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Plans (93)
a _Zb m w O F-5•4"- I 5 3"8 it 11'8"B 11- 17 8 H \ N QLi2 N§ Li j °' 1:::5 � zoz T , I T . Ci: .55 CS m jI I- T j I BGE - CT o CO r c4 tns BG IHRND FRAME OVERLAY ON SITEI �; 1 I 1 \ 11 I I I [// . , : j m m d HVAC HERE J 4- 0 M O W cc >O O CO cc as t. —�� A2 �' O OJ W I—N U) CO W THIS IS IN-LINE ON THE WALLL Li_ UIL L II)>- 1 1 f ; 11 I 1 1 I 1 CC > ID_Is*. .-. 'e�J --.s C�� —y Cl N U CO L] £ IDW co O NCr"O in }00 Ol u_ -y� Illi !n O C '� L c�t I O O 07 L U - in co GCB N I o L E--5. L—.1., — L-- FBF I —♦ I J_ JOB NO: 0119189 I--6' I 18'3"84' --1- 11' -1 F 40' { PAGE NO: 1 OF 1 „Ep PRop. G%NF s�0Alpine,an ITW Company !i ,Q 8801 Folsom Blvd.,Suite 107 19575 �r .+ Sacramento,CA 95826 /' Phone:(800)877-3678(916)387-0116 ALPINEnvoNPANY- Fax:(916)387-1110 01/31/201• sacseals@itwbcg.com OREGON 941'44.2o` ' °N*' Renews 6/30/2019 Site Information: Page 1: Customer: Truss Components of Oregon,Inc. Job Number: 0119189 Job Description: Riverside 2885 A Roof 6in heel Address: master,master,OR Job Engineering Criteria: Design Code: IRC 2012 View Version: IRC 2012 _JRef#: 1W1871750016 Wind Standard: ASCE 7-10 Roof Load(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 Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.org. Page 1 of 2 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL= Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. Des Ld =total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. HORZ(LL)= maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL)= maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL=additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. L/#= user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the immediate vertical Deflection, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc= Location, starting location of left end of bearing or panel point(joint)location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL= Non-Concurrent Bottom Chord design Live Load in pounds per square foot. PL =additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB= additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT =additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R= maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R= maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL= maximum horizontal design Reaction in either direction, in pounds, from all specified non-gravity(wind or seismic) load cases, at the indicated location (Loc). Rw= maximum downward design Reaction, in pounds,from all specified non-gravity(wind or seismic) load cases, at the identified location (Loc). TCDL=Top Chord standard design Dead Load in pounds per square foot. TCLL=Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non-gravity(wind or seismic) load cases, at the indicated location (Loc). VERT(CL)= maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(LL)= maximum Vertical panel point deflection in inches due to Live Load. VERT(TL)=maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W=Width of non-hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. References: 1. AF&PA: American Forest& Paper Association, 1111 19th Street, NW, Suite 800,Washington, DC 20036; www.afandpa.org. 2. ICC: International Code Council; www.iccsafe.orq. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043;www.alpineitw.com. 4. TPI: Truss Plate Institute, 218 North Lee Street, Suite 312, Alexandria, VA 22314;www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison,WI 53719;www.sbcindustry.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" I 34'8" 17'4" 17'4" 4' I 1'4(T -5X5 (TY ) M T n 12 4 p i-- ,c) fp B X t y" A - 1 1 I I r n I I I t I I a Y 3X5(B1) AH3X5(B1) 5X5 I 34'8" I 11'6" I 34'8" 11'6H 34'8" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs),or'=PLF TOLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.002 L 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.004 L 999 240 B* 149 /- /- /47 /8 /3 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 C - - Wind reactions based on MWFRS EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):-0.003 G - - B Brg Width=416 Min Req=- Mean Height:21.14 ft BearingB is rigid surface. NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:1.5 a 9 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. P �VsEO ROp . Wind Wind loads based on MWFRS with additional C&C �.y t�G i N e. . /0 member design. 19575 9f Additional Notes /' Provide lateral wind bracing per Alpine wind bracing II•''' details or per engineer of record.2X3 studs require I 1/21 9 reinforcement at 70%of the length tabulated for 2X4 OREGON studs of the same grade. v See DWGS A12030ENC101014,GBLLETIN1014,& 9A�°e.20.00' (`9 GABRST101014 for gable wind bracing OL D w*N 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.0.Box 468 Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCS!.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the 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 AN rrW COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.corn,TPI:www.tpinstorq;SBCA: www.sbcindustry.com;ICC: www.iccsafe.org Sacramento,CA 95826 SEQN: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 11715 , 17'4" 22'101 28'4'3 , 34'8" 6'3"13 5'6"1 5'6"1 5'6"1 5'6"1 6'3"13 5X5 E Tai. --/i- 4 4 12 X5 3 3)5 D 1.5X4 Vi'll,.,54 to C G i-. io io �.. A B= �4 r.. sr �. I 3X10(B2) -3X5 =3X7 =4X5 =3X5 =3X10(B2) 1 34'8" i 6 I 9'0"14 8'3"2 I 8,32 I 9'0"14 11'6" 9'0"14 17'4" 25'7"2 34'8" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:Il 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+ I R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.680 L 606 240 B 1588 I- /- /659 /66 /71 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.113 J - - H 1588 /- /- /659 /66 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.229 J - - Wind reactions based on MWFRS Mean Height:21.14 ft Code 1 Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req=2.6 NCBCLL:10.00 TCDL:6.0 psf H BrgWidth=5.5 Min Req2.6 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 Spacing:24.0" C&C Dist a:3.47 ft Rep Fac:Yes Max Web CSI:0.791 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 B-C 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 f��E0 PROFS GINF >O 19575 �� 1 /JAW i % 1 1/2119 OREGON 9R0L D vii . Renews 6130/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 4e8 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CO3)357-2118US OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503) Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join£Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN ITN COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEQN:226962 T26 COMN Ply: 3 Job Number: 0119189 Gust: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 5 3 Complete Trusses Required 5713 9714 13315 174" 21'4"1 25'4"2 29'4"3 348I- " + " -F " -F " -� " �- " -i -'- " - 5313 401 401 401 401 401 401 5313 I116X8 E T 12 ;5X5113] 511 5X8] 4 p .- FF .4 C[8] N 4X5123] m 1' 3X5 47 a N. 3X5 to B H 101111.11/ W5 W9 �SS0514(B10R) SS05114(B10R I' , r III al - JJ r = S R Q P 0 B2N M L K J -- 1113X5 .-5X5[7] =5X7 =5X7 =5X5[24] 1113X5 SS0514 1118X8 .SS0514 r 347 i 5'3"13 I- 4,0"1 I- 4,0"1 I- 4,0"1 I- 40"1 I- 4,0"1 , 4,0"1 , 5'3"13 5'3"13 9'3"14 13'3"15 17'4" 21'4"1 25'4"2 29'4"3 34'8" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl LI# 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 I- /- /- /713 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.145 J - - I 13003 I- /- /- /656 /- EXP:B Kzt:NA HORZ TL:0.290 J - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:21.22 ft ( ) NCBCLL:0.00 Code 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 = Load Duration:1.15TPI Std:2007 Max BC CSI: 0.952 Bearings S&I are a rigid surface. MWFRS Parallel Dist:0 to h/2 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.47 ft Rep Fac:Yes Max Web CSI:0.911 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:16.01.000.0327.15 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: :W7 2x4 HF#2: Maximum Bot Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. Nailnote A-R 10300 -526 N-M 8072 -410 Nail Schedule:0.120"x3",min.nails R-Q 10269 -525 M-L 9467 -479 Top Chord:1 Row @12.00"o.c. Q-P 9512 -486 L-K 9467 -479 Bot Chord:2 Rows @ 3.00"o.c.(Each Row) P-O 9512 -486 K-J 10166 -512 Webs :1 Row @ 4"o.c. O-N 8088 -413 J-I 10194 -512 Repeat nailing as each layer is applied.Use equal spacing between rows and stagger nails in each row to avoid splitting. Maximum Web Forces Per Ply(lbs) 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 0-C 1454 -64 M-G 85 -1702 BC:1438 lb Conc.Load at 0.73,2.73,4.73,6.73 C-O 90-1739 G-K 1417 -59 8.73,24.73 10.73,12.73,14.73,16.73,18.73,20.73,22.73 ���Ep PROFcs.,, D-N 1092-2110 H-J 546 665 BC:1396 lb Conc.Load at 26.73,28.73,30.73,32.73 0•e, 14GF G 1Nc 0y E-N 4318 -209 it'Plate Shift Table r 19575 7r JT Plate Chord JT Plate Chord /' No Size Shift Bite No Size Shift Bite /- !� [7] W5X5 2.75 R 2.75 [8] W4X5 3.00 L 1.25 I. 1/2119 [13] W5X5 3.50 L 1.25 [18] W5X5 3.50 R 1.25 OREGON [23] W4X5 3.00 R 1.25 [24] W5X5 2.75 L 2.75 g... at 20,19- 4„_* or 9-OCD v4.100- Wind loads and reactions based on MWFRS. Renews 6/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building 003)357 US OR 97113 Component Safety Information,by TPI and SBCA)Mr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted ottherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join£Details, unless noted otherwise. Defer to ALPINE P 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 11W 1,W„f,, 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 design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10 For 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 Dust:R7175 JRef:1W1871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1600.46910 Truss Label: AGE JAK / GWH 01/31/2019 16.4"2 33.1"2 16'4"2 16'9" 1'4" f-3,0„2_+��) .5X5 SI -1-- 12 12 4 p o T2 v 3X5 m B A G Y �io ill 1 1 MITT ? 1 I I I TIT 1 I I i Z i• Ili 5X5(E1) _ 5AMa 3X5(61) B2 r 33'1.'2 -i I 33,1"2 17 33'1"2 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs),or*=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.008 B 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.020 B 999 240 A* 122 /- /- /41 /7 /5 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.003 B - - AM*119 /- /- /42 /4 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.008 B - - Wind reactions based on MWFRS Mean Height:21.04 ft NCBCLL:10.00 Code I Misc Criteria Creep Factor:1.5 A Brg Width=181 Min Req=- TCDL:6.0 psf AM BrgWidth=216 Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.211 Req= TPI Std:2007 Max BC CSI: 0.052 Bearings A&AM are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.31 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:16.01.00C.0327.15 Lumber Top chord 2x4 HF#2:T2 2x4 HF#1&Bet.: Bot chord 2x4 HF#2:B2 2x4 HF#1&Bet.: Webs 2x3 HF#2 :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.917' Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep X 3.5" periodically along top edge.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches.Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. (G�Ep PROFS Wind `yam GINE s�0 Wind loads based on MWFRS with additional C&C C? a 41 Z member design. 19575 p Additional Notes /r Provide lateral wind bracing per Alpine wind bracing 411111 1/2119 details or per engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 OREGON studs of the same grade. `+n 29,1906 See DWGS A12030ENC101014,GBLLETIN1014,& Ro NNS. GABRST101014 for gable wind bracing I D W W. requirements. 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.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 for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the 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 AN RN/COMPANY truss in conformance with ANSIITPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page, listing this drawing indicates acceptance of pro"esslonaT engineering responsibility solely for the design shown. The suitability 8801 Folsom Blvd.,Suite 101 and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Sa01amento CA 9,Suite For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq SEQN:226951 T19 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef: 1W1871750016 FROM:BB Qty: 2 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1602.00107 Truss Label: A JAK / GWH 01/31/2019 5710 1176 16'4"2 21714 2611"10 33'1"2 H 58"10 I 53"12 53"12 53I- "12 53I- "12 6I- '1"8 .5X5 E Ilk -I- 12 12 xt3X5 =---"---3X54 V D F 1.5X4 y 1.5X4 C G T2 0 3X5 €0• � 7,r ,.rE B �ie a rra s� I -- 5X7(E1) NI L K B2 i .3X5 =4X5 =3X5 =5X5( B1) =3X7 A 33.1"2 1 8'4"8 T11"10 7'11"10 8'9"61'6" 8'4"8 I 16'4"2 24,3"12 I 33.1"2 -I- Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.286 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 T Des Ld: 42.00 Mean Height:21.04 ft HORZ( L):0.204 J - - Wind reactions based on MWFRS NCBCLL:10.00 Code I Misc Criteria Creep Factor:1.5 A Brg Width=- Min Req=- TCDL:6.0 psf H BrgWidth=5.5 Min Req2.5 Soffit: 2.00 BCDL:4.2psf 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 Spacing:24.0" C&C Dist a:3.31 ft Rep Fac:Yes Max Web CSI:0.719 Members not listed have forces less than 375# 0 l4 0 Maximum Top Chord Forces Per Ply(lbs) FT/RT:2 Loc.from endwall:Any ( ) ( ) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 A-B 798 -3314 E-F 565 -2201 Lumber B-C 770 -3269 F-G 678 -2980 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 -0�E0 PROFS O�5 votNF(� 'O2 19575 41 7 %r /- moi 1 1/2119 OREGON .9RO`DW Renews 6/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building COR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (5003)3)3 357 US 57-2118 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. Appplates to each face of truss and position as shown above and on the JointrDetails, 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,,,,,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 prolesstonat 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 ANSUTPI 1 Sec.2. gg01 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:226953 T21 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef: 1W1871750016 FROM:BB Qty: 13 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1602.34990 Truss Label: Al JAK / GWH 01/31/2019 5'8"10 1110"6 16'4"2 21714 2611"10 32'7"10 5'8"10 5712 53"12 53"12 5'3"12 5'8" -1 5X5 E T 11 12 1111.5X4 1111.5X4 4 i_..-- D F 3X53X5 to C G 3X5 3X5 B H A 9 .... I Ioo arab p in m . fl- haat 71-2 5X7(E1) N 1111.5X4 =3X7[8] =3X5 =3X7[15] 1111.5X4 =SX7(E1) 1 327"10 i 5'8"10 5'3"12 10'7"8 5'3"12 513" H 5'8"10 11'0"6 21714 26'11"10 32'7"10 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in Ioc 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 HORZ(TL):0.147 J - - Wind reactions based on MWFRS Mean Height:21.36 ft A Br Width=- Min NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 9 Req=- TCDL:6.0 psf I Br Width=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.624 9 Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.886 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.26 ft Rep Fac:Varies by Ld Case Max Web CSI:0.953 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. 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 -3133 Top chord 2x4 HF#2 Botchord2xF #1&Bet. Maximum Bot Chord Forces Per Ply 2x4HF Std/Stud:W4,W5 2x4 HF#2: (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 M-L 2081 -373 J-I 3070 -639 JT Plate Chord JT Plate Chord No Size Shift Bite No Size Shift Bite [8] W3X7 1.25 L 1.25 [15] W3X7 1.25 R 1.25 Maximum Web Forces Per Ply(lbs) Webs Tens.Comp. Webs Tens. Comp. Loading C-M 163 -387 E-K 975 -205 Bottom chord checked for 10.00 psf non-concurrent D-M 142 -441 K-F 143 -444 bottom chord live load applied per IRC-12 section M-E 987 -207 301.5. Truss supports 200#mech unit;unit centered at 16-2-7;supported by BC;unit width 2-0-0;supported by 4 trusses. WindPp ���ED ROA- . Wind loads based on MWFRS with additional C&C SGJ GINE to 94 member design. O ,r1 �l+ 19575 9 Lig 1. 1/2119 OREGON 9O`D,,9 . 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,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building 003)357 21 OR 97113 Component Safety Information,byTPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per 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. kefer 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 MeV COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and braciw ng of trussesA seal on this drawing or cover pa e listing this drawing,indicates acceptance of pro7essronat 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 0"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:226955 T18 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef: 1 WI871750016 FROM:BB Qty: 4 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1602.43713 Truss Label: A2 JAK / GWH 01/31/2019 6'1"8 11'5"416'9" 22'0"12 27'4"8 33'0"8 1--- 6'1"8 53"12 I 53"12 53"12 5'3"12 5'8" -=5X5 E II 12 ;3X5 3X5 4 p D F 1.5X4 1.5X4eNt. T2 to G r---'---3X5 ° H -. A B �m lit r� \ �'„u 1 5X5(B1) =3X5 =3X5 K =3X5 =5X7(E1) --,--3X7 I- 33'0"8 1 1'6" 8'9"6I 7'11"10 I 7'11"10 _I 8'3"14 -i 8'9"6 16'9" 24'8"10 33'0"8 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TOLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.279 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BOLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.570 D 692 240 B 1528 /- /- /633 /71 /61 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.085 J - - I 1396 /- /- /587 /59 /- EXP:B Kzt:NA HORZ TL:0.172 J - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:21.04 ft ( ) B Br Width=5.5 Min Req2.5 NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:1.5 9 = TCDL:6.0 psf I Br Width=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.798 9 Req= Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.858 Spacing:24.0" C&C Dist a:3.30 ft Rep Fac:Yes Max Web CSI:0.785 Members not listed have forces less than 375# 0/4 0 Maximum Top Chord Forces Per Ply(lbs) FTIRT:2 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 L-K 2600 -532 301.5. Wind Maximum Web Forces Per Ply(lbs) Wind loads based on MWFRS with additional C&C Webs Tens.Comp. Webs Tens. Comp. member design. D-K 201 -781 K-F 196 -757 E-K 978 -201 p PROFE � S; , G t IO+19575 y Ado /41.1, i 1 1/2119 OREGON 9-.OLD,w„NA: 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 408 Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building COR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (5003)03)357OR 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 ermanent 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 JoinDetails, 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 ANRWCOa, truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and braci ,,rr ng of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of professronaf engineering responsibility solely for the design shown. The suitability 8801 Folsom Blvd.,Suite 10 and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 SEAN:226958 T10 GABL Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1WI871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1604.02763 Truss Label: A2GE JAK / GWH 01/31/2019 1619" 33'0"8 16'9" 16'3"8 f--2,1„+4„ (TH) -.5X5 N IA <> TTT >2IIz la' 3X5(61) AL =5X5(E1) 5X5 1 33'0"8 1 11 6"_I_ 33V8H H 33'0"8 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs),or'=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/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 /- I- /39 /3 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:21.04 ft HORZ(TL):-0.007 Y - - Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 B Brg Width=186 Min Req=- TCDL:6.0 psf AL BrgWidth=210 Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.211 Req= TPI Std: 2007 Max BC CSI: 0.039 Bearings B&AL are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.30 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:16.01.00C.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. ���sD PROp�,, Wind ,y GINE �p Wind loads based on MWFRS with additional C&C vw FI' 'y member design. r Ai` 1 19575 y� Additional Notes apt i i Provide lateral wind bracing per Alpine wind bracing 1 1/2119 details or per engineer of record.2X3 studs require OREGON reinforcement at 70%of the length tabulated for 2X4 studs of the same grade. 9 yen 29 1g0b See DWGS A12030ENC101014,GBLLETIN1014,& -rOLD *V4‘.. GABRST101014 for gable wind bracing 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.O.Box 468 Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS03)357OR 97113 Component Safety Information,by TPI and SBCA)fog safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted olherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing insalled per BCSI sections B3,B7 or B10, ..4116164, 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 Buildingq Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN Rw COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of orofessionai engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For 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:226960 T7 GABL Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1WI871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1606.42643 Truss Label: DGE JAK / GWH 01/31/2019 51" 102" 153" 204" 255" 306" 51" 51" 51" 51" 51" 51" I-2'8"-.1 111' I 14y 1114X5 (TYP) N T 12 ;3X5 '3X5' ti 4 � J _ y 3X5 fn F _ _ �� D V o 2- - W1W1 W2 -W5 W�6 WEBS - 7- A = aa = a a a .Soot �a a a a a a a z A 3X5(81) -3X5 =5X5 -3X7 =3X5 AE AD w3X5(81) i 30'6" 1 1'6" T7"8i 7'7"8 I 7'7"8 77'8 16 77'8 15'3" 22'10"8 30'6" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs),or*=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/deft L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.046 AJ 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.127 AJ 999 240 B* 161 /- /- /57 /8 /5 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.008 P - - Z* 260 /- /- /93 /14 /- EXP:B Kzt:NA HORZ TL:-0.022 P - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:20.79 ft ( ) NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 B Brg Width=153 Min Req=- TCDL:6.0 psf Z Br Width=71.5 Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.351 g Req= Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.406 Bearings B&AE are a rigid surface. Spacing:24.0" C&C Dist a:3.05 ft Rep Fac:Varies by Ld Case Max Web CSI:0.665 Members not listed have forces less than 375# 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 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 :W 1,W3,W4,W6 2x4 HF Std/Stud: scab 1.5"below top edge and attach to one Chords Tens.Comp. Webs 2x3HF H face of truss with 10d nails(0.128"x3")at 6"o/c. W5,W7 2x4 HF#2: AL-AF 780 -77 Brace all exposed vertical surfaces for lateral Plating Notes wind forces.Anchor the perimeter of exposed All plates are 1.5X4 except as noted. vertical surfaces.All diaphragms,braces,and con- Maximum Web Forces Per Ply(lbs) nections shall be designed by the engineer of record. Webs Tens.Comp. Webs Tens. Comp. Loading AR-J 117 -591 R-AF 98 -587 Truss designed to support 1-0-0 top chord outlookers J-AL 583 -90 AF-V 763 -116 and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched Maximum Gable Forces Per Ply(lbs) 1.5"deep x 3.5"wide periodically along top edge,only in the area above the let-in studs.DO NOT OVERCUT.No knots or Gables Tens.Comp. Gables Tens. Comp. other lumber defects allowed within 12"of notches. BS-AE 112 -583 AD-W 80 -460 Do not notch at plates,or in overhang or heel(first)panels. U-BS 79 -409 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. ���0 PROFFS Wind 'c '47 Wind loads based on MWFRS with additional C&C 0 �G�NFF,p 02 member design. 19575 y Additional Notes I Si r Provide lateral wind bracing per Alpine wind bracing e- details or per engineer of record.2X3 studs require 1 1/2119 reinforcement at 70%of the length tabulated for 2X4 OREGON studs of the same grade. mon.20,1906 i GABRST10 014 for gable See DWGS 0wiiOnd bracing 14, ETIN1014,& 99-O` , W.VW requirements. Renews 8/30/2019 *'WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box 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) 9r 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 properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable.e. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to A IPL 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 RW COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10 For more information see this lob's general notes page and these web sites: ALPINE: www.alpineitw.com;TPI:www.tpinst.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 s , 3 Complete Trusses Required 4'9"9I 8'3"6 11'9"3 , 15'3" , 18'8"13 , 22'2"10 , 25'8"7 30'6" 4'9"9 3'5"13 3'5"13 3'5"13 3'5"13 3'5"13 3'5"13 4'9"9 1115X7 E T 05X5110] n �5X5f18] 12 6 FF 4 [......-- 04XC5[8] Q A 4X5120] F- 03X5 0 w 3X5 ') B H =4X16(B8R) =4X16(38R) A 1 -'87. '; iI I I ill a/ 0 III 2X44[5] =4X5[7] -5 5[9] 1118X8 =5X5[19] =4X5[21] 1112X4[23 ] 1 306„ 1 4'9"9 37133'5"13 3'5"13 371 3 3'5"13 3'5"13 4'9"9 4'9"9 I- 8'3"6 I 11'9"3 ' 15'3" - 18'8"13 22'2"10 I 25'8"7 30'6" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.470 L 771 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.940 L 385 240 R 11328/- /- /- /592 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.101 J - - I 12554 1- /- /- /656 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.203 J - - Wind reactions based on MWFRS Mean Height:20.87 ft R Br Width=5.5 Min Req4.0 NCBCLL:0.00 Code/Misc Criteria Creep Factor:1.5 9 = TCDL:6.0 psf I Br Width=5.5 Min Req4.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.878 9 = TPI Std:2007 MaxC CSI: Bearings R&I are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 ax0.774 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 Loc.from endwall:Any FT/RT:2(0)/4(0) Maximum Top Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 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 lb Conc.Load at 2.06,4.06C-O 77 -1473 G-K 1254 -56 14 06 16.06BC:1439 11 8.06 20 06 22.06 24.06,26 06 28 06 Conc.Load at 6.06,8.06,10.06,12.06 A��EO PRO/�FSs' D-M 1794-1787 H-H62 438 -30 30.06 Usep oG�N FF OZ E-M 3783 -188 Plate Shift Table r 19575 12 JT Plate Chord JT Plate Chord /r No Size Shift Bite No Size Shift Bite /- [5] W2X4 S 2.25 [7] W4X5 3.50 R 2.50 I 31/2119 [8] W4X5 S 1.25 [9] W5X5 3.25 R 1.75 OREGON [10] W5X5 3.50 L 1.25 [18] W5X5 3.50 R 1.25 0 v [19] W5X5 3.25 L 1.75 [20] W4X5 S 1.25 .9 ie.. 29 199, "f [21] W4X5 3.50 L 2.50 [23] W2X4 S 2.25 "OLD W.144" Renews 6/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box 468 Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELI21 OR 97113 Component Safety Information,byTPI and SBCA)toy safety practices prior to performing these functions. Installers shall provide temporary (503)357- 18 Ext bracing per BCSI.Unless noted oherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for ermanent lateral restraint of webs shall have bracing ins-talled per BCSI sections B3,B7 or B10, as applicale. Appplates to each face ofptruss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN RW NMMNY 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 proressionar engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- For 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:226970 T13 GABL Ply: 1 Job Number: 0119189 Gust: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' H8' I- H 8' H 1'4"-{ m 4X5 (TYP) H T 4 12 __,_PA V 3X5 F 3X5 E , , M BII CO /bl ' N A IC : : : : • 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 F 8' -I 16' -1 8' 8' 4X5 C T 12 -i- 4 V '3 ih ih B D CO I A : E - G F 3X5(B1) 1.5X4 1.5X4 =3X5(B1) 52"12 10'9"4 H 1'6"- I- 52"12 I 5'6"8 52"12 1'6"H5'2"12 10'9"4 16' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl 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 /- /- /184 I- /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.027 G - - D 728 I- /- /301 /17 /- Mean Height:15.00 ft NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS TCDL:6.0 psfB BrgWidth=3.5 Min Req= 1.5 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 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.121 D Brg Width=5.5 Min Req= 1.5 p g Bearings B,G,&D area rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(lbs) Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 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. 4'�s PROFSSS .y GINE �O O 1e575 �+ 9 • %r I 1/21 9 OREGON 9"-O D,W W. Renews 6/3012019 *"WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building 0OR 97113 Component Safety Information,by TPI and SBCA)for (5 003 )3)3 357 US r safety practices prior to performing these functions. Installers shall provide temporary bracing Ext bracing per BCSI.Unless noted oytherwise,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, ..4411 as applicable. Apply plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Defer to ALPINE' drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN ITW 9:H,,,AN, 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-fessronat engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustiy.com;CC: www.iccsafe.org Sacramento,CA 95826 SEAN:226975 T24 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef: 1WI871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1611.56307 Truss Label: G1 JAK / GWH 01/31/2019 75"8 15'5"8 H 7'5"8 8' 4X5 12 B 4 ii T N h Lo A C co T a N. D i1 III4X8(G 1) i 1.5X4 1.5X4 =3X5(61) r 4'8"4 1 10'9"4 i 4'8"4 5'6"8 5'2"12 _ 4'8"4 10,2"12 15H .5"8 1'6" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria •Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.012 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/Misc Criteria Creep Factor:1.5 TCDL:6.0 psf A BrgWidth=5.5 Min Req1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.959 = Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.625 F Brg Width=5.5 Min Req= 1.5 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI:0.121 C Brg Width=5.5 Min Req= 1.5 Bearings A,F,&C area rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Maximum Top Chord Forces Per Ply(lbs) Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Chords Tens.Comp. Chords Tens. Comp. Lumber 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. PROFS 4'1s s•., � G1NF % � O C� 19575 � 9 r 1. 1/2119 OREGON C)9-OCD. aNA• Renews 8/30/2019 "*WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box468 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building COR 97113 Component Safety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (5003)031357OR 357-2118 Ext bracing per BCSI.Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propefly attached ri id ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Appplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of proressionar engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com;TPI:www.tpinst.org;SBCA: www.sbcindustry.com;ICC: www.iccsafe.org Sacramento,CA 95826 SEQN:226979 T23 COMN Ply: 1 Job Number: 0119189 Cust:R7175 JRef:1W1871 750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1613.41930 Truss Label: G2 JAK / GWH 01/31/2019 611"8 14'11"8 6'11"8 8' 12 " 4X5 — 4 V B MI N M in A M T c 10"3 1 \ : D I 1116X8 G1F E -1 ( ) 01.5X4 1.5X4 =3X5(81) r 4'2"4 1 10'9"4 i 474 5'6"8 52"12 4'2"4 9'8"12 I 1'6"14'11"8 H Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.011 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 Des Ld: 42.00 HORZ(TL):0.027 F - - C 712 /- /- /294 /15 /- Mean Height 15.00 ft Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 TCDL:6.0 psf A BrgWidth=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.954Req= 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: 0.530 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:16.01.000.0327.15 Chords Tens.Comp. Chords Tens. Comp. Lumber A-B 364 -760 B-C 318 -901 Top chord 2x4 HF#1&Bet. Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud Maximum Bot Chord Forces Per Ply(lbs) :Lt Stub Wedge 2x6 HF#2: Chords Tens.Comp. Chords Tens. Comp. Loading A-F 617 -243 E-C 759 -216 F-E 654 -218 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. 4'/- PRO/I;--SS c ' a � GDNF 19575 41 Ni,_ • �r I- i 1 1/2119 OREGON 9ROC20,106 ,saN' Renews 6/30/2019 *'WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide 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 ins ailed per BCSI sections B3,B7 or B10, as applicable.e. Applplates to each face of truss and position as shown above and on the JoingDetails, unless noted otherwise. Refer to A LPI N E drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,wITW=WAVY 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 pro7esstonal 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 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: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 1'6" 9'6" F1'6" 8' 12 4 L...,.-- w 4 6X6(R1) AB, /'` -I- i r v MILD N N M 1 1 \i az ` E I H G F :=� 1111.5X4[4]=3X5 3X5(81) A' 9'6" -1 1'6" 8' 1' 1,6„ 9,6„ 1 1'6 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.009 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.018 F 999 240 H 399 /- /- /174 /1 /44 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.017 F - - D 559 /- /- /255 I- /- EXP:B Kzt:NA HORZ TL:-0.033 F - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Hei ht:15.00 ft ( ) 9 Code/Misc Criteria Creep Factor:1.5 H Brg Width=- Min Req=- NCBCLL:10.00 TCDL:6.0 psf D BrgWidth=5.5 Min Req1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.862 = Bearing D is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.468 RepFac:Yes Max Web CSI:0.359 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 C-D 117 -463 Lumber Top chord 2x4 HF#2 Maximum Web Forces Per Ply(lbs) Tot 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. ��tEp PROFSSs ' G(NF wO 19575 �� y r I/ i Alw I 1/2119 OREGON 9. .OLDWNA— Renews 6/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,handlin shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building COR 97113 Component Safety Information,by TPI and SBCA)fo'r safety practices prior to performing these functions. Installers shall provide temporary (5003)3)3 357 US 57-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. AppTy plates to each face of truss and position as shown above and on the Join-Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,NITW MAW, 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 tarotessronal engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 !SEAN:226999 T5 GABL Ply: 1 Job Number: 0119189 Gust: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" 12'8" 12'8" H6'4" 6'4" I 3'8" I 1'4"H (TYP) 4X5 12 E T 4L - piiiT C G iv B H �' IIA = 11 B 4 G - 1 3X5(B1) N J =3X5(81) I" 12'8" -{ 1,6" I- 12'8" I 1,6„H 12'8" 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): 0.001 G 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.002 G 999 240 B" 158 /- /- /40 /5 /3 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.000 N - - Wind reactions based on MWFRS EXP:B Kzt:NA HORZ TL:0.001 N - - B Br Width=152 Min Des Ld: 42.00 Mean Height:19.31 ft ( ) 9 Req 9 Code/Misc Criteria CreepFactor:1.5 Bearing B is a rigid surface. NCBCLL:10.00 TCDL:6.0 psf Bldg Code: IRC 2012 Max TC CSI: 0.371 Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.072 Maximum Gable Forces Per Ply(lbs) Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.030 Gables Tens.Comp. Gables Tens. Comp. Loc.from endwall:Any FT/RT:2(0)/4(0) C-N 92 -394 J-G 92 -394 GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 1.5X4 except as noted. Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require ��GD PROP' reinforcement at 70%of the length tabulated for 2X4 .(i PROP' „, studs of the same grade. G�5 aG I N Z. 0 See DWGS Al2030ENC101014,GBLLETIN1014,& 19575 IP 41"9 GABRST101014 for gable wind bracing r r requirements. i Top chord may be notched do 1.5"deep x 3.5"wide periodically along top edge,only in the 1 1/2119 area above the let-in studs.DO NOT OVERCUT.No knots or OREGON other lumber defects allowed within 12"of notches. Do not notch at plates,or in overhang or heel(first)panels. Veo•20,190b I 9ROCD W"N� Renews 813 012 01 9 ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. ""IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 Trusses require extreme care in fabricating,handling,shipping,installin and bracing. Refer to and follow the latest edition of BCSI(BuildingCORNELIUS OR 07113 Component Safety Information,by TPI and SBCA)fr safety practices prior to perforing 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 permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Appy plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Defer to ALPINE drawings 160A-Z for sandard 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 11,1 MAI COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of pro-fessionai engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.corn;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.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" I_ 5'6" 1—2,10" 1'4"—1 (TYP) =4X5 12 E T 4 MOM ; T N B lI . I.I,j _ _ N _ A s s _ 11 3X5(81) =3X5(81) I- 11' 11' ff 1,6" I 11' 1'6" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs),or'=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.001 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.001 E 999 240 B* 154 /- /- /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: g Req= Des Ld: 42.00 Mean Height:15.00 ft ( ) 0.001 J B Br Width=132 Min NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 Bearing B is a rigid surface. TCDL:6.0 psf Bldg Code: IRC 2012 Max TC CSI: 0.351 Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.037 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.027 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.00.1016.20 Lumber Top chord may be notched 1.5"deep x 3.5"wide Top chord 2x4 HF#2 periodically along top edge,only in the area above Bot chord 2x4 HF#2 the let-in studs.DO NOT OVERCUT.No knots or Webs 2x3 HF#2 other lumber defects allowed within 12"of notches. Do not notch in marked NNL lengths,at plates, Plating Notes or in overhang or heel(first)panels. All plates are 1.5X4 except as noted. Loading Truss designed to support 1-6-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord must not be cut or notched,unless specified otherwise. Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. ��op PROp , Gable Studs i Provide lateral wind bracing per Alpine wind bracing �� r1G i N E� 0 details or per engineer of record.2X3 studs require O 19575 9 reinforcement at 70%of the length tabulated for 2X4 r studs of the same grade. /OP/ Additional Notes ell) 1 1/2119 See DWGS A12015ENC101014,GBLLETIN1014,& OREGON GABRST101014 for gable wind bracing and other 0 ./ requirements. 11 "an,Y0 1960 -. -vOID W.w- Renews 6/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "*IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box 468 Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CO3)357-2118US OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503) Ext bracing per BCSI.Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Appplates to each face of truss and position as shown above and on the JoinDetails, 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 M,,,,,Q,M,M,, truss in conformance with ANSIITPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of pro essional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIRPI 1 Sec.2. 8801 Folsom Blvd,Suite 107 For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEQN: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 I-- 3 I 6' H 3' 3' 12 =4X5 4 C I 1- i9 BD 1 " A E o1 III 1.5X4 F 6' I I- 1'6„ 3' I_ 3' I 1,6„-H 3' 6' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs),or.=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.000 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 HORZ(TL):0.001 F - - B Brg Width=72.0 Min Req= - Mean Height:15.00 ft 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(B1)except as noted. Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide lateral wind bracing per Alpine wind bracing EQ PRO/C details or per engineer of record.2X3 studs require ix ,t- reinforcement at 70%of the length tabulated for 2X4 'S�' (SIP studs of the same grade. (��� G �+� % See DWGS A12015ENC101014,GBLLETIN1014,& 19575 GABRST101014 for gable wind bracing /r requirements. Special loads I 31/2119 -----(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) OREGON TC:From 115 plf at -1.50 to 115 plf at 7.50 TC:From 2 plf at 0.00 to 7 plf at 6.00 1 l n,20,00' 'f BC:From 4 plf at -1.50 to 4 plf at 0.00 ,,TT BC:From 7 plf at 0.00 to 7 plf at 6.00 L D W BC:From 4 plf at 6.00 to 4 plf at 7.50 Renews 6/30/2019 'WARNING"` READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss components of Oregon,Inc. "IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,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 oytherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for Permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3,B7 or 810, as applicable. Apply 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,apy failure to build the M1 nw COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page, listing this drawing,indicates acceptance of oro7essronal engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 SEQN:226985 T17 COMN Ply: 1 Job Number: 0119189 Gust:R7175 JRef:1WI871750016 FROM:BB Qty: 1 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1618.03767 Truss Label: HG JAK / GWH 01/31/2019 F 3' _I 6' H 3' 3' 12 4 L =4X5 B T WI A C IT ..„,1.,..... .... ........ _1 D ►-_ III 1.5X4 3X5(B1) =3X5(61) 1 6' i F 3' -1- 3' H 3' 6' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/deft LI# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.012 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.024 D 999 240 A 401 /- I- I- /6 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.004 D - - C 408 I- I- I- /6 /- EXP:B Kzt:NA HORZ TL:0.007 D - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Hei ht:15.00 ft ( ) g Code/Misc Criteria Creep Factor:1.5 A Brg Width=5.5 Min Req= 1.5 NCBCLL:10.00 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 = 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 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.110 Members not listed have forces less than 375# Loc.from endwall:AnyFT/RT:2(0)/4(0) Maximum Top Chord Forces Per Ply(lbs) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 A-B 7 -630 B-C 7 -630 Lumber Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 HF Std/Stud A-D 563 -3 D-C 563 -3 Special Loads (Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 71 plf at 0.00 to 71 plf at 6.00 BC:From 7 plf at 0.00 to 7 plf at 6.00 BC: 170 Ib 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. ���ED PROFS Ny G' �O C� 19575 �� 9 r 1 1/2119 OREGON 0 9ROt 20,196- ,W.%V' Renews 8/90/2019 *"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.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)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted olherwise,top chord shall have properly attached structural 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. AppTy plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. (tefer to A IPL 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 M,,,,,,CO..' truss in conformance with ANSIITPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of proiessronal engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org Sacramento,CA 95826 SEQN:226987 T12 GABL Ply: 1 Job Number: 0119189 Cush R7175 JRef: 1 WI871750016 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" , 310"8 F ', 2'8" 1'2"8 12 4 V C T A D 3X5(61) F 3'10"8 { 2'8"F1'2"8 2'8" I - 3'10"8 i Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs),or'=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/deft L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL):-0.001 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 HORZ(TL):-0.003 B - - A Brg Width=46.5 Min Req=- Mean Height:15.00 ft BearingA is rigid surface. NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 a g 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:16.01.00C.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" 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. Wind ���ED PROp Wind loads based on MWFRS with additional C&C se t4GtNE. V9 member design. 19575 IP y Additional Notes %r Provide lateral wind bracing per Alpine wind bracing 41.•'... details or per engineer of record.2X3 studs require I 1/2119 reinforcement at 70%of the length tabulated for 2X4 OREGON studs of the same grade. 0 See DWGS A12015ENC101014,GBLLETIN1014,& 9R V°n.20,'1946 • GABRST101014 for gable wind bracing "-OLD N 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 COR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (5003)03)357OR 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. 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 AN mV COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of processional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI!TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" Sacramento,CA 95826 For mom information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI: www.tpinst.org;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq SEQN:226989 T11 MONO Ply: 1 Job Number: 0119189 Gust:R7175 JRef: 1W1871750016 FROM:BB Qty: 2 Riverside 2885 A Roof 6in heel DrwNo: 031.19.1617.52357 Truss Label: I JAK / GWH 01/31/2019 4 12 1111.5X84 D illII ill 1 90 Aim ZOg Ji Alk 3X5(B1) III 1.5X4 A 3'10"8 i 3'10"8 hH 3'10"8 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BOLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA A 170 I- I- /81 /- /21 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.003 C - - C 159 /- I- /78 /3 /- EXP:B Kzt:NA HORZ TL:0.006 C - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Hei ht:15.00 ft ( ) 9 Code/Misc Criteria Creep Factor:1.5 A Brg Width=- Min Req=- NCBCLL:10.00 TCDL:6.0 psf C BrgWidth=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.230 Req= - Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.113 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.176 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 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. 4P��O PROFS OG�N FF , �5 aOZ • 19575 'Q 9 . � ikr 1 1/2119 OREGON 9-.OLDW. 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 00357OR OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (503)3)357-2115 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly 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 JointDetails, unless noted otherwise. Defer to A IPL 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 11N/ NY QOMVA 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 proressronaT engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10 For more information see this lob's general notes pane and these web sites: ALPINE:www.alpineitw.corn;TPI:www.tpinst.orq;SBCA: www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento.CA 95826 SEQN: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 0 B b -I- mi....ad IIIIIIIIIIIIIIIIIIIIIIII s N A 11'. 411 D III 1.5X4 3X5(B1) A 4' i f 1'6" H 4 H 4' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA B 316 /- /- /155 /1 /30 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.001 D - - D 137 /- /- /67 /2 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.002 D - - Wind reactions based on MWFRS Mean Height:15.00 ft B Br Width=5.5 Min NCBCLL:10.00 Code I Misc Criteria Creep Factor:1.5 9 Req= 1.5 TCDL:6.0 psf D Br Width=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.204 gReq= 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:16.01.000.0327.15 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. PROpS4-Is SS.0p GtNF 0,4 O1as7s y ' 641111 ' �r 1. 1/2119 OREGON lip OL n.20.1eaNw 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.O.Box468 Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 ComponentSafety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have 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 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 PN RW COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of proessionaf engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA: www.sbcindustry.com;ICC:www.iccsafe.orq Sacramento,CA 95826 SEQN:226993 T3 MONO Ply: 1 Job Number: 0119189 Gust:R7175 JRef:1W1871 750016 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 L C q TAL Elimmh ....... _ D 1 III 1.5X4 3X5(B1) 1 2' i I, 1'6" _ 2' 2' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pt 21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BOLL: 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 Mean Height:15.00 ft HORZ(TL )-0.001 D - - Wind reactions based on MWFRS NCBCLL:10.00 Code I Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req= 1.5 TCDL:6.0 psf D BrgWidth=- Min Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.204 Req= TPI Std: 2007 Max BC CSI: 0.029 Bearing B is 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:3.00 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. �V�EO PROFESS .y Gt�1E� 'o C� 19575 + ' �r /- i 1. 1/2119 OREGON 9"- e OCD WN�" Renews 613012019 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CO3)357 US OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, Adlibh as applicable. AppTy plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the mrm,,�,, truss in conformance with ANSI/TPI 1,or for handling,shir,,, pping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this 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 Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or: 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1> 1x4 'L' Brace IN (1) 2x4 'L' Brace a (2) 2x4 'L' Brace Nsl (1) 2x6 'L' Brace a (2) 2x6 'L' Brace awi Bracing Group Species and Grades: Gable Vertical No Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group At S #1 / #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' S' 14' 0' 14' 0' 14' 0' 14' 0' Spruce-Pine-Fir Hem-Fir SPF #1 / k2 Standard M2 Stud UU S P f #3 4' 4' 7' 2' 7' 8' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' *3 Stud #3 Standard HF Stud 4' 4' 7' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 4' 6' 2' 6' 7' 8' 2' 8' 9' 10' 10' 11' 4' 12' 10' 13' 9' 14' 0' 14' 0' Douglas Fir-Larch Southern Pine*** W #1 4' 10' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' JStud Stud 5 P #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Standard Standard d D #3 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' Stud 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' Standard 4' 4' 5' 9' 6' 1' 7' 7' 8' 2' 10' 4' 11' 1' 11' 11' 12' 10' 14' 0' 14' 0' Group Bt _U #1 / #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' Hem-Fir SPF #3 5' 0' 8' 10' 9' 3' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' #1 & Btr L Y H f r Stud 5' 0' 8' 9' 9' 2' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' #1 n� O I 1 Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern Plnewww #1 5' 6' 9' 1' 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' k1 k1 5 P #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' *2 112 #3 5' 1' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' D r 1x4 Braces shall be SRB (Stress-Rated Board). aJ ,-i r Stud 5' 0' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' wwwFor 1x4 So. Pine use only Industrial 55 or Standard 5' 0' 7' 0' 7' 5' 9' 4' 10' 0' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards, Group B #1 / #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values may be used with these grades. d SPF #3 5' 6' 9' 8' 10' 1' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes: L2 U H F Stud 5' 6' 9' 8' 10' 1' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion Is L/240. O HF Standard 5' 6' 8' 8' 9' 3' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 70 plf over x #1 6' 0' 10' 0' 10' 4' 11' 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load). d SP #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports toad from 4' 0' outlookers #3 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. DFL Stud 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 6' 8' 1' 8' 7' 10' 9' 11' 6' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Symm rAttach 'L' braces with 10d (0.128'x3.0' min) nails. T r About ft I: _ a )1( For (1) 'L' brace, space nags at 2' o.c. In 18' end zones and 4' o.c. between zones. Diagonal brace option) ��` 31f Ii(in 1 (2) 'L' braces space nails nt 3' o.c. vertical length may be 1 TInIB' endzones and 6' o.c. between zones. doubled when diagonal 18' * a 'L' bracing must be a minimum of 80% of web brace is used, Connect L Vmemberlength.diagonal brace for 385# ,L, at each end. Max web Brace ;* Gable Vertical Plate Sizes total length is 14'. � )K#E a Vertical Length No Splice 2x4 DF-L #2 or iI1II1 less than 4' 0' 1X4 or 2X3 better diagonal 'r Greater than 4' 0', but 2X4 Vertical length shown brace) single 18, less than II' 6'In table above. or double cut Greater than 11' 6' 3X4 / 45' (as shown) at .L._ 1 + Refer to common truss design for upper end. U 4 II U U 0 IIpeak, splice, and heel plates. �/ �/ / / / /on Linuous Bearl Er. 'R cF- / Refer to the Building Designer for conditions Connect diagona at r,� not addressed by this detail. midpoint of vertical web, 1 Refer to chart above for ; -..1-1 Ft. . gth, NM/ARM/43M READ AND FOLLOW ALL NOTES ON THIS DRAWINGN F saDPORTANTs FURNISH 11O .. OI S DRAWING TO ACTRACTOtS INCLUDING TIE INSTALLERS 19575.. y REF ASCE7-10-GAB12030 Trusses require extreme care h fabricating,handling shipping,installing and bracing. Refer to and • r foliar the latest edition of SCSI(Building Component Safety Information,by TPI ontl RSCA)for safety ! %, DATE 10/01/14 1 00111111144, practices prior to performing these functions. Installers shall provide temporary bradng per DCSL Unless noted otherwise,top chord shalt have properly attached structural sheathing and bottom chord 44111DRWG A12030ENC101014 w. shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs URINEnI� shaU have bradng installed per SCSI sections B3,37 or BID,as applicable. Apply plates to sad,face ��� 11 I^\ II I� of truss and position as shown above and on the Joint Details,unless noted otherwise. 0 / 1I � II \uII� Refer to drawings 160A-Z for standard plate positions. k I I o u V l� Alpine,a division of ITV Building A14II1MOOMPAWY this da ding Components Grow Inc shall not be responsible for anydeviation from v installation drawing, failure cf to build truss h conformance with ANS[/TPI 1,or for hhand ,g,whipping, '9,"4n.20,tglib f MAX. TOT. LD. 60 PSF A seal an this drawing or cover page listing this drawing,Indicates acceptance of professional 0L D W.N Y eerMYweerYhR resparndallty solelyron design shown The sa tabilily and use of this drawing 13389 Lakefront Drive far any si'ucM b)Me the&andthp Desbrher per NRI/iPl 1 Sect, Earth City,Lok MO 63045 For more Information see this Job's general notes page and these web sites, Renew°6/30/2019 MAX, SPACING 24.0' ALPINE,www.alpbwltw.conj TPI,www.tphstorgl SECA,www.sbchdwtry.org,ICC,wwwiccsafe.org ASCE 7-10: 120 mph, 30' Mean Height, Closed, Exposure C Common Residential Gable End Wind Bracing Requirements - Stiffeners 120 mph, 30ft, Mean Hgt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6' - no stud bracing required 100 mph, 30ft, Mean Hgt, ASCE 7-10, Enclosed, Exp D, or 100 mph, 30ft, Mean Hgt, ASCE 7-10, Part, Enclosed, Exp C, H Greater than 4'6' to 7'6' in length Kzt = 1.00, Wind TC DL=5.0 psf, Wind BC DL=5.0 psf, provide a 2x6 stiffback at mid-height and brace stiffback to roof' diaphragm every 6'0' (see detail below or Lateral chord bracing requirements refer to DRWG A12030ENC101014), Top: Continuous roof sheathing Bot: Continuous ceiling diaphragm H Greater than 7'6' to 12'0' max: provide a 2x6 stiffback at mid-height and brace See Engineer's sealed design referencing this detail to roof' diaphragm every 4'0' (see detail below or for lumber, plates, and other Information not shown refer to DRWG A12030ENC101014), on this detail. 1 ) Optional 2x L-reinforcement attached Nails: gun -to stiffback with 10d box or gun lOd boxor (0,128 x3 ,min) nails. (0.128' x 3', min.) nails @ 6' o.c. I 1 I it N 110111111414p 2X4 Blocking nailed to 45° sheathing and 111116114%. each truss � �w H `l_=_ _- p®_®_®_®_®_iiiiii 2X4 DF-L #2 H/2 or betterdiagonal brace. Attach each endfor 560#. kr 1 r�: Gable Detail For Let-in Verticals Gable Truss Plate Sizes About` O Refer to appropriate Alpine gable detail for II minimum plate sizes for vertical studs. 11 +°Refer to Engineered truss design for peak, splice, web, and heel plates. O l 1If gable vertical plates overlap, use a single plate that covers the total area of the overlapped plates to span the web. Gable Iv © © Vertical O Example, 2X4 1111161/11 , 12X4 *2X8 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing MemberMemX ber lii .. Toe-Hatt - Or - End-Hatt © © To convert from 'L' to 'T' reinforcing members, Provide connections for uplift specified on the engineered truss design. multiply 'T' increase by length (based on appropriate Alpine gable detail). Attach each 'T' reinforcing member with End Driven Nails, Maximum allowable 'T' reinforced gable vertical 1Od Common (0.148'x 3.',min) Nails at 4' o.c. plus length is 14' from top to bottom chord. (4) nails in the top and bottom chords. 'T' reinforcing member material must match size, RI•id Sheathin• Toenalled Nallsr specie, and grade of the 'L' reinforcing member. 10d Common (0.148'x3',min) Toenails at 4' o.c. plus Web Length Increase w/ 'T' Brace 4 Nail (4) toenails in the top and bottom chords. 'T' Relnf, .T. This detail to be used with the appropriate Alpine gable detail for ASCE Mbr. Size Increase Reinforcing wind load, 2x4 30 Member ASCE 7-05 Gable Detail Drawings Exampler 2x6 20 A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Wind Speed = 120 mph Nails A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Mean Roof Height = 30 ft, Kzt = 1.00 GableSpaced At ASCE 7-10 & ASCE 7-16 Gable Detail Drawings Gable Vertical = 24'o,c. SP #3 Trusss 44' O.C. A1I515ENC100118, AL2015ENC100118, A14015ENC100118, A16015ENC100118, 'T' Reinforcing Member Size = 2x4 A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, 'T' Brace Increase (From Above) = 30% = 1.30 A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, (l) 2x4 'L' Brace Length = 8' 7' A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, Maximum 'T' Reinforced Gable Vertical Length SI1515ENC100118, S12015ENC100118, 514015ENC100118, 516015ENC100118, 1.30 x 8' 7' = 11' 2' S18015ENC100118, S20015ENC100118, S20015END100118, S20015PED100118, SI153OENCIOOI18, 512030ENC100118, 514030ENC100118, 516030ENC100118, 1 ii 4 Nall I1 iS18030ENC100118, S20030ENC100118, S2003OEND100118, S20030PED100118 I =. Ceiling See appropriate Alpine gable detail for maximum unrelnf�,rCc�dD_-ROA-Ss length. GING BQIPORTANT=FURNISH THIS DRAWING T=WARNING=READ AND O AALLL 0174 TNALL PCTES R,INCLUDING UE INSTALLERS, �rN �it, r REF LET-IN VERT 19575 Trusses require extreme care In fabricating handing,aNpptig,InstaWng and bracing. Refer to and rI DATE 01/02/2018 follow the latrstoption' SCtI these ions. Int Safety Information,by WI and do for safety i h - Unless practices prior to performing tMse Functions. Installers shall provide temporary bracing per HCSL Unless noted otherwise.top chord shall have properly attached structural sheathing and bottom chord �' j D R W G G B L L E T I N 0118 1r shall have a properly attached r ceding. Locations shown for permanent lateral restraint of webs A 11 �1O E shall have bracing Installed per I sections B3.B7 or B10,as applicable. Apply plates to each faceof 0 /31/2019 /�/'-�'�����IJ 'U�\v'I Refer to s adrraaek�ipds 160A--bn Z far standarshown d plaand te sitions. Details,unless noted otherwise. ^ OREGON Alpine,a division of ITV Buttdi g Components Group Inc shall not be responsible for any deviation from �0, AN MN COMPANY this drawing,any failure to build the truss in conformance with ANSI/Tin 1,or for handing,shipping, "TA, `a e.20,190e' ! MAX. TOT, LD, 60 PSF Installation L bracing of trusses. ,T a�V A seal on this drawing or cover listing!Ns draatng,edestes acceptance of prof esab a1 OCD W W. `, 13723 Riverport Drive for d�e�pn■ham TM r ��B DUR. FAC. ANY Suite 200 for eVr b the Bukig Designer per ANSI/TPI I Seca Maryland Heights,MO 63043 For more Informatics see this Job's general notes page and these web sites Renews6/3012019 MAX. SPACING 24.0' ALPINE ess.alpbelte.coml TAB www.tpinst.orgi SKS eee.sbcMdustry.orgl ICC.wseJccsafe.arg 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 (1) 1x4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace cc (1) 2x6 'L' Brace 1 (2) 2x6 'L' Brace me Bracing Group Species and Grades, Gable Vertical No Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A: S Spruce-Pine-Fir Hem-Fir SPF #1 / #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' *1 / *2 Standard *2 Stud U S r #3 4' 7' 7' 9' 8' 3' 9' 7' 9' 11' 11' 5' *3 Stud *3 Standard • O IJ Stud 4' 7' 7' 8' 8' 2' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' I l Standard 4' 7' 6' 7' 7' 0' 8' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern Plnecwc *1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' k3 *3 J 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 anStdel Standard Standard #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' CU DFL Stud 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' Ti Standard 4' 7' 6' 2' 6' 7' 8' 2' 8' 9' _ 11' 1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' Group BI U_ #1 / #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' Hem-Fir _ S P rr #3 5' 3' 9' 3' 9' 9' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' k1 & Btr L Y H F Stud 5' 3' 9' 3' 9' 7' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' *1 (1) O I l Standard 5' 3' 8' 1' 8' 7' 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Dou.las Fir-Larch Southern Plnewww \ #1 5' 9' 9' 6' 9' 10' 11' 3' 11' 8' 13' 4' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' ® #1 / SP #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' ® k2 - #3 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0'VD 1x4 Braces shall be SRB (Stress-Rated Hoard), Stud 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' ---i L wwwFor 1x4 So. Pine use only Industrial 55 or Standard 5' 3' 7' 6' 8' 0' 10' 0' 10' 9' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards. Group B S #1 / #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values may be used with these grades. d S P rr #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: u' U HF Stud 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion Is L/240. O �l r Standard 5' 9' 9' 4' 9' 11' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide 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 psf TC Dead Load). d SP #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load from 4' 0' outlookers #3 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. r-1 D P L Stud 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 9' 8' 8' 9' 3' 11' 7' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Symm Attach 'L' braces with IOd (0.128'x3.0' min) nails. Abouts ii able Truss if it I )IE For (1) 'L' brace, space nails at 2' o.c. 1 1 In 18' end zones and 4' o.c. between zones. Diagonal brace option, �iiii4 **For (2) 'L' bracesh space nails at 3' o.c. vertical length may be i T : In IB' end zones and 6' o.c. between zones. doubled when diagonal 18' )1E 'L' bracing must be a minimum of 80% of web brace is used. Connect I I �V� member length. diagonal brace for 335* ' 'L' .L }I •at each end. Max web BrQce 44 Gable Vertical Plate Sizes total length Is 14'. "�_ 11E31E ` Vertical Length No Splice ik.[x4 DF-L k2 orless than 4' 0' 1X4 or 2X3 etter diagonal r . Greater than 4' 0', but 2X4 Vertical length shown brace) single 18, ; less than 11' 6' M table above. , r double cutI ;) Greater than 11' 6' 3X4 45' as shown) at L_�7 1 : 2 . Refer to common truss design for 110upper end LI- 4 NW I I peak, splice, and heel plates. �/ / / / Xontlnuous Hearn e* 'R /C' / / Refer to the Building Designer for conditions Connect diagona at cw not addressed by this detail, midpoint of vertical web. ' Refer to chart above for -4-1 - d0', 9th. wsVAINONC�w READ Mm FILLOV ALL TOTES l THIS 1RAVDiIs C) VI fi Z REF ASCE7-10-GAB12015 se01PO1TANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TIE INSTALLERS. ((/ 19575 y Trusses requlate re extreo care in icing handling,Safety shipping,Installing and bracing. Refer to and !~r- DATE 10/01/14 followrathe latest edtion of BCtI abiding Component Safety llInformation,esWI and racing for safety practices pilar to performing these functions. Installers shall provide temporary bracing per BCSL ///�'�\ Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord // DRWG A12015ENC 101014 o. shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs /'i O U\uvl[^ n[ shall have bracing installed per NSI sections D3,B7 or ilio,as applicable. Apply plates to each face 0 /31/2019 !//—�IJI of truss and position as shown above and on the Joint Details,unless noted otherwise. Refer to drawings 16011-Z for standard plate positions. OREGON Alpine,a division of ITV Building Components Group Inc shall not be responsible for any deviation from R r• ° MAX, TGT, LD, 60 PSF AM rrWCOMPANY this drawing,any failure to build the truss In conformance with ANSI/TPI 1,or for handling,shipping, P eR 20,19- installation&bracing of trusses.dr N A seal on this drawing ocover pope listing this drawing,Indicates acceptance of professional O C o w. " engineering solely far the design shoves The suitability and use of this drawing 13389 Lakefront Drive for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Seca Earth City,MO 63045 For more information see this Job's general notes page and these web sites. Renews6/3012 01 9 MAX, SPACING 24.0' n.iww ALPINE wwwalpi tw.conl TPD w.tpinst.org)SBCA.inn sbcirdustry.orgr ICC'wwwJccsnfeorg CLR Reinforcing Vemoer Suostitution , T-Reinforcement This detail is to be used when a Continuous Lateral Restraint (CLR) Or T-Reinf, Is specified on a truss design but an alternative web L-Reinforcement or reinforcement method is desired. L-Reinf, ,• itip Apply to either side of web narrow face. Attach with 10d <0,128'x3.0',min) nails at 6' o,c. Reinforcing member is Notes: a minimum 80% of web member length. This detail Is only applicable for changing the specified CLR shown on single ply sealed designs to T-reinforcement or L-reinforecement or scab reinforcement. Alternative reinforcement specified in chart below may be conservative. mm For minimum alternative reinforcement, re-run design with appropriate m \/ reinforcement type. /x\ T-Reinf, L-Reinf, Web Member Specified CLR Alternative Relnforecement Scab Reinforcement: Size Restraint T- or L- Reinf. Scab Reinf, 2x3 or 2x4 1 row 2x4 1-2x4 Apply scabs) to wide face of web. 2x3 or 2x4 2 rows 2x6 2-2x4 No more than (1) scab per face. Attach with 10d (0.128'x3,0',min) nails 2x6 1 row 2x4 1-2x6 at 6' o.c. Reinforcing member Is a 2x6 2 rows 2x6 2-2x4(310 minimum 80% of web member length. 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6010 Scab Reinf. T-reinforcement, L-reinforcement, or scab reinforcement to be same species and grade or better than web member unless specified otherwise on Engineer's sealed design. I (310 Center scab on wide face of web. Apply (1) scab to each face of web. I. ���ED PROFS i mpuerANr.. T ' "DHIS nwwANDa<�FOro'OLALL CONTRACTORS rl�nsrALLeRs THIS BRAUDE! (N6 �NO%NfF'. O, TC LL PSF REF CLR Subst, Trusses require extreme care h fabricating,handling,shipping,installing and bracing. Refer to and 19575.: follow the latest edition of BCSI<Building Component Safety Information,by TPI and SBCA)for safety j �h TC DL PSF DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bra ng per BCSL chord Unless noted otherwise,top chord shall have properly attached structural sheathing and /I i BC DL PSF DRWG BRCLBSUB1014 ha shall have a properly attached rigid ceBhg. Locations shown for permanent lateral restraint of webs Al [1 n[ shall have bracing installed per SCSI sections B3,B7 or BIO,as applicable. Apply plates to each face 0 i jib /—y' fU^\all of truss and position as shown above and on the Joint Dews,micas noted otherwise. 14 BC LL PSF Refer to drawings 160A-Z for standard plate positions. Alpine,a division of ITV Building Components Group Inc.shall not be responsible for any deviation iron ,9 n 20 19 at. TOT, LD, PSF AN RW COMPANY this drawing,any failure to bus the truss In conformance with ANSI/TPI 1,or for handling,shipping, O 0 Installation&bracing of trusses. A seal on this drawing lar cover listing this*-s*,g,indicates acceptance of professional OLD r— emgrneerrg ttyy solely for t°° design:mown ne:�mbehby died nye of t ds dra.rg W' DUR, FAC, 13389 Lake/ronl Drive for any stn l'bsil he responsibility Ort:Building Designer per ANSI/iPI I SfCB. Earth City,MO 63045 For more information see this Job's general notes page and these web sites. Renews 6/30/2019 ALPINE,wwwolpielts.canl TPI,www,tphstorgl SBCM www.sbciss.k .o dustry.orgl ICC,wcsaferg SPACING NAIL REINFORCEMENT FOR PLATE DETAIL This detail may be used when the required number of Nails shall be driven through solid steel at a distance no connector teeth in a truss member exceeds the actual closer that 1 inch to the joint line. Nails may also be driven number of teeth in the given member. Nails may be driven through the tooth slots, but shall be located at the end of through the connector plate(s) in truss members using -the the slot farthest from the joint line. nail type specified below to increase the lateral resistance of the connector plate(s) having a shortage of required Use a maximum of 2 nails per square inch of plate area. effective teeth. Nails shall be driven through connector plate having shortage Nall 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 SP, DF-L, HF, SPF Alpine 20-gage Wave 1 Nail replaces 2 teeth Nails shall be fully embedded into wood areas free of defects, (SG >= 0.42) Alpine 20-gage H 1 Nail replaces 2 teeth This detail is applicable only on joints where the connector Alpine 18-gage S 1 Nail replaces 2 teeth plate has been offset no more than 1/2' from the design Nail Type position shown on the truss design drawing. 0.131' x 1.5' Box or Gun Nail This detail is applicable for trusses with lumber oriented vertically (2x_) and trusses with lumber oriented horizontally Material Connector Plates Substitution (3x2 and 4x2). SP, DF-L, HF, SPF Alpine 20-gage Wave 1 Nail replaces 3 teeth (SG >= 0.42) Alpine 20-gage H 1 Nail replaces 3 teeth Alpine 18-gage S 1 Nail replaces 3 teeth o ` ,, ‘...\^e \ re 3o\rk0 Joint Line Typical Joint Configurations, This Detail Applies To Any Joint Configuration. This Detail Is Applicable Only On Joints W r e,-:H WR0•�•.nector Plate Has Been Offset No More Than 1/2' From The De '.. - ' a n On The Truss Design Drawing. iNVORNI N[ia READ AND FOLLOW ALL NOTES oil nus DRAWING N G 1 N t /O aDPORTANT..FURNISH THIS DRAWING TO ALL CONTRACTS II UDIG THE INSTALLERS. 4, 19575 I. REF NAIL REINFORCEMENT Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and A. r.i DATE 10/01/14 follow the latest sp ionrf of HCSI(Building Cion. Int Safety Tall provide,temporary TPI ryd far 3CSL practices edor a perianop hose functions. Installers shall providestruct olchebradng per HCSL Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord ��, /,, DRWG REPPLTNL1014 ear shall have a properly attached rlpld ceiling. Locations shown for permanent lateral restraint of webs e z] [I^ E shall have bradng installed per 1001 sections 83,87 or H10,as applicable. Apply plates to each face 1 1 O iu^\vii of truss and position as shown above and on the io. Details,unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ^ OREGON Alpine,a division of ITV Building Conponents Group Inc shall not be responsible for any deviation from Y' AN RW COMPANY this drawing,any failure to build the truss in conformance with ANSI/TPI 1,or for handling,shipping, 9A mon,20,190b installation i bracing of trusses. /r V A seal on this drawing or cover listing tea drawing,indicates acceptance of professional 01. `'' r . for M S r,CturfrespuorsLdilllty solelyo h des4n shown The suitability and m of this drawing D •. 13389 Lakefront Drive y the of the Bv4dhg Deflprsr per MiS!/TPI I Sect. Earth City,MO 63045 For nore information see this Job's general notes page and these web sites. Renews 6/30/2019 ALPINE.a.alpineit..conl TPI.ses.tphstorgi SBCA.www.sbchdustry.orgi ICG wwwiccsafe.org f