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Plans (49) k\\ rte 5\,, , . pErRVED JAN 4 2019 CITY OFTIGtA 3ult DING 1-`{--5'8" I- 40'4" { SION 1 r 1 -\ - : - : - . -4-- . i -I- I I R- �- e C 3 r m O m G) m m 1 — , \ ' 1 ti I " I CO W 0 0 1--- CJl n �d o m m ---v,. m ! /-, �� 3 II ...e------- CJI(Jl p - I I I I I I I I I I I 1 I I 1 I I I i I I I lit m h---0; 'f' 42'4" i {- 47' i Customer: PARR FOREST GROVE LOT 33 - MST o‘°i co c 1 COo Oesc. : Rvrsde 2172 Ely A master 0 GI '- CO ADDRESS: VERIFY t2 m oo z Designed by: BILLY BREESE 211 2 fk .- z CO o 0 •• izEo PROFS O„`o -O �G%NFF 83294PE 9 Alpine,an ITW Company 8801 Folsom Blvd.,Suite 107 Sacramento,CA 95826 OREGON ALPINE Phone:(800)877-3678(916)387-0116 Fax:(916)387-1110 AN ITW COMPANY `1014,so ' 0 sacseals@itwbcg.com seal# ah � 02/01/2019 Renewal 8/80/2020 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#: 1W1871750010 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 it 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 z/72u19 4:05:to 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, 132, 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. L/#= user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl 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.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 SEAN:229540 T2 GABL Ply: 1 Job Number: 0918031 Cust:R7175 JRef:1WI871750010 FROM:BB Qty: 1 Rvrsde 2172 Ely A master DrwNo: 032.19.1336.30367 Truss Label: AGE JAK / WIT 02/01/2019 7'6" 15' 76" I T6" -2,2"--1--1,4"-1 -4X5 (TYP) T 6 12 i i ih 41 v rlibliih. io kr i' B L I A : : : ■ : : : ■ M —=3X5(81) =3X5(B1) I- 15' I I-1' I- 15' -I 1'-1 1Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Def11CSI 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 HORZ TL:-0.001 C - - B Br Width=180 Min Req=- Des Ld: 42.00 ( ) 9 Mean Height 20.13 ft Code l Misc Criteria CreepFactor.2.0 Bearing B is a rigid surface. NCBCLL:10.00 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:16.01.0OC.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 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 toad applied per IRC-15 section 301.5. 160 'OFF. Wind 0 GINE 4: mWind ember design.based on MWFRS with additional C&C �s(p k,83 EFS ?, 9 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. l4 11,1-Y 14,2O 0 See DWGS A12030ENC101014,GBLLETIN1014,& 8 GABRST101014 for gable wind bracing Belt Tao requirements. Renewal 8/80/2020 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 CO3)357 US OR 97113 Component Safety Information,by TPI and SBCA)tbsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2119 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 brac)na 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 a,r,w r,,. 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 prooessronal engineering responsibility solely for the design shown. The suitability 8801 Folsom Blvd.,Suite 10' and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 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.orq Sacramento,CA 95826 SEQN:229542/ T1 COMN Ply: 1 Job Number: 0918031 Cust:R7175 JRef:1 WI871750010 FROM:BB Qty: 2 Rvrsde 2172 Ely A master DrwNo: 031.19.1132.47315 Truss Label: A PBC / GWH 01/31/2019 76" I 15 I 76" 76" .,r'5X5(81) 4, 12 6 V in 'n v m v B D 1 A i Q ry E a - F 3X5(B1) III 1.5X4 =3X5(81) A 15' i 1 I 7.6" I 15'" 1 —{ 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): 0.013 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.023 F 999 240 g 725 /- /- /334 /63 /72 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.009 F - - D 725 1- /- /334 /63 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:20.13 ft HORZ(TL):0.023 F - - Wind reactions based on MWFRS NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req= 1.5 TCDL:4.2 psf D Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.677 Bearings B&D are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.435 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.132 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-C 289 -886 C-D 290 -886 Lumber Maximum Bot Chord Forces Per Ply(lbs) Top chord 2x4 HF#2 Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud B-F 693 -141 F-D 693 -141 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. 40O PROFS � Cr OGINFF �O 4/ 83294PE 46 . � OREGON /` `Zty 14,3e• C m *sell 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 488 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)foi 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 A ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,r,,,CO,,,,N,,. truss in conformance with ANSIITPI 1,or for handling,shi µ pping,installation and bracing of trussesA sealho�ndt�hii�sgdrawing or cover page- listing this. thisnd indicates acceptance of protesswnaf engineeringresponsibilitysolelyor thPI.1 S-n shown. The suitability 8351 Rovana Circle and use or cawing for any structure to the responsibility of the Building Designer pe ec.2. SEAN: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 49'4 I 10' I 126" I 20 4'9'4 5'2'12 2'6' 7'6" I-2' -1'4--I (TYP) =4X5 3X7 T I .OPI' to rnwi IIA, TL 7 //,-------------I I M r 3X5(81) -3X7 w3X5(B1) r 52'12 1 14'9'4 i I-1' I 12'6" I 76" I 1,-I 12'6" 20' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria A 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 1- /- /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 HORZ TL:0.069 G - - K 949 /- /- /376 /169 /- Des Ld: 42.00 Mean Height 20.75 ft ( ) Wind reactions based on MWFRS NCBCLL:10.00 Code I Misc Criteria Creep Factor:2.0 TCDL:4.2 psf B Brg Width=60.0 Min Req=- Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.891 N 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: 0.429 K 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:0.126 Bearings B,N,&K are a rigid surface. Loc.from endwall:not in 10.00 ft 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-I 98 -477 J-K 189 -1249 Top chord 2x4 HF#2:T2 2x6 HF#2: roof with a sistered truss at the edge of lower roof. I-J 116 -450 Bot chord 2x4 HF#2 Anchor the perimeter of exposed vertical surfaces. Webs 2x3 HF#2:W1 2x4 HF Std/Stud: All diaphragms,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 N-M 1970 -152 Loading 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 bottom chord live load applied per IRC-15 section 0,0 PROP , • 301.5. S Wind �' �oGINE. o Wind loads based on MWFRS with additional C&C 88294PE member design. ac ,,,,„.-- Additional ,iAdditional 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 11a studs of the same grade. (, SLY 14,2-� 0 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.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) US OR 97113 Component Safety Information,by TPI and SBCA)tosafety practices prior to performing these functions. Installers shall provide temporary (503)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 for ermanent lateral restraint of webs shall have bracingg 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. Defer 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 AN IIW 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 protesslona/engineering responsibility solely for the design shown. The suitability 8801 Folsom Blvd.,Suite 10. and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 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 SEON: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 1.4.. 1 4ra -1 518"2 1 12'4"II 1 151 20'x•12 I 30' I 4'9"4 5'8"14 1'9"14 1 4 5712 9'9'4 I 15' 1 14• m/ =4X5 G F E • /3X7 1 D m G T3 m B diAlliti. lb. R _ g A S /4X5(B10R) =3X5 '3X5 AI=3X7 =3X5(B1) 1 191"8 A 2'8" * 7'11"8 1 1' 11 10' I 20' 1' 1I 10' 30' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf 1n PSF) Deft/CS!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): 0.085 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 HORZ(TL):0.138 K - - AJ"347 /- /- /124 /22 /- Mean Height 22.00 ft NCBCLL:10.00 TCDL:4.2 psf Code I Misc Criteria Creep Factor.2.0 Wind reactions based on MWFRS Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.751 B Brg Width=5.5 Min Req=2.2 TPI Std: 2014 Max BC CSI: 0.830 Al Brg Width=30.0 Min 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 Loc. Bearings B,Al,&U area rigid surface. 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. All plates are 1.5X4 except as noted. scab required to allow notches 1.5"deep.Align 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 outlookers 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. Do not notch at plates,or in overhang or heel(first)panels D-AC 258-1052 or first panel right of D. Bottom chord checked for 10.00 psf non-concurrent eQ PROF bottom chord live load applied per IRC-15 section 4'1 'I% 301.5. 0,0 1,,G/NF4. vO Wind !(/ 133294PE Z9 Wind loads based on MWFRS with additional C&C et ..„,,,-- member member design. Additional Notes Provide lateral wind bracing per Alpine wind bracing OREGON details or per engineer of record.2X3 studs require Ili "L es reinforcement at 70%of the length tabulated for 2X4 (e8 LY 14,20 studs of the same grade. Sell Tao' See DWGS A12030ENC101014,GBLLETIN1014,& Renewal 13/30/2020 GABRST101014 for gable wind bracing 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.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)for safely 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 propefly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicabe. 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 drawing,any failure to build the N1111 ,,,. 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 protessronaT f�gineerinresponsebbility solely Aorr ft design Shown. The suifabrlrty 8801 Folsom Blvd.,Suite 10' and use of this drawing for any structure is the responsl iility of the Building Designer perIITPI 1 Sec.2. Acmmentrl SEAN:229546/ T5 COMN Ply: 1 Job Number: 0918031 Cust:R7175 JRef:1W1871750010 FROM:BB Qty: 20 Rvrsde 2172 Ely A master DrwNo: 032.19.1121.52118 Truss Label: C JAK / RTT 02/01/2019 7'9"4I 15' I 22'2"12 I 30' II 7'9"4 7'2"12 7'2"12 7'9"4 .5X5 D T j: 6 V12 %1.5X4 ///1.5X4 ( . Zo \ : ,M BD BAgigllIllgllk /111111111111166...F IrA re — — G 04X5(81 OR) =3X5 =3X5 =3X5 a 4X5(B10R) k 30' A 1' I 10'2"3 _I 9711 I 10'2"3I 1 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/deft L/# Gravity Non-Gravity 1 TCDL: 10.00 Speed:120 mph Pt 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 HORZ TL:0.135 H - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height 22.00 ft ( ) B BrgWidth=5.5 Min Re 2.3 NCBCLL:10.00 TCDL:4.2 psf Code 1 Misc Criteria Creep Factor.2.0 q= 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 Bearings B&F are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2014 Max BC CSI: 0.826 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:16.01.000.0327.15 B-C 263-2201 D-E 284 -1916 Lumber 'C-D 284-1916 E-F 264 -2201 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. B-J 1859 -155 I-H 1265 -58 Loading 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. s G0 BOG t N F4.: �p lii 83294PE OREGON 11 `t, 14,26 d m 'peel,Tar's Renewal 6/3012020 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 468 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 87113 Component Safety Information,by TPI and SBCA)fosafety practices prior to performing these functions. Installers shall provide temporary (5003)3)33557-2118 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. 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 drawing,any failure to build the AWN/mMVIM' 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 pro essiona engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 oec.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.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 SEQN:229555/ T8 GABL Ply: 1 Job Number: 0918031 Cust:R7175 JRef:1W1871750010 FROM:BB Qty: 1 Rvrsde 2172 Ely A master DrwNo: 032.19.1129.09809 Truss Label: CGE JAK / RTT 02/01/2019 774 I_ 15' I 222"12 30' 7'74 7'712 7'2"12 7'74 1'6" 1'4JJ �" III 6X8 (7N FF))))) /i - 12 6 V ,H4,4,1' - T el co /" 1, W2 ....:.- „L... m 4,,e- (8) (8) ellj w ' / B l ! I Z _IL A�i - „ d•• � u J„ r i o t u a t ��AA s 5X5(B10R) =3X5 =3X5 AlX5 A5X5(B1OR) r 30' 1 1' I 102"3 97"11 _I 102"3 1 1073 19713 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): 0.143 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 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.170 F - - Wind reactions based on MWFRS Mean Height:22.00 ft Code I Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req=3.0 NCBCLL:10.00 TCDL:4.2 psf Z BrgWidth=5.5 Min Req=3.0 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.626 Bearings B&Z are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2014 Max BC CSI: 0.971 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 scab required to allow notches 1.5"deep.Align Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#1&Bet. scab 1.5"below top edge and attach to one Webs 2x3 HF#2:W1,W4 2x4 HF Std/Stud: g Chords Tens.Comp. Chords Tens. Comp. face of truss with 10d nails(0.128"x3")at 6"o/c. :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 b01.5. oto chord live load applied per IRC-15 section 00 PROpF Wind 0g9 4, Wind 0 Wind loads based on MWFRS with additional C&C 4/ 83294PE member design. 4' Additional Notes Provide lateral wind bracing per Alpine wind bracing OREGON details or per engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 /3 „V�y 14 24 .0 0 studs of the same grade. 6, See DWGS A12030ENC101014,GBLLETIN1014,& -ell Tar GABRST101014 for gable wind bracing requirements. Re1Qwal 6/3012020 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)rosafety practices prior to performing these functions. Installers shall provide temporaryrl (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 B10, as applicable. Applplates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Refer 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,apy failure to build the ANITWOOMPANY 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 9f p on engineeringresponsibility solely for the design designshown. 8801 Folsom Blvd.,Suite 10' 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 1'4" (TYP) FG -I- 12 12 61/ 111111 ih W1 I A �'un/ ■ : H =3X1) 1 5' 5, 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): 0.017 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 - 1- /686 /- /- /293 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.011 G - - B* 119 1- /137 /56 /51 /63 EXP:B Kzt:NA Des Ld: 42.00 Mean Height 15.00 ft HORZ(TL):-0.027 G - - Wind reactions based on MWFRS NCBCLL:10.00 TCDL:4.2 psf Code/Misc Criteria Creep Factor.2.0 B Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.199 B Brg Width=60.0 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2014 Max BC CSI: 0.213 Bearings B&8 are a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.030 Members not listed have forces less than 375# FT/RT:2(0)/4(0) Maximum Bot 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-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 bracingwindbracing Webs 2x3 HF#2:W1 2x4 HF Std/Stud: per Alpine 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 DWGS A12015ENC101014,GBLLETIN1014,& Loading GABRST101014 for gable wind bracing 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-45 section C'eft Wind N5 (',INF ;0p Wind loads based on MWFRS with additional C&C . member design. � 83294PE R Z9 Right end vertical not exposed to wind pressure. OREGON 'VLx 14 20 •e11 Tar's Renewal 6130/2020 02/01/2019 '*WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Tams 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 Component Safety Information,by TPI and SBCA)toy safety actices 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 B3,87 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 Building Components Group Inc.shall not be responsible for any deviation from this dwing,any failure to build the AWN/COMPANYAWN/COMPANYtruss in conformance with ANSI/TPI 1,or for handling,shipping,Installation and bracirang of trussesA seal on this drawing or cover e listing this drawing,indicates acceptance of promeessronai 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 ANSUTPI 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.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEAN:229559 T10 MONO Ply: 1 Job Number: 0918031 Cust:R7175 JRef:1W1871750010 FROM:BB Qty: 1 Rvrsde 2172 Elv A master DrwNo: 032.19.1341.21400 Truss Label: D JAK / RTT 02/01/2019 1111.5X4 CD T T 12 000001,°.°4 6 I in i. M • B 1 A — I i FE 1111.5X4 3X5(81) r 5' i I—1' 1- 5' 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 LJ# 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 Mean Height:15.00 ft HORZ(TL ) 0.011 F - - Wind reactions based on MWFRS NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req= 1.5 TCDL:4.2 psf E BrgWidth=- Min Req=- Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.341 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. ,c(6' iito)PROFS �y �r tNF( NO ,La 88294PE 9 OREGON /) it, 14,20 �0 4 *sell Tan' Renewal 6/8012020 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 ana SBCA)fb'safety actices 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 rmanent lateral restraint of webs shall have bracin installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face oftrussand position as shown above and on the JointDetails , 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,,rr,,,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 9f piOnsiona1 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 ANS/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 101 "Ps.firers erfornrelio,.Bee!hie itrebsererai.rerespeege emir'theee..ee^eilev:ALPINE.-....n.eleineilw.wm;TM.n.....lpiner.orn,860A:..ww.eboinduerry.wrn,MA.....n.irx;eere.vnr Sacramento.CA 95826 r SEQN:229561 T7 GABL Ply: 1 Job Number: 0918031 Oust: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 63"410' 10' 5'3"4 4'8"12 I`1'4"--4 I~-2'8"-I (TYP) JK T r ii r 12 01f5 W3 ., n t" .1 ., , i 1 A B Ad• i i :'_t gnms P ML - 3X5(B1) 1114X5 r 10'- i 1, I 5'3"4 I 4'892 5'3"4 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): 0.026 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 B 614 /- /- /280 /96 /200 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.011 D - - L 552 /- /- /238 /153 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.030 D - - Wind reactions based on MWFRS Mean Height 15.00 ft B BrgWidth=5.5 Min Req1.5 NCBCLL:10.00 TCDL:4.2 psf Code/Misc Criteria Creep Factor.2.0 = Soffit: 2.00 BCDL:4.2psf Bldg Code: IRC 2015 Max TC CSI: 0.254 L Brg Width=- Min Req=- 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 Rep Fac:Varies byLd Case Max Web CSI:0.271 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) 1 Chords Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 B-F 89 -664 Lumber Additional Notes Topchord 2x4 HF#2 Provide lateral wind bracingMaximum Bot Chord Forces Per Ply(lbs) per Alpine wind bracing Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x4 HF#2 details or per engineer of record.2X3 studs require Webs 2x3 HF#2:W1,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 A12015ENC101014,GBLLETIN1014,& Maximum Web Forces Per Ply(lbs) GABRST101014 for gable wind bracing Webs Tens.Comp. All plates are 1.5X4 except as noted. requirements. Loading F-M 292 -650 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 bt bottom chord live load applied per IRC-15 section - �0. e F� .5. 41.9 Wind c/ 4ior,1NF � Wind loads based on MWFRS with additional C&C 83294PE member design. SG / Right end vertical not exposed to wind pressure. OREGON /4 `ZCY 14,2Od o *sell 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 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)handling,safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted oyherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing insalled 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 drawing,any failure to build the NInwcre4P NY 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 pro essiona engineering responsibility solely for the design shown. The suitability 8801 Suite 10' and use of this dawing for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Sa01a Folsomento,Blvd.,C9Suite 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.orq 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 5'3"4I 10 I5'3"4 4'8"12 III1.5X4 DE , gC5 5 12 io LO 6 inB .41111111111111111111 A • re� _ H GF — 3X5(81) 1111.5X4 1114X5) 10' • 5'3"4 4'8"12 H1'-I5'3"4 I 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/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 /- /- /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 I Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req= 1.5 TCDL:4.2 psf F BrgWidth=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.319 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. Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.290 Maximum Top 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:16.01.00C.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 1 member design. Right end vertical not exposed to wind pressure. 00 PROF ,c� ass �5 oGINFF ,•O 41,// 83294PE R 9 � OREGON r G SLYt4,20 °sell Tan i 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 shippin installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fb'safety practices prior to performing these functions. Installers shall provide temporary (503)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 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. Refer to A IPL NE 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 ,v,,,,,�,m,,,,,,,,,. 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 drawin indicates acceptance of ro-fessronai ngineerin responsibility solely for the design hown. The sur abil and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI Stc.2. 8801 Folsom Blvd.,Suite 10' fi,.More inferwer&As�a:aieee.,°.w.as„elee„ww,awl xeee..s.n .AkRINE...wweleineileweetTPr ...:..,teinet.wwROCA.....:..se.ndeet,,.om,.,ICC......viageere0m Sacramento.CA95326 SEQN: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 5'3" + 10'6" 5'3" 5'3" I---1'4"--I (TYP) -2'7"- =4E5 T12 6 V i i r in i i to is B Hin ITA 11 p 0 11 1 I 1 .3X5(131) =3X5(B1) I- 10'6" -{ IH 1, I -1 -1 1' 10'6" 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/deft L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf: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 Br Width=126 Min Des Ld: 42.00 Mean Height:15.00 ft ( ) 9 Req 9 Code I Misc Criteria CreepFactor.2.0 Bearing B is a rigid surface. NCBCLL:10.00 TCDL:4.2 psf Soffit: 2.00 BCDL:42 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:16.01.000.0327.15 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 301.5. - 1� Wind G0 ttGtNe '0 Wind loads based on MWFRS with additional C&C (V 88294PE 41 9 member design. sr ..„..--. • 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 2X4e studs of the same grade. `LY 14,qoe 0 See DW GS A12015ENC101014,GBLLETIN1014,& 88011 Tar!t 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 CORNELIUS OR 97113 Component Safety Information,by TPI an SBCA)fbsafety 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 Joinf 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 .N ITW truss in conformance with ANSI/TPI 1,or for handling,shinm pping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of protessionaf engineering responsibility solely for the design shown. The sui bility 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 mom 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.orq Sacramento,CA 95826 SEAN:229567 T9 COMN Ply: 1 Job Number: 0918031 Cust:R7175 JRef:1W1871750010 FROM:BB Qty: 1 Rvrsde 2172 Ely A master DrwNo: 032.19.1344.00880 Truss Label: F JAK / RTT 02/01/2019 5'3" + 10'6" 5'3" 5'3" 4X5 C T6 12 w E- m B D 1 1 A � - 0 \ E 3X5(61) 1111.X4 3X5(B1)= _L r 10'6" 1 5,3" i 1 6" l'-"d Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,PI in PSF) Def/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 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 Risk Category:II BCDL: 7.00 Snow Duration:1.15 HORZ(LL):0.005 F - - D 530 /- /- /249 /20 /- EXP:B Kzt:NA HORZ(TL):0.011 F - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height 15.00 ft ( ) NCBCLL:10.00 Code/Misc Criteria Creep Factor:2.0 B Brg Width=3.5 Min Req= 1.5 TCDL:4.2 psf D BrgWidth=3.5 Min Req1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.279 = Bearings B&D are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2014 Max BC CSI: 0.199 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.088 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:16.01.000.0327.15 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. 00 PROp a5 �Gime �O f. f(/ 83294PE OREGON 1$ SLY 14,280 m 'tee II Tao' Renewal 8/30/2020 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 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 SCSI.Unless noted oherwise,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, /166 as applicable. 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 y,COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and braciAN of trussesA seal on this drawing or cover page_ listing this drawing,indicates acceptance of proiessronaf engineering ,responsibility solely forth des n shown. The suitability 8801 Folsom Blvd.,Suite 10' and use of t�s drawing for any structure is the responsibility o the Building Designer per ANSIITPI 1 3-ec. . Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 D-' 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or. 100 Mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 1' Brace 5 (1) 2x4 'L' Brace ., (2) 2x4 'L' Brace s., (1) 2x6 'L' Brace 5 (2) 2x6 'L' Brace we Bracing Group Species and Grades' Gable Vertical No Spacing Species Grade Braces Group A Group 3 Group A Group B Group A Group B Group A Group B Group A Group B Group Al #1 / #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' N1 pruce Standard sard *2 Stud Hen-Fir - S P F #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 C HF Stud 4' 7' 7' B' 8' 2' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 7' 7' 0' 8' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' D • Fir aTtlrern Phewww 01 #1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' ® s3 J s SP #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' liFir=iiiStud Standard #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' J a.1 DFL Stud 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' - d 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' Hen-Fir +) - S rp F #3 5' 3' 9' 3' 9' 9' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' *1 I Btr L 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' it O1 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' • •as Fin-Larch • therm Mews.,#1 5' 9' 9' 6' 9' 10' 11' 3' 11' 8' 13' 4' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' > _ SP #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 SRB (Stress-Rated Board). I Stud 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 01 a-1 LminFor 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' S' 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' LT 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 S P #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 IC Dead Load). d #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 It' plywood overhang. r-1 DFL 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' /^ -s,... ynn ry Attach 'L' braces with IOd (0.128'x3.0' nh)nails. ,Gable Truss _ bout'`) NE For (1) 'I.' brace. space nags at 2' ac. i In 18' end zones and 4'o4: between zones. s` Din l brace tbre vertical length nay be _ 11E11For (2) 'L'braces. space nails at 3' o.c. 'n op ' T In 19' end zones and 6'o.c. between zones. doubled when diagonal 18' 1# : ♦4 'L' bracing must be a mirdnum of BOX of web brace is used. Connect � B member length ngonnl brace for 335' 'I.' :`�1 Gable Vertical Plate Sizes d at each end Max web 1 Br.ce total length Is 14/ + Vertical Contin No Splice 2x4 DF- *2 or ' Less than 4' 0' 1X4 or 2X3 better r : Greater than 4' 0', but 2X4 Vertical length shown 18' ' less than 11' 6' tx�ndoable cut 11E , Greater than 11' 6' 3X4 h table above. 45' (as shorn)at L 1 4- Refer to cannon truss design for 6 upper end. { U U Q I I LI rt::)7T1 ft : Imo/ Peak, splice, and heel plates. .. Connect ding. at / / / /Aontinuous Bar eing - R e / / Refer to the Building Designer for condtbms midpoint of vertical web. NI NC. Refer to chart above for Max • d• .,,;tin. not addressed by this deteR. .�rQrnMr�n,Mesal,l°r"elrowwAlswR'A°wrl"'l ,oMITES°1a,'�iauRg, „5 eerw�s �y �iGiNF& �o REF ASCE7-10-GAB12015 follow latesttrusses 'cationeatiof strons Care In ICSI eul safety In orrmatiom ,y WI and lundnig,sleppIns,Installing end SOCA)for safetyDATE�/� 83294PE R DATE 10/01/14 �e ed° .dpsellochordthefunctions.p DRWG A12015ENC101014 noted oaherwbe,top have properly attached stricture(Shea below chord • shall have a properly attached rid:lading. 1�bnsos at.restraint eachof webs shall have bred.e installed per WE sections YY face of truss and position as show.above end on the Joint Details.unless noted olf.erwae. ALPO N Refer to draebgs t60A-z for standard pate pssItIona Mplrw,a divwo.of Iry q ewpw.entsi�p rrc.s loS not be rrr,pwwble for aeviatan from OREGON AN fI1N(7DRAPMNY this llmoony any f.R.wo b sJld the tr.ss b.a iw.arm ace smh MISI/rPI 4 x fx hanSov.shbpbp, installation I k-s.5 of.pie da t AX. TOT. LD. 60 PSF er.Adrsreear(Yapt rfeeeips pd�er�aabqgr or ester Moline M drawing,Indicates and use.o of *sang �/LT 14,40 fora story ruel.we� b N.e nwspcomarm oft Wig D.MV• per A14f r.1 1 Seca *sang �e'e i 13389 Lakefront Drive "Tai Earth City,MO 63045 For more information rte this,sobs goner'notes gape end these web sites. �� (�! MAX. SPACING 24.0' AUDeY wwaaipe.st.ca i IWD wew.tp eta'5=CAIsow. te-y.a'p I we I . wJccsatiar'e /U l ll l �� Gable Stud Reinforcement Detail ASCE 7-101 120 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 a (1) 2x4 'L' Brace If (2) 2x4 'L' Brace 55 (1) 2x6 'L' Brace 5 (2) 2x6 'L' Brace se 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 At S #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 Hen-FF U S P F #3 4' 4' 7' 2' 7' 8' tand #2 Sud 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' *1*3 ,/ *2S Stud *3 Standard Stud 4' 4' 7' 2' 7' 7' 9' 1' 9' S' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' • o 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 Fb--Larch Southern Pheas 0) #1 4' 10' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' ® *3 J SP #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' 01.3=11. StStud andard d D F L #3 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' 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' 61' 7' 7' 8' 2' 10' 4' 11' 1' 11' 11' 12' 10' 14' 0' 14' 0' Group Bl U #1 / #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' HerrFlr 'P _ S P F #3 5' 0' 8' 10' 9' 3' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' *1 6 Dtr • U 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' i1 41 0 fl Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' • •as Fir-Larch Southern Plneies \ #1 5' 6' 9' 1' 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' *1 / S P #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' ® *2 01 D F L #3 5' 1' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRI (Stress-Rated Board). Stud 5' 0' 7' 11' 8' S' 10' 6' 10' 11' 12' 6' 13' 0' eeeFor 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 / #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values nay be used with these grades. d _ 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' l7 criterion Is L/240. Standard 5' 6' 8' 8' 9' 3' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' o Provide uplift connectionsaring<5for 70 ad over �( #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(3 psf TC Dead Load). CS a 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, X CUDFL 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' p NL Attach 'L' braces with IOd C0.128'x3.0' min) nails. iii , a DE For (1) 'L' brace. space nails at 2' ac. In 18'end zones and 4' o.c.between zones. Diagonal brace option. el DEDri or (2) •L'braces space mals at 3' ae vertical length nay be . T • h IB'end zones arld{' ac. between zones. when diagonal bracelaid�k used. Connect Jr NE : • 'L' bracing must be a mi4retm of BOX of web 4. member length. diagonal brace for 385* •L• L at each end. Max web ' Br ce e.'1 Gable Vertical Plate Sizes total length Is 14'. �� �' NEM Vertical Lena*, No Splice 2x4 DF{ *2 or • Less than 4' 0' 1X4 or 2X3 better diagonal r •• Greater than 4' 0',but 2X4 Vertical length shown brace single less than 11' 6' h table above. or double cut 18' QQQQ • Greater than 11' 6' 3X4 I j' 4� tab shown) at 17 L. 1 Q + Refer to cannon truss design for end U 4 U Lf 4 4 U I k peak, splice, and heel plates. Connect dlagona at / / / / �thuous Benrip / / Refer to the Building Designer for conditions i midpoint of vertical web. ' Refer to chart above for Max - "� :-...tit,11 not addressed by this detnl. ...Awed•READ MID FILM ALL NOTES Dm TES DIMVBRi �� tp .mseslTNsae FUeasH nos SWIPE TO ALL comeAC1ax iia ses TIE DISTAuals �y �GINF� �p REF ASCE7-10-GAB12030 Trusses require sides..care h fabricating,hendep,tea, illn and�d�p 1 fifer to and 0' fallow the latest @dean of SCSI Quid%component Safety hiarmation,br m and S1CA)for safety id/ v 83294P y DATE 10/01/14 practices prior to pdrfarNp these functions. Installers shall provide Serporery bracing per ICSL re Unless noted otherwYb top chord shall have property attached structural sheathing and bottom chord / es shell have a properly attached Hid ccali*bna, Lacationw shover for permanent lateral restrwht of webs DRWG A12030ENC101014 slraa hew �brs4eAl@d per 1CS1 ne!(orrs 18,17 or III,asApetes to eadr P.C. Al PONE Re. my qs lf*l•i itaa div d t DMels,=..-,,;....4.1,,... . AN nvicompAta, Alphe,a dlvbbn of ITV CowpaMnts i:=Inc.slap not be respor.*ie far ury devbtion frau ai.dnMry any feline to buAd ti,e true h eon/ore amce.Hit ANSI/TPI t,ar for herWlnp,shpprq, OREl30N Installation I bracing of trusses. AX. TOT. LD. 60 PSF A nal on pis a•amar pope Dating cads drawbq,qty tar�of '0j_ y/Ly 14,20� t C solely Por pe d�eyw saws 1M �/ 13389 Lakefront Drive for�t�r navaeallti G ""N�air per ANSI/TPI I Seat' '�8e11 Tar's Earth City,MO 63045 For neve YMornation see pis job's general notes pe and these web sips ALfno..ea�ieie.00mi ni ww.tphstapr see- wwasbavirseryorgr icor wwwAxxa�eorg Atlilsl/>n bwcrsav MAX. SPACING 24.0' 02/01/2019 lir - __ ASCE 7-10: 120 mph, 30' Mean Height, Closed, Exposure C Common Residential Gable End Wind Bracing Requirements - Stiffeners 120 mph, 3Oft. Mean Hgt, ASCE 7-10, nclosed, Exp C, or H Less than 4'6' - no stud bracing required 100 mph, 30ft. Mean Hgt, ASCE 7-10, nclosed, Exp D, or 100 mph, 30ft. Mean Hgt, ASCE 7-10, art. 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'O' (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. NE 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. N lib 4 111 2X4 Blo king ailed 0 kkt � n 45' sheaths g and i �� each t uss 4 - T H PIM. II ® ® ®—i— m m ...2X4 DF-L #2 H/2 or betterdiagonal brace. Attach each end *for 560#.kr , 11 1 ' IiiiiAk 11 , • I� .5" ontinuous Bearing , , , — 2x6 #2 Stiffback attached to each EO PROF Stud w/ (4) 10d box or gun (0.123' X 3', min.) nails. K��FS+ eNADIObse MS P'RLW ALL Inres a TIS DwtWPG REF GE WHALER se®POtTAflTsa PIDDBSN lrotvall>•&LAU. a1atDDDhD TIE 11STALLERS. I/1AM Trusses rfptdra axtrw.cora t, tin`Ilarrdtp, and 'Ir Po'to a"° DATE 10/01/14 fouw tie atest adtion oI DCSI coetlee.nt urety- fin ornatbn.by m vM i�CA)roe saPaey prier to percorntq Lai' wtoUsra adie prevtM per Dal. w r`rwaa aa.r.ya.top dtord s have wrwrrty a • r:+ra►+�D DRWG GABRST101014 shalt have a property attached DCSI Lever x 118.-4-1=biz— permanent hat pts alnt o PNs au A17 I E shoe hnw ekq Yatal4d pery I'1 '1�� I\\fl oP truss endd t1on as shoan od on tl+e Joint Datals. ss rotad oH.rM. _"e DrPar to drasDgs ua-z Por pea p..Itlo.. OREGON Alpta,a oe on oP ITV • Inc.shall net be respvabta Por deviation Prow AN RWODMR�NY tide draatp,any Paw•,to as the tuns ini ornsncr slay wrBvm 1.o Po Iarad q a'�pb'a cP AX. TOT. LD. 60 PSF • Installation&b.chug of tresses. `Z'L1'14,1� A read on this*arty ar aowr Yr/t0 OM wavey in.=aceeptrncr oP pefasslwat Gw t Por-eery stwctw the yre n of r De ae and rse oP WMs dry tq sell Tar' WA 13389 Lakefront Drive 1rr per MUM!I Earth City,MO 63045 Par Wore tfonatbn ter tide Ws oee"ral notes� poqr�and theta''°phew,. Renewal 61302020 MAX. SPACING AlP18S ser+alpa+rttsoowh T►D eeeta+atsrp secs rra>dcg ZtryarW sxr nsrlccsearp 02/01/2019 _ Gable Detail For Let-in Verticals Gable Truss Plate Sizes ASSym.i. 0 Refer to appropriate Alpine gable detail for TT minintm plate sizes for vertical studs. loill..1 eRefer to Engineered truss design for peak, splice, web, and heel plates. ii ( If gable vertical plates overlap, use a single plate that covers the total area of 11113i,A0a2*the overlapped plates to span the web. © I'll Example' 2X8 'T' Reinforcement Attachment Detail 'T' RenforMember dng 'T'Reinforcing Me IIILWelkiiia Toe-nail - Or - X End-nail O0 To convert from 'L' to 'T' reinforcing members, mulProvide connections for uplift specified on the engineered truss design. appropplyriate increase byl length (based on Alpine gable detail). Attach each 'T' reinforcing member with End Driven Nails' Maximum allowable 'T' reinforced gable vertical 10d Common (0.148'x 3.',mbn) Nails at 4' ac. plus length is 14' from top to bottom chord. (4) nails in the top and bottom chords. 'T' reinforcing member material must match size, Shea, Tomo led Nails' specie, and grade of the 'L' reinforcing member. I0d Common (0.148'x3',mln) Toenails at 4' o.c. plus Web Length Increase w/ 'T' Brace 4 Nall % (4) toenails in the top and bottom chords. •T• I This detail to be used with the a 'ppropriate Alpine gable detail for ASCE NbT'r. SizeRelnf. Increase Reinforcing wind load. 2x4 30 X 20 X ASCE 7-05 Gable Detail Drawings Example. ' 2x6 Member A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 VIM Speed = 120 mph Gable Nails A13030051014, A12030051014, A11030031014, A10030051014, A14030051014 Mean Roof Height = 30 ft, Kzt = 1.00 Truss Spaced At ASCE 7-10 & ASCE 7-16 Gable Detail Drawings Gable Vertical = 24'o.c. SP 93 4' ac A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, 'T' Reinforcing Member Size = 2x4 A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, 'T' Brace Increase (From Above) = 30X = 1.30 . -L V A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, (1) 2x4 'L' Brace Length 8' 7' A18030ENC100118, A20030ENC10011B, A20030END100118, A20030PED100118, Maximum 'T' Reinforced Gable Vertical Length SIISISENC100118, 51201 NC100118, 514015ENC100116, 516013ENC100118, 1.30 x 8' 7' = 11' 2' S18015ENC100118, S20015ENC100118, 520015END100118, S20015PED100118, 511530ENC100118, 512030ENC100118, 514030ENC100118, 516030ENC100118, 4 Nall11 !, 518030ENC100118, 520030ENC100118, S20030END100118, S20030PED100118 A A Ceiling - See appropriate Alpine gable detail for maximum unreinforced gable vertical length. 03 PROFR x¢ s MMe®lo. fg READ ANA RUM N EES a TICS WAVING 5� G 1 N `Pi . asflwwN TICSBRAVING 10 Ali IIIRACTOIs sCUIDINs TIE INSTALLERS FF O REF LET-IN VERT Trusses require*Orem Gh. care In handling, Installing °' t°°� �/ 83 'E TDATE 01/02/2018follow latest ealw ol coeur�am y m�:«safety practices prior to peiandng these functions. Installers shall provideybradrs par IICSL aC �,/. Unless noted otherare,top chord shall have properly attached structural sheathing d, bottom ord DRWG GBLLETIN0118 • shall have a properly attached rltld ceiling eLocations algw,for pwwmwnt lateral restraint of webs �1 f1 l� 1= slhsU haw eYp neballed Par RCSI wetlon p,17 or%a,es app1ka61 apply paters to aadh Iace /�1 D I po l ` Ila of tress*a tom as foes%alwvr and on the La Iniops,unless crated aeherelse. C--1��r- I �l RePer to dna IMI-Z.or ftorhdord plate Poaltlmm Abbe,a division of ITV building Components Inc.shall not be responsible for my davlatbn frau OREGON AN nWODMMNY this drawing,any fakirs to build Me trrss In wrhfm+hmca with ANSI/TAI L or for lrrhabhR shipping, �Ly nstaaatlm,a tracing of trims. C AX, TOT, LD, 60 PSF A seat on Yes err aevar lith tide drswna,bwoates sewpten of paferdanal G 14,40 13723 Riverpon Drive �r• °• y111 � f H of the NMI°De >ne. r per ANCl/TP1 I��•+w *se DUR. FAC, ANY SMaryland Heights, Far more hfornatlon s«MIs,lob's general notes and these web site. ll Tar' Maryland Heights,MO 63043 ALPIEr�. teconi IPP antpnstargl s1C mstc'usayorgl ICC.wewkcoafe,org MAX. SPACING 24.0' O1 019