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Plans (94) 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. U#= user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl value. Udefl= 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 19`h Street, NW, Suite 800, Washington, DC 20036; www.afandpa.orq. 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.org. 5. SBCA: Wood Truss Council of America,6300 Enterprise Lane, Madison,WI 53719;www.sbcindustry.co Page 2 of 2 SEQN:194690 T1 COMN Ply: 1 I Job Number: 1118026 Cust:R7175 JRef: 1WfT71750024 FROM:NM Qty: 17 DONALDSON TRUSSES 2 DrwNo: 310.18.1620.44033 - Truss Label: B1 BFR / RTT 11/06/2018 7'6" 15' T6" I- T6" H ia5X5(R1) 12 4 � T � ,� U, Zr) N „..,,z,)B D in _ a 1s A ■ i E 2X4(A1) III 1.5X4 =2X4(A1) ir 15' H 1'6' I T6" HI 7.6,. H 1'6"H 7'6" 15' Loading Criteria(pot) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.2 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 7.00 Speed: 110 mph Pf:25.2 Ce:1.2 VERT(LL): 0.050 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.107 F 999 240 B 798 /- /- /343 /50 /56 BCDL: 10.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.019 F - - D 798 /- /- /343 /50 /- Des Ld: 42.00 EXP:C Kzt:NA HORZ(TL):0.041 F - - Wind reactions based on MWFRS Mean Height:15.00 ft NCBCLL:10.00 TCDL:4.2 psf Code/Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 Bldg Code: IRC 2012 Max TC CSI: 0.890 D Brg Width=5.5 Min Req= 1.5 BCDL:6.0 psf Bearings B&D area rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.621 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.152 Loc.from endwall:Any FT/RT:2(0)/4(0) Maximum Top Chord Forces Per Ply(lbs) GCpi:0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 B-C 329-1156 C-D 329 -1156 Lumber Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 HF Std/Stud B-F 1039 -212 F-D 1039 -212 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Purlins In lieu of rigid ceiling use purlins to brace BC i 120" OC. Wind Wind loads based on MWFRS with additional C&C member design. , IcIsED PROp4 O.5 .sGiNE� �O t83294PE '7 OREGON /39: `Z/LY 14,200° 0 ss ell Ta " Renewal 8/30/2020 11/06/2018 **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 468 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ea bracing per SCSI.Unless noted oytherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propefly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Jointetails, unless noted otherwise. Refer 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,an failure to build the AN fIW COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of oroTesstonar engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 107 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 95826 • SEQN:7983 T2 GABL Ply: 1 Job Number: 1118026 Cust:R7175 JRef: 1WfT71750024 FROM:NM Qty: 2 DONALDSON TRUSSES 2 DrwNo: 310.18.1623.37663 - Truss Label: BGE BFR / RTT 11/06/2018 7'6" 15' HH I` T6" H H 1'4"H (TYP) 4X5 F 12 — 4 it i i La i i En _ N C1 B J el _ l.21"- A i i i i i i • K _1' 2X4(A1) 0 =2X4(A1) I- 15' 1 H 1,6" I_ 7,6" 76" I -1'6"H 7'6" 15' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs),or*=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.2 CAT:II PP Deflection in loc Udefl U# Gravity Non-Gravity TCDL: 7.00 Speed:110 mph Pf:25.2 Ce:1.2 VERT(LL): 0.002 L 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.005 L 999 240 g 384 /- 1- /183 /82 /86 BCDL: 10.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.001 R - - J* 116 /- /- /45 /13 /- Des Ld: 42.00 EXP:C Kzt:NA HORZ(TL):0.002 R - - Wind reactions based on MWFRS Mean Height:15.00 ft Code/Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req= 1.5 NCBCLL:10.00 TCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.321 J Brg Width=174 Min Req=- Loffit: 2.00 BCDL:6.0 psf Bearings B&B are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.063 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.028 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.00.1016.20 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-6-0 top chord outlooker span and cladding load not to exceed 5 PSF one face,and 24"span opposite face.Top chord may be notched 1.5" deep X 3.5"AT 48"o/c along top edge.DO NOT OVERCUT. No knots or other lumber defects allowed within 12"of notches.Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. ��,0Q PROpSs' tS Purlins , In lieu of rigid ceiling use purlins to brace BC @ 120" ONy �O I N E� OZ OC. 141 83294PE fl Windlc /r Wind loads based on MWFRS with additional C&C member design. Additional Notes OREGON See DWGS S11515ENC100815&GBLLETIN1014 for 13,, <14,'r 94,2e° e gable wind bracing requirements. Self Ta" Renewal 6/30/2020 11/06/2018 **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 468 • Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fbr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 6d bracing per BCSI.Unless noted olherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propefly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing insalled per BCSI sections B3,B7 or B10, as applicable. Applplates to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Defer to A LPI N E 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 AN MN COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of ro essiona engineering. responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the uilding Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 107 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 95826 Gable Detail For Let-in Verticals Gable Truss Plate Sizes Abe'4 O Refer to appropriate Alpine gable detail for nm m plate SiE¢s for vertical shtl5. I0 �� :Refer to Engineeretl truss design for peak, Splice,web,and heelplot`s.© If gable vertical plates Overlap,use a Single plate that covers She total area of .4'44::4‘ the overlapped plates to span the web. Goble 4I i,,� O © © i:npin pp, : , Example: 2X4 ty.. 2X4 2X8 "T' Reinforcement Attachment Detail •T•Reinforcing •T•Reinforcing • Member Member© yO Toerood -Or- End-nail �I• 1/<I • O CO To convert from"L' to'T'reinforcing members, Provide connections for uplift specified on the engineered truss design. multiply'T'increase by length(based on appropriate Alpine gable detail). Attach each'T'reinforcing member with End Driven Nails: Maximum allowable 'T"reinforced gable vertical 10d Common(0.148'x 3.-,min)Nails at 4"o.c.plus length is 14' From top to bottom chord. (4)nails in the top and bottom chords. '7'reinforcing member material oust notch size, Ri-id Sheathin. Toenailed Nails: specie,and grade of the"L'reinforcing member. IOtl Cannon(0.I48'x3',min)Toenails of 4•o.c.plus Web Len th Increase w/ 'T' Brace i1 4 Naas II Ii (4)toenails in the top and bottom chords. 9 'T'Reinf. '7' 'T' I This detail t0 be used with the appropria to Alpine gable detail for ASCE Mbr.Size Increase Reinforcing rind load. -i- 1 Member 2x4 30'/, ASCE 7-05 Gable Detail Drawings Example; 2x6 20% 613015051014,A120150510(4,A11015051014.A100(505(014,614015051014, ASCE 7-10 Wind Speed= (20 mph Nails 613030051014,A12030051014,A11030051014,610030051014,614030051014 Mean Roof Height =30 ft.Ret 1.00 Trus Spaced At ASCE 7-10 6 ASCE 7-16 Gable Detail Drawings Gable Vertical =24'o.c.SP M3 Truss 4•o.c. AII515ENC10011B,AI2D15ENC100118.614015ENCI00118,616015ENC100118, 'T'Reinforcing Member Size =2x4 A18015ENC100I18,A20015ENC100118,A20015END100118,A20015PED100118, "T' Brace Increase(From Above) 307.= 1.30 AII530ENC100118,A12030ENC100118,A14030ENC(00118,A16030ENC100118, (1)2x4 "L' grove Length 8'7' A18030ENC1001I8,A20030ENC(00118,A20030END10011B,A2D030PED10011B, Maximum'7" Reinforced Gable Vertical Length SII515ENC100118,SI2015ENC100118,SI4015ENC100118,DI6015ENC100118, Lag x 8' 7' = 11'2' 5I8015ENC100118,520015ENCI00118,520015EN0100118,S20015PED100118, 51153OENCIODII8,SI2030ENC100118,514030ENCIOOII8,516030ENC(001(8, it 4 Naas ,l �l SI803OENC100118,S2003OENC100118,520030ENDI00II8,520030PEDIOOIIN r_. CeitMg See appropriate Alpine gable detail for maximum unreinForced gable vertical length. '6"CEO PROFF wwWARNINSIws READ AND FALLOW ALL NATES ON THIS oftwoo " Sud INPORTANTPN FURNISH THIS DRAWING TO ALL CAITRACTIRS INCLUDING TIC INSTALLERS. //�. aG1NFF �O REF LET-IN VERT Trusses reoare extreme core in Fabricating.hanp6ls,shCpig.instotlirp o.Ora. . Refer to and V fell.the la es `salon or Cyt MASON eo.pa„ent Safety Inform...by TPI one ABCAI For rely $( 83294PE 9 DATE 01/02/2018 practices prix•to oerfarnho these functions. Installers hall prose temporary bracig per icsl. ,r Unless noted others..top hors Mil have properly a ached s ructwol sleotNry.0 Foam chord / /�1 ���� Shall i it ,aodwowrlr attached ripe s.ch ...no sheen for permanent lateral rs a<or..as DRWG GBLLETIN0118_ 'Al-PONE ...go sting installed per K31 sections B3.B]or BIO.os ppl... Apply pates to each face Refer to era ag position fayre stonOard plate positionthe s. Detaas.unless noted otherwise. AN ITA COMPANY M0i'e.a weirs ar ITv BvSInd h=sns. waw Inc shoes nae be r Ansae For any de 1..Fron OREGON e <Ma u tmn°i o;Four.io bwle<ne twss vl conr°r.wl.ce.th AHsvTvi L or r>r,onnNlN.shpdry. AX. TOT, LD. 60 PSF nyseal e o on this S-a of or csower page int.°tins crewels.Lacoattes acceptance of areessa al "L tP LY 14,1a C 13723 RNerpod OrNe for an structure acture is solely for ti deep,sown. The y of Ws as" 0 Suite zao FOr any vwevre y w moonstone of the dnalrq Bewls�e:`per 1461/TPI I secz. *e i AUR. FAC. ANY Maryland Heights,M063043 µPINFar more formation a this Jrb's general notes page and the se cess *eel!Tan pineitwsomr 17h sev.tpnstorD,MBCA:wee...Wstry.ory,ICC,m sites, MAX. SPACING 24.0' xY0D0 1/06/2018 11 r Gable Stud Reinforcement Detail for Stucco Cladding ASCE 7-10: 115 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 2X4 Brace (I)1x4'L'Brace• (U 2x4'L' Brace• (2)2x4'L " Bracing GroupS'Brace••(I)2x6'L'Brace• (2)2x6'L'Brace H p Gable Vertical NoSpecies and Grades Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A: Sal / #2 4' 4' 7' 4' 7' 8' 8' 8' 9' 0' 10' 4' 10' 9' 13' 8' 14' 0' 14' 0' 14' 0' Spruce-Pine-fir hen-Fir SPF #3 •1/i2 Standard 42 Stud 4' 1' 7' 3' 7' 6' 8' 7' 8' 11' 10' 3' 10' 8' 13' 6' 14' 0' 14' 0' 14' 0' 03 Stud 43 Standard <J Stud 4' 1' 7' 3' 7' 6' 8' 7' 8' 11' 10' 3' 10' 8' 13' 6' 14' 0' 14' 0' 14' 0' o HF Standard 4' I' 6' 11' 7' 4' 8' 7' 8' 11' 10' 3' 10' 8' 13' 6' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern Pine.•• #1 4' 6' 7' 6' 7' 9' 8' 10' 9' 2' 10' 6' 10' 11' 13' 10' 14' 0' 14' 0' 14' 0' R3 43 —I b SP x2 4' 4' 7' 4' 7' 8' 8' 8' 9' 0' 10' 4' 10' 9' 13' 8' 14' 0' 14' 0' 14' 0' Stud slug #3 4' 3' 7' 3' 7' 7' 8' 8' 9' 0' 10' 4' 10' 9' 13' 7' 14' 0' 14' 0' 14' 0' standard Standard (U DEL Stud 4' 3' 7' 3' 7' 7' 8' 8' 9' 0' 10' 4' 10' 9' 13' 7' 14' 0' 14. 0' 14' 0' Standard 4' 1' 6' 5' 6' 10' 8' 7' 8' 11' 10' 3' 10' 8' 13' 5' 14' 0' 14' 0' 14' 0' Group B: U SPF #1 / #2 4' 11' 8' 5' 8' 9' 9' II' 10' 4' 11' 10' 12' 4' 14' 0' 14' 0' 14' 0' 14' 0' hen-Fir }> a3 4' 8' 8' 4' 8' 9' 9' 10' 10' 3' 11' 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' •I&Btr S- U HFStud 4' 8' 8' 4' 8' 7' 9' 10' 10' 3' 11' 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' 4I 0 Standard 4' 8' 8' 4' 8' 7' 9' 10' 10' 3' 11' 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' 00u•los Fir-Larch Southern Pine••• SP a1 5' 2' 8' 7' 8' 10' 10' 1' 10' 6' 12' 0' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' 11111=7!=l1M III #2 4' 11' 8' 5' 8' 9' 9' 11' 10' 4' 11' 10' 12' 4' 14' 0' 14' 0' 14' 0' 14' 0' MIIIM:111M1N s2 #3 4' 10' 8' 4' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRB(Stress-Rated Board). N DEL Stud 4' 10' 8' 4' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' ,,,or FI.so.Pne use only Industrial 55 or Standard 4' 8' 7' 10' 8' 4' 9' 10' 10' 3' II' 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards.Group B d SPF #1 / #2 5' 5' 9' 3' 9' 7' II' 0' II' 5' 11' 10' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' values nay be used with these grades. N3 5' 2' 9' 2' 9' 6' 10' 10' 11' 3' 12' II' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes: lU U HE Stud 5' 2' 9' 2' 9' 6' 10' 10' 11' 3' 12' Il' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' vices Load deFlection criterion is 1/360. ,- Standard 5' 2' 9' 2' 9' 6' 10' 10' 11' 3' 12' 11' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' ProvideupliFt connections for 30 plc over x SP #1 5' 8' 9' 5' 9' 9' II' I' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing(5 psi TC Beed Load>. d b N2 5' 5' 9' 3' 9' 7' 11' 0' 11' 5' 13' I' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load from 4.0'outlookers 43 5' 4' 9' 3' 9' 7' 10' 11' 11' 4' 13' 0'' 13' 6' 14' 0' 14' 0' 14' 0' 14' 0' with 2.Cr overhang,or 12'Plywood overhang. r-1 DFL Stud 5' 4' 9' 3' 9' 7' 10' 11' 11' 4' 13' 0' 13' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 2' 9' 1' 9' 6' 10' 10' 11' 3' lI^^12' 11' 13' 5' 14' 0' 14' 0' 14' 0' 14' 0' AbautjE. Attach'L'braces with 104<0.128'30.0'en)rails. lir I 3 B( For<I)'L'brae,: space rail Ot 2'o.c. !n 18'end zones Ona 4•gt.between zones. �' Bfx(For<2)'L'braces Od npis at 3'0.. OiagonOl brace option: n IB'end zones s: 6'ox.between z crti[OI length nay be i ones. doubled whzQn dipgOnOl ■■■■ 'L'bracin ust be a nhiewn of BOE,of web brace is u d. Connect - 114member length. Cagan!brace For 3054 •L•at each end. Nax.ebBrace 4�� Goble Vertical Plate Sizes total length is I4 1 Vertical Length NO Splice r Less than 4'0' 1x4 or 2%3 al Greater than 4'0',but 2%4 Vvrticol Ivngth shown Y lessthan11'6'In fade above. : glI O FU�f�,_�� Greater than11'6' 3%1'RO —. !Refer to co On truss design for ill upper end r� i ,,RR�i�i����== , peak,Splice.nand heel plptes. Connect diagonal at tfg ontilu0us Bearing Refer to the Buiaing Designer For cOn,itlons midpoint of vertical eel). Refer to chart above for MIX ga• rhe, m.th. not address.by this detail NFURNISH READ IND FALLOW ALL TOTES NI Tess Demme .15.t -'-ass REF ASCE7-10-GAB11515 NPOITANTFISH THUS HAVING TO ALL CONTRACTORS INCLUDING TIC INSTALLERS ]susses sense extreme c b fabricating.Nand..shipping.Mtallip and bac' Refer to am fJ GiNe- ..,.logos the he p et•doom of ICS! Buedny component Safety nnfor:ation.by Oh and MA) or .,' �t1 (. Gey DATE 8/3/15 ,4111114, woccees o performing hese functions. Instamrs temporary bracing per fOSCSI. G 832B4PE 9 U..wt:a otMMse,top hard shah ere y shown Fo warn:..l sheathing.Ta lint of ebrd �!/ DRWG 511515ENC100815 Ail O (I� i:,:::-:: Mtrhave a�property tall Ma rga chi;�lobatam shun as naMn er es a•acFCr �__ I1(�I1� bracing m ed per RCS!• s`3,e/or BIO,a appp came.thea plot face Refra hWiarr.-Z`torn d pate eta st Det- gas —a'''..to AN RW COMPANY t Dene oa dzr.. F.-M4abg`anporl r �Inc.atoll not r respre..Tr ne a74r,..from neon,bracing of to Wed M 4uss n c frne,ce with ANSI/iPl 1.r r M his ndb°'`hi0p"g' M. . TOT. LD. 60 PSF installation s wav trusses. page listing this rse:g,.:dates...tame of wl OREGON 13]33 Rberypa Orbs engineering resp0nsYlty solely tar e design sho-n The sultabaty and use of this deem:, 5242 Sao any...b.a the respans.ty of the Lamp Designer per Mg1,TPm I Seca -/. .2/GY 74.20O 0 Sae 204 H,bI/,,MO63a43 F^wr frrotiw••!hi ,pb'e genra, m • q.M Wee wain eitee Y — .LPIIZ ..a,:TPrnZtpxatvD:Sic.eeaxrmad,stry.arD:lee,eee.ba.reorD S. st MAX. SPACING 24.0' Renewal 6(3012020 11/06/2018