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Plans (8)
C:) "8 m m .Z. _ 5'31! 11'8"8 'fl- 17'8" H Lu o, - Q� �> T T T w p Cr � � 0 z 0z © w � >Dco co `..'�' cc U I BCE CIv COD r' T� LO Ii \11 BG i \ HAND FRAME OVERLAY ON SITE En m o HVAC HERE in M O cr )t W WLa Cr Lfl ¢ cAa fit CV U(b ;1 lir' IIIIIIL `a ¢ F—CON CO ITHI I3 IN-LINE ON THE' W WALL �� CC o - CO LLEll L VN (r N•I-J (r > NJ li 1 1 C i 1 i 1 1 ���s C - 0� -:v f C_CC £CO \--- ). rrF _ , I % \" 1 1 02 W crE K ` G1 N OCD_0 "G6 I I 1 1 I 1 CO O C � D CC CP U m L GEE N i T p 2' Fr —, FGF _♦ ._L_ — JOB NO: co 0119189 H---8' I- 18'3"8 ff.- r I --11' ----..-1 40 H PAGE NO: 1 OF 1 R Co P �`��C���G NFF�SSip Alpine,an ITW Company to .y 8801 Folsom Blvd.,Suite 107 19575 yr ,/ Sacramento,CA 95826 " \'C Phone:(800)877-3678(916)387-0116 ell, /� A LPI ANI VOW G` Fax:(916)387-1110 01/31/201• sacseals@itwbcg.com OREGON mon•20,19 " -OLD W.r- Renews 8/30/2019 Site Information: Page 1: Customer: Truss Components of Oregon, Inc. Job Number: 0119189 Job Description: Riverside 2885 A Roof 6in heel Address: master,master,OR Job Engineering Criteria: Design Code: IRC 2012 View Version: IRC 2012 JRef#: 1W1871750016 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,23 truss drawing(s)and 6 detail(s). Item Seal It Truss Item Seal# Truss 1 031.19.1600.03337 BGE 2 031.19.1600.15297 B 3 031.19.1620.32840 BG 4 031.19.1600.46910 AGE 5 031.19.1602.00107 A 6 031.19.1602.34990 Al 7 031.19.1602.43713 A2 8 031.19.1604.02763 A2GE 9 031.19.1606.42643 DGE 10 031.19.1607.30117 DG 11 031.19.1610.40000 GGE 12 031.19.1610.56303 G 13 031.19.1611.56307 G1 14 031.19.1613.41930 G2 15 031.19.1613.53223 G3 16 031.19.1615.45757 CGE 17 031.19.1617.03143 FGE 18 031.19.1617.38400 HGE 19 031.19.1618.03767 HG 20 031.19.1618.21823 IGE 21 031.19.1617.52357 I 22 031.19.1618.27260 J 23 031.19.1618.44523 K Printed 1/31/2019 4:52:14 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.org. 2. ICC: International Code Council;www.iccsafe.orq. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.alpineitw.com. 4. TPI: Truss Plate Institute, 218 North Lee Street, Suite 312, Alexandria, VA 22314;www.tpinst.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison,WI 53719;www.sbcindustrv.co Page 2 of 2 SEQN:226939 T2 GABL Ply: 1 Job Number: 0119189 Cust:R7175 JRef: 1W1871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1600.03337 Truss Label: BGE JAK / GWH 01/31/2019 17'4" 34'8" _I 17'4" 17'4" �4' ' =5X5 (T (T 16) 12 • 4 • i0 - io X A S 4 S S S i S S S S 4 'n Plow— z Y 3X5(B1) AH =3X5(81) =5X5 34'8" -{ 1'6" 34'8" 1'6" 34,8" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl!CSI Criteria ♦Maximum Reactions(lbs),or"=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed:120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.002 L 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.004 L 999 240 B" 149 /- /- /47 /8 /3 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 C - - Wind reactions based on MWFRS EXP:B Kzt:NA HORZ TL:- - g Req=- Des Ld: 42.00 Mean Height:21.14 ft ( ) 0.003 G B Br Width=416 Min NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 Bearing B is a rigid surface. TCDL:6.0 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.371 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.087 Spacing:24.0" C&C Dist a:3.47 ft Rep Fac:Varies by Ld Case Max Web CSI:0.173 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-6-0 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"wide periodically along top edge,only in the area above the let-in studs.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches. Do not notch at plates,or in overhang or heel(first)panels. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. PO PROFz,`SS Wind Wind loads based on MWFRS with additional C&CG�� aGiNFF /OZ member design. 19575 Additional Notes /' Provide lateral wind bracingper Alpine wind bracing P 9 details or per engineer of record.2X3 studs require 1 1/2119 reinforcement at 70%of the length tabulated for 2X4 OREGON studs of the same grade. t7 v See DWGS A12030ENC101014 GBLLETIN1014 & 9 °n•20,19- � GABRST101014 for gable wind bracing -1-0L D W" � requirements. 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.0.Box 488 Trusses require extreme care in fabricating,handlin shipping,installing,and bracing. Refer to and follow the latest edition of SCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fo'r safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracin ins-talled per BCSI sections B3,B7 or B10, as applicable.e. Applplates to each face of truss and position as shown above and on the JointfDetails, 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 r,,COMPANYtruss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI!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.sbcindusby.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEAN:226941 T1 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1 W18 71 75001 6 FROM:BB Qty: 2 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1600.15297 Truss Label: B JAK / GWH 01/31/2019 6'3"13 119"15 �, 17'4" 22'10"1 _, 28'4"3 , 34'8" 6'3"13 5'6"1 5'6"1 5'6"1 5'6"1 6'3"13 5X5 E "Ii -1- 12 .5.--- 12 3X5 a 3X5 4 p D F 1.5X4100rN 40,V10...54 X - M C G t` o to B 3X10(B2) =3X5 =3X7 =4X5 =3X5 =3X10(82) r 34'8" 1 1 1'6" I 9T714 I 8,3"2 I 8'3"2 I 91714 +1 6� 9'0"14 17'4" 25'7"2 34'8" 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): 0.335 L 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.680 L 606 240 B 1588 /- /- /659 /66 /71 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.113 J - - H 1588 I- I- /659 /66 /- EXP:B Kzt:NA HORZ TL:0.229 J - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:21.14 ft ( ) NCBCLL:10.00 Code I Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req=2.6 TCDL:6.0 psf H Width=5.5 Min Req2.6 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.839 Brg = Bearings B&H are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.906 Spacing:24.0" C&C Dist a:3.47 ft Rep Fac:Yes Max Web CSI:0.791 Members not listed have forces less than 375# 0 l4 0 Maximum Top Chord Forces Per Ply(lbs) FT/RT:2 O Loc.from endwall:Any O 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 738-3438 E-F 593 -2312 Lumber C-D 698-3122 F-G 697 -3122 D-E 593-2312 G-H 739 -3438 Top chord 2x4 HF#1&Bet. Bot chord 2x4 HF#1&Bet. Webs 2x4 HF Std/Stud Maximum Bot Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. Loading B-M 3173 -624 K-J 2731 -528 Bottom chord checked for 10.00 psf non-concurrent M-L 2731 -521 J-H 3173 -630 bottom chord live load applied per IRC-12 section L-K 2731 -528 301.5. Wind Maximum Web Forces Per Ply(lbs) Wind loads based on MWFRS with additional C&C Webs Tens.Comp. Webs Tens. Comp. member design. M-D 380 -34 L-F 209 -802 D-L 209 -802 F-J 380 -34 E-L 1045 -208 4,10 PROFS %y GINF �O 0 19575 �+ p /1 �- i 1 1/2119 OREGON 9"-OLDa ,,s04f 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 CORNELIUS03)357OR 97113 Component Safety Information,by TPI and SBCA)fo'safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted olherwise,topychord shall have properly attached structural sheathingand bottom chordshall have a propefly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing insalled per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. (tefer 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 M1 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 professional 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.org;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org Sacramento,CA 95826 SEQN:226962 T26 COMN Ply: 3 Job Number: 0119189 Cust:R7175 JRef:1W1871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1620.32840 Truss Label: BG JAK / GWH 01/31/2019 5 5 5 3 Complete Trusses Required 5'3"13 , 9714 13'3"15 , 17'4" I 21'4"1 , 25'4"2 29'4"3 34'8" 5'3"13 4'0"1 4'0"1 4'0"1 4'0"1 4'0"1 4'0"1 5'3"13 I116X8 E 12 %5X5113] 25X5118] 4 L.---- 66 FF �4 5[8] w w "4X5123] `)10° 385 ' \3X5 . ilipo ;SS0514(810R W 5 W9 w SS0514(B1 OR) A 1 III III r S _. R Q P 0 B2 N M L K J Ig 1113X5 w5X5[7] =5X7 =5X7 w5X5[24] 1113X5 SS0514 1118X8 =SS0514 1 34'8" 1 5'3"13 , 4171 471 I- 4'0"1 I- 4,0"1 , 40"1 , 40"1 I- 5313 H5'3"13 9'3"14 13'3"15 17'4" 21'4"1 25'4"2 29'4"3 34'8" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF)' DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.596 0 692 360 Loc R+ /R- /Rh /Rw /U /RL BOLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 1.192 0 346 240 5 13983/- /- /- /713 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.145 J - - I 13003/- /- /- /656 /- EXP:B Kzt:NA HORZ TL:0.290 J - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:21.22 ft ( ) NCBCLL:0.00 Code/Misc Criteria Creep Factor:1.5 S Brg Width=5.5 Min Req=5.0 TCDL:6.0 psf I BrgWidth=5.5 Min Req4.6 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.919 = TPI Std:2007 Max BC CSI: 0.952 Bearings S&I are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.47 ft Rep Fac:Yes Max Web CSI: 0.911 Loc.from endwall:AnyFT/RT:2(0)/4(0) Maximum Top Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 18SS,WAVE VIEW Ver:16.01.000.0327.15 A-B 558-10900 E-F 362 -7088 B-C 519-10141 F-G 441 -8644 Lumber C-D 443-8662 G-H 512-10090 Top chord 2x4 DF-L 2400f-2.0E D-E 362-7089 H-I 544-10790 Bot chord 2x6 DF-L 2400f-2.0E:B2 2x6 HF SS: Webs 2x4 HF Std/Stud:W5,W9 2x4 DF-L Std/Stud: :W7 2x4 HF#2: Maximum Bot Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. Nailnote A-R 10300 -526 N-M 8072 -410 Nail Schedule:0.120"x3",min.nails R-Q 10269 -525 M-L 9467 -479 Top Chord:1 Row @12.00"o.c. Q-P 9512 -486 L-K 9467 -479 Bot Chord:2 Rows @ 3.00"o.c.(Each Row) P-O 9512 -486 K-J 10166 -512 Webs :1 Row @ 4"o.c. O-N 8088 -413 J-I 10194 -512 Repeat nailing as each layer is applied.Use equal spacing between rows and stagger nails in each row to avoid splitting. Maximum Web Forces Per Ply(lbs) Webs Tens.Comp. Webs Tens. Comp. Special Loads -----(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) R-B 588 25 N-F 106 -2085 TC:From 71 plf at 0.00 to 71 plf at 34.67 B-Q 39 -728 F-M 2038 -91 BC:From 7 plf at 0.00 to 7 plf at 34.67 Q-C 1454 -64 M-G 85 -1702 BC:1438 lb Conc.Load at 0.73,2.73,4.73,6.73 C-O 90-1739 G-K 1417 -59 8.7324.7310.73,12.73,14.73,16.73,18.73,20.73,22.73 ���EO PROFESS, D-N 1092-2110 H-J 546 665 BC:1396 lb Conc.Load at 26.73,28.73,30.73,32.73 �., oG i N e . C E-N 4318 -209 Plate Shift Table 19575 9r JT Plate Chord JT Plate Chord �' No Size Shift Bite No Size Shift Bite ,- !, [7] W5X5 2.75 R 2.75 [8] W4X5 3.00 L 1.25 1: 1/2119 [13] W5X5 3.50 L 1.25 [18] W5X5 3.50 R 1.25 [23] W4X5 3.00 R 1.25 [24] W5X5 2.75 L 2.75 C) OREGON Wind 9 `4n-20,190 '4,Wind loads and reactions based on MWFRS. 801. ' 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 BCS/(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCS/.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 JointfDetails, unless noted otherwise. Defer to ALPINE- Alpine, L drawings 160A-Z for standard plate positions. a division of ITW Buildingg Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN RNC M truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and braciMP ng of trussesA seal on this drawing or cover pagge listing this drawing,indicates acceptance of pronessionall 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 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:226997 T20 GABL Ply: 1 Job Number: 0119189 Cust:R7175 JRef: 1W1871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1600.46910 Truss Label: AGE JAK / GWH 01/31/2019 16'4"2I 33'1"2 16'4"2 16'9" 372-4- =5X5 M iv. -r- 4 4 12 • 7-- ED T2 !,•' 3X5Eci B A Y 5X5(E1) AM a 3X5(61) 5X5 B2 r 33'1"2 1 I 33'1"2I 1'6" - 6"- 33'1"2 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs),or'=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/deft L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.008 B 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.020 B 999 240 A"' 122 /- /- /41 /7 /5 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.003 B - - AM'119 /- /- /42 /4 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.008 B - - Wind reactions based on MWFRS Mean Height:21.04 ft A Br Width=181 Min NCBCLL:10.00 Code I Misc Criteria Creep Factor:1.5 9 Req=- TCDL:6.0 psf AM Br Width=216 Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.211 9 Req= Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.052 Bearings A&AM are a rigid surface. RepFac:No Max Web CSI:0.126 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.31 ft Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2:T2 2x4 HF#1&Bet.: Bot chord 2x4 HF#2:B2 2x4 HF#1&Bet.: Webs 2x3 HF#2 :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.917' Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep X 3.5" periodically along top edge.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches.Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. ��so PROF S Wind `�� GENE 'V Wind loads based on MWFRS with additional C&C 0F� 2 member design. 19575 y r Additional Notes // Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require 1/2119 reinforcement at 70%of the length tabulated for 2X4 0 OREGON studs of the same grade. '" • See DWGS A12030ENC101014,GBLLETIN1014,& 9�QOiD'W���G' GABRST101014 for gable wind bracing requirements. 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,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 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 bracingq installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE' drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the M,ITN 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 proTessronall engineering responsibility solely for the design shown. The suitability and use of this awing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10: For mom information see this job's general notes page and these web sites:ALPINE: www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEQN:226951 T19 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef: 1WI871750016 FROM:BB Qty: 2 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1602.00107 Truss Label: A JAK / GWH 01/31/2019 5'8"10I 11'0"6 I- 16'4"2 I- 21714 26'11"10 33'1"2 5'8"10 5'3"12 5'3"12 5'3"12 5'3"12 6'1"8 .5X5 E II: T 4 0.-12 � D F 12 3X5 X5 3 1.5X4 .01.5X4 - C G T2 v 3X5 2' :EMI 6 �� m W r� ,._ l -• 5X7(E1) K B2 i =3 5 =4X5 =3X5 =5X5(61) e 3X7 1 33'1"2 A 8'4"8 7'11"10 7'11"10 8'9"61'6" 8'4"8 16'4"2 I 24,3"12 I 33'1"2 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 LI# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.286 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.584 F 676 240 A 1399 I- I- /588 /59 /61 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.100 J - - H 1530 /- /- /634 /71 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL:0.204 J - - Wind reactions based on MWFRS ( ) Mean Height:21.04 ft NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 A Brg Width=- Min Req= - TCDL:6.0 psf H Brg Width=5.5 Min Req= 2.5 Soffit: 2.00 BCDL:4.2sf Bldg Code: IRC 2012 Max TC CSI: 0.800 P Bearing H is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.860 RepFac:Yes Max Web CSI:0.719 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.31 ftMaximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 A-B 798-3314 E-F 565 -2201 B-C 770-3269 F-G 678 -2980 Lumber C-D 711 -2992 G-H 713 -3281 Top chord 2x4 HF#2:T2 2x4 HF#1&Bet.: D-E 578-2199 Bot chord 2x4 HF#2:B2 2x4 HF#1&Bet.: Webs 2x4 HF Std/Stud :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.917' Maximum Bot Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. Loading A-M 3056 -652 K-J 2606 -514 Bottom chord checked for 10.00 psf non-concurrent M-L 2592 -494 J-H 3027 -611 bottom chord live load applied per IRC-12 section L-K 2592 -494 301.5. Wind Maximum Web Forces Per Ply(lbs) Wind loads based on MWFRS with additional C&C Webs Tens.Comp. Webs Tens. Comp. member design. D-K 198 -763 K-F 201 -781 E-K 982 -202 PROpS A,i1 SS .y GIN �E 70 19575 � y �r /I i i 1. 1/2119 OREGON aft "4 9-1 OCD W. " Renews 6/90/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. I **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 COR 07113 Component Safety Information,by TPI and SBCA)for safety ractices prior to performing these functions. Installers shall provide temporary (5003)3)3 35772S-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 bracingq installed per BCSI sections B3,B7 or 810, as applicable. AppTy plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TP! 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro-tesslonar 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 SEQN:226953 T21 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1WI871750016 FROM:BB Qty: 13 Riverside 2885 A Roof 6in heel DiwNo: 031.19.1602.34990 Truss Label: Al JAK / GWH 01/31/2019 5710 11'0"6I 16'4"2 21'7"14 , 26'11"10 , 327"10 5'8"10 5'3"12 5'3"12 5'3"12 5'3"12 5'8" 5X5 E T 4 iiij 12 1111.5X4 1111.5X4 D F • • 3X5 1 3X5 EI C G 3X5 • 3X5 B H A G , 1 I wad ff - m .: 9 IV. 5X7(E1) N M L 1111.5X4 =3X7[8] =3X5 =3X7[15] 1111.5X4 =5X7(E1) A 32'7"10 i 58"10 5'3"12I 107"8 I 53"12 5'8" H 5'8"10 11'0"6 21'7"14 26'11"10 32'7"10 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs) TOLL: 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): 0.241 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.516 D 758 240 A 1439 1- /- /583 /65 /53 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.068 J - - I 1438 /- /- /583 /65 I- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:21.36 ft HORZ(TL ) 0.147 J - - Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 A Brg Width=- Min Req=- TCDL:6.0 psf I Brg Width=- Min Req Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.624 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.886 Maximum Top Chord Forces Per Ply(lbs) Spacing:24.0" C&C Dist a:3.26 ft Rep Fac:Varies by Ld Case Max Web CSI:0.953 Chords Tens.Comp. Chords Tens. Comp. Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): A-B 792-3363 E-F 708 -2948 Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 B-C 742-3319 F-G 651 -2951 Lumber C-D 653-2961 G-H 737 -3288 D-E 709-2957 H-I 789 -3333 Top chord 2x4 HF#2 Bot chord 2x4 HF#1&Bet. Webs 2x4 HF Std/Stud:W4,W5 2x4 HF#2: Maximum Bot Chord Forces Per Ply(lbs) :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.917' Chords Tens.Comp. Chords Tens. Comp. :Rt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.917' A-N 3101 -645 L-K 2081 -373 Plate Shift Table N-M 3101 -646 K-J 3070 -640 JT Plate Chord JT Plate Chord M-L 2081 -373 J-I 3070 -639 No Size Shift Bite No Size Shift Bite [8] W3X7 1.25 L 1.25 [15] W3X7 1.25 R 1.25 Maximum Web Forces Per Ply(lbs) Webs Tens.Comp. Webs Tens. Comp. Loading Bottom chord checked for 10.00 psf non-concurrent D-M 163 -387975-K 43 -444 bottom chord live load applied per IRC-12 section D-M 142 -4411 K-F 1 143 -444 301.5. M-E 987 -207 Truss supports 200#mech unit;unit centered at 16-2-7;supported by BC;unit width 2-0-0;supported by 4 trusses. Wind .��F'eO PROpFS-Wind loads based on MWFRS with additional C&C �`Cj G*NE /02 member design. FI ' 19575 7 A001 I. 1/2119 OREGON J *9R 0L• �0W�N�'" Renews 813072019 **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,handlin shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building COR OR 97113 Component Safety Information,by TPI and SBCA)for 357 safety practices prior to performing these functions. Installers shall provide temporary (503)357-2211 18 Ext bracing per BCSI.Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propefly 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 Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ACM,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 proTessionaf 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 ANSIfTPI 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 SEAN:226955 T18 COMN Ply: 1 Job Number: 0119189 Gust:R7175 JRef: 1WI871750016 FROM:BB Qty: 4 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1602.43713 Truss Label: A2 JAK / GWH 01/31/2019 6'1"8 11'5"4 I 169 I 22'0"12 , 2T4"8 I 330 8 6'1"8 5'3"12 5'3"12 5'3"12 5'3"12 5'8" 5X5 E T ii T 12 ;3X5 3X5 4 D F y 1.5X4 1.5X444, NipiT2 io C G v 3X5 `O H B 1 T 1. - A Y III o •1 Illiey;'+ 1 =5X5(8▪1) =3X5 =3X5 K =3X5 .5X7(E1) 3X7 1 33'0"8 1 X1'6" I 8'9"6 _I 7'11"10 I 7'11"10 I 8'3"14 8'9"6 16'9" 24'8"10 3378 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs) TOLL: 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): 0.279 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BOLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.570 D 692 240 g 1528 /- /- /633 /71 /61 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.085 J - - I 1396 /- /- /587 /59 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.172 J - - Wind reactions based on MWFRS Mean Height:21.04 ft B Br Width=5.5 Min Req2.5 NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 9 = TCDL:6.0 psf I Br Width=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.798 g Req= TPI Std: 2007 Max BC CSI: 0.858 Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.30 ft Rep Fac:Yes Max Web CSI: 0.785 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 710-3275 F-G 705 -2969 Lumber C-D 675-2974 G-H 763 -3238 D-E 563-2194 H-I 797 -3283 Top chord 2x4 HF#1&Bet.:T2 2x4 HF#2: E-F 576-2193 Bot chord 2x4 HF#1&Bet. Webs 2x4 HF Std/Stud :Rt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.917' Maximum Bot Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. Loading B-M 3021 -629 K-J 2580 -517 Bottom chord checked for 10.00 psf non-concurrent M-L 2600 -532 J-I 3024 -664 bottom chord live load applied per IRC-12 section L-K 2600 -532 301.5. Wind Maximum Web Forces Per Ply(lbs) Wind loads based on MWFRS with additional C&C Webs Tens.Comp. Webs Tens. Comp. member design. D-K 201 -781 K-F 196 -757 E-K 978 -201 Ito PROFS fG%NF � � � O 0 19575 + y /r /- i 1 1/2119 OREGON Renews 6/3 012 01 9 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box 488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2119 Ext bracing per BCSI.Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propelry attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. AppTy plates to each face of truss and position as shown above and on the JoinfDetails, 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 wnw�Mvu r truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page- listing this drawing indicates acceptance of professional 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 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.corn:TPI: www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 I SEQN:226958 T10 GABL Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1W1871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1604.02763 i Truss Label: A2GE JAK / GWH 01/31/2019 16'9" 3378 I 16'9" 16'3"8 f`21"--}- -.d 5X5 4 12 L- , _ T2 io 3X5 O Y B Z 7. A - o c3 ud a u 6 - d i - - 3X5(61) =-----5X5 - 5X5(E1) r 33'0"8 1'1'6"_I 33'0"8 -I 33'0"8 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): 0.008 Y 999 360 Loc R+ /R- /Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.019 Y 999 240 B* 129 /- /- /45 /7 /4 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.003 Y - - AL*112 /- /- /39 /3 /- EXP:B Kzt:NA HORZ TL:-0.007 Y - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Hei ht:21.04 ft ( ) 9 NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:1.5 B Brg Width=186 Min Req=- TCDL:6.0 psf AL Brg Width=210 Min Req=- Soffit: 2.00 BCDL:4.2sf Bldg Code: IRC 2012 Max TC CSI: 0.211 P Bearings B&AL are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.039 Spacing:24.0" C&C Dist a:3.30 ft Rep Fac:No Max Web CSI: 0.126 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:16.01.000.0327.15 Lumber Top chord 2x4 HF#1&Bet.:T2 2x4 HF#2: Bot chord 2x4 HF#1&Bet. Webs 2x3 HF#2 :Rt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.917' Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep X 3.5" periodically along top edge.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches.Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. ..(01 -PROFESS, Wind s@ GINE �p Wind loads based on MWFRS with additional C&C G 19575 �4. Z member design. 3" Additional Notes i40 � /r Provide lateral wind bracing per Alpine wind bracing I, 1/2119 details or per engineer of record.2X3 studs require OREGON reinforcement at 70%of the length tabulated for 2X4 studs of the same grade. 9 +e 20,19 See DWGS A12030ENC101014,GBLLETIN1014,& R0LD w"N- GABRST101014 for gable wind bracing requirements. Renews 813 012 01 9 **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)357-2118 Ext bracing per BCSI.Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing ins'alled per BCSI sections B3,B7 or B10, 'as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ANS 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 esstonaT 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 ANSUTPI 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:226960 T7 GABL Ply: 1 Job Number: 0119189 Gust:R7175 JRef: 1W1871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1606.42643 Truss Label: DGE JAK / GWH 01/31/2019 51" 102" 153" I 204" I 255" 306" 51" 51" 51" 51" 61" 51" I-2'8"- I 111" 1 1401 1114X5 (TYP) N ij I 123X5 '3X5 T 4 F I`riot , "_ N V o W B Ifri I 1I� 1 w2 !� w5 W6 w _ •BS i Z T- A _ 1 m -d - a a !40° ' 5 ti - 08 z AA 3X5(81) -3X5 =5X5 -3X7 =3X5 AE AD m3X5(81) i 30'6" 1 is I 7'7"8 I 7'7"8 I 7'7"8 I- 77"81 16 778 163' 22'10"8 30'6" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs),or"=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.046 AJ 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.127 AJ 999 240 B* 161 /- /- /57 /8 /5 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.008 P - - Z* 260 /- /- /93 /14 /- EXP:B Kzt:NA HORZ TL:-0.022 P - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:20.79 ft ( ) NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 B Brg Width=153 Min Req=- TCDL:6.0 psf Z Brg Width=71.5 Min Req=- Soffit: 2.00 BCDL:4.2sf Bldg Code: IRC 2012 Max TC CSI: 0.351 P Bearings B&AE are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.406 Spacing:24.0" C&C Dist a:3.05 ft Rep Fac:Varies by Ld Case Max Web CSI:0.665 Members not listed have forces less than 375# 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 J-N 229 -562 R-U 154 -515 Lumber N-R 219 -626 U-V 103 -430 Top chord 2x4 HF#2 (S)2x4 x 6'0"HF#2 or better field applied 2x4 HF#2 scab required to allow notches 1.5"deep.Align Maximum Bot Chord Forces Per Ply(lbs) Tot chord :W1,W3,W4,W6 2x4 HF Std/Stud: scab 1.5"below top edge and attach to one Chords Tens.Comp. Webs oHF H face of truss with 10d nails(0.128"x3")at 6"o/c. W5,W7 2x4 HF#2: AL-AF 780 -77 Brace all exposed vertical surfaces for lateral Plating Notes wind forces.Anchor the perimeter of exposed All plates are 1.5X4 except as noted. vertical surfaces.All diaphragms,braces,and con- Maximum Web Forces Per Ply(lbs) nections shall be designed by the engineer of record. Webs Tens.Comp. Webs Tens. Comp. Loading AR-J 117 -591 R-AF 98 -587 Truss designed to support 1-0-0 top chord outlookers J-AL 583 -90 AF-V 763 -116 and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched Maximum Gable Forces Per Ply(lbs) 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 Gables Tens.Comp. Gables Tens. Comp. other lumber defects allowed within 12"of notches. BS-AE 112 -583 AD-W 80 -460 Do not notch at plates,or in overhang or heel(first)panels. U-BS 79 -409 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. #e Cr PROp ` Wind y� GINF We Wind loads based on MWFRS with additional C&C F. 2 16 member design. 19575 Additional Notes /I i /r Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require I 1/2119 reinforcement at 70%of the length tabulated for 2X4 0 OREGON studs of the same grade. „ o See DWGS A12030ENC101014,GBLLETIN1014,& 9 en.20,190 GABRST101014 for gable wind bracing ROL D W.161' requirements. 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.Box468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component 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 for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3,B7 or B10, as applicable. AppTy plates to each face of truss and position as shown above and on the JoinftDetails, unless noted otherwise. Defer to ALPINE L 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 Mfr MN COMPANY truss in conformance with ANSIITPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of Droressronal engineering responsibility solely for the design shown. The suit-ability 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 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:226965 T8 COMN Ply: 3 Job Number: 0119189 Cust:R7175 JRef:1WI871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1607.30117 Truss Label: DG JAK / GWH 01/31/2019 1 5 5 , 3 Complete Trusses Required 4'9"9 876 11'9"3 15'3" , 18'8"13 , 22'2"10 , 2581 , 30'6" 4'9"9 3'5"13 3'5"13 3'5"13 3'5"13 3'5"13 3'5"13 4'9"9 I115X7 E -r 12 -„,s-51101 a 5X5f 18] 4 L- F 4X5[81 1� 4X51201 i.- 3X5 it i'-'-3X5 `n B H S =4X1A 68R) "� �" =4X16(B8R) re W Ift� R'kl Q P 0 N M L K J 1112X4[5] =4X5[7] w5X51911118X8 w5X5[19] m4X5[21] 1112X4[231 HD508 1 30'6" 1 4'9"9 3713 3513 3'5"13 3'5"13 3'5"13 3'5"13 4'9"9 4'9"9 I- 8'3"6 11'9"3 I 15'3" I 18'8"13 I 22'2"10 I 25'8"7 30'6" 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): 0.470 L 771 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.940 L 385 240 R 11328/- /- /- /592 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.101 J - - I 12554/- /- /- /656 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:20.87 ft HORZ(TL ) 0.203 J - - Wind reactions based on MWFRS NCBCLL:0.00 Code I Misc Criteria Creep Factor:1.5 R Brg Width=5.5 Min Req=4.0 TCDL:6.0 psf I Brg Width=5.5 Min Req=4.5 Soffit: 2.00 BCDL:4.2sf Bldg Code: IRC 2012 Max TC CSI: 0.878 p TPI Std:2007 Max BC CSI: 0.774 Bearings R&I are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 Spacing:24.0" CSC Dist a:3.05 ft Rep Fac:Yes Max Web CSI: 0.902 Members not listed have forces less than 375# 0/4 0 Maximum Top Chord Forces Per Ply(lbs) FT/RT:2 Loc.from endwall:Any ( ) ( ) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver:16.01.000.0327.15 A-B 485-9281 E-F 327 -6218 Lumber Wind B-C 461 -8793 F-G 398 -7555 C-D 397-7549 G-H 464 -8811 Top chord 2x4 DF-L#1&Bet. Wind loads and reactions based on MWFRS. D-E 327 -6218 H-I 492 -9343 Bot chord 2x6 DF-L 2400f-2.0E Webs 2x4 HF Std/Stud:W7 2x4 HF#2: :Rt Wedge 2x4 HF Std/Stud: Maximum Bot Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. Nailnote A-Q 8765 -456 M-L 7044 -370 Nail Schedule:0.120"x3",min.nails Q-P 8742 -456 L-K 8257 -433 Top Chord:1 Row @12.00"o.c. P-O 8240 -431 K-J 8800 -462 Bot Chord:2 Rows @ 3.00"o.c.(Each Row) Webs :1 Row @ 4"o.c. O-N 7039 -369 J-I 8824 -463 Repeat nailing as each layer is applied.Use equal N-M 7039 -369 spacing between rows and stagger nails in each row to avoid splitting. Maximum Web Forces Per Ply(lbs) Special Loads Webs Tens.Comp. Webs Tens. Comp. -----(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) Q-B 399 -30 M-F 95 -1795 TC:From 71 plf at 0.00 to 71 plf at 30.50 B-P 23 -452 F-L 1770 -82 BC:From 7 plf at 0.00 to 7 plf at 30.50 P-C 1239 -54 L-G 79 -1487 BC:1399 lb Conc.Load at 2.06,4.06 C-0 77-1473 G-K 1254 -56 BC:1439 lb Conc.Load at 6.06,8.06,10.06,12.06 �Q"��QROF�s O-D 1762 -81 K-H 28 -498 14.06,16.06,18.06,20.06,22.06,24.06,26.06,28.06 �'� ( sj D-M 94-1787 H-J 431 -30 30.06 r" N Fc--, Oy E-M 3783 -188 Plate Shift Table 19575 r JT Plate Chord JT Plate Chord A No Size Shift Bite No Size Shift Bite /- i [5] W2X4 S 2.25 [7] W4X5 3.50 R 2.50 1 1/2119 [8] W4X5 S 1.25 [9] W5X5 3.25 R 1.75 OREGON [10] W5X5 3.50 L 1.25 [18] W5X5 3.50 R 1.25 0 r/ [19] W5X5 3.25 L 1.75 [20] W4X5 S 1.25 "9A"on 20i9pb "f [21] W4X5 3.50 L 2.50 [23] W2X4 S 2.25 'TOC 1 .N� 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.Box468 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 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 Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ANI T,,ro,,,P,,,r, truss in conformance with ANSIITPI 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 suability 8801 Folsom Suite 10 and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 01amento Blvd.,C95Sui 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:226970 T13 GABL Ply: 1 Job Number: 0119189 Cust:R7175 JRef: 1WI871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1610.40000 Truss Label: GGE JAK / GWH 01/31/2019 F 8' I_ 16' H 8' 8' H 1,4„- -4X5 (TYP)4 12 � a T �3X5 F . •� �3X5 • Co �I 1 r M i0 I M B r N 1 A SCI • • CAdralli • :'G� o 3X5(B1) w 3X5 w 3X5 =3X5(81) 57"12 * 10'9"4 -i 16' H 1'6"_ I_ 16' I 1'6"-H Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.152 J 837 360 Loc R+ /R- /Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.360 J 354 240 B 894 /- /- /331 /76 /73 BCDL: 7.00 Risk Category:11 Snow Duration:1.15 HORZ(LL):-0.029 J - - W 640 /- /- /216 /26 /- EXP:B Kzt:NA HORZ TL:-0.069 J - - N 1163 /- /- /441 /85 /- Des Ld: 42.00 Mean Height:15.00 ft ( ) NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS TCDL:6.0 psf B BrgWidth=3.5 Min Req1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.656 = TPI Std: 2007 Max BC CSI: 0.823 W Brg Width=5.5 Min Req= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 N Brg Width=5.5 Min Req= 1.9 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.132 Bearings B,W,&N 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 B-E 338-1133 H-K 402 -1335 Top chord 2x4 DF-L#1&Bet. E-F 372-1158 K-N 459 -1780 Bot chord 2x4 HF#1&Bet. F-H 429-1224 Webs 2x3 HF#2 Plating Notes Maximum Bot Chord Forces Per Ply(lbs) All plates are 1.5X4 except as noted. Chords Tens.Comp. Chords Tens. Comp. B-W 1013 -206 S-N 1603 -354 Loading W-S 1142 -231 Truss designed to support 1-6-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord must not be Maximum Web Forces Per Ply(lbs) cut or notched,unless specified otherwise. Webs Tens.Comp. Bottom chord checked for 10.00 psf non-concurrent S-K 195 -728 bottom chord live load applied per IRC-12 section 301.5. Maximum Gable Forces Per Ply(lbs) Wind Gables Tens.Comp. Wind loads based on MWFRS with additional C&C ��sEQ PRopt,‘34../ W-F 132 -390 member design. Additional Notes y N E� G 1 0 Provide lateral wind bracing per Alpine wind bracing 19575 �� 9 details or per engineer of record.2X3 studs require %r reinforcement at 70%of the length tabulated for 2X4 /APIi studs of the same grade. See DWGS A12015ENC101014,GBLLETIN1014,& 1 1/2119 GABRST101014 for gable wind bracing requirements. G") "Ilk 20,f900 OC D vv.V 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,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 olherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling. Locations shown for p ermanent lateral restraint of webs shall have bracing insalled per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to A LPI N E drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ANriV,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 processional engineering responsibility solely for the design shown. The suit-ability 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:wwsbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 w. SEAN:226972 T16 COMN Ply: 1 Job Number: 0119189 Dust:R7175 JRef:1WI871750016 FROM:BB Qty: 2 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1610.56303 Truss Label: G JAK / GWH 01/31/2019 F 8' �_ 16' F 8' 8' 4X5 C 12 -1-: 4 ... ,_N (7 l() l A B D M 5 ♦ E 3X5(81) i 1.5X4 1.5X4 =3X5(B1) r 52"12 * 10'9"4 H 1'6"- 1- 5'2"12 I 5'6°8 �_ 5'2°12 I 1'6"-1 5'2"12 10'9"4 16' 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 Or Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.012 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.029 F 999 240 B 685 /- /- /243 /37 /48 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.011 G - - G 311 /- /- /184 /- /- EXP:B Kzt:NA HORZ TL:0.027 G - - D 728 /- /- /301 /17 /- Des Ld: 42.00 Mean Height:15.00 ft ( ) NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS TCDL:6.0 psf B Brg Width=3.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2sf Bldg Code: IRC 2012 Max TC CSI: 0.958 p G 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: 0.531 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.121 D Brg Width=5.5 Min Req= 1.5 Bearings B,G,&D area 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 B-C 328 -807 C-D 298 -940 Top chord 2x4 HF#1&Bet. Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud Maximum Bot Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. Loading B-G 658 -219 F-D 796 -175 Bottom chord checked for 10.00 psf non-concurrent G-F 703 -190 bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. PO PROR 4'1s Fss 0p �G%NEtc /O 41 Z 19575 7 rr 1 1/2119 OREGON 9,Q 01_20,194°��; 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,installing.and bracing. Refer to and follow the latest edition of BCSI(Building C3) OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (5003)357 US 357-2116 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 bracingq 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. 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 AN nW COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro essrona 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 ANSIRPI 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:226975 T24 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1 WI871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1611.56307 Truss Label: G1 JAK / GWH 01/31/2019 F 75"8 + 15'5"8 H 7'5"8 8' 4X5 12 B 4ipiP.-- ^ T N A C `3 83 _ & v D } 1 F E 1114X8(G1) 1.5X4 1.5X4 =3X5(61) r 4'8"4 1 10'9"4 i H 4'8"4 I 5'6"8 I 5712 -I 1'6"--I4'8"4 10'2"12 15'5"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): 0.012 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BOLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.029 E 999 240 A 567 I- I- /177 /34 /40 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.013 F - - F 302 /- I- /180 /- /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:15.00 ft HORZ(TL ) 0.031 F - - C 733 I- I- /300 /17 /- NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS TCDL:6.0 psf A Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2sf Bldg Code: IRC 2012 Max TC CSI: 0.959 P F 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: 0.625 C Brg Width=5.5 Min Req= 1.5 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI:0.121 Bearings A,F,&C 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:16.01.0OC.0327.15 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 418 -836 B-C 337 -952 Top chord 2x4 HF#1&Bet. Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud Maximum Bot Chord Forces Per Ply(lbs) :Lt Stub Wedge 2x4 HF Std/Stud: Chords Tens.Comp. Chords Tens. Comp. Loading A-F 682 -297 E-C 807 -235 F-E 716 -242 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 4'`s ROpSSS � G1NF � s., O 19575.�� 9 r �1 all i t, 1/2119 OREGON 9ROLD W. Renews 813012019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box 468 Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CO3)357-2118US OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503) Ext bracing per BCSI.Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord all have a properly attached rigid ceiling. Locations shown for shall lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Applates to each face ofptruss and position as shown above and on the JoinrDetails, 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 M1 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-fessionaT engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinsl.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEQN:226979 T23 COMN Ply: 1 Job Number: 0119189 Oust:R7175 JRef: 1W1871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1613.41930 Truss Label: G2 JAK / GWH 01/31/2019 6'11"8 14'11"8 H 6'11"8 I 8' 12 =4XX5 4 V T PI N ,— ,— En M A iO co 0"3 e I 1 116X8 G1 F ' . E ( ) 11.5X4 1.5X4 =3X5(B1) I- 4'2"4 1 10'9"4 1 I4,2"4I 5'6"8 I 512 1'6"--I4'2"4 9'8"12 14'11"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: W.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.011 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.028 E 999 240 A 563 I- /- /173 /31 /39 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.011 F - - F 293 /- I- /187 /- /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.027 F - - C 712 /- /- /294 /15 /- Mean Height:15.00 ft Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 TCDL:6.0 psf A BrgWidth=- Min =- Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.954 Req= Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.530 F Brg Width=5.5 Min Req= 1.5 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.125 C Brg Width=5.5 Min Req= 1.5 Bearings F&C are a rigid surface. Loc.from endwall:AnyFTIRT:2(0)l4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(lbs) Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 364 -760 B-C 318 -901 Top chord 2x4 HF#1&Bet. Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud Maximum Bot Chord Forces Per Ply(lbs) :Lt Stub Wedge 2x6 HF#2: Chords Tens.Comp. Chords Tens. Comp. Loading A-F 617 -243 E-C 759 -216 F-E 654 -218 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. W,, PRop / G%N F � ,e? O 19575 �41 1-7 Si, I. 1/2119 OREGON 9�0I.. flab N�� 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,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building 003)357 US OR 07113 Component Safety Information,by TPI and SBCA)fo'r safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for ermanent lateral restraint of webs shall have bracin ins lied per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face ofptruss and position as shown above and on the JointtDetails, 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 rTW COMPANY truss in conformance with ANSIITPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover e listing this drawing,indicates acceptance of propag essional 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.org;SBCA:www.sbcindustSacramento,CA 95826 ry.com;ICC: www.iccsafe.orq SEQN:226981 T22 COMN Ply: 1 Job Number: 0119189 Gust:R7175 JRef:1 WI871750016 FROM:BB Qty: 2 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1613.53223 Truss Label: G3 JAK / GWH 01/31/2019 1'6" 9'6" 1'6" 8' 12 4 V xt 6X6(R1) AIII3X5 r 111 il I _ N in i= 1IH D i G F -1-- 1111.5X4[4] 3X5 3X5(B1) 1 9'6" 1 1'6" 8' 1,6„ I 9,6„ 1'6" 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): 0.009 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.018 F 999 240 H 399 /- /- /174 /1 /44 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.017 F - - D 559 /- I- /255 /- /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL:-0.033 F - - Wind reactions based on MWFRS ( ) Mean Height:15.00 ft Code/Misc Criteria Creep Factor:1.5 H Brg Width=- Min Req=- NCBCLL:10.00 TCDL:6.0 psf D Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2sf Bldg Code: IRC 2012 Max TC CSI: 0.862 P Bearing D is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.468 RepFac:Yes Max Web CSI:0.359 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 C-D 117 -463 Lumber Top chord 2x4 HF#2 Maximum Web Forces Per Ply(lbs) Bot chord 2x4 HF#2 Webs Tens.Comp. Webs Tens. Comp. Webs 2x4 HF Std/Stud B-G 198 -496 F-C 254 -422 B-F 705 -267 Plate Shift Table JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [4] 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. Left end vertical not exposed to wind pressure. ��EkE°PROFS O�� �C,IN EF /OI. Z 19575 'LI', /- moi 1. 1/2119 OREGON 9-OCD,W. Renews13/30/2019 "'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)357US OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracingper BCSI.Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachd rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. AppTy plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW 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 pro7essional engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEAN:226999 T5 GABL Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1W1871750016 FROM:BB Oty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1615.45757 Truss Label: CGE JAK / GWH 01/31/2019 64" I 128 H 6'4" 6'4" I- 3'8" 1-1'4"H (TYP) 4X5 12 E T 4 VT C r � G r` N B M H EN 3X5(B1) N J =3X5(B1) f- 12'8" H H1'6" I_ 128 1'6"—1 12'8" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs),or*=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.001 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.002 G 999 240 B* 158 /- /- /40 /5 /3 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.000 N - - Wind reactions based on MWFRS EXP:B Kzt:NA HORZ TL:0.001 N - - B Br Width=152 Min Des Ld: 42.00 Mean Height:19.31 ft ( ) 9 Req NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 Bearing B is a rigid surface. TCDL:6.0 psf Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.371 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist 0 to h/2 TPI Std:2007 Max BC CSI: 0.072 Maximum Gable Forces Per Ply(lbs) Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.030 Gables Tens.Comp. Gables Tens. Comp. Loc.from endwall:Any FT/RT:2(0)/4(0) C-N 92 -394 J-G 92 -394 GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 1.5X4 except as noted. Loading 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 I member design. Additional Notes Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require CEO PROF reinforcement at 70%of the length tabulated for 2X4 4' Ss, studs of the same grade. �.5 ,G1NEF O,, See DWGS A12030ENC101014,GBLLETIN1014,& 19575 9 GABRST101014 for gable wind bracing r requirements. / Top chord may be notched a- /'.. 1.5"deep x 3.5"wide periodically along top edge,only in the 1, 1/2119 area above the let-in studs.DO NOT OVERCUT.No knots or OREGON J other lumber defects allowed within 12"of notches. GI Do not notch at plates,or in overhang or heel(first)panels. I 4/ 20,19"b 'i "-°LD W•N � 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.Box468 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)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for(permanent 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 JointDetails, unless noted otherwise. Defer to A ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN ITW 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 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 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:3965 T15 GABL Ply: 1 Job Number: 0119189 Cust:R7175 JRef: 1W1871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1617.03143 Truss Label: FGE / GWH 01/31/2019 5'6" I 11' 5'6" 5'6" I--2'10" -f 1'4"H (TYP) =4X5 12 E 4 V pm T NI B IllIIIIIi , H (V A _ I I 3X5(B1) 1) I- 11' I 11' H 1,6„ I 11' I 1'6"H Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs),or*=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.001 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.001 E 999 240 B* 154 I- /- /54 /37 /5 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 N - - Wind reactions based on MWFRS EXP:B Kzt:NA Des Ld: 42.00 Mean Height:15.00 ft HORZ(TL): 0.001 J - - B Brg Width=132 Min Req=- NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:1.5 Bearing B is a rigid surface. TCDL:6.0 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.351 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.037 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.027 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.00.1016.20 Lumber Top chord may be notched 1.5"deep x 3.5"wide Top chord 2x4 HF#2 periodically along top edge,only in the area above Bot chord 2x4 HF#2 the let-in studs.DO NOT OVERCUT.No knots or Webs 2x3 HF#2 other lumber defects allowed within 12"of notches. i Do not notch in marked NNL lengths,at plates, Plating Notes or in overhang or heel(first)panels. All plates are 1.5X4 except as noted. Loading Truss designed to support 1-6-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord must not be cut or notched,unless specified otherwise. Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. ��,ecoPROFS Gable Studs Provide lateral wind bracing per Alpine wind bracing ��, .GINS . ,OZ details or per engineer of record.2X3 studs require 19575oP y reinforcement at 70%of the length tabulated for 2X4 c studs of the same grade. 'r /- i /� Additional Notes 1 1/2119 See DWGS A12015ENC101014,GBLLETIN1014,& OREGON GABRST101014 for gable wind bracing and other 0 v requirements. .9 947 20,194a_ e ROL 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.Box468 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted 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 bracinginstalled per BCSI sections B3,B7 or B10, as applicable. Aplates to each face of truss and position as shown above and on the Joinf(Details, unless noted otherwise. Defer 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 RW 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 prooessronaT engineering responsibility solely for the design shown. The suitabilityg and use of this drawing for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2. 8801 Folsom Blvd,Suite 107 For more information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA: www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEQN:226983 T9 GABL Ply: 1 Job Number: 0119189 Gust:R7175 JRef: 1WI871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1617.38400 Truss Label: HGE JAK / GWH 01/31/2019 E- 3' 6' H 3' 3' 12 =4X5 4 L- C TT BD 1 A _ E 111.5X4 F 6' H H- 1'6„ I- 3' I- 6 1'6„ Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs),or'=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.000 C 999 360 Loc R+ /R- /Rh /Rw /U /RL BOLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.001 C 999 240 B* 186 /- /- /47 /1 /4 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.000 F - - Wind reactions based on MWFRS EXP:B Kzt:NA HORZ TL:0.001 F - - B Br Width=72.0 Min Des Ld: 42.00 Mean Height:15.00 ft ( ) 9 Req 9 Code/Misc Criteria CreepFactor:1.5 Bearing B is a rigid surface. NCBCLL:10.00 TCDL:6.0 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.396 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.061 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.024 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.0OC.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 3X5(B1)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 E�pR�F details or per engineer of record.2X3 studs require Q F tb reinforcement at 70%of the length tabulated for 2X4 C9y'� G N E it studs of the same grade. , �` See DWGS A12015ENC101014,GBLLETIN1014,& 19575 7 GABRST101014 for gable wind bracing %r requirements. elli Special loads 11/2119 ----(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) OREGON TC:From 115 plf at -1.50 to 115 plf at 7.50 TC:From 2 plf at 0.00 to 7 plf at 6.00 '9 •'.20,1gg BC:From 7 plf at 0.00 to 7 plf at 6.00 -1OL D W N"16, BC:From 4 plf at 6.00 to 4 plf at 7.50 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.Box488 Trusses require extreme care in fabricatinghandling,shipping,installin and bracing. Refer to and follow the latest edition of BCSI(BuildingCO3)357 US OR 97113 Component Safety Information,byTPI anSBCA fsafety installing ' performing g providep (503)357-2118 Ext Component d ) f ty practices nor to erformin these functions. Installers shall temporary bracing per BCSI.Unless noted olherwise,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 bracingg insalled per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 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 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 essronal 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 ANSIRPI 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.org Sacramento,CA 95826 SEQN:226985 T17 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef: 1W1871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1618.03767 Truss Label: HG JAK / GWH 01/31/2019 3' I- 6 -i 3' 3' 12 4 4X5 B io q _aiggiggllIllallhihhh.n C l III 1.5X4 3X5(81) =3X5(81) 6' 3' 3' - 3' I 6' H Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl LI# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.012 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.024 D 999 240 A 401 /- /- I- /6 I- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.004 D - - C 408 /- I- I- l6 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:15.00 ft HORZ(TL):0.007 D - - Wind reactions based on MWFRS NCBCLL:10.00 Code f Misc Criteria Creep Factor:1.5 A Brg Width=5.5 Min Req= 1.5 TCDL:6.0 psf C BrgWidth=5.5 Min Req1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.127 = Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.313 Bearings A&C are a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.110 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:2(0)/4(0) Maximum Top Chord Forces Per Ply(lbs) GCpi:0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 A-B 7 -630 B-C 7 -630 Lumber Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 HF Std/Stud A-D 563 -3 D-C 563 -3 Special Loads (Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 71 plf at 0.00 to 71 plf at 6.00 BC:From 7 plf at 0.00 to 7 plf at 6.00 BC: 170 lb Conc.Load at 2.06,4.06 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. PRO � �EQ F GINE �O O 19575 y • r /- i 1. 1/2119 OREGON 1,0`+n.20.19ob (`I 0LD W*1� 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.Box468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have brac!nq installed per BCSI sections B3,B7 or B10, /116 as applicable. Applplates to each face of truss and position as shown above and on the JointtDetails, unless noted otherwise. Refer to ,4LPINE 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 N,MN ODM truss in conformance with ANSI/TPI PI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of proTesslonat engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 SEQN:226987 T12 GABL Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1WI871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1618.21823 Truss Label: IGE JAK / GWH 01/31/2019 2'8" 3'10"8 2,8" 1,2°8 H 12 4 - C i l ill T co =11. 1 r11 111 ' D w3X5(61) H 3'10"8 1 2'8" _ 1,2"8 2'8" I 3'10"8 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSl 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):-0.001 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.001 E 999 240 A* 128 /- /- /53 /57 /27 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.002 B - - Wind reactions based on MWFRS EXP:B Kzt:NA HORZ TL:-0.003 B - - A Br Width=46.5 Min Des Ld: 42.00 ( ) 9 Req Mean Height:15.00 ft Code/Misc Criteria CreepFactor:1.5 Bearing A is a rigid surface. NCBCLL:10.00 TCDL:6.0 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.143 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.055 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.047 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.0OC.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-6-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep X 3.5" periodically along top edge.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches.Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. 140 PROP Wind •& I.% Wind loads based on MWFRS with additional C&C %.�0 i0 NE OZ member design. 19575 7r Additional Notes /t Provide lateral wind bracing per Alpine wind bracing /' details or per engineer of record.2X3 studs require I 1/2119 reinforcement at 70%of the length tabulated for 2X4 OREGON studs of the same grade. GI v See DWGS A12015ENC101014,GBLLETIN1014,& •9-Fn bbn•20,19 f GABRST101014 for gable wind bracing OC D W.�� requirements. 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.0.Box 468 Trusses require extreme care in fabricating,handling,shipping,installin and bracing. Refer to and follow the latest edition of BCSI(BuildingCO3)357 US OR 07113 d safety9. (503)357-2116 Ext ComponentSafety Information,byTPI an SBCA)for 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 bracingc]installed per BCSI sections B3,B7,_or B10, C as applicable. AppTy plates to each face oftrussand position as shown above and on the JoinfDetails, unless noted otherwise. Refer to ALP NI C 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 RW COMPANY truss in conformance with ANSIITPI 1,or for handling,shipping,installation and braci ng of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of professional engineering responsibility solely for the design shown. The suitability 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 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:226989 T11 MONO Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1W1871750016 FROM:BB Qty: 2 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1617.52357 Truss Label: I JAK / GWH 01/31/2019 4 12 1111.5X84 D 90 A I:5)1 1111‘1101111 1 3X5(B1) C III 1.5X4 i 3'10"8 - 1 3'10"8 3'1 0"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 A 170 /- /- /81 /- /21 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.003 C - - C 159 /- /- /78 /3 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.006 C - - Wind reactions based on MWFRS Mean Height:15.00 ft A Br Width=- Min NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 9 Req=- TCDL:6.0 psf C Br Width=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.230 9 Req= Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.113 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.176 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud 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. PROF AeltE0 ESS O GiNF �O 19575.�� y Si r /' i V 1/2119 OREGON 9-1OL 1141.20, % W. ' 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 fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CO3)357US 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 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 bracin installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face or truss and position as shown above and on the JointrDetails, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. ALPINE' Ivvllllll 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 m4 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 essronar engineering responsibility solely for the design shown. The suitabilityg 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:226991 T14 MONO Ply: 1 Job Number: 0119189 Gust:R7175 JRef: 1W1871 75001 6 FROM:BB Qty: 4 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1618.27260 Truss Label: J JAK / GWH 01/31/2019 III 1.5X04 12 4 0 B b" A ' J 1N ►� D III 1.5X4 3X5(81) I- 4' 4' H- 1'6" 4- H 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 Pt 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 316 /- /- /155 /1 /30 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.001 D - - D 137 /- /- /67 /2 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Hei ht:15.00 ft HORZ(TL ) 0.002 D - - Wind reactions based on MWFRS g Code/Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req= 1.5 NCBCLL:10.00 TCDL:6.0 psf D Brg Width=- Min Req=- Soffit: 2.00 BCDL:4.2sf Bldg Code: IRC 2012 Max TC CSI: 0.204 P Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.108 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.134 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:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. PROpSSS 4".- s� GINI� 1O 0 19575 '�' v eA01Ik -- %r 1, 1/2119 OREGON 9ROLD 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,handlin shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building 003)357 US OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted oyherwise,top chord shall have properly attached structural 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 JoinfDetails, 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 ANrw 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 suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' For more information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.corn;ICC: www.iccsafe.org Sacramento,CA 95826 SEQN:226993 T3 MONO Ply: 1 Job Number: 0119189 Dust:R7175 JRef: 1WI871750016 FROM:BB Qty: 6 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1618.44523 Truss Label: K JAK / GWH 01/31/2019 12 1111.5X4 4 C N SIA J i D 1111.5X4 3X5(B1) i 2' 1'6" H 2' 2' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI 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/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 259 I- /- /128 /14 /19 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 D - - D 32 I- /- /28 /3 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):-0.001 D - - Wind reactions based on MWFRS Mean Height:15.00 ft B Br Width=5.5 Min Req1.5 NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 9 = TCDL:6.0 psf D Br Width=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.204 9 Req= Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.029 Bearing B is a rigid surface. RepFac:Yes Max Web CSI:0.017 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) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud 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 4'1s ROFSSS cp aGthle , 'OZ 4.19575 9 Or /' i I. 1/2119 OREGON 0 o9-O , �.`DW � 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.Box468 Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building CO3) US OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the JoinftDetails, 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 AN ITW m ,n. MP, truss in conformance with ANSUTPI 1,or for handling,shipping,installation and braci ,, ng of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of pro7essronal 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 ANSIfTPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- 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;CC: www.iccsafe.orq Sacramento,CA 95826 Gable Stud Reinforcement Detail ASCE 7-101 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 , Or. 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or' 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4Brace (1) 1x4 'L' Brace NI (1) 2x4 'L' Brace 31 (2) 2x4 'L' Brace 55 <1) 2x6 'L' Brace ll <2) 2x6 'L' Brace Nal 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 Ai S Spruce-Pine-Fir Hem-Fir SPF #1 / #2 4' 7' 7' 10' 4' 4' 7' 2' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' ill / *2 Standard *2 Stud r #3 7' 8' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' *3 Stud N3 Standard CD O L� Stud 4' 4' 7' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' HF 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 !sinews* 01 #1 4' 10' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' k3 k3 J SP #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Stud Stud 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 i (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' 1 Standard 4' 4' 5' 9' 6' 1' 7' 7' 8' 2' 10' 4' 11' 1' 11' 11' 12' 10' 14' 0' 14' 0' Group B: 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 S P F #3 5' 0' 8' 10' 9' 3' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' 4t1 & Btr Y HF Stud 5' 0' 8' 9' 9' 2' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' N1 • o Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Dou•las Fh-Larch Southern Pine #1 5' 6' 9' 1' 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' ® lam SP #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' 0 *2 #3 5' 1' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRH (Stress-Rated Board). a) D P L Stud 5' 0' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' ewilFor 1x4 So. Pine use only Industrial 55 or Standard 5' 0' 7' 0' 7' 5' 9' 4' 10' 0' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards. Group B #1 / #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values 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: 0 l'- HF Stud 5' 6' 9' 8' 10' 1' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion Is L/240. o rl r 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 k. SP #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load from 4' 0' outlookers #3 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. N DPL Stud 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 6' 8' 1' 8' 7' 10' 9' 11' 6' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Symm r Attach 'L' braces with 10d (0.128'x3.0' min) nails. Abouts fr ITI I 2 )1E For (1) 'L' brace. space nails at 2' o.c. - In 18' end zones and 4' o.c. between zones. E � 11. 31E11EFor (2) 'L' braces space Halls at 3' o.c. Diagonal brace option. I e In 18' end zones and 6' o.c. between zones. vertical length may be n doubled when diagonal IS' 'L' bracing must be n minimum of 80% of web brace is used. Connect L r ; ;) member length. diagonal brace for 385* I 111* 'L' at each end Max web Brace 4;� Gable Vertical Plate Sizes total length Is 14'. �-� NE* Vertical Length No Splice 2x4 DF-L #2 or a Less than 4' 0' 1X4 or 2X3 better diagonal Greater than 4' 0', but 2X4 LT- less than 11' 6' bracer single e Vertical length shown 18' NE n Greater than 11' 6' 3X4 In table above. 45' or double cut 4 L + Refer to common truss des n for <asshown> atl- -f1 n I1 n fl 11 1 �7 f1 H s.upper end. 0 u U 0 r� t_t L ■■ 1,1 LI peak, splice, and heel plates. lig IN / / / / /ontinuous Beari1• E:, 'R R. / / / Refer to the Building Designer for conditions Connect diagona at ,p� not addressed by this detail. midpoint of vertical web. ' Refer to chart above for ,•�1-` - 30'di gth. sVAW11N[ia READ AND FTLLOW ALL NEM ON THIS BRAWDx3 C/ �,,4 F� REF ASCE7-10-GAB12030 AwlINPIIRTANTWe FURNISH THIS MAUVE TO ALL CONTRACTORS ICLUDIN6 THE INSTALLERS. 19576 Trusses require sob-.me care In fabrioatkng handling,shipping,installing and bracing Refer to and , t' DATE 10/01/14 follow the latest edition of BCSI ,.fit(Building Component Safety Information,by WI aynd BCA,for safety l practices cnoted ootherwisior to�e,top chord these `tions. Installers shall have properly attached provide tructral sheathingadngndbottom r SL chord • shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs �I �� / DRWG A12030ENC101014 shall have bracing mah*per SCSI and on th, or Det s,unless oe. Applyt plates to each face * �� Q of truss and cingpositioninas sheen above and on the Joint 310,as unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. GI Alpine,a division of ITM Bulking Components Group Inc shall not be responsible for any deviation from AN RWCOMPANy this drawing,any falure to build the truss in conformance with ANSI/TPI L or for handling,shipping, '9 `n.20,'194b_.,0_ eMAX, TOT. LD, 60 PSF Installation I.bracing of trusses. Ro A seal on this drawing or cover listing this drawing,kndontes acceptance of professional L o w for ani y Xu'cture lintNyrespons6Yty of the Dadra Desbner per ANSI/TPI 1 Seca �'dng 13389 Lakefront Drive For more information see this Job's general notes page and these web sites. Renews 6130/2019 ' Earth cuy,MO 63045 ALPINE.www.atpineite.coni TPI.ses.tphst.orgl MDCN www.sbcidustry.orgl ICC.www)ccsafe.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. 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' ac. 1 I z r— 1 1 r•, 2X4 Blocking nailed to 45° sheathing and 4111 each truss A H ®_®_®_® ® _ `1�. . .........2X4 DF-L #2 H/2 or better diagonal brace. Attach each endf or 560#, iiiiiAk ,.Til\ k i i u■ imm■mmt.••.■ mi■imm. ■ ■ ontinuous Bearing — 2x6 #2 Stiffback attached to each Stud w/ (4) 10d box or gun (0.123' X 3', min,) nails. .<0'. P��FFSS i .@PIRTNITno F1�ADMID nRAWING T`TO AU-CL NOTES mRS uCLUDING,`tO1E INSTALLERS. if -�t.NG 575 F-Q �7 REF GE WHALER Trusses require extreme care h fabricating,handling,shipping,Installing and bracing. Refer to and • prfoactices the latest!aeon of BCSI these Component Safety all by TPI and racing for BCE. �r DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary�bradnp per BCSL Unless noted otherwise,top chord shall have properly attached structural sheathsrhp and bottom chord DRWG GABRST101014 ti shall have a properly attached rigid ceiling. Lacatloro shown for permanent lateral restraint of webs eI '� A(� O^ n, shall have bracing installed per 8061 sections 83,eT or 310,as applicable. Apply plates to each face 1111 \VIIII�� of truss and position as shown above and on the Joint Details,unless noted otherwise. 0 /31/2019 Refer to drawings i60A-z for standard plate positions. OREGON Alpine,a division of ITV Building Components Group Inc shall not be responsible for any deviation from ANTTWCOMPANY this drawing,any failure to bind the truss in conformance with ANSI/TPI 1,or for handling,sh,p:ng, • tn"4n.20,ij MAX, TOT, LD. 60 PSF installation&bracing of trusses. 'rO �! A seal on this drawing y or cover paq ldisets1phgn this drawing,indicates acceptance of prafes,lanal D W• V • 13389 Lakefront Drive ff t•T 'uCtln tale resrwarhs�ti:Put Dulling 'perANSI/TPI I Seca Earth City,MO 63045 For more infornatlon see this Job's general notes page and these rib sites Renews 6/30/2019 MAX, SPACING ALPDEh w..glpinelt.coni TPI m.tpinstorg,SBCM m.sbclndustry.org,ICCs miccsafe.org Gable Detail I ((''I;I For Let-in Verticals Gable Truss Plate Sizes About` O Refer to appropriate Alpine gable detail for Or minimum plate sizes for vertical studs. lli 1 .111, +ORefer to Engineered truss design for peak, splice, web, and heel plates. ®If gable vertical plates overlap, use a single plate that covers the total area of the overlapped plates to span the web. Ir. © © Vertical O Exnmple� 2X4LtY0 d 2X4 2X8 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing MemberMember 11111111111 © Toe-nail - Dr - End-nail O © To convert from 'L' to 'T' reinforcing members, Provide connections for uplift specified on the engineered truss design. multiply 'T' increase by length (based on appropriate Alpine gable detail). Attach each 'T' reinforcing member with End Driven Nails' Maximum allowable 'T' reinforced gable vertical 10d Common (0,148'x 3.',min) Nails at 4' o.c. plus length is 14' from top to bottom chord. (4) nails in the top and bottom chords. '7' reinforcing member material must match size, R•Id SheatMn• Toenalled Nails. specie, and grade of the 'L' reinforcing member. lOd Common (0,148'x3',min) Toenails at 4' o.c. plus Web Length Increase w/ 'T' Brace �i 4 NaR �1 �1 (4) toenails in the top and bottom chords, 'T' Relnf, 'T' •T, This 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 Exampler 2x6 20 Gable 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 #3 4' O.C. A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, 'T' Reinforcing Member Size = 2x4 A18015ENCL00118, A20015ENC100118, A20015END100118, A20015PED100118, 'T' Brace Increase (From Above) = 30% = 1.30 A11530ENCI00118, A12030ENC100118, A14030ENC100118, A16030ENC100118, (1) 2x4 'L' Brace Length = 8' 7' A18030ENC100118, A20030ENC100118, A20030ENDL00118, A20030PED100118, Maximum 'T' Reinforced Gable Vertical Length SI1515ENC100118, S12015ENC100118, S14015ENC100118, 516015ENC100118, 1.30 x 8' 7' = 11' 2' S18015ENC100118, S20015ENC100118, S20015END100118, 520015PED100118, 511530ENC100118, S12030ENC100118, S14030ENC100118, 516030ENC100118, 11 4 Nail �1 i 518030ENC100118, 520030ENC100118, S20030END100118, 520030PED100118 1.4 Ceiling 1. See appropriate Alpine gable detail for maximum unrelnf�r`c���O ROA-L...Slength. ssD TAHTw�F1 snag m N ALL NOTES INN INCLUDING INSTALLERS CJ �NG'�C�'� O� REF LET-IN VERT 19575 _ Trusses require extreme care h fabricating.handling,shipping,Installing and brachia. Refer to and1 DATE 01/02/2018 /^\ follow the latest edition of SCSI(Butting Component Safety Information,by TPI and SBCAA)0 for safety %l y L Unless noteractices d otheto rwise,top chord shall have properly attached orming these functions. Installers shall structuraovide l sheathngrary aand bottom r Schord q. shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs �- DRWG GBLLETIN0118 ALPINE shall have bracing installed per SCSI sections S3,S7 or SIO,as ble. Apply plates to each face 0 /31/2019 /`�//-•iUii III�JII�\\`V'V`III of truss and position as shorn above and on the Joint Details,unless noted otherwise. v Refer to drawings 160A-z for standard plate positions. OREGON Alpine,a division of m Butting Components Group Inc.shall not be responsible for any deviation from MAX, TOT, LD, 60 PSF AN LTW COMPANY this drawing,any failure to bund the truss h conformance with ANSI/TPI 1,or for handling,slipping, 9 "an,20,1944 'f Installation I bracing of trusses. D • . A seal on this drawing ar cover listing this drawing,Indicates acceptance of professional O IN N 13723 Riverport Drive far�turetlerremar�tlri TM= hh'and u,. w�a+'w DUR. FAC, ANY Suite 200 Designer per I/TPI I Sect' Maryland Heights,M063043 for more information see this Job's general notes page and these web sitesi Renews 6/30/2019 MAX. SPACING 24.0' ALPINE.ssw.alpneltw.coml TPIm www.tphstorgl SPCA.m.sbchdustry.orgl ICC'wwwJccsafe.org Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or. 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 2x4Brace (1) 1x4 'V Brace s L'(1) 2x4 ' Brace s (2) 2x4 'V Brace ss (1) 2x6 'V Brace s (2) 2x6 'L' Brace ss Bracing Group Species and Grades. Gable Vertical No Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A. S #1 / #2 4' 10' 8' 2' 8' 6' 9' B' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Spruce-Pine-Fir Hen-Fir SPF *1 / *2 Standard *2 Stud 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 • O l_J Stud 4' 7' 7' 8' 8' 2' 9' 7' 9' 11' 11' 5' 8' 10' 9' 5' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' I l Standard 4' 7' 6' 7' 7' 0' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern Pine*** Q1 #1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' td Stud S P #2 4' 10' 8' 2' B' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' S Standard Standard d a.' D #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 B• U #1 / #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' Hem-Fir 1_, - r #3 5' 3' 9' 3' 9' 9' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' *1 6 Btr L Y i l I F Stud 5' 3' 9' 3' 9' 7' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' *1 01 O I r Standard 5' 3' 8' 1' 8' 7' 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern Plneisw #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' VD 01D F L Stud 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRB (Stress-Rated Board). sssFor 1x4 So. Pile 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 #1 / #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values may be used with these grades. d _ SPF #3 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes' L.)- 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. I Standard 5' 9' 9' 4' 9' 11' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 35 plf over x S P 0' Gable end supports 6' 4' 10' 6' 10' 10' 12' 4' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load). #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 14' 0' 14' 0' 14' 14' 0' 14' 0' 14' 0' d � 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. ri 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 10d (0.128'x3.0' min) nails. T T About it 11 i1 r RIE For (1) 'L' brace. space nails at 2' o.c. r ble Truss in 18' end zones and 4' o.c. between zones. Diagonal brace option. ��lifill% space nails at 3' o.c vertical length may be • T ; 31E31EIn (2) 'L' braces. In 18' end zones and 6' o.c. between zones. doubled when diagonal 18' )1( 94,414444p_ 'L' bracing must be a minimum of 80% of web brace is used. Connect L r member length. diagonal brace for 335# 'L' at each end. Max web Brace �'� Gable Vertical Plate Sizes total length Is 14'. K , a Vertical Length No Splice 2x4 DF-L #2 or I ititi: Less than 4' 0' 1X4 or 2X3 better diagonal r -li- Greater than 4' 0', but 2X4 Vertical length shown brace) single less than 11' 6' In table above. or double cut 18' I ;� Greater than 11' 6' 3X4 '','., 45' (ns shown) at n L. 1 1-B n �7 + Refer to common truss design for upper end U 4 LI 4 .. ll L 1 _ peak, splice, and heel plates. ontinuous BenN •/ • • R 6 Connect dlagonn at E F. Refer to the Building Designer for conditions 1 midpoint of vertical web. Refer to chart above for _ . .1-t - _ . gth. not addressed by this detail. aVARNDOss READ AND FIBAOV ALL KITES ON THIS DRAWING aDPORTANTa FURNISH THIS DRAWING TO All CONTRACTORS DCUDmG TIE DISTAL-ERS. 4 19575 '� REF ASCE7-10-GAB12015 Trusses require extreme care h Fabricating,handling,slipping,installing and bracing Refer to and follow the latest edition of*CSI<Buidg Component Safety Information,by WI and SOCA)for safety >'4•01. DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bradng per BCSL Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom Bard ,,,Z.-- ,,, w, shall have a properly attached rper igid ceiling. Locations shown for permanent lateral restraint of webs �� DRWG A12015ENC101014 ofashall and position as shown aboveI sections n*th:BJoht DDee*tails,aunnllesss�notedpoyheerrwiises to eachface I /31/2019 !/—IJ l�-t Refer to drawings I6OA-z for sta.x+ord plate positions. n OREGON Alpine,a division of ITW Building Components Group Inc shall not be responsible for any deviation from AN Il'1NCOMPANY this crowing,any failure to build the truss In conformance with ANSI/TPI L or for handling,shipping, '9 `¢n.20,199 hstallatbn I braang of trusses. (G MAX, TGT, LD. 60 PSF I A seal onthis drawing or cover page listing this drawing,Indicates acceptance of professional OLD w.N engineering respaubltlty solely farthede yawn. The suitability and Hare of this a-awhg 13389 Lake/root Drive for any structure b the respors6Bhly of n'Definer per ANSI/TPI I Sect' Earth City,MO 63045 For more information see this Job's general notes page and these web sites, Renews 6/30/2019 ALPINES wwwalpMltw.conl TPI.www.tpInstorg)SECA www.sbcindustry.orgl ICC'www.lccsafeerg MAX, SPACING 24.0' CLR Reinforcing Vemoer Suostitution 1 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, ,• ,0 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. IIIII 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 1- 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. 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()10 Scab Reinf. 1-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 II= �EO PROFS �� aVARlaiCia READ AND FOLLOW ALL a THISALL NOTES nRAVINIa C/ �G1NC QO2 TC LL PSF REF CLR Subst, ssppr yTNITbe FURNISH THIS BRAVING TO ALL co+rnAcmRS INCLUDING THE INSTALLERS. jV 19576 y Trusses require extreme care hr fabricating,handing,shipping,Installing and bracing. Refer to and a ,, follow the latest cation of KW(Building ding Component Safety Information,by TPI and MA)for safety TC DL PSF DATE 10/01/14 UUnnlersroted otherto wise,top°^performing ds shall hoespr�rrly ti attached structuralprovide p��ng and bcing°otton chora ., shall have a properly attached rigidceiling. Locations shown for permanent lateral restraint of webs '�' % BC DL PSF DRWG BRCLBSUB1014 An [^ n� shall have bracing installedperabo sections th, 7 ot Det,as unlessbl. Apply ot raise. to each face 0� '/�n�q BC LL PSF u i Uv of truss and position as sham above and on the Joint Details,winless noted otherwise. E OTV Refer to drawings 160A-Z for standard plate positions. Alpine,a division of ITV Building Components Group Inc shall not be responsible for any deviation from V' b TOT. LD, PSF AN mNCOMPr,NY this drawing,any failure to build the truss In conformance with ANSI/TPI 1,or for handling,shipping, -Y an.20,199 y Installation 6 bradng of trusses. �O`0 '�{� A seal on this drawing or cover listing this dranYnp,iddeutes acceptance of professional for mays uCw sirrj. .yrespa mrq .BIN Design Ara/WI SPF-2. �a�° DUR, FAC, 13389 Lakefront Drive For more information see this 'sgeneral notes and these web sitesm Earth City,MO 63045 ALPINE,www.alpineite.conl TPI.www.tpinsstorgCM eee.sbcindutry.orgl ICC.ewwlccsafearg Renews 6/30/2019 SPACING NAIL REINFORCEMENT FOR PLATE DETAIL This detail may be used when the required number of Nails shall be driven through solid steel at a distance no connector teeth in a truss member exceeds the actual closer that 1 inch to the joint line. Nails may also be driven number of teeth in the given member. Nails may be driven through the tooth slots, but shall be located at the end of through the connector plate(s) in truss members using the the slot farthest from the joint line, nail type specified below to increase the lateral resistance of the connector plate(s) having a shortage of required Use a maximum of 2 nails per square inch of' plate area, effective teeth. Nails shall be driven through connector plate having shortage Nail Type of required effective teeth. Nails may be driven through Duo-Fast CS157 1.5' x 0.105' Smooth Shank Coil Nail connector plate on each face of joint if each plate has a shortage of required effective teeth. Material Connector Plates Substitution Nails shall be fully embedded into wood areas free of defects, SP, DF-L, HF, SPF Alpine 20-gage Wave 1 Nail replaces 2 teeth (SG >= 0.42) Alpine 20-gage H 1 Nail replaces 2 teeth This detail is applicable only on joints where the connector Alpine 18-gage S 1 Nail replaces 2 teeth plate has been offset no more than 1/2' from the design Nail Type position shown on the truss design drawing. 0.131' x 1.5' Box or Gun Nail This detail is applicable for trusses with lumber oriented vertically (2x_) and trusses with lumber oriented horizontally Material Connector Plates Substitution (3x2 and 4x2). SP, DF-L, HF, SPF Alpine 20-gage Wave 1 Nall replaces 3 teeth (SG >= 0.42) Alpine 20-gage H 1 Nall replaces 3 teeth Alpine 18-gage S 1 Nall replaces 3 teeth 0,-4e or �o�rk' v re 0 Joint Line Typical Joint Configurations. This Detail Applies To Any Joint Configuration, This Detail Is Applicable Only On Joints Wr;j-:a WRO.14-.nector Plate Has Been Offset No More Than 1/2' From The De -- ' • 'a n On The Truss Design Drawing. BneaeTArm�Fuwa„�' nRAVREAD Armu+ai°FOLLOW "NOTES CONTRACTORS a THIS ,V01°„E INSTALLERS. CI �- c�G 1 a CFA % REF NAIL REINFORCEMENT 17 Trusses require extreme care In fabricating,handling,shipping,Installing and bracing. Refer to and a 19575. follow the latest cation of BCSI(Building Component Safety Information,by TPI and SBCA)for safety j r / DATE 10/01/14 practices prier to performing these functions. Installers shall provide temporary bracing per BCSL �\. Unless noted otherwise,top chord shall hove properly attached structural sheathing and bottom chord f� / 1■ shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs , a DRWG REPPLTNL1014 A 0i�NE shell t truss bracing Installed aper aCoI on th, or Det ,ussbno Applyt plates to each face A Ill��ll� Iu^\vI' of eruto drd position for above and on the Joint Details,unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. OREGON Alpine,a division of ITV Building Components Group Inc shall not be responsible for any deviation from AN I W COMPANY this drawing,any failure to build the truss in conformance with ANSI/TPI 1,or for handing,shipping, �n man.2o,190 *f Installation&bracing of trusses. ,T A seal on tins drawing or cover page listing ties drawing,Indicates of C D W.NA- 1 ro re�or ty solely for the desgn sMwti Tlie n1te6Biky eM� of Ws d;w' °i O 13389 Lakefront Drive far°^)'strYCt�e b the r'esporu6Blty Of tine BlidFhp Designer per ANSI/TPI 1 Sect. Earth City,MO 63045 For more information see this Job's general notes page and these web sites, Renews 8/30/2019 ALPIND www.alpineItscomi TPI www.tpinstorgi SBC&wwr.sbcindustry.orgi ICC wwwiccsafe.org