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Plans (15) 1- Alpine, Alpine,an ITW Company "G t N 1 . 02 8351 Rovana Circle 19575 Sacramento,CA 95828 ALPINE Phone:(800)877-3678(916)387-0116 Fax:(916)387-1110 sacseals@itwbcg.com 9�0 L D Customer: Truss Components of Oregon,Inc. Job Number: 0918034 Job Description: Rvrsde 2172 Ely B master Address: VERIFY,VERIFY,OR Design Code: IRC 2015 View Version: IRC 2015 JRef#: 1WGH71750013 Wind Standard: ASCE 7-10 Roof Load(pdf): 25.00-10.00-0.00-7.00 Wind Speed(mph): 120 Floor Load(psf): None This package contains general notes pages, 11 truss drawing(s)and 4 detail(s). 1 334.18.1749.25474 AGE 2 334.18.1749.25519 A 3 334.18.1341.02630 BGE 4 334.18.1346.07120 CSGE 5 334.18.1749.25489 C 6 334.18.1749.25473 CGE 7 334.18.1349.13627 D 8 334.18.1349.17950 DGE 9 334.18.1349.20900 EGE 10 334.18.1349.23063 F 11 334.18.1349.27373 FGE .. Printed 11/30/2018 5:53:13 PM 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 4 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. L/#= 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 SEAN:202810/ T2 / GABL Ply: 1 Job Number: 0918034 Cust:R R7175 JRef: 1WGH71750013 ' FROM:BB Qty: 1 Rvrsde 2172 Ely B master DrwNo: 334.18.1749.25474 Truss Label: AGE BFR / GWH 11/30/2018 T6" 15 7'6" T6" 2'8"-H I-2'2"--I-1'4"-{ s 4X5(81) (TYP) G (S) ,rS (S) -r Ini 1 � i � , W1 a . B L 3 A 7 0 0 0 0 H I M =3X5(A1) 1112X4 =3X5(A1) ' 1 15' • 76" 7'6" I'1T6" 15' 1 H Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:23.1 Ce:1.2 VERT(LL): 0.117 0 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):0.257 0 687 240 B 868 /- /- /360 /97 /81 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.059 D - - L 868 /- /- /360 /97 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL): 0.198 D - - Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height:19.97 ft TCDL:4.2 psf Code/Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req= 1.5 L BrgWidth=5.5 Min Req1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.321 = Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.944 Bearings B&L are a rigid surface. RepFac:Varies byLd Case Max Web CSI: 0.237 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.16 B-G 374-1096 G-L 375 -1096 Lumber Top chord 2x4 HF SS (S)2x4 x 4'0"HF#2 or better field applied Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 scab required to allow notches 1.5"deep.Align Chords Tens.Comp. Chords Tens. Comp. Webs 2x3 HF#2:W1 2x4 HF Std/Stud: scab 1.5"below top edge and attach to one B-R 908 -175 R-L 908 -176 face of truss with 10d nails(0.128"x3")at 6"o/c. Plating Notes Maximum Web Forces Per Ply(lbs) All plates are 1.5X4 except as noted. Webs Tens.Comp. Loading G-R 465 -177 Truss designed to support 1-0-0 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-15 section 301.5. Wind �Ep PRo Wind loads based on MWFRS with additional C&C .(XG SA-, member design. .50 G t N FF p Additional Notes .C., 4;: 19b/b 7' Provide lateral wind bracing per Alpine wind bracing /' details or per engineer of record.2X3 studs require dip" -: reinforcement at 70%of the length tabulated for 2X4 4 studs of the same grade. OREGON See DWGS A12030ENC101014,GBLLETIN1014,& ni ..../ GABRST101014 for gable wind bracing "9 an.Y0,199 Q" requirements. 1,0 ''an.0 VC 1' ""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 shippinginstalling and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component S fety Information,by TPI and SBCA)for safety ractices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3,B7 or 610, as applicable. Apply plates o each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE P drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildin Componnts Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the A,r,,,,C,s,N., truss in goof rmance with ANSI/TPI 1,or for handling,shipping,installation and bracing cif trus s peal on thiss drawing or over pogo I:at:.g this 4. .g,Mdi..dtea li .C.„ta.rce of pr.desait,.eo e.,mi..ee.h .�at+a. Ker"ANSIL.,de Sec.t6own. Tim s.,ital,ility Folsom Suite 10i and use o this drawing for any structure is the responsibility of the Building Designerp 8801Sa01amento Blvd.,C95Sui For more Information see this job's general notes page and these web sites:ALPINE:www.alpineltw.com;TPI:www.tpinstorg;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org SEQN:202804/ T1 / COMN Ply: 1 Job Number: 0918034 Gust:RR7175 JRef: 1WGH71750013 FROM:BB Qty: 2 Rvrsde 2172 Elv B master DiwNo: 334.18.1749.25519 Truss Label: A BFR / GWH 11/30/2018 7'6" I 15' H 7'6" 7'6" ar 5X5&R1) 12 6 M .— u7 V i0 B D 2X4(A1) 1111.5X42X4(A1) r 15' i F'1 7,6" 15'" 1 "I Loading Criteria(psi) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:23.1 Ce:1.2 VERT(LL): 0.018 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.038 F 999 240 B 725 /- /- /335 /62 /72 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.011 F - - D 725 /- /- /335 /62 /- Des Ld: 42.00 EXP.B Kzt:NA HORZ(TL):0.036 F - - Wind reactions based on MWFRS Mean Height:19.97 ft NCBCLL:10.00 TCDL:4.2 psf Code/Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req= 1.5 D BrgWidth=5.5 Min Req1.5 Soffit: 2.00 BCDL:4.2psf Bldg Code: IRC 2015 Max TC CSI: 0.638 = Bearings B&D are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.456 RepFac:Yes Max Web CSI:0.136 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.16 B-C 297 -912 C-D 297 -912 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 725 -146 F-D 725 -146 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-15 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. •cx.' PROFF`rS . ,0,G1NIF� iI 19575 t 3 r /r i OREGON a0.20,194'° Q" "0(0 W. *"WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! TmSS Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box468 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 S fety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per SCSI.Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall havea properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCI sections B3,B7 or B10, as applicable. Applplates to each face oftrussand position as shown above and on the JointDetails, unless noted otherwise. (2efer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW B ildin mpon nts Group Ino shall not be responsible for any deviation from this drawing,any failure to build the rer„coMrem truss in conformance with,ANSI/ II 11,,,00r,for ha dlin s ippin ,installation and bracing of ttrrusslg�S1A eal�oen�this drawing or cover page and use of—wing., g for any structuurre is a reet spon bl Ity oengaf the Building Designer per AN ftp_ 1 S�ec.2. The a..rt :I:t, 8801 Folsom Blvd.,Suite 10: For more Information see this lob'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:202812 T4 GABL Ply: 1 Job Number: 0918034 Gust:R7175 JRef: 1WGH71750013 FROM:BB Qty: 1 Rvrsde 2172 Ely B master DrwNo: 334.18.1341.02630 Truss Label: BGE BFR / GWH 11/30/2018 4'9'4 10' 12'6" _I 20' 4'9"4 5'2"12 2'6" 7'6" I—2' "1'4""I (TYP) 4X5 T -, T 3XK7 12 .00.M 6 12 to O Vididr B L — — ?'3 A M N 2X4(A1) _0 =3X5(A1) 7 (0) I 11'2"12 -I r 5'2"12 A 14'9"4 i I'1 I 1 -I i2'6" 20" 1 H 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:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:23.1 Ce:1.2 VERT(LL): 0.037 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.075 G 999 240 B* 263 /- /- /74 /35 /20 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.018 G - - 0 324 /- 1- /181 /- /- EXP:B Kzt:NA HORZ TL:0.060 G - - L 945 /- /- /377 /77 /- Des Ld: 42.00 Mean Height:20.60 ft ( ) Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:2.0 TCDL:4.2 psf BldgCode: IRC 2015 Max TC CSI: 0.891 B Brg Width=60.0 Min Req=- Soffit: 2.00 BCDL:4.2 psf Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.596 O Brg Width=5.5 Min Req= 1.5 L Brg Width=5.5 Min Req= 1.6 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.128 Bearings B,0,&L are a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(lbs) Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.16 Chords Tens.Comp. Chords Tens. Comp. Lumber B-I 166 -495 K-L 301 -1281 Top chord 2x4 HF#2:T2 2x6 HF#2: wind Brace s.all Brace interiored vertical chord withsurfaces for lateral Bot chord 2x4 HF#2 forces.Brace top chord nailer I-K 212 -497 Webs 2x3rdHF :W 1 2x4 HF Std/Stud: or sistered truss at edge of lower roof diaphragm. All diaphragms,braces,and connections shall Maximum Bot Chord Forces Per Ply(lbs) Plating Notes be designed by the engineer of record. Chords Tens.Comp. Chords Tens. Comp. All plates are 1.5X4 except as noted. B-O 400 -76 N-L 1025 -152 Loading O-N 2054 -303 Truss designed to support 1-0-0 top chord outlookers Maximum Web Forces Per Ply(lbs) and 5 PSF cladding on one face in area(0)only,and 24"span on opposite face.Top chord may be notched Webs Tens.Comp. 1.5"deep X 3.5"AT 48"o/c along top edge. O-K 293 -943 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-15 section 301.5. Wind ,c4 €0 PRop ,,., Wind loads based on MWFRS with additional C&C G) G(N F /0 member design. r, F�, y 195/5 T Additional Notes ' �r Provide lateral wind bracing per Alpine wind bracing a , i. details or per engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 1 studs of the same grade. I OREGON ../ See DWGS A12030ENC101014,GBLLETIN1014,& 7 gin_20,199 P GABRST101014 for gable wind bracingb. requirements. OL 0 W.N **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 gg fety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracingg installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and 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 1TW Buildl'ng_Compon nts Group Inc.shall not be responsible for any deviation from this drawing any failure to build the AMITY COMPANY truss in conformance with ANSI/TPI 1,or for h 4idlin shi ping,installation and bracing o truss s seal on this drawing or rover page N fists.g this d.e d it,drawing rteortenss of�I responsibility o t B .fig Desili!►s. i 1S the dee:an oi►.,..>A. The s..iFw i!p 8801 Folsom Blvd.,Suite 10- and use off this �awrng for any structure is a responsibility of the Building Designer per ANSI PI 1 c.2. Sacramento,CA 95826 For more information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org SEAN:202815 T6 GABL Ply: 1 Job Number: 0918034 Gust:R7175 JRef: 1WGH71750013 FROM:BB Qty: 1 Rvrsde 2172 Ely B master DrwNo: 334.18.1346.07120 Truss Label: CSGE BFR / GWH 11/30/2018 411"4 10'6"2 15' 20'012 30' 4'9"4 5'8"14 4'5"14 5'2"12 9'9"4 1'4�" (TrP) =4X5 G i kri 7 (S) y 3X7 -_,_ 12 x 8'10"12 -I 6 I b I- W2 T2 m C W1 B O i = A 1 4., m 5 9 9 9 9 R Z V AG I ������� - .4X5(A2) =3X5 =3X5 =_3X7 =3X5(A1) (0) I 17'6"12 r 19'9"4 j 10'2"12 -j Irl 10' I-- 20' _I1I 10' 30' Loading Criteria(psf) i 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:1.1 CAT:II PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:23.1 Ce:1.2 VERT(LL): 0.077 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.161 F 999 240 B 1354 /- /- /509 /115 /145 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.042 L - - AG 588 /- /- /324 /- /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.128 L - - Q* 206 /- /- /53 /28 /- Mean Height 21.85 ft Code I Misc Criteria Creep Factor:2.0 Wind reactions based on MWFRS NCBCLL:10.00 TCDL:4.2 psf Soffit: 2.00 Bldg Code: IRC 2015 Max TC CSI: 0.653 B Brg Width=5.5 Min Req=2.2 BCDL:4.2 psf AG Brg Width=5.5 Min Req= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.719 Q Brg Width=119 Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.373 Bearings B,AG,&X are a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(lbs) Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.16 Chords Tens.Comp. Chords Tens. Comp. Lumber B-C 475 -2304 G-K 252 -748 Topchord 2x4 HF#2:T2 2x6 HF#2: T2:Brace all exposed vertical surfaces for lateral wind forces.Brace interior top chord with nailer C-D 379 -1800 K-Q 152 734 Bot chord 2x4 HF#2 or sistered truss at edge of lower roof diaphragm. D-G 260 -735 Webs 2x3 HF#2:W1,W2 2x4 HF Std/Stud: All diaphragms,braces,and connections shall Plating Notes be designed by the engineer of record. Maximum Bot Chord Forces Per Ply(lbs) All plates are 1.5X4 except as noted. (S)2x4 x 6'0"HF#2 or better field applied Chords Tens.Comp. Chords Tens. Comp. scab required to allow notches 1.5"deep.Align g_Z 1984 -325 Y-X 3009 320 Loading scab 1.5"below top edge and attach to one Z-Y 1504 -160 X-Q 608 8 Truss designed to support 1-0-0 top chord outlookers face of truss with 10d nails(0.128"x3")at 6"o/c. and 5 PSF cladding on one face in area(0)only,and Maximum Web Forces Per Ply(lbs) 24"span on opposite face.Top chord may be notched 1.5"deep X 3.5"AT 48"o/c along top edge. Webs Tens.Comp. Webs Tens. Comp. DO NOT OVERCUT.No knots or other lumber defects C-Z 193 -529 D-X 307 -1172 allowed within 12"of notches.Do not notch in overhang Z-D 421 -43 or heel panel. Bottom chord checked for 10.00 psf non-concurrent Maximum Gable Forces Per Ply(lbs) bottom chord live load applied per IRC-15 section 301.5. Gables Tens.Comp. Wind ���EO PRpF�S, X-K 120 -428 > Wind loads based on MWFRS with additional C&C „fp _AG(N FF p member design. C� , "I- 1!3,,,L, Additional Notes %+ Provide lateral wind bracing per Alpine wind bracing /-......., details or per engineer of record.2X3 studs require 4 reinforcement at 70%of the length tabulated for 2X4 OREGON studs of the same grade. G') See DWGS A12030ENC101014,GBLLETIN1014,& ..YA.• gin.20,10°a' ‹,_1?"GABRST101014 for gable wind bracing 01.0 w.N requirements. **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 h ndling shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Saf-ety Information,by TPI and'SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracingper BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachd rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, .4116 as applicable. Applplates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildin Componnts Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the µr,,,, {pi,HY truss in r�000f rmance with ANSITTPI 1,or for handling,s !ppin ,installation and bracing of truss sA Seal on Whig drawing or cover pa I:ati.g TM.S a.:h.g I..tli*, eeevete.wee of pr61"�s engineeri.. �p*.nabilbf s..1...1,1f*.r W.dsei..n..hewn. The sociability 8801 Folsom Blvd.,Suite 10' and use of yawl, for any structure Is tate responsibility of the Building Designer per ANSI/7P!1 S-ec.2. For more information see this lob's general notes page and these web sites:ALPINE:www.alpineltw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 SEQN:202817/ T5 / COMN Ply: 1 Job Number: 0918034 Gust:RR7175 JRef: 1WGH71750013 ' FROM:BB Qty: 20 Rvrsde 2172 Ely B master DrwNo: 334.18.1749.25489 Truss Label: C BFR / GWH 11/30/2018 I- 7'9"4 + 15' + 22'2"12 + 30' -I 7'9"4 7'2"12 7'2"12 7'9"4 5X5 D 1111111".. 'NqIIIIIIIIIIIIIIIIIp 6 V12 ‘1. X4 ar 1.5EX4 a° N 0 \ . / ,_ F., Co B F 5 AA A m ttA G 4X5(A2) 3X5= 3X5= 3X54X5(A2) k 30' A 1' 102"3 9711 10'2"3 1 1073 19'9"13 30' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pt 23.1 Ce:1.2 VERT(LL): 0.120 J 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.206 J 999 240 B 1372 /- /- /624 /141 /129 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.050 H - - F 1372 /- /- /624 /141 /- EXP:B Kzt:NA HORZ TL:0.121 H - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:21.85 ft ( ) NCBCLL:10.00 TCDL:4.2 psf Code/Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req=2.3 F BrgWidth=5.5 Min Req2.3 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.778 = TPI Std: 2014 Max BC CSI: 0.855 Bearings B&F are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.283 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.16 B-C 579-2260 D-E 589 -1974 Lumber C-D 589-1974 E-F 579 -2260 Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud:W2,W3 2x4 HF#2: Chords Tens.Comp. Chords Tens. Comp. Loading B-J 1928 -408 I-H 1288 -197 J-I 1288 -197 H-F 1928 -416 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-15 section 301.5. Maximum Web Forces Per Ply(lbs) Webs Tens.Comp. Webs Tens. Comp. Wind C-J 224 -530 D-H 705 -183 Wind loads based on MWFRS with additional C&C J-D 705 -183 H-E 224 -530 member design. ro S / T7 �r OREGON J 9RO .O2o9 NSP *`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 )for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to ALPINE" drawings 160A-Z for standard plate positions. Alpine,a division of ITW B ildin mponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,,N TV COMPANY russ in onf•rmance with ANSI/TPI1,or for ha dlint shi•pin.,installation and bracin.o truss-s. sal on this drawin. or •ver pa,- and use • this ;riming or any s ructure is e responsibi Ity of the '-uilding Designer per ANSI/TP 1 .2. 8801 Folsom Blvd.,Suite 107 For more information see this lob'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 SEAN:202822/ T8 / GABL Ply: 1 Job Number: 0918034 Gust:RR7175 JRef: 1WGH71750013 FROM:BB Qty: 1 Rvrsde 2172 Ely B master DrwNo: 334.18.1749.25473 Truss Label: CGE BFR / GWH 11/30/2018 I rs"a 15' 22'2"12 I 30 7'9"4 7'2"12 7'2"12 7'9"4 F~3' '(T1 16X8 M %1\ 12 ro 6 V G Vii. F (S) rrr/r:11' ••W3 W4•.�• (S) • r �� B r,il I W1 X 19 A �•.�4% o 5 r 5 5 ?T 9 - - V/ s 0 5 "�1 Y A4X5(A2) 3X5= =3X5 =3X5 =4X5(A2) r 30' •i 1' 10'2"3 9711 10'2"3 1' I II10'2"3 19'9"13 30' Loading Criteria(psf) 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:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:23.1 Ce:1.2 VERT(LL): 0.153 AA 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.298 AA 999 240 B 1786 /- /- /668 /167 /145 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.069 D - - X 1786 /- /- /668 /167 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.212 D - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:21.85 ft TCDL:4.2 psf Code/Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req= 1.9 X BrgWidth=5.5 Min Req1.9 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.497 = Bearings B&X are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 WI Std: 2014 Max BC CSI: 0.980 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.642 Members not listed have forces less than 375# FT/RT:2(0)/4(0) Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.16 B-G 675-3026 M-S 719 -2703 Lumber G-M 719-2703 S-X 675 -3026 (S)2x4 x 10'0"HF#2 or better field applied Top chord 2x4 DF-L#1&Bet. scab required to allow notches 1.5"deep.Align Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 DF-L#2 scab 1.5"below top edge and attach to one Chords Tens.Comp. Chords Tens. Comp. Webs 2x3 HF#2:W1,W4 2x4 HF Std/Stud: face of truss with 10d nails(0.128"x3")at 6"o/c. :W2,W3 2x4 HF#2: B-AN 2616 -456 AJ-AE 1782 -218 Plating Notes AN-AJ 1782 -218 AE-X 2616 -465 All plates are 1.5X4 except as noted. Maximum Web Forces Per Ply(lbs) Loading Webs Tens.Comp. Webs Tens. Comp. Truss designed to support 1-0-0 top chord outlooker span G-AN 220 -690 M-AE 1012 -276 and cladding load not to exceed 5 PSF one face,and AN-M 1012 -275 AE-S 220 -690 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-15 section 301.5. PROFE Wind 4;c' SS Wind loads based on MWFRS with additional C&C � vG t N EF i0 member design. ti `, '' 2 195/5,, 7 Additional Notes ' %r Provide lateral wind bracing per Alpine wind bracing 0,00.....0; details or per engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 studs of the same grade. OREGON J See DWGS A12030ENC101014,GBLLETIN1014,& 7 .20,t9 � GABRST101014 for gable wind bracing 'r4n01.O w•N"t�G requirements. *'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,handlin shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottomhord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Applplats to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drewing,any failure to build the y,MN CO,,,PANY truss in confoQrmance with ANSI/TPI 1,or for hapoling shipping,installation and bracing of trus s Seal on this drawing or over page heti. this d"it.',indieelss a ..e of preie eia at 4ng..�serirrg reepeeerbign se %I,the desien shown. The salLebNNy 8801 Folsom Blvd.,Suite 10 and use offff this drawing for any structure is a responsibility ere Building Designer per ANSI/TPI 1 .2. Sacramento,CA 95826 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 SEAN:202839 T9 MONO Ply: 1 Job Number: 0918034 Gust:R7175 JRef: 1WGH71750013 • FROM:BB Qty: 5 Rvrsde 2172 Ely B master DrwNo: 334.18.1349.13627 Truss Label: D BFR / GWH 11/30/2018 42.12 98" H4'2"12 55"4 1111.5X4 i 12 8 12 3X5 M fV �_ 10' 11'1 41B ._.ggiggllgglllillillIl i7 A II .. _ p - F E 2X4(A1) 1111.5X4 1113X5 k 4'2'12 1 5'5'4 i 1' 4712 5'5 "4 4'2'12 9'8" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:23.1 Ce:1.2 VERT(LL): 0.002 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.005 F 999 240 B 272 /- /- /117 /- /88 BCDL: 7.00 Risk Category:H Snow Duration:1.15 HORZ(LL): 0.001 F - - F 458 /- /- /240 /19 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL:0.005 F - - E 209 /- /- /108 /24 /- ( ) Mean Height:15.00 ft Wind reactions based on MWFRS NCBCLL:10.00 TCDL:4.2 psf Code/Misc Criteria Creep Factor:2.0 Soffit: 2.00 Bldg Code: IRC 2015 Max TC CSI: 0.458 B Brg Width=3.5 Min Req= 1.5 BCDL:4.2 psf F Brg Width=5.5 Min Req= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.214 E Brg Width=- Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.082 Bearings B&F are a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.16 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-15 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. ��¢Ep PROFESS r,� �GINEF /02 4'' 190/5 7 �r d OREGON t�J -Y �Q 20,199 c R0LD W. ""WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. *'IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS PORN ox 468 97113 Trusses require extreme care in fabricating,handling,shipping installing,and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS Ext Component S fety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary bracing per BCS1.Unless noted olherwise,top chord shall have properly attached structural sheathing and bottomrc1hord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3,B7 or 610, as applicable. Applplates to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Refer to A LPI N E drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildin pmyon nts G up Inc.,shall not be responsible for any deviation from this drawing,any failure to build the µ„wC,e,N. russ in onf.rmance with ANSI/TPI 1,or for ha dim! stiippin.,installation and brawl!of truss-sA eal on this dra in! or :ver pa and use o this .cawing or any s ructure Is e responsibility of the _uilding I esig er per ANS • ec.2. 8801 Folsom Blvd.,Suite 10- For 0"For more Information see this lob's general notes page and these web sites:ALPINE:www.alpineltw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 SEQN:202842 T10 GABL Ply: 1 Job Number: 0918034 Gust:R7175 JRef: 1WGH71750013 " FROM:BB Qty: 1 Rvrsde 2172 Ely B master DrwNo: 334.18.1349.17950 Truss Label: DGE BFR / GWH 11/30/2018 H-2'8" -1 1'4"-I (TYP) H -li i 12 j 6 [/ r l r ■ N N to W1 u' 11111 4"3 _ -: ■ ■ ■ ■ ■ A ' I 2X4(A1) A 9'8" A H1'- I 98" H 9'8" 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:1.1 CAT:II PP Deflection in loc Udefl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pt 23.1 Ce:1.2 VERT(LL): 0.009 N 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.016 N 999 240 B 286 /- /- /131 /7 /200 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.005 C - - M* 147 /- /- /65 /44 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.012 C - - Wind reactions based on MWFRS Mean Height:15.00 ft Code I Misc Criteria Creep Factor:2.0 B Brg Width=3.5 Min Req= 1.5 NCBCLL:10.00 TCDL:4.2 psf Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.125 M Brg Width=68.0 Min Req=- Load Duration:1.15 TPI Std: 2014 Max BC CSI: 0.130 Bearings B&M are a rigid surface. MWFRS Parallel Dist:0 to h/2 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: 0.055 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.16 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2:W1 2x4 HF Std/Stud: Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep X 3.5" periodically 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-15 section 301.5. Wind P ��,., ROFESS Wind loads based on MWFRS with additional C&C ., G I N f /p member design. �� F,$, 2 Right end vertical not exposed to wind pressure. , 19575 - Additional Notes �- � AP- r Provide lateral wind bracing per Alpine wind bracing I details or per engineer of record.2X3 studs require OREGON reinforcement at 70%of the length tabulated for 2X4 0 studs of the same grade. "T ar,.20.190% Q See DWGS A12015ENC101014,GBLLETIN1014,& Rl7L 0 W•N"' GABRST101014 for gable wind bracing requirements. **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 nd follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component S fety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide tempora (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly a attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCI sections B3,B7 or 810, as applicable. Applates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buiiding Compon nts Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the A,,,,,,o,,,n,N". truss in contg4rmapce witthh ANSIITPI 1,or for hattdling,shipping,installation and bracing of trussesA peal on thip drawing or cover ppgp lalh.g(las,1, ...g,iv 'Ea aa.. land aot pn a.e..at gin�i.g reaph.ne.b:lib s„i� r the d Agri.01%.11A1. The s..iFeb�l:t) 8801 Folsom Blvd.,Suite 10i and use oarf this drawing ffor any structure is the responsibility of the Building Designer per ANSIITPI 1 ec. Sacramento,CA 95826 For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindusW.com;ICC:www.iccsafe.org SEON:202844 T11 GABL Ply: 1 Job Number: 0918034 Cast:R7175 JRef: 1WGH71750013 • FROM:BB Qty: 1 Rvrsde 2172 Ely B master DiwNo: 334.18.1349.20900 Truss Label: EGE BFR / GWH 11/30/2018 1'4" 3' 1'4" 1'8" H DE 12 T to I B iM rGF 2X4(A1) r 3' I--1 I 1,4., I 1.8„ H 1'4" 3' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 I Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pt 23.1 Ce:1.2 VERT(LL): 0.004 H 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.007 H 999 240 B 260 /- /- /127 /107 /111 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.002 C - - F 125 /- /- /60 /69 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.005 C - - Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height:15.00 ft Code/Misc Criteria Creep Factor:2.0 B Brg Width=3.5 Min Req= 1.5 TCDL:4.2 psf BldgCode: IRC 2015 Max TC CSI: 0.110 F Brg Width=- Min Req=- Soffit: 2.00 BCDL:4.2 psf Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.079 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: 0.061 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.16 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud:M1 2x3 HF#2: Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep X 3.5" periodically 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-15 section 301.5. Wind P ���ED RORSSS Wind loads based on MWFRS with additional C&C g G(N F .0 member design. i^ 2 i W 19575 7 Additional Notes %, See DWGS A12015ENC101014,GBLLETIN1014,& i- ...:0 GABRST101014 for gable wind bracing requirements. I OREGON J 9'OLzoW.NSP D **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS PP 0.Box 4680R 97113 Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building C0R ELIUS Ext Component Safety Information,byTPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall gave.a progeny attached rigid ceiling. Locations sown for permanent lateral restraint of webs shall have bracin installed per BCI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to A LPI N E drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the Amvcomw,NY truss in conformance with ANSI/TPI 1,or or handling,shipping,installation and bracing o tru sA sealll�oen this,,drawing or raver pa l:alir.b tlu$f ing2 Jka6, auce. rree .*f praTesaiot.aT vayilwain�1 .�PVIVOI Tess ANSI/TPI�1 SeC.2��. T� eui � 8801 Folsom Blvd.,Suite 10' and use of this drawing for any structure is the responsibility of the Building Desig per 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 SEAN:202846 T3 MONO Ply: 1 Job Number: 0918034 Cast:R7175 JRef: 1WGH71750013 • FROM:BB Qty: 3 Rvrsde 2172 Ely B master DrwNo: 334.18.1349.23063 Truss Label: F BFR / GWH 11/30/2018 1111.5X04 t 6 12 M CV CV B CV 1 `(1•3'3 A i J l D 1111.5X4 2X4(A1) r 3'8„ 1 I-- 1' 3'8" H 3'8" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl U# Gravity Non-Gravity Speed: 120 mph Pf:23.1 Ce:1.2 VERT(LL):10.00 ):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):NA B 256 /- /- /130 /4 /38 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.002 D - - D 138 /- /- /71 /11 /- Des Ld: 42.00 EXP:B Kzt:NA - HORZ(TL):0.005 D - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:15.00 ft TCDL:4.2 psf Code/Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req= 1.5 D Brg Width=- Min Req Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.152 Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.092 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.111 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.16 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-15 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. �,�EO PROFESS GlNk 2` / r, all '°,0 /' I OREGON 9,QOL.o W. �� P **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. 0. Box468 97113 Trusses require extreme care in fabricating,handlin shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building COR ELIUS Ext Component Safety Information,by TPI an SBCA)fo'r safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracinginstalled 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. Refer to A LPI N E drawings 160A-Z for standard plate positions. Alpine,a division of ITW B ildin Compon nts Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the e,,,r,„ro,,,,,,„,. truss in ,nf•rmance with ANSI/TPI 1,or for hand!in, shi•pine,installation and bracin.of truss-sA eal on this drawn! or •:ver p. and use o t Is .rawIng or any s ructure is a responsibi Ity of the d uilding Desig er per ANS • so. . 8801 Folsom Blvd.,Suite 107 For more Information see this job's general notes page and these web sites:ALPINE:www.alpineltw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.lccsafe.org Sacramento,CA 95826 SEON:202849 T7 GABL Ply: 1 Job Number: 0918034 Cost:R7175 JRef: 1WGH71750013 • FROM:BB Qty: 1 Rvrsde 2172 Ely B master DrwNo: 334.18.1349.27373 Truss Label: FGE BFR / GWH 11/30/2018 H-1'4"-H (TYP) E T _,_ 12 6 [ .' ,d M N to �I W i N N r IN ■ ■ N B A II ■ ■ ■ F J_ 2X4(A1) k 3'8" H-1 + 3,8„ 3'8" 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:1.1 CAT:II PP Deflection in loc L/deft L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:23.1 Ce:1.2 VERT(LL): 0.010 H 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.017 H 999 240 B 293 /- I- /142 /115 /129 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.005 D - - B* 44 /- /- /21 /24 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.013 D - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:15.00 ft Code/Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req= 1.5 TCDL:4.2 psf B Brg Width=44.0 Min Req=- Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.135 Bearings B&B are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.161 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: 0.077 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.16 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2:W1 2x4 HF Std/Stud: Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep X 3.5" periodically 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-15 section 301.5. �E0 PROp S Wind 'S Wind loads based on MWFRS with additional C&C �G(N FF O member design. i t<1 Right end vertical not exposed to wind pressure. ' %r Additional Notes # �; Provide lateral wind bracing per Alpine wind bracing f details or per engineer of record.2X3 studs require 0 OREGON reinforcement at 70%of the length tabulated for 2X4 en 20 1990 P studs of the same grade. See DWGS A12015ENC101014,GBLLETIN1014,& °L.0 W.N GABRST101014 for gable wind bracing requirements. i. : •' I **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 Saaf�ety Information,by TPI and SBCA)fosafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates o each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW B ildin mponents Group inc.shall not be responsible for any deviation from this drawing,any failure to build the uimv:OMPury truss in cont rmance with ANSI/TPI1,or for handling,shipping,installation and bracing of trussesA seal on thi drawing or over page l:ti..g this rnd:e,� ea of ieas.enaT i .aape.,s.bil s.Ael,f.r d fn vn�. Tim s."rt�bIt, 8801 Folsom Blvd.,Suite 107 and use o 'this drawing for any s ructure is the responsibiility of t ie Building Designer per ANSI 11 ec.2. Sacramento,CA 95826 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 . ._ , Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or. 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or' 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 'L' Brace IN (1) 2x4 'L' Brace * (2) 2x4 'L' Brace ss (1) 2x6 'L' Brace s (2) 2x6 'L' Brace ss Bracing Group Species and Grades! Gable Vertical No 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 Al S Spruce-Pine-Fir Hem-Fir SPF #1 / #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' *1 / k2 Standard *3 Stud *2 Stud U S r #3 4' 4' 7' 2' 7' 8' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' *3 Standard 0) O iJ F Stud 4' 4' 7' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' I—II Standard _ 4' 4' 6' 2' 6' 7' 8' 2' 8' 9' 10' 10' 11' 4' 12' 10' 13' 9' 14' 0' 14' 0' Douglas Fir-Larch Southern Pincus CJ #I 4' 10' 7' 11' 8' 2' - 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' *3 *3 —I SP #2 4' 7' - 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Stud anStdd Standard Standard J D _ #3 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' cu Stud 4' 6' 6' 6' 6' 11' B' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0'_ Standard 4' 4' 5' 9' 6' 1' 7' 7' 8' 2' 10' 4' 11' 1' 11' 11' 12' 10' 14' 0' 14' 0' Group BI • U #1 / #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' l' 14' 0' 14' 0' 14' 0' 14' 0' Hen-Fir ±i - SPF #3 5' 0' 8' 10' 9' 3' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0'„— lel I Btr L Y HF Stud 5' 0' _8' 9' 9' 2' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' *1 Cu O Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern Pinesss #1 5' 6' 9' 1' 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' #1 *1 SP #2 5' 3' B' 11' - 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' *2 *2 #3 5' 1' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRB (Stress-Rated Board). C1 ,--I D F L Stud 5' 0' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' ■ueFor 1x4 So. Pine use only Industrial 55 or Standard 5' 0' 7' 0' 7' 5' 9' 4' 10' 0' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards. Group B #1 I #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values may be used with these grades. c3 _ SPF #3 5' 6' 9' 8' 10' 1' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes' L3 u HF Stud _ 5' 6' 9' 8' 10' 1' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion Is L/240. OStandard 5' 6' 8' 8' 9' 3' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 70 plf over X #1 6' 0' 10' 0' 10' 4' 11' 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load). d SP #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load from 4' 0' outlookers #3 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. DFL Stud 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 6' 8' 1' 8' 7' 10' 9' 11' 6' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Symm r. Attach 'L' braces with 10d (0.128'x3.0' min) nails. it. II isle Truss I it NE For (1) 'L' brace' space nails at 2' o.c. 1 in 18' end zones and 4' o.c. between zones. Diagonal brace optioro �� 31E31Ein 1 (2) 'L' braces. space nails at 3' o.c. vertical length may be T : In 18' end zones and 6' o.c. between zones. doubled when diagonal 18' NE 'L' bracing must be a minimum of 80''/ of web brace Is used. Connect L ♦4� member length. diagonal brace for 385* 'L' ' at each end. Max web Br ce r* Gable Vertical Plate Sizes total length is 14'. �� BOK , Vertical Length No Splice 2x4 DF-L *2 or ' Less than 4' 0' 1X4 or 2X3 better diagonal r + Greater than 4' 0', but 2X4 less than 11' 6' brace' single �E Greater than 11' 6' 3X4 Vertical length shown or double cut 18' .1 ■ In table above. gi'�/ 45' + Refer to common truss design for (as shown) at L_ 1 n upper end. G 4 U 13 sr I ��� peak, splice, and heel plates. I' ontinuo -��O?Rd V Refer to the Building Designer for conditions Connect diagonn at 1� A:e' �..�.��FS` not addressed by this detail. midpoint of vertical web. Refer to chart above ��� " C " IsjO s * TAMTme Fl THIS BRAVING ARNINGPm READ NO TO AVALL WOES Cill U. D LUQ THE INSTALLERS.DO �J !/jN 19575 �r REF ASCE7-10-GAB12030- Trusses require extreme care In fabricating,handling, q Installing and bracing. Refer to and • follow the latest edtlon of BC=(Wang Component Safety Information,by WI andbrSBBCCYA))far safety %i DATE 10/01/14 Unless notedtices otior herwise,�chord shelf haveproperly attached shall struucct'rat sheer and loon lard e-�i DRWG A12030ENC101014 mr shall have a properly attnci.e. rigid ceiling. Locations shown for permanent lateralires restraint of faces I ALPINE e l7 F=.1�A I shall t Fsse bracing installedown ICC and on th,B7 Joint Bet s,applicable. yto /I'L IJ I\`JI of truss and position as shown above and on theorBetels,unless noted pl plate �y Refer to draw gs 1Gw-z for standard plate positions. ^ OREGON J Alpine,a division of ITV Balding Components Group Inc shall not be responsible for any deviation from V,r,7 ANITWCOMPIANY this drawing,any failure to build the truss in conformance with ANSI/TPI 1,or for handing,shipping, IA, an.20.199' �Q' MAX, TOT, LD, 60 PSF Installation&bracing of trusses. D A seal an ties drawing or cover pope estrg this drawing,Indcntes nmptanae of professional 0 N 7anrInp reapo�1:14 wa41y for the design sawn The smetabNty and uw of ties dna*g 13389 Lakefront Drive Far amry sirue Is tFe resporuWky of the Building Designer per ANSI/MI 1 Sect. Earth City,MO 63045 For more Info-nation see this Job's general notes page and these web sites. c.• •r• • MAX. SPACING 24.0' ALIVE.sw.olpMtw.coro TPI.wrw.tpinstargi CCM www.sbcidustry.orgm ICC.wwJccsafearg ASCE 7-10: 120 mph, 30' Mean Height, Closed, Exposure C Common Residential Gable End Wind Bracing Requirements - Stiffeners 120 mph, 30ft. Mean Hgt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6' - no stud bracing required 100 mph, 30ft. Mean Hgt, ASCE 7-10, Enclosed, Exp D, or 100 mph, 30ft. Mean Hgt, ASCE 7-10, Part. Enclosed, Exp C, H Greater than 4'6' to 7'6' in length Kzt = 1.00, Wind TC DL=5.0 psf, Wind BC DL=5.0 psf. provide a 2x6 stiffback at mid-height and brace stiffback to roof diaphragm every 6'0' <see detail below or Lateral chord bracing requirements refer to DRWG A12030ENC101014). -op: Continuous roof sheathing )got: Continuous ceiling diaphragm H Greater than 7'6' to 12'0' max: provide a 2x6 stiffback at mid-height and brace See Engineer's sealed design referencing this detail to roof diaphragm every 4'0' (see detail below or for lumber, plates, and other information not shown refer to DRWG A12030ENC101014). on this detail. % Optional 2x L-reinforcement attached Nails: 10d box or gun (0.128"x3',min) nails. to stiffback with 10d box or gun (0.128' x 3', min.) nails @ 6' o.c. I is k • ,iiiii„.. 2X4 Blocking nailed to 45° sheathing and 41� each truss H 1111Villtt\ MEI_®_®_®_®_bi® . BI!_BI_— _ _ _ _X10._ 2X4 DF-L #2 H/2 or better diagonal brace. ill III Attach each end N for 560#. Illb 1�i,' sap i 1;1 Ns y P. U U U ••..•I . . i i • ontinuous Bearing - 2x6 #2 Stiffback attached to each p PROF Stud w/ (4) 10d box or gun (0.123' X 3', min.) nails. 4;1S FS i m�TImVARNINGImi DuRMB AWWING TOA ALL U. TORS nal THE INSTALLERS O�' ANG�N C�; : 1 09 REF GE WHALER Trusses require extreme care h fabricating,handing.shipping.installing and brach,g. Refer to and r follow the latest edtioa of SCSI(Building Component Safety Information,by WI arovidendSPCA)for safety DATE 10/01/14 Unless notepractices d otherwise,top chord shall haveproperly attached to performing these functions. Installers shall sttructiral sheosrWrt and bo ton dwrd DRWG GABRST101014 y shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bra drq instated per aBOWbo sections 13,B7 or 310,as applicable. Apely plates to each face A o of truss aril po�st16 as shown above and on ane-lelnt Betels,urAess rated otherwise. 0 N Refer to drowrgs IGBOA-z for standard Wale posidoru. G) OREGON J atprwr,a dildos of[Tv Ca+ponents Ino shot net be respanseile few an deviation from MAX. TOT. LB. 60 PSF AN RW NV *inion dinars,any falnrt to build the truss k1 corn#arnmxx with ANSI/TPI 1.or for FanPiog,shppkg. 1, an.20.19g� !Q' installation t bracing of trusses. V A seal qan this draw*,)or cover page listing tits drasYq.Mcates acceptance of professional O L D W.N 13389 Lakefront Drive for�tlr t1L.r.eeporub uty 71 t Bulking Deter per I u� dnwYp Earth City,MO 63045 For flareorman see this Job's general notes page and these web sites ., • . - ' MAX. SPACING ALPINE.w.w.atpYWt..coai TPS w.5.tpristorgi SSC&www.sbcrndustry.orgl ICC.wswJccsafe.rg Gable Detail For Let-in Verticals Gable Truss Plate Sizes AboutRefer O Refer to appropriate Alpine gable detail for minimum plate sizes for vertical studs. PC �' ©Refer to Engineered truss design for peak, splice, web, and heel plates. O ®If gable vertical plates overlap, use a single plate that covers the total area of the overlapped plates to span the web. loiiirlriiiph... O Example' 2X42X4 2X8 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing © Member Member © OToe-nail 1 - Or - XEnd-nail tA • II ` iiimmiliml , '/ Da COO To convert from 'L' to 'T' reinforcing members, Provide connections for uplift specified on the engineered truss design. multiply Increase by lengthdea (based on appropriate Alpine gable detail). Attach each 'T' reinforcing member with End Driven Nails' Maximum allowable 'T' reinforced gable vertical IOd 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. 'T' reinforcing member material must match size, RI.d Sheathin. Toenalled Nails' specie, and grade of the 'L' reinforcing member. 10d Common (0.148'x3',min) Toenails at 4' o.c. plus Web Length Increase w/ 'T" Brace 4 NaR i 1�1 (4) toenails in the top and bottom chords. 'T' 'T' •T. This detail to be used with the appropriate Alpine gable detail for ASCE Mbr. SiIncrease Reir Wilbering wind toad. :Rxe2411. 30 Y. T --..--[ ASCE 7-05 Gable Detail Drawings Example' x6 20 A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Wind pe = 120 mph GableLI ils A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Mean Roof Heigt 0 ft, Kzt = 1.00 Trussd At ASCE 7-10 & ASCE 7-16 Gable Detail Drawings Gable Vertical .c. SP #3 o.c. A1I515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, 'T' Reinforcing Member Size = 2x4 A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, 'T' Brace Increase (From Above) = 30% = 1.30 A1I530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, (1) 2x4 'L' Brace Length = 8' 7' A18030ENC100118, A20030ENC10011B, A20030END100118, A20030PED100118, Maximum 'T' Reinforced Gable Vertical Length 511515ENC100118, 512015ENC100118, 514015ENC100118, 516015ENC100118, 1.30 x 8' 7' = 11' 2' S18015ENC100118, 520015ENC100118, 520015END100118, S20015PED100118, 511530ENC100118, 512030ENC100118, 514030ENC100118, 516030ENC100118, 4 Nall �i Vi S18030ENC100118, S20030ENC100118, 520030END100118, 520030PE0100118 Ceiling See appropriate Alpine gable detail for maximum un . ���Eo PRop,. aB�lram:fug Wil,MO F0TOLL01nu' NOTES 0/1 INCLUDING" ,VD1°,f INSTALLERS. Cgs �GNGiNCF,Q �„ REF LET-IN VERT Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and • 19575 follow the latest edtion of SCSI(Building Component Safety Information,by WI and SECA)for safety %r DATE 01/02/2018 practices prior to perfuming these functions. Installers shall provide to bracing per BCSL DRWG GBLLETIN0118 Unless noted otherwise,top chord shall have properly attached structural shwa and bottom chord y shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs -• .. ALPINE shall have bracing Instilled per BOW sections B3,B7 or B10,as applicable. Apply plates to each face • of truss and position as shown above and on the Joint Details,unless noted otherwise. Refer to drawings 160A-z for standard plate positions. ^ OREGON J Alpine,a division of ITV BWl Components Grow Inc.shall not be responsible for any deviation from U,�f MAX, TOT, LD, 60 PSF AN f W NY this drawing,any failure to build the truss in conformance with ANSI/TPI 1,or for handYg,shipping, 'r `a�.20,194b Q installation&bracing of trusses. R A seal on this drawing or cover Ustkg this drawing,indicates acceptance of professional 0 L D W•VVci 13723 Riverport Drive f�,��y d�r�n1l�dY'N'q� TheDeslgrher r tof this www DUR. FAC, ANY Suite 200 tx per A►aI/TPI Seca Maryland Heights,MO 63043 For more information see this Job's general notes page and these web sites' MAX. SPACING 24.0' ALPINE'www.alpYrltw.conl TPG www.tpinst.argi SBCA'www.sbcindustry.orgi ICC'wwwAxsafe.org Gable Stud Reinforcement Detail r ASCE 7-10: 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 O rn 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 _ O r' 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 'L' Brace ■ (1) 2x4 'L' Brace 5 (2) 2x4 'L' Brace ■s (1) 2x6 'L' Brace ■ (2) 2x6 'L' Brace ■w Bracing Group Species and Grades' Gable Vertical No 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 Al S - Spruce-Pine-Fir Hem-Fir - SPF #1 / #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' #1 / *2 Standard *2 Stud #3 4' 7' 7' 9' 8' 3' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' *3 Stud *3 Standard CD O H Stud 4' 7' 7' 8' 8' 2' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' fl Standard 4' 7' 6' 7' 7' 0' 8' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern Pine*** 01 #1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 #3 —I a SP #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Stud anStdd Standard Standard J D #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' cuStud 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 2' 6' 7' 8' 2' 8' 9' 11' 1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' Group Bi U #1 / #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' Hem-Fir 'p S P r #3 5' 3' 9' 3' 9' 9' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' *1 01Btr S. U H F Stud 5' 3' 9' 3' 9' 7' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' 01 O I l Standard 5' 3' 8' 1' 8' 7' 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern Pine*** #1 5' 9' 9' 6' 9' 10' 11' 3' 11' 8' 13' 4' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' #1 #1 SP #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' *2 #2 O.1 w—1 D F L #3 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRB (Stress-Rated Board). Stud 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' wrsFor 1x4 So. Pine use only Industrial 55 or Standard 5' 3' 7' 6' 8' 0' 10' 0' 10' 9' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards. Group B #1 / #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values may be used with these grades. d SPF #3 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes' l2 U H F Stud 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion is L/240. O Standard 5' 9' 9' 4' 9' 11' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 35 plf over X #1 6' 4' 10' 6' 10' 10' 12' 4' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load). d SP #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load from 4' 0' outlookers #3 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. c--1 D F L Stud 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 9' 8' 8' 9' 3' 11' 7' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' SAbyout mm IT Attach 'L' braces with 10d (0.128'x3.0' min) nails. T IrI Iable Truss ,) I a 31E For (1) 'L' brace. space nails at 2' o.c. in 18' end zones and 4' o.c. between zones. Db al brace option. ��i **For (2) 'L' braces' space nails at 3' o.c. �n op 111 T In 18' end zones and 6' o.c. between zones. vertical length may be // doubled when diagonal 18' NE 'L' bracing must be a minimum of 80Z of web 4)V member length. brace Is used. Connect L diagonal brace for 335# 'L' tl ' at each end. Max web Br ' 4r* Gable Vertical Plate Sizes total length is 14'. �� BOK T- ` Vertical Length No Splice 2x4 DF-L *2 or Less than 4' 0' 1X4 or 2X3 T Greater than 4' 0', but better diagonal 1 2X4 Vertical length shown brace, single 18' ; less than 11' 6' in table above. ii or double cut BE a Greater than Il' 6' 3X4 45' (as shown) at L_ 1 n n 2 + Refer to common truss design for upper end {j4l.f bb I I 01 1 1�, peak, splice, and heel plates. 11#00 „ ontinuo ��p PRrF� Refer to the Building Designer for conditions Connect diagona at midpoint of vertical web. 1 Refer to chart above ,� - ,,,....--„,,s,, Ute,1��. S O not addressed by this detail. T,NTIwe FURNISH ��MUMBRAVING CONTRACTORS',CUBING E IIT , C, pr' 19575 Fop 2p REF ASCE7-10-GAB12015 wilDIPORTrusses require extreme core in fabricating,handling,slipping,installing and br•adng. Refer to and • follow the latest edition of SCSI(Bulging Component Safety Information,by WI and SBCCrA))for safety %h DATE 10/01/14 Unless noted otherwise,top chard shall hpractices prior to performing these ave properly attached structural sheathing. Installers shall provide thmporary nand ,tan persdard sen shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs all .°7•0Y DRWG A12015ENC101014 shall have bracing installed per SCSI sections 83,B7 or 810,as applicable. Apply plates to each face ALPINE of truss and position as shown above and on the Joint Details,unless noted otherwise. ^ OREGON Refer to drawings 160A-Z for standard plate positions. l), Alpine,a drowon of ITV d Components 0 Inc.shall not be respornsble for aorrryk deviation from MAX, TOT. LD. 60 PSF AN RWM this drawing,ationany failure to bull the truss in conformance with ANSI/TPI 1,or for Fandl4q,shipping, '�� an.20,199 V� installation 6 bracing of trusses. A seal on tide draekq or cover page listing this&awine Wades acceptance of professional CIL o W.N .r ear efDons6Sllw solely for the flrslpn shown. The snfbobSfly loaf ft� drawing — 13389 Lakefront Drive Is the resporobSlty the Dnp Desgrnwr per Earth City,MO 63045 For more Information see this Job's general notes page and these web sites. I. •,• J n ' MAX. SPACING 24.0' ALPINE.ww.nlp/sMtw.conl TPD www.tpinstorgi SBCM www.sbd dustryorgi ICC'wwwJccsafeorg