Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans (79)
1S \C.:\- c CIC LA -A7t 3 S�,v 1uSt- Fr Er h 19 . CITY'OF fIGARD 31JI€ D'NG DIVISION 1- - 60' 1-.-----13' -I- 39' + 8' , , „ , -r l d ` 2 l- n � iEllir HI_ 141.13 • �� E m �m \ z az _ , a m — m -C c - ao G) CO M e e r 1 -a L oo , il-r--\- n E'S � . __J �, rt~ $D I 1 } LAGE 1 IGE 1-"!13 1 6' + 35'6" + 5'6" 8' H Customer: PARR FOREST GROVE M 2 oipt OW 1,4 3) o o Desc. : Riverside 2885 R Roof' Mos o C) , W ADDRESS: master m m r z Designed by: BILLY BREESE IA) t SO Z W 0 0 an •• gO PROFS O`T'C G%NF ,Q SAO Alpine,an ITW Company l� F 4 8801 Folsom Blvd.,Suite 107 19575 Sacramento,CA 95826 r ' (API ,4LPIEE Phone.(800)877-3678(916)387-0116 nN�oManNv Fax:(916)387-1110 ITW01/31/201• sacseals@itwbcg.com OREGON 9,Qo A.29.1911- Os' 9.++Os' Renews 8/90/2019 Site Information: Page 1 Customer: Truss Components of Oregon,Inc. Job Number: 0119189 Job Description: Riverside 2885 A Roof 6in heel Address: master,master,OR Job Engineering Criteria: Design Code: IRC 2012 View Version: IRC 2012 JRef#: 1W1871750016 Wind Standard: ASCE 7-10 Roof Load(pdf): 25.00-10.00-0.00-7.00 Wind Speed(mph): 120 Floor Load(pst): 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 23 031.19.1618.44523 K Printed 1/31/2019 4:52:14 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AF&PA. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports,the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10(Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent LateraLRestraint and Bracing____ The required locations for lateral restraint or bracing depicted on these drawings are for the permanentlateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.orq. Page 1 of 2 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL= Bottom Chord standard design Dead Load in pounds per square foot. BCLL= Bottom Chord standard design Live Load in pounds per square foot. Des Ld =total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. HORZ(LL)=maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL)= maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL= additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. L/#= user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the immediate vertical Deflection, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc= Location, starting location of left end of bearing or panel point(joint)location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL= Non-Concurrent Bottom Chord design Live Load in pounds per square foot. PL=additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB= additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT=additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP= Panel Point. R= maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location(Loc). -R=maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location(Loc). RL= maximum horizontal design Reaction in either direction, in pounds, from all specified non-gravity(wind or seismic) load cases, at the indicated location (Loc). Rw= maximum downward design Reaction, in pounds,from all specified non-gravity(wind or seismic) load cases, at the identified location (Loc). TCDL=Top Chord standard design Dead Load in pounds per square foot. TCLL=Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds,from all specified non-gravity(wind or seismic)load cases, at the indicated location (Loc). VERT(CL)= maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(LL)= maximum Vertical panel point deflection in inches due to Live Load. VERT(TL)=maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W=Width of non-hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. References: 1. AF&PA: American Forest& Paper Association, 1111 19th Street, NW, Suite 800,Washington, DC 20036; www.afandpa.org. 2. ICC: International Code Council;www.iccsafe.orq. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043;www.alpineitw.com. 4. TPI: Truss Plate Institute, 218 North Lee Street, Suite 312, Alexandria, VA 22314;www.toinst.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" 3413" II 1T4" I 17,4" 4 (TY ) 5X5 i1 12 - + 4 V in - ioio m m A B o - �X Y 1 3X5(B1) AH =3X5(81) 5X5 I 34'8" I H 6" I 34'8" 11 6" 34'8" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs),or*=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed:120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.002 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 1- /- /47 /8 /3 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 C - - Wind reactions based on MWFRS EXP:B Kzt:NA Des Ld: 42.00 Mean Height:21.14 ft HORZ(TL):-0.003 G - - B Brg Width=416 Min Req=- NCBCLL:10.00 Code I Misc Criteria Creep Factor:1.5 Bearing B is a rigid surface. TCDL:6.0 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.371 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.087 Spacing:24.0" C&C Dist a:3.47 ft Rep Fac:Varies by Ld Case Max Web CSI:0.173 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-6-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep x 3.5"wide periodically along top edge,only in the area above the let-in studs.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches. Do not notch at plates,or in overhang or heel(first)panels. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. — Wind 41:1121:::: PROF�`rS Wind loads based on MWFRS with additional C&Cmem0�5 �G I N FFA �Oy 19575 7 Additional Notes i r Provide lateral wind bracing per Alpine wind bracing 1 i details or per engineer of record.2X3 studs require 1 1/21 9 reinforcement at 70%of the length tabulated for 2X4 OREGON studs of the same grade. v GABRST10 014See DWGS 0 for gable01014,w wind bracingETIN1014,& 99-O`20,is�OS f requirements. Renews 619012019 **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)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a progeny attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1,or tor handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of pro essIona engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- For more information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org Sacramento,CA 95826 SEAN:226941 T1 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1WI871750016 FROM:BB Qty: 2 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1600.15297 Truss Label: B JAK / GWH 01/31/2019 6'3"13 11'9"15 17'4" 22'10"1 28'4"3 34'8" + + 6'3"13 5'6"1 5'6"1 + + + H 5'6"1 5'6"1 6'3"13 =5X5 E Si -r- 12 :.,---- 12 3X5 3X5 4 D F Lft 1.5X4irN. 1.5X4 to C G m m A 6= _ -7 H 3X12 I 0(B2) =3X5 =3X7 4X5= 3X5= =3X10(82) A—-- - 34'8" 1'6" 9'0"148'3"2 8'3"2 9'0"14 1'6" 9'0'14 I 17'4" 25i '7"2 34,8" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Def11CSI Criteria •Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.335 L 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.680 L 606 240 B 1588 /- /- /659 /66 /71 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.113 J - - H 1588 /- /- /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 I Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req=2.6 TCDL:6.0 psf H Brg Width=5.5 Min Req=2.6 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.839 Bearings B&H are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.906 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.47 ft Rep Fac:Yes Max Web CSI:0.791 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 B-C 738-3438 E-F 593 -2312 Lumber C-D 698-3122 F-G 697 -3122 D-E 593-2312 G-H 739 -3438 Top chord 2x4 HF#1&Bet. Bot chord 2x4 HF#1&Bet. Webs 2x4 HF Std/Stud Maximum Bot Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. Loading B-M 3173 -624 K-J 2731 -528 Bottom chord checked for 10.00 psf non-concurrent M-L 2731 -521 J-H 3173 -630 bottom chord live load applied per IRC-12 section L-K 2731 -528 301.5. Wind Maximum Web Forces Per Ply(lbs) Wind loads based on MWFRS with additional C&C Webs Tens.Comp. Webs Tens. Comp. member design. M-D 380 -34 L-F 209 -802 D-L 209 -802 F-J 380 -34 E-L 1045 -208 00 PROF y � G%N �O 019675 �4* - 1 1/2119 OREGON 1 Ven.20,15° 'r RoLI "N� Renews 6/30/2019 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "*IMPORTANT*' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted o-therwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,,,,,,r,C,,,,,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 pro-fessionar engineering responsibility solely for the design shown. The sul&brlity and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 56c.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:226962 T26 COMN Ply: 3 Job Number: 0119189 Cust:R7175 JRef:1W1871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1620.32840 Truss Label: BG JAK / GWH 01/31/2019 I 5 < 5 3 Complete Trusses Required 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" II 5'3"13 4'0"1 4'0"1 4'0"1 4'0"1 4'0"1 4b"1 5193 III 6X8 E 12 4 � �4 C[8] 4X523] ' N1PI SS05A4(Bi '''SS0514(1310R)TE I - \- 1111Mill11111. 111111C1MIE - - S R Q P 0 B2N M L K J 1113X5 -,-5X5[7] =5X7 -,-5X7 m 5X5[24] 1113X5 SS0514 1118X8SS0514 1 34'8" 1 5'3"13 I 4'0"1 I 46"1 I 46"1 I 4'0"1 I 46"1 I 4'0"1 51"13 5'3"13 9'3"14 13'3"15 17'4" 21'41 25'4"2 29'4"3 346" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.596 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 S 13983/- /- /- /713 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.145 J - - I 13003/- /- /- /656 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:21.22 ft HORZ(TL):0.290 J - - Wind reactions based on MWFRS NCBCLL:0.00 Code I Misc Criteria Creep Factor:1.5 S Brg Width=5.5 Min Req=5.0 TCDL:6.0 psf I BrgWidth=5.5 Min Req4.6 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.919 = TPI Std:2007 Max BC CSI: 0.952 Bearings S&I are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.47 ft Rep Fac:Yes Max Web CSI:0.911 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 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-2.0E:B2 2x6 HF SS: Webs 2x4 HF Std/Stud:W5,W9 2x4 DF-L Std/Stud: Maximum Bot Chord Forces Per Plylbs :W72x4HF#2: ( ) 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 St-C 1454 -.64 M_=G_. T1r5 -1702 BC:1438 lb Conc.Load at 0.73,2.73,4.73,6.73 C-O 90-1739 G-K 1417 -59 8.24.7310.73,12.73,14.73,16.73,18.73,20.73,22.73 ��5I O PRO/cE D-N 2062162-21 4 K-J 5461 -665 BC:1396 lb Conc.Load at 26.73,28.73,30.73,32.73 NY G•k F 0 E-N 4318 -209 Plate Shift Table -25 G 19575 �� r JT Plate Chord JT Plate Chord /' No Size Shift Bite No Size Shift Bite 40111, [13] W5X5 3.50 R 1.25 [18] W5X5 3.50 R 1.25 1 1/2119 [23] W4X5 3.00 R 1.25 [24] W5X5 2.75 L 2.75 OREGON v 14 l'in"20,10-At‘‘ 0,190�!'r Wind Wind loads and reactions based on MWFRS. s `i 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 488 Trusses require extreme care in fabricating,handlingp shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI an SBCA)ffir 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 of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the „r,,„�, ry 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 pessrona engineering responsibility solely for the design shown. The suit-ability and use of this drroawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sgec.2. 8801 Folsom Blvd.,Suite 10' For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org Sacramento,CA 95826 SEQN:226997 T20 GABL Ply: 1 Job Number: 0119189 Cust:R7175 JRef: 1W1871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1600.46910 Truss Label: AGE JAK / GWH 01/31/2019 I 16'4"2 I 33'1"2 I 16'4"2 16'9" I—372--I`(rr ) SMS I — 12 LI 4 p to T2 v 3X5 O B A r P; I I I I I I I IP If ti 2 I I I I I I Z e• 5X5(E1) —A 5 .3X5(131) B2 i 33'1"2 1 33'1"2 16" 33'1'2 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DefUCSI 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): 0.008 B 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.020 B 999 240 A* 122 /- /- /41 /7 /5 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.003 B - - AM*119 /- /- /42 /4 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height 21.04 ft HORZ(TL):0.008 B - - Wind reactions based on MWFRS NCBCLL:10.00 TCDL:6.0 psf Code I Misc Criteria Creep Factor:1.5 A Brg Width=181 Min Req=- Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.211 AM Brg Width=216 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.052 Bearings A&AM are a rigid surface. RepFac:No Max Web CSI:0.126 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.31 ft Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2:T2 2x4 HF#1&Bet.: Bot chord 2x4 HF#2:B2 2x4 HF#1&Bet.: Webs 2x3 HF#2 :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.917' Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep X 3.5" periodically along top edge.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches.Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. �G�EO PROFS Wind `yam GINF 49 A 0 Wind loads based on MWFRS with additional C&C O F� member design. , 19675 - Additional Notes Provide lateral wind bracing per Alpine wind bracing er 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 DWGO1014 for NC1010014,GBL1.LETIN1014,& 9"-0I �v 0,19� t i able wind 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)rmsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propefly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, .441111 . as applicable. Applplates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. l eferto A IPL NE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildin g.Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the A,rrw COMPANY truss in conformance with ANSI.-PI 1,or for handling,shipping,installation and bracing of trussesAseal on this drawing or cover page, listing this drawing,indicates acceptance of proiressiona engineering responsibility solely or the design shown. The suitability and use of this ewing for any structure Is the responsibility of the Building Designer per ANSI/TPI 15-ec.2. 8801 Folsom Blvd.,Suite 10' For more information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC. www.iccsafe.orq Sacramento,CA 95826 SEQN: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 1176 164"221714 26'11"10 33'1"2 5'8"10 5'3"12 5'3"12 I 5'3"12 I 5'3"12 I 6'1"8 5X5 E _ -r 123X5 a3X5 4 D F 1.5X4 1.5X4 to C / 7GT2 0 0. 3X5 B A rum :' ' w m e c� H I 7 5X7(E1) NI L J =3X5 =4X5 K B2 =3X5 =5X5(81) =3X7 1 33'1"2 1 8'4"8 7'11"10 711"10 8'9"6 1'6" 8'4"8 I� 16'4"2 24'3"12 - 33'1"2 - Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc 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 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL:0.204 J - - Wind reactions based on MWFRS ( ) Mean Height:21.04 ft Code I Misc Criteria CreepFactor.1.5 A Big Width=- Min Req=- NCBCLL:10.00 TCDL:6.0 psf H BigWidth=5.5 Min Req=2.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.800 Bearing H is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.860 Rep Fac:Yes Max Web CSI:0.719 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.31 ft Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): _ . Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 A-B 798-3314 E-F 565 -2201 B-C 770-3269 F-G 678 -2980 Lumber C-D 711 -2992 G-H 713 -3281 Top chord 2x4 HF#2:T2 2x4 HF#1&Bet.: D-E 578-2199 Bot chord 2x4 HF#2:B2 2x4 HF#1&Bet.: Webs 2x4 HF Std/Stud :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.917' Maximum Bot Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. Loading A-M 3056 -652 K-J 2606 -514 Bottom chord checked for 10.00 psf non-concurrent M-L 2592 -494 J-H 3027 -611 bottom chord live load applied per IRC-12 section L-K 2592 -494 301.5. Wind Maximum Web Forces Per Ply(lbs) Wind loads based on MWFRS with additional C&C Webs Tens.Comp. Webs Tens. Comp. member design. D-K 198 -763 K-F 201 -781 E-K 982 -202 ,c00 PROFS G�5 �GtNEta` o 19575 41 9 A„, /- iAP- 1/21 9 OREGON f 9�O1nn.29,190�e' Renews 8/3012019 ""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 408 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)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 chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. (refer to ALPINE- drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildingg Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,ir,,,COMCOMPANY,y, , truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and braciNJ of trussesA seal on this drawing or cover page. listing this drawing,indicates acceptance of proressiona engineering responsibilitysolely for the design shown. The suitability 8801 Folsom Blvd.,Suite 10" and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Sac1 Folsommento,CA 9,Su, For mom information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq • • SEQN:226953 T21 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1WI871750016 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"l01 I- 11'0"6 16'4"2 21'7"14 26'11"10 32'7"10 5'8"10 I 5'3"12 { 5'3"12 5'3"12 _ 5'3"12 __ 5'8" 5X5 E 4 ii 12 1111.5X4 1111.5X4 D F • 3X53X5 ro C G 3X5 • 3X5 B H A 0 , I i f Oil 0 : HI s a 111V: 1 5X7(E1) 1111:X4 3X7[8]= 3X5= =3X[15] 1111.5X45X7(E1)= r 32'7"10 i 5'8"10I 5'3"12 I 10'7"8 I 5'3"12 I 58" 5'8"10 11'0"6 21'7"14 26'11"10 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/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed:120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.241 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.516 D 758 240 A 1439 /- /- /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 Mean Height:21.36 ft HORZ(TL ) 0.147 J - - Wind reactions based on MWFRS NCBCLL:10.00 Code 1 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: 0.624Req=- TPI Std:2007 MaxC CSI: 0.886 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 ax Maximum Top Chord Forces Per Ply(lbs) Spacing:24.0" C&C Dist a:3.26 ft Rep Fac:Varies by Ld Case Max Web CSI:0.953 Chords Tens.Comp. Chords Tens. Comp. Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): A-B 792-3363 E-F 708 -2948 Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 B-C 742-3319 F-G 651 -2951 Lumber C-D 653-2961 G-H 737 -3288 D-E 709-2957 H-I 789 -3333 Top chord 2x4 HF#2 Bot chord 2x4 HF#1&Bet. Webs 2x4 HF Std/Stud:W4,W5 2x4 HF#2: Maximum Bot Chord Forces Per Ply(lbs) :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.917' Chords Tens.Comp. Chords Tens. Comp. :Rt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.917' A-N 3101 -645 L-K 2081 -373 Plate Shift Table N-M 3101 -646 K-J 3070 -640 JT Plate Chord JT Plate Chord M-L 2081 -373 J-I 3070 639 No Size Shift Bite No Size Shift Bite [8] W3X7 1.25 L 1.25 [15] W3X7 1.25 R 1.25 Maximum Web Forces Per Ply(lbs) Webs Tens.Comp. Webs Tens. Comp. Loading Bottom chord checked for 10.00 psf non-concurrent D-M 163 -387975-K 43 -444 bottom chord live load applied per IRC-12 section D-M 142 -4411 K-F 1 143 444 301.5. M-E 987 -207 Truss supports 200#mech unit;unit centered at 16-2-7;supported by BC;unit width 2-0-0;supported by 4 trusses. Wind ��v.EO PROFESS Wind loads based on MWFRS with additional C&C c G i M E /O O member design. r1 F46 /' i �r 1 1/2119 OREGON 99-01.;s o,, OS° 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)fo'rsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for pci ermanent lateral restraint of webs shall have bran installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing'an failure to build the truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawinNOW w g or cover pa e listing this drawing indicates acceptance of prooessronar engineering responsibility solely for the design shown. The suitabilitye8801 Folsom Blvd.,Suite 10' and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TP!1 Sec.2. 01amento,CA 95826 For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.om SEAN:226955 T18 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1W1871 75001 6 FROM:BB Qty: 4 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1602.43713 Truss Label: A2 JAK / GWH 01/31/2019 6'1.'8 115"4 , 16'9" 22'0"12 22'0"12 , 27 4"8 33'0'8 6'1"8 5'3"12 5'3"12 5'3"12 5'3"12 5'8" 5X5 E /1 T 123X53X5 4 p D F 1.5X4 %1.5X4 NopTii2 to C G v 3X5 co � H B i 1 A " i i i ' Y' lam''' 5X5(B1) =3X5 =3X5 K =3X5 =SX7(E1) =3X7 r 33'0"8 i 17 8'9"6I T11"10 I 7'11"10 I 8'3"14 8'9"6 16'9" 24'8"10 33'0"8 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Def11CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.279 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.570 D 692 240 B 1528 1- /- /633 /71 /61 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.085 J - - I 1396 1- I- /587 /59 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height 21.04 ft HORZ(TL ) 0.172 J - - Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req=2.5 TCDL:6.0 psf I Brg Width=- Min Req=- Soffit: 2.00 BCDL:4.2sf Bldg Code: IRC 2012 Max TC CSI: 0.798 p TPI Std: 2007 Max BC CSI: 0.858 Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.30 ft Rep Fac:Yes Max Web CSI:0.785 FT/RT:2(Ou4(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 WAVE VIEW Ver:16.01.000.0327.15 B-C 710-3275 F-G 705 -2969 Lumber C-D 675-2974 G-H 763 -3238 D-E 563-2194 H-I 797 -3283 Top chord 2x4 HF#1&Bet.:T2 2x4 HF#2: E-F 576-2193 Bot chord 2x4 HF#1&Bet. Webs 2x4 HF Std/Stud :Rt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.917' Maximum Bot Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. Loading B-M 3021 -629 K-J 2580 -517 Bottom chord checked for 10.00 psf non-concurrent M-L 2600 -532 J-I 3024 -664 bottom chord live load applied per IRC-12 section 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 op PROP . E-K 978 -201 ,c� ,,P �G%N IaF '0 19575 7_,, r l 1 1/2119 OREGON � OLn.20.199 v 9N� . 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 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 chord shall have a propefly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,y,n,,,COMMW truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro essronar engineering responsibility solely for the design shown. The suitaability and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 S-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:226958 T10 GABL Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1W1871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1604.02763 Truss Label: A2GE JAK / GWH 01/31/2019 16'9" 33'0"8 16'9" 16'3"8 1'4" 2'1" (��) 5X5 12 4 p T2 Y Z -7 A — S 7 i S S S S G S — 0 S 4 4 4 4 4 4 4 4 \ 3X5(B1) 5 AL 5X5(E1) 33'0"8 1 1'6" 33'0"8 FI- 33'0"8 ") Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DefUCSI Criteria ♦Maximum Reactions(lbs),or'=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.008 Y 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.019 Y 999 240 B" 129 /- /- /45 /7 /4 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.003 Y - - AL"112 /- /- /39 /3 /- EXP:B Kzt:NA HORZ TL:-0.007 Y - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:21.04 ft ( ) NCBCLL:10.00 Code I Misc Criteria Creep Factor.1.5 B Brg Width=186 Min Req=- TCDL:6.0 psf AL Brg Width=210 Min Req=- Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.211 Bearings B&AL are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.039 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.30 ft Rep Fac:No Max Web CSI:0.126 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. 4' et)PROFESS Wind �5 GINF �p Wind loads based on MWFRS with additional C&CO 1ta�76 F� Z member design. _-__- 7 Additional Notes Or. e-di % Provide lateral wind bracing per Alpine wind bracing I 1/21 9 details or per engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 OREGON studs of the same grade. '9 ` 20,190° • See DWGS A12030ENC101014,GBLLETIN1014,& -FD/ e . ./*.GABRST101014 for gable wind bracing a• requirements. Renswrr 8/3012019 "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)for safety practices prior to performing these functions. Installers shall provide temporary 15031 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 rappid ceiling Locations shown for rmanent lateral restraint of webs shall have bracin installed per BCSI sections B3,B7 or B10, as applicable. AppTy plates to each face of truss and position as shown above and on the JointtDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drewing,apy failure to build the ,TM,COMPANY in conformance with ANSI/I-PI 1,or for handling,shipping,installation and braci µ ng of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro essiona engineering responsibility solely for the desgign shown. The suitability and use of this awing for any structure is the responsibility of the Building Designer per ANSIITPI 1 S-ec.2. 8801 Folsom Blvd.,Suite 10' For mom Information see this lob's general notes page and these web sites: ALPINE:www.alpineltw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq Sacramento,CA 95826 SEQN:226960 T7 GABL Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1W1871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1606.42643 Truss Label: DGE JAK / GWH 01/31/2019 I 51" I 102" I 153" _I_ 20'4" I 255" I 30'6" 51" 51" 51" 51" 51" 51" -2'8"""1 I 1'11" I 1'4" -I 4-1 III4X5 (TYP) N T 12 4 l - T �3J 5 .._. .. R5 -I 11 3X5 run F - V w o B - 'W1 W2 \ W5 Nt6\ w ; - - Z A t 4 Q - 4 4 4 4 W 4 9 4 44N,s I 3 A I - AA -3X�) =3X5 =5X5 -3X7 =311X5 �'AD =3X5(B1) 1 30'6" 1 1'6" I 77.6 I 7'7"8 I 77'8 I 7'7"8 1.6" 77"8 15'3" 22'10"8 30'6" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria •Maximum Reactions(lbs),or'=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.046 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 ig t:NA HORZ(TL):-0.022 P - - Wind reactions based on MWFRS Mean Height:20.79 ft B BrgWidth=153 Min NCBCLL:10.00 TCDL:6.0 psf Code I Misc Criteria Creep Factor.1.5 Req=- Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.351 Z Brg Width=71.5 Min Req=- Bearings B&AE are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.406 Rep Fac:Varies byLd Case Max Web CSI:0.665 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.05 ft Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0U4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 J-N 229 -562 R-U 154 -515 Lumber N-R 219 -626 U-V 103 -430 Top chord 2x4 HF#2 (S)2x4 x 6'0"HF#2 or better field applied 2x4 HF#2 scab required to allow notches 1.5"deep.Align Maximum Bot Chord Forces Per Ply(lbs) Bot chord :W1,W3,W4,W6 2x4 HF Std/Stud: scab 1.5"below top edge and attach to one Chords Tens.Comp. Webs ox3 HF H :W2, 2x,WF#x4 HF#2: face of truss with 10d nails(0.128'x3")at 6"o/c. AL-AF 780 77 Brace all exposed vertical surfaces for lateral Plating Notes wind forces.Anchor the perimeter of exposed All plates are 1.5X4 except as noted. vertical surfaces.All diaphragms,braces,and con- Maximum Web Forces Per Ply(lbs) nections shall be designed by the engineer of record. Webs Tens.Comp. Webs Tens. Comp. Loading AR-J 117 -591 R-AF 98 -587 Truss designed to support 1-0-0 top chord outlookers J-AL 583 -90 AF-V 763 -116 and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched 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. BS-AE 112 -583 AD-W 80 -460 Do not notch at plates,or in overhang or heel(first)panels. U-BS 79 -409 Bottom chord checked-for-11100 psf non-concurrent bottom chord live load applied per IRC-12 section - ----__---_ -----.-- -- __ 301.5. 401't "Au PROFks Wind `y� GINF `rip Wind loads based on MWFRS with additional C&C (g t F� member design. 19575 57 r Additional Notes Provide lateral wind bracing per Alpine wind bracing ell details or per engineer of record.2X3 studs require 1 1/21 9 reinforcement at 70%of the length tabulated for 2X4 OREGON studs of the same grade. v See DWGS A12030ENC101014,GBLLETIN1014,& 9 fir' 20,19 GABRST101014 for gable wind bracing Rot61' � .� requirements. Renews 613012019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "*IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)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 chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW BuildingComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the A„r ,p,,,,. truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and braci ,,,,C ng of trussesAeal on this drawing or cover page listing this drawing,indicates acceptance of pessiona engineering responsibility solely for the for n shown. The suitability and use of this droawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 S-ec.2. 8801 Folsom Blvd.,Suite 10' For mom information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com,TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq Sacramento,CA 95826 SEQN:226965 T8 COMN Ply: 3 Job Number: 0119189 Cust:R7175 JRef:1W1871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1607.30117 Truss Label: DG JAK / GWH 01/31/2019 I 5 5 5 3 Complete Trusses Required 4'9"9 _I 8'3"6 , 11'9"3 , 15'3" 18'8"13 , 22'2"10 , 25'8"7 306" II 4'95 3'5"13 3'5"13 3'5"13 3'5"13 3'5"13 3'5"13 4'9"9 1115X7 E T 12 05110] j �5X5f18] 4 o.4X5[8] p FF-- '--,-=.412012 C 1` a3X5 CIN 3X5 ro B H 4X1A6(B8R) =4X16(B8R) 11 1112X44[5] =4X5[7] e5 191 1118X8 =5X5(19] =4X5[21] 1112X4[23 ] 1 }i0�8 30 6" i 4'95 3'5133'5"13 3'5"13 3513 _ 3'593 - - 3513 4'9"9 4,9"9I I- I-8'3"6 11'9"3 15'3" 18'8"13 I 22'2"10 I 25'8"7 _ 30'6" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DefIICSI 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 IJ# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.470 L 771 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.940 L 385 240 R 11328/- /- /- /592 /- Risk Category:II BCDL: 7.00 Snow Duration:1.15 HORZ(LL): 0.101 J I 12554/- /- 1- /656 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height 20.87 ft HORZ(TL):0.203 J - - Wind reactions based on MWFRS NCBCLL:0.00 TCDL:6.0 psf Code I Misc Criteria Creep Factor:1.5 R Brg Width=5.5 Min Req=4.0 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. Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.05 ft Rep Fac:Yes Max Web CSI:0.902 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE,HS VIEW Ver:16.01.00C.0327.15 A-B 485-9281 E-F 327 -6218 Lumber Wind B-C 461 -8793 F-G 398 -7555 C-D 397-7549 G-H 464 -8811 Top chord 2x4 DF-L#1&Bet. Wind loads and reactions based on MWFRS. D-E 327-6218 H-I 492 -9343 Bot chord 2x6 DF-L 2400f-2.0E Webs 2x4 HF Std/Stud:W7 2x4 HF#2: :Rt Wedge 2x4 HF Std/Stud: Maximum Bot Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. Nailnote A-Q 8765 -456 M-L 7044 -370 Nail Schedule:0.120"x3",min.nails Q-P 8742 -456 L-K 8257 -433 Top Chord:1 Row @12.00"o.c. P-O 8240 -431 K-J 8800 -462 Bot Chord:2 Rows @ 3.00"o.c.(Each Row) O-N 7039 -369 J-I 8824 -463 Webs :1 Row @ 4"o.c. N-M 7039 -369 Repeat nailing as each layer is applied.Use equal spacing between rows and stagger nails in each row to avoid splitting. Maximum Web Forces Per Ply(lbs) Special Loads Webs Tens.Comp. Webs Tens. Comp. ----(Lumber Dur.Fac.=1.15/Plate Dur.Fac=1.15) Q-B 399 -30 M-F 95 -1795 TC:From 71 plf at 0.00 to 71 plf at 30.50 B-P 23 -452 F-L 1770 -82 BC:From 7 plf at 0.00 to 7 plf at 30.50 P-C 1239 -54 L-G 79 -1487 BC:1399 Ib Conc.Load at 2.06,4.06 C-O 77-1473 G-K 1254 -56 14.06 1BC: 6 069 1 8.06 20 06,22.06 24.06,26 06,28 06 Conc.Load at 6.06,8.06,10.06,12.06 �a�E��ROF'SS O-D 1762 -81 K-H 28 -498 30.06 Amy r1G%N FE"� qty E-M 3783-1787D-M 94 H-J 431 -30 88 10576 -1�late SbHt Talde :T,: Si Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite atop" [5] W2X4 S 2.25 [7] W4X5 3.50 R 2.50 I 1/21 9 [8] W4X5 S 1.25 [9] W5X5 3.25 R 1.75 OREGON [10] W5X5 3.50 L 1.25 [18] W5X5 3.50 R 1.25 ../ [19] W5X5 3.25 L 1.75 [20] W4X5 S 1.25 l' "in-20,10' '0' [21] W4X5 3.50 L 2.50 [23] W2X4 S 2.25 RO` a .�� Renews ef3Of2019 **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,instaliing•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 o-therwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propefly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3,B7 or B10, C as applicable. Applplates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Defer to A LP1 N E drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the MM rye, truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and braci „�, ,. ng of trussesAeal on this drawing or cover page listing this drawing,indicates acceptance of processional engineering responsibility solely for the design shown. The suitability and use of this awing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Soc.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.orq Sacramento,CA 95826 SEQN:226970 T13 GABL Ply: 1 Job Number: 0119189 Cust: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 8' 16' 8' I' 8' H I-1'4"H =4X5 H (TYP) 12 T 4V 3X5 F 1 11 3X5 E e e K I i _ i`7inM B N hA �E : . : : : : :AI hillill'.. ��� O W- S 3X5(B1) w 3X5 =3X5 m 3X5(81) r 5712 1 10'9"4 16' H 1'6" I 16' _I -1'6"H Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Deft/CS!Criteria A Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.152 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 1- /- /216 /26 1- EXP:B Kzt:NA HORZ TL:-0.069 J - - N 1163 1- /- /441 /85 /- Des Ld: 42.00 Mean Height:15.00 ft ( ) Wind reactions based on MWFRS NCBCLL:10.00 TCDL:6.0 psf Code/Misc Criteria Creep Factor:1.5 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 p TPI Std:2007 Max BC CSI: 0.823 W Brg Width=5.5 Min Req= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 N Brg Width=5.5 Min Req= 1.9 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.132 Bearings B,W,&N are a rigid surface. Loc.from endwall:Any FT/RT:2(0y4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(lbs) Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Chords Tens.Comp. Chords Tens. Comp. Lumber B-E 338-1133 H-K 402 -1335 Top chord 2x4 DF-L#1&Bet. E-F 372-1158 K-N 459 -1780 Bot chord 2x4 HF#1&Bet. F-H 429-1224 Webs 2x3 HF#2 Plating Notes Maximum Bot Chord Forces Per Ply(lbs) All plates are 1.5X4 except as noted. Chords Tens.Comp. Chords Tens. Comp. B-W 1013 -206 S-N 1603 -354 Loading W-S 1142 -231 Truss designed to support 1-6-0 top chord outiookers and cladding load not to exceed 5.00 PSF one face Maximum Web Forces Per Ply(lbs) and 24.0"span opposite face.Top chord must not be 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. EO - - Wind loads based on MWFRS with additional C&C PRpRW-F 132 -390 member design. A074 %SA% Additional Notes ,,j,,' , G IN FHA O, Provide lateral wind bracing per Alpine wind bracing 19575 7 details or per engineer of record.2X3 studs require %r reinforcement at 70%of the length tabulated for 2X4 - ell i studs of the same grade. See DWGS A12015ENC101014,GBLLETIN1014,& 1 1/21 9 GABRST101014 for gable wind bracing OREGON requirements. e9 vee 20,19 Rp1. I . " 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 488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building 003)357-21S OR 57113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Defer to Refer N E drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.,shall not be responsible for any deviation from this drawing,any failure to build the AN ITW COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of Drolessronar engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSIfTPI 1 5-ec.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:226972 T16 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1W1871750016 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' I- -I-8' 8' H 4X5 C T12 ,:)..,_ 4 � PeeT N ,Niimib B D `�' hA > E 3X5(61) i 1.5X4 1.5X4 =3X5(B1) r 5'292 1 10'9"4 i 1'6"- I 5'7'12 -I-- 5.6"8 5'2"12 I 16 H 5'2"12 10'9"4 16' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/deft L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.012 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.029 F 999 240 B 685 /- /- /243 /37 /48 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.011 G - - G 311 1- /- /184 /- /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.027 G - - D 728 1- /- /301 /17 /- Mean Height:15.00 ft Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 TCDL:6.0 psf B BrgWidth=3.5 Min Req1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.958 = 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 RepFac:Yes Max Web CSI:0.121 D Brg Width=5.5 Min Req= 1.5 Spacing:24.0" C&C Dist a:3.00 ft 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. .ct•0,0 PROFS ' G1NE- yO F O 19575 4. - 1 1/2119 OREGON J 9RO`;N o,s �. 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)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 chord shall have a progeny attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Appl plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPI N E drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the µr N,CO,w,,. truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of proTessionar engineering responsibility solely for the desi n shown. The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSIITPI 1 Sgec.2. 8801 Folsom Blvd.,Suite 10' Sacramento,CA 95826 For more information see this bb's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org:SBCA:www.sbcindustry.com;ICC:www.lccsafe.org • SEAN:226975 T24 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1W1871750016 FROM:BB 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 f' 7r5rr8 - 8' H 4X5 12 B 4 V PR I (V c,, it, 1 /F N, `h 1 III4X 1) 01.5X4 1.5X4 =3X5(61) r 4,8„4 --- * 10'9"4 i 4'8"4 5'6"8 57"12 4'8"4 I I 1'6"10'2"12 15'5"8 H Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Def11CSI 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/deft L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.012 E 999 360 Loc R+ /R- /Rh /Rw /U /RL 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 /- /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL:0.031 F - - C 733 /- /- /300 /17 /- ( ) Mean Height 15.00 ft Wind reactions based on MWFRS NCBCLL:10.00 Code I Misc Criteria Creep Factor:1.5 TCDL:6.0 psf BldgCode: IRC 2012 Max TC CSI: 0.959 A Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 psf F Brg Width=5.5 Min Req= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.625 C Brg Width=5.5 Min Req= 1.5 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI:0.121 Bearings A,F,&C are a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(lbs) Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 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. ��0,,PROFESS sy GINE t 0 a19575 � y 5.1 r a I i k i I 1/21 9 OREGON 1 `en-20.19%- RpL � "NI Renews 6/30/2019 "WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P. 0.Box 46S8 ELIUOR 97113 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building (503)357-2118 Ext Component Safety Information,by TPI andSBCA)fsafety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable.e. Applplates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,wnwCOMPANY 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 prooesstonar 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 S-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:226979 T23 COMN Ply: 1 Job Number: 0119189 Gust:R7175 JRef: 1WI871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1613.41930 Truss Label: G2 JAK / GWH 01/31/2019 6'11"8 14'11"8 H6'11"8 I 8' 12 4X5 4t/ I _ IN fM .. A of 1 T 9 i 1 - D 1116X8(G1) F , E 1.5X4 \1.5X4 =3X5(81) I- 4'2"4 4. 10'9"4 it 4'2"4 5'6"8 5712 H _I I 6" 4'2"4 9'8"12 14'11"8 1 H Loading Criteria(psf) Wind Criteria 1 Snow Criteria(Pg,Pf in PSF) DefUCSI 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 Speed:120 mph TCDL: 10.00 P P 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 /- /- EXP:B Kzt:NA HORZ TL:0.027 F - - C 712 /- /- /294 /15 /- Des Ld: 42.00 Mean Height 15.00 ft ( ) Wind reactions based on MWFRS NCBCLL:10.00 TCDL:6.0 psf Code/Misc Criteria Creep Factor.1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.954 A Brg Width=- Min Req=- TPI Std:2007 Max BC CSI: 0.530 F Brg Width=5.5 Min Req= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 C 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 Bearings F&C are a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(lbs) Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.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. c 0 PROFF S C9y "G t N EF, i0 1957E 'Q /-P`'. I 1/2119 OREGON v 9ROo.Y9,is°�'r L ■ Renews 6/30/2019 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CO3) US OR 97113 Component Safety Information,by TPI and SBCA)fosafety practices prior to performing these functions. Installers shall provide temporary (603)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 bracinginstalled per BCSI sections B3,B7 or B10, as applicable. AppTy plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the srwOMre truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover pa_ge listing this drawing,indicates acceptance of pro-fessionar engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI!TPI 1 Sgec.2. 8801 Folsom Blvd.,Suite 10. For more information see this lob's general notes page and these web sites:ALPINE:www.alpineltw.com;TPI:www.tpinst.orrl;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:BB Qty: 2 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1613.53223 Truss Label: G3 JAK / GWH 01/31/2019 16 I 96" 1'6" 8' 12 4I/ ,ar 6X6(R1) AB, /'` r ;1- M I, N <V M 1 -r El _ilibilihilihinE — HG F — 1111.5X4[4]m3X5 =3X5(61) t' 9'6" - 16" 96"8' I 1'6" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pt 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 1- /- /174 /1 /44 BCDL: 7.00 Risk Category:11 Snow Duration:1.15 HORZ(LL):-0.017 F - - D 559 /- /- /255 /- /- EXP:B Kzt:NA HORZ TL:-0.033 F - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:15.00 ft ( ) NCBCLL:10.00 TCDL:6.0 psf Code 1 Misc Criteria Creep Factor.1.5 H Brg Width=- Min Req=- 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 Bearing D is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.468 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.359 Members not listed have forces less than 375# FT/RT:2(0)/4(0) Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:AnyChords Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 C-D 117 -463 Lumber Top chord 2x4 HF#2 Maximum Web Forces Per Ply(lbs) Bot chord 2x4 HF#2 Webs Tens.Comp. Webs Tens. Comp. Webs 2x4 HF Std/Stud B-G 198 -496 F-C 254 -422 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. ,Ott0 PROFFss, 0 GiNF� 9 aO 19575 41 y i0 i �r I 1/21 9 OREGON 9�OI ,9,199 '/ -G Renews 8,3012019 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.Box488 Trusses require extreme care in fabricating,handling,shippin installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)f-osafety 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 proppefly 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. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,,r,,r,wO,,AN, truss in conformance with ANSPTPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page- listing this drawing,indicates acceptance of pro esstona design engineering responsibility solely for the degn shown. The su' btlrty and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sgec.2. 8801 Folsom Blvd.,Suite 10 For more information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq Sacramento,CA 95826 • SEQN:226999 T5 GABL Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1W1871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1615.45757 Truss Label: CGE JAK / GWH 01/31/2019 6'4" I 12'8" I6'4" 6'4" F-3'8" -I -1'4"—{ (TYP) I 4X5 12 E T 4 pou I C : 1 G L. , i i hA : : : : : I 3X5(B1) N J =3X5(61) I 12'8" H 1,6" I- 128" _I 1'6"—I 12'8" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs),or*=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.001 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.002 G 999 240 B* 158 /- /- /40 /5 /3 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.000 N - - Wind reactions based on MWFRS EXP:B Kzt:NA Des Ld: 42.00 Mean Height 19.31 ft HORZ(TL):0.001 N - - B Brg Width=152 Min Req=- NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 Bearing B is a rigid surface. TCDL:6.0 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.371 TPI Std:2007 Max BC CSI: 0.072 Maximum Gable Forces Per Ply(lbs) Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 Gables Tens.Comp. Gables Tens. Comp. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.030 Loc.from endwall:Any FT/RT:2(0)/4(0) C-N 92 -394 J-G 92 -394 GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 1.5X4 except as noted. Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require s PROF. reinforcement at 70%of the length tabulated for 2X4 ,c�(. arm studs of the same grade. .5 G%NE 10 See DWGS A12030ENC101014,GBLLETIN1014,& G 19576 F� - requirements. Top chord may be notched allli 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. 1, n.20.i9�.e 4, L . v Renews 6/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box 468 Trusses require extreme care in fabricating,handling shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)f0'safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted o therwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or 610, as applicable. Apply plates 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 Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,N,,,*, N, truss in conformance with ANSI/I-PI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pronessionaf engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;WI: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:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1617.03143 Truss Label: FGE / GWH 01/31/2019 5'6" 11' 5'6" 5'6" 1-2'10" -I 14"H (TYP) =4X5 12 E T 4 V 1 II T_ B V H f` 1 A : : : : : I =3X5(81) =3X5(81) 1 1 11' I 11' 1,6,. 111' 16 H Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs),or.=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl LI# Gravity Non-Gravity TCDL: 10.00 Speed:120 mph Pt 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 1- /- /54 /37 /5 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 N - - Wind reactions based on MWFRS EXP:B Kzt:NA HORZ TL:0.001 J - - B B Width=132 Min Req Des Ld: 42.00 Mean Height:15.00 ft ( ) 9 Code I Misc Criteria CreepFactor:1.5 Bearing B is a rigid surface. NCBCLL:10.00 TCDL:6.0 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.351 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.037 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.027 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.00.1016.20 Lumber Top chord may be notched 1.5"deep x 3.5"wide Top chord 2x4 HF#2 periodically along top edge,only in the area above Bot chord 2x4 HF#2 the let-in studs.DO NOT OVERCUT.No knots or Webs 2x3 HF#2 other lumber defects allowed within 12"of notches. 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 bads based on MWFRS with additional C&C member design. Ep PROF Gable Studs , 9 FS'S+ Provide lateral wind bracing per Alpine wind bracing �' 4G 1 N E 0 details or per engineer of record.2X3 studs require G 19575 41 y reinforcement at 70%of the length tabulated for 2X4 r r studs of the same grade. /' Additional Notes �/ t 1/2119 See DWGS A12015ENC101014,GBLLETIN1014,& OREGON GABRST101014 for gable wind bracing and other ..f requirements. . `en-20,10' 'r R0LI "NS 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.0.Box 488 Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices 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 for rmanent 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. Defer to .ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing any failure to build the µ�„COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of prooessionar engineering responsibility solely for the desi n shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sgec.2. 8801 Folsom Blvd,Suite 107 For mom information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org Sacramento,CA 95826 • SEAN:226983 T9 GABL Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1WI871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1617.38400 Truss Label: HGE JAK / GWH 01/31/2019 3' 6' HI- 3' 3' H 12 =4X5 4 V C T T 1 0040: Fa) 6"A " E III 1.5X4 IF 6' H I- 1,6„ I_ 3' I_ 3' _I 1,6„--I 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 L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.000 C 999 360 Loc R+ /R- /Rh /Rw /U /RL 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 Des Ld: 42.00 Mean Height:15.00 ft HORZ(TL):0.001 F - - B Brg Width=72.0 Min Req=- NCBCLL:10.00 Code I Misc Criteria Creep Factor:1.5 Bearing B is a rigid surface. TCDL:6.0 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.396 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.061 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.024 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 3X5(81)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 �p PROF details or per engineer of record.2X3 studs require QI �` reinforcement at 70%of the length tabulated for 2X4 '��' sit' studs of the same grade. g 0�' ,G(N EFS �0 See DWGS A12015ENC101014,GBLLETIN1014,& 19575 10 7 GABRS1I01014fer-aabla bracing__s._, '4 __ _- _.__m... requirements. 411P. . - '- Special loads I 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 v TC:From 2 plf at 0.00 to 7 plf at 6.00 "en.20,199" r BC:From 4 plf at -1.50 to 4 plf at 0.00 'Q BC:From 7 plf at 0.00 to 7 plf at 6.00 OL . .N BC:From 4 plf at 6.00 to 4 plf at 7.50 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 4e8 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracingg installed per BCSI sections 63,87 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the 'N rr,,,, PAN,. 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 prolessronaf 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 Sgec.2. 8801 Folsom Blvd.,Suite 10- For more information see this lob's geneSacramento.CA 95826 ral notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq SEQN:226985 T17 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1W1871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1618.03767 Truss Label: HG JAK / GWH 01/31/2019 3' 6' I- 3, -I- 3' H 12 4 L =4X5 B T io A .....iiiiiiiilibilhilii_ C I .1.. _� _� D =i III 1.5X4 3X5(B1) =3X5(61) A 6' - 3' 3' I- -1-3' 6' H Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed:120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.012 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 /- /- 1- /6 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.004 D - - C 408 /- /- /- /6 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL:0.007 D - - Wind reactions based on MWFRS ( ) NCBCLL:10.00 Mean Height:15.00 ft Code I Misc Criteria Creep Factor:1.5 A Brg Width=5.5 Min Req= 1.5 TCDL:6.0 psf C BrgWidth=5.5 Min Req1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.127 = P Bearings A&C are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.313 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.110 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 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. �A, PROFSs Gp 14GINFF 'Olib Z 19575 7 /r I 1/2119 OREGON It j 9 20,1 °�:i Renews 8/3012019 *"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.0.Box 468 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)Mr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per SCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. �tefer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN r,,,r COMPANYtruss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of oroTessional engineering responsibility solely for the design shown. The suit-abiltty and use of this gnawing for any structure is the responsibility of the Building Designer per ANSI/7P!1 Sbc.2. 8801 Folsom Blvd.,Suite 10" For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq Sacramento,CA 95826 SEQN:226987 T12 GABL Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1W1871750016 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"F3'10"8 2'8" I- 1'2"8 -I 12 4 V C 111 1 Hill . T 90 A Irn ioi F j j 1 D 3X5(61) F 3'10"8 I 1- 2'8" _I- 1'2"8 2'8" 3'10 8 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 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 Des Ld: 42.00 Mean Height 15.00 ft HORZ(TL):-0.003 B - - A Brg Width=46.5 Min Req=- NCBCLL:10.00 Code 1 Misc Criteria Creep Factor.1.5 Bearing A is a rigid surface. TCDL:6.0 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.143 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.055 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.047 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bat 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. ���EO PROFESS Wind mWind emboads based on MWFRS with additional C&C Ory 14G I NZ' 94 'OZ 19675 7 Provide lateral wind bracing per Alpine wind bracing OV' eirVy 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. v See DWGS A12015ENC101014,GBLLETIN1014,& 1 `en.20,19g° 'f GABRST101014 for gable wind bracing R0L a .�� requirements. Renews 6/30/2019 "WARNING'"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components ofOregon,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)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 bracingg installed per BCSI sections B3,67 or 510, as applicable. AppTy plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the µ,i y ,. truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page _ listing this drawing,indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.oin;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 SEQN:226989 T11 MONO Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1WI871750016 FROM:BB Qty: 2 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1617.52357 Truss Label: I JAK / GWH 01/31/2019 4 12 1111.5X64 D so A ii T cn 1.- J 1 3X5(8 1) C III 1.5X4 A 3'1 0"8 A 3'1 0 8 FI 3'1 0"8 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl 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 /- EXP:B Krt:NA Des Ld: 42.00 HORZ TL:0.006 C - - Wind reactions based on MWFRS ( ) Mean Height:15.00 ft Code I Misc Criteria CreepFactor:1.5 A Brg Width=- Min Req=- NCBCLL:10.00 TCDL:6.0 psf BldgCode: IRC 2012 Max TC CSI: 0.230 C Brg Width=- Min Req=- SLoad io2.n0 4.2 psf 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: 0.113 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:16.01.000.0327.15 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. 4's PROFESS G�5 �G t N S "041 1' 19575 '9 1 1/21 9 OREGON 9RO` 920,19° 0,1 e.*. Renews 613 012 01 9 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box 468 Trusses require extreme care in fabricating,handlin shipping,installin and bracing. Refer to and follow the latest edition of BCSI(BuildingCORNELIUS OR 97113 d f 9 (503)357-2118 Ext ComponentSafety Information,by TPI an SBCA)f��safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face oftruss and position as shown above and on the Join Details, unless noted otherwise. (2efer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN r, y truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracipy ng of trussesA seal on this drawing or cover pagge, listing this drawing,indicates acceptance of pransronar engineering responsibility solely for the design shown. The suitability 8801 Blvd.,Suite 10' and use of this awing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sgec.2. 880Sac19 Folsomento,CA 9,Suite For mom information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq SEAN:226991 T14 MONO Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1W1871750016 FROM:BB Qty: 4 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1618.27260 Truss Label: J JAK / GWH 01/31/2019 III1.5XC4 12 4 i I 0 B CV + A 1. 11 D 3X5(B1) III 1.5X4 A 4' i I— 1'6n I 4 H 4' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl!CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl LI# 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 1- /- /155 /1 /30 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.001 D - - D 137 /- /- /67 /2 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.002 D - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:15.00 ft Code I Misc Criteria Creep Factor.1.5 B Brg Width=5.5 Min Req= 1.5 TCDL:6.0 psf 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. RepFac:Yes Max Web CSI:0.134 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.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. �"I. PROF-"WA% , aGtNFF VO c. 19575 - 'I I 1/2119 OREGON 49 von.20,190 J R0` a .NW Renews 6/30/2019 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fo'r safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. ALPINE Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,,r,,,,�y COMCOMPANYrp�, truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro-fessionar engineering responsibility solely for the design shown. The suitabilityg and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For mom information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 SEQN:226993 T3 MONO Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1W1871750016 FROM:BB Qty: 6 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1618.44523 Truss Label: K JAK / GWH 01/31/2019 12 1111.5X4 4 D C T T B i N 0-4- 410 D 1 III 1.5X4 3X5(81) A 2' i 2' 1'6" I2r LoadingCriteria ( g, PSF) ♦Maximum Reactions lbs (psf) Wind Criteria Snow Criteria(Pg,Pf in DefUCSI Criteria 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):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 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ TL:-0.001 D - - Wind reactions based on MWFRS ( ) Mean Height 15.00 ft NCBCLL:10.00Creep Code f Misc Criteria Factor.1.5 B Brg Width=5.5 Min Req= 1.5 TCDL:6.0 psf BldgCode: IRC 2012 Max TC CSI: 0.204 D Brg Width=- Min Req=- Soffit: 2.00 BCDL:4.2 psf Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.029 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.017 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. 40kt0 PROFS G0 GINS iO 19575 Sir all) i I 1/21 9 OREGON 9R 0L; N o ,�s om. 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 488 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)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 chord shall have a propeny attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing ins-ailed per BCSI sections B3,B7 or B10, /41111 . as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ssITW cnnwm truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of professional engineering responsibility solely for the design shown. The suitability 8801 Folsom Blvd.,Suite 10' and use of this dawing for any structure is the responsibility of the Building Designer per ANSIfTPI 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 I Gable Stud Reinforcement Detail ASCE 7-101 11,20 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 RR (1) 2x6 'L' Brace ■ (2) 2x6 'L' Brace we Bracing Group Species and Grades' Gable Vertical No Spacing Species Grade Brac*s Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group Al S Spruce-Pine-Fir 14em-Fir #1 / #2 4' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' *1 / 42 Standard *2 Stud '. SPF #3 4' 7' 2' 7' 8' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' *3 Stud *3 Standard CD U • O H FStud 4' 7' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 6' 2' 6' 7' 8' 2' 8' 9' 10' 10' 11' 4' 12' 10' 13' 9' 14' 0' 14' 0' Douglas Fir-Larch Southern Plnewals #1 4' 1 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' *3 *3 J SP #2 4' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' andll Stud Standard Standard JIt DFL L #3 4' 6 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' d ( Stud 4' . 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' Standard 4' 5' 9' 6' 1' 7' 7' 8' 2' 10' 4' 11' 1' 11' 11' 12' 10' 14' 0' 14' 0' Group Bl U #1 / #2 5' i 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' Hem-Fir A-' _ S P F #3 5' • 8' 10' 9' 3' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' *11Btr' L U H F Stud 5' ' 8' 9' 9' 2' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Q1 - fl Standard 5' ' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Daaplas Fir-Larch Southern Pinesrr #1 5' 9' 1' 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' *1 *1 SP #2 5' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' *2 #3 5' 1 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRB (Stress-Rated Board). Cu D F L Stud 5' ', 7' 11' 8' 5' 10' 6"10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' raFor 1x4 So. Pine use only Industrial 55 or Standard 5' n1. 7' 0' 7' 5' 9' 4' 10' 0' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards. Group B S- 2 #1 / #2 5' 'i. 9' 10' 10' 2' 11' 7' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values may be used with these grades. d SPF #3 5' ; 9' 8' 10' 1' 1r 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notesl lir uH F Stud 5' =j 9' 8' 10' 1' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion Is L/240. O rl Standard 5' =j 8' 8' 9' 3' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 70 plf over x 61 6' \ 10' 0' 10' 4' 11' 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing(5 psf TC Dead Load). d SP #2 5' 9' 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' : 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang,or 12' plywood overhang. rI D F L Stud 5' =i 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' : 8' 1' 8' 7' 10' 9' 11' 6' r13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Ati lit r Attach 'L' braces with IOd (0.128'x3.0' min) nails. / 31E For (1) 'V brace. space nails at 2' ac A ••e Truk 1 / in 18' end zones and 4' o.c.between zones. Diagonal brace option. E Dpi **For (2) 'L' braces space nails at 3' o.c. 90 oP I T e in 18' end zones and 6' ac. between zones. vertical length nay be �' ' ;) doubled when diagonal 18' *E : 'L' bradng must be a,Yi+um of 80X of web brace Is used. Connect L + 4/: member length diagonal brace for 385* 'L' ' at each end. Max web ' Hr ce e1� Gable Vertical Plate Sizes total length Is 14'. ?NM Vertical Length No Splice 2x4 DF-L lit or I 11%1 Less than 4' 0' 1X4 or 2X3 better ala nal8' tGreater than ' 0', but2X4 90Vertical length shown 18, less than 11' 6' H table above. o adouble cut J Greater than L!'6' 3X4 �.111 tag shown) at L_ 1 + Refer to common tens design for I'/■/ f upper end t 4 0 4 Q U �y I I �/ / / �althuous / t " " i peak, splice, and heel plates. / / Refer to the Building Designer for conditions Connect dingona at ! midpoint of vertical web. ' !il ' Refer to chart above for f' , •1 , , • gth. not addressed by this detail. Va IS .READ AND FOLLOV ALL NOTES WI TIS MOM (-r REF ASCE7-10-GAB12030 .LLIPOtT - FINNISH TILS BRAVING TO ALL CO TRAC1I7GS nal.3s,IG THE BISTNIERS. 19676 Trusses rewuFv ! care In fabricating.handling,shipping.Installing and brad'° Refer to and DATE 10/01/14 follow the latest .• of PCS!Milting Component Safety Information,by WI and SPCA)for safety tins prior to ; crmbp these nnctlons. Wtaaers shall provIe per SCSI / noted •• •tap dere shall have praowrly attached strumturat rl ea to 7 bottom abs �- DRWG A12030ENC101014 w. shall have a • .. �. attached r•�Id�Ilina Locations shown for permanent lateral restraint of webs �S �—�, shall hew - • per PCSI asks BS.57 x Pts.as applicable. Apt Plates to eaeh fan a ka 1 p N of thus and as shown above mid on the Joint Detdls,unless noted ofherwIw. Refer to dna Z for standard plate positions. Alpine,a dvlsbn ' IT/Dnp Components Inc shall not be responsible for erg deviation from AN IIW( MNY this drawing,any f' to build the truss in me�fbrrance with NISI/TPI L or far honing,shipping, 9,,"en.20.f°91' G V•I MAX. TOT. LD. 60 PSF Installation a - of trusses. d p professional A sean this . . or cover page listing tads drawing,Mattes acceptance of p ofel OC lyW.N solely for the design sheen. The suitability and use of tads drawing for any respmo6Elh of the Hooding Designer per NRVTPI I Seca. Eee9cny Lakefront t,y MAX. SPACING 24.0' For Mor atbn see Mas Job's general notes and these web slows. Renews 6/80/2018 ALPpFi ..ado TPD www.ipeskorph SIM orph BX)www2cesafears A ASCE 7-10: 120 mph, 30' Mean Height, Closed, Exposure C Common Residential Gable End Wind Bracing Requirements - Stiffeners 120 mph, 30ft. Mean Hgt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6' - no stud bracing required 100 mph, 30ft. Mean Hgt, ASCE 7-10, Enclosed, Exp D, or 100 mph, 30ft, Mean Hgt, ASCE 7-10, Part. Enclosed, Exp C, H Greater than 4'6' to 7'6' in length Kzt = 1.00, Wind TC DL=5.0 psf, Wind BC DL=5.0 psf. provide a 2x6 stiffback at mid-height and brace stiff back to roof diaphragm every 6'0' (see detail below or Lateral chord bracing requirements' refer to DRWG A12030ENC101014), Top: Continuous roof sheathing Bot: Continuous ceiling diaphragm H Greater than 7'6' to 12'0' max: provide a 2x6 stiffback at mid-height and brace See Engineer's sealed design referencing this detail to roof diaphragm every 4'0' (see detail below or for lumber, plates, and other information not shown refer to DRWG A12030ENC101014). on this detail. Optional 2x L-reinforcement attached Nails: 10d box or gun (0.128'x3',min) nails. to stiffback with 10d box or gun j ' (0.128' x 3', min.) nails @ 6' o.c. N litirii2X4 Bl kingnailed o ;� 45° sheat i g and 1►� each t use Illra TH :! 2X4 DF-L #2 H/2 or better diagonal brace. i Attach each end for 560#. iiiiiAk , !1\ WI i 11 1 ontinuous Bearing • — 2x6 #2 Stiffback attached to each go Stud w/ <4) lOd box or gun (0:‘,..1 X 3', min.) nails. q�G'iL PROJrC& a.VAl80)Oii.FOLLOW ALL NOTES o>,,�aaveP;t 0 NGI N CF �O wm�t7Atn.FURNISH /alD m ALL rofRAC S■� TIE MALLERS. 0 19575 46 . REF GE WHALER Trurres retuFe estrene can na,hwidba,�pb� ti Wrq and breeYa, Refer to ord raw.the asst.darn or.cs1a- s.,t Sarety Lriw,aaon 6y 7PI and BDCA)ror ror ty r DATE 10/01/14 �prkr to p.rfwvdnp l.swtauen ahsU pro uc. ry�bra�q per scale ss nopd otfwrAre,top diordve pnperlr attael.d structural aF.owry ord button chard 4010 r snail have a prap.r:y attad.d rl dcRe Leestan.Woe..rer per/an.nt lateral tes to or.ebs �- DRWG GABRST101014 shot hew Nst,lled per SCSI skifana 97,97 or 810,.r Apply plates to each Pace Al of eros.and as ahow, �k vend on M.,ant pita". ted otY.rrbt, 004128149 N Refer to do 160*-z for.t°e �pat,pos:ew.. OREGON AN S a dwakn of TTv HVarp coepon.ntI.= troop Inc.snail not b.r sponrba for an devatin vran ../ Y.tatatan t°braelrnp�of M.ses.y.truer ti arnance.Itn ARSi/TPI L x ver lana�q,shbpbip, '9�"on.20.19� �'r MAX. TOT. LD. 60 PSF A seall on Els drawing or cover Mina Ode d+a.ba_.Indicates acceptance of professional p` 8 •N _ f.r: sirucwanspw b"4 r. Yty oP a.OWN° wa irn I�drams° 13389 Lakefront Drive Earth Cry,MO 63045 ALPDFFjor. aaepr..Mlea.rnaant,en�f.1.yps tiJsetyoesromen=ss ntes tranydorao.,..a wbn .�rp Renews 0!9012019 MAX. SPACING , II G ble Detail • JJJ F Let-in Verticals Gable Truss Plate Sizes Abo t O Refer to appropriate Alpble gable detail for minimum plate sizes for vertical studs. r. 1 ti _ °Refer to Engineered truss design for peak, splice, web, and heel plates. ®If gable vertical plates overtop, use a Osingle plate that covers the total area of ` the overlapped plates to span the web. �111: 1 © O Exnmpler 214 tr 'T' Reinforcement Attachment Detail 'T' ReinforcingIll 'T'Re inforcingMember Member ©Ai © Ihillikta Toe-nail 14 - Or - End-net '.. I © To convert from 'L' to 'T' reinforcing members, O multiply 'T' increase by length (based on i, Provide connections for uplift specified on the engineered truss design. appropriate Alpine gable detail). Attach each 'T' reinforcing member with l, End Driven Nails! Malength allowable om mato bottominforced �chery le vertical lOd Common (0.148'x 3.',min) Nails at 4' o.c. plus 9 top !I, (4) nails in the top and bottom chords. 'T' reinforcing member material must match size, !, Shea Toenalled Nails! specie, and grade of the 'L' reinforcing member. 10d Common (0.148'x3',nin) Toenails at 4' o.c. plus • 1: 4 Nall :I (4) toenails in the top and bottom chords. Web Length Increase w/ T Brace 'T' Reinf. 'T' 'I' This detail to be used with the appropriate Alpine gable detail for ASCE Mbr, Size Increase_ Reinforcing wind load. 2x4 30 X Member ASCE 7-05 Gable Detail Drawings Example! 2x6 20 X A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Wind Speed = 120 mph Gable NNIS A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Mean Roof Height = 30 ft, Kzt = 1.00 Truss Spliced At ASCE 7-10 6 ASCE 7-16 Gable Detail Drawings Gable Vertical = 24'o.c. SP #3 4' C. A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, 'T' Reinforcing Member Size = 2x4 A18015ENC100I18, A20015ENC100118, A20015END100118, A20015PED100118, 'T' Brace Increase (From Above) = 307. = 1.30 A11530ENCL00I18, A12030ENC100118, A14030ENC100118, A16030ENC100118, C1) 2x4 'L' Brace Length = 8' 7' A18030ENC100L18, A20030ENC100118, A20030END100118, A20030PED100118, Maximum '7' Reinforced Gable Vertical Length 511515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, 1.30 x 8' 7' = 11' 2' S18015ENC100118, S20015ENC100118, S20015END100118, S20015PED100118, -- S11530ENC100118, S12030ENC100118, S14030ENC100118, 516030ENC100118, A jNall 'I S18030ENC100118, S20030ENC100118, S20030END100118, S20030PED100118 Ceiling appropriate Alpine gable detail for maximum unrelnforce• - .al length. i su gv AIDEN all READ AND PaLALL NOTES ON TICS 0 NOtN4. OZ REF LET-IN VERT =WIRT FURNISH THIS WAVING TO ALL CONTRACTORS DCLUDING TIE 81STALLERS 1#676 7 Trusses require - care In fabricating,handing,shipping,I etaUYrg and bracyq. Refer to and follow the latest of SCSI Oluildbip Component Safety Information,by TPI and SVGA)for safety % DATE 01/02/2018 tkes prior to arras these mnctions. Instaaers shall provkM per SCSI. rated tap chord shall have propeNy att 'truc ° ng '°°tt°"°'ad t' % DRUG GBLLETIN0118 Cor shalt have a . .. ' attached req ate. Localbns shown for permanent sterol restraint of webs PON of t have n .pa Per aboI n on 7a, .i at Det as epp��lk1caable dpelyy pates to face 0 /31/2019 of Mss and as ,above and an the Joint Details,avni nwgd atMrwlse. Rorer to aro Z for standard plate positions. OREGON AlpYne,n dMabn ITV yuE�np Components fm�pup Inc.shall not be resparwbl,Por• devlotlan Aran v ANITWCOMR�NY tide draaing,any P to imldthe tress InormamcbCow,AfISVTPI 1,or for Iwr'«A gashbptip '946"en.20,t9db t, MAX, TOT. LD, 60 PSF Installation& .- of tresses. 13723 Riverpon Drive A Yp� � hely for e d alpge gills drawing.Macabre acceptance of professional n 0� ' •N DUR, FAC, ANY 13723Sults Ro Par iMr f3VcdIY . respanaMlly oP Vi.erg Deslprwr per M6VTPI l Sec8 _ Maryland Heights,MO 63043 for •I Mormation see this Job's general rotes page and these web snow Renews 6/30/2019 MAX, SPACING 24.0' ALPINE, .con,TPD Con tpewtor•pl SIM www.sbdndatryargI ICO uuwlcewfe org II Gable Stud Reinforcement Detail ASCE 7-101 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or' 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or' 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4Brace Cl) 1x4 'L' Brace * (1) 2x4 'L' Brace s (2) 2x4 'L' Brace ss(1) 2x6 'L' Brace s C2) 2x6 'L' Brace ss Bracing Group Species and Grades' Gable Vertical No Spacing Species Grade Braces Group A' Group B Group A Group B Group A Group B Group A Group B Group A Group B Group Al S Spruce-Plne-FF lhn-FF #1 / #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' *1 / N2 Standard 02 Stud US P #3 4' 7' 7' 9' B' 3' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0'CM *3 Stud *3 Standard O 1J F Stud 4' 7' 7' 8' 8' 2' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' I-1 I Standard 4' 7' 6' 7' 7' 0' 8' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch them Pine's"! 0) *1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' N3 *3 —J to 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 andel #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' Standard Standard —' (Lf DPL Stud 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' - d Standard 4' 7' 6' 2' 6' 7' 8' 2' 8' 9' 11' 1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' Group B' U #1 / #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' Lien-Fir :p _ SPF #3 5' 3' 9' 3' 9' 9' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' *1 4 Btr L *1 U QJ O Standard 5' 3' 8' 1' 8' 7' 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' • •as Fir-Larch •uthem Phesss #1 5' 9' 9' 6' 9' 10' 11' 3' 11' 8' 13' 4' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' SP #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' ® 0 VD #3 Stud 5' 5' 5' 5' 8' 6' DFL 8' 6' 9' 1' 9' 1' 11' 0' 11' 0' 11' 5' 13' 1' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRB (Stress-Rated Board). 01 ‘---4 sssFor lx4 Sa Pine use only Industrial 55 or Standard 5' 3' 7' 6' 8' 0' 10' 0' 10' 9' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards,Group B #1 / #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values may be used with these grades. d _ SPF #3 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes' 1 U Standard 5' 9' 9' 4' 9' 11' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 35 plf over X #1 6' 4' 10' 6' 10' 10' 12' 4' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing(5 psi, TC Dead Load). d k SP #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Goble 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. D F L Stud 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 9' 8' 8' h 9' 3' 11' 7' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Snn Attach 'L' braces with IOd(0.128'x3.0' Mn)nails. per n Ab it:B )1l For (1) 'L' brace. space nets at 2' o.c. In18' endzones mrd 4' acbetweenzones.Diagonal brace option. �r•` 31E31�or <2) 'L'bracesspace mollsat3' secr In 18' end zones and 6' ac between zones. vertical length nay be 'doubled when diagonal 18' NE ; 1' bracingmust be a rdNnun of 80X of web brace Is used. Connect Lr* , memberlengthdiagonal brace for 3350 'Lr Gable Vertical Plate Sizes at each erwL Mnx web Br•ce 611 total length Is 14'. BE31E Vertical Length No Splice 2x4 pF_14� p� a I Less than 4' 0' 1X4 or 2X3 t r +I Greater than 4' 0',but2X4 less than 11' 6'Vertical length shown 45' lawe18' IN ' Greater than 11' 6' 3X4 h table above. 'j' (as showed atL 1nT� + Refer to cannon truss design for upper e�xL 4 L LJ 4 Q iw111:%1111140... I peak, splice, and heel plates. �/ •tlnuoys Burl s 'R, w Connect diagona at 1� �E F-S� Refer to the Building Designer for conditions midpoint of vertical web. Refer to chart above for ' �O' gth. not addressed by this detail. eaVAR,eee. Apo num,ALL NOTES ON Dina BRAVINLi C9 % + FA. Z REF ASCE7-10-GAB12015 e,mPOtTAHTno FURNISH VINO TO ALL CONTRACTORS S CLIDDIF TIE INSTALLERS. 19676 Trusses require emirs.*care h f an,handrq,�F�wq,installing and bred�. Refer to and follow the latest anon of Res' Nbnponent Safety hiarnetkmu by TPI and sbcA)for safety %,I46 DATE 10/01/14 er ICSL �moad athereisor to ese,topchordchod.ue properlattached' al w■a provide Sao L to d,or d i� DRWG A12015ENC101014 TA shad haw a properly attached Locations shoe,for permanent lateral restraint of webs shall haw bra ►etethed per B !` t ass Ba,n or scan as appLLaal.l.. App' picnics to.tech face I /31/2019 ,q L—P U N E « s and. ion as show,obavk fed an the.Rahe Detail.unless noted of erwise. Rafe•to dr. l6al-z for standard pat.palgons. OREGON Alpine,a d'viNon of ITV Compeants(�enp Inc shall not be responsible for deviation from MAX. TOT. LD, 60 PSF AN ITWCOMgVir this drawing,any Fature to the truss h conformance with ANSI/TPI 1,or fora! p.shipping. 9,Q'irk 20,todb �. installation I tracing of trusses A seal anthis drawing ar cover listing the draehg.indicates a�ptence of professional O� , ,�► , For"'°`':y` .,,�t,.'"p°eali Lt.�e'ar.y,pars." :sg De signer pper Tn Ian dr°line 13389 Lakefront Drive For more information see this Job's general notes pope and these web sites Renews 6/30/2019 24.0' Earth CT/,MO 63045 AVS,s ealphxtw.cov,TPD wew.tpPreterg,SPCA.eww.fbcIndistryarg,ICs'...,c safearg MAX, SPACING h CL ,R Rein -Forcing Member Substitution T-Reinforcement This detail Is to be used when a tinuous Lateral Restraint (CLR) Or T-Reinf, is specified on a truss design but an alternative web L-Reinforcement or reinforcement method is desired. L-Reinf, ,. 41111 i 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: i' a minimum 80% of web member length. This detail Is only applicable for c nging the specified CLR shown on single ply sealed designs to T-reinforcement or L-reinforecement or scab relnfor ant. Alternative reinforcement specifie In chart below may be conservative. owl For minimum alternative reinforcem t, re-run design with appropriate = X reinforcement type. ill ii T-Reinf. L-Reinf, Web Member Specified CLR sl Alternative Reinforecement Scab Reinforcement Size Restraint I T- or L- Reinf, Scab Reinf. 2x3 or 2x4 1 row !' 2x4 1-2x4 Apply scab(s) to wide face of web. 2x3 or 2x4 2 rows 2x6 2-2x4 No more than (1) scab per face. Attach with 10d (0.128'x3.0',min) nails -1-o 2x6 1 row j' 2x4 1-2x6 at 6' o.c. Reinforcing member Is a 2x6 2 rows ,il 2x6 2-2x4010 minimum 80% of web member length. 2x8 1 row ? 2x6 1-2x8 2x8 2 rows1 2x6 2-2x6310 Scab Reinf, it T-reinforcement, L-reinforcement, scab reinforcement to be same species and grade or better than web member unless specified otherwise on Engineer's sealed des (310 Center scab on wide face of treb. Apply (1) scab to each ii face of web. III i' NM it I 4'42-0 PRO I.�11ARIReis REAR NIB num Ni ICTEs a TIBS BRAVING 0 NGI N&As to ..mrueT l FURNISH THIS BRAVING To ALL W ITRACTotS RC..IA)Bl8 THE INSTALLERS CP 19575 Z TC LL PSF REF CLR Subst. P latTrusses est - of Scare CSI fabricating,ca panni Safety `�`by m PCA)Refer �r TC DL PSF DATE 10/01/14 flees pMor to orNp these Pu,eUanr. Gatallurs fhnll proeld. per BCSL noted •. ,tap *hem herr properly shownforfor permanent lateral res Botta"°bo''" 1411 % '/ BC DL PSF DRWG BRCLBSUB1014 r shall have a • .. ;..attached rigid�Loeatkro ahe°n Por p.rnanent lateral rest aMt of subs shall have . - . per BEET 33.B7 or 310,as e. Apply plates to oath faceof BC LL PSF ���N Refer too d-a •. as far standaraboved plad te positions. Details,unless nob*otleralre. CID/FUN AlpYre,a*Asian • I ITV B�IIiq Components Group Inc shall not be responslle for erw deviation from AN ITwODsa4PuNY sdrawee,any P �a tit truss t,conformance with ANSI/TPI L or for °n shipping, '9 Mon.20,11 y TOT. LB. PSF A seal on this . or cover page listing tads d tufa,b,ioates mnptsnoe of professional ROI. g O� Pa�eu�rrB solely far the shone Tia WtaMlly and lse o Ws d�aMq re re,poralauly SWIM°kulersr p.,.MEAT I secs, DUR. FAC. Earth1338City, M Lakefront Drive For I MOrnatlon see this Job's general notes page and these web sltso Earth City,M083045 ALPW6 team TPD evetprstargj UMe�.sbehau+ryoral ICD enJccsafearg H.mevn el8W8o+B SPACING I 7i' II NAIL REINFORCEMENT FOR PLATE DETAIL This detail may be used when the required number of' Nails shall be driven through solid steel at a distance no connector teeth in a truss member exceeds the actual closer that 1 Inch to the Joint line. Nails may also be driven number of teeth in the given member. Nails may be driven through the tooth slots, but shall be located at the end of through the connector plates) in truss members using the -the slot farthest from the Joint line. nail type specified below to increase the lateral resistance of -the connector plate(s) having a shortage of required Use a maximum of 2 nails per square inch of plate area. effective teeth. Nails shall be driven through connector plate having shortage Nail Type of required effective teeth. Nails may be driven through Duo-Fast CS157 1.5' x 0.105' Smooth Shank Coil Nail connector plate on each face of Joint if each plate has a shortage of required effective teeth. Material Connector Plates Substitution Nails shall be fully embedded into wood areas free of defects. SP, DF-L, HF, SPF Alpine 20-gage Wave 1 Nail replaces 2 teeth (SG >= 0.42) Alpine 20-gage H I Nail replaces 2 teeth This detail is applicable only on Joints where the connector Alpine 18-gage S 1 Nall replaces 2 teeth plate has been offset no more than 1/2' from the design Nall Type position shown on the truss design drawing. 0.131' x 1.5' Box or Gun Nail This detail is applicable for trusses with lumber oriented vertically (2x_) and trusses with lumber oriented horizontally Material Connector Plates j Substitution (3x2 and 4x2). SP, DF-L, HF, SPF Alpine 20-gage Wave 1!Nall replaces 3 teeth <SG >= 0.42) Alpine 20-gage H I. Nall replaces 3 teeth Alpine 18-gage S p Nail replaces 3 teeth o\r�,J^¢ t Lire ' 1 Joint Line Typical Joint Configurations. This Detail Applies To Any Joint Configuration. This Detail Is Applicable OnlyOn Joints W•-.4,..,-) FRO•r•.nector Plate Has Been Offset No More Than 1/2' rom The De . '-- - '`'. n On The Truss Design Drawing. .rvAlrola. AN°�+w ALL NOTES l NIS IRAW� 0 ea 1 f 7 CF O� REF NAIL REINFORCEMENT ssTNPIRTANTa fUeOSN lwltml°TO ALL CONTRACTORS NCUAN E THE INSTALLERS. 19876 Trusses require extreme care M, ebq,handlrq,shipping,Installing and broenp Refer to and , r DATE 10/01/14 fIdlighk ollow the latest edtbn of SCSI Component Safety Information,by WI andrSWbradLrAT for safety UMess notee otherlces prior to tap lord these have properly attached shall sbvcvlde al very and i on per e►iad / i� DRWG REPPLTNL1014 shall have a properly attached M�lpplIdd oceeAlYYqq, leaatbne spews far pernanmt lateral restrsM of cabs I / N A F� F'� ^ shW haw drip Metalled per DCSI wetfahs_ 87 or rig.os Apely plates te eneh Fnu /"11 ipo l ` I E of trues anddpo.161 as lbws�end on the Joint DetaRs.=tee othersbte. OREGON �'--1I(tel�� I V Refer to drawings 160A-Z for starddrd plate Positions Alpine,a*Aston of ITV Building Components Grelp Inc.shall not be responsible for arty deviation Pron AN ITV/COMMON this drawing,any failure to bind the truss in aarfar+enee with ANSI/TPI 1,or far hanaurp,shipping, 1A ti//1.20.19# G i Installation t bradn0 of trusses. A sealonthis drawing or cover listing Yds drawing,Mdoates acceptance of professional -T OC V O far iegr siruc*+a ehe respore6Yty:lit Men°Designer per ANSI/TPI 1 Seca 13389 Lakefront Drive For nor.Mrfornaton see this J.W.general notes page and these web sites Renewa 6190/2019 Earth City,MO 63045 ALPIE uwAlpMeIts cont TPD ses.ipewtmeyl SPCA.aee.i6dna tr'y orgl ICCs sselccsafe org