Loading...
102 AQUATIC DR - FLOOR TRUSSES (BLDG 4 &5) Ridgway Roof Truss Company (Trusses and Prefabricated Building Components) Mailing: P.O. Box 1309— Gainesville, Florida 32602 Physical:235 SW 11th Place— Gainesville, Florida 32601 Telephone:(352) 376-4436 Email:Sales@RidgwayTruss.com FAX: (352) 371-3316 www.RidgwayTruss.com WARNING THESE TRUSSES MUST B. HANDLED AND ERECTED`�'c F0 ACCORDING TO BCSI 04 SUMMARY SHEETS http://www.sbcindustry.docs/06_bcsi_booklet_final.pdf SEE TABLE OF CONTENTS SEALED DESIGN MANUAL PROJECT NAME: Aquatic Town h es Bldg 4 or 5 JOB NUMBER: 16-0514 CONTRACTOR: TRIBRIDGE RESIDENTIAL CONSTRUCTION DATE: 10-17-16 az REVISIONS: COMMENTS: V 4 0, Lumber design values are in accordance with ANSI/TPI 1 section 6.3 -..�I 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�gwnhomes 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 10/15/163 T9676294 F35 10/15/16 2 T9676273 BP2 10/15/164 T9676295 F36 10/15/16 3 T9676274 BP6 10/15/105 T9676296 F38 10/15/16 4 T9676275 BP7 10/15/106 T9676297 F39 10/15/16 5 T9676276 BP8 10/15/17 T9676298 F40 10/15/16 6 T9676277 F1 10/15/168 T9676299 F41 10/15/16 7 T9676278 F1A 10/15/169 T9676300 F42 10/15/16 8 T9676279 F10 10/15/160 T9676301 F43 10/15/16 9 T9676280 F11 10/15/101 T9676302 F46 10/15/16 10 T9676281 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 10/15/186 T9676307 F52 10/15/16 15 T9676286 F26 10/15/107 T9676308 F53 10/15/16 16 T9676287 F27 10/15/168 T9676309 F54 10/15/16 17 T9676288 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 , .tit 11111/�r1i The truss drawing(s)referenced above have been prepared by MiTek �4 "AS.A. .4,i 4. USA, Inc. under my direct supervision based on the parameters ;''• �•;CE,�N ;,; 4��+ provided by Ridgway Roof Trusses. �. No 38380 Truss Design Engineer's Name: Albani, Thomas . 1 My license renewal date for the state of Florida is February 28,2017. I:10 t � %� IMPORTANT NOTE:The seal on these truss component designs is a certification ✓ '1 STATE OF �I IA/it' that the engineer named is licensed in the jurisdiction(s)identified and that the '�� 'e �� designs comply with ANSI/TPI 1. These designs are based upon parameters ��y' '' • O pp %i0114.-el.• shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ... sS' '•"`ea'• given to MiTek. Any project specific information included is for MiTek's customers ii',,`O1$A iter file reference purpose only,and was not taken into account in the preparation of it 1101 these designs. MiTek has not independently verified the applicability of the design Thomas A.Albani PE K6: 0. parameters or the designs for any particular building. Before use,the building designer MiTek USA,Inc.FL Cert 6634 should verify applicability of design parameters and properly incorporate these designs 6904 Parke East Blvd Tampa FL 33610 into the overall building design per ANSI/TPI 1,Chapter 2. pate! October 1 5,2016 Albani,Thomas I of 1 t 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 A 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 MEI II unless otherwise noted in width measured perpen- attached with(2)8d nails each plate list or on drawing. dicular to slots. The second member where indicated or 2x4 Dimensions arc given in dimension is the length "T"or"L"brace stiffener if inches(i.c.1 1/2"or 1.5")or measured parallel to slots. applicable nailed flat to edge of 1N-I6ths(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 6-08-08 All dimensions are shown in When truss is designed to direction of slots in I FT-IN-SX(i.e.6'8 1/2"orbear on multiple supports, connector plate. 6-08-08). Dimensions less �im• interior bearing locations 708 8 than one foot arc shown in should be marked on the 1N-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 CO seek professional at each end, unless indicated othenvise. 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. • o CORPORATE HEADQUARTERS oa . o , P.O. Box 280055 �, Is,c. Tampa, FL 33682-0055 800-282-1299 • Fax:813-971-6117 1 I� Wood Truss Council of America 5937 Meadowood Dr.,Ste.14 • Madison,WI 53711-4125 • 608/274-3329(fax) Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses WTCA 1 -1995 Developed by the WTCA Engineering Review Committee in cooperation with the Truss Plate Institute xt 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 7 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 SCOPE AND 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 as registered architect or engineer, building engineer, design engineer, registered engineer, and engineer,but hereinafter will be referred to designer, and registered building designer, but hereinafter will be referred to as Building as Truss Designer. Designer. 1.2.9 "Truss Design Drawing"shall mean the graphic depiction of an individual Truss prepared by the 1.2.3 "Construction Design Documents" are the architectural drawings, structural drawings, Truss Designer. mechanical drawings, electrical drawings, and 1.2.10 "Truss Manufacturer"shall mean an individual any other drawings,specifications,and addenda or organization regularly engaged in the which set forth the overall design of the structure manufacturing of Trusses. and issued by the Building Designer. 1.2.11 "Truss Placement Plan" is the drawing 1.2.4 "Contractor" shall mean the individual or identifying the location assumed for each Truss organization responsible for the field storage, based on theTruss Manufacturer's interpretation handling, and installation of trusses including, of the Construction Design Documents. but not limited to,temporary bracing,permanent 3 2.0 OWNER RESPONSIBILITIES 2.1 Directly or through its representatives,which may include Truss Design Drawing and Truss Placement Plan; and the Contractor and/or Building Designer;(a)review and (d)coordinate the return of each approved Truss Design approve each Truss Design Drawing; (b) review and Drawing and Truss Placement Plan to the Truss approve theTruss Placement Plan;(c)resolve and approve Manufacturer prior to truss manufacturing. all design issues arising out of the preparation of each 3.0 BUILDING DESIGNER RESPONSIBILITIES 3.1 Design a structure suitable to ensure that the intended 3.2.8 Proper transfer of design loads affecting the function of eachTruss is not affected by adverse influences Truss;and including, but not limited to, moisture, temperature, corrosive chemicals and gases; 3.2.9 Adequate connections between Truss and non Truss components, except as noted in Section 3.2 Prepare the Construction Design Documents,showing all 6.2.9. trussed areas, which must provide as a minimum the 3.3 Review and approve the Truss Placement Plan and each following: Truss Design Drawing for conformance with the 3.2.1 All truss orientations and locations; requirements and intent of the Construction Design 3.2.2 Information to fully determine all truss profiles; Documents,the effect of eachTruss Design Drawing and Truss Placement Plan on other parts of the structure,and 3.2.3 Adequate support of the Truss and all truss the effect of the structure on each Truss. bearing conditions; 3.4 Specify permanent lateral bracing where indicated by the 3.2.4 Permanent bracing design for the structure Truss Designer on theTruss Design Drawings,to prevent including the Trusses,except as provided in 3.4 buckling of the individual truss members due to design and 6.2.12. loads. The Building Designer shall specify how the permanent lateral bracing is to be anchored or restrained 3.2.5 The location,direction and magnitude of all dead to prevent lateral movement if all truss members, so and live loads applicable to eachTruss including, braced,buckle together. This shall be accomplished by: but not limited to, loads attributable to: roof, (a)anchorage to solid end walls;(b)permanent diagonal floor,partition,mechanical,fire sprinkler,attic, bracing in the plane of the web members; or (c) other storage,wind,snow drift and seismic; means when demonstrated by the Building Designer to 3.2.6 All Truss anchorage designs required to resist provide equivalent bracing. uplift,gravity,and lateral loads; . 3.2.7 Allowable vertical and horizontal deflection criteria; 4.0 CONTRACTOR RESPONSIBILITIES 4.1 Provide to the Truss Manufacturer the Construction 4.4 Provide the approved Truss Design Drawings,approved Design Documents and all revisions and supplements Truss Placement Plans,and any supplemental information thereto. provided by the Truss Manufacturer to the individual or 4.2 Review and approve the Truss Placement Plan and each organization responsible for the installation of theTrusses. Truss Design Drawing for conformance with the 4.5 Comply with the field storage, handling, installation, requirements and intent of the Construction Design permanent bracing, anchorage, connections and field Documents, and the effect of the Truss Placement Plan assembly requirements of the Construction Design and each Truss Design Drawing on other trades involved Documents. in the construction of the structure and the effect of the 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 b. 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 members to enable the Building Designer to 6.2.4.4 Bottom chord dead load; 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 .a. Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160514 BP1 43 M100 10804 10600 0 0 T9676272 lBldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 ICI 1-8-4 4x4= #3x4 it A B lik 1-6-0 D MIMMil #3x4 l J,x4= W:308 W:308 R: 899 R: 899 U: 860 U: 860 BC 1-8-4 1-8-4 p ALL PLATES ARE MT2020, M = PLATE SELECTED IN PLATE MONITOR Scale:0.773'=1' MiTek0 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-02 D -A 0.32 895 C NOTE: USER MODIFIED PLATES BC 0.20 4x 2 SP-02 A -C 0.50 1332 C This design may have plates WB 0.50 4x 2 SP-03 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 OnJ ne Pius"'0 Copyright M/Tek9)1996-2016 Version 30 0 060 Engneeunp•Pomen 10114/2016 8 19 33 PM Pepe 1 Job bark Quan Type Span Pl-H1 Left OH Right OH Engineering A.• 160514 BP2 1 M100 10608 10600 0 0 T9676273 Bldg 4 or 5- Aquatic- Floors d T HO 1-6-0 HO 1-6-0 TCI 1-6-8 4x4= #3x4 II A B ilk - 1 1-6-0 D C #3x4I` Jx4= !Il 7! W:308 W:308 R: 988 R: 988 U: 952 U: 952 BC 1-6-8 C3 1-6-8 > 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 1 O.C. From To LL Defl 0.00" in L/999 Max tens. force 1393 Lbs TC Cont. 0- 0- 0 1- 6- 8 Shear // Grain in A -B 0.06 Connector Plate Fabrication or 18.5" 0- 0- 0 1- 6- 8 Tolerance = 10% BC Cont. 0- 0- 0 1- 6- 8 Plates for each ply each face. This truss is designed for a or 18.5" 0- 0- 0 1- 6- 8 Plate - MT20 20 Ga, Gross Area creep factor of 1.5 which Plate - MT2H 20 Ga, Gross Area is used to calculate total psf-Ld Dead Live Plate - MS18 20 Ga, Gross Area load deflection. TC 20.0 40.0 Jt Type Plt Size X Y JSI BC 5.0 0.0 A MT20 4.Ox 4.0 0.5-0.5 0.80 TC+BC 25.0 40.0 B# MT20 3.Ox 4.0-0.8-0.5 0.37 Total 65.0 Spacing 12.0" D# MT20 3.Ox 4.0 0.8 0.5 0.76 Lumber Duration Factor 1.00 C MT20 4.Ox 4.0-0.5 0.5 0.80 Plate Duration Factor 1.00 Fb Fc Ft Emin # = Plate Monitor used TC 1.15 1.10 1.10 1.10 REVIEWED BY: BC 1.10 1.10 1.10 1.10 MiTek USA, Inc. 6904 Parke East Blvd. Total Load Reactions (Lbs) Tampa, FL 33610 Jt Down Uplift Horiz- D 989 953 U 1000 R REFER TO ONLINE PLUS GENERAL C 988 953 U 1000 R NOTES AND SYMBOLS SHEET FOR • ADDITIONAL SPECIFICATIONS. Jt Brg Size Required D 3.5" 1.5" NOTES: C 3.5" 1.5" Trusses Manufactured by: RIDGWAY ROOF TRUSS Plus 2 Drag Load Case(s) Analysis Conforms To: Plus 1 LL Load Case(s) FBC2014 Plus 1 DL Load Case(s) TPI 2007 Online Plus'.0 Copyrghl MiTeket 1996-2018 Version 30 0 060 Enpineennp.Poroan 10/14!2016 8 19 33 PM Pape 1 Job Mark Quan Type Span Pl-Hl 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 1 1-3-4 4x4= #3x411 A C 1-6-0 B 3x4 J•x4= !Ill 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 On1ne Plus"'®Copyright M.TeIe 1000-2018 Version 30 0080 Enpneennp-Portrait 10/14/7016 8 19 33 PM Page 1 Job Hark Quan Type Span Pl-H1 Left OH Right OH Engineering ^- 160514 BP7 2 14100 10004 10600 0 0 T9676275 Bldg 4 or 5- Aquatic- Floors r HO 1-6-0 HO 1-6-0 Tel 1-0-4 4x511 #4x4lI A B 1 1-6-0 D C 4x4 L J•x511 !III W:308 W:308 R:1430 R:1430 U:1407 U:1407 BC 1-0-4 ..!E3-1-0-4 - ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.773"=1' MiTeka 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 -8 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 -8 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 8# 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 Onhne Plus`•e Copynyhl 661eke 19962016 Verson 30 0 060 Enpneenng-P0,94 10/1412016 8 19.34 PM Paye 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160514 BP8 1 M100 10600 10600 0 0 T9676276 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TC I 1-6-0 4x4= #3x4�I A B e - 1 1-6-0 MOMMMOMMOMM D C #3x4I` J 4= W:308 W:308 R:1017 R:1017 U: 982 U: 982 BC 1-6-0 -< 1-6-0 ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Seale:0.773".1' MiTekn 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 CON D -C 0.20 1000 T as shown. It cannot be CSI -Size- ----Lumber---- Webs installed upside-down. TC 0.12 4x 2 SP-#2 D -A 0.37 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 Online Plus'"C Copyngnl MiTo:9 1996-2016 Vernon 30 0.060 Engneenng-Portra4 10/14/2016 8 19 34 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering -1 160514 Fl 1 M100 130400 10600 0 0 T9676277 Bldg 4 or 5- Aquatic- Floors - V HO 1-6-0 HO 1-6-0 0 0 a o TC 11-4-0 12-8-0 14-0-0 15-4-0 16-8-0 18-0-0 19-4-0 1 10-8-0 112-0-0 113-2-8 I 1x3= 1x3 II 1x3 II 3x4= 3x4= 3x4= 1x3 II 3x4= 3x4= 3x4= 1x3 II 1x3 II A O P Q R S T U V W C T 4g\e/I t 1-6-0 : :1\al\ 1/11 it e B A E 1x3 11 x4 11 N M L K J I H G F lx3 ii 2x4113x4= 3x4= 3x5= 3x4= 3x4= 2x4 11 1x3 11 BC 1-4-0 12-8-0 14-0-0 15-4-0 16-8-0 18-0-0 19-4-0 110-8-0 112-0-0 113-4-0 '6 13-4-0 B ALL PLATES ARE MT2020 Scale:0.449"=1' MiTek:, Online Plus. APPR X. TRUSS WEIGHT: 97.9 LBS Online Plus -- Version 30.0.060 K -J 0.01 T 0.00 0.01 REVIEWED BY: RUN DATE: 14-OCT-16 J -I 0.01 T 0.00 0.01 MiTek USA, Inc. I -H0.01 T 0.00 0.01 6904 Parke East Blvd. Southern Pine lumber design H -G 0.01 T 0.00 0.01 Tampa, FL 33610 values are those effective G -F 0.01 T 0.00 0.01 06-01-13 by SPIB//ALSC UON F -E0.01 T 0.00 0.01 REFER TO ONLINE PLUS GENERAL CSI -Size- ----Lumbar---- Webs NOTES AND SYMBOLS SHEET FOR TC 0.15 4x 2 SP-#2 B -A 0.01 6 C ADDITIONAL SPECIFICATIONS. BC 0.01 4x 2 SP-#2 N -0 0.05 18 C WB 0.39 4x 2 SP-#3 M -P 0.26 80 C NOTES: P -L 0.39 106 C Trusses Manufactured by: Brace truss as follows: L -Q 0.24 73 C RIDGWAY ROOF TRUSS O.C. From To Q -K 0.36 96 C Analysis Conforms To: TC Cont. 0- 0- 0 13- 4- 0 K -R 0.24 71 C FBC2014 or 48.0" 0- 0- 0 13- 4- 0 R -J 0.35 95 C TPI 2007 BC Cont. 0- 0- 0 13- 4- 0 J -S 0.03 15 C Designed for shear loads (plf) or 120.0" 0- 0- 0 13- 4- 0 J -T 0.35 95 C TC 310.0 BC 0.0 Dead Live I -T 0.23 71 C Design checked for 10 psf non- psf-LdI -U 0.35 95 C concurrent LL on BC. TC 20.0 40.0 H -U 0.24 72 C This truss must be installed BC 5.0 0.0 H -V 0.39 104 C as shown. It cannot be TC+BC 25.0 40.0 G -V 0.26 78 C installed upside-down. Total 65.0 Spacing 24.0" F -W 0.05 17 C Max comp. force 1064 Lbs Lumber Duration Factor 1.00 E -C 0.01 5 C Max tens. force 1049 Lbs Plate Duration Factor 1.00 Connector Plate Fabrication Fb Fc Ft Emin TL Defl 0.00" in L/999 Tolerance - 10% TC 1.15 1.10 1.10 1.10 LL Defl 0.00" in L/999 This truss is designed for a BC 1.10 1.10 1.10 1.10 Shear // Grain in A -O 0.15 creep factor of 1.5 which is used to calculate total Total Load Reactions (Lbs) Plates for each ply each face. load deflection. Jt Down Uplift Horiz- Plate - MT20 20 Ga, Gross Area B 1701 4095 R Plate - MT2H 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Jt Brg Size Required Jt Type Plt Size X Y JSI B 160.0" 0"-to- 160" A MT20 1.Ox 3.0 Ctr Ctr 0.45 0 MT20 1.0x 3.0 Ctr Ctr 0.33 Plus 2 Unbalanced Load Cases P MT20 3.0x 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 3.0x 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 3.0x 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 0 -P 0.15 619 T 0.12 0.03 C MT20 1.0x 3.0 Ctr Ctr 0.41 P -Q 0.10 302 T 0.00 0.10 C MT20 1.0x 3.0 Ctr Ctr 0.00 Q -R 0.09 56 T 0.00 0.09 B MT20 1.0x 3.0 0.2 Ctr 0.33 R -S 0.10 220 T 0.01 0.09 N MT20 1.Ox 3.0 Ctr Ctr 0.33 S -T 0.10 234 T 0.01 0.09 M MT20 2.0x 4.0 0.2 0.5 0.90 T -U 0.09 38 T 0.00 0.09 L MT20 3.0x 4.0-0.5 Ctr 0.98 U -V 0.09 277 T 0.00 0.09 K MT20 3.0x 4.0-0.5 Ctr 0.89 V -W 0.14 581 C 0.11 0.03 J MT20 3.0x 5.0 Ctr Ctr 0.98 W -C 0.10 187 T 0.00 0.10 I MT20 3.Ox 4.0 0.5 Ctr 0.88 Bottom Chords H MT20 3.0x 4.0 0.5 Ctr 0.97 B -N 0.01 0 T 0.00 0.01 G MT20 2.0x 4.0-0.2 0.5 0.88 N -M 0.01 0 T 0.00 0.01 F MT20 1.0x 3.0 Ctr Ctr 0.33 M -L 0.01 0 T 0.00 0.01 E MT20 2.0x 4.0 Ctr 0.5 0.33 L -K 0.01 0 T 0.00 0.01 Onlne Plus''0 Copyright MTeke 1996-2016 Verson 300060 Engneenng•Portal 10/14/2016 8 1934 PM Page 1 1', Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 4 160514 FIA 1 M100 130400 10600 0 0 79676278 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 0 a 0 TCI 1-4-0 12-8-0 l 4-0-0 15-4-0 16-8-0 1 8-0-0 19-4-0 110-8-0 112-0-0 113-2-8 1x3= 1x3 11 1x3 11 1x311 1x3 I I 1x3 11 1x3 11 1x3 11 1x3 11 lx3 11 1x3 11 1x311 A O P Q R S T U V W C IP : 1-6-0 1 B 3 0 ® 0 4 E lx3 11 x4 11 N M L K J I H G F 1 x 3 1 1 1x311 1 x3 I I 1x 3 11 1x3 11 1x3 11 1x3 11 1x3 11 1x311 BC- 1-4-0 12-8-0 1 4-0-0 1 5-4-0 16-8-0 1 8-0-0 19-4-0 110-8-0 1 12-0-0 113-4-0 B 13-4-0 B ALL PLATES ARE MT2020 Scale:0.449"=1 MiTela 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 SPIE//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 -S 0.00 160 C Design checked for 10 psf non- BC Cont. 0- 0- 0 13- 4- 0 I -T 0.00 160 C concurrent LL on BC. or 120.0" 0- 0- 0 13- 4- 0 H -U 0.00 159 C This truss must be installed G -V 0.00 160 C as shown. It cannot be psf-Ld Dead Live F -W 0.00 157 C installed upside-down. TC 20.0 40.0 E -C 0.08 59 C 0.00 0.08 Max comp. force 165 Lbs BC 5.0 0.0 Max tens. force 0 Lbs TC+BC 25.0 40.0 TL Defl 0.00" in L/999 Connector Plate Fabrication Total 65.0 Spacing 24.0" LL Defl 0.00" in L/999 Tolerance = 10% Lumber Duration Factor 1.00 Shear // Grain in A -O 0.13 This truss is designed for a Plate Duration Factor 1.00 creep factor of 1.5 which Fb Fc Ft Emin Plates for each ply each face. is used to calculate total TC 1.15 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area load deflection. BC 1.10 1.10 1.10 1.10 Plate - MT2H 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Total Load Reactions (Lbs) Jt Type Plt Size X Y JSI Jt Down Uplift Horiz- A MT20 1.Ox 3.0 Ctr Ctr 0.33 B 1701 0 MT20 1.Ox 3.0 Ctr Ctr 0.33 p MT20 1.Ox 3.0 Ctr Ctr 0.33 Jt Brg Size Required Q MT20 1.Ox 3.0 Ctr Ctr 0.33 B 160.0" 0"-to- 160" R MT20 1.Ox 3.0 Ctr Ctr 0.33 S MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 2 Unbalanced Load Cases T MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 1 LL Load Case(s) U MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 1 DL Load Case(s) V MT20 1.Ox 3.0 Ctr Ctr 0.33 W MT20 1.Ox 3.0 Ctr Ctr 0.33 Membr CSI P Lbs Axl-CSI-Bnd C MT20 1.Ox 3.0 Ctr Ctr 0.33 Top Chords C MT20 1.Ox 3.0 Ctr Ctr 0.00 A -O 0.10 7 C 0.00 0.10 B MT20 1.Ox 3.0 0.2 Ctr 0.33 O -P 0.10 6 C 0.00 0.10 N MT20 1.Ox 3.0 Ctr Ctr 0.33 P -Q 0.10 6 C 0.00 0.10 M MT20 1.Ox 3.0 Ctr Ctr 0.33 Q -R 0.09 6 C 0.00 0.09 L MT20 1.Ox 3.0 Ctr Ctr 0.33 R -S 0.09 6 C 0.00 0.09 K MT20 1.Ox 3.0 Ctr Ctr 0.33 S -T 0.09 6 C 0.00 0.09 J MT20 1.Ox 3.0 Ctr Ctr 0.33 T -U 0.09 6 C 0.00 0.09 I MT20 1.Ox 3.0 Ctr Ctr 0.33 U -V 0.09 6 C 0.00 0.09 H MT20 1.Ox 3.0 Ctr Ctr 0.33 ✓ -W 0.09 6 C 0.00 0.09 G MT20 1.Ox 3.0 Ctr Ctr 0.33 W -C 0.09 5 C 0.00 0.09 F MT20 1.Ox 3.0 Ctr Ctr 0.33 Bottom Chords E MT20 2.Ox 4.0 Ctr 0.5 0.33 B -N 0.01 0 T 0.00 0.01 N -M 0.01 0 T 0.00 0.01 REVIEWED BY: Oran Plus"'0 Copyngte W.1186 1996-2016 Verson 30 0 060 Engineenng-Po,Va4 tor140016 8.19.35 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 't 160514 F10 2 M100 100800 10600 0 0 79676279 ' Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 m 0 TC h 1-2-8 1 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= lx3 11 4x4= 4x4= 4x4= 1x3 11 4x4= 4x4= 4x4= lx3 11 A M N O P Q R S B T Fj-----1\1%\7717, f 1-6-0 D111 C 2x4 A L K J I H C, F 1x311 3x311 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 I 9-4-0 I 10-8-0 L. 10-8-0 B. ALL PLATES ARE MT2020 Scale:0.551"=1' MiTek®Online Plus. APPROX. TRUSS WEIGHT: 83.1 LBS Online Plus -- Version 30.0.060 J -I 0.01 0 T 0.00 0.01 RUN DATE: 14-OCT-16 I -H 0.01 0 T 0.00 0.01 REFER TO ONLINE PLUS GENERAL H -G 0.01 0 T 0.00 0.01 NOTES AND SYMBOLS SHEET FOR Southern Pine lumber design G -F 0.01 0 T 0.00 0.01 ADDITIONAL SPECIFICATIONS. values are those effective F -C 0.01 0 T 0.00 0.01 06-01-13 by SPIB//ALSC UON Webs NOTES: CSI -Size- ----Lumber---- D -A 0.01 58 C Trusses Manufactured by: TC 0.11 4x 2 SP-#2 L -M 0.39 1124 C RIDGWAY ROOF TRUSS BC 0.01 4x 2 SP-#2 M -K 0.57 1512 C Analysis Conforms To: WB 0.58 4x 2 SP-#3 K -N 0.38 1110 C FBC2014 N -J 0.55 1485 C TPI 2007 Brace truss as follows: J -O 0.39 1137 C Designed for shear loads (plf) O.C. From To 0 -I 0.57 1541 C TC 600.0 BC 0.0 TC Cont. 0- 0- 0 10- 8- 0 I -P 0.03 159 C Design checked for 10 psf non- or 48.0" 0- 0- 0 10- 8- 0 I -Q 0.58 1550 C concurrent LL on BC. BC Cont. 0- 0- 0 10- 8- 0 H -Q 0.40 1144 C This truss must be installed or 120.0" 0- 0- 0 10- 8- 0 H -R 0.56 1505 C as shown. It cannot be psf-Ld Dead Live G -R 0.39 1125 C installed upside-down. G -S 0.58 1550 C Max co 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 0 MT20 4.Ox 4.0 0.5-0.5 0.87 Plus 2 Unbalanced Load Cases P MT20 1.Ox 3.0 Ctr Ctr 0.33 Plus 2 Drag Load Case(s) Q MT20 4.Ox 4.0-0.5-0.5 0.88 Plus 1 LL Load Case(s) R MT20 4.Ox 4.0-0.5-0.5 0.86 Plus 1 DL Load Case(s) S MT20 4.Ox 4.0-0.5-0.5 0.88 B MT20 1.Ox 3.0 Ctr Ctr 0.89 Membr CSI P Lbs Axl-CSI-Bnd D MT20 2.Ox 4.0 Ctr 0.5 0.33 Top Chords L MT20 3.Ox 3.0 0.8 Ctr 0.98 A -M 0.10 362 C 0.00 0.10 K MT20 4.Ox 4.0-0.5 0.5 0.86 M -N 0.10 82 T 0.00 0.10 J MT20 4.Ox 4.0-0.5 0.5 0.84 N -O 0.09 162 T 0.00 0.09 I MT20 4.Ox 6.0 Ctr 0.5 0.94 O -P 0.11 435 T 0.08 0.03 H MT20 4.Ox 4.0 0.5 0.5 0.86 P -Q 0.11 407 T 0.01 0.10 G MT20 4.Ox 4.0 0.5 0.5 0.88 Q -R 0.10 127 T 0.00 0.10 F MT20 3.Ox 3.0-0.8 Ctr 1.00 R -S 0.11 132 T 0.00 0.11 C MT20 1.Ox 3.0 Ctr Ctr 0.33 S -B 0.11 399 T 0.00 0.11 Bottom Chords REVIEWED BY: D -L 0.01 0 T 0.00 0.01 MiTek USA, Inc. L -K 0.01 0 T 0.00 0.01 6904 Parke East Blvd. K -J 0.01 0 T 0.00 0.01 Tampa, FL 33610 Online Plus'0 Copynght MTek®1995.2016 Version 30 0 060 Engineenng•Poraat 10/14/2016 8 19 35 PM Page 1 Job Mark Quan TYPe Span Pl-Hl Left OH Right OH Engineering -( 160514 F11 2 M100 90400 10600 0 o , T967628O Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 0 a TCI 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-8-0 I 8-0-0 I 9-2-8 p.9 1x3= 1x3 11 4x4= 4x4= 4x4= lx3 I I 4x4= 4x4= 1x3 11 A L M N O P Q C i013I1 I\NI I NI I Ill Its J I H G F 3x411 4x4= 4x4= 4x6= 4x4= 3x411 2x411 BC 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-8-0 I 8-0-0 I 9-4-0 6 9-4-0 g ALL PLATES ARE MT2020 Scale:0.624"=1' MiTekS 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-#2 B -A 0.01 60 C RIDGWAY ROOF TRUSS BC 0.01 4x 2 SP-#2 K -L 0.40 1174 C Analysis Conforms To: WB 0.61 4x 2 SP-#3 L -J 0.59 1577 C FBC2014 J -M 0.40 1150 C TPI 2007 Brace truss as follows: M -I 0.58 1538 C Designed for shear loads (plf) O.C..C. From To I -N 0.41 1179 C TC Cont. 0- 0- 0 9- 4- 0 N -H 0.59 1598 C TC Designn BC r.0 checked for 10 psf non- or 48.0" 0- 0- 0 9- 4- 0 H -O 0.03 159 C concurrent LL on BC. BC Cont. 0- 0- 0 9- 4- 0 H -P 0.61 1641 C This truss must be installed or 110.5" 0- 0- 0 9- 4- 0 G -P 0.42 1208 C as shown. It cannot be G -Q 0.61 1637 C installed upside-down. psf-Ld Dead Live F -Q 0.42 1209 C Max comp. force 1641 Lbs TC 20.0 40.0 E -C 0.01 58 C Max tens. force 1611 Lbs BC 5.0 0.0 Connector Plate Fabrication TC+BC 25.0 40.0 TL Defl 0.00" in L/999 Tolerance = 10% Total 65.0 Spacing 24.0" LL Defl 0.00" in L/999 This truss is designed for a Lumber Duration Factor 1.00 Shear // Grain in A -L 0.15 creep factor of 1.5 which Plate Duration Factor 1.00 is used to calculate total Fb Fc Ft Emin Plates for each ply each face. load deflection. TC 1.15 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area BC 1.10 1.10 1.10 1.10 Plate - MT2H 20 Ga, Gross Area Plate - MS18 18 Ga, Gross Area Total Load Reactions (Lbs) Jt Type Plt Size X Y JSI Jt Down Uplift Horiz- A MT20 1.Ox 3.0 Ctr Ctr 0.89 B 1181 5525 R L MT20 4.Ox 4.0 0.5-0.5 0.90 M MT20 4.Ox 4.0 0.5-0.5 0.88 Jt Brg Size Required N MT20 4.Ox 4.0 0.5-0.5 0.91 B 112.0" 0"-to- 112" 0 MT20 1.Ox 3.0 Ctr Ctr 0.33 P MT20 4.Ox 4.0-0.5-0.5 0.93 Plus 2 Unbalanced Load Cases Q MT20 4.Ox 4.0-0.5-0.5 0.93 Plus 2 Drag Load Case(s) C MT20 1.Ox 3.0 Ctr Ctr 0.80 Plus 1 LL Load Case(s) C MT20 1.Ox 3.0 Ctr Ctr 0.00 Plus 1 DL Load Case(s) B MT20 1.Ox 3.0 0.2 Ctr 0.33 K MT20 3.Ox 4.0 0.8 0.5 0.91 Membr CSI P Lbs Axl-CSI-Bnd J MT20 4.Ox 4.0-0.5 0.5 0.90 Top Chords I MT20 4.Ox 4.0-0.5 0.5 0.88 - A -L 0.11 400 C 0.00 0.11 H MT20 4.Ox 6.0 Ctr 0.5 0.99 L -M 0.11 113 T 0.00 0.11 G MT20 4.Ox 4.0 0.5 0.5 0.93 M -N 0.10 169 T 0.00 0.10 F MT20 3.Ox 4.0-0.8 0.5 0.95 N -O 0.12 482 T 0.09 0.03 E MT20 2.Ox 4.0 Ctr 0.5 0.33 O -P 0.10 357 T 0.01 0.09 P -Q 0.09 26 T 0.00 0.09 REVIEWED BY: Q -C 0.09 362 C 0.00 0.09 MiTek USA, Inc. Bottom Chords 6904 Parke East Blvd. B -K 0.01 0 T 0.00 0.01 Tampa, FL 33610 Online Plus'.0 Copynpnt Weida 1996.2016 Vaaon 30.0 000 En0neeeng-Portrait 101141016 8:19 35 PM Page 1 Job Mark Quail Type Span Pl-Hl Left OH Right OH Engineering 160514 F12 12 M100 200600 10600 0 0 T9676281 4. Bldg 4 or 5- Aquatic- Floors r HO 1-6-0 HO 1-6-0 40 m 0 0 N v. 4g o 0 o TC 2-7-8 1 5-1-8 1 7-7-8 181104 111-3-12 1 " 1 15-1-8 1 17-7-8 1 20-3-0 1 1x3= 1x3= (W)3x5= 5x5= 4x4= 3x3= 3x4= 1x3 11 1x3 11 3x4= Si 3x3= 4x4= 5x5= A O P Q R S T U V D S 1-6-0 C 8 `/\ / \ / \ / ' F 2x41) ■ N M L R J I H G s" 2x411 5x6= 4x4= 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 I 16-6-0 1 19-0-0 120-6-0 B 20-6-0 9 EXCEPT AS SHOWN ALL PLATES ARE MT2020 Scale:0.293"=1' MiTek® 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-#2 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 -Si 0 -M 0.52 1105 T TPI 2007 BC 0.67 4x 2 SP-#1 M -P 0.25 1069 C Design checked for 10 pal 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-#3 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-Ld 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 Dell -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 0 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 Si MT20 W3.Ox 5.0 Ctr Ctr 0.00 Plus 1 LL Load Case(s) U MT20 3.Ox 3.0 Ctr Ctr 0.97 Plus 1 DL Load Case(s) V MT20 4.Ox 4.0 Ctr-0.5 0.94 D MT20 5.Ox 5.0-1.0-1.0 0.77 Membr CSI P Lbs Axl-CSI-Bnd D MT20 1.Ox 3.0 Ctr Ctr 0.00 Top Chords C MT20 2.Ox 4.0 Ctr 0.5 0.70 A -O 0.18 1122 C 0.00 0.18 N MT20 5.Ox 6.0 Ctr 1.0 0.86 O -P 0.21 2918 C 0.04 0.17 M MT20 4.Ox 4.0 Ctr 0.5 0.94 P -Q 0.26 4083 C 0.13 0.13 62 MS18 W3.Ox10.0 Ctr Ctr 0.00 O -R 0.40 4739 C 0.08 0.32 L MT20 3.Ox 3.0 Ctr Ctr 0.97 r 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 -61 0.25 4083 C 0.13 0.12 I MT20 3.Ox 3.0 Ctr Ctr 0.97 81-U 0.69 4083 C 0.32 0.37 H MT20 4.Ox 4.0 Ctr 0.5 0.94 U -V 0.53 2917 C 0.11 0.42 G MT20 5.Ox 6.0 Ctr 1.0 0.86 _ ✓ -D 0.47 1122 C 0.01 0.46 F MT20 2.Ox 4.0 Ctr 0.5 0.70 Bottom Chords C -N 0.02 0 T 0.00 0.02 REVIEWED BY: N -M 0.41 2175 T 0.37 0.04 MiTek USA, Inc. M -S2 0.67 3637 T 0.62 0.05 6904 Parke East Blvd. S2-L 0.31 3637 T 0.29 0.02 Tampa, FL 33610 L -K 0.54 4506 T 0.29 0.25 Online Pie'"®Copynght MiT.WA 1996.2018 Veman 30.0.060 Enpineenng•Portrait 1011400168.19 38 PM Pagel T Job Mark Quaal Type Span Pl-Hl Left OH Right OH Engineering 160514 F15 5 M100 160808 10600 0 0 T9676282 irBldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 0 r m o TC 2-7-8 1 5-1-8 I 7-7-8 18-10-01 11-4-0 1 13-10-0 1 16-5-8 r1 1x3= 1x3= 4x4= 3x4= 3x3= 3x3= 3x3= 3x3= 3x4= 4x4= A O P Q R S T D T B NWE 11-6-0 C F 2x411 N M L K I H G 2x411 4x5= 3x4= 3x3= 1x311 1x311 3x3= 3x4= 4x5= W:308 W:308 R:1062 R:1061 BC 1-6-0 1 4-0-0 I 6-6-0 17-9-12 181012 110-2-8 1 12-8-8 1 15-2-8 116-8-8 6 16-8-8 E. ALL PLATES ARE MT2020 Scale:0.354'=t• 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 SPIE//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-82 N -O 0.29 1232 C Analysis Conforms To: BC 0.99 4x 2 SP-112 0 -M 0.36 773 T FBC2014 WB 0.61 4x 2 SP-83 M -P 0.17 737 C TPI 2007 P -L 0.19 400 T Design checked for 10 psf non- Brace truss as follows: L -Q 0.10 457 C concurrent LL on BC. O.C. From To K -Q 0.07 164 T Provide 2X6 continuous TC Cont. 0- 0- 0 16- 8- 8 J -R 0.07 164 T strongbacks (on edge) every or 48.0" 0- 0- 0 16- 8- 8 R -I 0.10 457 C 10.0 Ft. Fasten to each BC Cont. 0- 0- 0 16- 8- 8 I -S 0.19 400 T truss w/ 3-10d(0.131"x3") or 120.0" 0- 0- 0 16- 8- 8 S -H 0.17 737 C nails at truss member(s). H -T 0.36 773 T This truss must be installed psf-Ld Dead Live T -G 0.29 1232 C as shown. It cannot be TC 20.0 40.0 G -D 0.61 1287 T installed upside-down. BC 5.0 0.0 F -D 0.24 1055 C Max comp. force 3162 Lbs TC+BC 25.0 40.0 Max tens. force 3162 Lbs Total 65.0 Spacing 24.0" TL Defl -0.28" in K -J L/697 Connector Plate Fabrication Lumber Duration Factor 1.00 LL Defl -0.14" in K -J L/999 Tolerance = 10% Plate Duration Factor 1.00 Shear // Grain in A -O 0.29 This truss is designed for a Fb Fc Ft Emin creep factor of 1.5 which TC 1.15 1.10 1.10 1.10 Plates for each ply each face. is used to calculate total BC 1.10 1.10 1.10 1.10 Plate - MT20 20 Ga, Gross Area load deflection. Plate - MT2H 20 Ga, Gross Area Total Load Reactions (Lbs) Plate - 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 1.0x 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 3.0x 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 -O 0.47 888 C 0.01 0.46 L MT20 3.Ox 3.0 Ctr Ctr 0.58 0 -P 0.47 2238 C 0.06 0.41 K MT20 1.Ox 3.0 Ctr Ctr 0.96 P -Q 0.54 2952 C 0.10 0.44 J MT20 1.Ox 3.0 Ctr Ctr 0.96 Q -R 0.35 3162 C 0.13 0.22 I MT20 3.Ox 3.0 Ctr Ctr 0.58 R -S 0.54 2952 C 0.10 0.44 H MT20 3.Ox 4.0 Ctr Ctr 0.94 S -T 0.47 2238 C 0.06 0.41 G MT20 4.0x 5.0 Ctr 0.5 0.92 • T -D 0.47 888 C 0.01 0.46 F MT20 2.0x 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 Onbne PW5'"E Copyn9ht MiTeIS 19967016 Velton 30 0 060 En9.neenng•P011194 10/14/20168 19 36 PM Page 1 Job Hark 4uan Type Span P1-H1 Left OH Right OH Engineering r 160514 1 4, F23 M100 40100 10600 0 0 T9676283 Bldg 4 or 5- Aquatic- Floors01 HO 1-6-0 HO 1-6-0 m m 0 .a TC hi 1-5-4 I 2-4-12 I 3-10-0 e11 lx3= 1x3= 3x3= 1x311 lx3II 3x3= A I J D 1 IN: 1-6-0 1 C 4 F 2x411aG 2x4 II 3x3= 3x3= W:308 W:308 R: 241 R: 241 HCI., 1-6-0 I 2-7-0 I 4-1-0 4-1-0 ALL PLATES ARE 102020 Scale:0.674"=1' MSTeka Online Plus" APPROX. TRUSS WEIGHT: 35.2 LBS 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% WE 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 Ohne Plus"®Copyrghl MiTek42 1996.2016 Vers.on 30 0 060 Engmeenng-Portrait 10/142016 8 19 36 PM Page 1 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering '� 160514 F24 1 M100 41000 10600 0 0 T9676284 I/ Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TC I 1-1-0 I 2-5-0 I 3-9-0 1 4-10-0 1x311 3x4. 1x311 3x4= 1x311 H I J 1Sii 1-6-0I lx3 trIMIll G F E x311 2x4 II 4x5= 2x411 7111.11111111111111 BC 1-1-0 I 2-5-0 I 3-9-0 I 4-10-0 6 4-10-0 E. ALL PLATES ARE MT2020 Scale:0.843"=1' MiTek:. Online Plus' APPROX. TRUSS WEIGHT: 36.6 LBS Online Plus -- Version 30.0.060 B -G 0.01 0 T 0.00 0.01 TPI 2007 RUN DATE: 14-OCT-16 G -F 0.01 0 T 0.00 0.01 Designed for shear loads (plf) F -E 0.01 0 T 0.00 0.01 TC 310.0 BC 0.0 Southern Pine lumber design E -D 0.01 0 T 0.00 0.01 Design checked for 10 psf non- values are those effective Webs concurrent LL on BC. 06-01-13 by SPIB//ALSC UON B -A 0.01 45 C This truss must be installed CSI -Size- ----Lumber---- G -H 0.27 807 C as shown. It cannot be TC 0.10 4x 2 SP-#2 H -F 0.40 1092 C installed upside-down. BC 0.01 4x 2 SP-#2 F -I 0.03 163 C Max comp. force 1092 Lbs WB 0.40 4x 2 SP-#3 F -J 0.40 1092 C Max tens. force 1060 Lbs E -J 0.27 807 C Connector Plate Fabrication Brace truss as follows: D -C 0.01 45 C Tolerance = 10% O.C. From To This truss is designed for a TC Cont. 0- 0- 0 4-10- 0 TL Defl 0.00" in L/999 creep factor of 1.5 which or 48.0" 0- 0- 0 4-10- 0 LL Defl 0.00" in L/999 is used to calculate total BC Cont. 0- 0- 0 4-10- 0 Shear // Grain in H -I 0.13 load deflection. or 58.0" 0- 0- 0 4-10- 0 Plates for each ply each face. psf-Ld Dead Live Plate - MT20 20 Ga, Gross Area 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 Online Plus'.©Cooynght M.TekE 1996-2016 Vernon 30 0 060 Engneenng-PoMart 10114/2016 8.19 37 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering /'- 160514 F25 20 rnoo 220408 10600 0 0 T9676285 ' IIPBldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 0 co m TC ( 2-7-8 1 5-1-8 17-7-8 I 10-1-8 112-0-0 I 14-6-0 I 17-0-0 1 19-6-0 I 22-1-8 }` (W)3x5= 1x3= Si 1x3= 5x5= 4x5= 3x5= 3x3= 3x3= 3x3= 3x3= 3x5= 4x5= 5x5= A Q R S T U V W X D T B T E 1-6-0 C F __I__ rill/N/IN1/1\i/G PI 2x411 P O N M L K J I H G 2x411 5x6= 4x5= S2 3x5= 3x3= 1x311 1x311 3x3= 3x5= 4x5= 5x6= W:308 (W)18G-MS18-3x10 = W:308 R:1431 R:1431 13C11-6-0 14-0-0 16-6-0 19-0-0 I 0.2-0-12I 115-10-8 I 18-4-8 120-10-8 R2-4-8I e4 CO .i O P1 Q o O o O1 - N 6 22-4-8 p EXCEPT AS SHOWN ALL PLATES ARE MT2020 Scale:0.269"o 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. 1 -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-I1 A -P 0.85 1795 T BC 0.76 4x 2 SP-I1 P -Q 0.41 1730 C NOTES: -- 0.69 4x 2 SP-2700£-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-13 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 paf 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 strongbacks (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-lOd(0.131"x3") psf-Id Dead Live I -W 0.40 845 T nails at truss member(a). 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 = 107 TC 1.15 1.10 1.10 1.10 LL Dell -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 Jt Type Plt Size X Y JSI Jt Brg Size Required A MT20 5.Ox 5.0 1.0-1.0 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.Ox 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 • SI-V 0.80 5450 C 0.49 0.31 S2 MS18 W3.Ox10.0 Ctr Ctr 0.00 ✓ -W 0.57 4648 C 0.36 0.21 N MT20 3.0x 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 e 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 P -O 0.45 2403 T 0.41 0.04 I MT20 3.0x 5.0 Ctr Ctr 0.97 O -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.Ox 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 M -L 0.67 5702 T 0.33 0.34 L -K 0.69 5702 T 0.33 0.36 REVIEWED BY: OnIne Plus'•®Cop/n9M MTeka 1996.2016 Venwn 30.0060 Engneenn9.Pasa4 1//140016 6 19 37 PM Pagel 441' Job Mark QuailType Span Pl-Hl Left OH Right OH Engineering 160514 F26 2*2P M100 220408 10600 0 0 79676286 11 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 ICI 2-9-10 15-3-12 17-9-14 I 10-2-4 1 12-2-4 1 14-6-10 1 17-0-12 119-6-14 1 22-4-8 SPL 5x5= 4x5= 4x5= 4x5= 2x411 2x411 5x5= 4x5= 4x5= 5x5= A M N 0 P Q R S T C IEo D 2x4 IlO■ L K = J I H �, g 8 n 2x4 II I4x5- 4x5 5x6= 4x5= 4x5= 4x5= 4x5= 4x5= W:308 SPL 308 R:1454 R::145145 4 BC 2-6-2 1 5-0-4 I 7-6-6 I 10-0-8 112-4-0 114-10-2 I 17-4-4 119-10-6 I 22-4-8 22-4-8 B ALL PLATES ARE MT2020 Seale:0.273"=1' MiTek Si 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 FBC2014 G -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 SPIE//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 staggeredatter n. BC 0.76 2x 4 SP-/2 M -K 0.50 2127 T Connector Rows Spacing -- 0.71 2x 4 SP-/1 K -N 0.10 912 C TC 10d 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 WB 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 = 20% 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 O 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" 0 MT20 2.Ox 4.0 Ctr Ctr 0.17 R MT20 5.0x 5.0 Ctr 0.5 0.63 LC# 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.Ox 4.0 Ctr Ctr 0.23 BC V 5 0 0.0' 22.4' L MT20 4.Ox 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) N MT20 4.Ox 5.0 Ctr Ctr 0.32 G MT20 d.Ox 5.0 Ctr Ctr 0.43 • Membr CSI P Lbs Axl-CSI-Bnd F MT20 4.0x 5.0 Ctr Ctr 0.66 1 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 6404 C 0.18 0.18 MiTek USA, Inc. a 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: Ontme PWe"O Copyngnt M,Tet191996.2016 Venuon 300060 Enpneenng.PoNat 10114/1016 6.19.38 PM Paget Job Mark Quail Type Span P1-H1 Left OH Right OH Engineering r- 160514 F27 2 M100 30000 10600 0 0 T9676287 Bldg 4 or 5- Aquatic- Floors IP HO 1-6-0 BO 1-6-0 m o TC 1,-11 1-5-12 I 2-10-8 1x3= 1x3 11 1x3 11 4x4= i G 1 1-6-0 1/11°1°''' D ik C 2x 4 F x311 4x4= 71=11111.1117 BC L 1-8-0 1 3-0-0 3-0-0 6 ALL PLATES ARE MT2020 Scale:0.766"n 1' MiTekS: Online Plus" APPROX. TRUSS WEIGHT: 23.5 LBS Online Plus -- Version 30.0.060 Membr CSI P Lbs Axl-CSI-Bnd RIDGWAY ROOF TRUSS RUN DATE: 14-OCT-16 Top Chords Analysis Conforms To: 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 SPIB//ALSC UON 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 Design checked for 10 psf non- TC 0.16 4x 2 SP-#2 Webs 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-N3 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: Onhne PI."E Copynght M:T460 19562018 Version 30 0 080 Enflneering•POM1ra"10/140016 8 19 38 PM Page 1 i Job Mark Quan Type Span P1-Hl Left OH Right OH Engineering -.644160514 F28 8 M100 30000 10600 0 0 7'9676288 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 m 0 TCS- 1-3-12 1 2-10-8 1x3= 1.311 1.311 3x6= G I. 1-6-0 D / . C 2x411 I, 1x41 I 3x3= 7 ,J W:308 HGR R: 174 R: 191 BC------1-6-0 1 3-0-0 3-0-0 9 ALL PLATES ARE MT2020 Scale:0.718"=1' MiTek 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 WE 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 1 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 Plus n.49 Copyn9nl M,Tek®1998-2018 Version 30.0.080 Enyneennp-PONaa 101142018 8:19:38 PM Page 1 Job Hark Quan Type Span Pl-Hl Left OH Right OH Engineering 160514 F29 16 moo 31008 10600 0 0 T9676289 Bldg 4 or 5- Aquatic- FloorsOr HO 1-6-0 HO 1-6-0 TC 1-0-4 2-4-12 3-10-8 1x3 x3= 2x411 3x3= 2x4 11 A B H .._1. 1 1-6-0 II 10111 1 F - Aak D 1x31L E G i1?� 1 ,x411 1x3= 3x5- 1x311 .oma,- Cant:10- 8 W:308 HGR R: 810 R: 87 U: 73 BC 1,3 1-0-4 1 2-5-8 I 3-10-8 ii 3-10-8 ♦ ALL PLATES ARE MT2020 Sca'e:0.748'=1' MiTekMB Online PlusTM 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- G -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.Ox 3.0 Ctr Ctr 0.33 D 3.5" 1.5" F MT20 1.Ox 3.0 Ctr Ctr 0.00 - E MT20 3.Ox 5.0 Ctr Ctr 0.56 LC# 1 Standard Loading G MT20 1.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 Online Plus"'0 Copynpht Woke 1996-2016 Version 30.0.060 Engneenng.',man 10/14/2016 8:19:38 PM Page 1 .' Job Mark Wan Type Span P1-H1 Left OH Right OH Engineering 160514 F30 6 M100 60200 10600 0 0 T9676290 1 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 0 TC 1,1 1-5-4 I 3-2-12 I 4-6-8 ( 6-0-8 1 1x3= 3x3= 1x311 1x311 3x3= 2x411 A H I J B fa E 11> "\iii1111: IF 1-6-0 D C 2x4 11 G F LI.ix6= 7 3x3= 3x3= 7 W:308 W:308 R: 380 R: 396 BC' 1-6-0 I 3-5-0 I 6-2-0 6 6-2-0 8, ALL PLATES ARE MT2020 Scale:0.698"=1' MiTekS 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 CON 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 OMne Prus"62 Copyngm Waled 1996-2016 Verson 30 0 060 Engmeenng.Portrait 10/142016 8.19 39 PM Page 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering 160514 F31 2 M100 60200 10600 0 0 T9676291 ' Bldg 4 or 5- Aquatic- Floors r HO 1-6-0 HO 1-6-0 0 0 N 0 TCS 1-4-0 1 2-8-0 I 4-0-0 I 5-4-0 1 6-0-8 t°I 1x3= 1x3 11 1x3 II 1x3 II 1x3 I i 1x3 II 1x3 Il A J K L M C Ion i .1 ► 10 :: B I (� i y Yi 1x3 1I A G F 1x3 I1 1x3 I I 1x3 II 1x3 I I2x4 II BC 1-4-0 1 2-8-0 I 4-0-0 I 5-4-0 16-2-0EJ .4 6-2-0 ALL PLATES ARE MT2020 Scale:0.695"o 1' MiTeka Online PlusTM APPROX. TRUSS WEIGHT: 39.3 LBS Online Plus -- 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 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: Onene Plus"'0 Copynght Weld)1996.2018 Version 300060 Enpneenng•Pentad 10/14/2016 8 19 39 PM Page 1 tn Job Mark Quan Type Span P1-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 0 0 a 0 TCI 1-4-12 1 2-8-0 1 3-11-4 1 5-2-8 fl 1x3= 1x3 1I 4x4= 1x3 11 4x4= 1x3 11 A I J K C i IP :11J 1-6-0 \ / Bil II11 1x3 I H G F 2x4 11 2x4 11 4x5= 2x411 711111M....1.7 BC 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 6 5-4-0 g. ALL PLATES ARE MT2020 Scale:0.720"•1' MiTek 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-83 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 1.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 Online Flue"0Copyn9ne 65Ta169 1998-2018 Venuon 30.0 060 EnBneenn9•Penufl 10/142018 8:19.39 PM Pape I Job Mark Chian Type Span P1-H1 Left OH Right OH Engineering -. 160514 F34 16 M100 50804 10600 0 0 79676293 ` Bldg 4 or 5- Aquatic- FloorsIP HO 1-6-0 HO 1-6-0 iv coTCI 1-6-12 1 4-1-8 1 5-6-12 3x6= 1x311 1x311 HI IF I 11\ 1-6-0 1 B E 2x41�T 2x411 G F 0 3x3= 3x3= HGR W:308 R: 365 R: 349 BCL 1-6-0 I 4-2-4 I 5-8-4 j 5-8-4 ALL PLATES ARE MT2020 Scale:0.681"=V MiTek*_. Online Plus' APPROX. TRUSS WEIGHT: 41.8 L3S 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-02 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'"U Cap./ogre W ek&1996-2016 Version 30 0 060 En9neenn0-PoNa4 10/14/1016 8 19 40 PM Pape 1 i 11 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering 160514 F35 4 Mloo 70408 10600 0 0 T9676294 11 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 00 0 v TC! 3-0-0 I 4-6-0 I 7-3-0 P 1x3= 4x12= 3x3= 3x3= 3x6= A J K C T ii\/t) 1-6-0 IF Ilk E 3x5 JIM 11) I H G g 4x4II n 3x3= 1x311 1x311 3x3= 7 HGR W:308 R: 479 R: 462 BC 1-9-0 i 3-0-12 1 4-5-4 I 5-9-0 I 7-4-8 6 7-4-8 1E ,- ALL ALL PLATES ARE MT2020 Scale.0.656"=1' MITekS,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 S 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 Onbne Plus'"0 Copy8019 MiTek9 19962016 Verson 30 0.060 Engineenng•Portree 10/10120166.19.00 PM Pape 1 Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering I 160514 F36 12 1•1100 200204 10600 0 0 7'9676295 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 N M m o TC 2-7-8 I 5-1-8 I 7-7-8 181104 111-0-0 I '" I 14-9-12 1 17-3-12 I 20-0-12 1 1x3= (W)3x5= 5x5= 4x4= 3x3= 3x3= 1x3 11 1x3 11 3x3= Si 3x3= 4x4= 5x6= A N 0 P Q R S T U B T Ef \c/\11/1\11114.-7- D V 111 \ / \ / \/\I1-6-0 C _L_ 2x411 `® M L K J I H G F 2x4II 5x6= 4x4= 3x3= 3x3= 3x3= 3x3= 4x4= 5x6= 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 I 13-8-4 I 16-2-4 I 18-8-4 120-2-4 20-2-4 8881111 EXCEPT AS SHOWN ALL PLATES ARE MT2020 Scale:0.298"=1' MiTek* 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//AISC VON Webs Trusses Manufactured by: CSI -Size- ----Lumber---- D -A 0.29 1284 C RIDGWAY ROOF TRUSS TC 0.81 4x 2 SP-41 A -M 0.76 1604 T Analysis Conforms To: -- 0.70 4x 2 SP-e2 M -N 0.37 1543 C FBC2014 SI-B N -L 0.51 1082 T TPI 2007 BC 0.98 4x 2 SP-41 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-43 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/ 3-1Od(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-Id Dead Live F -B 0.77 1635 T Connector Plate Fabrication TC 20.0 40.0 C -B 0.16 714 C Tolerance - 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 Q -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 - 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 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" 0 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) Si MT20 W3.Ox 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 62 MS18 W3.Ox10.0 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 -61 0.52 4030 C 0.25 0.27 H MT20 3.Ox 3.0 Ctr Ctr 0.92 S1-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 S2-J 0.60 4418 T 0.38 0.22 Online Pws",0 Copyright Wel*1996.2016 Version 300 060 Enpnoann9•Paean 10/14)2016 8 19:40 PM Page 1 111 Job Mark Quark Type Span Pl-Hl Left OH Right OH Engineering 160514 F38 2 M100 70500 10600 0 0 T9676296 i! Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TO1 2-9-0 I 4-8-0 I 7-5-0 3x6= 3x3- 3x3= 3x6- (\xI J 111N11/141) 1-6-0 B D 2x4 1Cx4 11 H G F E7 3x3- 1x311 1x311 3x3- J] W:308 HGR R: 482 R: 482 BC 1.., 1-6-0 I 2-9-12 I 4-7-4 I 5-11-0 1 7-5-0 7-5-0 B ALL PLATES ARE MT2020 Scale:0.759'=t' MiTek®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 T 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 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 Ohio Plus'.®Copyright Weld.1996.2016 Venwn 300 060 Engineering.Poroert 10114/20168'.19 41 PM Page 1 I Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering 160514 F39 2 M100 60908 10600 0 0 79676297 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TCI 1-4-12 I 2-8-12 I 4-0-12 I 5-4-12 I 6-9-8 4x5= 4x5 II 1x3 II 1x3 II 4x5 11 4x5= I J K L irk- ir,,, ,i 111111\h„. I 4144444441i 1-6-0 B 1 Ix D 4x4 H G FE ! 4Il 4x5= 4x511 4x5 II 4x5= BC L 1-4-12 I 2-8-12 I 4-0-12 I 5-4-12 I 6-9-8 6-9-8 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. Online Plua"a CopyngM MITWO 19962016 Verson 30 0.060 Engrneenng.000:eit 10/142016 8 19 41 PM Page 1 M 4 Job Mark Solan Type Span Pl-Hl Left OH Right OH Engineering 160514 F40 2 M100 160504 10600 0 0 T9676298 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TCI 2-9-12 I 5-4-8 I 7-10-8 1 9-9-12 1 12-3-12 I 13-8-4 1 16-5-4 1x3= 1x3= 1x3= 1x3= 1x3= 1x3= lx3= 1x3= 1x3= 1x3= 1 5x5= 3x5 II 3x5 II 3x5 I 3x51 3x5 1 6x6= 1x3= 1x3=CC 1x3= 1x3=DD 1x3= 1x3=IiE 1x3= FE 4x3= 1x3=� 1x3=� 1x3= 6x6= A C -1- 1-6-0 miZillitiS:7 1-6-0 B S ® I: D 2x411 nt>BB R AA Z Y X W U V 2x411 3x3= 1x3 11 3x3= 3x3= 1x311 1x3 11 3x3= 3x3= 3x3= 7IMIMIIIIII=11 711 HGR W:904 R: 625 R:1271 BC 1-6-0 12-9-12 1 4-1-8 I 6-7-8 17-11-4 19-9-0 111-0-12112-5-4 I 14-11-4 1 16-5-4 16-5-4 B ALL PLATES ARE MT2020 Scale:0.36T'=1' MiTek4D 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 UON 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-12 BB-R 0.03 91 T 0.02 0.01 BC 0.19 4x 2 SP-12 R -AA 0.03 91 T 0.02 0.01 REFER TO ONLINE PLUS GENERAL WB 0.28 4x 2 SP-13 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 H -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 -GG 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 LC1 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 1 Plus 1 DL Load Case(s) FF MT20 3.0x 5.0 Ctr 0.5 0.47 w GG MT20 3.Ox 5.0 Ctr 0.5 0.47 Membr CSI P Lbs Axl-CSI-Bnd HH 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 e 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 M720 3.Ox 3.0 Ctr Ctr 0.87 Onsne PWo'0 Copynpht MiTol!)1998-2018 Vernon 300 060 Engnoennp.Poring¶0/142016 8.19 42 PM Pape 1 Job Mark Quan TYPe Span Pl-Hl Left OH Right OH Engineering Ilk 160514 F41 2 ruoo 160504 10600 0 0 7'9676299 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TCI 2-9-0 I 5-3-0 1 7-9-0 8-8-41 11-2-4 1 13-8-4 I 16-5-4 l 4x6= 3x4= 3x3= 3x3= 3x3= 3x3= 3x4= 4x6= A M N O P Q R C T e< 1-6-0 B \ , \/\ / 2x411\-' L K J I H G F E n 2x4 11 II 4x5= 3x4= 3x3= lx3 11 1x3 11 3x3= 3x4= 4x5= II HGR HGR R:1068 R:1068 BC' 1-b-U I 4-0-0 I b-b-U 11-9-12 I 19-11-4 1 12-b-4 1 14-11-4 1 1b-b-4 1 m 0 r 0 m <11 16-5-4 E=,- ALL ALL PLATES ARE MT2020 Scale:0 367"=1' MiTekR 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 WB 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 -0 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 3.0x 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 Mrs'.GCopYnght M:Te#E 19962016 Voeun 30 0 060 Enpneenng•Ponta'1 011 412016 8 19 42 PM Page 1 d 4Job Mark Quan Type Span Pl-H1 Left OH Right OH Engineering II 160514 F42 2 Mloo 160000 10600 0 0 T9676300 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 0 0 0 TC 1 1-4-0 1 2-8-0 14-0-12 1 5-4-0 16-8-0 1 8-0-0 1 9-4-0 110-8-0 111-11-4 113-4-0 1 14-8-0 1151008 rt 1x3= 1x3 1I 1x3 1 I 1x3 11 4x4= lx3 II 4x5= 1x3 11 4x5= 1x311 4x4= 1x3 11 1x3 11 lx3 11 A Q R S T U V W X Y 2 AA C ] : t' IP . . 111 ::,-,,g to se ft fif ] ma\411414 , / B \ ,_ / I \ /= 4 I g■�E 1x311 P O M L� K J I H G g 41x411 1x311 1x311 3x311 4x5= 1x311 4x5= 1x311 4x5= 3x311 1x311 1x311 BC 1-4-0 12-8-0 14-0-0 1 5-4-0 16-8-0 1 8-0-0 19-4-0 110-8-0 112-0-0 113-4-0 114-8-0 116-0-0 B 16-0-0 B ALL PLATES ARE MT2020 Scale:0.378"=1' MiTekS Online Plus" APPROX. TRUSS WEIGHT: 112.7 LBS Online Plus -- Version 30.0.060 K -J 0.01 0 1 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 UON F -E 0.01 0 T 0.00 0.01 CSI -Size- ----Lumbar---- Webs Tampa, FL 33610 TC 0.24 4x 2 SP-/2 B -A 0.01 60 C REFER TO ONLINE PLUS GENERAL BC 0.01 4x 2 SP-42 P -Q 0.05 174 C NOTES AND SYMBOLS SHEET FOR WB 0.49 4x 2 SP-43 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-Ld 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 5.0 0.0 I -X 0.03 159 C Design checked for 10 psf non- BCcsntrussnt LL onBC. be 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 camp. 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 Z MT20 I.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 3.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 B -P 0.01 0 T 0.00 0.01 K 04T20 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 T 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 1.Ox 3.0 Ctr Ctr 0.33 Onlino P1 "©Copynght MITQ6 6 1986-2010 Version 30.0 060 Engneenng.Poriral 10/142016 8'19 42 PM Pagel Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering It 160514 F43 3 1.1100 51000 10600 0 0 79676301 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TCI 11-12 I 2-3-0 I 3-7-0 1 4-11-0 1 5-10-0 1x311 4x5- lx311 5x8= 1x311 1x311 I jK I i 1-6-0 :\ / \ B 3. U ID lx3 H G F E k.x3I1 4x411 5x8. 1x311 5x5= BC 11-0 1 2-3-0 I 3-7-0 1 4-10-4 I 5-10-0 ^� 5-10-0 B ALL PLATES ARE MT2020 Scale.0843"=1' MiTek 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 WE 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: 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 Plus'.c Copylgnt MiTekO 1996-2016 Version 30 0.060 Enceneennp•Portrait 10114/2016 8'.1943 PM Pepe 1 4 Job Mark �� e Span Pl-Hl Left OH Right OH Engineering 160514 F46 3 rnoo 140300 10600 0 0 T9676302 IIBldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 0 e) 0 TCI1-1-8 1 2-5-8 1 3-9-8 15-1-8 1 6-5-8 1 7-9-8 19-1-8 110-5-8 111-9-8 1 13-1-8 114-1-8{1 1x3= 1x311 4x5= 1x311 4x8= 1x311 4x6= 1x311 4x6= 1x311 4x8= 1x311 1x311 A P 4 R S T U V W X Y C TD 1-6-0 BE 1x311 O N M L K J I H G F x411 4x4 I I 4x8= 1x311 4x8= lx3 11 4x6= lx3 II 4x8= 1x311 4x5= BC 1-1-8 1 2-5-8 13-9-8 I 5-1-8 16-5-8 1 7-9-8 19-1-8 110-5-8 111-9-8 113-1-8 114-3-0 6 14-3-0 B ALL PLATES ARE MT2020 Scale:0.422"=1' MiTek,: 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 T 0.00 0.01 Tampa, FL 33610 values are those effective Webs 06-01-13 by SPIB//ALSC VON 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-42 P -N 0.66 1774 C ADDITIONAL SPECIFICATIONS. BC 0.01 4x 2 SP-I2 N -Q 0.03 160 C WB 0.70 4x 2 SP-#3 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 Elvin E -C 0.01 47 C Tolerance a 10% 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 1.Ox 3.0 Ctr Ctr 0.33 Plus 1 DL Load Case(s) R MT20 4.0x 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 I.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 t 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 1 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 B -O 0.01 T 0.00 0.01 J MT20 4.Ox 6.0 Ctr 0.5 1.00 O -N 0.01 T 0.00 0.01 I MT20 1.Ox 3.0 Ctr Ctr 0.33 N -M 0.01 T 0.00 0.01 H MT20 4.Ox 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 Ohne Ms'.CO Copynpht M:065 1996.2016 Version 30 0.060 Enpneenng-Portrait 10/14/2016 8 19 43 PM P488 1 Job Mark Quare Type Span Pl-H1 Left OH Right OH Engineering 160514 F47 2 M100 140300 10600 0 0 79676303 Bldg 4 or 5- Aquatic- Floors I HO 1-6-0 HO 1-6-0 0 0 rt 0 TCI 2-9-0 1 5-3-0 1 6-6-12 1 7-8-4 1 9-0-0 1 11-6-0 I 14-1-8 1 1x3= 4x6= 3x3= 3x3= 1x311 1x311 3x3= 3x3= 4x4= A L M N O P Q C T4 1D 1-6-0 1./ \ / \gP E 1 2x4111K J I H G F J 2x4 II ft 4x4= 3x3= 3x3= 3x3= 3x3= 4x4= 7 1 HGR W:308 R: 922 R: 905 II BC 1-6-0 1 4-0-0 1 6-6-0 1 7-9-0 I 10-3-0 I 12-9-0 114-3-0 14-3-0 B ALL PLATES ARE MT2020 Scale:0.414"=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-#2 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-N3 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 Ple'"®CopyngM MiTek®1998.2018 V.R,on 30.0 060 Enpneennp•PoSet 10/140016 8 1943 PM Pape 1 4 Job Mark Qu an q je Span Pl-Hl Left OH Right OH Engineering 160514 F48 1 M100 101010 10600 0 0 T9676304 IIBldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 v o o ,4 o m TCI 1-6-12 12-8-14 14-2-2 15-7-6 1`0I 7-5-10 18-10-14 101110-10-10 2x4 II 2x4 II #1x3= U W 7x10= 2x4 II 2x4 II 7x12= 2x411 6x10= 2x4 II 6x6- J R S 1x3= F 1x3=T H 1x3=V C T �� _ 16 � �r i �r K ■ .0 iiir��� II D 2x4 , . � �� J II II Q P G N I L 2x4 5x6= 5x6= 2x411 0 3x3= 2x411 M 4x5= 3x3= 4x5= _1 11111111. 117 711 HGR W:506 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 .y o 01 10-10-10 p ALL PLATES ARE MT2020, # = PLATE SELECTED IN PLATE MONITOR Scale:0.385"=1' MSTekA 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 7.02E10.0 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 2.0x 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 M'20 2.Ox 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 MT20 2.0x 4.0 0.2 0.5 0.61 CSI -Size- ----Lumber---- I -U 0.29 223 T 0.06 0.23 H MT20 6.0x10.0 Ctr-0.8 0.81 IC 0.58 4x 2 SP-12 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 WB 0.74 4x 2 SP-43 U -H 0.53 223 I 0.06 0.47 C MT20 6.0x 6.0 Ctr Ctr 0.90 -- 0.63 4x 2 SP-42 H -V 0.45 624 C 0.00 0.45 K MI20 2.0x 4.0 Ctr 0.5 0.74 J -0 P -F H -V 0.49 624 C 0.00 0.49 Q MT20 5.0x 6.0-1.5 1.0 0.93 V -W 0.18 624 C 0.00 0.18 P M720 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 14720 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.Ox 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 4.0x 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.Ox 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 TC 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 1 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 Fc 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 1 RIDGWAY ROOF TRUSS K 2521 G -F 0.39 1746 C Analysis Conforms To: I 8507 0 -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 -H 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 1 Use properly rated hangers for LC8 1 Girder Loading M-V 0.24 1059 C loads framing into girder Dur Fctrs - Lbr 1.00 Plt 1.00 L -W 0.25 1109 C truss. '4 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 IL Defl -0.03" in K -Q L/999 This design may have plates e Plus 4 Unbalanced Load Cases LL Defl -0.01" in K -Q L/999 selected through a plate Plus 1 LL Load Case(s) Shear // Grain in H -V 0.92 monitor. Plus 1 DL Load Case(s) Max comp. force 1746 Lbs Plates for each ply each face. Max tens. force 2262 the Mmobr CSI P Lbs Axl-CSI-Bnd Plate - MT20 20 Ga, Gross Area Connector Plate Fabrication Top Chords Plate - Mr2H 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 Omnis Plus^'O Copyngnt atiewS 1996.2016 Vetwon 30.0.060 Enpneenng•Porset 10N420168 1944 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering It 160514 F49 4 14100 160500 10600 0 0 T9676305 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 0 ul O 10 TCI 1-6-0 1 4-0-0 I 6-6-0 17-9-12 19-10-4 111-2-0 I 13-8-0 I 16-3-8 T1 1x3= 2x4 I I 4x4= 3x3= 3x3= 1x311 1x3 11 3x3= 3x4= 4x4= A L M N 0 P Q R C 11:11\t/\/\ 9 1 D 11 1-6-0 /\ /\ / BE 3x6= K J I H G F 2x4 11 111 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 14-11-0 116-5-0 .E] 16-5-0 B 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.Ox 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 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 0.56 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 OnW1e Plus"'0 Copyright MiTek®1996.2016 Version 30 0.060 Engineering-Pereao 10/14!2016 8.19:44 PM Pape 1 .4Job Hark S2uan Type Span Pl-Hl Left OH Right OH Engineering 160514 F50 1 M100 160500 10600 0 0 79676306 4 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 0 w 0 TCI 1-6-0 I 4-0-0 1 6-6-0 17-9-12 I 9-10-4 (11-2-0 1 13-8-0 I 16-3-8 fl 1x3= 2x411 4x5= 4x5= 4x6= 1x311 1x311 4x6= 4x5= 4x4= A L M N O P Q R C B1-6-0 /INIAIA: i / \ / \ /,. ,o 4x6= J x411 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 1 14-11-0 1 16-5-0 6 16-5-0 _---$ ALL PLATES ARE MT2020 Scale:0.369"=1' MITeRE Online PlusTM 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 BC Cont. 0- 0- 0 16- 5- 0 H -P 0.04 199 C Design checked for 10 psf non- B 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 Boris- Plate - MS18 18 Ga, Gross Area B 2110 12545 R Jt Type Plt Size X Y JSI A MT20 2.0x 4.0 Ctr-0.5 0.65 Jt Brg Size Required L MT20 4.0x 5.0 Ctr-0.5 0.89 B 197.0" Orr-to- 197" M MT20 4.0x 5.0 Ctr-0.5 0.88 N MT20 4.0x 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 1.0x 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 4.0x 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 4.0x 6.0 Ctr 0.5 0.81 1 A -L 0.25 577 C 0.00 0.25 K MT20 4.Ox 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 4.0x 5.0-1.0 0.5 0.91 N -0 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 4.0x 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. Onmme Pius'•0 Copyngm M.TeM3 1996-2018 Verson 30 0.060 Eng,neenng.Ponra,1 10/14/2018 8:1944 PM Page 1 Job Mark QuanType Span P1-H1 Left OH Right OH Engineering ik- 160514 F52 1 M100 30908 10600 0 0 T9676307 Bldg 4 or 5- Aquatic- Floors e HO 1-6-0 HO 1-6-0 co 0 TC 11 1-5-4 1 2-1-4 ( 3-8-0 1x3= 3x3= 1x311 lx311 3x6= H I T4`is. \1 ,L .) 1-6-0 D C 2x411CO G F x411 !II 3x3= 3x3= J] W:308 HGR R: 226 R: 242 Be 1d 1-6-0 12-3-b I 3-9-11 3-9-8 EJ ALL PLATES ARE MT2020 Scale:0.718"=1' MiTek®Online Plus"' APPROX. TRUSS WEIGHT: 34.6 LBS Online Plus -- Version 30.0.060 Bottom Chords Design checked for 10 psf non- RUN DATE: 14-OCT-16 D -G 0.05 0 T 0.00 0.05 concurrent LL on BC. G -F 0.07 150 T 0.02 0.05 This truss must be installed Southern Pine lumber design F -C 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 D -A 0.05 219 C Max comp. force 219 Lbs CSI -Size- ----Lumber---- A -G 0.10 212 T Max tens. force 212 Lbs TC 0.14 4x 2 SP-#2 G -H 0.03 136 C Connector Plate Fabrication BC 0.07 4x 2 SP-#2 F -I 0.03 136 C Tolerance = 10% WB 0.10 4x 2 SP-#3 F -B 0.09 207 T This truss is designed for a C -B 0.02 128 C creep factor of 1.5 which Brace truss as follows: C -B 0.02 128 C is used to calculate total O.C. From To load deflection. TC Cont. 0- 0- 0 3- 9- 8 TL Defl 0.00" in L/999 or 44.0" 0- 0- 0 3- 9- 8 LL Defl 0.00" in L/999 BC Cont. 0- 0- 0 3- 9- 8 Shear // Grain in A -H 0.15 or 44.0" 0- 0- 0 3- 9- 8 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 3.0 Ctr Ctr 0.31 Lumber Duration Factor 1.00 A MT20 1.Ox 3.0 Ctr Ctr 0.00 Plate Duration Factor 1.00 H MT20 1.Ox 3.0 Ctr Ctr 0.33 Fb Fc Ft Emin I MT20 1.Ox 3.0 Ctr Ctr 0.33 TC 1.15 1.10 1.10 1.10 B MT20 3.Ox 6.0 Ctr Ctr 0.24 BC 1.10 1.10 1.10 1.10 D MT20 2.Ox 4.0 Ctr 0.5 0.33 G MT20 3.Ox 3.0 Ctr Ctr 0.31 Total Load Reactions (Lbs) F MT20 3.Ox 3.0 Ctr Ctr 0.30 Jt Down Uplift Horiz- C MT20 2.Ox 4.0 Ctr 0.5 0.20 D 226 C 243 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 4 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 0.13 150 C 0.00 0.13 Analysis Conforms To: H -I 0.09 150 C 0.00 0.09 FBC2014 I -B 0.14 150 C 0.00 0.14 TPI 2007 OW n,Pb,"u90opyright M%ToEO 19562018 Vumon 30.0.060 Engineering-P0Nae 1011412016 8 19 45 PM Pape 1 •] Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering !1 160514 F53 1 M100 140800 10600 0 0 T9676308 4 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TCI 2-9-0 I 5-3-0 I 6-6-12 18-1-4 I 9-5-0 I 11-11-0 I 14-8-0 f 4x6= 3x3= 3x3= 1x311 1x311 3x3= 3x3= 4x6= A K L M N O P C 4:11/1111\ 11)lEo \ B II / NS\ I D 2x4 11 J I H G F E 2x4 11 4x4= 3x3= 3x3= 3x3= 3x3= 4x4= L HGR HGR R: 953 R: 953 BC 1-6-0 I 4-0-0 I 6-6-0 18-2-0 1 10-8-0 I 13-2-0 114-8-0 ® 14-8-0 B ALL PLATES ARE MT2020 Scale:0.407"=1' MiTek?', Online Plus" APPROX. TRUSS WEIGHT: 102.9 LBS Online Plus -- Version 30.0.060 I -H 0.74 2269 T 0.46 0.28 REFER TO ONLINE PLUS GENERAL RUN DATE: 14-OCT-16 H -G 0.72 2435 T 0.46 0.26 NOTES AND SYMBOLS SHEET FOR G -F 0.74 2269 T 0.46 0.28 ADDITIONAL SPECIFICATIONS. Southern Pine lumber design F -E 0.42 1519 T 0.38 0.04 values are those effective E -D 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 0.11 520 C RIDGWAY ROOF TRUSS TC 0.50 4x 2 SP-#2 B -A 0.11 520 C Analysis Conforms To: BC 0.74 4x 2 SP-#2 A -J 0.54 1138 T FBC2014 WB 0.54 4x 2 SP-#3 J -K 0.25 1061 C TPI 2007 K -I 0.27 575 T Design checked for 10 psf non- Brace truss as follows: I -L 0.12 539 C concurrent LL on BC. O.C. From To L -H 0.20 440 T Provide 2X6 continuous TC Cont. 0- 0- 0 14- 8- 0 H -M 0.05 232 C strongbacks (on edge) every or 48.0" 0- 0- 0 14- 8- 0 G -N 0.05 232 C 10.0 Ft. Fasten to each BC Cont. 0- 0- 0 14- 8- 0 G -O 0.20 440 T truss w/ 3-10d(0.131"x3") or 120.0" 0- 0- 0 14- 8- 0 O -F 0.12 539 C nails at truss member(s). F -P 0.27 575 T This truss must be installed psf-Ld Dead Live P -E 0.25 1061 C as shown. It cannot be TC 20.0 40.0 E -C 0.54 1138 T installed upside-down. BC 5.0 0.0 D -C 0.11 520 C Max comp. force 2435 Lbs TC+BC 25.0 40.0 D -C 0.11 520 C Max tens. force 2435 Lbs Total 65.0 Spacing 24.0" Connector Plate Fabrication Lumber Duration Factor 1.00 TL Defl -0.18" in G -F L/948 Tolerance = 10% Plate Duration Factor 1.00 LL Defl -0.10" in G -F L/999 This truss is designed for a Fb Fc Ft Emin Shear // Grain in A -K 0.30 creep factor of 1.5 which TC 1.15 1.10 1.10 1.10 is used to calculate total BC 1.10 1.10 1.10 1.10 Plates for each ply each face. load deflection. Plate - MT20 20 Ga, Gross Area Total Load Reactions (Lbs) Plate - MT2H 20 Ga, Gross Area Jt Down Uplift Horiz- Plate - MS18 18 Ga, Gross Area B 953 Jt Type Plt Size X Y JSI D 953 A MT20 4.Ox 6.0 Ctr-0.5 0.74 K MT20 3.Ox 3.0 Ctr Ctr 0.84 Jt Brg Size Required L MT20 3.Ox 3.0 Ctr Ctr 0.64 B 3.5" 1.5" M MT20 1.Ox 3.0 Ctr Ctr 0.33 D 3.5" 1.5" N MT20 1.Ox 3.0 Ctr Ctr 0.33 O MT20 3.Ox 3.0 Ctr Ctr 0.64 Plus 2 Unbalanced Load Cases P MT20 3.Ox 3.0 Ctr Ctr 0.84 Plus 1 LL Load Case(s) C MT20 4.Ox 6.0 Ctr-0.5 0.74 Plus 1 DL Load Case(s) B MT20 2.Ox 4.0 Ctr 0.5 0.28 J MT20 4.Ox 4.0 Ctr 0.5 0.97 Membr CSI P Lbs Axl-CSI-Bnd I MT20 3.Ox 3.0 Ctr Ctr 0.84 Top Chords H MT20 3.Ox 3.0 Ctr Ctr 0.64 A -K 0.49 805 C 0.00 0.49 G MT20 3.Ox 3.0 Ctr Ctr 0.64 a K -L 0.50 1906 C 0.04 0.46 F MT20 3.Ox 3.0 Ctr Ctr 0.84 L -M 0.40 2435 C 0.04 0.36 E MT20 4.Ox 4.0 Ctr 0.5 0.97 M -N 0.40 2435 C 0.04 0.36 D MT20 2.Ox 4.0 Ctr 0.5 0.28 N -O 0.40 2435 C 0.04 0.36 O -P 0.50 1906 C 0.04 0.46 REVIEWED BY: P -C 0.49 805 C 0.00 0.49 MiTek USA, Inc. Bottom Chords 6904 Parke East Blvd. B -J 0.03 0 T 0.00 0.03 Tampa, FL 33610 J -I 0.42 1519 1 0.38 0.04 Onsne Plus^'OCopyngnt Mcre61996-2016 Verson 300060 Englneenng.Poroan 10/142018919.45 PM Pagel Job Hark QUM Type Span Pl-Hi Left OH Right OH Engineering 160514 F54 1 M100 21000 10600 0 0 79676309 I' Bldg 4 or 5- Aquatic- Floors I HO 1-6-0 HO 1-6-0 TCI 1-5-0 I 2-10-0 3x3= 1x311 3x3= F T . ..... ..., ,,, ,, 1-6-0 a 8 D 2x4 L E 'j x411 3x4= 7.I.M7 BC 1-5-0 1 2-10-0 1 6 2-10-0 f›- ALL ALL PLATES ARE MT2020 Scale:0.843"=1' MiTek® 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 2.0x 4.0 0.2 0.5 0.55 TC 1.15 1.10 1.10 1.10 E MT20 3.0x 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 K 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 Orome Plus'.0 Copynght M,Teke 19962016 Version 30 0 060 Engineenng•Pon,an 1014!2016 9.19 45 PM Pape 1 11 Job Hark Quan Type Span P1-H1 Left OH Right OH Engineering 160514 F55 2 Ml00 10600 10600 0 0 T9676310 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 0 0 b TCI 9-0 11-4-8 10i 1x3= 1x3 II 1x311 1x311 (A-�� G C ( ■ W 1-6-0 1-r 1xB31 F 2x4II 1x3 11 77 BC 9-0 11- - G 1-6-0 ALL PLATES ARE MT2020 Scale:0.720"=1' MiTekE 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 1 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: Online Plus'•0 Copyright M:Ten®1998-2018 Version 30 0.080 Enyuleenng-Por rart 10114=18 8.19:48 PM Paye 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering I. 160514 F56 2 M100 130400 10600 0 0 79676311 Bldg 4 or 5- Aquatic- Floors HO 1-6-0 HO 1-6-0 TC I 2-9-0 1 5-3-0 1 6-6-12 I 8-1-0 1 10-7-0 I 13-4-0 4x6= 3x3= 3x3= lx311 3x3= 3x3= 4x6= A K L M N O C Till\/\/\:i L: 1-6-0 \ /B 4- ;/ 2x411 J I H F g4 4 x411 4x4= 3x3= 3x3= 1x311 3x3= 4x4- L HGR HGR R: 866 R: 866 BC L1-6-0 I 4-0-0 I 6-6-0 I 8-0-4 19-4-0 I 11-10-0 1 13-4-0 13-4-0 B ALL PLATES ARE MT2020 Scale:0.446"=1' MiTek6>Online Plus'" APPROX. TRUSS WEIGHT: 94.6 LAS Online Plus -- Version 30.0.060 I -H 0.79 1946 T 0.41 0.38 NOTES AND SYMBOLS SHEET FOR RUN DATE: 14-OCT-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 -O 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 Defl -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 3 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 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. O -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 Onkne Plus'"a Copyngnt MTeka 1996-2016 Vernon 30 0 060 Engneenng•Fenno 10/14/2016 8 19 46 PM Page 1 .11 ONLINE PLUS GENERAL NOTES & SYMBOLS 4 108 PLATE LOCATION FLOOR TRUSS SPLICE LATERAL BRACING /f ( 3X2, 4X2, 6X2 ) Designates the location for Center plates on joints continuous lateral bracing(CLB)for unless otherwise notedEVIELIL support of individual truss members in plate list or on drawing. l /� IN Dimensions are given in L= __ -, • only.CLBs must be properly �� 1 anchored or restrained to prevent inches(i.e. 1 1/2"or 1.5") simultaneous bucklingof adjacent or IN-16ths(i.e. 108) (vu) =Wide Face Plate truss members. i (N) =Narrow Face Plate PLATE SIZE AND ORIENTATION DIMENSIONS 11# BEARING 3x5 I IThe first dimension is All dimensions are shown in NMWhen truss is designed to the width measured FT-IN-SX(i.e.6'-8.5"or , ,, bear on multiple supports, MILLperpendicular to slots. 6-08-08).Dimensions lessinterior bearing locations The second dimension is than one foot are shown Z. should be marked on the ili* the length measured in IN-SX only(i.e.708). C truss. Interior support or parallel to slots.Plate temporary shoring must be orientation.shown next in place before trusses are to plate size,indicates }" -6 -08-08 - ---4 W=Actual Bearing installed.If necessary.shim direction of slots in Width(IN-SX) bearings to assure solid connector plates. ,} 708 R=Reaction(lbs.) contact with truss. U=Uplift(lbs.) Metal connector plates shall be applied on both faces Mitek Industries Inc. bears no responsibility for the of truss at each joint. Center the plates, unless erection of trusses, field bracing or permanent indicated otherwise. No loose knots or wane in plate truss bracing. Refer to"Building Component Safety contact area. Splice only where shown. Overall spans Information"(BCSI 1)as published by Truss Plate assume 4"bearing at each end, unless indicated Institute, 218 North Lee Street. Suite 312.Alexandria, otherwise. Cutting and fabrication shall be performed Virginia 22314. Persons erecting trusses are cautioned using equipment which produces snug-fitting joints and to seek professional advice concerning proper erection plates. Unless otherwise noted, moisture content of bracing to prevent toppling and"dominoing". Care lumber shall not exceed 19%at time of fabrication and should be taken to prevent damage during fabrication, the attached truss designs are not applicable for use storage, shipping and erection. Top and bottom chords with fire retardant lumber and some preservative shall be adequately braced in the absence of sheathing treatments. Nails specified on Truss Design Drawings or rigid ceiling, respectively. It is the responsibility of refer to common wire nails. except as noted. The others to ascertain that design loads utilized on these attached design drawings were prepared in accordance drawings meet or exceed the actual dead loads imposed with"National Design Specifications for Wood by the structure and the live loads imposed by the local Construction"(AF& PA), "National Design Standard building code or historical climatic records. When truss for Metal Plate Connected Wood Truss Construction" hangers are specified on the Truss Design Drawing, (ANSI/TPI 1), and HUD Design Criteria for Trussed they must be installed per manufacturer's details and Rafters. specifications. FURNISH A COPY OF THE ATTACHED TRUSS DESIGN DRAWINGS TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THESE DRAWINGS AND VERIFY THAT DATA, INCLUDING DIMENSIONS & LOADS, CONFORM TO ARCHITECTURAL PLAN /SPECS AND THE TRUSS PLACEMENT DIAGRAM FURNISHED BY THE TRUSS MANUFACTURER. --e MiTek USA, Inc. 1 Mil6904 Parke East Blvd. Tampa, FL 33610-4115 I\/liTeI ® Tel: 813-972-1135 Fax: 813-971-6117 JOBSITE PACKAGE IMPORTANT DOCUMENTS ENCLOSED PLEASE REVIEW AWARNING. The handling, storing, installing, restraining and diagonal bracing of structural building com- ponents requires specialized training, clearly implemented procedures, and careful planning and communication among the contractor, crane operator and installation crew. Handling and installing components without appropriate training, planning and communication greatly increases the probability of an accident resulting in property damage, serious personal injury and/or death. Prior to component installation,the documents should be examined and disseminated to all appropriate personnel, in addition to proper training and a clear understanding of the installation plan, any applicable fall protection requirements, and the intended restraint and bracing requirements.Trusses over 60 feet in length are very dangerous to install and may require com- plex temporary and permanent bracing. Please consult a Registered Design Professional. Examine the building,the building's structural framing system,bearing locations and related installation conditions. Begin compo- nent installation only after any unsatisfactory conditions have been corrected. Do not cut, modify or repair components. Report any damage before installation. The enclosed documents are offered as minimum guidelines only. Nothing contained in this jobsite package should be construed in any manner as expanding the scope of responsibility of, or imposing any additional liabilities on, the component manufac- turer. ADVERTENCIA: El manejo, almacenamiento, instalacion, restriccion y arriostre diagonal de componentes estructurales de construction 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 condition insatisfactoria. No corte, modifique ni repare los componentes y informe cualquier dano descubierto antes de proceder a la instalacion. Los documentos adjuntos se ofrecen solamente como directrices minimas. Nada de lo incluido en este paquete debe interp- retarse de manera que exceda el alcance de la responsabilidad del fabricante de componentes, ni en forma tal que imponga responsabilidades adicionales sobre este. &OljAllk 11.211 1111.111111*1 A ir‘44,1*I-4AW °FAN 4:41%11-- 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_GOMPLEX PERMANENT BRACING. PLEASE ALWAYS CONSULT.A PROFESSIONAL ENGINEER, GENERAL NOTES NOTAS GENERALES HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES RECOMENDACION FS PARA LEVANTAR PAQUETES DE TRUSSES. Trusses are not marked in any way to identity los trusses no estan martados de ningun rnodo que the frequency or location of temporary lateral Idendfiquela frecuencia o locakzacidn de resbiccion lateral Q Warning!Don't overload the crane. restraint and diagonal bracing.Follow the y aniostre diagonal temporales.Use has recomendaciones iAdvertencta!iNo sobrecargue la gala! recommendations for handling,Installing and de manejo,instalacian,restriction y arriostre temporal de Never use banding alone to lift a bundle. temporary restraining and bracing of trusses. folk*trusses.Vea el foSSI Guice de Buena Practicb Refer to SCSI .uid m Gcurt Practir for pars el Math.10StAltri6n.Electric-rein v Amman•de k+5 Do not lift a gm°p of individually banded bundles. `„ Handtinn.Inctallina.Restraininn&Bracing of Trusses Madera mpnados con lac rte Metals•• Nurrca use solo los empaques para levantar un paquete. r'n,`�rrr� Metal Plate Connected Wand Trusses".fa para informacidn mas detalada. No levante un grupo de paquetes empaqueandos • ' �?J•' e +C;rys more detailed Information. Los dibupsderise&delos eussespuedenespedficartas individua!mentes. e---- :0100.. • Truss Design Drawings may specify locations of lowkzaciones de retriccidn lateral permanente o refuerzo r'Jf A single lift point may be used for bundles permanent lateral restraint or reinforcement for en los miembrosindivdualesdel truss.Ve reticle resumer) LM with trusses up to 45' Individual truss members. Refer to the SCSI- SCSI-Bl-Restricckin(Arriostre Permanrote de Cowries Two lift points may be used for bundles with © Warning!Do not over load supporting Al Summary Sheet - Permanent Restraint/ y Mlembros Secundaroc"• para mat hiormacidn.El trusses up to 6E0'. structure with truss bundle. Bracing of Chords&Web Members'••for more recto de len diseias de arriostres permanentes son Ia Use at least 3 lift points(or bunches with iAdvertencla!No sobrerargue la estructura information.All other permanent bracing design responsabilidad del Diserador de'Edificro. is the responsibility of the Building Designer. teases greater than 60: aDDYada con el paquete de trusses. Puede user un solo lager de levanter para paquetes de trusses hasty 45 pies. Q Place truss bundles in stable positron. 0 The consequences of improper handling,erect- Mg, rect- Puce de trusses en una sir. _ __ ••„!' • ,'�am• •• Puede user Ws os de levantar r in a collapse [the strut and bracing can result ,,a •;s�t►.�.. ueteS haste 60 ores. a estab viii in a collapse of the struchlre,a worse,serious f, `;•T"• Pao personal injury or death. r, , f Use pa to mens ties puntos de levanter para • 's• •• ~_iv..+1,''.:, pectuetes mtis de 50 pies. EI resultado de un manejo,levantamiento, 4,e _µen ' e instaWcidn,restriction y anisette incvmtttD puede 1‘+ i - d ^"' INSTALLATION OF SINGLE TRUSSES BY HAND ,• ser la[aide d e to estructura o gam pear,heridos o ', rt wN,c''•.. INSTALACION DE TRUSSES INDIVIDUALES POR LA MANO .__. • '. Z. Trusses 20' _. , Trusses 30 or t'. .__"..."3"--.-.,,e.,- •.:.--4."--1 ,-..- or less,sup- less.support at -_----"-- 1,-.0,----- \tp�" 1 its Sandie and trussport at peak. ranterpoints. i Banding plateshavesharpedlges.Wear .seser_eer_r;.r 4n gloves when handling and safety glasses when r♦ ,l•'•.. cutting banding. <�' • �� �� /A {, den p co tis i los cuartos rte to de TI Empaques y places die metal tienen border li�:� . `! trusses de - de traria tis ii- afiWdos.h oer guantes y dentes protd ctaes cuando �`:; 20 Wes o I t Trusses up to 20 .I trusses de 30 I t Trusses up to 30'-I . torte los empaques. mens. Trusses hasta 20 pies pies o memos. Tenses pasta 30 pies HOISTING OF SINGLE TRUSSES—LEVANTAMIENTO DE TRUSSES INDIVIDUALES HANDLING — MAN EJO Hold each truss in position with the election equipment until is Installed and the truss Is fastened to the bearingpoints. p chord temporary lateral restraint QAvoid lateral tending.-f vlte la mrxion lateral. A Use special care in UUlk:e cudrgnsicidn ado Sostea cads truss en pcon equip°de grua haste que ha restdcckin lateral temporal de la A windy weather or especial en Bias cuerda superior este instatado y el truss esti asegurado en los scportes. near power lines ventosot O Cerca de and airports. cables elExtricos o de Warning! A Using a single pick-point at the peak �. .4‘,.......t<4.&.�II aeropwertos. can damage the truss. .�`� �� ` I''•,, pica are liv.Elnt uso de un solo!agar t u \, pica para levantar puede hater daRo al truss. 4 Spreader bar for truss • HOISTING RECOMMENDATIONS FOR SINGLE ���I �1,�� TRUSSES .r L A'., 0 The contractor is responsible for properlyv-Vit/�� RECOMENDACIONES PARA LEVANTAR TRUSSES '4141111 ,- at _ receiving,unloading and storing the trusses Or INDIVIDUALES ^ -` at the jobsite. \L� El contratista tiene ba responsabilidad de Qts,„;)ro;' rig- Use equi°apropiadoI Approx.rrz.� was p recibir,()escarp(y almacenar adecuada- sing and hcibtug para levantar e I Ta see was en th up n )0' —y mente los trusses en Ia tlq obra. uiome.nt. h»provrsar. TRUSSES NASTA 30 PIES Attach i4 ■I ,• ! rr -:. T° "y'_-- .= Locate Spreader oar 10 �. \`a\a r^ ,ii �-•t t _ er •Dae druNlWdr raft. iT�� S Ad M _ Ma( • J 'rapineYJ INTRuSsESss le�pth —yl mi6nTgrR I �1 e.T" .;„,,,,,-:. )311 aPsr',:''': In, r ,+PM . neussrSRASTUP T60PIES 1J ,,'•;'�- -.4.R ''' ,,;;!..'f:-Aa'.{{,' 0.. ; � Com' ' \\►JJR1►'�r.._. t_ Spreader bar 213 to �,.:_ 'R • .��... i tttrl. V'. .a a / 54 truss Impel --► I .-t r Tat�na j [J If masses are to be stored horizontally.place pt e !r - -+ _ �_ TRUSSES UP TO AND OVER 60' _� - blockirg of sufficient height beneath the t.e...•+y:-..Silo lel --.�+..; TRUSSES IIASTA Y SOISRr 60 FM stack dNtrusses at8'to10'oncenter. MI Do not store Noaimarene TEMPORARY RESTRAINT & BRACING • For trusses stored for more than one week, untraced bundles verticalmente tis cover bundles to prevent moisture gain but upright. trussessueltos. RESTRICCION Y ARRIOSTRE TEMPORAL - albw for ventilation. ._ . . Refer to SCSI Gnlde m Good Practice fa •-6. - A Refer to SCSI�,2 Summary Sheet-Truss 1 Mending.Installing.ROstmimmo&Bradlee s y4 install more In&Temoorary Restraint/Bratlra••a To Chord Temporary of Metal Plate Connected Wrr1 Tnresec••e ' - for information. on. IJ Lateral Restraint for more detailed Information pertaining to :I^ ” h yea e1 resumen SCS1.82-Instatadadn-de �,/ �1�% 2z4Tm n. handling and jobsite storage of trusses. +._; • P,!' ,'. /• tir a .. :"•• para mss infomacion. •• 1,1: I,F Si tis trusses estaran guarch adds horizon- �'! Q't�. '", \` talnlente,ponga btoqueando de ahtura 'si A,,e. ,:r.' Cate granno braces fa first temporarytrusdirectly in ,.� �® 111 • suhciente detras de ha pita de los trusses a S :,'„F ... ..4.-..• lire with all rows of top phenol tat- -eral restraint(see table in the m0G column}. „!p° Kst • hasty 10 pees en H centre). Do not Store on No almecere en Cohoque los aniostres de tierra para et primer Para trusses guardados nor mas de una uneven ground. tiers desig.'al. truss dtrectamente en linea con cads una de Brace arst buss e -sera la cobra los paquetes para prevenir -- _ las files de restricavn lateral temporal de la .-11---securer),before aumrento de hurnedad pero permits velli- • - cuerda superior(Yea Ia table en la pronbon ima erection of addpal recast. columna). trusses. Vee el follOto SCSI Gina de Buena Practice - • A para el Mento.UWalaridn.Reetrircidny Ar. rot • -,,,•..-:•'' `a trDnot walk m untuaced - i riostre de los Tcusses dA Madera C.onectxlos r alt t1 trusses. con Plicas de Metal'''.para Informacfdn utas t;g �..;si—��►_,• No Gamine en trusses .• • detadlada sabre el manejo y*nacenaclo de ._.__ .rf • ..• 1 sueltos. his trusses en Area tie babajo. • MORA RESUINEN DE LA bIITAVEZUENATRACTICA FARA-EL MANEJU INSTA ALIDT N REbTIGLKIN AKKIUS FRUE E -LUb TRUbbtS 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 60'..MAY.REQUIRE COMPLEX PERMANENT BRACING.PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 ©Refer to BCSI-87 Diagonal Bracing QI)Install ground tracing.2)Set first truss and attach securely to ground tracing.3)Set next 4 Summary Sheet 17 or 15'• 1 Repeat Diagonal Bracing trusses with short member temporary lateral restraint(see below).4)Install top chord diagonal -Temporary ec •�►�rr'�! every 15 truss spans(301 bracing(see below).5)Install web member plane diaconal bracing to stabilize tote first five trusses permanent Restraint/ 1 .- (see below).6)Install bottom chord temporary latoesi restraint and diagonal bracing(see below). Bmdnn for Parallel -•^ ._ 7)Repeat process on groups of four trusses until all trusses are set. Chord TruLe ssese I t,, !_ s �"'"`_ I for more information. 1)Instate los arriostres de tierra.2)Instate el prinnero truss y ale seguramente al arriostre lie -d ',ry� vvv �' tierra.3)Instate los proximns 4 trusses con restriction lateral temporal dte.miembro Cato(sea Vea el resumen 'Pi ��bill% - abajo).4)Instate el arriostre diagonal dela cuerda superior(yea abajo).5)Instate arriostre 67-Restriedon/ Apply Diagonal Brace to diagonal para los pianos ole los miembros secundarbs para establlice los primeros circa trusses Arriostre Temporal vertical webs at end of i (sea abajo).6)instale is restriction lateral temporal y arriostre diagonal para la cuerda Inferior v Permanente oars cantderer and a:bearing Ap Lateral Restraints ' (sea abajo).7)Rep:a este prrxedindento en grupos de cuatro busses haste que taros los trusses Trusses de raffia-las locations. tapped al leas)Iwo trusses. I esten i nstalados, Paralelac""para 'Top chord Temporary Lateral Restraint spacing shall be ©Refer to Lei-: or,a. .h - . e 1...rue : .,r a.. a t-,e o :r., r..••.foe mare nnas infamacion. 10'asci.max.lar 3x2 chords and 15'asci.for 4x2 chords. information. Vea ei resiimen: . - ,,,'' .: 4 ,,.'•",i,t :.l . 'u a•.:.•aparamas INSTALLING — INSTALACION : of Plane t information. Truss Tolerances fry Ort-cif-Plane. 'OutuFPlufg(i'•- Bow Length RESTRAIN BRACING FOR ALL PLANES OF TRUSSES •loleranciis pars Fuera-de-Piano. RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES Max Bow OfSO 0(n.) 3/4' 12.5' tens n Q Tris restraint&bracing method is Rs all trusses except 3x2 and 4x2 parallel chord trusses -�_ ..,.,a � 114- 1' 7/e' 14.6• Este rnetodo de restriction y arriostre es pars talo trusses excepts)trusses de cuerdas prlralelas Mao. Length-+_ 1 t2 z :1x2 1-7x2. .Bow 1• 16.7' i 1)TOP CHORD-CUERDA SUPERIOR ,-.- ar ,,r.........,.r.........,..r.........,...., 314 3' 1-1/a^ 18 8' Truss Span Top Chord Temporary Lateral Restraint(TCTLR)Spacing -~—Length - 0 1' 4' 7-1/4" 20.8 Longltud de Trarmo Espaclamiento del Arriostre Temporal de la Cuerda Superior -.e.: Up to 30' 10'o.c max. o Plumb 1-114' S' 1318' 22.7 Hasty 30 pies 10 pies maxima _ Ur Tolerances for 1 f bob 11/2- 6' 30't045' LJ Out-of-Plumb. to/2' 25.a 8'o.c.max. 1.3/4" 29.2'1-314' T 30 a 45 pies 8 pies maltimo Tukranuas pare D/so max 45'to 60' 6'o.c.max. Fuera-de-Planada. 2' 28 2' :33.3' I 45 a 60 pies 6 pies maximo I 60'to 80" 4'asci.max. .CONSTRUCTION LOADING-CARGA DE CONSTRUCCIbN I 60 a 80 pies' 4 pies maximo Q Do not proceed with construction until all lateral restraint and l 41okNiie I bracing is securely and properly in place. > 7 .:iiiisLu ,'-i€; Consult a Professional Engineer for trusses longer than 60', - `Consulte a un Ingeniero Profesional para trusses mils de 60 pies. /% No precede con la construction testa que tales las restric- Material Height I -.•�°-�`� clones taterales y los arriostres esten cotocados en forma I See))f;4I 6NT•for TCTLR options. ���`-.0 apropiada y segura. Gypsum Board 17 I a yea el eil:cl-B7•••pars las operons der TCTLR.¢�a�'_..er �`JON._ Plywood or Ore 16' ' �� Do not exceed maximum stack heights.Refer to JiCSI-I34 S tm- Refer to$CSI-Bi Sum- s ••t.��\ �`�y` ®pary Sheet-Permanent -,5.0°'7......„ -I��\\ -t►��F nary Sheer-Construction Loading."'for more Information. Await snndee 2 6untuea Restraint/Mar-Mg of Chords& �"'`7s`P�� %���� No exceda las alturas mexinas de montdn.Vea el rewnnen �,,e ConttNe&ou 8- 1 Web Membms"e for Gable �'` a`, ....„ ' Ii('SI-64 Cairn de Cr nctrurr fespay lie 3-4 tiles NO I End Frame restraint/bracing/ 111111'- �Nr_�'�`��` '� �\' th'SD para mat informaddn. i�11i�� ��_� reinforcement information. �,a; ' T '� `�\ Para infonnacidn sobre restriccmn/arriostresrehuerzo 01Repeatdiagonal - >,- para Armazones Hashales braces for each Do not overload small groups or stngk trusses. •i''', yea el resumer%BCSI.63 set of 4 trusses. WWI-RestrirririnlAninerre Ground bracing not shown for clarity. Re uta los Nrilf No sobrecargue pequelios gropes o trusses individuates. i�. Permanente de Cuerdas v err sours diagonales m Never stack Materials near a peak. MiPmMTx SPrundarins.'• para cada grupo de Nunca amontone los materlales c:er a de un pko. 2)WEB MEMBER PLANE—PLANO DE LOS MIEMBROS SECUNDARIOS 4 trusses. 0 Place loads over as many trusses as possible. Q Coloctue las cargas sabre tantos trusses como sea posible',I,,'.,,` . W Diagonal [J Position bads over load Hearing walls. �. LATERAL RESTRAINT Web Members '�` , � 5 Bracing Coloque las cargas sobre las Paredes soportantes. Truss bairn]net & DIAGONAL BRACING ` as �� �'. I .� ��'.Y+ •_ t ahem lor clarity. �q w ,,.ae�.- ALTERATIONS-ALTERACIONES M � ARE VERY IMPORTANT t�� 4, :` \,`'•�'�` '," �. •ei� Refer t0: -: mr• Se ' - •u.a- ....i y.n en r,..I�.s ,a... iLA RESTRICCION `� �'+rRa � �� " �- ��..\„�>:���• + Vea el resumer$CSI-Br•Danns de Trusses.tlodificaciones en la Obra v Furores rte Instalaci6n."' LATERAL Y EL .�\'il ri, Do not alt,atter,or drill an structural member of a truss unless specifically permitted bythe ARRIOSTRE .�` ,..'2,14.,•........„.....,.ii �� vf Truss Design Drawing. y I l �,.._ �, DIAGONAL := aNcarte,queee o eespecticamunmentonsue del truss, �+ SON M U Y C` Bottom Chords a mentos este especificamente permitido en el Dibujo ��� �� OiseiSo del Truss. I IMPORTANTES! Diagonal Braces Q Trusses that have been overloaded during construction or altered without the Truss Manufacturer's Q every 10 truss ZS 10'-15'max.Same spacing as spaces(20'max.) prior approval may render the Truss Manufacturer's limited warranty null and void. bottom chord Lateral RestraintcSeine chord and web members not Trusses clue se han sobrecargado durante la consbuccidn o ham side atterados sin la autorizacion shown for darity previa del Fabricante de Trusses,pueden tracer nub y sin efecto la garartia limeade del Fabrricante ole Trusses. i 3)BOTTOM CHORD-CUERDA INFERIOR "Contact the Component Manufacturer for more information or consult a Professional Engineer for aasistanee. .�,,,,,,Z111.1/41.,k. To view a non-printing PDF of this document,visit www.sbrindostry.com/b1. Lateral Restraints-2x4%17 or �'�`V S.' NOTE:ma Tnm Narxdecaser and mea Dexlgw rely m Si.pranerne,eo,that Cha Contractor and yaw operator(r/applxaiae)are greater lapped over two trusses. 1w'�� .. �e�` P•dremauas nth ter tapaeey to marmite the won they nave agreed to do m any oven prole¢le the rcroaoor beeses n neons �j tie n. � ! enrstaryt In some aspect d the commotion molest It stand Seth assstante from a matter/petty The methods snot Protedxe �`,� ``�'�`+� aa6'1ed m man aoo/neee art[�MtlM to Cure trier the overall Manch.teW.lq.rs MOO"'evil ma the ewes into Pam SMELT. ���_ `► '�\... Thee 2srwnerdeoore for Mrwn9,nttasq,restranng ane oratn+g bhmes we Deed wan the rnhemae Demehce of axing Bottom `� �► �-.� _,L t,�_`�\�► persoone endued wino frau deign,ma laaue Ana imtaheon,but must,Qac to the sonar a rorpaubY06 monied,Be presented chords �.e—:1``1+t,. only n a GUIDE for use by a platted amSOrop Ddpoe a contract.It te flue,Mended that twee rammmerdatlons be interpreted e � sspendr to to&sore Deogr.wndtago s•roecrean Or rherdrog,maim,restraining andantino trusses and r does not prudeem �`. us.et calf amuydeot r eerma for reoennaSaradrO and crowding seaway fa tel wells,columns,floors,roofs awl m the Irnerestad e `~ � structural IMfWS cenpo fxs a deterraroed by tit Contractor.Thr,WTCA end lit emreiyy mann snf retpasldl: ra 411........e.:!;�; .4� N 6a,tages - � �._ �'�'_ awing horn the use,appatatlm,or Mance m the remrrmeodatu s esu Information conte en herein �`':,:` Diagonal Braces every ►J 10 truss spaces(20'max,) �v aut.<avow,maw TRUSS PLATE INSTTNTE 10'-15' • Some chord and web members 6300 Enterprise lane•Madison,WI 53719 218 N.lee St.,Ste.312•Alexar4ea,VA 22314 minx. not shown for clarity. 608/2744849•www.slcndusaycom 703/683.1010•wvrwrpnst.org HOJA RESUMEN DE U GUIA DE BUENA PRACTICA PARA EL MANEJO I 4STALACIONRESTICCION Y ARRIOSTRE DE LOS TRUSSES`wA� e/ttatr 070724 VANOS MAS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTE COMPLE!O.POR FAVOR,SIE'MPRE CONSULTE A UN INGENIERO PROFESSIONAL .9:-. .. �► �f. i'K#n • 'Y. .:a Instalacion de Trusses&rRestrrccion/Arrrostre 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. : t Los tramos mas de 60 pies requieren restriction/arriostre de instalacion temporal mas complejo.Consulte a un profesional registrado de disen-o. 8 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 Ia causa principal de los accidentes durante la ereccion/instalacion de trusses. - NOTICE Lateral restraint is NOT adequate without diagonal bracing. . Diagonal -----_--c• La Restriction Lateral NO es adecuada sin el Arriostre Diagonal. bracing Lateral restraint L 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) >� ��>��L The graphic at left shows the maximum on-center spacing(see*at �� �.3 r«,,. �f,,��. _ TRLR shown.wen. left)of TCTLR based on truss span from the table in Step 2 on page 2. ii.-ii �i�, 'o►����� TM!?es mustrado Diagonal bracing ,.''.+.•.+ �� "11.1,1161111116111b, en,.,,;;,.. • Ground bracingnot shown for shown In red. �-�S! �.� .�'_ _ _ clarity. -fes► ,nos,,Artlostre diagonal es r�; -,,.. ���',�' • Apply diagonal bracing or structural sheathing immediately.For spans mostrado en ovo.diagonal �w.Mr.t., `. _.. '_ �.r �d_�_� �_��_ over 60'applying structural sheathing immediately is the preferred �� .:. .�• `` ,`.��i�`�`����`— method. �:=`` `__``.'`7_`����� ��� El dibujo a Ia izquierda muestra el espaciamiento maximo en el centro ��-s`7�, ��`,�iv��.b.. -"�``'� (yea a la izquierda)del TCTLR basado en los tramos de trusses de la rao.`,, ��.`► `:.� o,,1�� tabla en el Paso 2 en Ia pagina 2. • No se muestra el arriostre de tierra para claridad. Aa ura I `°to 86 wro oPto, • Aplique inmediatamente el Arriostre Diagonal o el Entablado �Ato3a °S Estructural(structural sheathing).Para tramos mas de 60 pies el op Chord Tarpora Lateral Reurant metodo preferido es entablarlos inmediatamente. CHECK THESE ITEMS BEFORE STARTING ERECTION/INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA ERECCION/INSTALACIUN Y CORRIJALOS CUANDO ES NECESARIO © Building dimensions match the construction documents. 0 Trusses are the correct dimension. Las dimensiones del edificio concuerdan con los documentos de construction. Los trusses son la dimension correcta. 2 Bearing supports(e.g.,walls,columns,headers,beams,etc.)are accurately 2 Tops of bearing supports are flat,level and at the correct and securely installed,plumb and properly braced. elevation. Los soportes que sostienen cargas(ej.,paredes,columnas,vigas de cabezera, La parte superior de los soportes de cojinete son planas, vigas,etcetera)son instalados seguramente y con precision,y son nivelados y niveladas y a la elevation correcta. arriostrados apropiadamente. 0 Jobsite is clean and neat,and free of obstructions. © 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 andaje(tie-downs)y materiales Q Ground bracing procedure for first truss is based on site de restriction y arriostre estin 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. , IMe;' If ground level is too far O :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 travesanos,son fijados juntos cor- interior ground bracing. rectamente antes de levantarlos en Lugar. • • ` Si el nivel del terreno es 0 Any truss damage is reported to truss manufacturer.Refer to BCSI-B5.'' demasiado lejospara a Do not install damaged trusses unless instructed to do so by the building jpji1 ' usar Arriostre de Tierra ' designer,truss designer or truss manufacturer. Exterior; exterior,use Arriostre Algt n dano a los trusses ha sido reportado al fabricante de trusses. Vea el de Tierra interior. • resumen BCSI-B5."'No instale trusses danados a menos que se dijeren el disenador del edificio,el diselador del truss o el fabricante del truss. B2Temp 090902 ` " RESUMEN BCSI-B2 STEPS TO SETTING TRUSSES i PASOS PARA EL MONTAIE DE TRUSSES i i Establish Ground Bracing Procedure:Exterior or Interior 1■ Establezca el Procedimiento de Arriostre de Tierra:Exterior o Interior Fret truss(or gable era truss end lung)d braced of braced prop d trusses Mach galateam vertical pap d trusses �_bating(or end Ixks in a hip sell application) bra ed � �i --.11/1,1.44/1) . to end wall by i l ,✓ diagonal 1 Ii ' y � ,', kik 1 �Grand MaceGrant // -71.,, AeeMbrace 1� jam;-� /�abrace �. / \ , ��V11 \ flbtlS Braced truss;cr !!hE/I --- to wall �_Wider truss in r 1I, jr./ rt ca:',.' &ped ` C DWI ,�i ll ` Property Mace wall with Oder reaaW � Ground , i'- �adequate dagonals and nom Voted SIM Saab IYtd _� t� g j: anchorage.perpptdalar tl resaad Horizontal tie membr attached to ales.etc agmand Moot ewMecap system stake�� n. First floor-p. I have adequate capacity to member End blat A.. uu.l.zk- n-. support locus horn grand Maus. EXTERIOR GROUND BRACING ARRTOSTRE DE TIERRA EXTERIOR 2Determine the locations for TCTLR and Ground Braces ■ Determine las ubicaciones para TCTLR y= ylos Arriostres de Tierra TCTLR,typ. 2 Use truss span to determine spac a ' ing for top chord temporary lateral Truss Span TCTLR Spacing /1I ,r ` restraint(TCTLR)from table at right. p Up to 30 10'on-center maximum , ' � Use el tramo del truss gra determi r nar el espaciamiento para restriction 30'-45' 6'on-center maximum '740Y ` , 010 lateral temporal de la cuerda supe- 45'-60' 6'on-center maximum ' \ nor(TCTLR)en la tabla a la derecha. 60'-80'0 4'on-center maximum C 1 A 'Consult a registered design processional for trusses longer than 60'. **For trusses spaced greater than r o.c.,see also BCSI-B10. • •o Pitch break tader8' Ower a'(add aTCTIA) TCTLR • IlltIMIKEIMI IIPE f111EWSUINIIIIMME11I 10'or greaterT.,....... gJ��e Truss attachment o nn 5,Sp'n required at wpport(sj 0 Locate a ground brace vertical at each Q Locate additional TCTLR at each pitch TCTLR location. break. 0 Locate additional TCTLR over bearings if the Localice una vertical de arriostre de Localice TCTLR adicional en cada rotura heel height is 10"or greater. tierra en cada lugar de TCTLR. de inclination. Localice TCTLR adicional sobre los soportes si la altura del talon(heel height)es de 10 pulga- das o más. 3 Set First Truss and Fasten Securely to Ground Braces ■ Coloque el Primer Truss y Fijelo Seguramente a los Arriostres de Tierra Ej Set first truss(or gable end frame)and fasten securely to ground braces and to the wall,or as directed by the building designer.Examples of first truss installed include: Coloque el primer truss(o armazon hastial)y fijelo seguramente a las verticales de arriostre de tierra y a!a pared,o como se dirige el diseifador del edificio.Ejemplos del primer truss instalado incluyen: TCTLR TCTLR r locations,typ. locations,typ. TCTLR " . 4 locations,ryp• • etn�� \ 1' '4,,:;`'' '�����vr:' •,' il/ - rift. th, , ��►�,,, 1 r EXTERIOR GROUND BRACING i`, INTERIOR GROUNDBRACING •t ARRIOSTRE DE TIERRA EXTERIORpARRIOSrRE DE.TIERRA INTERIOR • e 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. i 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 2 Attach trusses securely at all bearings,shimming bearings as necessary.Examples of first five trusses set include: Sujete seguramente los trusses a todos los soportes,rellenar solidamente los soportes como sea necesario.Ejemplos de los primeros cinco trusses colocados induyen: see options below See options below See options below s—MF.11116411,44 ' W4/1" 1 ti 41° 4WW.44p. ......p. „Awl 4,44,00 , .4, F.______ ___, , 7_,.;,,,,,;iT,:i,,_:_;71,,„ ._. .„„„:„:,,,,„, , ,, . NOTICE The following three(3)Short Member Temporary Lateral Restraint options require that the diagonal bracing be installed continuously. Las siguientes tres opciones para instalar la Restriccion Lateral Temporal de los Miembros Cortos requieren que el arriostre diagonal esti instalado continuamente. Option 1 Option 2 Option 3 Short member temporary lateral restraint installed on Short member temporary lateral restraint installed Proprietary metal restraint products* top of trusses between trusses Opcion 3 Option 1 Opcion 2 Productos de metal 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 Use 2-16d deformed shank designed to provide lateral 27"+ 11/2"minimumrestraint and are not just for lam► end distancenails minimum at each 221/2" spacing.See manufacturer's 1%pulgadas r411-11L-117:4— restraint-to-truss connection, specifications. distancia de Use tomo minimo 2-16d 22 v:" extremo minima 2zh,. clavos largos(shank nails)en *Estos productos son diseiiados Do not use split cada conexion de restriction- especificamente para proveer 2 nails at every members. a-truss. restriction lateral y no son connection No use miembros solamente para espaciamiento. 2 clavos enrajados. yea las especificaciones del cada conexion IIIIIIIfabricante. % 22+h" 4 14440. .11 22Y2" . Do not use split members. .. 22'h" 44,4 is., 1111 11111144410„ 441 is. No use miembros rajados. t 1 A CAUTION!Each truss must be attached securely at each bearing and all TCTLR installed before removing the hoisting supports. Cada truss tiene que ser sujetado seguramente en cada soporte y todas las TCTLR instaladas antes de guitar los soportes de levantar. LATERAL RESTRAINT/BRACING MATERIAL AND CONNECTIONS CONNEXIONES Y MATERIALES DE RESTRICCION/ARRIOSTRE LATERAL 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 tamai o del material de restriccion 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 disen"ador del edificio. IZI 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 t a cada truss con un minimo de 2 clavos(ver los tamafios minimos mostrados abajo)excepto para las restricciones de miembros cortos mostrados en el Paso 4,Opcion 2(yea arriba),cuales requieren 2-16d clavos con largos des- lOd(0.128x3") • formados(Ej.Largos de anillos o tomillos). 12d(0.128x3.25") IT .I.I. ■I►l� Q Drive nails flush,or use double-headed nails for easiest removal. 16d(0.131x3.5") tis► Clave los clavos al raso,o use clavos de dos cabezas para quitarlos mis facilmente. 5 Install Top Chord Diagonal Bracing ■ Instale el Arriostre Diagonal de la Cuerda Superior El Attach diagonal bracing to the first five trusses.Examples of diagonal bracing on first five trusses include: Coloque el arriostre diagonal a los primeros cinco trusses.Ejemplos de arriostre diagonal en los primeros cinco trusses incluyen: See Ston Mena' See Shat Member Temporary lateral Temporary lateral Restraint detail _ Restraint detail � �,s=w" options page 3. Sae Start Menem ice ."7�_'` 4"6 page 3. . �+i" -,�. Temporary Lateral i 114'1 > :Q,, Restraint detail �, �� ��i, w` V 1," A,,I j y.I'1�, optlons pegs 3. to. 41111( +400IW y l07 a i 'INTEROR IGROUNDBRACING R '� INTERIOR GROUND BRACING TO END ARRIOSTRE DE TIERRA INTERIOR >•S}RE AE}TERRAINTEXIEIR A IA PARER 0 Or start applying structural sheathing. Example of +tea,w,r • structural sheathing installed on first five trusses. , • 0 empiece en aplicar el entablado estructural.Ejemplo t 'I' 4I, I rail* de entablado estructural instalado en los primeros � ' Ito cinco trusses. i1,ir '14 J �� 6■ Install Web Member Diagonal Bracing Instale el Arriostre Diagonal de Miembros Secundarios 2 Temporary web member diagonal bracing acts with the top chord and bottom chord temporary lateral restraint and diagonal bracing to form trian- gulation perpendicular to the plane of the truss and prevents trusses from leaning or dominoing. El arriostre diagonal temporal de los miembros secundarios trabaja con la restriction lateral y el arriostre diagonal temporales de la cuerda superior e inferior para formar una triangulation perpendicular al piano del truss y evita que los trusses se inclinen o caigan como dominos. RI 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 restriction lateral de la cuerda inferior.Arriostre ,�'';�r�'' diagonal para los miembros secundarios tiene que extender de Ia web members ,�` r 4 ',1 Ce cuerda superior a la cuerda inferior. Repita a los intervalos mostrados �a\� ""e! '�"��"" en la Figura a Ia derecha. 11106t3r .',4NN,JAIIINtrbigp.• ~ � `t" p_= NOTICE The requirements for web member permanent individual truss `�\\`01i�i"•�� � ftilftii member restraint are specified on the truss design drawing(TDD). 44,,1/4.41. 474'4‘\N'4::114 .............„,..%..... ... 1"R�. ` Refer to BCSI-B3 for more information."' ��.� i�" e� � / Los requisites para la restriction permanents de miembros individuates ' 1i�;ee+�e \�a` ��.`�, ` Bottom chords de truss para miembros secundarios son especificados en e/dibujo del _w diseno de truss. Uea el resumen BCSI-83 para mess information."' '�` Diagonal braces every 10 truss spaces(20'max.) 10'•15'max.Same spacing Note:Some chord and web members as bottom chord lateral restraint not shown for web :.r...r u NOTICE Mono trusses,deep flat trusses and other types of trusses with deep ends also require tem- I ' porary lateral restraint and diagonal bracing on the long web members at the deep end of the truss. "101 Los trusses de una sola pendiente,trusses planus y profundus y otros tipos de trusses con extre- mos profundus tambien requieren restriction lateral temporal y arriostre diagonal en los miembros secundarios largos al parte profundo del truss. it BCSI - B3 SUMMARY SHEET PERMANENT RESTRAINT/ BRACING OF CHORDS AND WEB MEMBERS -I/ SPANS OVER 60'MAY REQUIRE COMPLEX PERMANENT BRACING. PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER 1 A WARNING!Disregarding Permanent Restraint/Bracing is a major cause of truss field perfor- mance 0 The TDO provides infalltation on the assumed support for the lantern chord. mance problems and has been known to lead to rod or floor systems collapse. El TDD provee information sobre el soporte supuesto para b cuerda inferior iADVERTFNCIA±Descuidarel Amcetre/Ratncadn Permanente a tiro causer pnnoptl de Q Install bottom chord permanent Lateral Restraint at the spacing indicated on the TOD problems de rendmrento del buss en camp°y habia casoado a/War a!demrmbamrento del and/or by the Building Designer with a maximum of 10'on center. sigma del tedro o piss. A>ZhWIXOtai:Spans over 60'may require complex permanent bracing.Please always consult a Instal,Restriccidn Lateral permanente de la cuerda inferior a/espaciamiento Registered Design Professional. indicado en el TDD y/o par el Disenador del Edifices con un maxima de 10 pies en el Lf/ „1 Tsmos solve 60 pies pueden requenr arriostre permanents canplejo.Por favor, centro. siempre consults a un Prarestosal Registrado de Dlsefio. RESTRAINT/BRACING MATERIALS&FASTENERS Diagonal 4 MA7ERIALES Y CIERRES DE RESTRICCION/ARRIOSTRE Bracing j El Common restramUbraarg materials include wood structural panels,gypsum board sheathing, Bottom Chores ` ` ~1.',.‘'..,'1r►.�� stress-graded lumber,proprietary metal products,and metal purism and straps. ,...�`± \mow Materiaks camuna de arrrastnr/restringir rndvyen panepes estrudurales de madera,entablado 1„ r��� `i,.........„07.....72,,, '�. de yes°madera graduada par eSftle rza,pr�uthts de metal patentados,y yips ole soporte y ^�+ �`��1. e. Liras de metal. `.,,"+'r`"'•-" ���� .i; MIN€MUM ATTACHMENT REOUIREMENTS FOR LUMBER RESTRAATiBAAcNU" ..""12.4z,i. :"'� Lateral Restraint 2x4x17 Limber$1211 Wins=Neil Sin MNmumNumberel SL', �r 520' or greater lapped over Rain Mt Comedian 1�a.,.510...: ` •t e two trusses 2x1 stress-graded ted(0.120x81 ._, S/0' Some chord and web members not 161(0.2tb451 2 shown for clarity. led(0.131rOS') "I,I,, lid stress-waded ted(0.12841 Enill 11111VLateral Reslrainl and Diagonal Bracing toed to brace the Bottom Chord Plane. 12d(0.12114.25') 3 3. PERMANENT BRACING FOR THE WEB MEMBER PLANE led(0.i31r05•) 3. ARRIOSTRE PERMANENTE PARA EL PLANO DEL MIEMBRO SECUNDARIO Cam acsWeft repiriew s marbespeee;en by fit Truss CesTm or&sl ng°elves Web Member Permanent Bracing collects and transfers buckling restraint forces and/or lateral tnr sue.id eadieeel Its t,aceg mmmre soils its woof wu na4 pada.gnaws,toad sbeaihoo. loads from wind and seismic forces.The same bracing can often be used for both functions. uirpniray rami testmkt,nadag peodaas,MI mea pmts And same me pevsad by me aiming Desi. Arrrcvtre Permanents de los Mie nbros Secundanos reccgen y pasan fueaas de restriction de PERMANENT BRACING FOR TTiE VARIOUS PLANES OF A TRUSS forcer Wo cargas,aterales de vitiate y fuerzas s/vnicas.Amenudoel mrsmo amostre puede set usado para ambos funeanea. ARRIOSTRE PERMANENTE PARA VARIOS PLANOS DE UN TRUSSTop curia Individual Web Member Permanent Restraint P.Bracing Permanent Bracing is important because rt, B f Rorie Re strkclon y Ariostre Permanents de Miembros Secundarfos Individuales a)prevents out-of-plane budding of truss who (Q O Check the TOD to determine which web members(if arty)require restraint to resist buckling. members, ° Revrsa el TDD pars determiner cares miembres secundarius(s'algunas)requreven resb'cadn b)helps maintain proper truss spacing,and Member ., o . < ,, para resstirel tercet c)resists and transfers lateral loads frau �0e -`e 4 `.` 't4r`� wind and seismic forces. .a. ;7.. ®! El Restrain and brace with, onxcxrmxe a, El arrxutse Pe manente es rr po tante 4,,•r °..' ` ��s A.Continuous Lateral Restraint&Diagonal Bracing,a - enc a»ere sin_ paque, 4;"`�1v B.Individual Member Web Reinforcement. f� ;'':I: a)mprde el tamer frena tie-piano de los `� \� Restrmja y arriastre car, ,�:. w. m ethos lel truss, �� A.Restriction Lateral Continua y Arnostre Diagonal,o A b)ayuda en martini espaaamiento 1 B.Refueao de Miembros Secundanos lndividuales. f apropiado de los trusses,y 111c)rtesiste y pass las cargos laterales de Balm Chad A.Continuous Lateral Restraint(CLR) +� silent°y lueaas sismicas apficadas al Flax &Diagonal Bracing *1' *� ``� sierito del truss !5. Strucraial A.Restriction Lateral Continua(CLR)y Arriostre�.,� sneahn0 at Diagonal El Trusses requre Permanent Bracing r �sX : wrOrced wither ALL of the following planes: !i ` a:�, .� CI Attach the CLR at the locations shown on the TOD. 1.Top Chord Plane Sujete el CLR en las ubicacanes rrastraif05 en el TDD. 2.Bottom Chord Planeii 0 install the Diagonal Bracing at approxmately 45e to the CLR and position so that A crosses the 3.Web Member Plane r web in dose proximity to the CLR Attach the Diagonal Brace as case to the Top and Bottom Trusses requiems Wriastre Pomranente Chords as possible and to each web it crosses.Repeat every 20'or less. dentro de TODOS los siguiente's piano°: L - ,,� Instate el Arnostre Diagonal a aprc„madamente 45 grados of CtR y Jo Moque para que truce 1.Plano re la Cuerda Superar ` • / la cuerda maCLR.Sul y terra del ete el Amostre Diagonal corse cercano a las cuerdas inferior y 2.Plano dela Cuerda inferior ..,- superior cane sea pasible y a coda Cuerda que to cru.a.Replta cede 20 pies o menos. 3.Plano delMiembroSecundano / A;...„arimai.Wnhout Permanent Bracing the truss,or a portion of ins members,will buclde(i.e., EXAMPLES OF DIAGONAL BRACING WITH CONTINUOUS fad)at loads far less than design. LATERAL RESTRAINT ' R's:?JY5';5.t Sin el Arnasire Permanente,del truss,o un parte de los mienbras,torreran(e). ori Coesuicus ° fallaran)de cargos mochas memos quo las cargas que el truss es diseflado a Hever. 0f aenl proem�� ��: li t Comruas ams �_r��' Lateral Restraint 1. PERMANENT BRACING FOR THE TOP CHORD PLANE r► ` ►. +TI �~'�`1 1. ARRIOSTRE PERMANENTE PARA EL PLANO DE LA CUERDA SUPERIOR -•Use '`t,, 't► eti or wood a metal structural putters that are ,�I,cr 1119Nrlsa- PoAci _. ► \/- ,� 1�: property braced. _ t ;k./� ` - i OP AP. . Use contrarhapado,panel de hikers omenta as a- -oliy 1 (OSB),o vigas de soporte de madera o metal ir���k `�� ��r� a s 20 que son ariostradas apropiadamente. N- fi D The Truss Design Drawing(TDO)provides "` 1A►�.tf Group of 3 Trusses Note Score chord and web members information on the assumed support for the top <,i/if�`, not shown for clarity. chord.El O �del Diseito de Truss(TOO)proves d ywa x aaag h me Iv toad Ptme a lee ah / S'hrattn i infomwcidn sabre el soporte supuesto para is i' cnidas pis ledMme Bwd.p Dea gee y,` �` Diagonalrerd5 rN •'r . Bare El Fastener size and spacing requirements and grade for x. !rtes\� a the sheathing,purlins and bracing are provided in the • „i,tw\d.' & /_ , �� l Lateral buildingcode and/or the Building Denney ��h��m�s ,...490/4.6- Braces by n9 5 \��m � �a, . ��� Retain; El Lama io de creme y requisites de eDenneiento y a; 1,...•.-` sa=i grade pats el entablado,Nes de soporte y arnostre 41,--`,.'!... son provf�en el cddigo de!edihcio y/°par el Dise/ta- ' � • t da del Edifice. ,�, Lateral Restraint Group or 2 Trtases 4''Y oacn<d 2. PERMANENT BRACING FOR THE BOTTOM u;'1 0 Lateral Restraint&Diagonal Bracing can also be used X45 i. CHORD PLANE Coen with small groups of trusses(i.e.,three or less).Attach 2. ARRIOSTRE PERMANENTE PARA EL PLANO OE LA CUERDA INFERIOR the Lateral Restraint&Diagonal Brace to each web i CI Use rows of continuous Lateral Restraint with Diagonal Bracing,gypsum board sheathing Or rigid member that they cross. ceiling. Ratriroon Lateral y Amostre Diagonel tambidn puede set usado con grupos pequerics de Use Sias de Restr.cdch Lateral Continua con Amostre Diagonal,entablado de yeso a trusses(e).ores o mends)Sujete la Restriction Lateral y e!Amostre Diagonal a coda miembra !echo ngido. secundario quo los auras. RESTRICCION I ARRIOSTRE PERMANENTE DE LAS CUERDAS Y LOS MIEMBROS SECUNDARIOS TRAMOS DE 60'PIES PUEDEN REQUERIR ARRIOSTRE PERMANENTS COMPLEJO.POR FAVOR,SIEMPRE CONSULTS A UN PROFESIONAL DE DISENO REGISTRADO. BCSI-B3 SUMMARY SHEET PERMANENT RESTRAINT / BRACING OF CHORDS AND WEB SPANS OVER 60'MAY REQUIRE COMPLEX PERMANENT BRACING.PLEASE ALWAYS CONSULT A PROFESSIONAL ENGINEER ALWAYS DIAGONALLY BRACE THE CONTINUOUS LATERAL RESTRAINT! iSIEMPRE ARRIOSTRE LA RESTRICCION LATERAL CONTINUA IIIAGONALMENTE! Gable End Frames and Sloped Bottom Chords It B.Individual Web Member Reinforcement Annazones Hest/ales Y Cuerdas Inferiores Pendlentes 8.Refuerzo de Miembros Secundarios Indlviduales El The Gable End Frame should always match the profile of the adjacent trusses to permit instal- T-,L-,Scab,I-,U-Reinforcement,proprietary metal reinforcement and stacked web products provide an lotion of proper Bottom Chord Plane restraint&bracing unless special bracing is designed to alternative for resisting web buckling. support the end wall T-,L-,casts,1-,U-Refuerzo,refuerzo de metal pateatando y pmductos de miesnbros secwsdarios EI Am,az61 hostel srempre debe encejer el perbf de los trusses contiguous para per m&la insta- amontonados pioneers una alternative para resstirel torcerde los miembros secundarios. lacxpr de resticucin y amostre aprvpiada de la Cuerda lnrerirx a meows que anicstte especial es diselled°para seportar la pared de extremo. .r -I' ..- -''-� Baton - .. _.....=......,.. „...,,„,,, Y; New r.urt€�irc. r moi • 1"01 -1. ! TAreareat.re • Snob naeeao.m•ie IN Pro.Netlis 1Mb 111111111111011 •i Trues Uenea, WWnIaKm+Mt 'FN M / f (Heti scissors Gable End Faro) . The folavang table may be used unless more specific information is provided. ' ' La siguiente tatra puede ser usada a memos que informed*mos espec8ce este provista. ©GAllis-OW Using a flat Bottom Chord Gable End Frame with adjacent Trusses that have sloped Bettor°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 Eta Typo a EWl.ed WO Mama Milli 21V12 rr,L£Ja LAI El use de un Armazdn Hastier de k Cuefda Inferior con Trusses contrguos c n/es Spouted of Rtllbrcrnwt Loge or WO Cnneedar a Web Oenen Cuerdas lnfenores pendientes es prohibido p r algunos cddigds de edifrcies Paque an- CIA Trp! flottfortnnert Rantentement RWlercemaa In Web riostre Wb T L Usti I � a nidi aamostre�cudo de este �.Consideraciones asp eagles de la pared de extrema son eq par el Disenedor del Edrbcio si el 714 214 254 264 90%a,rib a perfi!del Amazon Haste!no hate ruego con los Tnrsses costguos. 1 Row 00 WA 24 N0 samy 3piUm sand to yeah 16o Sun 2,2 WS WS SoS and grad/a a'tlsonmlolma nsaa10.1314-51 PERMANENT BRACING FOR SPECIALCONDTTIONS 884 - - -- 2-31 wir anon b we n*limb. 0 61150 men) ARRIOSTRE PERMANENTS PARA CONDICIONES ESPECIALES 2 Row, 2,6 •- •_ ... 2-24 webmerkr Writhfrit is on-arise Sway Bracing-Arriostre de'Sway" grezes 2,2 - - - 2--Zei El "Sway"bracing is installed at the discretion of ... . 'Noma rokaSe Inn r'gIr a 14 In the Building Designer to help stabilize the truss system ..` Ter Scab Rdearenere no t rows d led Cin rae p.12025°6(150 ram)cn-se-W C enroll rsrfacawt to web and minimize the lateral movement due to wind and ;.'•" PERMA' ,TLAYOULRESiRAI\TANDDL*1 tL M'EBRBNPoRCEIBITREQUIRED ` ,/, AArriostrede'Sway"esteinstaladoparladscreciondel 'y. ,, BRACING E� ••rte I L SO,I.r:e•r -.••oro , w,osn r- 'g=I Disenadordel Eddiad pare ayudaren estabifizarel sistema 44,,,4K1:1„,..� '- UP �� I 'I ! j�i de trusses y para minrmtter el movtmrento lateral debido a J ;� >< cargas de vento y cargos sismicas. t� , . , 4rt:•f Ka 1 , W L .--�� © Sway braonq installed continuously across the building also ` Ti d r krEtw¢o •j 4 serves to distribute gravity loads between trusses of varying ,1.a •4.:.,s". -x... •1•� 1 a1.5' _-_ stiffness. PLST'Zi ICCD\LAMA.FERMA1EVE YAMOSIRE 1 , j Arriostre de"Sway'que es instate*connnvadamente al haves del ed f cio tamlren es usado DIAODIAL ES REQLE3UW 1 R ELERZO DE KIEf�RO SECiRDARJO REQIERIDO 3 para distnburr las cargas de gravedad entre trusses de ngdez vananda Permanent Restraint/Bracing for the Top Chord in a Piggyback Assembly 0 Some Truss Manufacturers mark the locations of the web:.arena'Restraint or reinforcement on Restrlccfdn/Arriostro Permanente para Is Cuerda Superior en un Ensamblaje de the truss using tags similar to those above. PiD9YbDCk Algunos Fabncantes de Trusses marcan en el truss las ubicacnones de refuerzo o Restnccrcln 1:I Provide restraint and bracing by: Rrprar Dagnn:l Lateral de mierntros secvndanos con etrquetas seiares a las arnba. •using rows of 4x2 stress-graded lumber &acing at 10' Web Member Plane Permanent Building Stability Bracing to Transfer Wind&Seismic Forces CLR and Diagonal Bracing,or iderais or les:, .connecting the CLR into the roof as specified. Arriostre de Estabilidad Permanente del Edificio del Piano de Miembros Secundarius para <I;•-, Cu{at Desplazar Fuerzes de Viento y Foe rzas Sismices diaphragm,or •adding Structural Sheathing or Bracing (tj �i�v s c J The web member restraint or reinforcement specified on a TOD is required to resist buckling Frames,or specified n the under vertical loads.Additional restraint and bracing is typically required to transfer lateral loads •some other equivalent means. re due to wind and/or seismic forces.This restraint and bracing is typically provided by the Building Provee restriction y amostre por: f Tries Design Designer. •usando Bios do lx1 CLR modem grad l i., * re elLa restrforcer o o de mrembrns secundarius especificada en uerido*tTOD es emente uendo paresistir •conectan LR all diafragme dna al,o NI��, 4 e.+q \ el forcer ba cargas vertycaks.Restriction arriostre adroonal es pasar cargas laterales debdas a fuerzas de viento y/a fuerzas sl micas.Esta restriction y arriostre echo,o �►•'•`�■ ' es tipcamente provrsto par el Dseitaduw del Ed/baa •anadierdo Entablado Estrudural o Arm zanes de Arriostre,o •aigunos okras nsdtodos equivalentes. i r -*,1&,40 �&I�� Dngorut&au 10 rod Wphagn'oceng Q Refer to the TOD for the maximum assumed spacing for attaching the lateral Restraint to the top • Ref,echord of the O pars truss. P Pam Sujetar la Resrnccidn Lateral a Is ��i �\( � Frame qty / Rebere al TDD para el tspaciam into mexmo su rests ` Roof cuerda superior del truss soportante. Cap I �_ '- • g no El The TOD provides the assumed thidmess t� Trte ses , a d the restraint and minimum connection e,�.1.li',11i "' Hon:bnfa requirements between the cap and the . iWillr` Note'.Topclnd I.penfau:^.r.e : supportingdi�tu►rM•' UR mixed o Skating not shoo - . . Optruss or grosor snL b �, e o In akin ` El TDD proves el supuesto de la �' �' i1 Bracing Frame or `' 1 restncridn y las requsitas de toner'', Structural Sheatn- nrla rens entre la cepa y el truss sopxtrtanre �� ng a installed 0 Some Truss Designers provide general Chord o la resYricricvr. Ring is in tally design tables and details to assist the BUJ Id- Bracing Frame rig Designer in determining the Bracing Gable red wall panlanwe IXapoN19Y.Ytg. '1r�or Structural required to transfer lateral loads due to Eocxe n Ins.tri Bottom Chad permanent Sheathing wind and/or seismic forces from the Gable CEA or as specoro by me Belong Designer. a:eNW Supporting End Frame into the roof and/or ceiling QW�WW�y /Trusses diaphragm. '__*+..� Algona,Disenadores de Trusses proveen .42"r'"g•4ae: +4i . tablas y deletes de dtse/Ia generals para asst r Cl D setlada del Edibcb en detenninat el Ar- %wry'•'�g-�:�atow....• ' nostre requerido para paw cargas laterales debidas a fuerzas de vsenlo We fuerzas sBmicas del `+atriry t•--' t Amrazbl Hastial a!diafragma dei!scion To view a non•pnntmg PDF of this document,visit www.cbondustrp,com/b3. • Para ver un PDF de este dccument°que no se puede imprrnrr,vara www.stkindustrycom/b3.sbcrrdust,pcem/b3. q .• _Tri". ink •. : 3, > x Construction Lose 7 Cargas- eConstruccion 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 a construction loads. �. ' « k;,, Cargas de construccion son las cargas que estan impuestas a los s s como l o de construccion. �,�:ftlaK' r' . I � Cargas de construccion tipicas resultado pesos de los trabajadores, , •, -1...<;...:' ,„, a el equipo y los materiales de construccion, etcetera. Por ejemplo, un paquete de entablado contrachapado o tabla de yeso apilados • ternporalmente sobre los trusses crean cargas de construccion. Q Make sure that the truss assembly is properly restrained and braced according to the guidelines in BCSI-B1"'and BCSI-B2"' before placing any construction loads on them. Construction loads shall only be placed on fully restrained and braced structures. AsegOrese que el montaje del truss esta adecuadamente restringido y arriostrado segOn las pautas en BCSI-B1"' y BCSI-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- 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 construccion excesivas usualmente demuestran una desviacion excesiva, y por lo menos una parte de este desviacion se quedaran aun despues de que la carga se haya quitada. En casos más severos, miembros quebrados del truss y/o junturas falladas pueden resultar. CONSTRUCTION LOADING Dp'S AND DON'TS ® DON'T exceed stack heights listed in the table. QUE HAGER YNO 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 m DON'T stack materials on unbraced Maximua Altura de Montan para Material encima de los Trusses trusses. Material-Material Height-Altura — NO amontone materiales sobre Gypsum Board- Tabla de Yeso 12"- 12 pulgadas trusses que no esten arriostrados. Plywood or OSB-Madera Contrachapada u OSB 16"- 16 pulgadas .±.--- -=-------'•"--..-_-_-..---_ Asphalt Shingles- Teja de Asfalto 2 bundles- 2 paquetes Concrete Block- Bloque de Hormingon 8"-8 pulgadas Clay Tile- Teja de Arcilla 3-4 tiles-3-4 azulejos :_` 4 Note:Limit stacking periods to approximately one week,unless alternative information is provided by the Building Designer,Truss Designer or Truss Manufacturer. DON'T overload the trusses. Diagonal Lateral Properly restrain and brace trusses before NO sobrecargue los trusses. Restraint .iBracing wiiit stacking construction materials on them. * � r i ill 's I`_ .�I/ �i sir i • Structural 1iicr.."- Sheathing B4ConstLoad 090520 r.. ".; RESUMEN BCSI-B4 In II ,001111111Jp% F . to vo a o 0 0 0 0 0 0 0 `tet , ,. ,.,•. srl IV [.c Z ''T .-/ .-1 N N f'1 el .r •.1' + 0 5 - ...“..t I .14 i'. .go �-1 ° rd/ H s ," le ytg% . y.1y i r.) It y — CD > 03 C] „ )•'ia gyp til < 41, 0.W r s' w o 7 ii ll' "A 1 m ...1 41 N N N ' ' . ,V +• \..,-.".111.•",(4.,,,. Ft re.. l11 ;! t ., E E0 8 g 12 a c N C a) E c x . yq p ,_ ^ o .G N m '! O .O N m "! �, CO (•�• ,� .••1 N N P7 ./. ti' In .D n IO C (� (Hf7 C o U o 71 0 O X o _ 'C • c .O S pc, . .. . . . . . a 0 1 8 (E� o Po S lnfo�t 2 yz ` 0 v .D 01 N r'-1 P) ,-4 m C.I.tn 133 r-I Mr f'1 111 ••• A e �'en 6 y %-: T , 3 n g .1• .D O. r-' ri r1 .•1 N N N rg 5 S L E c 'a o E 0) 0 F 1 p ,11/1200 cEo>, i° E E -O a t o o Ew : € 0 dcm ti5114 (a t laO QyVN N c' ' 4� _® ay-j VSI ca C3 CY .1. sCI 03 wo { a L y.° V) N q •, Z , N CD a o in Y a7 • x l tS h� yYfi 8 x� ra• coy x ca E g o u) h cM HE Sig oh��il• W" mCN1 L. E c N Ci C z is S932 G,� 0 c +�' .0 O • C , O b N m N b 0 Q• a] N W E (a O C a) D C a) ! '1 qq [ .i ri N N 1r, co w C w In O g $ t2 'n E ca c a) E 2 .,y .•1 N N t'1 En ...r to In .o .mo 2 1-4 ... IIE E 3 1_� p • � FI y Is yy z1,- U)�7 V N .0 (o 6)'C .5 s„. l$h rjx U O � 0.-)c � N W S .g g�E.�. "'mod a. m O 0 to D w , �, 4? b •'Y '-o 0 bbb wZ N CL QI n N <�- 11 • a) N CC 0 O ZCcg t0 w U 4) O • CI O rt (0 X V = { w-_ 0) 7 N N • .p X +. �' Ctl ftih!ii .0 =cto E . & 1� I_ 2� ° UtoH - 2 n , 0) to O o -° ° i O a s itz -.Ilk5. „W� ami • • • X X V) E •c .c c_ t 6 ;4); # / o� N 7 sh.s� g ��a °) U a) C (p y (y m to ” 2 L COQ 2 i• l•a hd xo2 . ? il u) -0 2 cca •cc ct a) m 8 E I g.EE �� 12 2 m E � m 0) m m e c 0)cv 7 div R1 Ih to �'C co L E n7 E $ x cO o '6 0 c.) c� e. moa tth l -" 13 &3 E co + T• aE0CE0 .noa) Eoo 0 cm - I Illg 'A . V) o Q E a) fa -a C - Q) O O 'i5i C L (S h a. ; 5 • ~ � � incosa) • cavo c°a ° m G( . a) (D ms0 x 0 - a :1h11 Y co c y c- E 0 ca c ' E u) ui cn a... D g '8113 •, ca ca E ° a) E co (n . n : o . 0 gg d¢p oma) W cm ;c m -o 'co c cc4 c a) cna a) vin io .0 g ' t .N O (o 1] E V c C o C (UO O 0. �, c E o c o (n o . n n 0 • O x cO c > O X a7 v r. 0 .= O x (o , •o y O ca E E CV E c (C O .i.-lc----'------141\ 'moE0 ;12 (0o `) . 0EE -0E .0.ca co CE0`a f ; •a . co .0 o Q [ .o r (tiN o iil9 O �O a) 0 C U 3 a) c .�n V) c) N 0 N 0 N 1-1 rn in .... .cO o j E 0 ca 'ca o N c , c a N mm O -0 ,— ,._— _- - _ . .._• 7a) E � coovova II f c:Q c m ) cse •cO n m 2 m EQ (-5 ") n E E E — >, N a) r) a) tL o U O -rn c a) (c� o m a) 0 `�° n (°n o) rn w 0 — 0 W w d a) cozn- a a) o �5 � (.'gym (s0T0 'm .` C7 • • • • • 0 X CY (L • • • u> • N Z C ♦ ♦ u It . cu CO �0:2-' w iCIU! c\.w HZ i w t 03 o 0 ,,'',, *:::F QV*♦,, aX°�:ad --�'Iwmr �_ cAi E S3 bi �8 53 1mO Pp '-'11,stlttiovi 4 L It) O `t rq CV R (V R (n t c C C 0 c ° D 0 , o O -ate C O a) O r O U a y . .0 tT U 0 U L 0 0 3 ° 0 O O w D U 0 z CO O .0 E o • E z m N m 1.0 v v LD U3 cin n U -0 C E a ° 0 C - ¢ a)4) o o o E .- w a •— • gE` ,s N E in) ° a°) .- 6 E a_J h bi il �_ O o o ° 0 co Q —la) o hIt S x ov, `o 4-) a' C N N a 2 elf—y°"E . VI 0 in ID et c0CIO O N 'I (OC7OO CV et I— C.-. 0 0 '- TvHUfluhil o�D o . xEvwn) o~�L •0 0 'D CN NVll 4 j ,�0.1 V a) a a) 0 • E in - ° 0 0 E S i' S S6.t 6'r u a. toac) E - xa= a°i ° °' aci Coo ° �. 5 W"o i 4o.� o to o � � yy O N .0 '- vi ° ...:13 .s a 0 M 'D C E & .), b• ,,z t,, aO E `- u to U •C �' b p X N $0 o w o O ° too a C c,�CO 0 C "afiltt ¢ .F . ,,t)c) O C to O c0 O 0 N O O 1 J! y Y 8 ,Eu 0 a'O N ` z 0 .✓ :O a) 00 ° ° O ° C 2 .,�s§E € s OS3 C •p C .. C L. L •p "D 0 0 JO 4) a) F- £ 55 E§ 3� a m i U 0 a) D 0 U E c x O �� E EE i_E °w1 ` _c .D d O N a) to 0 0 o 70 ? / j Li)Z a 11 i E i a i v x O 7 to O .. L �- .- P -1 $$ E h < z O ° v N ° O U o a) o E E X =li$.c ti�gg s N 0 O E o U .o ° •- O O .E m " 3• 3 CU N ° .-' a) -C a) CT 0 .0 a 3 -c� Cr, C O .� 7:..7' C (� o }r `m z I ° N EE a) 4 'E >, a) E . vi .0—'i E -- E o • oaE 45411 3 x ° v c o .- .n E E ° — cn "' z 1 O ° � cn ° ° n °c' o 'o o x Z l'11421,174!2$ a • NL E a� E v 3 c — a) a) o v ° °' Eccc o °• a) m i €A•s1 1}:cr �� •° .E ' ° E E E 0 E .n > a) ° E w 1 1. "i E x E n c p 0 � 0 ` O -0 ° c o tv t �jl , t . Y ° — 0 .0 E o . p _° O O 0 a) 0 3 0• 0 j .«_, M 4 •°it.ifli i a_ E C 'I' • N 3 C 2 1 0 - 3 O .- 0, ° L-' . V :: cr t°/1 .O• U o ° ° C N � _ ° C a . °'° CL t_ v1 ° o to X dA: ,5•L Cn c i oEa) � c E c °) c• a> :7,. '7 �o ..c 45 3 E 1) E p.° o .c c •- a) u : _ °) - !V E ° O a) O C E O E 0 E c ° • .�. O —__�. II *i--- 4- -o - vv1 E O E 1/46 -a; E -Q ' c o E 2 U � v ° a) oft) 3 2 0 E -o 0• ' ° — c an; o - o c 0 ° c L. E o •- a ° -' a 'rn co (%' -f`- za o II II II ;? o ` D a as O w e a) 0 a) o ° ^ ^ ��114 CD + • c s * * U (I) xw E (Ld' .- N PERMANENT WEB BRACING SEE INSIDE DESIGN MANUAL FOR BCSI PERMANENT BRACING I INSTALLATION INSTRUCTIONS AND FOR FURTHER INFORMATION. CONSULT THE ENGINEER OF RECORD FOR EXPLICIT INSTRUCTION REGARDING PERMANENT BRACING CONTINUOUS LATERAL CONTINUOUS LATERAL BRACING /.%.04...%,...,.... BRACING (1X4) �� 4411 I1x4#3 HEM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO BE EQUALLY SPACED. ATTACH WITH(2)8d NAILS. BRACING MATERIAL TO BE SUPPLIED WEB AND ATTACHED AT BOTH ENDS „`�� TO A SUITABLE SUPPORT BY ERECTION CONTRACTOR. ,e-T-BRACE TBRACB THESE DETAILS APPLY TO 1.5"WIDE WOOD . TRUSSES. tr. WEB • USE A 2x4 T BRACE IF THE TRUSS DESIGN . SPECIFIES ONE LATERAL BRACE(MID POINT OF WEB). • USE A 2x6 T BRACE IF THE TRUSS DESIGN SPECIFIES TWO LATERAL BRACES (AT THE THIRD POINTS OF THE WEB). • USE A CONTINUOUS PIECE FOR THE T BRACE, OF THE SAME GRADE AS THE WEB AND COVERING AT LEAST 90%OF THE WEB �tiuw �� �N���f� .t _... LENGTH. ti,� +`' * 3 '., n • CENTER THE T BRACE ON THE WEB AND �'c/k ''• •............. (6.'1 FASTEN WITH 10d COMMON NAILS SPACED 4" l ,,, so: W 6•.' 7, J n ON CENTER. :1,, irk a 0•zzx mi'' r yr',f O 0 to �7E' �Jj• Gy:s p -ci WEB Ian SCAB .°' -- BRACING SCAB BRAC SCAB BRACE SAME SIZE, GRADE, AND LENGTH AS WEB MEMBER. ATTACH WITH 10d NAILS @ 4"O.C. BRACING MATERIAL TO BE SUPPLIED I,„,,_. ,•'�I I, BY ERECTION CONTRACTOR. 1I