T 3 R Q P 0 H N M K J I 2:411 3:4= 3x3=1x3 I I 1x3 11 3x3= S2 4x4=2x4 11 4x5= 3x4= L 3x3= 3x3= 4x4= II (W)3x5 = 151 3x3= W:308 W:508 W:508 R: 673 R:1960 R: 790 BC p.-6-01 4-0-0 1 161008 I 110-8-4 I I I 15-11-4 118-5-4 I 122-0-0 124-6-0 1 01 v 01 v 0 0 .-I Cl0' 1 0 0 O 0 u) 10 0 0 0 0 0 0 0 N CO 01 CO 01 CO .-I .-1 .-1 04 L 26-0-0 p ALL PLATES ARE MT2020 Scale:0.232"=1' MiTek®Online Plus" APPROX. TRUSS WEIGHT: 180.8 LBS Online Plus -- Version 30.0.060 T -S 0.31. 1007 T 0.22 0.09 AA MT20 1.0x 3.0 Ctr Ctr 0.96 RUN DATE: 14-OCT-16 S -R 0.80 1238 1 0.23 0.57 BB 14120 1.0x 3.0 Ctr Ctr 0.96 R -Q 0.81 1238 1 0.23 0.58 CC MT20 3.0x 3.0 Ctr Ctr 0.55 Southern Pine lumber design Q -P 0.71 1238 1 0.23 0.48 DD MT20 3.0x 3.0 Ctr Ctr 0.64 values are those effective P -32 0.19 524 1 0.13 0.06 D 11120 4.Ox 4.0-0.5-0.5 0.66 06-01-13 by SPIB//ALSC UON 52-0 0.19 524 1 0.13 0.06 D 14120 1.0x 3.0 Ctr Ctr 0.00 CSI -Size- ----Lumber---- 0 -H 0.09 1299 C 0.02 0.07 C 14120 2.0x 4.0 Ctr 0.5 0.96 IC 0.57 4x 2 SP-12 H -N 0.09 1299 C 0.02 0.07 T MT20 3.0x 4.0 Ctr Ctr 0.92 BC 0.81 4x 2 SP-12 N -M 0.20 592 T 0.15 0.05 S MT20 3.0x 3.0 Ctr Ctr 0.55 WB 0.57 4x 2 59-13 M -L 0.47 1468 1 0.37 0.10 R MT20 1.0x 3.0 Ctr Ctr 0.96 L -K 0.55 1711 T 0.43 0.12 Q MT20 1.0x 3.0 Ctr Ctr 0.96 Brace truss as follows: K -J 0.61 1718 T 0.35 0.26 P MT20 3.0x 3.0 Ctr Ctr 0.87 O.C. From To J-I 0.35 1218 T 0.31 0.04 S2 MT20 113.0x 5.0 Ctr Ctr 0.00 TC Cont. 0- 0- 0 26- 0- 0 I -F 0.03 0 1 0.00 0.03 0 M20 4.Ox 4.0 Ctr 0.5 0.91 or 48.0" 0- 0- 0 26- 0- 0 Webs H MT20 2.0x 4.0 Ctr 0.5 0.57 BC Cont. 0- 0- 0 26- 0- 0 C -A 0.15 665 C N MT20 4.0x 5.0 Ctr 0.5 0.87 or 120.0" 0- 0- 0 26- 0- 0 A -T 0.36 757 T M M'20 3.0x 4.0 Ctr Ctr 0.86 1 -O 0.17 720 C L (4120 3.0x 3.0 Ctr Ctr 0.67 psf-Ld Dead Live U -S 0.10 211 T K MT20 3.0x 3.0 Ctr Ctr 0.57 TC 20.0 40.0 S -V 0.06 131 T J M120 3.0x 3.0 Ctr Ctr 0.58 BC 5.0 0.0 R -V 0.03 171 C I MT20 4.0x 4.0 Ctr 0.5 0.78 TC+BC 25.0 40.0 0 -W 0.09 193 T F M120 2.0x 4.0 Ctr 0.5 0.96 Total 65.0 Spacing 24.0" W -P 0.16 672 C Lumber Duration Factor 1.00 P -X 0.28 598 T REVIEWED BY: Plate Duration Factor 1.00 X -O 0.23 991 C MiTek USA, Inc. Fb Fc Ft Emin 0 -G 0.50 1063 T 6904 Parke East Blvd. TC 1.15 1.10 1.10 1.10 H -0 0.23 1063 C Tampa, FL 33610 BC 1.10 1.10 1.10 1.10 H -0 0.23 1063 C G -N 0.57 1208 1 REFER TO ONLINE PLUS GENERAL Total Load Reactions (Lbs) N -Y 0.27 1136 C NOTES AND SYMBOLS SHEET FOR Jt Down Uplift Horiz- Y -M 0.33 709 T ADDITIONAL SPECIFICATIONS. C 673 H -Z 0.16 692 C H 1960 2 -L 0.22 462 T NOTES: F 790 L -AA 0.05 224 C Trusses Manufactured by: K -BB 0.02 63 C RIDGWAY ROOF TRUSS Jt Erg Size Required K -CC 0.05 170 C Analysis Conforms To: C 3.5" 3.5" CC-J 0.08 345 C FBC2014 H 5.5" 1.5" J -DD 0.18 398 T TPI 2007 F 5.5" 5.5" DD-I 0.20 872 C Design checked for 10 psf non- I -D 0.43 914 T concurrent LL on BC. Plus 4 Unbalanced Load Cases F -D 0.18 783 C Provide 2X6 continuous Plus 1 LL Load Cases) strongbacks (on edge) every Plus 1 DL Load Case(s) IL Defl -0.13" in K -J L/999 10.0 Ft. Fasten to each LL Defl -0.07" in K -J L/999 truss w/ 3-10d(0.131"x3") Membr CSI P Lbs Axl-CSI-Bnd Shear // Grain in U -V 0.32 nails at truss member(s). Top Chords This truss must be installed A -U 0.54 523 C 0.00 0.54 Plates for each ply each face. as shown. It cannot be U -V 0.55 1149 C 0.01 0.54 Plate - MT20 20 Ga, Gross Area installed upside-down. V -W 0.51 1238 C 0.01 0.50 Plate - 51728 20 Ga, Gross Area Max cony. force 1711 Lbs W-X 0.50 863 C 0.00 0.50 Plate - MS18 18 Ga, Gross Area Max tens. force 1718 Lbs X -G 0.57 651 T 0.14 0.43 Jt Type Plt Size X Y JSI Connector Plate Fabrication G -Y 0.54 530 T 0.11 0.43 A MT20 3.0x 4.0 0.5 Ctr 0.87 Tolerance w 10% Y -81 0.41 1037 C 0.01 0.40 A M120 1.0x 3.0 Ctr Ctr 0.00 This truss is designed for a S1-2 0.24 1037 C 0.00 0.24 U M20 3.0x 3.0 Ctr Ctr 0.55 creep factor of 1.5 which 2 -AA 0.32 1711 C 0.02 0.30 V MT20 3.0x 3.0 Ctr Ctr 0.57 is used to calculate total AA-BB 0.32 1711 C 0.02 0.30 W 1.1120 3.0x 3.0 Ctr Ctr 0.57 load deflection. BB-CC 0.32 1711 C 0.02 0.30 X M120 3.0x 3.0 Ctr Ctr 0.87 CC-DD 0.47 1486 C 0.02 0.45 G M20 4.0x 8.0 Ctr-0.5 0.87 DD-D 0.47 631 C 0.00 0.47 Y HT20 3.Ox 4.0 Ctr Ctr 0.86 Bottom Chords S1 MT20 W3.0x 5.0 Ctr Ctr 0.00 C -T 0.03 0 1 0.00 0.03 Z MT20 3.0x 3.0 Ctr Ctr 0.67 Onune Nus'"O Copyngm M:Tek®1996.2016 Venn 30 0.060 Engneenng.Ponran 10/14001682143 PM Novi Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160513 F4 4 M100 140200 10600 0 0 T9676324 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 m 0 0 pmp o r( TC 2-7-8 1 5-1-8 1 6-5-4 17-5-121 8-9-8 1 11-3-8 I 13-11-0 1 1x3= 1x3= 4x4= 3x3= 3x3= lx3 11 1x3 II 3x3= 3x3= 4x4- A M N 0 P Q R D T B � � E 1-6-0 ii,Ait\i/g7, 2x411L cr K J I H G IL 2x411 111111 4x4= 3x3= 3x3= 3x3- 3x3= 4x4- 7 W:508 W:508 R: 897 R: 896 1 BC 1-6-0 I 4-0-0 I 6-6-0 I 7-8-0 I 10-2-0 I 12-8-0 114-2-0 6 14-2-0 B ALL PLATES ARE MT2020 Scale:0.403""P MiTek®Online Plus'" APPROX. TRUSS WEIGHT: 99.9 LBS Online Plus -- Version 30.0.060 K -J 0.61 2109 T 0.42 0.19 REFER TO ONLINE PLUS GENERAL RUN DATE: 14-OCT-16 J -I 0.58 2236 T 0.57 0.01 NOTES AND SYMBOLS SHEET FOR I -H 0.61 2109 T 0.42 0.19 ADDITIONAL SPECIFICATIONS. Southern Pine lumber design H -G 0.40 1415 T 0.36 0.04 values are those effective G -F 0.03 0 T 0.00 0.03 NOTES: 06-01-13 by SPIB//ALSC UON Webs Trusses Manufactured by: CSI -Size- ----Lumber---- C -A 0.20 890 C RIDGWAY ROOF TRUSS TC 0.49 4x 2 SP-442 A -L 0.50 1062 T Analysis Conforms To: BC 0.61 4x 2 SP-#2 L -M 0.24 1013 C FBC2014 WB 0.50 4x 2 SP-$3 M -K 0.25 534 T TPI 2007 K -N 0.11 497 C Design checked for 10 psf non- Brace truss as follows: N -J 0.17 360 T concurrent LL on BC. O.C. From To J -O 0.04 181 C Provide 2X6 continuous TC Cont. 0- 0- 0 14- 2- 0 I -P 0.04 181 C strongbacks (on edge) every or 48.0" 0- 0- 0 14- 2- 0 I -Q 0.17 360 T 10.0 Ft. Fasten 3to1 each BC Cont. 0- 0- 0 14- 2- 0 Q -H 0.11 497 C truss w/ 3-lOd(0.1 "x3") or 120.0" 0- 0- 0 14- 2- 0 H -R 0.25 534 T nails at truss member(s). R -G 0.24 1013 C This truss must be installed psf-Ld Dead Live G -D 0.50 1062 T as shown. It cannot be TC 20.0 40.0 F -D 0.20 890 C installed upside-down. BC 5.0 0.0 Max comp. force 2236 Lbs TC+BC 25.0 40.0 TL Defl -0.15" in J -I L/999 Max tens. force 2236 Lbs Total 65.0 Spacing 24.0" LL Defl -0.08" in J -I L/999 Connector Plate Fabrication Lumber Duration Factor 1.00 Shear // Grain in A -M 0.30 Tolerance = 10% Plate Duration Factor 1.00 This truss is designed for a Fb Fc Ft Emin Plates for each ply each face. creep factor of 1.5 which TC 1.15 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area is used to calculate total BC 1.10 1.10 1.10 1.10 Plate - MT2H 20 Ga, Gross Area load deflection. Plate - MS18 18 Ga, Gross Area Total Load Reactions (Lbs) Jt Type Plt Size X Y JSI Jt Down Uplift Horiz- A MT20 4.Ox 4.0 0.5-0.5 0.76 C 897 A MT20 1.Ox 3.0 Ctr Ctr 0.00 F 896 M MT20 3.Ox 3.0 Ctr Ctr 0.78 N MT20 3.Ox 3.0 Ctr Ctr 0.53 Jt Brg Size Required 0 MT20 1.Ox 3.0 Ctr Ctr 0.33 C 5.5" 5.5" P MT20 1.Ox 3.0 Ctr Ctr 0.33 F 5.5" 5.5" Q MT20 3.Ox 3.0 Ctr Ctr 0.53 R MT20 3.Ox 3.0 Ctr Ctr 0.78 Plus 2 Unbalanced Load Cases D MT20 4.Ox 4.0-0.5-0.5 0.76 Plus 1 LL Load Case(s) D MT20 1.Ox 3.0 Ctr Ctr 0.00 Plus 1 DL Load Case(s) C MT20 2.Ox 4.0 Ctr 0.5 0.48 L MT20 4.Ox 4.0 Ctr 0.5 0.90 Membr CSI P Lbs Axl-CSI-Bnd K MT20 3.Ox 3.0 Ctr Ctr 0.78 Top Chords J MT20 3.Ox 3.0 Ctr Ctr 0.53 A -M 0.47 733 C 0.00 0.47 I MT20 3.Ox 3.0 Ctr Ctr 0.53 M -N 0.49 1775 C 0.04 0.45 H MT20 3.Ox 3.0 Ctr Ctr 0.78 N -O 0.27 2236 C 0.03 0.24 G MT20 4.Ox 4.0 Ctr 0.5 0.90 O -P 0.25 2236 C 0.03 0.22 F MT20 2.Ox 4.0 Ctr 0.5 0.48 P -Q 0.27 2236 C 0.03 0.24 Q -R 0.49 1775 C 0.04 0.45 REVIEWED BY: R -D 0.47 733 C 0.00 0.47 MiTek USA, Inc. Bottom Chords 6904 Parke East Blvd. C -L 0.03 0 T 0.00 0.03 Tampa, FL 33610 L -K 0.40 1415 T 0.36 0.04 On8ne Plus'"0 CopynpM MaTe119 19962018 Version 30.0 080 Eneneennp-Poitrart 101142010 824 44 PM Pape 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160513 F4A 2 M100 140200 10600 0 0 T9676325 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 co0 0 0 os o o TC h 1-5-4 1 2-8-4 14-1-8 I 6-9-0 1 8-0-12 19-11-12 111-3-8 I 13-11-0 f� 1x3= 1x3= 5x5= 1x3 11 1x3 11 5x10= 3x3 1x3 11 1x3 11 3x3= 3x3= A O P G Q RS T D 1-6-0 I \ '5x6 S N M ® L R J I 2x411 4x5= 5x5= 3x311 4x5= 3x3= 3x3= 3x3= !I...MI=1E7 1111 W:508 R: 616 BC 1-6-0 1 2-10-8 1 4-3-0 15-7-8 I 8-1-8 I 10-2-0 I 12-8-0 1 14-2-0 14-2-0 B ALL PLATES ARE MT2020 Scale:0.416"=1' MiTekP Online Plus"" APPROX. TRUSS WEIGHT: 102.7 LBS Online Plus -- Version 30.0.060 C -N 0.02 0 T 0.00 0.02 REFER TO ONLINE PLUS GENERAL RUN DATE: 14-OCT-16 N -M 0.02 0 T 0.00 0.02 NOTES AND SYMBOLS SHEET FOR M -H 0.07 0 T 0.00 0.07 ADDITIONAL SPECIFICATIONS. Southern Pine lumber design H -L 0.08 1007 C 0.01 0.07 values are those effective L -K 0.31 827 T 0.18 0.13 NOTES: 06-01-13 by SPIE//ALSC UON K -J 0.38 1035 T 0.25 0.13 Trusses Manufactured by: CSI -Size- ----Lumber---- J -I 0.36 881 T 0.22 0.14 RIDGWAY ROOF TRUSS TC 0.54 4x 2 SP-42 I -F 0.05 0 T 0.00 0.05 Analysis Conforms To: BC 0.38 4x 2 SP-112 Webs FBC2O14 WB 0.86 4x 2 SP-43 C -A 0.56 1481 T TPI 2007 A -N 0.67 2128 C Designed for shear loads (plf) Brace truss as follows: N -O 0.04 187 C TC 770.0 BC 0.0 O.C. From To M -P 0.02 120 C applied to 30.5 % of span TC Cont. 0- 0- 0 14- 2- 0 M -G 0.86 2263 T Design checked for 10 psf non- or 48.0" 0- 0- 0 14- 2- 0 H -G 0.21 1073 C concurrent LL on BC. BC Cont. 0- 0- 0 14- 2- 0 H -G 0.21 1073 C This truss must be installed or 120.0" 0- 0- 0 14- 2- 0 G -L 0.58 1228 T as shown. It cannot be L -Q 0.27 1162 C installed upside-down. psf-Id Dead Live Q -K 0.16 344 T Max comp. force 2128 Lbs TC 20.0 40.0 K -R 0.04 197 C Max tens. force 2263 Lbs BC 5.0 0.0 J -S 0.03 165 C Connector Plate Fabrication TC+BC 25.0 40.0 J -T 0.13 282 T Tolerance - 10% Total 65.0 Spacing 24.0" T -I 0.14 622 C This truss is designed for a Lumber Duration Factor 1.00 I -D 0.31 670 T creep factor of 1.5 which Plate Duration Factor 1.00 F -D 0.14 612 C is used to calculate total Fb Fc Ft Emin load deflection. TC 1.00 1.00 1.00 1.00 TL Defl -0.06" in J -I L/999 BC 1.00 1.00 1.00 1.00 LL Defl -0.04" in J -I L/999 Shear // Grain in T -D 0.29 Total Load Reactions (Lbs) Jt Down Uplift Horiz- Plates for each ply each face. H 1577 3176 R Plate - MT20 20 Ga, Gross Area F 616 Plate - MT2H 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Brg Size Required Jt Type Plt Size X Y JSI H 51.0" -1"-to- 50" A MT20 5.Ox 5.0 1.0-1.0 0.77 F 5.5" 5.5" A MT20 1.Ox 3.0 Ctr Ctr 0.00 O MT20 1.Ox 3.0 Ctr Ctr 0.33 LC4 1 Standard Loading P MT20 1.Ox 3.0 Ctr Ctr 0.33 Dur Fctrs - Lbr 1.00 Plt 1.00 G MT20 5.0x10.0 Ctr-1.0 0.86 plf - Dead Live+ From To 0 MT20 3.Ox 3.0 Ctr Ctr 0.85 TC V 40 80 -0.1' 14.0' R MT20 1.Ox 3.0 Ctr Ctr 0.33 BC V 10 0 -0.1' 14.0' S MT20 1.Ox 3.0 Ctr Ctr 0.33 TC V 154 246 6.9' CL-LB T MT20 3.Ox 3.0 Ctr Ctr 0.45 D MT20 3.Ox 3.0 Ctr Ctr 0.98 Plus 2 Unbalanced Load Cases D MT20 1.Ox 3.0 Ctr Ctr 0.00 Plus 2 Drag Load Case(s) C MT20 5.Ox 6.0 1.5 1.0 0.81 Plus 1 LL Load Case(s) N MT20 4.Ox 5.0-1.0 0.5 0.89 Plus 1 DL Load Case(s) M MT20 5.Ox 5.0 1.0 1.0 0.86 H MT20 3.Ox 3.0 Ctr Ctr 0.59 Membr CSI P Lbs Axl-CSI-Bnd L MT20 4.Ox 5.0 Ctr 0.5 0.88 Top Chords K MT20 3.Ox 3.0 Ctr Ctr 0.50 A -O 0.25 951 T 0.21 0.04 J MT20 3.Ox 3.0 Ctr Ctr 0.41 O -P 0.23 388 T 0.09 0.14 I MT20 3.Ox 3.0 Ctr Ctr 0.98 P -G 0.50 1374 T 0.10 0.40 F MT20 2.Ox 4.0 Ctr 0.5 0.33 G -Q 0.46 324 C 0.04 0.42 Q -R 0.33 1035 C 0.01 0.32 REVIEWED BY: R -S 0.33 1035 C 0.01 0.32 MiTek USA, Inc. S -T 0.46 1035 C 0.01 0.45 6904 Parke East Blvd. T -D 0.54 462 C 0.00 0.54 Tampa, FL 33610 Bottom Chords Onnne Plus^O Copyngnt M:Teke 19%2016 Venlon 30 0.080 Engineering.Portrait 10/142018 8:24.44 PM Pagel Job Mark Quare Type Span Pl-Hl Left OH Right OH Engineering 160513 Bldg 1,2, or 3- Aquatic F5 2 Mloo x1100 10600 0 0 p676326 HO 1-6-0 HO 1-6-0 m 0 m 0 0 0 TC 1'i1 1-5-4 1 3-0-8 1 5-8-0 fil 1x3= 1x3= 3x3= lx3 II 3x3= 3x3= A J K a B�rAt It 1-6-0 \ / Ci F 2x4 11 'e 111, 2x4 1I I H G 7 3x3= 1x311 3x3= 7 W:308 W:308 R: 360 R: 360 BC 1-6-0 I 3-1-4 I 4-5-0 I 5-11-0 5-11-0 ti›- ALL ALL PLATES ARE MT2020 Scale:0.681'=1' MiTekS Online Plus" APPROX. TRUSS WEIGHT: 45.4 LBS Online Plus -- Version 30.0.060 Bottom Chords Analysis Conforms To: RUN DATE: 14-OCT-16 C -I 0.35 0 T 0.00 0.35 FBC2014 I -H 0.51 350 T 0.08 0.43 TPI 2007 Southern Pine lumber design H -G 0.50 350 T 0.08 0.42 Design checked for 10 psf non- values are those effective G -F 0.08 0 T 0.00 0.08 concurrent LL on BC. 06-01-13 by SPIB//ALSC UON Webs This truss must be installed CSI -Size- ----Lumber---- C -A 0.09 390 C as shown. It cannot be TC 0.57 4x 2 SP-#2 A -I 0.23 495 T installed upside-down. BC 0.51 4x 2 SP-#2 I -J 0.05 230 C Max comp. force 390 Lbs WB 0.23 4x 2 SP-#3 H -K 0.02 124 C Max tens. force 495 Lbs K -G 0.04 203 C Connector Plate Fabrication Brace truss as follows: G -D 0.14 303 T Tolerance = 10% O.C. From To F -D 0.08 362 C This truss is designed for a TC Cont. 0- 0- 0 5-11- 0 creep factor of 1.5 which or 48.0" 0- 0- 0 5-11- 0 TL Defl -0.06" in H -G L/999 is used to calculate total BC Cont. 0- 0- 0 5-11- 0 LL Defl -0.03" in H -G L/999 load deflection. or 68.0" 0- 0- 0 5-11- 0 Shear // Grain in K -D 0.28 psf-Ld Dead Live Plates for each ply each face. TC 20.0 40.0 Plate - MT20 20 Ga, Gross Area BC 5.0 0.0 Plate - MT2H 20 Ga, Gross Area TC+BC 25.0 40.0 Plate - MS18 18 Ga, Gross Area Total 65.0 Spacing 24.0" Jt Type Plt Size X Y JSI Lumber Duration Factor 1.00 A MT20 3.Ox 3.0 Ctr Ctr 0.72 Plate Duration Factor 1.00 A MT20 1.Ox 3.0 Ctr Ctr 0.00 Fb Fc Ft Emin J MT20 1.Ox 3.0 Ctr Ctr 0.33 TC 1.15 1.10 1.10 1.10 K MT20 3.Ox 3.0 Ctr Ctr 0.24 BC 1.10 1.10 1.10 1.10 D MT20 3.Ox 3.0 Ctr Ctr 0.44 D MT20 1.Ox 3.0 Ctr Ctr 0.00 Total Load Reactions (Lbs) C MT20 2.Ox 4.0 Ctr 0.5 0.33 Jt Down Uplift Horiz- I MT20 3.Ox 3.0 Ctr Ctr 0.72 C 361 H MT20 1.Ox 3.0 Ctr Ctr 0.33 F 360 G MT20 3.Ox 3.0 Ctr Ctr 0.44 F MT20 2.Ox 4.0 Ctr 0.5 0.33 Jt Brg Size Required C 3.5" 3.5" REVIEWED BY: F 3.5" 3.5" MiTek USA, Inc. 6904 Parke East Blvd. Plus 2 Unbalanced Load Cases Tampa, FL 33610 Plus 1 LL Load Case(s) Plus 1 DL Load Case(s) REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR Membr CSI P Lbs Axl-CSI-Bnd ADDITIONAL SPECIFICATIONS. Top Chords A -J 0.32 350 C 0.00 0.32 NOTES: ' J -K 0.32 350 C 0.00 0.32 Trusses Manufactured by: K -D 0.57 209 C 0.00 0.57 RIDGWAY ROOF TRUSS Online Plus".0 Copyngnl M,Tek>1996-2016 Version 30 0 060 Enoneenng-PONul 10/140016 8 24 44 PM Page I Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160513 F6 12 M100 90800 10600 0 0 79676327 Bldg 1,2, or 3- Aquatic • HO 1-6-0 HO 1-6-0 m 0 TC h 2-7-8 1 3-11-4 1 5-5-12 1 6-9-8 I 9-6-8 1 1x3= 3x3= 3x3= 1x311 1x31I 3x3= 3x6= A J K L M S I E' QIN\ / \, 1c 1-6-0 2x411 12x4 11 I H G F 7 3x3= 3x3= 3x3= 3x3- J] W:308 HGR R: 608 R: 624 BC 1-6-0 1 4-0-0 1 5-8-0 I 8-2-0 1 -77: 9-8-0 ALL PLATES ARE MT2020 Scale:0.589"=1' MiTekE Online Plus^ APPROX. TRUSS WEIGHT: 70.1 LBS Online Plus -- Version 30.0.060 M -B 0.49 472 C 0.00 0.49 REFER TO ONLINE PLUS GENERAL RUN DATE: 14-OCT-16 Bottom Chords NOTES AND SYMBOLS SHEET FOR D -I 0.05 0 T 0.00 0.05 ADDITIONAL SPECIFICATIONS. Southern Pine lumber design I -H 0.31 867 T 0.18 0.13 values are those effective H -G 0.33 1013 T 0.20 0.13 NOTES: 06-01-13 by SPIB//ALSC UON G -F 0.33 881 T 0.19 0.14 Trusses Manufactured by: CSI -Size- ----Lumber---- F -C 0.05 0 T 0.00 0.05 RIDGWAY ROOF TRUSS TC 0.49 4x 2 SP-#2 Webs Analysis Conforms To: BC 0.33 4x 2 SP-#2 D -A 0.13 603 C FBC2014 WB 0.31 4x 2 SP-#3 A -I 0.31 657 T TPI 2007 I -J 0.14 614 C Design checked for 10 psf non- Brace truss as follows: J -H 0.15 325 T concurrent LL on BC. O.C. From To H -K 0.04 176 C This truss must be installed TC Cont. 0- 0- 0 9- 8- 0 G -L 0.03 169 C as shown. It cannot be or 48.0" 0- 0- 0 9- 8- 0 G -M 0.14 312 T installed upside-down. BC Cont. 0- 0- 0 9- 8- 0 M -F 0.14 607 C Max comp. force 1013 Lbs or 114.5" 0- 0- 0 9- 8- 0 F -B 0.31 668 T Max tens. force 1013 Lbs C -B 0.07 340 C Connector Plate Fabrication psf-Ld Dead Live C -B 0.07 340 C Tolerance = 10% TC 20.0 40.0 This truss is designed for a BC 5.0 0.0 TL Defl -0.05" in G -F L/999 creep factor of 1.5 which TC+BC 25.0 40.0 LL Defl -0.03" in G -F L/999 is used to calculate total Total 65.0 Spacing 24.0" Shear // Grain in M -B 0.30 load deflection. Lumber Duration Factor 1.00 Plate Duration Factor 1.00 Plates for each ply each face. Fb Fc Ft Emin Plate - MT20 20 Ga, Gross Area TC 1.15 1.10 1.10 1.10 Plate - MT2H 20 Ga, Gross Area BC 1.10 1.10 1.10 1.10 Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI Total Load Reactions (Lbs) A MT20 3.Ox 3.0 Ctr Ctr 0.96 Jt Down Uplift Horiz- A MT20 1.Ox 3.0 Ctr Ctr 0.00 D 609 J MT20 3.Ox 3.0 Ctr Ctr 0.48 C 624 K MT20 1.Ox 3.0 Ctr Ctr 0.33 L MT20 1.Ox 3.0 Ctr Ctr 0.33 Jt Brg Size Required M MT20 3.Ox 3.0 Ctr Ctr 0.45 D 3.5" 3.5" B MT20 3.Ox 6.0 Ctr Ctr 0.77 C 3.5" 1.5" D MT20 2.Ox 4.0 Ctr 0.5 0.33 I MT20 3.Ox 3.0 Ctr Ctr 0.96 Plus 2 Unbalanced Load Cases H MT20 3.Ox 3.0 Ctr Ctr 0.48 Plus 1 LL Load Case(s) G MT20 3.Ox 3.0 Ctr Ctr 0.45 Plus 1 DL Load Case(s) F MT20 3.Ox 3.0 Ctr Ctr 0.97 C MT20 2.Ox 4.0 Ctr 0.5 0.20 Membr CSI P Lbs Axl-CSI-Bnd Top Chords REVIEWED BY: A -J 0.47 454 C 0.00 0.47 MiTek USA, Inc. J -K 0.40 1013 C 0.00 0.40 6904 Parke East Blvd. K -L 0.24 1013 C 0.00 0.24 Tampa, FL 33610 _ L -M 0.42 1013 C 0.00 0.42 Onne Plus'.®Copynght M:Tela 19062076 Veraion 30 0 060 Eneneenng•Pon/an 10/140016 82445 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160513 F7 2 M100 90800 10600 0 0 T9676328 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 m o TC H 1-4-8 I 2-8-8 I 4-0-8 1 5-4-8 I 6-8-8 I 8-0-8 I 9-6-8 f 1x3= 1x311 3x3- 3x3= 1x311 3x3- 3x3- 3x3= A L M N 0 P Q 2x4 11 B 1 j 11. 1-6-0 l 2x 1x4 K J I H G F I I 1x311 3x3- 3x5- 3x3= 3x3= 1x311 BC 1-6-0 I 2-10-0 I 4-2-0 I 5-6-0 1 6-10-0 I 8-2-0 I 9-8-0 BI B 9-8-0 ALL PLATES ARE MT2020 Scale:0.607"=1' MiTekX Online Plus" APP OX. TRUSS WEIGHT: 76.0 LBS Online Plus -- Version 30.0.060 D -K 0.01 T 0.00 0.01 RUN DATE: 14-OCT-16 K -J 0.01 T 0.00 0.01 NOTES: J -I 0.00 T Trusses Manufactured by: Southern Pine lumber design I -H 0.00 T RIDGWAY ROOF TRUSS values are those effective H -G 0.00 T Analysis Conforms To: 06-01-13 by SPIB//ALSC UON G -F 0.01 T 0.00 0.01 FBC2014 CSI -Size- ----Lumber---- F -C 0.01 T 0.00 0.01 TPI 2007 TC 0.70 4x 2 SP-82 Webs Designed for shear loads (plf) BC 0.01 4x 2 SP-82 D -A 0.10 31 C TC 310.0 BC 0.0 WB 0.29 4x 2 SP-83 K -L 0.18 101 C Design checked for 10 psf non- L -J 0.29 98 C concurrent LL on BC. Brace truss as follows: J -M 0.17 95 C This truss must be installed O.C. From To M -I 0.28 98 C as shown. It cannot be TC Cont. 0- 0- 0 9- 8- 0 I -N 0.17 76 C installed upside-down. or 48.0" 0- 0- 0 9- 8- 0 I -O 0.28 93 C Max comp. force 1033 Lbs BC Cont. 0- 0- 0 9- 8- 0 H -O 0.17 95 C Max tens. force 775 Lbs or 114.5" 0- 0- 0 9- 8- 0 H -P 0.28 87 C Connector Plate Fabrication G -P 0.17 95 C Tolerance - 108 psf-Ld Dead Live G -Q 0.29 91 C Provide metal plate or equiv. TC 20.0 40.0 F -Q 0.19 103 C at bearing(s) H BC 5.0 0.0 C -B 0.05 21 C to support reaction shown. TC+BC 25.0 40.0 C -B 0.04 21 C This truss is designed for a Total 65.0 Spacing 12.0" creep factor of 1.5 which Lumber Duration Factor 1.00 TL Defl 0.00" in L/999 is used to calculate total Plate Duration Factor 1.00 LL Defl 0.00" in L/999 load deflection. Fb Fc Ft Emin Shear // Grain in Q -B 0.76 TC 1.00 1.00 1.00 1.00 BC 1.00 1.00 1.00 1.00 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Total Load Reactions (Lbs) Plate - MT2H 20 Ga, Gross Area Jt Down Uplift Horiz- Plate - MS18 18 Ga, Gross Area D 5498 2958 R Jt Type Plt Size X Y JSI A MT20 1.Ox 3.0 Ctr Ctr 0.50 Jt Brg Size Required A MT20 1.Ox 3.0 Ctr Ctr 0.00 D 116.0" -1"-to- ++5" L MT20 3.Ox 3.0 Ctr Ctr 0.89 M MT20 3.Ox 3.0 Ctr Ctr 0.88 LC# 1 Standard Loading N MT20 1.Ox 3.0 Ctr Ctr 0.69 Dur Fctrs - Lbr 1.00 Plt 1.00 0 MT20 3.Ox 3.0 Ctr Ctr 0.87 plf - Dead Levee From To P MT20 3.Ox 3.0 Ctr Ctr 0.89 TC V 20 40 -0.1' 9.5' 0 MT20 3.Ox 3.0 Ctr Ctr 0.91 BC V 5 0 -0.1' 9.5' B MT20 2.Ox 4.0 Ctr-0.5 0.27 TC V 295 220 0.0' 9.5' D MT20 2.Ox 4.0 Ctr 0.5 0.33 K MT20 1.Ox 3.0 Ctr Ctr 0.73 Plus 2 Unbalanced Load Cases J MT20 3.Ox 3.0 Ctr Ctr 0.89 Plus 2 Drag Load Case(s) I MT20 3.Ox 5.0 Ctr Ctr 0.79 Plus 1 LL Load Case(s) H MT20 3.Ox 3.0 Ctr Ctr 0.89 Plus 1 DL Load Case(s) G MT20 3.Ox 3.0 Ctr Ctr 0.91 F MT20 1.Ox 3.0 Ctr Ctr 0.74 Membr CSI P Lbs Axl-CSI-Bnd C MT20 2.Ox 4.0 Ctr 0.5 0.20 Top Chords A -L 0.65 213 C 0.00 0.65 REVIEWED BY: - L -M 0.68 140 T 0.03 0.65 MiTek USA, Inc. M -N 0.62 324 T 0.08 0.54 6904 Parke East Blvd. N -O 0.63 403 T 0.08 0.55 Tampa, FL 33610 O -P 0.59 165 T 0.04 0.55 P -Q 0.70 131 T 0.02 0.68 REFER TO ONLINE PLUS GENERAL • Q -B 0.68 232 C 0.00 0.68 NOTES AND SYMBOLS SHEET FOR Bottom Chords ADDITIONAL SPECIFICATIONS. Online Plus'.0 Copyn9nt 1,Tele 1956-2016 Version 30.0.060 En9neenng-PONa4 10n40016 8.24 45 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering • 160513 F8 14 M100 110604 10600 0 0 T9676329 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 s 0 10 0 TCI 2-9-0 I 5-3-0 1 6-3-4 1 8-9-4 I 11-4-12 1x3= 3x6= 3x3= 3x3= 3x3= 3x3= 3x4= A L M N 0 C TNiP 1-6-0 B \ - . ./ \ / \ /„ . , 2x4 I ' "%K3 " I H G g 2x4 II ft3x5- 3x3= 1x311 1x311 3x3- 3x5- HGR W:308 R: 744 R: 728 BC 1-6-0 1 4-0-0 15-3-12 16-2-8 17-6-4 I 10-0-4 - I T1-6-4 EY- 11-6-4 p ALL PLATES ARE MT2020 Scale 0.502'=l' MiTek®Online Plus. APPROX. TRUSS WEIGHT: 83.8 LBS Online Plus -- Version 30.0.060 J -I 0.53 1498 T 0.28 0.25 ADDITIONAL SPECIFICATIONS. RUN DATE: 14-OCT-16 I -H 0.51 1498 T 0.28 0.23 H -G 0.52 1498 T 0.28 0.24 NOTES: Southern Pine lumber design G -F 0.32 1104 T 0.28 0.04 Trusses Manufactured by: values are those effective F -E 0.04 0 T 0.00 0.04 RIDGWAY ROOF TRUSS 06-01-13 by SPIB//ALSC UON Webs Analysis Conforms To: CSI -Size- ----Lumber---- B -A 0.09 406 C FBC2014 TC 0.52 4x 2 SP-#2 B -A 0.09 406 C TPI 2007 BC 0.53 4x 2 SP-#2 A -K 0.40 846 T Design checked for 10 psf non- WB 0.40 4x 2 SP-#3 K -L 0.18 780 C concurrent LL on BC. L -J 0.14 303 T Provide 2X6 continuous Brace truss as follows: J -M 0.07 325 C strongbacks (on edge) every O.C. From To I -M 0.05 114 T 10.0 Ft. Fasten to each TC Cont. 0- 0- 0 11- 6- 4 H -N 0.05 117 T truss w/ 3-10d(0.131"x3") or 48.0" 0- 0- 0 11- 6- 4 N -G 0.08 335 C nails at truss member(s). BC Cont. 0- 0- 0 11- 6- 4 G -O 0.14 312 T This truss must be installed or 120.0" 0- 0- 0 11- 6- 4 0 -F 0.18 786 C as shown. It cannot be F -C 0.39 833 T installed upside-down. psf-Ld Dead Live E -C 0.16 723 C Max comp. force 1498 Lbs TC 20.0 40.0 Max tens. force 1498 Lbs BC 5.0 0.0 TL Defl -0.07" in I -H L/999 Connector Plate Fabrication TC+BC 25.0 40.0 LL Defl -0.04" in I -H L/999 Tolerance = 10% Total 65.0 Spacing 24.0" Shear // Grain in A -L 0.31 This truss is designed for a Lumber Duration Factor 1.00 creep factor of 1.5 which Plate Duration Factor 1.00 Plates for each ply each face. is used to calculate total Fb Fc Ft Emin Plate - MT20 20 Ga, Gross Area load deflection. TC 1.15 1.10 1.10 1.10 Plate - MT2H 20 Ga, Gross Area BC 1.10 1.10 1.10 1.10 Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI Total Load Reactions (Lbs) A MT20 3.Ox 6.0 Ctr Ctr 0.97 Jt Down Uplift Horiz- L MT20 3.Ox 3.0 Ctr Ctr 0.57 B 745 M MT20 3.Ox 3.0 Ctr Ctr 0.24 E 728 N MT20 3.Ox 3.0 Ctr Ctr 0.24 O MT20 3.Ox 3.0 Ctr Ctr 0.57 Jt Brg Size Required C MT20 3.Ox 4.0-0.5 Ctr 0.95 B 3.5" 1.5" C MT20 1.Ox 3.0 Ctr Ctr 0.00 E 3.5" 3.5" B MT20 2.Ox 4.0 Ctr 0.5 0.22 K MT20 3.Ox 5.0 Ctr Ctr 0.97 Plus 2 Unbalanced Load Cases J MT20 3.Ox 3.0 Ctr Ctr 0.44 Plus 1 LL Load Case(s) I MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 1 DL Load Case(s) H MT20 1.Ox 3.0 Ctr Ctr 0.33 G MT20 3.0x 3.0 Ctr Ctr 0.46 Membr CSI P Lbs Axl-CSI-Bnd F MT20 3.Ox 5.0 Ctr Ctr 0.95 Top Chords E MT20 2.Ox 4.0 Ctr 0.5 0.39 A -L 0.51 598 C 0.00 0.51 L -M 0.52 1317 C 0.01 0.51 REVIEWED BY: M -N 0.23 1498 C 0.02 0.21 MiTek USA, Inc. N -O 0.51 1306 C 0.01 0.50 6904 Parke East Blvd. O -C 0.50 575 C 0.00 0.50 Tampa, FL 33610 Bottom Chords B -K 0.04 0 T 0.00 0.04 REFER TO ONLINE PLUS GENERAL K -J 0.32 1123 T 0.28 0.04 NOTES AND SYMBOLS SHEET FOR Online Pius'.0 Copyright MiTek®19962016 V4rswn 30 0 060 Engineering•Pwtran 10J1412016 8 24 45 PM Page 1 • Job Mark Quail Type Span Pl-Hl Left OH Right OH Engineering 160513 F9 2 M100 110604 10600 0 0 T9676330 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 m TC 1-5-4 1 3-0-4 I 5-7-12 I 7-1-0 1 8-7-12 I 11-4-12 2x4 II 1x3= p 6x6= S 2x4 I I 1x3=3x5 I I 6x10= 1x3=4x5 11 A 1x3- N 1x3= 0 1x3= 1x3= F 1x3= 1x3= 4 1x3= 1x3= 6x6= D Tet s C ,�,. st • WE 2x4 II M L� K J ® H t2x4II 5x5= 1x311 5x6= 3x4 II 4x5= lx311 4x4= 7 111 7-1 W:308 W:308 W:10704 R:1605 R:3983 R:2564 SC 1-6-0 I 3-1-0 14-4-12 I 5-9-4 1 7-1-12 I 8-8-8 I 10-0-4 1 11-6-4 B 11-6-4 D=- ALL ALL PLATES ARE MT2020 Scale:0.502""1' MiTekS Online Plus" APPROX. TRUSS WEIGHT: 105.0 LBS Online Plus -- Version 30.0.060 F -P 0.54 358 C 0.00 0.54 MiTek USA, Inc. RUN DATE: 14-OCT-16 F -P 0.60 358 C 0.00 0.60 6904 Parke East Blvd. P -Q 0.40 358 C 0.00 0.40 Tampa, FL 33610 Southern Pine lumber design P -Q 0.44 358 C 0.00 0.44 values are those effective Q -D 0.72 693 T 0.13 0.59 REFER TO ONLINE PLUS GENERAL 06-01-13 by SPIB//ALSC IX)N Q -D 0.78 693 T 0.13 0.65 NOTES AND SYMBOLS SHEET FOR CSI -Size- ----Lumber---- Bottom Chords ADDITIONAL SPECIFICATIONS. TC 0.78 4x 2 SP-81 C -M 0.18 0 T 0.00 0.18 BC 0.67 4x 2 SP-42 M -L 0.67 1354 T 0.38 0.29 NOTES: WB 0.91 4x 2 SP-83 L -K 0.67 1354 T 0.38 0.29 Trusses Manufactured by: K -G 0.12 1033 C 0.01 0.11 RIDGWAY ROOF TRUSS Brace truss as follows: G -J 0.13 1033 C 0.01 0.12 Analysis Conforms To: O.C. From To J -I 0.33 651 T 0.18 0.15 FBC2014 TC Cont. 0- 0- 0 11- 6- 4 I -H 0.33 651 T 0.18 0.15 TPI 2007 or 48.0" 0- 0- 0 11- 6- 4 H -E 0.14 0 T 0.00 0.14 Design checked for 10 psf non- BC Cont. 0- 0- 0 11- 6- 4 Webs concurrent LL on BC. or 120.0" 0- 0- 0 11- 6- 4 C -B 0.37 1617 C This truss must be installed B -M 0.91 1915 T as shown. It cannot be psf-Ld Dead Live M -N 0.29 1275 C installed upside-down. TC 40.0 80.0 L -O 0.01 64 C Max comp. force 2303 Lbs BC 10.0 0.0 0 -K 0.35 1507 C Max tens. force 1915 Lbs TC+BC 50.0 80.0 K -F 0.76 1596 T Connector Plate Fabrication Total 130.0 Spacing 12.0" G -F 0.48 2172 C Tolerance = 10% Lumber Duration Factor 1.00 G -F 0.48 2172 C This truss is designed for a Plate Duration Factor 1.00 F -J 0.73 1544 T creep factor of 1.5 which Fb Fc Ft Emin J -P 0.23 1042 C is used to calculate total TC 1.00 1.00 1.00 1.00 I -Q 0.01 55 C load deflection. BC 1.00 1.00 1.00 1.00 Q -H 0.54 2303 C H -D 0.42 1783 C { Total Load Reactions (Lbs) E -D 0.14 296 T Jt Down Uplift Horiz- E -D 0.14 296 T C 1605 G 3984 TL Dell -0.06" in M -L L/999 H 2565 LL Defl -0.02" in M -L L/999 Shear // Grain in 0 -F 0.93 Jt Brg Size Required C 3.5" 1.5" Plates for each ply each face. G 3.5" 1.8" Plate - MT20 20 Ga, Gross Area H 19.2" 118"-to- 137" Plate - MT2H 20 Ga, Gross Area Plate - M518 18 Ga, Gross Area LC4 1 Standard Loading Jt Type Plt Size X Y JSI Dur Fctrs - Lbr 1.00 Plt 1.00 B MT20 6.Ox 6.0 1.5 Ctr 0.92 plf - Dead Live• From To B MT20 1.Ox 3.0 Ctr Ctr 0.00 TC V 40 80 -0.1' 11.4' N MT20 2.Ox 4.0-0.2 0.5 0.76 BC V 10 0 -0.1' 11.4' 0 MT20 3.Ox 5.0 Ctr 0.5 0.95 TC V 309 234 0.0' 11.4' F MT20 6.0x10.0 Ctr-0.8 0.83 TC V 154 246 6.9' CL-LB P MT20 2.Ox 4.0-0.2 0.5 0.62 O MT20 4.Ox 5.0 0.5 0.5 0.97 Plus 4 Unbalanced Load Cases D MT20 6.Ox 6.0 Ctr Ctr 0.51 Plus 1 LL Load Case(s) C MT20 2.Ox 4.0 Ctr 0.5 0.87 Plus 1 DL Load Case(s) M MT20 5.Ox 5.0-1.0 1.0 0.91 L MT20 1.Ox 3.0 Ctr Ctr 0.33 . Membr CSI P Lbs Axl-CSI-Bnd K MT20 5.Ox 6.0 Ctr 1.0 0.87 Top Chords G MT20 3.Ox 4.0 Ctr 0.5 0.78 B -N 0.31 745 C 0.00 0.31 J MT20 4.Ox 5.0-1.0 0.5 0.92 B -N 0.34 745 C 0.00 0.34 I MT20 1.Ox 3.0 Ctr Ctr 0.33 N -0 0.31 745 C 0.00 0.31 H MT20 4.0x 4.0 Ctr 0.5 1.00 N -O 0.34 745 C 0.00 0.34 E MT20 2.Ox 4.0 Ctr 0.5 0.75 O -F 0.54 239 C 0.00 0.54 O -F 0.60 239 C 0.00 0.60 REVIEWED BY: Onilne Ptus'"O Copyngnt MRela9 1996.2016 Verson 30.0.060 Enyneenng-Por99:1 101141201582449 PM Pope 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160513 F10 6 M100 100800 10600 0 0 79676331 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 m 0 IC ll 1-2-8 I 2-6-8 1 3-10-8 I 5-2-8 1 6-6-8 17-10-8 I 9-2-8 I 10-6-8 lx3= lx3 I I 4x4= 4x4= 4x4= 1x3 11 4x4= 4x4= 4x4= 1x3 11 A M N O P Q R S B 1 T 1-6-0 4111\N I N:/11,1: D C 2x4 L K J I B G 1x3 I1 3x3 II 4x4= 4x4= 4x6= 4x4= 4x4= 3x3 II BC 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-8-0 I 8-0-0 1 9-4-0 I 10-8-0 10-8-0 g ALL PLATES ARE MT2020 Scale:0.551"=1' MiTek?,Online Plus" APPROX. TRUSS WEIGHT: 83.1 LBS Online Plus -- Version 30.0.060 J -I 0.01 0 T 0.00 0.01 RUN DATE: 14-OCT-16 I -H 0.01 0 T 0.00 0.01 REFER TO ONLINE PLUS GENERAL H -G 0.01 0 T 0.00 0.01 NOTES AND SYMBOLS SHEET FOR Southern Pine lumber design G -F 0.01 0 T 0.00 0.01 ADDITIONAL SPECIFICATIONS. values are those effective F -C 0.01 0 T 0.00 0.01 06-01-13 by SPIB//ALSC UON Webs NOTES: CSI -Size- ----Lumber---- D -A 0.01 58 C Trusses Manufactured by: TC 0.11 4x 2 SP-#2 L -M 0.39 1124 C RIDGWAY ROOF TRUSS BC 0.01 4x 2 SP-#2 M -K 0.57 1512 C Analysis Conforms To: WB 0.58 4x 2 SP-#3 K -N 0.38 1110 C FBC2014 N -J 0.55 1485 C TPI 2007 Brace truss as follows: J -O 0.39 1137 C Designed for shear loads (plf) O.C. From To 0 -I 0.57 1541 C TC 600.0 BC 0.0 TC Cont. 0- 0- 0 10- 8- 0 I -P 0.03 159 C non- or 48.0" 0- 0- 0 10- 8- 0 I -Q 0.58 1550 C Design checked for 10 psf concurrent LL on BC. BC Cont. 0- 0- 0 10- 8- 0 H -Q 0.40 1144 C This truss must be installed or 120.0" 0- 0- 0 10- 8- 0 H -R 0.56 1505 C as shown. It cannot be G -R 0.39 1125 C installed upside-down. psf-Ld Dead Live G -S 0.58 1550 C Max comp. force 1550 Lbs TC 20.0 40.0 F -S 0.40 1154 C Max tens. force 1532 Lbs BC 5.0 0.0 C -B 0.01 60 C Connector Plate Fabrication TC+BC 25.0 40.0 Tolerance = 10% Total 65.0 Spacing 24.0" TL Defl 0.00" in L/999 This truss is designed for a Lumber Duration Factor 1.00 LL Defl 0.00" in L/999 creep factor of 1.5 which Plate Duration Factor 1.00 Shear // Grain in S -B 0.15 is used to calculate total Fb Fc Ft Emin load deflection. TC 1.15 1.10 1.10 1.10 Plates for each ply each face. BC 1.10 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Total Load Reactions (Lbs) Plate - MS18 18 Ga, Gross Area Jt Down Uplift Horiz- Jt Type Plt Size X Y JSI D 1355 6325 R A MT20 1.Ox 3.0 Ctr Ctr 0.80 A MT20 1.Ox 3.0 Ctr Ctr 0.00 Jt Brg Size Required M MT20 4.Ox 4.0 0.5-0.5 0.86 D 128.0" -1"-to- 127" N MT20 4.Ox 4.0 0.5-0.5 0.84 O MT20 4.Ox 4.0 0.5-0.5 0.87 Plus 2 Unbalanced Load Cases P MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 2 Drag Load Case(s) Q MT20 4.Ox 4.0-0.5-0.5 0.88 Plus 1 LL Load Case(s) R MT20 4.Ox 4.0-0.5-0.5 0.86 Plus 1 DL Load Case(s) S MT20 4.Ox 4.0-0.5-0.5 0.88 B MT20 1.Ox 3.0 Ctr Ctr 0.89 Membr CSI P Lbs Axl-CSI-Bnd D MT20 2.Ox 4.0 Ctr 0.5 0.33 Top Chords L MT20 3.Ox 3.0 0.8 Ctr 0.98 A -M 0.10 362 C 0.00 0.10 K MT20 4.Ox 4.0-0.5 0.5 0.86 M -N 0.10 82 T 0.00 0.10 J MT20 4.Ox 4.0-0.5 0.5 0.84 N -O 0.09 162 T 0.00 0.09 I MT20 4.Ox 6.0 Ctr 0.5 0.94 O -P 0.11 435 T 0.08 0.03 H MT20 4.Ox 4.0 0.5 0.5 0.86 P -Q 0.11 407 T 0.01 0.10 G MT20 4.Ox 4.0 0.5 0.5 0.88 Q -R 0.10 127 T 0.00 0.10 F MT20 3.Ox 3.0-0.8 Ctr 1.00 R -S 0.11 132 T 0.00 0.11 C MT20 1.Ox 3.0 Ctr Ctr 0.33 S -B 0.11 399 T 0.00 0.11 Bottom Chords REVIEWED BY: D -L 0.01 0 T 0.00 0.01 MiTek USA, Inc. L -K 0.01 0 T 0.00 0.01 6904 Parke East Blvd. • K -J 0.01 0 T 0.00 0.01 Tampa, FL 33610 On&ne Plus"C.Copyngnt MaTek0k 1998.2018 Verson 30.0 060 Engneenng-Ponte4 10/14/2018 8 24 48 PM Page 1 • Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering 160513 Fl 15 M100 90400 10600 0 0 T9676332 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 0 0 e 0 TCI 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 1 6-8-0 I 8-0-0 I 9-2-8 pi 1x3= 1x311 4x4= 4x4= 4x4= 1x311 4x4= 4x4= lx311 A L M N O P Q C T 4lk 1-6-0N%IN/it I 1x3 114 K J I H G F 2x411 3x411 4x4= 4x4= 4x6= 4x4= 3x411 BC 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-8-0 I 8-0-0 I 9-4-0 9-4-0 9 ALL PLATES ARE MT2020 Scale:0.624"=1' MiTek0; Online P1usTM APPROX. TRUSS WEIGHT: 72.4 LBS Online Plus -- Version 30.0.060 K -J 0.01 0 T 0.00 0.01 RUN DATE: 14-OCT-16 J -I 0.01 0 T 0.00 0.01 REFER TO ONLINE PLUS GENERAL I -H 0.01 0 T 0.00 0.01 NOTES AND SYMBOLS SHEET FOR Southern Pine lumber design H -G 0.01 0 T 0.00 0.01 ADDITIONAL SPECIFICATIONS. values are those effective G -F 0.01 0 T 0.00 0.01 06-01-13 by SPIB//ALSC UON F -E 0.01 0 T 0.00 0.01 NOTES: CSI -Size- ----Lumber---- Webs Trusses Manufactured by: TC 0.12 4x 2 SP-#2 B -A 0.01 60 C RIDGWAY ROOF TRUSS BC 0.01 4x 2 SP-M2 K -L 0.40 1174 C Analysis Conforms To: WB 0.61 4x 2 SP-#3 L -J 0.59 1577 C FBC2014 J -M 0.40 1150 C TPI 2007 Brace truss as follows: M -I 0.58 1538 C Designed for shear loads (plf) O.C. From To I -N 0.41 1179 C TC 600.0 BC 0.0 TC Cont. 0- 0- 0 9- 4- 0 N -H 0.59 1598 C Design checked for 10 psf non- or 48.0" 0- 0- 0 9- 4- 0 H -O 0.03 159 C concurrent LL on BC. BC Cont. 0- 0- 0 9- 4- 0 H -P 0.61 1641 C This truss must be installed or 110.5" 0- 0- 0 9- 4- 0 G -P 0.42 1208 C as shown. It cannot be G -Q 0.61 1637 C installed upside-down. psf-Ld Dead Live F -Q 0.42 1209 C Max comp. force 1641 Lbs TC 20.0 40.0 E -C 0.01 58 C Max tens. force 1611 Lbs BC 5.0 0.0 Connector Plate Fabrication TC+BC 25.0 40.0 TL Defl 0.00" in L/999 Tolerance = 10% Total 65.0 Spacing 24.0" LL Defl 0.00" in L/999 This truss is designed for a Lumber Duration Factor 1.00 Shear // Grain in A -L 0.15 creep factor of 1.5 which Plate Duration Factor 1.00 is used to calculate total Fb Fc Ft Emin Plates for each ply each face. load deflection. TC 1.15 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area BC 1.10 1.10 1.10 1.10 Plate - MT2H 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Total Load Reactions (Lbs) Jt Type Plt Size X Y JSI Jt Down Uplift Horiz- A MT20 1.Ox 3.0 Ctr Ctr 0.89 B 1181 5525 R L MT20 4.Ox 4.0 0.5-0.5 0.90 M MT20 4.Ox 4.0 0.5-0.5 0.88 Jt Brg Size Required N MT20 4.Ox 4.0 0.5-0.5 0.91 B 112.0" 0"-to- 112" 0 MT20 1.Ox 3.0 Ctr Ctr 0.33 P MT20 4.Ox 4.0-0.5-0.5 0.93 Plus 2 Unbalanced Load Cases Q MT20 4.Ox 4.0-0.5-0.5 0.93 Plus 2 Drag Load Case(s) C MT20 1.Ox 3.0 Ctr Ctr 0.80 Plus 1 LL Load Case(s) C MT20 1.Ox 3.0 Ctr Ctr 0.00 Plus 1 DL Load Case(s) B MT20 1.Ox 3.0 0.2 Ctr 0.33 K MT20 3.Ox 4.0 0.8 0.5 0.91 Membr CSI P Lbs Axl-CSI-Bnd J MT20 4.Ox 4.0-0.5 0.5 0.90 Top Chords I MT20 4.Ox 4.0-0.5 0.5 0.88 A -L 0.11 400 C 0.00 0.11 H MT20 4.Ox 6.0 Ctr 0.5 0.99 L -M 0.11 113 T 0.00 0.11 G MT20 4.Ox 4.0 0.5 0.5 0.93 M -N 0.10 169 T 0.00 0.10 F MT20 3.Ox 4.0-0.8 0.5 0.95 N -O 0.12 482 T 0.09 0.03 E MT20 2.Ox 4.0 Ctr 0.5 0.33 O -P 0.10 357 T 0.01 0.09 P -Q 0.09 26 T 0.00 0.09 REVIEWED BY: Q -C 0.09 362 C 0.00 0.09 MiTek USA, Inc. . Bottom Chords 6904 Parke East Blvd. B -K 0.01 0 T 0.00 0.01 Tampa, FL 33610 OMine Pine"'®Cogngnt MTek®19962016 Venn 30 0.060 Eng:neenng•P00,40 10/142018 8 24 48 PM Page I • Job Irk Quan Type Span P1-H1 Left OH Right OH Engineering • 160513 FILA 3 M100 90400 10600 0 0 T9676333 Bldg 1,2, or 3- Aquatic HO 1-6-0 BO 1-6-0 0 0 v TCI 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 1 6-8-0 1 8-0-0 I 9-2-8 A 1x3= 1x3 11 1x3 11 1x311 lx3 11 lx3 11 1x311 1x311 1x31 I A L M N O P Q C il kll MMV 1-6-0 : 11 it 410 11x3j K J I H G F 1x3 11 1x3 11 1x3 I 1 1x3 I I 1x311 1x311 2x4 1 I BC 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 I 6-8-0 1 8-0-0 1 9-4-0 9-4-0 p ALL PLATES ARE MT2020 Scale:0.624"=1' MiTek0 Online Plus" APPROX. TRUSS WEIGHT: 56.0 LBS Online Plus -- Version 30.0.060 Bottom Chords RUN DATE: 14-OCT-16 B -K 0.01 0 T 0.00 0.01 REFER TO ONLINE PLUS GENERAL K -J 0.01 0 T 0.00 0.01 NOTES AND SYMBOLS SHEET FOR Southern Pine lumber design J -I 0.01 0 T 0.00 0.01 ADDITIONAL SPECIFICATIONS. values are those effective I -H 0.01 0 T 0.00 0.01 06-01-13 by SPIB//ALSC UON H -G 0.01 0 T 0.00 0.01 NOTES: CSI -Size- ----Lumber---- G -F 0.01 0 T 0.00 0.01 Trusses Manufactured by: TC 0.10 4x 2 SP-#2 F -E 0.01 0 T 0.00 0.01 RIDGWAY ROOF TRUSS BC 0.01 4x 2 SP-#2 Webs Analysis Conforms To: WB 0.10 4x 2 SP-#3 B -A 0.10 67 C 0.00 0.10 FBC2014 K -L 0.05 165 C 0.00 0.05 TPI 2007 Brace truss as follows: J -M 0.00 163 C Design checked for 10 psf non- O.C. From To I -N 0.00 160 C concurrent LL on BC. TC Cont. 0- 0- 0 9- 4- 0 H -O 0.00 159 C This truss must be installed or 48.0" 0- 0- 0 9- 4- 0 G -P 0.00 160 C as shown. It cannot be BC Cont. 0- 0- 0 9- 4- 0 F -Q 0.01 157 C 0.00 0.01 installed upside-down. or 110.5" 0- 0- 0 9- 4- 0 E -C 0.08 59 C 0.00 0.08 Max comp. force 165 Lbs Max tens. force 0 Lbs psf-Ld Dead Live TL Defl 0.00" in L/999 Connector Plate Fabrication TC 20.0 40.0 LL Defl 0.00" in L/999 Tolerance = 10% BC 5.0 0.0 Shear // Grain in A -L 0.13 This truss is designed for a TC+BC 25.0 40.0 creep factor of 1.5 which Total 65.0 Spacing 24.0" Plates for each ply each face. is used to calculate total Lumber Duration Factor 1.00 Plate - MT20 20 Ga, Gross Area load deflection. Plate Duration Factor 1.00 Plate - MT2H 20 Ga, Gross Area Fb Fc Ft Emin Plate - MS18 18 Ga, Gross Area TC 1.15 1.10 1.10 1.10 Jt Type Plt Size X Y JSI BC 1.10 1.10 1.10 1.10 A MT20 1.Ox 3.0 Ctr Ctr 0.33 L MT20 1.Ox 3.0 Ctr Ctr 0.33 Total Load Reactions (Lbs) M MT20 1.Ox 3.0 Ctr Ctr 0.33 Jt Down Uplift Horiz- N MT20 1.Ox 3.0 Ctr Ctr 0.33 B 1181 0 MT20 1.Ox 3.0 Ctr Ctr 0.33 P MT20 1.Ox 3.0 Ctr Ctr 0.33 Jt Brg Size Required Q MT20 1.Ox 3.0 Ctr Ctr 0.33 B 112.0" 0"-to- 112" C MT20 1.Ox 3.0 Ctr Ctr 0.33 C MT20 1.Ox 3.0 Ctr Ctr 0.00 Plus 2 Unbalanced Load Cases B MT20 1.Ox 3.0 0.2 Ctr 0.33 Plus 1 LL Load Case(s) K MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 1 DL Load Case(s) J MT20 1.Ox 3.0 Ctr Ctr 0.33 I MT20 l.Ox 3.0 Ctr Ctr 0.33 Membr CSI P Lbs Axl-CSI-Bnd H MT20 1.Ox 3.0 Ctr Ctr 0.33 Top Chords G MT20 1.Ox 3.0 Ctr Ctr 0.33 A -L 0.10 7 C 0.00 0.10 F MT20 1.0x 3.0 Ctr Ctr 0.33 L -M 0.10 6 C 0.00 0.10 E MT20 2.Ox 4.0 Ctr 0.5 0.33 M -N 0.10 6 C 0.00 0.10 N -O 0.09 6 C 0.00 0.09 REVIEWED BY: O -P 0.09 6 C 0.00 0.09 MiTek USA, Inc. P -Q 0.09 6 C 0.00 0.09 6904 Parke East Blvd. Q -C 0.09 5 C 0.00 0.09 Tampa, FL 33610 ONine Figs'.0 Copyright MTeke 19962016 Version 30.0.080 Engineering-Fortran 10/14/2016 8 24 47 PM Page 1 • Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160513 F12 21 M100 200600 10600 0 0 7'9676334 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 w oo 0 0 t` v 4o 0 0 01 o TC j 2-7-8 1 5-1-8 1 7-7-8 181104 1 11-3-12 1 1 15-1-8 1 17-7-8 1 20-3-0 fl 1x3= 1x3= (W)3x5= 5x5= 4x4= 3x3= 3x4= 1x3 II 1x3 II 3x4= Si 3x3= 4x4= 5x5= A O P Q R S T U V D T B ® i i E 1-60 C F iii- 5x6= 4x4= 3x3= 3x4= 3x4= 3x3= 4x4= 5x6= W:308 S2 W:308 R:1309 (W)18G-M518-3x10 = R:1309 BC'1-6-0 I 4-0-0 1 6-6-0 1 9-0-0 I 11-6-0 I 14-0-0 I 16-6-0 I 19-0-0 120-6-0 20-6-0 B EXCEPT AS SHOWN ALL PLATES ARE MT2020 Scale:0.293"=1' MiTek 3 Online Plus'" APPROX. TRUSS WEIGHT: 137.2 LBS Online Plus -- Version 30.0.060 K -J 0.52 4739 T 0.28 0.24 REFER TO ONLINE PLUS GENERAL RUN DATE: 14-OCT-16 J -I 0.53 4509 T 0.29 0.24 NOTES AND SYMBOLS SHEET FOR I -H 0.32 3635 T 0.29 0.03 ADDITIONAL SPECIFICATIONS. Southern Pine lumber design H -G 0.20 2175 T 0.17 0.03 values are those effective G -F 0.01 0 T 0.00 0.01 NOTES: 06-01-13 by SPIB//ALSC UON Webs Trusses Manufactured by: CSI -Size- ----Lumber---- C -A 0.30 1301 C RIDGWAY ROOF TRUSS TC 0.69 4x 2 SP-42 A -N 0.77 1626 T Analysis Conforms To: -- 0.45 4x 2 SP-2700f-2.2E N -O 0.37 1564 C FBC2014 A -S1 0 -M 0.52 1105 T TPI 2007 BC 0.67 4x 2 SP-81 M -P 0.25 1069 C Design checked for 10 psf non- -- 0.54 4x 2 SP-2700f-2.2E P -L 0.31 662 1 concurrent LL on BC. S2-F L -Q 0.15 629 C Provide 2X6 continuous WB 0.77 4x 2 SP-83 Q -K 0.33 696 T strongbacks (on edge) every K -R 0.08 374 C 10.0 Ft. Fasten to each Brace truss as follows: J -S 0.08 372 C truss w/ 3-10d(0.131"x3") O.C. From To J -T 0.33 694 T nails at truss member(s). J TC Cont. 0- 0- 0 20- 6- 0 T -I 0.15 632 C This truss must be installed or 48.0" 0- 0- 0 20- 6- 0 I -U 0.31 665 T as shown. It cannot be BC Cont. 0- 0- 0 20- 6- 0 U -H 0.25 1068 C installed upside-down. or 120.0" 0- 0- 0 20- 6- 0 H -V 0.52 1102 T Max comp. force 4739 Lbs ✓ -G 0.37 1565 C Max tens. force 4739 Lbs psf-Id Dead Live G -D 0.77 1625 T Connector Plate Fabrication TC 20.0 40.0 F -D 0.30 1299 C Tolerance - 10% BC 5.0 0.0 This truss is designed for a TC+BC 25.0 40.0 TL Defl -0.43" in J -I L/559 creep factor of 1.5 which Total 65.0 Spacing 24.0" LL Defl -0.22" in J -I L/999 is used to calculate total Lumber Duration Factor 1.00 Shear // Grain in R -S 0.34 load deflection. Plate Duration Factor 1.00 Fb Fc Ft Emin Plates for each ply each face. TC 1.15 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area BC 1.10 1.10 1.10 1.10 Plate - MT2H 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Total Load Reactions (Lbs) Jt Type Plt Size X Y JSI Jt Down Uplift Horiz- A MT20 5.Ox 5.0 1.0-1.0 0.77 C 1310 A MT20 1.Ox 3.0 Ctr Ctr 0.00 F 1310 0 MT20 4.Ox 4.0 Ctr-0.5 0.94 P MT20 3.Ox 3.0 Ctr Ctr 0.97 Jt Brg Size Required Q MT20 3.Ox 4.0 Ctr Ctr 0.85 C 3.5" 1.5" R MT20 I.Ox 3.0 Ctr Ctr 0.96 F 3.5" 1.5" S MT20 1.Ox 3.0 Ctr Ctr 0.96 T MT20 3.Ox 4.0 Ctr Ctr 0.85 Plus 2 Unbalanced Load Cases S1 MT20 W3.Ox 5.0 Ctr Ctr 0.00 Plus 1 LL Load Case(s) U MT20 3.Ox 3.0 Ctr Ctr 0.97 Plus 1 DL Load Case(s) V MT20 4.Ox 4.0 Ctr-0.5 0.94 D MT20 5.Ox 5.0-1.0-1.0 0.77 Membr CSI P Lbs Axl-CSI-Bnd D MT20 1.Ox 3.0 Ctr Ctr 0.00 Top Chords C MT20 2.Ox 4.0 Ctr 0.5 0.70 A -O 0.18 1122 C 0.00 0.18 N MT20 5.Ox 6.0 Ctr 1.0 0.86 O -P 0.21 2918 C 0.04 0.17 M MT20 4.Ox 4.0 Ctr 0.5 0.94 P -Q 0.26 4083 C 0.13 0.13 52 MS18 W3.Ox10.0 Ctr Ctr 0.00 Q -R 0.40 4739 C 0.08 0.32 L MT20 3.Ox 3.0 Ctr Ctr 0.97 R -S 0.45 4739 C 0.26 0.19 K MT20 3.Ox 4.0-0.5 Ctr 0.80 S -T 0.40 4739 C 0.08 0.32 J MT20 3.Ox 4.0 0.5 Ctr 0.80 T -S1 0.25 4083 C 0.13 0.12 I MT20 3.Ox 3.0 Ctr Ctr 0.97 Sl-U 0.69 4083 C 0.32 0.37 H MT20 4.Ox 4.0 Ctr 0.5 0.94 . U -V 0.53 2917 C 0.11 0.42 G MT20 5.Ox 6.0 Ctr 1.0 0.86 ✓ -D 0.47 1122 C 0.01 0.46 F MT20 2.Ox 4.0 Ctr 0.5 0.70 Bottom Chords C -N 0.02 0 T 0.00 0.02 REVIEWED BY: N -M 0.41 2175 T 0.37 0.04 MiTek USA, Inc. M -S2 0.67 3637 T 0.62 0.05 6904 Parke East Blvd. S2-L 0.31 3637 T 0.29 0.02 Tampa, FL 33610 L -K 0.54 4506 T 0.29 0.25 1 Online Plus^O Copyngnt Mael6199&2018 Version 30.0.060 Esgineenng-Fortran 10/142016 8.24 47 PM Page 1 f Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering • 160513 F13 6 M100 150100 10600 0 0 T9676335 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 mo 00 mo O0,-1 00 00 TC!mit' 2-0-0 12-11-8I 5-5-8 1 6-9-4 18-3-12 19-7-8 1 12-1-8 113-1-0I 14-9-0 1'1 5x5= 5x5= C #3x3= 3x3= 3x3- lx3II 1x311 3x3= 3x3- #3x3= H A B E Q R S T U V J G F Tg 1-:0: PY \o/ \N \ / \ / \ . M L g RJ 976 D 4x4= 3x3= 3x3= 3x3= 3x3= 4x4= I 1x3 II 1x3 11 BCI 011-4-8 1 3-10-8 I 6-4-8 I 8-0-8 I 10-6-8 I 13-0-8 114-5-0 1 l 0 o 0 'O a 0 'O .+ 15-1-0 p ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.425".1' MiTek7 Online Plus' APPROX. TRUSS WEIGHT: 105.3 LBS Online Plus -- Version 30.0.060 0 -N 0.73 2224 T 0.46 0.27 Analysis Conforms To: RUN DATE: 14-OCT-16 N -M 0.70 2386 T 0.45 0.25 FBC2014 M -L 0.73 2224 T 0.46 0.27 TPI 2007 Southern Pine lumber design L -K 0.41 1458 T 0.37 0.04 Design checked for 10 psf non- values are those effective K -I 0.04 0 T 0.00 0.04 concurrent LL on BC. 06-01-13 by SPIE//ALSC VON webs Max gap between edge of brg CSI -Size- ----Lumber---- D -C 0.00 13 T and end vertical or TC 0.43 4x 2 SP-42 C -P 0.52 1097 T diagonal web is 1/2". BC 0.73 4x 2 SP-42 P -Q 0.25 1042 C Provide 2X6 continuous WB 0.52 4x 2 SP-43 Q -R 0.13 551 C strongbacks (on edge) every O 10.0 Ft. Fasten to each Brace truss as follows: R -N 0.20 434 T truss w/ 3-10d(0.131"x3") O.C. From To N -S 0.05 229 C nails at truss member(s). TC Cont. 0- 0- 0 15- 1- 0 M -T 0.05 229 C This truss must be installed or 48.0" 0- 0- 0 15- 1- 0 M -U 0.20 434 T as shown. It cannot be BC Cont. 0- 0- 0 15- 1- 0 U -L 0.13 551 C installed upside-down. or 120.0" 0- 0- 0 15- 1- 0 L -V 0.27 587 T NOTE: USER MODIFIED PLATES ✓ -K 0.25 1042 C This design may have plates psf-Ld Dead Live K -H 0.52 1097 T selected through a plate TC 20.0 40.0 I -H 0.00 11 T monitor. BC 5.0 0.0 Max comp. force 2386 Lbs TC+BC 25.0 40.0 TL Defl -0.17" in M -L L/999 Max tens. force 2386 Lbs Total 65.0 Spacing 24.0" LL Defl -0.09" in M -L L/999 Connector Plate Fabrication Lumber Duration Factor 1.00 Shear // Grain in E -Q 0.28 Tolerance = 10% Plate Duration Factor 1.00 This truss is designed for a Fb Fc Ft Emin Plates for each ply each face. creep factor of 1.5 which TC 1.15 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area is used to calculate total BC 1.10 1.10 1.10 1.10 Plate - MT2H 20 Ga, Gross Area load deflection. Plate - MS18 20 Ga, Gross Area Total Load Reactions (Lbs) Jt Type Plt Size X Y JSI Jt Down Uplift Horiz- C MT20 5.Ox 5.0 1.0 0.5 0.83 C 977 E• MT20 3.Ox 3.0-1.0 Ctr 0.33 H 976 Q MT20 3.Ox 3.0 Ctr Ctr 0.86 R MT20 3.Ox 3.0 Ctr Ctr 0.63 Jt Brg Size Required S MT20 1.Ox 3.0 Ctr Ctr 0.33 C 3.5" 1.5" T MT20 1.Ox 3.0 Ctr Ctr 0.33 H 3.5" 1.5" U MT20 3.Ox 3.0 Ctr Ctr 0.63 ✓ MT20 3.Ox 3.0 Ctr Ctr 0.86 Plus 2 Unbalanced Load Cases J4 MT20 3.Ox 3.0 1.0 Ctr 0.33 Plus 1 LL Load Case(s) H MT20 5.Ox 5.0-1.0 0.5 0.83 Plus 1 DL Load Case(s) D MT20 1.Ox 3.0 Ctr Ctr 0.33 P MT20 4.Ox 4.0 Ctr 0.5 0.96 Membr CSI P Lbs Axl-CSI-Bnd 0 MT20 3.Ox 3.0 Ctr Ctr 0.86 Top Chords N MT20 3.Ox 3.0 Ctr Ctr 0.63 A -C 0.01 0 T 0.00 0.01 M MT20 3.Ox 3.0 Ctr Ctr 0.63 A -C 0.01 0 T 0.00 0.01 L MT20 3.Ox 3.0 Ctr Ctr 0.86 C -E 0.08 417 C 0.00 0.08 K MT20 4.Ox 4.0 Ctr 0.5 0.96 C -E 0.09 417 C 0.00 0.09 I MT20 1.Ox 3.0 Ctr Ctr 0.33 E -Q 0.43 758 C 0.00 0.43 Q -R 0.41 1853 C 0.04 0.37 4 = Plate Monitor used R -S 0.39 2386 C 0.04 0.35 REVIEWED BY: S -T 0.39 2386 C 0.04 0.35 MiTek USA, Inc. T -U 0.39 2386 C 0.04 0.35 6904 Parke East Blvd. U -V 0.41 1853 C 0.04 0.37 Tampa, FL 33610 ✓ -J 0.43 758 C 0.00 0.43 J -H 0.08 417 C 0.00 0.08 REFER TO ONLINE PLUS GENERAL - J -H 0.09 417 C 0.00 0.09 NOTES AND SYMBOLS SHEET FOR H -F 0.01 0 T 0.00 0.01 ADDITIONAL SPECIFICATIONS. H -F 0.01 0 T 0.00 0.01 Bottom Chords NOTES: D -P 0.04 0 T 0.00 0.04 Trusses Manufactured by: • P -O 0.41 1458 T 0.37 0.04 RIDGWAY ROOF TRUSS Onane Plus"0 CopyngM MITek®1996.2016 Veesion 30 0.060 Engineenng-Portray 1(1/14/201882447 PM Pagel • Job Mark 4uan Type Span P1-H1 Left OH Right OH Engineering 160513 F14 9 24100 160808 10600 0 0 79676336 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 o0 0 o tco o co 0 TC12-0-0 21108 1 5-5-8 I 7-11-8 1 10-1-12 111-5-8 1 13-11-8 I 16-7-0 d 5x5= 1x3= C #3x3=3x4= 3x3= 3x3- 1x3 11 3x4= 3x4- 4x4= AB D P Q R S T U E T Qt • H i,\/%7t W:3 _:c 4 F R:10 6 O N M L It J I 2x411 G 4x5- 3x4- 3x3- 1x311 3x4= 3x4- 4x5-- 1x3 11 111 W:308 R:1049 BCI 01 1-4-8 1 S-10-8 1 6-4-8 1 7-8-4 1 9-10-8 I 12-4-8 1 14-10-8 1 16-4-8 1 0 v 16-8-8 G- ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.372"=1' MiTekl Online Plus' APPROX. TRUSS WEIGHT: 113.8 LBS Online Plus -- Version 30.0.060 J -I 0.22 1693 T 0.18 0.04 FBC2014 RUN DATE: 14-OCT-16 I -F 0.02 0 T 0.00 0.02 TPI 2007 webs Design checked for 10 psf non- Southern Pine lumber design G -C 0.00 13 T concurrent LL on BC. values are those effective C -O 0.59 1259 T Max gap between edge of brg 06-01-13 by SPIE//ALSC VON O -P 0.28 1196 C and end vertical or CSI -Size- ----Lumber---- P -N 0.36 766 T diagonal web is 1/2". TC 0.72 4x 2 SP-42 N -Q 0.17 740 C Provide 2X6 continuous BC 0.63 4x 2 SP-M31 Q -M 0.18 392 T strongbacks (on edge) every MB 0.60 4x 2 SP-03 M -R 0.10 432 C 10.0 Ft. Fasten to each L -R 0.05 218 C truss w/ 3-lOd(0.131"x3") Brace truss as follows: K -S 0.07 312 C nails at truss member(s). O.C. From To K -T 0.33 697 T This truss must be installed TC Cont. 0- 0- 0 16- 8- 8 T -J 0.17 730 C as shown. It cannot be or 48.0" 0- 0- 0 16- 8- 8 J -U 0.34 722 T installed upside-down. BC Cont. 0- 0- 0 16- 8- 8 U -I 0.29 1208 C NOTE: USER MODIFIED PLATES or 120.0" 0- 0- 0 16- 8- 8 I -E 0.60 1275 T This design may have plates F -E 0.24 1043 C selected through a plate psf-Ld Dead Live monitor. TC 20.0 40.0 TL Defl -0.31" in M -L L/618 Max comp. force 3021 Lbs BC 5.0 0.0 Ld. Defl -0.17" in M -L L/999 Max tens. force 3021 Lbs TC+BC 25.0 40.0 Shear // Grain in Q -R 0.31 Connector Plate Fabrication Total 65.0 Spacing 24.0" Tolerance - 10% Lumber Duration Factor 1.00 Plates for each ply each face. This truss is designed for a Plate Duration Factor 1.00 Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which Fb Fc Ft Emin Plate - MT2H 20 Ga, Gross Area is used to calculate total TC 1.15 1.10 1.10 1.10 Plate - MS18 20 Ga, Gross Area load deflection. BC 1.10 1.10 1.10 1.10 Jt Type Plt Size X Y JSI C MT20 5.Ox 5.0 1.0 0.5 0.96 Total Load Reactions (Lbs) D4 MT20 3.Ox 3.0-1.0 Ctr 0.33 Jt Down Uplift Horiz- P MT20 3.Ox 4.0 Ctr Ctr 0.93 C 1097 Q MT20 3.Ox 3.0 Ctr Ctr 0.57 F 1049 R MT20 3.Ox 3.0 Ctr Ctr 0.57 S MT20 1.Ox 3.0 Ctr Ctr 0.96 Jt Brg Size Required T MT20 3.Ox 4.0 Ctr Ctr 0.85 C 3.5" 1.5" U MT20 3.Ox 4.0 Ctr Ctr 0.88 F 3.5" 1.5" E MT20 4.Ox 4.0-0.5-0.5 0.92 E MT20 l.Ox 3.0 Ctr Ctr 0.00 Plus 2 Unbalanced Load Cases G M720 1.Ox 3.0 Ctr Ctr 0.96 Plus 1 LL Load Case(s) 0 MT20 4.Ox 5.0 Ctr 0.5 0.90 Plus 1 DL Load Case(s) N MT20 3.Ox 4.0 Ctr Ctr 0.93 M MT20 3.Ox 3.0 Ctr Ctr 0.57 Membr CSI P Lbs Axl-CSI-Bnd L MT20 1.Ox 3.0 Ctr Ctr 0.96 Top Chords K MT20 3.Ox 4.0 0.5 Ctr 0.80 A -C 0.01 0 T 0.00 0.01 J MT20 3.0x 4.0 Ctr Ctr 0.88 A -C 0.01 0 T 0.00 0.01 I MT20 4.Ox 5.0 Ctr 0.5 0.92 C -D 0.09 479 C 0.00 0.09 F MT20 2.Ox 4.0 Ctr 0.5 0.56 C -D 0.10 479 C 0.00 0.10 D -P 0.48 870 C 0.02 0.46 4 - Plate Monitor used P -Q 0.48 2190 C 0.04 0.44 REVIEWED BY: Q -R 0.70 2888 C 0.12 0.58 MiTek USA, Inc. R -S 0.72 3021 C 0.07 0.65 6904 Parke East Blvd. S -T 0.72 3021 C 0.07 0.65 Tampa, FL 33610 T -U 0.52 2179 C 0.06 0.46 U -E 0.49 880 C 0.01 0.48 REFER TO ONLINE PLUS GENERAL Bottom Chords NOTES AND SYMBOLS SHEET FOR G -O 0.01 0 T 0.00 0.01 ADDITIONAL SPECIFICATIONS. O -N 0.20 1674 T 0.18 0.02 N -M 0.30 2689 T 0.29 0.01 NOTES: M -L 0.60 3021 T 0.25 0.35 Trusses Manufactured by: L -K 0.63 3021 T 0.25 0.38 RIDGWAY ROOF TRUSS K -J 0.44 2671 T 0.20 0.24 Analysis Conforms To: Onhne Plus'"O Copyngnt MiTek91896-2016 Verswn 30 0 060 Engnoenng-Ponran 10/140016 8 24 48 PM Pape 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering • 160513 F14A 3 1.1.100 160808 10600 0 0 79676337 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 m 0 coo m 0 oo 10 TC for 2-0-0 121108 14-3-4 1 5-6-4 1 6-10-0 I 9-5-8 1 12-1-0 I 13-11-8 1 16-7-0 4x6 II 1x3= C #3x3= 3x3= 1x3 11 1x3 11 3x3= 3x8= 3x4= 4x4- 3x4= A B D S T U V I W X E ® H e� 1-6-0 ® ■ x41I R Q P 0 J N M L R W:308 3x3= 3x3= 3x3= 3x3= 2x411 3x5= 2x411 2x411 4x4= R: 583 G 7111=1111/11111.111111.11MINIMIII7 1x3 11 BC o1 1-4-8 1 3-10-8 1 5-3-0 I 7-9-0 1 9-1-0 110-6-0 111-9-12 1 13-6-12 114-10-8 116-4-8 0 a 6 16-8-8 B ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0379"=1' MiTek/ Online Plus'" APPROX. TRUSS WEIGHT: 119.9 LBS Online Plus -- Version 30.0.060 M -L 0.02 55 C 0.00 0.02 NOTES: RUN DATE: 14-OCT-16 L -K 0.02 55 C 0.00 0.02 Trusses Manufactured by: K -F 0.01 0 T 0.00 0.01 RIDGWAY ROOF TRUSS Southern Pine lumber design Webs Analysis Conforms To: values are those effective G -C 0.00 9 T FBC2014 06-01-13 by SPIB//ALSC UON C -R 0.26 550 T TPI 2007 CSI -Size- ----Lumber---- R -S 0.11 492 C Designed for shear loads (plf) TC 0.51 4x 2 SP-12 S -Q 0.07 162 C TC 460.0 BC 0.0 BC 0.30 4x 2 SP-#2 WB 0.43 4x 2 SP-43 P -U 0.03 170 C Design applied checked forto 44.6 , of span 10 psf non- P -V 0.14 312 T concurrent LL on BC. Brace truss as follows: V -O 0.14 606 C O.C. From To 0 -I 0.30 645 T Max gap between edge of beg and and vertical or TC Cont. 0- 0- 0 16- 8- 8 J -I 0.11 552 C diagonal web is 1/2". or 48.0" 0- 0- 0 16- 8- 8 J -I 0.11 552 C This truss must be installed BC Cont. 0- 0- 0 16- 8- 8 I -N 0.40 1059 T as shown. It cannot be or 120.0" 0- 0- 0 16- 8- 8 N -W 0.38 1181 C installed upside-down. M -W 0.29 812 C NOTE: USER MODIFIED PLATES psf-Ld Dead Live L -X 0.27 928 C This design may have plates TC 20.0 40.0 X -K 0.43 1148 T selected through a plate BC 5.0 0.0 K -E 0.39 1101 C monitor. TC+BC 25.0 40.0 F -E 0.28 783 C Max comp. force 1181 Lbs Total 65.0 Spacing 24.0" Max tens. force 1148 Lbs Lumber Duration Factor 1.00 TL Defl -0.04" in R -Q L/999 Connector Plate Fabrication Plate Duration Factor 1.00 LL Defl -0.02" in R -Q L/999 Tolerance = 10% Fb Fe Ft Main Shear // Grain in X -E 0.30 This truss is designed for a TC 1.15 1.10 1.10 1.10 creep factor of 1.5 which BC 1.10 1.10 1.10 1.10 Plates for each ply each face. is used to calculate total Plate - 14720 20 Ga, Gross Area load deflection. Total Load Reactions (Lbs) Plate - MT2H 20 Ga, Gross Area Jt Down Uplift Noriz- Plate - MS18 20 Ga, Gross Area C 583 Jt Type Plt 3 J 1563 3278 R CMT20 4.0x6.0 0X5 Ctr 0.37 DH MT20 3.0x 3.0-1.0 Ctr 0.33 Jt Brg Size Required S MT20 3.0x 3.0 Ctr Ctr 0.55 C 3.5" 1.5" T 1720 1.Ox 3.0 Ctr Ctr 0.96 J 87.0" 110"-to- 197" U MT20 1.0x 3.0 Ctr Ctr 0.96 ✓ MT20 3.0x 3.0 Ctr Ctr 0.55 Plus 2 Unbalanced Load Cases I MT20 3.0x 8.0 Ctr Ctr 0.97 Plus 2 Drag Load Case(s) W MT20 3.0x 4.0-0.5 Ctr 0.93 Plus 1 LL Load Case(s) X MT20 4.0x 4.0 0.5-0.5 0.66 Plus 1 DL Load Cases) E MT20 3.Ox 4.0-0.5 Ctr 0.94 E MT20 1.0x 3.0 Ctr Ctr 0.00 Membr CSI P Lbs Axl-CSI-Bnd G MT20 1.0x 3.0 Ctr Ctr 0.96 Top Chords R MT20 3.0x 3.0 Ctr Ctr 0.80 A -C 0.01 0 T 0.00 0.01 Q MT20 3.0x 3.0 Ctr Ctr 0.57 A -C 0.01 0 T 0.00 0.01 P MT20 3.0x 3.0 Ctr Ctr 0.57 C -D 0.09 209 C 0.00 0.09 0 MT20 3.0x 3.0 Ctr Ctr 0.94 C -D 0.10 209 C 0.00 0.10 J MT20 2.0x 4.0 Ctr 0.5 0.42 D -S 0.45 380 C 0.00 0.45 N MT20 3.0x 5.0 Ctr Ctr 0.97 S -T 0.30 776 C 0.00 0.30 M MT20 2.0x 4.0-0.2 0.5 0.98 T -U 0.20 776 C 0.00 0.20 L MT20 2.0x 4.0 0.2 0.5 0.92 U -V 0.26 776 C 0.00 0.26 K MT20 4.Ox 4.0 Ctr 0.5 0.78 ✓ -I 0.47 298 C 0.00 0.47 F MT20 2.Ox 4.0 Ctr 0.5 0.96 I -W 0.51 471 T 0.04 0.47 W -X 0.42 139 T 0.00 0.42 4 w Plate Monitor used X -E 0.51 157 T 0.01 0.50 REVIEWED BY: Bottom Chords MiTek USA, Inc. • G -R 0.06 0 T 0.00 0.06 6904 Parke East Blvd. R -Q 0.29 711 T 0.16 0.13 Tampa, FL 33610 Q -P 0.30 776 T 0.17 0.13 P -O 0.24 570 7 0.11 0.13 REFER TO ONLINE PLUS GENERAL O -J 0.06 411 C 0.03 0.03 NOTES AND SYMBOLS SHEET FOR J -N 0.04 379 C 0.00 0.04 ADDITIONAL SPECIFICATIONS. ' N -M 0.02 55 C 0.00 0.02 Online Plus"0 Copyright M:Tek®1896.2016 Veawn 300060 Engineenng•Pomen 101:412016824-48 PM Pap.' ( • Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160513 F15 3 M100 160808 10600 0 0 T9676338 Bldg 1,2, or 3- Aquatic I HO 1-6-0 HO 1-6-0 0 0 r mo u TC R 2-7-8 1 5-1-8 1 7-7-8 18-10-01 11-4-0 1 13-10-0 1 16-5-8 Ti 1x3= 1x3= 4x4= 3x4= 3x3= 3x3= 3x3= 3x3= 3x4= 4x4= A 0 P Q R S T D T B E 11-6-0 C1:W\I/0F 2x41111111 N M L I H G 2x411 4x5- 3x4= 3x3= 1x3 I 1x3 3x3= 3x4- dx5- W:308 W:308 R:1062 R:1061 BC 1-6-0 I 4-0-0 1 6-6-0 17-9-12 181012 110-2-8 I 12-8-8 1 15-2-8 1 16-8-8 6 16-8-8 B ALL PLATES ARE MT2020 Scale:0.354"=1' MiTek®Online Plus" APPROX. TRUSS WEIGHT: 116.2 LBS Online Plus -- Version 30.0.060 J -I 0.99 3162 T 0.58 0.41 REFER TO ONLINE PLUS GENERAL RUN DATE: 14-OCT-16 I -H 0.76 2734 T 0.70 0.06 NOTES AND SYMBOLS SHEET FOR H -G 0.49 1717 T 0.44 0.05 ADDITIONAL SPECIFICATIONS. Southern Pine lumber design G -F 0.03 0 T 0.00 0.03 values are those effective Webs NOTES: 06-01-13 by SPIB//ALSC VON C -A 0.24 1055 C Trusses Manufactured by: CSI -Size- ----Lumber---- A -N 0.61 1287 T RIDGWAY ROOF TRUSS TC 0.54 4x 2 SP-#2 N -O 0.29 1232 C Analysis Conforms To: BC 0.99 4x 2 SP-#2 0 -M 0.36 773 T FBC2014 WB 0.61 4x 2 SP-43 M -P 0.17 737 C TPI 2007 P -L 0.19 400 T Design checked for 10 psf non- Brace truss as follows: L -Q 0.10 457 C concurrent LL on BC. O.C. From To K -Q 0.07 164 T Provide 2X6 continuous TC Cont. 0- 0- 0 16- 8- 8 J -R 0.07 164 T strongbacks (on edge) every or 48.0" 0- 0- 0 16- 8- 8 R -I 0.10 457 C 10.0 Ft. Fasten to each BC Cont. 0- 0- 0 16- 8- 8 I -S 0.19 400 T truss w/ 3-10d(0.131"x3") or 120.0" 0- 0- 0 16- 8- 8 S -H 0.17 737 C nails at truss member(s). H -T 0.36 773 T This truss must be installed psf-Ld Dead Live T -G 0.29 1232 C as shown. It cannot be TC 20.0 40.0 G -D 0.61 1287 T installed upside-down. BC 5.0 0.0 F -D 0.24 1055 C Max comp. force 3162 Lbs TC+BC 25.0 40.0 Max tens. force 3162 Lbs Total 65.0 Spacing 24.0" TL Defl -0.28" in K -J L/697 Connector Plate Fabrication Lumber Duration Factor 1.00 LL Defl -0.14" in K -J L/999 Tolerance = 10% Plate Duration Factor 1.00 Shear // Grain in A -O 0.29 This truss is designed for a Fb Fc Ft Emin creep factor of 1.5 which TC 1.15 1.10 1.10 1.10 Plates for each ply each face. is used to calculate total BC 1.10 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area load deflection. Plate - MT2H 20 Ga, Gross Area Total Load Reactions (Lbs) Plate - M518 18 Ga, Gross Area Jt Down Uplift Horiz- Jt Type Pit Size X Y JSI C 1062 A MT20 4.Ox 4.0 0.5-0.5 0.92 F 1062 A MT20 l.Ox 3.0 Ctr Ctr 0.00 O MT20 3.Ox 4.0 Ctr Ctr 0.94 Jt Brg Size Required P MT20 3.Ox 3.0 Ctr Ctr 0.58 C 3.5" 3.5" Q MT20 3.Ox 3.0 Ctr Ctr 0.57 F 3.5" 3.5" R MT20 3.Ox 3.0 Ctr Ctr 0.57 S MT20 3.Ox 3.0 Ctr Ctr 0.58 Plus 2 Unbalanced Load Cases T MT20 3.Ox 4.0 Ctr Ctr 0.94 Plus 1 LL Load Case(s) D MT20 4.Ox 4.0-0.5-0.5 0.92 Plus 1 DL Load Case(s) D MT20 1.Ox 3.0 Ctr Ctr 0.00 C MT20 2.Ox 4.0 Ctr 0.5 0.96 Membr CSI P Lbs Axl-CSI-Bnd N MT20 4.Ox 5.0 Ctr 0.5 0.92 Top Chords M MT20 3.Ox 4.0 Ctr Ctr 0.94 A -0 0.47 888 C 0.01 0.46 L MT20 3.Ox 3.0 Ctr Ctr 0.58 O -P 0.47 2238 C 0.06 0.41 K MT20 1.Ox 3.0 Ctr Ctr 0.96 P -Q 0.54 2952 C 0.10 0.44 J MT20 1.Ox 3.0 Ctr Ctr 0.96 Q -R 0.35 3162 C 0.13 0.22 I MT20 3.Ox 3.0 Ctr Ctr 0.58 R -S 0.54 2952 C 0.10 0.44 H MT20 3.Ox 4.0 Ctr Ctr 0.94 S -T 0.47 2238 C 0.06 0.41 G MT20 4.Ox 5.0 Ctr 0.5 0.92 T -D 0.47 888 C 0.01 0.46 F MT20 2.Ox 4.0 Ctr 0.5 0.96 Bottom Chords C -N 0.03 0 T 0.00 0.03 REVIEWED BY: N -M 0.49 1717 T 0.44 0.05 MiTek USA, Inc. M -L 0.76 2734 T 0.70 0.06 6904 Parke East Blvd. ' L -K 0.99 3162 T 0.58 0.41 Tampa, FL 33610 K -J 0.97 3162 T 0.58 0.39 Orlin Plus'.OCop/ngnt Went)1996.2016 Venial 300060 Enyneenng.P05.9 10/14/2016 8 24 49 PM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering • 160513 F16 3 x1100 150100 10600 0 0 7'9676339 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 0 0 coo '-I 0 TCI°m( 2-0-0 121108 1 5-5-8 1 6-9-4 I 8-6-4 1 9-10-0 ( 12-4-0 ) 14-11-8 5x5= 1x3= C #3x3= 3x3= 3x3= 1x311 1x311 3x3= 3x3= 4x4= A B E 0 P Q R S T F :A. ' / . g .. 1G 1-6-01/ \ / \ / _. W.314 ,fH R: 9f1 N M L K J I J 2x411 D 4x4= 3x3= 3x3= 3x3= 3x3= 4x4= 1x3 II 11111 W:308 R: 943 BC 0I 1-4-8 I 3-10-8 I 6-4-8 I 8-3-0 I 10-9-0 I 13-3-0 I 14-9-0 1 0 v 15-1-0 C.- ALL ALL PLATES ARE MT2020, 8 = PLATE SELECTED IN PLATE MONITOR Scale:0.410"=1' MiTek?. Online Plus" APPROX. TRUSS WEIGHT: 104.3 LBS Online Plus -- Version 30.0.060 L -K 0.76 2456 T 0.47 0.29 Trusses Manufactured by: RUN DATE: 14-OCT-16 K -J 0.78 2275 T 0.47 0.31 RIDGWAY ROOF TRUSS J -I 0.42 1499 T 0.38 0.04 Analysis Conforms To: Southern Pine lumber design I -H 0.03 0 T 0.00 0.03 FBC2014 values are those effective Webs TPI 2007 06-01-13 by SPIB//ALSC UON D -C 0.00 13 T CSI -Size- ----Lumber---- C -N 0.53 1117 T Design checked for 10 psf non- concurrent LL on BC. TC 0.49 4x 2 SP-#2 N -O 0.25 1061 C Max gap between edge of brg vertical 0.78 4x 2 SP-82 0 -M 0.28 605 T and end vertical or WB 0.53 4x 2 SP-#3 M -P 0.13 570 C diagonal web is 1/2". P -L 0.22 469 T Provide 2X6 continuous Brace truss as follows: L -Q 0.05 250 C strongbacks (on edge) every O.C. From To K -R 0.05 251 C 10.0 Ft. Fasten to each TC Cont. 0- 0- 0 15- 1- 0 K -S 0.22 468 T truss w/ 3-lOd(0.131"x3") or 48.0" 0- 0- 0 15- 1- 0 S -J 0.13 557 C nails at truss member(s). BC Cont. 0- 0- 0 15- 1- 0 J -T 0.28 594 T This truss must be installed or 120.0" 0- 0- 0 15- 1- 0 T -I 0.25 1074 C as shown. It cannot be I -F 0.53 1125 T installed upside-down. psf-Ld Dead Live H -F 0.21 935 C NOTE: USER MODIFIED PLATES TC 20.0 40.0 This design may have plates BC 5.0 0.0 TL Defl -0.19" in K -J L/908 selected through a plate TC+BC 25.0 40.0 LL Defl -0.11" in K -J L/999 monitor. Total 65.0 Spacing 24.0" Shear // Grain in T -F 0.30 Max comp. force 2456 Lbs Lumber Duration Factor 1.00 Max tens. force 2456 Lbs Plate Duration Factor 1.00 Plates for each ply each face. Connector Plate Fabrication Fb Fc Ft Emin Plate - MT20 20 Ga, Gross Area Tolerance = 10% TC 1.15 1.10 1.10 1.10 Plate - MT2H 20 Ga, Gross Area This truss is designed for a BC 1.10 1.10 1.10 1.10 Plate - MS18 20 Ga, Gross Area creep factor of 1.5 which Jt Type Plt Size X Y JSI is used to calculate total Total Load Reactions (Lbs) C MT20 5.Ox 5.0 1.0 0.5 0.85 load deflection. Jt Down Uplift Horiz- EN MT20 3.Ox 3.0-1.0 Ctr 0.33 C 991 0 MT20 3.Ox 3.0 Ctr Ctr 0.88 H 943 P MT20 3.Ox 3.0 Ctr Ctr 0.68 Q MT20 1.Ox 3.0 Ctr Ctr 0.33 Jt Brg Size Required R MT20 1.0x 3.0 Ctr Ctr 0.33 C 3.5" 1.5" S MT20 3.Ox 3.0 Ctr Ctr 0.68 H 3.5" 1.5" T MT20 3.0x 3.0 Ctx Ctr 0.87 F MT20 4.Ox 4.0-0.5-0.5 0.81 Plus 2 Unbalanced Load Cases F MT20 1.Ox 3.0 Ctr Ctr 0.00 Plus 1 LL Load Case(s) D MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 1 DL Load Case(s) N MT20 4.Ox 4.0 Ctr 0.5 0.97 M MT20 3.Ox 3.0 Ctr Ctr 0.88 Membr CSI P Lbs Axl-CSI-Bnd L MT20 3.Ox 3.0 Ctr Ctr 0.68 Top Chords K MT20 3.Ox 3.0 Ctr Ctr 0.68 A -C 0.01 0 T 0.00 0.01 J MT20 3.Ox 3.0 Ctr Ctr 0.87 A -C 0.01 0 T 0.00 0.01 I MT20 4.Ox 4.0 Ctr 0.5 0.96 C -E 0.08 424 C 0.00 0.08 H MT20 2.Ox 4.0 Ctr 0.5 0.50 C -E 0.09 424 C 0.00 0.09 E -0 0.43 772 C 0.00 0.43 N = Plate Monitor used O -P 0.41 1892 C 0.04 0.37 REVIEWED BY: P -Q 0.46 2456 C 0.04 0.42 MiTek USA, Inc. Q -R 0.46 2456 C 0.04 0.42 6904 Parke East Blvd. R -S 0.46 2456 C 0.04 0.42 Tampa, FL 33610 - S -T 0.49 1900 C 0.04 0.45 T -F 0.47 776 C 0.00 0.47 REFER TO ONLINE PLUS GENERAL Bottom Chords NOTES AND SYMBOLS SHEET FOR D -N 0.04 0 T 0.00 0.04 ADDITIONAL SPECIFICATIONS. N -M 0.42 1485 T 0.38 0.04 . M -L 0.78 2276 T 0.47 0.31 NOTES: Online Plus'•8>Copynpht WOO 19982016 Verson 30 0 080 Engmeenng•Porua4 10,1412016 8 24 49 PM Pape 1 .74>b Mark Quare Type Span P1-H1 Left OH Right OH Engineering 160513 F17 3 moo 140000 10600 0 0 79676340 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 TC 11-0-0 1 3-0-0 1 5-0-0 1 7-0-0 1 9-0-0 1 11-0-0 1 13-0-0 114-0-0 2x411 4x5- 4x5= 4x6= 2x411 4x6= 4x5= 4x5= 23'411 A L M N 0 P Q R C IN 1-6-07 B ® 2x4 II 2x411 J I H G F E 3x411 4x5= 4x5= 4x10= 4x5= 4x5= 3x411 BC 1-0-0 I 3-0-0 I 5-0-0 I 7-0-0 I 9-0-0 I 11-0-0 I 13-0-0 134-0-0 6 14-0-0 B ALL PLATES ARE MT2020 Scale:0.426"=1' MiTeks:Online Plus" APPROX. TRUSS WEIGHT: 119.4 LBS Online Plus -- Version 30.0.060 K -J 0.04 0 T 0.00 0.04 RUN DATE: 14-OCT-16 J -I 0.04 0 T 0.00 0.04 REFER TO ONLINE PLUS GENERAL I -H 0.03 0 T 0.00 0.03 NOTES AND SYMBOLS SHEET FOR Southern Pine lumber design H -G 0.03 0 T 0.00 0.03 ADDITIONAL SPECIFICATIONS. values are those effective G -F 0.04 0 T 0.00 0.04 06-01-13 by SPIB//ALSC UON F -E 0.04 0 T 0.00 0.04 NOTES: CSI -Size- ----Lumber---- E -D 0.02 0 T 0.00 0.02 Trusses Manufactured by: TC 0.23 4x 2 SP-#2 Webs RIDGWAY ROOF TRUSS BC 0.04 4x 2 SP-#2 8 -A 0.00 35 C Analysis Conforms To: WB 0.41 4x 2 SP-#2 K -L 0.08 965 C FBC2014 -- 0.09 4x 4 SP-#2 L -J 0.35 1593 C TPI 2007 8 -A K -L J -M I -N J -M 0.08 1023 C Designed for shear loads (plf) H -O G -P F -Q E -R M -I 0.37 1666 C TC 600.0 BC 0.0 D -C I -N 0.09 1118 C Design checked for 10 psf non- N -H 0.41 1846 C concurrent LL on BC. Brace truss as follows: H -O 0.01 241 C This truss must be installed O.C. From To H -P 0.41 1846 C as shown. It cannot be TC Cont. 0- 0- 0 14- 0- 0 G -P 0.09 1118 C installed upside-down. or 48.0" 0- 0- 0 14- 0- 0 G -Q 0.37 1666 C Max comp. force 1846 Lbs BC Cont. 0- 0- 0 14- 0- 0 F -Q 0.08 1023 C Max tens. force 1836 Lbs or 120.0" 0- 0- 0 14- 0- 0 F -R 0.35 1593 C Connector Plate Fabrication E -R 0.08 965 C Tolerance = 10% psf-Ld Dead Live D -C 0.00 35 C This truss is designed for a TC 20.0 40.0 creep factor of 1.5 which BC 5.0 0.0 TL Defl 0.00" in L/999 is used to calculate total TC+BC 25.0 40.0 LL Defl 0.00" in L/999 load deflection. Total 65.0 Spacing 24.0" Shear // Grain in L -M 0.20 Lumber Duration Factor 1.00 Plate Duration Factor 1.00 Plates for each ply each face. Fb Fc Ft Emin Plate - MT20 20 Ga, Gross Area TC 1.15 1.10 1.10 1.10 Plate - MT2H 20 Ga, Gross Area BC 1.10 1.10 1.10 1.10 Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI Total Load Reactions (Lbs) A MT20 2.Ox 4.0 Ctr-0.5 0.34 Jt Down Uplift Horiz- L MT20 4.Ox 5.0 Ctr-0.5 0.93 K 1820 8400 R M MT20 4.Ox 5.0 Ctr-0.5 0.97 N MT20 4.Ox 6.0 Ctr-0.5 0.91 Jt Brg Size Required 0 MT20 2.Ox 4.0 Ctr-0.5 0.17 K 168.0" 0"-to- 168" P MT20 4.Ox 6.0 Ctr-0.5 0.91 Q MT20 4.Ox 5.0 Ctr-0.5 0.97 Plus 2 Drag Load Case(s) R MT20 4.Ox 5.0 Ctr-0.5 0.93 Plus 1 LL Load Case(s) C MT20 2.Ox 4.0 Ctr-0.5 0.34 Plus 1 DL Load Case(s) B MT20 2.Ox 4.0 Ctr 0.5 0.17 K MT20 3.Ox 4.0 Ctr 0.5 0.71 Membr CSI P Lbs Axl-CSI-Bnd J MT20 4.Ox 5.0 Ctr 0.5 0.93 Top Chords I MT20 4.Ox 5.0 Ctr 0.5 0.97 A -L 0.16 300 C 0.00 0.16 H MT20 4.0x10.0 Ctr 0.5 0.86 L -M 0.23 113 T 0.00 0.23 G MT20 4.Ox 5.0 Ctr 0.5 0.97 M -N 0.23 286 T 0.00 0.23 F MT20 4.Ox 5.0 Ctr 0.5 0.93 N -O 0.22 607 T 0.00 0.22 E MT20 3.Ox 4.0 Ctr 0.5 0.71 O -P 0.22 607 T 0.00 0.22 D MT20 2.Ox 4.0 Ctr 0.5 0.17 P -Q 0.23 286 T 0.00 0.23 Q -R 0.23 113 T 0.00 0.23 REVIEWED BY: R -C 0.16 300 T 0.00 0.16 MiTek USA, Inc. • Bottom Chords 6904 Parke East Blvd. B -K 0.02 0 T 0.00 0.02 Tampa, FL 33610 Online Ptua"0 Cepyngh/MiTeier 19962016 Version 300 060 Engneenng.Ponrae 10/142016 8.24 54 PM Page 1 Job Mark Quare Type Span Pl-Hl Left OH Right OH Engineering 160513 F18 3 M100 51004 10600 0 0 T9676341 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 m 0 TC 1-14-121 1-8-12 I 3-0-12 1 4-4-12 1 5-8-12 1x3= 1x3 11 1x3 I I 1x3 II 1x3 11 1x3 II 1x3 11 4ii I I it I ' 1-6-0 ID X3 2x 11 I H G F 1x3 II 1x3 II 1x3 II 1x3 II BC 6-4 I 1-10-4 I 3-2-4 I 4-6-4 I 5-10-4 B 5-10-4 B ALL PLATES ARE MT2020 Scale:0.766"=1' MiTek®Online Plus" APPROX. TRUSS WEIGHT: 38.1 168 Online Plus -- Version 30.0.060 Bottom Chords Trusses Manufactured by: RUN DATE: 14-OCT-16 D -I 0.00 0 T RIDGWAY ROOF TRUSS I -H 0.01 0 T 0.00 0.01 Analysis Conforms To: Southern Pine lumber design H -G 0.01 0 T 0.00 0.01 FBC2014 values are those effective G -F 0.01 0 T 0.00 0.01 TPI 2007 06-01-13 by SPIB//ALSC UON F -C 0.01 0 T 0.00 0.01 Design checked for 10 psf non- CSI -Size- ----Lumber---- Webs concurrent LL on BC. TC 0.10 4x 2 SP-#2 D -A 0.02 4 T 0.00 0.02 This truss must be installed BC 0.01 4x 2 SP-#2 I -J 0.06 115 C 0.00 0.06 as shown. It cannot be WB 0.10 4x 2 SP-#3 H -K 0.01 165 C 0.00 0.01 installed upside-down. G -L 0.00 163 C Max comp. force 165 Lbs Brace truss as follows: F -M 0.05 165 C 0.00 0.05 Max tens. force 4 Lbs O.C. From To C -B 0.10 67 C 0.00 0.10 Connector Plate Fabrication TC Cont. 0- 0- 0 5-10- 4 Tolerance = 10% or 48.0" 0- 0- 0 5-10- 4 TL Defl 0.00" in L/999 This truss is designed for a BC Cont. 0- 0- 0 5-10- 4 LL Defl 0.00" in L/999 creep factor of 1.5 which or 68.8" 0- 0- 0 5-10- 4 Shear // Grain in J -K 0.13 is used to calculate total load deflection. psf-Ld Dead Live Plates for each ply each face. TC 20.0 40.0 Plate - MT20 20 Ga, Gross Area BC 5.0 0.0 Plate - MT2H 20 Ga, Gross Area TC+BC 25.0 40.0 Plate - MS18 18 Ga, Gross Area Total 65.0 Spacing 24.0" Jt Type Plt Size X Y JSI Lumber Duration Factor 1.00 A MT20 1.Ox 3.0 Ctr Ctr 0.33 Plate Duration Factor 1.00 A MT20 1.Ox 3.0 Ctr Ctr 0.00 Fb Fc Ft Emin J MT20 1.Ox 3.0 Ctr Ctr 0.33 TC 1.15 1.10 1.10 1.10 K MT20 1.Ox 3.0 Ctr Ctr 0.33 BC 1.10 1.10 1.10 1.10 L MT20 1.Ox 3.0 Ctr Ctr 0.33 M MT20 1.Ox 3.0 Ctr Ctr 0.33 Total Load Reactions (Lbs) B MT20 1.Ox 3.0 Ctr Ctr 0.33 Jt Down Uplift Horiz- D MT20 2.Ox 4.0 Ctr 0.5 0.33 I 729 I MT20 1.Ox 3.0 Ctr Ctr 0.33 H MT20 1.Ox 3.0 Ctr Ctr 0.33 Jt Brg Size Required G MT20 1.Ox 3.0 Ctr Ctr 0.33 I 70.2" -1"-to- 69" F MT20 1.Ox 3.0 Ctr Ctr 0.33 C MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 2 Unbalanced Load Cases Plus 1 LL Load Case(s) REVIEWED BY: Plus 1 DL Load Case(s) MiTek USA, Inc. 6904 Parke East Blvd. Membr CSI P Lbs Axl-CSI-Bnd Tampa, FL 33610 Top Chords A -J 0.04 1 C 0.00 0.04 REFER TO ONLINE PLUS GENERAL J -K 0.10 6 C 0.00 0.10 NOTES AND SYMBOLS SHEET FOR K -L 0.10 6 C 0.00 0.10 ADDITIONAL SPECIFICATIONS. L -M 0.10 6 C 0.00 0.10 • M -B 0.10 7 C 0.00 0.10 NOTES: Ohne Plus'"c Copyright IWlaws 1996.2018 Vers:on 300060 Engenoonng•Portrait 10/14/10168 24 54 PM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160513 F19 12 M100 51004 10600 0 0 T9676342 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 W TC 1.1 2-7-8 I 4-2-0 1 5-8-12 1x3= 3x3= 3x3= 1x3 11 3x6= A I J B E� 1 Cild\ 1-6-0 / / 2x411 I 1x4 11 H G F !II 3x3= 1x31 3x3- J] W:308 HGR R: 360 R: 376 BC 1-6-0 I 2-9-12 I 4-4-4 I 5-10-4 6 5-10-4 B ALL PLATES ARE MT2020 Scale:0.722«=1' MiTek® Online Plus"' APPROX. TRUSS WEIGHT: 45.7 LBS Online Plus -- Version 30.0.060 Bottom Chords Analysis Conforms To: RUN DATE: 14-OCT-16 D -H 0.07 0 T 0.00 0.07 FBC2014 H -G 0.47 353 T 0.07 0.40 TPI 2007 Southern Pine lumber design G -F 0.48 353 T 0.07 0.41 Design checked for 10 psf non- values are those effective F -C 0.33 0 T 0.00 0.33 concurrent LL on BC. 06-01-13 by SPIE//ALSC UON Webs This truss must be installed CSI -Size- ----Lumber---- D -A 0.08 362 C as shown. It cannot be TC 0.57 4x 2 SP-#2 A -H 0.14 304 T installed upside-down. BC 0.48 4x 2 SP-#2 H -I 0.04 207 C Max comp. force 362 Lbs WB 0.23 4x 2 SP-#3 G -I 0.02 123 C Max tens. force 489 Lbs F -J 0.05 223 C Connector Plate Fabrication Brace truss as follows: F -B 0.23 489 T Tolerance = 10% O.C. From To C -B 0.04 220 C This truss is designed for a TC Cont. 0- 0- 0 5-10- 4 C -B 0.04 220 C creep factor of 1.5 which or 48.0" 0- 0- 0 5-10- 4 is used to calculate total BC Cont. 0- 0- 0 5-10- 4 TL Defl -0.05" in H -G L/999 load deflection. or 68.8" 0- 0- 0 5-10- 4 LL Defl -0.03" in H -G L/999 Shear // Grain in A -I 0.28 psf-Ld Dead Live TC 20.0 40.0 Plates for each ply each face. BC 5.0 0.0 Plate - MT20 20 Ga, Gross Area TC+BC 25.0 40.0 Plate - MT2H 20 Ga, Gross Area Total 65.0 Spacing 24.0" Plate - MS18 18 Ga, Gross Area Lumber Duration Factor 1.00 Jt Type Plt Size X Y JSI Plate Duration Factor 1.00 A MT20 3.Ox 3.0 Ctr Ctr 0.44 Fb Fc Ft Emin A MT20 1.Ox 3.0 Ctr Ctr 0.00 TC 1.15 1.10 1.10 1.10 I MT20 3.Ox 3.0 Ctr Ctr 0.24 BC 1.10 1.10 1.10 1.10 J MT20 1.Ox 3.0 Ctr Ctr 0.33 B MT20 3.Ox 6.0 Ctr Ctr 0.56 Total Load Reactions (Lbs) D MT20 2.Ox 4.0 Ctr 0.5 0.33 Jt Down Uplift Horiz- H MT20 3.Ox 3.0 Ctr Ctr 0.44 D 361 G MT20 1.Ox 3.0 Ctr Ctr 0.33 C 377 F MT20 3.Ox 3.0 Ctr Ctr 0.71 C MT20 2.Ox 4.0 Ctr 0.5 0.20 Jt Brg Size Required D 3.5" 3.5" REVIEWED BY: C 3.5" 1.5" MiTek USA, Inc. 6904 Parke East Blvd. Plus 2 Unbalanced Load Cases Tampa, FL 33610 Plus 1 LL Load Case(s) Plus 1 DL Load Case(s) REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR Membr CSI P Lbs Axl-CSI-Bnd ADDITIONAL SPECIFICATIONS. Top Chords A -I 0.57 209 C 0.00 0.57 NOTES: I -J 0.30 353 C 0.00 0.30 Trusses Manufactured by: J -B 0.30 353 C 0.00 0.30 RIDGWAY ROOF TRUSS Online Plus' 0 Cc9yngM MITeOA 1996.2016 Verson 30.0.080 Eng,neennp•Ponies 10/14/2018 8.24.54 PM Peg.1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160513 F20 12 M100 191012 10600 0 0 T9676343 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 N •4 '4 0 4,7 TC 1 2-9-0 1 5-3-0 1 7-9-0 190012 110-10-0 1 '1 1 14-7-12 1 17-1-12 1 19-10-12 5x6= 4x4= 3x3= 3x3= 1x3 1I 1x3 11 3x3= 3x3= 4x4= 5x6= A M N O P Q R S T C 11 ,,ii(1\1;/\/\ /\/\11/ 1-6-0 B D 2x4 IIL K J I H G g E 2x4 II 5x6= 4x4= 3x3= 3x3= 3x3= 3x3= 4x4= 5x6= il HGR HGR R:1293 R:1293 BC 1-6-0 I 4-0-0 1 6-6-0 I 9-0-0 110-10-12 I 13-4-12 115-10-12 I 18-4-12 1191012 B 19-10-12 ALL PLATES ARE MT2020 Scale:0.305"=1' MiTek® Online Plus'. APPROX. TRUSS WEIGHT: 136.0 LBS Online Plus -- Version 30.0.060 H -G 0.93 4350 T 0.59 0.34 Tampa, FL 33610 RUN DATE: 14-OCT-16 G -F 0.66 3549 T 0.61 0.05 F -E 0.41 2162 T 0.37 0.04 REFER TO ONLINE PLUS GENERAL Southern Pine lumber design E -D 0.02 0 T 0.00 0.02 NOTES AND SYMBOLS SHEET FOR values are those effective Webs ADDITIONAL SPECIFICATIONS. 06-01-13 by SPIE//ALSC UON B -A 0.15 706 C CSI -Size- ----Lumber---- B -A 0.15 706 C NOTES: TC 0.55 4x 2 SP-#1 A -L 0.76 1615 T Trusses Manufactured by: BC 0.93 4x 2 SP-Y1 L -M 0.36 1516 C RIDGWAY ROOF TRUSS WB 0.76 4x 2 SP-#3 M -K 0.49 1048 T Analysis Conforms To: K -N 0.24 1014 C FBC2014 Brace truss as follows: N -J 0.29 612 T TPI 2007 O.C. From To J -O 0.13 577 C Design checked for 10 psf non- TC Cont. 0- 0- 0 19-10-12 0 -I 0.27 585 T concurrent LL on BC. or 48.0" 0- 0- 0 19-10-12 I -P 0.07 304 C Provide 2X6 continuous BC Cont. 0- 0- 0 19-10-12 H -Q 0.07 304 C strongbacks (on edge) every or 120.0" 0- 0- 0 19-10-12 H -R 0.27 585 T 10.. F 0 Ft.. Fasten to each R -G 0.13 577 C truss w/ 3-10d(0.131"x3") psf-Ld Dead Live G -S 0.29 612 T nails at truss member(s). TC 20.0 40.0 S -F 0.24 1014 C This truss must be installed BC 5.0 0.0 F -T 0.49 1048 T as shown. It cannot be TC+BC 25.0 40.0 T -E 0.36 1516 C installed upside-down. Total 65.0 Spacing 24.0" E -C 0.76 1615 T Max comp. force 4528 Lbs Lumber Duration Factor 1.00 D -C 0.15 706 C Max tens. force 4528 Lbs Plate Duration Factor 1.00 D -C 0.15 706 C Connector Plate Fabrication Fb Fc Ft Emin Tolerance . 10% TC 1.15 1.10 1.10 1.10 TL Defl -0.49" in I -H L/470 This truss is designed for a BC 1.10 1.10 1.10 1.10 LL Defl -0.25" in I -H L/909 creep factor of 1.5 which Shear // Grain in P -Q 0.32 is used to calculate total Total Load Reactions (Lbs) load deflection. Jt Down Uplift Horiz- Plates for each ply each face. B 1293 Plate - MT20 20 Ga, Gross Area D 1293 Plate - MT2H 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Brg Size Required Jt Type Plt Size X Y JSI B 3.5" 1.5" A MT20 5.Ox 6.0 Ctr-1.0 0.86 D 3.5" 1.5" M MT20 4.Ox 4.0 Ctr-0.5 0.89 N MT20 3.Ox 3.0 Ctr Ctr 0.89 Plus 2 Unbalanced Load Cases 0 MT20 3.Ox 3.0 Ctr Ctr 0.85 Plus 1 LL Load Case(s) P MT20 1.Ox 3.0 Ctr Ctr 0.96 Plus 1 DL Load Case(s) Q MT20 1.Ox 3.0 Ctr Ctr 0.96 R MT20 3.0x 3.0 Ctr Ctr 0.85 Membr CSI P Lbs Axl-CSI-Bnd S MT20 3.Ox 3.0 Ctr Ctr 0.89 Top Chords T MT20 4.Ox 4.0 Ctr-0.5 0.89 A -M 0.36 1142 C 0.01 0.35 C MT20 5.Ox 6.0 Ctr-1.0 0.86 M -N 0.40 2867 C 0.09 0.31 B MT20 2.Ox 4.0 Ctr 0.5 0.48 N -O 0.50 3961 C 0.24 0.26 L MT20 5.Ox 6.0 Ctr 1.0 0.86 O -P 0.52 4528 C 0.12 0.40 K MT20 4.0x 4.0 Ctr 0.5 0.89 P -Q 0.55 4528 C 0.34 0.21 J MT20 3.Ox 3.0 Ctr Ctr 0.89 Q -R 0.52 4528 C 0.12 0.40 I MT20 3.Ox 3.0 Ctr Ctr 0.85 R -S 0.50 3961 C 0.24 0.26 H MT20 3.Ox 3.0 Ctr Ctr 0.85 S -T 0.40 2867 C 0.09 0.31 G MT20 3.Ox 3.0 Ctr Ctr 0.89 T -C 0.36 1142 C 0.01 0.35 F MT20 4.Ox 4.0 Ctr 0.5 0.89 Bottom Chords E MT20 5.Ox 6.0 Ctr 1.0 0.86 B -L 0.02 0 T 0.00 0.02 D MT20 2.Ox 4.0 Ctr 0.5 0.48 L -K 0.41 2162 T 0.37 0.04 K -J 0.66 3549 T 0.61 0.05 REVIEWED BY: J -Ir 4350 T 0.59 0.34 MiTek USA, Inc. _ r I -H 0.90 4528 T 0.58 0.32 6904 Parke East Blvd. Online Pio'.42 04p59011 kaTek®19962018 Ve,s,on 30.0.060 Enpneennp-PoNak 10/14/2016 8.24.55 PM Pape 1 f Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160513 F21 6 M100 130708 10600 0 0 7'9676344 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 m 0 coo .a TC lelr 2-5-8 I N 1 5-5-8 1 6-9-4 1 8-4-8 I 10-10-8 I 13-7-8 5x5= C 83x3= 3x3= 3x3= 1x311 3x3= 3x3= 4x6= A 8 E N 0 P Q R F T It It 1-6-0 W:3 it IC21 11 R. 900 M L K J I H 4x4= 3x3= 3x3= 1x311 3x3= 4x4= D L 1x3 II HGR R: 867 BC '0' 1-4-8 I 3-10-8 I 6-4-8 1 7-11-12 19-3-8 1 11-9-8 I 13-3-8 0 a Q 13-7-8 p 1 ALL PLATES ARE MT2020, 8 - PLATE SELECTED IN PLATE MONITOR Scale:0.454'=1' MiTekoS Online Plus. APPROX. TRUSS WEIGHT: 96.9 LBS Online Plus -- Version 30.0.060 K -J 0.77 1996 T 0.39 0.38 RIDGWAY ROOF TRUSS RUN DATE: 14-OCT-16 J -I 0.77 1996 T 0.39 0.38 Analysis Conforms To: I -H 0.40 1351 T 0.34 0.06 FBC2014 Southern Pine lumber design H -G 0.04 0 T 0.00 0.04 TPI 2007 values are those effective Webs Design checked for 10 psf non- 06-01-13 by SPIB//ALSC UON D -C 0.00 14 T concurrent LL on BC. CSI -Size- ----Lumber---- C -M 0.47 988 T Max gap between edge of brg TC 0.52 4x 2 SP-12 M -N 0.22 940 C and end vertical or BC 0.80 4x 2 SP-12 N -L 0.23 492 T diagonal web is 1/2". WB 0.48 4x 2 SP-13 L -O 0.10 441 C Provide 2X6 continuous O -K 0.14 298 T strongbacks (on edge) every Brace truss as follows: K -P 0.03 146 C 10.0 Ft. Fasten to each O.C. From To J -Q 0.07 147 T truss w/ 3-10d(0.131"x3") TC Cont. 0- 0- 0 13- 7- 8 Q -I 0.13 543 C nails at truss member(s). or 48.0" 0- 0- 0 13- 7- 8 I -R 0.22 472 T This truss must be installed BC Cont. 0- 0- 0 13- 7- 8 R -H 0.22 939 C as shown. It cannot be or 120.0" 0- 0- 0 13- 7- 8 H -F 0.48 1017 T installed upside-down. G -F 0.10 473 C NOTE: USER MODIFIED PLATES psf-Ld Dead Live G -F 0.10 473 C This design may have plates TC 20.0 40.0 selected through a plate BC 5.0 0.0 TL Defl -0.17" in L -K L/942 monitor. 111 TC+BC 25.0 40.0 LL Defl -0.10" in L -K L/999 Max comp. force 1996 Lbs Total 65.0 Spacing 24.0" Shear // Grain in R -F 0.31 Max tens. force 1996 Lbs Lumber Duration Factor 1.00 Connector Plate Fabrication Plate Duration Factor 1.00 Plates for each ply each face. Tolerance = 10% Fb Fc Ft Emin Plate - MT20 20 Ga, Gross Area This truss is designed for a TC 1.15 1.10 1.10 1.10 Plate - MT2H 20 Ga, Gross Area creep factor of 1.5 which BC 1.10 1.10 1.10 1.10 Plate - MS18 20 Ga, Gross Area is used to calculate total Jt Type Plt Size X Y JSI load deflection. Total Load Reactions (Lbs) C MT20 5.Ox 5.0 1.0 0.5 0.75 Jt Down Uplift Horiz- El MT20 3.Ox 3.0 4.5 Ctr 0.33 C 901 N MT20 3.Ox 3.0 Ctr Ctr 0.72 G 867 0 MT20 3.Ox 3.0 Ctr Ctr 0.44 Il! P MT20 1.Ox 3.0 Ctr Ctr 0.33 Jt Brg Size Required Q MT20 3.Ox 3.0 Ctr Ctr 0.40 C 3.5" 1.5" R MT20 3.Ox 3.0 Ctr Ctr 0.69 G 3.5" 1.5" F MT20 4.Ox 6.0 Ctr-0.5 0.67 D MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 2 Unbalanced Load Cases M MT20 4.Ox 4.0 Ctr 0.5 0.86 Plus 1 LL Load Case(s) L MT20 3.Ox 3.0 Ctr Ctr 0.72 Plus 1 DL Load Case(s) K MT20 3.Ox 3.0 Ctr Ctr 0.44 J MT20 1.Ox 3.0 Ctr Ctr 0.38 Mambr CSI P Lbs Axl-CSI-Bnd I MT20 3.Ox 3.0 Ctr Ctr 0.69 Top Chords H MT20 4.Ox 4.0 Ctr 0.5 0.87 A -C 0.01 0 T 0.00 0.01 G MT20 2.Ox 4.0 Ctr 0.5 0.25 A -C 0.01 0 T 0.00 0.01 C -E 0.09 375 C 0.00 0.09 4 = Plate Monitor used C -E 0.10 375 C 0.00 0.10 REVIEWED BY: E -N 0.45683 C 0.01 0.44 MiTek USA, Inc. N -O 0.38 1646 C 0.03 0.35 6904 Parke East Blvd. O -P 0.39 1996 C 0.03 0.36 Tampa, FL 33610 P -Q 0.43 1996 C 0.03 0.40 Q -R 0.52 1665 C 0.02 0.50 REFER TO ONLINE PLUS GENERAL R -F 0.51 719 C 0.00 0.51 NOTES AND SYMBOLS SHEET FOR Bottom Chords ADDITIONAL SPECIFICATIONS. D -M 0.03 0 T 0.00 0.03 M -L 0.38 1315 T 0.29 0.09 NOTES: L -K 0.80 1943 T 0.41 0.39 Trusses Manufactured by: Online Plus'"f>COPynght?Area 1996.2016 Vernon 30.0060 Engmeenng-Ported 10/14/2016 8 24 55 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering • 160513 F22 15 M100 160808 10600 0 0 T9676345 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 0 0 co N 0 0 TC 2-7-8 I 5-1-8 1 7-7-8 18-10-01 11-4-0 I 13-10-0 I 16-5-8 {� 1x3= 1x3= 4x4= 3x4= 3x3= 3x3= 3x3= 3x3= 3x4= 4x4= A 0 P Q R S T D I BNizi\z\z1 \ / \ zx 1E 1 1-6-0 2x4 II 4 2x4 11 111 N M L K J I H G dx5= 3x4= 3x3= 1x311 1x311 3x3= 3x4= 4x5= W:308 W:308 R:1062 R:1061 BCl 1-6-0 I 4-0-0 I 6-6-0 17-9-12 181012 110-2-8 I 12-8-8 I 15-2-8 116-8-8 16-8-8 B ALL PLATES ARE MT2020 Scale:0.354"=1' MiTek0 Online Plus" APPROX. TRUSS WEIGHT: 116.2 LBS Online Plus -- Version 30.0.060 J -I 0.99 3162 T 0.58 0.41 REFER TO ONLINE PLUS GENERAL RUN DATE: 14-OCT-16 I -H 0.76 2734 T 0.70 0.06 NOTES AND SYMBOLS SHEET FOR H -G 0.49 1717 T 0.44 0.05 ADDITIONAL SPECIFICATIONS. Southern Pine lumber design G -F 0.03 0 T 0.00 0.03 values are those effective Webs NOTES: 06-01-13 by SPIB//ALSC UON C -A 0.24 1055 C Trusses Manufactured by: CSI -Size- ----Lumber---- A -N 0.61 1287 T RIDGWAY ROOF TRUSS TC 0.54 4x 2 SP-#2 N -O 0.29 1232 C Analysis Conforms To: BC 0.99 4x 2 SP-#2 0 -M 0.36 773 T FBC2014 WB 0.61 4x 2 SP-#3 M -P 0.17 737 C TPI 2007 P -L 0.19 400 T Design checked for 10 psf non- Brace truss as follows: L -Q 0.10 457 C O.C. From To K -Q 0.07 164 T concurrent LL on BC. Provide 2X6 continuous TC Cont. 0- 0- 0 16- 8- 8 J -R 0.07 164 T strongbacks (on edge) every or 48.0" 0- 0- 0 16- 8- 8 R -I 0.10 457 C 10.0 Ft. Fasten to each BC Cont. 0- 0- 0 16- 8- 8 I -S 0.19 400 T truss w/ 3-10d(0.131"x3") or 120.0" 0- 0- 0 16- 8- 8 S -H 0.17 737 C nails at truss member(s). H -T 0.36 773 T This truss must be installed psf-Ld Dead Live T -G 0.29 1232 C as shown. It cannot be TC 20.0 40.0 G -D 0.61 1287 T installed upside-down. BC 5.0 0.0 F -D 0.24 1055 C Max comp. force 3162 Lbs TC+BC 25.0 40.0 Max tens. force 3162 Lbs Total 65.0 Spacing 24.0" TL Defl -0.28" in K -J L/697 Connector Plate Fabrication Lumber Duration Factor 1.00 LL Defl -0.14" in K -J L/999 Tolerance = 10% Plate Duration Factor 1.00 Shear // Grain in A -O 0.29 This truss is designed for a Fb Fc Ft Emin creep factor of 1.5 which TC 1.15 1.10 1.10 1.10 Plates for each ply each face. is used to calculate total BC 1.10 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area load deflection. Plate - MT2H 20 Ga, Gross Area Total Load Reactions (Lbs) Plate - MS18 18 Ga, Gross Area Jt Down Uplift Horiz- Jt Type Plt Size X Y JSI C 1062 A MT20 4.Ox 4.0 0.5-0.5 0.92 F 1062 A MT20 1.Ox 3.0 Ctr Ctr 0.00 O MT20 3.Ox 4.0 Ctr Ctr 0.94 Jt Brg Size Required P MT20 3.Ox 3.0 Ctr Ctr 0.58 C 3.5" 3.5" Q MT20 3.Ox 3.0 Ctr Ctr 0.57 F 3.5" 3.5" R MT20 3.Ox 3.0 Ctr Ctr 0.57 S MT20 3.Ox 3.0 Ctr Ctr 0.58 Plus 2 Unbalanced Load Cases T MT20 3.Ox 4.0 Ctr Ctr 0.94 Plus 1 LL Load Case(s) D MT20 4.Ox 4.0-0.5-0.5 0.92 Plus 1 DL Load Case(s) D MT20 1.Ox 3.0 Ctr Ctr 0.00 C MT20 2.Ox 4.0 Ctr 0.5 0.96 Membr CSI P Lbs Axl-CSI-Bnd N MT20 4.Ox 5.0 Ctr 0.5 0.92 Top Chords M MT20 3.Ox 4.0 Ctr Ctr 0.94 A -0 0.47 888 C 0.01 0.46 L MT20 3.Ox 3.0 Ctr Ctr 0.58 O -P 0.47 2238 C 0.06 0.41 K MT20 1.Ox 3.0 Ctr Ctr 0.96 P -Q 0.54 2952 C 0.10 0.44 J MT20 1.Ox 3.0 Ctr Ctr 0.96 Q -R 0.35 3162 C 0.13 0.22 I MT20 3.Ox 3.0 Ctr Ctr 0.58 R -S 0.54 2952 C 0.10 0.44 H MT20 3.Ox 4.0 Ctr Ctr 0.94 S -T 0.47 2238 C 0.06 0.41 G MT20 4.Ox 5.0 Ctr 0.5 0.92 T -D 0.47 888 C 0.01 0.46 F MT20 2.Ox 4.0 Ctr 0.5 0.96 Bottom Chords C -N 0.03 0 T 0.00 0.03 REVIEWED BY: N -M 0.49 1717 T 0.44 0.05 MiTek USA, Inc. M -L 0.76 2734 T 0.70 0.06 6904 Parke East Blvd. L -K 0.99 3162 T 0.58 0.41 Tampa, FL 33610 K -J 0.97 3162 T 0.58 0.39 Online Plus's'12 Copyright MITek51998.2016 Version 30 0.060 Enpneenng.Ported 10/1412018 8.24 55 PM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160513 F23 6 M100 40100 10600 0 0 79676346 Bldg 1,2, or 3- Aquatic 1 HO 1-6-0 HO 1-6-0 S m •+ TCA 1-5-4 1 2-4-12 I 3-10-0 A 1x3= 1x3= 3x3= 1x311 1x311 3x3= A I J D Br � ,,m. �� E 1-6-0 CI - F 2x411 ` H G J 2x411 !III 3x3= 3x3= 7 W:308 W:308 R: 241 R: 241 BC 1-6-0 I 2-7-0 1 4-1-0 4-1-0 ;>. ALL PLATES ARE zrr2020 Scale:0674".I' MiTeleR Online Plus" APPROX. TRUSS WEIGHT: 35.2 LBS Online Plus -- Version 30.0.060 Bottom Chords Design checked for 10 psf non- RUN DATE: 14-OCT-16 C -H 0.05 0 T 0.00 0.05 concurrent LL on BC. H -G 0.08 164 T 0.03 0.05 This truss must be installed Southern Pine lumber design G -F 0.05 0 T 0.00 0.05 as shown. It cannot be values are those effective Webs installed upside-down. 06-01-13 by SPIB//ALSC UON C -A 0.05 234 C Max comp. force 234 Lbs CSI -Size- ----Lumber---- A -H 0.11 231 T Max tens. force 231 Lbs TC 0.13 4x 2 SP-#2 H -I 0.03 152 C Connector Plate Fabrication BC 0.08 4x 2 SP-#2 G -J 0.03 152 C Tolerance = 10% WB 0.11 4x 2 SP-#3 G -D 0.11 231 T This truss is designed for a F -D 0.05 234 C creep factor of 1.5 which Brace truss as follows: is used to calculate total O.C. From To TL Defl 0.00" in L/999 load deflection. TC Cont. 0- 0- 0 4- 1- 0 LL Defl 0.00" in L/999 or 46.0" 0- 0- 0 4- 1- 0 Shear // Grain in A -I 0.15 BC Cont. 0- 0- 0 4- 1- 0 or 46.0" 0- 0- 0 4- 1- 0 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area psf-Ld Dead Live Plate - MT2H 20 Ga, Gross Area TC 20.0 40.0 Plate - MS18 18 Ga, Gross Area BC 5.0 0.0 Jt Type Plt Size X Y JSI TC+BC 25.0 40.0 A MT20 3.Ox 3.0 Ctr Ctr 0.34 Total 65.0 Spacing 24.0" A MT20 1.Ox 3.0 Ctr Ctr 0.00 Lumber Duration Factor 1.00 I MT20 1.Ox 3.0 Ctr Ctr 0.33 Plate Duration Factor 1.00 J MT20 1.Ox 3.0 Ctr Ctr 0.33 Fb Fc Ft Emin D MT20 3.Ox 3.0 Ctr Ctr 0.34 TC 1.15 1.10 1.10 1.10 D MT20 1.Ox 3.0 Ctr Ctr 0.00 BC 1.10 1.10 1.10 1.10 C MT20 2.Ox 4.0 Ctr 0.5 0.33 H MT20 3.Ox 3.0 Ctr Ctr 0.34 Total Load Reactions (Lbs) G MT20 3.Ox 3.0 Ctr Ctr 0.34 Jt Down Uplift Horiz- F MT20 2.Ox 4.0 Ctr 0.5 0.33 C 242 F 241 REVIEWED BY: MiTek USA, Inc. Jt Brg Size Required 6904 Parke East Blvd. C 3.5" 3.5" Tampa, FL 33610 F 3.5" 3.5" REFER TO ONLINE PLUS GENERAL Plus 2 Unbalanced Load Cases NOTES AND SYMBOLS SHEET FOR Plus 1 LL Load Case(s) ADDITIONAL SPECIFICATIONS. Plus 1 DL Load Case(s) - NOTES: Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: Top Chords RIDGWAY ROOF TRUSS A -I 0.13 164 C 0.00 0.13 Analysis Conforms To: I -J 0.09 164 C 0.00 0.09 FBC2014 J -D 0.13 164 C 0.00 0.13 TPI 2007 Orme Plus'..0 Copyngnt M,Teld 1996-2018 Version 30.0.060 Engineenng-Ponrert 10,1412018 8 24 56 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering •• 160513 F24 6 M100 41000 10600 0 0 T9676347 Bldg 1,2, or 3- Aquatic HO 1-6-0 HO 1-6-0 TC I 1-1-0 1 2-5-0 I 3-9-0 I 4-10-0 lx311 3x4. 1x311 3x4= lx311 H I J t- 11111.11 -®, til 1-6-0 t(1 � B 11=111 . :� 1 D 1x3 x3 11 G F E 2x411 4x5- 2x4 I I 711IMM111.11.111.1.7 BC L 1-1-0 I 2-5-0 1 3-9-0 I 4-10-0 til 4-10-0 ALL PLATES ARE MT2020 Scale:0.843""1' MiTek® Online Plus'. APPROX. TRUSS WEIGHT: 36.6 LBS Online Plus -- Version 30.0.060 B -G 0.01 0 T 0.00 0.01 TPI 2007 RUN DATE: 14-OCT-16 G -F 0.01 0 T 0.00 0.01 Designed for shear loads (plf) F -E 0.01 0 T 0.00 0.01 TC 310.0 BC 0.0 Southern Pine lumber design E -D 0.01 0 T 0.00 0.01 Design checked for 10 psf non- values are those effective Webs concurrent LL on BC. 06-01-13 by SPIB//ALSC UON B -A 0.01 45 C This truss must be installed CSI -Size- ----Lumber---- G -H 0.27 807 C as shown. It cannot be TC 0.10 4x 2 SP-#2 H -F 0.40 1092 C installed upside-down. BC 0.01 4x 2 SP-#2 F -I 0.03 163 C Max comp. force 1092 Lbs WB 0.40 4x 2 SP-#3 F -J 0.40 1092 C Max tens. force 1060 Lbs E -J 0.27 807 C Connector Plate Fabrication Brace truss as follows: D -C 0.01 45 C Tolerance = 10% O.C. From To This truss is designed for a TC Cont. 0- 0- 0 4-10- 0 TL Defl 0.00" in L/999 creep factor of 1.5 which or 48.0" 0- 0- 0 4-10- 0 LL Defl 0.00" in L/999 is used to calculate total BC Cont. 0- 0- 0 4-10- 0 Shear // Grain in H -I 0.13 load deflection. or 58.0" 0- 0- 0 4-10- 0 Plates for each ply each face. psf-Ld Dead Live Plate - MT20 20 Ga, Gross Area 1 TC 20.0 40.0 Plate - MT2H 20 Ga, Gross Area BC 5.0 0.0 Plate - MS18 18 Ga, Gross Area TC+BC 25.0 40.0 Jt Type Plt Size X Y JSI Total 65.0 Spacing 24.0" A MT20 1.Ox 3.0 Ctr Ctr 0.37 Lumber Duration Factor 1.00 H MT20 3.Ox 4.0 0.5 Ctr 0.99 Plate Duration Factor 1.00 I MT20 1.Ox 3.0 Ctr Ctr 0.33 Fb Fc Ft Emin J MT20 3.Ox 4.0-0.5 Ctr 0.99 TC 1.15 1.10 1.10 1.10 C MT20 1.Ox 3.0 Ctr Ctr 0.37 BC 1.10 1.10 1.10 1.10 B MT20 1.Ox 3.0 Ctr Ctr 0.33 G MT20 2.Ox 4.0 0.2 0.5 0.93 Total Load Reactions (Lbs) F MT20 4.Ox 5.0 Ctr 0.5 0.81 Jt Down Uplift Horiz- E MT20 2.Ox 4.0-0.2 0.5 0.93 G 613 1498 R D MT20 1.Ox 3.0 Ctr Ctr 0.33 Jt Brg Size Required REVIEWED BY: G 58.0" 0"-to- 58" MiTek USA, Inc. 6904 Parke East Blvd. Plus 2 Drag Load Case(s) Tampa, FL 33610 Plus 1 LL Load Case(s) Plus 1 DL Load Case(s) REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR Membr CSI P Lbs Axl-CSI-Bnd ADDITIONAL SPECIFICATIONS. Top Chords A -H 0.08 167 C 0.00 0.08 NOTES: H -I 0.10 217 T 0.00 0.10 Trusses Manufactured by: I -J 0.10 217 T 0.00 0.10 RIDGWAY ROOF TRUSS J -C 0.08 167 T 0.00 0.08 Analysis Conforms To: - Bottom Chords FBC2014 Onnne Plus'.G Copynghl MiTek,X 1996-2016 Yoram 30 0 060 Engnaanng•PoMa4 10114/2016 8 24.56 PM Page 1 ONLINE PLUS GENERAL NOTES & SYMBOLS ' 108 PLATE LOCATION FLOOR TRUSS SPLICE LATERAL BRACING /-/- ( 3X2, 4X2, 6X2 ) Designates the location for Center plates on joints continuous lateral bracing(CLB)for unless otherwise noted support of individual truss members �� r� in plate list or on drawing. - only.CLBs must be properly , kb Dimensions are given in anchored or restrained to prevent inches(i.e. 1 1/2"or 1.5") simultaneous buckling of adjacent or IN-16ths(i.e.108) (W) =Wide Face Plate truss members. (N) =Narrow Face Plate PLATE SIZE AND ORIENTATION DIMENSIONS BEARING The first dimension is All dimensions are shown in Nhi_. When truss is designed to 3x5 1 the width measured FT-IN-SX(i.e.6'-8.5"or liW=� bear on multiple supports, perpendicular to slots. 6-08-08).Dimensions less interior bearing locations 4. The second dimension is than one foot are shown should be marked on the the length measured n IN-SX only(i.e 708). < truss.Interior support or lir � 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. .f` t 708 R=Reaction(lbs.) contact with truss. U=Uplift(lbs.) Metal connector plates shall be applied on both faces Mitek Industries Inc. bears no responsibility for the of truss at each joint. Center the plates, unless erection of trusses, field bracing or permanent indicated otherwise. No loose knots or wane in plate truss bracing. Refer to"Building Component Safety contact area. Splice only where shown. Overall spans Information"(BCSI 1)as published by Truss Plate assume 4"bearing at each end, unless indicated Institute, 218 North Lee Street, Suite 312,Alexandria.. otherwise. Cutting and fabrication shall be performed Virginia 22314. Persons erecting trusses are cautioned using equipment which produces snug-fitting joints and to seek professional advice concerning proper erection plates. Unless otherwise noted, moisture content of bracing to prevent toppling and"dominoing". Care lumber shall not exceed 19%at time of fabrication and should be taken to prevent damage during fabrication, the attached truss designs are not applicable for use storage. shipping and erection.Top and bottom chords with fire retardant lumber and some preservative shall be adequately braced in the absence of sheathing treatments. Nails specified on Truss Design Drawings or rigid ceiling, respectively. It is the responsibility of refer to common wire nails, except as noted. The others to ascertain that design loads utilized on these attached design drawings were prepared in accordance drawings meet or exceed the actual dead loads imposed with"National Design Specifications for Wood by the structure and the live loads imposed by the local Construction"(AF& PA)." National Design Standard building code or historical climatic records.When truss for Metal Plate Connected Wood Truss Construction" hangers are specified on the Truss Design Drawing, (ANSI/TPI 1). and HUD Design Criteria for Trussed they must be installed per manufacturer's details and Rafters. specifications. FURNISH A COPY OF THE ATTACHED TRUSS DESIGN DRAWINGS TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THESE DRAWINGS AND VERIFY THAT DATA, INCLUDING DIMENSIONS & LOADS, CONFORM TO ARCHITECTURAL PLAN/SPECS AND THE TRUSS PLACEMENT DIAGRAM FURNISHED BY THE TRUSS MANUFACTURER. lo--® MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 M ITe k® Tel: 813-972-1135 Fax: 813-971-6117 JOBSITE PACKAGE IMPORTANT DOCUMENTS ENCLOSED PLEASE REVIEW AWARNING: The handling, storing, installing, restraining and diagonal bracing of structural building com- ponents requires specialized training, clearly implemented procedures, and careful planning and communication among the contractor, crane operator and installation crew. Handling and installing components without appropriate training, planning and communication greatly increases the probability of an accident resulting in property damage, serious personal injury and/or death. Prior to component installation,the documents should be examined and disseminated to all appropriate personnel, in addition to proper training and a clear understanding of the installation plan, any applicable fall protection requirements, and the intended restraint and bracing requirements.Trusses over 60 feet in length are very dangerous to install and may require com- plex temporary and permanent bracing. Please consult a Registered Design Professional. Examine the building,the building's structural framing system,bearing locations and related installation conditions. Begin compo- nent installation only after any unsatisfactory conditions have been corrected. Do not cut, modify or repair components. Report any damage before installation. The enclosed documents are offered as minimum guidelines only. Nothing contained in this jobsite package should be construed in any manner as expanding the scope of responsibility of, or imposing any additional liabilities on, the component manufac- turer. ADVERTENCIA: El manejo, almacenamiento, instalacion, restriccion y arriostre diagonal de componentes estructurales de construccion requieren entrenamiento especializada, procedimientos claramente implementados y planificaron y comunicacion clara entre el contratista, operador de grua, y los obreros de instalacion. El manejar e instalar los componentes sin entrenamiento suficiente, planificacion y comunicacion adecuadas aumenta la probabilidad de un accidente que resulta en dareo a propiedad, herida seria o muerte. Antes de la instalacion de componentes, los documentos adjuntos deben ser examinados y difundidos a todo el personal apro- piado, ademes 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 carte, modifique ni repare los componentes y informe cualquier darn descubierto antes de proceder a la instalacion. Los documentos adjuntos se ofrecen solamente como directrices minimas. Nada de lo incluido en este paquete debe interp- retarse de manera que exceda el alcance de la responsabilidad del fabricante de componentes, ni en forma tal que imponga responsabilidades adicionales sobre este. 41114,, Ilk 111141r41111N111,1 A ;6444,'*;41cf 061, ;I:qP'41411111111.°P1111.* To view a non-printing PDF of this document, visit www.sbcindustry.com/jobsitecs. FOR DESIGN RESPONSIBILITIES SEE REVERSE • BCSI•B1 SUMMARY SHEET GUIDE FOR HANDLING INSTALLING RESTRAINING AND BRACING OF TRUSSES SPANS OVER.6Q.MAY_REQXUIRECOMPLEPERMANENT'BRACING. PLE'ASE ALWAYS CONSULT A PROFESSIONAL ENGIN GENERAL NOTES NOTAS GENERALES HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES • Trusses are not marked In any way to identify los trusses no estin marcados de ningfin motto que RE[OMENDACIONFS PARA LEVANTAR PAQUETES DE TRUSSES. r the frequency or location of temporary lateral Idendfiquela fnxuerxia o bcalizaciande restrtccfdn lateral ©Warning!Don't overload the crane. restraint and diagonal bracing.Follow the y arriostre diagonal tenporaks.Use las recomardaciones iAdvertencla!iNo sobrecargue la grua! recommendations for handling,Installing and de manejo,instalacidn,restrioddn y arriostre temporal de Never use banding alone to lift a bundle. temporary restraining and bracing of busses. los trusses.We el foaeto l&Gdtle gena PrScticE Refer to SCSI Guide to Good Practice for para el Manejc lnstslhr'idn,Restrirriin v Arrins ere rue kw Do not aft a gawp of indwidualty banded bundles. .;.`. Jfandlira•Installing.Restraining&Bracing of Trusses de Madera Conectaoos con Plaas de Mesal"" Nunca use sato los empaques pain levantar un paquete. . .`/ %�o0�'a.. Metal Plate Connected Wood Tresses"".for para informaodn mas detallada. No levante un grupo de paquetes empaqueandos ,j,,,,].../. ,,,Its.,, �A more detailed Information. Los dibujosdediseigdelos trusses po denespeohwrLIS lodividualmpntes. � Truss Design Drawings may specify locations of bcalizacbnes de restriction intent permanente o refuerzo 121 A single lift point may be used for bundles ' permanent lateral restraint or reinforcement for en kismlembrosindiadualesdeltruss.yea Ia frau en los miernbros individuates del truss.Wa la hoja resume, with trusses up to 45'. (?/� Individual truss members. Refer to the DCSI- BCSL•83-RestrirckinfArrinstre Permanente AP Curtsies Two lift points may tie used for bundles with } Warning!Do not over load supporting Jr} Summary Street - Permanent Restraint/ y M mbros Sfigumlados""' para mss infonrecibn.El trusses up to 60'. structure with truss bundle. Bracing of Chords&Web Members".for more resin de lin d'rsefros de arriostres permanentes son la Use at least 3 lift points for bundles with .Advertencia!No sobreargue la estructura information.All other per bracing design responsabilidad del Disenadar del Edifcso. trusses the responsibility of the Building Designer. sses yreater than GO'. apoyada con el paquete de trusses. Puede user un solo luger de*Yenta'par Q The consequences of improper handling,erect- - paquetes de trusses hasty 4S piles. Q Pace truss bundles in stable positron. ��a'� 1r�� ":� Vucxle user dos ac de Mvalrtar pare Puce paquetes de trusses en uta posicsan imp,installing,restraining and bracing can result ,,,S t�e't in a collapse of the shuctu re,or worse,serious •-/r--v.,•a r. '`.A•'- paquetes hasty 60 ores. astable. •:• .,, Use por b°teras tree pontos de levantar para personal injury or death. ? h-, .ntr+'•i",.RpE/¢; . wf' F fy.wzl , ..:17," paquetes mss tie 60 pies. El resulted()de un mane)°,levantamiento, 6 � nstalaridn,restriction y arrisotre incorrecto puede ' /lie i , 1.t INSTALLATION OF SINGLE TRUSSES BY HAND se la cnida tie la nstructrlra a grin peon,heridos o ;r""'- , a ,r' ;_' `.. '-� INSTALACION DE TRUSSES INDIVIDUALES POR LA MANO nwertos. 'r' `1 -',7i-s-, ;s: �-2 Ir,x4 1ata Trusses 20' ` .. RI Trusses 30'or r .�r*" i s..i:.• ,+.'..- or lo-ts,sup- t less,support at w/_\ t \��• ©Banding and truss plates have sharp edges.Wear ,>.ar>_a...c_r, port at peak. quarter pants. gloves when handling and safety glasses when 11110 ry.- '�„te Soporte tit ' cutting banding. }L; clel taco km jIDs nrartos 11 1 Empaques y placas rte metal tlenen bordes � tipp ,,t'! trusses de ti - de tramo los afilados.Lleve guantes y lenses protectores cranxlo ..-"'. , 20 pies 0 I -Trusses up to 20' -Ire I trusses de 30 I .Trusses up to 30'4 torte lin empaques. metros. Trusses testa 20 pies pies o metros. Trusses pasta 30 pies HOISTING OF SINGLE TRUSSES-LEVANTAMIENTO DE TRUSSES INDIVIDUALES HANDLING — MANE.10 . EM Hoes each truss in position with the erection equipment until tcp chord temporary lateral restraint is installed and the truss Is fastened to the bearing points. 0 Auoicf lateral nrndeig.-Evite la tends I.tnrvl A Use special care In Utilise cuidado Sostecga tacit truss en posicion con equip°de gnia has'.a qua la restrkxlon lateral temporal de la windy weather or especial en dial cuernb superior este instalado y el truss este asegurado en los soportes. near power lines ventosOs 0 cerca de , and airports, cabetricos ode ©Warning!Using a single pick-point at the peak /`, insltxaeropuertos. can damage the truss. ` ' Vit. /` iAdvertencia!El use de un solo lugar rn el pico para levantar puede hate dab°al truss. Spreader bar esiii for truss4Il ., • HOISTING RECOMMENDATIONS FOR SINGLE -��. ,. TRUSSES 0 The contractor is responsible for properly .;r ifift'y RECOMENDACIONES PARA LEVANTAR TRUSSES receiving,unloading and storing the trusses ,�.i�` INDIVIDUALES ;—�;' at the)()true. __-- El contratista bene la resp rrsabilidad de Q Use groper rig- Use eq:spo apropiado Approx.12- truss longth recibir,descargar y almacenar adecuada- ging and hoisting para levan er e Taghro TRUSSES UP TO 30' —� . menta los trusses en la()bra. equipment, inrprovisac —• �—TRUSSES seem 30 PIES Y.t a I _��I���121 tttals spread✓le t0 x. ,,ar•-.. Itiii .:;12._tweibli( Spreader bar 1/2 to eDa. a f1AIWrk MX. �� 1 V-?, f , ,. .� .:_.. 2/a truss WV. _�I miOhelp l iLt. I Ta a TRUSSES UP TO 60' �` .. , .).,...... /...._-, •, TRUSSES COSTA 60 PIES • k 'tr:(- t 414.-*;. V'• \ Spr.sd.r Du 2/310 I /i - 'A'.,•tF.as 4�.. FfiEI - .•!.„ -2 1V Musa r.rpin -�I ... t Taglki. I El If trusses are to be stored horizontally,place `-!t - e �_ TRUSSES UP TO AND OY ER 60• , - blocking of sufficient height beneath the y" y' `�� -�+�'+ TRUSSES N/STA Y SOME 60 PEES stack of trusses at 8'to 10'on center, For trusses stored for more than are week, unbracedbundles vertkalmenot store No nte los TEMPORARY RESTRAINT & BRACING cover bundles toprevent mcestucgain but upright. trusses sueltos. ! RESTRICCION Y ARRIOSTRE TEMPORAL - albw for ventilation. Refer to BCSI .m tm .+ ' °• Refer to DCSI-B2 Surmmary Sheet-Truss r r C CNLEULLice for cit Q'. Chord Handling,Installing.Resta nrna&Bracing Installation&Temoaary Restraint/Bracintg.•" Top nal Temporary 4•s for more Information. �Lalual Restraint pf Metal Plate Connp Trusses' ' - ` �_ .,i[�,� r4 mrs) for more detailed information pertaining to f' Yea el resumer$CSI•B2•Instalacidn de 2x4 min. handling and jobsite storage of trusses. .• ,_ F, --;: Trusses y Reslricddn/Arriostre Temonral'" ',,' i •• "T , +, para nras Information. ,, iii .•%, St los trusses estarah yuarcLioos horizon- lot y truss '`\�• ^r° z ,,,,Locale grand soft for cfirstord temrcy directly uh . :•� 1. talmente,ponga btoqueando de Altura �,. ��-. �;; line with all rows of top chord temporary tat- suhciente detras de la pita de lin trusses a 8 -. ..... r..: ... cal restraint(see table In the non column). hasty 10 pies en el centre. =90° Do not store on No almacene en Coloque los arriostres de tierra pare el primer Para trusses guardados por mss de uta uneven ground. sierra drsigual. truss dlrectamente en linea con cads una de Brace first truss semara,cobra los paquetes para prevenir las files de restriction lateral temporal tit la securely before aurnento tit hurledad peer Permita velli- - ' cuerda superior(yea la table en la proxima erection of additional lacidn. - columna). trusses, vea el totI to DC.5I Gua de Buena Prier-bra e""'- I. .. ...„......„:4......,._...,.,��.,.;'Qy�l� `+ Do not walk on unionise r • oat el Mane) to nstalsrdn.Rbstltctldn v Ar- Via .� rio5tre de Inc Trusses de Mi:rrera:n repxtid0s +'+n�l� 1 trusses. Son Placas de Metal•"'para informacidn man >,r `, No amine en trusses r - detallada sobre el nianejo y almaceacb tit ...-.•i.- ,a'," fa suekos. los trusses en area de bat:ajo. HOJA RESUMEN-DELA UUTAUE BUENA-FRAM-ICA PARA-EL ANtJU IRSTALACIUNRESTTCLTONT ARRTUS TRE DE-T US TRUSSES VANOS MAS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTS COMPLEJO.POR FAVOR,SIEMPRE CONSULTS A UN INGENIERO PROFESSIONAL BCSI•B1 SUMMARY SHEET GUIDE FOR HANDLING INSTALLING RESTRAINING AND BRACING OF TRUSSES SPANS OVER..C�O'_MAY-.REQUIRE.COMPLEX 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 INSTALACION DE LOS TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 Q Refer to SCSI II7 Diagonal Bracing © 11 Instal ground bracing.2)Set first toss and attach securely to ground bracing.3)Set next 4 Summary Sheet 10'or 15" r.. Repeat Diagonal Bracing Itrusses such short member temporary lateral restraint(see below).4)Install top chord diagonal Temno rary �; yayery 15 truss spaces(30') bracing(see below).5)Install web member plane diagonal bracing to stabdire the first Ove trusses permanent Restraint/ ���- --.._:.._ i (see below).6)Install bottom chord temporary lateral restraint and diagonal bracing(see below). Brarine for Parallel -� 1 7)Repeat process on groups of tour trusses suitil all lasses are set. Sherd Trusses..." !f"�1�;h-`d� _ 1 Instate los arrioslree de Berra.2 instant el infero trussate s for more information. �;._'•�r\T� )• a y eguramente al arriostre de _.p��� tlerra.3)Instate los prdximos 4 trusses con restriccdn lateral temporal cle miembro Carta(Yea yea el resumer BrSt- '�BfWa`' abajo).4)Instate el arriostre diagonal de la cuerda superior(Yea abajo).5)Instate arriostre B7-Restriccid& Apply Diagonal Brace to diagonal para los pianos de los miembros secundarios para establlice los primeros Chico trusses Arriostre Temporal vertical webs al end of (yea abajo).6)instate is restriction lateral temporal y arrkistre diagonal pars la cueda Inferior v Permanente oars cantilever and at bearing Al Lateral Restraints (sea abafo).7/Repita este procedimiento en grupos de cuatro busses haste quo todos los trusses Trusses oe Cuerdas locations. lapped at least two trusses. esten instalaios. Paralelaf.*"para 'Top chord Temporary Lateral Restraint spacing shall be 6r• Refer to:.4-; . u u.. 1..e - r e,-.. ... :, •u.. a .'t 1: . a r•a*for more seas i�tamaadn. 10 outs Inas.Mr 3x2 chords and 15 outs for 4x2 chords. information. ai Vea elres;mten; 1 :, -i-- xi.. '..s 4 : .• ..4,1 . ...3.54. 'uw .'••parsmas INSTALLING INSTALACION ,.411tot:Pl.na inforntacitn. ElTolerances for Out-of-Plane. .Out Of PNlnb.. Max. Truss RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES lolerancias pars Fuera-de-Plano. Y V Bow Length RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES Mali.Bow 0150 D(ft) 3/4" 12.5 Lengt ©This restraint&bracing method is tor all trusses eyceyx 3x2 and 4x2 parallel chord trusses /� 1' 7/8' 14.6' I,lx rnetodo de resuiccibn arriostre es pars tato trusses e '~Length-"•- Y xpepro trusses de werdas f<valelas Mar.bow a .ix.y 4X2. Max Bow 12 2' • 1^ 16.7' 1)TOP CHORD-CUERDA SUPERIOR 3/4 3' 1-ere" 18.8' Truss Span Top Chord Temporary Lateral Restraint(TCTLR)Spacing - LengthO 1' 4' 1-1/4" 20.6 Longitud de Tramp Espaclamiento del Arriostre Temporal de la Cuerda Superior o Up to 30' 10'O.G max. t3 Plumb 1-1/4^ S' 1.3/8' 22.9' Hasta 30 pies 10 pies maxlmo — r'7f Tolerances for I /bob 1-112' 6' 1-1/2" 25.0' 30'to 45' 8'g.c•max. LL-1 Out-of-Plumb. 30 a 451.3/4' 7' 1-3/4' 292' pies 8 pies.max. Fuera de-Plornacla. 0/50 nuix 2' as 45'to 60 6'outs max. 2" x33.3' { 45 a 60 pees 6 pees maldrno .CONSTRUCTION LOADING-CARGA DE CONSTRUCCIDN 60 to 80'* 4'outs max. 60 a 80 pies• 4 pies maxlmo Q Do not proceed with construction until all lateral restraint aro : r ,- i . Tempo. 4 . 'nstalacion We `Trusses-&Restriccion/Arriostre Temporal FOR TRUSSES UP TO 2'-0"ON-CENTER AND 80'-0"IN LENGTH PARA TRUSSES HASTA 2 PIES EN CENTRO Y HASTA 80 PIES DE LONGITUD A WARNING!Spans over 60'require more complex temporary installation re- 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. 6, DANGER! Disregarding handling,installing,restraining and bracing safety recommendations is the major cause of truss erection/installation accidents. .rel . El no seguir las recomendaciones de manejo,instalacidn,restriccion y arriostre es la causal - principal de los accidentes durante la ereccion/instalacion de trusses. --*"` .�`,Z.`L: "x' NOTICE Lateral restraint is NOT adequate without diagonal bracing. Diagonal_, . °{ A La Restriccion Lateral NO es adecuada sin el Arriostre Diagonal. bracing •�• _ Lateral restraint Q 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 �•'�f j'-.. �,.���� MLR shown ingreen. left)of TCTLR based on truss span from the table in Step 2 on page 2. Diagorwl bracing ��/,rcAlert-.re.-�!•� err,-k. • Ground bracing not shown for clarity. Shown In red. �� ���`�� �''_''_ Ardostre diagonal es .,...1„.,,,,,,,,,,,,,-.....5,-.- �� • Apply diagonal bracing or structural sheathing immediately.For spans mostrado CO top. .--,r '•%"� .►" ������ over 60'applying structural sheathing immediately is the preferred Ir ,opo. r. - -����` �.......46, iiik _` 'lir" `�_ method. "., El dibujo a/a izquierda muestra el espaciamiento maximo en el centro %����` W Nom► ` '► '�� �� (yea a la izquierda)del TCTLR basado en los tramos de trusses de la _`�"�,��``.`► `•� �`" ,r' P g. ���`�` .,�� �� tabla en el Paso 2 en/a a rna 2. /0i,.,tom, T,'_ 9"c�``1 (Po rbk • No se muestra el arriostre de tierra para claridad. rune rmto60, ' �r0g0' • Aplique inmediatamente el Arriostre Diagonal o el Entablado S'"'�m,� �"r°45' Estructural(structural sheathing).Para tramos mas de 60 pies el op Chord Tempora Lateral Restrain 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 Q Building dimensions match the construction documents. El Trusses are the correct dimension. Las dimensiones del edificio concuerdan con los documentos de construccion. Los trusses son la dimension correcta. 2 Bearing supports(e.g.,walls,columns,headers,beams,etc.)are accurately El Tops of bearing supports are flat,level and at the correct and securely installed,plumb and properly braced. elevation. Los soportes que sostienen cargas(ej.,paredes,columnas,vigas de cabezera, La parte superior de los soportes de cojinete son planas, vigas,etcetera)son instalados seguramente y con precision,y son nivelados y niveladas y a la elevacidn correcta. arriostrados apropiadamente. E✓ Jobsite is clean and neat,and free of obstructions. 2 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 © Ground bracing procedure for first truss is based on site de restriccion y arriostre ester accesibles en la 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 configuracion del El personal de ereccion/instalacion es consciente del plan de instalacion edificio. y los requisitos de restriccion/arriostre. '"t°''°` If ground level is too far (j1 Multi-ply trusses,including girders,are correctly fastened together prior to from truss for exterior lifting into place. " ground bracing,use Los trusses de varies tapas,inc/uyendo travesanos,son fijados juntos for interior ground bracing. rectamente antes de levantarlos en lugar. I ' Si el nivel del terreno es El Any truss damage is reported to truss manufacturer.Refer to BCSI-B5.' j demasiado lejos paraDo not install damaged trusses unless instructed to do so by the building 1pj4j i,', ; usar Arriostre de Tierra designer,truss designer or truss manufacturer. Exterior : exterior,use Arriostre Algal-)dafio a los trusses ha sido reportado al fabricante de trusses. Vea el de Tierra interior. resumen BCSI-B5.—No instale trusses danados a menos que se dijeren el disefiador del edificio,el diselador del truss o el fabricante del truss. B2Temp 090902 RESUMEN BCSI-B2 ii 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 nrsl truss(or able nM suss end kern)of braced of braced group ot trusses Mach Round group ol trusses &_N band �er \., Mace waledAirbracing(a end lacks h a ND set application) to end rail by er brace Grand .� ;`' a4,i\` mina to 2t_ 'i1 ir10(� \ vxsa1 ,fL ' NoeUn9 b9. ,�, Ground teas verbal 1, \ i Math , Ai, V�, j 111� / to vnll &acMtruss(a � t' / I f--eeda this M Mgr ` Grant applkaean) brace divme , 11 dagonal _"• Dam YIMeI Properly date wan oath brand ntS: frouM cs '; �' ��adeauale dagon>fs ant lore stake Sw Secant boa v, utast -.-qtr` mchaage,peryendalr Blgap V Habana � Nodzanlal tie mxirbx aeacbed to v215.etc. �). be °?"' Moor Hole:Second fab oynt.nn stela member End diagonal boor--)a. �(` •?'i shall have adequate capacity to w h lye hakes Face ':a support torus from grand Noes. EXTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR 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" 0 Use truss span to determine spac- , ing for top chord temporary lateral Truss Span TCTLR Spacing » h,` restraint(TCTLR)from table at right. 4 r I Use el tramo del truss para determi- Up to 30' 10'on-center ma)dmum '�'/ riI nar el espaciamiento para restriction 30'-45' 8'on-center maximum UUII//� JJJ ,�` lateral temporal de/a cuerda tik,1/4,...is.po supe- 45' 60' 6'on-center maximumnor(TCTLR)en la tabla a/a derecha. 60'-80* 4'on-center ma aurum i�` *Consult a registered design professional for trusses longer than 60'. **For trusses spaced greater than 2'o.c.,see also BCSI-B10. ♦ / • •-Pack break Under a' Over 8'(add ifCTLR) TCTLR IIIIMINIESIIIIMER1111113101111111112211=1 10"or greater t 3Y-0' , Truss attachment required at support(sj El Locate a ground brace vertical at each Q Locate additional TCTLR at each pitch TCTLR location. break. 0 Locate additional TCTLR over bearings if the Localice una vertical de arriostre de Localice TCTLR adicional en cada rotura heel height is 10"or greater. tierra en cada lugar de TCTLR. de inclination. Localice TCTLR adicional sobre los soportes si la altura del talon(heel height)es de 10 pulga- das o más. 3 Set First Truss and Fasten Securely to Ground Braces ■ Coloque el Primer Truss y Fijelo Seguramente a los Arriostres de Tierra p Set first truss(or gable end frame)and fasten securely to ground braces and to the wall,or as directed by the building designer.Examples of first truss installed include: Coloque el primer truss(o armazon hastial)y fijelo seguramente a las verticales de arriostre de tierra y a/a pared,o como se dirige el diseliador del edificio.Ejemp/os del primer truss instalado incluyen: TCTLR TCrLR locations,typ• locations,typ• TULA locations,typ. SP1 .- .7 46,,Ari 4 .; ��'.�- '040-.,...::' r- - .--,-„..41,40,- ,,,.. ......, )1Piftillt, .,.„.,.. `N� a EXTERIOR GROUND BRACING INTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR RIOSTREDE TIERRA INTERIOR-- A CAUTION!First truss must be attached securely to all bearings and to all required ground braces prior to removing the hoisting supports. El primer truss tiene que ser sujetado seguramente a todos soportes y a todas arriostres de tierra requeridos,antes de guitar los soportes de levantamiento. /� 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 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,re/lenar solidamente los soportes como sea necesario. Ejemplos de los pnmeros cinco trusses colocados incluyen: See options below See options below See options below bfra•e r 4 Airl' ik,_ ,A,..,,,- WAS' • ll !�\i a al EXTERIOR GROUND BRACING ' INTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR NO710E 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 Restriction 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 Opcion 3 Opcion 1 Opcion 2 Productos de metal para restriction patentados` Restriction lateral temporal de los miembros cortos Restriccidn lateral temporal de los miembros cortos 'These products are specifically instalados encima de trusses instalados entre trusses r------------1j designed to provide lateral 27"+ 11/2"minimum ? Use 2-16d deformed shank restraint and are not just for I~tel A ', nails minimum at each 22'i" end distance spacing.See manufacturer's 1% pulgadas �f-►I restraint-to-truss connection. P 9 specifications. distancia de Use como minimo 2-16d 22v:" extremo minima 221/2" clavos largos(shank nails)en 'Estos productos son disenados Do not use split cada conexion de restriction- especificamente para proveer 2 nails at every members. a-truss. restriccidn lateral y no son connection No use miembros solamente para espaciamiento. 2 clavus en ~ rajados. Vea las especificaciones del cada conexion !,, fabricante. is„.\---------- - .1/2 Do not use split .\ �/ \I /z, members. zrn" ` // ,, No use „,. �- �� \ miembros ( -4,' 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 levantar. LATERAL RESTRAINT/BRACING MATERIAL AND CONNECTIONS CONNEXIONES Y MATERIALES DE RESTRICCION/ARRIOSTRE LATERAL 0 Minimum size of bracing and lateral restraint material is 2x9 stress-graded lumber or approved proprietary metal restraint/bracing,unless oth- erwise specified by the building designer. El tamano del material de restriction lateral y arriostre debe ser por lo menos 2x4 madera graduada por esfuerzo o restriction/arriostre de metal patentado aprobado,a menos que especifique el disenador 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 restriction lateral y arriostre tienen que ser conectados a cada truss con un minimo de 2 clavos(ver los tamanos minimos mostrados abajo)excepto para las restricciones de miembros cortos mostrados en ellOd(0.128x3") Paso 4, Opcion 2(yea arriba),cuales requieren 2-16d clavos con largos des- I formados(Ej. Largos de anillos o tornillos). 12d(0.128x3.25") IT 111911.I . 0 ® Drive nails flush,or use double-headed nails for easiest removal. 16d(0.131x3.5") Clave los clavos al raso,o use clavos de dos cabezas para quitarlos mas facilmente. 4 5 Install Top Chord Diagonal Bracing ■ Instale el Arriostre Diagonal de la Cuerda Superior 2 Attach diagonal bracing to the first five trusses. Examples of diagonal bracing on first five trusses include: Co/oque el arriostre diagonal a los primeros cinco trusses.Ejemplos de arriostre diagonal en los primeros cinco trusses incluyen: See Ston Member See Short Member Lateral Temporary Latey Restraint aortal _ Reetaint detail - %�� M Me 3. See Shat Member rl` O$ms paq 3. —, �p\ Tempora anal ���. i rAl I"I I i li k I 4 ettlIt ,,, ,„,..filhin.ita;,4ikeaMe.e...., Viliallaqir .....414,t;„ S01:11 r .;461:11:::4.3 EXTERIOR GROUND BRACING - INTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR'S' -'•I1/ �� •4� Q Or start applying structural sheathing. Example of structural sheathing installed on first five trusses. 0 empiece en aplicar el entablado estructural.Ejemplo / Wilill '��de entab/ado estructural instalado en los primeros 6 ,►jcinco trusses. `��� 6 Install Web Member Diagonal Bracing • Instale el Arriostre Diagonal de Miembros Secundarios O 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/a restriction lateral y el arriostre diagonal temporales de la cuerda superior e inferior para formar una triangulation perpendicular al piano del truss y evita que los trusses se inclinen o caigan como dominos. © 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 95 grados en los Diagonal miembros secundarios(verticales cuando sea posible)colocados en o ,I bracing cerca de las filas de restriction lateral de la cuerda inferior.Arriostre ��•r4.1r' �� ��. diagonal para los miembros secundarios tiene que extender de la Web members •`\�� Mt;; C, cuerda superior a/a cuerda inferior.Repita a los intervalos mostrados -001&%,7-• N i.:.�!'�'� en la Figura a la derecha. 10k4514F:q1/4NN;11444144171t601.A``:1011tri. `\114, NOTICE The requirements for web member ss nt individual awing(TDD). ���\\\; :truss !�'�� member restraint arespecified on the truss design drawing Refer to BCSI-B3 for more information."' ���..�.�i;.rLZ� r Los : i ;n formation."" -4161 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. NOTICE Mono trusses,deepflat trusses and other ,.e:,......"1'.., ....a.:,..........44 �.G..— 1 types of trusses with deep ends also require tem- r.- f4-..: 1T1110.1 porary lateral restraint and diagonal bracing on the long web members at the deep end of the truss. 0000 /� Los trusses de una sola pendiente,trusses planes y profundos y otros tipos de trusses con extre- mos profundos 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 SPANS 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- I] The TDD provides information on the assumed support for the bottom chord. mance problems and has been known to lead to roof or floor systems collapse. El TDD provee inlamaadn sabre el soporte supuesto pars in cuerda mfenor. iADVERT£NCIA?Descuidar el Amastre/Restricodct fertnanente es una causa principal do peobdemas de rendmwnto del truss en Campo y habia cmaido a Nevar al dem nibamrentodel Install bottom chord permanent Lateral Restraint at the spacing indicated on the TDD Sistema del redia o pica and/or by the Building Designer with a maximum of 10'on center. APsJVo,r:i Spans over 60'may require complex permanent braarrg.Please always consult a Instate Restriction Lateral permanente de la cuerda inferior a1 espaciamiento Registered Design Professional. indicado en el TOD y/o por el Disedador del Edificio con un maxima de 10 pies en el ALTArd Tiamos sabre 60 pies pueden requerir arricstre permanente can,ple)o.Por favor, centro. siempre consufte a un Aofesional/leg strado de Osseo. RESTRAINT/BRACING MATERIALS&FASTENERS Diagoral - ��.�� MATERIALES Y CIERRES DE RESTRICCI6N/ARRIOSTRE Bracing 1II� -t"--..--: Common restramt/braong materials include wood structural panes,gypsum board sheathing, Bottom Chords ` �� ,,+y,1��� stress-graded lumber,proprietary metal products,and metal parties and straps. ""... 1"�+ -r`►► Materiales mmunes de arnaurar/restringir irtcluyen paneles estrrxturales de mar/era,enabled° �-•"• ,�'v•w by de metal. gradvada par esfirerza,prafucYos de metal patentados,y vigas de sopate y Not............,.. ..........4.„._—,..........;:,-4,.....0.7.,. �``'�,`=1 =.,7., .. . ',,�`� Lateral Restraint 2x4%17 MINIMUM pTIACHNENTREWIREMENRFON WNBERRESTRAUtT,'BRApNC'Number of 510' +,�;..•1i�`�520' or greater lapped over Lumber Sin MNanan Nail 8w MiniNuts pre Connection _ -,"' ;, two trusses ¢10' 2,4 inessyakd IOd(0.,26x.9'1 IrLJI ILII 1I__,lI kirk — S10' /Soma chord and web members not 12d(0.131x3 5') _ V V ✓/ shownlorclarity. 16d(0.13tx35) ��I,Il, tl�►� Lateral Restraint and Diagonal Bracing bred b brace the Bottom Chord Plane. 24 stress-graded 10d ro.t28t•) 124(0.1264.25'1 3 3. PERMANENT BRACING FOR THE WEB MEMBER PLANE t6d(0.131051 3. ARRIOSTRE PERMANENTE PARA EL PLANO DEL MIEMBRO SECUNDA RIO 0155 Madame.regxmerrsbuy be rpeetisi by ire Trus bosun in sane Driot, Web Member Permanent Bracing collects and transfers buckling restraint forces and/or lateral The site and hotlines'w exa„ig ID gel cash®mod wbulb a pawn.»rove,toad rheamnu. loads from wind and seismic forces.The same bracing can often be used for both functions. •opnday ietiAl iesbbisibf Acing prabta,aadmetal pedals and ell len,arc irks aka br hoe Bulling Devpre Arrastre Permanente de los Miembros Secundarius recogen y pasan tberaas de restricciht de PERMANENT BRACING FOR THE VARIOUS PLANES OF A TRUSS forcer y/o cargos laterales de yenta y fuerzas sismicas.Amenodeelmsrno arriossre puede ser usado pars ambos pentanes. ARRIOSTRE PERMANENTE PARA VARIOS PLANOS DE UN TRUSS Teo mord Individual Web Member Permanent Restraint&Bracing El Permanent Bracing is important because rt, •, sale Restrkcfdn y Arriostre Permanente de Miembros Sec undarfos Individuates a)prevents out-of-plane buckling of truss ,,, *x)41, 0 Check the TOD to determine which web members Of any)require restraint to resist buckling. members, Web ,,,,,...t,..-,..:;,;' e L .E,e, b)helps maintain proper truss spacing,and 1 "bei . e, . . ''�-: Revise el TOO para deform mer cuales mien bras secunda us(s algunos) e0u eren restnrobn Pyne •, � .`��= pard resBtirel forcer c)resists and transfers lateral loads from °� •. � .� r. wind and seismic forces. ` -3,--..1".; • •. �: 0 Restrain and brace vath, arna.n maw o, El arnostre Permanente es mportante . ,i.itr 1/4 ,44;* A.Continuous Lateral Restraint&Diagonal Bracing,a porque, � •'• • � 8.Individual Member Web Reinforcement. WM ;',"`":,`",:.7'.1 `�.'-'. ♦ `'`► Restnn)ayarnostrecork a)inpide el torar hrera de poria de los ��� A Reids Lateral Continua y Arriostre Diagonal,o miembras del truss, b)ayuda en rnantener espadamanto `i B.Refuerzo de Miembros Secu,ndarros Indry duale's. w apropiado de los trusses,y 01°'c)resister y pass las cargos laterales de Baum drool A.Continuous Lateral Restraint(CLR) I I I Ptme &Diagonal Bracing A is r� 1p viento y Arenas sierras apficadas al Unusual A.Resirkcfdn Lateral Continua(CLR)y Arriostre s dintruss. i Sheathing at Diagonal 0 Trusses require Permanent Bracing ; 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 DIAGONALMENTE! Gable End Frames and Sloped Bottom Chords B.Individual Web Member Reinforcement Armazones Hast/ales Y Cuerdas Inferiores Pendientes B.Refuerzo de Miembros Secundarlos Individuates CI The Gable End Frame should always match the profile of the adjacent trusses to permit instal- l-,L-,Scab,I-,U-Reinforcement,proprietary metal reinforcement and stacked web products provide an lation of proper Bottom Chord Plane restraint&bracing unless special bracing is designed to alternative for resisting web buckling. support the end wait Ti,L-,cwtra,1-,U-Refuerzo,refuerzo de metal patentando y productos de miernbros secundarius El Armazdn Waal siempre debe encajar el pe/ti de los trusses contiguous para permlbr la insta- amcntanados proveen una alternative pats resistir el Sorter de los msemLros secundarios teeny de restricritin y arrictslre aptcpiada dr la Cuerda lnfwrce a mends que vii entre especial es _ disen'ado para soportar la pared de extreme. JI �) � 1I":: Char. •.% ec �wlr� Bar �at�.I -..91.411111 . 7• •.� FY1 � umIlHhliflifl ' I 1d, � �y'" Triteireorterneni Aaiun 7etlebdeeeenaea Pmrktt 1W6 i Tnss U. LfieNBrCeiMvl Ewe* of raked OW end wall rat .lin IIII��,, /itite scissors Gab*EndlE . , 0 The following table may be used unless more specific mfonnation is provided. La siguiente taMa puede set usada a mends que enformacdn mis especifica esta povista. ©GALT'cedi Using a flat Bottom Chord Gable End Frame oath adjacent Trusses that have sloped Bottom Chords is prohibited by some budding codes as adequate bracing of this condition is WEB REINFORCEMENT FOR SINGLE PLY TRUSSES' difficult and sometimes impossible.Special end wan bracing design considerations are required by the Building Designer if the Gable End Frame profile does not match the adjacent Trusses. Ski Type a SSTs d Web Minas btl•imry 2,',:rJr(Ji.el El use de un Amazon HasA'al de la Cuerda Inferior con Trusses contiguas cuales Specified of Ficistenresimel Grade or web too el web t oneection d Web tienen Cuerdas fnfericres pendientes es prohrbido par a urtos codas de edifices perque v- ela TressvDfL1a0t ReWermnr9 RN lntram we b b nestle adecuado de este conditidn es cfifiaf a veces rmpasible LOnSrderdCYlrle.5 e spedales de Web T L Scab' 1 Y &sera pats el arriostre de la pared de extremo son requeddccs par el Diserladot del Edihcio si el ria 2,4 Zea 2s4 807E or wen a pert!del Amazon Hastierl no hate juego con los Trusses contiguos. 1 Sea C5 ten 2A we aan,sosaa een3 to wta,ls led Om tea 241 24 2,2 etdyderc e'tlsomnlole+d nth(0.131451 PERMANENT BRACING FOR SPECIALCONDITIONS 2x4 - - ... 2.20 beer than Os*mantic. ®61t50 mm) ARRIOSTRE PERMANELVTE PARA CONDICIONES ESPECIALES 2Rows 2m - .-_. 2-2if +wemerber wlklmVld crceg,• Sway Bracing-Arriostrede'Sway" 2x8 - - - 2.201 9 2 "Sway'bracing is installed at the discretion of •.:- : 7arernm noway web Crpn Cll (t3 m the Building Designer to help stabilize the truss system .•�I''V iia 4 'TmSe Rtrotsomegeetrendled emket0.12W"SSTo'ntoneertau'rbciliur naeb"'e. and minimize the lateral movement due to wind and ..-:>?" l�I seismic loads. •.,," '°':vi tMANBTLAIBtALRESTRALSTATBIAM/ WEBRE,InICPEfiRE D Arnostrede'Sway-estiinstakdo per ladscrecrdndel ~'�%. a o"RAR1GRf 1 xe wuum m. . , 1ni t D senador de'Edao para aytrdar en estabrlizar el sistemade trusses y pats min mizer el radiant mto!eters!debttlo a cargas de viento y cargas sisrnicas. L----. �'C ��‘‘.:A'::F� �'L'e L Rw.,c�e' ! u, �✓ Sway bracing installed continuously across the building also +:� - d i trrauetw � @� , serves to distribute gravity loads between trusses of varying ." noEu: , ••-.'am.x,w••4•n; u>l1 - stiffness. RESiRItX 1i(ATMMMAIEITEI'PPIOSgg €( i' • • r.a,,,,..�a.r,e,•.,,�.ww :I(t' Arriostre de'Sway'que es instalada continuadamente al travels del edihcio iambafn es usado DIAWAESREQ(BtiDO 1 RER6tIOOf N IE$ RO SEQRDARIOREQtERIOO'; j pare destdburr las cargas de gravedad entre trusses de rrgdez vartando. Permanent Restraint/Bracing for the Top Chord in a Piggyback Assembly ® Some Truss Manufacturers mark the locations d the web Lateral Restraint or reinforcement on Ro tried in/Arriostre Permanence para fa Cuerda Superior en un Ensamblaje de the truss using tags similar to those above. Piggyback Algunos Fabncantes de Trusses marten en el truss las ubicacscvres de refuerzo o Restncc in ® Reside restraint and bracing hy: t rpoat tbagru el Lateral de munbros secundarios con etiquetas semlares a las amba. •using rows of 9x2 stress-graded lumber Baaang at 10' Web Member Plane Permanent Building Stability Bracing to Transfer Wind&Seismic Forces CLR and Diagonal Bracing,or interims or less. •diaphragm, connecting the CLR into the roof as specified. ��� spacingCLR at Arriostre e der Plane Permanente debStibilit del Plano de Miem s Secundarius pare „Nf dapng or Desplazar Fuerras de Viertto y fuerras Sismicas 4 •adding Structural Sheathing or Bracingae,, specified El The web member restraint or reinforcement specified on a TDD is required to resist budding Frames,or - - + on the under vertical loads.Additional restraint and bracing is typically required t0 transfer lateral loads .some other equivalent means. Tries Design due to wind and/or seismic forces.This restraint and bracing is typicaly provided by the Building Ftovee restriction y amosire pa: l' Designer. •usando Alas do 1x2 CLR modcra grad A4 ',ik'a Drawing La restdcadn o refuerzo de miernbros secundarios especifecada en un TDD es requeddo a resistir uada par esfuerza y Arriostre Diagonal,o / �I y t�. el forcer halo cargas vertiales.Restriction y arriostre adrdonal es requendo tipicamente para •tonectando el CLR al diafmgma del . ‘c pasarcargas laterales debeias a fuerzas de vienlo y/o fuerzas sismicas.Esta restriction y arriostre echo,0 "• WY._r es tipicamente provrsto pot el Diunadcr del Edifide •arradierdAm,o Entablado Estructural o canes de Arriostre,o •agunos duos metodos equrvalentes. �Uib. Diagonal Brace to root Ib*ThaSn t ocking Q Refer to the TOO for the maximum assumed spacing for attaching the Lateral Restraint to the top � � Gage End 1 oof &lord of the supporting truss. �1 .. /,�It\x lame Refiere al TDD para el espaciamrento maxino supuesto para sujetar la RestncciOn Lateral a Is ��,'��� DRn7n warder superior del truss soportante. Cap ���• �, �i • 9xwng in The TDD provides the assumed thickness •)ik 4Trtsses tithe restraint and minimum connection i.r v,`� ride:Top Chad Moraines requirements between the cap and the r i,.,.ef`baa, NeatAiep rid Poen ��� L Reinforcement supporting truss or restraint. �w,s`?ice, CLR required ort? la din 7 :j El TDO proven el grosor supue_sto de le 11ei�.` e Bracing Frame or restn'cridn y los requisites de cceexion Structural Sheath - ..intermittently• entre la caps tel e!truss soportsrar ng's instated WWI midSome Truss Designers provide general Urea o la restricobn. /�IrdermAterdy design tables and details to assist the Build- Bracing Barre mg Designer in determining the Bracing Gableetd'wap immanent Qapaal Waring. Structural required to transfer lateral loads due to Suede n Inc oft Rotten Chad pima int Sheathing wind and/or seismic forces from the Gable CLR a as specmea try me 0nta g Cesgta Scpporbsa End Frainto the roof and/or ceiing ..,....-2,4,N,',leii,S Trusses diaphragm. Algunos Diserfiadores de Trusses proveen e e ,a .`n- ''--- tablas y detalles de diseho generates para asiser el Diselledor del Ediftcio en determinar el Ar- 'r+�sae W,iy.vie e'er► nostre requerido para pasar cargas laterales debidas a fuerzas de stento y/o fuerzas s&vnicas del �aent�r te, " Annaznn Has)ial a!diafragma del tela. To view a non-printing PDF of this document,visit www.sbdndustrycom/b3. Par ver un POP de este docemaento que nose puede rnprrn;vista wenn sbcrndustrycom/b.3. glibt . -i-o-i.. TRUSS PLATE INSTITUTE 6300 Emir=lane•Madison,WI 53719 218 H.Lee St,Ste.312•Aie,endna,VA 22114 613/274-4849•www.sbeindrsey.com 703/563-1010•wweetpust.o,y RESTRICCION ARRIOSTRE PERMANENTS DE LAS CUERDAS Y LOS MIEMBROS SECUNDARIOS TRAMOS MAS DE 60'PIES PLIEDEN REOUERIR ARRIOSTRE PERMANENTS COMPLEJO.POR FAVOR,SIEMPRE CONSULTS A UN PROFESIA DE DIS IIO REGISTRADO • Cargas de Construccion Construction loads are those loads imposed on the unfinished building as a result of the construction process. Typical construction loads include the weight of the workers, equipment, and building materials, to name a few. For example, a bundle of plywood _ sheathing or gypsum board stacked on trusses temporarily creates i 43 . "4.. construction loads. Cargas de construccion son las cargas que estan impuestas a los edificios incompletos como resultado del proceso de construccion. , . 4'- ' Cargas de construccion tipicas incluyen el peso de los trabajadores, el equipo y los materiales de construccion, etcetera. Por ejemplo, un paquete de entablado contrachapado o tabla de yeso apilados � _ i .', ' _'••�» temporalmente sobre los trusses crean cargas de construccion. RI Make sure that the truss assembly is properly restrained and braced according to the guidelines in BCSI-B1—and BCSI-B2— before placing any construction loads on them. Construction loads shall only be placed on fully restrained and braced structures. AsegOrese que el montaje del truss esta adecuadamente restringido y arriostrado segun las pautas en BCSI-B1— y BCSI-82"' antes de colocar alguna carga de construccion en la estructura. Solamente coloquen cargas de construccion arriba de estructuras cuales son restringidos y arriostrados completamente. A WARNING! Stacking excessive amounts of construction materials on floor or roof trusses is an unsafe practice. Prop- erty damage, personal injury and/or death are possible if this warning is not heeded. iADVERTENCIA!Apilando cantidades excesivas de cargas de construccion sobre trusses de piso u techo es una prac- tica peligrosa. Dano a la propiedad, herida personal y/o muerte son posibles si no sigue esta advertencia. NOTICE Trusses that have been over-stressed due to excessive construction loading will usually show excessive sagging (deflection) and at least a portion of this deflection will remain even after the load has been removed. In more severe cases, broken truss members and/or failed truss joints may result. Los trusses que han sidos demasiado estresados debido a cargas de construccion excesivas usualmente demuestran una desviacion excesiva, y por lo menos una parte de este desviacion se quedaran aOn despues de que la carga se haya quitada. En casos más severos, miembros quebrados del truss y/o junturas falladas pueden resultar. CONSTRUCTION LOADING DO'S AND DON'TS m DON'T exceed stack heights listed in the table. QUE HACER Y/VO HACER CON LAS CARGAS NO exceda la altura de monton indicada en la tabla y DE CONSTRUCCION que sigue. Maximum Stack Height for Material on Trusses m DON'T stack materials on unbraced Maximua Altura de Montan para Material encima de los Trusses trusses. Material- Material Height-Altura — NO amontone materiales sobre Gypsum Board- Tabla de Yeso 12"- 12 pulgadas trusses que no esten arriostrados. Plywood or OSB-Madera Contrachapada u 058 16"- 16 pulgadas Asphalt Shingles- Teja de Asfalto 2 bundles- 2 paquetes Concrete Block- Bloque de Hormingon8"- 8 pulgadas 3-4IClay Tile- Teja de Arcilla tiles-3-4 azulejos lil � Note:Limit stacking periods to approximately one week,unless alternative information is provided by the Building Designer,Truss Designer or Truss Manufacturer. DON'T overload the trusses. Diagonal Lateral Properly restrain and brace trusses before NO sobrecargue los trusses. Restraint . a� Bracing gil----=-- \�- �� stacking construction materials on them. II 1,1\ �I\�\�1 til-\\ .. . .. /' ■ ."�i• � �o ."S iNi • Structural ,f' Sheathing B4constload 090520 : 44 SUM - _ RESUMEN BCSI-B4 t� In 0 a o 0 0 0 0 0 �t ,........,.'+tl�rJ,I i,111', ++ IlCll 17 4.0 CV z v m /n m M 7V N .11 H .D ;t 0'... ' % • r� CV 0 • 7. ul �S •-..,..0, 4`C5• ,;..tom- rsw N: O h o i C) t. ,..5.' h.;,fn fit. ,'�7 a~ i! o tom) 7x 3 A . N PI A' r' 1 • a� E U =Q1 W CE , t . 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'err� il M11 r, a pACIS° C4.-..0.31: 4 wCV mM o Rp ai S 13 v Co p O > 6 O U O „ p WmEmp • 0O 0 °O 0 «J +- E . 0 0 O U V '� Y L c Cr, ° 0 0 O u) O 0 L S`. ° O N ,e)-) Q) ww 0 CU o o Zm m LU m r- E nmcaIn U -0 N mi NC 07 '- 6/ E x r 0 o z a ` _ - _ °s S 0 0 ° o o N ami 4) PE 73 I" = � "5 0 c to Vw °) 4 cn F bh E � 0 .° N 2O 2 F'o 1 b oa a) 0 a) c X N a L hgg - N VV) N p 0 ism d' CO COO Net CD W O N 1— C 'sv388 -gg ~W D 0 to O O s- s- s- <- NNN 11.1VilbE r y �' 3 + C nCr SEB€i� occ6 _ E D a) ° IN41ii1 1 ion 0 0 to r x Eci, w D E P-il- .1t o,•-. 0 '° 0 0 N C 0 O CO ^ I ��: $•i`i �5 Z� CNI 0 0 0 — aai a E v) Cr o 0 M .b aji• 4U O 11..-allav aviID E — x -c0E rn a) cco ~ g � . log 0 0 ° a 0 ` ° E c ca ° ° °' h � o7lO •0 l c -3 0 V) O an y O . Y . 0 0 In ‘,11) Shli �Wo Imo u = tea aa)) E -- qQ WvZ O c O O ,- _ ° ° x N OWO 0 0 to o a c °,D C O O .- .° 6T1,111; T1, a ? you ..-• cn C 0 a) 2V1 1 14.12 c°i m °, aux n o 0c 0 0 E cz x :iPg 4 $ ; gma r � a� In 0-0 0 0 3 0 E Z 114111H1! IH 2cc o 0 ..' E ° w VI EJ-0 cyO E x o01 °U — \l CJ/ ilf Q 3 E ° 0 0 .E � ° E a) � 2 a ocr) E c II RI Ib liAl H E Eaab .!IhJ' tI EEc D 3 cv x na.g aE) E •cco 0 0 0 m ggd . i E Emac' .n L. o 0 0 E o / 1 fia.� 'o o c ` T o ai ° o ° ° .nn m zEfs$ � 5 E p-. o '4w0o3 � N -cEyk' a) � � co .co 0 0 ° j ° L v, 3 co CT_c 0,-- O ° °� 0 vi o r^ 0O E 0 ° a) c .n °i 0 c w a 6 (n C U ° x d/�' .5 V L C '� � ,n, D v 0 a) c E o E ° o E c o 0 0 o M► C i v �' EcEpcu EEo > coEaw >. cnoo0 co d m o � -0 rn E MOM - o — c a°: o •X v _ _ �. o ° 0 c , . ° •- a0 Q ° ' I O n co (n a�` za. o �� ii a 0 0 <°-< rn x W q 0 . . c . . « U 0 x m El,_ IX .- N • PERMANENT WEB BRACING SEE INSIDE DESIGN MANUAL FOR BCSI PERMANENT BRACING INSTALLATION INSTRUCTIONS AND FOR FURTHER INFORMATION. CONSULT THE ENGINEER OF RECORD FOR EXPLICIT INSTRUCTION REGARDING PERMANENT BRACING CONTINUOUS LATERAL CONTINUOUS LATERAL BRACING BRACING (1 X4)10 /�� �� 1x4#3 HEM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH(2)Bd NAILS. ,....„, BRACING MATERIAL TO BE SUPPLIED WEB AND ATTACHED AT BOTH ENDS 0izilla TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. if-T-BRACE TBRACE THESE DETAILS APPLY TO 1.5"WIDE WOOD . TRUSSES. • USE A 2x4 TBRACE IF THE TRUSS DESIGN 'I_. IWEE3 SPECIFIES ONE LATERAL BRACE(MID POINT OF WEB). • • USE A 2x6 T-BRACE IF THE TRUSS DESIGN SPECIFIES TWO LATERAL BRACES (AT THE THIRD POINTS OF THE WEB). • USE A CONTINUOUS PIECE FOR THE T-BRACE, OF THE SAME GRADE AS THE WEB AND COVERING AT LEAST 90%OF THE WEB ����,14 , 1E1►y4{ , +, VLENGTH. ti,�`¢i� o 3�' . rl FASTEN+, • CENTER THE T-BRACE ON THE WEB AND U' 4" ;45:; ,;' ON CEN WITH 10d COMMON NAILS SPACED 4" w • ' 4"0:‘‘,r: `D', :Eolua i. .w F tL.J . E 1.. j l pE t 1 `'• r� �. -4° g§ pR c w g f `,,„,,. ltl Alt oi,o W li SCAB WEB 1 BRACING SCAB BRACE SCAB BRACE SAME SIZE, GRADE, AND LENGTH AS WEB MEMBER. ATTACH WITH 10d NAILS ® 4"O.C. �,••" BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. 11