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Plans (29) _EO PRpp .6, �_ � �GINE-6. >p Alpine,an ITW Company 5 19575 8801 Folsom Blvd.,Suite 107 Sacramento,CA 95826 Phone:(800)877-3678(916)387-0116 4` ,�4 LPI ANNE Fax:(916)387-1110 ITW COMPANY 06/21/201g sacseals@itwbcg.com OREGON 9,Q0(• 0 .W 9 NSP • Renews 8/30/2021 Site Information: Page 1: Customer: Truss Components of Oregon,Inc. Job Number: R 0519186 Job Description: R 0519186 Address: Job Engineering Criteria: Design Code: IRC 2012 IntelliVlEW Version: 19.01.00 JRef#: 1 WM471750007 Wind Standard: NA Roof Load(pst): None Wind Speed(mph): 0 Floor Load(psi): 40.00-10.00-0.00-7.00 This package contains general notes pages,1 truss drawing(s)and 3 detail(s). Item Seal# Truss Item Seal# Truss 1 172.19.0901.46640 D 767(1 S sk �� Printed 6/21/2019 10:01:52 AM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AF&PA. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19%and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10(Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.orq. Page 1 of 2 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL= Bottom Chord standard design Live Load in pounds per square foot. Des Ld =total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) =maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. LI#= user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the immediate vertical Deflection, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc= Location, starting location of left end of bearing or panel point(joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non-Concurrent Bottom Chord design Live Load in pounds per square foot. PL=additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB= additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP= Panel Point. R= maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL= maximum horizontal design Reaction in either direction, in pounds, from all specified non-gravity(wind or seismic) load cases, at the indicated location (Loc). Rw= maximum downward design Reaction, in pounds, from all specified non-gravity(wind or seismic) load cases, at the identified location (Loc). TCDL=Top Chord standard design Dead Load in pounds per square foot. TCLL =Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non-gravity(wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W=Width of non-hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. References: 1. AF&PA: American Forest& Paper Association, 1111 19th Street, NW, Suite 800, Washington, DC 20036; www.afandpa.org. 2. ICC: International Code Council; www.iccsafe.orq. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.alpineitw.com. 4. TPI: Truss Plate Institute, 218 North Lee Street, Suite 312,Alexandria, VA 22314;www.tpinst.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719;www.sbcindustry.co Page 2 of 2 Job Number: R_0519186 Ply: 1 SEON:11608/ 150 SY42 Gust:R7175 JRef: 1 WM471750007 R_0519186 Qty: 12 FROM:BB DrwNo: 172.19.0901.46640 Truss Label: D PBC / GWH 06/20/2019 13' ,13' "12 24'1"4 13' 8"1 10'4"8 H—2'6" } 2'6"12 -1 2'6"12 1 2'6"12 { 2'6"12—H 2'612 I- 2'6"12 f 2'6"12--{ (TYP) REPAIR DETAIL (TOP VIEW) //////////////////////////// ////// SCAB 3/4 4"hole TRUSS I� SPACER : SCAB r- 3'5'5 4'hole 8 A B C D E F G H I J (S) K / 1 I .1 //// /44(;/....001;„ //////_ 1 T1 S R 0 P O N M 1 24'1"4 A Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CS1 Criteria ♦Maximum Reactions(lbs) TCLL: 40.00 Wind Std: NA Pg:NA Ct:NA CAT:NA PP Deflection in loc L/defl LJ# Loc R /U /Rw /Rh /RL /W TCDL: 10.00 Speed: NA mph Pf:NA Ce:NA VERT(LL): 0.488 F 592 480 T 916 /- /- /- I_ /2.5 BCLL: 0.00 Enclosure:NA Lu:NA Cs:NA VERT(TL): 0.799 F 361 360 M 916 /- /- /- /- /3.7 BCDL: 7.00 Category:NA Snow Duration:NA HORZ(LL): 0.077 B - - T Min Brg Width Req= 1.3 Des Ld: 57.00 EXP:NA HORZ(TL): 0.125 B - - M Min Brg Width Req= 1.3 NCBCLL:10.00 Mean Height:NA ft TCDL:NA psf Code/Misc Criteria Creep Factor:1.5 Bearings T&M are a rigid surface. Soffit: 2.00 BCDL:NA psf Bldg Code: IRC 2012 Max TC CSI: 0.655 Load Duration:1.00 MWFRS Parallel Dist:NA TPI Std: 2007 Max BC CSI: 0.888 Members not listed have forces less than 375# Spacing:16.0" C&C Dist a:NA ft Rep Factors Used:Yes Max Web CSI: 0.676 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:NA FT/RT:10(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. I:NA GCpi:NA Plate Type(s): B-C 0-2746 G-H 0 -3961 Wind Duration:NA WAVE,HS VIEW Ver:15.02.000.1217.15 C-D 0-2746 H-I 0 -2743 Repair for notched top chord(offset 4"diameter hole). E-E 0-3961 I-J 0 -2743 E-F 0-3961 J-K 0 -2743 REPAIR PROCEDURE F-G 0-3968 >Shore truss to restore to pre-loaded condition. Maximum Bot Chord Forces Per Ply(lbs) >Add scab and scab with spacers as specified. Chords Tens.Comp. Chords Tens. Comp. >Remove shoring. (S)Add 2X4 x 8-0-0 HF#2 or better scab to each face. S- 15 0 P- 39680 R S-R 3511 22 0 O-N Attach one scab,centered on notch,with Simspson N 3511 5 0 SDS 1/4"X3.0" screws at 3"o.c.On the opposite face, R-Q 3512 0 N-M 1573 0 add 2X4 x 8-0-0 HF#2 with spacers each side of cut for Q-P 3971 0 full wood to wood contact.Scab and spacer to be attach with SDS 1/4"X 4.50"screws at 3"o.c.Minimum number Maximum Web Forces Per Ply(lbs) of screws each face are indicated by circles. Webs Tens.Comp. Webs Tens. Comp. Edge distance,end distance and spacing for fasteners T-B 0-1777 0-H 664 0 shall be sufficient to prevent splitting of the wood. B-S 1330 0 H-N 0 -876 See drawing 171.19.0915.45722 S-D 0 -869 N-K 1328 0 for lumber,plates,and other data not shown here. D-Q 510 0 K-M 0 -1776 Construct the field repair or modification in accordance with the design and situation decribed above. ����p PROFS �5 G'NF �O 0 a F•P 1- 19575 9 1iT OREGON 9' OLDW. Renews 6/30/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "*IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS1 OR 97113 Component Safety Information,by TPI end SBCA)fosa fe y practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BOSI.Unless noted o hefwiset op chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,67 or B10, as applicable. Applplates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. defer to A ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the .„r m, truss in conformance with ANSI/IP! 1,or for handling,shipping,installation and bracimiff ng of trussesA seal on this drawing or cover page listing this drawing,Indicates acceptance of prooesslonal engineering responsibility sole) for tJ design shown. The sui bility and Use of this crewing n wing for any structure Is the responsibility of the Building Designer peryANSI I 1 380.2. 8351 Rovana Circle For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95828 TRULOX INFORMATION DETAIL TYPICAL OFF PANEL SPLICE DO NOT APPLY NAILS WITHIN 1/2" OF LUMBER TYPICAL PANEL POINT WITHOUT SPLICE EDGES OR 1" OF LUMBER ENDS ON EACH FACE, 1/J2" Irl 1"1 1/2" AS SHOWN BY DASHED LINES. 1/21 r 1 r1/2" 1/2" -T- --- I - --- -I- NAILS MUST NOT SPLIT LUMBER. //C i'%; / 2. 1/2" O I I" 1 O 2" / i/I2" 1_l-- - - 1/2" 1- 1" -7- TYPICAL FIT,T,FR -L- - - - - - -J- _A:\4/2" 1/2" Q /i 2" -T- 1/2"-\� 1/2" 1/2" TYPICAL HEEL PLATE AS \ �/�/ y/� \ SPEC1PIh7J \ \ / 1/2" \ ON SEALED 0 TYPICAL PANEL POINT SPLICE DESIGN *lir 1/2" `` \ 1/2'..------- 1/2" \ / 1/2.1 r 1 r1/2" 1�1/I2 \ I i" I O /i Alt /2" �" -� hilla.-- .�- 1/2" i� �2" O I ( / / 1/2" s-- , L--- / 111111111i1" �' ' -1-- 1/2" © 1/2" T _� 1/2" r' O 1" 1- 1 1 1/2" T P _r 0 TRULOX PLATE I " APPLIED OVER I - _ L I A - - ____ OTHER PLATES. ,- -f- 1/2" © I \b 1/2" r1/2"-1 -I r1/2" 1" 1„ ? PROFSS NOTES: `y' , G 1 N Ffi s�0 TRULOX PLATING (n) IS THE REQUIRED NUMBER OF 0.120" X 1.375" NAILS, OR EQUAL, PER FACE r4C9 " 19575 44 r 1 3 0 PER PLY AS SPEC1r'j.D ON THE SEALED DESIGN REFERENCING THIS DETAIL. ���� Q LOCATES PLATE CORNER OR FLUSH EDGE. �J1E'�►y� A O 0 LOCATES PLATE CENTER. AN MA/COMPANY 1,0OREGON III '9�'4/1.20,1g9 kl.P - c D W. V PAGE 1 OF 1 1338Earth ,MO DATE 10/01/14 Earth Lakefront MO 83045Dave Renews e13012021 CLR Reinforcing Vernoer Suostitution T-Reinforcernent This detail is -to be used when a Continuous Lateral Restraint (CLR) Or T-Reinf, is specified on a truss design but an alternative web L-Reinforcernentl or reinforcement method is desired. L-Reinf. ,. �` Apply to either side of web narrow face, , Attach with 10d (0.128'x3.0',min) nails Notes: at 6' o,c, Reinforcing member Is ##1° This a minimum 80% of web , This detail is only applicable for changing the specified CLR member length. shown on single ply seated designs to T-reinforcement or L-reinforecement or scab reinforcement. Alternative reinforcement specified in chart below may be conservative. ", For minimum alternative reinforcement, re-run design with appropriate >< reinforcement type. ow Use scabs instead of L- or T- reinforcement on webs with intersecting truss Joints, such as K-web Joints, that may Interfere with proper X 1 1 application along the narrow face of the web. T-Reinf. L-Reinf. i Web Member Specified CLR Alternative Reinforecement Scab Reinforcement: Size Restraint T- or L- Reinf. Scab Reinf. 2x3 or 2x4 1 row 2x4 1-2x4 Apply scabs) to wide face of web, 2x3 or 2x4 2 rows 2x6 2-2x4 No more than (1) scab per face. 1M Attach with 10d (0,128`x3.0',min) nails 2x6 1 row 2x4 1-2x6 at 6' o,c. Reinforcing member is a 2x6 2 rows 2x6 2-2x4010 minimum 80% of web member length. 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6(*) Scab Reinf. T-reinforcement, L-reinforcement, or scab reinforcement to be same species and grade or better than web member unless specified otherwise on Engineer's sealed design. (310 I Center scab on wide face of web. Apply (1) scab to eachIIIII face of web. ALLINN lolVARTIDOILth DEAD AND FOLLOW CINCLUDINGONTRACTORS INSTALLERS. ��ctES PROFFS,s TC LL PSF REF CLR Subst. imeDFIRTAtfhla maim THIS DRAWDiG TO ALL follow the latest edition oftreme`9Pre CSSI(I(&IIf e%Component Safety y Infor n,bying°Wbracing.any�� CcYyAq>FRefor:safety �y ,G1NFF� ,O TC DL PSF DATE 01/02/19 Unless noted other�e hord eshall halve p•rInstaleoperly attached acitralsheathnpaad bootton SIchord ./Jd 0.' 19575 9 r shall have a property attached rgd ceiling. Locations shown for permanent lateral restraint of webs h r BC DL PSF DRWG BRCLBSUB0119 [NE shall have bracing installed per DCSI sections H3,H7 or 910.as applicable. Apply plates to each face -.,5 O 1�1�\___11 of truss and pastibn as shown above area on the Joint Details,unless noted otherwise. /J// BC LL PSF v Refer to drawings 160A-Z for standard plate positions. . V t''kI/1•v AN min COMPANY this dos many failure tadding bu the truss nts 5co�n''orrnanance'with asvIfis1.0,—foonsible r fordeviation sr ng,from • TOT, LD. PSF installation 6 bracing of trusses. \çREGON A seal on 5*draweg or cover page luting this dosing,indicates acceptance of professional73723 RiverportDrive e� 's Y Fd'' �> sh�v T �Y 1/7P1 1 Sect. an,20, OUR, FAC, Suite 200 sithecbde is the Binding Der PteMarland Heights,MO 63043 For more information see this Job's general notes pope and these web site,. ot 0 W W.ON' SPACING ALPINE.wewalpYwkw.coni WPL www.tpinstcrgt MA.wwwsbcinductry.orgt ICC.wnjccsafeorg Renews 6!3012021 Commentary: Deflection and Camber Camber may be built into trusses to compensate L = Span of Truss (inches) for the vertical deflection that results from the D = Depth of Truss at Deflection Point (inches) application of loads, Providing camber has the - following advantages: Recommended Truss Deflection Limits • Helps to ensure level ceilings and floors after dead loads are applied. Truss Type L/D Deflection Limits • Facilitates drainage -to avoid ponding on flat or Live Load Total Load low slope roofs, Pitched Roof Trusses 24 L/240 (vertical) L/180 (vertical) • Compensates for different deflection Floor of Room-In-Attic 24 L/360 (vertical) L/240 (vertical) characteristics between adjacent trusses, Trusses • Improves appearance of garage door headers Flat or Shallow Pitched 24 L/360 (vertical) L/240 (vertical) and other long spans that can appear to 'sag,' Roof Trusses • Avoids 'dips' in roof ridgelines at the transition Residential Floor Trusses 24 L/360 (vertical) L/240 (vertical) from the gable to adjacent clear span trusses, Commercial Floor Trusses 20 L/480 (vertical) L/240 (vertical) In accordance with ANSI/TPI 1 the Building Designer, through the Construction Documents, shall provide the Scissors Trusses 24 0.75' (horizontal) 1,25' (horizontal) location, direction, and magnitude of all toads attributable to ponding that may occur due to the design of the roof drainage system, The Building Designer shall also specify Truss Type Recommended Camber any dead load, live load, and in-service creep deflection Pitched Trusses 1.00 x Deflection from Actual Dead Load criteria for flat or low-slope roofs subject to ponding loads, Sloping Parallel 1,5 x Vertical Deflection from The amount of camber is dependent on the truss type, Chord Trusses Actual Dead Load span, loading, application, etceteras, Floor Trusses (0.25 x Deflection from Live Load) + More restrictive limits for allowable deflection and Actual Dead Load slenderness ratio (L/D) may be required to help control vibration. Flat Roof Trusses (0,25 x Deflection from Live Load) + (1.5 x Design Dead Load Deflection) The following tables are provided as guidelines for limiting deflection and estimating camber. Conditions or Note: The actual dead load may be considerably less than codes may exist that require exceeding these the design dead load. recommendations, or past experience may warrant using more stringent limitations, waiVARNINGise READ AND FOLLOW ALL NOTES Dl THIS DIRAWINGI ��EO PROp'a, sMlI'tRTANTss FURNISH THIS DRAWING TO AU.CONTRACTORS INOLUDING THE INSTALLERS. `, GINF `s''o REF DEFLEC/CAMB Trusses requhe extreme care in fabricating,handling,shipping,installing and bracing. Refer to and C9 follow the latest edition of SCSI Melding Component Safety Infornatlon,by TPI and SBCA7 for safety 19575 'i' v DATE 10/01/14 practiceo prior to perfo imp g these fvictlons. Installers shall provide temporary bracing per BCS7. r UMess noted otherwise,top chard shall have property attached atructurat sheatFJnp and bottom chord �' DRWG DEFLCAMB1014 _ shall have a properly attached rAWd ceiling Locations shown for permanent lateral restraint of webs ...,---6.-f,---;„.0:,:41 Q ('i f� T1 Sint:Ynva nd posI Instal s per BESI sections 83,H7 or HIO,ns applknbno Apply plates to rack face •, IIYii�\\Vv(11 of truss and position ail d per above and on the.blot Details,unless noted otherwise. Refer to drawings I60A-Z for standard plate positions. Alpine,a division of ITV Building Components Group Inc.shall not be responsible far anydeviation from 0 OREGON J AN R'W COMMNY this drawNp,any failure to build the truss in conformance with ANSI/TPI 1,or for handing,shipping, 0 installation&bracing of trusses. 9�'en.20,199 `Q� A seal on this drawing or cover page listing this drawing,Indicates acceptance or professional V enpelver#p solny for the�st�Trr,sMen The suFWbRity end use of this d^n.ep 'OLD W.0 13389 Lakefront Dove for any str.,ctur t r resporuWlty oc "."_ Bulking Designer per ANSLTPI 1 Sect' Earth City,MO 63045 For more information see this Job's general notes page and these web sites Renews 6/30/2021 ALPINE.swwalpheltw.coni TPI.eew.tpinstorgi SBCA'www.sbci dustry.org/ICC.www.iccsafe.org