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Plans (49) 1- 17'8" 11'8"855 3"8 I -5'4"H U T -com ,,._,, .7 ! 1- BGE co N 73 j HAND FRAME OVERLAY ON SITE 0 • m d -}� co HVAC HERE _ L ti" `° c... 0 m 0 CC ' >0= R: w I O •q Q Ln .1 ¢ Rz a� C7 CO CO W H N THIS IS IN-LINE ON THE WALLI W W m (-) • o -LLmL �11', V CC al ,711 G2 \;- .....-- . • • CrE w L .. .oG 1 i_ J I 2m U(n p �/' H oNCL13 r? I° 1 1 1 1 I, dnE N O C 7 O 07 _ V •- 1 a�E ch N CD _i_ I ..• PGF L5' -_„I o ' JOB NO: I---11' --1-4' A 18'3"8 I 6• --H 0119189 I 40' J 1PAGE NO: 1 OF 1 w E0 PROp O.5 voiNFtc iO Alpine,an ITW Company 19575 8801 Folsom Blvd.,Suite 107 ' ALPINE' ( ) Sacramento, 1j 8 -90116 Phone: 800 877-3678 916 387-0116 �• Fax:(916)387-1110 AN ITW COMPANY 01/31/201• i l sacseas twb @ com OREGON 9'on.;0.19 V‘L Renews 6/90/2019 ‘i 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(pdf): 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# 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 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/IPI 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 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.org. Page 1 of 2 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. Des Ld =total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) =maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL =additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. L/#=user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl value. L/defl =ratio of Length between bearings, in inches, divided by the immediate vertical Deflection, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc= Location, starting location of left end of bearing or panel point(joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI=Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non-Concurrent Bottom Chord design Live Load in pounds per square foot. PL =additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB =additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT =additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R= maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R= maximum upward design Reaction, in pounds,from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non-gravity(wind or seismic) load cases, at the indicated location (Loc). Rw= maximum downward design Reaction, in pounds, from all specified non-gravity(wind or seismic)load cases, at the identified location (Loc). TCDL =Top Chord standard design Dead Load in pounds per square foot. TCLL =Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non-gravity(wind or seismic)load cases, at the indicated location(Loc). VERT(CL)= maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(LL)= maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) =maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W=Width of non-hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPL1. References: 1. AF&PA: American Forest& Paper Association, 1111 19th Street, NW, Suite 800, Washington, DC 20036; www.afandoa.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" 174 I 174" ~—4'—4(TY ) T ==- M 5X5 1! T 12 4 p 1h Co io B F, A X .: n _ Y =3X5(61) AH =3X5(81) ==-5X5 I 84'8" H 1'6" 34,8„ 1 34'8" 16� Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs),or*=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl U# 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 Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):-0.003 G - - B Brg Width=416 Min Mean Height:21.14 ft Req= NCBCLL: 10.00 TCDL:6.0 psf Code/Misc Criteria Creep Factor:1.5 Bearing B is a rigid surface. 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: 0.087 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. gatil Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind ��F PRO, Wind loads based on MWFRS with additional C&C �5 �� member design. 1.4.‘,c � e .__. Additional Notes, Provide lateral wind bracing per Alpine wind bracing e� 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. See DWGS A12030ENC101014,GBLLETIN1014,& *9,p"on.20,19 G•i GABRST101014 for gable wind bracing 0` requirements. Renews 6/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA) kw safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottomhord shall have a properly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracincLInstalled 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 drawings 160A-Z for standard plate positions. ALPINE Alpine,a division of ITW Buttildin Compon nts Group Inc.shall not be responsible for any deviation from this drawing any failure to build the truss inconformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or overpageMl nw COMPANY listing this dr wing indicates acceptance of prooessiar engineering responsibility solely for the design shown. esuitability and use offff this ►awing 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.orp Sacramento,CA 95826 SEQN:226941 T1 COMN Ply: 1 Job Number: 0119189 Cush R7175 JRef: 1W1871750016 'FROM:BD. Qty: 2 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1600.15297 Truss Label: B JAK / GWH 01/31/2019 6713 11715 f 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 4 12 0 3X5 3X5 D F in 1.5X4 r.,-;io C 1.5X4 - to G N- co ;T., A 6. �_ H ni J I 3X10(62) =3X5 =3X7 =4X5 =3X5 =3X10(62) A 34'8" i 16 I 9714 14 8'3"2 8'3"2 9'0"14 11 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 ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:H 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:11 Snow Duration:1.15 HORZ(LL): 0.113 J - - H 1588 /- /- /659 /66 /- Des Ld: 42.00 EXP.B Kzt:NA HORZ(TL):0.229 J - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:21.14 ft Code/Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req=2.6 TCDL:6.0 psf Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.839 H Brg Width=5.5 Min Req=2.6 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.906 Bearings B&H are a rigid surface. 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# 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:16.01.0OC.0327.15 B-C 738-3438 E-F 593 -2312 Lumber C-D 698-3122 F-G 697 -3122 Top chord 2x4 HF#1&Bet. D-E 593-2312 G-H 739 -3438 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 Bottom chord checked for 10.00 psf non-concurrent B M 3173 -624 K-J 2731 528 bottom chord live load applied per IRC-12 section M-L 2731 -521 J-H 3173 630 301.5. L-K 2731 -528 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 .`° PROFS C, aG1Nq. ,O 11417 R --. .____ _ . I. / /- I 1/2119 OREGON -.0LD W"N� Renews 6/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! ** inns 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)fOsafety 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 gNord 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 AppTplates to each face of truss and position as shown above and on the Joint�Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. ALPINE' Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing any failure to build the M truss in conformance with ANSI/rP1 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page.. listingtis drawing Indicates acceptance of prossiona engineering responsibility solely for the design shown. The suitability and se of this arming for any structure is the esponsibility of the Building Designer per ANSI/TPI 1 5-ec.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 Gust:R7175 JRef: 1WI871750016 'FROM:BBI. Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1620.32840 Truss Label: BG JAK / GWH 01/31/2019 I 5 5 3 Complete Trusses Required I 5'3"13 I 9'3"14 I 13'3"15 I 17'4" I 21'4"1 I 25'4"2 I 29'4"3 I 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 1116X8 E 12 %5X5113] • �5X5f18] 4 p D FF %a x[81 '-,---'4X5823],n G m 0-3X5 N 3X5 B H SS051A4(B1OR = •-• W5 W9 • SS0514(610R) I S R Q P 0 B2 N M L K J -- 1113X5 =5X5[7] =5X7 1118X8 =5X7 =5X5[24] 1113X5 =SS0514 =SS0514 1 34'8" 1 F 5'3"13 , 40"1 I 40"1 I- 40"1 I 40"1 I 40"1 I 40"1 , 5'3"13 , 5'3"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) 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 roc Udefl U# 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 BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 :VERT TL 1.192 0 346 240 Risk Category:I VERT(TL): S 13983/- /- /- /713 /- BCDL: 7.00 g ry: I Snow Duration:1.15 HORZ(LL): 0.145 J - - I 13003/- /- /- /656 /- Des Ld: 42.00 EXP.B Kt:NA HORZ(TL):0.290 J - - Wind reactions based on MWFRS NCBCLL:0.00 Mean Height:21.22 ft TCDL:6.0 psf Code/Misc Criteria Creep Factor:1.5 S Brg Width=5.5 Min Req=5.0 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.919 I Brg Width=5.5 Min Req=4.6 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.952 Bearings S&I are a rigid surface. Spacing:24.0" C&C Dist a:3.47 ft Rep Fac:Yes Max Web CSI: 0.911 Members not listed have forces less than 375# FT/RT:2(0)/4(0) Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 18SS,WAVE VIEW Ver:16.01.00C.0327.15 A-B 558-10900 E-F 362 -7088 Lumber B-C 519-10141 F-G 441 -8644 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.OE: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. Repeat nailing as each layer is applied.Use equal O-N 8088 -413 J-I 10194 512 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) 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 8.73,10.73,12.73,14.73,16.73,18.73,20.7322.73 CEO PROp , O-D 2062 -94 K-H 31 -665 24.73 ss D-N 109-2110 H-J 546 -25 BC:1396 lb Conc.Load at 26.73,28.73,30.73,32.73 N- �O E-N 4318 -209 fi 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 I 1/2119 [13] W5X5 3.50 L 1.25 [18] W5X5 3.50 R 1.25 OREGON [23] W4X5 3.00 R 1.25 [24] W5X5 2.75 L 2.75 Wind 1 648t.20,194° i Wind loads and reactions based on MWFRS. �0LD W"N� Renews 8/90/2019 *"WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricatinghandling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component S fety Information,by TPI and'SBCA)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 forpermanent lateral restraint of webs shall have bracingg installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face ofptruss and position as shown above and on the JoinTDetails, unless noted otherwise. (tefer to A PL I N E drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the A,� � truss in conformance with ANSI/TPI 1,or for handlin shipping,installation and bracing of trussesA seal on this drawing or cover pagge,. listingthis drawing,indicates acceptance of pro essiona engineering responsibility solely or the desi n shown. The suitability and se of this awing for any structure is the responsiility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 101 Sacramento,CA 95826 For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org SEQN:226997 120 GABL Ply: 1 Job Number: 0119189 Gust:R7175 JRef: 1W1871750016 'FROM:BBI. Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1600.46910 Truss Label: AGE JAK / GWH 01/31/2019 16'4"2 33'1"2 16'4"2 i 16'9" 1'4" 3'0"2�}'��4) __5X5 12 4 p `loT2• 0-3X5 m B _ A Y I 1; . i���i»/��>// -EZ 5X5(E1) AM =3X5(81) 5X5 B2 i 33'1"2 j 33'1"2 1'6" 33'1"2 '� Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Def/CSI Criteria ♦Maximum Reactions(lbs),or*=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl U# 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 42.00 HORZ(TL):0.008 B - - Wind reactions based on MWFRS Des Ld: : 10.00 Mean Height:21.04 ft Code/Misc Criteria Creep Factor:1.5 A Brg Width=181 Min Req=- TCDL:6.0 psf AM BrgWidth=216 Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.211 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. Spacing:24.0" C&C Dist a:3.31 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:16.01.00C.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. EO PROFS Wind .(�GC S�, Wind loads based on MWFRS with additional C&C �y �� member dation. 4-,...--• ---_ 11.1 . Additional Notesrip ' Provide lateral wind bracing per Alpine wind bracing (401,4 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. 9A .4 2 0 ,,9lP 6.9 See DWGS A12030ENC101014,GBLLETIN1014,& 9- GABRST101014 for gable wind bracing 0� s requirements. Renews 6/80/2019 **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 anSBCA)fr safety practices prior to erforming these functions. Installers shall provide tempora (503)357-2118 Ext bracing per BUSI.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 installed per SCI sections B3,B7 or 610, .446 as applicable. Apply plates to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. ALPINE' Alpine,a division of ITW Buildin mpongnts Groqup Inc.shall not be responsible for any deviation from this drawing,an failure to build the f,� truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of tru sA seal on this drawing or over page listing this f rowing,indicates acceptance of pro essionar engineering responsibility solely for the design shown. The suitability and use offf this yawing for any structure is the responsibiity of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 107 Sacramento,CA 95826 For more information see this job's general notes pane and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbclndustry.com;ICC:www.iccsafe.org 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"10 I 11'0"6 I 16'4"2 I 21'7"14 I 26'11"10 I 33'1"2 5'8"10 5'3"12 5'3"12 5'3"12 5'3"12 6'1"8 5X5 E 12 4 0_3115 agFS 1.5X4 y 1.5X4 ir ET, C G T2 3X5 `a B CD A it o ^.:S H G I -F' 5X7(E1) -3M5 =4X5 K B2 J 3X7 =3X5 =5X5(81) r 331"2 1 I- 8'4"8 I 7'11"10 I 7'11"10 I 8'9"6 116" I 8'4"8 16'4"2 24'3"12 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 Udefl U# 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 /- /- /588 /59 /61 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.100 J - - H 1530 /- /- /634 /71 /- Des Ld: 42.00 EXP.B Kzt:NA ) TL HORZ 0.204 J - - Wind reactions based on MWFRS Mean Height:21.04 ft HORZ(TL): NCBCLL:10.00 TCDL:6.0 psf Code/Misc Criteria Creep Factor:1.5 A Brg Width=- Min Req=- Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.800 H Brg Width=5.5 Min Req=2.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 WI Std: 2007 Max BC CSI: 0.860 Bearing H is a rigid surface. Spacing:24.0" C&C Dist a:3.31 ft Rep Fac:Yes Max Web CSI: 0.719 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 798-3314 E-F 565 -2201 Lumber B-C 770-3269 F-G 678 -2980 Top chord 2x4 HF#2:T2 2x4 HF#1&Bet.: C-D 711 -2992 G-H 713 -3281 Bot chord 2x4 HF#2:B2 2x4 HF#1&Bet.: D-E 578-2199 Webs 2x4 HF Std/Stud :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.917' Maximum Bot Chord Forces Per Ply(lbs) Loading Chords Tens.Comp. Chords Tens. Comp. Bottom chord checked for 10.00 psf non-concurrent A-M 3056 -652 K-J 2606 514 bottom chord live load applied per IRC-12 section M L 2592 -494 J-H 3027 611 301.5. L-K 2592 -494 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 ,cv�Eo PRO/�FSS 0 0G1NFF �O a 4+r6rQ. P'' AP- 411111 -: 1 1/2119 OREGON 9ROLD 410. W vt`' Renew,6/90219 **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)fbr 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 haves properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for sandard plate positions. ALPINE' Alpine,a division of ITW BuildinQ-Compon nts Group Inc shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussersA seal on this drawing or cover page """MCOMPANY listing this f wing indicates acceptance of pro0essionaT engineering responsibility solely for the design shown. The sur ability and use offff this )awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- Sacramento,CA 95826 For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI: ww.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org w SEQN:226953 T21 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef: 1W1871750016 'FROM:BB• Qty: 13 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1602.34990 Truss Label: Al JAK / GWH 01/31/2019 5'8"10 I 11'0"6 164"2 21'7"14 I 2611"10 I 32'7"10 5'8"10 5'3"12 5'3"12 5'3"12 5'3"12 5'8" 5X5 E n 12 1111.5X4 1111.5X4 4 D F 3X5 ----,-'3X5 io C G 83X5 3X5 B H A Z I — +) ,iii 0 I n rme o- or 5X7(E1) N 1111.5X4 =3X7[8] =3X5= 3X7[15] 1111:X4 =5X7(E1) 1 32'7"10 1 5'8"l0 I 5'3"12 10'7"8 5'3"12 5'8" 5'8"10 11'0"6 21'7"14 I 26'11"10 I 32710 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 U# 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 /- /- /583 /65 /53 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.068 J - - I 1438 /- /- /583 /65 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.147 J - - Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height:21.36 ft Code/Misc Criteria Creep Factor:1.5 A Brg Width=- Min Req=- TCDL:6.0 psf I BrgWidth=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.624 Req Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.886 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.26 ft Rep Fac:Varies by Ld Case Max Web CSI:0.953 Maximum Top Chord Forces Per Ply(lbs) FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. Loc.from endwall:Any GCpi:0.18 Plate Type(s): A-B 792-3363 E-F 708 -2948 Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.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 Botchord2x4 #1&Bet. Webss2x4 HF Std/Stud Maximum Bot Chord Forces Per PI:W4,W5 2x4 HF#2: y(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 C-M 163 -387 E-K 975 -205 Bottom chord checked for 10.00 psf non-concurrent D-M 142 -441 K-F 143 -444 bottom chord live load applied per IRC-12 section M-E 987 -207 301.5. Truss supports 200#mech unit;unit centered at 16-2-7;supported by BC;unit width 2-0-0;supported by 4 trusses. Wind EO PROF�.s Wind loads based on MWFRS with additional C&C C7,4 trj member design. O I 31/2119 . OREGON 9RO0 Nt,'• OL 6 •• f Renews 6/3012019 V .« **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. IMPORTANT FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.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 S fety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCI sections B3,B7 or B10, .44 as applicable AppTplates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. Defer to ALP NI E drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building_Compon nts Group Inc.shall not be responsible for any deviation from this drawing any failure to build the ,,,,r,,,, truss in conformance with ANSI TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or over page. COMPANY listing this drawing indicates acceptance of prooessionaf engineering responsibility solely for the design shown. The suitability an use o this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Snc.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.sbcindustty.com;ICC:www.iccsafe.org Sacramento,CA 95826 SEAN:226955 T18 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef: 1W1871750016 ' FROM:B3 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 16'9" I 22'0"12 27'4"8 , 33'0"8 6'1"8 5'3"12 53"12 5'3"12 5'3"12 68" --5X5 E T 4 12 ,3 D5 \3F5 01.5X4 co %1.50X4 "v 3X5 m B H A 1r Y �� r:I rw71011;,,G Y its 7 -m5X5(B1) =3X5 =3M X5 K =3X5 =SX7(E1) — 3X7 r 33'0"8 1 1r-1 8'9"6 711"10 T11"10 8'3"14 8'9"6 I. 16'9" I 24'8"10 33'0"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 Udefl U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf: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 B 1528 /- /- /633 /71 /61 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.085 J - - I 1396 /- /- /587 /59 /- Des Ld: 42.00 EXP'B •NA HORZ(TL):0.172 J - - Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height:21.04 ft Code/Misc Criteria CreepFactor:1.5 B BrgWidth=5.5 Min Re 2.5 TCDL:6.0 psf q= Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.798 I Brg Width=- Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.858 Bearing B is a rigid surface. Spacing:24.0" C&C Dist a:3.30 ft Rep Fac:Yes Max Web CSI:0.785 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:2(0)/4(0) Maximum Top Chord Forces Per Ply(lbs) GCpi:0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 B-C 710-3275 F-G 705 -2969 Lumber C-D 675-2974 G-H 763 -3238 Top chord 2x4 HF#1&Bet.:T2 2x4 HF#2: D-E 563-2194 H-I 797 -3283 Bot chord 2x4 HF#1&Bet. E-F 576-2193 Webs 2x4 HF Std/Stud :Rt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.917' Maximum Bot Chord Forces Per Ply(lbs) Loading Chords Tens.Comp. Chords Tens. Comp. Bottom chord checked for 10.00 psf non-concurrent B-M 3021 -629 K-J 2580 517 bottom chord live load applied per IRC-12 section M-L 2600 -532 J-I 3024 664 301.5. L-K 2600 -532 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 �� o PROF%% O ,: 4 I 31/2119 OREGON 1,ftliPtf.mile 4'f Renews 8130/2019 **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 ComponentpSafety Information,by TPI and SBCA)fsafety practices Yprior to performing these functions. Installers shall provide temporary (503)357-2118 Ext attached per ceiling.Locationsoshow I for permanent lateral restraiint bf webs shstructurallracing i sheathing andepert BCCI chord B3,B7 properly B1 , as applicable Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE" Alpine,a division of ITW Buildin Compon nts Group Inc.shall not be responsible for any deviation from this grawing,any failure to build the truss in conformance with ANSI/TPI 1,or for handling,shippin ,installation and bracing of trussesA Seal on this drawing or cover page """40D"'"'" listingthis drawing,inddicates acceptance of prossiona engineering responsibility solely for th design shown. The suit-ability and se of this awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 ec.2. 8801 Folsom Blvd.,Suite 107 Sacramento,CA 95826 For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org SEAN:226958 T10 GABL Ply: 1 Job Number: 0119189 Gust:R7175 JRef: 1WI871750016 ' FROM:BB* Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1604.02763 Truss Label: A2GE JAK / GWH 01/31/2019 16'9" 33'0"8 16'9" I 16'3"8 H 2'1" 4�"{ (TYP) ---5N5 12 + 4 p - T2 m a - 3X5 m Y B �" A _I - - - C�Z 3X5(B1) AL =5X5(E1) 5X5 A 33'0"8 "i 1'6"-I 33'0"8 33'0"8 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs),or*=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/deft L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.008 Y 999 360 Loc R+ /R- /Rh /Rw /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 /- Des Ld: 42.00 EXP:B NA HORZ(TL):-0.007 Y - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height :21.04 ft TCDL:6.0 psf Code/Misc Criteria Creep Factor:1.5 B Brg Width=186 Min Req=- AL BrgWidth=210 Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.211 Req= Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.039 Bearings B&AL are a rigid surface. 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. ��eQ PROFS Wind „O' %k N Fit. `rip Wind loads based on MWFRS with additional C&C �., Additional Notes /I a I 11* , 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. r.- 9441 • See DWGS A12030ENC101014,GBLLETIN1014,& 9-0`O W.r�, GABRST101014 for gable wind bracing requirements. Renews 6/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Truss x Componentsntof Oregon,Inc. Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom ghord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections ,B7 or B10, as applicable. Applplates to each face oftruss and position as shown above and on the Joint-DB3 etails, unless noted otherwise. Refer to A LPI N E drawings 160A-Z for standard plate positions. Alpine,a division of 11W Building_Components Group In shall not be responsible for any deviation from this drawing,any failure to build the „r�,r�„COMPANY truss in conformance with ANSI/ Pb 1,or for handling,s ipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of pro7essionar engineering responsibility solelyfor th ddesl'a9n shown. The suitability and use o this drawing for any structure is the responsibility of the Building Designer peANSI/TPI 1 90c.2. 8801 Folsom Blvd.,Suite 107 For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 SEQN:226960 T7 GABL Ply: 1 Job Number: 0119189 Gust:R7175 JRef: 1WI871750016 *FROM:BE. Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1606.42643 Truss Label: DGE JAK / GWH 01/31/2019 F 51" 102" I 153" I 20'4" 25'5" 30'6" 5�1" 51" 5'1" 51" 5,1" 51" I-2'8"- 111"_'14" (Ty�) 1114X5 N 12 ,3X5 a3X54D i - R -- I lit Ili& = 3XV5otF oLA 6 - _Z PP- AA 3X5(81) -3X5 =5XN =3X7 AF AE =3X5 AD =3X5(61) r 30,6" 1 1'6" 7'7"8 I 7'7"88 I 7'r8 I 7"7"8 116" T7"8 153" 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/deft U# 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 /- Des Ld: 42.00 EXP:B •NA HORZ(TL):-0.022 P - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:20.79 ft Code/Misc Criteria CreepFactor:1.5 B Br Width=153 Min Req=- Z Brgg Width=71.5 Min TCDL:6.0 psfReq=- 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: 0.406 Bearings B&AE are a rigid surface. 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# Loc.from endwall:Any FT/RT:2(0)/4(0) Maximum Top Chord Forces Per Ply(lbs) GCpi:0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 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 Bot chord 2x4 HF#2 scab required to allow notches 1.5"deep.Align Maximum Bot Chord Forces Per Ply(lbs) Webs 2x3 HF#2:W 1,W3,W4,W6 2x4 HF Std/Stud: scab 1.5"below top edge and attach to one Chords Tens.Comp. :W2,W5,W7 2x4 HF#2: face of truss with 10d nails(0.128"x3")at 6"o/c. Brace all exposed vertical surfaces for lateral AL-AF 780 77 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 Truss designed to support 1-0-0 top chord outlookers AR-J 117 -591 R-AF 98 -587 and cladding load not to exceed 5.00 PSF one face J-AL 583 -90 AF-V 763 116 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 Maximum Gable Forces Per Ply(lbs) 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. Do not notch at plates,or in overhang or heel(first)panels. BS-AE 112 -583 AD-W 80 460 Bottom chord checked for 10.00 psf non-concurrent U-BS 79 -409 bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C � �O . Additional Notes r / Provide lateral wind bracing per Alpine wind bracing 40details or per engineer of record.2X3 studs require I 31/2119 reinforcement at 70%of the length tabulated for 2X4 OREGON studs of the same grade. v See DWGS A12030ENC101014,GBLLETIN1014,& 1teen.20,194b '• GABRST101014 for gable wind bracing 'Q0L D W.vs 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 ComponentpSafety Information,byTPI and SBCA)fr safety practices prior to performing these functions. Installerstashall provide temporary (503)357-2118 Ext attached per BCSI. Locations shownnl ffoor permanent lateral estraint of webs shallrhave brsheathing cinagth 5$_aled peer SCSI sections B3,B7 orr B1 , as applicable Apply plates to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Defer to 161/4. drawings 160A-Z for standard plate positions. ALPINE Alpine,a division of ITW Buildin Comyon nts Group Inc shall not be responsible for any deviation from this drawin any failure to build the truss in conformance with ANSI/TPI 1,or for handling,shipping installation and bracing of trussesA seal on this drawing or Cover page "TM COMPANY listing this drawing indicates acceptance of proTessionaT'engineering responsibility solely for t)ie design shown. The sulMbiiity and use off this drawing for any structure is the responsibilityof the Building Designer per ANSIITPI 1 5ec.2. 8801 Folsom Blvd.,Suite 107 Sacramento,CA 95826 For more information see this job's general notes page and these web sites:ALPINE:w .alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC: w=w.iccsafe.orq ww SEQN:226965 T8 COMN Ply: 3 Job Number: 0119189 Cust:R7175 JRef: 1W1871750016 'FROM:IMP Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1607.30117 Truss Label: DG JAK / GWH 01/31/2019 1 5 5 5 3 Complete Trusses Required 4'9"9I 8'3"6 11'9"3 I 15'3" , 18'8"13 I 22'2"10 , 25'8"7 , 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 1115X7 -i- -_,---•- E 12 �5X5f10] •\Ito ts5f18] 4 p DFF �4XC5[8] M ts4X5120] 0 ;385 s wGG �3H5 =4X16(BSR) Q A =4X16(BSR) y _e' "111 r Ilk III 2X4[5] =4X5[7] =5X55[9 N 1118X8 5X5[19] m4X5[21] III 2XM L K 4[23] =-1-10508 = 508 A 30'6" i F 4'9"9 3'5"13 I 3'5"13 3'5"13 I 3'5'13 , 3'5"13 3'5"13 , 4'9"9 4'9"9 8'3"6 11'9"3 15'3" 18'8"13 22'2"10 25'8"7 30'6" 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 Pt 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 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.203 J - - Wind reactions based on MWFRS NCBCLL:0.00 Mean Height:20.87 ft Code/Misc Criteria CreepFactor:1.5 R BrgWidth=5.5 Min Req4.0 TCDL:6.0 psf = Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.878 I Brg Width=5.5 Min Req=4.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.774 Bearings R&I are a rigid surface. Spacing:24.0" C&C Dist a:3.05 ft Rep Fac:Yes Max Web CSI:0.902 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 T Chords Tens.Comp. Chords Tens. Comp. ype(s): Wind Duration:1.60 WAVE,HS VIEW Ver:16.01.00C.0327.15 A-B 485-9281 E-F 327 -6218 Lumber Wind B-C 461 -8793 F-G 398 -7555 Topchord 2x4 DF-L#1&Bet. C-D 397-7549 G-H 464 -8811 Wind loads and reactions based on MWFRS. D-E 327-6218 H-I 492 -9343 Bot chord 2x6 DF-L 2400f-2.OE 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 Nail Schedule:0.120"x3",min.nails A Q 8765 -456 M-L 7044 370 Top Chord:1 Row @12.00"o.c. Q P 8742 -456 L-K 8257 -433 Bot Chord:2 Rows @ 3.00"o.c.(Each Row) P-O 8240 -431 K-J 8800 462 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) 0-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-O 77-1473 G-K 1254 -56 BC:1439 lb Conc.Load at 6.06,8.06,10.06,12.06 ��FtEO PROFESO-D 1762 -81 K-H 28 -498 14.06,16.06,18.06,20.06,22.06,24.06,26.06,28.06 '0 E-M 3783 178878 H-J 431 -30 30.06 U,�� 4 04 a 1 a W.Ar�hIR fable._ S /'' JT Plate Chord JT Plate Chord 4111/r Size Shift Bite No Size Shift Bite /- i [5] W2X4 S 2.25 [7] W4X5 3.50 R 2.50 I 1/2119 [8] W4X5 S 1.25 [9] W5X5 3.25 R 1.75 [10] W5X5 3.50 L 1.25 [18] W5X5 3.50 R 1.25 OREGON [19] W5X5 3.25 L 1.75 [20] W4X5 S 1.25 9 Xs. 20 a9 [21] W4X5 3.50 L 2.50 [23] W2X4 S 2.25 -QO` , w.N1 Renews 8/90/2019 *"WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Compoonpent Sgf_ety Information,b TPI and SBCA)fsafety practices Yprior to performing these functtiions. Installers shall provide temporary (503)357-2118 Ext attached per eiling.Locations s�hownl orpoeP chord lateral restraiiintlOattached wstructurallacinaggth stalled pperttBCSI sections B3,B7 or B1 , as applicable. Apply plates to each face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine,a division of ITW Btr ildl'na Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1,or or handling,shipping,installation and bracing of trussesA seal on this drawing or over page *"nwm'"" listing tis drawing,indicates acceptance of prooessionaf engineering responsibility solely for ft design hovlirt. The suitability and use of this dawing for any structure is the responsibility of the Building Desigrfer per ANSVITP11 Sac.2l. 8801 Folsom Blvd.,Suite 10i 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:226970 T13 GABL Ply: 1 Job Number: 0119189 Cost:R7175 JRef: 1W1871750016 'FROM:BB* Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1610.40000 Truss Label: GGE JAK / GWH 01/31/2019 I- 8' 16' H 8' I--1'4"-{ =4X5 (TYP) 12H T 4 p ,..__ E5 F i 3X5 K ,- 5.•1 B Allrmhl N ih =3X5 B1) -=3X5 =3VNI X55( =3X5(61) r 5712 1 10'9"4 i 1,6"_ _ 16' 16' -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 Udefl U# 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 /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:II Snow Duration:1.15 HORZ(LL):-0.029 J - - W 640 /- /- /216 /26 /- Des Ld: 42.00 EXP.B Kit'NA HORZ(TL):-0.069 J - - N 1163 /- /- /441 /85 /- NCBCLL:10.00 Mean Height:15.00 ft TCDL:6.0 psf Code/Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.656 B Brg Width=3.5 Min Req= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.823 W 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: 0.132 N Brg Width=5.5 Min Req= 1.9 Loc.from endwall:Any FT/RT:2(0)/4(0) Bearings B,W,&N are a rigid surface. GCpi:0.18 Plate T Members not listed have forces less than 375# YPe(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 Top chord 2x4 DF-L#1&Bet. B E 338-1133 H-K 402 -1335 Bot chord 2x4 HF#1&Bet. E-F 372-1158 K-N 459 -1780 Webs 2x3 HF#2 F-H 429-1224 Plating Notes Maximum Bot Chord Forces Per Ply(lbs) All plates are 1.5X4 except as noted. Chords Tens.Comp. Chords Tens. Comp. Loading B-W 1013 -206 S-N 1603 -354 Truss designed to support 1-6-0 top chord outlookers W S 1142 -231 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 member design. ���EO PRO/C�.S� W F 132 -390 Additional Notes Gam' 4G 1 N FFA 'py Provide lateral wind bracing per Alpine wind bracing 19578 reinforcement at 70%of the length tabulated for 2X4 -� � studs of the same grade. See DWGS A12015ENC101014,GBLLETIN1014,& 1 1/2119 GABRST101014 for gable wind bracing OREGON requirements. 61 ..,/ 9RF'•OLDWN ' Renews 6/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,byTPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2116 Ext attached rriirgidceiling.Locations hownfortpoermanent lateral restraintlof webs shall have b acinagt i sheathing and per SCSI chord B3,,B7 properlyrr , as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. (tefer to drawings 160A-Z for standard plate positions. ALPINE Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/3-PI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page,, ""r listingthis rawin indicates acceptance of professional ssiona engineering responsibility solely for th design shown. The suitability and se o this drawing for any structure is the esponsibility of the Building Designer per ANSI/TPI 1 t ec.2. 8801 Folsom Blvd.,Suite 107 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:226972 T16 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef: 1 WI871750016 'FROM:BB Qty: 2 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1610.56303 Truss Label: G JAK / GWH 01/31/2019 8' 16' 8' 8' m4X5 C T 42 T i., _ 44LkN c., in hAE G F 3X5(61) i 1.5X4 1.5X4 =3X5(81) i 5712 1 1074 i H 1'6"- � 5'2"12 I 5'6"8 I 5'2"12 -I -1'6"H 5'2"12 10'9"4 16' 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 Udefl U# 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 /- I- /243 /37 /48 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.011 G - - G 311 /- /- /184 /- /- 42.00 EXP.B Kat:NA Des Ld: HORZ(TL):0.027 G - - D 728 /- /- /301 /17 /- Des d: :10.00 Mean Height:15.00 ft TCDL:6.0 psf Code/Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS B BrgWidth=3.5 Min Req Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.958 = 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.531 G Brg Width=5.5 Min Req= 1.5 D Brg Width=5.5 Min Req= 1.5 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.121 Bearings B,G,&D 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-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. PROF� Aot ss G%NF O 0 19575 �4) y ' AcreliP' 1 1/2119 OREGON .1 140 `24 2e,194! W Renews 8/30/2019 **IMPORTANT** 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 pnor to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildl1'n Compon nts Group Inc.shall not be responsible for any deviation from this drawin anyy failure to build the „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 prooessionaf engineering responsibility solely for the les'�gn shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TP 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.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento.CA 95826 SEQN:226975 T24 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef: 1W1871750016 *FROM:B6 Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1611.56307 Truss Label: G1 JAK / GWH 01/31/2019 7'5"8 15'5"8 7'5"8 8' 4X5 12 B T 4pPM T N rn ._ A C M T I 1 B D 1 F ,1.5X4 1114X8(G1) 1.5X4 =3X5(B1) i 4'8"4 1 10'9"4 A 4,8„4 I 5,6„8 I 5,2„12 1 s -{ 4'8"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 U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pt 21.2 Ce:1.1 VERT(LL): 0.012 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.029 E 999 240 A 567 /- /- /177 /34 /40 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.013 F - - F 302 /- /- /180 /- /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.031 F - - C 733 /- /- /300 /17 /- NCBCLL:10.00 Mean Height:15.00 ft TCDL:6.0 psf Code I Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.959 A 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 F Brg Width=5.5 Min Req= 1.5 Spacing:24.0" RepFac:No Max Web CSI:0.121 C Brg Width=5.5 Min Req= 1.5 P 9 C&C Dist a:3.00 ft Loc.from endwall:Any FT/RT:2(0)/4(0) Bearings A,F,&C are a rigid surface. Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(lbs) Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Chords Tens.Comp. Chords Tens. Comp. Lumber 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. � ik‘ED PROFS 45 oG%NFF vO _ -. • 4 . 1 1/2119 OREGON 9R0LD 1N NAS Renews 5130/2019 "*WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! w. Press 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 S fety Information,byTPI and SBCA fr safe a 503 357-2118 Ext ) safety practices prior to performing these functions tallsr�shall provide temporary ( ) bracingper BUST.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro edy attachd rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BUS!sections B3,B7 or B10, as applicable. Apply plates to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building_Compongnts Group Inc.shall not be responsible for any deviation from this drawin any failure to build the ,,,,r,,,,, truss in confprmance 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 offff this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 oeec.2. 8801 Folsom Blvd.,Suite 10i Sacramento,CA 95826 For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI: www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org SEAN:226979 T23 COMN Ply: 1 Job Number: 0119189 Gust:R7175 JRef: 1W1871750016 " FROM:BE1' Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1613.41930 Truss Label: G2 JAK / GWH 01/31/2019 6'11"8I 14'11"8 6'11"8 8' 12 =4X5 B T 4 VPI ailsT & ._M ._. A i° Z,-) T — c 10"3 e 1 \ - D 1 1116X8(G1)( ) E 1.5X4 1.5X4 =3X5(B1) r 474 1 10'9"4 F4'2"4I 5.6"8 I 52"12 16 H4'2"4 9'8"12 14'11"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 Udefl U# Gravity Non-Gravity TCDL: 10.00 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 /- /- /173 /31 /39 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.011 F - - F 293 /- /- /187 /- /- Des Ld: 42.00 EXP.B Kzt:NA HORZ(TL):0.027 F - - C 712 /- /- /294 /15 /- NCBCLL:10.00 Mean Height:15.00 ft Code/Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS TCDL:6.0 psf A BrgWidth=- Min Re Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.954 q= 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 Loc.from endwall:Any FT/RT:2(0)/4(0) Bearings F&C are a rigid surface. Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(lbs) Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Chords Tens.Comp. Chords Tens. Comp. Lumber 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. PRO p.,.. I;F41O i /' Arlir i 1 I 1/2119 OREGON '9�o`Ds 20,190 Renews 6130/2019 **IMPORTANT** 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 S fety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom ctiord shall have a properly attacher)rigid ceiling Locations shown for permanent 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 Joint-Details, unless noted otherwise. Refer to ALPINE E drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildin Compos nts Group Inc.shall not be responsible for any deviation from this drawin anyy failure to build the µ,,,,,COMPANY truss in conf rmapce with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA;eat on this drawing orcover pa�ge.. listing this f wring,indicates acceptance of profiessionaf 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.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 SEQN:226981 T22 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef: 1WI871750016 ' FROM:B& Qty: 2 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1613.53223 Truss Label: G3 JAK / GWH 01/31/2019 1,6" I 9,6„ 16" 8' 12 4 V a 6X6(R1) A3 ,5 0,� I T ill ,,, zo l7 N fh D 0 _ ` E i HG F 1111.5X4[4]=3X5 =3X5(81) r 9,6" i 16" 8' F1'6" 9'6," 1 P6„-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 Udefl U# 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 /- /- /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 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.862 D Brg Width=5.5 Min Req= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.468 Bearing D is a rigid surface. 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:16.01.000.0327.15 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 Plate Shift Table B-F 705 -267 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. `y� �Ep PROFS O i r' �, 4111k % 1 31/2119 OREGON ../ RCCDWV" 9 Renews 6/90/2019 **WARNING'* READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component S fety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracingper BCSI.Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachd rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCI sections B3,B7 or B10, ALPINE as applicable. Applplates to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Refer to A LPI N E drawings 160A-Z for standard plate positions. Alpine,a division of ITW B ildin mpon?nts Group Inc..shall not be responsible for any deviation from this drawing,any failure to build the MAWCOMPANYin conformance with/NSI/T 11,or for handling,shipping,installation and bracing of trussesA,eal on this drawing or cover page, listing this drawing.,indicates acceptance of rosessronat engineeringresponsibility solely for h desi n hown. The suitability 8801 Folsom Blvd.,Suite 107 and use of th s drawing for any structure is the responsibility of the uilding 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.org;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org Sacramento,CA 95826 SEQN:226999 T5 GABL Ply: 1 Job Number: 0119189 Gust:R7175 JRef: 1WI871750016 "FROM:BB* Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1615.45757 Truss Label: CGE JAK / GWH 01/31/2019 64 " -I 128 6'4" 6'4" f3'8" I -1'4"—I (TYP) 4X5 12 E T 4V T C I i G P r` (V B H N 1 ///// ////// 3X5(61) N J 3X5(B1) I 12'8" -I 1'6" I_ 12'8" I 1,6"H 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 LJ# 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 Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.001 N - - B Brg Width=152 Min Req=- Mean Height 19.31 ft BearingB rigid NCBCLL: 10.00 TCDL:6.0 psf Code/Misc Criteria Creep Factor:1.5 is a gid surface. 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:16.01.00C.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 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 details or per engineer of record.2X3 studs require EO PRO/C reinforcement at 70%of the length tabulated for 2X4 �l.¢ FSS, studs of the same grade. Gj �O See DWGS A121 r_ 11 i , .: L r . 0 , I U14tcitS110101dfor gable win. •acing requirements. A#11011 Top chord may be notched a. 1.5"deep x 3.5"wide periodically along top edge,only in the I 1/2119 area above the let-in studs.DO NOT OVERCUT.No knots or OREGON other lumber defects allowed within 12"of notches. .../ Do not notch at plates,or in overhang or heel(first)panels. V"-CU.'o•20,19 a'4, . W Renews 613012019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component S fety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per 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, C as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALP INE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the „N,r,,, N,. truss in conformance with ANSI... 11,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover pa�ge-. listingthis drawing indicates acceptance of proessrona engineering responsibilitysolely fort a deli n shown. The suit8bility 8801 Folsom Blvd.,Suite 10 and se of this drawing for any structure is the responsibility of the Building Desiger per ANSI/TP11 Sec . For more informalon 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:3965 T15 GABL Ply: 1 Job Number: 0119189 Cust:R7175 JRef: 1W1871750016 *FROM:BEP 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" F---2'10"--I-1'4"H (TYP) 4X5 12 E T 4V T i (V : 1 B H N A : : : : : I 1 ///////// / 3X5(B1) =3X5(B1) I 11' -I I--1'6" I- 11' 11' I 1'6"--I Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs),or*=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/deft U# 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 /- /- /54 /37 /5 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 N - - Wind reactions based on MWFRS Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.001 J - - B Brg Width=132 Min Req=- NCBCLL:10.00 Mean Height:15.00 ft TCDL:6.0 psf Code/Misc Criteria Creep Factor:1.5 Bearing B is a rigid surface.Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.351 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: 0.037 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. 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. so 5'4' PROF`ISA, Gable Studs Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require �,. .bikwl) . studs of the same grade. / /r Additional Notes 40 I 1/2119 See DWGS A12015ENC101014,GBLLETIN1014,& OREGON GABRST101014 for gable wind bracing and other J requirements. I 11/17.20.110 ,S, R0LI w N. Renews 6/3012019 '"*WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a progeny attached rigid ceiling. Locations shown for Permanent lateral restraint of webs shall have bracin installed per BCSI sections B3,B7 or B10, as applicable Appy lates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A LPI N E Alpine,a division of ITW Building Compon nts Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the NOM, ,YY truss in conformance with ANSI/TPI 1,or for handlin shipping,installation and bracing of trussesA seal on this drawing or cower page listingthis drawing Indicates acceptance of prooeessiona engineeringresponsibility solely or the design shown. The suitability9 and se of this drawing for any structure is tie responsibility of the uilding Designer per ANSI/TPI 1 Seec.2. 8801 Folsom Blvd,Suite 107 Sacramento,CA 95826 For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org SEQN:226983 T9 GABL Ply: 1 Job Number: 0119189 Gust:R7175 JRef: 1WI871750016 FROM:BP' Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1617.38400 Truss Label: HGE JAK / GWH 01/31/2019 l' 3 6 3' 3' 12 =4X5 41 - C T _ T if, B D E 9)1 A - I ////// 1 III 1.5X4 ["' 6' -I I- 1'6" I 3' { 3' I 1'6"-1 3' 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 Udefl 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 BCLL: 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 NCBCLL:10.00 TCDL:6.0 psf Code/Misc Criteria Creep Factor:1.5 Bearing B is a rigid surface. Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.396 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: 0.061 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:16.01.00C.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 3X5(61)except as noted. Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide lateral wind bracing per Alpine wind bracing Ep PROF details or per engineer of record.2X3 studs require F reinforcement at 70%of the length tabulated for 2X4 �'C ZO studs of the same grade. O� or g See DWGS A]2015ENC1able win 0]014 GB i FTIN1014,& sang I' ArAl requirements. Special loads �- 1 1/2119 --(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 BC:From 7 BC:From 4 plf at 0.00 to 7 lf at -1.50 to 4 plf at 6.00 ge 9lf at 0.00 "FOL D W Ne• 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.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to 2nd follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI an SBCA)fsafety 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 attach d rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW B ildl1'na ComponentGroup Inc.shall not be responsible for any deviation from this drawing any failure to build the A,,,,,, ,,. truss in conformance with ANSI/TPI 1,or or handling,shipping,installation and bracing of trussesA seal on this drawing or cover page•. listing this drawing,indicates acceptance of rWesstonaf engineering responsibility solely fr the design shown. The suit-ability ability 8801 Folsom Blvd.,Suite 10' and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 SEQN:226985 T17 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef: 1WI871750016 'FROM:BB" Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1618.03767 Truss Label: HG JAK / GWH 01/31/2019 H s' -I 6' H 3' 3' 12 4 L =4X5 B T a io A C 1 1 ...iiiiiiiiiliftiliiii._• _11 ►1 D ►1 3X5(81) 1111.5X4 -3X5 B1 ) A 6' H 3 -I 3' H 3' 6' 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 Pt: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 /- /- /- /6 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.004 D - - C 408 /- /- /- /6 /- Des Ld: 42.00 FJ(P.B Kzt.NA HORZ(TL):0.007 D - - Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height:15.00 ft TCDL:6.0 psf Code/Misc Criteria Creep Factor:1.5 A Brg Width=5.5 Min Req= 1.5 C BrgWidth=5.5 Min Req= 1.5 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:16.01.000.0327.15 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. `�4,1EO PROFFS i 1,'''AttireillO' 1 1/2119 OREGON W. Renews 67990/2019 *"WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propey attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,an failure to build the ,f,rIW truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA Seal on this drawing or over page listin this drawing Indicates acceptance of proessiona engineering responsibility solely for the des�iggn shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 5ec.2. 8801 Folsom Blvd.,Suite 101 Sacramento,CA 95826 For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinsl.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org MOW SEQN:226987 T12 GABL Ply: 1 Job Number: 0119189 Gust: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" 1 310"8 1 2'8" 1,2"8 12 4 ( — C T % 1111H cr5c° iol .�.I l D 3X5(B1) F- 3'10"8 H 2'8" i 1'2"8 '� F 2'8" 310"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 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 Brg Width=46.5 Min Req=- Des Ld: 42.00 Mean Hei ht:15.00 ft NCBCLL:10.00g Code I Misc Criteria Creep Factor:1.5 Bearing A is a rigid surface. TCDL:6.0 psf BldgCode: IRC 2012 Max TC CSI: 0.143 Members not listed have forces less than 375# Load Soffit: 2.00 Duration:1.15 MWFRS BCDL 4.2 psfRS 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:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-6-0 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. ItgO PROpS Wind •(� str Wind loads based on MWFRS with additional C&C y �� memberdesign.�._ .. ._.___ -_- .•,.- , _ �! Additional Notes Provide lateral wind bracing per Alpine wind bracing // 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. ..f See DWGS A12015ENC101014,GBLLETIN1014,& lfp /.20,19 (`i GABRST101014 for gable wind bracing L I W"N 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 faricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI an SBCA)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 hayg a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. (Refer to A LPI N E drawings 160A-Z for standard plate positions. Alpine,a division of 1TW Buildin Compon nts Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,w„wmMavr truss in cont rmance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or over page listing this drawin indicates acceptance of pro7essionaf engineering responsibility solely for th desl n shown. elite suitability 8801 Folsom Blvd.,Suite 10 and use of this drawing for any structure is the responsibiity of the Building Designer per ANSIIT.I I c.2. For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 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 12 1111.5X4 4 - B . 1 co A °' I J 3X5(61) III 1.5X4 i 3'10"8 1 3'10"8 1- 1 3'10"8 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl U# 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 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.006 C - - Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height:15.00 ft Code/Misc Criteria Creep Factor:1.5 A Brg Width=- Min Req=- TCDL:6.0 psf C BrgWidth=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.230 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. `y op PROF�w t:9 1 1/2119 OREGON 9 `in.20,190° •./ SOLD w." Renews 8190/2019 "''WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! TComponents of Oregon,Inc. *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P..O.O.Box 468 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and'SBCA)for sa ety 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 installed per SCI sections B3,B7 or 510, as applicable. Appplates to each face ofptruss and position as shown above and on the Joint-Details, unless noted otherwise. (tefer to drawings 160A-Z for standard plate positions. ALPINE Alpine,a division of ITW Buildin3 ompon nts Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,u,m truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesAeal on this drawing or cover page listing this drawing indicates acceptance of prooessionar engineering responsibility solely tor th sur ability shown. The suitability and use o 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.lccsafe.org Sacramento,CA 95826 SEQN:226991 T14 MONO Ply: 1 Job Number: 0119189 Gust:R7175 JRef: 1W1871750016 *FROM:Be) Qty: 4 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1618.27260 Truss Label: J JAK / GWH 01/31/2019 1111.5X4 12 4 i: .- T 1 0 B giagillIllIllr- N t A J i 1 III 1.5X4 3X5(81) A 4' A I- 1'6" 1 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 Udefl 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 316 /- /- /155 /1 /30 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.001 D - - D 137 /- /- /67 /2 /- Des Ld: 42.00 EXP:B ltzt.NA HORZ(TL): 0.002 D - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:15.00 ft TCDL:6.0 psf Code/Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req= 1.5 D BrgWidth=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.204 Req= Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.108 Bearing B is a rigid surface. 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:16.01.00C.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. ePROOF� `‘e ��421;14hNY., air i 41011 I 31/2119 OREGON J9RO . U` tN R....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.O.Box 468 Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or 810, as applicable. Appplates to each face oftrussand 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 Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the „r,,TN, truss in conformance with ANSI/TPI 1,or or handling,shipping,installation and bracing of trussesA seal on this drawing or cover pagge.. ODMPANY listingtis drawing indicates acceptance on proAessrona engineering responsibility solely for the desi n shown. The suitability and se of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Stc.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:226993 T3 MONO Ply: 1 Job Number: 0119189 Dust:R7175 JRef: 1W1871750016 FROM:B6 Qty: 6 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1618.44523 Truss Label: K JAK / GWH 01/31/2019 12 1111.5X04 4 B TI N �I A JD in I 1111.5X4 3X5(81) i 2' 1'6n 1 2' 2' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pr in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph 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 /- /- /128 /14 /19 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 D - - D 32 /- /- /28 /3 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):-0.001 D - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:15.00 ft Code/Misc Criteria CreepFactor:1.5 B BrgWidth=5.5 Min Req1.5 TCDL:6.0 psf = Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.204 D Brg Width=- Min 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. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.017 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. `y1#e0 PROpFs�/ O O r ......- ,- . I 1/2119 OREGON 14 D ', 9 20,iVO. Renews 6/30/2019 *'WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component S fety Information,byTPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracingper BCSI.Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachrigid ceiling.PLocations sown forpermanent lateral restraint of webs shall have bracing inslelled per BCSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the JoinTDetails, unless noted otherwise. Refer to 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 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 and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 107 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.lccsafe.org Sacramento,CA 95826 M Gable Stud Reinforcement Detail ASCE 7-10: 10 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 ' Or' 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or. 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 'L' Brace * (1) 2x4 'L' Brace * (2) 2x4 'L' Brace ** (1) 2x6 'L' Brace 5 (2) 2x6 'L' Brace *s Bracing Group Species and Grades' Gable Vertical No Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group At 4.- Spruce-Pine-Fir Hen-Fir #1 / #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' *1 / *2 Standard *3m. Stud *2 Stud u S P F #3 4' 4' 7' 2' 7' 8' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' *3 Standard • O IJ F Stud 4' 4' 7' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' I 1 Standard 4' 4' 6' 2' 6' 7' 8' 2' 8' 9' 10' 10' 11' 4' 12' 10' 13' 9' 14' 0' 14' 0' as Fir-Lar- Southern Plea*** QJ #1 4' 10' Cur'-- 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' ® *3 Stud J k SP #2 4' 7' # 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Standard Standard FL #3 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' Stud 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' d 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' _ 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' L Y HF Stud 5' 0' 8' 9' 9' 2' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' al O Standard 5' 0' f 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' ,, .as Fir-Lar- Southern Plne*** #1 5' 6' jj 9' 1' 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' ® *1 > SP #2 5' 3' I 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' O *2 0.1 4--1 DFL #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). Stud 5' 0' M VD 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' w*mor 1x4 So. Pine use only Irxbustrhl 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 Siress-Rated Boards. Group B #1 / #25' 9' 9' 10' 10' 2' 11' 7' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values nay be tiled with these grades. cS SPF #35' 6' y.M 9' 8' 10' 1' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes: 'u U 0 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 StudStandard 5' 6' i 8' 8' 9' 3' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connecttions for 70 plf over X SP 91 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). CS #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'(lj9' 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. e--1 D F L Stud 5' 8' i 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' 04 } Synn Attach 1' braces with 10d (0.128'x3.0' min) nails. * For (1) 'L' brace, space nails at 2' as /Gable Truss B In 18' end zones and 4' oc. between zones. Diagonal brace option. Pi **For (2) 1' brasses space naRs at 3' o.c. a op kr 18' end zones and 6' o.c. between zones. vertical length may be _ T ' doubled when diagonal 18' * ; 1' bracing must be a 1.11/91.119 of 80X of web I brace Is used. Connect L I r� J member length• diagonal brace for 385* 'L' +I Gable Vertical Plate Sizes at each end. Max web '' Br ce 4,1 total length Is 14'. � 31E31E Vertical Length 2x4 DF-L *2 or ' Less than 4' 0' 1X4 or 2X3 No Spike better diagonal r i Greater than 4' 0', but 2X4 Vertical length shown i brace) single 18' less than U' 6' in table above. t or double cut ;3 II e Greater than 11' 6' 3X4 el — 43• (as shown) at L.1 n T� + Refer to cannon truss design for upper end Q U Q lJ I U Q OhlI 1 1 peak, splice, and heel plates. �� / / / �ontMm,ous • G / / Refer to the BuRdIng Designer for conditions Connect diagona at midpoint of vertical web. • Refer to chart above for ., , ewi , gth, not addressed by :lois detail AREAS MIDFOFOLLOW Mi MIES UPI DRAWIIo V. REF ASCE7-10-GAB12030 . ns 611PORT FINNISH IDRAWING To ALL CONTRACTORS UMING THE INSTALLERS. 19575 'Q Trusses require e care In fabricating,handling,shipping,Installing and b ate Refer to and follow the latest -'- of SCSI Oulldn•g Component Safsety'Dlnfor•natan,by TPI and Silo for safety /. DATE 10/01/14 pts•to . these funcibns. 'nifty shall trust Per BCSL K top ha y a structural i� DRWG A12030ENC101014 I, shall have a properly std l whip, Locations shown for permanent lateral restraht of webs ��—�, shall have Per SCSI secilans H3,e7 ar rill,as Appy paps te sod+face ^ aka Al I 1 0 N[ of truss and�tion shown above and on the Jakit Details,.iiess noted otherwise. V, Refer te dra rive; standard plate positions. Alpine,a division of Components Grew Inc shall not be responsible far ani deviation from AN RW COMPANY this drawing,any f ' to Mid the truss In conformance with AHSI/TPI 1,or for hanaep,shipping. 9�`In.zo.1g� G•r MAX. TOT. LD. 60 PSF Installation•bracing - tresses. `I A seal on this . or cover page listing ills droving,Wades acceptance of professional O`D ,0 =WIT fes• tywit shown. The isr pelt'and"seta this droving 13389 Lakefront Dnve �� k nwPa•e tY �tate r per AIISVTPI Seca. Earth City,MO 63045 For • oration see los,laws general notes and these web sites. Renown 61301201* MAX. SPACING 24.0' ww ALPSE,w -• TPS www.tpinstorge MICA.www iryore;ICC.ewwiccsafeorg ASCE; 7-10: 120 mph, 30' Mean Height, Closed, Exposure C Common Resid ntial Gable End Wind Bracing Requirements - Stiffeners 120 mph, 30ft. Mean Hgt, AS 7-10, Enclosed, Exp C, or H Less than 4'6' - no stud bracing required , 100 mph, 30ft. Mean Hgt, AS 7-10, Enclosed, Exp D, or 100 mph, 30ft. Mean Hgt, ASC 7-10, Part. Enclosed, Exp C, H Greater than 4'6' to 7'6' in length Kzt = 1.00, Wind TC DL=5.0 p f, 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 requi ements refer to DRWG A12030ENC101014). Top: Continuous roof shea ing Bot Continuous ceiling diap .ragm H Greater than 7'6' to 12'0' max: provide a 2x6 stiffback at mid-height and brace See Engineer's sealed desig� referencing this detail to roof diaphragm every 4'0' (see detail below or for lumber, plates, and othdr information not shown refer to DRWG A12030ENC101014). on this detail. X Optional 2x L-reinforcement attached Nails' 10d box or gun (0.128'43',min) nails. to stiffback with 10d box or gun i (0.128' x 3', min,) nails @ 6' o.c. I I I 2X4 Blocking4001111 nailed to 45° sheathing and kit each truss -Hil MEM_®_®_®_®_muu tom— t.tt. t.tttttim —tti.m.tt.Nimata 2X4 DF-L *2 H/2 or better ' diagonal briace. Attach eadh end X ii for 560#. iiiiiiii ,fel` .4' i I ■ ■ ■ ■ ..a■mm■ m■■ ■ ■ ontinuous Bearing 2x6 #2 Stiffback , , attached to each Stud w/ (4) 10d box or Oun (0.123' X 3', min.) nails. .��ED P R O Fss 4; % Ra Dna REN AND FAUN ALL NOTES ON DRS DRA D43 •m.aRT MN=19HS IPAVD To"u CONTRACT=RCCL1DR18 TI€DISTMJ.ER& & N 9575 F� Oy REF GE WHALER •�� of ai`bit4 ca�anent Sa? arVI, °"'"g,,w1"ay�u� ,1p°'fo.a. 9r , DATE 10/01/14 ractic.e Prlor to tl.se f�,cmns tnstauers shnu Pravme eMry�a�rM Par xu — tap chord shall have ocatproperty attar rja11 Direropap«1I�rpaMt „t Latyerpalln Mre,war,t a►.et. �- DRWG GABRST101014 of�s a,d sho n above and on the ainn*Details,~es rwtedd otlarwee. to cad,raa 0 /31/2019 Al to drn I for stqandard plate postcon. OREGON mons,a division of bund Co,por.nts frrotq s call net be reeponslle for devlatbn frau �/ AN station I br.i� imams.a,e frau to coarNm elth tPlZTri 1,or for ha, ' ,e pro 9 "it.20 a"- •r MAX. TOT. LD. 60 PSF A seal on itds dem sr co"o°ec tie*avg.Vacates crane of professional '�'p�D W W.�►� — fear •r t fear aha.. Des ier pie,and a.e aS this draebp 13389 Lakefront Dnve raY N �0 Daslpner Per A1lSI/TPI 1 Sect. Earth City,MO 63045 ,LPIN.�� �, tv�fay Renews 6/30/2019 MAX. SPACING 'I Gakle Detail l - Forj Let-in Verticals Gable Truss Plate Sizes Abot O Refer to appropriate Alpine gable detail for 4 nhinun plate sizes for vertical studs. ©Refer to Engineered truss design for peak, splice, web, and heel plates. O QV gable vertical plates overlap, use a single plate that covers the total area of the overlapped plates to span the web. �`� "1114%.**1.4%4461\ Vertical O Example. 2X4 © © ' Length t 2X4 2X8 • 'T' Reinforcement Attachment Detail Srilll 'T' Reinforcing 'T' Reinforcing i © Member Member f © CO Toe-nail - Or - VEnd-nail 0 u� 0 ff A a I- a IF �1 ><I To convert from 'L' to 'T' reinforcing members, Provide connections for uplift specified on the engineered truss design. multiply at Alpinese byl length (based on appropriate gable detail). Attach each 'T' reinforcing member with End Driven Nails. Maximum allowable 'T' reinforced gable vertical 10d Common (0.148'x 3',min) Nails at 4' o.c. plus length is 14' from top to bottom chord. (4) nails In the top and bottom chords. 'T' reinforcing member material Pust match size, Rigid Sheathing Toenalled Nails. specie, and grade of the 'L' reinforcing member. 4 0 10d Common (0.148'x3',min) Toenails at 4' o.c. plus Web Length Increase w/ 'T' Brace Nal / >( (4) toenails in the top and bottom chords. 'T' Reinf. 'T' ,T' This detail to be used with the appropriate Alpine gable detail for ASCE Mbr. Size Increase Reinforcing ., wind load. 2x4 30 X rber ASCE 7-05 Gable Detail Drawings Example. 2x6 20 X 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 Gable S ced At ASCE 7-10 & ASCE 7-16 Gable Detail Drawings Pa Gable Vertical = 24'o.c, SP 03 4' O.C. A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, 'T' Reinforcing Member Size = 2x4 A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, 'T' Brace Increase (From Above) = 30X = 1.30 A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, (1) 2x4 'L' Brace Length = 8' 7' A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, Maximum 'T' Reinforced Gable Vertical Length S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, 1.30 x 8' 7' = 11' 2' S18015ENC100118, S20015ENC100118, S20015END100118, S20015PED100118, - -- S11530ENC100118, S12030ENC100118, S14030ENC100118, S16030ENC100118, X 4 Nnilfi x S18030ENC100118, S2003OENC100118, S20030END100118, 520030PED100118 CeilingliE -11 See appropriate Alpine gable detail for maximum unreinfo��� ;•'R•F�al length. P1 ORNIN AR AND FOLLOW ALL I�0" 0RAVIN° O- NG,NCF Oti REF LET-IN VERT aRPOtTANTOR PUNISH THIS DRAWING TO ALL CONTRACTORS DIDJJD=TIE INSTILLERS. 19575 9 Trusses req.hbe sere ti Psbrtcattny hsr.dbp,ahbpY.p,tnstoUk,p and Refer to and , follow the latest of ecu ohAlibri eoroorwnt Safety Lhfamnton,by TPI for safety r , DATE 01/02/2018 tkes prior t0 pm Ay these f.fICtlOn.w. Instalta's shall provide per 111:31. /411116 chard noted o oP`hard shalt have property shown ed permanent a" dbs /- % DRWG GBLLETIN0118 Alr shalt have a properly rt ld c lg.sLocattons shown for permanent lateral restraint of webs P 0 N La Walt hi°"� �ICSI and n th D7 or no,as eogkaae Apgo y pia#to Pace 0 /31/2019 i of truss and shown above and on the 7O Details,lid noted theM Refer to ora for standard pate posltlons. OREGON No.e.a*Asian of Components Group Inc shalt not be responsible for dr atlon from 0.1 AN TTW COMPANY this drawing,any P to b.�d the truss In conformance with AHSVTPI t,or far hit p,*doping, V a.20.19 'f Installation I brachy trusses. /� CD W• (�, MAX. TOT. LD. 60 PSF A sees an ids er cover listing this drawing,mates wccep�w of Professional O DUR. FAC. ANY 13723 Riverport Drive �tw solely for the design shown. The s.itsb1Ity end use of ids r►vwYg Suite 200 Por arty Is reaponsI ty of she biking Designer per MISVIPI 1 Seca Maryland Heights,MO 63043 For mare Ibiformagan see this Job's general notes pneeee and these web sites. Renews 600201 A MAX. SPACING 24,0' ALPRIE.=weal .cam TPU wsstpInst.orgl SDCM www.sbck.dhutry oral Ind wweJccsnfe.org i T Gable Stud Reinforcement Detail ASCE 7-10: P0 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Orr 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 - Orn 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 ___ 1 Brace (1) 1x4 'L' Brace a C1) 2x4 'L' Brace a (2) 2x4 'L' Brace eed (1) 2x6 'L' Brace a (2) 2x6 'L' Brace le Bracing Group Species and Grades' Gable Vertical No i Spacing Species Grade Brace$ Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group Ai S F #1 / #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Spruce-Pine-Fir Hem-Fir 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' *1 3*2 Standard *3 Standard HF Stud 4' 7. 7' 8' 8' 2' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' • Q Standard 4' 7' 6' 7' 7' 0' 8' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' D. •as Fir-La - Southern Plneeee #1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' ® *3 J a SP #2 4' 10' . 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Stud Standard Standard d DFL #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' Stud 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 2' 6' 7' 8' 2' 8' 9' 11' 1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' Group Bi U #1 / #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' Hen-Fk• _i...) _ S P r #3 5' 3' 9' 3' 9' 9' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' 11 L Btr L U H F Stud 5' 3' I 9' 3' 9' 7' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' *1 (1) O fl Standard 5' 3' 8' 1' 8' 7' 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' D• •as Fir-La - Southern Plneeee > #1 5' 9' 9' 6' 9' 10' 11' 3' 11' 8' 13' 4' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' ® *1 a 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 #3 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRH (Stress-Rated Board). Cu � D 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' neFar 1x4 So. Pine we only Industral 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 J42SPF #1 / #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values nay be uptd with these grades. C5 _ S P r #3 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes' 13 U H F Stud 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion Is L/240. HF l r Standard 5' 9' 9' 4' 9' 11' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide over X #1 6' 4' j 10' 6' 10' 10' 12' 4' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' contkxoustbeaconnections sf Cfor 3De d5 f Load). C5 SF' #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load from 4' 0' outlookers #3 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. N r-I DFL Stud 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 9' 8' 8' 9' 3' 11' 7' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' S 17 Attach 'L' braces etch IOd (0.128'x3.0' min) nails. / About rt. Ii * For CI) V brace, space nails at 2' o.c. ble Truss i In 18' end zones and 4' o.c. between zones. Diagonal brace optiorx Pali **for mor (2) V brace's space nails at 3' o.c. vertical length may be — i T : In 18' end zones and 6' O.C. between zones. ddoubled when diagonal race s used. Connect 18' 0 i 14 'L' bradng must be a rinlmun of 80X of web diagonal brace for 335* '' 'L' L * member length. at each end. Max web Br ce 444 %, Gable Vertical Plate Sizes total length Is 14', iMIIE �� Vertical Length No Splice 2x4 DF-L *2 0 ' Less than 4' 0' 1X4 or 2X3 better dagonnl r „ Greater than 4' 0', but 2X4 Vertical length shown brncel single a less than 11' 6' In table above. or double cut 18' J Greater than 11'6' 3X4 — Cas shown) at n I__f1 1 a Refer to common truss design for upper end li u U If U U u ■y : 1 peak, sp8ce, and heel plates. 0 / / / / �ontknuous Beard e ' '' / / / Refer to the Building Designer for conditions Connect dagonn at � not addressed bythis detail. midpoint of vertical web. v4 Refer to chart above for ,` -- ,1 1 gth. Allalgna REM MID FOLLOW ALL NOTES URI TIIS DRAWI J %4 F IislIPIRT FURNISH max DRAWING To ALL LVIIRACTI•li RlalgING TIE BQTAl1ERS. 19572 'Q REF ASCE7-10-GAB12015 Trusses require care In fabricating,handling,shipping,Installingand bra�p Refer to and —• follow the latest of SCSI Mild%Component safety Lnfamatan by TPI and SPCA)for safety i DATE 10/01/14 rp:tikes prior to • • these functions. Installers sal provide drawing per ICSI. / �-\ tor.chord w. shell llel have a prop. :,top-chord-_ Locationss�for m structural app and r.sw.ai t of webs 4- % DRWG A12015ENC101014 �t I� cYq ver rSCCSII sect on,13,n or 310.as applicable. Apply plates to each face 1 /31/2019 /"o �g I ` I shall anawIngs I n , 'Moen above a � Details,unless noted agerw'se. OREGON /-7'— I V Refer to anwkgs 1 far standvd AN Alpine,a division of NJIdng Components Grow Inc shall not be responsible for I deviation Fran this drawing,any f to lead the truss In cantor ante with ANbe r. Lor for FaneYnp,shipping, n•20.14 •f Installation a bream) • true speR a�(G MAX. TOT. LD. 60 PSF A seal on t ne er cover peke�'0 tiee.m Theng Indicates acceptance of pt ofesflval OC IN.T` — fer any ..is solelymy:it � s r per end NISVu s I Secy.ids�n 0 R e Earth1338Lakefront 63045DnFor nor* ormntlan see His Job's general notes and these web sites Earth City,M0 �,ewe -.+ .oro TPD wwstpretorgi S www [CD wwwAxxafeory "°"°"i°�0"�019 MAX, SPACING 24.0' i t h CLR Reinforcing Member Substitution T-Reinforcement This detail is to be used when a Cc'ntinuous Lateral Restraint (CLR) or T-Reinf. Is specified on a truss design but lin alternative web L-Reinforcement or reinforcement method is desired. i L-Reinf. ♦ �\ 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 ch nging the specified CLR shown on single ply sealed designs T-reinforcement or L-reinforecement or scab reinforce ent. ., Alternative reinforcement specified in chart below may be conservative. [>:< For minimum alternative relnforcemerhlt, re-run design with appropriateII.ol reinforcement type. T-Reinf. L-Reinf. Web Member Specified CLR Alternative Reinforecement Size Restraint 1- or L- Reinf. Scab Reinf. Scab Reinforcement: I. 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. MI ' 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 2-2x4010 minimum 80% of web member length. a 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6010 Scab Reinf. T-reinforcement, L-reinforcement, or* scab reinforcement to be same species and grade or better than wpb member unless specified otherwise on Engineer's sealed desigf. (110 Center scab on wide face of w4b. Apply (1) scab to each face of web. III MN 4%�so PROp4. ARND Osis READ AND FOLLOW ALL NOTES a THIS ORAVlhcd Oft G NG 1 a�F 'O Trusses FURNISH MS 1RilcoTrRALThaa INCLUDING THE mar 19575 OQ I. TC LL PSF REF CLR Subst. care fabricating. pm n, bannsTC DL PSF DATE 10/01/14 Follow the latest of DCSI(Building Component ratty Information,6y TPI and sEGV for safety r , proctkts per to • • these functions. Installers shall provide tr¢drg per 1CSL UNess noted otherwise top chord shall hove property attached structural shoe Him and bottom chord r shall have a properly • rid pup. Locations shown for permanent Lateral restraint of web: /- BC DL PSF DRWG BRCLBSUB1U14 ,q L P p N[� shall t hast brdng poin per I and on th or Det l as unless dpoly pintas tact of tress end sltk+n shown above and on the Joint MO, s,unless noted o pl plate �31/� Refer to drawings1... for standard plate ppossitpions. s RE BC LL PSF AN RWGOMA�NY t►+s drawkw am rev to ddngt,truss Components in caw Inc. ianctei Itnot be responsible I foror deviation from aJ Installation I bracing • Assts h N shlppkp 9 414.40.10° TOT. LD. PSF A seal on this dna or cover Rating this dnwinp.►dates acceptance of professional RO/ .0►° _ solely for �elenThe 13389 Lakefront Drive POe enY it - y art 1�De �A and we I Secs. 1 W DUR. FAC. Earth City,MO 63045 For more erection see this Job's general notesppoo and these web sites Renews 8130/1019 SPACING ALPINE.www. . . -• TPI.an.t inwLorpl S1CM www.sioe9rndnge try.orW ICC.wwwAxsaftAr'9 MEEMMEMMI=MMIIMIMPf t NAIL REINFORCEMENT FOR PLATE DETAIL This detail may be used when the required number of t Nails shall be driven through solid steel at a distance no connector teeth in a truss merber 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. Nail Type Nails shall be driven through connector plate having shortage of required effective teeth. Nails may be driven through Duo-Fast CS157 1.5' x 0.105' Pooth 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 Nave 1 Nail replaces 2 teeth (SG >= 0.42) Alpine 20-gage F, 1 Nall replaces 2 teeth Alpine 18-gage 1 Nail replaces 2 teeth This detail is applicable only on Joints where the connector 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 Material Connector Plates Substitution vertically (2x_) and trusses with lumber oriented horizontally (3x2 and 4x2). SP, DF-L, HF, SPF Alpine 20-gage *Ave 1 Nail replaces 3 teeth (SG >= 0.42) Alpine 20-gage 14 1 Nail replaces 3 teeth Alpine 18-gage S 1 Nail replaces 3 teeth �Y‘¢ ov`t �o�rt Lire 1111111i Joint Line / Typical Joint Configurations. This Detail Applies To Any Joint Configuration. This Detail Is Applicable Only On Joints %./.....h...) RO•r..nector Plate Has Been Offset No More Than 1/2' From The De - - ` - n On The Truss Design Drawing. m =READ AND FOLLOW ALL NOTES ON THIS MOMO' m NG 1 N�'�n 0 =WORT FIDRII 1 THIS BRAVING TO ALL coPTRACTaa INCLUDING TIE INSTALLERS. 19575 REF NAIL REINFORCEMENT Trusses require care In fabricating,handling, Installing and Refer to and "r 9 follow the latest of SCSI rang Component Safety Information.by TPI and sjc* for safety/416 DATE 10/01/14 practices prior to thee,Puictlons, betaUtrs slgLL y cine UMess noted opxrsise top chord shall have properly attached structural slxa4Hrg�ond b t chord �- r shall have a properly died Locations shown for permanent lateral restraint of webs �`=1 I N .Tall have braeYp per"et�sl=Locations sa,„or„u,as,ppllr,w, apply plate.to.ad,face l / N DRWG REPPLTNL1014 L C_" of truss and position damn above and on the Joint Retails,unless noted otherwise. Refer to arae rl ip; for standard plate pas tions, /� OREGON AN NWCOMFANY thisA n d4slon of RJldrq Conparents Gr Inc shall not be ray Ve drawing,any P to bi d the truss in conformance uw,ANSI/TPI responsible for shipping, • db Installation I bracing trusses. 9 `N.20,1• -. A seal an this drat or cover page listing this&seamy,Indicates acceptsnee of professional *00. er�pY�reer�Yhp .d.ly Par the .how. The O` _ 13389 Lakefront Drive Par sineery r+eturt g k responsibility of wnt Building Designer per N4ViPPII t Ste8 R Earth City,MO 63045 For more tion see this Job's general notes� ppooppee and these web sites ALPINE,111111A .COMP TPG M www.tptorgi SPCA.www.* abatry.orgi ICC.wwwiccsafe.org Renews N80/201g i _