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102 AQUATIC DR - FLOOR TRUSSES (BLDG 6) Ridgway Roof Truss Company (Trusses and Prefabricated Building Components) Mailing: P.O. Box 1309—Gainesville, Florida 32602 Physical: 235 SW 11th Place— Gainesville, Florida 32601 Telephone:(352) 376-4436 Email:Sales@RidgwayTruss.com FAX: (352) 371-3316 www.RidgwayTruss.com WARNING THESE TRUSSES MUST BE HANDLED AND ERECTED ACCORDING TO BCSI SUMMARY SHEETS http://www.sbcindustry.docs/06_bcsi_booklet_final.pdf SEE TABLE OF CONTENTS SEALED 0,„ DESIGN MANUAL "ok eqo PROJECT NAME: Aquatic Townh•mes Bldg 6 JOB NUMBER: 16-0515 CONTRACTOR: TRIBRIDGE RESIDENTIAL CONSTRUCTION DATE: 10-17-16 az REVISIONS: • COMMENTS: a -- I® 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: 160515 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: TRIBRIDGE RESIDENTIAL CONSTRUCTION Project Name: Aquatic 1 ownhomes0 Model: Bldg 6-Aquatic Lot/Block: - Subdivision: - Address: - City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014 Design Program: OnLine Plus 30.0.060 Wind Code: N/A Wind Speed: N/A mph Roof Load: N/A psf Floor Load: 65.0 psf This package includes 16 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T9676348 BP1 10/15/16 2 T9676349 BP2 10/15/16 3 T9676350 BP3 10/15/16 4 T9676351 BP4 10/15/16 5 T9676352 BP5 10/15/16 6 T9676353 F1 10/15/16 7 T9676354 F2 10/15/16 8 T9676355 F3 10/15/16 9 T9676356 F3A 10/15/16 10 T9676357 F4 10/15/16 11 T9676358 F4A 10/15/16 12 T9676359 F5 10/15/16 13 T9676360 F6 10/15/16 14 T9676361 F7 10/15/16 15 T9676362 F8 10/15/16 16 T9676363 F9 10/15/16 wit The truss drawing(s)referenced above have been prepared by MiTek ��'`'IPS'A, A 0 USA, Inc. under my direct supervision based on the parameters .se.."• 'CG ENg ' o provided by Ridgway Roof Trusses. •'1 •• No �8 ~,. t Truss Design Engineer's Name: Albani, Thomas ,> _ My license renewal date for the state of Florida is February 28,2017. It + �� • IMPORTANT NOTE:The seal on these truss component designs is a certification 100%,' STA-TE OF :/ci that the engineer named is licensed in the jurisdiction(s)identified and that the P ' �� designs comply with ANSI/TPI 1. These designs are based upon parameters '���<'',:,. 0 pp 1 o �� ~` shown(e.g..loads,supports,dimensions,shapes and design codes),which were ii,_ss/'"'d"'••',• �1 given to MiTek. Any project specific information included is for MiTek's customers i����0 MA ,,,��0 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.Albari PE No.39380 parameters or the designs for any particular building. Before use,the building designer MiTek USA,Inc.FL Cert 6634 should verify applicability of design parameters and properly incorporate these designs 6904 Parke East Blvd.Tampa FL 33610 into the overall building design per ANSI/TPI 1,Chapter 2. Date October 15,2016 Albani,Thomas 1 of 1 r Table of Contents 1.General Notes 2.WTCA 1-1995 ( Standard Responsibilities in the Design Process involving Metal Plate Connected Wood Trusses) 3.Engineering (insert) 4.Layout of Truss Placement Plan (insert) 5. Jobsite Package w/ BCSI B-1, B-2, B-3 and B-4( Handling, Installing and Bracing Information) http://www.sbcindustry.com/docs/06_bcsi_booklet_final.pdf 6.Standard Chord and Web Repairs 7.Examples of Permanent Web Bracing ROBBINS ENG . GENERAL NOTES & SYMBOLS PLATE LOCATION PLATE SIZE LATERAL BRACING I l-•— 108 Center plates on joints 6.3 X 8.8 The first dimension is the Ix4 continuous lateral bracing MEEunless otherwise noted in width measured perpen- attached with(2)8d nails each plate list or on drawing. dicular to slots. The second member where indicated or 2x4 Dimensions arc given in dimension is the length "T"or"L"brace stiffener if inches(i.e.1 1/2"or 1.5")or measured parallel to slots. applicable nailed flat to edge of 1N-16ths(i.e.108). web with 12d nails spaced 8"o.c. "T"or"L"brace must be extended at least 90%of web length. PLATE ORIENTATION DIMENSIONS BEARING When shown,indicates 6-08-08 All dimensions arc shown in When truss is designed to - direction of slots in FT-IN-SX(i.e.6'8 1/2"or � bear on multiple supports, connector plate. 6-08-08). Dimensions less dim• interior bearing locations 708 than one foot are shown in �s should be marked on the 1N-SX only(i.c.708). truss. Interior support or temporary shoring must be in place before erecting this truss. If necessary,shim bearings td assure solid contact with truss. ROBBINS LOCK connector plates (20 ga.galv. steel Trussed Rafters. Robbins Eng.Co. bears no ASTM A653 SS Grade 40) shall be applied on both responsibility for the erection of trusses,field bracing faces of truss at each joint. Center the plates, unless or permanent truss bracing. Refer to HIB-91 as shown otherwise by circles (o) or dimensions. No published by the Truss Place Institute,583 D'Onofrio loose knots or wanes in plate contact area. Splice Drive,Suite 200,Madison,Wisconsin 53719. Persons only where shown. Overall spans assume 4"bearings erecting trusses are cautioned to seek professional at each end, unless indicated otherwise. Cutting and advice concerning proper erection bracing to prevent fabrication shall be performed on equipment which toppling and"dominoing". Care should be taken to produces snug-fitting joints and plates. Unless prevent damage during fabrication,storage,shipping otherwise noted, moisture content of lumber shall and erection. Top and bottom chords shall be not exceed 19%at time of fabrication and these adequately braced in the absence of sheathing or rigid designs are not applicable for use with fire retardant ceiling,respectively It is the responsibility of others lumber. This design was prepared in accordance with to ascertain that the design loads utilized on this "National Design Specifications for Stress-Grade drawing meet or exceed the actual dead loads Lumber and Its Fastenings" (AFPA), "Design imposed by the structure and the live loads imposed Specifications for Light Metal Plate Connected Wood by the local building code or historical climatic records. Trusses" (TPI),and HUD Design Criteria for FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF BUILDING DESIGNER TO REVIEW THIS DRWG.&VERIFY THAT DATA INCLUDING DIM.& LOADS CONFORM TO ARCH. PLAN/SPECS& FAB.TRUSS LAYOUTS. • CORPORATE HEADQUARTERS ROD ,.0-0[4)&5 P.O.Box 280055 61,4,1e4,41, Tampa, FL 33682-0055 800-282-1299 • Fax: 813-971-6117 AZ Wood Truss cmaodistion,tivvic,,i7111.9f .A608TyliFfaxa, 5937 Meadowood Dr., Ste. 14 Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses WTCA 1 -1995 Developed by the WTCA Engineering Review Committee in cooperation with the Truss Plate Institute The Wood Truss Council of America publishes standard practice materials prepared and edited by knowledgeable authors from the construction industry to give as much assistance as possible to owners,architects,engineers,contractors,building officials, and others involved in the metal plate connected wood truss industry.The competence of the authors ensures accurate and authoritative information in regard to the subject matter covered, but, of course, neither the Wood Truss Council of America, nor the authors make either express or implied warranties in regard to the use of the materials. 1.0 SCOPEAND DEFINITIONS 1.1 This standard defines the design responsibilities of the bracing, anchorage, connections and field individuals and organizations involved in the preparation, assembly. The term "Contractor"shall include submittal, review and approval of each Truss Design those subcontractors who have a direct contract Drawing and Truss Placement Plan associated with the with the Contractor to perform all or a portion use of metal plate connected wood trusses. These of the storage, handling,and installation of the guidelines are presented as industry standard practice.The trusses. guidelines are not intended to preclude alternate provisions 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 designer, and registered building designer, but and engineer,but hereinafter will be referred to hereinafter will be referred to as Building as Truss Designer. Designer. 1.2.9 "Truss Design Drawing"shall mean the graphic depiction of an individualTrusspyepared by the 1.2.3 "Construction Design Documents" are the architectural drawings, structural drawings, Truss Designer. mechanical drawings, electrical drawings, and 1.2.10 "Truss Manufacturer"shall mean an individual any other drawings,specifications,andaddenda or organization regularly engaged in the which set forth the overall design of the structure manufacturing of Trusses. and issued by the Building Designer. 1.2.11 "Truss Placement Plan" is the drawing 1.2.4 "Contractor" shall mean the individual or identifying the location assumed for each Truss organization responsible for the field storage, based on theTruss Manufacturer's interpretation handling, and installation of trusses including, of the Construction Design Documents. but not limited to,temporary bracing,permanent 3 2.0 OWNER RESPONSIBILITIES 2.1 Directly or through its representatives,which may include Truss Design Drawing and Truss Placement Plan; and the Contractor and/or Building Designer;(a)review and (d)coordinate the return of each approved Truss Design approve each Truss Design Drawing; (b) review and Drawing and Truss Placement Plan to the Truss approve theTruss Placement Plan;(c)resolve and approve Manufacturer prior to truss manufacturing. all design issues arising out of the preparation of each 3.0 BUILDING DESIGNER RESPONSIBILITIES 3.1 Design a structure suitable to ensure that the intended 3.2.8 Proper transfer of design loads affecting the function of eachTruss is not affected by adverse influences Truss;and including, but not limited to, moisture, temperature, corrosive chemicals and gases; 3.2.9 Adequate connections between Truss and non- Truss components, except as noted in Section 3.2 Prepare the Construction Design Documents,showing all 6.2.9. trussed areas, which must provide as a minimum the 3.3 Review and approve the Truss Placement Plan and each following: Truss Design Drawing for conformance with the 3.2.1 All truss orientations and locations; requirements and intent of the Construction Design 3.2.2 Information to fully determine all truss profiles; Documents,the effect of eachTruss Design Drawing and Truss Placement Plan on other parts of the structure,and 3.2.3 Adequate support of the Truss and all truss the effect of the structure on each Truss. bearing conditions; 3.4 Specify permanent lateral bracing where indicated by the 3.2.4 Permanent bracing design for the structure Truss Designer on theTruss Design Drawings,to prevent including the Trusses,except as provided in 3.4 buckling of the individual truss members due to design and 6.2.12. loads. The Building Designer shall specify how the permanent lateral bracing is to be anchored or restrained 3.2.5 The location,direction and magnitude of all dead to prevent lateral movement if all truss members, so and live loads applicable to eachTruss including, braced,buckle together. This shall be accomplished by: but not limited to, loads attributable to: roof, (a)anchorage to solid end walls;(b)permanent diagonal floor,partition,mechanical,fire sprinkler,attic, bracing in the plane of the web members; or (c) other storage,wind,snow drift and seismic; means when demonstrated by the Building Designer to 3.2.6 All Truss anchorage designs required to resist provide equivalent bracing. uplift,gravity,and lateral loads; . 3.2.7 Allowable vertical and horizontal deflection criteria; 4.0 CONTRACTOR RESPONSIBILITIES 4.1 Provide to the Truss Manufacturer the Construction 4.4 Provide the approved Truss Design Drawings,approved Design Documents and all revisions and supplements Truss Placement Plans,and any supplemental information thereto. provided by the Truss Manufacturer to the individual or 4.2 Review and approve the Truss Placement Plan and each organization responsible for the installation of theTrusses. Truss Design Drawing for conformance with the 4.5 Comply with the field storage, handling, installation, requirements and intent of the Construction Design permanent bracing, anchorage, connections and field Documents, and the effect of the Truss Placement Plan assembly requirements of the Construction Design and each Truss Design Drawing on other trades involved Documents. in the construction of the structure and the effect of the other trades on the Trusses. 4.6 Determine and install the temporary bracing for the structure,including the Trusses. 4.3 Coordinate the review,approval and return of each Truss Design Drawing and the Truss Placement Plan by the Owner and Building Designer. 4 5.0 TRUSS MANUFACTURER RESPONSIBILITIES 5.1 Communicate the design criteria from the Construction 5.3 Submit to the Contractor the Truss Placement Plan, as Design Documents to the Truss Designer. may be required, and each Truss Design Drawing for 5.2 Where required by the Construction Design Documents, review and approval. prepare theTruss Placement Plan,providing as a minimum 5.4 Manufacture the Trusses in accordance with the final the location assumed for each Truss based on the Truss approvedTruss Design Drawings using the quality criteria Manufacturer's interpretation of the Construction Design for Metal Plate Connected Wood Trusses established by Documents. the ANSI/TPI 1-1995 "National Design Standard for Metal Plate Connected Wood Truss Construction." 6.0 TRUSS DESIGNER RESPONSIBILITIES 6.1 Prepare the Truss Design Drawings in conformance with 6.2.6 Each reaction force and direction; the requirements set forth in the latest approved edition ofANSUTPI 1-1995"National Design Standard for Metal 6.2.7 Metal connector plate type, size, thickness or Plate Connected Wood Truss Construction." gage,and the dimensioned location of each metal connector plate except where symmetrically 6.2 For each Truss Design Drawing,set forth as a minimum located relative to the joint interface; the following: 6.2.8 Lumber size, species, and grade for each 6.2.1 Slope or depth,span and spacing; member; 6.2.2 Location of all joints; 6.2.9 Connection Requirements for: 6.2.3 Required bearing widths; (a) Truss to Truss girder; 6.2.4 Design loads as applicable: (b) Truss ply to ply;and 6.2.4.1 Top chord live load (including snow (c) Field splices; loads); 6.2.10 Calculated deflection ratio and/or maximum 6.2.4.2 Top chord dead load; deflection for live and total load; 6.2.4.3 Bottom chord live load; 6.2.11 Maximum axial compression forces in theTruss 6.2.4.4 Bottom chord dead load; members to enable the Building Designer to design the size, connections and anchorage of 6.2.4.5 Concentrated loads and their points of the permanent continuous lateral bracing. Forces application;and may be shown on the Truss Design Drawing or on supplemental documents;and 6.2.4.6 Controlling wind and earthquake loads; 6.2.12 Required permanent Truss member bracing location. 6.2.5 Adjustments to lumber and metal connector plate design values for conditions of use; 7.0 OTHER RESPONSIBILITIES 7.1 Any party who cuts or damages a truss shall be responsible for securing the engineering required for the repair and for subsequent costs. Wood Truss Council of America's Objective WTCA is committed to promoting the common interests of all engaged in the manufacture of wood trusses and related components to ensure growth, continuity, and increased professionalism in our industry. Fundamental to this is promoting the safe,economic,and structurally sound use of trusses in all applications. 5 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160515 BP1 28 M100 10804 10600 0 0 T9676348 Bldg 6- Aquatic - Floors • HO 1-6-0 HO 1-6-0 TCI 1-8-4 4x4= #3x4 ii A B 1-6-0 D C #3x41 J x4= 7 7 W:308 W:308 R: 899 R: 899 U: 860 U: 860 BC 1-8-4 .<3------1-8-4 G 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 -8 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 ON.ne Plush'0 Copynght MITeI01D 1996.2016 Vera0n 300.060 Enginecnng.Portra4 10/14201883146 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160515 BP2 2 M100 10608 10600 0 0 T9676349 Bldg 6- Aquatic - Floors HO 1-6-0 HO 1-6-0 Tel 1-6-8 4x4= #3x411 B T 4-- ir 1-6-0 D A C #3.41 x4. 7 7 W:308 W:308 R: 988 R: 988 U: 952 U: 952 BC 1-6-8 ...e___-1-6-8 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale 0.773-=1' MiTeki 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 CON 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 -8 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 8# 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 Onane Plus'•0 Copyright Webb 1996-2016 Version 30.0.060 Engineenng.Porirat 10/1/2016 8 31 46 PM Page 1 Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering 160515 BP3 2 M100 10208 10600 0 0 79676350 Bldg 6- Aquatic - Floors HO 1-6-0 HO 1-6-0 TCI 1-2-8 4x4= #3x411 A B 1-6-0 D A C 3x4 J•x4= w:308 W:308 R:1283 R:1282 U:1255 U:1255 BC 1-2-8 -1-2-8 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.773"=1, MiTekn Online Plus" 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 Onkne Plea'.OCopynght M,Tek01956-2015 Vernon 300060 Enaneenng.Portrait 10/14/2016 8 31 47 PM Pagel Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160515 BP4 2 M100 10502 10600 0 0 T9676351 • Bldg 6- Aquatic - Floors HO 1-6-0 HO 1-6-0 TCI 1-5-2 4x4= #3x4 II A B e 1-6-0 D - C #3x4I� Jx4- !Ill W:306 W:308 R:1072 R:1072 U:1039 U:1039 BC 1-5-2 4 1-5-2 p ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.773"=1' MiTekd 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 SPIE//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 0.39 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 PI"s'•0 Copynghl MTela 1954-2016 Verson 30.0 060 Engneenng-Portlan 10/1412018 8.31.47 PM Page 1 Job mart Quan Type Span P1-Hl Left OH Right OH Engineering • 160515 BPS 2 M100 10712 10600 0 0 T9676352 Bldg 6- Aquatic - Floors HO 1-6-0 HO 1-6-0 TCI 1-7-12 4x4= *3x4 H A C - 1 1-6-0 B D #3x414 Jx4= W:308 W:308 R: 923 R: 923 U: 884 U: 885 BC' 1-7-12 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.773"=1' MiTekO 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 Onkne Plus"'C Cogngnt MiTOO 1996-2016 Ver,ucn 30 0.060 Engineenng-Pervert 10/1M2016 8.31 47 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160515 Fl 2 M100 130400 10600 0 0 T9676353 Bldg 6- Aquatic - Floors HO 1-6-0 HO 1-6-0 0 0 To R TCI 1-4-0 12-8-0 14-0-0 15-4-0 16-8-0 18-0-0 1 9-4-0 110-8-0 112-0-0 113-2-8 1'T 1x3= lx3 I I 1x3 I I 3x4= 3x4= 3x4= 1x3 11 3x4= 3x4= 3x4= 1x3 11 1x3 I I A O P Q R S T U V W C T 1-6-0II]: B E 1x311 N M L K J I H G F x411 1x311 2x411 3x4= 3x4= 3x5= 3x4= 3x4= 2x4 II 1x3 II BC 1-4-0 1 2-8-0 14-0-0 15-4-0 16-8-0 18-0-0 19-4-0 110-8-0 1 12-0-0 113-4-0 •B 13-4-0 B ALL PLATES ARE MT2020 Scale:0.449"=1' MiTek Online Plus"` APPR X. 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 6 C ADDITIONAL SPECIFICATIONS. BC 0.01 4x 2 SP-#2 N -O 0.05 18 C WB 0.39 4x 2 SP-$3 M -P 0.26 80 C NOTES: P -L 0.39 106 C Trusses Manufactured by: Brace truss as follows: L -Q 0.24 73 C RIDGWAY ROOF TRUSS O.C. From To Q -K 0.36 96 C Analysis Conforms To: TC Cont. 0- 0- 0 13- 4- 0 K -R 0.24 71 C FBC2014 or 48.0" 0- 0- 0 13- 4- 0 R -J 0.35 95 C TPI 2007 BC Cont. 0- 0- 0 13- 4- 0 J -S 0.03 15 C Designed for shear loads (plf) or 120.0" 0- 0- 0 13- 4- 0 J -T 0.35 95 C TC 310.0 BC 0.0 I -T 0.23 71 C Design checked for 10 psf non- psf-Ld Dead Live I -U 0.35 95 C concurrent LL on BC. TC 20.0 40.0 H -U 0.24 72 C This truss must be installed BC 5.0 0.0 H -V 0.39 104 C as shown. It cannot be TC+BC 25.0 40.0 G -V 0.26 78 C installed upside-down. Total 65.0 Spacing 24.0" F -W 0.05 17 C Max comp. force 1064 Lbs Lumber Duration Factor 1.00 E -C 0.01 5 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 - 10% 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 1.0x 3.0 Ctr Ctr 0.33 O -P 0.15 619 T 0.12 0.03 C MT20 1.Ox 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 2.0x 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.Ox 5.0 Ctr Ctr 0.98 W -C 0.10 187 T 0.00 0.10 I MT20 3.0x 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 2.0x 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 • Onane Pius'.0 Copyright M:10196 1996-2016 Verson 30 0.060 EnyinNnny-Pontait 10/142016 8.31 48 PM Paye 1 Job Hark Quan Type Span Pl-Hl Left OH Right OH Engineering . 160515 F2 2 M100 120000 10600 0 0 79676354 Bldg 6- Aquatic - Floors HO 1-6-0 HO 1-6-0 0 0 0 0 TCI 1-4-0 12-8-0 14-0-0 1 5-4-0 1 6-8-0 18-0-0 19-4-0 I 10-8-0 j 11-10-8 [� lx3= 1x3 II 1x3 I I 4x4= 3x4= 3x4= 1x3 II 3x4= 4x4= lx3 II 1x3 II A N O P Q R 8 T U C 1-6-0 1111\\11\11/fra :I :L 841 1x3I1� L x J i H G F 1x311 2x411 4x4= 3x4= 3x6= 4x4= 2x411 1x311 2x4 II BC 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 16-8-0 18-0-0 19-4-0 1 10-8-0 I 12-0-0 6 12-0-0 B. ALL PLATES ARE MT2020 Scale:0.496"=1' MSTek®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 VON F -E 0.01 0 T 0.00 0.01 ADDITIONAL SPECIFICATIONS. CSI -Size- ----Lumber---- Webs TC 0.15 4x 2 SP-12 B -A 0.01 60 C NOTES: BC 0.01 4x 2 SP-12 M -N 0.05 180 C Trusses Manufactured by: WB 0.42 4x 2 SP-13 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 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.Ox 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.Ox 4.0-0.2 0.5 0.97 U -C 0.10 187 T 0.00 0.10 F MT20 1.Ox 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. Onsne Plus'GCopyrgM MbTekR 1996-7016 Verson 30 0.060 Engineering.Portrait 10/14,2016 8 31 48 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering . 160515 F3 12 M100 260000 10600 0 0 T9676355 ' Bldg 6- Aquatic - Floors HO 1-6-0 HO 1-6-0 m m 07 0 oo co o 0 0 0 0 0 0 0 0 O0'1 0 0 O GO TC jp 2-7-8 15-1-8 1 7-7-8 1 O1 I *-+ I 12-7-8 1''II 15-7-8 I ''1 I '4 120-7-8 I 23-1-8 I 25-9-0 6x6= 1x3= #3x8= X #3x8= (W)3x5= 1x3= 5x6= 5x5= 4x4= 3x4= CC 6x6= 6x6= 6x6=DD 3x4= S14x4= 5x5= 5x6= B A S T U V W Y Z AA BB D T ,E 1 2x4 II ,4 y .. I�I, Alliik -: �._- 0II �1 2x4 11 it- R Q P 0 N L K J I H G ■ 5x8= 5x5= 4x4= S2 3x4= 3x3= 1x3113x3= 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 1 6-6-0 1 9-0-0 111-6-0 1 I I 1 17-0-0 1 19-6-0 122-0-0 1 24-6-0 1 N V o 0 .4 0 0 0 01 N r0 0 0 0 0 0 N tn 'P r0 .-1 .4 N N 4 26-0-0 p EXCEPT AS SHOWN ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.233"=1' MiTek® Online Plus"' APPROX. TRUSS WEIGHT: 191.7 LBS Online Plus -- Version 30.0.060 AA-138 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 BB-D 0.19 1462 C 0.01 0.18 DDOMT20 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 S1 MT20 W3.0x 5.0 Ctr Ctr 0.00 values are those effective R -Q 0.25 2840 T 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- ----Lumber---- P -S2 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-27001-2.2E 82-0 0.56 6484 T 0.52 0.04 D MT20 1.Ox 3.0 Ctr Ctr 0.00 BC 0.66 4x 2 SP-2700f-2.2E 0 -N 0.63 7407 T 0.59 0.04 C MT20 2.0x 4.0 Ctr 0.5 0.89 148 1.00 4x 2 SP-O3 N -M 0.66 7705 T 0.62 0.04 R MT20 5.Ox 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 MS18 W3.0:10.0 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 0 -F 0.01 0 T 0.00 0.01 L MT20 1.Ox 3.0 Ctr Ctr 0.96 Webs K MT20 3.0x 3.0 Ctr Ctr 0.69 psf-Id 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 I a Plate Monitor used Fb Fc Ft Emin U -0 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 Mori.- 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 T ADDITIONAL SPECIFICATIONS. Y -J 0.16 671 C Jt Brg Size Required J -Z 0.33 700 T 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 -BB 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 H -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 Plate - 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. V -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 r 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 comp. 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 3.0x 4.0 Ctr Ctr 0.85 Connector Plate Fabrication Y -DD 0.13 3825 C 0.10 0.03 CCIMT20 3.0x 8.0 2.5 Ctr 0.85 Tolerance w 101 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 -S1 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 51-AA 0.40 5725 C 0.28 0.12 X MT20 6.0x 6.0 1.5 Ctr 0.28 is used to calculate total ' Onane Plus'"0 Copyright M,Teha8 1996-2016 Verson 30 0060 En0meenny-Por5a4 10/141201683149 PM Pmpe 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160515 F3A 2 M100 260000 10600 0 0 79676356 Bldg 6- Aquatic - Floors HO 1-6-0 HO 1-6-0 W N W W 0 .i 0 0 V M N 0 W 0 0 0 H CO M 10 TC�} 2-7-8 1 5-1-8 160912 19-3-12 111-11-4 1 14-6-12 117-0-12 I ''' I r1 I 0 I 23-1-8 I 25-9-0 II' 1x3= (W)3x5= 3x3= 1x3= 3x4= 3x3= 3x3= 3x3= 3x3= 4x8= 3x4= S1 3x3-1x3 I 11x3 I ICC 3x3= 4x4= B A U V W X G Y Z AA BB DD D E T T 6 i 1-6-0 C F __:.- lWa a 2x411 T S R Q P 1 0 H N M R J I 2x411 3x4= 3x3=lx3 II 1x3 I1 3x3= S2 4x4=2x411 4x5= 3x4= L 3x3= 3x3= 4x4= II (W)3x5= 111111 3x3= W:308 W:508 W:508 R: 673 R:1960 R: 790 BC R-6-01 4-0-0 I 161008 1 1 10-8-4 1 I 115-11-4 118-5-4 I 122-0-0 1 24-6-0 I N V N V 0 0 H 0 H 0 0 0 M N 0 In 40 0 0 0 0 0 0 0 ID CO N M 04 10 H H H N 26-0-0 13> ALL PLATES ARE MT2020 Scale:0.232"a 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 T 0.23 0.57 BB MT20 1.0x 3.0 Ctr Ctr 0.96 R -Q 0.81 1238 7 0.23 0.58 CC MT20 3.0x 3.0 Ctr Ctr 0.55 Southern Pine lumber design Q -P 0.71 1238 T 0.23 0.48 DO MT20 3.0x 3.0 Ctr Ctr 0.64 values are those effective P -82 0.19 524 T 0.13 0.06 D MT20 4.0x 4.0-0.5-0.5 0.66 06-01-13 by SPIB//ALSC VON S2-0 0.19 524 7 0.13 0.06 D MT20 1.0x 3.0 Ctr Ctr 0.00 CSI -Size- ----Lumber---- 0 -H 0.09 1299 C 0.02 0.07 C MT20 2.0x 4.0 Ctr 0.5 0.96 TC 0.57 4. 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-02 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 SP-03 M -L 0.47 1468 T 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 W3.Ox 5.0 Ctr Ctr 0.00 TC Cont. 0- 0- 0 26- 0- 0 I -F 0.03 0 7 0.00 0.03 0 MT20 4.0x 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 MT20 3.0x 4.0 Ctr Ctr 0.86 T -U 0.17 720 C L MT20 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 MT20 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 Q -W 0.09 193 T F MT20 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 -G 0.23 1063 C Tampa, FL 33610 1 BC 1.10 1.10 1.10 1.10 H -G 0.23 1063 C G -N 0.57 1208 T 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 M -Z 0.16 692 C H 1960 Z -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 Brg 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- j 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 Case(s) strongbacks (on edge) every Plus 1 DL Load Case(s) TL Defl -0.13" in K -J L/999 10.0 Ft. Fasten to each LL Defl -0.07" in K -J L/999 trues w/ 3-10d(0.131"x3") Mambr 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 - MT2H 20 Ga, Gross Area Max comp. 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- 104 Y -S1 0.41 1037 C 0.01 0.40 A MT20 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 MT20 3.Ox 3.0 Ctr Ctr 0.55 creep factor of 1.5 which Z -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 MT20 3.0x 3.0 Ctr Ctr 0.57 load deflection. BB-CC 0.32 1711 C 0.02 0.30 X MT20 3.0x 3.0 Ctr Ctr 0.87 CC-DD 0.47 1486 C 0.02 0.45 G MT20 4.0x 8.0 Ctr-0.5 0.87 DD-D 0.47 631 C 0.00 0.47 Y MT20 3.0x 4.0 Ctr Ctr 0.86 Bottom Chords Si MT20 W3.Ox 5.0 Ctr Ctr 0.00 C -T 0.03 0 T 0.00 0.03 Z MT20 3.0x 3.0 Ctr Ctr 0.67 OMins PM^'0 Copyn9M MiTe6B 1996-2016 Vemmn 30 0060 EnynNnny.Pmuet 10/142016 8:3149 PM Pivot Job Mark chum Type Span Pl-Hl Left OH Right OH Engineering . 160515 F4 4 M100 140200 10600 0 0 T9676357 Bldg 6- Aquatic - Floors HO 1-6-0 HO 1-6-0 m 0 o m p 0 TC f•1 2-7-8 I 5-1-8 I 6-5-4 17-5-121 8-9-8 I 11-3-8 I 13-11-0 1x3= 1x3= 4x4= 3x3= 3x3= 1x3 11 1x3 1I 3x3= 3x3= 4x4= A M N 0 P Q R D T B ' iE 1-6-0 \ / \ / \C F 2x411 L K J I H G 2x411 17 4x4= 3x3= 3x3= 3x3= 3x3- 4x4- 71 W:508 W:508 R: 897 R: 896 BC 1-6-0 I 4-0-0 I 6-6-0 1 7-8-0 I 10-2-0 I 12-8-0 114-2-0 Q 14-2-0 B ALL PLATES ARE MT2020 Scale:0.403"=1. MiTekvS 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-02 A -L 0.50 1062 T Analysis Conforms To: BC 0.61 4x 2 SP-02 L -M 0.24 1013 C FBC2014 WB 0.50 4x 2 SP-03 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 3.0x 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 Online Plus.q Copyngnt MTekS 1996-2016 Version 30 0 060 Enpneenno-Ponra4 10114/2016 8 3146 PM Page 1 Job Mark Quasi Type Span P1-Hi Left OH Right OH Engineering . 160515 F4A 2 14.100 140200 10600 0 0 T9676358 Bldg 6- Aquatic - Floors HO 1-6-0 HO 1-6-0 co0 0 0 m o TC h 1-5-4 I 2-8-4 1 4-1-8 I 6-9-0 1 8-0-12 1 9-11-12 111-3-8 I 13-11-0 1 1x3= 1x3= 5x5= 1x3 11 1x3 11 5x10= 3x3 lx3 11 1x3 11 3x3= 3x3= A O P G Q R S T D T B� • ® :A/LE i_L_ / \ / \ C F 5x6Ir M H L K J I ip 2x411 4x5= 5x5= 3x3 11 4x5= 3x3= 3x3= 3x3= 7 W:508 R: 616 BC 1-6-0 I 2-10-8 14-3-0 15-7-8 I 8-1-8 I 10-2-0 I 12-8-0 114-2-0 ® 14-2-0 B ALL PLATES ARE MT2020 Scale.0.416.=1' MiTek®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 7 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 SPIB//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-42 Webs FBC2014 WB 0.86 4x 2 SP-03 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 non- or 48.0" 0- 0- 0 14- 2- 0 H -G 0.21 1073 C Design checked for 10 psf 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-Ld 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 = 108 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 Pc 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 LC* 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 Q 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 Onfne Pbue°OCogngn1 MTel®1906.2016 Version 300 060 Eneneenng.Porbat 101140018831.50 PM Pagel Job Mark Quan Type Span Pi-H1 Left OH Right OH Engineering . 160515 F5 2 M100 51100 10600 0 0 79676359 ' Bldg 6- Aquatic - Floors HO 1-6-0 HO 1-6-0 m w m 0 TC h 1-5-4 1 3-0-B 1 5-8-0 Ill lx3= 1x3= 3x3= 1x311 3x3= 3x3= J K i..\ 1-6-0 C N. F 2x4 11 41, I H G Ilk 2x411 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 1 5-11-0 j 6 5-11-0 ALL PLATES ARE MT2020 Scale:0.681"=1' MiTek 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 Ontme Pius''0 Copyngnt MiTek6R 1996.2016 Verson 30.0 060 Engneenng•PONan 10/14,2016 8 31.50 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering . 160515 F6 12 M100 90800 10600 0 0 T9676360 Bldg 6- Aquatic - Floors HO 1-6-0 HO 1-6-0 ro 0 TC NI 2-7-8 I 3-11-4 I 5-5-12 I 6-9-8 I 9-6-8 J 1x3= 3x3= 3x3= lx311 1x311 3x3= 3x6= A J KK L M B T E 1 1-6-0 2x4 II txa I H G F7 II 3x3= 3x3= 3x3= 3x3= L W:308 HGR R: 608 R: 624 BC 1-6-0 I 4-0-0 I 5-8-0 1 8-2-0 I 9-8-0 B 9-8-0 p ALL PLATES ARE MT2020 Scale:0.589"=t' 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 Online Rue"0 Copyrghl M.Tek019'26.2016 Vernon 300060 Engneenng.Portrait 10/14(201883150PM Pagel Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering . 160515 F7 2 M100 90800 10600 0 0 T9676361 • Bldg 6- Aquatic - Floors HO 1-6-0 HO 1-6-0 • m TC M 1-4-8 I 2-8-8 1 4-0-8 I 5-4-8 1 6-8-8 I 8-0-8 I 9-6-8 1 iAx3= II 3x3= 3x3= lx311 3x3= 3x3= 3x3= L M N 0 P Q 2x4 II B T 1 1 1-6-0 (t\1\17/1/. 2x 1x411 K J I H G F 1x311 3x3= 3x5- 3x3= 3x3= 1x31I BC 1-6-0 I 2-10-0 I 4-2-0 I 5-6-0 I 6-10-0 I 8-2-0 I 9-8-0 6 9-8-0 B ALL PLATES ARE MT2020 Scale:0.607"=1' HiTek3 Online Plus" APPROX. TRUSS WEIGHT: 76.0 LBS Online Plus -- Version 30.0.060 D -K 0.01 0 T 0.00 0.01 RUN DATE: 14-OCT-16 K -J 0.01 0 T 0.00 0.01 NOTES: J -I 0.00 0 T Trusses Manufactured by: Southern Pine lumber design I -H 0.00 0 T RIDGWAY ROOF TRUSS values are those effective H -G 0.00 0 T Analysis Conforms To: 06-01-13 by SPIB//ALSC VON G -F 0.01 0 T 0.00 0.01 FBC2014 CSI -Size- ----Lumber---- F -C 0.01 0 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-42 D -A 0.10 313 C TC 310.0 BC 0.0 WB 0.29 4x 2 SP-83 K -L 0.18 1015 C Design checked for 10 psf non- L -J 0.29 986 C concurrent LL on BC. Brace truss as follows: J -M 0.17 950 C This truss must be installed O.C. From To M -I 0.28 982 C as shown. It cannot be TC Cont. 0- 0- 0 9- 8- 0 I -N 0.17 767 C installed upside-down. or 48.0" 0- 0- 0 9- 8- 0 I -O 0.28 938 C Max comp. force 1033 Lbs BC Cont. 0- 0- 0 9- 8- 0 H -0 0.17 957 C Max tens. force 775 Lbs or 114.5" 0- 0- 0 9- 8- 0 H -P 0.28 876 C Connector Plate Fabrication G -P 0.17 952 C Tolerance = 10% psf-Ld Dead Live G -Q 0.29 916 C Provide metal plate or equiv. TC 20.0 40.0 F -Q 0.19 1033 C at bearing(s) H BC 5.0 0.0 C -B 0.05 215 C to support reaction shown. TC+BC 25.0 40.0 C -B 0.04 215 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 De£1 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 LOB 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 Live* From To P MT20 3.Ox 3.0 Ctr Ctr 0.89 TC V 20 40 -0.1' 9.5' Q 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. - Ohne Plus'•OCopynghl MiTek®199&2076 Vernon 30.0060 Enpneennp-Pomait 10(14/201683151 PM Pape 1 -- Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160515 F8 14 M100 110604 10600 0 0 79676362 Bldg 6- Aquatic - Floors HO 1-6-0 HO 1-6-0 a 0 to 0y TCI 2-9-0 I 5-3-0 1 6-3-4 1 8-9-4 I 11-4-12 fl 1x3= 3x6= 3x3= 3x3= 3x3= 3x3= 3x4= A L M N 0 C T .t 1-6-0Wt, _= ID 2x4IE J g G F 2x411 a3x5= 3x3= ix31I 1x311 3x3= 3x5= HGR W:308 R: 744 R: 728 BC 1-6-0 I 4-0-0 15-3-12 16-2-8 1 7-6-4 1 10-0-4 1 11-6-4 B 11-6-4 B ALL PLATES ARE MT2020 Scale:0.502"=1' 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 I 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 SPIE//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 -0 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.Ox 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 Onane Pies'.8,Copyngnt MiTe1611596-2116 Version 300 060 Engneenng-Pod,el 1011a/2018 8 31 51 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering . 160515 F9 2 14100 110604 10600 0 0 79676363 • Bldg 6- Aquatic - Floors HO 1-6-0 HO 1-6-0 , m TCr 1-5-4 I 3-0-4 I 5-7-12 I 7-1-0 I 8-7-12 I 11-4-12 2x4 I I 1x3= P 6x6= 1x3= 1x3- B 2x4 U 3x511 6x10= 4x511 1x3- N 1x3- 0 lx3= 1x3- F 1x3= 1x3= Q 1x3= 1x3= 6x6= A D _:it....,,,.. .livip yip' '' 1-6 0N101' um NIL C ' SI E 2x 1 Z/2x411 411 11 M L K G J I H 5x5= 1x3 11 5x6= 3x4 U 4x5= lx3 11 4x4= II 71.111111 W:308 W:308 W:10704 R:1605 R:3983 R:2564 BC 1-6-0 I 3-1-0 14-4-12 I 5-9-4 1 7-1-12 1 8-8-8 1 10-0-4 1 11-6-4 6 11-6-4 B ALL PLATES ARE MT2020 Scale:0.502"o 1' MiTekR 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 UON Q -D 0.78 693 T 0.13 0.65 NOTES AND SYMBOLS SHEET FOR CSI -Size- ----Combat---- Bottom Chords ADDDITIONAL SPECIFICATIONS. TC 0.78 4x 2 SP-111 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-13 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 -0 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 Defl -0.06" in M -L L/999 H 2565 LL Dell -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 - MS18 18 Ga, Gross Area LC6 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 Q 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 Cases) 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 -O 0.31 745 C 0.00 0.31 H MT20 4.Ox 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: Or bee Plus^0 Copyngln aeTek61996.2016 Version 30 0060 Enpneenng•Ponra6 10/140016 8:31 51 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 D r� in plate list or on drawing. _ only.CLBs must be properly11 �� �� 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 When truss is designed to 3x5 I I The first dimension is All dimensions are shown in NMI/ bear on multiple supports, the width measured FT-IN-SX(i.e.6'-8.5"or 12 111111 . ppp perpendicular to slots. 6-08-08).Dimensions less interior bearing locations The second dimension isthan one foot are shownZshould be marked on the 1131111 � the length measured in IN-SX only(i.e.708). truss.Interior support or parallel to slots.Plate temporary shoring must be orientation,shown next in place before trusses are to plate size,indicates 6-08-08 W=Actual Bearing installed.If necessary,shim direction of slots in Width(IN-SX) bearings to assure solid connector plates. 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. • 11a MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 FvliTeI(® Tel: 813-972-1135 Fax: 813-971-6117 JOBSITE PACKAGE IMPORTANT DOCUMENTS ENCLOSED PLEASE REVIEW AWARNING: The handling, storing, installing, restraining and diagonal bracing of structural building com- ponents requires specialized training, clearly implemented procedures, and careful planning and communication among the contractor, crane operator and installation crew. Handling and installing components without appropriate training, planning and communication greatly increases the probability of an accident resulting in property damage, serious personal injury and/or death. Prior to component installation,the documents should be examined and disseminated to all appropriate personnel, in addition to proper training and a clear understanding of the installation plan, any applicable fall protection requirements, and the intended restraint and bracing requirements.Trusses over 60 feet in length are very dangerous to install and may require com- plex temporary and permanent bracing. Please consult a Registered Design Professional. Examine the building,the building's structural framing system, bearing locations and related installation conditions. Begin compo- nent installation only after any unsatisfactory conditions have been corrected. Do not cut, modify or repair components. Report any damage before installation. The enclosed documents are offered as minimum guidelines only. Nothing contained in this jobsite package should be construed in any manner as expanding the scope of responsibility of, or imposing any additional liabilities on, the component manufac- turer. ADVERTENCIA• El manejo, almacenamiento, instalacion, restriccion y arriostre diagonal de componentes estructurales de construccion requieren entrenamiento especializada, procedimientos claramente implementados y planificaron y comunicacion clara entre el contratista, operador de grua, y los obreros de instalacion. El manejar e instalar los componentes sin entrenamiento suficiente, planificacion y comunicacion adecuadas aumenta la probabilidad de un accidente que resulta en dareo a propiedad, herida seria o muerte. Antes de la instalacion de componentes, los documentos adjuntos deben ser examinados y difundidos a todo el personal apro- piado, ademas del entrenamiento pertinente y un claro entendimiento del plan de instalacion, de todo requisito aplicable de la proteccion contra la caida y de los requisitos previstos de arriostre y restriccion. La instalacion de trusses más de 60 pies de largo es muy peligrosa. Consulte a un Profesional de Diseno Registrado. Examine la estructura, el sistema armazon estructural de edificio, ubicaciones de soporte e las condiciones de instalacion cor- respondientes y comenzar con la instalacion de los componentes solo despues de haber corregido toda condicion insatisfactoria. No corte, modifique ni repare los componentes y informe cualquier dano descubierto antes de proceder a la instalacion. Los documentos adjuntos se ofrecen solamente como directrices minimas. Nada de lo incluido en este paquete debe interp- retarse de manera que exceda el alcance de la responsabilidad del fabricante de componentes, ni en forma tal que imponga responsabilidades adicionales sobre este. 49k,d 00, 01111111k11A... 4,4 IL-4447•VWJA0.--..r1A 11,4bkrp NOP- kLr4VO• iwov 11:1 -41101,* flOW To view a non-printing PDF of this document, visit www.sbcindustry.com/jobsitecs. FOR DESIGN RESPONSIBILITIES SEE REVERSE BCSI•B1 SUMMARY SHEET GUIDE FOR HANDLING INSTALLING RESTRAINING AND BRACING OF TRUSSES SPANS OVER 60'MAY REQUIRECOMPLEX PERMAIARIT BRACING.PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEE GENERAL NOTES NOTAS GENERALES HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES • RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. Trusses are not marked in any way to identify Los trusses no mein mantados de nirgun rnodo que the frequency or location of temporary lateral kkndfiquela frecuenclao localimcfdnde restriction lateral 6 Warning!Don't overload the crane. ; restraint and diagonal bracing.Follow the y aniostre diagonal tenporales.Use las recomendadones iAdvertencla!iNo sotrecargue la gria! ' recommendations for handling,Installing and de mane)),instillation,rests ran y arriostre temporal deNever use banding Done to oft a bundle. temporary restraining and traang of trusses. los trusses.yea el folleto BC l .na Eb l esti Pradira Do not aft a gawp of individually banded bundles. Refer to HO Guide to Good Practice for oars el Maneto.InStalaC I5 Rerieg e y Arrb rte los trend-no.Installing.Restraining&Brsdna of Trusses de Madera Coneclados sen Pears de Meta!" Nunca use sob los empaques para levantar un paquete. .• '' Metal Plate Connected Wnod Trusses•••for pare information mks detalada. No levante un grupo de pastuetes empaqueandos I' ' '-2Information. '`w•,-..'T"°'� more detailed Information. individualmentes. Z�.,I " :'. Los dibujos de diseito de los teases puede°espexificar las ,y..-,s""'' Truss Design Drawings may specify locations of to alizaoones de restriccidn lateral permanente 0 refuerao ©A single lift point stay be used for bundles permanent lateral restraint or reinforcement for en los miembrosindividuates del buss.yea la hoja resumes with trusses up to 45'. Individual truss members. Refer to the 8051- B01•B3-Hestriarin/Aur oste Permanente de Ccs ass Two lift points may be used for bundles with Q Warning!Do not over load supporting el Summary Sheet - Permanent Restraint/ y Mtembrnc Secvndarios•" pare mas rtiommacion.8p structure with truss bundle. Bndna of hords& b M m rs•"for more recto de los diseoos de arriostres permanentes son la Uselse5 a to 60'. information.All other permanent bracing design responsabilidad del Diseimador del Edificio. at lgreatt r arpos dOnts for bunches with igdyada ton!elNpaquete de tre la estnxtlra is the responsibility of the Building Designer. trusses greater than 60' apoyada con de trusses. Puede user un solo lugar de levantar para The consequences of improper handling,erect- •...+ wine page,etes de trusses pasta 45 pies. Q Place muss bundles in stable position. " "' 4..s eirt "' '�.._, Puede usar dos tos cle levantar roc Puse paquetes de trusses en unto posit do ire,installing,restraining and bracing can result . l.., ,.e •-. Pim Pa In a collapse of the structure,or worse,serous �' pages pasta o0 pies. estabk. .w. personal injury Or death. > r K �,,• ,.sus- a lo Use pmenos Cres pintos de levantar para • , El resultado tie un manejo,levantamiento, ----f I . 'w';is.:' ; :1-.•• paquetes mss de 60 pies. instalacion,restriction y arrisotre inconecto puede ,' ]\',� \ i u 4 �: s INSTALLATION OF SINGLE TRUSSES BY HAND ser la raids de la estruchrra o grin l>eot her dos o "`+.•�. ! � ,• ' ..c;--'•-e INSTALACIGN DE TRUSSES INDIVIDUALES POR LA MANO muertos. - - '- -. _ _, it ' 4 ✓. Q TrUSSE6 20' -A. " s Q Trusses 30'or -'' ---•-•F. '� .7 . ';r1 ' or less,sup- ' �"u kiss.%Weed at -----. 1,1r;44.4‘,77, ��- ©Banding and truss plates have sharp edges.Wear ,.�.. .�.�- port at peak. quarter points. gloves when handling and safety glasses when , r♦. Soporte 1 loporte cis if tutting banding. ��'� II� .:41: . 1, Uel prop moo los tirades II Empaques y places de metal tienen bordes 1�r.a',, trusses de t de tramp los afilados.Lleve guantes y lentes protectores cuando - 20 pies o I t Trusses up to 20' -..I trusses de 30 I♦Trusses up to 30'..� torte los empaques. meows. I Trusses hasty 20 pies Pies 0 nsenos. Trusses pasta 30 pies HOISTING OF SINGLE TRUSSES—LEVANTAMIENTO DE TRUSSES INDIVIDUALES HANDLING — MAN EJ O . Or liokt each truss in position with the erection equipment until top chord temporary lateral restraint Is Installed and the truss IS fastened to the bearing points. Or Avoid lateral Pending.-Evite is flexor lateral. A Use special care In Utllice cuidado Sostwsga calla truss en pnsicidn ton equipo de gnia hasty que la restriction lateral temporal de la windy weather or especial en Oras cuerda superior este instalado y re truss esta asegurado en los soportes. near power lines ventoS05 0 Cerra de ` and a�rrx;rts. cables elextrfcos o de 3�' 14. ®Warning.Using a single pick•pdnt at the peak `-� / aeropurertos. can dame the truss. �� :�_�` .14''''''',„„ iAdvparal ia.nt anode un Soo lugar syr tel russ.�\ pito para levantar puede macer daft al I :` Spreader bar for truss4 • HOISTING RECOMMENDATIONS FOR SINGLE �vL fl �!AP P TRUSSES 0 The contractor is responsible for properly japes RECOMENDACIONES PARA LEVANTAR TRUSSES receiving,unloading and storing the trusses 0A2 INDMDUALES ``�� at the jobsite. ��i AMP; El contratsta tiene la responsabilidad de Q Use proper rig- Use equip°apropiado I 'nukelAppro.trz--.- recibir,descargar y almacenar adecuada- ging and hoisting para levantar e Tagsne mosser 'nuke length mente los trusses en la obra. equipment. Improvisar. TRUSSES H UP TO DDI _ ~TRUSSES NASTA 30 PIES -1 1111111111"1111111,4 ..,,i'.-:l - kli p t+/ t}! .- • To `I� -` Locate Sp'eadv bar t�C, `� h$ y ..v. ,...:;•�- ,, -,r I_ Spr•A6•r bar lire ro —yl oboe or sr54.rk mrak. �`•` �.. ti ` r �:.Jyytf ^"` 1 gyp`".L •. Ta r�� 7l3 tn,ss ls^9rn nbre+pnr 1 t tij5-P.,.:, r4' .l, t Y�r 'I�SGC fre TRUSSES UP T050 �► a ..ii-0.,71 1140 '< TRUSSES NASTA SD VIES G XIV.�may, ] . • y, .e.,--3-:•,:.,.,-;;;!. y,wr. I SAL: r, re��e% M^pIr' Ei1 trusses are to be stored horizontally.place F �! —tp -% �_ ,f_ TRUSSES U►TO AND OVER 60 _., •• - blocking of sufficient height beneath the ''T ted. TRUSSES RASTA Y 5055E 60 PIES stxkOfirussesat.8'to10'oncenker. ivt Do not store Noalmacene TEMPORARY RESTRAINT & BRACING For teases stored for more than one week, VIF untraced bundles verticaimente len cover bundles to prevent rixesture gain but upright. trusses suelto5. RESTRICCION Y ARRIOSTRE TEM PORAL • allow for ventilation:. Refer to t3CS1 Gukie to Gond Practice for .4 'ea=r :_ -' Q Refer to$CSS-Bre Summary Sheet-Truss Handing.Installing Restraining&Bracing •-•.:, �Ai Installation&TemoorarvRestraint/Bracing.•` ]TopCnordTemporary '“'y'� `- for more information. � �[ lateral Restraint gf Metal Plate Connected Woad Tnwcec,” -,e, Da•. : N - f`•■►, CTLR ) for more detailed information pertaining to it/ • - Yea el resumen LICSI-B2-lnstalacidn de 'Illi eb._/ a min. handling and lobsite storage of trusses. • ,+ '..,.4 j Trusses v RestriccioNArrioctre Temporal•" 'I I _4 �� para etas infomtad&t, ,o,�,' SI los trusses estarar,yuarclart0s horizon- ��. ,..Ali�..i® talmente,ganga Woqueanoo de altur'a ,• T Lobate grand braces for first Russ directly u: suhcie.Me debris de la pile de los trusses a 3 _ _- '- lire with all rows of top I chord nogtemcolumn). tat- - hasta 10 pies en e1 centro. scat restraint(see tepee In the next column). ..yp° ice Do not store on No ahnacene en Coloque los amiostres de there para el primer Para trusses guardados pot mos de una uneven ground. terra desigual. truss directamente en linea con calla una de Brace first truss semtlna,cubra los paquetes pars prevenir -- las blas de restriccrdn lateral temporal de la ,t..._._�refy before aumento de hurnedad pero Peneda venti- ' cuerda superior(sea la table en la prdxima erection of eddutso ai Iacitins. �7" 7„q cAlurma)• trusses. yea el folleto BCSI Gira de Buena Prartira .r.»�•t;"" 4' • para el Hanel() Uatalarion.Restriccloh v Ar- _ ltgi : not walk on unbraced / , rtostre tie les Trusses de Mzdera.nrtedados -"` 1 trusses. con Places de Metal"•para information mos - -..._ted -- AE.• 4 I No amine en trusses . man*sabre el meny almacenacio de .. _.'. ..•_., ♦ - sueltos. . • os musses en area de tratnajo. -HOJA RESUMENIIE A COMIIEBUENA FRAGTIGAFARA EL MANE-JDINbTAUMIIN REbTILIIUNT AKKIUbTRE UECUS1RU5SES VANOS MAS DE 60'PIES PJEDEN REQUERIR ARRIOSTRE PERMANENTE COMPLEJO.POR FAVOR,SIE:'MPRE CONSULTE A UN INGENIERO PROFESSIONAL BCSI-B1 SUMMARY SHEET GUIDE FOR HANDLING INSTALLING RESTRAINING AND BRACING OF TRUSSES SPANS OVER 60'_MAY.REQUIRE COMPLEX PERMANEtIff)BRACING.PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES i LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 ©Refer to DC SI•B7 Diagonal Bracing 1 1)Install ground bracing.2)Set first truss and attach securely to ground bracing.3;Set next 4 Summary Sheet 1t'or 15" Repeal Diagonal Bracing l trusses with short ntcntber temporary lateral restraint(see below).4)Install top chord diagonal -Temporary At r~•�,-,:-. ._eve 15 truss spaces(30') I bracin (see below).5)Install web member -_:. 1 9 ) planey ladiagonal bracing to stabilize aci fink lire trusses permanent Restraint/ _ (sea below).6)Install t 0ttom chord temporary late al restraint and diagonal bracing(see below). flowing for Parallel 4,1 I 7)Repeat process on groups of four trusses eettd all trusses are set. Chord Trusses"y 0!I L j ,.."3, �_ _ _ for more information. - i 1)Instate los arrwstres de tierce.2)Instate el printero truss y ale sefjsiramertte al arriostre de a -`B •s ATI� �(r tierra.3)Instate los praaimos 4 trusses con restriction lateral temporal cue miembro corto(yea Vea el resumen of St- If' K/ abaju).4)Instate el arriostre diagonal de la coerda superior(Yea etiajo),5)Instate arriostre R7-Restricckie( Apply Diagonal Brace toI diagonal para los pianos rte Ins miembros secundarios para estabilice los pr'imerrls cetco trusses /vriostre Temporal vertical webs at end of (yea abajo).6)instale is restriccan lateral temporal y arriostre diagonal para la cuerda Inferior v Permanente Dara cantilever and at bearing Al Lateral Reslr (Yea abajo).7)Repita este procedinriento en grupos de cuatro trusses haste que todos los trusses Trusses de Cuerdas locations- lapped at least two trusses. I erten instafadus• Paralelvice•'pant 'Top chord Temporary Lateral Restraint spacing shall be Qr Refer to LA.-: rum .s ..., - lr.,. r r. . ,.s ;. -u II,. s :o.re r. :r.. •.. .for more mar information. 10'pose maze for 352/tricot and 15'o.t.for 452 chords. information. Veaelresilmenj)CSI•B2_•lncGI)ahindeTrussesvRestrircion/ArrioctreTemoora("e•'paramar INSTALLING — INSTALACION ;,:oriO:Plarn.=? information. IA T olerances for Outof-Pane. Out al'?luAi6 Bow Length -4Max. Tnsss RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES Tolerancias para Fuera-de-Plano. RESTRICCION/ARRIOSTRE PARA TODOS PIANOS DE TRUSSES Max.cow Drab D(ft) 3/4" 12 5' El This restraint&bracingmethod Is for all trusses enc 3x2 and 4x2 cengtn--► 1/4' 1' Epi parallel chord trusses 778- 14.6' Este rnetedo de restriction y arriostre es pars todo trusses excepto trusses de Cuerdas paralelas Max.Dow _ 'f-Le^9'^'�- 12- 2' 3x2 y 4x2. r 16.7 1)TOP CHORD—CUERDA SUPERIOR .- --4i 3/4 3' t-t/e" tea' f—Length Truss Span Top Chord Temporary Lateral Restraint(TCTLR)Spacing - - 0 1- 4' 1-1/4' 20.8 Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior nPlumb 1-1/4' s, Up to 30' 10'o.c max. 8 1.3/8- 22.7 Hasty 30 pies 10 pies maxima7_ Tolerances for 1 "b0b t-1/2' 6' 30'to 45' 8'0.c.max. I A Outof-Plumb. 1-1/2' 25.5 30 a 45 pies 8 pies rna drtlo Tuner arses pars 0 3/4 7' 1-3/4' 29.2' 45'to 60' 6'O.C.max. max wiry. � I 2" 033.3' Fuer.-de-Pbmada. 2- z8' I 45 a 60 pies 6 pies maxima 60'to 80'- 4'0.c,max. .CONSTRUCTION LOADING-CARGA DE CONSTRUCCION 60 a 80 pies` 4 pies maxlmo Q Do not proceed wIth construction until all lateral restraint and %atationi aaamcx he ,,;n •Consult a Professional Engineer for trusses longer than 60'. ..-----' ---.1 bracing is securely and properly in place. E`�,Mriltamiii.lerr Tnnsas +p I -Consuke a un Irtgeniero Profeslonat para trusses mas de 60 pies. r _AF-__,-; / No proceda con la construction haste que todas las restric- Material Height '" clones Laterales y los ariostres erten colocados err forma I 1-71 See KS51D2e"for TCTLR options. `.��i '..4`� apropiada y Segura. Gypsum Board 12' I tJ)ea ei�las••para las Wanes de TCTLR. y�.�\ a.. Plywood or 0S8 16' . s \�� Do not exceed maximum stack heights.Refer to 8052.84 Sum- �p Refer to al'SI-63 Stmt- ___,,,,....-*:-.. ---;‘• ` La mar/Sheet-Permanent .b -1"\v -r�� ••s- mary STrel>r- nnc*nY*w,n oadino•••for more Inftxrtlation. Apnea srw,y.e 2 bundles i Patraj tt/Brach;of Chords$i �-+-'��������\`��'a' No exceda las allures rndximas de mora&/•yea et resumer con«ete Boa 8- Weh M rr c_•:r for GaHle ..... *II.,._... . ..:'����``��\��' .CSI-84 Carga de Ccvlsr_nrcci6n•••pars mar informacitn. I End Frame restraint/bracing, h _ ��"' yam\ �' s(r t�'`�`\`` 4. /\ Clay Tie 3-4 tlles high reinforcement information. ` 1- e� Para information sabre , &,�, !` y s . ,. nI/l\. • restdttion/arriostre/refuerzo ©Repeat diagonal - - - . • para Armazones Hasttales braces for each Do not overload small groupsOr single • l yea d resumen aC51.83 set of 4 trusses. No sobrecargue pequenos grupos trusses in(1Widuales. "lila: -Restrict-kin/Auk/Ore Ground bracing not shown for clarity. Repita los P r nntrte de Cuerdas v arrisotres diagonales 0 Never stack materials near a peak. - Miemhms Serundaricls.'•• pars oda grupo de Nunca arnontone los materlales cissa tie un pko. ION 2)WEB MEMBER PLANE—PLANO DE LOS MIEMBROS SECUNDARIOS 4 trusses. 0 Place bads over as many trusses as possible. Q Coloque las taigas sobre tantos trusses cotta sea • Diagonal 0 Position loads over load bearing wags. LATERAL RESTRAINT ���4���ff♦ Bracing Colonise las corgis sobre las peredec soportantes. Web Members `\"\i ;14.4 truss ba. nr I &DIAGONAL BRACING `�'•=I1e$ .4� ana»mf« \,-tae ALTERATIONS-ALTERACIONES duly. ARE VERY IMPORTANT �••e1e� Q „ .' . Aiv e1•,�, =`` Refef lo: int. n• - -u.;. ....1• Y...rare .r sT...ries ...• It, a.A. I iLA RESTRICCIO N ,,`a•ra� AZ%..�..�.�_�� Vea el resumer IICSI•B5 DaRos de Trucse�.Modihcacones en la Oba v Enorec de Instalarioq.te- LATERAL Y EL 1 �+:¢+e���"` •.e• .rlrr�'•► �, Do not cut,alter,or drill any structural member of a truss unless specifically permitted by the I ' ARRIOSTRE ;?111 �0' � ` Truss Design Drawing. DIAGONAL 4 ��`�+ No core,altere o perfore nirgan miembro estnlctural de un truss. i% VL SON MUY `�,,� Bottom Chards a menos que este especificamente permitido en el Dibujo del aim& Oise&del Truss. �•I.� olisons IMPORTANTES! ' Diagonal Braces 0 ���� • � every SO truss 1 Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. tr ` 10'-15'max.Same spacing as bottom chord Lateral Restraint spaces(20'max.)Some dare and web members not Trusses clue se Fran sobrecargado durante la construcciin o ban sido alterados sin la autorizacien previa del Fabricante de Trusses,pueden hater nulo y sin efecto la garantia ilmlteda del Fabricante shown for clarity. de Trusses. 3)BOTTOM CHORD—CUERDA INFERIORil —Contact the Component Manufacturer for more Information or consult a Professional Engineer for assltanee. `=``,, To New a non-Writing PDF of this document,visit www.stxindustry.com/bl. , Lateral Restraints-2x4x12'or `,gr .�.. -.' NOTE:Me Tres Manufacb•r and Taos Designer ray on the presume.Out the c«rade aro crane operator(e asn muabe)are 1 greater lapped over two trusses. ' 's..... '. �.,y�� I'� pdresaorws me,Or apabny to u•+dn>ate Me weer they have agnea a dogs any owe,rxokct It the Cou*aoa be ewes n needs I `• �+ `� assistance In some aspect of ale mrsmmceon Med-It 5,1.10 sort MSata,cr arm a mmOete a paty.The methods and procedure, ``'1 .� outliW m Ne document are intended to erase CM the.oval c«Wnasan nw niu.i,ampo ed will Wt the Masa into plea SAFELY �d►�1`•� ```•`' ��`.''� m«remmleweme a rraew,Mena ler,remaining and brae;tomes NC based won the miamI a setenCe«ending ted I chords A`��+��1 •-_� only p.as a GLADE b tee.Md.]with Cuss�red$AdM°atonic manutedureare �tracmic.1nl s nx Ir Dam Wel these etidaoont bto the newt of retie...Bebe. e et pry as I �` tea._•_•* Opener Dulong Desgnrt dasicm spec/YAWfa naming,Im»ong,restraining andmpng ewes anent don net mouse me e1 "� ,::'' wasvalra methods b restran^oltradnp tm providing sunny for the ways,columns,Doors,=n and m the MerretW .:as.a ���A•\1 '�__ structural Dueling conporenh as determine]r/the Contractor.The,WTCA Intl TPI over*declaim any eapo^GdltY to damages I `'�:i-.�\:'•.�,►`�_ '*"..... .17. •�`� aSNg From we sae,aalamn«reliance pis me rammmemaae anti tYxmeba contained bran . '�'► Diagonal Braces every &Fr r--�I t�1-10 truss spaces(20'max,) y —.08 TRUSS PLATE INSTITUTE • j 10-55' Some chord and web mint l3ers 6300 Enterprise Larne..',adtson,WI 53119 218 N.lee St,Ste.312•Alexardl2,VA 22314 MX. shown for clarify, roe/274-4849•wwwsbCmdustry.com 703/683-1010•www.tpinet.orp etwAR1111a17 010714 HOJA RESUMEN DE LA GUIA DE BUENA PRACTICA PARA EL MANEJO I4STALACION RESTICCION Y ARRIOSTRE DE LOSTRUSSES VANOS MAS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTE COMPLE,!O.POR FAVOR,SIE'MPRE CONSULTE A UN INGENIERO PROFESSIONAL 1 , or .1 Instalacion de Trusses & Restriccion/Arriostre Temporal FOR TRUSSES UP TO 2'-0"ON-CENTER AND 80'-0"IN LENGTH PARA TRUSSES HASTA 2 PIES EN CENTRO Y HASTA 80 PIES DE LONGITUD A WARNING!Spans over 60'require more complex temporary installation re- straint/bracing. e 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 disello. 6, DANGER!Disregarding handling,installing,restraining and bracing safety recommendations is the major cause of truss erection/installation accidents. El no seguir las recomendaciones de manejo,instalacion,restriccion y arriostre es la causa —: --- .-- -- principal de los accidentes durante la ereccion/instalacion de trusses. NOTICE Lateral restraint is NOT adequate without diagonal bracing. Diagonal, 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 ,,.:..�� ��� ��!,1 �� rallees~rade left)of TCTLR based on truss span from the table in Step 2 on page 2. ,/ �/ `►:.���•� gena es rmtrrsdo Diagonal braang �:!: ., '" �- �,.,,, • Ground bracing not shown for clarity. shown h red. iwi;i'.�_�''�''__ A,,;os��n l =��„�� .i. ..e. — _ • Apply diagonal bracing or structural sheathing immediately.For spans rrwshad°en r°n. --...•••"..:-%. �►" ��s— over 60'applying structural sheathingimmediatelyis the preferred �1►`` ``4_`� �` method. \ 1..... ...:gair-111114...4. ,���`_.' '� �`_�1 El dibujo a la izquierda muestra el espaciamiento maximo en el centro =-..`.r0.. �"► ��=�`��,pr%'`÷ (yea*a la izquierda)del TCTLR basado en los tramos de trusses de la rp. ���b`-\►��'`�1110. ��� 4'as, � tabla en el Paso 2 en la pagina 2. p°,,`�v ac. m-` , • No se muestra el arriostre de tierra para claridad. -----i----!•s.,,,,,,--,--________.4,0u•ro�, ��080 • Aplique inmediatamente el Arriostre Diagonal o el Entablado +°ao �__ ��0q5'` Estructural(structural sheathing).Para tramos más de 60 pies el op Chord Temporo Lateral Restralni metodo preferido es entablarlos inmediatamente. CHECK THESE ITEMS BEFORE STARTING ERECTION/INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA ERECCION/INSTALACIUN Y CORRIJALOS CUANDO ES NECESARIO Building dimensions match the construction documents. 2 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 2 Tops of bearing supports are flat,level and at the correct and securely installed,plumb and properly braced. elevation. Los soportes que sostienen cargas(ej.,paredes,columnas,vigas de cabezera, La parte superior de los soportes de cojinete son planas, vigas,etcetera)son instalados seguramente y con precision,y son nivelados y niveladas y a la elevacion correcta. arriostrados apropiadamente. 0 lobsite 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 0 Ground bracing procedure for first truss is based on site de restriccion y amostre estan accesibles en la obra. and building configuration. [EI 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. ; ma If ground level is too far • 2 Multi-ply trusses,including girders,are correctly fastened together prior to from truss for exterior lifting into place. ground bracing,use Los trusses de varias capas,incluyendo travesanos,son fijados juntos cor- , interior ground bracing. rectamente antes de levantarlos en lugar. Jppi41 Si el nivel del terreno es Q Any truss damage is reported to truss manufacturer.Refer to BCSI-65."' 1111111demasiado lejos paraDo not install damaged trusses unless instructed to do so by the building usarArriostre de Tierra designer,truss designer or truss manufacturer. Exterior, exterior,use Arriostre Algiin dano a los trusses ha sido reportado al fabricante de trusses. yea el de Tierra interior ' resumen BCSI-B3."'No instale trusses danados a menos que se dijeren el disen"ador del edificio,el disenador del truss o el fabricante del truss. B2Temp 090902 RESUMEN BCSI- 1 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 First truss for gable Ave truss end frame)of braced of braced �f WOW,d busses Reach ground pop a Iruues Dc_bxlnq(n end jacks n a Nn set emanation) Ground �f, :fzi \ �I�k l Grand Mace brace— _� p. _, �,� vMiul Aexh vertical / �' ow. , mrmbes I��� „Fp- 1 ‘‘N � to wall BrxM true(y``tea - t � . ��appicaeatgoeou�in hip ii. iiir ``t Ground faolnd ',� r bau 11Aae Ideal ` ` Properly dace wall WM rearalet ` Grondfid, adequate thermals and floorAid Strad Second • Ward _,,al �,. �—anchorage,perpendicular PeHyl.,d Rffielm Hodaa dal be member attached to wills.etBadwc 4 Fund Haiti; ' Coot Nate:Second non systen Wla member End diagonal first shall haw adequate capaedy Io with mullet.slakes brace (fortes tom•• dbracee .� . 2■ Determine the locations for TCTLR and Ground Braces Determine las ubicaciones para TCTLR y los Arriostres de Tierra TCTLR, typ. Q Use truss span to determine spat L""' --` `` IL "" it ing for top chord temporary lateral Truss Span TCTLR Spacing ,�� � , restraint(TCTLR)from table at right. ' JJI Use el tramo del truss para determi- Up to 30' 10'on-center maximum riti or I,* nar el espaciamiento para restriction 30'-45' 8'on-center maximum lateral temporal de la cuerda supe- 45'-60' 6'on-center maximum /`�a 7,0'� NOnor(TCTLR)en la tabla a la derecha. 60'-80'• 4'on-center maximum /•Consult a registered design professional for trusses longer than 60'. � ,t **For trusses spaced greater than 2'o.c.,see also 8CSI.810. C" / • •=Pitch break Under 8' Over S(add aTCTLR) TCTLR ___1___1111_1 10"or greater t r . IEIMI Truss attachment rm.awe required at support(s21 Q Locate a ground brace vertical at each j J Locate additional TCTLR at each pitch TCTLR location. break. 2 Locate additional TCTLR over bearings if the Localice una vertical de arriostre de Localice TCTLR adicional en cada rotura heel height is 1011 or greater. tierra en cada lugar de TCTLR. de inclination. Localice TCTLR adicional sobre los soportes si la altura del talán(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 2 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) fijelo seguramente a las verticales de arriostre de tierra y a/a pared,o como se dirge el disefiador del edificio.Ejemplos del primer truss instalado incluyen: lmiT TCTLR TCTLR 400p:::76: "",-1���loIllcations,typ. locations,ryp. TCTLRLy :5�! locations, sin 41 1 virri X11 'llrif ` ' ' IIS,: 11111.400. lar�tEXTERIOR GROUND BRACINGNTERIOR GROUND BRACINGARRIOSTRE DE TIERRA EXTERIORRIOST ED TIERRA INTERIOR ,,_... , A CAUTION!First truss must be attached securely to all bearings and to all required ground braces prior to removing the hoisting supports. El primer truss tiene que ser sujetado seguramente a todos soportes y a todas arriostres de tierra requeridos,antes de guitar los soportes de levantamiento. 4■ Set Trusses 2,3,4&5 with TCTLR in Line with Ground Bracing Coloque los Trusses 2,3,4 y 5 con TCTLR en Linea con los Arriostres de Tierra • 2 Attach trusses securely at all bearings,shimming bearings as necessary.Examples of first five trusses set include: Sujete seguramente los trusses a todos los soportes,rellenar solidamente los soportes como sea necesario.Ejemplos de los primeros cinco trusses colocados induyen: See options below See options below See options below Itil'Ilti; ., - 46..., - '',.....-..,. Alpo --4,441,404,411,kitorio,,. is NOTICE The following three(3)Short Member Temporary Lateral Restraint options require that the diagonal bracing be installed continuously. Las siguientes b-es opciones para instalar la Restriccion Lateral Temporal de los Miembros Cortos requieren que el arriostre diagonal esti instalado continuamente. Option 1 Option 2 Option 3 Short member temporary lateral restraint installed on Short member temporary lateral restraint installed Proprietary metal restraint products* top of trusses between trusses Opcion 3 Opcion 1 Opclon 2 Productos de metal para restriccion patentados* Restriccion lateral temporal de los miembros cortos Restriccion lateral temporal de los miembros cortos *These products are specifically instalados encima de trusses instalados entre trusses designed to provide lateral 2r'+ lye minimum Use 2-16d deformed shank restraint and are not just for 4 end distance nails minimum at each 22�' spacing.See manufacturer's I I I st ul das restraint-to-truss connection. Pia specifications. distancia de Use como minimo 2-16d 221/2" extremo minima 221/2clavos largos(shank nails)en *Estos productos son disenados Do not use split cada conexion de restriccion- especificamente para proveer members. a-truss. restriccion lateral y no son 2 nails at every connection No use miembros solamente para espaciamiento. 2 clavos en raja. Vea las especificadones del cada conexion fabricante. I I 1 I I 111 I I I 1 I I I 1k0' 4 It 221/2"'-.411114r'IP �' Do not use split 22y:" members. ..44% 221/2" Nouse miembros I rajados. -.414111 hiIII i A CAUTION!Each truss must be attached securely at each bearing and all TCTLR installed before removing the hoisting supports. Cada truss tiene que ser sujetado seguramente en cada soporte y todas las TCTLR instaladas antes de guitar los soportes de levantar. LATERAL RESTRAINT/BRACING MATERIAL AND CONNECTIONS CONNEXIONES Y MATERIALES DE RESTRICCION/ARRIOSTRE LATERAL El Minimum size of bracing and lateral restraint material is 2x4 stress-graded lumber or approved proprietary metal restraint/bracing,unless oth- erwise specified by the building designer. El tamano del material de restriccion lateral y arriostre debe ser por lo menos 2x4 madera graduada por esfuerzo o restriccion/arriostre de metal patentado aprobado,a menos que especifique el disefiador 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-thank)nails. Todos los miembros de restriccion lateral y arriostre tienen que ser conectados a cada truss con un minima de 2 clavos(ver los tamenos 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- formados(Ej.Largos de anillos o tomillos). 12d(0.128x3.25") �I I ,�� - © Drive nails flush,or use double-headed nails for easiest removal. 16d(0.131x3.5") 6 O NEW Clave los clavos al raso,o use clavos de dos cabezas para quitarlos más facilmente. I 5 Install Top Chord Diagonal Bracing ■ Instale el Arriostre Diagonal de la Cuerda Superior • © Attach diagonal bracing to the first five trusses.Examples of diagonal bracing on first five trusses include: Coloque el arriostre diagonal a los primeros cinco trusses.Ejemplos de arriostre diagonal en los primeros cinco trusses induyen: See Short Member See Shat Member Temporary Lateral Temporary Lateral Restraint detail Restraint dealt -�, ..f.4.� 000vn5 Page 3. See Short Member ice,i options page 3. ' '�'' ���\ Temporary Lateral t, 1 4 it 14*" ,, mow NIL.. moons pate 3. -- Filth 1 Itraft741; ffrfr '�71� �` EXTERIOR GROUND BRACING INTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR ' ARRIOSTRE DE TIERRA INTERIOR �r. r iv *• , ,in4 0 Or start applying structural sheathing.Example of • structural sheathing installed on first five trusses. 4. 0 empiece en aplicar el entablado estructural. Ejemplo iht de entablado estructural instalado en los primeros ,*41 cinco trusses. 6\1 i � 6 Install Web Member Diagonal Bracing • Instale el Arriostre Diagonal de Miembros Secundarios El Temporary web member diagonal bracing acts with the top chord and bottom chord temporary lateral restraint and diagonal bracing to form trian- gulation perpendicular to the plane of the truss and prevents trusses from leaning or dominoing. El arriostre diagonal temporal de los miembros secundarios trabaja con la restriccion 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. 2 Install diagonal bracing at about 45°on web members(verticals whenever possible)located at or near rows of bottom chord lateral restraint.Web diagonal bracing must extend from the top chord to the bottom chord.Repeat at the interval shown in the Figure below. Instale el arriostre diagonal a aproximadamente 45 grados en los Diagonal miembros secundarios(verticales cuando sea posible)colocados en o ,bracing cerca de las filas de restriccion lateral de la cuerda inferior.Arriostre •��1��'r diagonal para los miembros secundarios tiene que extender de la Web members �y Ne ��:1 P p �'!` \'`r"ei'.afi~" cuerda superior a la cuerda inferior. Re iter a los intervalos mostrados '�r�.,�;;;;=`��, ,��en la Fi ura a la derecha. 00:,_4444 ..,, I. %114\„,, ,..0. 4.7.••••,.:•,, `e. e`s`e' ��'\ '.� NOTICE requirements \'` 11:'e\. � The pfor web member permanent individual tODss ,1\`� ,;,•4144:41.40- ..„,„„,„4„, `�� member restraint are specified on the truss design drawing . -. .`a `�:.� i.��► , Refer to BCSI-B3 for more information.'" ., .``. :��tt;BA■ Los requisites para la restriction permanents de miembros individuates �liu`N'. ;;.��.� Bottom chords de truss para miembros secundarios son especificados en el dibujo del 440 at y►� diseno de truss. yea el resumen BCSI-83 para más informacion."' "'�� 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. ..G__ V NOTICE Mono trusses,deep flat trusses and other types of trusses with deep ends also require tem- porary lateral restraint and diagonal bracing on the long web members at the deep end of the truss. 0 1We Los trusses de una sola pendiente,trusses pianos y profundos y otros tipos de trusses con extre- mos profundos tambien requieren restriccion lateral temporal y arriostre diagonal en los miembros secundarios largos al parte profundo del truss. BCSI - B3 SUMMARY SHEET PERMANENT RESTRAINT/ BRACING OF CHORDS AND WEB MEMBERS • SPANS OVER 60' MAY REQUIRE COMPLEX PERMANENT BRACING.PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER AWARNING!Disregarding Permanent Restraint/Bracing is a major cause of truss field perfor- El The TDD provides information on the assumed support for the bottom chord. mance problems and has been known to lead to(roof or floor systems coltapse. El TOD provee infamaodn sobre el soporte supuesto para itl cuerda inferior. (ADVERTENCIAI Descuidar el AmcUe/Restrrcvdn Permanente es una causes prindpaf de y iiento del truss en campo y habra concado a llevaral demambamiento de! Install bottom chord permanent Lateral Restraint at the spacing indicated on the TDD problemas de rendin del a Pisa by the Building Designer with a maximum of 10'on center. Asetema 08.1.1:6]RG Spans over 60'may require complex permanent brawl.Please always consult a Instate Restriction Lateral permanente de la cuerda inferior a/espaciamiento Registered Design Professional. indicado en el TDD y/o por el Disenador del Edifrcio con un maxima de 10 pies en el d0t(s0i Trarnos sabre 60 pies pueden requenrarriostrepermanente canptejo.Por favor, centro. seempre consufte a un Profesronal Regisrrado de DtseAo. RESTRAINT/BRACING MATERIALS&FASTENERS Diagonal=,� OCommon �rraaC� RESTRICCION/ARRIOSTRERRESbraang �DEaIs lude wood tural pagypsum board sheathing, Bottom Chords 41010. Bradrg �1``` ' stress-graded lumber,proprietary metal products,and metal purins and straps. `��1` �� `'- Mateiaks axnunes de arriostror/restringir irrctuyen parietes estrrxiuraks de mailers,entablado �`1;�.�„`� de yeso,madera graduada par esfuerza,productos de metal patentadc>s,y vgas de soporte y ..,.4......%,.......'►....L.....,' ,4•\7".-...•.`�1`,*._',•e. bras de metal. 17..;.�`��`���' . v im'4.4,1i1.7..; �,a"'`.. Lateral Restraint 2x1xi 7 MUMUUATTAppENTREQUIREMENTSFORLUMBERRESTRAINTIMM:No �` •',.. ,�. 510' �,. V"' 520',/ or mater lapped over Lumber Sm Minimum Ned/Site Callwm Number d 10' ` . two trusses Nails per Corhxclwn '�� 1 '' 24 seressyraded loo(0 125x3') 10' Same chord and web members not t2d(0.12ta025'i �' ,, -�.,, shown for clarity. 16d(0 1314 5') �1111Y Lateral Restraird and Oiagorrsi Bracing used to brace the Bottom Chord Plana. rale ss.gaded 100(0.128x3') PIRII 12d(0.128025') 3 3. PERMANENT BRACING FOR THE WEB MEMBER PLANE led(0.t343S') 3. ARRIOSTRE PERMANENTE PARA EL PLANO DEL MIEMBRO SECUNDARI0 Otto ate meet(comments naynespeetieaMireN.sOes9 eCiiigRaltret Web Member Permanent&acing collects and transfers buckling restraint forces and/or lateral Ox sic sadadh4mml kr Loon mato Lis such as rarod*stied pads,wpm aesdaaWlaq• loads from wind and seismic forces.The same bracing can often be used for both functions. pVida y ntni reanx,itrxng rrvrdx.and meta piYla aedeirepe aft plQ'Med WI*thilelp044pil. Amostre Permanente de los Mrembros Secundanas recogen y pasan fuenas de restricran de PERMANENT BRACING FOR THE VARIOUS PLANES OF A TRUSS forcer y/o cargas laterales de vieruo y fuerzas srsmcas.A men udo el memo amostre puede set usado para amts funcrones. ARRIOSTRE PERMANENTE PARA VARIOS PLANOS DE UN TRUSS TppCMrd Individual Web Member Permanent Restraint&Bracing ID Permanent Bracing is important because it, <, Plane Restriccidn y Amostre Permanents de Mien,bros Secundarlos Indlvlduaks a)prevents out-of-pane buckling of truss call ;;I 9 a 4h. a Check the TDD to determine which web members(if any)require restraint to resist buckling. members, . all' Revises el TDD Gat determrnar cuales miernbros secundanos(Sr oligurias)regureren resmcodn b)helps maintain proper buss spacing,and q ;', 4, ```` para resstrrel torcec c)resists all transfers lateral loads from -... 4 .. wind and seismic forces. •,";�.'e•. ..,-k`�� 0 Restrain and brace with, '' " e:eLi,,,,,,,. El arrostre Permanente es inportante ip'r . •",I�� A.Continuous Lateral Restraint&Diagonal Bracing,a a..:roex.on potpie, ! . � B.Individual Member Web Reinforcement. awet^ya"�."', a)err `�...soil• ► � Restnnja y amostre con, x r pile el forcer fuerode-piano de los .�`► A Restriction Lateral Continua Arriostre Diagonal,o t .z,r'+lr�ag' mrenbrce del truss, Y Son f b)ayreda en manrener espacramrento `a B.Refueno de Mierrbros Secundarros Individuals. apropiado de los trusses,y ' 11 c)resiste y pass las cargas laterales de Soil=Chad A.Continuous Lateral Restraint(CLR) fi 0 viento y fuerzas sismrcas ap!rcadas el Pt:me &Diagonal LaBrteral �- - dNtruss Structural A.Diagoccion Lateral Continua(CLR)yArrfostrc setema Stleathogc1 Diagonal 0 Trusses require Permanent Bracing within ALL of the following planes: [i Attach the CLR at the locations shown on the TDD. 1.Top Chad Plane Sujete el CLR en las ubcacrones mostradcs en el TDD. 2.Bottom Chord Plane 1 - ,. CI Install the Diagonal Bracing at approximately 45°to the CLR and position so that d crosses the 3.Web Member Plane \ j web in dose proximity to the CLR.Attach the Diagonal Brace as close to the Top and Bottom Trusses requieren Arriostre Permanente16-44, -,:' / Chords as possible and to each web it crosses.Repeat every 20'or Inns. dentro de TODOS Pas s+gu enter pianos: �. Instal el Amostre Diagonal a apraxvnadamente 45 grados al CLR y to cdeque para que truce 1.Rano de la Cuerda Superior _ _ ! ,.7 la cuerda may cerca del CLR.Sigete el Amostre Diagonal caro cercano a las cuerdas inferior y 2.Rano de la Cuerda Inferior I superior caro sen pesrble y a cads cuerda que to cni.a.Rena,*oda 20 pies o mens. 3.Plano del Miembro Secundario '`,.Z A.:.tits/ltBIll Without Permanent Bracing the truss,or a portion of its members,will buckle(i.e., EXAMPLES OF DIAGONAL BRACING WITH CONTINUOUS 'o • fad)at loads far less than design. LATERAL RESTRAINT 1 5c'J1',APSin el Arriostre Permanente,del truss,o un parte de Ins mienbros,torcerdn(e). — Gdntn.csr ��� fallaran de cargas mochas metros the las cargas que el truss es drsefado a Ilevar. 1 !feral Resoam _� 4 f}rrrlanert Catbruaus rig gra q ��' latent Rest a6d 1. PERMANENT BRACING FOR THE TOP CHORD PLANE 1� �►�.1j R'f► • Draomnat i� \ ��• e,e fit► 1. ARRIOSTRE PERMANENTE PARA EL PLANO DE LA CUERDA SUPERIOR ` Brady �s 1 , ••�� Q Use plywood,oriented strand board(058), r`t,T 'i1_• 4;�` �. `��: or wood or metal structural purlins that are lams • Mai I MOIL' L _ t►• , M�`' ' L Use contrrarhapado,panel de fibres orientadas 1111117N7‘131000.,&"- , 1` ` t`' ` "" `y (058),o vlgas de soporte de mailers o metal \ir�r= I ' ' !►� � '����� � s2P que son amostradrs apropudameate. / GI The Truss Design Drawing(TDD)provides 1 ' Allit' Group of 3 Tttlases Hots Some chord and web members information on the assumed support for the top f` ,► not shown for clarity. chord. Iff El Drbujo del Diselio de Truss(TDO)provee �' Structural infxrnatidn sialic e1 so onetna'x haorq a ore Top chord Plant a Ntemla ng patesupuestoParala soeaaedrytheaaemoDearipee �•/ 0.. .x_ S!tsathi cuerda superior „ , Diagonal y Brace a Fastener size and spacing requirements and grade for ,res .� � AL:\ I� the sheathing,pains and bracing are provided in the �"' tM ,"� � +��.� Dagorel Lateral building code and/or by the Budding Desgner. 4si t 4illA Braces '�j Restraint El amarl0 de c erre Y regi Atos oe espac amiento y F� IS� � �» r I r grodo pans N entablado,vgas de soporte y amostre N> eti��i ' aese� .:. son prowsios en ed cddgo del edifiero y/a par e1 Drserla- da del Edfido. pts Lateral Restraim Group of 2 Trusses aexeed 2. PERMANENT BRACING FOR THE BOTTOM • purl Q Lateral Restraint Si Diagonal Bracing can also be used A CHORD PLANE atm with small groups of trusses(i.e.,three or less).Attach , 2. ARRIOSTRE PERMANENTS PARA EL PLANO DE LA CUERDA INFERIOR the Lateral Restraint&Diagonal Brace to each web 0 Use rows d continuous Lateral Restraint with Diagonal Bracing,gypsum board sheathing or rigid member that they cross. ceding. Restriction Lateral y Amostre Diagonal ambrcn puede ser usado con grupas pequenos de Use blas de Restncddn Lateral Continua con Amostre Diagonal,entablado de yeso o trusses(ej.fres o mens)Sir)ete la Restriction Lateral y el Arriastre Diagonal a coda mienbro techo rigida secundario que los rowan. RESTRICCION I ARRIOSTRE PERMANENTE DE LAS CUERDAS Y LOS MIEMBROS SECUNDARIOS TRAMOS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTS COMPLEJO.POR FAVOR,SIEMPRE CONSULTS A UN PROFESIONAL DE DISENO REGISTRADO. BCSI-B3 SUMMARY SHEET PERMANENT RESTRAINT / BRACING OF CHORDS AND WEB SPAiNS OVER 60' MAY REQUIRE COMPLEX PERMANENT BRACING. PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER ALWAYS DIAGONALLY BRACE THE CONTINUOUS LATERAL RESTRAINT! iSIEMPRE ARRIOSTRE.LA RES relcc,ON 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 Secundarks Individuates El The Gable End Frame should always match the profile of the adjacent trusses to permit instal- . T-,L-,Scab,I-,U-Reinforcement,proprietary metal reinforcement and stacked web products provide an Iabon of proper Bottom Chord Plane restraint&bracing unless special bracing is designed to alternative for resisting web buckling. support the end wall T-,L-,caura,1-,U-Refuerzo,refuerzo de metal patentando y pmductas de miembras secundarios El Armazbr lsastia/sieempre debe enca)ar el peril de los trusses cartguous para permrtir is lnsta- amontanados pmveen una altemativa pat resstir el toner de los miemtros secundanbs. Lao(%)de restriction y arrnatre aprcpiada tk is Cuerda inferior a menus que ankstre espre'ial es �. IJ disenado para sgportar la pared de extrenlo. iii , I .-. • -- Hti a � i , ��'.�,�� : : ' 4411 0 ill z. ter.evarc«n.ra C� ? btelr HIflII I ' ii, Exaoprd raked*kaki rag ti Lacs ueetp,by LifahkranrM 9�t ,� telco!scissors Gable End Trane) • -- / [! ❑ The followingtable may be used unless more specific infomiatan is provided. La siguiente tabla puede ser usada a menos que informaden ids especEca este provrsta. ©c.4j i'tt*iil Using a flat Bottom Chord Gable End Frame with adjacent Trusses that have sloped Bottom Chords is prohibited by some building codes as adequate bracing of this condition is YAM REINFORCEMENT FOR SINGLE PLY TRUSSES, difficult and sometimes impossible.Special end wall bracing design considerations are required by the Building Designer if the Gable End Frame profile does not match the adjacent Trusses Specified UM Type S She N Web Nalene Nelms r.aa i„ 3 El use de un Amazon Hestia;de la Cuerda inferior con Trusses conbguos cuales r Rdabtsnae®1 OrideM gyp,a w, C ion ri Web treses Cuerdas Infenores perdientes es prohib do par algunos cdirgas de edficios poryue ar- ea VIM dineet Febrireamat Retelarcene a b web rrostre adecuado de este condiadn es(Meg y a veces Onposibk.Consideraciares espeaates de Web 5 1 gibs I diseryo para el arriostre de la pared de extrema son requerides por el Diseriador del Ed lcio si el 2x4 2xl 7x4 2.4 WA or nab or peril!del Amazon Haste!no hace juego con los Trusses contiguos. 1 Rvr ea 74. 2,,e t4 &ow specie, wand to SMB led Oun 2® 2oI os Zia and Vida or ff50,w60 10 Ws(0.131461 PERMANENT BRACING FOR SPECIALCONDITIONS 2e4 — — --- 24,4 brew van 01 web mkmeer, *01103,,e) ARRIOSTRE PERMANENTS PARA CONDICIONES ESPECIALES 2 Ron bre — - _. 2-2a8 .rob me-bel *eenervh pili-ceras+ Sway Bracing—Arriostre de'Sway" be -- — — 2.2@ El❑ "Sway"bracing is installed at the discretion of 'Mnarr.ni elaaSe r•1 a 14 Rem) the Building - *- 11�••,- eerScabRekkeetwerareZenellt0aBra nara(0.12e rre(ts7 ro/m-caleb amsb nAaoeaaeb ed- and minimize Designerelateral movement trussnandter *! seismic leads, movement due to wind i10.-A1,4!..‘eel!`• MAW MIRAlNfAVDIAMLi3„- llfBR@gORfIMBRREQUIRED i Arrostre de'Sway' rnstaladF7 porta dLsaeadn del 'fi,+r• _ ,- BWQWPEQUD D I 1 aa•a,c•etarea..•.R,ron:reu.v.�. +I Diseriador del Ed fico pars ayudar en estabdizarel srsterna r ,f '+ +�*.. =•.o. ta'.""'""' 11 i 1t detru_ssesy/.arominimeorelmovimrento lateral debrdoa ; l i ca jos de viento y wrgas,,micas T +I,a tax Je j ❑✓ Sway braanq installed continuously across the building also KYY [Y"1 W aqj 1 1t,ewm: (r t , 1 1 serves to distnbute gravity loads between trusses cf varying w..e.�•.... ,.k •..t. re:rut {- y 1 r stiffness. R IN Ra18t1L FIRMA�11E WARIOS1RE I r ..A;eOq�..'Are. ;,q... „, ' Arriostre do'Sway"que es instalada continued mente al haves del edifieio tamlxen es usado 'olfODrNRLESBEQtR3tv0 RERERIODEItINfROSE0!<DM1OREQIERIDO I pare dctnbuirlas cargasdegrariedadentre trusses dengxiezvarrando. Permanent Restraint/Bracing for the Top Chord In a Piggyback Assembly 121 Some Truss Manufacturers mark the locations of the web Lateral Restraint or reinforcement on Restriction/Arriostre Permanente para la Cuerda Superior en un Ensamblaje de m the truss using tags similar to those above. Piggyback .Algunos Fabricantes de Trusses marcan en el truss las ubicacknes do refirerzo o Restriction El provide restraint and bracing by: Repoli!nagnnal Lateral de mimbros secundarios con etiquetas semlares a las amba. •using rows of 4x2 stress-graded lumber Bracing at 10' Web Member Plane Permanent Building Stability Bracing to Transfer Wind&Seismic Forces CLR and Diagonal Bracing,or tocols or Ian. •connecting the CLR into the roof as specified. 1�- CLR at Arrb deEstabilidad PadelStiflcit del Plano de Miembros Se& arios para I( li ,or diaphragm Desplazar Fuerzas de Viento y Fuerzas Snmkas ,.11E.' spacing •adding Structural Sheathing or Bracing � ,o� s ified ❑ The web member restraint or reinforcement specified on a TDD is required to resist buckling Frames,or on tie under vertical loads.Additional restraint and braong is typically required to transfer lateral loads •scene other equivalent means. x Truss Design due to wind and/or seismic forces.This restraint and bracing is typically provided by the Building Frovee restnccrdn y amostre pct. ng Designer. •usundo tilos do 9x2 CLR modern grad # :i1-:411111*- Draw! La restriccidn o refuerzo de mimbros secundarios especihcada en un TDD es requerido a resistir iota por esftierza y Amoshe Diagonal,o Q el forcer bajo cargos verticaks Restnccpn y arriostre adicional es requendo tipicamente pars •conectando el CCR al diafragma del a �l� ^ y pasarrargas laterales debtas a fuerzas de vlento vie fuerzas,ilii tali.Eats restriction y arriostre eta o y . es tipicamente provisto mel e/DaeAaddr del Ed'Bcia •anadiendo Entab/ado Eshudural o Arm —".� canes tic Arrrestre,o •aigunos otros rnetadds equivalentes. s`41400" � tk0orol Brace to roof Wphaom Wane Q Refer to the TDD for the maximum assumed spacing for attaching the Lateral Restraint to the top I Ga'e End "� chord of the supporting truss. ,_ - \/'��> Frame Ref+ere a/TDD para el espacwmiento mexmo supuesto para sujetar la Restriction Lateral a is , �� Root cuerda superior del truss scportante. Cap p �� '` Blocking 0 The TDD provides the assumed thickness .41h, Trusses of the restraint and minimum connection rya \� mar.cop Chad-- i Nbn requirements between the cap and the Tr,i tklw�+ - CUR trued o ae�+9 ad Sires ^�-_ l-Rent n'cem!nl • El TOO �O�restraint. Jiuwii�reM4 reQ �Y . supuesto de la aba.ra. a Bracing Frame Sr restriction y los requisites de cones-ran Structural Sheath- ing CI mlarest entre/a cape y el truss soportdrXe / �� ng a installed Some Truss Designers provide general Larval Mid o la restrrcoon. R udermiherety design tables and details to assist the Build- Bracing Frame trig Designer in determining the Bracing Gale indwell meanie!Diaporral 6xh9. IF.,or Structural required to transfer lateral loads due to Lossie u tine:ern•Atto n Chord permanent Sheathing wind and/or seismic forces from the Gable CO n as sparred oy me Buibmg!gamy eel s""eewss Supporting End Frame into the roof and/or ce,lino �berM11we .°T• Ir diaphragm. 4,e '+�w.lb►g. Trusses Agurros Duenadares de Trusses proveen 4t. >:__s s �`'..tt tablas ydeter/es dediseAo generates ,go��sra•lailr`e's meta•.' g plea asistir el Disehador del Edihcio en determiner e!Ar- ;aieae�v„r*fi riostre requerido para pasar cargos laterales debidas a fuerzas de viento y/o fuerzas sarnicas did Amrazar Hastial al diafragma del techo. To view a non-printing PDF d this document,visit www.sbondustry.com/b3. Para ver un PDF de este dorumento que no se puede 6nprenrr,vsrta www sbandustrycam/b3. gilt ...i tJr -ii.. TRUSS PLATE INSTITUTE 6300 Enterprise lana•Medeon,WI 53719 218 N.Lee SL,Ste.312•Akeancna,VA 22314 608/274-4849.www.sbondureyconr 703,663-1010•www.tp eterg RESTRICCION /ARRIOSTRE PERMANENTE DE LAS CUERDAS Y LOS MIEMBROS SECUNDARIOS TRAMOS MAS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTE COMPLEJO.POR FAVOR,SIEMPRE CONSULTE A UN PROFESIONAL DE DISENO REGISTRADO Cargas de Canstruccion Construction loads are those loads imposed on the unfinished building as a result of the construction process. Typical construction loads include the weight of the workers, equipment, and building materials, to name a few. For example, a bundle of plywood sheathing or gypsum board stacked on trusses temporarily creates construction loads. EE,a Cargas de construccion son las cargas que estan impuestas a los edificios incompletos como resultado del proceso de construccion. Cargas de construccion tipicas incluyen el peso de los trabajadores, el equipo y los materiales de construccion, etcetera. Por ejemplo, un paquete de entablado contrachapado o tabla de yeso apilados temporalmente sobre los trusses crean cargas de construccion. Make sure that the truss assembly is properly restrained and braced according to the guidelines in BCSI-B1—and BCSI-B2— before placing any construction loads on them. Construction loads shall only be placed on fully restrained and braced structures. AsegOrese que el montaje del truss esta adecuadamente restringido y arriostrado segOn las pautas en BCSI-B1"' y BCSI-132"' 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 to menos una parte de este desviacion se quedaren aOn despues de que la carga se haya quitada. En casos mos severos, miembros quebrados del truss y/o junturas falladas pueden resultar. CONSTRUCTION LOADING p0_'S AND DON'TS 19 DON'T exceed stack heights listed in the table. QUE BALER Y/VO RACER CON LAS CARGAS NO exceda la altura de monton indicada en la tabla DE CONSTRUCCION que sigue. Maximum Stack Height for Material on Trusses J DON'T stack materials on unbraced Maximua Altura de Monton para Material encima de los Trusses trusses. Material-Material Height-Altura NO amontone materiales sobre Gypsum Board- Tabla de Yeso 12"- 12 pulgadas trusses que no esten arriostrados. Plywood or OSB-Madera Contrachapada u OSB 16"- 16 pulgadas Asphalt Shingles- Teja de Asfalto 2 bundles- 2 paquetes Concrete Block- Bloque de Hormingon 8"-8 pulgadas Clay Tile- Teja de Arcilla 3-4 tiles-3-4 azulejos Note:Limit stacking periods to approximately one week,unless alternative information is provided by the Building Designer,Truss Designer or Truss Manufacturer. DON'T overload the trusses. Diagonal Lateral Properly restrain and brace trusses before NO sobrecar ue los trusses. 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L E O — , O x0 .0 •o,— .� -c b F--�1 rn 8 • .'_) D0 CU ° 00 •c E oE ° Ec o ° ° o T. c -0 1A E 0 E o i E 'o m •c 0 E �w >,N F o o a) NES o -- � — , a o •x ° T 1 cUcnt ±± z°a. 0 i II Ii o0o < a< c i a) pI W o 0 * w C • * * U crux ELLrx — N FSI .. • 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) /�� 00 . .��� 1x4#3 HEM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. athiabi _ ATTACH WITH(2)8d NAILS. ,,,, BRACING MATERIAL TO BE SUPPLIED WEB AND ATTACHED AT BOTH ENDS \,� TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. ,-T-BRACE L-BRACE 111111%khi.11110. THESE DETAILS APPLY TO 1.5"WIDE WOOD 110 TRUSSES. • USE A 2x4 T-BRACE IF THE TRUSS DESIGN , _ WEB 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). bli 4 NN:AN4 • USE A CONTINUOUS PIECE FOR THE T-BRACE, OF THE SAME GRADE AS THE WEB AND COVERING AT LEAST 90%OF THE WEB ttooIIllly81,,, F----- LENGTH. ,•` + id..,73. 4 • CENTER THE T-BRACE ON THE WEB AND 411`* I•.''•• •'••':;74//0.� FASTEN WITH 10d COMMON NAILS SPACED 4" y U•' y..� ON CENTER. ti .r4 N O G ,,r("'' -m 1 16 .,'k H g. i/d11,111C,►`' ,� SCAB WEB BRACI11 WA NG 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. 1I