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Plans (2). t 4% SW iv 1.Itx(L et pts-rzon-00251 l RECEIVED JUN 1 3 2019 CITY OF TIGARD BUILDING DIVISION I^8'8., I- 42' I- 10' — 11 —" II T 13 L .___ 1 o rG_ _ .. co EJ1 o EJ2 N o 05 2'3" in c1 t —m m 3 w :. .8 . R 3N 4'6'8 -i- d i M W I o c7 Ql -�o -8 y 19, W m 4 cn .____i . 1 1 1 1 1 1 1 1 1 1 1 HH":1—:1 I- 43'6" -I- 10 I- 60'8" I Customer= PARR FOREST GROVE 11 o 0 11 N O Deso. . Plan 2626 A No Vlt Maste o 0 1-- CD ADDRESS: m o Z Designed by: BILLY BREESE ,-- Z N O 0 W •• .eso PROFS `y GINS iO Alpine,an ITW Company 0 19575 �+ Z 8801 Folsom Blvd.,Suite 107 7 Sacramento,CA 95826 � ' ALPINE- Phone:(800)877-3678(916)387-0116 41101 ntiITN coMPaNv Fax:(916)387-1110 02/06/201' sacseals@itwbcg.com OREGON 9,Q0Lp'O0' • Renews 6/30,2019 Site Information: Page 1: Customer: Truss Components of Oregon,Inc. Job Number: 0219023 Job Description: Plan 2626 A No VIt Master Address: TIGARD,OR Job Engineering Criteria: Design Code: IRC 2012 View Version: 16.01.00.0327.15 JRef#: 1 WIe71750003 Wind Standard: ASCE 7-10 Roof Load(pdt): 25.00-10.00-0.00-7.00 Wind Speed(mph): 120 Floor Load(psf): None This package contains general notes pages, 19 truss drawing(s)and 6 detail(s). Item Seal# Truss Item Seal# Truss 1 037.19.0842.07231 CG 2 037.19.0842.07496 C 3 037.19.0842.07481 CHV 4 037.19.1447.39470 CGE 5 037.19.0842.07607 BGE 6 037.19.0842.07387 B 7 037.19.0842.07560 EGE 8 037.19.0842.07232 E 9 037.19.0842.07200 El 10 037.19.0842.07606 DGE 11 037.19.0842.07309 EJG 12 037.19.0842.07450 EJ1 13 037.19.0842.07561 EJ2 14 037.19.0842.07466 A 15 037.19.0842.07311 AG 16 037.19.0842.07388 SJ1 17 037.19.0842.07310 SJ2 18 037.19.0842.07247 SJ3 19 037.19.0842.07419 R1 Printed 2/6/2019 3:08:24 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. L/#= user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the immediate vertical Deflection, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc= Location, starting location of left end of bearing or panel point(joint)location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non-Concurrent Bottom Chord design Live Load in pounds per square foot. PL =additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB= additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT=additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R= maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R= maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non-gravity(wind or seismic) load cases, at the indicated location (Loc). Rw= maximum downward design Reaction, in pounds, from all specified non-gravity(wind or seismic) load cases, at the identified location (Loc). TCDL=Top Chord standard design Dead Load in pounds per square foot. TCLL =Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds,from all specified non-gravity(wind or seismic) load cases, at the indicated location (Loc). VERT(CL)= maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(LL)= maximum Vertical panel point deflection in inches due to Live Load. VERT(TL)=maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W=Width of non-hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. References: 1. AF&PA: American Forest& Paper Association, 1111 19th Street, NW, Suite 800,Washington, DC 20036; www.afandpa.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.aleineitw.com. 4. TPI: Truss Plate Institute, 218 North Lee Street, Suite 312, Alexandria, VA 22314;www.toinst.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison,WI 53719;www.sbcindustrv.co Page 2 of 2 SEQN:229709/ T6 GABL Ply: 2 Job Number: 0219023 Gust:R7175 JRef: 1W1e71750003 FROM:BB Qty: 1 Plan 2626 A No Vlt Master DrwNo: 037.19.0842.07231 Page 1 of 2 Truss Label: CG JAK / RTT 02/06/2019 itomunima 2 Complete Trusses Required I 6'2'5 11'10"3 I 17'6" I 23'1"13 28'9"11 I 35' 6'2"5 5I '7"13 5'7"13 5'7"13 5'7"13 6'2'5 F 1 6+4...�(i =6X10 TY ) Q T2 g .. T3 h3X5 0 3X5 12 03X5 M - U 83X5 6 1 - W M17 AA - G 6 w W:.:'' 4X8(B3) - W W4 W.r � .Ip - =4x12(B8R) B • W1 W2 W ;F"'(9) AF jj A,. - - - - r .. Y - ..�' \G AY AT AR AM 3X5 1112X4 A91112X4 "3X5 =3X5 SEQN:229709 /T6 GABL Ply: 2 Job Number: 0219023 Cust:R7175 JRef: 1WIe71750003 FROM:BB Qty: 1 Plan 2626 A No VII Master DrwNo: 037.19.0842.07231 Page 2 of 2 Truss Label: CG JAK / RTT 02/06/2019 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 studs of the same grade. See DWGS A12030ENC101014,GBLLETIN1014,& GABRST101014 for gable wind bracing requirements. Brace all exposed vertical surfaces for lateral wind forces.Anchor the perimeter of exposed vertical surfaces.All diaphragms,braces,and con- nections shall be designed by the engineer of record. Po PROFESS P 19575 I. 111,Air r I 16/2119 OREGON 9ROLD v .r- Renews 6/30/2019 **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 fabricatingg,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted dtherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing insalled per BCSI sections B3,B7 or B10, as applicable. Applplates to each face 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 BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,N,,,,,._Oy,r„h-, 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 prolesstonaf engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 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:229696/ T2 / COMN Ply: 1 Job Number: 0219023 Cust:R R7175 JRef: 1 W Ie71750003 FROM:BB Qty: 12 Plan 2626 A No VII Master DrwNo: 037.19.0842.07496 Truss Label: C JAK / RTT 02/06/2019 6'2"5I 11'10"3 _I 17'6" "I 23'1"13 28'9"11 , 35' H 62"5 5'7"13 57'13 57"13 5'7'13 6'2"5 5X5 F T 0 3Xa 3X5 12 3X5 E G 3X5 W4 H 41A .BA • \K 1 .5X5031) .3X5 w 5X7 .3X5 .5X5031) A 35' I-1.I 9'0'4 8'5"12 8'5"12 9'0"4 I 1".1 9'0"4 17'6" 25'11"12 35' LoadingCriteria ( g, PSF) ♦Maximum Reactions lbs (psf) Wind Criteria Snow Criteria(Pg,Pf in DeflICSI Criteria TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl LI# Gravity Non-Gravity TCDL: 10.00 Speed:120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.207 M 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.429 M 971 240 g 1588 /- /- /727 /69 /153 Risk Category:II BCDL: 7.00 Snow Duration:1.15 HORZ(LL): 0.093 L - - J 1588 I- I- /727 /69 I- EXP:B Kzt:NA HORZ(TL):0.193 L - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Hei ht:22.63 ft NCBCLL:10.00 9 Code 1 Misc Criteria Creep Factor.1.5 B Brg Width=5.5 Min Req=2.6 TCDL:6.0 psf J Brg Width=5.5 Min Req=2.6 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.747 Bearings B&J are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.861 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.50 ft Rep Fac:Yes Max Web CSI:0.397 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 579-2695 F-G 498 -1755 C-D 567-2415 G-H 575 -2274 Lumber D-E 575 -2274 H-I 568 -2415 Top chord 2x4 HF#2 E-F 498-1755 I-J 579 -2695 Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud:W3,W4,W5 2x4 HF#2: Maximum Bot Chord Forces Per Ply(lbs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a)Continuous lateral restraint equally spaced on B-N 2307 -403 M-L 1929 -294 member. N-M 1929 -286 L-J 2307 -402 Loading Maximum Web Forces Per Ply(lbs) Bottom chord checked for 10.00 psf non-concurrent Webs Tens.Comp. Webs Tens. Comp. bottom chord live load applied per IRC-12 section 301.5. N-E 398 -77 M-G 211 -673 E-M 211 -673 G-L 398 -77 Wind F-M 1084 -261 Wind loads based on MWFRS with additional C&C member design. •c416O PROFS 0%5 1C'(N FF /O4. Z 19575 'p �r �- i 1, 16/2119 OREGON Renews 6/30/2019 *'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,instalen and bracin Refer to and follow the latest edition of BCSI(Building003) US OR 97113 qq p p 9. 9 (503)357-2118 Ext Componenf Safety Information,by TPI and SBCA)fo'r safety practices prior to performing these functions. Installers shall provide temporary 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 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 Join(Details, unless noted otherwise. Refer to ALPINE- Alpine, drawings 160A-Z for standard plate positions. a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN ITW'SMPANY 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 essronal 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 ANSITfPI 1 Sec.2. 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:229694/ T18 / COMN Ply: 1 Job Number: 0219023 Gust:RR7175 JRef:1WIe71750003 FROM:BB Qty: 4 Plan 2626 A No Vlt Master DrwNo: 037.19.0842.07481 Truss Label: CHV JAK / RTT 02/06/2019 6'2"511'10"3 17'6" 23'1"13 28'9"11 35' 6'2"5 I 57"13 I 57"13 _I 5'7"13 I 5'7"13 I 62"5 5X5 F 1111.54 1111.5X4 E C3X5 12 03X5 H 6 V Op O b-, 0X5 3X5 to lit As BJ II A I = .. _ -^IIIII%l< P=5X5(B1) III1.5X4 w3X7[12] .H0308 =3X7[19] 1111.5X4 =5X5(81) A 35' h1' 62"5 I 5'7"13 11'3"11 I 57"13 62"5 I 1� 62"5 11'10"3 23'1"13 28'9"11 35' 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:21.2 Ce:1.1 VERT(LL): 0.184 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.397 G 999 240 B 1638 I- I- /727 /69 /153 BCDL: 7.00 HORZ(LL):Risk CategorySnow Duration:1.15 HORZLL:II : 0.064 L - - J 1638 /- I- /727 /69 /- EXP:B Kzt:NA HORZ(TL):0.138 L - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:22.63 ft NCBCLL:10.00Code 1 Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req= 1.7 TCDL:6.0 psf J Brg Width=5.5 Min Req= 1.7 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.808 Bearings B&J are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.771 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.50 ft Rep Fac:Varies by Ld Case Max Web CSI:0.523 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,HS VIEW Ver:16.01.000.0327.15 B-C 569-2767 F-G 627 -2400 C-D 526-2397 G-H 534 -2261 Lumber D-E 534-2261 H-I 526 -2397 Top chord 2x4 HF#2 E-F 627-2400 I-J 569 -2767 Bot chord 2x4 DF-L#1&Bet. Webs 2x4 HF Std/Stud:W4,W5 2x4 HF#2: Maximum Bot Chord Forces Per Ply(lbs) Plate Shift Table Chords Tens.Comp. Chords Tens. Comp. JT Plate Chord JT Plate Chord B-P 2373 -393 N-M 1541 -154 No Size Shift Bite No Size Shift Bite P-O 2374 -393 M-L 2374 -393 [12] W 3X7 1.25 L 1.25 [19] W3X7 1.25 R 1.25 O-N 1541 -154 L-J 2373 -392 Loading Maximum Web Forces Per Ply(lbs) Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section Webs Tens.Comp. Webs Tens. Comp. 301.5. E-O 177 -465 F-M 977 -245 Truss supports 200#mech unit;unit centered at O-F 977 -245 M-G 177 -465 17-6-0;supported by BC;unit width 2-0-0;supported by 4 trusses. Wind Wind loads based on MWFRS with additional C&C �Q,�GO PROFFS member design. ...fp GDS 4,6s-O 19575 p Al 1' 16/2119 OREGON Renews 6/3012019 **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, (Building CORNELIUS03)357OR 97113 q p pp g,installing and bracing. Refer to and follow the latest edition of BCSI Buildin (503)357-2118 Ext Component Safety Information,by TPI and SBCA)fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted oyherwise,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 bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face oftrussand position as shown above and on the Join 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 rIW 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 pro essiona engineering responsibility solely for the design shown. The suiCability 8801 Blvd.,Suite 10" and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 1a Folsomento,CA 9.Suite 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.orq SEQN:230324 T5 GABL Ply: 1 Job Number: 0219023 Gust:R7175 JRef:1WIe71750003 FROM:BB Qty: 1 Plan 2626 A No Vlt Master DrwNo: 037.19.1447.39470 Truss Label: CGE JAK / GWH 02/06/2019 1T6" 35' 1T6" I 1T6" 1'6. 1'4. (T ) =5X5 P 1. uu !.‘ti 14 3X5 X56 V J*to ii% iT B i I I I I AD A _��'' p 1111111� ri a AE 3X5(B1) AR =5X5 .3X5631) A 35' A 1' 35' I- 11"1 35' 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:21.2 Ce:1.1 VERT(LL): 0.002 R 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.005 R 999 240 B* 135 /- /- /52 /1 /10 BCDL: 7.00 Risk Category:11 Snow Duration:1.15 HORZ(LL):-0.002 M - - AR*126 /- /- /47 /8 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):-0.005 M - - Wind reactions based on MWFRS Mean Height:22.63 ft NCBCLL:10.00 TCDL:6.0 psf Code/Misc Criteria Creep Factor:1.5 B Brg Width=209 Min Req=- Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.129 AR Brg Width=210 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.029 Bearings B t AR are a rigid surface. Spacing:24.0" C&C Dist a:3.50 ft Rep Fac:No Max Web CSI:0.265 Members not listed have forces less than 375# 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 Additional Notes Top chord 2x4 HF#2 Provide lateral wind bracing per Alpine wind bracing Bot chord 2x4 HF#2 details or per engineer of record.2X3 studs require Webs 2x3 HF#2:M12,M13,M14 2x4 HF#2: reinforcement at 70%of the length tabulated for 2X4 studs of the same grade. Bracing See DWGS A12030ENC101014,GBLLETIN1014,& (a)#3 or better scab reinforcement.Same size&80% GABRST101014 for gable wind bracing length of web member.Attach with 10d Box or Gun requirements. nails(0.128"x3",min.)@ 6"OC. 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 din fects allowed or within 12of notches.Do not notch �(�,� p PRO F. in overhang or heel panel. E F Bottom chord checked for 10.00 psf non-concurrent `fp �G(N E� �O 301.5. 0 oto chord live load applied per IRC-12 section y 19575 y Wind r AOr Wind loads based on MWFRS with additional C&C e- member design. 1 16/2119 OREGON Renews 6/30/2019 **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 21 OR 97113 Componpent SafetyInformation,by TPI and SBCA)fr safety practices prior to performing these functtiions. Installers shall provide temporary (503)357-2118 Ext attached rigider ceiliUnless cationsoshownl forppermanentllateral restraint properly webs shall have bracingq installed per BCSI se tions B3,B7 or B1 , /461/4 as applicable. Appty plates to each face truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positiof ons. ALPINE Alpine,a division of ITW BuildinlComponents 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 NtlmN4 ^" listing this drawing indicates acceptance of prooessionai engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8351 Rovana Circle For mom 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.orq Sacramento,CA 95828 SEQN:229688/ T15 GABL Ply: 1 Job Number: 0219023 Gust:R7175 JRef: 1 WIe71750003 FROM:BB Qty: 1 Plan 2626 A No Vit Master DrwNo: 037.19.0842.07607 Truss Label: BGE JAK / RTT 02/06/2019 F 9'6" + 19' 9'6" 9'6" H 1'6"-H 1'4"H (TYP) =4X5 —r +' 12 M 6 V • L. 0 zo in B k P ooi /////I 1///// - 3X5(81) e 3X5(81) AT 19' A )-1 I19, -1 1'- Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI 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/deft L/# Gravity Non-Gravity TCDL: 10.00 Speed:120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.033 J 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.086 J 999 240 B* 230 /- /- /84 /8 /17 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.014 M - - P* 230 /- /- /84 /8 /- EXP:B Kzt:NA HORZ TL:0.032 M - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:20.63 ft ( ) 9 NCBCLL:10.00 Code I Misc Criteria Creep Factor:1.5 B Brg Width=62.5 Min Req=- TCDL:6.0 psf P Brg Width=62.5 Min Req=- Soffit: 2.00 BCDL:4.2sf Bldg Code: IRC 2012 Max TC CSI: 0.231 P Bearings B&U are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.498 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.086 Members not listed have forces less than 375# P 9 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-I 159 -598 I-P 160 -598 Lumber Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Chords Tens.Comp. Webs 2x3 HF#2 B-P 940 0 Plating Notes All plates are 1.5X4 except as noted. Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide lateral wind bracing per Alpine wind bracing ,c(��E�PROFFSs details or per engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 y G NE' /O studs of the same grade. Cs a F/0 2 See DWGS Al2030ENC101014,GBLLETIN1014,& 19575 9 GABRST101014 for gable wind bracing ' %r requirements. i Truss designed to support 12"top chord outlookers I 16/2119 and 5 PSF cladding load one face,and 24"span onOREG.ON opposite face.Top chord may be notched �/ 1.5"deep x 3.5"wide periodically along top edge,only in the '9 +n 201800 area above the let-in studs.DO NOT OVERCUT.No knots or ROL 1 N‘e other lumber defects allowed within 12"of notches. Do not notch at plates,or in overhang or heel(first)panels. Renews 6/30/2019 **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 03) OR 97113 18 Ext Component Safety Information,by TPI and SBCA)f (5 003)357 US safety practices prior to performing these functions. Installers shall provide temporary03)357OR bracing per BCSI.Unless noted o-therwise,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.Appplates 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 COMPANY truss in conformance with ANSI Building PI 1,or for handling,shipping,installation and braciAWN/ng of trussesA seal on this drawing or cover page, listing this drawing,indicates acceptance of progessronaf engineering responsibility solely for the design shown. The suitabilityg8801 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 lob'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 SEQN:229690/ T14 / COMN Ply: 1 Job Number: 0219023 Gust:RR7175 JRef: 1 WIe71750003 FROM:BB Qty: 4 Plan 2626 A No Vit Master DrwNo: 037.19.0842.07387 Truss Label: B JAK / RTT 02/06/2019 5'0"4 9'6" I 13'11"12 I 19' 5'0"4 4'5"12 4'5"12 5'0"4 4X5 D Fig 12 6k=1.5X4 �1:E4 in m Lc, B F t I A I M OK =3X1) =3G7 =3X5(61) — A 19' A -1, I 96" 96" I 9'6" 19' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl1CSI Criteria ♦Maximum Reactions(lbs) TOLL: 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:21.2 Ce:1.1 VERT(LL): 0.054 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BOLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.112 G 999 240 B 900 /- /- /412 /40 /81 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.024 G - - F 818 /- /- /369 /32 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:20.63 ft HORZ(TL):0.049 G - - Wind reactions based on MWFRS NCBCLL:10.00 Code I Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req= 1.5 TCDL:6.0 psf F BrgWidth=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.348 Req= Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.739 Bearing B is a rigid surface. RepFac:Yes Max Web CSI: 0.247 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft 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 325-1311 D-E 291 -971 Lumber C-D 279 -971 E-F 348 -1318 Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Bot chord 2x4 HF#2 Ply(lbs) ) Webs 2x4 HF Std/Stud Chords Tens.Comp. Chords Tens. Comp. Loading B-G 1096 -237 G-F 1106 -236 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section Maximum Web Forces Per Ply(lbs) 301.5. Webs Tens.Comp. Webs Tens. Comp. Wind C-G 155 -413 G-E 158 -423 D-G 473 -115 Wind loads based on MWFRS with additional C&C member design. 4'1s ROA.- G1NF �O • 19575 �� r Si, 1 16/2119 OREGON 9.0L D W W. . Renews 6/30/2019 "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)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted o-therwise,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 JoinfDetails, unless noted otherwise. (refer to ALPINE I drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building1 Components Group Inc.shall not be responsible for any deviation from this drawing,apy failure to build the AN ITw COMPANYANSI/TRtruss in conformance with ANSI/TR 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover pa e listing this drawing,indicates acceptance of oro7essronal 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 ANSIfTPI 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.orq Sacramento,CA 95826 SEQN:229686/ T23 / GABL Ply: 1 Job Number: 0219023 Cust:RR7175JRef:1WIe71750003 FROM:BB Qty: 1 Plan 2626 A No Vlt Master DrwNo: 037.19.0842.07560 Truss Label: EGE JAK / RTT 02/06/2019 1-• 6'0"2 _� 8'3" I 11'9"8 16'6" 6'0"2 2'2'14 3'6'8 4'8"8 I 6'11" i 1'4"-I (TYP) 4X5 E El 12 °C7 _ 6 V i .1 - m r -v -v W1 T2 B K CIMI P - 3X5(81) =3X5(81) i 5'8'12 j 10'9'4 i 5'6' 11' 1 )'1' �-5.6" 16,6" �� '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:21.2 Ce:1.1 VERT(LL): 0.053 N 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.135 N 970 240 B 355 /- /- /118 /15 /84 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.028 I - - Q 1012 /- /- /415 /19 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL:-0.072 I K 674 I- /- /259 /20 /- ( ) Mean Height:15.00 ft TCDL:6.0 psf Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 B Brg Width=3.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.573 Q Brg Width=5.5 Min Req= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.409 K Brg Width=5.5 Min Req= 1.5 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI:0.242 Bearings B,Q,&K are a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(lbs) Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Chords Tens.Comp. Chords Tens. Comp. Lumber T2:Brace interior top chord and support lower C-E 237 -675 E-K 221 -720 Top chord 2x4 HF#2:T2 2x6 HF#2: roof with a sistered truss at the edge of lower roof. Bot chord 2x4 HF#2 Anchor the perimeter of exposed vertical surfaces. Maximum Bot Chord Forces Per Ply(lbs) Webs 2x3 HF#2:W1 2x4 HF Std/Stud: All diaphragms,braces,and connections shall be designed by the engineer of record. Chords Tens.Comp. Plating Notes P-K 573 -33 All plates are 1.5X4 except as noted. Loading Maximum Web Forces Per Ply(lbs) Webs Tens.Comp. Webs Tens. Comp. Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face C-Q 262 -954 C-P 924 -214 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 or first panel right of C. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. ��so PROFF Wind �'� GfNF S% � Wind loads based on MWFRS with additional C&C (, 44 Z member design. 19575 9r Additional Notes f0 lateral wind bracing per Alpine wind bracing eAllk details or per engineer of record.2X3 studs require 1' 16/2119 reinforcement at 70%of the length tabulated for 2X4 OREGON studs of the same grade. '9 van 20.190b See DWGS A12015ENC101014,GBLLETIN1014,& ROL • W"�� GABRST101014 for gable wind bracing requirements. Renews 6/3012019 "*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 i Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted oherwise,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. Apply plates to each face of truss and position as shown above and on the JoinfDetails, 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 AN ITW m+nPervr I 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 pronessronal 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 ANSI/TP!1 Sec.2. 018 Folsom ento,CA 9,Suite 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 SEQN:229681/ T21 / COMN Ply: 1 Job Number: 0219023 Gust:RR7175 JRef: 1 WIe71750003 FROM:BB Qty: 2 Plan 2626 A No VI) Master DrwNo: 037.19.0842.07232 Truss Label: E JAK / RTT 02/06/2019 44"1283 I " I 121"4 I 166" 4'4"12 3'10"4 3'10"4 4'4"12 =4X5 D P4 Ell, %1.54 ///1.X4 93 f` v a BF I A f A G 3X6(81) -3X1 =3X5 =3X5(1) A 58"12 1 10'9"4 -i I-1' I_ 5'8"3 1- 51"11 -1- 58"3 -I 1'-I 5'8"3 10'9"13 16'6" 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:21.2 Ce:1.1 VERT(LL): 0.014 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.034 E 999 240 B 268 I- I- /143 I- /75 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.005 D - - I 796 /- /- /339 I- /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.013 D - - F 533 /- /- /264 I- /- Mean Height:15.00 ft Wind reactions based on MWFRS NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:1.5 TCDL:6.0 psf B BrgWidth=3.5 Min Req Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.371 = 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.229 I Brg Width=5.5 Min Req= 1.5 F Brg Width=5.5 Min Req= 1.5 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.290 Loc.from endwall:Any FT/RT:2(0)/4(0) Bearings B,I,&F are a rigid surface. Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(lbs) Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Chords Tens.Comp. Chords Tens. Comp. Lumber D-E 173 -502 E-F 156 -659 Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud Maximum Bot Chord Forces Per Ply(lbs) Chords Tens.Comp. Loading H-F 536 -79 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Maximum Web Forces Per Ply(lbs) Webs Tens.Comp. Webs Tens. Comp. Wind C-I 150 -380 D-H 424 -117 Wind loads based on MWFRS with additional C&C I-D 112 -533 member design. 4.1- PROFS p GENE >O 19575 � 40 �r (Al i I' 16/2119 OREGON 9Rol 0, Renews 6/30/2019 **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 temporaryrl (503)357-2118 Ext bracing per BCSI.Unless noted ofherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propelry attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face ofptruss and position as shown above and on the JoinDetails, unless noted otherwise. Refer to A.4116 LPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW BuildinciComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the *n 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 oroesstonat engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 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.org Sacramento,CA 95826 SEQN:229683/ T22 / COMN Ply: 1 Job Number: 0219023 Cust:R R7175 JRef: 1 WIe71750003 FROM:BB Qty: 1 Plan 2626 A No Vit Master DrwNo: 037.19.0842.07200 Truss Label: El JAK / RTT 02/06/2019 3711 7'7"8I 11,5"12 15'10"8 3'7"11 3'11"13 3'10"4 4'4"12 4X5 D PR T 12 61/ %1.5X4 4 O/1.SEX4 F' r` or : i n v a A T — F T az is G 1113X7(E3) 1.11--1 H 4X5(E3) =-3X5 =3X5 =3X5(81) 1 5'1"4 -j 10'9"4 - 5'0"11 51"11 5'6"3 I 1 '.I 5'0"11 1075 15'10"8 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:21.2 Ce:1.1 VERT(LL): 0.014 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.033 E 999 240 A 151 /- /- /70 /- /66 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.007 B - - I 806 /- /- /349 /- /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.014 B - - F 523 /- /- /256 /- /- Mean Height:15.00 ft NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS TCDL:6.0 psf A BrgWidth=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.369 Req==- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.227 I Brg Width=5.5 Min Req= 1.5 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.311 F Brg Width=5.5 Min Req= 1.5 Loc.from endwall:Any FT/RT:2(0)/4(0) Bearings I&F are a rigid surface. Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(lbs) Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Chords Tens.Comp. Chords Tens. Comp. Lumber D-E 179 -485 E-F 164 -642 Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud Maximum Bot Chord Forces Per Ply(lbs) :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.917' Chords Tens.Comp. Loading H-F 521 -86 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section Maximum Web Forces Per Ply(lbs) 301.5. Webs Tens.Comp. Webs Tens. Comp. Wind C-I 152 -375 D-H 428 -118 I-D 107 -571 Wind loads based on MWFRS with additional C&C member design. �# 0 PROFS �� G(NF �O Co 19575 �� y r /- i 1 16/21 9 OREGON 9ROC D v4.,* `'' Renews 8/30/2019 "'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.Box4e8 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)for'safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted 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 bracinq 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 JointtDetails, 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 MMA,cOMmANY truss in conformance with ANSI/I-PI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of proessionaengineering responsibility solely for the design shown. The suitability and use of this drawing 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.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEQN:229679/ T19 GABL Ply: 1 Job Number: 0219023 Gust:R7175 JRef: 1WIe71750003 FROM:BB Qty: 1 Plan 2626 A No VIt Master DrwNo: 037.19.0842.07606 Truss Label: DGE JAK / RTT 02/06/2019 5'6" 11' 56" H I 56" H 1'6"-4-1'4"--{ =4F5 (TYP) T T -' 12 6 1 E. ih B i II J A I 0 0 D 11 11 0 Iii K //// //// 3X5(B1) =3X5(B1) A 11' A H1'-1- 11' -I -1'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 L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed:120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.010 0 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.023 G 999 240 B* 284 /- I- /100 I- /20 BCDL: 7.00 HORZ(LL):Risk CategorySnow Duration:1.15 HORZLL:II : 0.005 I - - J* 284 /- /- /100 I- /- EXP:B Kzt:NA HORZ(TL):0.011 I - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Hei ht:15.00 ft NCBCLL:10.00 g Code I Misc Criteria Creep Factor:1.5 B Brg Width=32.5 Min Req=- TCDL:6.0 psf BldgCode: IRC 2012 Max TC CSI: 0.152 J Brg Width=32.5 Min Req=- Soffit: 2.00 BCDL:4.2 psf Bearings B&M are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.211 Rep Fac:Varies by Ld Case Max W eb CSI:0.044 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-J 510 0 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 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide lateral wind bracing per Alpine wind bracing Ep PROp details or per engineer of record.2X3 studs require EL F AI reinforcement at 70%of the length tabulated for 2X4 4' `r 9 " studs of the same grade. Gs5 001 1%1E-6. '0 See DWGS A12015ENC101014,GBLLETIN1014,& 19575 y GABRST101014 for gable wind bracing ' 1-, requirements. /- , Loading 1, 16/2119 Truss designed to support 1-0-0 top chord outlookers OREGON and cladding load not to exceed 5.00 PSF one face GI v do and 24.0"span opposite face.Top chord may be '9A'bs.20,fit- , notched 1.5"deep X 3.5" periodically along top -1 OLD IN„fit- . edge.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches.Do not notch in overhang or heel panel. Renews 6/30/2019 **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.Box468 Trusses require extreme care in fabricating,handling,shipping,installin and bracing. Refer to and follow the latest edition of BCSI(BuildingCORNELIUS-21OR 97113 q p p 9. (503)357-2118 Ext ComponentQ Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted oyherwise,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. Appplates to each face of truss and position as shown above and on the Joints Details, unless noted otherwise. Defer to A LPI N E drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.,shall not be responsible for any deviation from this drawing,any failure to build the ,*,r,wCOMPANY 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-fessronal 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 ANSI/7P!1 Sec.2. For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindusiry.com;ICC:www.iccsafe.org Sacramento,CA 95826 SEQN:229667/ T13 / CAJA Ply: 1 Job Number: 0219023 Cust:RR7175 JRef: 1WIe71750003 FROM:BB Qty: 1 Plan 2626 A No Vit Master DrwNo: 037.19.0842.07309 Truss Label: EJG JAK / RTT 02/06/2019 1'10"3 i 1'10"3 12 6 7 C B _L A l/7Q 3,"8 i D 3X5(81) i 8' 1 H- 1' 1 8 H 8' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.004 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.011 D 999 240 B 210 /- /- /- /17 /- BCDL: 7.00 Risk Category:11 Snow Duration:1.15 HORZ(LL):-0.003 D - - C 102 /- /- /1 /- /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):-0.009 D - - D 116 /- /- /7 /- /- NCBCLL:10.00 Mean Height:18.56 ft Code/Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS TCDL:6.0 psf Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.204 B Brg Width=5.5 Min Req= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.468 C Brg Width=1.5 Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.000 D Brg Width=- Min Req=- Loc.from endwall:Any FT/RT:2(0)/4(0) Bearing B is a rigid surface. Members not listed have forces less than 375# 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 Special Loads -----(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 72 plf at -1.00 to 72 plf at 1.85 BC:From 4 plf at -1.00 to 4 plf at 0.00 BC:From 7 plf at 0.00 to 7 plf at 8.00 PLB: 28 lb Conc.Load at(2.00,18.04) PLB: 34 lb Conc.Load at(4.00,18.04) PLB: 78 lb Conc.Load at(6.00,18.04) Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads and reactions based on MWFRS. ,�� PROp . V sO GINE O 19575 �� y Si t t6/2119 OREGON 9-0L D W. Renews 6/30/2019 "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 fabricatinghandling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and'SBCA)Kr 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 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 JoinfDetails, unless noted otherwise. Refer to ALPINE- Alpine, drawings 160A-Z for standard plate positions. a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN MN COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of prooessronaf 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 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:229669/ T7 / CAJA Ply: 1 Job Number: 0219023 Gust:RR7175 JRef: 1 WIe71750003 FROM:BB Qty: 1 Plan 2626 A No Vlt Master DrwNo: 037.19.0842.07450 Truss Label: EJ1 JAK / RTT 02/06/2019 3'10"3 FH 3'10"3 C 12 !; T 6 7 6 • m N CV 1 6 A / -"8 D —=3X5(61) r 8' -A 1—1' 1- $, H 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:21.2 Ce:1.1 VERT(LL): 0.005 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.014 D 999 240 B 286 /- /- /162 /- /48 Risk Category:II BCDL: 7.00Snow Duration:1.15 HORZ(LL): 0.005 D C 130 I- /- /58 /16 /- EXP:B Kzt:NA HORZ(TL):0.014 D D 119 I- I- /64 I- l- Des Ld: 42.00 Mean Height:19.21 ft NCBCLL:10.00 g Wind reactions based on MWFRS TCDL:6.0 psf Code I Misc Criteria Creep Factor:1.5 Soffit: 2.00 Bldg Code: IRC 2012 Max TC CSI: 0.272 B Brg Width=5.5 Min Req= 1.5 BCDL:4.2 psf TPI Std: 2007 Max BC CSI: 0.446 C Brg Width=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 D Brg Width=- Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. ���Eo PROFS Gp �G%Ne . 'O2 19575 7 /r 1, 16/2119 OREGON0-OLD.W W. J 9 Renews 613012019 "*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 003)357-21 OR 97113 Component Safety Information,by TPI and SBCA)fr 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 bracing installed per BCSI sections B3,B7 or B10, as applicable. Appy plates to each face oftrussand position as shown above and on the JoinfDetails, 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,apy failure to build the w mnwwv truss in conformance with ANSI/-PI 1,or for handling,shipping,installation and braci ,w n ng of trussesA seal on this drawing or cover pagge listing this drawing,indicates acceptance of proessional 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 lob'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:229671/ T4 CAJA Ply: 1 Job Number: 0219023 Gust:R7175 JRef: 1WIe71750003 FROM:BB Qty: 1 Plan 2626 A No Vlt Master DrwNo: 037.19.0842.07561 Truss Label: EJ2 JAK / GWH 02/06/2019 510"3 IH 610"3 C 6 12 in EP in in B 1 A Aire 38 ► D — 3X5(61) t 8' i F-1' I 8' H Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria A Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pt 21.2 Ce:1.1 VERT(LL): 0.007 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.018 D 999 240 B 360 /- I- /192 /- /69 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.011 D - - C 192 I- /- /76 /30 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.024 D - - D 123 I- /- /68 /- /- Mean Height:19.71 ft Code/Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS NCBCLL:10.00 TCDL:6.0 psfBrgReq= Soffit: 2.00 Bldg Code: IRC 2012 Max TC CSI: 0.593 B Width=5.5 Min 1.5 BCDL:4.2 psf TPI Std: 2007 Max BC CSI: 0.479 C Brg Width=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 D Brg Width=- Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. 4��D PROp . O.� aGINF�� ,OZ 19575 y �r I- I, 16/2119 OREGON 9R OLD,v►.16" Renews 6/30/2019 **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(BuildingCO3)357 US OR 97113 q g p (503)357-2118 Ext Component Safety Information,by TPI and SBCA)fo'r safety practices prior to performing these functions. Installers shall provide temporary 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. Apply plates to each face_of truss and position as shown above and on the Joinf 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 MC. M truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and braciCOMPANY of trussesA seal on this drawing or cover page, listing this drawing indicates acceptance of oroTessionaT engineering responsibility solely for the design shown. The suitability 8801 Blvd.,Suite 10 and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 1a Folsomento,CA 95Sui For more information see this lob's general notes page and these web sites: ALPINE: www.alpineitw.com;TPI:www.tpinst.orq;SBCA: www.sbcindustty.com;ICC: www.iccsafe.orq SEQN:229673/ T12 / EJAC Ply: 1 Job Number: 0219023 Gust:RR7175 JRef: 1 WIe71750003 FROM:BB Qty: 4 Plan 2626 A No VII Master DrwNo: 037.19.0842.07466 Truss Label: A JAK / RTT 02/06/2019 III 1.5X4 CD i 12 io '4) v m B dill6 A I ■ 1/ F E _ 3X5(B1) I111.5X4[7] 8' H 1 8 8' 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:21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA B 430 /- /- /216 /- /93 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.022 F - - E 338 /- /- /174 /35 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.045 F - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:20.25 ft Code/Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req= 1.5 TCDL:6.0 psf E BrgWidth=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.822 Req= Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.508 Bearing B is a rigid surface. Re Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft P Fac:Yes Max Web CSI:0.086 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#1&Bet. Bot chord 2x4 HF#2 Webs 2x4 HF#2 Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [7] W1.5X4 S 2.25 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. .(VF*�0 PROAlt, Gs5 14GINFF�Q Oy 19575 y it 1 16/21 9 OREGON "'OLD v :0" Renews 6130/2019 **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.Box468 Trusses require extreme care in fabricatinghandling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,b TPI and'SBCA)fsafety practices prior to rforming these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, .411 as applicable. Apply plates 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 Buildin3Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the N COMP truss in conformance with ANSI/TPI 1,or for handliANY shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro ng, engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this job's general notes page and these web sites:ALPINE: www.alpineitw.com;TPI:www w.tpinst.orq;SBCA: www.sbcindustry.com;ICC: ww.iccsafe.org Sacramento,CA 95826 SEAN:229704/ T16 / EJAC Ply: 1 Job Number: 0219023 Gust:RR7175 JRef:1 WIe71750003 FROM:BB Qty: 1 Plan 2626 A No Vit Master DrwNo: 037.19.0842.07311 Truss Label: AG JAK / RTT 02/06/2019 48I I 4' 4' I111.5X4 C 1 12 6 2 6 48 8 e a A ...441111141111 1 L E D 4X5(A1) 1114X8[5] m4X5[8] 1 8' 1 4' 4' II 4' 8' 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 TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.032 E 999 360 Loc R+ /R- /Rh I Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.065 E 999 240 A 2172 /- /- I- /108 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.011 C - - D 1735 /- I- /- /90 /- Des Ld: 42.00 EXP:B fighKztt NA HORZ(TL):-0.021 C Wind reactions based on MWFRS Mean Height:20.35 ft Code I Misc Criteria Creep Factor:1.5 A Brg Width=5.5 Min Req=2.3 NCBCLL:10.00 TCDL:6.0 psf D Brg Width=- Min Req=- Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.317 Bearing A is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.695 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:0.921 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:16.01.0OC.0327.15 A-B 125-2340 Lumber Maximum Bot Chord Forces Per Ply(lbs) Top chord 2x4 HF#2 Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x6 DF-L SS Webs 2x4 HF Std/Stud A-E 2051 -104 E-D 1983 -102 Special Loads (Lumber Dur.Fac.=1.151 Plate Dur.Fac.=1.15 Maximum Web Forces Per Ply(lbs) ) Webs Tens.Comp. Webs Tens. Comp. TC:From 72 plf at 0.00 to 72 plf at 8.00 BC:From 7 plf at 0.00 to 7 plf at 8.00 E-B 1794 -50 B-D 116 -2262 BC: 818 lb Conc.Load at 0.56,2.56,4.56,6.56 Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [5] W4X8 S 4.25 [8] W4X5 1.75 R 2.25 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. ,c0 C.PROpFss Wind s5 �GINFF �O Wind loads and reactions based on MWFRS. O 19575 R y Right end vertical not exposed to wind pressure. r r II 1' 16/2119 OREGON 11 AP io .1s0�G i Renews 6/30/2019 V *`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.Box468 Trusses require extreme care in fabricating,handling,shipping,installin and bracing. Refer to and follow the latest edition of BCSI(BuildingCORNELIUS OR 97113 q g pP 9, 9. (503)357-2118 Ext Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted o-therwise,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. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to ALPI 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 w COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and braciM1 n ng of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro-fessronai 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 ANSI/TPI 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:229661/ T11 / CAJA Ply: 1 Job Number: 0219023 Cust:RR7175 JRef:1WIe71750003 FROM:BB Qty: 1 Plan 2626 A No Vlt Master DrwNo: 037.19.0842.07388 Truss Label: SJ1 JAK / RTT 02/06/2019 12 C T 6 1 . , T (V In B r d) IEC/ El Wi I D 3X5(61) F 1, 1'11"4 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA B 190 I- /- /99 /3 /27 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.000 C - - C 39 /- /- /13 /8 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):-0.001 C - - D 28 /- /- /16 /- /- NCBCLL:10.00 Mean Height:18.71 ft Code I Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS TCDL:6.0 psf B BrgWidth=5.5 Min Soffit: 2.00 Bldg Code: IRC 2012 Max TC CSI: 0.096 Req= 1.5 BCDL:4.2 psf C Brg Width=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.024 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.000 D Brg Width=1.5 Min Req=- Loc.from endwall:Any FT/RT:2(0)/4(0) Bearing B is a rigid surface. Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. 4'1- PROpSsS ,p aGINq. HOI. Z 19575 y �r /- i 1, 16/2119 OREGON 14 v°o.29 1s06 J *,'I O1. , W*N► Renews 6/3012019 **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 (503)357-2116 Ext bracing per BCSI.Unless noted ooherwise,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 810, as applicable. Apply plates 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 wITW OD truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page, MPANY listing this drawing indicates acceptance of proo'esstona engineering responsibility solely for the design shown. The suiabrlrty and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 107 Sacramento,CA 95826 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.orq • SEQN:229663/ T10 / CAJA Ply: 1 Job Number: 0219023 Cust:RR7175JRef:1WIe71750003 FROM:BB Qty: 1 Plan 2626 A No VII Master DrwNo: 037.19.0842.07310 Truss Label: SJ2 JAK / RTT 02/06/2019 C ► 12 1 1 6 .0 .N1 P N B 1 6! =Pig ►. ►� D 3X5(B1) H- 1, o� 1'11"4 1'1O"15-- 1'11"4 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:21.2 Ce:1.1 VERT(LL): 0.001 D 999 360 Loc R+ /R- /Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.001 D 999 240 B 240 /- /- /114 /1 /48 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.002 D - - D 34 /- /- /21 /1 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.003 D - - C 115 I- /- /41 /19 /- Mean Height:19.21 ft Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 TCDL:6.0 psf B BrgWidth=5.5 Min Re 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.210 q= TPI Std: 2007 Max BC CSI: 0.072 D Brg Width=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. P -cV- ROF-SS �� G%NF 'O 4.7 19575 �� r �r /- i 1 16/2119 OREGON 9R0LDW.' Renews 6/90/2019 "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)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per SCSI.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 bracin 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 JointDetails, 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 MN COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of pro-fessronar engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 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:229665/ T9 / CAJA Ply: 1 Job Number: 0219023 Cust:R R7175 J Ref: 1WIe71750003 FROM:BB Qty: 1 Plan 2626 A No Vit Master DrwNo: 037.19.0842.07247 Truss Label: SJ3 JAK / RTT 02/06/2019 C 12 6 to M co 6- A ' �1 D 3X5(81) 1'11"4 1, _I 3'10"15 1'11"4 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:21.2 Ce:1.1 VERT(LL): 0.002 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.004 D 999 240 B 271 /- /- /123 /- /69 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.007 D - - D 78 /- /- /38 /11 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.012 D - - C 178 /- /- /64 /31 /- Mean Height:19.71 ft Wind reactions based on MWFRS NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:1.5 TCDL:6.0 psf B BrgWidth=5.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.510 D Brg Width=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.277 C Brg Width=1.5 Min Req= - Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. •4 cL 0 PROpSSS GINF %O ta 19575 � y IAllk 1' 16/2119 OREGON 9Rp`29 soN‘°,. Renews 8/30/2019 "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,handlin shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building COR 97113 Component Safety Information,by TPI and SBCA)ff'safety practices prior to performing these functions. Installers shall provide temporary (5003)3)3 357 US 57-2118 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 for permanent lateral restraint of webs shall have bracing 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 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 w,,Y,,O,,,,,A,,. 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-fessronal engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 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:229677/ T8 / CALF Ply: 1 Job Number: 0219023 Cust:R R7175 JRef: 1 W Ie71750003 FROM:BB Qty: 1 Plan 2626 A No VIt Master DnwNo: 037.19.0842.07419 Truss Label: R1 JAK / RTT 02/06/2019 1'8" 1711" 1'8" 11,3" C . E syi, %2X4 ..0 oio -.,.,-3X5 12 4.24 V %2X4 Iv -3X5 P v tT2 0. 3X5 B 3X5 T A ••_ s 3X5 I-1'8"--I 12'11" 12'11" 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: - CAT: - PP Deflection in loc L/deft L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce: - VERT(LL): 0.320 B 407 180 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(TL): 0.538 B 242 120 D 467 1- /- I- /24 I- BCDL: 0.00 Risk Category:II Snow Duration: - HORZ(LL): 0.125 B - - E 709 1- I- /- /29 /- EXP:B Kzt:NA HORZ TL:0.209 B - - Wind reactions based on MWFRS Des Ld: 35.00 Mean Height:20.02 ft ( ) 9 Code/Misc Criteria CreepFactor:1.5 D Brg Width=7.8 Min Req= 1.5 NCBCLL:0.00 TCDL:6.0 psf E Brg Width=1.5 Min Req=- Soffit: 2.00 BCDL:4.2sf Bldg Code: IRC 2012 Max TC CSI: 0.699 P Bearing D is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.000 RepFac:No Max Web CSI:0.000 Members not listed have forces less than 375# Spacing:0.0" C&C Dist a:3.00 ft Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:NA 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 E-C 1589-1403 B-D 400 -48 Lumber Top chord 2x4 DF-L#2:T2 2x4 DF-L 2400f-2.OE: Special loads Bot chord (Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 0 plf at -1.67 to 48 plf at 0.00 Loading TC:From 0 plf at 0.00 to 172 plf at 9.90 Hipjack supports 7-11-8 setback jacks.Jacks up to 7' TC:From 36 plf at 9.90 to 36 plf at 11.25 TC:From 136 at 9.90 to 161 plf at 11.25 have no webs.Longer jacks supported to BC. TC: 38 lb Conc.Load at-1.67 Wind Wind loads and reactions based on MWFRS. Additional Notes Shim all supports to solid bearing. 4;(% PROpSSAN G(NF / F . O C/ a 1966 • 9 �, 16/2119 OREGON 1411.411.20,10a Renews 6/30/2019 **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,handlin shipping,installin and bracing. Refer to and follow the latest edition of BCSI(BuildingCORNELIUS03)357OR 97113 d f 9. (503)357-2118 Ext ComponentSafety Information,by TPI an SBCA)for safety practices prior to performing these functions. Installers shall provide temporary bracingper BCSI.Unless noted olherwise,topychord shall have properly attached structural sheathing and bottom chord shall have a properly attachd rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Appl Apply to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. (2efer 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 ,W nW 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 pro essrona 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 ANSI/TPI 1 Sec.2. 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 Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 or. 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Ort 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4Brace <1) 1x4 'L' Brace * (1) 2x4 'L' Brace * (2) 2x4 'L' Brace ** (1) 2x6 'L' Brace IN <2) 2x6 'L' Brace *s Bracing Group Species and Grades' Gable Vertical No Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group Al S Spruce-Pine-Fir Hem-Fir �-) S P r #1 / #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' pl / i12 Standard *2 Stud SPF #3 4' 4' 7' 2' 7' 8' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' LJ *3 Stud *3 Standard Stud 4' 4' 7' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' • Q Standard 4' 4' 6' 2' 6' 7' 8' 2' 8' 9' 10' 10' 11' 4' 12' 10' 13' 9' 14' 0' 14' 0' Douglas Fir-Larch Southern Phle*** 0) #1 4' 10' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' 83 #3 JSP Stud Stud #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Standard Standard #3 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' d (U DPL Stud 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' Standard 4' 4' 5' 9' 6' 1' 7' 7' 8' 2' 10' 4' 11' 1' 11' 11' 12' 10' 14' 0' 14' 0' Group BI U #1 / #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' Hem-Fir '� SPF #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 Btr L1 HF Stud 5' 0' 8' 9' 9' 2' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' *1 I l r Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern Pne*** #1 5' 6' 9' 1' 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' #1 #1 SP #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' #2 *2 \ #3 5' 1' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' QJ D rr 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' ***For 1x4 So. Pine use only Industrial 55 or 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 may be used with these grades. d _ SPP #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; L.7 LJ 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. HF l Standard 5' 6' 8' 8' 9' 3' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 70 plf over x #1 6' 0' 10' 0' 10' 4' 11' 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load). d SP #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load from 4' 0' outlookers C‘j #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. ri DFL Stud 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 6' 8' 1' 8' 7' 10' 9' 11' 6' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Symm 11^^ Attach 'L' braces with 10d (0.128'x3.0' min) nails. About jt: r�) pr I a #E Fnor 18'1)end,zones brace, andspace 4' o ca between zones. Diagonal brace options �r� 31E 11EFor (2) 'L' braces' space nails at 3' o.c. w In 18' nd zones and 6' o.c. between zones. vertical length may be s T • J doubled when diagonal 18' * 'L' bracing must be a minimum of SOX of web brace is used. Connect L 4, ! member length. diagonal brace for 385* ' 'L• i at each end. Max web Hence ± 4`'� Gable Verticnl Plate Sizes total length Is 14'. 11E3R a Vertical Length No Splice 2x4 DF-L *2 or • Less than 4' 0' 1X4 or 2X3 better diagonal r �,� Greater than 4' 0', but 2X4 Vertical length shown bracer single a lass than 11' 6' or double cut 18' •. In table above. tof �/. 4S, Greater than 11' 6' 3X4 (as shown) at L_ 1 + Refer to common truss design for upper end. a 4 IN ` peak, splice, and heel plates. / / / / �ontnuous Bea rl r0 Rtp� / / Refer to the BuRdng Designer for conditions Connect dlagona at 10 not addressed by this detaR. midpoint of vertical web. Refer to chart above for ,. i - W. gth. ANWARNDAWA READ AND=IMPORTANT=FURNISH THIS �'ro ALL TS INCLUDING THE TABS' L(/NOTES CM THIS DIAM/DA3 0 N 19575. � 9 u REF ASCE7-10-GAB12030 Trusses require extreme care in fabricating,handling,shipping,instating and bracing. Refer to and DATE 10/01/14 follow the latest edtlon of SCSI(Building Component Safety Information,by TPI and SBCA)for safety r practices prior to performing these functions. Installers shall provide temporary loradrp per SCSI. Unless noted otherwise,top chord shall have properly attothed structural sheat ing and bottom chord 4P , DRWG A12030ENC101014 ,q �N shall have a acrlyins attached rigidRCM csect Locations 37 for permanentle. lateral pl plates webs fnU have bracing installed s oerwn oboe and on th, or 310,as unless Apply plates to each fall 02/06/2019 of truss and lposition -Z for s an ae and on the Joint BetMs,unless noted otherwise. Refer to drawings 160A-Z for standard plain posltbrn. ^ OREGON J Alpine,a division of ITV BuRdhrg Components Crag Inc shall not be responsible for any deviation from G2 AN ITW COMPANY this drawing, ab,anylfairing e toubuRd the mss h conformance with ANSI/TPI I.or for handling,shipping, 9 `art,20.i9 MAX, TOT, LD, 60 PSF sses A seal on this drawing or coverlisting this droving,=loot=acceptance of professional -O NA r pagedei+Tam, and OLD W. 13389 Lakefront Drive Tar�vry trctlreia b tMs yrespare6Rhty�' "" �Besarten'Perms A rn'1 1 Ser'2. �a Earth CTy,MO 63045 For more information see this Job's general notes page and these web sites, Renews 6/30/2019 ALPIND wwwatpineltw.comi TPB winitphst.orgi SBCAl www.sbcstwstry.orgi ICC'wwwJccsnfe.org MAX. SPACING 24,0' ASCE 7-10: 120 mph, 30' Mean Height, Closed, Exposure C Common Residential Gable End Wind Bracing Requirements - Stiffeners 120 mph, 30ft, Mean Hgt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6' — no stud bracing required 100 mph, 30ft, Mean Hgt, ASCE 7-10, Enclosed, Exp D, or 100 mph, 30ft. Mean Hgt, ASCE 7-10, Part. Enclosed, Exp C, H Greater than 4'6' to 7'6' in length Kzt = 1,00, Wind TC DL=5,0 psf, Wind BC DL=5.0 psf, provide a 2x6 stiffback at mid—height and brace stiffback -to roof' diaphragm every 6'0' (see detail below or Lateral chord bracing requirements refer to DRWG A12030ENC101014), 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. X 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 W N 1 • 110%4 li 2X4 Blocking nailed to 45° sheathing and �iii � each truss � �w� , _T H �® `:_ 2X4 DF—L #2 H/2 or better diagonal brace, Attach each end for 560#. 111 11,�,1 iiiiiAk Iii` 4 Y I �'■�■�■�■■••.■�■�U. ■ ■ ontinuous Bearing — 2x6 #2 Stiffback attached to each I Stud w/ (4) 10d box or gun (0,123' X 3', min.) nails. ,<G �PROFESS, i .D 1PTANT=WARDRAWAD ING TO L ALL NOTES CIIITRACTtlS INCLUDING TIE INSTALLERS. Cj�° �t�G1 5 .Ah-1- O' REF GE WHALER (V 19575 Trusses require',arena care h fabricating,nenthandling,Sastip Info inston. and bracing. Refer to and .- DATE 10/01/14 follow the latest pert of HCt (Building Component Safety all provide by TPI and add for safety �. practices prior to pvrfornp these func ave Installers chap provide tv ry bradrq r BCSL — Unless rested*Otherwise,tap d,ord shall have properly attad,ed structural thlrp and bottom cnara' J• '''� DRWG G A B R S T 101014 • shall have a properly attached ceiling. Locations shown for permanent lateral restraint of webs I O^ nIE shall have bracing installed per rigid sections e3,17 or slo,as applicable. Apply plates to each face 1R 9 /�u�I I U�O U\uv' of truss and position as shown above and on the Joint Details,unless noted otherwise. Refer to drawings 160A-z for standard plate positions. OREGON Alpine,a dMsion of ITV Building Components Group Inc shall not be responsible for any deviation from a. b AN n'vvaoMPANY this sndratbrr ,any failure to bdld the truss in conformance with ANSI/TPI 1,or for handling,shipping, '9,Q on,20,190 MAX, TOT. LD, 60 PSF bracing of otrucve. "-OLD W A seal on this drawing or cover page usurp this n. The,indicates acceptance of professional O �► .npheerhg yY solely fordesign sirs. The sultobelty and mar ues drawing 13389 Lakefront Drive for eny strrJct.retfre rtsponsB>wlty of the=mg Designer per ANSI/iPI I Sect. Earth City,MO 83045 For more information see this Job's general notes page and these web sites. Renews 6/30/2019 MAX. SPACING ALPINE.wwwalpineltw.coni TPD wew.tpinstorgi SBCA eee.sbcindustry.orgl ICC.wwwJccsafeorg Gable Detail I For Let-in Verticals Gable Truss Plate Sizes About O Refer to appropriate Alpine gable detail for II minimum plate sizes for vertical studs. pc4100001040444414040044„ Refer to Engineered truss design for ii,, ,.\,rn„...„ : Q gl g peak, splice, web, and heel plates, O ®If gable vertical plates overlap, use a single plate that covers the total area of �` the overlapped plates to span the web. © Examples2X4 : : 2X4 2X8 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing © • Member MemberVI © Toe-Hatt - Or - End-Hall�' 1im.n I. ` © O To convert from 'L' to 'T' reinforcing members, Provide connections for uplift specified on the engineered truss design. multiply increase by lengthdeta (based on appropriate Alpine gable detail). Attach each 'T' reinforcing member with End Driven Nails, Maximum allowable 'T' reinforced gable vertical 10d Common (0.148'x 3.',min) Nails at 4' o.c, plus length is 14' from top to bottom chord. <4) nails in the top and bottom chords. 'T' reinforcing member material must match size, R•id Sheathin• Toenalled Nails' specie, and grade of the 'L' reinforcing member, IOd Common <0.148'x3',min) Toenails at 4' o.c. plus 4 Nall a <4) toenails In the top and bottom chords. Web Length Increase w/ 'T' Brace 'T' Reinfe 'T' '1' I Thls detail to be used with the appropriate Alpine gable detail for ASCE Mbr. Size Increase Reinforcing wind load, 2x4 30 , ]- Member ASCE 7-05 Gable Detail Drawings Examples 2x6 20 A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Wind Speed = 120 mph Nails A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Mean Roof Height 30 ft, Kzt = 1.00 Truss Spaced At ASCE 7-10 I. ASCE 7-16 Gable Detail Drawings Gable Vertical = 24'o.c. SP 113 4' o.c. AII515ENC100116, A12015ENC100118, A14015ENC100118, AI6015ENC100118, 'T' Reinforcing Member Size = 2x4 A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118. 'T' Brace Increase (From Above) = 307. = 1.30 A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, (1) 2x4 'L' Brace Length = 8' 7' A18030ENC100118, A2003OENC100118, A20030END100118, A2003OPED100118, Maximum 'T' Reinforced Gable Vertical Length S11515ENC100118, S12015ENC100118, S14015ENC100118, 516015ENC100118, 1.30 x 8' 7' = 11' 2' S18015ENC100118, S20015ENC100118, S20015END100118, S20015PED100118, S11530ENC100118, 512030ENC100118, 514030ENC100118, 516030ENC100118, 4 Nan l � 518030ENC100118, S20030ENC100118, S20030END100118, 520030PED100118 '1 Ceiling See appropriate Alpine gable detail for maximum unreinfor`ce. ROF�Sl length. owVARh@1Oss READ AMB FDI.LOV ALL NOTES WI THIS AtAVI 3 &� NG I N CF �O sDPOtTAMes FURNISH THIS DRATmO TO ALL CONTRACTORS ncummG THE INSTALLERS. iii 19575. - REF LET-IN VERT Trusses require extreme care in fabricating,handling,shipping,Installing and bracing Refer to and DATE 01/02/2018 G-7--1--- ,N ,�� follow the latest Wtwn of BCSI(Building Component Safety Information,by WI and SBCA)for safety M f / practices prior to performing these functions. Installers shell provide temporary bracing per DCSL • Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord �' '� DRWG GBLLETIN0118 n r shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs AIL O IE shall have bracing installed per BCSI sections B3,37 or 310,as applicable. Apply pantes to each face y '^\ I of truss and position0 as shown above and on the Joint Details,unless noted otherwise. �e�,Q���Q u v Refer to drawings 16dh2 For standard plate positions i'( IJIV Alpine,a dvIsion of ITV!Hiking Components Group Inc.shall not be responsible for any deviation from AN ITW COMPANY installation drawing,any failure to build the truss n conformance with ANSI/TPI 1,or for handling,shipping, 1 MN, 20,1,E MAX, T❑T, LD, 60 PSF bracing of trusses. A seal an this drawing or cover page listing this drawing,Nndleates acceptance of professional p(,D W_N 13723 Sweigart Drive f� /'selnY f tbhe The The y �I 1 u�drawingDUR, FAC. ANY Suite 200 Maryland Heights,MO 63043 Far more information see this Job's general notes page and these web sites, Renews 6/30/2019 ALPINE,www.alph.ltsconl TPN www.tphst.orgl Seca www.sbchdustry.orgl ICC,u.•xcsafe.org MAX. SPACING 24,0' CLR Reinforcing Memoer Suostitution • T-Reinforcement This detail is -to be used when a Continuous Lateral Restraint (CLR) or T-Reinf. is specified on a truss design but an alternative web L-Reinforcement: or reinforcement method is desired. L-Reinf, ,. %4 Apply to either side of web narrow face. # Attach with 10d <0.128'x3.0',min) nails at 6' o.c. Reinforcing member is Notes: a minimum 80% of web member length. This detail is only applicable for changing the specified CLR shown on single ply sealed designs to T-reinforcement or L-reinforecement or scab reinforcement. .� - / Alternative reinforcement specified in chart below may be conservative. mm /x\ For minimum alternative reinforcement, re-run design with appropriate X reinforcement type. T-Reinf, L-Reinf. Web Member Specified CLR Alternative Reinforecement Scab Reinforcement: Size Restraint T- or L- Reinf. Scab Reinf, 2x3 or 2x4 1 row 2x4 1-2x4 Apply scab<s) to wide face of web. 2x3 or 2x4 2 rows 2x6 2-2x4 No more than <1) scab per face. Mil Attach with 10d (0.128'x3.0',min) nails 2x6 1 row 2x4 1-2x6 at 6' o.c. Reinforcing member is a 2x6 2 rows 2x6 2-2x4(310 minimum 80% of web member length. 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6(310 Scab Reinf. T-reinforcement, L-reinforcement, or scab reinforcement to be same species and grade or better than web member unless specified otherwise on Engineer's sealed design. I <310 Center scab on wide face of web. Apply <1) scab to each face of web. NE MIN �4 O PROFS meVARNDN[ies READ AND fDu.OV ALL NOTES IH THIS BRAVING! NG 1 N t� /O swmPBRTANTes FURNISH THIS DRAWING TO ALL CIPITRACTDRS INCLUDING THE INSTALLERS. 4 19575 '� TC LL PSF REF CLR Subst, Trusses require extreme care in fabricating,handling,shipping,instaWng and bracing. Refer to and follow the latest edtlon of SCSI Guiding Component Safety Information,by TPI and SDCA)for safety , TC DL PSF DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise,top chord shall have properly attached structural sheoWrq and bottom chord ,l46/ 'i BC DL PSF DRWG BRCLBSUB1014 mshall have a properly attached rigid ceiling. Locations show,for permanent lateral restraint of webs A f7 O IUI�\\VVI11 g 1� E shall have bracing installed per SCSI sections 83,37 or 310,as opplknble. Apply plates to each face of truss and position as shown above and on the Joint Details,unless noted otherwise. BC LL PSF Refer to drawings I60A-Z for standard plate positions. OREGON Alpine,a division of ITV Building Components Group Inc. hall not be responsible for any deviation fron ,� c T❑T, LD, PSF R AN WCOMthe PMNY tNs drawing,any failure to build e truss in conformance with ANSI/TPI 1,or for handing,shipping, 9 Oq.20,190 .f installation I.bradng of trusses. 0 . A seal on this drawing lar cover pope listing this drawing,indcates acceptance of professional O N engineering th yY solely for e design snow. ratability and use of this ara.ing DUR. FAC, 73389 Lakefront Dove for any structure is the responsibility of the Bridingt Designer per ANSi/TPI 1 Sec Earth City,MO 63045 for more Information see this Job's general notes page and these web sites. Renews 6/30/2019 SPACING ALPINE,www.alpinelte.coni TPD www.tpinstorgl SBCAo www.sbcindustry.orgi ICO wwwiccsafe.org Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Orn 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 'L' Brace * (1) 2x4 'L' Brace 5 (2) 2x4 'L' Brace ** (1) 2x6 'L' Brace * (2) 2x6 'L' Brace *w Bracing Group Species and Grades, Gable Vertical No Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A: S #1 / #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Spruce-Pine-Fir Hem-Fir SPE *1 / *2 Standard *2 Stud CO U S r #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 - F Stud 4' 7' 7' 8' 8' 2' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' H• 0 Standard 4' 7' 6' 7' 7' 0' 8' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern Plne*** Q1 #1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' B3 R3 J SP #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' D' 14' 0' 14' 0' 14' 0' Stud andel Standard Stud #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' Stud 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 2' 6' 7' 8' 2' 8' 9' 11' 1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' Group Bi U #1 / #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' Hem-Fir SPF #3 5' 3' 9' 3' 9' 9' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' *1 6 Btr Y HE Stud 5' 3' 9' 3' 9' 7' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' *1 Cl) O Standard 5' 3' 8' 1' 8' 7' 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Douglas Flr-Larch Southern Pine*** #1 5' 9' 9' 6' 9' 10' 11' 3' 11' 8' 13' 4' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' *1 *1 SP #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' *2 *2 #3 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' `O D F L1x4 Braces shall be SRB (Stress-Rated Board). Q� .--1 Stud 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' ***For 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 S2 r #1 / #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values may be used with these grades. d - S P r #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' 2 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, OI�Standard 5' 9' 9' 4' 9' 11' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 35 plf over X #1 6' 4' 10' 6' 10' 10' 12' 4' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psi 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 from 4' 0' outlookers #3 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. .--1 D F L Stud 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 9' 8' 8' 9' 3' 11' 7' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Symm r Attach 'L' braces with Ind (0.128'x3.0' rein) nails. / About rt. 3!E For (1) 'L' brace' space nails at 2' o.c. 1: 1 r` In 18' end zones and 4' o.c. between zones. Diagonal brace optlon� lIE31EFor (2) 'L' braces, space nails at 3' o.c. vertical length may be i i T In 18' end zones and 6' o.c. between zones. doubled when diagonal 18' 31E 'L' bracing must be a minimum of 80Z of web brace is used. Connect L r member length. diagonal brace for 335# ' •L• at each end. Max web Brace 4`',, Gable Vertical Plate Sizes total length Is 14'. �� W , e Vertical Length No Splice 2x4 DF-L *2 or + 1111111,H. Less than 4' 0' 1X4 or 2X3 better diagonal 'r- Greater than 4' 0', but 2X4 bracer single less than 1l' 6' Vertical length shown18' I# Greater than 11' 6' 3X4 or double cut In table above. I + Refer to common truss design for 45' (ns shorn) at L. J. 4 II, upperend4 U U .. 2 II 1y ` peak, splice, and heel plates. ontlnuous •Bear1 •/ B 'R•G 1 I+!' Connect dragon at E F� Refer to the Building Designer for conditions midpoint of vertical web. , Refer to chart above for ••I-1 - t4S 1. 9th. not addressed by this detail. s*VARNDemis READ AND FOLLOW ALL NOTES 011 THIS IRAVDRlN aDPOITANTse FURNISH THIS DRAWINGTM TO ALL CONTRACTORS INCLUDINGG E INSTALLERS. 1(/�: 19575 u y REF ASCE7-10-GAB12015 Trusses require extreme care in fabricating,handing,shipping,installing and bracing. Refer to and P DATE 10/01/14 /^\ follow the latest edition of BCSI(Building Component Safety Information,by TPI aynd SBCCAA)p for safety %u / UnlessUnknoted otherwise, es prior to top pthese drord shall haves. Installers shall properly attached structural ovide sheathing and bot on Sdgrd .c.'t''r-1 sxxx. y shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs �� DRWG A12015ENC101014 ALPINE shall have bracing installed per BOW sections B3,B7 or BIO,as applicable. Apply plates to each face d i�l�\`V'il of truss and position as shown above and on the Joint Details, kbunless noted otherwise. 0!/06/2019 V Refer to drawings I6OA-z for standard plate Rosms OREGON Alpine,a division of ITV Building Components Group Inc shall not be responsible for any deviation from f AN ITWCOMPJLWI' this drawing,any failure to build the truss in can arnance with ANSI/TPI 1,or for handing,shipping, R to, yg,10'' MAX. TOT, LD, 60 PSF instaaatbn a bracing of trusses. /PO -`fes A seal�bopn this drawinggr or cover listing this drawing,Indicates acceptance of professional `'' r ' for�ture 4 elyresy f ty oP shown The snsrpery and p of this draeego •' 13389 Lakefront Dove Buldq IMflgr*r per At6I/TPI L Ser2 Earth City,MO 63045 For more information see this Job's general notes page and these web sites, Renews 6/30/2019 MAX. SPACING 24.0' ALPINE,wwwalpeneuts,coni TPD ws.tphstorgi SBC*wwr,sbci dustry.orgi ICC,wwwJccsafearg * Hip Frame Detalts Hip Frame W4X4, Min, B • ■ -- WMMIIIIIIIIIIM II 24' --------- ■ ■ Common li W ■ Trusses Typ, ■ V ■ ± 1 W1,5X3 I ■ 11111111111111111111%v ■ Typ, "---ti ■ '4 % ■■ ■ �/�o;llmil ■ Stepped Hip ■�illlailhipth�'■ System Trusses 2x4 Chords 2x4 Purlins ■��/����I IuI�I�I SWIMis i_ ■I-/I,„ ,,,,,, i������■� ..,. IIIIIIL ■I' '� 11'' i% #1 Hip Setback ° 'l ” ' - AM IL •m__! h Pitched and Sheathed 1■■�■■■ ■■■■■W■■■SO Chord Area AiiililiI Hip Frame* ' B , Bottom Chord W3X4, Min. o- Attach hip frame to flat chords of stepped hips at all overlapping points with 2-10d (0.148'x3') W3X4, Min, Hip Frame, 'R' common nails. Bottom chord of hip frame to be attached to #1 hip with 10d common (0.148'x3') _Agee,nails @ 6' a,c, maximum spacing. Hip frame stops at plumb cut of Hip Frame jacks to maintain pitch continuity, Section B_B * Hip frame lumber is SPF, So, Pine, HF, \\<:: „/// y or DFL Standard, Stud grade, or better. See Engineer's sealed design for setback, lumber, plating, loading, and duration factor required. 'R' Hip frame chords may be trimmed up to 2' to fit. — - - - - purlins must be intact and properly attached. Setback _I Stepped Hip System Trusses Usetis detail for. ASC Hip Frame - provided by truss manufacturer. ASCE 7-10 & ASCE 7-16, 140 mph, 30' M.H., Enclosed, Exp C, or Hip frame is designed to provide bracing for flat ASCE 7-100 & ASCE 30' .H,20 mph, 30' , Enclosed, Exp D, or top chords of' hip frame system where Indicated. ASCE 7-05, 110 mph, 30' M,H„ Enclosed, Cat II, Exp C, Residential, Wind TC DL=4.2 psf, Kzt=1.00 Structural panels must be properly attached directly To '=e. p••';,-�urlins, IxTwrr pl INGNN READURNISH THIS ANDIW TO w ALL THISIPCLDDRA TIE INSTALLERS. 0 ANG INC,� O,y REF HIP FRAME IINDIFt(/. 19575„ 7 Trusses require extreme care in fabricating,handling,sHppnp,Instonnp and bracing. Refer to andr,„, DATE 01/02/2018 follow the latest edition of HCS'(Building Component Safety Information,by TPI andySBCAn)p for safety - .,r Unless notedot er-r e,top chord esha Intal espr lopeNy eratached structural�sheatHnp and bottom Schad + _ w, shall have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint of webs ;'/ DRWG HIPFRAME0118 shall have bracing installed per BCSI sections 03,B7 a HIO,as applicable. Apply plates to each face O of truso and position as shorn above motto:the Joint Details,unless noted otherwise. OREGON Refer to drarYgs I60A-Z fa standard plate porltbns Alpine,a dMslon of ITV Hulltllrq Components Group Inc shall not be responsible fa any deviation fro., AN RW OOMIPANY t e dna.g,any faNure to build the truss h conformance with ANSL'TPI 1,a fa hnndling,Bng, A. men.20,'19b Installation I bracing of trusses. ,T 0 �/ A seal on this drawing or cover 11sMp this draeig,Indicates acceptance of professional O` enpYrer nuc ere ty t sMsn. Des ser per and uw of c,s 'hi)13723 Riverport Dove fa an b solNy for Suite 200 Y Huldeg Designer per ANSI/TPI I Sect' Maryland Heights,MO 63043 For none hfarmatlon see this Job's general notes page and these web sites, Renews6/30/2019 ALPINE,wrsalphelts.conl TPI,www.tphst,orgl SBCN wrw.sbchdustry.orgi ICC,mjccsafeorg