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Plans (26) • 'MSG- J 5k,k.3 n(r\ \ EC En JAN 4 Z019 CITY OF I]GA Dti BUILDING MS ON 47• 1 r r I r I ' 1 -1-1-1 I i I o o I r I _ C n �A� m rm — U1 - W W 0 0 ` / - . T] T c) m O fr rcr �a III I h"-5.8" + 40'4" -I Customer PARR FOREST GROVE w� n' 1 _ M S"� 2(�`4` - �°QS 1:1CD o Deso. : Ryrsde 2172 Ely A master U v l 1 ` O 0-13 ADDRESS: VERIFY Zw z�- W o Des(9ned by: BILLY BREESE 21.1ZO r •. �Eo PROpS O�5 �GtNF� O i ' 83294PE y Alpine,an ITW Company 8801 Folsom Blvd.,Suite 107 Sacramento,CA 95826 OREGON ALPINE Phone:(800)877-3678(916)387-0116 13 Fax:(916)387-1110 AN ITW COMPANY 4� `ZLP 14,20� ,0 sacseals@itwbcg.com een Tar02/01/2019 Renewal 6/30/2020 Site Information: Page 1: Customer: Truss Components of Oregon,Inc. Job Number: 0918031 Job Description: Rvrsde 2172 Ely A master Address: VERIFY,VERIFY,OR Job Engineering Criteria: Design Code: IRC 2015 View Version: IRC 2015 JRef#: 1WI871750010 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, 12 truss drawing(s)and 4 detail(s). Item Seal* Truss Item Seal# Truss 1 032.19.1336.30367 AGE 2 031.19.1132.47315 A 3 032.19.1339.36923 BGE 4 032.19.1352.45503 CSGE 5 032.19.1121.52118 C 6 032.19.1129.09809 CGE 7 032.19.1340.53070 DGE 8 032.19.1341.21400 D 9 032.19.1341.40570 EGE 10 032.19.1341.53317 E 11 032.19.1342.50873 FGE 12 032.19.1344.00880 F Printed 2/1/2019 4:05:10 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 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 19th 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.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison,WI 53719;www.sbcindustrv.co Page 2 of 2 SEQN:229540 T2 GABL Ply: 1 Job Number: 0918031 Cust:R7175 JRef: 1W1871750010 FROM:BB Qty: 1 Rvrsde 2172 Elv A master DrwNo: 032.19.1336.30367 Truss Label: AGE JAK / RTT 02/01/2019 7'6" 15' 7'6" I 76" I—2'2"—1-1'4"H =4X5 (TYP) -r 12 r jull � 6L- i a i o 6 5 1 B L A I 4 0 4 u 0 0 {} . M /-- /////,-/-// //// — 3X5(B1) 3X5(B1) I- 15' H 1 I 15' -I 1'"{ Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI 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): 0.001 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):0.001 H 999 240 B* 116 /- /- /42 /13 /5 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 C - - Wind reactions based on MWFRS EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):-0.001 C - - B Brg Width=180 MM Req=- Mean Height:20.13 ft NCBCLL:10.00 Code/Misc Criteria Creep Factor:2.0 Bearing B is a rigid surface. TCDL:4.2 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.066 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2014 Max BC CSI: 0.020 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.054 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF SS Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-0-0 top chord outiookers 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 loadappiiedper IRC-15 section 301.5. EO PROFESS Wind Wind loads based on MWFRS with additional C&C (.5 �tIr'%NFF,Q oy member design. /y 83294PE 9 ge Additional Notes „„„,-^' Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 OREGON studs of the same grade. Sr See DWGS A12030ENC101014,GBLLETIN1014,& (/� LY 14,40� % GABRST101014 for gable wind bracing 8e11 Tar*= requirements. Renewal 6/30/2020 02/01/2019 **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.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building 003)357 US OR 97113 Component Safety 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 propefly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face oftruss and position as shown above and on the JoinitDetails, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildingg Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,,,r,,,,COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesAeat on this drawing or cover page listing this drawing,indicates acceptance of proofessionar engineering responsibility solely for the design shown. The suitability use of this dawing for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' 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:229542/ T1 COMN Ply: 1 Job Number: 0918031 Cust:R7175 JRef:1 WI871750010 FROM:BB Qty: 2 Rvrsde 2172 Elv A master DrwNo: 031.19.1132.47315 Truss Label: A PBC / GWH 01/31/2019 7'6" 15' I 7'6" I 7'6" 4y 5X5(R1) -r �, 12 6 V 11114114111114111111 Z•,)v i SEQN:229544 T4 GABL Ply: 1 Job Number: 0918031 Cust:R7175 JRef:1W1871750010 FROM:BB Qty: 1 Rvrsde 2172 Ely A master DrwNo: 032.19.1339.36923 Truss Label: BGE JAK / RTT 02/01/2019 I 4'9"4 I 10' I 12'6" I 20 4'9"4 5'2"12 2'6" 76" I-2'-+1'4"-I (TYP) =4X5 3X7 Tal J to 6 12 9) c� m N V 1 A B-'!,. L M • - 3X5(B1) -3X7 m3X5(81) t-5712 j 14'9"4 -A I-1, I 12'6" I 76" I 1' 12'6" 20' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DefIICSI 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): 0.035 H 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* 261 /- /- /74 /62 /20 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.020 G - - N 326 /- /- /183 /- /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:20.75 ft HORZ(TL):0.069 G - - K 949 /- /- /376 /169 /- NCBCLL:10.00 Code/Misc Criteria Creep Factor.2.0 Wind reactions based on MWFRS TCDL:4.2 psf B BrgWidth=60.0 Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.891 Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2014 Max BC CSI: 0.429 N Brg Width=5.5 Min Req= 1.5 RepFac:Varies byLd Case Max Web CSI:0.126 K Brg Width=5.5 Min Req= 1.6 Spacing:24.0" C&C Dist a:3.00 ft Loc.from endwall:not in 10.00 ft FT/RT:2(0)/4(0) MembersBenotBN,&K are a rigid surface. less t GCpi:0.18 Plate Type(s): listed have forces less than 375# Maximum Top Chord Forces Per Ply(lbs) Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Chords Tens.Comp. Chords Tens. Comp. Lumber T2:Brace interior top chord and support lower roof with a sistered truss at the edge of lower roof. B-I 98 -477 J-K 189 -1249 Top chord 2x4 HF#2:T2 2x6 HF#2: Anchor theperimeter of exposed vertical surfaces. Webss 2x3 Hrd HF#2:W1 2x4 HF Std/Stud: P 9 I-J 116 -450 Bot2F HF#2 All diaphragms,s,braces,and connections shall be designed by the engineer of record. Maximum Bot Chord Forces Per Ply(lbs) Plating Notes Chords Tens.Comp. Chords Tens. Comp. All plates are 1.5X4 except as noted. B-N 376 -77 M-K 984 -76 Loading N-M 1970 -152 Truss designed to support 1-0-0 top chord outlookers Maximum Web Forces Per Ply(lbs) and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched Webs Tens.Comp. 1.5"deep x 3.5"wide periodically along top edge,only in the N-J 209 -946 area above the let-in studs.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches. Do not notch at plates,or in overhang or heel(first)panels or panel right of I. Bottom chord checked for 10.00 psf non-concurrent 3bottom 01.5. chord live load applied per IRC-15 section mop PROFF Wind O0 �OG1NeF� /O Wind loads based on MWFRS with additional C&C 88294PE member design. it �- Additional Notes Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require OREGON reinforcement at 70%of the length tabulated for 2X4 studs of the same grade. A` �/LY 14,200% the See DWGS A12030ENC101014,GBLLETIN1014,& °Sell Tao GABRST101014 for gable wind bracing requirements. Renewal 6180/2020 02/01/2019 ""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.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 bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI 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 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 drawingany failure to build the ,,,rrWm,,r„w, 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 professional 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/TP!1 Sec.2. 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.orq,SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 SEQN:229550 T6 GABL Ply: 1 Job Number: 0918031 Cust:R7175 JRef: 1W1871750010 FROM:BB Qty: 1 Rvrsde 2172 Ely A master DrwNo: 032.19.1352.45503 Truss Label: CSGE JAK / RTT 02/01/2019 4'9"4 10'8"2 1 12'4"II 1 4.F 15'"1 20'2"12 _1 30 4'9'4 5'8"14 1'9"14 1'4 512"12 179"4 I. 15' I 1 4�! (TYP =4X5 0 F E f 3X7 . 2 /D 6 67 (s) La C W2 13 m T2 . W1 B : R _ 1 A y .. w c i fi o 4 2 r S AB AA Al VZ,7/I V// AJ - 44X5(B10R) =-3X5 =3X5 _3X7 =3X5(61) 1 1913"8 1 2'8" 1 711'8 I 1 1'1 10' I 20' 11'I 10' 30' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defh!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 Pt 23.1 Ce:1.2 VERT(LL): 0.085 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.178 F 999 240 B 1350 /- /- /505 /114 /145 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.045 K - - Al* 559 /- /- /214 /68 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height 22.00 ft HORZ(TL):0.138 K - - AJ*347 /- /- /124 /22 /- NCBCLL:10.00 Code I Misc Criteria Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psf B Brg Width=5.5 Min Req2.2 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.751 Al BrgWidth=30.0 Min TPI Std:2014 Max BC CSI: 0.830 Req =- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 AJ Brg Width=30.0 Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.335 Bearings B,AI,&U 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:16.01.000.0327.15 Chords Tens.Comp. Chords Tens. Comp. Lumber T2:Brace interior top chord and support lower B-C 452-2206 E-F 228 -608 Top chord 2x4 HF#2:T2 2x6 HF#2: roof with a sistered truss at the edge of lower roof. C-D 364-1736 F-G 249 -595 :T3 2x4 DF-L#1&Bet.: Anchor the perimeter of exposed vertical surfaces. D-E 211 -678 G-R 242 714 Bot chord 2x4 HF#2 All diaphragms,braces,and connections shall be Webs 2x3 HF#2:W1,W2 2x4 HF Std/Stud: designed by the engineer of record. Maximum Bot Chord Forces Per Ply(lbs) Plating Notes (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 All plates are 1.5X4 except as noted. scab 1.5"below top edge and attach to one B-AB 1870 -302 AA-Z 1452 -147 face of truss with 10d nails(0.128"x3")at 6"o/c. AB-AA 1452 -147 Z-R 574 -14 Loading Truss designed to support 1-0-0 top chord outiookers and cladding load not to exceed 5.00 PSF one face Maximum Web Forces Per Ply(lbs) and 24.0"span opposite face.Top chord may be notched Webs Tens.Comp. Webs Tens. Comp. 1.5"deep x 3.5"wide periodically along top edge,only in the C-AB 185 -466 AC-AD 275 -1097 area above the let-in studs.DO NOT OVERCUT.No knots or AB-D 417 -38 AD-Z 305 -1168 other lumber defects allowed within 12"of notches. D-AC 258-1052 Do not notch at plates,or in overhang or heel(first)panels or first panel right of D. Bottom chord checked for 10.00 psf non-concurrent iso PROF$ S bottom chord live load applied per IRC-15 section . 301.5. Ory OG I N Flc 'O 4.Wind 6ff 83294PE 9 , AG•.. .-.- -,,. .. _...•...- P- -___;,..."- - member design. Additional Notes Provide lateral wind bracing per Alpine wind bracing OREGON details or per engineer of record.2X3 studs require 13 vs, 14 Zed r "rireinforcement at 70%of the length tabulated for 2X4 �i� % studs of the same grade. •eII Tar'- See DWGS A12030ENC101014,GBLLETIN1014,& GABRST101014 for gable wind bracing Renewal 8/80/2020 requirements. 02/01/2019 **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.Box 488 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 ana SBCA)fr safetyPpractices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracingper BCSI.Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachd rigid ceiling. Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3,B7 or BI0, as applicable. Applplates 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 Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,1,0,„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 protesslonal enflaming responsibility solely for the design shwa. The suitability 8801 Folsom Blvd.,Suite 10' and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 S-ec.2. For more mformaton see this lolls general notes page and these web sites:AIME:www.alpinettw.com;TPN:www.tpelst.org;SSCA:www.sbctndusrry.Com:ICC:www.tccsafe.otq Sacramento,CA 95826 SEQN:229546/ T5 COMN Ply: 1 Job Number: 0918031 Cust:R7175 JRef:1WI871750010 FROM:BB Qty: 20 Rvrsde 2172 Ely A master DrwNo: 032.19.1121.52118 Truss Label: C JAK / RTT 02/01/2019 7'9"4 I 15' I 22'2'12 I 30' I 79"4 72"12 72"12 7'9"4 5X5 D it T 6 1 12 %1.X4 ///1.5X4 E \ / ,- E ,- fo co B F Tr A i u m r ` G 04X5(B1OR) =3X5 =3X5 =3X5 �4X5(B1OR) 1 30' 1 11' 1 10'2"3 I 9'7"11 I 10'2"3 11'{ 10'2"3 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 L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:23.1 Ce:1.2 VERT(LL): 0.134 J 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.230 J 999 240 B 1372 1- /- /623 /144 /129 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.055 H - - F 1372 /- /- /623 /144 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.135 H - - Wind reactions based on MWFRS Mean Height 22.00 ft B BrgWidth=5.5 Min Req2.3 NCBCLL:10.00 TCDL:4.2 psf Code/Misc Criteria Creep Factor.2.0 = Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.779 F Brg Width=5.5 Min Req=2.3 TPI Std:2014 Max BC CSI: 0.826 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:0.249 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:not in 9.00 ft 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.0327.15 B-C 263-2201 D-E 284 -1916 Lumber C-D 284-1916 E-F 264 -2201 Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Webs 2x4 HF Std/Stud:W2,W3 2x4 HF#2: Chords Tens.Comp. Chords Tens. Comp. Loading B-J 1859 -155 I-H 1265 -58 J-I 1265 -58 H-F 1859 -165 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 128 -508 D-H 666 -81 Wind loads based on MWFRS with additional C&C J-D 667 -81 H-E 128 -508 member design. 1XEO PRO FF�� GO 4G*NF� �p „tv 83294PE 9 OREGON iS I: G `L0,14,20�' "eel,Tar's Renewal 6/30/2020 02/01/2019 "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)fsafety practices prior to performing these functions. Installers shall provide temporary 1503)357-2118 Ext bracing per BCSI.Unless noted dtherwise,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. Applplates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. (tefer 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 ANrr,,, OMPAW truss in conformance with ANSI/IP! 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover pa e listing this drawing,indicates acceptance of oroTessionau 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 ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- For more information see this lob's general notes page and these web sites:ALPINE:www.alpineilw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org Sacramento,CA 95826 • SEQN:229555/ T8 GABL Ply: 1 Job Number: 0918031 Cust:R7175 JRef:1WI871750010 FROM:BB Qty: 1 Rvrsde 2172 Elv A master DrwNo: 032.19.1129.09809 Truss Label: CGE JAK / RTT 02/01/2019 7'9"4 I 15' I 22'2"12 30' 7'9"4 7'2"12 7'212 7'9"4 1..' 3' t 1'4" (I 1116 N8 N El 6 i„------- H 4,ip T ,el'i- \ l' _ w ''''''''-=---:; E. e511w w B ' z 05X5(B1OR) m3X5 =3X5 AlX5 -.5X5(B10R) A 30' A 1'I 10'2"3 I 9'7"11 I 10'2"3 11 10'2"3 19'993 30' 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 L/# Gravity Non-Gravity TCDL: 10.00 Speed:120 mph Pf:23.1 Ce:1.2 VERT(LL): 0.143 P 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):0.276 P 999 240 B 1798 /- /- /667 /169 /145 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.056 AB - - Z 1798 1- /- /667 /169 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.170 F - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height 22.00 ft Code I Misc Criteria Creep Factor.2.0 B Brg Width=5.5 Min Req=3.0 TCDL:4.2 psf Z BrgWidth=5.5 Min Req3.0 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.626 = TPI Std:2014 Max BC CSI: 0.971 Bearings B&Z 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:Varies by Ld Case Max Web CSI:0.348 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.0327.15 B-H 655-2932 N-T 711 -2628 Lumber H-N 711 -2628 T-Z 655 -2932 Top chord 2x4 DF-L#1&Bet. (S)2x4 x 8'0"DF-L#1 or better field applied Bot chord 2x4 HF-L#1Bet. scab required to allow notches 1.5"deep.Align Maximum Bot Chord Forces Per Ply(lbs) scab 1.5"below top edge and attach to one Chords Tens.Comp. Chords Tens. Webs 2x3 HF#2:W1,W4 2x4 HF Std/Stud: face of truss with 10d nails(0.128"x3")at 6"o/c. Comp. :W2,W3 2x4 HF#2: B-AR 2515 -437 AN-Al 1762 -215 Plating Notes AR-AN 1762 -215 Al-Z 2515 -445 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 outlookers H-AR 192 -531 N-AI 998 -273 and cladding load not to exceed 5.00 PSF one face AR-N 997 -273 Al-T 192 -531 and 24.0"span opposite face.Top chord may be notched 1.5"deep x 3.5"wide periodically along top edge,only in the area above the let-in studs.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches. Do not notch at plates,or in overhang or heel(first)panels. Bottom chord checked for 10.00 psf non-concurrent bottom 301.5. X chord live load applied per IRC-15 section 00 PROp1 rS s Wind AP �4GINFCI`'Q 'O Wind loads based on MWFRS with additional C&C r[/ 83294PE ,_member_desIgn- - rt Additional Notes Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require OREGON reinforcement at 70%of the length tabulated for 2X4 14 eff 20 C studs of the same grade. (,, 14' 40 See DWGS A12030ENC101014,GBLLETIN1014,& *eel!Tan' GABRST101014 for gable wind bracing requirements. Renewal 6/30/2020 02/01/2019 "WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building CO3)357 US OR 97113 Component Safety Information,by TPI and SBCA)ro (503)357safety practices prior to performing these functions. Installers shall provide temporary .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 fouermanent lateral restraint of webs shall have bracingg installed per BCSI sections B3,B7 or 610, as applicable. Apply plates to each face oftrussand position as shown above and on the Jo!nfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the A,,,,�, COMFONV truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing_cif trussesA seal on this drawing or cover page listing this drawing indicates acceptance of pro7sssWaar engineering responsibility solely for the design shown. The suNawl and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 S-ec.2. 8801 Folsom Blvd.,Suite 10" Por more information see 865 lab's semi's'rates page and these web Sites:ALPINE:www.arptnettw.cam:TPI:www.tpinst.orq:SECA:www.sbdndustrv.com;ICC:www.Iccsafe.org Sacramento,CA 95826 SEQN:229557 T11 GABL Ply: 1 Job Number: 0918031 Cust:R7175 JRef:1W1871750010 FROM:BB Qty: 1 Rvrsde 2172 Ely A master DrwNo: 032.19.1340.53070 Truss Label: DGE JAK / RTT 02/01/2019 I---1'4"-{ (TYP) FG T -- 12 12 i i j i,)W1 M ung 1 A a'■ 1/ H I 3X5(81) J 5, 1' I5, H Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI 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 Pf:23.1 Ce:1.2 VERT(LL): 0.017 L 873 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):0.030 L 494 240 B - /- /686 /- /- /293 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.011 G - - B' 119 /- /137 /56 /51 /63 Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):-0.027 G - - Wind reactions based on MWFRS Mean Height 15.00 ft Code 1 Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req= 1.5 NCBCLL:10.00 TCDL:4.2 psf B Brg Width=60.0 Min Req=- Soffit: 2.00 BCDL:4.2sf Bldg Code: IRC 2015 Max TC CSI: 0.199 P Bearings B&B are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.213 Rep Fac:Varies byLd Case Max Web CSI:0.030 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Maximum Bot Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 B-I 348 -664 Lumber Additional Notes Top chord 2x4 HF#2 The maximum horizontal reaction is 686# Bot chord 2x4 HF#2 Provide lateral wind bracing per Alpine wind bracing Webs 2x3 HF#2:W1 2x4 HF Std/Stud: details or per engineer of record.2X3 studs require Plating Notes reinforcement at 70%of the length tabulated for 2X4 studs of the same grade. All plates are 1.5X4 except as noted. See DW GS A12015ENC101014,GBLLETIN1014,& GABRST101014 for gable wind bracing Loading requirements. 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. �c .e e "E Wind 0 �i,a0114 e. /p Wind loads based on MWFRS with additional C&C �,0 83294PE member design. Right end vertical not exposed to wind pressure. �� OREGON 1). VLY 14,20# 0 eeeII Tao." Renewal 6/30/2020 02/01/2019 '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)toy safety 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.e. Apply plates 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 Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the A 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 proTessronal engineering responsibility solely for the design shown. The suiFability 8801 Suite 10' and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Sa01a Folsomento,Blvd.,C95826 For more information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinstorg;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq SEQN:229559 T10 MONO Ply: 1 Job Number: 0918031 Cust:R7175 JRef:1W1871750010 FROM:BB Qty: 1 Rvrsde 2172 Ely A master DrwNo: 032.19.1341.21400 Truss Label: D JAK / WIT 02/01/2019 1111.5X4 CD T T 12 6 V en io B 1 Aoiel°°°1111°ll'ill.°11.gllIlIllg111 j_ —we �� FE 1111.5X4 3X5(61) I- 5' j 1, 1- 5, 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 L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:23.1 Ce:1.2 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):NA B 304 /- /- /154 /2 /49 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.005 F - - E 204 /- /- /106 /17 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.011 F - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:15.00 ft Code I Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req= 1.5 TCDL:4.2 psf E BrgWidth=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.341 Req= Load Duration:1.15 MWFRS Parallel Dist:h/2 to h TPI Std:2014 Max BC CSI: 0.180 Bearing B is a rigid surface. RepFac:Yes Max Web CSI:0.277 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Loc.from endwall:not in 9.00 ft FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 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. 11 ,k4itEo PROp c� ti �[(/ 83294PE '9 r + l OREGON 13` ICY t4,20� m sell Tao'c Renewal 613W2020 02/01/2019 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices pnor 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 JoinfDetails, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the „r,,,N,ON,PAN,. truss in conformance with ANSI/TPI 1,or for handling,shi ping,installation and bracing of trussesA seal on this drawing or cover paga fly listing this drawing,indicates acceptance of prdTessIona'engineering responsibility solely for the design shown. The suUbil 8801 Folsom Blvd.,Suite 10 and use of this tawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 ec.2. for more Information see tMs lob's general notes page and mese web sites:ALPINE:www.atpineitw.com;TM:www.tpinstorq:SBCA:www.sbcIndustry.wm;ICC:www.lccsafe.orq Sacramento,CA 95826 SEQN:229561 T7 GABL Ply: 1 Job Number: 0918031 Cust:R7175 JRef:1W1871750010 FROM:BB Qty: 1 Rvrsde 2172 Ely A master DrwNo: 032.19.1341.40570 Truss Label: EGE JAK / RTT 02/01/2019 I 53"4 I 10' 5'3"4 4'892 1'4"—1 I----2'8"--I (TYP) ,IK 1 1 8 i 12 Or W3 Oil 1111116 h 1 A �Ifi_ii i ■■■ i l`r _ . P ML =3X5(81) 1114X51 • 10' • I—1, I 53"4 I 4'8-12 5'3"4 10' 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/deft L/# Gravity Non-Gravity l TCDL: 10.00 Speed: 120 mph Pf:23.1 Ce:1.2 VERT(LL): 0.026 R 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):0.048 R 999 240 g 614 /- /- /280 /96 /200 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.011 D - - L 552 /- /- /238 /153 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.030 D - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:15.00 ft Code I Misc Criteria Creep Factor.2.0 B Brg Width=5.5 Min Req= 1.5 TCDL:4.2 psf L BrgWidth=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.254Req=- Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2014 Max BC CSI: 0.330 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.271 Members not listed have forces less than 375# 0/4 0 Maximum Top Chord Forces Per Ply(lbs) FT/RT:2 Loc.from endwall:Any ( ) ( ) Chords Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 B-F 89 -664 Lumber Additional Notes Top chord 2x4 HF#2 Provide lateral wind bracing per Alpine wind bracing MaximumhodsT Bot Chord Forces Per Ply Tens.s) Bot chord 2x4 HF#2 details or per engineer of record.2X3 studs require Chords Tens.Comp. Chords Comp. Webs 2x3 HF#2'.1N1,W3 2x4 HF Std/Stud: reinforcement at 70%of the length tabulated for 2X4 B-P 531 -234 P-M 517 -227 :W2 2x4 HF#2: studs of the same grade. Plating Notes See DWGS Al2015ENC101014,GBLLETIN1014,& Maximum Web Forces Per Ply(lbs) GABRST101014 for gable wind bracing Webs Tens.Comp. All plates are 1.5X4 except as noted. requirements. F-M 292 -650 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 A,0-- ---c• " •%., 301.5. P �1 G%NFl�'op c Wind Cif, Wind loads based on MWFRS with additional C&C ti 83294PE T9 member design. ir 0,,„,...-- Right Right end vertical not exposed to wind pressure. OREGON la` SLY 14,2- ,(. ellen Tar' Renewal&3012020 02/01/2019 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)toy 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 propefly attached rigid ceiling Locations shown for permanent 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 ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN NW COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover pagge listing this drawing,indicates acceptance of proressronal engineering responsibility solely for the design shown. The suiPability and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 70 For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 SEQN:229563 T3 MONO Ply: 1 Job Number: 0918031 Cust:R7175 JRef: 1W1871750010 FROM:BB Qty: 3 Rvrsde 2172 Ely A master DrwNo: 032.19.1341.53317 Truss Label: E JAK / RTT 02/01/2019 53"4 I 10' 5'3"4 4'8"12 I111.5X4 DE Iil' 12 �3X5 T. Aiii g17 C I a B 1 A _-traimmimmm I _ H =3X5(61) HI1.5X4 III4X5F i A 10' A 1, I 5'3"4 4'8"12 5'3"4 I 10' 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): 0.009 H 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.016 H 999 240 B 515 /- /- /258 /- /91 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):0.004 G - - F 425 1- /- /221 /35 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.010 G - - 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 F BrgWidth=- Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2014 Max BC CSI: 0.201 Bearing B is a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.290 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. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 B-C 55 -553 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-H 424 -205 H-G 422 -205 Loading Bottom chord checked for 10.00 psf non-concurrent Maximum Web Forces Per Ply(lbs) bottom chord live load applied per IRC-15 section Webs Tens.Comp. 301.5. C-G 242 -499 Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. � �11Eo PROFESS cr 0GINF' ,O c83294PE 9 '�.- T OREGON 75, as`4Y 14,20- 0 e'ell Tao'c Renewal 6/3W2020 02/01/2019 "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.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 Componpent Safety Information,by TPI an fabricating, fsafety practices prior to performing these functtiions. Installers shall provide temporary (503)357-2118 Ext attached per!SCSI. Locationsoshownlforfppermanent shall have al esttra properly of webs shstructural ll hav bracinaggttinslalied per BCSI1Osections have orB10, 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. ALPINE Alpine,a division of ITW BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/I-PI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page """N0D"'"^" listing this drawing,indicates acceptance of proTwsional engineering responsibility solely forth des n shown. The suit-abll and use of this drawing for any atructure Is the responsibllhY of the Building Designer per ANSIITPi 1 Sbc.2. 8801 Folsom Blvd.,Suite 10- For more information see this job's general rates page and these webg0...s;ALPINE:www,alpitletl w.com:TPI:www.b3inatorg;$BCA:www.ebeindrnSr,.com;ICC:wwwiccsafe.org Sacramento,CA 96826 • SEAN:229565 T12 GABL Ply: 1 Job Number: 0918031 Cust:R7175 JRef:1W1871750010 FROM:BB Qty: 1 Rvrsde 2172 Ely A master DrwNo: 032.19.1342.50873 Truss Label: FGE JAK / RTT 02/01/2019 I 5g^ 10'6" 5.3" 5'3" 1'4"H (TYP) F,_77"—H —4X5 E T12 T 6 i i iD r . N 444 B 1 1 I A ....11 {} 0 0 {} 0 1,- I ////////// 3X5(B1) "..3X5(61) I- 10'6" 10'6" I-1'H1' 10'6" 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 Pt 23.1 Ce:1.2 VERT(LL): 0.000 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.001 E 999 240 B* 119 /- /- /44 /26 /6 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 C - - Wind reactions based on MWFRS EXP:B Kzt:NA HORZ(TL):-0.001 C B Brg Width=126 Min Req - Des Ld: 42.00 Mean Height:15.00 ft BearingB is a rigid surface. NCBCLL:10.00 TCDL:4.2 psf Code/Misc Criteria Creep Factor.2.0 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.110 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2014 Max BC CSI: 0.032 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.023 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.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 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 s 301.5. Wind G0�OG1Ne .'OZ Wind loads based on MWFRS with additional C&C 83294PE member design. lc ice, Additional Notes Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require OREGON reinforcement at 70%of the length tabulated for 2X4 studs of the same grade. �to SLY 14,Zed C 0 See DWGS A12015ENC101014,GBLLETIN1014,& Creel,Tar' GABRST101014 for gable wind bracing requirements. Renewal 619W2020 02/01/2019 "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,handlirtg shipping,installin and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 pSafety ) b pt g, g, (503)357-2118 Ext Component Information,note,oyf TPI is SBCA)f3�safety practices y attached performingstthesel functions. Installerstmord§ all provide tempora bracing per BCSI.Unless noted o7herwtse,top chord shall have properly 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. Applplates to each face,of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building_Components Group Inc.,shall not be responsible for any deviation from this drawing,any failure to build the wMnwv truss in conformance with ANSI/IP! 1,or for handling,shipping,installation and braci ,w nm ng of trussesA seal on this drawing or cover page, listing this drawing,indicates acceptance of pro essrona engineering responsibility solely for the design shown. The suit-ability 8801 Folsom Suite 10" and use of this dawing for any structure is the responsibility of the Building Designer per ANSIRPI 1 S-ec.2. Sac1 Folsommento,Blvd.,lv 9Suite For mom information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.mm:TPI:www.tpinst.org;SBCA:www.sbcindustrv.com;ICC:www.iccsafe.org SEQN:229567 T9 COMN Ply: 1 Job Number: 0918031 Cust:R7175 JRef:1WI871750010 FROM:BB Qty: 1 Rvrsde 2172 Elv A master DrwNo: 032.19.1344.00880 Truss Label: F JAK / RTT 02/01/2019 5'3" I 10'6" H 5'3" 5'3" 4X5 C I 12 6 P F- C7 SI 1es B D A p E =3X 1) 1111.5X4 =3X5(81) C 10'6" 1' 5'3" 5'3" -1' 5,3" H- 10,6" 1 -I Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) D@HICS1 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): 0.010 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):0.017 F 999 240 B 530 /- /- /249 /20 /53 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.005 F - - D 530 /- /- /249 /20 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.011 F - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:15.00 ft Code/Misc Criteria CreepFactor:2.0 B BrgWidth=3.5 Min Req1.5 TCDL:4.2 psf = Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.279 D Brg Width=3.5 Min Req= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2014 Max BC CSI: 0.199 Bearings B&D are a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.088 Members not listed have forces less than 375# 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 237 -579 C-D 238 -579 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 445 -108 F-D 445 -108 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. O PROp4 O�5 4 .426 r,INFF vO �� 83294PE 9 r OREGON i$` SLY'14,20� *sell Tan's Renewal 6/30/2020 02/01/2019 "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 408 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 functtiions. Installers shall provide temporary (503)357-2118 Ext attached per ceiling.Unless noted for Deoprmanent lateral rest properly webs att ached hhav bracingg iinstalled per BCSI BCSI sections B3,,B7 properly as applicable. Apply plates to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the µnw waw 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 professronaf engineeriny �porbsrbility solely for the design shown. The sulky ltabi and use of this awwing for any structure Is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this lob's general notes gaga and these web sites:ALPINE:wNw.alpirwitr.can;TPI:www.tainet.om;&SCA:www.ebclndlahy.com;ICC:www.toosafe.om Seeramento,CA 66626 Gable Stud Reinforcement Detail ASCE 7-101 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Om 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 0r. 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 'L' Brace 5 (1) 2x4 'I.' Brace s (2) 2x4 'L' Brace MU Cl) 2x6 'L' Brace 5 (2) 2x6 'L' Brace es Bracing Group Species and Grades. Gable Vertical No S 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• #1 / #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' SPr' e-PkK-Fir Men-Fir *1 / *2 Standard *2 Stud U S P F #3 4' 7' 7' 9' I 8' 3' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' e3 Stud *3 Standard a O H F 4' 7'Stud 4' 7' Standard7' 8' 8' 2' 6' 7' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' arch rn Pb�esss 8' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' a.) #1 5' 0' 8' 4' � 7' 0'B' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' 111=1:1M1 iMEEEM -Jk SP #24' 10' 8' 2' 8' 69' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard #3 4' 8' 7' 0' � 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' ' 14' 0' 14' 0' 14' 0' d Cu DFL Standard 4' 7' 7' 0'7' 6' 2' I 6' 7' 8' 2' 8' 9' 11' 11', 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' Group B• 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' Hen-Fir -I") .. SPF #3 5' 3' 9' 3' I 9' 9' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' eI 1*1 L Y H FStud 5' 3' 9' 3' 9' 7' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' 01 O Standard 5' 3' 8' 1' ; 8' 7' 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' . .s Fir-Larch Pins= SP #1 5' 9' 9' 6' ' 9' 10' 11' 3' 11' 8' 13' 4' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' MUM= 1111=2; #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' #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 SRI (Stress-Rated Board) �1 D F L Stud 5' S' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' .ssFor 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 nay 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' L° U deflection14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load 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' Proms 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 k 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 fron 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 it' plywood overhang. M i 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' Syne, Attach 'L' braces with 10d(0.128N3.0' nln)nails. About 3 DE For(l) •L• brace, apart mals at 2' o.c. I/Gable Truss In 18' end zones and 4'o.c. between zones. Wil 12)1(Fo• C2) 'L'braces. space nails at 3' c.c. Diagonal brace option. agonal 18'- In 18' end zones and 6' o.c. between zones. vertical length nay be _ ' T � 'L' bracing must be a minimum of 80% of web doubled when diagonal • �r 4 nether length• brace is used. Connect L 41- diagonal brace for 335* 'L' + :1416. r* Gable Vertical Plate Sizes l at each end. Max web Br ci a ` total length is 14'. Vertical Length Ne Splice engXE ` i Less than 4' 0' 1X4 or 2X3 2x4 DF-L *2 or Greater than 4' 0',but better da2X4 diagonal r less than 11' 6' Vertical length shown brace. single 18' Greater than II' 6' 3X4 h table above. or doe cut J 45' _ 1 ti + Refer to connond truss design For (as sho}n) at ( 1 I it 17 / upper end � C L 4 1 LJ 4 4 Lf r id I I peak, splice, and heel plates. — / / / / ,Aonthuous Bearing / Refer to the Building Designer for conditions Connect dingoes at not addressed by this deiat. •••nt of vertical web. '' w h Refer to chart above for max , 0 eO; ., tin. TIIIITmo MUSH , rn 115.ALL L coalmines=MING TIE z ,,0 �GINFF /p REF ASCE7-10-GAB12015 wielfORTrusses ree.d•t extreme care In -.tine,handling,dipping.Installing and brad Neer"'to and 4/ 83294PE R DATE 10/01/14 �s varier a,'rirw ae.e marc ce.s'tinte..u hrstia Information.provide M Tn andyforsafety utC / — Aillb1�aew noted atI rd..,tap d.ord have,repsrly atsaa..d. uctm r•nene battam acrd DRUG A12015ENC101014 pi shall have a properly attad..d cuNro. Lwatb s shown for permanent lateral restratrt of webs A�U N shag Mve ed Per .` ifw.s the Joint sus u=="noted Pates to end.race Q or truss awd�el,show. ... ons am use.!Dios(0etaas.vices eegtM atherwl.r. IaSo to as ofITran Pate ere.Inc.a esti rev er�p sirel not bS TPI fore forh 65 shipping, , OREGON e AX. TOT. LD. 60 PSF AN IIIN CI MNY *As d'aabp,any roes..(tr trusses N.t Mss In ea+rw mn.oe with M1Sl/iPl 1.or handl,*shapYq Ynstaaatbn I bracing of Mssea. SLP 14,40 e A seal an tits sad. or wow= Yd.elYy.n Ws dv+awbp bndkatws aswptscr of professional rar�«a^aPwsirs Zre'saves:Ase grit w�•4 Am/,n 1 Sec2. ',ell Tao'. — 13389 LakefrontDrive Far wore hInf!artntIon lee this Job's general notes pop and these web*tem MAX. SPACING 24.0' Earth City,MO 83045 ALPDF,awes*lpYeltw,sw.TPD'swstpestergi SOCA.ww.sbdndustry rgl ICCwwleasah+wp Ra...... Anelr9nn 9 02/01/2019 I Gable Stud Reinforcement Detail • ASCE 7-101 120 mph Vinci 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 Orr 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 • 2x4 Brace (1) 1x4 'L' Brace w (1) 2x4 'L' Brace 5 (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace so Gable Vertical No Bracing Group Species and Grades' S Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B 11' 5' GroupAl #1 / #2 4' 7" 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 14' 0' 14' 0' 14' 0' 14' 0' Spruce-Pine-Fir Hen-Fir Hem-FH CD U S P F #3 4' 4' 7' 2' 7' 8' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' HI / *2 Standard *2 Stud Stud 4' 4 7' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' #3 Stud *3 Standard ai o H F Standard 4' 4' 6' 2' 6' 7' 8' 2' 8' 9' 10' 10' 11' 4' 12' 10' 13' 9' 14' 0' 14' 0' • •s Fir-Lard, Southern Plnewww #1 4' it 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' ® *3 —1 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 #3 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' Standard —' (UDFL Stud 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' U' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' Ud 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 #1 / #2 5' 3! 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' _p _ SPF #3 5' 0' 8' 10' 9' 3' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Mial "7 i• Y H F Stud 5' 0' 8' 9' 9' 2' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' �' Cl) O I l Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' #1 5' 61' 9' 1' 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' IIII101111111 • •s Fir-Lard' Southern Phew e S P #2 5' 7 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 5' 1' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' 0J ‘`-2 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' 1x4 Braces shall be sRB (Stress-Rated Board). Standard 5' 0' 7' 0' 7' 5' 9' 4' 10' 0' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' andfor 1x4 So. Pine use only Industrial 55 or values ialn0.45 Stress-RateddwihBoards. Group B CS S P F #1 /#3#2 5' 'Be' 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. 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; t7 U H F 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. 0 Standard 5' 6' 8' 8' 9' 3' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 6' 0' 10' 0' 10' 4' 11' 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' conntinuoustbeeaar�g f TC Dead over o d. 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' Goble end supports load from 4' 0' outlookers X .--i D F L Stud 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' overhang,or 12• plywood overhang. Standard 5' 6' 8' 1' 8' 7' 10' 9' 11' 6' 113' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' S ,j, Attach 'L' braces with 10d (0.128'x3.0' ruin) nails. ••e Truss 1 J DE For (1) 'L' brace. space nails at 2' o.c. Diagonal brace option. �B�H M 18'end zones and 4' o.c.between zones. be , 31E 31EFor (2) 2'braces space Halls at 3'o.c vertical length nay doubled when diagonal T In 18' end zones and 6' o.c.between zones. brace Is used. Connect18' 31E i 14, 'L' bracing oust be a /drives+of 80X of web diagonal brace for 383f ,L, 1 J member length at al le end. Max web Br c4 0. I 4`' Gable Vertical Plate Sizes 444 total length is 14'. 2x4 DF-L *2 or ; vertical Length No Splice Less than 4' 0' 1X4 or 2X3 better diagonal 1" ;ll Greater than 4' 0', but Vortical length shown brace! single less than 11' 6' 2X4 in table above. or double cut 18' 11E J Greater than 11'6' 3X4 III + 43• (as shown) at I I ) f Refer to corunon truss design for upper end. C L 4 1 U ,�((__Q 11 4 1 4 : 1 , peak, splice, and heel plates. Connect dingonn at �/ / / / /`on s Bnr'1nO / / Refer to the Build for Building Designer conditions nkipolnt of vertical web w Refer to chart above for max ----..14Q0*,_..th, not addressed by this detail. iVARIOHi OM Me FOLLOW ALL NOTES 01 THIS MA'Aai Trusses NIONRITT naaH9i DOS 0RAVRl0 TO ALL CONTRACT==MOO TIE INSTALLERS. `�� �GIlle `pip REF A0/01 10-GAB12030 require care h fateliculding �10 83294PE '� /� Iouow the hast of scus+H Component Safety Information, TPl and°�` SEAT�°for safety DATE 10/01/14 =Ices to - these nneaonr. InsaNars tri provke per 1CS1 ' shall have a top fivers shoo h.ve p,opions deer, a,percwnl>txnr botan dad ,� DRWG A12030ENC101014 q L_P N[ .haw haw �Lo[atbrs do.n far pe nenent lat.rd rvstra►,t of;webs ooWlable Apply plates a Ndi face / Refer to dra Z for standardonshown obove and Joint the Details'vol Igad OtMMae �q plate fpiosgNpbm. AN D1W NY 41*sy' fof a ldd ppN:anq ce amhsholl notbe tIS/WI 4 x Pforor ar�y dwiaMon Iran Installation a trusses. handUnp,shbpkp, OREGON AX. TOT. LD. 60 PSF A seal on this or corer15 page asap bib drawing, sdely for Yr du show The sd a10ty qr %professbnal ` ICY 14,10� Earth Oily,MO 63045 oorrftrenehlerri .•more eMorwnra t generaland this �sites 13389 Lakefront Drive 64e I/Tao ` grip Xc'uawkesaaaro MAX. SPACING 24.0' 02/01/2019 0.,N ASCE 7-101 120 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). Top: Continuous roof sheathing Bot: 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 N j 45' 1111441 2X4neathsoled Blo king aiand � t sh i •-- pi MIII each t uss \\ __..,, __ H ® ®_®_I_I_kill . 2X4 DF-L #2 H/2 or better diagonal brace. Attach each end ill for 560#. ' i i i i _�_i_1■1 i ■■ ■■ ontinuous Bearing , , , — 2x6 #2 stiffback attached to each Ss Stud w/ (4) lOd box or gun (0.123' X 3', min.) nails. 4i�p p(ZpF F eaVARR101ss PM ANS FORUM ALL ROTES 0=THIS=VIRE .. �..i,%NF�R REF GE WHALER ssSPtPTARTh.FURNISH THIS MAWS TI ALL=TRACTORS mums TIE 11TTALLERS ° 88294PE — Trusses metre"Arens car.ti P.brloat ls.Iwdlag.�eppyq,YhstaOYhp and braeera Refs to and t 9 DATE 10/01/14 follow the latest port of leu s.functions. Co:0ernet Sefetye 8hfa'notbn, Tn ant far mfety / _ pnc prior to performing these Nhetions. Installer■shall provide Y�brycYrp ver ecu Ue ak.sn.aa otherness,top chord idea naw properly attached strecture—e hell inn arhd=km chord DRWG GABRST101014 n ah shall nave a properly attacMd r 1d ��0"s sl1O'^far permanent aterst restraint of webs A 1^1 [NiE of t . Mtas t to n at 110,.. App= Pates to wdh race 0 0<arsw and ..ana.rh.bh>r..,,a.h w.baht 1.taAA..' ss dr oad.xherrAte. Refer to drawings for standard pate p.anans OREGON AN Alpehe,a swills of[N1.0yq capwn.n Inc.sill==not be r.upor be ver devatlon from rtwoo rhNr tNs lM1 any rabhre to lmrld the trr,p w a.h ar.henoe hba ARuirPI 1 or for eh. snpprm r'titr t4,s°d' AX. TOT. LD. 60 PSF Installation se `Heem w e Hells"+w.trseb.o.=t;.aaepanoe or Pra►..abns 48 t ."r ` re=r°" Slirr�� Masa Designer AW,n� "°r'° 8e1!Ter' 13389 Lakefront Drive For nor.Mornstbn sloe tNw}b"0 Cerhers!net..pepe sad th.sr e b.:tea' Re el&x0/2920 MAX, SPACING Earth City,MO 83045 AI,PDEh....a4>tiw:t.,hxr.f TPR anis tpehsiryr SIM www.sbeehdustry4hry xa wwwAxsareor0 02/01/2019 i • Gable Detail Four Let-in Verticals Gable Truss Plate Sizes • About Q Refer to appropriate Alpine gable detail for 16 �*,inu+ plate sizes for vertical studs. F� ®Refer to Engineered truss designfor splice, web, and heel peak, plates. O ©If gable vertical plates overlap, use a single plate that covers the total area of �` the overlapped plates to span the web. iii 4:11 Example: 2X4 2X4 2X8 'T' Reinforcement Attachment Detail ' 'T' Reinforcing 'T•Reinforcing Member QToe-nullIlli:AM - Dr - X End-nal ill i■ aTo convert from 'L' t 'T'reinforcing members, Provide connections for uplift specified on the engineered truss design. multiply 'T' increase bylength (based on Attach each 'T' reinforcing member with appropriate Alpine gable detail). End Driven Nails: Mnxham allowable 'T' reinforced gable vertical 10d Common (0.148'x 3.',mi) 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, Shen. Toenaled Nails: speck, and grade of the 'L' reinforcing member. A lOd Common (0.148'x3•,mn) Toenails at 4' o.c. plus eb Length Increase w/ 'T' Brace 4 ; (4) toenails in the top and bottom chords. 'T• Reinf. 'T' 'T' This dotal to be used with the approprl to Alpine gable detail for ASCE Mbr. Size Increasej � wind load. 2x4 30 X ASCE 7-05 Gable Detal Drawings Example' 2x6 20 X ember A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 VNnd Speed = 120 mph Gable Nabs A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Me n Truss Spaced At a Roof NNpht 30 ft, Kzt ■ 100 4• o.c � ASCE 7-10 6 ASCE 7-16 Gable Detoll Drawings Gable Vertical = 24'o.c. SP N3 AI15I5ENC100118, A12815ENC100118, A1401SENC100118, A16O15ENC100118, 'T' Reinforcing Member Size = 2x4 A1801SENC100118, A20015ENC100118, A20015END100118, A20015PED100118, 'T' Brace Increase (From Above) ■ BOX L30 A1153OENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, (1) 2x4 'L' Brace Length B' 7' A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED101118, Maximum 'T' Reinforced Gable Vertical Length S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, 1.30 x 8' 7' = 11' 2' S18015ENC100118, S20015ENC100118, S20015END100118, S20015PED100118, 511530ENC100118, 512030ENC100118, S14030ENC100118, 516030ENC100118, 4 Nal ;, S18030ENC100118, S20030ENC100118, S20030END100118, S20030PED100118 Ceiling See appropriate Alpine gable detail for maximum unenforced gable vertical length. 00 PROp4 wvA>elI5411en=READ AND RUM ALL MIES a n�WAW °� FF ,--O REF LET-IN VERT .mpORT FURNISH THQS SRAvsa TO ALL COMM=DICLIK NG THE DISTALLpR. G N follow A latest of SCSI require care~Wsq Component surety"e,fanaaabn,by tiloa m and Oreolns`lw�fo safetyto DATE�/� 83294PE - acac•w prior to . • Shim Assegais. Distillers nag protide Y bracing per SCSI �, DATE 01/02/2018 ADlikhk, ewpd •- top lard shag have properly aged structural temporary c bottom chard r shall have a properly ..- Locations.Haan for permanent lateral rostra►,t of webs Al ^ I ahau ha„e rrper,' ° ns,, J ,, Mao:,ppueaH,no ,Ipp y pl tea,e each race DRWG GBLLETIN0118 RINE ar ,.roto and oh... above vol a tin I wY+t Ma:omens i tN atHaraln. - HMPer to ora •Z for'stvndsrd plate posltbre, ANflWcommtiY None.ua diverraf to i,aan =shall•Hai ANWTe� f arHsu�d�p°esailon Iron OREGON Installation"Magig, mss. C AX, TOT, LD. 60 PSF A seal an Yds or cover peps listing lNs Waving,b,ioates 14,4e 13723 Rivenport Drive �t•. solely for the design sham The.AtWKy iN,drawees al `S SLY t� 1Suite 3723 R0 ror .r le ` resp. sly of Ow wsg Designer per Malan a Seca ''°tb'g @er+Tao• DUR. FAC, ANY Maryland Heights,MO 63043 For owe Informal�nPsee s *J job's a notes and these� °sxbstryorlu ICCs a..xcmr•arg a�.�..y, ,,,,,,, MAX. SPACING 24.0' 02/01/2019