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102 AQUATIC DR - REVISION FLOOR TRUSS BLDG 4 & 5 , ,,,rlt`1.,./�; TY OF ATLANTIC BEACH f)' `;' - )�� REC EIVL 800 Seminole Road y: A• \sJAtlantic Beach,Florida 32233 -µ `Ise-i::) ,______/,' :? Telephone(904)247-5800 LIAR 1 a .`,�, ', t ' • ; FAX(904)247-5845 � REVISIONM#060619tetirET OR CORRE '; a<1 1 ' atiVVRLOMMENT Date: ,; /37/ 7 Received by: -30 Resubmitted: Permit Number: Original Plans Examiner: Project Name: /4VGiAT/C T AJAl 110;1 L 5 Project Address: /O Z/.17 ull 77 c 174 . /3u/Lu'N c Y. 1 s"-- Contractor: T/t i B/t ioc-c- ET/PEAT/a c_„ Contact Name: Z-4 f c f 7u cr Contact Phone : 76 ( a( 7 7 (734-1 Contact e-mail: 77 M Mc, 77.5 iS • C0,41 Revision/Plan Check/Permit Fee(s) Due: $ TO., 0(j Description of Proposed Revision to Existing Permit: f1 u/.Dtn.(s ' S— eE_/i r i' C=60012 77t0 ST .S + -V—e.,evr Additional Increase in Building Value: $ Additional S.F. Site Plan Revised: Public W/U Approval: By signing below.I(print name) affirm that the above revision is inclusive of the proposed changes. Signature of Contractor/Agent(Contractor must sign if increase in valuation) Date Office Use Only Date: 4 (C) 6 1 %1 ✓/Approved: : Rejected: Notified by: Plan Review Comments: De artment review required Yes No ui in Planning &Zoning Tree Administrator Plans Examiner Public Works -4 1( 0 6 j %1 Public Utilities Public Safety Date Created 4/13/16 Rev.3 Fire Services awl I 03VISO" . us of RAY IIMPtritt, .. 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 RE 1iSI0N WARNING 14v1 pATE�- StGNED 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,„iyo DESIGN MANUAL eq. y PROJECT NAME: Bldg 4 or 5- Aquatic Townhomes - Roof JOB NUMBER: 16-0517 CONTRACTOR: TRIBRIDGE RESIDENTIAL CONSTRUCTION DATE: 8-19-16 sks rev 10-17-16 az REVISIONS: COMMENTS: 4 Mlle Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek� RE: 160517 - ROOF DESIGN INFO MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: TRIBRIDGE RESIDENTIAL CONSTRUCTION Project Name: Aquatic 10wnhomes Model: Bldg 4 or 5-Aq Lot/Block: - Subdivision: - Address: - City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014 Design Program: OnLine Plus 30.0.054 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 28 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T9313761 B1 8/19/16 23 T9313783 R35 8/19/16 2 T9313762 B6 8/19/16 24 T9313784 T2 8/19/16 3 T9313763 B7 8/19/16 25 T9313785 T3 8/19/16 4 T9313764 B8 8/19/16 26 T9313786 V1 8/19/16 5 T9313765 R17 8/19/16 27 T9313787 V2 8/19/16 6 T9313766 R18 8/19/16 28 T9313788 V3 8/19/16 7 19313767 R19 8/19/16 8 T9313768 R20 8/19/16 9 T9313769 R21 8/19/16 10 T9313770 R22 8/19/16 11 T9313771 R23 8/19/16 12 T9313772 R24 8/19/16 13 T9313773 R25 8/19/16 14 T9313774 R26 8/19/16 15 T9313775 R27 8/19/16 16 T9313776 R28 8/19/16 17 T9313777 R29 8/19/16 18 T9313778 R30 8/19/16 19 T9313779 R31 8/19/16 20 T9313780 R32 8/19/16 21 T9313781 R33 8/19/16 22 T9313782 R34 8/19/16 titiilullit The truss drawing(s)referenced above have been prepared by MiTek X410 Q.E1- S. .- It,/ USA, Inc. under my direct supervision based on the parameters i�'�` ,.►..t E•N SF•.�''/0�'1,, provided by Ridgway Roof Trusses. `, z S~ 53.68!( Truss Design Engineer's Name: Magid, Michael ; My license renewal date for the state of Florida is February 28,2017. *1 Air- IMPORTANT NOTE:The seal on these truss component designs is a certification > .� STATE 13' �� Airti that the engineer named is licensed in the jurisdiction(s)identified and that the la desi ns comply with ANSI/TPI 1. These designs are based upon parameters ��'.+f 40 •+,l 0 R \O�•• 4° N « shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �ii4t'� '•• • �� 0 given to MiTek. Any project specific information included is for MiTek's customers l� file reference purpose only,and was not taken into account in the preparation of r,r i i 1 t t i these designs. MiTek has not independently verified the applicability of the design Michael S.Magid PE No.53681 parameters or the designs for any particular building. Before use,the building designer MiTek USA,Inc.R.Cart 6634 should verify applicability of design parameters and properly incorporate these designs 6904 Parke East Blvd.Tampa fl 33610 into the overall building design per ANSI/TPI 1,Chapter 2. nate. August 19,2016 Magid. Michael 1 of 1 A 41 mom W Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. M MiTekb RE: 160517- MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa FL 33610-4115 Customer Info: TRIBRIDGE RESIDENTIAL CONSTRUCTION Project Name: Aquatic 9&Al nhomesmodel: Bldg 4 or 5-Aq Lot/Block: - Subdivision: - Address: - City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria & Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014 Design Program: OnLine Plus 30.0.060 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 3 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T9676472 R28 10/15/16 2 T9676473 R33 10/15/16 3 T9676474 R35 10/15/16 The truss drawing(s)referenced above have been prepared by MiTek `��+O"Ps A. A sis#or,� USA, Inc. under my direct supervision based on the parameters .�4.. 9 S ,z, orc E N SF;':;, ,e. provided by Ridgway Roof Trusses. • No 39380 Truss Design Engineer's Name: Albani, Thomas -ac,----- My license renewal date for the state of Florida is February 28,2017. _ OOP. IMPORTANT NOTE:The seal on these truss component designs is a certification STA . OF ii that the engineer named is licensed in the jurisdiction(s)identified and that the 1.#0%•,t., . designs comply with ANSI/TPI 1. These designs are based upon parameters �+', $' ..4.0 Rt\Q '�� 4iii shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �i� � "...,‘:C: . ��k given to MiTek. Any project specific information included is for MiTek's customers 1,I�t/O N Al_ 0 file reference purpose only,and was not taken into account in the preparation of ii11111110 these designs. MiTek has not independently verified the applicability of the design fiomas A.AlbanIPE No,39390 parameters or the designs for any particular building. Before use,the building designer kV*USA,Ma,R.Cart 0834 • should verify applicability of design parameters and properly incorporate these designs 6904 Padre East Btvvd.Tampa Fl.33610 into the overall building design per ANSI/TPI 1,Chapter 2. Date: October 15,2016 Albani,Thomas 1 of 1 Table of Contents 1.General Notes 2.WTCA 1- 1995 ( Standard Responsibilities in the Design Process involving Metal Plate Connected Wood Trusses) 3.Engineering (insert) 4.Layout of Truss Placement Plan (insert) s. Jobsite Package w/ BCSI B- 1, B-2, B-3 and B-4( Handling, Installing and Bracing Information) http://www.sbcindustry.com/does/06_bcsi_booklet_final.pdf 6.Standard Chord and Web Repairs 7.Examples of Permanent Web Bracing ROBBINS ENG . GENERAL NOTES & SYMBOLS PLATE LOCATION PLATE SIZE LATERAL BRACING 108 Center plates on joints 6.3 x 8.8 The first dimension is the 1x4 continuous lateral bracing IWO= unless otherwise noted in width measured perpcn- attached with(2)8d nails each . plate list or on drawing. dicular to slots. The second member where indicated or 2x4 Dimensions arc given in dimension is the length "T"or"I."brace stiffener if inches(i.e.1 1/2"or 1.5")or measured parallel to slots. applicable nailed flat to edge of IN-16ths(i.e.108). web with I2d nails spaced 8"o.c. "T"or"L"brace must be extended at least 90%of web length. PLATE ORIENTATION DIMENSIONS BEARING When shown,indicates 6-08-08 All dimensions are shown in When truss is designed to - direction of slots in I I FT-IN-SX(i.e.6'8 1/2"or bear on multiple supports, connector plate. 6-08-08). Dimensions less *�, interior bearing locations 70 8 than one foot are shown in should be marked on the IN-SX only(i.e.708). truss. Interior support or temporary shoring must be in place before erecting this truss. If necessary,shim bearings to assure solid contact with truss. ROBBINS LOCK connector plates (20 ga.galv. steel Trussed Rafters. Robbins Eng.Co. bears no ASTM A653 SS Grade 40) shall be applied on both responsibility for the erection of trusses,field bracing faces of truss at each joint. Center the plates, unless or permanent truss bracing. Refer to HIB-91 as shown otherwise by circles (o) or dimensions. No published by the Truss Plate Institute,583 D'Onofrio loose knots or wanes in plate contact area. Splice Drive,Suite 200,Madison,Wisconsin 53719. Persons only where shown. Overall spans assume 4" bearings erecting trusses are cautioned to seek professional at each end, unless indicated otherwise. Cutting and advice concerning proper erection bracing to prevent fabrication shall be performed on equipment which toppling and"dominoing". Care should be taken to produces snug-fitting joints and plates. Unless prevent damage during fabrication,storage,shipping otherwise noted, moisture content of lumber shall and erection. Top and bottom chords shall be not exceed 19%at time of fabrication and these adequately braced in the absence of sheathing or rigid designs are not applicable for use with fire retardant ceiling,respectively It is the responsibility of others lumber. This design was prepared in accordance with to ascertain that the design loads utilized on this "National Design Specifications for Stress-Grade drawing meet or exceed the actual dead loads Lumber and Its Fastenings" (AFPA), "Design imposed by the structure and the live loads imposed Specifications for Light Metal Plate Connected Wood by the local building code or historical climatic records. Trusses" (TPI),and HUD Design Criteria for FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF BUILDING DESIGNER TO REVIEW THIS DRWG.&VERIFY THAT DATA INCLUDING DIM. & LOADS CONFORM TO ARCH. PLAN/SPECS& FAB.TRUSS LAYOUTS. • a._ o CORPORATE HEADQUARTERS Lc, = � P.O. Box 280055 .�441.4""g, ( Tampa, FL 33682-0055 800-282-1299 • Fax:813-971-6117 1 Wood Truss Council of America 5937 Meadowood Dr., Ste. 14 • Madison,WI 53711-4125 • 608/274-3329 (fax) Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses WTCA 1 -1995 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 1.2.1 "Architect"shall mean the individual registered produces the structural drawings included in the architect responsible for the architectural design Construction Design Documents. of the structure and who produces the 1.2.6 "Owner" shall mean the individual or architectural drawings included in the organization for whom the structure is designed. Construction Design Documents. 1.2.7 "Truss" is an individual metal plate connected 1.2.2 "Building Designer" is the individual or wood structural component manufactured by the organization having responsibility for the overall Truss Manufacturer. building or structure design in accordance with the state's statutes and regulations governing the 1.2.8 "Truss Designer" is the design professional, professional registration and certification of individual or organization,having responsibility architects or engineers. This responsibility for the design of metal plate connected wood trusses.This responsibility shall be in accordance includes but is not limited to foundation design, with the state's statutes and regulations governing structural member sizing,load transfer,bearing conditions,and the structure's compliance with the professional registration and certification of architects or engineers. Also referred to as truss the applicable building codes. Also referred to engineer, design engineer, registered engineer, as registered architect or engineer, building and engineer,but hereinafter will be referred to designer, and registered building designer, but hereinafter will be referred to as Building as Truss Designer. Designer. 1.2.9 "Truss Design Drawing"shall mean the graphic depiction of an individual Truss prepared by the 1.2.3 "Construction Design Documents" are the architectural drawings, structural drawings, Truss Designer. mechanical drawings, electrical drawings, and 1.2.10 "Truss Manufacturer"shall mean an individual any other drawings,specifications,andaddenda or organization regularly engaged in the which set forth the overall design of the structure manufacturing of Trusses. and issued by the Building Designer. 1.2.11 "Truss Placement Plan" is the drawing 1.2.4 "Contractor" shall mean the individual or identifying the location assumed for each Truss organization responsible for the field storage, based on the Truss Manufacturer's interpretation handling, and installation of trusses including, of the Construction Design Documents. but not limited to,temporary bracing,permanent w 3 2.0 OWNER RESPONSIBILITIES 2.1 Directly or through its representatives,which may include Truss Design Drawing and Truss Placement Plan; and the Contractor and/or Building Designer;(a)review and (d)coordinate the return of each approved Truss Design approve each Truss Design Drawing; (b) review and Drawing and Truss Placement Plan to the Truss approve theTruss Placement Plan;(c)resolve and approve Manufacturer prior to truss manufacturing. all design issues arising out of the preparation of each 3.0 BUILDING DESIGNER RESPONSIBILITIES 3.1 Design a structure suitable to ensure that the intended 3.2.8 Proper transfer of design loads affecting the function of eachTruss is not affected by adverse influences Truss;and including, but not limited to, moisture, temperature, 3.2.9 Adequate connections between Truss and non- corrosive chemicals and gases; Truss components, except as noted in Section 3.2 Prepare the Construction Design Documents,showing all 6.2.9. trussed areas, which must provide as a minimum the 3.3 Review and approve the Truss Placement Plan and each following: Truss Design Drawing for conformance with the 3.2.1 All truss orientations and locations; requirements and intent of the Construction Design Documents,the effect of eachTruss Design Drawing and 3.2.2 Information to fully determine all truss profiles; Truss Placement Plan on other parts of the structure,and 3.2.3 Adequate support of the Truss and all truss the effect of the structure on each Truss. bearing conditions; 3.4 Specify permanent lateral bracing where indicated by the 3.2.4 Permanent bracing design for the structure Truss Designer on the Truss Design Drawings,to prevent including the Trusses,except as provided in 3.4 buckling of the individual truss members due to design and 6.2.12. loads. The Building Designer shall specify how the permanent lateral bracing is to be anchored or restrained 3.2.5 The location,direction and magnitude of all dead to prevent lateral movement if all truss members, so and live loads applicable to eachTruss including, braced,buckle together. This shall be accomplished by: but not limited to, loads attributable to: roof, (a)anchorage to solid end walls;(b)permanent diagonal floor,partition,mechanical,fire sprinkler,attic, bracing in the plane of the web members; or (c) other storage,wind,snow drift and seismic; means when demonstrated by the Building Designer to 3.2.6 All Truss anchorage designs required to resist provide equivalent bracing. uplift,gravity,and lateral loads; . 3.2.7 Allowable vertical and horizontal deflection criteria; 4.0 CONTRACTOR RESPONSIBILITIES 4.1 Provide to the Truss Manufacturer the Construction 4.4 Provide the approved Truss Design Drawings, approved Design Documents and all revisions and supplements Truss Placement Plans,and any supplemental information thereto. provided by the Truss Manufacturer to the individual or organization responsible for the installation of theTrusses. 4.2 Review and approve the Truss Placement Plan and each Truss Design Drawing for conformance with the 4.5 Comply with the field storage, handling, installation, requirements and intent of the Construction Design permanent bracing, anchorage, connections and field Documents, and the effect of the Truss Placement Plan assembly requirements of the Construction Design and each Truss Design Drawing on other trades involved Documents. in the construction of the structure and the effect of the 4.6 Determine and install the temporary bracing for the other trades on the Trusses. structure,including the Trusses. 4.3 Coordinate the review,approval and return of each Truss Design Drawing and the Truss Placement Plan by the Owner and Building Designer. 4 • 5.0 TRUSS MANUFACTURER RESPONSIBILITIES 5.1 Communicate the design criteria from the Construction 5.3 Submit to the Contractor the Truss Placement Plan, as Design Documents to the Truss Designer. may be required, and each Truss Design Drawing for 5.2 Where required by the Construction Design Documents, review and approval. prepare theTruss Placement Plan,providing as a minimum 5.4 Manufacture the Trusses in accordance with the final the location assumed for each Truss based on the Truss approvedTruss Design Drawings using the quality criteria Manufacturer's interpretation of the Construction Design for Metal Plate Connected Wood Trusses established by Documents. the ANSI/TPI 1-1995 "National Design Standard for Metal Plate Connected Wood Truss Construction." 6.0 TRUSS DESIGNER RESPONSIBILITIES 6.1 Prepare the Truss Design Drawings in conformance with 6.2.6 Each reaction force and direction; the requirements set forth in the latest approved edition ofANSI/TPI 1-1995"National Design Standard for Metal 6.2.7 Metal connector plate type, size, thickness or Plate Connected Wood Truss Construction:' gage,and the dimensioned location of each metal connector plate except where symmetrically 6.2 For each Truss Design Drawing,set forth as a minimum located relative to the joint interface; the following: 6.2.8 Lumber size, species, and grade for each 6.2.1 Slope or depth,span and spacing; member; 6.2.2 Location of all joints; 6.2.9 Connection Requirements for: 6.2.3 Required bearing widths; (a) Truss to Truss girder; 6.2.4 Design loads as applicable: (b) Truss ply to ply; and 6.2.4.1 Top chord live load (including snow (c) Field splices; loads); 6.2.10 Calculated deflection ratio and/or maximum 6.2.4.2 Top chord dead load; deflection for live and total load; 6.2.4.3 Bottom chord live load; 6.2.11 Maximum axial compression forces in theTruss 6.2.4.4 Bottom chord dead load; members to enable the Building Designer to design the size, connections and anchorage of 6.2.4.5 Concentrated loads and their points of the permanent continuous lateral bracing. Forces application;and may be shown on the Truss Design Drawing or 6.2.4.6 Controlling wind and earthquake on supplemental documents;and loads; 6.2.12 Required permanent Truss member bracing 6.2.5 Adjustments to lumber and metal connector plate location. design values for conditions of use; 7.0 OTHER RESPONSIBILITIES 7.1 Any party who cuts or damages a truss shall be responsible for securing the engineering required for the repair and for subsequent costs. Wood Truss Council of America's Objective WTCA is committed to promoting the common interests of all engaged in the manufacture of wood trusses and related components to ensure growth, continuity, and increased professionalism in our industry. Fundamental to this is promoting the safe,economic,and structurally sound use of trusses in all applications. 5 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160517 B7 14 FLAT 11004 10608 0 0 T9313763 Bldg 4 or 5- Aquatic - Roofs 1 HO 1-6-8 HO 1-6-8 TC1 1-10-4 1 3x4= 2x411 A o b 1-6-8 D C 2x410 #3x4= !Ill !Ill W:308 W:308 R: 374 R: 374 U: 337 U: 337 BC 1-10-4 <3 1-10-4 G ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.763'=1' MiTek'F Online Plus" APPROX. TRUSS WEIGHT: 13.6 LBS Online Plus -- Version 30.0.054 A -C 0.21 569 T installed upside-down. RUN DATE: 19-AUG-16 C -B 0.01 38 T NOTE: USER MODIFIED PLATES This design may have plates Southern Pine lumber design TL Defl 0.00" in L/999 selected through a plate values are those effective LL Defl 0.00" in L/999 monitor. 06-01-13 by SPIB//ALSC UON Shear // Grain in A -B 0.03 Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- Truss is designed as TC 0.04 2x 4 SP-82 Plates for each ply each face. Components and Claddings* BC 0.09 2x 4 SP-82 Plate - MT20 20 Ga, Gross Area for Exterior zone location. WB 0.21 2x 4 SP-83 Plate - MT2H 20 Ga, Gross Area Wind Speed: 130 mph Plate - MS18 20 Ga, Gross Area Risk Category II Brace truss as follows: Jt Type Plt Size X Y JSI Mean Roof Height: 33-0 O.C. From To A MT20 3.Ox 4.0 Ctr Ctr 0.67 Exposure Category: B TC Cont. 0- 0- 0 1-10- 4 B MT20 2.Ox 4.0 Ctr Ctr 0.18 Building Type: Enclosed or 22.2" 0- 0- 0 1-10- 4 D MT20 2.Ox 4.0 Ctr Ctr 0.36 TC Dead Load: 6.0 psf BC Cont. 0- 0- 0 1-10- 4 C# MT20 3.Ox 4.0 Ctr Ctr 0.67 BC Dead Load: 6.0 psf or 22.2" 0- 0- 0 1-10- 4 Max comp. force 569 Lbs # = Plate Monitor used Max tens. force 569 Lbs psf-Ld Dead Live REVIEWED BY: Connector Plate Fabrication TC 10.0 20.0 MiTek USA, Inc. Tolerance = 20% BC 10.0 0.0 6904 Parke East Blvd. This truss is designed for a TC+BC 20.0 20.0 Tampa, FL 33610 creep factor of 1.5 which Total 40.0 Spacing 12.0" is used to calculate total Lumber Duration Factor 1.25 REFER TO ONLINE PLUS GENERAL load deflection. Plate Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Fb Fe Ft Emin ADDITIONAL SPECIFICATIONS. TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 NOTES: Trusses Manufactured by: Total Load Reactions (Lbs) RIDGWAY ROOF TRUSS Jt Down Uplift Horiz- Analysis Conforms To: D 375 337 U 445 R FBC2014 C 375 337 U 445 R TPI 2007 Designed for shear loads (plf) Jt Brg Size Required TC 240.0 BC 0.0 D 3.5" 1.5" This truss has been designed C 3.5" 1.5" for 20.0 psf LL on the B.C. in areas where a rectangle Plus 21 Wind Load Case(s) 3- 6- 0 tall by Plus 2 Drag Load Case(s) 2- 0- 0 wide Plus 1 LL Load Case(s) will fit between the B.C. - Plus 1 DL Load Case(s) and any other member. Design checked for 10 psf non- 4# Membr CSI P Lbs Axl-CSI-Bnd concurrent LL on BC. Top Chords No wind exposure on left end. A -B 0.04 222 T 0.04 0.00 No wind exposure on right end. Bottom Chords Provide drainage to prevent D -C 0.09 444 T 0.09 0.00 water ponding. Webs This truss must be installed D -A 0.13 365 C as shown. It cannot be Online Plus'.CO Copyright WOO 19962016 Vers nn 30 0 054 Enpneenng•Portran 6/192016 2.40 25 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160517 B8 8 FLAT 11004 21008 0 0 T9313764 Bldg 4 or 5- Aquatic - Roofs HO 2-10-8 HO 2-10-8 -- TO 1-10-4 3x5= 2x411 A B ' r 1 2-10-8 111 2x4(L 1#3x5= 7 7 W:308 W:308 R: 754 R: 754 U: 717 U: 717 BC 1-10-4 . --1-10-4 --e ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.543"=1' MiTeka Online Plus"' APPROX. TRUSS WEIGHT: 20.6 LBS Online Plus -- Version 30.0.054 A -C 0.32 859 C installed upside-down. RUN DATE: 19-AUG-16 C -B 0.01 38 T NOTE: USER MODIFIED PLATES This design may have plates Southern Pine lumber design TL Defl 0.00" in L/999 selected through a plate values are those effective LL Defl 0.00" in L/999 monitor. 06-01-13 by SPIB//ALSC DON Shear // Grain in A -B 0.03 Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- Truss is designed as TC 0.04 2x 4 SP-#2 Plates for each ply each face. Components and Claddings* BC 0.09 2x 4 SP-#2 Plate - MT20 20 Ga, Gross Area for Exterior zone location. WB 0.32 2x 4 SP-#3 Plate - MT2H 20 Ga, Gross Area Wind Speed: 130 mph Plate - MS18 20 Ga, Gross Area Risk Category II Brace truss as follows: Jt Type Plt Size X Y JSI Mean Roof Height: 33-0 O.C. From To A MT20 3.Ox 5.0 Ctr Ctr 0.64 Exposure Category: 8 TC Cont. 0- 0- 0 1-10- 4 B MT20 2.Ox 4.0 Ctr Ctr 0.18 Building Type: Enclosed or 22.2" 0- 0- 0 1-10- 4 D MT20 2.Ox 4.0 Ctr Ctr 0.59 TC Dead Load: 6.0 psf BC Cont. 0- 0- 0 1-10- 4 C# MT20 3.Ox 5.0 Ctr Ctr 0.64 BC Dead Load: 6.0 psf or 22.2" 0- 0- 0 1-10- 4 Max comp. force 859 Lbs # = Plate Monitor used Max tens. force 859 Lbs psf-Ld Dead Live REVIEWED BY: Connector Plate Fabrication TC 10.0 20.0 MiTek USA, Inc. Tolerance = 20% BC 10.0 0.0 6904 Parke East Blvd. This truss is designed for a TC+BC 20.0 20.0 Tampa, FL 33610 creep factor of 1.5 which Total 40.0 Spacing 12.0" is used to calculate total Lumber Duration Factor 1.25 REFER TO ONLINE PLUS GENERAL load deflection. Plate Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Fb Fc Ft Emin ADDITIONAL SPECIFICATIONS. TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 NOTES: Trusses Manufactured by: Total Load Reactions (Lbs) RIDGWAY ROOF TRUSS Jt Down Uplift Horiz- Analysis Conforms To: D 754 717 U 445 R FBC2014 C 754 717 U 445 R TPI 2007 Designed for shear loads (plf) Jt Brg Size Required TC 240.0 BC 0.0 D 3.5" 1.5" This truss has been designed C 3.5" 1.5" for 20.0 psf LL on the B.C. in areas where a rectangle Plus 21 Wind Load case(s) 3- 6- 0 tall by Plus 2 Drag Load Case(s) 2- 0- 0 wide Plus 1 LL Load Case(s) will fit between the B.C. Plus 1 DL Load Case(s) and any other member. - Design checked for 10 psf non- Membr CSI P Lbs Axl-CSI-Bnd concurrent LL on BC. t, Top Chords No wind exposure on left end. A -B 0.04 222 T 0.04 0.00 No wind exposure on right end. Bottom Chords Provide drainage to prevent - D -C 0.09 445 T 0.09 0.00 water ponding. Webs This truss must be installed D -A 0.27 745 C as shown. It cannot be Onkne Plus'"6 CopyngM IATek01996.2018 Venan 30 0054 Engneenng•Po,ba4 81192016 240.25 PM Page 1 Job Mark Quan Type Span P1-111 Left OH Right OH Engineering 160517 R17 4 MONO 51112 4 0 0 T9313765 Bldg 4 or 5- Aquatic - Roofs ~ HO 2-5 HO 2-2-4 TC I 1-9-13 ) 3-3-12 I 4-7-12 I 5-11-12 • 2x4 11 4 2x4 II 2x4 II H 4x8:-.-- 2-2-4 3x611 4x8= • A 11111111111 lad . 4iiC w i., '1x4 F E 2x4 II 2x4 II I BC Le 1-6-0 I 3-3-12 I 4-7-12 I 5-11-12 Bi 5-11-12 ALL PLATES ARE MT2020 Scale:0.705'=1' MiTekE Online Plus. APPROX. TRUSS WEIGHT: 34.5 LBS Online Plus -- Version 30.0.054 C -B 0.03 66 T 0.01 0.02 see Standard Industry Gable RUN DATE: 19-AUG-16 End Details as applicable, TL Defl 0.00" in L/999 or consult qualified Southern Pine lumber design LL Defl 0.00" in L/999 Building Designer as per values are those effective Shear // Grain in K -H 0.09 ANSI/TPI 1. 06-01-13 by SPIB//ALSC UON Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- Plates for each ply each face. Truss is designed as TC 0.05 2x 4 SP-#2 Plate - MT20 20 Ga, Gross Area Components and Claddings* BC 0.03 2x 4 SP-#2 Plate - MT2H 20 Ga, Gross Area for Exterior zone location. WB 0.06 2x 4 SP-#3 Plate - MS18 18 Ga, Gross Area Wind Speed: 130 mph WG --- 2x 4 SP-#3 Jt Type Plt Size X Y JSI Risk Category . II A MT20 4.Ox 8.0 0.4 Ctr 0.82 Mean Roof Height: 33-0 Brace truss as follows: A MT20 3.Ox 6.0 Ctr Ctr 0.00 Exposure Category: B O.C. From To H MT20 2.Ox 4.0 Ctr Ctr 0.12 Building Type: Enclosed TC Cont. 0- 0- 0 5-11-12 I MT20 2.Ox 4.0 Ctr Ctr 0.13 TC Dead Load: 6.0 psf or 48.0" 0- 0- 0 5-11-12 B MT20 2.Ox 4.0 Ctr Ctr 0.14 BC Dead Load: 6.0 psf BC Cont. 0- 0- 0 5-11-12 F MT20 2.Ox 4.0 Ctr Ctr 0.12 Max comp. force 105 Lbs or 71.8" 0- 0- 0 5-11-12 E MT20 2.Ox 4.0 Ctr Ctr 0.12 Max tens. force 119 Lbs C MT20 2.Ox 4.0 Ctr Ctr 0.12 Connector Plate Fabrication psf-Ld Dead Live Tolerance - 20% TC 10.0 20.0 REVIEWED BY: This truss is designed for a BC 10.0 0.0 MiTek USA, Inc. creep factor of 1.5 which TC+BC 20.0 20.0 6904 Parke East Blvd. is used to calculate total Total 40.0 Spacing 24.0" Tampa, FL 33610 load deflection. Lumber Duration Factor 1.25 Plate Duration Factor 1.25 REFER TO ONLINE PLUS GENERAL Fb Fc Ft Emin NOTES AND SYMBOLS SHEET FOR TC 1.15 1.10 1.10 1.10 ADDITIONAL SPECIFICATIONS. BC 1.10 1.10 1.10 1.10 NOTES: Total Load Reactions (Lbs) Trusses Manufactured by: Jt Down Uplift Horiz- RIDGWAY ROOF TRUSS J 478 133 U 69 R Analysis Conforms To: FBC2014 Jt Brg Size Required TPI 2007 J 53.8" 18"-to- 72" WARNING Do Not Cut overframe member between outside of Plus 18 Wind Load Case(s) truss and first tie-plate Plus 1 LL Load Case(s) to inside of heel plate. Plus 1 DL Load Case(s) This truss has been designed for 20.0 psf LL on the S.C. Membr CSI P Lbs Axl-CSI-Bnd in areas where a rectangle Top Chords 3- 6- 0 tall by _ A -H 0.05 75 C 0.00 0.05 2- 0- 0 wide H -I 0.02 53 C 0.00 0.02 will fit between the B.C. I -B 0.01 19 C 0.00 0.01 and any other member. 10, Bottom Chords Design checked for 10 psf non- A -F 0.03 0 T 0.00 0.03 concurrent LL on BC. F -E 0.01 0 T 0.00 0.01 No wind exposure on right end. • E -C 0.01 0 T 0.00 0.01 Truss designed for wind loads Webs in the plane of the truss F -H 0.06 119 T 0.03 0.03 only. For studs exposed to E -I 0.05 117 T 0.03 0.02 wind (normal to the face), Online Plus'®Copynge1 Weal,1996.2016 Verson 30 0 054 Eng:neenng-Paged 8f19/2016 2'.40.26 PM Page 1 Job Mirk Quan Type Span Pl-Hl Left OH Right OH Engineering 160517 R18 4 MONO 51112 4 0 0 79313766 Bldg 4 or 5- Aquatic - Roofs HO 6-0 HO 2-5-15 ..- POI 1-7-12 I 5-11-12 B 9 4 2-(.148"x3") gun toenails 2x4 I1 2-5-15 E 3x5= A _' fyl J 2-(.148"x3") D (• ) gun toenails 2x411 Cant:1- 6- 0 7 W:308 R: 325 U: 84 BC 1-7-12 1 5-11-12 B 5-11-12 p ALL PLATES ARE M72020 Scale.0.576"=1' MiTek®Online Plus. APPROX. TRUSS WEIGHT: 24.3 LBS Online Plus -- Version 30.0.054 Bottom Chords Design checked for 10 psf non- RUN DATE: 19-AUG-16 A -D 0.14 150 T 0.02 0.12 concurrent LL on BC. D -C 0.13 0 T 0.00 0.13 No wind exposure on right end. Southern Pine lumber design Webs Wind Loads - ANSI / ASCE 7-10 values are those effective D -E 0.08 283 T Truss is designed as 06-01-13 by SPIB//ALSC UON Components and Claddings* CSI -Size- ----Lumber---- TL Defl -0.02" in D -C L/999 for Exterior zone location. TC 0.28 2x 4 SP-#2 LL Defl -0.01" in D -C L/999 Wind Speed: 130 mph BC 0.14 2x 4 SP-#2 Hz Disp LL DL TL Risk Category II WB 0.08 2x 4 SP-#3 Jt B 0.03" 0.00" 0.03" Mean Roof Height: 33-0 Shear // Grain in E -B 0.18 Exposure Category: B Brace truss as follows: Building Type: Enclosed O.C. From To Plates for each ply each face. TC Dead Load: 6.0 psf TC Cont. 0- 0- 0 5- 8- 4 Plate - MT20 20 Ga, Gross Area BC Dead Load: 6.0 psf or 48.0" 0- 0- 0 5- 8- 4 Plate - MT2H 20 Ga, Gross Area Max comp. force 252 Lbs BC Cont. 0- 0- 0 5- 8- 4 Plate - MS18 18 Ga, Gross Area Max tens. force 283 Lbs or 71.8" 0- 0- 0 5- 8- 4 Jt Type Plt Size X Y JSI Connector Plate Fabrication A MT20 3.Ox 5.0 0.7 0.2 0.60 Tolerance = 20% psf-Ld Dead Live E MT20 2.Ox 4.0 Ctr Ctr 0.22 This truss is designed for a TC 10.0 20.0 D MT20 2.Ox 4.0 Ctr Ctr 0.23 creep factor of 1.5 which BC 10.0 0.0 is used to calculate total TC+BC 20.0 20.0 REVIEWED BY: load deflection. Total 40.0 Spacing 24.0" MiTek USA, Inc. Lumber Duration Factor 1.25 6904 Parke East Blvd. Plate Duration Factor 1.25 Tampa, FL 33610 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 REFER TO ONLINE PLUS GENERAL BC 1.10 1.10 1.10 1.10 NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Total Load Reactions (Lbs) Jt Down Uplift Horiz- For proper installation of D 325 85 U 81 R toe-nails, refer to the 2005 C 76 National Design Specification B 113 66 U 44 R (NDS) for Wood Construction Jt Brg Size Required NOTES: D 3.5" 1.5" Trusses Manufactured by: C 3.5" 1.5" RIDGWAY ROOF TRUSS B 1.5" 1.5" Analysis Conforms To: FBC2014 _ Plus 18 Wind Load Case(s) TPI 2007 Plus 1 LL Load Case(s) This truss has been designed • Plus 1 DL Load Case(s) for 20.0 psf LL on the B.C. in areas where a rectangle Membr CSI P Lbs Axl-CSI-Bnd 3- 6- 0 tall by Top Chords 2- 0- 0 wide A -E 0.16 166 C 0.00 0.16 will fit between the B.C. E -B 0.28 66 C 0.00 0.28 and any other member. Onkne Plue'•0Copynght MTeHB 19952018 Verson 30.0.054 Engmeenng.Ponra4 en9/2018 2 40.27 PM Page I Jot Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160517 R19 2 MONO 70708 4 0 0 T9313 767 Bldg 4 or 5- Aquatic - Roofs • s HO 2-5 HO 2-8-13 m 0 M e O TC 1 1-9-13 1 N 1 3-7-8 1 4-11-8 1 6-3-8 ( 7-7-8 1 2x4 I I H 2x411 !/ L 4 2x4 II K 2x40 J 2-8-13 E 2x4 11 4x8 M 4x8= . A f dM11 L 1- J x4II D I H G F 2x4 11 2x4 11 2x4 11 2x4 I I 7111=1.11=1.1=11.117 11111 BC 1-6-0 12-3-8 1 3-7-8 14-11-8 I 6-3-8 1 7-7-8 I46 7-7-8 B ALL PLATES ARE MT2020 Scale:0.540"=1' MiTeInR Online Plus" APPROX. TRUSS WEIGHT: 44.8 LBS Online Plus -- Version 30.0.054 G -K 0.11 107 T 0.00 0.11 only. For studs exposed to RUN DATE: 19-AUG-16 F -L 0.07 119 T 0.00 0.07 wind (normal to the face), C -8 0.04 50 T 0.00 0.04 see Standard Industry Gable Southern Pine lumber design End Details as applicable, values are those effective TL Defl -0.02" in D -I L/999 or consult qualified 06-01-13 by SPIB//ALSC VON LL Defl 0.00" in L/999 Building Designer as per CSI -Size- ----Lumber---- Shear // Grain in E -M 0.12 ANSI/TPI 1. TC 0.14 2x 4 SP-#2 Wind Loads - ANSI / ASCE 7-10 BC 0.13 2x 4 SP-#2 Plates for each ply each face. Truss is designed as WB 0.17 2x 4 SP-13 Plate - MT20 20 Ga, Gross Area Components and Claddings* Plate - MT2H 20 Ga, Gross Area for Exterior zone location. Brace truss as follows: Plate - MS18 18 Ga, Gross Area Wind Speed: 130 mph O.C. From To Jt Type Plt Size X Y JSI Risk Category II TC Cont. 0- 0- 0 7- 7- 8 A MT20 4.Ox 8.0 0.4 Ctr 0.82 Mean Roof Height: 33-0 or 48.0" 0- 0- 0 7- 7- 8 M MT20 2.Ox 4.0 Ctr Ctr 0.13 Exposure Category: B BC Cont. 0- 0- 0 7- 7- 8 J MT20 2.Ox 4.0 Ctr Ctr 0.12 Building Type: Enclosed or 73.5" 0- 0- 0 7- 7- 8 1111 psf-Ld Dead Live K MT20 2.Ox 4.0 Ctr Ctr 0.13 TC Dead Load: 6.0 psf L MT20 2.0x 4.0 Ctr Ctr 0.13 BC Dead Load: 6.0 psf B MT20 2.Ox 4.0 Ctr Ctr 0.13 Max comp. force 234 Lbs TC 10.0 20.0 I MT20 2.0x 4.0 Ctr Cir 0.13 Max tens. force 266 Lbs BC 10.0 0.0 H MT20 2.Ox 4.0 Ctr Ctr 0.12 Connector Plate Fabrication TC+BC 20.0 20.0 G MT20 2.0x 4.0 Ctr Ctr 0.12 Tolerance = 20% Total 40.0 Spacing 24.0" F MT20 2.Ox 4.0 Ctr Ctr 0.12 This truss is designed for a Lumber Duration Factor 1.25 Plate Duration Factor 1.25 C MT20 2.0x 4.0 Ctr Ctr 0.17 creep factor of 1.5 which is used to calculate total Fb Fc Ft Emin REVIEWED BY: load deflection. TC 1.15 1.10 1.10 1.10 MiTek USA, Inc. BC 1.10 1.10 1.10 1.10 6904 Parke East Blvd. Tampa, FL 33610 Total Load Reactions (Lbs) Jt Down Uplift Horiz- REFER TO ONLINE PLUS GENERAL I 610 161 U 91 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt Brg Size Required I 73.5" 18"-to- 92" NOTES: Trusses Manufactured by: Plus 18 Wind Load Case(s) RIDGWAY ROOF TRUSS Plus 1 LL Load Case(s) Analysis Conforms To: Plus 1 DL Load Case(s) FBC2014 TPI 2007 Membr CSI P Lbs Axl-CSI-Bnd WARNING Do Not Cut overframe Top Chords member between outside of A -M 0.13 234 C 0.03 0.10 truss and first tie-plate M -J 0.14 203 C 0.01 0.13 to inside of heel plate. J -K 0.04 136 C 0.00 0.04 This truss has been designed K -L 0.03 75 C 0.00 0.03 for 20.0 psf LL on the B.C. L -B 0.02 22 C 0.00 0.02 in areas where a rectangle Bottom Chords 3- 6- 0 tall by C> A -I 0.13 266 T 0.04 0.09 2- 0- 0 wide I -H 0.12 0 T 0.00 0.12 will fit between the B.C. H -G 0.03 0 T 0.00 0.03 and any other member. G -F 0.02 0 T 0.00 0.02 Design checked for 10 psf non- • F -C 0.02 0 T 0.00 0.02 concurrent LL on BC. Webs No wind exposure on right end. I -M 0.06 171 C 0.00 0.06 Truss designed for wind loads H -J 0.17 57 C 0.00 0.17 in the plane of the truss Online Plus'"0 Copynght M,TokS 19962016 Venon 30 0 054 Eng neenng•Poroar.8/19.2016 2 40 27 PM Page 1 Job Mark Wan Type Span Pl-H1 Left OH Right OH Engineering 160517 R20 10 MONO 70708 4 0 0 79313768 Bldg4 or 5- 1 Aquatic - Roofs HO 6-0 HO 3-0-8 r TCJ 1-7-12 ( 3-9-13 1 7-7-8 2x4 11 B 4[ ... :f 4x5 D 3-0-8 3x5. A 2.: C a E -12x4- 2x4,-...% L Cant:1- 6- 0 W:308 HGR R: 383 R: 226 U: 91 U: 68 BC 1-7-12 I 7-7-8 J 7-7-8 B ALL PLATES ARE MT2020 Scale:0.484"=1' MiTek Online Plus" APPROX. TRUSS WEIGHT: 47.1 LBS Online Plus -- Version 30.0.054 A -E 0.21 231 T 0.00 0.21 Wind Loads - ANSI / ASCE 7-10 RUN DATE: 19-AUG-16 E -C 0.24 231 C 0.01 0.23 Truss is designed as Webs Components and Claddings* Southern Pine lumber design E -D 0.10 354 C for Exterior zone location. values are those effective D -C 0.08 249 T Wind Speed: 130 mph 06-01-13 by SPIB//ALSC UON C -B 0.04 142 T Risk Category II CSI -Size- ----Lumber---- Mean Roof Height: 33-0 TC 0.18 2x 4 SP-#2 TL Defl -0.08" in E -C L/869 Exposure Category: B BC 0.24 2x 4 SP-#2 LL Defl -0.04" in E -C L/999 Building Type: Enclosed WB 0.10 2x 4 SP-#3 Shear // Grain in D -B 0.16 TC Dead Load: 6.0 psf BC Dead Load: 6.0 psf Brace truss as follows: Plates for each ply each face. Max comp. force 354 Lbs O.C. From To Plate - MT20 20 Ga, Gross Area Max tens. force 343 Lbs TC Cont. 0- 0- 0 7- 7- 8 Plate - MT2H 20 Ga, Gross Area Connector Plate Fabrication or 48.0" 0- 0- 0 7- 7- 8 Plate - MS18 18 Ga, Gross Area Tolerance = 20% BC Cont. 0- 0- 0 7- 7- 8 Jt Type Plt Size X Y JSI This truss is designed for a or 73.5" 0- 0- 0 7- 7- 8 A MT20 3.Ox 5.0 0.7 0.2 0.60 creep factor of 1.5 which D MT20 4.Ox 5.0 Ctr Ctr 0.31 is used to calculate total psf-Ld Dead Live B MT20 2.Ox 4.0 Ctr Ctr 0.13 load deflection. TC 10.0 20.0 E MT20 2.Ox 4.0 Ctr Ctr 0.20 BC 10.0 0.0 C MT20 2.Ox 4.0 Ctr Ctr 0.56 TC+BC 20.0 20.0 Total 40.0 Spacing 24.0" REVIEWED BY: Lumber Duration Factor 1.25 MiTek USA, Inc. Plate Duration Factor 1.25 6904 Parke East Blvd. Fb Fc Ft Emin Tampa, FL 33610 TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR Total Load Reactions (Lbs) ADDITIONAL SPECIFICATIONS. Jt Down Uplift Horiz- E 383 92 U 104 R NOTES: C 227 69 U 56 R Trusses Manufactured by: RIDGWAY ROOF TRUSS Jt Brg Size Required Analysis Conforms To: E 3.5" 1.5" FBC2014 C 3.5" 1.5" TPI 2007 This truss has been designed Plus 18 Wind Load Case(s) for 20.0 psf LL on the B.C. Plus 1 LL Load Case(s) in areas where a rectangle Plus 1 DL Load Case(s) 3- 6- 0 tall by 2- 0- 0 wide Membr CSI P Lbs Axl-CSI-Bnd will fit between the B.C. Top Chords and any other member. A -D 0.18 210 C 0.02 0.16 Design checked for 10 psf non- D -B 0.16 53 C 0.00 0.16 concurrent LL on BC. Bottom Chords No wind exposure on right end. Online Plus'"O Cognglil MiTeka 1998.2016 Version 30 0 054 Engrworing.Portrait 5192016 2 40.28 PM Page 1 Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering 160517 R21 2 TR 160000 8 0 0 T9313769 Bldg 4 or 5- Aquatic - Roofs HO 2-5 HO 2-5 + TC I 1-7-2 1 8-0-0 I 14-4-14 116-0-0 5x5= e B A. 4 T 8Vii11111-11011111 5-6-5 3 (., /iilIIHIIItt :L�S�� "•:.- 1141.1n- MIMIPIS' . =- G L N P R S O W Y AA H J CC BCF 1-6-0 I 14-6-0 116-0-0 16-0-0 B ALL PLATES ARE MT2020 See Joint I For Typical Gable Plate Size and Placement Scale:0.342"=1' MiTek3 Online Plus" APPROX. TRUSS WEIGHT: 126.1 LBS Online Plus --Version 30.0.054 L -N 0.01 0 T 0.00 0.01 REVIEWED BY: RUN DATE: 19-AUG-16 Southern Pine lumber design values are those effective N -P 0.01 0 T 0.00 0.01 MiSek USA, Inc. P -R 0.00 0 T 6904 Parke East Blvd. R -S 0.00 0 T Taapa, FL 33610 S -U 0.00 0 T 06-01-13 by 9PI8//ALSC 00W U -W 0.00 0 T REFER TO ONLINE PLUS GENERAL CSI -Size- ----Lumber---- W -Y 0.01 0 T 0.00 0.01 NOTES AND SYMBOLS SHEET FOR TC 0.04 2x 4 SP-42 +� Y -AA 0.01 0 T 0.00 0.01 ADDITIONAL SPECIFICATIONS. BC 0.04 2x 4 SP-82 AA-CC 0.04 0 T 0.00 0.04 GW 0.08 2x 4 SP-83 CC-C 0.04 73 C 0.00 0.04 NOTES: Gable Webs Trusses Manufactured by: Brace truss as follows: J -I 0.01 89 C RIDGWAY ROOF TRUSS O.C. From To L -K 0.02 91 C Analysis Conforms To: TC Cont. 0- 0- 0 16- 0- 0 N -M 0.01 86 C FBC2O14 or 48.0" 0- 0- 0 16- 0- 0 P -O 0.02 90 C TPI 2007 BC Cont. 0- 0- 0 16- 0- 0 R -Q 0.04 88 C WARNING Do Not Cut overframe or 72.0" 0- 0- 0 16- 0- 0 S -B 0.08 133 C member between outside of U -T 0.04 88 C truss and first tie-plate psf-1.4 Dead Live W-V 0.02 90 C to inside of heel plate. TC 10.0 20.0 Y -X 0.01 86 C Design checked for 10 psf non- BC 10.0 0.0 AA-Z 0.01 89 C concurrent LL on BC. TC*BC 20.0 20.0 CC-BB 0.01 92 c Truss designed for wind loads Total 40.0 Spacing 24.0" in the plane of the truss Lumber Duration Factor 1.25 TL Defl 0.00" in L/999 only. For studs exposed to Plate Duration Factor 1.25 LL Defl 0.00" in L/999 wind (normal to the face), Fb Fc Ft Emin Shear // Grain in I -I 0.07 see Standard Industry Gable TC 1.15 1.10 1.10 1.10 End Details as applicable, BC 1.10 1.10 1.10 1.10 Plates for each ply each face. or consult qualified Plate - 5(720 20 Ga, Gross Area Building Designer as per Total Load Reactions (Lbs) Plate -MT2H 20 Ga, Gross Area ANSI/TPI 1. Jt Down Uplift Norio- Plate - M318 18 Ga, Gross Area Wind Loads - ANSI /ASCE 7-10 J 1280 313 U 104 R Jt Type Plt Size X Y JSI Truss is designed as A MT20 3.Ox 5.0 1.1 Ctr 0.54 COM onents and Claddings° Jt Brg Size Required I MT20 2.Ox 4.0 Ctr Ctr 0.00 for Exterior zona location. J 156.0" 18"-to- 174" K MT20 2.Ox 4.0 Ctr Ctr 0.00Wind Speed: 130 mph M MT20 2.Ox 4.0 Ctr Ctr 0.00 Risk Category II Plus 21 Wind Load Case(e) 0 MT20 2.Ox 4.0 Ctr Ctr 0.00 Mean Roof Haight: 33-0 Plus 1 LL Load Cases) Q MT20 2.Ox 4.0 Ctr Ctr 0.00 Exposure Category: B Plus 1 DL Load Case(s) B MT20 5.Ox 5.0 Ctr Ctr 0.33Building Type: Enclosed T MT20 2.Ox 4.0 Ctr Ctr 0.00 TC Dead Load: 6.0 psf Membr CSI P Lbs Axl-CSI-Bnd V MT20 2.Ox 4.0 Ctr Ctr 0.00 BC Dead Load: 6.0 psf Top Chords X MT20 2.Ox 4.0 Ctr Ctr 0.00 Max comp. force 133 Lbs A-I 0.04 75 T 0.01 0.03 Z MT20 2.Ox 4.0 Ctr Ctr 0.00 Max tens. force 155 Lbs I -K 0.04 80 T 0.00 0.04 BB M'20 2.Ox 4.0 Ctr Ctr 0.00 Connector Plate Fabrication K -M 0.02 69 T 0.01 0.01 C MT20 3.Ox 5.0-1.1 Ctr 0.54 Tolerance= 204 M-O 0.02 73 T 0.01 0.01 J M20 2.Ox 4.0 Ctr Ctr 0.00 This truss is designed for a 0 -Q 0.02 119 T 0.01 0.01 L MT20 2.Ox 4.0 Ctr Ctr 0.00 creep factor of 1.5 which Q -B 0.03 155 T 0.02 0.01 N MT20 2.Ox 4.0 Ctr Ctr 0.00 is used to calculate total B-T 0.03 155 T 0.02 0.01 P MT20 2.Ox 4.0 Ctr Ctr 0.00 load deflection. I -V 0.02 119 T 0.01 0.01 R M720 2.Ox 4.0 Ctr Ctr 0.00 V -x 0.02 73 T 0.01 0.01 3 M20 2.Ox 4.0 Ctr Ctr 0.00 X -Z 0.02 70 T 0.01 0.01 U M20 2.Ox 4.0 Ctr Ctr 0.00 Z -BB 0.04 82 : 0.00 0.04 BB-C 0.04 74 T 0.01 0.03 Bottom Chords N M20 2.Ox 4.0 Ctr Ctr 0.00 • Y MT20 2.Ox 4.0 Ctr Ctr 0.00 AA MT20 2.Ox 4.0 Ctr Ctr 0.00 A -J 0.04 73 C 0.00 0.04 CC MT20 2.Ox 4.0 Ctr Ctr 0.00 J -L 0.04 0 T 0.00 0.04 Orono Plus^'0 Cogrignl IATeke 1986-2016 Version 300054 Engneering•POmsn 8/19/20162.4029 PM Paget Job Nark Quan Type Span P1-H1 Left OH Right OH Engineering 160517 R22 2*2P SP 130000 8 0 0 T9313770 Bldg 4 or 5- Aquatic - Roofs HO 1-6-8 HO 1-6-8 TC 6-6-0 ) 13-0-00. 5x5= B a 21 8� 5-10-8 5x6- 5x6- E F r Lai-;ll A C 2x4 11 52x4 11 nD 7x8= W:308 W:308 R:3455 R:3455 U: 726 U: 726 BC 6-6-0 I 13-0-0 13-0-0 D,- ALL ALL PLATES ARE MT2020 Scale:0 325"=1' MiTeka Online Plus" APPROX. TRUSS WEIGHT: 103.3 LBS Online Plus -- Version 30.0.054 Bottom Chords Design checked for 10 psf non- RUN DATE: 19-AUG-16 A -D 0.43 114 T 0.00 0.43 concurrent LL on BC. D -C 0.43 114 T 0.00 0.43 Use properly rated hangers for • 2-Ply Truss • Webs A -E 0.20 2223 C WindLd loads framing into girder truss. E -D 0.46 2436 T Wind Loads - ANSI / ASCE 7-10 Southern Pine lumber design D -8 0.52 2736 T Truss is designed as values are those effective D -F 0.46 2436 T Components and Claddings* 06-01-13 by SPIB//ALSC UON C -F 0.20 2223 C WindLd for Exterior zone location. CSI -Size- ----Lumber---- Wind Speed: 130 mph TC 0.46 2x 4 SP-#2 TL Defl -0.13" in D -C L/999 Risk Category II BC 0.43 2x 6 SP-2400f-2.0E LL Defl -0.06" in D -C L/999 Mean Roof Height: 33-0 WB 0.52 2x 4 SP-#3 Shear // Grain in A -D 0.70 Exposure Category: B Building Type: Enclosed Brace truss as follows: Plates for each ply each face. TC Dead Load: 6.0 psf O.C. From To Plate - MT20 20 Ga, Gross Area BC Dead Load: 6.0 psf TC Cont. 0- 0- 0 13- 0- 0 Plate - MT2H 20 Ga, Gross Area Max comp. force 2857 Lbs or 48.0" 0- 0- 0 13- 0- 0 Plate - MS18 18 Ga, Gross Area Max tens. force 2736 Lbs BC Cont. 0- 0- 0 13- 0- 0 Jt Type Plt Size X Y JSI Connector Plate Fabrication or 120.0" 0- 0- 0 13- 0- 0 E MT20 5.Ox 6.0 Ctr-0.3 0.65 Tolerance = 20% B MT20 5.Ox 5.0 Ctr Ctr 0.53 This truss is designed for a psf-Ld Dead Live F MT20 5.Ox 6.0 Ctr-0.3 0.65 creep factor of 1.5 which TC 10.0 20.0 A MT20 2.Ox 4.0 Ctr Ctr 0.46 is used to calculate total BC 10.0 0.0 D MT20 7.Ox 8.0 Ctr-1.2 0.72 load deflection. TC+BC 20.0 20.0 C MT20 2.Ox 4.0 Ctr Ctr 0.46 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 REVIEWED BY: Plate Duration Factor 1.25 MiTek USA, Inc. Fb Fc Ft Emin 6904 Parke East Blvd. TC 1.00 1.00 1.00 1.00 Tampa, FL 33610 BC 1.00 1.00 1.00 1.00 REFER TO ONLINE PLUS GENERAL Total Load Reactions (Lbs) NOTES AND SYMBOLS SHEET FOR Jt Down Uplift Horiz- ADDITIONAL SPECIFICATIONS. A 3456 727 U 131 R C 3456 727 U 131 R NOTES: Trusses Manufactured by: Jt Brg Size Required RIDGWAY ROOF TRUSS A 3.5" 1.5" Analysis Conforms To: C 3.5" 1.5" FBC2014 TPI 2007 LC# 1 Girder Loading Girder Common Dur Fctrs - Lbr 1.25 Plt 1.25 Loading BC plf - Dead Live* From To Span 24- 7- 0 TC V 20 40 0.0' 13.0' 2 COMPLETE TRUSSES REQUIRED. BC V 246 226 0.0' 13.0' Fasten plies together in staggered pattern. Plus 21 Wind Load Case(s) Connector Rows Spacing Plus 1 LL Load Case(s) TC 10d Gun Nails 1 12.0 in a Plus 1 DL Load Case(s) BC 10d Gun Nails 2 12.0 in WB 10d Gun Nails 1 8.0 in Membr CSI P Lbs Axl-CSI-Bnd 10d gun nails (0.131"x3") e Top Chords must be installed as noted E -B 0.46 2857 C 0.08 0.38 above, as each layer is B -F 0.46 2857 C 0.08 0.38 applied. Onene Ptus"'0 Copynght MITe*A 1998-2016 Venwn 30 0 054 Eng s*enng•Portrait 8/192016 2 40:20 PM Pape 1 Job Mark Wan Type Span P1-Hi Left OH Right OH Engineering 160517 R23 6 SP 270700 8 0 0 T9313771 Bldg 4 or 5- Aquatic - Roofs • HO 6-8 HO 6-8 TCI 6-11-11 ( 13-9-8 I 20-7-6 I 27-7-0 5x5= • B 8 / 5x61.:, 5x6:,, SPL F 0 SPL 9-8-13 \/ / 3x6 II 3x6 II A C H E S1 D I 2x4 ii 4x5= 3x6= 4x5= 2x4,:...• Cant:],- 6- 0 q Tit Cant:1- 6- 0 W:308 W:308 R:1208 R:1208 U: 264 U: 264 BCI I 9-2-15 I 18-4-1 I 25-11-4 I N O o1O N N O O r4 1::-.1 27-7-0 „ ALL PLATES ARE MT2020 Scale:0.164"=1' MiTek®Online Plus"' APPROX. TRUSS WEIGHT: 199.7 LBS Online Plus -- Version 30.0.054 G -C 0.51 75 T 0.03 0.48 3- 6- 0 tall by RUN DATE: 19-AUG-16 Bottom Chords 2- 0- 0 wide A -H 0.46 117 T 0.00 0.46 will fit between the B.C. Southern Pine lumber design H -E 0.72 991 T 0.20 0.52 and any other member. values are those effective E -S1 0.92 717 T 0.14 0.78 Design checked for 10 psf non- 06-01-13 by SPIB//ALSC UON S1-D 0.92 717 T 0.14 0.78 concurrent LL on BC. CSI -Size- ----Lumber---- D -I 0.72 991 T 0.20 0.52 Wind Loads - ANSI / ASCE 7-10 TC 0.51 2x 4 SP-12 I -C 0.46 117 T 0.00 0.46 Truss is designed as BC 0.92 2x 4 SP-12 Webs Components and Claddings* WB 0.44 2x 4 SP-13 H -F 0.44 1423 C 1 Br for Exterior zone location. F -E 0.13 243 T Wind Speed: 130 mph Brace truss as follows: E -S 0.26 495 T Risk Category . II O.C. From To B -D 0.26 495 T Mean Roof Height: 33-0 TC Cont. 0- 0- 0 27- 7- 0 D -G 0.13 243 T Exposure Category: B or 48.0" 0- 0- 0 27- 7- 0 G -I 0.44 1423 C 1 Br Building Type: Enclosed BC Cont. 0- 0- 0 27- 7- 0 TC Dead Load: 6.0 psf or 72.0" 0- 0- 0 27- 7- 0 TL Defl -0.44" in E -D L/658 BC Dead Load: 6.0 psf Continuous Lateral Restraint LL Defl -0.27" in E -D L/999 Max comp. force 1423 Lbs req'd at mid-point of webs: LL Cant -0.02" in I -C L/986 Max tens. force 991 Lbs H -F G -I Shear // Grain in A -H 0.26 Connector Plate Fabrication Attach CLR with (2)-10d nails Tolerance = 20% at each web. Plates for each ply each face. This truss is designed for a Refer to SCSI for diagonal Plate - M120 20 Ga, Gross Area creep factor of 1.5 which restraint requirements. Plate - MT2H 20 Ga, Gross Area is used to calculate total Plate - MS18 18 Ga, Gross Area load deflection. psf-Ld Dead Live Jt Type Plt Size X Y JSI TC 10.0 20.0 A MT20 3.Ox 6.0 0.6 0.4 0.36 BC 10.0 0.0 F MT20 5.Ox 6.0-0.3 0.5 0.99 TC+BC 20.0 20.0 B MT20 5.Ox 5.0 Ctr Ctr 0.64 Total 40.0 Spacing 24.0" G MT20 5.Ox 6.0 0.3 0.5 0.99 Lumber Duration Factor 1.25 C MT20 3.Ox 6.0-0.6 0.4 0.36 Plate Duration Factor 1.25 H MT20 2.Ox 4.0 Ctr Ctr 0.75 Fb Fc Ft Emin E MT20 4.Ox 5.0 Ctr Ctr 0.24 TC 1.15 1.10 1.10 1.10 S1 MT20 3.Ox 6.0 Ctr Ctr 0.76 BC 1.10 1.10 1.10 1.10 D MT20 4.Ox 5.0 Ctr Ctr 0.24 I MT20 2.Ox 4.0 Ctr Ctr 0.75 Total Load Reactions (Lbs) Jt Down Uplift Horiz- REVIEWED BY: ill H 1209 264 U 197 R MiTek USA, Inc. I 1209 264 U 197 R 6904 Parke East Blvd. Tampa, FL 33610 Jt Erg Size Required H 3.5" 1.5" REFER TO ONLINE PLUS GENERAL I 3.5" 1.5" NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. _ Plus 21 Wind Load Case(s) Plus 1 LL Load Case(s) NOTES: Plus 1 BC LL Load Case(s) Trusses Manufactured by: Plus 1 DL Load Case(s) RIDGWAY ROOF TRUSS Analysis Conforms To: Membr CSI P Lbs Axl-CSI-Bnd FBC2014 • Top Chords TPI 2007 A -F 0.51 75 T 0.03 0.48 This truss has been designed F -B 0.49 1127 C 0.01 0.48 for 20.0 psf LL on the B.C. B -G 0.49 1127 C 0.01 0.48 in areas where a rectangle Ontne Plus'''0 Copyngnt M/Te1@ 1995-2016 VerLpn 30 0.054 Engineenng-Portrait 8/192016 2 40 30 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160517 R24 2 SP 260100 8 0 0 T9313772 Bldg 4 or 5- Aquatic - Roofs HO 6-8 HO 1-6-8 TCI 6-11-11 I 13-9-8 1 20-7-6 I 26-1-0 I r 5x5= B a 8 5x6-:::- 4x5-� SPL F G 9-8-13 \ \/ 2x411 3x6 II H A M C I E Si D 3x4= 2x4.. 4x5= 3x6= 4x5= Cant:1- 6- 0 q S W:308 W:308 R:1213 R:1084 U: 265 U: 205 BC I I 9-2-15 I 18-4-1 I 26-1-0 N ts 1...:H >I 26-1-0 ALL PLATES ARE MT2020 Scale:0.171"=1' MiTek%Online Plus'. APPROX. TRUSS WEIGHT: 195.0 LBS Online Plus -- Version 30.0.054 G -H 0.45 76 T 0.02 0.43 3- 6- 0 tall by RUN DATE: 19-AUG-16 Bottom Chords 2- 0- 0 wide A -I 0.46 119 T 0.00 0.46 will fit between the B.C. Southern Pine lumber design I -E 0.71 994 T 0.20 0.51 and any other member. values are those effective E -61 0.91 723 T 0.14 0.77 Design checked for 10 psf non- 06-01-13 by SPIB//ALSC UON S1-D 0.91 723 T 0.14 0.77 concurrent LL on BC. CSI -Size- ----Lumber---- D -C 0.74 1001 T 0.20 0.54 No wind exposure on right end. TC 0.51 2x 4 SP-12 Webs Wind Loads - ANSI / ASCE 7-10 BC 0.91 2x 4 SP-12 I -F 0.45 1426 C 1 Br Truss is designed as WB 0.45 2x 4 SP-/3 F -E 0.13 242 C Components and Claddings* E -8 0.26 491 T for Exterior zone location. Brace truss as follows: B -D 0.25 503 T Wind Speed: 130 mph O.C. From To D -G 0.12 243 T Risk Category : II TC Cont. 0- 0- 0 26- 1- 0 G -C 0.40 1355 C 1 Br Mean Roof Height: 33-0 or 48.0" 0- 0- 0 26- 1- 0 C -H 0.02 137 C Exposure Category: B BC Cont. 0- 0- 0 26- 1- 0 Building Type: Enclosed or 72.0" 0- 0- 0 26- 1- 0 TL Defl -0.42" in E -D L/681 TC Dead Load: 6.0 psf Continuous Lateral Restraint LL Defl -0.27" in E -D L/999 BC Dead Load: 6.0 psf req'd at mid-point of webs: LL Cant -0.02" in A -I L/980 Max comp. force 1426 Lbs I -F G -C Shear // Grain in A -I 0.26 Max tens. force 1001 Lbs Attach CLR with (2)-lOd nails Connector Plate Fabrication at each web. Plates for each ply each face. Tolerance - 20% Refer to SCSI for diagonal Plate - MT20 20 Ga, Gross Area This truss is designed for a restraint requirements. Plate - MT2H 20 Ga, Gross Area creep factor of 1.5 which Plate - MS18 18 Ga, Gross Area is used to calculate total psf-Ld Dead Live Jt Type Plt Size X Y JSI load deflection. TC 10.0 20.0 A MT20 3.Ox 6.0 0.6 0.4 0.36 BC 10.0 0.0 F MT20 5.Ox 6.0 1.4-2.1 0.84 TC+BC 20.0 20.0 B MT20 5.Ox 5.0 Ctr Ctr 0.66 Total 40.0 Spacing 24.0" G MT20 4.Ox 5.0 0.8-0.6 0.49 Lumber Duration Factor 1.25 H MT20 2.Ox 4.0 Ctr Ctr 0.31 Plate Duration Factor 1.25 I MT20 2.Ox 4.0 Ctr Ctr 0.75 Fb Fc Ft Emin E MT20 4.Ox 5.0 Ctr Ctr 0.24 TC 1.15 1.10 1.10 1.10 61 MT20 3.Ox 6.0 Ctr Ctr 0.71 BC 1.10 1.10 1.10 1.10 D MT20 4.Ox 5.0 Ctr Ctr 0.25 C MT20 3.Ox 4.0 Ctr Ctr 0.85 Total Load Reactions (Lbs) Jt Down Uplift Horiz- REVIEWED BY: I 1213 265 U 186 R MiTek USA, Inc. C 1084 206 U 186 R 6904 Parke East Blvd. Tampa, FL 33610 Jt Rig Size Required I 3.5" 1.5" REFER TO ONLINE PLUS GENERAL C 3.5" 1.5" NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Plus 21 Wind Load Case(s) Plus 1 LL Load Case(s) NOTES: Plus 1 BC LL Load Case(s) Trusses Manufactured by: Plus 1 DL Load Case(s) RIDGWAY ROOF TRUSS Analysis Conforms To: Membr CSI P Lbs Axl-CSI-Bnd FBC2014 Top Chords TPI 2007 A -F 0.51 74 C 0.03 0.48 This truss has been designed F -B 0.49 1132 C 0.01 0.48 for 20.0 psf LL on the B.C. B -G 0.45 1139 C 0.01 0.44 in areas where a rectangle Orone Plea' 0 CapyngM Wake 1996.2016 Version 30 0.054 Enginesnng-Porttat 6192016 2 40.31 PM Page 1 Job Nark Qin Type Span Pl-H1 Left OH Right OH Engineering 160517 R25 8 SP 250908 8 0 0 79313773 Bldg 4 or 5- Aquatic - Roofs HO 6-8 HO 1-8-13 ~ TCI 6-11-11 I 13-9-8 I 20-7-6 I 25-9-8 5x5= a B 8_7/ 5x6-i 4x5-:...` SPL F G 9-8-13 z, 24 11 H 3x6 II \ . A I C '3x4= I E Si D 2x4 ii 4x5= 3x6- 4x5= Cant:1- 6- 0 n1 W:308 HGR R:1200 R:1073 U: 262 U: 203 BC] N I 9-2-15 I 18-4-1 I 25-9-8 1 .i P . 0 .•4 - 25-9-8 ALL PLATES ARE MT2020 Scale:0.171"=1' MiTek® Online Plus" APPROX. TRUSS WEIGHT: 193.7 LBS Online Plus -- Version 30.0.054 G -H 0.43 71 T 0.02 0.41 3- 6- 0 tall by RUN DATE: 19-AUG-16 Bottom Chords 2- 0- 0 wide A -I 0.46 119 T 0.00 0.46 will fit between the B.C. Southern Pine lumber design I -E 0.71 980 T 0.20 0.51 and any other member. values are those effective E -S1 0.91 707 T 0.14 0.77 Design checked for 10 psf non- 06-01-13 by SPIB//ALSC UON SI-D 0.91 707 T 0.14 0.77 concurrent LL on BC. CSI -Size- ----Lumber---- D -C 0.73 951 T 0.19 0.54 No wind exposure on right end. TC 0.50 2x 4 SP-#2 Webs Wind Loads - ANSI / ASCE 7-10 BC 0.91 2x 4 SP-#2 I -F 0.44 1407 C 1 Br Truss is designed as WB 0.44 2x 4 SP-#3 F -E 0.13 243 C Components and Claddings+ E -B 0.26 493 T for Exterior zone location. Brace truss as follows: B -D 0.23 465 T Wind Speed: 130 mph O.C. From To D -G 0.10 231 T Risk Category . II TC Cont. 0- 0- 0 25- 9- 8 G -C 0.37 1321 C 1 Br Mean Roof Height: 33-0 or 48.0" 0- 0- 0 25- 9- 8 C -H 0.02 126 C Exposure Category: B BC Cont. 0- 0- 0 25- 9- 8 Building Type: Enclosed or 72.0" 0- 0- 0 25- 9- 8 TL Defl -0.42" in E -D L/678 TC Dead Load: 6.0 psf Continuous Lateral Restraint LL Defl -0.27" in E -D L/999 BC Dead Load: 6.0 psf req'd at mid-point of webs: LL Cant -0.02" in A -I L/979 Max comp. force 1407 Lbs I -F G -C Shear // Grain in A -I 0.26 Max tens. force 980 Lbs Attach CLR with (2)-10d nails Connector Plate Fabrication at each web. Plates for each ply each face. Tolerance = 20% Refer to SCSI for diagonal Plate - MT20 20 Ga, Gross Area This truss is designed for a restraint requirements. Plate - MT2H 20 Ga, Gross Area creep factor of 1.5 which Plate - MS18 18 Ga, Gross Area is used to calculate total psf-Ld Dead Live Jt Type Plt Size X Y JSI load deflection. TC 10.0 20.0 A MT20 3.Ox 6.0 0.6 0.4 0.36 BC 10.0 0.0 F MT20 5.Ox 6.0-0.3 0.5 0.98 TC+BC 20.0 20.0 B MT20 5.Ox 5.0 Ctr Ctr 0.67 Total 40.0 Spacing 24.0" G MT20 4.Ox 5.0 0.8-0.6 0.49 Lumber Duration Factor 1.25 H MT20 2.Ox 4.0 Ctr Ctr 0.31 Plate Duration Factor 1.25 I MT20 2.Ox 4.0 Ctr Ctr 0.75 Fb Fc Ft Emin E MT20 4.Ox 5.0 Cir Ctr 0.24 TC 1.15 1.10 1.10 1.10 S1 MT20 3.Ox 6.0 Ctr Ctr 0.71 BC 1.10 1.10 1.10 1.10 D MT20 4.Ox 5.0 Ctr Ctr 0.24 C MT20 3.Ox 4.0 Ctr Ctr 0.82 Total Load Reactions (Lbs) 11 Jt Down Uplift Horiz- REVIEWED BY: I 1200 262 U 184 R MiTek USA, Inc. C 1074 204 U 184 R 6904 Parke East Blvd. Tampa, FL 33610 Jt Brg Size Required I 3.5" 1.5" REFER TO ONLINE PLUS GENERAL C 3.5" 1.5" NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. _ Plus 21 Wind Load Case(s) Plus 1 LL Load Case(s) NOTES: Plus 1 BC LL Load Case(s) Trusses Manufactured by: Plus 1 DL Load Case(s) RIDGWAY ROOF TRUSS Analysis Conforms To: Membr CSI P Lbs Axl-CSI-Bnd FBC2014 • Top Chords TPI 2007 A -F 0.50 74 T 0.03 0.47 This truss has been designed F -B 0.48 1114 C 0.01 0.47 for 20.0 psf LL on the B.C. B -G 0.45 1096 C 0.01 0.44 in areas where a rectangle Ohne Plus"6 Cooynghl M:Tektt 19962016 Verson 300 054 Eng neon no•Portrait 8/192016 2:40 32 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160517 R26 2 SP 280208 8 0 0 T9313774 Bldg 4 or 5- Aquatic - Roofs HO 1-8-13 HO 2-11-13 TCI 6-5-14 1 12-4-12 I 17-8-3 I 24-0-0 1 28-2-8 I r 5x5 6x6= B C a 4x5-:::- 4x5 H Q 10-0-0 14x6.. 4x6,,-. J I'K A I� Illiiii1111 D 2x4 IIG F B L P 2x4 II 4x5= 4x8= 51 4x5= 4x5= t 3x6= HGR *2x' 4II R: 970 U: 205 BCI 6-2-6 I 12-6-8 I 17-8-4 I 24-0-0 II 28-2-H I m 0 el 0N 1.<3 28-2-8 B ALL PLATES ARE MT2020 See * For Typical Gable Plate Size and Placement Scale:0.142"=1 MiTekm Online PlusTM APPROX. TRUSS WEIGHT: 261.7 LBS Online Plus -- Version 30.0.054 SI-E 0.24 498 T 0.05 0.19 No wind exposure on left end. RUN DATE: 19-AUG-16 E -P 0.22 357 C 0.00 0.22 Truss designed for wind loads P -D 0.21 0 T 0.00 0.21 in thelane of the truss Southern Pine lumber design Webs only. For studs exposed to values are those effective A -J 0.17 918 C wind (normal to the face), 06-01-13 by SPIB//ALSC UON J -G 0.32 863 T see Standard Industry Gable CSI -Size- ----Lumber---- G -H 0.04 136 T End Details as applicable, TC 0.50 2x 4 SP-82 H -F 0.14 391 C 1 Br or consult qualified BC 0.36 2x 4 SP-412 F -B 0.06 187 T Building Designer as per WB 0.60 2x 4 SP-#3 F -C 0.10 288 T ANSI/TPI 1. E -C 0.12 247 C 1 Br Wind Loads -ANSI / ASCE 7-10 Brace truss as follows: E -Q 0.22 580 T Truss is designed as O.C. From To P -Q 0.60 1031 C Components and Claddings* TC Cont. 0- 0- 0 28- 2- 8 P -K 0.35 798 C for Exterior zone location. or 48.0" 0- 0- 0 28- 2- 8 D -K 0.33 918 C WindLd Wind Speed: 130 mph BC Cont. 0- 0- 0 28- 2- 8 Risk Category . II or 72.0" 0- 0- 0 28- 2- 8 TL Defl -0.11" in A -G L/999 Mean Roof Height: 33-0 Continuous Lateral Restraint LL Defl -0.05" in A -G L/999 Exposure Category: B req'd at mid-point of webs: Shear // Grain in J -H 0.24 Building Type: Enclosed H -F E -C TC Dead Load: 6.0 psf Attach CLR with (2)-1Od nails Plates for each ply each face. BC Dead Load: 6.0 psf at each web. Plate - MT20 20 Ga, Gross Area Max comp. force 1031 Lbs Refer to SCSI for diagonal Plate - MT2H 20 Ga, Gross Area Max tens, force 869 Lbs restraint requirements. Plate - MS18 18 Ga, Gross Area Connector Plate Fabrication psf-Ld Dead Live Jt Type Plt Size X Y JSI Tolerance - 20% J MT20 4.Ox 6.0 0.1 0.1 0.95 This truss is designed for a TC 10.0 20.0 H MT20 4.Ox 5.0 Ctr Ctr 0.30 creep factor of 1.5 which BC 10.0 0.0 B MT20 5.Ox 5.0 0.9-3.1 0.52 is used to calculate total TC+BC 20.0 20.0 C MT20 6.Ox 6.0 0.5-0.7 0.50 load deflection. Total 40.0 Spacing 24.0" Q MT20 4.Ox 5.0 Ctr Ctr 0.46 Lumber Duration Factor 1.25 K MT20 4.Ox 6.0-0.1 0.1 0.95 Plate Duration Factor 1.25 A MT20 2.Ox 4.0 Ctr Ctr 0.34 Fb Fe Ft Emin G MT20 4.Ox 5.0-0.8 Ctr 0.65 TC 1.15 1.10 1.10 1.10 F MT20 4.Ox 8.0 Ctr Ctr 0.26 BC 1.10 1.10 1.10 1.10 Si MT20 3.Ox 6.0 Ctr Ctr 0.39 E MT20 4.Ox 5.0 Ctr Ctr 0.26 Total Load Reactions (Lbs) P MT20 4.Ox 5.0 Ctr Ctr 0.36 AAt D971 U2006fu Hori z- D MT20 2.Ox 4.0 Ctr Ctr 0.79 P 1402 269 U ;010 R 3 Gable studs to be attached with 2.0x4.0 plates each end. Jt Brg Size Required REVIEWED BY: A 3.5" 1.5" MiTek USA, Inc. P 50.5" 288"-to- 339" 6904 Parke East Blvd. Tampa, FL 33610 Plus 21 Wind Load Case(s) Plus 2 Drag Load Case(s) REFER TO ONLINE PLUS GENERAL Plus 1 LL Load Cases) NOTES AND SYMBOLS SHEET FOR Plus 1 DL Load Case(s) ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-Bnd NOTES: - Top Chords Trusses Manufactured by: J -H 0.50 985 C 0.00 0.50 RIDGWAY ROOF TRUSS o- H -B 0.47 742 C 0.00 0.47 Analysis Conforms To: B -C 0.19 625 C 0.00 0.19 FBC2014 C -Q 0.42 597 C 0.00 0.42 TPI 2007 Q -K 0.38 186 T 0.00 0.38 Designed for shear loads (plf) Bottom Chords TC 240.0 BC 0.0 A -G 0.27 0 T 0.00 0.27 applied to 14.9 % of span G -F 0.36 838 T 0.10 0.26 Design checked for 10 psf non- F -S1 0.19 498 T 0.05 0.14 concurrent LL on BC. Online Phe`•O Copynpht ViTe1 8199&7016 Venton 30.0 054 Enpneennp•P41Ua4 6/192016 4.37 36 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160517 R27 6 SP 290808 8 0 0 T9313775 Bldg 4 or 5- Aquatic - Roofs HO 1-8-13 90 0 40 0 0 • TC 1 6-5-14 1 12-4-12 1 18-2-9 1 24-1-12 128-2-8 IN 5x5 6x6= B C T 4x5i 4x5- H = 10-0-0 4r-.' x5 g 3x611 1-9- 4x67".> N A I� I` 2x411 G F E L D 4x5- 4x8= 4x5- 4x5= 2x4 IICant:1- 6- 0 S1 M 3x6= 4x5- I fl r HGR W:308 W:308 R:1004 R:1230 R: 266 U: 206 U: 224 U: 101 8C 1 6-2-6 I 12-6-8 118-2-8 124-1-12 128-2-8 1 1 m 0 m 0 ch N Q 29-8-8 C--- ALL ALL PLATES ARE MT2020 Scale:a109"=1' MiTek®Online Plus^ APPROX. TRUSS WEIGHT: 256.9 LBS Online Plus --Version 30.0.054 A -G 0.27 191 T 0.00 0.27 TPI 2007 RUN DATE: 19-AUG-16 0 -F 0.36 914 T 0.10 0.26 This trues has been deaigned F -81 0.29 510 T 0.10 0.19 for 20.0 psf LL on the B.C. Southern Pine lumber design 81-E 0.32 510 T 0.10 0.22 in areas where a rectangle values are those effective E -L 0.19 129 T 0.00 0.19 3- 6- 0 tall by 06-01-13 by SPIB//ALSC lION L -D 0.18 209 T 0.00 0.18 2- 0- 0 wide CBI -Size- ----Lumber---- M-N 0.06 43 C 0.00 0.06 will fit between the B.C. TC 0.49 2x 4 SP-82 Chord-Webs and any other member. BC 0.36 2x 4 SP-92 D -M 0.30 239 C 0.04 0.26 Design checked for 10 psf non- CW 0.30 2x 4 SP-93 M -K 0.12 204 C 0.02 0.10 concurrent LL on BC. NB 0.75 2x 4 SP-93 Webs No wind exposure on left end. A-J 0.17 950 C Wind Loads - ANSI / ASCE 7-10 Brace truss as follows: J -G 0.34 898 T Truss is designed as O.C. Fran To G -H 0.05 133 T Components and Claddings" TC Cont. 0- 0- 0 29- 8- 8 H -F 0.14 391 C 1 Br for Exterior zone location. or 48.0" 0- 0- 0 29- 8- 8 F-B 0.05 180 T Wind Speed: 130 mph BC Cont. 0- 0- 0 29- 8- 8 F -C 0.13 329 T Risk Category . II or 72.0" 0- 0- 0 29- 8- 8 E -C 0.12 262 C 1 Br Mean Roof Height: 33-0 Continuous Lateral Restraint E -I 0.26 693 T Exposure Category: B req'd at mid-point of webs: L -I 0.75 1145 C Building Type: Enclosed H -F E -C L -K 0.04 103 C TC Dead Load: 6.0 psf Attach CLR with (2)-10d nails BC Dead Load: 6.0 psf at each web. TL Defl -0.11" in A -G L/999 Max comp. force 1145 lbs Refer to SCSI for diagonal LL Defl 0.00" in L/999 Max tens. force 914 Lbs restraint requirements. LL Cant 0.00" in L/999 Connector Plate Fabrication Shear // Grain in J -H 0.24 Tolerance. 20% psf-Ld Dead Live This truss is designed for a TC 10.0 20.0 Plates for each ply each face. creep factor of 1.5 which BC 10.0 0.0 Plate - MT20 20 Ga, Gross Area is used to calculate total TCaBC 20.0 20.0 Plate - MT28 20 Ga, Gross Area load deflection. Total 40.0 Spacing 24.0" Plate -MS18 18 Ga, Gross Area Lumber Duration Factor 1.25 Jt Type Plt Size X Y JSI Plate Duration Factor 1.25 J MT20 4.0x 6.0 0.1 0.1 0.98 Fb Fc Ft Emin B MT20 4.0x 5.0 Ctr Ctr 0.30 TC 1.15 1.10 1.10 1.10 B MT20 5.Ox 5.0 0.9-3.1 0.62 BC 1.10 1.10 1.10 1.10 C MT20 6.Ox 6.0 0.5-0.6 0.49 I MT20 4.0x 5.0 Ctr Ctr 0.51 Total Load Reactions (Lbs) K MT20 4.0x 5.0 Ctr Ctr 0.31 Jt Down Uplift Boric- N MT20 3.Ox 6.0-0.6 0.4 0.36 A 1004 206 U 191 R A MT20 2.0x 4.0 Ctr Ctr 0.29 L 1231 225 U G MT20 4.0x 5.0-0.8 Ctr 0.68 D 266 101 U 252 R F MT20 4.0x 8.0 Ctr Ctr 0.25 Si MT20 3.0, 6.0 Ctr Ctr 0.41 Jt Brg Size Required E MT20 4.0x 5.0 Ctr Ctr 0.31 A 3.5" 1.5" L MT20 4.0x 5.0 Ctr Ctr 0.30 L 3.5" 1.5" D MT20 2.0x 4.0 Ctr Ctr 0.58 D 3.5" 1.5" M MT20 4.0x 5.0 Ctr 0.2 0.46 Plus 21 Wind Load Cases) REVIEWED BY: Plus 1 LL Load Case(s) MiTek USA, Inc. - Plus 1 BC LL Load Cases) 6904 Parke East Blvd. Plus 1 DL Load Casa(s) Tampa, FL 33610 Membr CSI P Lbs Axl-CSI-Bnd REFER TO ONLINE PLUS GENERAL o Top Chords NOTES AND SYMBOLS SHEET FOR J -8 0.49 1027 C 0.00 0.49 ADDITIONAL SPECIFICATIONS. H -B 0.46 798 C 0.00 0.46 B -C 0.29 652 C 0.00 0.29 NOTES: e C -I 0.33 617 C 0.00 0.33 Trusses Manufactured by: I -K 0.31 95 T 0.01 0.30 RIDGiAY ROOF TRUSS K -N 0.09 52 T 0.01 0.08 Analysis Conforms To: Bottom Chords FBC2014 Onhne Phn' 0 Copyright M/TeME 1996-2018 Verswn 30 0 054 Enpneenn9.Patrart 8/192016 2 40 34 PM Pagel Job Mark1 Type Span P1-H1 Left OH Right OH Engineering . 160517 R28 2 MONO 110408 8 0 0 T9676472 Bldg 4 or 5- Aquatic - Roofs HO 2-11-13 HO 10-6-13 1 TCI 5-10-0 I 11-4-8 2x4 11 B ' 8� 45 E 10-6-13 Ill 3xF5MA N�N . I C 2x4 II` D '3x4= *2x4 II 4x5= BC 5-6-8 I 11-4-8 6 11-4-8 B ALL PLATES ARE MT2020 See * For Typical Gable Plate Size and Placement Scale:0.198"=1' MiTek®Online Plus"' APPROX. TRUSS WEIGHT: 193.2 LBS Online Plus -- Version 30.0.060 Bottom Chords wind (normal to the face), RUN DATE: 14-OCT-16 A -D 0.25 0 T 0.00 0.25 see Standard Industry Gable D -C 0.25 0 T 0.00 0.25 End Details as applicable, Southern Pine lumber design Webs or consult qualified values are those effective A -F 0.08 376 C WindLd Building Designer as per 06-01-13 by SPIB//ALSC UON F -D 0.19 318 T ANSI/TPI 1. CSI -Size- ----Lumber---- D -E 0.26 325 C Wind Loads - ANSI / ASCE 7-10 TC 0.43 2x 4 SP-#2 E -C 0.09 235 T 1 Br Truss is designed as BC 0.25 2x 4 SP-#2 C -B 0.07 148 C 1 Br Components and Claddings* WB 0.26 2x 4 SP-#3 for Exterior zone location. TL Defl -0.05" in A -D L/999 Wind Speed: 130 mph Brace truss as follows: LL Defl -0.02" in A -D L/999 Risk Category II O.C. From To Shear // Grain in F -E 0.22 Mean Roof Height: 33-0 TC Cont. 0- 0- 0 11- 4- 8 Exposure Category: B or 48.0" 0- 0- 0 11- 4- 8 Plates for each ply each face. Building Type: Enclosed BC Cont. 0- 0- 0 11- 4- 8 Plate - MT20 20 Ga, Gross Area TC Dead Load: 6.0 psf or 120.0" 0- 0- 0 11- 4- 8 Plate - MT2H 20 Ga, Gross Area BC Dead Load: 6.0 psf Continuous Lateral Restraint Plate - MS18 18 Ga, Gross Area Max comp. force 376 Lbs req'd at mid-point of webs: Jt Type Plt Size X Y JSI Max tens. force 318 Lbs E -C C -B F MT20 3.Ox 5.0 Ctr Ctr 0.78 Connector Plate Fabrication Attach CLR with (2)-10d nails E MT20 4.Ox 5.0 Ctr Ctr 0.15 Tolerance = 20% at each web. B MT20 2.Ox 4.0 Ctr Ctr 0.13 This truss is designed for a Refer to BCSI for diagonal A MT20 2.Ox 4.0 Ctr Ctr 0.21 creep factor of 1.5 which restraint requirements. D MT20 4.Ox 5.0 Ctr Ctr 0.15 is used to calculate total C MT20 3.Ox 4.0 Ctr Ctr 0.35 load deflection. psf-Ld Dead Live TC 10.0 20.0 12 Gable studs to be attached BC 10.0 0.0 with 2.0x4.0 plates each end. TC+BC 20.0 20.0 REVIEWED BY: Total 40.0 Spacing 24.0" MiTek USA, Inc. Lumber Duration Factor 1.25 6904 Parke East Blvd. Plate Duration Factor 1.25 Tampa, FL 33610 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 REFER TO ONLINE PLUS GENERAL BC 1.10 1.10 1.10 1.10 NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Total Load Reactions (Lbs) Jt Down Uplift Horiz- NOTES: A 910 191 U 387 R Trusses Manufactured by: RIDGWAY ROOF TRUSS Jt Brg Size Required Analysis Conforms To: A 136.5" 0"-to- 137" FBC2014 TPI 2007 Plus 18 Wind Load Case(s) Designed for shear loads (plf) Plus 2 Drag Load Case(s) TC 240.0 BC 0.0 Plus 1 LL Load Case(s) applied to **** % of span Plus 1 DL Load Case(s) Design checked for 10 psf non- concurrent LL on BC. Membr CSI P Lbs Axl-CSI-Bnd No wind exposure on right end. Top Chords Truss designed for wind loads F -E 0.43 335 C 0.00 0.43 in the plane of the truss E -B 0.43 88 C 0.00 0.43 only. For studs exposed to Online Pluee"0 Copynght MTek0 1996-2016 Vereion 30.0 060 Enpneenng•Portrait 10/14/2016 9:31:15 PM Pepe 1 f Job Mark Wan Type Span P1-H1 Left OH Right OH Engineering 160517 R29 10 MONO 121008 8 0 0 T9313777 Bldg 4 or 5- Aquatic - Roofs HO 10-11-0 S TC 12 I 7-4-0 I 12-10-8 I a 2x4 II Et 8 1. 4x5% E 10-11-0 1-9-8H 4x54 ■ 3x5 II 41 y '_ 3x4 .3x4. A D 2x4II 4x5- Cant:1- 6- 0 q D W:308 HGR R: 619 R: 528 0: 300 BC II 1-U-13I 1z-10-H I 0 O �� 0 12-10-8Cd ALL PLATES ARE MT2020 Scale:0.168"=1' HiTek®Online Plus'. APPROX. TRUSS WEIGHT: 118.4 LBS Online Plus -- Version 30.0.054 G -F 0.20 39 T 0.01 0.19 2- 0- 0 wide RUN DATE: 19-AUG-16 F -E 0.38 286 C 0.00 0.38 will fit between the B.C. E -B 0.39 82 C 0.00 0.39 and any other member. Southern Pine lumber design Bottom Chords Design checked for 10 psf non- values are those effective G -H 0.06 26 T 0.00 0.06 concurrent LL on BC. 06-01-13 by SPIB//ALSC VON A -D 0.24 390 C 0.00 0.24 No wind exposure on right end. CSI -Size- ----Lumber---- D -C 0.27 282 T 0.05 0.22 Wind Loads - ANSI / ASCE 7-10 TC 0.39 2x 4 SP-12 Chord-Webs Truss is designed as BC 0.27 2x 4 SP-12 A -H 0.27 583 C 0.00 0.27 Components and Claddings* CW 0.27 2x 4 SP-13 H -F 0.11 570 C 0.00 0.11 for Exterior zone location. WB 0.17 2x 4 SP-13 Webs Wind Speed: 130 mph F -D 0.10 301 T Risk Category . II Brace truss as follows: D -E 0.05 177 T Mean Roof Height: 33-0 O.C. From To E -C 0.17 447 C 1 Br Exposure Category: B TC Cont. 0- 0- 0 12-10- 8 C -B 0.08 152 C 1 Br Building Type: Enclosed or 48.0" 0- 0- 0 12-10- 8 TC Dead Load: 6.0 psf BC Cont. 0- 0- 0 12-10- 8 TL Defl -0.06" in D -C L/999 BC Dead Load: 6.0 psf or 72.0" 0- 0- 0 12-10- 8 LL Defl -0.03" in D -C L/999 Max comp. force 583 Lbs Continuous Lateral Restraint Shear // Grain in E -B 0.21 Max tens. force 301 Lbs req'd at mid-point of webs: Connector Plate Fabrication E -C C -B Plates for each ply each face. Tolerance w 20% Attach CLR with (2)-10d nails Plate - MT20 20 Ga, Gross Area This truss is designed for a at each web. Plate - MT2H 20 Ga, Gross Area creep factor of 1.5 which Refer to SCSI for diagonal Plate - MS18 18 Ga, Gross Area is used to calculate total restraint requirements. Jt Type Plt Size X Y JSI load deflection. G MT20 3.Ox 5.0 0.6 0.3 0.41 psf-Ld Dead Live F MT20 4.Ox 5.0 Ctr Ctr 0.45 TC 10.0 20.0 E MT20 4.Ox 5.0 Ctr Ctr 0.14 BC 10.0 0.0 B MT20 2.Ox 4.0 Ctr Ctr 0.13 TC+BC 20.0 20.0 H MT20 3.Ox 4.0 Ctr Ctr 0.58 Total 40.0 Spacing 24.0" A MT20 2.Ox 4.0 Ctr Ctr 0.58 Lumber Duration Factor 1.25 D MT20 4.Ox 5.0 Ctr Ctr 0.13 Plate Duration Factor 1.25 C MT20 3.Ox 4.0 Ctr Ctr 0.36 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 REVIEWED BY: BC 1.10 1.10 1.10 1.10 MiTek USA, Inc. 6904 Parke East Blvd. Total Load Reactions (Lbs) Tampa, FL 33610 Jt Down Uplift Horiz- A 620 424 R REFER TO ONLINE PLUS GENERAL C 529 300 U 245 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt Brg Size Required A 3.5" 1.5" NOTES: C 3.5" 1.5" Trusses Manufactured by: RIDGWAY ROOF TRUSS Plus 18 Wind Load Case(s) Analysis Conforms To: Plus 1 LL Load Case(s) FBC2014 Plus 1 BC LL Load Case(s) TPI 2007 • Plus 1 DL Load Case(s) This truss has been designed for 20.0 psf LL on the B.C. Membr CSI P Lbs Axl-CSI-Bnd in areas where a rectangle Top Chords 3- 6- 0 tall by Online Plus.'0 Copyngl4 MITe1S 1993-2016 Verson 30.0.054 Engineenng.Portrait 8719/2016 2 4040 PM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160517 R30 10 MONO 100808 8 0 0 T9313778 Bldg 4 or 5- Aquatic - Roofs HO 9-5-11 0 0 r e TC I o'� I 6-1-4 I 10-8-8 2x4 II • B 8 4x5 111D 9-5-11 1-9-8G 4x5* E 3x55 I�,-; F' G 3x4 C A H 3x4= 2:411 4x5= Cant:1- 6- 0 m D W:308 HGR R: 500 R: 398 U: 266 BC 0 I 6-1-4 I 10-8-8 0 v 1. ~ oi 10-8-8 ALL PLATES ARE MT2020 Scale:0.182"=1' HiTekS Online Plus.' APPROX. TRUSS WEIGHT: 101.2 LBS Online Plus -- Version 30.0.054 E -D 0.24 173 C 0.00 0.24 will fit between the S.C. RUN DATE: 19-AUG-16 D -B 0.24 67 C 0.00 0.24 and any other member. Bottom Chords Design checked for 10 psf non- Southern Pine lumber design F -G 0.07 42 T 0.00 0.07 concurrent LL on BC. values are those effective A -H 0.15 337 C 0.00 0.15 No wind exposure on right end. 06-01-13 by SPIB//ALSC VON H -C 0.16 213 T 0.01 0.15 Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- Chord-Webs Truss is designed as TC 0.24 2x 4 SP-12 A -G 0.29 465 C 0.00 0.29 Components and Claddings* BC 0.16 2x 4 SP-12 G -E 0.12 440 C 0.00 0.12 for Exterior zone location. CW 0.29 2x 4 SP-13 Webs Wind Speed: 130 mph WB 0.38 2x 4 SP-13 E -H 0.08 270 T Risk Category . II H -D 0.04 129 T Mean Roof Height: 33-0 Brace truss as follows: D -C 0.38 360 C Exposure Category: B O.C. From To C -B 0.05 125 C 1 Br Building Type: Enclosed TC Cont. 0- 0- 0 10- 8- 8 TC Dead Load: 6.0 psf or 48.0" 0- 0- 0 10- 8- 8 TL Defl -0.02" in A -H L/999 BC Dead Load: 6.0 psf BC Cont. 0- 0- 0 10- 8- 8 LL Defl -0.01" in A -H L/999 Max comp. force 465 Lbs or 72.0" 0- 0- 0 10- 8- 8 Shear // Grain in D -B 0.17 Max tens. force 270 Lbs Continuous Lateral Restraint Connector Plate Fabrication req'd at mid-point of webs: Plates for each ply each face. Tolerance = 20% C -B Plate - MT20 20 Ga, Gross Area This truss is designed for a Attach CLR with (2)-10d nails Plate - MT2H 20 Ga, Gross Area creep factor of 1.5 which at each web. Plate - MS18 18 Ga, Gross Area is used to calculate total Refer to BCSI for diagonal Jt Type Plt Size X Y JSI load deflection. restraint requirements. F MT20 3.Ox 5.0 0.6 0.3 0.41 E MT20 4.Ox 5.0 Ctr Ctr 0.35 psf-Ld Dead Live D MT20 4.0x 5.0 Ctr Ctr 0.14 TC 10.0 20.0 B MT20 2.Ox 4.0 Ctr Ctr 0.13 BC 10.0 0.0 G MT20 3.0x 4.0 Ctr Ctr 0.58 TC+BC 20.0 20.0 A MT20 2.Ox 4.0 Ctr Ctr 0.58 Total 40.0 Spacing 24.0" H MT20 4.0x 5.0 Ctr Ctr 0.10 Lumber Duration Factor 1.25 C MT20 3.Ox 4.0 Ctr Ctr 0.29 Plate Duration Factor 1.25 Fb Fc Ft Emin REVIEWED BY: TC 1.15 1.10 1.10 1.10 MiTek USA, Inc. BC 1.10 1.10 1.10 1.10 6904 Parke East Blvd. Tampa, FL 33610 Total Load Reactions (Lbs) Jt Down Uplift Horiz- REFER TO ONLINE PLUS GENERAL A 500 365 R NOTES AND SYMBOLS SHEET FOR C 399 266 U 214 R ADDITIONAL SPECIFICATIONS. Jt Brg Size Required NOTES: A 3.5" 1.5" Trusses Manufactured by: C 3.5" 1.5" RIDGWAY ROOF TRUSS Analysis Conforms To: Plus 18 Wind Load Case(s) FBC2014 Plus 1 LL Load Case(s) TPI 2007 S Plus 1 DL Load Case(s) This truss has been designed for 20.0 psf LL on the H.C. • Membr CSI P Lbs Axl-CSI-Bnd in areas where a rectangle Top Chords 3- 6- 0 tall by F -E 0.14 46 T 0.01 0.13 2- 0- 0 wide Ohne Plus'•O Copyright MiToke 1996-2016 Yoram 30 0 054 Engineeroq•Poma4 8/192016 2.40:40 PM Page 1 Joy Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160517 R31 8 SP 50308 8 0 0 T9313779 Bldg 4 or 5- Aquatic - Roofs HO 5-4-13 TC 1 1-6-0 1 5-3-8I 2x4 II • B : 4' D 5-4-13 3x/1 1-4-OF E rmi F I 3x4 JAIIIIIIIIIIIIIIIMMIO C '2x4- A 2x4 II Cant:1- 6- 0 n II W:308 HGR R: 302 R: 171 U: 176 3 BC 1-6-0 I 5-3-8 d 5-3-8 p ALL PLATES ARE MT2020 Scale:0.313"=1' HiTek®Online Plus' APPROX. TRUSS WEIGHT: 44.4 LBS Online Plus -- Version 30.0.054 Bottom Chords Design checked for 10 psf non- RUN DATE: 19-AUG-16 E -F 0.08 63 T 0.00 0.08 concurrent LL on BC. A -C 0.11 198 C 0.00 0.11 No wind exposure on right end. Southern Pine lumber design Chord-Webs Wind Loads - ANSI / ASCE 7-10 values are those effective A -F 0.30 267 C 0.01 0.29 Truss is designed as 06-01-13 by SPIE//ALSC CON F -D 0.10 243 C 0.00 0.10 Components and Claddings* CSI -Size- ----Lumber---- Webs for Exterior zone location. TC 0.14 2x 4 SP-#2 D -C 0.07 249 T Wind Speed: 130 mph BC 0.11 2x 4 SP-#2 C -B 0.05 115 C Risk Category II CW 0.30 2x 4 SP-#3 Mean Roof Height: 33-0 WB 0.07 2x 4 SP-#3 TL Defl -0.02" in A -C L/999 Exposure Category: B PB --- 2x 4 SP-#3 LL Defl 0.00" in L/999 Building Type: Enclosed Shear // Grain in D -B 0.13 TC Dead Load: 6.0 psf Brace truss as follows: BC Dead Load: 6.0 psf O.C. From To Plates for each ply each face. Max comp. force 267 Lbs TC Cont. 0- 0- 0 5- 3- 8 Plate - MT20 20 Ga, Gross Area Max tens. force 249 Lbs or 48.0" 0- 0- 0 5- 3- 8 Plate - MT2H 20 Ga, Gross Area Connector Plate Fabrication BC Cont. 0- 0- 0 5- 3- 8 Plate - MS18 18 Ga, Gross Area Tolerance = 20% or 63.5" 0- 0- 0 5- 3- 8 Jt Type Plt Size X Y JSI This truss is designed for a E MT20 3.Ox 5.0 1.6 0.8 0.85 creep factor of 1.5 which psf-Ld Dead Live D MT20 4.Ox 4.0 Ctr Ctr 0.26 is used to calculate total TC 10.0 20.0 B MT20 2.Ox 4.0 Ctr Ctr 0.13 load deflection. BC 10.0 0.0 F MT20 3.Ox 4.0 Ctr Ctr 0.58 TC+BC 20.0 20.0 A MT20 2.Ox 4.0 Ctr Ctr 0.58 Total 40.0 Spacing 24.0" C MT20 2.Ox 4.0 Ctr Ctr 0.45 Lumber Duration Factor 1.25 Plate Duration Factor 1.25 REVIEWED BY: Fb Fc Ft Emin MiTek USA, Inc. TC 1.15 1.10 1.10 1.10 6904 Parke East Blvd. BC 1.10 1.10 1.10 1.10 Tampa, FL 33610 Total Load Reactions (Lbs) REFER TO ONLINE PLUS GENERAL Jt Down Uplift Horiz- NOTES AND SYMBOLS SHEET FOR A 302 206 R ADDITIONAL SPECIFICATIONS. C 171 176 U 126 R NOTES: Jt Brg Size Required Trusses Manufactured by: A 3.5" 1.5" RIDGWAY ROOF TRUSS C 3.5" 1.5" Analysis Conforms To: FBC2014 Plus 18 Wind Load Case(s) TPI 2007 Plus 1 LL Load Case(s) This truss has been designed Plus 1 DL Load Case(s) for 20.0 psf LL on the B.C. in areas where a rectangle • Membr CSI P Lbs Axl-CSI-Bnd 3- 6- 0 tall by Top Chords 2- 0- 0 wide E -D 0.14 74 C 0.01 0.13 will fit between the S.C. D -B 0.14 58 C 0.00 0.14 and any other member. Online Plus'•0 Copyright MrTelt 19962016 Version 30 0.054 Engineering-Portrait 8/190016 2:40.41 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160517 R32 2 SP 50600 8 0 0 T9313780 Bldg 4 or 5- Aquatic - Roofs " HO 1-8-13 HO 5-4-13 TC 1 5-6-0 I r 2x4 II B • 8 G *2x4 II - I E 5-4-13 41111111 2x4 11 K A - C 3411e F H J B 2x4 I I 711111.1111.11.1117 BC 5-6-U 5-6-0 B1 ALL PLATES ARE MT2020 See Joint E For Typical Gable Plate Size and Placement Scale:0.361"=1' HiTek®Online Plus. APPROX. TRUSS WEIGHT: 51.6 LBS Online Plus -- Version 30.0.054 J -C 0.02 0 T 0.00 0.02 see Standard Industry Gable RUN DATE: 19-AUG-16 Webs End Details as applicable, A -K 0.30 96 C 0.00 0.30 or consult qualified Southern Pine lumber design C -B 0.07 60 C 0.01 0.06 Building Designer as per values are those effective Gable Webs ANSI/TPI 1. 06-01-13 by SPIB//ALSC UON F -E 0.25 103 C 0.02 0.23 Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- H -G 0.15 91 C 0.01 0.14 Truss is designed as TC 0.09 2x 4 SP-#2 J -I 0.10 93 C 0.01 0.09 Components and Claddings* BC 0.12 2x 4 SP-I(2 for Exterior zone location. WB 0.30 2x 4 SP-#3 TL Defl 0.00" in L/999 Wind Speed: 130 mph GW 0.25 2x 4 SP-#3 LL Defl 0.00" in L/999 Risk Category II Shear // Grain in A -F 0.10 Mean Roof Height: 33-0 Brace truss as follows: Exposure Category: B O.C. From To Plates for each ply each face. Building Type: Enclosed TC Cont. 0- 0- 0 5- 6- 0 Plate - MT20 20 Ga, Gross Area TC Dead Load: 6.0 psf or 48.0" 0- 0- 0 5- 6- 0 Plate - MT2H 20 Ga, Gross Area BC Dead Load: 6.0 psf BC Cont. 0- 0- 0 5- 6- 0 Plate - MS18 18 Ga, Gross Area Max comp. force 116 Lbs or 66.0" 0- 0- 0 5- 6- 0 Jt Type Plt Size X Y JSI Max tens. force 97 Lbs K MT20 2.Ox 4.0 Ctr Ctr 0.78 Connector Plate Fabrication psf-Ld Dead Live E MT20 2.Ox 4.0 Ctr Ctr 0.00 Tolerance = 20% TC 10.0 20.0 G MT20 2.Ox 4.0 Ctr Ctr 0.00 This truss is designed for a BC 10.0 0.0 I MT20 2.Ox 4.0 Ctr Ctr 0.00 creep factor of 1.5 which TC+BC 20.0 20.0 B MT20 2.Ox 4.0 Ctr Ctr 0.25 is used to calculate total Total 40.0 Spacing 24.0" A MT20 3.Ox 4.0 Ctr Ctr 0.67 load deflection. Lumber Duration Factor 1.25 F MT20 2.Ox 4.0 Ctr Ctr 0.00 Plate Duration Factor 1.25 H MT20 2.Ox 4.0 Ctr Ctr 0.00 Fb Fc Ft Emin J MT20 2.Ox 4.0 Ctr Ctr 0.00 TC 1.15 1.10 1.10 1.10 C MT20 2.Ox 4.0 Ctr Ctr 0.30 BC 1.10 1.10 1.10 1.10 REVIEWED BY: Total Load Reactions (Lbs) MiTek USA, Inc. Jt Down Uplift Horiz- 6904 Parke East Blvd. A 440 93 U 183 R Tampa, FL 33610 Jt Brg Size Required REFER TO ONLINE PLUS GENERAL A 66.0" 0"-to- 66" NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Plus 18 Wind Load Case(s) Plus 1 LL Load Case(s) NOTES: Plus 1 DL Load Case(s) Trusses Manufactured by: RIDGWAY ROOF TRUSS Membr CSI P Lbs Axl-CSI-Bnd Analysis Conforms To: Top Chords FBC2014 K -E 0.09 116 C 0.00 0.09 TPI 2007 E -G 0.04 97 C 0.00 0.04 Design checked for 10 psf non- G -I 0.03 67 C 0.00 0.03 concurrent LL on BC. q I -B 0.02 30 C 0.00 0.02 No wind exposure on right end. Bottom Chords Truss designed for wind loads A -F 0.12 0 T 0.00 0.12 in the plane of the truss • F -H 0.04 0 T 0.00 0.04 only. For studs exposed to H -J 0.03 0 T 0.00 0.03 wind (normal to the face), Online Plus*0 Copyngnt M:Telt®1998-2016 Verson 30.0.054 Engneenno.Portrait 8/190016 2 40 41 PM Pape 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160517 R33 11 MONO 320600 0.25 0 0 7'9676473 • Bldg 4 or 5- Aquatic - Roofs 1 1 HO 2-0-0 HO 2-8-2 TC 1 5-4-1 I 10-9-15 I 16-2-0 1 21-6-1 I 26-10-3 I 32-6-0 4x5= _ 5x6= 4x6= #4x8= N4x8= 5 I 0-_ SPL J6_ R LSPL M -� N • 2-8228-4 ,.; C A 4x8=� 4x6= H G F B D n 2x411 4x5= SiS1 4x5= 4x5= 4x5= W:308 W:308 18G-MS18-3x10 = R:1527 S2 R:1503 U: 135 18G-MS18-3x10 = U: 136 BC 5-4-1 I 10-6-7 I 15-10-8 1 21-2-9 I 26-6-11 I 32-6-0 .8 32-6-0 EXCEPT AS SHOWN ALL PLATES ARE MT2020, M = PLATE SELECTED IN PLATE MONITOR Scale:0.184"=1' MiTek® Online Plus" APPROX. TRUSS WEIGHT: 209.4 LBS Online Plus -- Version 30.0.060 Bottom Chords for 20.0 psf LL on the B.C. RUN DATE: 14-OCT-16 A -H 0.30 3455 T 0.24 0.06 in areas where a rectangle H -G 0.31 3455 T 0.24 0.07 3- 6- 0 tall by Southern Pine lumber design G -S1 0.42 5018 T 0.35 0.07 2- 0- 0 wide values are those effective S1-F 0.42 5018 T 0.35 0.07 will fit between the H.C. 06-01-13 by SPIB//ALSC UON F -S2 0.45 5368 T 0.38 0.07 and any other member. CSI -Size- ----Lumbar---- S2-E 0.45 5368 T 0.38 0.07 Design checked for 10 psf non- TC 0.34 2x 4 SP-2700f-2.2E E -D 0.37 4594 T 0.32 0.05 concurrent LL on BC. BC 0.45 2x 4 SP-2700f-2.2E D -C 0.28 2982 T 0.21 0.07 Provide drainage to prevent WB 0.82 2x 4 SP-13 Webs water ponding. -- 0.02 2x 6 SP-12 A -N 0.01 242 C WindLd This truss must be installed A -N C -B A -I 0.82 3667 C 1 Br as shown. It cannot be H -I 0.07 225 T installed upside-down. Brace truss as follows: I -G 0.62 1651 T NOTE: USER MODIFIED PLATES O.C. From To G -J 0.08 426 C This design may have plates TC Cont. 0- 0- 0 32- 6- 0 J -F 0.14 371 T selected through a plate or 36.0" 0- 0- 0 32- 6- 0 F -K 0.04 140 T monitor. BC Cont. 0- 0- 0 32- 6- 0 K -E 0.51 828 C Wind Loads - ANSI / ASCE 7-10 or 102.0" 0- 0- 0 32- 6- 0 E -L 0.15 431 1 Truss is designed as Continuous Lateral Restraint L -D 0.41 1737 C 1 Br Components and Claddings* req'd at mid-point of webs: D -M 0.29 767 T for Exterior zone location. A -I L -D M -C M -C 0.78 3219 C 1 Br Wind Speed: 130 mph Attach CLR with (2)-10d nails C -B 0.02 235 C WindLd Risk Category II at each web. Mean Roof Height: 33-0 Refer to SCSI for diagonal TL Defl -0.98" in G -F L/389 Exposure Category: B restraint requirements. LL Defl -0.36" in G -F L/999 Building Type: Enclosed Shear // Grain in M -B 0.37 TC Dead Load: 6.0 psf psf-Id Dead Live BC Dead Load: 6.0 psf TC 10.0 20.0 Plates for each ply each face. Max comp. force 5369 Lbs BC 10.0 0.0 Plate - MT20 20 Ga, Gross Area Max tens. force 5368 Lbs TC+HC 20.0 20.0 Plate - MT2H 20 Ga, Gross Area Connector Plate Fabrication Total 40.0 Spacing 24.0" Plate - MS18 20 Ga, Gross Area Tolerance - 20% Lumber Duration Factor 1.25 Jt Type Plt Size X Y JSI This truss is designed for a Plate Duration Factor 1.25 NM MT20 4.Ox 8.0-0.1-0.2 0.26 creep factor of 1.5 which Fb Fc Ft Emin I MT20 5.0x10.0-1.0 Ctr 0.90 is used to calculate total TC 1.00 1.00 1.00 1.00 J MT20 5.Ox 6.0 Ctr 0.5 0.80 load deflection. BC 1.00 1.00 1.00 1.00 K MT20 4.Ox 5.0 Ctr Ctr 0.34 L MT20 5.Ox 6.0 Ctr 0.5 0.72 Total Load Reactions (Lbs) M MT20 4.Ox 6.0 1.0 Ctr 0.86 Jt Down Uplift Horiz- BM MT20 4.Ox 8.0 Ctr-0.4 0.25 A 1527 136 U 57 R A MT20 4.Ox 8.0 0.5 Ctr 0.87 C 1503 136 U 85 R H MT20 2.Ox 4.0 Ctr Ctr 0.34 G MT20 4.Ox 5.0 Ctr Ctr 0.89 Jt Brg Size Required S1 MS18 3.0x10.0 Ctr Ctr 0.77 A 3.5" 1.5" F MT20 4.Ox 5.0 Ctr Ctr 0.24 C 3.5" 1.5" S2 MS18 3.0x10.0 Ctr Ctr 0.82 E MT20 4.Ox 5.0 Ctr Ctr 0.34 LCI 1 Standard Loading D MT20 4.Ox 5.0 Ctr Ctr 0.72 Dur Fctrs - Lbr 1.25 Plt 1.25 C MT20 4.0x 6.0-1.0 Ctr 0.87 plf - Dead Live• From To TC V 20 40 0.0' 32.5' 1 = Plate Monitor used BC V 20 0 0.0' 32.5' REVIEWED BY: TC V 40 0 0.0' 5.7' MiTek USA, Inc. TC V 40 0 26.8' 32.5' 6904 Parke East Blvd. ' Tampa, FL 33610 Plus 21 Wind Load Case(s) Plus 1 LL Load Case(s) REFER TO ONLINE PLUS GENERAL Plus 1 DL Load Case(s) NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-Bnd Top Chords NOTES: N -I 0.26 26 T 0.00 0.26 Trusses Manufactured by: • I -J 0.28 5020 C 0.12 0.16 RIDGWAY ROOF TRUSS J -K 0.34 5369 C 0.18 0.16 Analysis Conforms To: K -L 0.29 4595 C 0.13 0.16 FBC2014 L -M 0.25 2982 C 0.04 0.21 TPI 2007 M -B 0.31 34 T 0.00 0.31 This truss has been designed Onion P1os"'0>Copynghl PATeke 1996.2016 Verson 30.0.080 Enpneenng-Poon.,10/140018 9:31 15 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160517 R34 to DUAL 41113 8 0 0 T9313782 Bldg 4 or 5- Aquatic - Roofs HO 6-8 HO 1-9-14 TCI 3-5-7 14-11-13 I r 5x5= B e A 6 2x4 II D �1 2-10-2 3x5= A C (1, J E 3x4ll il 2x4 11 7 , Cant:2-13 W:308 W:308 R: 203 R: 195 U: 38 U: 50 BC 3-5-7 I 4-11-13 B 4-11-13 B ALL PLATES ARE MT2020 Scale:0.545"=1' H1TekP1 Online Plus" APPROX. TRUSS WEIGHT: 29.1 LBS Online Plus -- Version 30.0.054 Bottom Chords Wind Loads - ANSI / ASCE 7-10 RUN DATE: 19-AUG-16 A -E 0.07 88 T 0.01 0.06 Truss is designed as E -C 0.10 70 T 0.01 0.09 Components and Claddings* Southern Pine lumber design Webs for Exterior zone location. values are those effective E -B 0.17 57 T 0.00 0.17 Wind Speed: 130 mph 06-01-13 by SPIB//ALSC UON C -D 0.23 126 C 0.00 0.23 Risk Category II CSI -Size- ----Lumber---- Mean Roof Height: 33-0 TC 0.09 2x 4 SP-#2 TL Defl -0.01" in A -E L/999 Exposure Category: B BC 0.10 2x 4 SP-#2 LL Defl 0.00" in L/999 Building Type: Enclosed WB 0.23 2x 4 SP-#3 Shear // Grain in A -B 0.09 TC Dead Load: 6.0 psf WG --- 2x 4 SP-#3 BC Dead Load: 6.0 psf ' Plates for each ply each face. Max comp. force 126 Lbs Brace truss as follows: Plate - MT20 20 Ga, Gross Area Max tens. force 88 Lbs O.C. From To Plate - MT2H 20 Ga, Gross Area Connector Plate Fabrication TC Cont. 0- 0- 0 4-11-13 Plate - MS18 18 Ga, Gross Area Tolerance = 20% or 48.0" 0- 0- 0 4-11-13 Jt Type Plt Size X Y JSI This truss is designed for a BC Cont. 0- 0- 0 4-11-13 A MT20 3.Ox 5.0 1.6 0.8 0.85 creep factor of 1.5 which or 59.8" 0- 0- 0 4-11-13 B MT20 5.Ox 5.0 Ctr Ctr 0.33 is used to calculate total D MT20 2.Ox 4.0 Ctr Ctr 0.61 load deflection. psf-Ld Dead Live E MT20 2.Ox 4.0 Ctr Ctr 0.12 TC 10.0 20.0 C MT20 3.Ox 4.0 Ctr Ctr 0.43 BC 10.0 0.0 TC+BC 20.0 20.0 REVIEWED BY: Total 40.0 Spacing 24.0" MiTek USA, Inc. Lumber Duration Factor 1.25 6904 Parke East Blvd. Plate Duration Factor 1.25 Tampa, FL 33610 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 REFER TO ONLINE PLUS GENERAL BC 1.10 1.10 1.10 1.10 NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Total Load Reactions (Lbs) Jt Down Uplift Horiz- NOTES: A 203 38 U 52 R Trusses Manufactured by: C 196 51 U 38 R RIDGWAY ROOF TRUSS Analysis Conforms To: Jt Brg Size Required FBC2014 A 3.5" 1.5" TPI 2007 C 3.5" 1.5" This truss has been designed for 20.0 psf LL on the B.C. Plus 21 Wind Load Case(s) in areas where a rectangle _ Plus 1 LL Load Case(s) 3- 6- 0 tall by Plus 1 DL Load Case(s) 2- 0- 0 wide will fit between the B.C. Membr CSI P Lbs Axl-CSI-Bnd and any other member. Top Chords Design checked for 10 psf non- • A -B 0.09 103 C 0.00 0.09 concurrent LL on BC. B -D 0.09 109 C 0.00 0.09 No wind exposure on right end. Online Plus'"81 CopynmM MiTeke 198.2016 Venuon 30 0.054 Engineenng•Ponrad 8/19/2016 2 40:43 PM Page 1 Job Mart Quan Type Span Pl-H1 Left OH Right OH Engineering 160517 R35 2 DUAL 41113 8 0 0 T9676474 Bldg 4 or 5- Aquatic - Roofs HO 2-5 HO 1-5-11 (n la TCIN1 2-1-7 1 3-5-7 1 4-11-13 f 5x5= B 8 le 2x4 IIillik2x4 II H D 2-5-15 3x5:i A 4:.1 0x411 F G E ) 2x4 11 2x4 11 71.11...M..17 BC mI 2-1-7 I 3-5-7 I 4-11-13 N - 4-11-13 a ALL PLATES ARE MT2020 Scale:0.571""1' MSTeka Online Plus'" APPROX. TRUSS WEIGHT: 28.2 LBS Online Plus -- Version 30.0.060 G -8 0.03 109 C 0.02 0.01 see Standard Industry Gable RUN DATE: 14-OCT-16 E -B 0.00 67 C End Details as applicable, C -D 0.03 61 C 0.00 0.03 or consult qualified Southern Pine lumber design Building Designer as per values are those effective TL Defl 0.00" in L/999 ANSI/TPI 1. 06-01-13 by SPIB//ALSC UON LL Defl 0.00" in L/999 Wind Loads - ANSI / ASCE 7-10 CSI -Size- ----Lumber---- Shear // Grain in F -H 0.06 Truss is designed as TC 0.02 2x 4 SP-#2 Components and Claddings* BC 0.02 2x 4 SP-#2 Plates for each ply each face. for Exterior zone location. WB 0.03 2x 4 SP-#3 Plate - MT20 20 Ga, Gross Area Wind Speed: 130 mph Plate - MT2H 20 Ga, Gross Area Risk Category II Brace truss as follows: Plate - MS18 18 Ga, Gross Area Mean Roof Height: 33-0 O.C. From To Jt Type Plt Size X Y JSI Exposure Category: B TC Cont. 0- 0- 0 4-11-13 A MT20 3.Ox 5.0 Ctr Ctr 0.44 Building Type: Enclosed or 48.0" 0- 0- 0 4-11-13 H MT20 2.Ox 4.0 Ctr Ctr 0.13 TC Dead Load: 6.0 psf BC Cont. 0- 0- 0 4-11-13 B MT20 5.Ox 5.0 Ctr Ctr 0.33 BC Dead Load: 6.0 psf or 59.8" 0- 0- 0 4-11-13 D MT20 2.Ox 4.0 Ctr Ctr 0.13 Max comp. force 109 Lbs G MT20 2.Ox 4.0 Ctr Ctr 0.12 Max tens. force 77 Lbs psf-Ld Dead Live E MT20 2.Ox 4.0 Ctr Ctr 0.12 Connector Plate Fabrication TC 10.0 20.0 C MT20 2.Ox 4.0 Ctr Ctr 0.12 Tolerance = 20% BC 10.0 0.0 This truss is designed for a TC+BC 20.0 20.0 REVIEWED BY: creep factor of 1.5 which Total 40.0 Spacing 24.0" MiTek USA, Inc. is used to calculate total Lumber Duration Factor 1.25 6904 Parke East Blvd. load deflection. Plate Duration Factor 1.25 Tampa, FL 33610 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 REFER TO ONLINE PLUS GENERAL BC 1.10 1.10 1.10 1.10 NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Total Load Reactions (Lbs) Jt Down Uplift Boriz- NOTES: F 387 83 U 46 R Trusses Manufactured by: RIDGWAY ROOF TRUSS Jt Brg Size Required Analysis Conforms To: F 57.0" 3"-to- 60" FBC2014 TPI 2007 Plus 21 Wind Load Case(s) This truss has been designed Plus 1 LL Load Case(s) for 20.0 psf LL on the B.C. Plus 1 DL Load Case(s) in areas where a rectangle 3- 6- 0 tall by Membr CSI P Lbs Axl-CSI-Bnd 2- 0- 0 wide Top Chords will fit between the B.C. A -H 0.02 30 C 0.00 0.02 and any other member. • H -B 0.02 33 C 0.00 0.02 Design checked for 10 psf non- B -D 0.01 31 C 0.00 0.01 concurrent LL on BC. Bottom Chords No wind exposure on right end. • A -G 0.02 23 C 0.00 0.02 Truss designed for wind loads G -E 0.01 0 T 0.00 0.01 in the plane of the truss E -C 0.01 0 T 0.00 0.01 only. For studs exposed to Webs wind (normal to the face), Online Plus'•O Cogngnl k,Tek01 1996-2016 Ven,on 300 060 Engneenng•Porlren 10/14/2016 9 31.16 PM Page 1 Job Nark Quan Type Span P1-Hl Left OH Right OH Engineering 160517 T2 6 PB 50912 8 0 0 T9313784 Bldg 4 or 5- Aquatic - Roofs ,,TCI 9-2 I 2-10-14 I 5-0-10 I 5-9-12 I • 8 PPIN3x5 11 a IV 4,1 1-11-4 1-9-10 3x5= AlIllbhhhhh_ 3x5= E D 417____11111111111111111111111111111111111111111.____RI, iri F 2x4 II 71111=1111M1.17 BC L 9-2 I 2-1-12 I 4-3-8 1 5-0-10J 5-9-12 ALL PLATES ARE MT2020, N = PLATE SELECTED IN PLATE MONITOR Scale:0.762'=T MiTek:. Online PlusTM APPROX. TRUSS WEIGHT: 23.5 LBS Online Plus -- Version 30.0.054 Shear // Grain in E -B 0.05 Wind Loads - ANSI / ASCE 7-10 RUN DATE: 19-AUG-16 Truss is designed as Plates for each ply each face. Components and Claddings* Southern Pine lumber design Plate - MT20 20 Ga, Gross Area for Exterior zone location. values are those effective Plate - MT2H 20 Ga, Gross Area Wind Speed: 130 mph 06-01-13 by SPIE//ALSC UON Plate - MS18 20 Ga, Gross Area Risk Category : II CSI -Size- ----Lumber---- Jt Type Plt Size X Y JSI Mean Roof Height: 33-0 TC 0.03 2x 4 SP-82 E MT20 3.Ox 5.0 0.1 Ctr 0.44 Exposure Category: B BC 0.02 2x 4 SP-82 BN MT20 3.Ox 5.0 Ctr Ctr 0.39 Building Type: Enclosed WB 0.00 2x 4 SP-83 D MT20 3.Ox 5.0-0.1 Ctr 0.44 TC Dead Load: 6.0 psf F MT20 2.Ox 4.0 Ctr Ctr 0.12 BC Dead Load: 6.0 psf Brace truss as follows: Max comp. force 81 Lbs O.C. From To N = Plate Monitor used Max tens. force 43 Lbs TC Cont. 0- 0- 0 5- 9-12 REVIEWED BY: Connector Plate Fabrication or 48.0" 0- 0- 0 5- 9-12 MiTek USA, Inc. Tolerance = 20% BC Cont. 0- 0- 0 5- 9-12 6904 Parke East Blvd. This truss is designed for a or 51.5" 0- 0- 0 5- 9-12 Tampa, FL 33610 creep factor of 1.5 which is used to calculate total psf-Ld Dead Live REFER TO ONLINE PLUS GENERAL load deflection. TC 10.0 20.0 NOTES AND SYMBOLS SHEET FOR See Standard Industry Piggy- BC 10.0 0.0 ADDITIONAL SPECIFICATIONS. Back Truss Connection Detail TC+BC 20.0 20.0 for Connection to base truss Total 40.0 Spacing 24.0" NOTES: as applicable, or consult Lumber Duration Factor 1.25 Trusses Manufactured by: qualified Building Designer. Plate Duration Factor 1.25 RIDGWAY ROOF TRUSS Fb Fc Ft Emin Analysis Conforms To: TC 1.15 1.10 1.10 1.10 FBC2014 BC 1.10 1.10 1.10 1.10 TPI 2007 OH Loading Total Load Reactions (Lbs) Soffit psf 2.0 Jt Down Uplift Horiz- This truss has been designed E 345 81 U 28 R for 20.0 psf LL on the B.C. in areas where a rectangle Jt Brg Size Required 3- 6- 0 tall by E 51.5" 0"-to- 52" 2- 0- 0 wide will fit between the B.C. Plus 21 Wind Load Case(s) and any other member. Plus 1 LL Load Case(s) Design checked for 10 psf non- Plus 1 DL Load Case(s) concurrent LL on BC. Truss designed for wind loads Membr CSI P Lbs Axl-CSI-Bnd in the plane of the truss Top Chords only. For studs exposed to E -B 0.03 81 C 0.00 0.03 wind (normal to the face), B -D 0.03 81 C 0.00 0.03 see Standard Industry Gable Bottom Chords End Details as applicable, E -F 0.02 1 T 0.00 0.02 or consult qualified F -D 0.02 1 T 0.00 0.02 Building Designer as per r^ Webs ANSI/TPI 1. F -B 0.00 35 C NOTE: USER MODIFIED PLATES This design may have plates • TL Defl 0.00" in L/999 selected through a plate LL Defl 0.00" in L/999 monitor. Online Plus".0 Copyright M,Tek®1995.2019 Wagon 300054 Engineenng.Ponra4 8/192016 2 40 44 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160517 T3 2 PB 50306 8 0 0 T9313785 Bldg 4 or 5- Aquatic - Roofs TCI 9-2 I 2-7-11 I 4-6-4 15-3-6 I VIP' #3x5 II 8 • 1-9-2 1-7-8 3x5- 3x5- EAIIIII1 D A W r ri F 2x4 II 71=1111M.17 BC 9-2 I 1-10-9 I 3-9-2 14-6-4 5-3-6 B ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.777"=1' MiTek®Online P1usTM APPROX. TRUSS WEIGHT: 20.9 LBS Online Plus -- Version 30.0.054 Shear // Grain in E -B 0.04 Wind Loads - ANSI / ASCE 7-10 RUN DATE: 19-AUG-16 Truss is designed as Plates for each ply each face. Components and Claddings* Southern Pine lumber design Plate - MT20 20 Ga, Gross Area for Exterior zone location. values are those effective Plate - MT2H 20 Ga, Gross Area Wind Speed: 130 mph 06-01-13 by SPIB//ALSC UON Plate - MS18 20 Ga, Gross Area Risk Category II CSI -Size- ----Lumber---- Jt Type Plt Size X Y JSI Mean Roof Height: 33-0 TC 0.02 2x 4 SP-82 E MT20 3.Ox 5.0 0.1 Ctr 0.44 Exposure Category: B BC 0.01 2x 4 SP-82 B# MT20 3.Ox 5.0 Ctr Ctr 0.39 Building Type: Enclosed WB 0.00 2x 4 SP-83 D MT20 3.Ox 5.0-0.1 Ctr 0.44 TC Dead Load: 6.0 psf F MT20 2.Ox 4.0 Ctr Ctr 0.12 BC Dead Load: 6.0 psf Brace truss as follows: Max comp. force 66 Lbs 11 O.C. From To # = Plate Monitor used Max tens. force 35 Lbs TC Cont. 0- 0- 0 5- 3- 6 REVIEWED BY: Connector Plate Fabrication or 45.1" 0- 0- 0 5- 3- 6 MiTek USA, Inc. Tolerance = 20% BC Cont. 0- 0- 0 5- 3- 6 6904 Parke East Blvd. This truss is designed for a or 45.1" 0- 0- 0 5- 3- 6 Tampa, FL 33610 creep factor of 1.5 which is used to calculate total psf-Ld Dead Live REFER TO ONLINE PLUS GENERAL load deflection. TC 10.0 20.0 NOTES AND SYMBOLS SHEET FOR See Standard Industry Piggy- BC 10.0 0.0 ADDITIONAL SPECIFICATIONS. Back Truss Connection Detail TC+BC 20.0 20.0 for Connection to base truss Total 40.0 Spacing 24.0" NOTES: as applicable, or consult Lumber Duration Factor 1.25 Trusses Manufactured by: qualified Building Designer. Plate Duration Factor 1.25 RIDGWAY ROOF TRUSS Fb Fc Ft Emin Analysis Conforms To: TC 1.15 1.10 1.10 1.10 FBC2014 BC 1.10 1.10 1.10 1.10 TPI 2007 OH Loading Total Load Reactions (Lbs) Soffit psf 2.0 Jt Down Uplift Horiz- This truss has been designed E 303 72 U 24 R for 20.0 psf LL on the B.C. in areas where a rectangle II Jt Brg Size Required 3- 6- 0 tall by E 45.1" 0"-to- 45" 2- 0- 0 wide will fit between the B.C. Plus 21 Wind Load Case(s) and any other member. Plus 1 LL Load Case(s) Design checked for 10 psf non- Plus 1 DL Load Case(s) concurrent LL on BC. Truss designed for wind loads Membr CSI P Lbs Axl-CSI-Bnd in the plane of the truss Top Chords only. For studs exposed to E -B 0.02 66 C 0.00 0.02 wind (normal to the face), B -D 0.02 66 C 0.00 0.02 see Standard Industry Gable Bottom Chords End Details as applicable, E -F 0.01 1 T 0.00 0.01 or consult qualified F -D 0.01 1 T 0.00 0.01 Building Designer as per Webs ANSI/TPI 1. F -B 0.00 35 C NOTE: USER MODIFIED PLATES m This design may have plates TL Defl 0.00" in L/999 selected through a plate LL Defl 0.00" in L/999 monitor. Online Pius*0 CopyngM M:TeIA 1096-2018 Version 30 0.054 Engineering-Pcrose 8/192016 2.40.45 PM Page 1 4 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160517 V1 2 VL 30900 8 0 0 79313786 Bldg 4 or 5- Aquatic - Roofs HO 4 HO 4 a .) TC I 1-10-8 I 3-9-0 • 8 VP.. . #2x4= 1-3-4 1 92x4‹. #2x4 L Alkile BC 3-9-0 6 3-9-0 9. ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.772"=1' HiTek® Online Plus.. APPROX. TRUSS WEIGHT: 13.8 LBS Online Plus -- Version 30.0.054 A -B 0.01 74 C 0.00 0.01 Truss is designed as RUN DATE: 19-AUG-16 B -C 0.02 65 C 0.00 0.02 Components and Claddings* Bottom Chords for Exterior zone location. Southern Pine lumber design A -C 0.02 0 T 0.00 0.02 Wind Speed: 130 mph values are those effective Risk Category II 06-01-13 by SPIB//ALSC UON TL Defl 0.00" in L/999 Mean Roof Height: 33-0 CSI -Size- ----Lumber---- LL Defl 0.00" in L/999 Exposure Category: B TC 0.02 2x 4 SP-02 Shear // Grain in A -C 0.05 Building Type: Enclosed BC 0.02 2x 4 SP-#2 TC Dead Load: 6.0 psf Plates for each ply each face. BC Dead Load: 6.0 psf Brace truss as follows: Plate - MT20 20 Ga, Gross Area Max comp. force 74 Lbs O.C. From To Plate - MT2H 20 Ga, Gross Area Max tens. force 33 Lbs TC Cont. 0- 0- 0 3- 9- 0 Plate - MS18 20 Ga, Gross Area Connector Plate Fabrication or 45.0" 0- 0- 0 3- 9- 0 Jt Type Plt Size X Y JSI Tolerance = 20% BC Cont. 0- 0- 0 3- 9- 0 A# MT20 2.Ox 4.0 Ctr Ctr 0.59 This truss is designed for a or 45.0" 0- 0- 0 3- 9- 0 B# MT20 2.Ox 4.0 Ctr-0.9 0.42 creep factor of 1.5 which C# MT20 2.Ox 4.0 Ctr Ctr 0.59 is used to calculate total psf-Ld Dead Live load deflection. TC 10.0 20.0 # = Plate Monitor used BC 10.0 0.0 REVIEWED BY: TC+BC 20.0 20.0 MiTek USA, Inc. Total 40.0 Spacing 24.0" 6904 Parke East Blvd. Lumber Duration Factor 1.25 Tampa, FL 33610 Plate Duration Factor 1.25 Fb Fc Ft Emin REFER TO ONLINE PLUS GENERAL TC 1.15 1.10 1.10 1.10 NOTES AND SYMBOLS SHEET FOR BC 1.10 1.10 1.10 1.10 ADDITIONAL SPECIFICATIONS. Total Load Reactions (Lbs) NOTES: Jt Down Uplift Horiz- Trusses Manufactured by: A 228 48 U 19 R RIDGWAY ROOF TRUSS Analysis Conforms To: Jt Brg Size Required FBC2014 A 45.0" 0"-to- 45" TPI 2007 Design checked for 10 psf non- Plus 21 Wind Load Case(s) concurrent LL on BC. Plus 1 LL Load Case(s) NOTE: USER MODIFIED PLATES 7 Plus 1 DL Load Case(s) This design may have plates selected through a plate Membr CSI P Lbs Axl-CSI-Bnd monitor. • Top Chords Wind Loads - ANSI / ASCE 7-10 Ovine Pius'•42 Copyright Mi0,1,0 19982016 Version 30 0 054 Engineering.Portrait 8/192016 2 40 45 PM Page 1 Job mart Quan Type Span P1-Hl Left OH Right OH Engineering 160517 V2 2 VL 70900 8 0 0 79313787 Bldg 4 or 5- Aquatic - Roofs H04 H04 TCI 3-10-8 I 7-9-0 #3x5 II • B 2-7-4 3x5 ii / 3x5 C D *2x411 BC 7-9-0 7-9-0 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR See Joint D For Typical Gable Plate Size and Placement Scale:0.581"=1, 91Tek, Online Plus' APPROX. TRUSS WEIGHT: 34.1 LBS Online Plus -- Version 30.0.054 Gable Webs Building Type: Enclosed RUN DATE: 19-AUG-16 D -B 0.01 97 C TC Dead Load: 6.0 psf BC Dead Load: 6.0 psf Southern Pine lumber design TL Defl 0.00" in L/999 Max comp. force 112 Lbs values are those effective LL Defl 0.00" in L/999 Max tens. force 67 Lbs 06-01-13 by SPIE//ALSC UON Shear // Grain in B -C 0.10 Connector Plate Fabrication CSI -Size- ----Lumber---- Tolerance = 20% TC 0.11 2x 4 SP-#2 Plates for each ply each face. This truss is designed for a BC 0.08 2x 4 SP-#2 Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which GW 0.01 2x 4 SP-#3 Plate - MT2H 20 Ga, Gross Area is used to calculate total Plate - MS18 20 Ga, Gross Area load deflection. Brace truss as follows: Jt Type Plt Size X Y JSI O.C. From To A MT20 3.Ox 5.0 Ctr Ctr 0.44 TC Cont. 0- 0- 0 7- 9- 0 B# MT20 3.Ox 5.0 Ctr Ctr 0.39 or 48.0" 0- 0- 0 7- 9- 0 C MT20 3.Ox 5.0 Ctr Ctr 0.44 BC Cont. 0- 0- 0 7- 9- 0 D MT20 2.Ox 4.0 Ctr Ctr 0.00 or 75.0" 0- 0- 0 7- 9- 0 # = Plate Monitor used psf-Ld Dead Live REVIEWED BY: TC 10.0 20.0 MiTek USA, Inc. BC 10.0 0.0 6904 Parke East Blvd. TC+BC 20.0 20.0 Tampa, FL 33610 Total 40.0 Spacing 24.0" Lumber Duration Factor 1.25 REFER TO ONLINE PLUS GENERAL Plate Duration Factor 1.25 NOTES AND SYMBOLS SHEET FOR Fb Fc Ft Emin ADDITIONAL SPECIFICATIONS. TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 NOTES: Trusses Manufactured by: Total Load Reactions (Lbs) RIDGWAY ROOF TRUSS Jt Down Uplift Horiz- Analysis Conforms To: A 548 115 U 48 R FBC2014 TPI 2007 Jt Brg Size Required Design checked for 10 psf non- A 93.0" 0"-to- 93" concurrent LL on BC. NOTE: USER MODIFIED PLATES Plus 21 Wind Load Case(s) This design may have plates Plus 1 LL Load Case(s) selected through a plate Plus 1 DL Load Case(s) monitor. Wind Loads - ANSI / ASCE 7-10 Membr CSI P Lbs Axl-CSI-Bnd Truss is designed as Top Chords Components and Claddings* A -B 0.07 112 C 0.00 0.07 for Exterior zone location. B -C 0.11 108 C 0.00 0.11 Wind Speed: 130 mph Bottom Chords Risk Category II A -D 0.07 0 T 0.00 0.07 Mean Roof Height: 33-0 D -C 0.08 1 C 0.00 0.08 Exposure Category: B Online Pius'•©Cop/npnl IliekS 1916-2016 Version 30.0 054 En9neenng-Portrait 8/190018 2 40 46 PM Pape 1 Job Mark Quan Type Span Pl-Hi Left OH Right OH Engineering 160517 V3 2 VL 110900 8 0 0 T9313788 Bldg 4 or 5- Aquatic - Roofs HO 4 HO 4 TC 1-10-8 I p 5-10-8 I 9-10-8 1 11-9-0 #3x5 II B • ek 8 3-11-4 2x4 II 2x4 II G H 3x5-:.: '�< o 11111` 3x5,;- AC G F D E 2x4 I I *2x4 I I 2x4 I I 7.111.11M.11.1111.11111111111.111..11111MMIMMI BC 1-10-8 I 9-10-8 I 11-9-0 6 11-9-0 B ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR See Joint D For Typical Gable Plate Size and Placement Scale:0.443""1' MiTekI Online Plus'" APPROX. TRUSS WEIGHT: 56.0 LBS Online Plus -- Version 30.0.054 A -F 0.06 0 T 0.00 0.06 selected through a plate RUN DATE: 19-AUG-16 F -D 0.10 0 T 0.00 0.10 monitor. D -E 0.10 0 T 0.00 0.10 Wind Loads - ANSI / ASCE 7-10 Southern Pine lumber design E -C 0.06 0 T 0.00 0.06 Truss is designed as values are those effective Webs Components and Claddings* 06-01-13 by SPIB//ALSC UON F -G 0.05 241 C for Exterior zone location. CSI -Size- ----Lumber---- E -H 0.05 241 C Wind Speed: 130 mph TC 0.13 2x 4 SP-#2 Gable Webs Risk Category II BC 0.10 2x 4 SP-#2 D -B 0.06 176 C Mean Roof Height: 33-0 WB 0.05 2x 4 SP-#3 Exposure Category: B GW 0.06 2x 4 SP-#3 TL Defl 0.00" in L/999 Building Type: Enclosed LL Defl 0.00" in L/999 TC Dead Load: 6.0 psf Brace truss as follows: Shear // Grain in G -B 0.13 BC Dead Load: 6.0 psf O.C. From To Max comp. force 241 Lbs TC Cont. 0- 0- 0 11- 9- 0 Plates for each ply each face. Max tens. force 173 Lbs or 48.0" 0- 0- 0 11- 9- 0 Plate - MT20 20 Ga, Gross Area Connector Plate Fabrication BC Cont. 0- 0- 0 11- 9- 0 Plate - MT2H 20 Ga, Gross Area Tolerance = 20% or 120.0" 0- 0- 0 11- 9- 0 Plate - MS18 20 Ga, Gross Area This truss is designed for a Jt Type Plt Size X Y JSI creep factor of 1.5 which psf-Ld Dead Live A MT20 3.Ox 5.0 Ctr Ctr 0.44 is used to calculate total TC 10.0 20.0 G MT20 2.Ox 4.0 Ctr Ctr 0.12 load deflection. BC 10.0 0.0 B# MT20 3.Ox 5.0 Ctr Ctr 0.50 TC+BC 20.0 20.0 H MT20 2.Ox 4.0 Ctr Ctr 0.13 Total 40.0 Spacing 24.0" C MT20 3.Ox 5.0 Ctr Ctr 0.44 Lumber Duration Factor 1.25 F MT20 2.Ox 4.0 Ctr Ctr 0.16 Plate Duration Factor 1.25 D MT20 2.Ox 4.0 Ctr Ctr 0.00 Fb Fc Ft Emin E MT20 2.Ox 4.0 Ctr Ctr 0.16 TC 1.15 1.10 1.10 1.10 BC 1.10 1.10 1.10 1.10 # = Plate Monitor used REVIEWED BY: Total Load Reactions (Lbs) MiTek USA, Inc. Jt Down Uplift Horiz- 6904 Parke East Blvd. A 868 183 U 76 R Tampa, FL 33610 Jt Brg Size Required REFER TO ONLINE PLUS GENERAL A 141.0" 0"-to- 141" NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Plus 21 Wind Load Case(s) Plus 1 LL Load Case(s) NOTES: Plus 1 DL Load Case(s) Trusses Manufactured by: RIDGWAY ROOF TRUSS - Membr CSI P Lbs Axl-CSI-Bnd Analysis Conforms To: Top Chords FBC2014 r A -G 0.13 58 C 0.00 0.13 TPI 2007 G -B 0.13 79 C 0.00 0.13 Design checked for 10 psf non- _ r B -H 0.13 79 C 0.00 0.13 concurrent LL on BC. H -C 0.13 58 C 0.00 0.13 NOTE: USER MODIFIED PLATES Bottom Chords This design may have plates ONna Plue.,0 Copynght M,Teka 19962016 Verl:ion 30 0.054 Engneenng-Portrait 811 9720 16 2 40 47 PM Page 1 ONLINE PLUS GENERAL NOTES & SYMBOLS • 108 PLATE LOCATION FLOOR TRUSS SPLICE LATERAL BRACING ( 3X2, 4X2, 6X2 ) Designates the location for t Center plates on joints continuous lateral bracing(CLB)for unless otherwise noted support of individual truss members . ' r��iri* in plate list or on drawing. only.CLBs must be properly 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 The first dimension is All dimensions are shown in N./ bear on multiple supports, 3x5 II the width measured FT-IN-SX(i.e.6'-8.5"or ��` interior bearing locations �� perpendicular to slots. 6-08-08).Dimensions less should be marked on the ■ I The second dimension is than one foot are shown Fl b* the length measured in IN-SX only(i.e.708). ` — truss.Interior support or to slots.Plate temporary shoring must be parallelin place before trusses are orientation.shown next t 6-08-08 W=Actual Bearing installed.If necessary,shim to plate size,indicates Width(IN-SX) bearings to assure solid direction of slots in connector plates. .I' ,'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. --® MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 3361 0-41 1 5 r IV1ITek® Tel: 813-972-1135 Fax: 813-971-6117 I 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 daho 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. k &114401111% 4 *'4-NC-="41 .400 9, 1140, • I I I•Pligb4-4 To view a non-printing PDF of this document, visit www.sbcindustry.com/jobsitecs. FOR DESIGN RESPONSIBILITIES SEE REVERSE BCSI-B1 SUMMARY SHEET GUIDE FOR HANDLING INSTALLING RESTRAINING AND BRACING OF TRUSSES SPANS OVER 60'MAY REQUIRE COMPLEX PERMANENT BRACING. PLEASE ALWAYS CONSULT A PROFESSIONAL El JGI I'JEER, 1 GENERAL NOTES NOTAS GENERALES HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES •Trusses are not marked in any way to identity Los trusses no estan marodos de ningirn modo sue RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. the frequency or location of temporary lateral Identifique la frecuencia o ocaliracibn de restrictionQ lateral Warning!Don't overload the crane. i restraint and diagonal tracing.Follow the y arrostre diagonal temporates.Use las recomendationes iAdvertencia!iNo sobrecargue la grlia! recommendations for handling,installing and de manejo,instalacen,restrivrodn y arriostre temporal de Never use baixing alone to eft a bundle. • ' temporary restraining and bracing of trusses. los trusses.Vea el foliate(jCSI Guia de Buena Practice Refer to SCSI Guide to Good Practice for Dara a Maneio.IOmtaldddn.Rastrittidn v Ambstre de las Do not lift a group of individually landed bundles. a ilandlina.Installing.Restraireno&Bracino of Trusses de Madera Conertados con Places de Metal••• Nunca use silo los empaques para levantar un paquete. a / ,a. Metal Plate Connected Wood Trusses"'fa para informaddn mets detalada. No levante un grupo de paquetes empaqueandos eT more detailed nformaton. individualmentes. �„ +►i'' Los dibuJos de disarm de lostheses pueden espedficar las _urea•` Truss Design Drawings may specify locations of localiradones de restriaidn lateral permanente 0 refuerzo IZI A single lift point may be used fix bundles ' permanent lateral restraint or reinforcement for enlos miembrosindMdualesdel truss.Vet la hoja resumen with trusses up to 45'. individual truss members. Refer to the DrSI DCSI-B3-Restriccidn/Amiostre Permanente de C.uerdacTwo lift points maybe used for bundles with 0 Warning!Do not over load supporting D3 Summary Sheet - Permanent Restraint! y Mlemtxos Secundanosaaa para robs irdormacidn.El trusses up to 60'. structure with truss bundle. Brad of Chords& b M m rs"•for more resto de los disetos de arriostres permarientes son la Use at least 3 aft points for bundes with iAdvertencla!No sobrecargue la estructura information.All other permanent bracing design responoabilidad del Diseihada del Edifice. trusses greater than 60'. apoyada con el paquete de trusses. is the responsibility of the Building Designer. Pude user un solo lugar de levantar para • paquetes de trusses hasty 45 pies. Q Place Uuss bundles in stable position. The consequences of improper handling,erect- Puse posk:rdnl � - Puede user dos purees de levantar pars paquetes de trusses en una mg,installing,restraining and bracing can result ., ,�^d' - astable. in a collapse of the structure,or wase,serious '_r•- • y�. pagtretes haslet 5C ales• • .' °- Use poe kr memos ties pwMos de levantar para rei- personal injury or death. _• r,.-:. �,.?.,�°,. • r�.ryglE**. .•, paquetes teas de 30 pies. EI resultado de un mamejo,levanbim'lento, It d "'••••,••z INSTALLATION OF SINGLE TRUSSES BY HAND r u,statacidn,restriction y arrisotre incorrect°puede '` l II i c ser lin raids de la estruchrra o alirr peon,herldos 0 ! • a .1--- ,k^r�, INSTAIACION DE TRUSSES INDIVIDUALES POR LA MANO muertos. ,•$ ✓ -\^ -it:� a • .ti. m� Q Trusses 20' l• ' ^^�. ©Trusses 30'or .- . , _ r. ..,404114:. ti • .:S'las..�:u1 �- � or less,suer less.support at -��`��--- Q Banding and truss pates have sharp edges.Wear <� -— port at peak. quarter points. a gloves when handling aril safety glasses when 1114111P <'.�^`„•;,• Sopor Sopate de if jn cutting banding. r ;; ,- del pco rosIlos anartos1� IIE ues cors de metal tienen hordes " trrusses de - de tram°los rnWq Y Pia tr.afilados.Lleve guantes y!enter protectores c endo Raa'ei�. 20 pies o f Trusses up to 20' -► trusses de 30 t Trusses up to 30'.� A...a- memos. i pies o mends. i Trusses haste 30 pies i Corte los empaques. Trusses haslet 20 pies HOISTING OF SINGLE TRUSSES—LEVANTAMIENTO DE TRUSSES INDIVIDUALES i HANDLING — MANEJO . Hold each truss in position with the erection equipment until top chord temporary lateral restraint QAsc..;ieh�ial Ix�nding.-rvirB Id nrxitin lateral. is Instated arid the truss Is fastened to the bearing points. © Use special care in UUlice cuidado Sosteitga cads truss en p osicidn ern equipo tie gnia taste qua a restrkcion lateral temporal de la windy weather or especial en dies cuerda superior este instated°y el truss esti asegurado en los soportes. near power lines vento505 0 cerca fie •�` , and airports. tables eki tricos o de A Warning!Using a single pick-point at the peak �/` aeropueltos. can damage the truss. �_�-�_�\ ii''''-‘1 i'., pito enaa!El use de un solo lugar en Cl pito pars levantar puede tracer dafio al truss. 4. Spreader bar -1144 for truss 4111 • HOISTING RECOMMENDATIONS FOR SINGLE 0�l �►11p+ TRUSSES j 0 The contractor is responsible for properly A y-��Ltfie RECOMENDACIONES PARA LEVANTAR TRUSSES I receiving,unloading and storing the trusses •-O.ri►0 INDIVIDUALES at the job5$e. �I''7[ - __— El contrabsta bene pa responsabilidad de [2:Elise!roper rig- Use equip°aproplado ! Approx.1/2.-._ oro uv n tress recibir,descargar y almacenar adecuada- ging and hoistingTuv para levantar e TRUSSES UP To 30• mane los trusses en la obra. equipment Improsrsac —' T7i�. TRUSSES RASTA 30 PIES Toon �_��'" Attach 1.10-.7.'---. t .' _ ± - _.�I_�I-�A�ia� lama Sauer bar t0'o.c. x k 1 ts's,':-4.7.4.7E: "� • I Sp-Ad-r ear 12 io —rl R Or SOWER max. `. ` i�� , ) dye ` I`� L rn,ss H^G� mkF �. V r 1 el % vY •''r Anna - I�—�I Y A�`> Y4T: i L,�•a er i l TRUSSES UP TO 6O' I.y.,a`'Iy„a ` t t +:(�� L, . film. _ -,4 , TRUSSES H0.5TA 50 PIES =,� ,I��I t>• kA It b:i.`y. i"F • °r14CVO ,-L... - Spreader bar 2f3..0 -� �,.•.`�a .<. ore - .s.;. .4.i pk.i - -.,�.... 3'4 truss lenge If trusses are to be stored horizontally,place 4,,_',....” � V " 7 TRUSSES UP TO AND once 60' Q blocking of sufficient height beneath the t'x's��"'�" --� ---a+. TRUSSES RASTA Y SO5RE SO PEES stack of trusses at 8'to HY on center. For trusses stored for more than one week, Do not ced bundles verticalmente os TEMPORARY RESTRAINT & BRACING cover bundles te prevent moisture gain but upright. trussessueltos. RESTRICCION Y ARRIOSTRE TEMPORAL allow for ventilation. .. Refer to DSSI Gukle in Gr_gatI Ply tc ire far dt�•qct`6 ••' Q Refer to DCSS-B2 Summary Sheet-Truss Handing,lnstallino.Restrainno&Rratind `- Ins+a I inn&T mmnrary Restaint/Bradnavar Top Chad Temporary Lateral 9f Metal PliteSpxutectexl Weed Truaec>,. �. for more Information. /.■ , �(TCTLRRestral d for more detailed Information pertaining to � '. Vea el resumen i SI-B2•tnstalacidn de ��4 2 4 min) handling and jobsite storage of trusses. t, ",, Tr iii<es y eatb Km`s/poral." - r, , , •. a • ..•Y'd",`:- • Wry nibs Infomtaddn. ,,..,',41k.44.,,,,,,I' k'I Si los trusses estaran guardados horizon- ..w a. r 1Na- ` Locate granted braces fa Hrst Cross directly it , talmente,pOnga tupqueando de aRura }_ ` tet; ' „ Q -4•' sufnciente tetras de la pita de los trusses a 3 :ate&`."-' :—, -c:^-.l.. tr+!"Y' ane with all rows t top dove rubct O temporary O. anal restraint(see table In the Hadi column}. '-.90° . pasta 10 pies en el centre. a Do not store or. No almacene en Cdoque os arriostres de terra para el primer Para trusses guardados poi mets tie una Naf uneven ground. terra dengue). truss directamente en linea con cads una de Brace first truss semana,cubra os paquetes para pnevenir •-- pas teas de reitrfttron lateral temporal de la .41--securely before m aumento de huedad pero pemnita vent- 1 cuerda superior(yea la tabla en la proxima erection of additional ! laden. columna). - trusses. yea el tondo DCSI Gula de Buena Prartira ,w R+? 1•�A-.1, ,1@a .i Do not walk on unbracecI `• , ftera ei Maneo.Itrstalacion.Retlrkclon v Ar• °} ! s....$1 Nal trusses. J, • • entre de les'Trusses de Madera Co:ectacos on Places de Metal"..para Infarrrarion meas 9;,�s - n � No amine en trusses detall da satire el manejo y almacenado de _...}�. ,a.•. \ raa I sueltos. . los trusses en area de Debi*. . HOJARtS DE BUENA FKACTICA PARA EL MANEJU INSTALACION RESTIMUN T ARKTUb IRE Ut LUb'TRUS5E5 VANOS MAS DE 60'PIES PUEDEN 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_ MAYREQUIRE.COMPLEX PERMANENT'BRACING.PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES ' LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 © m Refer to RrSI-R7 Diagonal Bracing p 1)Install ground bracing.2)Set first tens and attach securely to around bracing.3)Set next 4 Summary Sheet 10'or 15" Repeal Diagonal Bracing•• I trusses with short member temporary lateral restraint(see below).4)Install top chord diagonal •Temrarary tk _��, s•- i bracing(see below).5)Install web member plane diagonal bracing to sbbdize tine first fire trusses Permanent Restraint/ �r;-:'%:••w every 15 Inns spaces(30') (see below).6)Install bottom chord temporarybelow). — hall trusses restraint and diagonal tracing(see Ch rid for ParaB;i '�j�"m sE —"'�' 7)Repeat process on groups of four trusses until all are set. hand Tr koro"+• i v�l7h ty for more information. - " 1)Instate los arriostres de terra.2)!nslale el primer()truss y me seguramente al arriosfre de tl s y---.,,,•rrr ,i..., tierra.3)Instate los proximos 4 trusses con restriccien lateral temporal de miembro corto(vex Vea el resumen SCSI ��a_ 'j.1 j" abajo).4)Instale el aniostre d icional de la cuerda superior(yea ataajo).5)Instate ardostre (37-Restriction/ Apply Diagonal Brace to diagonal para los pianos der los miembros securxlsrias para estabilice los primeros cinco trusses prriostre Temporal vertical webs al end of (yea atrajo).6)instale Ia resticcidn lateral temporal y arrdstre diagonal pare la cuerda Inferior y Permanente oars cantilever and at bearing Al Lateral Restraints (sea abajo).7!Repka este procedimiento en gtupos de cuatro trusses hasty que taros los trusses Trusses de ruendas locations. lapped a1 least Iwo trusses. erten instalaclus. Paralelas••"para 'Top chord Temporary Lateral Restraint spacing shall be Q Refer to:./t,-1 .ual..a .r.a. - a• n T.., b :. se r,. a 1- err:r, .r, .•ter more Inas information. 10'o.c.max.tar 3x2 chords and 15'o.c.for 4x2 chords. information. Vea e1 resumer 8CSI-B2-Instalackin de Trusses v Restrircion/Arriostre Temporal."'para mils INSTALLING —• I N STA LAC IO N •414:x•: information. RESTRAINT(BRACING FOR ALL PLANES Of TRUSSES Q✓ •Tolerances kW s Fsera-de-, 0�o•(Plulrid 3 Mao. LeTngth RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES iOtC aril tc pare fUera-de-Planrj. 0)53 0(n.)` e .1—Length Mar.Bow 3H' 12.5 Q This restraint&bracing method is for all trusses excep 3x2 and 4x2 parallel chord trusses �,_-y f �� t/a- 1' Este metOdO de neslncc ion dnip5be e5 / Length—e r ' 7� 14.6 y para Carlo trusses exeepto trusses de cuerdas pantalar -Mar.now o :ix2 y•Ix2, 1/2" 7 r 16.7'Max.Bow - 1)TOP CHORD—CUERDA SUPERIOR 3/4' 3' 71/8' dee peTruss Span TopChord Temporary Lateral Restraint(TCTLR)Spacing p 1' 4' 1-1/4" 20.8' tongitud de Trarno Espaciamiento del Arriostre Temporal de la Cuerda Superior o 1-1/4" S' Up to 30' 10'o.c.max. Plumb 1.318' 22.8' • • Rasta 30 pies 10 pies maxim° f"7I Tolerances for 1 A/bob 1.112' 6' 1-1/2' 25.0' 30'to 46' B'o.c.max. — 1=1 Out-of-Plumb. 30 a 45 pies 8 pies maxima 7oieranuas pars D/50 1-3/4' 7 1-314' 29.2 max 45'to 60' 6'o.c.max. Fuer<i-de•Plomada. 2' al!' 45a60 2' x33.3' pies 6 pies maxima 60'to 80'• 4'o.c.max. .CONSTRUCTION LOADING—CARGA DE CONSTRUCCI6N 60 a 80 pies' 4 pies maxim° Q Do not proceed with construction until all lateral restraint and �./�r= ; 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.Consult a registered design professional. - Los tramos mis de 60 pies requieren restriction/arriostre de instalacion temporal mis complejo.Consulte a un profesional registrado de diseno. O DANGER!Disregarding handling,installing,restraining and bracing safety recommendations is the major cause of truss erection/installation accidents. - El no seguir las recomendaciones de manejo,instalacion,restriction y arriostre es la causa L , .` ..• principal de los accidentes durante la ereccion/instalacion de trusses. '%i',_:._*• ` a.:',-}�+ NOTICE Lateral restraint is NOT adequate without diagonal bradng. 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 ,�--•,:'�.•-.�S i�%��. TaIR shown in green. left)of TCTLR based on truss span from the table in Step 2 on page 2. i,,0.i./�%,-//�� TCttR es mosrradn -�-•' �•.+•^"' ��'� • Ground bracing not shown for clarity. Diagonal bracing '„......,41,...- - .•••rte.., ' ' en re:dr. shown in red. /'��i '�,dh. ��al'kat,diagonal es % �"�� Apply diagonal bracing or structural sheathing immediately.For spans mosrradomr°n• �.:-'�""f,,_4.-41. �� over 60'applying structural sheathing immediately is the preferred ��` `- � �� method. �.. `,`��`" �'►=`_`�� El dibujo a Ia izquierda muestra el espaciamiento maxima en el centro �"r,�`` ��►� `� 'fes �� (yea*a Ia izquierda)del TCTLR basado en los tramos de trusses de la ��•�-��y�,��` o..1��`�►``�� aaR��' tabla en el Paso 2 en Ia pagina 2. 1 IG.` rinii • No se muestra el arriostre de tierra para claridad. n ss`.. r0"° • Aplique inmediatamente el Arriostre Diagonal o el Entablado �i "-i (sags. 4°ro6p• °pro3U Estructural(structural sheathing).Para tramos mis de 60 pies el op Chord Te,ry°rar Lateral Restraint metodo preferido es entablarlos inmediatamente. CHECK THESE ITEMS BEFORE STARTING ERECTION/INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA ERECCION/INSTALACIUN Y CORRIJALOS CUANDO ES NECESARIO [l Building dimensions match the construction documents. IZI Trusses are the correct dimension. Las dimensiones del edificio concuerdan con los documentos de construction. Los trusses son la dimension correcta. IZI Bearing supports(e.g.,walls,columns,headers,beams,etc.)are accurately 10 Tops of bearing supports are flat,level and at the correct and securely installed,plumb and properly braced. elevation. Los soportes que sostienen cargas(ej.,paredes,columnas, vigas de cabezera, La parte superior de los soportes de cojinete son planas, vigas,etcetera)son instalados seguramente y con precision,y son nivelados y niveladas y a la elevation correcta. arriostrados apropiadamente. IA Jobsite is clean and neat,and free of obstructions. O 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 Q Ground bracing procedure for first truss is based on site de restriction y arriostre estan accesibles en la obra. and building configuration. El Erection/installation crew is aware of installation plan and lateral El procedimiento de Arriostre de Tierra para el primer restraint/diagonal bracing requirements. truss es basado en el terreno y la configuration del El personal de ereccion/instalacion es consciente del plan de instalacion edificio. y los requisitos de restriction/arriostre. '" Interior If If ground level is too far IZI 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 tapas,incluyendo travesailos,son fijados juntos cor- jj4j interior ground bracing. rectamente antes de levantarlos en lugar 1 Si el nivel del terreno es • Ei Any truss damage is reported to truss manufacturer.Refer to BCSI-B5."' demasiado le jos para e Do not install damaged trusses unless instructed to do so by the building ,I !1 usarArriostre de Tierra designer,truss designer or truss manufacturer. E,m,e,,,:• exterior,use Arriostre AlgOn dalio a los trusses ha sido reportado al fabricante de trusses. Vea el de Tierra interior. resumen BCSI-85."'No instale trusses danados a menos que se dijeren el • • disefiador del edificio,el disefiador del truss o el fabricante del truss. B2Temp 090902 RESUMEN BCSI-B2 STEPS TO SETTING TRUSSES PASOS PARA EL MONTAIE DE TRUSSES Establish Ground Bracing Procedure: Exterior or Interior 1■ Establezca el Procedimiento de Arriostre de Tierra:Exterior o Interior a nu fuss(or sot. Rat hugs end frame)of braced braced 1 group of trusses Mach ground grow of fusses Ground 0.---,i,\110,* Drava rertical ?x_bracing(or end jacks n a Np set aplaioatrm) brace 't to end wall by ..., dew/ na balling to Dt y ( (� � Dlockn t Grand `iiik, / \ ' 1��Nv Vaf4' /. , vertical Mach f C� \ �\ ��, �' t alll Braced truss(of .411 t '� Noiklk... � AI—Akins truss In hip �, / /V r 1 � / ..' fah Ground � ��) Ecaau c :7oul ,�a 6aeonal Cy ‘ % Ground I I �\ 1 j D _• \,/ e. lateral j�..r 4 Orlven /� restrain ,•• I Napery brace wall awith id r• ` \ Gfound -- adequate dagonals and floor s fix / Strut , Secmtl floor lateral . dl fi �1..'c: ~—m a age,p«pe dcu of \t 'Ikximnlal ! ` \ restrain Honhalafee member attached to walls.aC. Bachup groan s.� �7 be \,1 Iiwr.Pit Second flea system stake member End dragon/ Fest b---- shall hare adequatecapecify le with mubde stakes brace \ `...,_... sWDorl trees tom Around dam. EXTERIOR GROUND BRACING *ion GROUND, ARRIOSTRE OE TIERRA EXTERIOR •': 7OSTRE OE TSERRA IIN , ` 2■ Determine the locations for TCTLR and Ground Braces Determine las ubicaciones para TCTLR y los Arriostres de Tierra TCTLR,typ. Mailni ►.i rCl�rt1 iini iN4111 a 110110nl El Use truss span to determine spat- 7 ing for top chord temporary lateral Truss Span TCTLR Spacing �;€,� restraint(TCTLR)from table at right. 4 Use el tramo del truss para determi Up to 30' t 0'on-center maximum �,/fI nar el espaciamiento para restriction 30'•45' 8'on-center maximum • // lateral temporal de/a cuerda supe- 45'-60' 6'on-center maximum 46.. AIIIIIIII rior(TCTLR)en la tabla a la derecha. 60'_80'• 4'on-center maximum C � `�r� / *Consult a registered design professional for trusses longer than 60'. 1 **For trusses spaced greater than T e.c.,see also BCSI-B10. / • •=Fitch break Under Over E fade aTCTLR) TCTLR • • • 1111MME111111110E11111lliilllTIEOlt 10"orgreater r. 33'-0'S.anst_ Truss attachment ! Tans Span t required at support(sj 0 Locate a ground brace vertical at each Q Locate additional TCTLR at each pitch TCTLR location. break. El Locate additional TCTLR over bearings if the Localice una vertical de arriostre de Localice TCTLR adicional en cada rotura heel height is 10"or greater. tierra en cada lugar de TCTLR. de inclination. Localice TCTLR adicional sobre los soportes si la aitura del talon(heel height)es de 10 pulga- das o más. 3 Set First Truss and Fasten Securely to Ground Braces ■ Coloque el Primer Truss y Fijelo Seguramente a los Arriostres de Tierra 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)y Nelo seguramente a las verticales de arriostre de tierra y a la pared,o como se dirige el disenador del edificio.Ejemplos del primer truss instalado incluyen: TCTLR TORR locations,typ. locations,typ. TCTLR '�� -V ii locations,typ. `?�i ,A-7-1 , � ��- kiliC4 IN 0.,..41(.44t04.000,4 0. I Ari EXTERIOR GROUND BRACING INTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR .. j ARRIOSTRC DR TIERRA INTERIOR„s _, A CAUTION!First truss must be attached securely to all bearings and to all required ground braces prior to removing the hoisting supports. • El primer truss tiene que ser sujetado seguramente a todos soportes y a todas arriostres de tierra requeridos,antes de guitar los soportes de levantamiento. 4■ Set Trusses 2,3,4&5 with TCTLR in Line with Ground Bracing Coloque los Trusses Z 3,4 y 5 con TCTLR en Linea con los Arriostres de Tierra 1: I21 Attach trusses securely at all bearings,shimming bearings as necessary.Examples of first five trusses set include: Sujete seguramente los trusses a todos los soportes,rellenar solidamente los soportes como sea necesario.Ejemplos de los primeros cinco • trusses colocados incluyen: See options below See options below See options below gimp -4' . ,,,. .wor ,.. _...... .„1,41„4.,...4.4.16. ,,,i, 4.01t, Am' 4 , :, ...,.._piri.4 lb+4 - frfgoloilikk•- ,_ ... ....Awl '• .- :. .;,' , EXTERIOR GROUND BRACING INTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR. NOTICE The following three(3)Short Member Temporary Lateral Restraint options require that the diagonal bracing be installed continuously. Las siguientes tres opciones para instalar la Restriccion Lateral Temporal de los Miembros Cortos requieren que el arriostre diagonal esti instalado continuamente. Option 1 Option 2 Option 3 Short member temporary lateral restraint installed on Short member temporary lateral restraint installed Proprietary metal restraint products* top of trusses between trusses Opcidn 3 Opcion 1 Opcion 2 Productos de metal para restriction patentados* Restriction lateral temporal de los miembros cortos Restriction lateral temporal de los miembros cortos *These products are specifically instalados encima de trusses instalados entre trusses designed to provide lateral 2T+ 1'/2"minimum f— Use 2-16d deformed shank restraint and are not just for ..4--...I end distance I nails minimum at each 221/2" spacing.See manufacturer's I I 1 v2 pulgadas �--► restraint-to-truss connection. specifications. distancia de Use como minimo 2-16d 221" extremo minima 22,/" clavos largos(shank nails)en *Estos productos son disenados Do not use split cada conexidn de restriction- especificamente para proveer members. a-truss. restriction lateral y no son 2 nails at every solamente para espaciamiento. connection No use miembros 2 clavos en rajados. vee las especificaciones del cada conexion , ! Et. fabricante. 4 V 22W lit 221/2" �' Do not use split members. - 22W ';, No use , \ miembros 1 rajados. 1411 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 © Minimum size of bracing and lateral restraint material is 2x4 stress-graded lumber or approved proprietary metal restraint/bracing,unless oth- erwise specified by the building designer. El tamaiio del material de restriccion lateral y arriostre debe ser por lo menos 2x4 madera graduada por esfuerzo o restriccion/arriostre de metal patentado aprobado,a menos que especifique el disenador del edificio. E1 All bracing and lateral restraint members must be connected to each truss with at least 2 nails(see minimum sizes shown below),except for the short member restraints shown in Step 4,Option 2(see above),which require 2-16d deformed-shank(i.e.,ring-or screw-shank)nails. Todos los miembros de restriccion lateral y arriostre tienen que ser conectados a cada truss con un minimo de 2 clavos(ver los tamailos minimos mostrados abajo)excepto para las restricciones de miembros cortos mostrados en el lOd(0.128x3") Paso 4,Opcion 2(yea arriba),cuales requieren 2-16d clavos con largos des- . formados(Ej. Largos de anillos o tomillos). 12d(0.128X3.25") FIT E IA2 Drive nails flush,or use double-headed nails for easiest removal. 16d(0.131x3.5") I I � Clave los clavos al raso,o use clavos de dos cabezas para quitarlos mis ficilmente. 5 Install Top Chord Diagonal Bracing ■ Instale el Arriostre Diagonal de la Cuerda Superior 0 Attach diagonal bracing to the first five trusses.Examples of diagonal bracing on first five trusses include: • Coloque el arriostre diagonal a los primeros cinco trusses.Ejemplos de arriostre diagonal en los primeros cinco trusses incluyen: • r See Short Menthe, See Shat Marta Temporary lateral Temporary latae Rest a e dead Restraint Arial - - °p°^s w.3. See Short Mamba '.. =� °°b°"s page 3. 3' `` TamarY Lateral ai dew Irmif EXTERIOR GROUND BRACING INTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR _a Q Or start applying structural sheathing.Example of 1 111 structural sheathing installed on first five trusses. 0 empiece en aplicar el entablado estructural.Ejemplo de entablado estructural instalado en los primeros 'y �`�Al*. cine trusses. 1 wit/h.-NA 6■ Install Web Member Diagonal Bracing Instate el Arriostre Diagonal de Miembros Secundarios O Temporary web member diagonal bracing acts with the top chord and bottom chord temporary lateral restraint and diagonal bracing to form trian- gulation perpendicular to the plane of the truss and prevents trusses from leaning or dominoing. El arriostre diagonal temporal de los miembros secundarios trabaja con la restriccion lateral y el arriostre diagonal temporales de la cuerda superior e inferior para formar una triangulacion perpendicular al piano del truss y evita que los trusses se indinen o caigan como dominos. 2 Install diagonal bracing at about 45°on web members(verticals whenever possible)located at or near rows of bottom chord lateral restraint.Web diagonal bracing must extend from the top chord to the bottom chord.Repeat at the interval shown in the Figure below. Instale el arriostre diagonal a aproximadamente 45 grados en los Diagonal miembros secundarios(verticales cuando sea posible)colocados en o _+ bracing cerca de las filas de restriccion lateral de la cuerda inferior.An-iostre 4"""��Q', lv , diagonal para los miembros secundarios tiene que extender de/a wee members 'a r;•: ..k cuerda superior a la cuerda inferior.Repita a los intervalos mostrados �\ \ . r+ , 4:-441 �r'r + en la Figura a la derecha. 100°.•,,,_4:1 ,7��;�<;r ''tot.• NOTICE Ther requirements for web member :41:°"*Zirtt 41 eq permanent individual truss `41417,' i1„r� ee_.+,,,r, 44�\ member restraint are specified on the truss design drawing `` r '+Irar 0.�� err r+ Refer to BCSI-63 for more information."' w"�"�►.� ��+ir` �`� Los requisites para la restriction permanents de miembros individuates '`�'�'•<�� i;.��'+ `,► Bottom chords de truss para miembros secundarius son especificados en el dibujo del �`=!,,�. disc.&de truss. Vea el resumen BCSI-83 para mess information."' "fir"iDiagonal braces every 10 truss spaces(20'max.) 10-15'max.Same spacing Note:Some chord and web members as bottom chord lateral restraint not shown for clarity. ...: ,,. .-' NOTICE Mono trusses,deep flat trusses and other types of trusses with deep ends also require tem- �e• r -,� porary lateral restraint and diagonal bracing on the long web members at the deep end of the truss. �1 � Los trusses de una sola pendiente, trusses pianos y profundus y otros tipos de trusses con extra 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 AWARNINGI Disregarding Permanent Restraint/Bracing is a major cause of truss field perfor- El The TDD provides information on the assumed support for the baton chord. mance problems and has been known to lead to rod or floor systems collapse. El TOD provee information sobre d seporte supuesto pare N cuerda inferior iADVERTENCIA!DescuiiarelAmosbe/Restricadn lbmrancnte cs ung cause principal de problems derendin,entodel truss en tempo y hab/a ccnoddo a Nevar al derrumbamiento del Install bottom chord permanent Lateral Restraint at the spacing indicated on the TDD Stertor del Mchoopisa and/or by the Building Designer with a maximum of 10'on center. Qr'11-01Nbl:Spans over 60'may require complex permanent bracing.Please always consult a Instate Restriction Lateral permanente de la cuerda inferior al espaciamiento Registered Design Professional. indicado en el TOD y/o par el Disenador del Edificio con un miximo de 10 pies en el ;C,4a,!r .i Trams solve 60 pies puede('requenr arriastre permanente canpfejo.Per favor, centro. s;enpee consuhe a un Proles/anal Registrado de Dseno. RESTRAINT/BRACING MATERIALS&FASTENERS Diagonal r` 01,100 MATERIALES Y CIERRES DE RESTRICCION/ARRIOSTRE Bracing 111,"74;,,t',!4`....4"4"---,41111116._.�,,, , ` (] Common restraint/braong materials include wood structural panes,gypsum board sheathing, Bottom Chords ` c tffe +- mess-graded lumber,proprietary metal products,and metal purists and straps '11111111 .0414.7"....-- 1.�..... 7� "•:;;�' Me!eriales comunes de an-iast sir/rest ngir rnc/uyen pane/es estructureles dr madera,entablado �+a;,rte�\�``�"'' e.^... .., �.` de peso,aortico graduada por oaf erza,prc.iuctos de metal patentadas,y vgas de sap /c y 1`�i„^+`��`.'��ew bras de metal. `�``_`��•``�� NNNIMUNATTACN&ENTAEOWREMBIS RJR WYBBtRESIRMIT&111QN0" C'��, ` orgreaertopLateral edt over 17 Lunen Sus Ma sten Nut Sae Mire MUM Number el 510' ` Sm' or greater lapped Ower Nadi pee Cenneetioe "�``_ �0, -� two trusses 2xa toessoiadeo too 0 128x1'i .'=r • it { Some chord and web members not 161(0 1314 V) 2 "PIPshownseto bacet if>aro19,x3S') t Sr'' Lateral Restraint and Diagonal Bracing used to brace the Bottom Chord Plane. 2_.5;ressgaded bpd 10.1284'1 12d(01290.75') 1 3. PERMANENT BRACING FOR THE WEB MEMBER PLANE ltd 10 I31x33') 3. ARRIOSTRE PERMANENTE PARA EL PLANO DEL MIEMBRO SECUNDARIO 0110 NMteleet(mammals may be!peclird IN Ire Tess Desiie a dudaa Dorytm Web Member Permanent Bracing collects and transfers buckling restraint forces and/or lateral ne iv.and ela.baaa I.tearing mabsL a sura a mood aawrwd pae4.(Inane bead abuamyloads from wind and seismic fortes.The same bracing can often be used for both functions. iiOlaiasv new iesu:lint t roma ixadn:rs_and mea InaMs aid 55535 are prtr rkd bean Bredn9 Dr.r.' Amastre Permanente de los Mienbros Secundartces recogen y paean fuerzas de restriction de PERMANENT BRACING FOR THE VARIOUS PLANES OF A TRUSS race ylocargaslateralesde vleoo yfuerzassismrcas.Amenadoelmsm moaostre puede ser Usado para ambos funcione_s. ARRIOSTRE PERMANENTE PARA VARIOS PLANOS DE UN TRUSS Individual Web Member Permanent Restraint&Bracing iJ Tap Chard Permanent Bracing is important because R, :�:4 f, Rare Restriction yArriostre Permanente de Miembros Secundarius Individuals a)prevents out-of-plane bucking of truss .,;,..,`"*-_-:'..-..Web El Check the TDD to determine which web members(f any)reaure restraint to resist buckling. members. ;.; 4•i <s Revise el TOD pare determiner cuales miemoros secundarros(5 algunos)requreren testi-two,: b)helps maintain proper truss sparing,and tea' '' e. ; •`\mo. pare resatirel tater c)resists and transfers lateral loads from Bart! ;`n®�`. wind and seismic forces. a �"• �•,�\ems O Restrain and brace with, M. »,,,,�,: El amutre Permanente es inpoRante .q i`'lr .`.e +•\. A.Continuos Lateral Restraint&Diagonal&acing,a OW a sexy \� B.individual Member Web Reinforcement. "° ""0"'"z pique, '`.�,, '`` maria.etarrsm. a)mpide el forcer fuera-de-plan de los \� Restrinja y arriastre con, miembras del truss, �'soe A.Restriction Lateral Continua y Arriostre Diagonal,o b)ayuda en mantener espaciamiento 1 R Refuerzo de Maembios Senrndanos Indinduales. NI apropiado de los trusses,y c)resists y pass las cargos laterales de 01' moo card A.Continuous Lateral Restraint(CLR) _ ,1?�» w o y Arenas sism sus apt codas al Parc &Diagonal Bracing ent• to del truss. � Suuctural A.Restriction Lateral Continua(CLR)y Arriostre • Sheahngon Diagonal • Trusses require Permanent Bracing Top Chord within ALL of the following pia nes: \ Raor El Attach the CLR at the locations shown on the TDD. 1.Top Chord Plane '" ` s s_ \ Sujete el CLR en las ubrcauones mostrados en el TDD. 2.Bottom Chord Plane i \\ ( Install the Diagonal Bracing at app gxmately 45°to the CLR and pus hon so that d crosses the 3.Web Member Plane � - \•_ Trusses requieren Arriostre Permanente - / web in dose proximity to the CLR Attach the Diagonal Brace as close to the Top and Bottom mak,,; . Chords as posvble and to each web it crosses.Repeat every 2O'or less. centro de TODOS los sigalentes pianos: - _ instate el Amostre Diagonal a aproximadamente 45 grados al CLR y to coa7ue pare que truce 1.Plano de W Cuerda Superior _ i la weds may cervi del CLR.Sujete el Amostre Diagonal tomo cercano a las cuerdas inferior y 2.Plano de An Cuerda Inferior j superior rano sea pos+b e y a cada cuerda que 10 aura.Repita coda 20 pies o menos. 3.Plano de!Miembro Secundario .>/ A .. . •..Without Permanent Bracing the truss,or a portion of its members,will buckle(i.e., EXAMPLES OF DIAGONAL BRACING WITH CONTINUOUS - ',,c,, fail)at loads far less than design. LATERAL RESTRAINT xC x"...4.1: 31.4-7 Sin el Arriostre Permanente,del truss,o un parte de los miembros,torcer#n(ej. ConNx,ws ��. Remanent Continuous -' fallaran j de cargos mochas menos que las cargos que et truss es disc ado a Ilevar. l vi, 'mai Resbmt >``4 literal Restraint 1. PERMANENT BRACING FOR THE TOP CHORD PLANE rte►r Dam `y�� ,.-s ! 14 1. ARRIOSTRE PERMANENTE PARA EL PLANO DE LA CUERDA SUPERIOR 44 el Bracing Or elk (] Use plywood,oriented strand board(OSB), _-_- ,• 4. 'S '•,` ` �.,;•` or wood or metal structural purlins that are Penes t'�` _ ,Ne. ,• ` _ ........-7,,,t: e. , property braced. ��/l ► '�l� ilk rap • t.a..__ • 1 4 ` ,r'',, Use contradrapado panel de fibres orientadas \ ��t _ �,�� , (OSB),o viges de scporte de madera o metal '�� `._ 5 que son autostradas apxopiadamente. 110 ti. ❑� The Truss Design Drawing(TDD)provides i /► 0 013 Thtsses Note:Some chord and web members information on the assumed support for the top �' � P not shown for clarity. chord. i �.�Struct Structural ElOrbujodel DsenodeTruss(1Dp)provee 1»-x Nampain®xtopC dPPealWant y/ "'"'�� Sheathing information sabre el soporte supuesto para la spdx,kd tr/ae Bnedog Dexrgad , ' Diagonal zaerda s+peria \y, + /�` . Brace -45° ❑ Fastener size and spacing requirements and grade for ,44+,`Ai�1 A the sheathing,purtins and bracingare provided in the r \` a s�°j ,�� (► /_ .,i-41,3,.,.;,...4.4 Cugore Lateral W i:- ab", building code and/or by the Building Designer. i;J ` +d f AV-4 Faces Restrain. El tama+lo de cierre y reqursrtos de espatantienro y "�•� �•� , e grado pare el entablado,vrgas de soporte y amostre '�"`��?,- ' - son provistos en el cddgo del esi,&io y/o por el Disefia- 4 - , da de)Edificio. Lateral Restraint Group of 2 Trusses aelaed 2. PERMANENT BRACING FOR THE BOTTOM �� ss owl (] Lateral Restraint&Diagonal Bracing can also be used =45` • CHORD PLANE cdm) with smog groups of trusses(i.e.,three or less).Attach . 2. ARRIOSTRE PERMANENTS PARA EL PLANO DE LA CUERDA INFERIOR the Lateral Restraint&Dagonal&ace to each web t E Use rows of continuous Lateral Restraint with Diagonal Bracing,gypsum board sheathing or rigid member that they cross, ceiling. Restncodn Lateral y Amostre Diagonal ramble°puede set usedo con grupos pequenos de Use blas de Restnccich Lateral Continua con Arriostre Diagonal,entablado de peso o trusses(iti.tree o memos)Sujeete la Restricodn Lateral y e!Arriostre Diagonal a cads mienbro techo ngido. secundario que los ouzan. RESTRICCION I ARRIOSTRE PERMANENTE DE LAS CUERDAS Y LOS MIEMBROS SECUNDARIOS TRAMOS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTE COMPLEJO.POR FAVOR,SIEMPRE CONSULTE A UN PROFESIONAL DE DISENO REGISTRADO. BCSI-B3 SUMMARY SHEET PERMANENT RESTRAINT / BRACING OF CHORDS AND WEB SPANS OVER 60' MAY REQUIRE COMPLEX PERMANENT BRACING.PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER ALWAYS DIAGONALLY BRACE THE CONTINUOUS LATERAL RESTRAINT! iSIEMPRE ARRIOSTRE LA REST-ruction,LATERAL CONIINUA DIAGONALMENTE! Gable End Frames and Sloped Bottom Chords B.Individual Web Member Reinforcement Armazones Hastlales YCuerdas Inferiores Pendlentes .* B.Refuerzo de Miembros Secundarius Indlviduales ID The Gable End Frame should allays match the profile of the adjacent trusses to permit instal- a T-,L-,Scab,i-,U-Reinforcement,proprietary metal reinforcement and stacked web products provide an lation of proper Bottom Chord Plane restraint&bracing unless special bracing is designed to ahernative for resisting web budding, support the end wall. T,L-,costra,I-,U-Refuerzo,refuerzo de metal patentando y produces de miembras secondaries EI Amazon Hestia/ amentmados proveen unci alternative l y atric Bebe enojar el paint eide los trusses t m nus cluuse pare peva esu la ill es para ressik el taker de los maamizos secondaries laac'rn de restriction y anrcatre aurcpiarfe de Id Correia Inferior a menus yur arrkstre especial r 1 .1...------='--- . disefiedo pare soportar la pared de extremo. i i. I Lha. .- ,,, ..'.. =Gill iiip •yam. l .I�I�I ``� Fane = •G�wi iii con. r - tom �� .'"`' ' , -,,,..,...„,•....... - ,---,,,, ,,,__„. . •Iki.,,-.7. i , li, , . 7.,,,,,....... L iii ,Ii, iiMrtroarr it PreWuel Wsb I, f Tiu:s Li,,,t,,.Mr L ROAORemen ��YYY Example of sus Gar fid Fr nc) I„� ❑y roe uk urs GaNt6d Franq � The following table may be used unless more specific information is provided. La siguiente table puede ter usada a Incrust que irrformacdn mos capecirica este provista. A S.s:Utt'Ettil!Using a flat Bottom Chord Gable End Frame with adjacent Trusses that have sloped Rattan Chords is prohibited by some building codes as adequate bracing of this condition is WEB REINFORCEMENT FOR SINGLE PLY TRUSSES' difficult and sometimes impossible.Special end wall bracing design considerations are required by the Building Designer if the Gable End Frame profile does not match the adjacent Trusses. Stn Typo&km N Web woo aldaan tr,JT;;k;7 El use de un Amazon Hestiai de la Cuerda info or cm Trusses conbguos cuales *cake et IW abrodnnt Biala or Bib CLR Trent _ qa,{ WOtk''talo Coraattlre d Wei trenen Crxrfas!denotes pendientes a prohibKlo par algurnos cddryas de edifies ponque or- , Wet I L Sc* I RI Allg IatlN RaYdsb tsreert web horde adecuado de este condition es d fitil y a emcee impusrbk Cmsderacrones espeoates de diseno para el amostre de la pared de extreme son requeridas poi el Disertador del Edifcio si el 2x4 art 204 2i4 90%d web or peril del Amazon Hastial no hate juego con los Trusses contiguos. I Row ? von 24 m 38 all„door 8'('90mm)da,d mare(0.23145 sacro speck, p 2® 2d 2x8 (0.131 PERMANENT BRACING FOR SPECIAL CONDITIONS to 4.224 Wotan at Bib 51111551• 0)61190 mm) ARRIOSTRE PERMANENTE PARA CONDICIONES ESPECLALES 2 Ross 2x8 — -- wet me nb4r wNCMw It 2-�f) Wry on-toner' Sway Bracing—Arriostre de'Sway' as — — — 2.2x8 ❑ "Sway"bracing s instated at the discretion of •-j 'Ma.r+,aivnSi web WO a 14(43rid the • r s«sabRewocerzarmarivndfodConnie o.220%31aR(uorsueo'm lim,an�rkromwrtbweb. and g theltralm to vmentduetoastabilize the truss nd ,. ► p, and m nioads the lateral movement due to wind and ;' seismic loads. , PERMA1ENTLA1B2A.RES1RAINTATDIrIGAZ l WEBREBIFORCEMEKREQIRREg /-I Anastrede'Sway"este instatedopctladnaecdndel 'Y i " • I#UQ\GRBVIRED 1 .8uiusae..g•P<a.rYwar i c. ,,,..a. ,�.s ,•.r, .L (_' DisenadorddEd/idoparaayudarenestablzarelsistana c� " i f �', 11; de trusses y pare manmade el memento lateral debido a �...-- �''`� ru l I L,%9 '' cargos de viento y eargas sismicas. t. _ �, ± ' a s rwa x .0 0 Sway braonq installed continuously across the building also -!s i�� i ac ,-, serves to distribute gravity loads between trusses of varying .. v.....4:7,--.....,.., •4S stiffness. RESifQCtl�1EATEftALyHt+W1E�iEYfPRI05TAE t�ii ,,+..-.r,•.., ,,,r,,u;. � 4lr arii,strede"Sway-quo esinstaladacontinuadamentealtravelsdel edificiotainted)esusado DIAGOKM.ES PFQIH iDO 1 RERIB(ZO DE hDEMBRO SECURDARIO REQtERIDO 1 para dstribuir!is cargos de gravedad entre trusses de wider vanando. Permanent Restraint/BracIng for the Top Chord In a Piggyback Assembly 0 Some Truss Manufacturers mark the locations ofthe web Latera.Restraint or reinforcement on Restricckn/Aniosire Permanente para la Cuerda Superior en un Ensamb/aje de the truss using tags similar to those above. Piggyback Algunos Fabncantes de Trusses mar-ran en el truss las ubicacxnes de refuerzo o Restriction ElProvide restraint and bracing by: fi'paal Ragout Lateral de miemLxos secondaries con efpuetas sa blates a las ambo. •using rows of 4x2 stress-graded lumber Racing al 10' Web Member Plane Permanent Building Stability Bracing to Transfer Wind&Seismic Forces CLR and Diagonal Bracing,or intervals or less. ,� •connecting the CLR into the roof as specified. Arriostre de Estabilidad Permanente del Edificlo del Plano de Miembros Secundarios para 41 ,,� CLR at diaphragm,or Desplazar Fuerzas de Viento y Fuerzas Samkas IB•rj, spaci •adding Structural Sheathing or Bracing intik almen,a.. specl'ed .ii.' The web member restraint or reinforcement specified on a TDD is required to resist buckling Frames,or Mar, 041 the under vertical bads.Addrbonal restraint and bracing is typically required to transfer lateral loads •some other equivalent means. Truss Design due to and and/or seismic faces.This restraint and bracing is typically provided by the Building Ptovee restriardn Y amostre par •+;5-"- �_ �.� Drawing Designer. •usrndo files de 4x2 CLR madcra grad - . 4 -•h!i „, La restriction o refuerzo de miembros secundarius especificada en un TDD es requerido a resistin sada per esfuerza y Arriostre Diaonal,o o-11 tit aye`+��.,j , , '' el forcer halo taigas veRiolos.Restrictkn y arriostre�crora!es requerido tipicamente pare •conedando el CLR al diafragma del , tl� r ° - ,_ a pasarcargas laterales debidas a fuerzas de viento y/o fuerzas sismicas.Esta restriction y arrtostre echo,0 4�`"' et es tipicamente proviso Far el Disenador del Edifida •anadendo Entablade Estrtxtural o Arm zanes de Arricetre,o •ayrrnas otrios metordos equivakntes. tl'• Dewar elate to roof Daphrogn a«kng Q Refer to the TDD for the maximum assumed spacing for attaching the Lateral Restraint to the top i A Gab a Sod J,i " duord of the suppatmg trusske ,� Refiere al TDD pare el espacumrento mixing ser uestn r cuerda superior del truss p Pae s vjetar la Resrncc on Cltperal a fa1 .1,...•-.....,: soportante. B1�q g ❑ The TDD provides the assumed thickness 4�f, �Tr an 1 of the restraint and minimum connection 1,1171. ` on pnu supporting truss between the cap and the1,1,4",,./...ab� Na a sham 1.nonroc•rr.-' IltrAll truss or restraint, ;;i7.. CLR required a ty El TDD provee e.'grosor supue_4to de la �e'w it Bracing Frame em to coy .�IFas lilt�a'.i restdwdn y kis requisites de cmexibn / Structural Sheath J Chord o la entre la caps y el truss soportaMe � ing is installed Some Truss Designers Provide general Restart o la ratrentre . leg lly design tables and details to assist the Budd- Bracing Fay ing Designer in determining the Bracing permanent 9 required to transfer lateral loads due to Daae reload vast iso n / �- / �\or SheatStruching wind and/or seismic forces from the Gable Locale m int with Bottom cum permanent Shealtiing CLR or n specified by me Bonding Oespter. Ssuses rg End Frame into the roof and/or pa hno 'A! diaphragm. ! i/ s, Trusses sit. Algernon Disefiedores de Trusses proveen SrL� tablas y detalles de drsef;o generates pare asistir el Diseikdor del Editcia en determiner el Ar- ,0 lilo. .�;',`"'rte riostre requerido para parer camas laterales debidas a fuerzas de viento We fuerzas sianicas del 'a"'�+.��` Amazon Haslet a!defragma del techo. To view a non-printing PDF of this document,visit vnwv.sbcndustry.cros/b3. Para ver on POP de este documento que no se puede bnpre*vsda ixxxsbcidustrycom/bT aiik. ...in-k. �..:.1°.,. TRUSS PLATE INSTITUTE 6300 Enierprese Lane•Idadsnn,WI 53719 218 N,Lee SL,Ste.312•Ak+ancea,VA 22314 60812744949•w+.w.rbcndxe-roam 70303-1010•www.tpwt.eeq RESTRICCION /ARRIOSTRE PERMANENTE DE LAS CUERDAS Y LOS MIEMBROS SECUNDARIOS TRAMOS MAS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTS COMPLEJO.POR FAVOR.SIEMPRE CONSULTS A UN PROFESIONAL DE DISENO REGISTRADO 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. 1r r „,—, _ , ' I Cargas de construction son las cargas que estan impuestas a los . _ v� edificios incompletos como resultado del proceso de construction. 6 Si' Cargas de construction tipicas incluyen el peso de los trabajadores, el equipo y los materiales de construction, etcetera. Por ejemplo, un paquete de entablado contrachapado o tabla de yeso apilados temporalmente sobre los trusses crean cargas de construction. [jJ Make sure that the truss assembly is properly restrained and braced according to the guidelines in BCSI-B1-and BCSI-B2"' before placing any construction loads on them. Construction loads shall only be placed on fully restrained and braced structures. AsegOrese que el montaje del truss este adecuadamente restringido y arriostrado segrin las pautas en BCSI-B1"' y BCSI-B2"' antes de colocar alguna carga de construction en la estructura. Solamente coloquen cargas de construction 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 construction 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. NoncE 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 construction excesivas usualmente demuestran una desviacion excesiva, y por lo menos una parte de este desviacion se quedaran arin despues de que la carga se haya quitada. En casos más severos, miembros quebrados del truss y/o junturas falladas pueden resultar. CONSTRUCTION LOADING DO'S AND DON'TS m DON'T exceed stack heights listed in the table. QUEHALER YNO HACER CON LAS CARGAS NO exceda la altura de monten indicada en la tabla DE CONSTRUCCION que sigue. Maximum Stack Height for Material on Trusses m DON'T stack materials on unbraced Maximua Altura de Montan para Material encima de los Trusses trusses. Material-Material Height-Altura - NO amontone materiales sobre trusses que no esten arriostrados. Gypsum Board- Tabla de Yeso 12 - 12 pulgadas Plywood or OSB-Madera Contrachapada u OSB 16"- 16 pulgadas -- -_ Asphalt Shingles- Teja de Asfalto 2 bundles-2 paquetes fir .-.----.7. Concrete Block-Bloque de Hormingon 8"-8 pulgadas �I ' Clay Tile- Teja de Arcilla 3-4 tiles-3-4 azulejos � 1 . Note:Limit stacking periods to approximately one week,unless alternative information is provided by the Building Designer,Truss Designer or Truss Manufacturer. 0 DON'T overload the trusses. Lateral Diagonal NO sobrecargue los trusses. Restraint Bracing Properly restrain and brace trusses before o.�_ stacking construction materials on them. ki�.i. rte:\�•� �I\Ir _'...1.7.---,!- it � -"1 -1141.LIAIIIMil Structural i Sheathing B4ConstLoad 090520 '`.. , w ., .a R' SHEE RESUMEN BCSI-B4 *`��1dN11JPl/' F 'I _ O rn `,�1 ti }� ''1'1s� ,c ( o N t0 0 0 0 300 0 0 0 0 �''�.}yR •.s.+..,.•v'I� Ojl', '�'+ a O O l''i .. N CO O �O N CO a O .y� till �a �'+l'] •� !Ii. N cm QQ V7 ° .-i rl N N N N V. '.► 4J y+� a r�•1� C ,.• 4 �-�Z:,r.�y,wil• d c _w U a) 2 j,',o trrstic i} too, Fs. a�j(i-el E M co c N C Y . x 0 0 y O SO N m '.P O ,O N CO 1/ 6fQ {{{[[[FFFfff]]] ^N •-1 .-1 N N i`] <' .' U) 117 W 0 o E OA. C & �( -(-.7 2 U 5d O 0 c + 8 X o 6 'a .o o ti N ', N 17 p• U n o p C ca ° [U� N m N u0) m •0r n 0 cQ,7 O 4 P ,a m O (O ro g w $ O 2 .41 i 2 E Iy r' �O O� .-1 f'7 ,O m N Pl M N N l7 l7 a Uf u7 3£ yb�, in c .>. 47 ° a as to .-1 H H r1 N N N ^� rc�� ' [a Eo 'x 5 E w- E1 ( at- w ; §osa- r �5 >. (6 C : 7. kt 4 o (Nyoo ) }W, .' 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E4J o ° o T � r:121 C — E0Eoa, E 'o � cOc7 �cn .0 a)m o � n v, E E m OM " E — c n .: o x v a 0 0 N ` E p d_d Q 0 1 O N a) ° � Z o u II o o � a� C N a) 0 Lai 0 0 o * C ♦ * * 0 V)X (X E L.L. W .- N PERMANENT WEB BRACING SEE INSIDE DESIGN MANUAL FOR BCSI PERMANENT BRACING INSTALLATION INSTRUCTIONS AND FOR FURTHER INFORMATION. CONSULT THE ENGINEER OF RECORD FOR EXPLICIT INSTRUCTION REGARDING PERMANENT BRACING CONTINUOUS LATERAL , CONTINUOUS LATERAL BRACING BRACING (1X4)Ilk /� �� 1x4#3 HEM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. aikiii ATTACH WITH(2)8d NAILS. BRACING MATERIAL TO BE SUPPLIED WEB AND ATTACHED AT BOTH ENDS \,� TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. ir-T-BRACE TBRACE THESE DETAILS APPLY TO 1.5"WIDE WOOD TRUSSES. • USE A 2x4 T-BRACE IF THE TRUSS DESIGN 0lh 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). .41 A II i i k... • USE A CONTINUOUS PIECE FOR THE T-BRACE, OF THE SAME GRADE AS THE WEB AND COVERING AT LEAST 90%OF THE WEB 4,ra/if w, t .._.. _ LENGTH. 'rr ♦ +� ti �;4, �,, • CENTER THE T BRACE ON THE WEB AND „t\,‘,` FASTEN WITH 10d COMMON NAILS SPACED 4" ON CENTER.� �~ Q yer:rcy\ O i: 9,'r � Zir .1-' -.0a o.0,.c `.u i rtrlln:It '1 Imo sue WEB BRACING .111 �� SCAB BRAC SCAB BRACE SAME SIZE, GRADE, AND LENGTH AS WEB MEMBER. ATTACH WITH 10d NAILS 0 4"O.C. BRACING MATERIAL TO BE SUPPLIED • =:�� BY ERECTION CONTRACTOR. • 1I t 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 ReVIS10N � k l WAT ING S1GI\IEp 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 op, DESIGN MANUAL PROJECT NAME: Aquatic Townhomes Bldg 4 or 5 JOB NUMBER: 16-0514 CONTRACTOR: TRIBRIDGE RESIDENTIAL CONSTRUCTION o DATE: 10-17- 16 az Revised 11 -11 -16 az REVISIONS: COMMENTS: • . . . 9 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. s MiTek0 RE: 160514 - MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Ta a FL 33610-4115 Customer Info: TRIBRIDGE RESIDENTIAL CONSTRUCTION Project Name: Aquatic 9 Wnhomes Model: Bldg 4 or 5-Aq Lot/Block: - Subdivision: - Address: - City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014 Design Program: OnLine Plus 30.0.060 Wind Code: N/A Wind Speed: N/A mph Roof Load: N/A psf Floor Load: 65.0 psf This package includes 40 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T9676272 BP1 10/15/183 T9676294 F35 10/15/16 2 T9676273 BP2 10/15/184 T9676295 F36 10/15/16 3 T9676274 BP6 10/15/1 5 T9676296 F38 10/15/16 4 T9676275 BP7 10/15/1G6 T9676297 F39 10/15/16 5 T9676276 BP8 10/15/1 7 T9676298 F40 10/15/16 6 T9676277 F1 10/15/188 T9676299 F41 10/15/16 7 T9676278 F1A 10/15/189 T9676300 F42 10/15/16 8 T9676279 F10 10/15/180 T9676301 F43 10/15/16 9 T9676280 F11 10/15/101 T9676302 F46 10/15/16 10 19676281 F12 10/15/102 T9676303 F47 10/15/16 11 T9676282 F15 10/15/163 T9676304 F48 10/15/16 12 T9676283 F23 10/15/164 T9676305 F49 10/15/16 13 T9676284 F24 10/15/165 T9676306 F50 10/15/16 14 T9676285 F25 10/15/106 T9676307 F52 10/15/16 15 T9676286 F26 10/15/107 T9676308 F53 10/15/16 16 T9676287 F27 10/15/188 T9676309 F54 10/15/16 17 19676288 F28 10/15/189 T9676310 F55 10/15/16 18 T9676289 F29 10/15/180 T9676311 F56 10/15/16 19 T9676290 F30 10/15/16 20 T9676291 F31 10/15/16 21 T9676292 F33 10/15/16 22 T9676293 F34 10/15/16 'oot1111!//f` The truss drawing(s)referenced above have been prepared by MiTek *��t©�,h'SAA( �ir� USA, Inc. under my direct supervision based on the parameters '�s,�.Z+,..vc,E N sSte tr..-7.+1, provided by Ridgway Roof Trusses. of No 39380 _ Truss Design Engineer's Name: Albani, Thomas * _ My license renewal date for the state of Florida is February 28,2017. '' The seal on these truss component designs is a certification :•13'.. STAft t O F IMPORTANT NOTE: p g % that the engineer named is licensed in the jurisdiction(s)identified and that the +'i4.�►'.� Q• %�.�� designs comply with ANSI/TPI 1. These designs are based upon parameters 4:0.4% c, •l 0 B t •'0` f~ shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �e_sakl.'"••.'••� c's- n to k. Any roject cific ion included s r Tek's w fileereferenceepurpo purpose andewas not taken into account inothe Ipreparation of customers �'�7 10111 If% �,,` these designs. MiTek has not independently verified the applicability of the design Rom A.Marti PE No.39380 parameters or the designs for any particular building. Before use,the building designer Wait USA,Ins.R.Cart 6634 r should verify applicability of design parameters and properly incorporate these designs 6904 Parke East Blvd.Tampa R.33610 into the overall building design per ANSI/TPI 1,Chapter 2. Oaf. October 15,2016 Albani,Thomas 1 of 1 I s 4 MI 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: 160514 - MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: TRIBRIDGE RESIDENTIAL CONSTRUCTION Project Name: Aquatic 9gwnhomes Model: Bldg 4 or 5-Aq Lot/Block: - Subdivision: - Address: - City: Atlantic Beach State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014 Design Program: OnLine Plus 30.0.060 Wind Code: N/A Wind Speed: N/A mph Roof Load: N/A psf Floor Load: 65.0 psf This package includes 2 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 T9855637 F53 11/11/16 2 T9855638 F56 11/11/16 The truss drawing(s)referenced above have been prepared by MiTek ,��0' QUIN V <cc'"�Y. r. •.M..♦ USA, Inc. under my direct supervision based on the parameters .. ,.0ENs�.. provided by Ridgway Roof Trusses. iii• • `t �^ No 66182 . ,r Truss Design Engineers Name: Velez, Joaquin .* ;# My license renewal date for the state of Florida is February 28,2017. .• 2 '�( '\ j. '�: J :¢ The seal on these truss component designs is a certification ti $TATE F r .1 IMPORTANT NOTE: p g 4 ,•.10.; e. that the engineer named is licensed in the jurisdiction(s)identified and that the .; p.,. . designs comply with ANSITTPI 1. These designs are based upon parameters +� � '*d O FI 1 � � shown(e.g.,loads,supports,dimensions,shapes and design codes).which were ,S''""• ..''�s, r given to MiTek. Any project specific information included is for MiTek's customers ��I,��O N A; �%% 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 JoagtAn Velez PE No.68182 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 4904 Parke East Blvd.Tampa FL,33610 into the overall building design per ANSI/TPI 1,Chapter 2. Oahe November 11.2016 Velez,Joaquin I of 1 1 I 4 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) s. 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-•-- 108 Center plates on joints 6.3 x 8.8 The first dimension is the lx4 continuous lateral bracing unless otherwise noted in width measured perpen- attached with(2)8d nails each .A plate list or on drawing. dicular to slots. The second member where indicated or 2x4 Dimensions arc given in dimension is the length "T"or"L"brace stiffener if inches(i.e.1 1/2"or 1.5")or measured parallel to slots. applicable nailed flat to edge of IN-16ths(i.c.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 I 6-08-08 All dimensions are shown in When truss is designed to - direction of slots in FT-1N-SX(i.e.6'8 1/2"or � � bear on multiple supports, connector plate. 6-08-08). Dimensions less •N• interior bearing locations 708 than one foot are shown in should be marked on the IN-SX only(i.e.708). truss. Interior support or temporary shoring must be in place before erecting this truss. If necessary;shim bearings tri assure solid contact with truss. ROBBINS LOCK connector plates (20 ga.galv. steel Trussed Rafters. Robbins Eng.Co. bears no ASTM A653 SS Grade 40) shall be applied on both responsibility for the erection of trusses,field bracing faces of truss at each joint. Center the plates, unless or permanent truss bracing. Refer to HIB-91 as shown otherwise by circles (o) or dimensions. No published by the Truss Plate Institute,583 D'Onofrio loose knots or wanes in plate contact area. Splice Drive,Suite 200,Madison,Wisconsin 53719. Persons only where shown. Overall spans assume 4" bearings erecting trusses are cautioned to seek professional at each end, unless indicated otherwise. Cutting and advice concerning proper erection bracing to prevent fabrication shall be performed on equipment which toppling and"dominoing". Care should be taken to produces snug-fitting joints and plates. Unless prevent damage during fabrication,storage,shipping otherwise noted, moisture content of lumber shall and erection. Top and bottom chords shall be not exceed 19%at time of fabrication and these adequately braced in the absence of sheathing or rigid designs are not applicable for use with fire retardant ceiling,respectively It is the responsibility of others lumber. This design was prepared in accordance with to ascertain that the design loads utilized on this "National Design Specifications for Stress-Grade drawing meet or exceed the actual dead loads Lumber and Its Fastenings" (AFPA),"Design imposed by the structure and the live loads imposed Specifications for Light Metal Plate Connected Wood by the local building code or historical climatic records. Trusses" (TPI),and HUD Design Criteria for FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF BUILDING DESIGNER TO REVIEW THIS DRWG.&VERIFY THAT DATA INCLUDING DIM.& LOADS CONFORM TO ARCH. PLAN/SPECS& FAB.TRUSS LAYOUTS. • RenCORPORATE HEADQUARTERS , P.O.Box 280055 E � (sc. Tampa, FL 33682-0055 800-282-1299 • Fax:813-971-6117 4 Azt . IN Wood Truss cmaodisuon,n.c,,i7111 of America 5937 Meadowood Dr., Ste. 14 -41 25 • 608/274-3329(fax) Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses WTCA 1 -1995 Developed by the WTCA Engineering Review Committee in cooperation with the Truss Plate Institute The Wood Truss Council of America publishes standard practice materials prepared and edited by knowledgeable authors from the construction industry to give as much assistance as possible to owners,architects,engineers,contractors,building officials, and others involved in the metal plate connected wood truss industry.The competence of the authors ensures accurate and authoritative information in regard to the subject matter covered, but, of course, neither the Wood Truss Council of America, nor the authors make either express or implied warranties in regard to the use of the materials. 1.0 SCOPEAND DEFINITIONS 1.1 This standard defines the design responsibilities of the bracing, anchorage, connections and field individuals and organizations involved in the preparation, assembly. The term "Contractor"shall include submittal, review and approval of each Truss Design those subcontractors who have a direct contract Drawing and Truss Placement Plan associated with the with the Contractor to perform all or a portion use of metal plate connected wood trusses. These of the storage, handling,and installation of the guidelines are presented as industry standard practice.The trusses. guidelines are not intended to preclude alternate provisions 1.2.5 "Engineer-of-Record"shall mean the registered as agreed upon by the parties involved. professional engineer responsible for the 1.2 The following definitions shall apply: structural design of the structure and who 1.2.1 "Architect"shall mean the individual registered produces the structural drawings included in the 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, with the state's statutes and regulations governing structural member sizing,load transfer,bearing conditions,and the structure's compliance with the professional registration and certification of the applicable building codes. Also referred to architects or engineers. Also referred to as truss engineer, design engineer, registered engineer, as registered architect or engineer, building designer, and registered building designer, but and engineer,but hereinafter will be referred to hereinafter will be referred to as Building as Truss Designer. Designer. 1.2.9 "Truss Design Drawing"shall mean the graphic depiction of an individual Truss prepared by the 1.2.3 "Construction Design Documents" are the architectural drawings, structural drawings, Truss Designer. mechanical drawings, electrical drawings, and 1.2.10 "Truss Manufacturer"shall mean an individual any other drawings,specifications,and addenda or organization regularly engaged in the which set forth the overall design of the structure manufacturing of Trusses. and issued by the Building Designer. 1.2.11 "Truss Placement Plan" is the drawing 1.2.4 "Contractor" shall mean the individual or identifying the location assumed for each Truss organization responsible for the field storage, based on 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 the Truss Design Drawings,to prevent including the Trusses,except as provided in 3.4 buckling of the individual truss members due to design and 6.2.12. loads. The Building Designer shall specify how the permanent lateral bracing is to be anchored or restrained 3.2.5 The location,direction and magnitude of all dead to prevent lateral movement if all truss members, so and live loads applicable to eachTruss including, braced,buckle together. This shall be accomplished by: but not limited to, loads attributable to: roof, (a)anchorage to solid end walls;(b)permanent diagonal floor,partition,mechanical,fire sprinkler,attic, bracing in the plane of the web members; or (c) other storage,wind,snow drift and seismic; means when demonstrated by the Building Designer to 3.2.6 All Truss anchorage designs required to resist provide equivalent bracing. uplift,gravity,and lateral loads; . 3.2.7 Allowable vertical and horizontal deflection criteria; 4.0 CONTRACTOR RESPONSIBILITIES 4.1 Provide to the Truss Manufacturer the Construction 4.4 Provide the approved Truss Design Drawings,approved Design Documents and all revisions and supplements Truss Placement Plans,and any supplemental information thereto. provided by the Truss Manufacturer to the individual or 4.2 Review and approve the Truss Placement Plan and each organization responsible for the installation of theTrusses. Truss Design Drawing for conformance with the 4.5 Comply with the field storage, handling, installation, requirements and intent of the Construction Design permanent bracing, anchorage, connections and field Documents, and the effect of the Truss Placement Plan assembly requirements of the Construction Design and each Truss Design Drawing on other trades involved Documents. in the construction of the structure and the effect of the other trades on the Trusses. 4.6 Determine and install the temporary bracing for the structure,including the Trusses. 4.3 Coordinate the review,approval and return of each Truss • Design Drawing and the Truss Placement Plan by the Owner and Building Designer. 4 5.0 TRUSS MANUFACTURER RESPONSIBILITIES 5.1 Communicate the design criteria from the Construction 5.3 Submit to the Contractor the Truss Placement Plan, as Design Documents to the Truss Designer. may be required, and each Truss Design Drawing for 5.2 Where required by the Construction Design Documents, review and approval. prepare theTruss Placement Plan,providing as a minimum 5.4 Manufacture the Trusses in accordance with the final the location assumed for each Truss based on the Truss approvedTruss Design Drawings using the quality criteria Manufacturer's interpretation of the Construction Design for Metal Plate Connected Wood Trusses established by Documents. the ANSI/TPI 1-1995 "National Design Standard for Metal Plate Connected Wood Truss Construction." 6.0 TRUSS DESIGNER RESPONSIBILITIES 6.1 Prepare the Truss Design Drawings in conformance with 6.2.6 Each reaction force and direction; the requirements set forth in the latest approved edition ofANSI/TPI 1-1995"National Design Standard for Metal 6.2.7 Metal connector plate type, size, thickness or Plate Connected Wood Truss Construction:' gage,and the dimensioned location of each metal connector plate except where symmetrically 6.2 For each Truss Design Drawing,set forth as a minimum located relative to the joint interface; the following: 6.2.8 Lumber size, species, and grade for each 6.2.1 Slope or depth,span and spacing; member; 6.2.2 Location of all joints; 6.2.9 Connection Requirements for: 6.2.3 Required bearing widths; (a) Truss to Truss girder; 6.2.4 Design loads as applicable: (b) Truss ply to ply; and 6.2.4.1 Top chord live load (including snow (c) Field splices; loads); 6.2.10 Calculated deflection ratio and/or maximum 6.2.4.2 Top chord dead load; deflection for live and total load; 6.2.4.3 Bottom chord live load; 6.2.11 Maximum axial compression forces in theTruss 6.2.4.4 Bottom chord dead load; members to enable the Building Designer to design the size, connections and anchorage of 6.2.4.5 Concentrated loads and their points of the permanent continuous lateral bracing. Forces application;and may be shown on the Truss Design Drawing or 6.2.4.6 Controlling wind and earthquake on supplemental documents;and 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. s 5 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160514 BP1 43 M100 10804 10600 0 0 7.9676272 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 Tel 1-8-4 4x4= #3x411 A B T • 1-6-0 D C #3x414. J•x4- 111111 !Ill W:308 W:308 R: 899 R: 899 U: 860 U: 860 BC 1-8-4 Q 1-8-4 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.173••1' MiTek®Online Plus' APPROX. TRUSS WEIGHT: 14.7 LBS Online Plus -- Version 30.0.060 Designed for shear loads (plf) RUN DATE: 14-OCT-16 Membr CSI P Lbs Axl-CSI-Bnd TC 592.6 BC 0.0 Top Chords Design checked for 10 psf non- Southern Pine lumber design A -B 0.13 500 T concurrent LL on BC. values are those effective Bottom Chords This truss must be installed 06-01-13 by SPIB//ALSC UON D -C 0.20 1000 T as shown. It cannot be CSI -Size- ----Lumber---- Webs installed upside-down. TC 0.13 4x 2 SP-#2 D -A 0.32 895 C NOTE: USER MODIFIED PLATES BC 0.20 4x 2 SP-#2 A -C 0.50 1332 C This design may have plates WB 0.50 4x 2 SP-#3 C -B 0.01 46 C selected through a plate monitor. Brace truss as follows: TL Defl 0.00" in L/999 Max comp. force 1332 Lbs O.C. From To LL Defl 0.00" in L/999 Max tens. force 1332 Lbs TC Cont. 0- 0- 0 1- 8- 4 Shear // Grain in A -B 0.07 Connector Plate Fabrication or 20.2" 0- 0- 0 1- 8- 4 Tolerance = 10% BC Cont. 0- 0- 0 1- 8- 4 Plates for each ply each face. This truss is designed for a or 20.2" 0- 0- 0 1- 8- 4 Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which Plate - MT2H 20 Ga, Gross Area is used to calculate total psf-Ld Dead Live Plate - MS18 20 Ga, Gross Area load deflection. TC 20.0 40.0 Jt Type Plt Size X Y JSI BC 5.0 0.0 A MT20 4.Ox 4.0 0.5-0.5 0.76 TC+BC 25.0 40.0 B# MT20 3.Ox 4.0-0.8-0.5 0.37 Total 65.0 Spacing 12.0" D# MT20 3.Ox 4.0 0.8 0.5 0.75 Lumber Duration Factor 1.00 C MT20 4.Ox 4.0-0.5 0.5 0.76 Plate Duration Factor 1.00 Fb Fc Ft Emin # = Plate Monitor used TC 1.15 1.10 1.10 1.10 REVIEWED BY: BC 1.10 1.10 1.10 1.10 MiTek USA, Inc. 6904 Parke East Blvd. Total Load Reactions (Lbs) Tampa, FL 33610 Jt Down Uplift Horiz- D 900 860 U 1000 R REFER TO ONLINE PLUS GENERAL C 900 860 U 1000 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt Brg Size Required • D 3.5" 1.5" NOTES: C 3.5" 1.5" Trusses Manufactured by: RIDGWAY ROOF TRUSS Plus 2 Drag Load Case(s) Analysis Conforms To: Plus 1 LL Load Case(s) FBC2014 Plus 1 DL Load Case(s) TPI 2007 Crane Plus,®Copyright 1.47ekla 1996.2016 Version 30 0 060 Engneenng.Portrat 10/14/2016 8 19 33 PM Page 1 Job Mark Quail Type Span P1-Hl Left OH Right OH Engineering . 160514 BP2 1 M100 10608 10600 0 0 T9676273 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TCI 1-6-8 4x4= #3x4 II A B e - 7 1-6-0 D C 13x4 IW IIIM J x4= !II !III W:308 W:308 R: 988 R: 988 U: 952 U: 952 BC 1-6-8 1-6-8 G ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.773'=1' MiTek®Online Plus'. APPROX. TRUSS WEIGHT: 13.9 LBS : Online Plus -- Version 30.0.060 Designed for shear loads (plf) RUN DATE: 14-OCT-16 Membr CSI P Lbs Axl-CSI-Bnd TC 648.6 BC 0.0 Top Chords Design checked for 10 psf non- Southern Pine lumber design A -B 0.12 499 T concurrent LL on BC. values are those effective Bottom Chords This truss must be installed 06-01-13 by SPIB//ALSC UON D -C 0.20 1000 T as shown. It cannot be CSI -Size- ----Lumber---- Webs installed upside-down. TC 0.12 4x 2 SP-#2 D -A 0.36 984 C NOTE: USER MODIFIED PLATES BC 0.20 4x 2 SP-#2 A -C 0.53 1393 C This design may have plates WB 0.53 4x 2 SP-#3 C -B 0.00 42 C selected through a plate monitor. Brace truss as follows: TL Defl 0.00" in L/999 Max comp. force 1393 Lbs O.C. From To LL Defl 0.00" in L/999 Max tens. force 1393 Lbs TC Cont. 0- 0- 0 1- 6- 8 Shear // Grain in A -B 0.06 Connector Plate Fabrication or 18.5" 0- 0- 0 1- 6- 8 Tolerance = 10% BC Cont. 0- 0- 0 1- 6- 8 Plates for each ply each face. This truss is designed for a or 18.5" 0- 0- 0 1- 6- 8 Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which Plate - MT2H 20 Ga, Gross Area is used to calculate total psf-Ld Dead Live Plate - MS18 20 Ga, Gross Area load deflection. TC 20.0 40.0 Jt Type Plt Size X Y JSI BC 5.0 0.0 A MT20 4.Ox 4.0 0.5-0.5 0.80 TC+BC 25.0 40.0 B# MT20 3.Ox 4.0-0.8-0.5 0.37 Total 65.0 Spacing 12.0" D# MT20 3.Ox 4.0 0.8 0.5 0.76 Lumber Duration Factor 1.00 C MT20 4.Ox 4.0-0.5 0.5 0.80 Plate Duration Factor 1.00 Fb Fc Ft Emin # = Plate Monitor used TC 1.15 1.10 1.10 1.10 REVIEWED BY: BC 1.10 1.10 1.10 1.10 MiTek USA, Inc. 6904 Parke East Blvd. Total Load Reactions (Lbs) Tampa, FL 33610 Jt Down Uplift Horiz- D 989 953 U 1000 R REFER TO ONLINE PLUS GENERAL C 988 953 U 1000 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt Brg Size Required _ D 3.5" 1.5" NOTES: C 3.5" 1.5" Trusses Manufactured by: RIDGWAY ROOF TRUSS Plus 2 Drag Load Case(s) Analysis Conforms To: _ Plus 1 LL Load Case(s) FBC2014 Plus 1 DL Load Case(s) TPI 2007 Onhne Phis.'Copyngnl M:Te181998-2016 Version 30.0.060 Eng neenng-PorUrl 10/14/20168'.19.33 PM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160514 BP6 2 M100 10304 10600 0 0 T9676274 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TC I 1-3-4 4x4= #3x411 A irk - 1 1-6-0 B 3x4 'x4= W:308 W:308 R:1214 R:1214 U:1185 U:1185 BC 1-3-4 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.773"=1' MiTek Online Plus" APPROX. TRUSS WEIGHT: 12.6 LBS Online Plus -- Version 30.0.060 Designed for shear loads (plf) RUN DATE: 14-OCT-16 Membr CSI P Lbs Axl-CSI-Bnd TC 786.9 BC 0.0 Top Chords Design checked for 10 psf non- Southern Pine lumber design A -C 0.11 499 T concurrent LL on BC. values are those effective Bottom Chords This truss must be installed 06-01-13 by SPIB//ALSC UON B -D 0.20 999 T as shown. It cannot be CSI -Size- ----Lumber---- Webs installed upside-down. TC 0.11 4x 2 SP-#2 B -A 0.45 1211 C NOTE: USER MODIFIED PLATES BC 0.20 4x 2 SP-#2 A -D 0.59 1562 C This design may have plates WB 0.59 4x 2 SP-#3 D -C 0.00 34 C selected through a plate monitor. Brace truss as follows: TL Defl 0.00" in L/999 Max comp. force 1562 Lbs O.C. From To LL Defl 0.00" in L/999 Max tens. force 1562 Lbs TC Cont. 0- 0- 0 1- 3- 4 Shear // Grain in A -C 0.05 Connector Plate Fabrication or 15.2" 0- 0- 0 1- 3- 4 Tolerance = 10% BC Cont. 0- 0- 0 1- 3- 4 Plates for each ply each face. This truss is designed for a or 15.2" 0- 0- 0 1- 3- 4 Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which Plate - MT2H 20 Ga, Gross Area is used to calculate total psf-Ld Dead Live Plate - MS18 20 Ga, Gross Area load deflection. TC 20.0 40.0 Jt Type Plt Size X Y JSI BC 5.0 0.0 A MT20 4.Ox 4.0 0.5-0.5 0.93 TC+BC 25.0 40.0 C# MT20 3.Ox 4.0-0.8-0.5 0.37 Total 65.0 Spacing 12.0" B MT20 3.Ox 4.0 0.8 0.5 0.90 Lumber Duration Factor 1.00 D MT20 4.Ox 4.0-0.5 0.5 0.93 Plate Duration Factor 1.00 Fb Fc Ft Emin # = Plate Monitor used TC 1.15 1.10 1.10 1.10 REVIEWED BY: BC 1.10 1.10 1.10 1.10 MiTek USA, Inc. 6904 Parke East Blvd. Total Load Reactions (Lbs) Tampa, FL 33610 Jt Down Uplift Horiz- B 1215 1185 U 1000 R REFER TO ONLINE PLUS GENERAL D 1214 1186 U 1000 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt Brg Size Required B 3.5" 1.5" NOTES: D 3.5" 1.5" Trusses Manufactured by: RIDGWAY ROOF TRUSS Plus 2 Drag Load Case(s) Analysis Conforms To: Plus 1 LL Load Case(s) FBC2014 Plus 1 DL Load Case(s) TPI 2007 Online Plus'•0 Copynght Woke)1996-2016 Mermen 30 0.060 Engineering-PortraI 10114/2018 8 19 33 PM Page 1 Job Mark Quan TYPE' Span P1-H1 Left OH Right OH Engineering 160514 BP7 2 14100 10004 10600 0 0 T9676275 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TC I 1-0-4 4x511 #4x411 A B I1 ° DII1C 4x41 '•x511 !Ill W:308 W:308 R:1430 R:1430 U:1407 U:1407 BC 1-0-4 © 1-0-4 )> ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.773"=1' MiTek® Online Plus" APPROX. TRUSS WEIGHT: 11.4 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 905.7 BC 0.0 Top Chords Design checked for 10 psf non- Southern Pine lumber design A -B 0.09 462 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 0.18 924 T as shown. It cannot be CSI -Size- ----Lumber---- Webs installed upside-down. TC 0.09 4x 2 SP-#2 D -A 0.53 1428 C NOTE: USER MODIFIED PLATES BC 0.18 4x 2 SP-#2 A -C 0.64 1693 C This design may have plates WB 0.64 4x 2 SP-#3 C -B 0.00 26 C selected through a plate monitor. Brace truss as follows: TL Defl 0.00" in L/999 Max comp. force 1693 Lbs O.C. From To LL Defl 0.00" in L/999 Max tens. force 1693 Lbs TC Cont. 0- 0- 0 1- 0- 4 Shear // Grain in A -B 0.04 Connector Plate Fabrication or 12.2" 0- 0- 0 1- 0- 4 Tolerance = 10% BC Cont. 0- 0- 0 1- 0- 4 Plates for each ply each face. This truss is designed for a or 12.2" 0- 0- 0 1- 0- 4 Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which Plate - MT2H 20 Ga, Gross Area is used to calculate total psf-Ld Dead Live Plate - MS18 20 Ga, Gross Area load deflection. TC 20.0 40.0 Jt Type Plt Size X Y JSI BC 5.0 0.0 A MT20 4.Ox 5.0 0.5-1.0 0.74 TC+BC 25.0 40.0 B# MT20 4.Ox 4.0-1.4-0.5 0.26 Total 65.0 Spacing 12.0" D MT20 4.Ox 4.0 1.2 0.5 0.81 Lumber Duration Factor 1.00 C MT20 4.Ox 5.0-0.5 1.0 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 1431 1408 U 925 R REFER TO ONLINE PLUS GENERAL C 1430 1408 U 925 R NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt Brg Size Required • D 3.5" 1.5" NOTES: C 3.5" 1.5" Trusses Manufactured by: „ RIDGWAY ROOF TRUSS Plus 2 Drag Load Case(s) Analysis Conforms To: • Plus 1 LL Load Case(s) FBC2014 Plus 1 DL Load Case(s) TPI 2007 Online Plus"'4J Copynght M,05108 19962016 Vernon 30 0 060 Engineenng-Portren 10/142018 8 19.34 PM Pepe 1 Job Mark Quan Type Span P1-Hi Left OH Right OH Engineering • 160514 BP8 1 14100 10600 10600 0 0 T96 76276 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TC I 1-6-0 4x4= 173x4 I I A B 1-6-0 D C #3x4 1 ,x4= !ill W:308 W:308 R:1017 R:1017 U: 982 U: 982 BC 1-6-0 Q 1-6-0 p ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.773"=1' MiTekb Online Plus' APPROX. TRUSS WEIGHT: 13.7 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 666.7 BC 0.0 Top Chords Design checked for 10 psf non- Southern Pine lumber design A -B 0.12 500 C concurrent LL on BC. values are those effective Bottom Chords This truss must be installed 06-01-13 by SPIB//ALSC UON D -C 0.20 1000 T as shown. It cannot be CSI -Size- ----Lumber---- Webs installed upside-down. TC 0.12 4x 2 SP-#2 D -A 0.37 1013 C NOTE: USER MODIFIED PLATES BC 0.20 4x 2 SP-#2 A -C 0.53 1414 C This design may have plates WB 0.53 4x 2 SP-#3 C -B 0.00 41 C selected through a plate monitor. Brace truss as follows: TL Defl 0.00" in L/999 Max comp. force 1414 Lbs O.C. From To LL Defl 0.00" in L/999 Max tens. force 1414 Lbs TC Cont. 0- 0- 0 1- 6- 0 Shear // Grain in A -B 0.06 Connector Plate Fabrication or 18.0" 0- 0- 0 1- 6- 0 Tolerance = 10% BC Cont. 0- 0- 0 1- 6- 0 Plates for each ply each face. This truss is designed for a or 18.0" 0- 0- 0 1- 6- 0 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 0.81 TC+BC 25.0 40.0 B# MT20 3.Ox 4.0-0.8-0.5 0.37 Total 65.0 Spacing 12.0" D# MT20 3.Ox 4.0 0.8 0.5 0.76 Lumber Duration Factor 1.00 C MT20 4.Ox 4.0-0.5 0.5 0.81 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 1018 982 U 1000 R REFER TO ONLINE PLUS GENERAL C 1017 983 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 Orme Plus'' Copyn9M Wee®1996.2016 Version 30 0.060 Engneenn0-Ponrml 10/1412016 6 19.34 PM Pape 1 Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering 160514 Fl 1 M100 130400 10600 0 0 719676277 Bldg4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 0 v 0 TC I 1-4-0 12-8-0 14-0-0 15-4-0 16-8-0 18-0-0 19-4-0 110-8-0 112-0-0 113-2-8 I 1x3= 1x3 II 1x3 II 3x4= 3x4= 3x4= 1x3 II 3x4= 3x4= 3x4= 1x3 II 1x3 II A 0 P Q R S T U V W C • 1-6-0 / .1;: B 41 E 1x311 ` ID x411 N M L K J I H G F 1x311 2x411 3x4= 3x4= 3x5= 3x4= 3x4= 2x4 II lx3 I I BC 1-4-0 12-8-0 14-0-0 15-4-0 16-8-0 18-0-0 19-4-0 110-8-0 112-0-0 113-4-0� 6 13-4-0 ALL PLATES ARE MT2020 Scale:0.449»"1' MiTeRA 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 values are those effective G -F 0.01 T 0.00 0.01 Tampa, FL 33610 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-12 B -A 0.01 6 C ADDITIONAL SPECIFICATIONS. BC 0.01 4x 2 SP-12 N -O 0.05 18 C WB 0.39 4x 2 SP-13 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 From To Q -K 0.36 96 C : AnalysisiC Confonforrms 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 Boris- 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 0 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 3.0x 4.0-0.5 Ctr 0.87 Membr CSI P Lbs Axl-CSI-Bnd U MT20 3.Ox 4.0-0.5 Ctr 0.88 Top Chords V MT20 3.Ox 4.0-0.5 Ctr 0.97 A -O 0.11 206 C 0.00 0.11 W MT20 1.Ox 3.0 Ctr Ctr 0.33 O -P 0.15 619 T 0.12 0.03 C MT20 1.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.Ox 4.0-0.5 Ctr 0.98 U -V 0.09 277 T 0.00 0.09 K MT20 3.Ox 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 e W -C 0.10 187 T 0.00 0.10 I MT20 3.Ox 4.0 0.5 Ctr 0.88 Bottom Chords H MT20 3.Ox 4.0 0.5 Ctr 0.97 B -N 0.01 0 T 0.00 0.01 G MT20 2.Ox 4.0-0.2 0.5 0.884 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.Ox 4.0 Ctr 0.5 0.33 L -K 0.01 0 T 0.00 0.01 Online Plus"0 Copynght MiTele 1996.7018 Version 300.080 Eng.neenng•Portrait 10/142018819.34 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160514 F1A 1 M100 130400 10600 0 0 T9676278 ` Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 0 .5 0 TC1 1-4-0 12-8-0 14-0-0 15-4-0 1 6-8-0 1 8-0-0 19-4-0 1 10-8-0 1 12-0-0 113-2-8 1x3= lx3 11 1x3 11 1x311 lx3 I I 1x3 11 1x3 I I 1x3 I I lx3 11 1x3 11 1x3 11 1x3 I I A 0 P Q R S T U V W C T • • 1-6-0 : : :: # # gE lx3 II ® x4 11 N M L K J I H G F l x3 11 lx3 II 1x3 11 l x3 ii 1x3 II lx3 11 1 x 3 I I lx 3 ii 1x3 11 BC 1-4-0 12-8-0 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 6 ALL PLATES ARE 8412020 Scale:0.449"=1' MiTek6.Online Plus" APPROX. TRUSS WEIGHT: 78.2 LBS Online Plus -- Version 30.0.060 M -L 0.01 0 T 0.00 0.01 MiTek USA, Inc. RUN DATE: 14-OCT-16 L -K 0.01 0 T 0.00 0.01 6904 Parke East Blvd. K -J 0.01 0 T 0.00 0.01 Tampa, FL 33610 Southern Pine lumber design J -I 0.01 0 T 0.00 0.01 values are those effective I -H 0.01 0 T 0.00 0.01 REFER TO ONLINE PLUS GENERAL 06-01-13 by SPIB//ALSC UON H -G 0.01 0 T 0.00 0.01 NOTES AND SYMBOLS SHEET FOR CSI -Size- ----Lumber---- G -F 0.01 0 T 0.00 0.01 ADDITIONAL SPECIFICATIONS. TC 0.10 4x 2 SP-#2 F -E 0.01 0 T 0.00 0.01 BC 0.01 4x 2 SP-#2 Webs NOTES: WB 0.10 4x 2 SP-#3 B -A 0.10 67 C 0.00 0.10 Trusses Manufactured by: N -O 0.05 165 C 0.00 0.05 RIDGWAY ROOF TRUSS Brace truss as follows: M -P 0.00 163 C Analysis Conforms To: O.C. From To L -Q 0.00 160 C FBC2014 TC Cont. 0- 0- 0 13- 4- 0 K -R 0.00 159 C TPI 2007 or 48.0" 0- 0- 0 13- 4- 0 J -5 0.00 160 C Design checked for 10 psf non- BC Cont. 0- 0- 0 13- 4- 0 I -T 0.00 160 C concurrent LL on BC. or 120.0" 0- 0- 0 13- 4- 0 H -U 0.00 159 C This truss must be installed G -V 0.00 160 C as shown. It cannot be psf-Ld Dead Live F -W 0.00 157 C installed upside-down. TC 20.0 40.0 E -C 0.08 59 C 0.00 0.08 Max comp. force 165 Lbs BC 5.0 0.0 Max tens. force 0 Lbs TC+BC 25.0 40.0 TL Defl 0.00" in L/999 Connector Plate Fabrication Total 65.0 Spacing 24.0" LL Defl 0.00" in L/999 Tolerance = 10% Lumber Duration Factor 1.00 Shear // Grain in A -O 0.13 This truss is designed for a Plate Duration Factor 1.00 creep factor of 1.5 which Fb Fc Ft Emin Plates for each ply each face. is used to calculate total TC 1.15 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area load deflection. BC 1.10 1.10 1.10 1.10 Plate - MT2H 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Total Load Reactions (Lbs) Jt Type Plt Size X Y JSI Jt Down Uplift Horiz- A MT20 1.Ox 3.0 Ctr Ctr 0.33 B 1701 0 MT20 1.Ox 3.0 Ctr Ctr 0.33 P MT20 1.Ox 3.0 Ctr Ctr 0.33 Jt Brg Size Required Q MT20 1.Ox 3.0 Ctr Ctr 0.33 B 160.0" 0"-to- 160" R MT20 1.Ox 3.0 Ctr Ctr 0.33 S MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 2 Unbalanced Load Cases T MT20 l.Ox 3.0 Ctr Ctr 0.33 Plus 1 LL Load Case(s) U MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 1 DL Load Case(s) V MT20 1.Ox 3.0 Ctr Ctr 0.33 W MT20 1.Ox 3.0 Ctr Ctr 0.33 Membr CSI P Lbs Axl-CSI-Bnd C MT20 1.Ox 3.0 Ctr Ctr 0.33 Top Chords C MT20 1.Ox 3.0 Ctr Ctr 0.00 A -O 0.10 7 C 0.00 0.10 B MT20 1.Ox 3.0 0.2 Ctr 0.33 O -P 0.10 6 C 0.00 0.10 N MT20 1.Ox 3.0 Ctr Ctr 0.33 P -Q 0.10 6 C 0.00 0.10 M MT20 1.Ox 3.0 Ctr Ctr 0.33 Q -R 0.09 6 C 0.00 0.09 L MT20 1.Ox 3.0 Ctr Ctr 0.33 R -S 0.09 6 C 0.00 0.09 K MT20 1.Ox 3.0 Ctr Ctr 0.33 - S -T 0.09 6 C 0.00 0.09 J MT20 1.Ox 3.0 Ctr Ctr 0.33 T -U 0.09 6 C 0.00 0.09 I MT20 1.Ox 3.0 Ctr Ctr 0.33 - U -V 0.09 6 C 0.00 0.09 H MT20 1.Ox 3.0 Ctr Ctr 0.33 ✓ -W 0.09 6 C 0.00 0.09 G MT20 1.Ox 3.0 Ctr Ctr 0.33 W -C 0.09 5 C 0.00 0.09 F MT20 1.Ox 3.0 Ctr Ctr 0.33 ' Bottom Chords E MT20 2.Ox 4.0 Ctr 0.5 0.33 B -N 0.01 0 T 0.00 0.01 N -M 0.01 0 T 0.00 0.01 REVIEWED BY: Onfine Plus"'B Copynght M.Tek9 1996-2016 Version 30.0 060 560neenng•Portre61 10/140016 8 19.35 PM Pape 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering - 160514 F10 2 M100 100800 10600 0 0 T9676279 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 o 0 TC r1 1-2-8 I 2-6-8 13-10-8 I 5-2-8 I 6-6-8 17-10-8 I 9-2-8 I 10-6-8 1x3 7_- 13E3 1x3 II 4x4= 4x4= 4x4= 1x3 11 4x4= 4x4= 4x4= 1x3 11 A M N O P Q R S B T %NI ii N ii pa(ii iii, 1-6-0 DC 2x4 L K .7 I B G F 1x311 3x3 II 4x4= 4x4= 4x6= 4x4= 4x4= 3x3 II BC 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-8-0 I 8-0-0 1 9-4-0 I 10-8-0 6 10-8-0 f›- ALL ALL PLATES ARE MT2020 Scale:0.551"=1' MiTekk&Online Plus' APPROX. TRUSS WEIGHT: 93.1 LBS Online Plus -- Version 30.0.060 J -I 0.01 0 T 0.00 0.01 RUN DATE: 14-OCT-16 I -H 0.01 0 T 0.00 0.01 REFER TO ONLINE PLUS GENERAL H -G 0.01 0 T 0.00 0.01 NOTES AND SYMBOLS SHEET FOR Southern Pine lumber design G -F 0.01 0 T 0.00 0.01 ADDITIONAL SPECIFICATIONS. values are those effective F -C 0.01 0 T 0.00 0.01 06-01-13 by SPIB//ALSC UON Webs NOTES: CSI -Size- ----Lumber---- D -A 0.01 58 C Trusses Manufactured by: TC 0.11 4x 2 SP-#2 L -M 0.39 1124 C RIDGWAY ROOF TRUSS BC 0.01 4x 2 SP-$2 M -K 0.57 1512 C Analysis Conforms To: WB 0.58 4x 2 SP-#3 K -N 0.38 1110 C FBC2014 N -J 0.55 1485 C TPI 2007 Brace truss as follows: J -0 0.39 1137 C Designed for shear loads (plf) O.C. From To 0 -I 0.57 1541 C TC 600.0 BC 0.0 TC Cont. 0- 0- 0 10- 8- 0 I -P 0.03 159 C non- or 48.0" 0- 0- 0 10- 8- 0 I -Q 0.58 1550 C Design checked for 10 psf BC Cont. 0- 0- 0 10- 8- 0 H concurrent LL on BC. This truss or 120.0" 0- 0- 0 10- 8- 0 H -R 0.56 1505 Cmust be installed as elled shown. It cannot be G -R 0.39 1125 C installed upside-down. psf-Ld Dead Live G -S 0.58 1550 C Max comp. force 1550 Lbs TC 20.0 40.0 F -S 0.40 1154 C Max tens. force 1532 Lbs BC 5.0 0.0 C -B 0.01 60 C Connector Plate Fabrication TC+BC 25.0 40.0 Tolerance = 10% Total 65.0 Spacing 24.0" TL Defl 0.00" in L/999 This truss is designed for a Lumber Duration Factor 1.00 LL Defl 0.00" in L/999 creep factor of 1.5 which Plate Duration Factor 1.00 Shear // Grain in S -B 0.15 is used to calculate total Fb Fc Ft Emin load deflection. TC 1.15 1.10 1.10 1.10 Plates for each ply each face. BC 1.10 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Total Load Reactions (Lbs) Plate - MS18 18 Ga, Gross Area Jt Down Uplift Horiz- Jt Type Plt Size X Y JSI D 1355 6325 R A MT20 1.Ox 3.0 Ctr Ctr 0.80 A MT20 1.Ox 3.0 Ctr Ctr 0.00 Jt Brg Size Required M MT20 4.Ox 4.0 0.5-0.5 0.86 D 128.0" -1"-to- 127" N MT20 4.Ox 4.0 0.5-0.5 0.84 O MT20 4.Ox 4.0 0.5-0.5 0.87 Plus 2 Unbalanced Load Cases P MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 2 Drag Load Case(s) Q MT20 4.Ox 4.0-0.5-0.5 0.88 Plus 1 LL Load Case(s) R MT20 4.Ox 4.0-0.5-0.5 0.86 Plus 1 DL Load Case(s) S MT20 4.Ox 4.0-0.5-0.5 0.88 B MT20 1.Ox 3.0 Ctr Ctr 0.89 Membr CSI P Lbs Axl-CSI-Bnd D MT20 2.Ox 4.0 Ctr 0.5 0.33 Top Chords L MT20 3.Ox 3.0 0.8 Ctr 0.98 A -M 0.10 362 C 0.00 0.10 K MT20 4.Ox 4.0-0.5 0.5 0.86 M -N 0.10 82 T 0.00 0.10 J MT20 4.Ox 4.0-0.5 0.5 0.84 N -O 0.09 162 T 0.00 0.09 I MT20 4.Ox 6.0 Ctr 0.5 0.94 O -P 0.11 435 T 0.08 0.03 H MT20 4.Ox 4.0 0.5 0.5 0.86 _ P -Q 0.11 407 T 0.01 0.10 G MT20 4.Ox 4.0 0.5 0.5 0.88 Q -R 0.10 127 T 0.00 0.10 F MT20 3.Ox 3.0-0.8 Ctr 1.00 R -S 0.11 132 T 0.00 0.11 C MT20 1.Ox 3.0 Ctr Ctr 0.33 S -8 0.11 399 T 0.00 0.11 Bottom Chords REVIEWED BY: _ D -L 0.01 0 T 0.00 0.01 MiTek USA, Inc. L -K 0.01 0 T 0.00 0.01 6904 Parke East Blvd. K -J 0.01 0 T 0.00 0.01 Tampa, FL 33610 Online Pius*0 CopyngM Mask®1996-2018 Version 30.0.080 En5neenn9-P05an 1514/20113 8.19.35 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160514 Fll 2 M100 90400 10600 0 0 T9676280 a Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 0 a 0 TCI 1-4-0 I 2-8-0 I 4-0-0 1 5-4-0 I 6-8-0 I 8-0-0 1 9-2-8 )O1� 1x3= 1x311 4x4= 4x4= 4x4= 1x3 II 4x4= 4x4= 1x311 AL M N O P Q C T 1 1 .N si N ii N iii z 1-6-0 B �y■ 1x31 N K J I H G F 2x411 3x4 11 4x4= 4x4= 4x6= 4x4= 3x4 11 BC L 1-4-0 1 2-8-0 1 4-0-0 I 5-4-0 I 6-8-0 I 8-0-0 I 9-4-0 9-4-0 B ALL PLATES ARE MT2020 Scale:0.824"=1' MiTek®Online Plus. APPROX. TRUSS WEIGHT: 72.4 LBS Online Plus -- Version 30.0.060 K -J 0.01 0 T 0.00 0.01 RUN DATE: 14-OCT-16 J -I 0.01 0 T 0.00 0.01 REFER TO ONLINE PLUS GENERAL I -H 0.01 0 T 0.00 0.01 NOTES AND SYMBOLS SHEET FOR Southern Pine lumber design H -G 0.01 0 T 0.00 0.01 ADDITIONAL SPECIFICATIONS. values are those effective G -F 0.01 0 T 0.00 0.01 06-01-13 by SPIB//ALSC UON F -E 0.01 0 T 0.00 0.01 NOTES: CSI -Size- ----Lumber---- Webs Trusses Manufactured by: TC 0.12 4x 2 SP-42 B -A 0.01 60 C RIDGWAY ROOF TRUSS BC 0.01 4x 2 SP-42 K -L 0.40 1174 C Analysis Conforms To: WB 0.61 4x 2 SP-43 L -J 0.59 1577 C FBC2014 J -M 0.40 1150 C TPI 2007 Brace truss as follows: M -I 0.58 1538 C Designed for shear loads (plf) O.C. From To I -N 0.41 1179 C TC 600.0 BC 0.0 TC Cont. 0- 0- 0 9- 4- 0 N -H 0.59 1598 C Design checked for 10 psf non- or 48.0" 0- 0- 0 9- 4- 0 H -O 0.03 159 C concurrent LL on BC. BC Cont. 0- 0- 0 9- 4- 0 H -P 0.61 1641 C This truss must be installed or 110.5" 0- 0- 0 9- 4- 0 G -P 0.42 1208 C as shown. It cannot be G -Q 0.61 1637 C installed upside-down. psf-Ld Dead Live F -Q 0.42 1209 C Max comp. force 1641 Lbs TC 20.0 40.0 E -C 0.01 58 C Max tens. force 1611 Lbs BC 5.0 0.0 Connector Plate Fabrication TC+BC 25.0 40.0 TL Defl 0.00" in L/999 Tolerance = 10% Total 65.0 Spacing 24.0" LL Defl 0.00" in L/999 This trues is designed for a Lumber Duration Factor 1.00 Shear // Grain in A -L 0.15 creep factor of 1.5 which Plate Duration Factor 1.00 is used to calculate total Fb Fc Ft Emin Plates for each ply each face. load deflection. TC 1.15 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area BC 1.10 1.10 1.10 1.10 Plate - MT2H 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Total Load Reactions (Lbs) Jt Type Plt Size X Y JSI Jt Down Uplift Horiz- A MT20 1.Ox 3.0 Ctr Ctr 0.89 B 1181 5525 R L MT20 4.Ox 4.0 0.5-0.5 0.90 M MT20 4.Ox 4.0 0.5-0.5 0.88 Jt Brg Size Required N MT20 4.Ox 4.0 0.5-0.5 0.91 8 112.0" 0"-to- 112" 0 MT20 1.Ox 3.0 Ctr Ctr 0.33 P MT20 4.Ox 4.0-0.5-0.5 0.93 Plus 2 Unbalanced Load Cases Q MT20 4.Ox 4.0-0.5-0.5 0.93 Plus 2 Drag Load Case(s) C MT20 1.Ox 3.0 Ctr Ctr 0.80 Plus 1 LL Load Case(s) C MT20 1.Ox 3.0 Ctr Ctr 0.00 Plus 1 DL Load Case(s) B MT20 1.Ox 3.0 0.2 Ctr 0.33 K MT20 3.Ox 4.0 0.8 0.5 0.91 Membr CSI P Lbs Axl-CSI-Bnd J MT20 4.Ox 4.0-0.5 0.5 0.90 Top Chords I MT20 4.Ox 4.0-0.5 0.5 0.88 A -L 0.11 400 C 0.00 0.11 H MT20 4.Ox 6.0 Ctr 0.5 0.99 L -M 0.11 113 T 0.00 0.11 G MT20 4.Ox 4.0 0.5 0.5 0.93 M -N 0.10 169 T 0.00 0.10 F MT20 3.Ox 4.0-0.8 0.5 0.95 - N -O 0.12 482 T 0.09 0.03 E MT20 2.Ox 4.0 Ctr 0.5 0.33 O -P 0.10 357 T 0.01 0.09 P -Q 0.09 26 T 0.00 0.09 REVIEWED BY: Q -C 0.09 362 C 0.00 0.09 MiTek USA, Inc. Bottom Chords 6904 Parke East Blvd. B -K 0.01 0 T 0.00 0.01 Tampa, FL 33610 Online Plus'"0 Copynghl M175105 19962016 Ve,aon 30 0 060 Engneenng-Portleit 10/142016 6.19 35 PM Page 1 Job Mark Q1an Type Span Pl-Hl Left OH Right OH Engineering 160514 F12 12 M100 200600 10600 0 0 79676281 Bldg 4 or 5- Aquatic- Floors ' HO 1-6-0 HO 1-6-0 0) co 0 0 0 cor. 0 a TC j 2-7-8 1 5-1-8 1 7-7-8 181104 1 11-3-12 1 a 1 15-1-8 1 17-7-8 1 20-3-0 f+ 1x3= 1x3= (W)3x5= 5x5= 4x4= 3x3= 3x4= 1x3 11 1x3 11 3x4= S1 3x3= 4x4= 5x5= A O P Q R S T U V D T B -0O T �E / \ /\/ \ / 111 -1_ C F 2x411 y 2x411 N M L K J I H G Inl 5x6= dxd= 3x3= 3x4= 3x4= 3x3= 4x4= 5x6= W:308 S2 W:308 R:1309 (W)18G-MS18-3x10 = R:1309 BC 1-6-0 I 4-0-0 I 6-6-0 1 9-0-0 I 11-6-0 I 14-0-0 1 16-6-0 I 19-0-0 120-6-0 6 20-6-0 B EXCEPT AS SHOWN ALL PLATES ARE MT2020 Scale:0.293"=1' MiTekb Online Plus'. APPROX. TRUSS WEIGHT: 137.2 LBS Online Plus -- Version 30.0.060 K -J 0.52 4739 T 0.28 0.24 REFER TO ONLINE PLUS GENERAL RUN DATE: 14-OCT-16 J -I 0.53 4509 T 0.29 0.24 NOTES AND SYMBOLS SHEET FOR I -H 0.32 3635 T 0.29 0.03 ADDITIONAL SPECIFICATIONS. Southern Pine lumber design H -G 0.20 2175 T 0.17 0.03 values are those effective G -F 0.01 0 T 0.00 0.01 NOTES: 06-01-13 by SPIB//ALSC UON Webs Trusses Manufactured by: CSI -Size- ----Lumber---- C -A 0.30 1301 C RIDGWAY ROOF TRUSS TC 0.69 4x 2 SP-42 A -N 0.77 1626 T Analysis Conforms To: -- 0.45 4x 2 SP-2700f-2.2E N -O 0.37 1564 C FBC2014 A -S1 0 -M 0.52 1105 T TPI 2007 BC 0.67 4x 2 SP-41 M -P 0.25 1069 C Design checked for 10 psf non- -- 0.54 4x 2 SP-2700f-2.2E P -L 0.31 662 T concurrent LL on BC. S2-F L -Q 0.15 629 C Provide 2X6 continuous WB 0.77 4x 2 SP-43 Q -K 0.33 696 T strongbacks (on edge) every K -R 0.08 374 C 10.0 Ft. Fasten to each Brace truss as follows: J -S 0.08 372 C truss w/ 3-10d(0.131"x3") O.C. From To J -T 0.33 694 T nails at truss member(s). TC Cont. 0- 0- 0 20- 6- 0 T -I 0.15 632 C This truss must be installed or 48.0" 0- 0- 0 20- 6- 0 I -U 0.31 665 T as shown. It cannot be BC Cont. 0- 0- 0 20- 6- 0 U -H 0.25 1068 C installed upside-down. or 120.0" 0- 0- 0 20- 6- 0 H -V 0.52 1102 T Max comp. force 4739 Lbs ✓ -G 0.37 1565 C Max tens. force 4739 Lbs psf-Id Dead Live G -D 0.77 1625 T Connector Plate Fabrication TC 20.0 40.0 F -D 0.30 1299 C Tolerance = 10% BC 5.0 0.0 This truss is designed for a TC+BC 25.0 40.0 TL Defl -0.43" in J -I L/559 creep factor of 1.5 which Total 65.0 Spacing 24.0" LL Defl -0.22" in J -I L/999 is used to calculate total Lumber Duration Factor 1.00 Shear // Grain in R -S 0.34 load deflection. Plate Duration Factor 1.00 Fb Fc Ft Emin Plates for each ply each face. TC 1.15 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area BC 1.10 1.10 1.10 1.10 Plate - MT2H 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Total Load Reactions (Lbs) Jt Type Plt Size X Y JSI Jt Down Uplift Horiz- A MT20 5.Ox 5.0 1.0-1.0 0.77 C 1310 A MT20 1.Ox 3.0 Ctr Ctr 0.00 F 1310 0 MT20 4.Ox 4.0 Ctr-0.5 0.94 P MT20 3.Ox 3.0 Ctr Ctr 0.97 Jt Brg Size Required Q MT20 3.Ox 4.0 Ctr Ctr 0.85 C 3.5" 1.5" R MT20 1.Ox 3.0 Ctr Ctr 0.96 F 3.5" 1.5" S MT20 1.Ox 3.0 Ctr Ctr 0.96 T MT20 3.Ox 4.0 Ctr Ctr 0.85 Plus 2 Unbalanced Load Cases S1 MT20 W3.0x 5.0 Ctr Ctr 0.00 Plus 1 LL Load Case(s) U MT20 3.Ox 3.0 Ctr Ctr 0.97 Plus 1 DL Load Case(s) V MT20 4.Ox 4.0 Ctr-0.5 0.94 D MT20 5.Ox 5.0-1.0-1.0 0.77 Membr CSI P Lbs Axl-CSI-Bnd D MT20 1.Ox 3.0 Ctr Ctr 0.00 Top Chords C MT20 2.Ox 4.0 Ctr 0.5 0.70 A -O 0.18 1122 C 0.00 0.18 N MT20 5.Ox 6.0 Ctr 1.0 0.86 O -P 0.21 2918 C 0.04 0.17 M MT20 4.Ox 4.0 Ctr 0.5 0.94 P -Q 0.26 4083 C 0.13 0.13 S2 M518 W3.0x10.0 Ctr Ctr 0.00 Q -R 0.40 4739 C 0.08 0.32 L MT20 3.Ox 3.0 Ctr Ctr 0.97 R -S 0.45 4739 C 0.26 0.19 K MT20 3.Ox 4.0-0.5 Ctr 0.80 S -T 0.40 4739 C 0.08 0.32 J MT20 3.Ox 4.0 0.5 Ctr 0.80 T -S1 0.25 4083 C 0.13 0.12 I MT20 3.Ox 3.0 Ctr Ctr 0.97 SI-U 0.69 4083 C 0.32 0.37 H MT20 4.Ox 4.0 Ctr 0.5 0.94 U -V 0.53 2917 C 0.11 0.42 G MT20 5.Ox 6.0 Ctr 1.0 0.86 V -D 0.47 1122 C 0.01 0.46 F MT20 2.Ox 4.0 Ctr 0.5 0.70 Bottom Chords C -N 0.02 0 T 0.00 0.02 REVIEWED BY: N -M 0.41 2175 T 0.37 0.04 MiTek USA, Inc. ^ M -S2 0.67 3637 T 0.62 0.05 6904 Parke East Blvd. S2-L 0.31 3637 T 0.29 0.02 Tampa, FL 33610 L -K 0.54 4506 T 0.29 0.25 Onsne Plus'"C Copynghl M,Teke 1996-2016 Venuon 300080 Enyineenng-PoMaa 1011x0016 8 19:38 PM Pawl Job Hark Quan Type Span Pl-Hl Left OH Right OH Engineering 160514 F15 5 M100 160808 10600 0 0 T9676282 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 0 N m o TC 2-7-8 1 5-1-8 1 7-7-8 18-10-0I 11-4-0 I 13-10-0 I 16-5-8 1x3= 1x3= 4x4= 3x4= 3x3= 3x3= 3x3= 3x3= 3z4= 4x4= A 0 P Q R 8 T D -1-- B E 4 I I I\f/I V\ 1-6-0 C F 2x411N M L R J I g G 2x411 7 4x5= 3x4= 3x3= 1x311 1x311 3x3= 3x4= 4x5= W:308 W:308 R:1062 R:1061 BC 1-6-0 1 4-0-0 1 6-6-0 17-9-12 181012 110-2-8 I 12-8-8 I 15-2-8 1 16-8-8 6 16-8-8 B ALL PLATES ARE MT2020 Scale:0.354'=1' MiTek Online Plus. APPROX. TRUSS WEIGHT: 116.2 LBS Online Plus -- Version 30.0.060 J -I 0.99 3162 T 0.58 0.41 REFER TO ONLINE PLUS GENERAL RUN DATE: 14-OCT-16 I -H 0.76 2734 T 0.70 0.06 NOTES AND SYMBOLS SHEET FOR H -G 0.49 1717 T 0.44 0.05 ADDITIONAL SPECIFICATIONS. Southern Pine lumber design G -F 0.03 0 T 0.00 0.03 values are those effective Webs NOTES: 06-01-13 by SPIB//ALSC UON C -A 0.24 1055 C Trusses Manufactured by: CSI -Size- ----Lumber---- A -N 0.61 1287 T RIDGWAY ROOF TRUSS TC 0.54 4x 2 SP-N2 N -O 0.29 1232 C Analysis Conforms To: BC 0.99 4x 2 SP-#2 0 -M 0.36 773 T FBC2014 WB 0.61 4x 2 SP-#3 M -P 0.17 737 C TPI 2007 P -L 0.19 400 T Design checked for 10 psf non- Brace truss as follows: L -Q 0.10 457 C concurrent LL on BC. O.C. From To K -Q 0.07 164 T Provide 2X6 continuous TC Cont. 0- 0- 0 16- 8- 8 J -R 0.07 164 T strongbacks (on edge) every or 48.0" 0- 0- 0 16- 8- 8 R -I 0.10 457 C 10.0 Ft. Fasten to each BC Cont. 0- 0- 0 16- 8- 8 I -S 0.19 400 T truss w/ 3-10d(0.131"x3") or 120.0" 0- 0- 0 16- 8- 8 S -H 0.17 737 C nails at truss member(s). H -T 0.36 773 T This truss must be installed psf-Id Dead Live T -G 0.29 1232 C as shown. It cannot be TC 20.0 40.0 G -D 0.61 1287 T installed upside-down. BC 5.0 0.0 F -D 0.24 1055 C Max comp. force 3162 Lbs TC+BC 25.0 40.0 Max tens. force 3162 Lbs Total 65.0 Spacing 24.0" TL Defl -0.28" in K -J L/697 Connector Plate Fabrication Lumber Duration Factor 1.00 LL Defl -0.14" in K -J L/999 Tolerance = 10% Plate Duration Factor 1.00 Shear // Grain in A -O 0.29 This truss is designed for a Fb Fc Ft Emin creep factor of 1.5 which TC 1.15 1.10 1.10 1.10 Plates for each ply each face. is used to calculate total BC 1.10 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area load deflection. Plate - MT2H 20 Ga, Gross Area Total Load Reactions (Lbs) Plate - MS18 18 Ga, Gross Area Jt Down Uplift Horiz- Jt Type Plt Size X Y JSI C 1062 A MT20 4.Ox 4.0 0.5-0.5 0.92 F 1062 A MT20 1.Ox 3.0 Ctr Ctr 0.00 O MT20 3.0x 4.0 Ctr Ctr 0.94 Jt Brg Size Required P MT20 3.Ox 3.0 Ctr Ctr 0.58 C 3.5" 3.5" Q MT20 3.Ox 3.0 Ctr Ctr 0.57 F 3.5" 3.5" R MT20 3.Ox 3.0 Ctr Ctr 0.57 S MT20 3.Ox 3.0 Ctr Ctr 0.58 Plus 2 Unbalanced Load Cases T MT20 3.Ox 4.0 Ctr Ctr 0.94 Plus 1 LL Load Case(s) D MT20 4.Ox 4.0-0.5-0.5 0.92 Plus 1 DL Load case(s) D MT20 1.Ox 3.0 Ctr Ctr 0.00 C MT20 2.Ox 4.0 Ctr 0.5 0.96 Membr CSI P Lbs Axl-CSI-Bnd N MT20 4.Ox 5.0 Ctr 0.5 0.92 Top Chords M MT20 3.Ox 4.0 Ctr Ctr 0.94 A -0 0.47 888 C 0.01 0.46 L MT20 3.0x 3.0 Ctr Ctr 0.58 O -P 0.47 2238 C 0.06 0.41 K MT20 1.0x 3.0 Ctr Ctr 0.96 P -Q 0.54 2952 C 0.10 0.44 J MT20 1.Ox 3.0 Ctr Ctr 0.96 Q -R 0.35 3162 C 0.13 0.22 I MT20 3.Ox 3.0 Ctr Ctr 0.58 - R -S 0.54 2952 C 0.10 0.44 H MT20 3.Ox 4.0 Ctr Ctr 0.94 S -T 0.47 2238 C 0.06 0.41 G MT20 4.Ox 5.0 Ctr 0.5 0.92 T -D 0.47 888 C 0.01 0.46 F MT20 2.Ox 4.0 Ctr 0.5 0.96 Bottom Chords C -N 0.03 0 T 0.00 0.03 REVIEWED BY: N -M 0.49 1717 T 0.44 0.05 MiTek USA, Inc. M -L 0.76 2734 T 0.70 0.06 6904 Parke East Blvd. L -K 0.99 3162 T 0.58 0.41 Tampa, FL 33610 K -J 0.97 3162 T 0.58 0.39 Orbne Plus..C CopyngM MiTeLL®19962018 Verson 30 0.060 Encanoenng•Port,ad 10/14/2016 8 1936 PM Page 1 Job Mark 8n Qu Type Span P1-H1 Left OH Right OH Engineering 160514 F23 1 14100 40100 10600 0 0 796762 83 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 m m o TC121-5-4 12-4-12 I 3-10-0 fll 1x3= 1x3= 3x3= 1x311 1x3 11 3x3= A I J D B \II INIO 1-6-0 1 C i _: .4_, F 2x4 II 2x4 II H G 7 3x3= 3x3= :../2 W:308 W:308 R: 241 R: 241 BC 1-6-0 1 2-7-0 I 4-1-0 - 4-1-0 - f= ALL PLATES ARE MT2020 Scale:0.674"=1 MiTek .Online Plus' APPROX. TRUSS WEIGHT: 35.2 I.BS Online Plus -- Version 30.0.060 Bottom Chords Design checked for 10 non- RUN DATE: 14-OCT-16 C -H 0.05 0 T 0.00 0.05psf concurrent LL on BC. H -G 0.08 164 T 0.03 0.05 This truss must be installed Southern Pine lumber design G -F 0.05 0 T 0.00 0.05 as shown. It cannot be values are those effective Webs installed upside-down. 06-01-13 by SPIB//ALSC UON C -A 0.05 234 C Max comp. force 234 Lbs CSI -Size- ----Lumber---- A -H 0.11 231 T Max tens. force 231 Lbs TC 0.13 4x 2 SP-#2 H -I 0.03 152 C Connector Plate Fabrication BC 0.08 4x 2 SP-#2 G -J 0.03 152 C Tolerance = 10% WB 0.11 4x 2 SP-#3 G -D 0.11 231 T This truss is designed for a F -D 0.05 234 C creep factor of 1.5 which Brace truss as follows: is used to calculate total O.C. From To TL Defl 0.00" in L/999 load deflection. TC Cont. 0- 0- 0 4- 1- 0 LL Defl 0.00" in L/999 or 46.0" 0- 0- 0 4- 1- 0 Shear // Grain in A -I 0.15 BC Cont. 0- 0- 0 4- 1- 0 or 46.0" 0- 0- 0 4- 1- 0 Plates for each ply each face. Plate - MT20 20 Ga, Gross Area psf-Ld Dead Live Plate - MT2H 20 Ga, Gross Area TC 20.0 40.0 Plate - MS18 18 Ga, Gross Area BC 5.0 0.0 Jt Type Plt Size X Y JSI TC+BC 25.0 40.0 A MT20 3.Ox 3.0 Ctr Ctr 0.34 Total 65.0 Spacing 24.0" A MT20 1.Ox 3.0 Ctr Ctr 0.00 Lumber Duration Factor 1.00 I MT20 1.Ox 3.0 Ctr Ctr 0.33 Plate Duration Factor 1.00 J MT20 1.Ox 3.0 Ctr Ctr 0.33 Fb Fc Ft Emin D MT20 3.Ox 3.0 Ctr Ctr 0.34 TC 1.15 1.10 1.10 1.10 D MT20 1.Ox 3.0 Ctr Ctr 0.00 BC 1.10 1.10 1.10 1.10 C MT20 2.Ox 4.0 Ctr 0.5 0.33 H MT20 3.Ox 3.0 Ctr Ctr 0.34 Total Load Reactions (Lbs) G MT20 3.Ox 3.0 Ctr Ctr 0.34 Jt Down Uplift Horiz- F MT20 2.Ox 4.0 Ctr 0.5 0.33 C 242 F 241 REVIEWED BY: MiTek USA, Inc. Jt Brg Size Required 6904 Parke East Blvd. C 3.5" 3.5" Tampa, FL 33610 F 3.5" 3.5" REFER TO ONLINE PLUS GENERAL Plus 2 Unbalanced Load Cases NOTES AND SYMBOLS SHEET FOR Plus 1 LL Load Case(s) ADDITIONAL SPECIFICATIONS. • Plus 1 DL Load Case(s) NOTES: - Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: Top Chords RIDGWAY ROOF TRUSS _ A -I 0.13 164 C 0.00 0.13 Analysis Conforms To: I -J 0.09 164 C 0.00 0.09 FBC2014 J -D 0.13 164 C 0.00 0.13 TPI 2007 Online Plus,0 Copyngnt M,Tekaa 1996.2016 Verson 30 0 060 Engneenng•Portra,10/1a/2016 8 19 36 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160514 F24 1 M100 41000 10600 0 0 79676284 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 ' TC I 1-1-0 1 2-5-0 1 3-9-0 1 4-10-0 lx311 3x4= 1x311 3x4= 1x311 B I J t- -dl 1.1 1-6-0 I B ‘1111MINIMIM - I 1x3x3 II G F E 2x411 4x5. 2x411 7IMIIMIIMIEMEll BC La 1-1-0 1 2-5-0 1 3-9-0 I 4-10-0 4-10-0 B. ALL PLATES ARE MT2020 Scale:0.843"=1. MiTekE Online PlusTM APPROX. TRUSS WEIGHT: 36.6 LBS Online Plus -- Version 30.0.060 B -G 0.01 0 T 0.00 0.01 TPI 2007 RUN DATE: 14-OCT-16 G -F 0.01 0 T 0.00 0.01 Designed for shear loads (plf) F -E 0.01 0 T 0.00 0.01 TC 310.0 BC 0.0 Southern Pine lumber design E -D 0.01 0 T 0.00 0.01 Design checked for 10 psf non- values are those effective Webs concurrent LL on BC. 06-01-13 by SPIB//ALSC UON B -A 0.01 45 C This truss must be installed CSI -Size- ----Lumber---- G -H 0.27 807 C as shown. It cannot be TC 0.10 4x 2 SP-#2 H -F 0.40 1092 C installed upside-down. BC 0.01 4x 2 SP-#2 F -I 0.03 163 C Max comp. force 1092 Lbs WE 0.40 4x 2 SP-#3 F -J 0.40 1092 C Max tens. force 1060 Lbs E -J 0.27 807 C Connector Plate Fabrication Brace truss as follows: D -C 0.01 45 C Tolerance = 10% O.C. From To This truss is designed for a TC Cont. 0- 0- 0 4-10- 0 TL Defl 0.00" in L/999 creep factor of 1.5 which or 48.0" 0- 0- 0 4-10- 0 LL Defl 0.00" in L/999 is used to calculate total BC Cont. 0- 0- 0 4-10- 0 Shear // Grain in H -I 0.13 load deflection. or 58.0" 0- 0- 0 4-10- 0 Plates for each ply each face. psf-Ld Dead Live Plate - MT20 20 Ga, Gross Area TC 20.0 40.0 Plate - MT2H 20 Ga, Gross Area BC 5.0 0.0 Plate - MS18 18 Ga, Gross Area TC+BC 25.0 40.0 Jt Type Plt Size X Y JSI Total 65.0 Spacing 24.0" A MT20 1.Ox 3.0 Ctr Ctr 0.37 Lumber Duration Factor 1.00 H MT20 3.Ox 4.0 0.5 Ctr 0.99 Plate Duration Factor 1.00 I MT20 1.Ox 3.0 Ctr Ctr 0.33 Fb Fc Ft Emin J MT20 3.Ox 4.0-0.5 Ctr 0.99 TC 1.15 1.10 1.10 1.10 C MT20 1.Ox 3.0 Ctr Ctr 0.37 BC 1.10 1.10 1.10 1.10 B MT20 1.Ox 3.0 Ctr Ctr 0.33 G MT20 2.Ox 4.0 0.2 0.5 0.93 Total Load Reactions (Lbs) F MT20 4.Ox 5.0 Ctr 0.5 0.81 Jt Down Uplift Horiz- E MT20 2.Ox 4.0-0.2 0.5 0.93 G 613 1498 R D MT20 1.Ox 3.0 Ctr Ctr 0.33 Jt Brg Size Required REVIEWED BY: G 58.0" 0"-to- 58" MiTek USA, Inc. 6904 Parke East Blvd. Plus 2 Drag Load Case(s) Tampa, FL 33610 Plus 1 LL Load Case(s) Plus 1 DL Load Case(s) REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR Membr CSI P Lbs Axl-CSI-Bnd ADDITIONAL SPECIFICATIONS. Top Chords A -H 0.08 167 C 0.00 0.08 NOTES: H -I 0.10 217 T 0.00 0.10 Trusses Manufactured by: I -J 0.10 217 T 0.00 0.10 RIDGWAY ROOF TRUSS J -C 0.08 167 T 0.00 0.08 Analysis Conforms To: Bottom Chords FBC2014 On/ne Plus'.eCopyngnt Woke)19962016 Version 30 0 060 Engmeenng.Pontan 10/14/2016 8 19 37 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160514 F25 20 M100 220408 10600 0 0 T9676285 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 0 00 coo TC 2-7-8 15-1-8 17-7-8 I 10-1-8 112-0-0 I 14-6-0 I 17-0-0 I 19-6-0 I 22-1-8 q (W)3x5= 1x3= Si 1x3= 5x5= 4x5= 3x5= 3x3= 3x3= 3x3= 3x3= 3x5= 4x5= 5x5= A 4 R S T U V W X D T B T E 1-6-0 ___L__ C 4 4 F /\/ 2x4 11 2x4 11 ® P O N M L K J I H G II I 5x6= 4x5= S2 3x5= 3x3- 1x3 II 1x3 II 3x3= 3x5= 4x5= 5x6= Iri W:308 (W)18G-MS18-3x10 = W:308 R:1431 R:1431 BCI1-6-0 14-0-0 16-6-0 19-0-0 I 22-0-121 115-10-8 I 18-4-8 120-10-8 22-4-8I N CO .4 0 M er O 0 O M ,-I ri 22-4-8 D. EXCEPT AS SHOWN ALL PLATES ARE MT2020 Scale:0.269"=1' MiTek® Online Plus' APPROX. TRUSS WEIGHT: 151.0 LBS Online Plus -- Version 30.0.060 K -J 0.67 5702 T 0.33 0.34 MiTek USA, Inc. RUN DATE: 14-OCT-16 J -I 0.45 5194 T 0.41 0.04 6904 Parke East Blvd. I -H 0.35 4080 T 0.32 0.03 Tampa, FL 33610 Southern Pine lumber design H -G 0.22 2403 T 0.19 0.03 values are those effective G -F 0.01 0 T 0.00 0.01 REFER TO ONLINE PLUS GENERAL 06-01-13 by SPIB//ALSC UON Webs NOTES AND SYMBOLS SHEET FOR CSI -Size- ----Lumber---- C -A 0.32 1422 C ADDITIONAL SPECIFICATIONS.. TC 0.80 4x 2 SP-111 A -P 0.85 1795 T BC 0.76 dx 2 SP-#1 P -Q 0.41 1730 C NOTES: -- 0.69 4x 2 SP-2700f-2.2E Q -O 0.60 1264 T Trusses Manufactured by: S2-F 0 -R 0.29 1227 C RIDGWAY ROOF TRUSS WB 0.85 4x 2 SP-113 R -N 0.40 844 T Analysis Conforms To: N -S 0.19 811 C FBC2014 Brace truss as follows: S -M 0.25 530 T TPI 2007 O.C. From To M -T 0.16 674 C Design checked for 10 psf non- TC Cont. 0- 0- 0 22- 4- 8 L -T 0.12 255 T concurrent LL on BC. or 48.0" 0- 0- 0 22- 4- 8 K -U 0.12 255 T Provide 2X6 continuous BC Cont. 0- 0- 0 22- 4- 8 U -J 0.16 674 C atrongbacks (on edge) every or 120.0" 0- 0- 0 22- 4- 8 J -V 0.25 530 T 10.0 Ft. Fasten to each V -I 0.19 810 C truss w/ 3-10d(0.131"x3") psf-Ld Dead Live I -W 0.40 845 T nails at truss member(s). TC 20.0 40.0 W -H 0.29 1228 C This truss must be installed BC 5.0 0.0 H -X 0.60 1264 T as shown. It cannot be TC+BC 25.0 40.0 X -G 0.41 1730 C installed upside-down. Total 65.0 Spacing 24.0" G -D 0.85 1794 T Max comp. force 5702 Lbs Lumber Duration Factor 1.00 F -D 0.32 1421 C Max tens. force 5702 Lbs Plate Duration Factor 1.00 Connector Plate Fabrication Fb Fc Ft Emin TL Defl -0.67" in L -K L/388 Tolerance = 10% TC 1.15 1.10 1.10 1.10 LL Defl -0.35" in L -K L/752 This truss is designed for a BC 1.10 1.10 1.10 1.10 Shear // Grain in S -T 0.31 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 C 1431 Plate - MT2H 20 Ga, Gross Area F 1431 Plate - MS18 18 Ga, Gross Area PltY JSI Jt Brg Size Required At MMT 0 5.0x5ize 5 0 1X0-1.0 0.85 C 3.5" 1.5" A MT20 1.Ox 3.0 Ctr Ctr 0.00 F 3.5" 1.5" Q MT20 4.Ox 5.0 Ctr-0.5 0.91 R MT20 3.Ox 5.0 Ctr Ctr 0.97 Plus 2 Unbalanced Load Cases S MT20 3.Ox 3.0 Ctr Ctr 0.77 Plus 1 LL Load Case(s) T MT20 3.Ox 3.0 Ctr Ctr 0.57 Plus 1 DL Load Case(s) U MT20 3.Ox 3.0 Ctr Ctr 0.57 S1 MT20 W3.0x 5.0 Ctr Ctr 0.00 Membr CSI P Lbs Axl-CSI-Bnd V MT20 3.Ox 3.0 Ctr Ctr 0.77 Top Chords w MT20 3.Ox 5.0 Ctr Ctr 0.97 A -Q 0.35 1239 C 0.01 0.34 X MT20 4.Ox 5.0 Ctr-0.5 0.91 Q -R 0.42 3254 C 0.11 0.31 D MT20 5.Ox 5.0-1.0-1.0 0.85 - R -S 0.57 4648 C 0.36 0.21 D MT20 1.Ox 3.0 Ctr Ctr 0.00 S -T 0.80 5450 C 0.49 0.31 C MT20 2.Ox 4.0 Ctr 0.5 0.76 T -U 0.58 5702 C 0.54 0.04 P MT20 5.Ox 6.0 Ctr 1.0 0.95 U -S1 0.80 5450 C 0.49 0.31 0 MT20 4.Ox 5.0 Ctr 0.5 0.91 S1-V 0.80 5450 C 0.49 0.31 S2 MS18 W3.Ox10.0 Ctr Ctr 0.00 V -W 0.57 4648 C 0.36 0.21 N MT20 3.Ox 5.0 Ctr Ctr 0.97 W -X 0.42 3253 C 0.11 0.31 M MT20 3.Ox 3.0 Ctr Ctr 0.77 • X -D 0.35 1238 C 0.01 0.34 L MT20 1.Ox 3.0 Ctr Ctr 0.96 Bottom Chords K MT20 1.Ox 3.0 Ctr Ctr 0.96 C -P 0.02 0 T 0.00 0.02 J MT20 3.Ox 3.0 Ctr Ctr 0.77 e P -O 0.45 2403 T 0,41 0.04 I MT20 3.0x 5.0 Ctr Ctr 0.97 0 -S2 0.76 4080 T 0.70 0.06 H MT20 4.Ox 5.0 Ctr 0.5 0.91 S2-N 0.35 4080 T 0.32 0.03 G MT20 5.0x 6.0 Ctr 1.0 0.95 N -M 0.45 5194 T 0.41 0.04 F MT20 2.Ox 4.0 Ctr 0.5 0.76 f M -L 0.67 5702 T 0.33 0.34 L -K 0.69 5702 T 0.33 0.36 REVIEWED BY: Online Plus^0 Copyng8l m a.0 1996-2016 Vemwn 30.0.080 Engseenng-Puma:1011400198.19.37 PM Pagel • Job Mark Quan Type Span Pl-Hi Left OH Right OH Engineering 160514 F26 2*2P M100 220408 10600 0 0 T9676286 s Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TCI 2-9-10 15-3-12 17-9-14 I 10-2-4 112-2-4 114-6-10 117-0-12 119-6-14 1 22-4-8 I SPL 5x5= 4x5= 4x5= 4x5= 2x4 11 2x4 11 5x5= 4x5= 4x5= 5x5= A M N 0 P Q R S T C T _ • 1-6-0 -L a :1111 -11:::-.111,' f`7 T D 2x4 110®ry L K J I H G F E ®ry 2x4 11 4x5= 4x5= 5x6c 4x5= 4x5= 4x5= 4x5= 4x5= W:308 SBL W:308 R:1454 R:1454 BC 2-6-2 15-0-4 17-6-6 I 10-0-8 112-4-0 114-10-2 ! 17-4-4 119-10-6 I 22-4-8 rl 6 22-4-8 ALL PLATES ARE MT2020 Scale:0.273"s 1' MiTekn Online Plus'" APPROX. TRUSS WEIGHT: 137.7 LBS Online Plus -- Version 30.0.060 K -J 0.76 4560 T 0.64 0.12 Trusses Manufactured by: RUN DATE: 14-OCT-16 J -I 0.66 5833 T 0.55 0.11 RIDGWAY ROOF TRUSS I -H 0.71 6404 T 0.60 0.11 Analysis Conforms To: • 2-Ply Truss • H -G 0.66 5827 T 0.55 0.11 FBC201d O -F 0.53 4559 T 0.43 0.10 TPI 2007 F -E 0.32 2641 T 0.25 0.07 Girder Common Southern Pine lumber design E -D 0.04 0 T 0.00 0.04 Loading TC values are those effective Webs Span 3- 0- 0 06-01-13 by SPIB//ALSC UON B -A 0.16 1432 C 2 COMPLETE TRUSSES REQUIRED. CSI -Size- ----Lumber---- A -L 0.69 2933 T Fasten plies together in TC 0.36 2x 4 SP-42 L -M 0.14 1266 C staggered pattern. BC 0.76 2x 4 SP-42 M -K 0.50 2127 T Connector Rows Spacing -- 0.71 2x 4 SP-41 K -N 0.10 912 C TC 1Od Gun Nails 1 12.0 in J -D N -J 0.33 1412 T BC 10d Gun Nails 1 12.0 in WB 0.69 2x 4 SP-43 J -O 0.06 598 C NB 10d Gun Nails 1 8.0 in O -I 0.24 1034 T 10d gun nails (0.131"x3") Brace truss as follows: I -P 0.03 290 C must be installed as noted O.C. From To H -Q 0.03 289 C above, as each layer is TC Cont. 0- 0- 0 22- 4- 8 H -R 0.24 1039 T applied. or 48.0" 0- 0- 0 22- 4- 8 G -R 0.06 599 C Design checked for 10 psf non- BC Cont. 0- 0- 0 22- 4- 8 G -S 0.33 1406 T concurrent LL on BC. or 120.0" 0- 0- 0 22- 4- 8 F -S 0.10 912 C Use properly rated hangers for F -T 0.50 2128 T loads framing into girder psf-Ld Dead Live E -T 0.14 1266 C truss. TC 20.0 40.0 E -C 0.69 2931 T This truss must be installed BC 5.0 0.0 D -C 0.16 1431 C as shown. It cannot be TC+BC 25.0 40.0 installed upside-down. Total 65.0 Spacing 12.0" TL Defl -0.57" in I -H L/460 Max comp. force 6404 Lbs Lumber Duration Factor 1.00 LL Defl -0.29" in I -H L/891 Max tens. force 6404 Lbs Plate Duration Factor 1.00 Shear // Grain in 0 -P 0.16 Connector Plate Fabrication Fb Fc Ft Emin Tolerance = 20t TC 1.00 1.00 1.00 1.00 Plates for each ply each face. This truss is designed for a BC 1.00 1.00 1.00 1.00 Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which Plate - MT2H 20 Ga, Gross Area is used to calculate total Total Load Reactions (Lbs) Plate - MS18 18 Ga, Gross Area load deflection. Jt Down Uplift Horiz- Jt Type Plt Size X Y JSI B 1454 A MT20 5.Ox 5.0 0.5 Ctr 0.98 D 1454 M MT20 4.Ox 5.0 Ctr Ctr 0.66 N MT20 4.Ox 5.0 Ctr Ctr 0.44 Jt Brg Size Required 0 MT20 4.Ox 5.0 Ctr Ctr 0.32 B 3.5" 1.5" P MT20 2.Ox 4.0 Ctr Ctr 0.17 D 3.5" 1.5" Q MT20 2.Ox 4.0 Ctr Ctr 0.17 R MT20 5.Ox 5.0 Ctr 0.5 0.63 LC4 1 Girder Loading S MT20 4.Ox 5.0 Ctr Ctr 0.43 Dur Fctrs - Lbr 1.00 Plt 1.00 T MT20 4.Ox 5.0 Ctr Ctr 0.66 plf - Dead Live• From To C MT20 5.Ox 5.0-0.5 Ctr 0.98 TC V 45 80 0.0' 22.4' B MT20 2.0x 4.0 Ctr Ctr 0.23 BC V 5 0 0.0' 22.4' L MT20 4.0x 5.0 Ctr Ctr 0.90 K MT20 4.Ox 5.0 Ctr Ctr 0.66 Plus 2 Unbalanced Load Cases J MT20 5.Ox 6.0 Ctr-0.5 0.95 Plus 1 LL Load Case(s) I MT20 4.Ox 5.0 Ctr Ctr 0.32 Plus 1 DL Load Case(s) H MT20 4.Ox 5.0 Ctr Ctr 0.32 G MT20 4.Ox 5.0 Ctr Ctr 0.43 Membr CSI P Lbs Axl-CSI-Bnd F MT20 4.Ox 5.0 Ctr Ctr 0.66 Top Chords E MT20 4.Ox 5.0 Ctr Ctr 0.90 A -M 0.15 2643 C 0.03 0.12 D MT20 2.Ox 4.0 Ctr Ctr 0.23 M -N 0.21 4560 C 0.09 0.12 • N -O 0.30 5833 C 0.15 0.15 REVIEWED BY: O -P 0.36 6401 C 0.18 0.18 MiTek USA, Inc. •• P -Q 0.32 6404 C 0.18 0.14 6904 Parke East Blvd. " Q -R 0.36 6404 C 0.18 0.18 Tampa, FL 33610 R -S 0.30 5827 C 0.15 0.15 S -T 0.20 4559 C 0.09 0.11 REFER TO ONLINE PLUS GENERAL • T -C 0.15 2641 C 0.03 0.12 NOTES AND SYMBOLS SHEET FOR Bottom Chords ADDITIONAL SPECIFICATIONS. B -L 0.05 0 T 0.00 0.05 L -K 0.46 2643 T 0.37 0.09 NOTES: IIOntne P1ue'•0 Copyngnt MMTeIIS 1998.2018 Version 30 0.080 Engineering•Poroan 10/14/2016 8 78.38 PM Page I Joe Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160514 F27 2 M100 30000 10600 0 0 T9676287 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 a 0 TC h 1-5-12 I 2-10-8 1x3= 1x311 lx3 II 4x4= G r , .iiim. 4 E P.0 1-6-0 2x 71'• F - .,J x3 x311 4x4= 11111.11111117 BC L 1-8-0 1 3-0-0 3-0-0 B ALL PLATES ARE MT2020 Scale.0.766"=1' MiTek® Online Plus" APPROX. TRUSS WEIGHT: 23.5 LBS Online Plus -- Version 30.0.060 Membr CSI P Lbs Axl-CSI-Bnd RIDGWAY ROOF TRUSS I RUN DATE: 14-OCT-16 Top Chords Analysis Conforms To: 1 A -G 0.14 229 C 0.00 0.14 FBC2014 Southern Pine lumber design G -B 0.16 674 C 0.13 0.03 TPI 2007 values are those effective Bottom Chords Designed for shear loads (plf) 06-01-13 by SPIE//ALSC VON D -F 0.02 0 T 0.00 0.02 TC 310.0 BC 0.0 CSI -Size- ----Lumber---- F -C 0.02 0 T 0.00 0.02 non- TC 0.16 4x 2 SP-#2 Webs Designfor psf concurrent LL on BC BC 0.02 4x 2 SP-#2 D -A 0.02 71 C This truss must be installed WB 0.48 4x 2 SP-#3 F -G 0.04 204 C as shown. It cannot be F -B 0.48 1280 T installed upside-down. Brace truss as follows: C -B 0.34 937 C Max comp. force 1280 Lbs O.C. From To Max tens. force 1280 Lbs TC Cont. 0- 0- 0 3- 0- 0 TL Defl 0.00" in L/999 Connector Plate Fabrication or 34.5" 0- 0- 0 3- 0- 0 LL Defl 0.00" in L/999 Tolerance = 10% BC Cont. 0- 0- 0 3- 0- 0 Shear // Grain in A -G 0.16 This truss is designed for a or 34.5" 0- 0- 0 3- 0- 0 creep factor of 1.5 which Plates for each ply each face. is used to calculate total psf-Ld Dead Live Plate - MT20 20 Ga, Gross Area load deflection. TC 20.0 40.0 Plate - MT2H 20 Ga, Gross Area BC 5.0 0.0 Plate - MS18 18 Ga, Gross Area TC+BC 25.0 40.0 Jt Type Plt Size X Y JSI Total 65.0 Spacing 24.0" A MT20 1.Ox 3.0 Ctr Ctr 0.50 Lumber Duration Factor 1.00 A MT20 1.Ox 3.0 Ctr Ctr 0.00 Plate Duration Factor 1.00 G MT20 1.Ox 3.0 Ctr Ctr 0.33 Fb Fc Ft Emin B MT20 4.Ox 4.0-0.5-0.5 0.74 TC 1.15 1.10 1.10 1.10 D MT20 2.Ox 4.0 Ctr 0.5 0.33 BC 1.10 1.10 1.10 1.10 F MT20 4.Ox 4.0 0.5 0.5 0.74 C MT20 3.Ox 3.0-0.8 Ctr 0.86 Total Load Reactions (Lbs) Jt Down Uplift Horiz- REVIEWED BY: D 358 891 R MiTek USA, Inc. 6904 Parke East Blvd. Jt Brg Size Required Tampa, FL 33610 D 36.0" -1"-to- 35" REFER TO ONLINE PLUS GENERAL Plus 2 Unbalanced Load Cases NOTES AND SYMBOLS SHEET FOR Plus 2 Drag Load Case(s) ADDITIONAL SPECIFICATIONS. Plus 1 LL Load Case(s) • Plus 1 DL Load Case(s) NOTES: Trusses Manufactured by: Online Plus' 0 CopyngM M.Teled 1996.2016 Vervon 30.0 060 Enpneenng•Ponraa 10/14/2016 8 19 38 PM Page 1 • Job wrk Quan Type Span P1-H1 Left OH Right OH Engineering 160514 F28 8 M100 30000 10600 0 0 T9676288 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 TCII 1-3-12 2-10-8 1x3= lx3 II 1x3 II 3x6= ,8, G ' 1-6-0 D C 2x411 F 11,1x41I 3x3= J] W:308 HGR R: 174 R: 191 BC 1-6-0 I 3-0-0 B 3-0-0 ALL PLATES ARE MT2020 Scale:0.718"=T MiTekb Online Plus" APPROX. TRUSS WEIGHT: 25.9 LBS Online Plus -- Version 30.0.060 NOTES: RUN DATE: 14-OCT-16 Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: Top Chords RIDGWAY ROOF TRUSS Southern Pine lumber design A -G 0.30 0 T 0.00 0.30 Analysis Conforms To: values are those effective G -B 0.34 0 T 0.00 0.34 FBC2014 06-01-13 by SPIB//ALSC UON Bottom Chords TPI 2007 CSI -Size- ----Lumber---- D -F 0.46 0 T 0.00 0.46 Design checked for 10 psf non- TC 0.34 4x 2 SP-#2 F -C 0.47 0 T 0.00 0.47 concurrent LL on BC. BC 0.47 4x 2 SP-#2 Webs This truss must be installed WB 0.03 4x 2 SP-#3 D -A 0.03 111 C as shown. It cannot be F -G 0.02 91 C installed upside-down. Brace truss as follows: F -B 0.00 0 T Max comp. force 111 Lbs O.C. From To C -B 0.01 73 C Max tens. force 0 Lbs TC Cont. 0- 0- 0 3- 0- 0 C -B 0.01 73 C Connector Plate Fabrication or 34.5" 0- 0- 0 3- 0- 0 Tolerance = 10% BC Cont. 0- 0- 0 3- 0- 0 TL Defl -0.07" in D -F L/429 This truss is designed for a or 34.5" 0- 0- 0 3- 0- 0 LL Defl -0.03" in D -F L/832 creep factor of 1.5 which Shear // Grain in G -B 0.19 is used to calculate total psf-Ld Dead Live load deflection. TC 20.0 40.0 Plates for each ply each face. BC 5.0 0.0 Plate - MT20 20 Ga, Gross Area TC+BC 25.0 40.0 Plate - MT2H 20 Ga, Gross Area Total 65.0 Spacing 24.0" Plate - MS18 18 Ga, Gross Area Lumber Duration Factor 1.00 Jt Type Plt Size X Y JSI Plate Duration Factor 1.00 A MT20 1.Ox 3.0 Ctr Ctr 0.33 Fb Fc Ft Emin A MT20 1.Ox 3.0 Ctr Ctr 0.00 TC 1.15 1.10 1.10 1.10 G MT20 1.Ox 3.0 Ctr Ctr 0.33 BC 1.10 1.10 1.10 1.10 B MT20 3.Ox 6.0 Ctr Ctr 0.22 D MT20 2.Ox 4.0 Ctr 0.5 0.33 Total Load Reactions (Lbs) F MT20 3.Ox 3.0 Ctr Ctr 0.24 Jt Down Uplift Horiz- C MT20 2.Ox 4.0 Ctr 0.5 0.20 D 175 C 191 REVIEWED BY: MiTek USA, Inc. Jt Brg Size Required 6904 Parke East Blvd. D 3.5" 3.5" Tampa, FL 33610 C 3.5" 1.5" REFER TO ONLINE PLUS GENERAL Plus 2 Unbalanced Load Cases NOTES AND SYMBOLS SHEET FOR Plus 1 LL Load Case(s) ADDITIONAL SPECIFICATIONS. Plus 1 DL Load Case(s) Online PWs'.®Copyn9M M:Tek®1996-2018 Vernon 30 0.080 Engineenn9-Paired 101142018 8 19 38 PM Paye 1 Job Mark Quan Type Span Pi-Hi Left OH Right OH Engineering . 160514 F29 16 14100 31008 10600 0 0 T9676289 a Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TC 1-0-4 2-4-12 3-10-8 1x3 x3= 2x411 3x3= 2x411 A B H 1' mil =miumism 1, 1-6-0 1 F , IIMIIM i ii. 1x3 I ' E G �•x4 I I 1x3= 3x5= 1x311 7 J-i Cant:10- 8 W:308 HGR R: 810 R: 87 U: 73 BC 1-0-4 I 2-5-8 I 3-10-8 4 3-10-8 ALL PLATES ARE MT2020 Scale:0.746".1' MiTek® Online Plus' APPROX. TRUSS WEIGHT: 36.6 LBS Online Plus -- Version 30.0.060 Plus 1 DL Load Case(s) NOTES AND SYMBOLS SHEET FOR RUN DATE: 14-OCT-16 ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-Bnd Southern Pine lumber design Top Chords NOTES: values are those effective A -B 0.18 307 T 0.08 0.10 Trusses Manufactured by: 06-01-13 by SPIB//ALSC UON B -H 0.56 307 T 0.08 0.48 RIDGWAY ROOF TRUSS CSI -Size- ----Lumber---- H -C 0.48 0 T 0.00 0.48 Analysis Conforms To: TC 0.56 4x 2 SP-#2 Bottom Chords FBC2014 BC 0.44 4x 2 SP-#2 F -E 0.08 0 T 0.00 0.08 TPI 2007 WB 0.12 4x 2 SP-#3 E -G 0.44 0 T 0.00 0.44 Design checked for 10 psf non- e -D 0.44 0 T 0.00 0.44 concurrent LL on BC. Brace truss as follows: Webs This truss must be installed O.C. From To F -A 0.00 21 T as shown. It cannot be TC Cont. 0- 0- 0 3-10- 8 A -E 0.12 537 C installed upside-down. or 46.5" 0- 0- 0 3-10- 8 E -B 0.01 74 C Max comp. force 537 Lbs BC Cont. 0- 0- 0 3-10- 8 E -B 0.01 74 C Max tens. force 307 Lbs or 46.5" 0- 0- 0 3-10- 8 E -H 0.10 424 C Connector Plate Fabrication G -H 0.05 126 T Tolerance = 10% psf-Ld Dead Live D -C 0.01 42 C This truss is designed for a TC 20.0 40.0 D -C 0.00 42 C creep factor of 1.5 which BC 5.0 0.0 is used to calculate total TC+BC 25.0 40.0 TL Defl 0.07" in E -G L/424 load deflection. Total 65.0 Spacing 24.0" LL Defl -0.03" in E -G L/848 Lumber Duration Factor 1.00 LL Cant 0.02" in F -E L/451 Plate Duration Factor 1.00 Shear // Grain in H -C 0.18 Fb Fc Ft Emin TC 1.00 1.00 1.00 1.00 Plates for each ply each face. BC 1.00 1.00 1.00 1.00 Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Total Load Reactions (Lbs) Plate - MS18 18 Ga, Gross Area Jt Down Uplift Horiz- Jt Type Plt Size X Y JSI E 811 A MT20 3.Ox 3.0 Ctr Ctr 0.43 D 87 74 G A MT20 1.Ox 3.0 Ctr Ctr 0.00 G = Gravity Uplift B MT20 2.Ox 4.0 Ctr-0.5 0.20 H MT20 3.Ox 3.0 Ctr Ctr 0.31 Jt Brg Size Required C MT20 2.Ox 4.0 Ctr-0.5 0.20 E 3.5" 1.5" F MT20 1.0x 3.0 Ctr Ctr 0.33 D 3.5" 1.5" F MT20 1.Ox 3.0 Ctr Ctr 0.00 E MT20 3.0x 5.0 Ctr Ctr 0.56 LC# 1 Standard Loading G MT20 l.Ox 3.0 Ctr Ctr 0.33 Dur Fctrs - Lbr 1.00 Plt 1.00 D MT20 2.Ox 4.0 Ctr 0.5 0.20 plf - Dead Live* From To TC V 40 80 0.0' 3.9' REVIEWED BY: - BC V 10 0 0.0' 3.9' MiTek USA, Inc. TC V 280 80 0.0' CL-LB 6904 Parke East Blvd. Tampa, FL 33610 Plus 2 Unbalanced Load Cases Plus 1 LL Load Case(s) REFER TO ONLINE PLUS GENERAL OM/ne Plus'•0 Cupyngnt%Tek81996-2016 Vors,on 300.060 Engineering.Portrait 10/14001881938 PM Pagel . Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160514 F30 6 M100 60200 10600 0 0 T9676290 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 o0 0 TCN1 1-5-4 1 3-2-12 1 4-6-8 I 6-0-8 1x3= T3x3= 1x3 II 1x3 II 3x3= 2x4 II A H 1\:i: I J 8� eaL izi\ 1-6-0 D C 2x411 (IiiG F \.Jjx6= 3x3= 3x3= 7 !Ill W:308 W:308 R: 380 R: 396 DC 1-6-0 I 3-5-0 6-2-0 774j - 6-2-0 ALL PLATES ARE MT2020 Scale:0.698"=1' MITekb Online Plus'" APPROX. TRUSS WEIGHT: 46.9 LBS Online Plus -- Version 30.0.060 J -B 0.16 0 T 0.00 0.16 Analysis Conforms To: RUN DATE: 14-OCT-16 Bottom Chords FBC2014 D -G 0.27 0 T 0.00 0.27 TPI 2007 Southern Pine lumber design G -F 0.35 370 T 0.08 0.27 Design checked for 10 paf non- values are those effective F -C 0.30 295 T 0.07 0.23 concurrent LL on BC. 06-01-13 by SPIB//ALSC UON Webs This truss must be installed CSI -Size- ----Lumber---- D -A 0.09 400 C as shown. it cannot be TC 0.40 4x 2 SP-#2 A -G 0.24 523 T installed upside-down. BC 0.35 4x 2 SP-#2 G -H 0.06 292 C Max comp. force 418 Lbs WB 0.24 4x 2 SP-#3 F -I 0.02 102 C Max tens. force 523 Lbs F -J 0.07 156 T Connector Plate Fabrication Brace truss as follows: J -C 0.10 418 C Tolerance = 10% O.C. From To C -B 0.00 42 C This truss is designed for a TC Cont. 0- 0- 0 6- 2- 0 C -B 0.00 42 C creep factor of 1.5 which or 48.0" 0- 0- 0 6- 2- 0 is used to calculate total BC Cont. 0- 0- 0 6- 2- 0 TL Defl -0.06" in F -C L/999 load deflection. or 72.5" 0- 0- 0 6- 2- 0 LL Defl -0.04" in F -C L/999 Shear // Grain in H -I 0.25 psf-Ld Dead Live TC 20.0 40.0 Plates for each ply each face. BC 5.0 0.0 Plate - MT20 20 Ga, Gross Area TC+BC 25.0 40.0 Plate - MT2H 20 Ga, Gross Area Total 65.0 Spacing 24.0" Plate - MS18 18 Ga, Gross Area Lumber Duration Factor 1.00 Jt Type Plt Size X Y JSI Plate Duration Factor 1.00 A MT20 3.Ox 3.0 Ctr Ctr 0.76 Fb Fc Ft Emin A MT20 1.Ox 3.0 Ctr Ctr 0.00 TC 1.15 1.10 1.10 1.10 H MT20 1.Ox 3.0 Ctr Ctr 0.33 BC 1.10 1.10 1.10 1.10 I MT20 1.Ox 3.0 Ctr Ctr 0.33 J MT20 3.Ox 3.0 Ctr Ctr 0.30 Total Load Reactions (Lbs) B MT20 2.Ox 4.0 Ctr-0.5 0.20 Jt Down Uplift Horiz- D MT20 2.Ox 4.0 Ctr 0.5 0.33 D 381 G MT20 3.Ox 3.0 Ctr Ctr 0.76 C 397 F MT20 3.Ox 3.0 Ctr Ctr 0.24 C MT20 3.Ox 6.0 Ctr Ctr 0.24 Jt Brg Size Required D 3.5" 3.5" REVIEWED BY: C 3.5" 1.5" MiTek USA, Inc. 6904 Parke East Blvd. Plus 2 Unbalanced Load Cases Tampa, FL 33610 - Plus 1 LL Load Case(s) Plus 1 DL Load Case(s) REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR Membr CSI P Lbs Axl-CSI-Bnd ADDITIONAL SPECIFICATIONS. Top Chords A -H 0.40 370 C 0.00 0.40 NOTES: H -I 0.40 370 C 0.00 0.40 Trusses Manufactured by: I -J 0.19 370 C 0.00 0.19 RIDGWAY ROOF TRUSS On4ne Plus"'0 Copyright h4Tela 1996-2016 Version 100060 Engineering•Poo.0 10/14/2016 8 19 39 PM Page 1 Jot Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160514 F31 2 M100 60200 10600 0 0 T9676291 r Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 O N O TC1 1-4-0 1 2-8-0 I 4-0-0 1 5-4-0 16-0-8 (af 1x3= 1x3 11 1x3 11 1x3 11 1x3 11 1x3 11 1x3 11 A J K L M C 1-6-0 BCI ,x► 4 11x3j I H G F E 1x311 1x3 11 1x3 11 1x3 II 2x411 1 BC 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 16-2-0j 6 6-2-0 ALL PLATES ARE MT2020 Scale.0.695"=1' MiTek3 Online Plus"" APPROX. TRUSS WEIGHT: 39.3 LBS Online Plus -- Version 30.0.060 Bottom Chords Trusses Manufactured by: RUN DATE: 14-OCT-16 B -I 0.01 0 T 0.00 0.01 RIDGWAY ROOF TRUSS I -H 0.01 0 T 0.00 0.01 Analysis Conforms To: Southern Pine lumber design H -G 0.01 0 T 0.00 0.01 FBC2014 values are those effective G -F 0.01 0 T 0.00 0.01 TPI 2007 06-01-13 by SPIB//ALSC UON F -E 0.00 0 T Design checked for 10 psf non- CSI -Size- ----Lumber---- Webs concurrent LL on BC. TC 0.10 4x 2 SP-#2 B -A 0.10 67 C 0.00 0.10 This truss must be installed BC 0.01 4x 2 SP-#2 I -J 0.05 165 C 0.00 0.05 as shown. It cannot be WB 0.10 4x 2 SP-#3 H -K 0.00 163 C installed upside-down. G -L 0.00 164 C Max comp. force 165 Lbs Brace truss as follows: F -M 0.05 128 C 0.00 0.05 Max tens. force 0 Lbs O.C. From To E -C 0.02 25 C 0.00 0.02 Connector Plate Fabrication TC Cont. 0- 0- 0 6- 2- 0 Tolerance = 10% or 48.0" 0- 0- 0 6- 2- 0 TL Defl 0.00" in L/999 This truss is designed for a BC Cont. 0- 0- 0 6- 2- 0 LL Defl 0.00" in L/999 creep factor of 1.5 which or 72.5" 0- 0- 0 6- 2- 0 Shear // Grain in A -J 0.13 is used to calculate total load deflection. psf-Ld Dead Live Plates for each ply each face. TC 20.0 40.0 Plate - MT20 20 Ga, Gross Area BC 5.0 0.0 Plate - MT2H 20 Ga, Gross Area TC+BC 25.0 40.0 Plate - MS18 18 Ga, Gross Area Total 65.0 Spacing 24.0" Jt Type Plt Size X Y JSI Lumber Duration Factor 1.00 A MT20 1.Ox 3.0 Ctr Ctr 0.33 Plate Duration Factor 1.00 J MT20 1.Ox 3.0 Ctr Ctr 0.33 Fb Fc Ft Emin K MT20 1.Ox 3.0 Ctr Ctr 0.33 TC 1.15 1.10 1.10 1.10 L MT20 1.Ox 3.0 Ctr Ctr 0.33 BC 1.10 1.10 1.10 1.10 M MT20 1.Ox 3.0 Ctr Ctr 0.33 C MT20 1.Ox 3.0 Ctr Ctr 0.33 Total Load Reactions (Lbs) C MT20 1.Ox 3.0 Ctr Ctr 0.00 Jt Down Uplift Horiz- B MT20 1.Ox 3.0 0.2 Ctr 0.33 B 770 I MT20 1.Ox 3.0 Ctr Ctr 0.33 H MT20 1.Ox 3.0 Ctr Ctr 0.33 Jt Brg Size Required G MT20 1.Ox 3.0 Ctr Ctr 0.33 B 74.0" 0"-to- 74" F MT20 1.Ox 3.0 Ctr Ctr 0.33 1 E MT20 2.Ox 4.0 Ctr 0.5 0.33 Plus 2 Unbalanced Load Cases Plus 1 LL Load Case(s) REVIEWED BY: Plus 1 DL Load Case(s) MiTek USA, Inc. 6904 Parke East Blvd. - Membr CSI P Lbs Axl-CSI-Bnd Tampa, FL 33610 Top Chords A -J 0.10 7 C 0.00 0.10 REFER TO ONLINE PLUS GENERAL J -K 0.10 6 C 0.00 0.10 NOTES AND SYMBOLS SHEET FOR K -L 0.10 5 C 0.00 0.10 ADDITIONAL SPECIFICATIONS. L -M 0.10 6 C 0.00 0.10 M -C 0.05 1 C 0.00 0.05 NOTES: Onone Plus"©CopyngM MITeleg 1998-2018 Version 30.0 060 Engineering-POnlet 10/142016 8 19 39 PM Page 1 • • Job Hart Quan Type Span Pl-Hl Left OH Right OH Engineering 160514 F33 2 M100 50400 10600 0 0 T9676292 • Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 a o 0 v 0 TCS 1-4-12 1 2-8-0 ) 3-11-4 I 5-2-8 f^f 1x3= 3 1x311 4x4= lx3 II 4x4= 1x3 11 1 A I J K C 1 ill\ ly iPw , 1-6-0 B � I IIL 1x31 8 G F 2x411 4x5= 2x4 11 2x4 I 7IIIIIIIIIIIII.117 BC 1-4-0 I 2-8-0 1 4-0-0 I 5-4-0 B 5-4-0 - E.- ALL ALL PLATES ARE MT2020 Scale 0.720"=1' HiTekI Online Plus" APPROX. TRUSS WEIGHT: 40.3 LBS Online Plus -- Version 30.0.060 Bottom Chords Analysis Conforms To: RUN DATE: 14-OCT-16 B -H 0.01 0 T 0.00 0.01 FBC2014 H -G 0.01 0 T 0.00 0.01 TPI 2007 Southern Pine lumber design G -F 0.01 0 T 0.00 0.01 Designed for shear loads (plf) values are those effective F -E 0.01 0 T 0.00 0.01 TC 310.0 BC 0.0 06-01-13 by SPIB//ALSC UON Webs Design checked for 10 psf non- CSI -Size- ----Lumber---- B -A 0.01 60 C concurrent LL on BC. TC 0.11 4x 2 SP-#2 H -I 0.29 877 C This truss must be installed BC 0.01 4x 2 SP-#2 I -G 0.43 1182 C as shown. It cannot be WB 0.43 4x 2 SP-#3 G -J 0.03 156 C installed upside-down. G -K 0.43 1171 C Max comp. force 1182 Lbs Brace truss as follows: F -K 0.29 866 C Max tens. force 1147 Lbs O.C. From To E -C 0.01 58 C Connector Plate Fabrication TC Cont. 0- 0- 0 5- 4- 0 Tolerance = 10% or 48.0" 0- 0- 0 5- 4- 0 TL Defl 0.00" in L/999 This truss is designed for a BC Cont. 0- 0- 0 5- 4- 0 LL Defl 0.00" in L/999 creep factor of 1.5 which or 62.5" 0- 0- 0 5- 4- 0 Shear // Grain in A -I 0.15 is used to calculate total load deflection. psf-Ld Dead Live Plates for each ply each face. TC 20.0 40.0 Plate - MT20 20 Ga, Gross Area BC 5.0 0.0 Plate - MT2H 20 Ga, Gross Area TC+BC 25.0 40.0 Plate - MS18 18 Ga, Gross Area Total 65.0 Spacing 24.0" Jt Type Plt Size X Y JSI Lumber Duration Factor 1.00 A MT20 1.Ox 3.0 Ctr Ctr 0.47 Plate Duration Factor 1.00 I MT20 4.Ox 4.0 0.5-0.5 0.66 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 4.Ox 4.0-0.5-0.5 0.65 BC 1.10 1.10 1.10 1.10 C MT20 l.Ox 3.0 Ctr Ctr 0.43 C MT20 1.Ox 3.0 Ctr Ctr 0.00 Total Load Reactions (Lbs) B MT20 1.Ox 3.0 0.2 Ctr 0.33 Jt Down Uplift Horiz- H MT20 2.Ox 4.0 0.2 0.5 1.00 B 661 1615 R G MT20 4.Ox 5.0 Ctr 0.5 0.88 F MT20 2.Ox 4.0-0.2 0.5 1.00 Jt Brg Size Required E MT20 2.Ox 4.0 Ctr 0.5 0.33 B 64.0" 0"-to- 64" REVIEWED BY: Plus 2 Unbalanced Load Cases MiTek USA, Inc. Plus 2 Drag Load Case(s) 6904 Parke East Blvd. Plus 1 LL Load Case(s) Tampa, FL 33610 - Plus 1 DL Load Case(s) REFER TO ONLINE PLUS GENERAL - Membr CSI P Lbs Axl-CSI-Bnd NOTES AND SYMBOLS SHEET FOR Top Chords ADDITIONAL SPECIFICATIONS. A -I 0.11 216 C 0.00 0.11 I -J 0.11 193 T 0.00 0.11 NOTES: J -K 0.10 224 T 0.00 0.10 Trusses Manufactured by: K -C 0.10 196 T 0.00 0.10 RIDGWAY ROOF TRUSS Cane Plus"0 Copynght Woke 1996.2018 Marmon 30 0.060 En9.neunng.Portnn 10114/2016 8 19 39 PM Page 1 Job Mark Quart Type Span Pl-Hl Left OH Right OH Engineering . 160514 F34 16 M100 50804 10600 0 0 79676293 • Bldg 4 or 5- Aquatic- Floors C HO 1-6-0 HO 1-6-0 e 0 m 0 TCI 1-6-12 I 4-1-8 1 5-6-12 it 1x3= 3x6= 1x311 1x311 3x3= NH I 411 1 1-6-0 2x4 1 G �� I, 2x4 it n 3x3= 3x3, 7 HGR W:308 R: 365 R: 349 BC 1-6-0 I 4-2-4 I 5-8-4 5-8-4 9 ALL PLATES ARE MT2020 Scale:0.681"=1' i MiTekn Online Plus" APPROX. TRUSS WEIGHT: 41.8 LBS Online Plus -- Version 30.0.060 Bottom Chords Design checked for 10 psf non- RUN DATE: 14-OCT-16 B -G 0.08 0 T 0.00 0.08 concurrent LL on BC. G -F 0.17 304 T 0.07 0.10 This truss must be installed Southern Pine lumber design F -E 0.10 0 T 0.00 0.10 as shown. It cannot be values are those effective Webs installed upside-down. 06-01-13 by SPIB//ALSC UON B -A 0.04 196 C Max comp. force 346 Lbs CSI -Size- ----Lumber---- B -A 0.04 196 C Max tens. force 431 Lbs TC 0.35 4x 2 SP-#2 A -G 0.20 421 T Connector Plate Fabrication BC 0.17 4x 2 SP-#2 G -H 0.06 273 C Tolerance = 10% WB 0.20 4x 2 SP-#3 F -I 0.06 279 C This truss is designed for a F -C 0.20 431 T creep factor of 1.5 which Brace truss as follows: E -C 0.08 346 C is used to calculate total O.C. From To load deflection. TC Cont. 0- 0- 0 5- 8- 4 TL Defl -0.02" in G -F L/999 or 48.0" 0- 0- 0 5- 8- 4 LL Defl -0.01" in B -G L/999 BC Cont. 0- 0- 0 5- 8- 4 Shear // Grain in H -I 0.25 or 66.8" 0- 0- 0 5- 8- 4 Plates for each ply each face. psf-Ld Dead Live Plate - MT20 20 Ga, Gross Area TC 20.0 40.0 Plate - MT2H 20 Ga, Gross Area BC 5.0 0.0 Plate - MS18 18 Ga, Gross Area TC+BC 25.0 40.0 Jt Type Plt Size X Y JSI Total 65.0 Spacing 24.0" A MT20 3.Ox 6.0 Ctr Ctr 0.48 Lumber Duration Factor 1.00 H MT20 1.Ox 3.0 Ctr Ctr 0.33 Plate Duration Factor 1.00 I MT20 1.Ox 3.0 Ctr Ctr 0.33 Fb Fc Ft Emin C MT20 3.Ox 3.0 Ctr Ctr 0.63 TC 1.15 1.10 1.10 1.10 C MT20 1.Ox 3.0 Ctr Ctr 0.00 BC 1.10 1.10 1.10 1.10 B MT20 2.Ox 4.0 Ctr 0.5 0.20 G MT20 3.Ox 3.0 Ctr Ctr 0.61 Total Load Reactions (Lbs) F MT20 3.Ox 3.0 Ctr Ctr 0.63 Jt Down Uplift Horiz- E MT20 2.Ox 4.0 Ctr 0.5 0.33 B 366 E 349 REVIEWED BY: MiTek USA, Inc. Jt Brg Size Required 6904 Parke East Blvd. B 3.5" 1.5" Tampa, FL 33610 E 3.5" 3.5" REFER TO ONLINE PLUS GENERAL Plus 2 Unbalanced Load Cases NOTES AND SYMBOLS SHEET FOR Plus 1 LL Load Case(s) ADDITIONAL SPECIFICATIONS. . Plus 1 DL Load Case(s) NOTES: - Membr CSI P Lbs Axl-CSI-Bnd Trusses Manufactured by: Top Chords RIDGWAY ROOF TRUSS A -H 0.31 304 C 0.00 0.31 Analysis Conforms To: H -I 0.35 304 C 0.00 0.35 FBC2014 I -C 0.34 304 C 0.00 0.34 TPI 2007 Online Plus"'OCopyngM MiTektl 1996-2018 Version JO 0.060 Engineenng•Portrait 10/142016 8 19 40 PM Page 1 Job Mart Quan Type Span Pl-Hl Left OH Right OH Engineering 160514 F35 4 M100 70408 10600 0 0 T9676294 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 • m 0 ag TC 3-0-0 I 4-6-0 I 7-3-0 I`1 1x3= 4x12= 3x3- 3x3= 3x6= I A J K C 1-6-0 \It 3x5_1:1111117\117 I F 4x41 [L, 3x3= 1x311 lx3II 3x3= HGR W:308 R: 479 R: 462 BCI 1-9-0 1 3-0-12 I 4-5-4 I 5-9-0 1 7-4-8 116 7-4-8 911 ALL PLATES ARE MT2020 Scale:0.656`=1 MiTek®Online Plus' APPROX. TRUSS WEIGHT: 61.9 LBS Online Plus -- Version 30.0.060 Bottom Chords NOTES AND SYMBOLS SHEET FOR RUN DATE: 14-OCT-16 B -I 0.05 0 T 0.00 0.05 ADDITIONAL SPECIFICATIONS. I -H 0.39 584 T 0.11 0.28 Southern Pine lumber design H -G 0.39 584 T 0.11 0.28 NOTES: values are those effective G -F 0.35 584 T 0.11 0.24 Trusses Manufactured by: 06-01-13 by SPIB//ALSC UON F -E 0.04 0 T 0.00 0.04 RIDGWAY ROOF TRUSS CSI -Size- ----Lumber---- Webs Analysis Conforms To: TC 0.60 4x 2 SP-#2 B -A 0.02 129 C FBC2014 BC 0.39 4x 2 SP-#2 B -A 0.02 129 C TPI 2007 WB 0.20 4x 2 SP-#3 B -A 0.02 129 C Design checked for 10 psf non- B -A 0.02 129 C concurrent LL on BC. Brace truss as follows: A -I 0.20 438 T This truss must be installed O.C. From To I -J 0.09 378 C as shown. It cannot be TC Cont. 0- 0- 0 7- 4- 8 H -J 0.04 92 T installed upside-down. or 48.0" 0- 0- 0 7- 4- 8 G -K 0.05 112 T Max comp. force 584 Lbs BC Cont. 0- 0- 0 7- 4- 8 K -F 0.09 407 C Max tens. force 584 Lbs or 87.0" 0- 0- 0 7- 4- 8 F -C 0.20 429 T Connector Plate Fabrication E -C 0.05 249 C Tolerance = 10% psf-Ld Dead Live E -C 0.05 249 C This truss is designed for a TC 20.0 40.0 creep factor of 1.5 which BC 5.0 0.0 TL Defl -0.03" in I -H L/999 is used to calculate total TC+BC 25.0 40.0 LL Defl -0.03" in I -H L/999 load deflection. Total 65.0 Spacing 24.0" Shear // Grain in A -J 0.31 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 4.0x12.0 Ctr-0.5 0.28 Jt Down Uplift Horiz- J MT20 3.Ox 3.0 Ctr Ctr 0.28 B 480 K MT20 3.Ox 3.0 Ctr Ctr 0.30 E 463 C MT20 3.Ox 6.0 Ctr Ctr 0.49 C MT20 1.Ox 3.0 Ctr Ctr 0.00 Jt Brg Size Required B MT20 3.Ox 5.0 Ctr Ctr 0.33 B 3.5" 1.5" I MT20 3.Ox 3.0 Ctr Ctr 0.64 E 3.5" 3.5" H MT20 1.Ox 3.0 Ctr Ctr 0.33 G MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 2 Unbalanced Load Cases F MT20 3.Ox 3.0 Ctr Ctr 0.63 - Plus 1 LL Load Case(s) E MT20 4.Ox 4.0 1.2 0.5 0.13 Plus 1 DL Load Case(s) REVIEWED BY: Membr CSI P Lbs Axl-CSI-Bnd MiTek USA, Inc. Top Chords 6904 Parke East Blvd. A -J 0.60 323 C 0.00 0.60 Tampa, FL 33610 J -K 0.43 584 C 0.00 0.43 K -C 0.54 303 C 0.00 0.54 REFER TO ONLINE PLUS GENERAL Ohne Pius"'o Copyright MiTele9 1998.2018 Version 30 0.060 Engmeenng•Peered 10/142016 8 19 40 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160514 F36 12 M100 200204 10600 0 0 T9676295 Bldg 4 or 5- Aquatic- Floors t HO 1-6-0 HO 1-6-0 c4 .4 pp O TC 2-7-8 I 5-1-8 I 7-7-8 181104 1 11-0-0 I ,'l I 14-9-12 1 17-3-12 I 20-0-12 1x3= (W)3x5 = 5x5= 4x4= 3x3= 3x3= 1x3 II 1x311 3x3= S1 3x3= 4x4= 5x6= A N 0 P Q R S T U B EO ea $$ T T Y Y 1-6-0 p \ / \ / \,/ �. C 2x411 `® M L K J I H G F 2x4 II 5x6= 4x4= 3x3= 3x3= 3x3= 3x3= 4x4- 5x6 ii - W:308 S2 HGR R:1293 (W)18G-MS18-3x10 = R:1308 BC 1-6-0 I 4-0-0 I 6-6-0 I 9-0-0 I 11-2-4 f 13-8-4 I 16-2-4 I 18-8-4 120-2-4 B 20-2-4 B EXCEPT AS SHOWN ALL PLATES ARE MT2020 Scale:0.298's 1' HiTekR•Online Plus" APPROX. TRUSS WEIGHT: 136.6 LBS Online Plus -- Version 30.0.060 J -I 0.59 4628 T 0.37 0.22 REFER TO ONLINE PLUS GENERAL RUN DATE: 14-OCT-16 I -H 0.61 4432 T 0.38 0.23 NOTES AND SYMBOLS SHEET FOR H -G 0.42 3604 T 0.39 0.03 ADDITIONAL SPECIFICATIONS. Southern Pine lumber design G -F 0.25 2190 T 0.23 0.02 values are those effective F -C 0.01 0 T 0.00 0.01 NOTES: 06-01-13 by SPIB//ALSC UON Webs Trusses Manufactured by: CSI -Size- ----Lumber---- D -A 0.29 1284 C RIDGWAY ROOF TRUSS TC 0.81 4x 2 SP-111 A -M 0.76 1604 T Analysis Conforms To: -- 0.70 4x 2 SP-112 M -N 0.37 1543 C FBC2014 SI-B N -L 0.51 1082 T TPI 2007 BC 0.98 4x 2 SP-111 L -O 0.25 1046 C Design checked for 10 psf non- -- 0.61 4x 2 SP-M31 0 -K 0.30 641 T concurrent LL on BC. S2-C K -P 0.14 608 C Provide 2X6 continuous WB 0.77 4x 2 SP-113 P -J 0.30 639 T strongbacks (on edge) every J -Q 0.07 328 C 10.0 Ft. Fasten to each Brace truss as follows: I -R 0.07 321 C truss w/ 3-10d(0.131"x3") O.C. From To I -S 0.29 627 T nails at truss member(s). TC Cont. 0- 0- 0 20- 2- 4 S -H 0.14 597 C This truss must be installed or 48.0" 0- 0- 0 20- 2- 4 H -T 0.30 633 T as shown. It cannot be BC Cont. 0- 0- 0 20- 2- 4 T -G 0.24 1034 C installed upside-down. or 120.0" 0- 0- 0 20- 2- 4 G -U 0.50 1067 T Max comp. force 4628 Lbs U -F 0.36 1536 C Max tens. force 4628 Lbs psf-1.41 Dead Live F -B 0.77 1635 T Connector Plate Fabrication TC 20.0 40.0 C -B 0.16 714 C Tolerance m 10% BC 5.0 0.0 C -B 0.16 714 C This truss is designed for a TC+BC 25.0 40.0 creep factor of 1.5 which Total 65.0 Spacing 24.0" TL Defl -0.49" in J -I L/477 is used to calculate total Lumber Duration Factor 1.00 LL Defl -0.25" in J -I L/924 load deflection. Plate Duration Factor 1.00 Shear // Grain in 0 -R 0.33 Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 Plates for each ply each face. BC 1.10 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area Plate - M 2H 20 Ga, Gross Area Total Load Reactions (Lbs) Plate - MS18 18 Ga, Gross Area Jt Down Uplift Horiz- Jt Type Plt Size X Y JSI D 1293 A MT20 5.Ox 5.0 1.0-1.0 0.76 C 1308 A MT20 1.Ox 3.0 Ctr Ctr 0.00 N MT20 4.Ox 4.0 Ctr-0.5 0.92 Jt Brg Size Required 0 MT20 3.Ox 3.0 Ctr Ctr 0.94 D 3.5" 1.5" P MT20 3.Ox 3.0 Ctr Ctr 0.93 C 3.5" 1.5" Q MT20 1.Ox 3.0 Ctr Ctr 0.96 R MT20 1.Ox 3.0 Ctr Ctr 0.96 Plus 2 Unbalanced Load Cases S MT20 3.Ox 3.0 Ctr Ctr 0.91 Plus 1 LL Load Case(s) S1 MT20 W3.0x 5.0 Ctr Ctr 0.00 Plus 1 DL Load Case(s) T MT20 3.Ox 3.0 Ctr Ctr 0.92 U MT20 4.Ox 4.0 Ctr-0.5 0.91 Membr CSI P Lbs Axl-CSI-Bnd B MT20 5.Ox 6.0 Ctr-1.0 0.87 Top Chords D MT20 2.Ox 4.0 Ctr 0.5 0.69 A -N 0.35 1107 C 0.01 0.34 M MT20 5.Ox 6.0 Ctr 1.0 0.85 N -O 0.39 2873 C 0.09 0.30 L MT20 4.Ox 4.0 Ctr 0.5 0.92 O -P 0.51 4009 C 0.25 0.26 K MT20 3.Ox 3.0 Ctr Ctr 0.94 P -Q 0.59 4628 C 0.12 0.47 S2 MS18 W3.0x10.0 Ctr Ctr 0.00 Q -R 0.81 4628 C 0.46 0.35 J MT20 3.Ox 3.0 Ctr Ctr 0.93 R -S 0.57 4628 C 0.12 0.45 I MT20 3.Ox 3.0 Ctr Ctr 0.91 S -S1 0.52 4030 C 0.25 0.27 H MT20 3.Ox 3.0 Ctr Ctr 0.92 Sl-T 0.70 4030 C 0.32 0.38 G MT20 4.Ox 4.0 Ctr 0.5 0.91 T -U 0.54 2908 C 0.11 0.43 F MT20 5.Ox 6.0 Ctr 1.0 0.87 U -B 0.49 1156 C 0.01 0.48 C MT20 2.Ox 4.0 Ctr 0.5 0.48 Bottom Chords D -M 0.02 0 T 0.00 0.02 REVIEWED BY: M -L 0.41 2145 T 0.37 0.04 MiTek USA, Inc. • L -K 0.66 3577 T 0.61 0.05 6904 Parke East Blvd. K -S2 0.98 4418 T 0.60 0.38 Tampa, FL 33610 52-2 0.60 4418 T 0.38 0.22 Onlee Plus'°O CopyngM MTek®1998.2018 Ve,aon 30.0.060 Engneenng•PoNae 10/1420186 1940PM Paget Job Quan Type Span P1-Hi Left OH Right OH Engineering 160514 F38 2 raoo 70500 10600 0 0 79676296 Bldg 4 or 5- Aquatic- Floors . HO 1-6-0 HO 1-6-0 TCI 2-9-0 J 4-8-0 I 7-5-0 3x6- 3x3= 3x3- 3x6- I J 4 1-6-0 \ / 4 2x4 I R G F E 711 3x3= 1x311 1x311 3x3- J] W:308 HGR R: 482 R: 482 BC 1, 1-6-0 I 2-9-12 J 4-7-4 I 5-11-0 I 7-5-0 7-5-0 0 ALL PLATES ARE MT2020 Scale:0.759""1' HiTebt Online Plus.' APPROX. TRUSS WEIGHT: 55.5 LBS Online Plus -- Version 30.0.060 Bottom Chords NOTES: RUN DATE: 14-OCT-16 B -H 0.05 0 T 0.00 0.05 Trusses Manufactured by: H -G 0.38 617 T 0.12 0.26 RIDGWAY ROOF TRUSS Southern Pine lumber design G -F 0.39 617 T 0.12 0.27 Analysis Conforms To: values are those effective F -E 0.38 617 T 0.12 0.26 FBC2014 06-01-13 by SPIB//ALSC UON E -D 0.05 0 T 0.00 0.05 TPI 2007 CSI -Size- ----Lumber---- Webs Design checked for 10 psf non- TC 0.55 4x 2 SP-#2 B -A 0.05 260 C concurrent LL on BC. BC 0.39 4x 2 SP-#2 B -A 0.05 260 C This truss must be installed WB 0.21 4x 2 SP-#3 A -H 0.21 456 T as shown. It cannot be H -I 0.10 426 C installed upside-down. Brace truss as follows: G -I 0.04 95 T Max comp. force 617 Lbs O.C. From To F -J 0.04 95 T Max tens. force 617 Lbs TC Cont. 0- 0- 0 7- 5- 0 J -E 0.10 426 C Connector Plate Fabrication or 48.0" 0- 0- 0 7- 5- 0 E -C 0.21 456 T Tolerance = 10% BC Cont. 0- 0- 0 7- 5- 0 D -C 0.05 260 C This truss is designed for a or 89.0" 0- 0- 0 7- 5- 0 D -C 0.05 260 C creep factor of 1.5 which is used to calculate total psf-Ld Dead Live TL Defl -0.04" in G -F L/999 load deflection. TC 20.0 40.0 LL Defl -0.03" in H -G L/999 BC 5.0 0.0 Shear // Grain in A -I 0.30 TC+BC 25.0 40.0 Total 65.0 Spacing 24.0" Plates for each ply each face. Lumber Duration Factor 1.00 Plate - MT20 20 Ga, Gross Area Plate Duration Factor 1.00 Plate - MT2H 20 Ga, Gross Area Fb Fc Ft Emin Plate - MS18 18 Ga, Gross Area TC 1.15 1.10 1.10 1.10 Jt Type Plt Size X Y JSI BC 1.10 1.10 1.10 1.10 A MT20 3.Ox 6.0 Ctr Ctr 0.52 I MT20 3.Ox 3.0 Ctr Ctr 0.31 Total Load Reactions (Lbs) J MT20 3.Ox 3.0 Ctr Ctr 0.31 Jt Down Uplift Horiz- C MT20 3.Ox 6.0 Ctr Ctr 0.52 B 482 B MT20 2.Ox 4.0 Ctr 0.5 0.20 D 482 H MT20 3.Ox 3.0 Ctr Ctr 0.67 G MT20 1.Ox 3.0 Ctr Ctr 0.33 Jt Brg Size Required F MT20 1.Ox 3.0 Ctr Ctr 0.33 B 3.5" 1.5" E MT20 3.Ox 3.0 Ctr Ctr 0.67 D 3.5" 1.5" D MT20 2.Ox 4.0 Ctr 0.5 0.20 Plus 2 Unbalanced Load Cases REVIEWED BY: Plus 1 LL Load Case(s) MiTek USA, Inc. Plus 1 DL Load Case(s) 6904 Parke East Blvd. Tampa, FL 33610 Membr CSI P Lbs Axl-CSI-Bnd Top Chords REFER TO ONLINE PLUS GENERAL e A -I 0.55 323 C 0.00 0.55 NOTES AND SYMBOLS SHEET FOR I -J 0.38 617 C 0.00 0.38 ADDITIONAL SPECIFICATIONS. J -C 0.55 323 C 0.00 0.55 Online Plus"'43 Copynght MiTela 199&7018 Version 30 0 080 Engineenno.Portrait 10/14(1016 8 19 Al PM Page 1 Job Mark Quell Type Span P1-H1 Left OH Right OH Engineering • 160514 F39 2 M100 60908 10600 0 0 T9676297 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TC I 1-4-12 I 2-8-12 I 4-0-12 I 5-4-12 I 6-9-8 f 4x5= 4x5 11 1x3 II 1x3 II 4x5 II 4x5= I J K L e11 I ► .:�• 1 \ikkli , 1-6-0 / / 8 1 I 1 p 4x4 H G F E ! x4II 4x5= 4x5 I1 4x511 4x5= BC 1-4-12 I 2-8-12 I 4-0-12 I 5-4-12 I 6-9-8 6 6-9-8 g ALL PLATES ARE MT2020 Scale:0.817"=1' MiTek® Online Plus. APPROX. TRUSS WEIGHT: 53.0 LBS Online Plus -- Version 30.0.060 Bottom Chords RUN DATE: 14-OCT-16 B -H 0.02 0 T 0.00 0.02 NOTES: H -G 0.02 0 T 0.00 0.02 Trusses Manufactured by: Southern Pine lumber design G -F 0.01 0 T 0.00 0.01 RIDGWAY ROOF TRUSS values are those effective F -E 0.02 0 T 0.00 0.02 Analysis Conforms To: 06-01-13 by SPIB//ALSC UON E -D 0.02 0 T 0.00 0.02 FBC2014 CSI -Size- ----Lumber---- Webs TPI 2007 TC 0.25 4x 2 SP-#2 B -A 0.47 1288 C Designed for shear loads (plf) BC 0.02 4x 2 SP-#2 A -H 0.67 1764 C TC 770.0 BC 0.0 WB 0.75 4x 2 SP-#3 H -I 0.52 1471 C Design checked for 10 psf non- I -G 0.75 2009 C concurrent LL on BC. Brace truss as follows: G -J 0.03 162 C This truss must be installed O.C. From To F -K 0.03 162 C as shown. It cannot be TC Cont. 0- 0- 0 6- 9- 8 F -L 0.75 2009 C installed upside-down. or 48.0" 0- 0- 0 6- 9- 8 E -L 0.52 1471 C Max comp. force 2009 Lbs BC Cont. 0- 0- 0 6- 9- 8 E -C 0.67 1764 C Max tens. force 1976 Lbs or 81.5" 0- 0- 0 6- 9- 8 D -C 0.47 1288 C Connector Plate Fabrication Tolerance = 10% psf-Ld Dead Live TL Defl 0.00" in L/999 This truss is designed for a TC 20.0 40.0 LL Defl 0.00" in L/999 creep factor of 1.5 which BC 5.0 0.0 Shear // Grain in A -I 0.15 is used to calculate total TC+BC 25.0 40.0 load deflection. Total 65.0 Spacing 24.0" Plates for each ply each face. Lumber Duration Factor 1.00 Plate - MT20 20 Ga, Gross Area Plate Duration Factor 1.00 Plate - MT2H 20 Ga, Gross Area Fb Fc Ft Emin Plate - MS18 18 Ga, Gross Area TC 1.15 1.10 1.10 1.10 Jt Type Plt Size X Y JSI BC 1.10 1.10 1.10 1.10 A MT20 4.Ox 5.0 1.0-0.5 0.91 I MT20 4.Ox 5.0 0.5-1.0 0.98 Total Load Reactions (Lbs) J MT20 1.Ox 3.0 Ctr Ctr 0.33 Jt Down Uplift Horiz- K MT20 1.Ox 3.0 Ctr Ctr 0.33 B 867 5230 R L MT20 4.Ox 5.0-0.5-1.0 0.98 C MT20 4.Ox 5.0-1.0-0.5 0.91 Jt Brg Size Required B MT20 4.Ox 4.0 1.2 0.5 0.79 B 81.5" 0"-to- 82" H MT20 4.Ox 5.0-1.0 0.5 1.00 G MT20 4.Ox 5.0-0.5 1.0 0.98 Plus 2 Unbalanced Load Cases F MT20 4.Ox 5.0 0.5 1.0 0.98 Plus 2 Drag Load Case(s) E MT20 4.Ox 5.0 1.0 0.5 1.00 Plus 1 LL Load Case(s) D MT20 4.Ox 4.0-1.2 0.5 0.79 Plus 1 DL Load Case(s) REVIEWED BY: Membr CSI P Lbs Axl-CSI-Bnd MiTek USA, Inc. Top Chords 6904 Parke East Blvd. . A -I 0.18 690 T 0.14 0.04 Tampa, FL 33610 I -J 0.25 1039 T 0.21 0.04 J -K 0.10 37 T 0.00 0.10 REFER TO ONLINE PLUS GENERAL K -L 0.25 1039 T 0.21 0.04 NOTES AND SYMBOLS SHEET FOR L -C 0.18 690 T 0.14 0.04 ADDITIONAL SPECIFICATIONS. Onano PWee"0Copyngnl MiTek®1996.2016 Version 300.060 Eng.neenng-Peered 10/1472016 8 19 41 PM Page 1 • Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160514 F40 2 M100 160504 10600 0 0 79676298 Bldg 4 or 5- Aquatic- Floors s HO 1-6-0 HO 1-6-0 TC I 2-9-12 I 5-4-8 I 7-10-8 19-9-12 I 12-3-12 I 13-8-4 1 16-5-4 1x3= 1x3= 1x3= 1x3= 1x3= 1x3= 1x3= 1x3= 1x3= 1x3= 1 5x5=1x3 3x5 3x5 II 3x5 I 3x5 I 3x5 If 6xx6= 1x3= 1x3=1 1x3= ix3zp 1x3= 1x3�E 1x3= EF 1x3= 1x3=� IL 3x5 1x3= 6x6= T 1-6-0 2x4 11SB ® AA 2 Y W p V 2x411 3x3= 1x3 II 3x3= 3x3= 1x3 I1 1x3 11 3x3= 3x3= 3x3= 11, 71M.111.11111111111111111 1111111 HGR W:904 R: 625 R:1271 BC 1-6-0 12-9-12 14-1-8 1 6-7-8 17-11-4 I 9-9-0 0.1-0-12 I 12-5-4 I 14-11-4 116-5-4 .B 16-5-4 E›- ALL ALL PLATES ARE MT2020 Scale:0.367"=1' MiTeke Online Plus" APPROX. TRUSS WEIGHT: 145.1 LBS Online Plus -- Version 30.0.060 FF-GG 0.43 187 T 0.05 0.38 V MT20 3.Ox 3.0 Ctr Ctr 0.64 RUN DATE: 14-OCT-16 GG-HH 0.49 131 T 0.03 0.46 D MT20 2.Ox 4.0 Ctr 0.5 0.48 GG-HH 0.54 131 T 0.03 0.51 Southern Pine lumber design HH-C 0.69 172 C 0.00 0.69 REVIEWED BY: values are those effective NH-C 0.76 172 C 0.00 0.76 MiTek USA, Inc. 06-01-13 by SPIB//ALSC VON Bottom Chords 6904 Parke East Blvd. CSI -Size- ----Lumber---- B -BB 0.01 0 T 0.00 0.01 Tampa, FL 33610 TC 0.76 4x 2 SP-82 BB-R 0.03 91 T 0.02 0.01 BC 0.19 4x 2 SP-I2 R -AA 0.03 91 T 0.02 0.01 REFER TO ONLINE PLUS GENERAL WB 0.28 4x 2 SP-I3 AA-Z 0.09 297 T 0.08 0.01 NOTES AND SYMBOLS SHEET FOR Z -Y 0.02 31 C 0.00 0.02 ADDITIONAL SPECIFICATIONS. Brace truss as follows: Y -X 0.01 31 C 0.00 0.01 O.C. From To X -W 0.01 31 C 0.00 0.01 NOTES: TC Cont. 0- 0- 0 16- 5- 4 W -U 0.03 238 C 0.00 0.03 Trusses Manufactured by: or 48.0" 0- 0- 0 16- 5- 4 U -V 0.19 592 T 0.16 0.03 RIDGWAY ROOF TRUSS BC Cont. 0- 0- 0 16- 5- 4 V -D 0.01 0 T 0.00 0.01 Analysis Conforms To: or 120.0" 0- 0- 0 16- 5- 4 Webs FBC2014 B -A 0.07 341 C TPI 2007 psf-Ld Dead Live B -A 0.07 341 C Design checked for 10 psf non- TC 20.0 40.0 A -BB 0.03 68 T concurrent LL on BC. BC 5.0 0.0 BB-CC 0.01 62 C This truss must be installed TC+BC 25.0 40.0 R -CC 0.21 947 C as shown. It cannot be Total 65.0 Spacing 12.0" CC-AA 0.12 505 C installed upside-down. Lumber Duration Factor 1.00 AA-DD 0.18 792 C Max comp. force 1202 Lbs Plate Duration Factor 1.00 DD-Z 0.20 847 C Max tens, force 592 Lbs Fb Fc Ft Emin Z -EE 0.09 379 C Connector Plate Fabrication TC 1.00 1.00 1.00 1.00 Y -EE 0.17 746 C Tolerance - 10% BC 1.00 1.00 1.00 1.00 X -FF 0.17 740 C This truss is designed for a FF-W 0.11 464 C creep factor of 1.5 which Total Load Reactions (Lbs) W -GO 0.03 149 C is used to calculate total Jt Down Uplift Horiz- U -GG 0.16 722 C load deflection. B 625 U -HH 0.28 1202 C U 6234 HH-V 0.09 415 C D 1271 V -C 0.21 442 T D -C 0.15 696 C Jt Brg Size Required D -C 0.15 696 C B 3.5" 1.5" U 115.5" 34"-to- 149" TL Defl 0.00" in L/999 D 9.2" 1.5" LL Defl 0.00" in L/999 Shear // Grain in HH-C 0.80 LCI 1 Standard Loading Dur Fctrs - Lbr 1.00 Plt 1.00 Plates for each ply each face. plf - Dead Live' From To Plate - MT20 20 Ga, Gross Area TC V 20 40 0.0' 16.4' Plate - MT2H 20 Ga, Gross Area BC V 5 0 0.0' 16.4' Plate - MS18 18 Ga, Gross Area TC V 238 160 0.0' 16.4' Jt Type Plt Size X Y JSI TC V 192 308 15.8' CL-LB A MT20 6.Ox 6.0 Ctr Ctr 0.28 CC MT20 5.Ox 5.0 Ctr-0.2 0.54 Plus 4 Unbalanced Load Cases DD MT20 3.Ox 5.0 Ctr 0.5 0.54 Plus 1 LL Load Case(s) EE MT20 3.Ox 5.0 Ctr 0.5 0.47 Plus 1 DL Load Case(s) FF MT20 3.0x 5.0 Ctr 0.5 0.47 GG MT20 3.Ox 5.0 Ctr 0.5 0.47 Membr CSI P Lbs Axl-CSI-Bnd NH MT20 3.Ox 5.0 Ctr 0.5 0.76 Top Chords C MT20 6.Ox 6.0 Ctr Ctr 0.28 A -CC 0.52 26 C 0.00 0.52 B MT20 2.Ox 4.0 Ctr 0.5 0.48 A -CC 0.57 26 C 0.00 0.57 BB MT20 3.Ox 3.0 Ctr Ctr 0.54 CC-DD 0.56 142 T 0.04 0.52 R MT20 1.Ox 3.0 Ctr Ctr 0.96 CC-DD 0.61 142 T 0.04 0.57 AA MT20 3.Ox 3.0 Ctr Ctr 0.57 DD-EE 0.45 151 T 0.04 0.41 Z MT20 3.Ox 3.0 Ctr Ctr 0.61 • DD-EE 0.49 151 T 0.04 0.45 Y MT20 1.Ox 3.0 Ctr Ctr 0.96 EE-FF 0.35 17 T 0.00 0.35 X MT20 1.Ox 3.0 Ctr Ctr 0.96 EE-FF 0.38 17 T 0.00 0.38 W MT20 3.Ox 3.0 Ctr Ctr 0.54 FF-GG 0.40 187 T 0.05 0.35 U MT20 3.Ox 3.0 Ctr Ctr 0.87 Onkne Plus^OCopynpnt M4Tek01996.2018 Veremon 30.0.080 Enpneenng.Pomait 10/1,1/20168 1942PM Nigel i Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering • 160514 F41 2 M100 160504 10600 0 0 79676299 _ Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TC I 2-9-0 I 5-3-0 I 7-9-0 f3-8-41 11-2-4 1 13-8-4 I 16-5-4 I 4x6= 3x4= 3x3= 3x3= 3x3= 3x3= 3x4= 4x6= A M N O P Q R C T 1-6-0 __L_ B 1111V\i/\/:2x4 II/ L K J ® H� G F E (�7 2x4 I1 4x5= 3x4= 3x3= 1x3 11 1x3 11 3x3= 3x4= 4x5= I I LLUJJ HGR HGR R:1068 R:1068 BCI 1-6-0 I 4-0-0 I 6-6-0 17-9-12 I 19-11-4 1 12-5-4 1 14-11-4 1 16-5-4 m 0 r o m .< 16-5-4 D.I ALL PLATES ARE MT2020 Scale:0.36r=1' MiTeka Online Plus"' APPROX. TRUSS WEIGHT: 116.3 LBS Online Plus -- Version 30.0.060 H -G 0.91 3113 T 0.57 0.34 REFER TO ONLINE PLUS GENERAL RUN DATE: 14-OCT-16 G -F 0.75 2715 T 0.69 0.06 NOTES AND SYMBOLS SHEET FOR F -E 0.49 1734 T 0.44 0.05 ADDITIONAL SPECIFICATIONS. Southern Pine lumber design E -D 0.03 0 T 0.00 0.03 values are those effective Webs NOTES: 06-01-13 by SPIB//ALSC UON B -A 0.13 583 C Trusses Manufactured by: CSI -Size- ----Lumber---- B -A 0.13 583 C RIDGWAY ROOF TRUSS • TC 0.50 4x 2 SP-#2 A -L 0.61 1298 T Analysis Conforms To: BC 0.91 4x 2 SP-#2 L -M 0.29 1213 C FBC2014 WE 0.61 4x 2 SP-#3 M -K 0.35 747 T TPI 2007 K -N 0.17 711 C Design checked for 10 psf non- Brace truss as follows: N -J 0.18 378 T concurrent LL on BC. O.C. From To J -O 0.10 420 C Provide 2X6 continuous TC Cont. 0- 0- 0 16- 5- 4 I -O 0.07 163 T strongbacks (on edge) every or 48.0" 0- 0- 0 16- 5- 4 H -P 0.07 163 T 10.0 Ft. Fasten to each BC Cont. 0- 0- 0 16- 5- 4 P -G 0.10 420 C truss w/ 3-10d(0.131"x3") or 120.0" 0- 0- 0 16- 5- 4 G -Q 0.18 378 T nails at truss member(s). Q -F 0.17 711 C This truss must be installed psf-Ld Dead Live F -R 0.35 747 T as shown. It cannot be TC 20.0 40.0 R -E 0.29 1213 C installed upside-down. BC 5.0 0.0 E -C 0.61 1298 T Max comp. force 3113 Lbs TC+BC 25.0 40.0 D -C 0.13 583 C Max tens. force 3113 Lbs Total 65.0 Spacing 24.0" D -C 0.13 583 C Connector Plate Fabrication Lumber Duration Factor 1.00 Tolerance = 10% Plate Duration Factor 1.00 TL Defl -0.27" in I -H L/711 This truss is designed for a Fb Fc Ft Emin LL Defl -0.14" in I -H L/999 creep factor of 1.5 which TC 1.15 1.10 1.10 1.10 Shear // Grain in A -M 0.30 is used to calculate total BC 1.10 1.10 1.10 1.10 load deflection. Plates for each ply each face. Total Load Reactions (Lbs) Plate - MT20 20 Ga, Gross Area Jt Down Uplift Horiz- Plate - MT2H 20 Ga, Gross Area B 1068 Plate - MS18 18 Ga, Gross Area D 1068 Jt Type Plt Size X Y JSI A MT20 4.Ox 6.0 Ctr-0.5 0.85 Jt Brg Size Required M MT20 3.Ox 4.0 Ctr Ctr 0.91 B 3.5" 1.5" N MT20 3.Ox 3.0 Ctr Ctr 0.55 D 3.5" 1.5" 0 MT20 3.Ox 3.0 Ctr Ctr 0.57 P MT20 3.Ox 3.0 Ctr Ctr 0.57 Plus 2 Unbalanced Load Cases Q MT20 3.Ox 3.0 Ctr Ctr 0.55 Plus 1 LL Load Case(s) R MT20 3.Ox 4.0 Ctr Ctr 0.91 Plus 1 DL Load Case(s) C MT20 4.Ox 6.0 Ctr-0.5 0.85 B MT20 2.Ox 4.0 Ctr 0.5 0.48 Membr CSI P Lbs Axl-CSI-Bnd L MT20 4.Ox 5.0 Ctr 0.5 0.93 Top Chords K MT20 3.Ox 4.0 Ctr Ctr 0.91 A -M 0.49 917 C 0.01 0.48 J MT20 3.Ox 3.0 Ctr Ctr 0.55 M -N 0.49 2236 C 0.06 0.43 I MT20 1.Ox 3.0 Ctr Ctr 0.96 N -O 0.50 2919 C 0.16 0.34 H MT20 1.Ox 3.0 Ctr Ctr 0.96 O -P 0.38 3113 C 0.13 0.25 G MT20 3.Ox 3.0 Ctr Ctr 0.55 P -Q 0.50 2919 C 0.16 0.34 F MT20 3.Ox 4.0 Ctr Ctr 0.91 - Q -R 0.49 2236 C 0.06 0.43 E MT20 4.Ox 5.0 Ctr 0.5 0.93 R -C 0.49 917 C 0.01 0.48 D MT20 2.Ox 4.0 Ctr 0.5 0.48 Bottom Chords B -L 0.03 0 T 0.00 0.03 REVIEWED BY: L -K 0.49 1734 T 0.44 0.05 MiTek USA, Inc. • K -J 0.75 2715 T 0.69 0.06 6904 Parke East Blvd. J -I 0.91 3113 T 0.57 0.34 Tampa, FL 33610 I -H 0.88 3113 T 0.57 0.31 Online Plus."S Copynght MTek5 1896.2018 Version 30 0.060 Engneenng•Ponran 101142016 8 19 42 PM Page 1 • Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160514 F42 2 M100 160000 10600 0 0 T9676300 • Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 0 0 0 '0 TC 1 1-4-0 12-8-0 14-0-12 15-4-0 16-8-0 I 8-0-0 19-4-0 110-8-0 111-11-4 1 13-4-0 114-8-0 1151008 d 1x3. 1x3 11 1x311 1x3 11 4x4= 1x3 11 4x5= 1x3 11 4x5= 1x3 II 4x4= 1x3 11 lx3 11 1x3 11 A Q R S T U V W X Y Z AA C 1-6-0I/ * * : • • 0 1 F 1x311 • il • • ® ® ® x411 P O N M L R J I H G F 1x311 1x311 33E311 4x5= 1x3 II 4x5- 1x311 4x5= 3x311 1x3 ii lx3 II BC- 1-4-0 12-8-0 14-0-0 15-4-0 1 6-8-0 18-0-0 19-4-0 110-8-0 112-0-0 113-4-0 114-8-0 116-0-0 6 16-0-0 B ALL PLATES ARE MT2020 Scale:0.378'"1' MiTek®Online Plus". APPROX. TRUSS WEIGHT: 112.7 LBS Online Plus -- Version 30.0.060 K -J 0.01 0 T 0.00 0.01 E MT20 2.Ox 4.0 Ctr 0.5 0.33 RUN DATE: 14-OCT-16 J -I 0.01 0 T 0.00 0.01 I -H 0.01 0 T 0.00 0.01 REVIEWED BY: Southern Pine lumber design H -G 0.01 0 T 0.00 0.01 MiTek USA, Inc. values are those effective G -F 0.01 0 T 0.00 0.01 6904 Parke East Blvd. 06-01-13 by SPIB//ALSC VON F -E 0.01 0 T 0.00 0.01 Tampa, FL 33610 CSI -Size- ----Lumber---- Webs TC 0.24 dx 2 SP-12 B -A 0.01 60 C REFER TO ONLINE PLUS GENERAL BC 0.01 dx 2 SP-12 P -Q 0.05 174 C NOTES AND SYMBOLS SHEET FOR WB 0.49 4x 2 SP-13 0 -R 0.05 171 C ADDITIONAL SPECIFICATIONS. N -S 0.33 976 C Brace truss as follows: S -M 0.49 1323 C NOTES: O.C. From To M -T 0.03 159 C Trusses Manufactured by: TC Cont. 0- 0- 0 16- 0- 0 M -U 0.41 1137 C RIDGWAY ROOF TRUSS or 48.0" 0- 0- 0 16- 0- 0 L -U 0.02 92 C Analysis Conforms To: BC Cont. 0- 0- 0 16- 0- 0 U -K 0.42 1134 C FBC2014 or 120.0" 0- 0- 0 16- 0- 0 K -V 0.03 158 C TPI 2007 K -W 0.41 1127 C Designed for shear loads (plf) psf-Id Dead Live J -W 0.02 92 C TC 310.0 BC 0.0 TC 20.0 40.0 W -I 0.41 1131 C Design checked for 10 psf non- BC 5.0 0.0 I -X 0.03 159 C concurrent LL on BC. TC+BC 25.0 40.0 I -Y 0.48 1302 C This truss must be installed Total 65.0 Spacing 24.0" H -Y 0.33 961 C as shown. It cannot be Lumber Duration Factor 1.00 G -2 0.05 165 C installed upside-down. Plate Duration Factor 1.00 F -AA 0.05 164 C Max comp. force 1323 Lbs Fb Fc Ft Emin E -C 0.01 53 C Max tens. force 1298 Lbs TC 1.15 1.10 1.10 1.10 Connector Plate Fabrication BC 1.10 1.10 1.10 1.10 TL Defl 0.00" in L/999 Tolerance =. 10% LL Defl 0.00" in L/999 This truss is designed for a Total Load Reactions (Lbs) Shear // Grain in A -Q 0.15 creep factor of 1.5 which Jt Down Uplift Horiz- is used to calculate total B 2048 4921 R Plates for each ply each face. load deflection. Plate - MT20 20 Ga, Gross Area Jt Brg Size Required Plate - MT2H 20 Ga, Gross Area B 192.0" 0"-to- 192" Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI Plus 2 Unbalanced Load Cases A MT20 1.Ox 3.0 Ctr Ctr 0.45 Plus 2 Drag Load Case(s) Q MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 1 LL Load Case(s) R MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 1 DL Load Case(s) S MT20 4.Ox 4.0 0.5-0.5 0.75 T MT20 1.Ox 3.0 Ctr Ctr 0.33 Membr CSI P Lbs Axl-CSI-Bnd U MT20 4.Ox 5.0 Ctr-0.5 0.85 Top Chords V MT20 1.Ox 3.0 Ctr Ctr 0.33 A -Q 0.11 206 C 0.00 0.11 W MT20 4.Ox 5.0 Ctr-0.5 0.84 Q -R 0.15 619 C 0.12 0.03 X MT20 1.Ox 3.0 Ctr Ctr 0.33 R -S 0.24 1043 C 0.21 0.03 Y MT20 4.Ox 4.0-0.5-0.5 0.74 S -T 0.14 552 T 0.11 0.03 2 MT20 1.Ox 3.0 Ctr Ctr 0.33 T -U 0.22 956 T 0.19 0.03 AA MT20 1.Ox 3.0 Ctr Ctr 0.33 U -V 0.10 204 T 0.00 0.10 C MT20 1.Ox 3.0 Ctr Ctr 0.41 ✓ -W 0.10 219 T 0.00 0.10 C MT20 1.Ox 3.0 Ctr Ctr 0.00 W -X 0.22 931 T 0.19 0.03 B MT20 1.Ox 3.0 0.2 Ctr 0.33 X -Y 0.13 528 T 0.10 0.03 P MT20 1.Ox 3.0 Ctr Ctr 0.33 Y -Z 0.23 1004 T 0.20 0.03 0 MT20 1.Ox 3.0 Ctr Ctr 0.33 " Z -AA 0.14 581 T 0.11 0.03 N MT20 3.Ox 3.0 Ctr Ctr 0.84 AA-C 0.09 187 T 0.00 0.09 M MT20 4.Ox 5.0 Ctr 0.5 0.99 Bottom Chords L MT20 1.Ox 3.0 Ctr Ctr 0.33 r B -P 0.01 0 T 0.00 0.01 K MT20 4.Ox 5.0 Ctr 0.5 0.85 P -O 0.01 0 T 0.00 0.01 J MT20 1.Ox 3.0 Ctr Ctr 0.33 O -N 0.01 0 T 0.00 0.01 I MT20 4.Ox 5.0 Ctr 0.5 0.98 • N -M 0.01 0 T 0.00 0.01 H MT20 3.0x 3.0 Ctr Ctr 0.83 M -L 0.01 0 1 0.00 0.01 G MT20 1.Ox 3.0 Ctr Ctr 0.33 L -K 0.01 0 T 0.00 0.01 F MT20 I.Ox 3.0 Ctr Ctr 0.33 Online Plus'•0 Copynpnt Weld)1996-2018 Venmon 30 0 060 Enpneennp-Foetid 10/140016 8 19:42 PM Pape 1 Job irk Quan Type Span Pl-Hl Left OH Right OH Engineering . 160514 F43 3 M100 51000 10600 0 0 T9676301 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TCI 11-12 I 2-3-0 1 3-7-0 I 4-11-0 I 5-10-0 f 1x3 11 4x5. 1x311 5x8= 1x311 1x3 11 I J K L 1 I I i) 1-6-0 B :414111441S1' / \ 1 I1! D lx3 H G F E x311 4x411 5x8. 1x311 5x5= BC 11-0 I 2-3-0 I 3-7-0 I 4-10-4 I 5-10-0 j 5-10-0 ALL PLATES ARE MT2020 Scale:0.843"=1' MiTekOr Online Plus'. APPROX. TRUSS WEIGHT: 46.1 LBS Online Plus -- Version 30.0.060 Bottom Chords RUN DATE: 14-OCT-16 B -H 0.01 0 T 0.00 0.01 NOTES: H -G 0.01 0 T 0.00 0.01 Trusses Manufactured by: Southern Pine lumber design G -F 0.01 0 T 0.00 0.01 RIDGWAY ROOF TRUSS values are those effective F -E 0.01 0 T 0.00 0.01 Analysis Conforms To: 06-01-13 by SPIB//ALSC UON E -D 0.01 0 T 0.00 0.01 FBC2014 CSI -Size- ----Lumber---- Webs TPI 2007 TC 0.28 4x 2 SP-#2 B -A 0.01 34 C Designed for shear loads (plf) BC 0.01 4x 2 SP-#2 H -I 0.50 1405 C TC 770.0 BC 0.0 WB 0.85 4x 2 SP-#3 I -G 0.72 1934 C Design checked for 10 psf non- G -J 0.03 162 C concurrent LL on BC. Brace truss as follows: G -K 0.85 2283 C This truss must be installed O.C. From To F -K 0.02 94 C as shown. It cannot be TC Cont. 0- 0- 0 5-10- 0 K -E 0.85 2276 C installed upside-down. or 48.0" 0- 0- 0 5-10- 0 E -L 0.03 144 C Max comp. force 2283 Lbs BC Cont. 0- 0- 0 5-10- 0 D -C 0.01 34 C Max tens. force 2253 Lbs or 70.0" 0- 0- 0 5-10- 0 Connector Plate Fabrication TL Defl 0.00" in L/999 Tolerance = 10% psf-Ld Dead Live LL Defl 0.00" in L/999 This truss is designed for a TC 20.0 40.0 Shear // Grain in I -J 0.13 creep factor of 1.5 which BC 5.0 0.0 is used to calculate total TC+BC 25.0 40.0 Plates for each ply each face, load deflection. Total 65.0 Spacing 24.0" Plate - MT20 20 Ga, Gross Area Lumber Duration Factor 1.00 Plate - MT2H 20 Ga, Gross Area Plate Duration Factor 1.00 Plate - MS18 18 Ga, Gross Area Fb Fc Ft Emin Jt Type Plt Size X Y JSI TC 1.15 1.10 1.10 1.10 A MT20 1.Ox 3.0 Ctr Ctr 0.84 BC 1.10 1.10 1.10 1.10 I MT20 4.Ox 5.0 1.0-0.5 0.99 J MT20 1.Ox 3.0 Ctr Ctr 0.33 Total Load Reactions (Lbs) K MT20 5.Ox 8.0 Ctr-1.0 0.90 Jt Down Uplift Horiz- L MT20 1.Ox 3.0 Ctr Ctr 0.33 H 743 4492 R C MT20 1.Ox 3.0 Ctr Ctr 0.79 B MT20 1.Ox 3.0 Ctr Ctr 0.33 Jt Brg Size Required H MT20 4.Ox 4.0 1.2 0.5 0.84 H 70.0" 0"-to- 70" G MT20 5.Ox 8.0 Ctr 1.0 0.89 F MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 2 Drag Load Case(s) E MT20 5.Ox 5.0-1.0 1.0 0.86 Plus 1 LL Load Case(s) D MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 1 DL Load Case(s) REVIEWED BY: i Membr CSI P Lbs Axl-CSI-Bnd MiTek USA, Inc. Top Chords 6904 Parke East Blvd. .. A -I 0.09 376 C 0.07 0.02 Tampa, FL 33610 I -J 0.10 103 T 0.00 0.10 J -K 0.22 912 T 0.18 0.04 REFER TO ONLINE PLUS GENERAL ` K -L 0.28 1219 C 0.25 0.03 NOTES AND SYMBOLS SHEET FOR L -C 0.08 352 C 0.07 0.01 ADDITIONAL SPECIFICATIONS. Online Pius''.69 Copynght M,TekS 1996.7016 Verson 30 0060 Eng Flea nng.Portraa 10/14/70168 19 43 PM Page 1 • Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160514 F46 3 M100 140300 10600 0 0 79676302 • Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 0 0 sr TC 1 1-1-8 1 2-5-8 1 3-9-8 1 5-1-8 16-5-8 17-9-8 19-1-8 1 10-5-8 111-9-8 1 13-1-8 114-1-8 ri 1x3= 1x311 4x5= 1x311 4x8- 1x311 4x6- 1x311 4x6- 1x311 4x8- 1x311 1x311 AP Q R S T U V W X Y C 7- 1 41 41 41 e 1-6-0 \_.,,4111. \ dais. / \ B „ SE 1x3 I I 0 N M L K J i H G F x4 II 4x4 11 4x8= lx3 11 4x8= 1x311 4x6= 1x311 4x8= 1x311 4x5= BC 1-1-8 1 2-5-8 13-9-8 1 5-1-8 1 6-5-8 1 7-9-8 19-1-8 1 10-5-8 1 11-9-8 ; 13-1-8 114-3-0 ....E 14-3-0 G›- ALL ALL PLATES ARE MT2020 Scale:0.422"=1' MiTek5v Online Plus" APPROX. TRUSS WEIGHT: 113.5 LBS Online Plus -- Version 30.0.060 I -H 0.01 0 T 0.00 0.01 REVIEWED BY: RUN DATE: 14-OCT-16 H -G 0.01 0 T 0.00 0.01 MiTek USA, Inc. G -F 0.01 0 T 0.00 0.01 6904 Parke East Blvd. Southern Pine lumber design F -E 0.01 0 1 0.00 0.01 Tampa, FL 33610 values are those effective Webs 06-01-13 by SPIB//ALSC UON B -A 0.01 47 C REFER TO ONLINE PLUS GENERAL CSI -Size- ----Lumber---- 0 -P 0.46 1297 C NOTES AND SYMBOLS SHEET FOR TC 0.28 4x 2 SP-02 P -N 0.66 1774 C ADDITIONAL SPECIFICATIONS. BC 0.01 4x 2 SP-02 N -Q 0.03 160 C WB 0.70 4x 2 SP-03 N -R 0.68 1827 C NOTES: M -R 0.02 92 C Trusses Manufactured by: Brace truss as follows: R -L 0.68 1821 C RIDGWAY ROOF TRUSS O.C. From To L -S 0.03 158 C Analysis Conforms To: TC Cont. 0- 0- 0 14- 3- 0 L -T 0.61 1645 C FBC2014 or 48.0" 0- 0- 0 14- 3- 0 K -T 0.02 92 C TPI 2007 BC Cont. 0- 0- 0 14- 3- 0 T -J 0.61 1642 C Designed for shear loads (plf) or 120.0" 0- 0- 0 14- 3- 0 J -U 0.03 158 C TC 770.0 BC 0.0 J -V 0.61 1655 C Design checked for 10 psf non- psf-Ld Dead Live I -V 0.02 92 C concurrent LL on BC. TC 20.0 40.0 V -H 0.61 1654 C This truss must be installed BC 5.0 0.0 H -W 0.03 158 C as shown. It cannot be TC•BC 25.0 40.0 H -X 0.70 1871 C installed upside-down. Total 65.0 Spacing 24.0" G -X 0.02 94 C Max comp. force 1871 Lbs Lumber Duration Factor 1.00 X -F 0.70 1871 C Max tens. force 1839 Lbs Plate Duration Factor 1.00 F -Y 0.03 149 C Connector Plate Fabrication Fb Fc Ft Emin E -C 0.01 47 C Tolerance - 108 TC 1.15 1.10 1.10 1.10 This truss is designed for a BC 1.10 1.10 1.10 1.10 TL Defl 0.00" in L/999 creep factor of 1.5 which LL Defl 0.00" in L/999 is used to calculate total Total Load Reactions (Lbs) Shear // Grain in P -Q 0.13 load deflection. Jt Down Uplift Horiz- B 1821 10876 R Plates for each ply each face. Plate - MT20 20 Ga, Gross Area Jt Brg Size Required Plate - MT2H 20 Ga, Gross Area B 171.0" 0"-to- 171" Plate - MS18 18 Ga, Gross Area Jt Type Plt Size X Y JSI Plus 2 Unbalanced Load Cases A MT20 1.Ox 3.0 Ctr Ctr 0.97 Plus 2 Drag Load Case(s) P MT20 4.Ox 5.0 1.0-0.5 0.90 Plus 1 LL Load Case(s) Q MT20 l.Ox 3.0 Ctr Ctr 0.33 Plus 1 DL Load Case(s) R MT20 4.Ox 8.0 Ctr-0.5 0.93 S MT20 1.Ox 3.0 Ctr Ctr 0.33 Membr CSI P Lbs Axl-CSI-Bnd T MT20 4.Ox 6.0 Ctr-0.5 1.00 Top Chords U MT20 1.Ox 3.0 Ctr Ctr 0.33 A -P 0.10 433 C V MT20 4.Ox 6.0 Ctr-0.5 1.00 P -Q 0.09 160 T 0.00 0.09 W MT20 1.Ox 3.0 Ctr Ctr 0.33 Q -R 0.28 1187 T 0.24 0.04 X MT20 4.Ox 8.0 Ctr-0.5 0.96 R -S 0.10 315 T 0.00 0.10 Y MT20 1.Ox 3.0 Ctr Ctr 0.33 S -T 0.16 717 T 0.14 0.02 C MT20 1.Ox 3.0 Ctr Ctr 0.86 T -U 0.12 526 T 0.10 0.02 C MT20 1.Ox 3.0 Ctr Ctr 0.00 U -V 0.12 502 T 0.10 0.02 B MT20 1.Ox 3.0 0.2 Ctr 0.33 ✓ -W 0.17 754 T 0.15 0.02 0 MT20 4.Ox 4.0 1.2 0.5 0.77 W -X 0.10 273 T 0.00 0.10 N MT20 4.Ox 8.0 Ctr 0.5 0.93 _ X -Y 0.28 1283 T 0.26 0.02 M MT20 1.Ox 3.0 Ctr Ctr 0.33 Y -C 0.09 385 T 0.07 0.02 L MT20 4.Ox 8.0 Ctr 0.5 0.93 Bottom hords K MT20 1.Ox 3.0 Ctr Ctr 0.33 m B -O 0.01 T 0.00 0.01 J MT20 4.0x 6.0 Ctr 0.5 1.00 O -N 0.01 T 0.00 0.01 I MT20 1.0x 3.0 Ctr Ctr 0.33 N -M 0.01 T 0.00 0.01 H MT20 4.0x 8.0 Ctr 0.5 0.95 • M -L 0.01 T 0.00 0.01 G MT20 1.Ox 3.0 Ctr Ctr 0.33 L -K 0.01 T 0.00 0.01 F MT20 4.Ox 5.0-1.0 0.5 0.95 K -J 0.01 T 0.00 0.01 E MT20 2.Ox 4.0 Ctr 0.5 0.33 J -I 0.01 T 0.00 0.01 Online Plus'"0 Copy,ign1 M.ekB 1998-2018 Version 30.0.060 Engineering-Portre4 10/1400168 1943 PM Pape 1 1, Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering - 1605 14 F47 2 M100 140300 10600 0 0 T9676303 _ Bldg 4 or 5- Aquatic- Floors z. HO 1-6-0 HO 1-6-0 0 0 th 0 TCI 2-9-0 1 5-3-0 16-6-12 17-8-4 f 9-0-0 f 11-6-0 I 14-1-8 fi 1x3= 4x6= 3x3= 3x3= 1x311 1x311 3x3= 3x3= 4x4= A L M N 0 P Q C T. iii\i/\/\ .. _1 ' 1-6-0 If B / II E 2x411 K J I H G F J 2x4 II 4x4= 3x3= 3x3= 3x3= 3x3= 4x4= 7 HGR W:308 R: 922 R: 905 BC 1-6-0 f 4-0-0 I 6-6-0 1 7-9-0 I 10-3-0 I 12-9-0 1 14-3-0 6 14-3-0 B ALL PLATES ARE MT2020 Scale:0.414"a 1' MiTek®Online Plus. APPROX. TRUSS WEIGHT: 100.8 LBS Online Plus -- Version 30.0.060 J -I 0.64 2154 T 0.43 0.21 REFER TO ONLINE PLUS GENERAL RUN DATE: 14-OCT-16 I -H 0.61 2283 T 0.43 0.18 NOTES AND SYMBOLS SHEET FOR H -G 0.63 2144 T 0.43 0.20 ADDITIONAL SPECIFICATIONS. Southern Pine lumber design G -F 0.40 1432 T 0.36 0.04 values are those effective F -E 0.03 0 T 0.00 0.03 NOTES: 06-01-13 by SPIB//ALSC UON Webs Trusses Manufactured by: CSI -Size- ----Lumber---- B -A 0.11 503 C RIDGWAY ROOF TRUSS TC 0.50 4x 2 SP-H2 B -A 0.11 503 C Analysis Conforms To: BC 0.64 4x 2 SP-#2 A -K 0.52 1094 T FBC2014 WB 0.52 4x 2 SP-#3 K -L 0.24 1019 C TPI 2007 L -J 0.25 534 T Design checked for 10 psf non- Brace truss as follows: J -M 0.11 497 C concurrent LL on BC. O.C. From To M -I 0.17 369 T Provide 2X6 continuous TC Cont. 0- 0- 0 14- 3- 0 I -N 0.04 188 C strongbacks (on edge) every or 48.0" 0- 0- 0 14- 3- 0 H -O 0.04 193 C 10.0 Ft. Fasten to each BC Cont. 0- 0- 0 14- 3- 0 H -P 0.18 379 T truss w/ 3-10d(0.131"x3") or 120.0" 0- 0- 0 14- 3- 0 P -G 0.12 510 C nails at truss member(s). G -Q 0.26 547 T This truss must be installed psf-Ld Dead Live Q -F 0.24 1025 C as shown. It cannot be TC 20.0 40.0 F -C 0.51 1075 T installed upside-down. BC 5.0 0.0 E -C 0.20 899 C Max comp. force 2283 Lbs TC+BC 25.0 40.0 Max tens. force 2283 Lbs Total 65.0 Spacing 24.0" TL Defl -0.15" in I -H L/999 Connector Plate Fabrication Lumber Duration Factor 1.00 LL Defl -0.08" in I -H L/999 Tolerance = 10% Plate Duration Factor 1.00 Shear // Grain in A -L 0.30 This truss is designed for a Fb Fc Ft Emin creep factor of 1.5 which TC 1.15 1.10 1.10 1.10 Plates for each ply each face. is used to calculate total BC 1.10 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area load deflection. Plate - MT2H 20 Ga, Gross Area Total Load Reactions (Lbs) Plate - MS18 18 Ga, Gross Area Jt Down Uplift Horiz- Jt Type Plt Size X Y JSI B 922 A MT20 4.Ox 6.0 Ctr-0.5 0.72 E 906 L MT20 3.Ox 3.0 Ctr Ctr 0.78 M MT20 3.Ox 3.0 Ctr Ctr 0.54 Jt Brg Size Required N MT20 1.Ox 3.0 Ctr Ctr 0.33 B 3.5" 1.5" 0 MT20 1.Ox 3.0 Ctr Ctr 0.33 E 3.5" 3.5" P MT20 3.Ox 3.0 Ctr Ctr 0.55 Q MT20 3.Ox 3.0 Ctr Ctr 0.80 Plus 2 Unbalanced Load Cases C MT20 4.Ox 4.0-0.5-0.5 0.77 Plus 1 LL Load Case(s) C MT20 1.Ox 3.0 Ctr Ctr 0.00 Plus 1 DL Load Case(s) B MT20 2.Ox 4.0 Ctr 0.5 0.27 K MT20 4.Ox 4.0 Ctr 0.5 0.93 Membr CSI P Lbs Axl-CSI-Bnd J MT20 3.Ox 3.0 Ctr Ctr 0.78 Top Chords I MT20 3.Ox 3.0 Ctr Ctr 0.54 A -L 0.49 774 C 0.00 0.49 H MT20 3.Ox 3.0 Ctr Ctr 0.55 L -M 0.50 1819 C 0.04 0.46 G MT20 3.Ox 3.0 Ctr Ctr 0.80 M -N 0.27 2283 C 0.04 0.23 F MT20 4.Ox 4.0 Ctr 0.5 0.92 " N -O 0.29 2283 C 0.04 0.25 E MT20 2.Ox 4.0 Ctr 0.5 0.48 O -P 0.29 2283 C 0.04 0.25 P -Q 0.49 1800 C 0.04 0.45 REVIEWED BY: Q -C 0.47 742 C 0.00 0.47 MiTek USA, Inc. Bottom Chords 6904 Parke East Blvd. B -K 0.03 0 T 0.00 0.03 Tampa, FL 33610 K -J 0.41 1460 T 0.37 0.04 Onbne Plus.'88 Copynght M%Te8l0 1996.2016 Ver&on 30.0.060 Engneenng-Portra4 10/14/2016 8 19 43 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160514 F48 1 M100 101010 10600 0 0 T9676304 Bldg 4 or 5- Aquatic- Floors r HO 1-6-0 HO 1-6-0 1D V • o .♦ o M TC 11-6-12 12-8-14 14-2-2 1 5-7-6 I'D 1 7-5-10 I 8-10-14 1171110-10-10 2x4 II 2x4 II *1x3= U W 7x10 2x4 II 2x4 II 7x12= 2x4 II 6x10= 2x4 II 6x6= J R S 1x3= F 1x3=T H 1x3=V C lo 1-6-0 r \ / " .. _i_ K if 2x4I14 4 P G N I L .52x411 5x6= 5x6= 2x411 0 3x3= 2x411 M 4x5= , 3x3= 4x5= 1 _in HGR W:508 R:2521 R:2056 BCI 1-6-0 12-9-10 14-2-2 15-6-10 I 17-5-10 18-10-2 I 110-10-10 N 0 O •4 .-1 V O 0 W Ca a 10-10-10 G. ALL PLATES ARE MT2020, * = PLATE SELECTED IN PLATE MONITOR Scale:0.385"=1' MiTek® Online Plus'" APPROX. TRUSS WEIGHT: 110.5 LBS Online Plus -- Version 30.0.060 R-S 0.26 890 C 0.01 0.25 J MT20 7.0x10.0 2.0-0.5 0.79 is used to calculate total RUN DATE: 14-OCT-16 R -S 0.29 890 C 0.01 0.28 R MT20 2.0x 4.0-0.2 0.5 0.93 load deflection. S -F 0.48 890 C 0.00 0.48 S MT20 2.Ox 4.0 0.2 0.5 0.93 Southern Pine lumber design S -F 0.52 890 C 0.00 0.52 F MT20 7.0x12.0 Ctr-1.2 0.85 values are those effective F -T 0.54 223 T 0.06 0.48 T 14120 2.0x 4.0-0.2 0.5 0.65 06-01-13 by SPIB//ALSC UON F -T 0.58 223 T 0.06 0.52 U 14120 2.0x 4.0 0.2 0.5 0.61 CSI -Size- ----Lumber---- T -U 0.29 223 T 0.06 0.23 H MT20 6.0x10.0 Ctr-0.8 0.81 TC 0.58 4x 2 8P-92 T -U 0.31 223 T 0.06 0.25 V MT20 2.0x 4.0-0.2 0.5 0.63 BC 0.59 4x 2 SP-12 U -H 0.49 223 T 0.06 0.43 W MT20 2.0x 4.0 0.2 0.5 0.66 LID 0.74 4x 2 SP-13 U -N 0.53 223 T 0.06 0.47 C Mr20 6.0x 6.0 Ctr Ctr 0.90 -- 0.63 4x 2 SP-12 H -V 0.45 624 C 0.00 0.45 K MT20 2.0x 4.0 Ctr 0.5 0.74 J -Q P -F H -V 0.49 624 C 0.00 0.49 0 MT20 5.0x 6.0-1.5 1.0 0.93 V -W 0.18 624 C 0.00 0.18 P MT20 5.0x 6.0 1.5 1.0 0.94 Brace truss as follows: V -W 0.20 624 C 0.00 0.20 G MT20 2.0x 4.0 Ctr 0.5 0.94 O.C. From To W -C 0.43 624 C 0.00 0.43 0 MT20 3.0x 3.0 Ctr Ctr 0.83 IC Cont. 0- 0- 0 10-10-10 W-C 0.48 624 C 0.00 0.48 N MT20 3.0x 3.0 Ctr Ctr 0.78 or 48.0" 0- 0- 0 10-10-10 Bottom Chords I MT20 2.0x 4.0 Ctr 0.5 0.79 BC Cont. 0- 0- 0 10-10-10 K -Q 0.19 0 T 0.00 0.19 M MT20 4.Ox 5.0-1.0 0.5 0.93 or 120.0" 0- 0- 0 10-10-10 Q -P 0.59 1619 T 0.41 0.18 L MT20 4.0x 5.0 1.0 0.5 0.94 P -G 0.12 217 C 0.05 0.07 D MT20 2.0x 4.0 Ctr 0.5 0.60 psf-Id Dead Live G -O 0.09 217 C 0.00 0.09 IC 20.0 40.0 0 -N 0.02 406 C 0.00 0.02 REVIEWED BY: BC 5.0 0.0 N -I 0.07 52 C 0.00 0.07 MiTek USA, Inc. TC+BC 25.0 40.0 I -M 0.13 52 C 0.00 0.13 6904 Parke East Blvd. Total 65.0 Spacing 12.0" M -L 0.41 1136 T 0.32 0.09 Tampa, FL 33610 Lumber Duration Factor 1.00 L -D 0.17 0 T 0.00 0.17 Plate Duration Factor 1.00 Webs REFER TO ONLINE PLUS GENERAL Fb Fe Ft Emin K -J 0.31 1378 C NOTES AND SYMBOLS SHEET FOR TC 1.00 1.00 1.00 1.00 K -J 0.31 1378 C ADDITIONAL SPECIFICATIONS. BC 1.00 1.00 1.00 1.00 J -Q 0.63 2241 T Q -R 0.35 1563 C NOTES: Total Load Reactions (Lbs) P -S 0.35 1558 C Trusses Manufactured by: Jt Down Uplift Noriz- P -F 0.63 2262 T RIDGLAY ROOF TRUSS K 2521 G -F 0.39 1746 C Analysis Conforms To: I 8507 G -F 0.39 1746 C FBC2014 D 2056 F -O 0.13 563 C TPI 2007 O -T 0.25 1091 C Girder Common Jt Brg Size Required N -U 0.23 1027 C Loading TC K 3.5" 1.5" N -H 0.12 526 C Span 33- 5- 0 I 39.5" 50"-to- 90" I -N 0.33 1472 C Design checked for 10 psf non- D 5.5" 1.5" I -H 0.33 1472 C concurrent LL on BC. H -M 0.74 1556 T Use properly rated hangers for ICS 1 Girder Loading M -V 0.24 1059 C loads framing into girder Dur Fctra - Lbr 1.00 Plt 1.00 L -W 0.25 1109 C truss. plf - Dead Live+ From To L -C 0.74 1572 T This truss must be installed TC V 425 688 0.0' 10.9' D -C 0.25 1123 C as shown. It cannot be BC V 5 0 0.0' 10.9' D -C 0.25 1123 C installed upside-down. TC V 81 0 0.0' 11.0' NOTE: USER MODIFIED PLATES a IL Defl -0.03" in K -Q L/999 This design may have plates Plus 4 Unbalanced Load Cases LL Defl -0.01" in K -Q L/999 selected through a plate 1 Plus 1 LL Load Case(s) Shear // Grain in H -V 0.92 monitor. Plus 1 DL Load Case(s) Max coop. force 1746 Lbs Plates for each ply each face. Max tens. force 2262 Lbs a Membr CSI P Lbs Axl-CSI-Bnd Plate - MT20 20 Ga, Gross Area Connector Plate Fabrication Top Chords Plate - MT2H 20 Ga, Gross Area Tolerance = 10% J -R 0.45 890 C 0.01 0.44 Plate - MS18 20 Ga, Gross Area This truss is designed for a J -R 0.50 890 C 0.01 0.49 Jt Type Plt Size X Y JSI creep factor of 1.5 which Online Plus.'C CepyngM Weld,1988-2015 Version 300080 Engneenng-Por5e4 10/14/20108 1644 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering . 160514 F49 4 14100 160500 10600 0 0 T9676305 Bldg 4 or 5- Aquatic- Floors 4 HO 1-6-0 HO 1-6-0 0 0 In 0 TCI 1-6-0 1 4-0-0 I 6-6-0 17-9-12 19-10-4 111-2-0 1 13-8-0 1 16-3-8 TI 10 1x3= 2x4 II 4x4= 3x3= 3x3= lx3 11 1x3 11 3x3= 3x4= 4x4= A x4- A L M N 0 P Q R C T .4 i . . 1D 1-6-0 / \It //` \/\.. 1, . E 3x6- a 2x4 1I K J i H G F 4x4= 3x3= 3x3= 3x3= 3x4= 4x5= W:308 W:308 R:1063 R:1048 BC 2-9-0 I 5-3-0 I 7-9-0 I 9-11-0 i 12-5-0 I 14-11-0 1 16-5-0 16-5-0 E. ALL PLATES ARE MT2020 Scale:0.362"=1' MiTek®Online Plus" APPROX. TRUSS WEIGHT: 112.3 LBS Online Plus -- Version 30.0.060 J -I 0.50 2943 T 0.19 0.31 RUN DATE: 14-OCT-16 I -H 0.49 3010 T 0.19 0.30 REFER TO ONLINE PLUS GENERAL H -G 0.38 2666 T 0.15 0.23 NOTES AND SYMBOLS SHEET FOR Southern Pine lumber design G -F 0.17 1692 T 0.13 0.04 ADDITIONAL SPECIFICATIONS. values are those effective F -E 0.02 0 T 0.00 0.02 06-01-13 by SPIB//ALSC UON Webs NOTES: CSI -Size- ----Lumber---- B -A 0.00 35 C Trusses Manufactured by: TC 0.71 4x 2 SP-#2 B -A 0.00 35 C RIDGWAY ROOF TRUSS BC 0.50 4x 2 SP-2700f-2.2E B -L 0.33 1390 C Analysis Conforms To: WB 0.60 4x 2 SP-#3 L -K 0.46 981 T FBC2014 K -M 0.22 953 C TPI 2007 Brace truss as follows: M -J 0.25 525 T Design checked for 10 psf non- O.C. From To J -N 0.10 454 C concurrent LL on BC. TC Cont. 0- 0- 0 16- 5- 0 N -I 0.18 396 T Provide 2X6 continuous or 48.0" 0- 0- 0 16- 5- 0 I -O 0.04 213 C strongbacks (on edge) every BC Cont. 0- 0- 0 16- 5- 0 H -P 0.07 326 C 10.0 Ft. Fasten to each or 120.0" 0- 0- 0 16- 5- 0 H -Q 0.32 687 T truss w/ 3-10d(0.131"x3") Q -G 0.17 724 C nails at truss member(s). psf-Ld Dead Live G -R 0.34 723 T This truss must be installed TC 20.0 40.0 R -F 0.29 1209 C as shown. It cannot be BC 5.0 0.0 F -C 0.60 1273 T installed upside-down. TC+BC 25.0 40.0 E -C 0.24 1041 C Max comp. force 3010 Lbs Total 65.0 Spacing 24.0" Max tens. force 3010 Lbs Lumber Duration Factor 1.00 TL Defl -0.29" in J -I L/651 Connector Plate Fabrication Plate Duration Factor 1.00 LL Defl -0.16" in J -I L/999 Tolerance = 10% Fb Fc Ft Emin Shear // Grain in 0 -P 0.33 This truss is designed for a TC 1.15 1.10 1.10 1.10 creep factor of 1.5 which BC 1.10 1.10 1.10 1.10 Plates for each ply each face. is used to calculate total Plate - MT20 20 Ga, Gross Area load deflection. Total Load Reactions (Lbs) Plate - MT2H 20 Ga, Gross Area Jt Down Uplift Horiz- Plate - MS18 18 Ga, Gross Area B 1063 Jt Type Plt Size X Y JSI E 1048 A MT20 2.Ox 4.0 Ctr-0.5 0.48 L MT20 4.Ox 4.0 Ctr-0.5 0.84 Jt Brg Size Required M MT20 3.Ox 3.0 Ctr Ctr 0.77 B 3.5" 1.5" N MT20 3.Ox 3.0 Ctr Ctr 0.58 E 3.5" 1.5" 0 MT20 1.0x 3.0 Ctr Ctr 0.96 P MT20 1.Ox 3.0 Ctr Ctr 0.96 Plus 2 Unbalanced Load Cases Q MT20 3.Ox 3.0 Ctr Ctr 1.00 k Plus 1 LL Load Case(s) R MT20 3.Ox 4.0 Ctr Ctr 0.88 Plus 1 DL Load Case(s) C MT20 4.Ox 4.0-0.5-0.5 0.91 C MT20 1.Ox 3.0 Ctr Ctr 0.00 Membr CSI P Lbs Axl-CSI-Bnd B MT20 3.Ox 6.0 Ctr Ctr 0.80 Top Chords K MT20 4.Ox 4.0 Ctr 0.5 0.84 A -L 0.25 0 T 0.00 0.25 J MT20 3.Ox 3.0 Ctr Ctr 0.77 L -M 0.39 1643 C 0.03 0.36 I MT20 3.Ox 3.0 Ctr Ctr 0.58 M -N 0.45 2638 C 0.09 0.36 H MT20 3.Ox 3.0 Ctr Ctr 1.00 N -O 0.48 3010 C 0.07 0.41 G MT20 3.Ox 4.0 Ctr Ctr 0.88 " O -P 0.71 3010 C 0.07 0.64 F MT20 4.Ox 5.0 Ctr 0.5 0.91 P -Q 0.71 3010 C 0.07 0.64 E MT20 2.Ox 4.0 Ctr 0.5 0.5611 Q -R 0.52 2178 C 0.06 0.46 R -C 0.49 879 C 0.01 0.48 REVIEWED BY: Bottom Chords MiTek USA, Inc. B -K 0.10 982 T 0.07 0.03 6904 Parke East Blvd. K -J 0.21 2284 T 0.16 0.05 Tampa, FL 33610 Onhne NA"'OCopynght MiTe1ID 19462016 Veaun 300.060 Eng.neenng•Portrait 101142018 8 1944 PM Pape 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160514 F50 1 M100 160500 10600 0 0 79676306 Bldg 4 or 5- Aquatic- Floors u - HO 1-6-0 HO 1-6-0 0 0 In 0 e TCI 1-6-0 I 4-0-0 I 6-6-0 17-9-12 19-10-4 111-2-0 I 13-8-0 I 16-3-8 11 1x3= 2x41] 4x5= 4x5= 4x6- 1x311 lx311 4x6= 4x5= 4x4= A L M N 0 P Q R C 9 IEo B E 4x6= x4 11 K J I H G F 4x6= 4x6= 4x5= 4x5= 4x6= 4x6= BC 2-9-0 I 5-3-0 I 7-9-0 I 9-11-0 I 12-5-0 I 14-11-0 116-5-0� 4 16-5-0 ALL PLATES ARE MT2020 Scale:0.369".1' MiTek® Online Plus" APPROX. TRUSS WEIGHT: 112.3 LBS Online Plus -- Version 30.0.060 J -I 0.06 0 T 0.00 0.06 Tampa, FL 33610 RUN DATE: 14-OCT-16 I -H 0.05 0 T 0.00 0.05 H -G 0.06 0 T 0.00 0.06 REFER TO ONLINE PLUS GENERAL Southern Pine lumber design G -F 0.06 0 T 0.00 0.06 NOTES AND SYMBOLS SHEET FOR values are those effective F -E 0.04 0 T 0.00 0.04 ADDITIONAL SPECIFICATIONS. 06-01-13 by SPIB//ALSC UON Webs CSI -Size- ----Lumber---- B -A 0.00 35 C NOTES: TC 0.48 4x 2 SP-#2 B -A 0.00 35 C Trusses Manufactured by: BC 0.08 4x 2 SP-#2 B -L 0.58 1658 C RIDGWAY ROOF TRUSS WB 0.70 4x 2 SP-#3 L -K 0.55 1591 C Analysis Conforms To: K -M 0.58 1674 C FBC2014 Brace truss as follows: M -J 0.58 1674 C TPI 2007 O.C. From To J -N 0.67 1867 C Designed for shear loads (plf) TC Cont. 0- 0- 0 16- 5- 0 N -I 0.68 1907 C TC 770.0 BC 0.0 or 48.0" 0- 0- 0 16- 5- 0 I -O 0.04 194 C Design checked for 10 psf non- BC Cont. 0- 0- 0 16- 5- 0 H -P 0.04 199 C concurrent LL on BC. or 120.0" 0- 0- 0 16- 5- 0 H -Q 0.70 1932 C This truss must be installed Q -G 0.68 1894 C as shown. It cannot be psf-Ld Dead Live G -R 0.61 1773 C installed upside-down. TC 20.0 40.0 R -F 0.61 1779 C Max comp. force 1932 Lbs BC 5.0 0.0 F -C 0.49 1312 C Max tens, force 1839 Lbs TC+BC 25.0 40.0 E -C 0.34 976 C Connector Plate Fabrication Total 65.0 Spacing 24.0" Tolerance = 10% Lumber Duration Factor 1.00 TL Defl -0.01" in B -K L/999 This truss is designed for a Plate Duration Factor 1.00 LL Defl 0.00" in L/999 creep factor of 1.5 which Fb Fc Ft Emin Shear // Grain in R -C 0.30 is used to calculate total TC 1.15 1.10 1.10 1.10 load deflection. BC 1.10 1.10 1.10 1.10 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 B 2110 12545 R Jt Type Plt Size X Y JSI A MT20 2.Ox 4.0 Ctr-0.5 0.65 Jt Brg Size Required L MT20 4.Ox 5.0 Ctr-0.5 0.89 B 197.0" 0"-to- 197" M MT20 4.Ox 5.0 Ctr-0.5 0.88 N MT20 4.Ox 6.0 Ctr-0.5 0.95 Plus 2 Unbalanced Load Cases 0 MT20 1.Ox 3.0 Ctr Ctr 0.85 Plus 2 Drag Load Case(s) P MT20 1.Ox 3.0 Ctr Ctr 0.85 Plus 1 LL Load Case(s) Q MT20 4.Ox 6.0 Ctr-0.5 0.96 Plus 1 DL Load Case(s) R MT20 4.Ox 5.0 Ctr-0.5 0.93 C MT20 4.Ox 4.0-0.5-0.5 0.74 Membr CSI P Lbs Axl-CSI-Bnd C MT20 1.Ox 3.0 Ctr Ctr 0.00 Top Chords B MT20 4.Ox 6.0 Ctr 0.5 0.81 A -L 0.25 577 C 0.00 0.25 K MT20 4.0x 6.0 Ctr 0.5 0.86 L -M 0.39 45 T 0.00 0.39 J MT20 4.Ox 6.0 Ctr 0.5 0.94 M -N 0.39 275 T 0.00 0.39 I MT20 4.Ox 5.0-1.0 0.5 0.91 N -O 0.32 1310 T 0.26 0.06 H MT20 4.Ox 5.0 1.0 0.5 0.93 O -P 0.22 18 T 0.00 0.22 G MT20 4.Ox 6.0 Ctr 0.5 0.98 P -Q 0.31 1273 T 0.26 0.05 F MT20 4.Ox 6.0 Ctr 0.5 0.85 Q -R 0.47 200 T 0.00 0.47 E MT20 4.Ox 4.0-0.5 0.5 0.93 R -C 0.48 116 T 0.00 0.48 Bottom Chords REVIEWED BY: B -K 0.08 0 T 0.00 0.08 MiTek USA, Inc. K -J 0.08 0 T 0.00 0.08 6904 Parke East Blvd. Owen Plus'`IDCopyngnt MiTekt91995 2016 Ve,s.on 30 0080 En9ineenng•PONmt 10/14/2016 8 19 44 PM Page I Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering . 160514 F53 1 M100 180900 10600 0 0 79855637 • Bldg 4 or 5- Aquatic- Floors 4 HO 1-6-0 HO 1-6-0 0 0 rn 0 TCI 2-9-0 1 5-3-0 1 7-9-0 19-0-12 111-0-0 1 13-6-0 I 16-0-0 I 18-7-8 1x3= 4x6= 4x4= 3x3= 3x3= 1x311 3x3= 3x3= 4x4= 4x5= A N 0 P Q R S T C 4 :\i/jivi\vilD 1-6-0 _i__ E_i__ 2x4 11(5. M L K J H G F I I 2x4 II 4x6= 4x4= 3x3= 3x3= 1x3 I I 3x3= 4x4= 4x6= W:308 Si W:308 8:1214 (W)18G-MS18-3x10 = R:1199 BC 1-6-0 I 4-0-0 I 6-6-0 I 9-0-0 1 10-11-4 112-3-01 14-9-0 I 17-3-0 I18-9-0 B 18-9-0 B. EXCEPT AS SHOWN ALL PLATES ARE MT2020 Scale:0.321"=1' MiTeke Online Plus' APPROX. TRUSS WEIGHT: 127.8 LBS Online Plus -- Version 30.0.060 S1-H 0.87 3972 T 0.52 0.35 NOTES AND SYMBOLS SHEET FOR RUN DATE: 11-NOV-16 H -G 0.62 3227 T 0.55 0.07 ADDITIONAL SPECIFICATIONS. G -F 0.38 1973 T 0.34 0.04 Southern Pine lumber design F -E 0.02 0 T 0.00 0.02 NOTES: values are those effective Webs Trusses Manufactured by: 06-01-13 by SPIB//ALSC VON B -A 0.14 663 C RIDGWAY ROOF TRUSS CSI -Size- ----Lumber---- B -A 0.14 663 C Analysis Conforms To: TC 0.75 4x 2 SP-82 A -M 0.71 1504 T FBC2014 BC 0.87 4x 2 SP-81 M -N 0.33 1409 C TPI 2007 -- 0.64 4x 2 SP-M31 N -L 0.44 940 T Design checked for 10 psf non- B -S1 L -O 0.21 912 C concurrent LL on BC. WB 0.71 4x 2 SP-$3 0 -K 0.24 516 T Provide 2X6 continuous K -P 0.11 461 C strongbacks (on edge) every Brace truss as follows: P -J 0.20 434 T 10.0 Ft. Fasten to each O.C. From To J -Q 0.04 200 C truss w/ 3-lOd(0.131"x3") TC Cont. 0- 0- 0 18- 9- 0 I -R 0.11 241 T nails at truss member(s). or 48.0" 0- 0- 0 18- 9- 0 R -H 0.17 740 C This truss must be installed BC Cont. 0- 0- 0 18- 9- 0 H -S 0.28 591 T as shown. It cannot be or 120.0" 0- 0- 0 18- 9- 0 S -G 0.21 911 C installed upside-down. G -T 0.45 953 T Max comp. force 3972 Lbs psf-Ld Dead Live T -F 0.34 1419 C Max tens. force 3972 Lbs TC 20.0 40.0 F -C 0.70 1475 T Connector Plate Fabrication BC 5.0 0.0 E -C 0.27 1190 C Tolerance = 10% TC+BC 25.0 40.0 This truss is designed for a Total 65.0 Spacing 24.0" TL Defl -0.43" in K -J L/507 creep factor of 1.5 which Lumber Duration Factor 1.00 LL Defl -0.22" in K -J L/978 is used to calculate total Plate Duration Factor 1.00 Shear // Grain in Q -R 0.32 load deflection. Fb Fc Ft Emin TC 1.15 1.10 1.10 1.10 Plates for each ply each face. BC 1.10 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Total Load Reactions (Lbs) Plate - MS18 18 Ga, Gross Area Jt Down Uplift Horiz- Jt Type Plt Size X Y JSI B 1215 A MT20 4.Ox 6.0 Ctr-0.5 0.98 E 1200 N MT20 4.Ox 4.0 Ctr-0.5 0.80 O MT20 3.Ox 3.0 Ctr Ctr 0.75 Jt Brg Size Required P MT20 3.Ox 3.0 Ctr Ctr 0.63 B 3.5" 1.5" Q MT20 1.Ox 3.0 Ctr Ctr 0.96 E 3.5" 1.5" R MT20 3.Ox 3.0 Ctr Ctr 0.57 S MT20 3.Ox 3.0 Ctr Ctr 0.86 Plus 2 Unbalanced Load Cases T MT20 4.Ox 4.0 Ctr-0.5 0.81 Plus 1 LL Load Case(s) c MT20 4.Ox 5.0-1.0-0.5 0.93 Plus 1 DL Load Case(s) C MT20 1.Ox 3.0 Ctr Ctr 0.00 B MT20 2.Ox 4.0 Ctr 0.5 0.48 Membr CSI P Lbs Axl-CSI-Bnd M MT20 4.Ox 6.0 Ctr 0.5 0.98 Top Chords L MT20 4.Ox 4.0 Ctr 0.5 0.80 A -N 0.49 1064 C 0.01 0.48 K MT20 3.0x 3.0 Ctr Ctr 0.75 N -O 0.52 2644 C 0.09 0.43 J MT20 3.Ox 3.0 Ctr Ctr 0.63 O -P 0.58 3605 C 0.26 0.32 I MT20 1.Ox 3.0 Ctr Ctr 0.96 P -Q 0.60 3972 C 0.12 0.48 S1 MS18 W3.Ox10.0 Ctr Ctr 0.00 Q -R 0.75 3972 C 0.22 0.53 H MT20 3.Ox 3.0 Ctr Ctr 0.86 R -S 0.65 3583 C 0.09 0.56 G MT20 4.Ox 4.0 Ctr 0.5 0.81 S -T 0.52 2614 C 0.09 0.43 F MT20 4.Ox 6.0 Ctr 0.5 0.97 4 T -C 0.47 1018 C 0.01 0.46 E MT20 2.Ox 4.0 Ctr 0.5 0.64 Bottom Chords 1) B -M 0.01 0 T 0.00 0.01 REVIEWED BY: M -L 0.23 2012 T 0.21 0.02 MiTek USA, Inc. L -K 0.37 3258 T 0.35 0.02 6904 Parke East Blvd. K -J 0.64 3912 T 0.34 0.30 Tampa, FL 33610 J -I 0.60 3972 T 0.32 0.28 I -S1 0.58 3972 T 0.32 0.26 REFER TO ONLINE PLUS GENERAL Online Pius.'()Copyright%TetM 19992016 Version 30.0.060 Enpneenng•Portrait 11/11/2016 7:41:42 MI Pape I Job Mark Quan Type Span Pl-Hi Left OH Right OH Engineering 160514 F54 1 M100 21000 10600 0 0 79676309 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TC 1-5-0 2-10-0 3x3= 1x3 II 3x3= 1-6-0 2x4 E 'J'x411 3x4. BC 1-5-0 1 2-10-0 2-10-0 ALL PLATES ARE MT2020 Scale:0.843"=1' MiTekR Online Plus" APPROX. TRUSS WEIGHT: 24.4 LBS Online Plus -- Version 30.0.060 Top Chords Analysis Conforms To: RUN DATE: 14-OCT-16 A -F 0.14 223 T 0.00 0.14 FBC2014 F -C 0.14 223 T 0.00 0.14 TPI 2007 Southern Pine lumber design Bottom Chords Designed for shear loads (plf) values are those effective B -E 0.02 0 T 0.00 0.02 TC 310.0 BC 0.0 06-01-13 by SPIB//ALSC UON E -D 0.02 0 T 0.00 0.02 Design checked for 10 psf non- CSI -Size- ----Lumber---- Webs concurrent LL on BC. TC 0.14 4x 2 SP-#2 B -A 0.16 462 C This truss must be installed BC 0.02 4x 2 SP-#2 A -E 0.23 632 C as shown. It cannot be WB 0.23 4x 2 SP-#3 E -F 0.04 200 C installed upside-down. E -C 0.23 632 C Max comp. force 632 Lbs Brace truss as follows: D -C 0.16 462 C Max tens. force 619 Lbs O.C. From To Connector Plate Fabrication TC Cont. 0- 0- 0 2-10- 0 TL Defl 0.00" in L/999 Tolerance = 10% or 34.0" 0- 0- 0 2-10- 0 LL Defl 0.00" in L/999 This truss is designed for a BC Cont. 0- 0- 0 2-10- 0 Shear // Grain in A -F 0.16 creep factor of 1.5 which or 34.0" 0- 0- 0 2-10- 0 is used to calculate total Plates for each ply each face. load deflection. psf-Ld Dead Live Plate - MT20 20 Ga, Gross Area TC 20.0 40.0 Plate - MT2H 20 Ga, Gross Area BC 5.0 0.0 Plate - MS18 18 Ga, Gross Area TC+BC 25.0 40.0 Jt Type Plt Size X Y JSI Total 65.0 Spacing 24.0" A MT20 3.Ox 3.0 Ctr Ctr 0.72 Lumber Duration Factor 1.00 F MT20 1.Ox 3.0 Ctr Ctr 0.33 Plate Duration Factor 1.00 C MT20 3.Ox 3.0 Ctr Ctr 0.72 Fb Fc Ft Emin B MT20 2.Ox 4.0 0.2 0.5 0.55 TC 1.15 1.10 1.10 1.10 E MT20 3.Ox 4.0 Ctr Ctr 0.84 BC 1.10 1.10 1.10 1.10 D MT20 2.Ox 4.0-0.2 0.5 0.55 Total Load Reactions (Lbs) REVIEWED BY: Jt Down Uplift Horiz- MiTek USA, Inc. B 353 878 R 6904 Parke East Blvd. Tampa, FL 33610 Jt Brg Size Required B 34.0" 0"-to- 34" REFER TO ONLINE PLUS GENERAL NOTES AND SYMBOLS SHEET FOR Plus 2 Drag Load Case(s) ADDITIONAL SPECIFICATIONS. Plus 1 LL Load Case(s) Plus 1 DL Load Case(s) NOTES: Trusses Manufactured by: Membr CSI P Lbs Axl-CSI-Bnd RIDGWAY ROOF TRUSS Online NW"in Copyright Ola eke 19962016 Vers.nn 300080 Enpnssnng-Poroan 10/14/2016 8 19 45 PM Pagel Job Mark Quail Type Span Pl-H1 Left OH Right OH Engineering . 160514 F55 2 M100 10600 10600 0 0 79676310 Bldg 4 or 5- Aquatic- Floors 1 HO 1-6-0 HO 1-6-0 0 0 10 0 TC 1 9-0 11-4-8 I'q 1x3= 1x31! 1x3 I I 1x3 11 A G C 1 1-6-0 I1111xB31 F 2x411 1x3 I I 717 BC 9-0 I 1-6-0 1-6-0 p ALL PLATES ARE MT2020 Scale:0.720"=1' MiTek1 Online Plus" APPROX. TRUSS WEIGHT: 14.6 LBS Online Plus -- Version 30.0.060 Top Chords FBC2014 RUN DATE: 14-OCT-16 A -G 0.02 1 C 0.00 0.02 TPI 2007 G -C 0.02 1 C 0.00 0.02 Design checked for 10 psf non- Southern Pine lumber design Bottom Chords concurrent LL on BC. values are those effective B -F 0.00 0 T This truss must be installed 06-01-13 by SPIB//ALSC UON F -E 0.00 0 T as shown. It cannot be CSI -Size- ----Lumber---- Webs installed upside-down. TC 0.02 4x 2 SP-#2 B -A 0.02 38 C 0.00 0.02 Max comp. force 82 Lbs BC 0.00 4x 2 SP-#2 F -G 0.00 82 C Max tens. force 0 Lbs WB 0.02 4x 2 SP-#3 E -C 0.01 31 C 0.00 0.01 Connector Plate Fabrication Tolerance = 10% Brace truss as follows: TL Defl 0.00" in L/999 This truss is designed for a O.C. From To LL Defl 0.00" in L/999 creep factor of 1.5 which TC Cont. 0- 0- 0 1- 6- 0 Shear // Grain in A -G 0.07 is used to calculate total or 16.5" 0- 0- 0 1- 6- 0 load deflection. BC Cont. 0- 0- 0 1- 6- 0 Plates for each ply each face. or 16.5" 0- 0- 0 1- 6- 0 Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area psf-Ld Dead Live Plate - MS18 18 Ga, Gross Area TC 20.0 40.0 Jt Type Plt Size X Y JSI BC 5.0 0.0 A MT20 1.Ox 3.0 Ctr Ctr 0.33 TC+BC 25.0 40.0 G MT20 1.Ox 3.0 Ctr Ctr 0.33 Total 65.0 Spacing 24.0" C MT20 1.Ox 3.0 Ctr Ctr 0.33 Lumber Duration Factor 1.00 C MT20 1.Ox 3.0 Ctr Ctr 0.00 Plate Duration Factor 1.00 B MT20 1.Ox 3.0 Ctr Ctr 0.33 Fb Fc Ft Emin F MT20 1.Ox 3.0 Ctr Ctr 0.33 TC 1.15 1.10 1.10 1.10 E MT20 2.Ox 4.0 Ctr 0.5 0.33 BC 1.10 1.10 1.10 1.10 REVIEWED BY: Total Load Reactions (Lbs) MiTek USA, Inc. Jt Down Uplift Horiz- 6904 Parke East Blvd. F 163 Tampa, FL 33610 Jt Brg Size Required REFER TO ONLINE PLUS GENERAL F 18.0" 0"-to- 18" NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Plus 2 Unbalanced Load Cases Plus 1 LL Load Case(s) NOTES: Plus 1 DL Load Case(s) Trusses Manufactured by: • RIDGWAY ROOF TRUSS Membr CSI P Lbs Axl-CSI-Bnd Analysis Conforms To: Onfine Plus'w Copynght Weida 1998-2016 Veneon 30 0 060 Engneenng.Portant 10/142016 8 19 48 PM Page 1 Job Mark Quan Type Span Pl-Hi Left OH Right OH Engineering 160514 F56 3 M100 130400 10600 0 0 79855638 Bldg 4 or 5- Aquatic- Floors V HO 1-6-0 HO 1-6-0 TC I 2-9-0 I 5-3-0 1 6-6-12 1 8-1-0 1 10-7-0 I 13-4-0 4x6= 3x3= 3x3= 1x311 3x3= 3x3= 4x6= A K L M N 0 C T 1-6-0 B111\1/5\1/1\114. is D 2x4 ill !2x4 II J I H G F E ft 4x4= 3x3= 3x3= 1x311 3x3= 4x4= L HGR HGR R: 866 R: 866 13-C 1-6-0 I 4-0-0 I 6-6-0 I 8-0-4 1 9-4-0 I 11-10-0 I 13-4-0 ,), �- 13-4-0 ALL PLATES ARE MT2020 Scale:0.446"=1' MiTek? Online Plus'" APPROX. TRUSS WEIGHT: 94.6 LES Online Plus -- Version 30.0.060 I -H 0.79 1946 T 0.41 0.38 NOTES AND SYMBOLS SHEET FOR RUN DATE: 11-NOV-16 H -G 0.76 1993 T 0.39 0.37 ADDITIONAL SPECIFICATIONS. G -F 0.76 1993 T 0.39 0.37 Southern Pine lumber design F -E 0.40 1350 T 0.34 0.06 NOTES: values are those effective E -D 0.04 0 T 0.00 0.04 Trusses Manufactured by: 06-01-13 by SPIB//ALSC UON Webs RIDGWAY ROOF TRUSS CSI -Size- ----Lumber---- B -A 0.10 472 C Analysis Conforms To: TC 0.52 4x 2 SP-#2 B -A 0.10 472 C FBC2014 BC 0.79 4x 2 SP-#2 A -J 0.48 1014 T TPI 2007 WB 0.48 4x 2 SP-#3 J -K 0.22 947 C Design checked for 10 psf non- K -I 0.22 465 T concurrent LL on BC. Brace truss as follows: I -L 0.09 413 C Provide 2X6 continuous O.C. From To L -H 0.13 286 T strongbacks (on edge) every TC Cont. 0- 0- 0 13- 4- 0 H -M 0.03 138 C 10.0 Ft. Fasten to each or 48.0" 0- 0- 0 13- 4- 0 G -N 0.07 148 T truss w/ 3-10d(0.131"x3") BC Cont. 0- 0- 0 13- 4- 0 N -F 0.12 539 C nails at truss member(s). or 120.0" 0- 0- 0 13- 4- 0 F -0 0.22 469 T This truss must be installed O -E 0.22 938 C as shown. It cannot be psf-Ld Dead Live E -C 0.48 1016 T installed upside-down. TC 20.0 40.0 D -C 0.10 473 C Max comp. force 1993 Lbs BC 5.0 0.0 D -C 0.10 473 C Max tens. force 1993 Lbs TC+BC 25.0 40.0 Connector Plate Fabrication Total 65.0 Spacing 24.0" TL Dell -0.16" in I -H L/938 Tolerance = 10% Lumber Duration Factor 1.00 LL Defl -0.09" in I -H L/999 This truss is designed for a Plate Duration Factor 1.00 Shear // Grain in 0 -C 0.31 creep factor of 1.5 which Fb Fc Ft Emin is used to calculate total TC 1.15 1.10 1.10 1.10 Plates for each ply each face. load deflection. BC 1.10 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Total Load Reactions (Lbs) Plate - MS18 18 Ga, Gross Area Jt Down Uplift Horiz- Jt Type Plt Size X Y JSI B 867 A MT20 4.Ox 6.0 Ctr-0.5 0.66 D 867 K MT20 3.Ox 3.0 Ctr Ctr 0.69 L MT20 3.Ox 3.0 Ctr Ctr 0.42 Jt Brg Size Required M MT20 1.Ox 3.0 Ctr Ctr 0.33 B 3.5" 1.5" N MT20 3.Ox 3.0 Ctr Ctr 0.39 D 3.5" 1.5" 0 MT20 3.Ox 3.0 Ctr Ctr 0.68 C MT20 4.Ox 6.0 Ctr-0.5 0.66 Plus 2 Unbalanced Load Cases B MT20 2.Ox 4.0 Ctr 0.5 0.25 Plus 1 LL Load Case(s) J MT20 4.Ox 4.0 Ctr 0.5 0.86 Plus 1 DL Load Case(s) I MT20 3.Ox 3.0 Ctr Ctr 0.68 H MT20 3.Ox 3.0 Ctr Ctr 0.42 Membr CSI P Lbs Axl-CSI-Bnd G MT20 1.Ox 3.0 Ctr Ctr 0.38 Top Chords F MT20 3.Ox 3.0 Ctr Ctr 0.68 A -K 0.49 717 C 0.00 0.49 E MT20 4.Ox 4.0 Ctr 0.5 0.87 K -L 0.49 1668 C 0.03 0.46 D MT20 2.Ox 4.0 Ctr 0.5 0.25 L -M 0.38 1993 C 0.03 0.35 r M -N 0.41 1993 C 0.03 0.38 REVIEWED BY: N -O 0.52 1663 C 0.02 0.50 MiTek USA, Inc. 0 -C 0.51 718 C 0.00 0.51 6904 Parke East Blvd. Bottom Chords Tampa, FL 33610 B -J 0.03 0 T 0.00 0.03 J -I 0.39 1354 T 0.30 0.09 REFER TO ONLINE PLUS GENERAL On/n,Plea"V Copyright MiTe674 19962016 Vernon 700 060 Engneenng•Poriret 11/11/2016 7 41 42 AM Page 1 ONLINE PLUS GENERAL NOTES & SYMBOLS 108 PLATE LOCATION FLOOR TRUSS SPLICE LATERAL BRACING - h,- ( 3X2, 4X2, 6X2 ) Designates the location for Center plates on joints continuous lateral bracing(CLB)for unless otherwise noted support of individual truss members �� in plate list or on drawing. i, Dimensions are given in only.CLBs must be properly 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) (VV) =Wide Face Plate truss members. C/ (N) =Narrow Face Plate PLATE SIZE AND ORIENTATION DIMENSIONS BEARING 3x5 I The first dimension is All dimensions are shown in NMS When truss is designed to the width measured FT-IN-SX(i.e.6'-8.5"or allEt�ti bear on multiple supports, Mitperpendicular to slots. 6-08-08). Dimensions less interior bearing locations IIII* The second dimension is than one foot are shown should be marked on the the length measured in IN-SX only(i.e.708). M.< _ truss.Interior support or parallel to slots.Plate temporary shoring must be orientation,shown next in place before trusses are 6-08-08 -- W=Actual Bearing installed.If necessary. to plate size,indicates ry,shim direction of slots in Width(IN-SX) bearings to assure solid connector plates. .I' t 708 R=Reaction(lbs.) contact with truss. U=Uplift(lbs.) Metal connector plates shall be applied on both faces Mitek Industries Inc. bears no responsibility for the of truss at each joint. Center the plates, unless erection of trusses, field bracing or permanent indicated otherwise. No loose knots or wane in plate truss bracing. Refer to"Building Component Safety contact area. Splice only where shown. Overall spans Information"(BCSI 1)as published by Truss Plate assume 4"bearing at each end, unless indicated Institute. 218 North Lee Street, Suite 312,Alexandria, otherwise. Cutting and fabrication shall be performed Virginia 22314. Persons erecting trusses are cautioned using equipment which produces snug-fitting joints and to seek professional advice concerning proper erection plates. Unless otherwise noted, moisture content of bracing to prevent toppling and "dominoing ". Care lumber shall not exceed 19%at time of fabrication and should be taken to prevent damage during fabrication, the attached truss designs are not applicable for use storage, shipping and erection. Top and bottom chords with fire retardant lumber and some preservative shall be adequately braced in the absence of sheathing treatments. Nails specified on Truss Design Drawings or rigid ceiling, respectively. It is the responsibility of refer to common wire nails, except as noted. The others to ascertain that design loads utilized on these attached design drawings were prepared in accordance drawings meet or exceed the actual dead loads imposed with"National Design Specifications for Wood by the structure and the live loads imposed by the local Construction"(AF& PA), " National Design Standard building code or historical climatic records. When truss for Metal Plate Connected Wood Truss Construction" hangers are specified on the Truss Design Drawing, (ANSI/TPI 1), and HUD Design Criteria for Trussed they must be installed per manufacturer's details and Rafters. specifications. FURNISH A COPY OF THE ATTACHED TRUSS DESIGN DRAWINGS TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THESE DRAWINGS AND VERIFY THAT DATA, INCLUDING DIMENSIONS & LOADS, CONFORM TO ARCHITECTURAL PLAN/SPECS AND THE TRUSS PLACEMENT DIAGRAM FURNISHED BY THE TRUSS MANUFACTURER. MIm 101MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 - rI Tel: 813-972-1135 'Tek 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 to incluido en este paquete debe interp- retarse de manera que exceda el alcance de la responsabilidad del fabricante de componentes, ni en forma tal que imponga responsabilidades adicionales sobre este. &Oka, 41111 1111111 w 4, -4000110,se: .10 � art 1) ‘. 111011P 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 64'MAY REQUIRE COMPLEX PERMANENT'BRACING.PLEASE ALWAYS CONSULT A PROFESSIONAL ENGIN GENERAL NOTES NOTAS GENERALES HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES Trusses are not marked in any way to identify LOs trusses no estan marcados de ningim nt0do que RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. i the frequency or location of temporary lateral Identfiquela frecuencla 0'ocaliocl60de restriction lateral Q Warning!Don't overload the crane. restraint and diagonal bracing.Follow the y arriostre diagonal temporales.Use las recornendacenes iAdvertencla!HP sobrecargue la grim! • recommendations for handling,Installing and de manejo,instalacidn,restriction y arriostre temporal de Never use bandingalone to lift a bundle. temporary restraining and bracing of trusses. tis trusses.Vea el folieto KS]Gua de Buena Prattled Refer to He Guide to Good Prartke for oars el Marwic Instala:a,. R�rirrihn Do not lift a groupindividually banded bundles. �. • , _ mioslre efe los of • J ` Handling.Installing-Restrairsr•,g a Brcirv,of Trusses de Madera Cnnertados con Matas de Metal1"4 Nunca use Pito los empaques pars levantar un paquete. 1 .. Metal Plate Connected Wood Tnlss4S''`for para information mas detallada. No tevante un + grupo de paquetes empaqueandos s!/ r-r Pi" • . more detailed Information. indlidualmentes. �r' n.,..-„a• Los dibujos de diseno de tis tosses pueden eseedficar las ,an• Truss Design Drawings may specify locations of localuaciones de restriction lateral perrnanente 0 refuerzo El A single lift point may be used try bundles • • permanent lateral restraint or reinforcement for en los mienibmsindsidualesdel truss.Vealahajaresumer with trusses up to 45: Individual truss members. Refer to the 11051- BCSI-B3-RestriL,vSNAajestre ermaaente de n•e..r„ Two lilt points may be used for bundles with 0 Warning!Do not over load supporting @i Stumm ary Sheet - Permanent Restraint/ y MlrmMrx cec,+nyros•••para mos information.El trusses up to 60'. stnxture with truss/erode. Bradno of Chords&1Veb M m rs•••for more resto de los disefios de ardostres permanentes son la Use at least 3 hft points for bundles with iAdvertencia!No sobrecargue la estructura information.All other permanent bracing design responsabilidad del Disehadce del Eddicio. trusses eater than G0: is the responsibility of the Building Designer. apoyada con el paquete de trusses. Puede usar un solo luger de levantar para QThe consequences of improper handling,erect- �.+•�..�,. -�.,,� Paque'tes de trusses pasta 45 pies. Q Place truss bundles in Rattle position.erg,installing,restraining and bracing can result +.- , T` 4, Puede usar tics puntis de levantar para Puse paquetes de trusses en trim position • in a collapse of the structure,or worse,serious / ♦ 'W.'-- , ' paquetes bast'60 pies estable. personal injury or death. z 1 _ Use pa to nteras ties pantos tic levantar para ♦ .tr'arm.% paquetes mss de 60 pies. EI resuhado de urn manejo,levantamiento, t. �., instalacan,restriction y arrisotre incorrecto puede 1# � i INSTALLATION OF SINGLE TRUSSES BY HAND i ser la rertosl�de la estruchrra o anti pens heddos o .'v '- 4. A•r� �`\'.-P INSTALACION DE TRUSSES INDIVIDUALES POR LA MANO �r! •'``r z ^�R Q Trusses 20' t ©Trusses 30'or -- ....,7,,i7,-. mow. r3�r. -: '.►•1""'9 or less,sup- less,support at ��q \�� ©Banding and truss plates have sharp edges.Wear port at peak. ,are .---• �\�� r..ri.... ..r q: points. gloves when handling and safety glasses when _ _ cutting banding. 111110111/ Soporte lo char ole z ;:i., del paw tis 10s cuartas lnlEmpaques y placas de metal tienen border �a Busses tie 1 de Indra tisIIafilados.Lleve guantes y Ientes protectores uanxfo :x, 20 pees o trusses de 30 ..-',,,i'� —Der la( I t Trusses up to 20' �I I-*'Trusses up to 30'4.1 torte hos empaques. metros. Trusses pasta 20 pies pies 0 stenos. Trusses hasta 30 pies • HOISTING OF SINGLE TRUSSES—LEVANTAMIENTO DE TRUSSES INDIVIDUALES HANDLING - MAN EJO . Q Holt each truss in position wish tete erection equipment until top chord temporary lateral restraint Is Installed the truss Is fastened tothe beating points. Q, Avort hat+ural bending.—Evise la flexion lateral. © Use special care In Utilice cuidado Sostetga radii truss en macron con equlpo de gnia hasta que la restrIrdon lateral temporal de la windy weather or especial en dias cuerda superior este insWlado y el truss est'asegurado en los scportes. '"• near power lines ventosos o terra rhe . and airports. tables eleeetricos ode ®Warning!Using a single pick•point at the peak i�� aeropuertos. can dams the truss. `. rte`` i'''., i ico para le!levantar uso de lm solo/agar en tel russ.�` pito para Ievantar puede hazer ldartugs al truss. :` Spreader bar for truss • 4 v_. N. HOISTING RECOMMENDATIONS FOR SINGLE i ♦ .,s_ TRUSSES The contactor is responsible for properly a `• ^ __ l ;ofS 11 RECOMENDACIONES PARA LEVANTAR TRUSSES receiving,unloading and storing the trusses O.:l. INDIVIDUALES at the jobsite. �'7� �/ ��`�\ j El contratista tiene la responsabilidad de Lr J Use lxoper rig- Use equ-pr,aprgpiado Approx.t2 y recibir,de_scargar y almacenar adecuada• ging and hcIstme para levantar e nigh. hoes le. .1+ �i TRUSS UP TO 70' a menthe los trusses err la obra. equipment. i nprotisac — ~—TRUSSES TRUSSES UTA 30 PIES i� . m1 P'- fit R`. T _►� . --. locale Spreaar ear iMhch ;1 �//�, k f • i: ...;...7.7, -,4,-...-7,-,aI ...r R'.r.- I_ 6paoacr Der 172 to e'en or stllM& ml8x. w� Vii. >r" ,¢ ._ t`aJ 6i:�'t ? .;i f uu wss la^pm _"I monepn n 7aT � • P u .~:r Tatfrw TRUSSES ur To sa' r 1 ,r TRUSSES NAFTA 60 PIES j iJi��W� ti.„.._, ,,,,,,,,,,,,. 0 , ,.„.„. �+ ,,,�� •x, v t.a: yaw:; r ,/ r/J�� '''',Int a''''',1'-..-. 4.7.5!"'f. tM4 Y'• - 4..,, i ) Da o 3/4 truss Itangt1 _4. t• N' Taglme- If;musses are t0 be stored horizon tallypiece t•L!' '' � i� - .7 '. �_ ovussn5 uc TO AND OYER tA' _� blocking of sufficient height beneath the TRUSSES RASTA Y SOME 60 PIES o 10' stacktrusses se red nicee t ceerie irt Do not store No almacene TEMPORARY RESTRAINT& BRACING For trusses stored for more than one week, aii.Y unbraced bundles veKicalmente los cover bundles to prevent nnisture gain but upright. trusses sueltos. RESTRICCION Y ARRIOSTRE TEM PORAL - allow for ventilation. Refer to B[sl Guide ro Go{,t�Padire*gr iQ Refer to$CSl-B2Stmtntary Sheet-Truss Handling.Inslallino.Reshain+n0&Bratton 5�''" v Inst'la' n&TemooraryR+min 7Bra n0••* -0---/Top dal Re Temporary of Melt Plate Connoted Wood Trusses*" `- • • for more information. ■d/ Lateral Restraint for more detailed information pertaining to 1. •" y n Vea el resumer BCSI-B2-Instalarion de '0.11.4'' a4 min. handling and jobsite storage of trusses, ''t` "'s,, • ja !!!,49i s!!!,,,,, t.._ Trusses Restrdtci6n/Arrbstre TemuOpi",+ Si tis lasses es Duan yuaml odor horizon- temente, '.1Z) !r,, para oras infomadat. '`'/,F`-a* temente,pOnga b10queando de altos ' •" . ., o. Locate guano/braces for first truss directly in i suhciente antras Ile la Dila de los trusses a 3 ';«;:"r_+� "•7 ..,,, r. y4+ +� Rne with roll rows of top cnortl temporary tat- s • �' - hasta 10 pies en el centro. eras restraint(see table In the next column). '.,g0' Do not store on No almacene en Coloque los arriostres de tierra para el primer Para trusses guardados pot robs de ung uneven ground. Cierra clesigual. truss directamente err linea con cads una de Brace Ora truss Sentra,cubra los paquetes para prevenirlas boas de restriccrOrt lateral temporal de ha t securely before aurnento de humedad pero penin to venti- cuerda superior(yea la tabta en la proxima erection of additional lacidn. +::• columna). trusses. yea a folieto DCSI Gua de Buena Practira Ewys+E�. ,>_u.c,al.".,,_�' •i Do not walk on unbraced /\ ' para d/admen.In acion.Rest irdSn v Ar s , Aggro de Ms Trusses de Madera Conectedos yell `•S1 trusses. con Placas de Me'al`••para iniorrmacion mas -� • detallada Solon el mane .'v. .2 '•. '4 •/ / N e(amine en trusses jo y aknacenado de •': '' 4 't•h suettos. los misses en area de tali*. .. !iii" -NOJA RESUMENUEUI GUTA DE UUENA PRACTiCAFARA-EL MANE IsINSTACAGTON b f RE TEICIS TRUSS S VANOS MAS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTE COMPLEJREbO.POR FAVOR,SIE'MPRE CONSULTE A UN INGENIERO PROFESSIONAL • BCSI•B1 SUMMARY SHEET GUIDE FOR HANDLING INSTALLING RESTRAINING AND BRACING OF TRUSSES SPANSOVER6Q'MAYREQUIRECOMPLEXPERMANEW BRACING. PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER • STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES r • LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 ©Refer to j1CSI•B7 Diagonal Bracing EZ1)Install ground bracing.2)Set first truss and attars securely to ground bracing.3)Set next 4 Summary Sheet 10'or 15'• rr� Repeat Diagonal Bracing trusses with short'somber temporary lateral restraint(see below).4)install top chord diagonal -7rmolrary moi: ttrery 15 truss spaces(30') bracing • ''_': f (see below).5)Install web member plane diaconal bracing to sbbdi:e Ute first fire torsos Permanent Restraint/ �� ;may _ I (see below).6)Install bottom chord temporary lateral restraint and diagonal bracing(see below). Bracino fir Parallel `� { 7)Repeat process on groups of four trusses until aB trusses are set. Chord Trusses'•• !udtr_;y4i�5p- .. for more information. "`a! -• '` I)Instate los arnostres des Berra.2)Instate el primero truss y ate seguramente al arrioslre tietato •'' W" '� try.:;.1:.\- .• tierra.3)Insure los proximos 4 trusses con restriccit is lateral temporal cit miembro Couto(Yea Yea el resumen!ISE 44+��6 ..1-1-.• abajo).4)Instate el arriostre diagonal de Ia cuerda superior(Yea abajo).5)Instate arrlostre B7-Restriction/ Appy Diagonal Brace to diagonal para les pianos<k los miembros secundarius para estabitice los primeros(ileo encases Arriostre Temporal vertical webs at end of (yea abajo).6)instate is restriction lateral temporal y arristre diagonal pare Ia cuerda Inferior y Permanente Dora cantilever and at bearing AC Lateral Restraints (vea abajo).71 Repita este procedimiento en grupos de(Dorno trusses hasty quo todos los trusses Trusses de Cuerdas locations. lapped at least two trusses. esten instated's. Paralelas"'para 'Top chord Temporary Lateral Restraint spacing shall be Q Refer to$CS1-62 Summary Sheet-Truss Instatatir>n fi Temnorary Restraint!BraCAOc•••for more mos lila moron. 10'o.c.Max.for 3a2 chords and 15'o.c.for 4x2(roods. information. a �l yea el resumen SCSI-82-lnstalaririn de Trusses v Re trittiOn/Arriostre Temporal**.pain mar, INSTALLING -- I N STALACIO N ori ' • informaciOn. TOlerallca$fa Out-cf•P ane• Out sol Alutnb3 Max. TrussRESTRAINT/(BRACING FOR ALL PLANES OF TRUSSES •toleranclas para Fuere-de•Pland. Bow Length RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES Mak.Boca Otto 0(n-) 3/4" 12 t Q Thus restraint&bracing method is for all trusses except 3x2 and 4x2 parallel chord trussesLength, t1f� 1N• 1' 7/8" 14. Este metotio de restriction y ario-':tre es pare tab trusses excepto trusses de cuerdas Paranles "Max. 6' ' `Le th —' rn z 1' 16.7 3x2 y'4x;. Lea..Bow 1)TOP CHORD—CUERDA SUPERIOR11..... --'- '' '''H __ 314' 3' 1-1/8- 198' Lenath j Truss Span Top Chord Temporary Lateral Restraint(TCTLR)Spacing1• 4 1-v4", 20.8 . Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior L r"ora' 5' Up to 30' 10'o.c.max. gPlumb 1.3/8- 22.e Hasty 30 pies 10 pies rtnaximo inTolerances foe I f 1.1r2• 6' 1-1/2' 25.a l 30'to 45' 8'o.c max. — LJ Out-of-Plumb. 1 I 1-3/4' r 1-3/4' 29.2' 30 a 45 pies 8 pies rrtalrirrto Tolerances para Doo mhx - F • uer-de•Plarhada. 2• ie' 2" 233.3' 45'to 60" 6'o.c.max. _ 1 45 a 60 pies 6 pies rnaximo 60'to Bo'• 4'o.c.max. .CONSTRUCTION LOADING—CARGA DE CONSTRUCCION ' 60 a 80 pies• 4 pies matdmo ©Do not proceed with construction until all lateral restraint and r Me4eip SucK he.. *Consult a Professional Engineer for trusses longer than 60. / bracing is securely and properly in place. ' /oralaan:elerit �.. ,_; 'Consulter a un Irgenlero Profesional pare trusses mos de 60 pies. .s^ No precede con la construction haste quo togas 41st reshic- Materiel Height -......-e......1,\N„! clones laterales y los aniostres esters colocados en forma J �. Gypsum Board 12" See SC 62a*`for re las CQtions. _u• '- ��`�, aproprada y segura. Yea Clel faliij••'pare las olr!ones de TCl LR. ,.��7► ate'• Y Plywood or ose /6- �r Do not exceed maximum stack heights.Refer to)if51.64 Sum- ; Refer tD R!'SI•R4 Sum- - a.\�r ��• mars Sheer- instruction Loa rho" for more information. Aaphax Shmdea 2 oundres ®man Sheet a inoPertern! e�A� �`�� No ex<eda las alturas fslaxinsas de mouton.Vera el resumer 1tESLtdVTt/BrdCin of Chords 1St i-+ A....%..! ,[��i AN.,'Nei.- Concrete Block 8- Web Members•••for Gable .,,A,--- ``��` _`�\`�V' DCSI-64 Cargo de Cons ruccio0'"'para mos information. I End Frame restraint/bracing/ i �`• _,- \ Clay Tile 3-4 ores tngh reinforcement information. �'�' � i '�� '� I Para information sobee 1111111 -�`. ` `` �'' I��_I�.§lam restriccion/arriostre/refuerlo ©Repeat diagonal - - . para Armazanes Hastrales braces for each • . Do not overload smolt groups or single trusses. vea el resumer BCSI-B3 set Of 4 trusses- \ �f -Restrircidn/Arriostre Ground bracing not shown for darty. Replta los No sobrecargue(xquen`os grupos o trusses individuates. �!,I�d Perrrlarlertte de Cuerdas va sotres diagonales Never stack materials near a peak. MjPmtxns Serrindarirx."• para cads grupo de Nina amontone los materiales perm de un pito. 2)WEB MEMBER PLANE—PLANO DE LOS MIEM BROS SECUNDARIOS 4 trusses. 17I Place loads over as many trusses as possible. ;� "..a A Coloque las cargos sobre Lantos trusses conn sea pclsible. /,,,.'t, ,uwyz. w" Diagonal 0 Position loads over load bearing walls. ,� 1 LATERAL RESTRAINT �—S+�i�'►► Bracing Colooue Las cergas sobre las panders soportantes. �,. Web Members ��\��,! S Truss bunco rid I &DIAGONAL BRACING `.� 'ri•a; 4 ,� �� ttroutracw ,�7w\� ,e• 'e •• 4` ALTERATIONS—ALTERACIONES h'' ARE VERY IMPORTANT , w + ""... ..._ . `•�"ar��•� �`� 1�,J�-"\ �RIfM to I ter. ec - .u.a- .eu err rr". .• -r...... I iLA RESTRICCION �� * 3•,:�• '``'x1_00, Yea el resumer BCSI•B5 Danns de Trusses.Modit caconess en la Obra y Errores de lnstaladon.•" � ,, _� � LATERAL Y EL •�� ze''�� ' Do not cut,alter,or drill any structural member of a truss unless specifically permitted by lite ARRIOSTRE ``4�t �: " �� 4-"%.•"k`'..\,-• Truss Design Drawing. 1 I •zilI DIAGONAL --.116• 411... .........44.. .-'4%..-"41%. � 4 No torte,chore o perfore nirgtin miembro estrtrctural de un truss, 4%'0 SON MUY ;'`'`' � Bottom Chores a mens quo este especificamente permitido en el Dibujo del 1,�-� Disexho del Truss. I I IMPORTANTES! )1111r1111.- ``� Diagonal Braces 0 Trusses that have been overloaded during construction or altered without the Truss Manufacturer's I Qevery 10 truss prior approval may render the Truss Manufacturer's limited warranty null and void. 10'-15'max.Sarre spacing as spaces(20'max.) bottom chord lateral Restraint Trusses owe se han sobrecargaclo durance la construction o han sbdo atterados set la autorizacidn I• Some chord and web members not previa del Fabricante de Trusses,pueden hater nub y sin efecto la garantia limitade del Fabricante shown for clarity. tie Trusses. 3)BOTTOM CHORD—CUERDA INFERIOR -*Contact the Comporwet Manufocdrae for mon Information or consult a Professional Engineer for.aaiatan«. .r To ode a non-printing PDF of this doarmenl,visit www.sbclndusery.tom/DI. Lateral Restraints-2x4x12'Or .'�'`'e'M.$.'`-�L►' •Nam The Teas Ma ufsaurer end mat People rw m Sr.prep/moon that the Cmsnda and cane operator(it ecoalse)are greater lapped over two trusses. ```_` .............� Dr°�rc'ao rum the apathy m undertake me wk bey owe agreed n do on any C,•°prgea V the Cmeaor Wiesen r neem ' " s ,�� auuMta ce in scene aspect or the mreblxtkn propel It acrid seek atnMxxe Porn a competent poly.The methods are,pro<to_ro „� `� w�.. . �- �. outWed m and document are rteeroM Sr ensue that the weal carWrxem xwMnres empbreo Coil put the comes into pa¢SAFELY. �„C+�.. 1�r �_4 'Thee T�nxrau diepa rd Penang,lost abng,ro sta...mg old brad'V busses are wise Span IM neem e e prornot or Wang I Bottom `�' _��e a4"...=• '`` prtmnel meshed with ova drtpn,marunadtee ens rrctaealon,NA That,Cue to theme-reef r�a�dtt'es WeCtved,De presented dnOrdS A ` 1. 1 ala r a GUIDE lex Lee Or a cuddled&aldx'g tsesignr a Contract..It h not Intended drat these r corn damns be+LeVeen as 1 +�"e►..tei_• ... superior to the&aorto IWSUrterl design soh:Seaw as nbNM,insoong,restranmg ana troths mases and it does nor prelude the � en or Nov mervalet rnonom rp rreearrg/braorq and providing nareiry lathe oils,adsas,floor;roger and es Sr.trrorroated �` ;-V V frau the aop`amn,or redone m the rtmnmrUases and Infomaear contained herein any rapattiau{y kr der+ges '�"•�`Z��. Diagonal Braces every • 06' t 1 VA I�} • 10 truss spaces(20'max.) �s�mn vo-e Y orKman TRUSS PLATE INSTITUTE 6300 Enlerpriu Lane•MOMS.,WI 53/19 218 N.tee St,Re.372•Abandlra,VA 22314 10'-15' Some chord and web members 608/2744849•www.sbcndustry.com 703/683-1010•www.tpnat.org max. not shown for clarity. - - atwARNtlx17070724 HOJA RESUMEN DE LA GUIA DE BUENA PRACTICA PARA EL MANEJO INSTALACION RESTICCION Y ARRIOSTRE DE LOS TRUSSES' VANOS MAS DE 60'PIES PUEDEN REQUERIR,ARRIOSTRE PERMANENTE COMPLEJO.POR FAVOR,SIEMPRE CONSUL TE A UN INGENIERO PROFESSIONAL ., Instalacio 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.Consult a registered design professional. Los tramos más de 60 pies requieren restriccidn/arriostre de instalacion temporal más complejo.Consulte a un profesional registrado de diselo. 8 DANGER!Disregarding handling,installing,restraining and bracing safety "' recommendations is the major cause of truss erection/installation accidents. t. El no seguir las recomendaciones de manejo,instalacion,restriccion y arriostre es la causa ..44C14.-444:440• principal de los accidentes durante la ereccion/instalacion de trusses. �`-• a •' ='K 1,i'II 44 ,is4t NOTICE Lateral restraint is NOT adequate without diagonal bracing. Diagonal_d:-----4,_4.4._:.4-_:,,".;� ,� .,..r.,--ti-,,r 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 RESTRICCIUN LATERAL TEMPORAL DE LA CUERDA SUPERIOR(TCTLR) The graphic at left shows the maximum on-center spacing(see*at --,,��..� ..� T0112 shown tr green. left)of TCTLR based on truss span from the table in Step2 on page 2. ��.:�.„. TORR es nastrado .i.�••'.�iii�,:.%terPa P 9 Diagonal .-.r.r.�.-■+�” _� .►-'�' en verde. • Ground bracing not shown for clarity. shown In red. I",�,,/ ''�" i '�''_ �� rasuediagonal es ;>:► ��_� 7 • Apply diagonal bracing or structural sheathing immediately.For spans mostrado en roto. ar+•'�-+!"'� `7 _�' 0„.„...,_. !_w�_...- . �"_ 1� over 60'applying structural sheathing immediately is the preferred `► �� method. ```,`� � `"�=`�' , ..!.,,�� El dibujo a la izquierda muestra el espaciamiento maximo en el centro .�-,..:,�.1r"1 R �,`��=„ `�,'""r`r•'�� (yea*a la izquierda)del TCTLR basado en los tramos de trusses de la r p 41�� _� s'o `.�� tabla en el Paso 2 en la paging 2. o''Nt.,11%—lo b•o& "M.` cam, '”' • No se muestra el arriostre de tierra para claridad. 1 •pro r2: s 'S onto ''to 45, 4pra�. ea • Aplique inmediatamente el Arriostre Diagonal o el Entablado �� op Chord krryaar Estructural(structural sheathing).Para tramos más de 60 pies el Laterd Restraiol metodo preferido es entablarlos inmediatamente. CHECK THESE ITEMS BEFORE STARTING ERECTION/INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA ERECCIUN/INSTALACIUN Y CORRIJALOS CUANDO ES NECESARIO 2 Building dimensions match the construction documents. 2 Trusses are the correct dimension. Las dimensiones del edificio concuerdan con los documentos de construction. Los trusses son la dimension correcta. El Bearing supports(e.g.,walls,columns,headers,beams,etc.)are accurately 0 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,columns,vigas de cabezera, La parte superior de los soportes de cojinete son planas, vigas,etcetera)son instalados seguramente y con precision,y son nivelados y niveladas y a la elevation correcta. arriostrados apropiadamente. E I Jobsite is clean and neat,and free of obstructions. 2 Hangers,tie-downs,restraint and bracing materials are on site and La obra esti limpia,ordenada y sin obstrucciones. accessible. Los colgadores(hangers),soportes de anclaje(tie-downs)y materiales 2 Ground bracing procedure for first truss is based on site de restriction y arriostre estan accesibles en la obra. and building configuration. 0 Erection/installation crew is aware of installation plan and lateral El procedimiento de Arriostre de Tierra para el primer restraint diagonal bracing requirements. truss es basado en el terreno y la configuration del El personal de erection/instalacion es consciente del plan de instalacion edificio. y los requisitos de restriction/arriostre. '—'"Int•rlor If ground level is too far (l 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. si el nivel del terreno es El Any truss damage is reported to truss manufacturer.Refer to BCSI-B5."' demasiado lejos para Do not install damaged trusses unless instructed to do so by the building userArriostre de Tierra designer,truss designer or truss manufacturer. Exterior exterior,use Arriostre ,, • Algin dank)a los trusses ha sido reportado al fabricante de trusses. yea el de Tierra interior. . resumen SCSI-85.—No instale trusses dafiados a menos que se dijeren el disen-ador del edificio,el disen"ador del truss o el fabricante del truss. - B2Temp 090902 . ' ' , ,'. . RESUMEN BCSI B2 STEPS TO SETTING TRUSSES PASOS PARA EL MONTAJE DE TRUSSES Establish Ground Bracing Procedure: Exterior or Interior ■ Establezca el Procedimiento de Arriostre de Tierra:Exterior o Interior Fro buss(cr gable First truss end hme)of braced of braced —4114 �Wil I group or trusses Attacwound ,'group r tresses � bracmg(or end Ncks or a Op set appllcaron) Ground 4114` t — dace (tom, to eM wall by / - diagmal 1. ` ^silo Io o , A �M \'or:,. 1,I blockng lyp ' _,_ ( \ Ground One Grourd Il � vertical vdace \ Arun ((I€€ / i \ members &Ned buss la vert cal t /��a,\. Iiii 1 IIIIIV' .. \ to wall .4--order truss n hip ,,,,,,,„..7.T.''`�� / �. kation r 'rr Ground application) X11 4111 End /, �� brace � da ma( l . diapanel �� \% , r Dowd �I \-.'1' [ra;e ' UR.] �/- \' ` Properly dace wall with Owen restraint / ,.,<.c'E � Grand aderJuae dagonas antl Moor groove /' / ` Second no q ' lard yr, ~anetwrape.perpendic�r slake \r' / v/ \� restraM Horizontal tie membr atlacMdto— wets.etc. j`IrAnaanul floor Nae:Second floor system Backup gran\ 1, i oalle he \ first Moor member , End diagonal —! shall have adepvae apxty to vnth multiple stakes brace so pat farces horn wand braces. EXTERIOR GROUND BRACING - e OR ARRIOSTRE DE 7IERRA EXTERIOR 2 Determine the locations for TCTLR and Ground Braces ■ Determine las ubicaciones para TCTLR y los Arriostres de Tierra TCTLR, Maximum Top Chord T� "aL L :-c117.71 a 2 Use truss span to determine spac- ing for top chord temporary lateral Truss Span TCTLR Spacing 4 f. / restraint(TCTLR)from table at right. f1 Fit�, Use e/tramo del truss para determi Up to 30' 10'on-center maximum pr/A 1*. nar el espaciamiento para restriction 30'-45' 8'on-center maximum e�/`�f , . Ill lateral temporal de la cuerda supe- 45'-60' 6'on-center maximum nor(TCTLR)en la tabla a la derecha. 60'-80'* 4'on-center maximum V /' *Consult a registered design professional ler trusses longer than 60'. ••For Dosses spaced greater than 2'o.c.,see also BCSI-B10. •=POCK break • Under 8' Oyer 13'(add aTCTLR) TCTLR MEIN ....1111M1116.... 10"or greater Truss attachment Tnws SP•^ required at wpport(sL/ 2 Locate a ground brace vertical at each (.J Locate additional TCTLR at each pitch TCTLR location. break. I Locate additional TCTLR over bearings if the Localice una vertical de arriostre de Localice TCTLR adicional en cada rotura heel height is 10"or greater. tierra en cada lugar de TCTLR. de inclination. Localice TCTLR adicional sobre los soportes si la altura del talon(heel height)es de 10 pulga- das o más. 3 Set First Truss and Fasten Securely to Ground Braces ■ Coloque el Primer Truss y Fijelo Seguramente a los Arriostres de Tierra El Set first truss(or gable end frame)and fasten securely to ground braces and to the wall,or as directed by the building designer.Examples of first truss installed include: Coloque el primer truss(o armazon hastial)y fOelo seguramente a las verticales de arriostre de tierra y a la pared,o como se dirige el disei3ador del edificio. Ejemplos del primer truss instalado induyen: TCTLR TCTLR locations,typ. locations,typ• TCTLR locations,typ.�t.r� iiit �� Al ,'Pi I . ��I/moiIV\r I Ii . fj�j�� T - �I EXTERIOR GROUND BRACING INTERIOR GROUND BRACING §g` ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR , w 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 4 0 Attach trusses securely at all bearings, shimming bearings as necessary. Examples of first five trusses set include: Sujete seguramente los trusses a todos los soportes,rellenar solidamente los soportes como sea necesario. Ejemplos de los primeros cinco trusses colocados incluyen: See options below See options below See options below NOOL 41k it s. • 'FAT �rI'�►�� 1 ,Ii I EXTERIOR GROUND BRACING ARRIOSTRE Of TIERRA EXTERIOR NOTICE The following three(3)Short Member Temporary Lateral Restraint options require that the diagonal bracing be installed continuously. Las siguientes tres opciones para instalar la Restriction Lateral Temporal de los Miembros Cortos requieren que el arriostre diagonal esta instalado continuamente. Option 1 Option 2 Option 3 Short member temporary lateral restraint installed on Short member temporary lateral restraint installed Proprietary metal restraint products* top of trusses between trusses Opcion 3 Opcion I Opcion 2 Productos de metal para restriction patentados" Restriction lateral temporal de los miembros cortos Restriction lateral temporal de los miembros cortos 'These products are specifically instalados encima de trusses instalados entre trusses i. designed to provide lateral 22"+ 11/2"minimum i Use 2-16d deformed shank Iintrestraand are not just for end distance !'i .� nails minimum at each 22'/, I I restraint-to-truss connection. spacing.See manufacturer's 11/2 pulgadas 1.41_10,..1specifications. distancia de Use como minimo 2-16d 221/2" extremo minimaclavos largos(shank nails)en *Estos productos son disenados tcada conexion de restriccion- especificamente para proveer Do not use split a truss. 2 nails at every members. restriccion lateral y no son connection No use miembros solamente para espaciamiento. 2 clavos en '111''' rajados. \ yea las especificaciones del cada conexion fabricante. 22v"�\ \\ Do not use split W-1. ''--,,%„,,, \'� 22 members. 22Y2" �� \ ////� No use ,... :•:/401 /� miembros ` \ rajados. 1i , ii A CAUTION!Each truss must be attached securely at each bearing and all TCTLR installed before removing the hoisting supports. Cada truss tiene que ser sujetado seguramente en cada soporte y todas las TCTLR instaladas antes de guitar los soportes de levantar. LATERAL RESTRAINT/BRACING MATERIAL AND CONNECTIONS CONNEXIONES Y MATERIALES DE RESTRICCION/ARRIOSTRE LATERAL 2 Minimum size of bracing and lateral restraint material is 2x4 stress-graded lumber or approved proprietary metal restraint/bracing,unless oth- erwise specified by the building designer. El tamano del material de restriction lateral y arriostre debe ser por lo menos 2x4 madera graduada por esfuerzo o restriction/arriostre de metal patentado aprobado,a menos que especifique el disenador del edificio. 2 All bracing and lateral restraint members must be connected to each truss with at least 2 nails(see minimum sizes shown below),except for the short member restraints shown in Step 4,Option 2(see above),which require 2-16d deformed-shank(i.e.,ring-or screw-shank)nails. Todos los miembros de restriction lateral y arriostre tienen que ser conectados a cada truss con un minimo de 2 clavos(ver los tamanos minimos mostrados abajo)excepto para las restricciones de miembros cortos mostrados en el lOd(0.128x3") Paso 4, Opcion 2(yea arriba),cuales requieren 2-16d clavos con largos des- formados(Ej. Largos de anillos o tornillos). 12d(0.128x3.25") ..1 II,;, - 2 Drive nails flush,or use double-headed nails for easiest removal. 16d(0.131x3.5") V V I I ti► Clave los clavos al raso,o use clavos de dos cabezas para quitarlos mas ` facilmente. 5 Install Top Chord Diagonal Bracing • Instale el Arriostre Diagonal de la Cuerda Superior M Attach diagonal bracing to the first five trusses. Examples of diagonal bracing on first five trusses include: Coloque el arriostre diagonal a los primeros cinco trusses. Ejemplos de arriostre diagonal en los primeros cinco trusses incluyen: See Short Member See Short Member Temporary Lateral Temporary Lateral Restraint ORM �,p''_ 3 f i oydoos Dave 3 See Short Member !/f - , Temporary /'•v �3A�<°. .'� N � Restraint deLY � ,`,041 / ,..� ��. Win page 3. L� ►!►��1►. �YI��, '" -'i'iSF '' It �� EXTERIOR GROUND BRACING 111111r INTERIOR GROUND BRACING ARRIOSTRE DE TIERRA EXTERIOR APRIOSTRE DE TIERRA INTERIOR -millrillrAll© Or start applying structural sheathing. Example of �lipik.o:structural sheathing installed on first five trusses.O empiece en aplicar el entablado estructural. Ejemplo .f � Ail, deentablado estructural instalado en los primeros �: cinco trusses. ,, J �m i 41111, / fr. --•----‘_. „,.. ' 6• Install Web Member Diagonal Bracing Instale el Arriostre Diagonal de Miembros Secundarios (I Temporary web member diagonal bracing acts with the top chord and bottom chord temporary lateral restraint and diagonal bracing to form trian- gulation perpendicular to the plane of the truss and prevents trusses from leaning or dominoing. El arriostre diagonal temporal de los miembros secundarios trabaja con la restriction lateral y el arriostre diagonal temporales de la cuerda superior e inferior para formar una triangulation perpendicular al piano del truss y evita que los trusses se inclinen o caigan como dominos. 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 arnostre diagonal a aproximadamente 45 grados en los Diagonal miembros secundarios(verticales cuando sea posible)colocados en o _^� bracing cerca de las filas de restriction lateral de la cuerda inferior.Arriostre rne„t""��iT� diagonal para los miembros secundarios tiene que extender de la web members ```�"\�Nr ;,.;`I„ cuerda superior a la cuerda inferior. Repita a los intervalos mostrados Wit` �`V;;; � en la Figura a la derecha. Ot41.4•44",,,,,:"....,";4•1%4•440041,1,6.-��`�L. NOTICE The requirements for web member permanent individual truss �, �"e""" � �, member restraint are specified on the truss design drawing(TDD). ��L,t1�re"" Refer to BCSI-B3 for more information."' ,—.4.1.1%.7..16,....,..."!•,,..:14,,,_0 .4414.- / Los requisitos para la restriction permanente de miembros individuales - =c"oe�":- " �"".may„ Bottom chords de truss para miembros secundarios son especificados en el dibujo del ``',iL diseno de truss. yea el resumen BCSI-83 para más information."' "411111‘..., Diagonal braces every 10 truss spaces(20'max.) 10'15'max Same spacing as bottom chord lateral restraint Hate:Some chord and web members not shown for clarity. r— ... �,�T� NOTA 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. 7,40,..j1 Los trusses de una sola pendiente, trusses pianos y profundos y otros tipos de trusses con extremos profundos tambien requieren restriction lateral temporal y arriostre diagonal en los miembros " secundarios largos al parte profundo del truss. BCSI - B3 SUMMARY SHEET PERMANENT RESTRAINT/ BRACING OF CHORDS AND WEB MEMBERS SPANS OVER 60' MAY REQUIRE COMPLEX PERMANENT BRACING. PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER AWARNING!Disregarding Permanent Resiraint/Bracirg is a major cause of truss field perfor- 0 The TDD provides information on the assumed support for the bottom chord. mance problems and has been known to lead to roof or floor systems collapse. El TOD proven in;ormaodn sabre el soporte supuesto para la cuerda rnfenor. ,ADVERTENCIAI Desctridarel Am2slre/Restricaon f>^rmanente es dna cause prindpTl de El Install bottom chord permanent Lateral Restraint at the spacing indicated on the TDD pnoblertfas de rendin erKodel truss en armpo y baba canoado a herar al derrtarrbemrentoolel and/or by the Building Designer with a maximum of 10'on center. sistenta del techo o Pisa jaCfiM ffitt)Spans over 60'may require complex permanent bracing.Please always consult a Instate Restriction Lateral permanents de la cuerda inferior al espaciamiento Registered Design Professional. indicado en el TOD y/o por el Disenador del Edi brio con un maxima de 10 pies en el ,dC,:3J/,rte'ri Tmmos sobre 60 pies pueden requerir arriostre pennanente compre)o.Ax favors centre. siempre consulte a un Rofesiona!Registrado de Oselo. RESTRAINT/BRACING MATERIALS&FASTENERS Diagonal `~.11�' MATERIALES Y CIERRES DE RESTRICCION/ARRIOSTRE Bracing -`�.�� ... 11 ". Common restramVbroong materials include wood structural panels,gypsum board sheathing, Bottom Chords +;,.�"...� '�,,,,, "�,._1 .4- stress-graded lumber,proprietary metal products,and metal purlins and straps. `��` �``- ,,....-,-7.-4.4.!`,' Materiales canines de amastrar/restringir induyen paneles estrudurales de madera,entablado `��`�.� r1 de yeso,madera graduada poi esfuerza,prcductos de metal patentados,y ryas de soporte p •�=4�'��\,•,..�+�,�,.�•• w bras de metal. `-'" ..""".^�,��'.,'`,''+�„►►� ^wC� ,P MINIMUM ATTACNMENTREQUIREMENTS FNRWMOIRRESTtWRT,IRAGNe" 1��r.,,,",i��.�i.; '+ Lateral Restraint oven 510' `'4s' :.�,•. �• x28' or greater lapped over Lumber Sun Minimum Net Site Minimum Number of 17 '� r a two Sussex Nan per connection 2.S tnessyraded too(0.12&4') 10' one chord and web members not t2d(0.121:0.25') 2 ��' shown tor clarity. 16d(013145') i',',, lateral Restraint and Ofagonal Bracing teed to brace the Bottom Chord Plane. 2di eressoaded 10e1(0.1284') TIE ‘�4111ra 12d)0.123 ') 3. PERMANENT BRACING FOR THE WEB MEMBER PLANE led(O.ISt44S') 3. ARRIOSTRE PERMANENTE PARA EL PLANO DEL MIEMBRO SECUNDA RIO ' Omer atctrteea mrsiremeres may be specified tai It*Than Peen a&nun Deegan Web Member PermanentBraong collects and transfers buckling restraint forces and/or lateral Thr sve rid anadmad No twang mien*was.rood*new/{vats.gytmm lead,nutting. loads from vend and seismic forces.The same bracing can often be used for both functions. proprlaay lantal,eoaimbr..ig prrrdada,and med pavans and seats ate povkd by Se Baimn9 Dela rn Amostre Permanente de los Miensbros Secundanos recogen y pasan Arenas de restriction de PERMANENT BRACING FOR THE VARIOUS PLANES OF A TRUSS tomer y{o cargas laterales de venter y friezes sismmcas Amenudo el mrsmo arraAre puede set usado para ambos funciones. ARRIOSTRE PERMANENTE PARA VARIOS PLANOS DE UN TRUSSrop Chord Individual Web Member Permanent Restraint&Bracing O Permanent Bracing is important because it, Flan Restrtccidn y Arriosfre Permanente de M/embros Secundarlos Individuates kyr;..--q a)prevents out-of-plane buckling of truss Web 4 (� El Check the TDD to determine which web members(if any)require restraint to resist bidding. • members, d,w Revise el TDD pan detemrinar teeter miemtros secundarius(Si aigunas)reprover)restncoon b)helps maintain proper truss spacing,and Menba : • 4 �� pan resstirel forcer. c)resists and transfers lateral loads from Rane - e+�'.4` wind and seismic forces. e. •.'``` 0 Restrain and brace with, ro, .a biro.., EI arriostre Permanente es inportanre •a a ` ``e. A.Continuos lateral Restraint&Diagonal Bracing,a a .. < -4 r•: ,`�. B.Individual Member Web Reinforcement. n ';',.!`*4-::::`""` a)fnpi • ��► a)mpide el forcer fuerade•p'ano de los .—��Ir,,� Reshrnja y amostre con, >:. miembras del truss \Nee A Resbiccien Lateral Continua y Amostre Dragons;o A b)ayuda en nlanterer espaciamento *1 B.Refuerzo de Miembros Secvndanos Indrvrduales. apropiado de los trusses,y , BolA.Continuous Lateral Restraint(CLR) c)resists y pass las cargos laterales de an coxa aie4� viento fueaas sismrcasa as al Plane &Diagonal Bracing y Pbc� .) SheUura A.Restriction Lateral Continua(CLR)y Arriosfre listen a del truss l!^"qj;;;�� Sheathing on Diagonal ".`.meq '�y�, Top Chutl g O Trusses require permanent Bracing -` '�-, ^^ Flame within ALL of the following planes: ..',,.• A° '�iii ^ El Attach the CLR at the beat ons shown on the TDD. 1.Top Chord plane >,ay. �� i Selene el CLR en las ubrcacnnes mosirados en el TDD. 2.Bottom Chord Plane •.,' 'rka '+- . 0 install the Dagonat Bracing at approxmately 45°to the CLR and position so that a crosses the A ... '� , 3.Web Member Plane " �i - ) web in close proximity to the CLR.Attach the Diagonal Brace as close to the Top and Bottom Trusses requiercn Amiasbe Permanente -: Chards as possible and to each web it crosses.Repeat every 20'or less. dentro de TODOS los s gueentes planar: instate el Amomre Diagonal a apse•+madamente 45 gndas a!CLR y to cNoque para are duce 1.cyano de la Cuerda Supercar ----- la aside nivy circa dei CLR.Sulete el Amostre Diagonal ccnw cen:ano a tori cuerdas inferior y 2.Plano de is Cuerda Inferior i superior carro sea pcsible y a cads cuerda qui to cru:a.Repita cads 20 pies o mes. 3.Plano del Mlembro Secundario y� A u:4J7125512 Without Permanent Bracing the truss,or a portion of its members,will buckle(i.e., EXAMPLES OF DIAGONAL BRACING WITH CONTINUOUS fad)at loads far less than design. LATERAL RESTRAINT , 1Cs.7.119 I Sin el Arriostre Permanente,del truss,o un parte de los miembros,torcerdn(e). --- - ca rw ws Permanent C ad mous `t ac Resbaiat fallaran)de cargas nether menos qui las cargas qui el truss es drsetiado a Hever. A �l �. Latent Restraint 1. PERMANENT BRACING FOR THE TOP CHORD PLANE t r Dawns! 1. ARRIOSTRE PERMANENTE PARA EL PLANO DE LA CUERDA SUPERIOR `T Bracing O Use plywood,oriented strand board(056), ! •*a 'ms's v or wood or metal structural purlins that are yr,2,dr � ! - ►nk, Usentrddlapado panel de Bbras orentadas 17 C�` alts" 4100 � 4 Akik ii 1'r! f (OSB),o vigas de soporte de madera o metal ?>\:. �It-.0111110 I. ','��"` ". t 520' qui son arnostrados apropiadamente. •-. 15,1111V1,411 111010‘0 S,-' 1' Ac�� Note Some chord all web members 0 The Truss Design Drawing(TOD)provides • i Group of 3 Trusses shown for clarity. information on the assumed support for the top X17.41111r).' chord. . i` Structural El Cibujo del D wino de Truss(TDD)proves Diagonal al.x Wong in me Tap Chad Fuer It , - — Sheathing informacidn sabre el soporte supuesto para la spxthed bine&Meg Desyra j 11 ,a` Diagonal "_ averdasuperac _:=:0114, �'t! ` .` Brace IF O Fastener size and spacing requirements and grade for �'ii' + .� Diagonal the sheathing,purlins and bracing are provided in the r-"rc�el��fi �� ,, 'I� Lateral budding code and/or by the Budding Desgner. �, " �-- k 'mar +* �� Braces r Restraint El tamaao de curie y regulator de o porta miento y ,. eq,"e�� r, grado pan et entablado cages de soporte Y ar astre -WIZ 6 � �- / �,. son provistos en el cddigo del editk o y/o per elOiseeTa ea dor del Edifcro. / lateral Restraint Groupof 2 Trusses Duaei _ ;% aster 2. PERMANENT BRACING FOR THE BOTTOM 1 nun 0 Lateral Restraint&Diagonal Bracing can also be used Aa CHORD PLANE ca"g with wad groups of trusses(i.e.,three or less).Attach 2. ARRIOSTRE PERMANENTE PARA EL PLANO DE LA CUERDA INFERIOR the Lateral Restraint&Diagonal Brace to each web O Use rows of continuous Lateral Restraint with Diagonal Bracing,gypsum board sheathing or rigid member that they cross. ceiling. Restraaon Lateral y Amostre Diagonal tambien puede ser uredo con grupos peguefios de Use Nas de Restrccien Lateral Continua con Amostre Diagonal,entablado de peso o trusses(ej.tres o memos).Sujete la Restr cddn Lateral y el Arriostre Diagonal a cads miembro techo ngido. secundario qui Jos duzan. RESTRICCION I ARRIOSTRE PERMANENTE DE LAS CUERDAS Y LOS MIEMBROS SECUNDARIOS TRAMOS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTS COMPLEJO.POR FAVOR,SIEMPRE CONSULTS A UN PROFESIONAL DE DISENO REGISTRADO. BCSI-B3 SUMMARY SHEET PERMANENT RESTRAINT / BRACING OF CHORDS AND WEB SPANS OVER 60' MAY REQUIRE COMPLEX PERMANENT BRACING. PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER 7ALWAYS DIAGONALLY BRACE THE CONTINUOUS LATERAL RESTRAINT! iSIEMPRE ARRIOSTRE LA RESTRICCION LATERAL CONTINUA OIAGONALMENTE' Gable End Frames and Sloped Bottom Chords B.Individual Web Member Reinforcement Armazones Nastlales Y Cuerdas Inferiores Pendlentes B.Refuerzo de Mrembros Secondarlos Individuates El The Gable End Frame should always match the profile of the adjacent trusses to permit instal- • T-,L-,Scab,I-,U-Reudorcement,proprietary metal reinforcement and stacked web products provide an lation of proper 8ottcm Chord Plane restraint&bracing unless special bracing*designed to alternative for resisting web budding. support the end wall. T,L-,contra I-,U-Refuerzo,refuerro de metal patentando y productos de miembms secundarios El Armazin Hastral siempre debt eracajar el perfil de fcs trusses contiguous pats permibr la mata- amontonados prov'een una altematrva para resstirel totter de tis mkmbras secundarios. Iacxkr de restricddn y arricalre apropxada tie kr Cuerda Thiel WI it menus use arricabe especial es I� _ daeifado pars soportar la pared de extremo. thxr 1 Heiri11t�y ",k .s' zSij_ 111111111 � ivenl ba ad 1 �I I • ► t ,; RAbe.rina Pmast Wsb -' E bootie arA:nt and w>t14 . Lu+.unrra.lry LAeNkrterlwe Otte• wH,l^sa.sors Gabe End lime) _ '� L� The follow table maybe used unless more I � n9 Specific mfortnation is provided. La siguiente tibia puede ser usada a menos gun rnformacorr mss especrnca esti prowsta. © CI.Ufr'iceii Using a flat Bottom Chord Gable End Frame with adjacent Trusses that have sloped Bottom Chords is prohibited by some budding codes as adequate bracing of this condition is WEB REINFORCEMENT FOR SINGLE PLY TRUSSES' diffiaR and sometimes impossble.Special end wall bracing design considerations are required IN the Building Designer if the Gable End Frame profile does not match the adjacent Trusses. Uzi Type A Mo et Web maim. Keiewwn kr .4tJ El use de un Amaazun Hasb'al de la Cuerda Inferior con Trusses conbguos cuales Specified or ReldNgtnwt &Seat Web all Tisa Lao*at Wee Connection a wee bonen Cuerdas fife iia pendieates es rohib do para g porque ar- iid'foruteatp seamen cddi as de edificros Mob i l Sew I Rairiotenaeni RWidt nnre b Wit nostie adeoiado de esta cc dr ion es difidl y a veces irnposible.Consderaaones especiales de diseia para el amostre de Is pared de extrenro son requeridos por el Drsedador del Edilicio si el 754 a: 254' 2)4 nos a„.e or perfil del Armazm Hastral no hare juego con los Trusses contiguos. I Row D6 24 2tS 7•8 sane species wend to MIM 1053,n 2r8 2r8 2,8 24 and trade or 9(15Omm)01ed rah f0.1314-51 PERMANENT BRACING FOR SPECIAL CONDTLYONS 20 5.2x4 Steer ben Si web maw. Si 5•(150 nen) ARRIOSTRE PERMANENTE PARA CONDICIONES ESPECIALES 2Row. tae _ — ._ 2.2a5 merro'b, eilitherr It m-cmnr• Sway Bracing—Arriostrede'Sway" coast Li 'Shay'bracing s installed at the discretion of 4 'Mam,n elm*rib WO e u N3re) the Building Designer to help stabilize the truss system ,t11 10, 'FarSnb Ri+bcneen:use 2 roes re lad tirletS 0.12024 al&l150mfwtaer toad rrr/uoenert bleb and minimize the lateral move-nest due to wind and ,'a . a� seismic loads. a - k o,j PBtMA161TLATEAlLR61RANTAVOfAVDL �I WE8RB7ffdtEElBIf REQUIRED ,�-1 Arriostre de'Sway"esti rnstalado per la diwea6n del 4• e•BMW PaNtERID }=t n.r,,,,........,,,,,,,.........-.. ! Disenador dei Ediiao para ayudar en estabilizar eI sistena a a - v t 7 1 i de trusses y para minimizer el ntowmrento lateral dib do a "� uc I n, ( 1 cargas de vento y cargas sisnicas � W �y_a K Svc Q Sway tracing installed continuously across the building also l�� r ✓'' I r>E.,._r / serves to distnbute gravity loads between trusses of varying a.•...•w«u m.»� I u uw �) stiffness. 'T r igiRWCdtALtimeLcEme1fygpigSiRE a i' r«-,DI,Xr^X,...,..•.,�.>-,r.,,.�-.:. !I AmostredeSway"queesinstaiadacontinuadamentealtravfsdeledifacotamixEnesusado DIhMME5 RfQL8tID0I RfTLEIIO DE f4El6R0 SE. MIO REQlERNO. t Dam d stnburr las cargas de gravedad entre trusses de rrgdez vanando. Permanent Restraint/Bracing for the Top Chord in a Piggyback Assembly El Some Truss Manufacturers mark the locations of the web_cetera'I Restraint or reinforcement cin Restricclon/Arriostre Permanents para is Cuerda Superior en un Ensamblaje de the truss using tags similar to those above. Piggyback Algunos Fabricantes de Trusses marcan en el truss las ubicacrcnes de refuerzo o Restraccrtio El Prowde restraint and bracing by: Ib pear°nand Lateral de miembros secundarios con ehquetas semlares a las arrrba. •using rays of 4x2 stress-graded lumber B-aong at 10' Web Member Plane Permanent Building Stability Bracing to Transfer Wind&Seismic Forces CLR and Diagonal Bracing,or intervals Of lass, •connecting the CLR into the roof as specified. fi! Arriostre de Estabilidad Permanente del Edificio del Plano de Mlembros Secundarius para 4.. ,i CLR iat Desplazar Fueeras de Viento y Fumes Sismicas addingdiaphrgm,or ^0 •adding Structural Sheathing or Bracing x tt�lfa spec( \� specified The web member restraint or reinforcement specified on a TDD is required to resist bucking Frames,a on the under vertical loads.Additional restraint and bracing is typically required to transfer lateral loads •some other equivalent means. Truss Design due to wind and/or seismic forces.This restraint and bracing is typically provided by the Building Provee restridoOn y amostre per: ' O a1v; Designer. •usardo blas do 1x2 CLR madcra grad rif wi n �' ng La restricadn o refuerzo de miesrbros secundarius especihcada en un TDD es requencb a resisiir uada par&tiezza y Arriostre Diagonal,o . W 7-- el forcer bajo cargas verticaks.Restnccan y arriaure adroonal es requerdo tipicamente para •canectando Cl CLR al diafragrrta del -�, r' •'S ••e•• •\‘ pasar cargas laterales debidas a fuerzas de viento y/o fuerzas sienicas Eats restriaidn y arriastre title,o b--""• es tipicamente provrsto Fur el Duenador del Ecifiaa •afiachendo zones de Arriostrebabkido EsrmLTural o Arm stre _ •atgunas outs mitados equrvalentes. Dagoral&ace In roof Dap4e a Odarp �!% J El Refer to the TDD fa the maximum assumed spacing for attaching the Lateral Restraint to the top G ie='- 4\ r chord d the supporting truss. �' \! s Frac' Rehere al TOD re el supuesto para sujetar la Rest-moon Lateral a N 1 rlgmoi..: \ Psespacramentomaxmo �I Reef werda supenor del truss soFurhnte. �p `-„�I U El The TDD ' ti ,a 1e Bodingn provides the assumed thickness mess d�A�14 it ��7russes d the restraint and mmrnum connection 7EI Honmlro requirements between the cap and the iL�i Hae:sop trioti -�_` L.Renforcemmt supporting truss or restraint ��;a•u►ti`t- UR required oily sheetl' not shore i' •,a; for du - - I El TDD pmvee el gross supuesto de N �a+tel a Bracing Frame a 1 restricoidn y los requisites de cmexidn Structural Sneath- miaimos entre N caps y el truss sopartarlte s�rig is installed Some Truss Designers Provide general n it o N restricnisn. lydenruhenty design tables and details to assist the Build- rare Bracing Frame ing Designer in determmmg the Bracing Gaffe mk1.a1 Nimmons W polul gating. Ni.......or Structural required to transfer lateral loads due to Locae n ane utn Bottom Cnad permanentSheathing wind and/or seismic forces from the Gable CTA or as specified by me 8uike g Designer. o°eeetet_, Supporting End Frame into the roof and/or ceding .�lQ•ea. 4 r• Traares diaphragm. x ,•IrA Algunos D senedwa de Trusses poveen •We. a •s,'latee.- tablas y detatks de dsero generaks para assb'r el Drsetiador del Eddtcio en detennrhar el Ar- ;��'�`�.•-..,:�a��. riostre requerido pars pasar cargas Iaterates detritus a fuerzas de viento y/o fuerzas s6Tnrcas del `��" Armazon Hestia'al diafragma del tedlo. To view a non•pnnteng PDF of this document,visit vrww.sbondustrycarn/b3. Para ver un PDF de este documento quo rase puede anprmu,visna Kvne six ndrrstrycom/Lv3. otibr ta-k. 111•10.1001•••••.00111• PLATE INSTITUTE 5300 Enterprise Lane•Madsen,cal 53719 218 N.tee SL,Ste.312•Ainarrdne,VA 22114 508274.4849•wvew.sba txtry.can 703,6831010•wnsve.tointtaq RESTRICCION I 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 C7 Cargas de Construccion Construction loads are those loads imposed on the unfinished building as a result of the construction process. Typical construction loads include the weight of the workers, equipment, and building materials, to name a few. For example, a bundle of plywood sheathing or gypsum board stacked on trusses temporarily creates 4._ , "* „u. y constructionloads.'4;6-14:;A:01046 ' ;, 1 : 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, ,,7;7:',,-:;',,,:,,-:.-z. u el equipo y los materiales de construccion, etcetera. Por ejemplo, i 1'�. . , : .„ 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 este adecuadamente restringido y arriostrado segtin las pautas en BCSI-B1." y BCSI-B2'" antes de colocar alguna carga de construccion en la estructura. Solamente coloquen cargas de construccion arriba de estructuras cuales son restringidos y arriostrados completamente. A WARNING! Stacking excessive amounts of construction materials on floor or roof trusses is an unsafe practice. Prop- , erty damage, personal injury and/or death are possible if this warning is not heeded. iADVERTENCIA!Apilando cantidades excesivas de cargas de construccion sobre trusses de piso u techo es una prac- I tica peligrosa. Dano a la propiedad, herida personal y/o muerte son posibles si no sigue esta advertencia. NOTICE Trusses that have been over-stressed due to excessive construction loading will usually show excessive sagging (deflection) and at least a portion of this deflection will remain even after the load has been removed. In more severe cases, broken truss members and/or failed truss joints may result. Los trusses que han sidos demasiado estresados debido a cargas de construccion excesivas usualmente demuestran una desviacion excesiva, y por lo menos una parte de este desviacion se quedaran aim despues de que la carga se haya quitada. En casos más severos, miembros quebrados del truss y/o junturas falladas pueden resultar. CONSTRUCTION LOADING DO'S AND DON'TS ® DON'T exceed stack heights listed in the table. QUE RACER Y no HACER CON LAS CARGAS NO exceda la altura de monton indicada en la tabla DE CONSTRUCCION que sigue. Maximum Stack Height for Material on Trusses 0 DON'T stack materials on unbraced Maximua Altura de Montan para Material encima de los Trusses trusses. Material-Material Height-Altura — NO amontone materiales sobre Gypsum Board- Tabla de Yeso 12"- 12 pulgadas trusses que no esten arriostrados. Plywood or OSB-Madera Contrachapada u OSB 16"- 16 pulgadas i Asphalt Shingles- Teja de Asfalto 2 bundles- 2 paquetes Concrete Block-Bloque de Hormingon 8"-8 pulgadas FW Clay Tile- Teja de Arcilla 3-4 tiles-3-4 azulejos Note:Limit stacking periods to approximately one week,unless alternative information is provided by — the Building Designer,Truss Designer or Truss Manufacturer. m DON'T overload the trusses. Lateral Diagonal BracingProperly restrain and brace trusses before NO sobrecargue los trusses. Restraint �.., P,.its,_' stacking construction materials on them. j.----_________„ 1111% ,_ ,,-..., _,_____ ,,,, ,.„..,...,,_,...,..„.,____-.„_.„ N.,,-‘,.,,, ..„....____,.., _ , •. . , . iiii.... �\`�i��+�1 ------.-- �� i IIS 1 a1 I ■ ■ Structural �9tj Sheathing B4ConstLoad 090520 4 RESUMEN BCSI-B4 • e, 'n �� 0011 JOS, Nr p1 ,so 4, 3 j i M cr .. 0 0 0 0 0 0 0 o ttt�y, f+��I�� tl. a o .D N (`') m !'1 n N .O r1 .D ♦y', 4' u V N G.. Z Y Q. .-d .-1 N N 1'1 11 Y Y . 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CONSULT THE ENGINEER OF RECORD FOR EXPLICIT INSTRUCTION REGARDING PERMANENT BRACING CONTINUOUS LATERAL CONTINUOUS LATERAL BRAQING BRACING (1X4) /�� 1AND�� 1x4#3 HEM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH(2) 8d NAILS. BRACING MATERIAL TO BE SUPPLIED WEB ATTACHED AT BOTH ENDS \,� TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. •i-T-BRACE T-BRACE THESE DETAILS APPLY TO 1.5"WIDE WOOD 010 TRUSSES. • USE A 2x4 TBRACE IF THE TRUSS DESIGN nWEB 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). 5 • USE A CONTINUOUS PIECE FOR THE T-BRACE, OF THE SAME GRADE AS THE WEB AND COVERING AT LEAST 90%OF THE WEB t��t�nIrr►rr�, vv 7 LENGTH. !1,3 EB AND �.*��4t''..�'*�� -..".0'., !;; FASTEN WITH 10d COMMON NAILS SPACED 4" U - ' 2` • ON CENTER. ''.1.1, - r maw tipor."'lintl't°' WEB I•II•IBRACING SCAB BRAC SCAB BRACE SAME SIZE, GRADE, AND LENGTH AS WEB MEMBER. ATTACH WITH 10d NAILS @ 4"O.C. BRACING MATERIAL TO BE SUPPLIED w ! BY ERECTION CONTRACTOR. r I! w 1 F 'y s