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Plans (2) rnsr2at ...-0023, 8355 Scd Pr4m,F _so PROpSS `�.� GINF S+�O Alpine,an ITW Company O r1 F� 2 8801 Folsom Blvd.,Suite 107 19575 y Sacramento,CA 95826 77-3678(916)387-0116 • r 't ��1+ Phone:(800)8 �• INE'N ITW Fax:(916)387-1110 PANY 06/04/201• sacseals@itwbcg.com OREGON '9 on.2olss°' RECEIVED C L® RpCp W•�� Renews 613012019 JUN 12 2019 CITY OF TIGARD BUILDING DIVISION Customer: Truss Components of Oregon, Inc. Job Number: 0519218 Job Description: -COD-Pfaffle ADU Addition Address: 8355 SW Pfaffle St.,TIGARD,OR ism or �?. ai ili n ! ,� �i;u 7w y 'I :3gys�� 1 'fit . 1��ii � ,lOb Eexgln6er�ig�"!?�e ��l .`;- � `.-jb` �"�, "'�`.� - �i � ' . ��`��` Design Code: IBC 2015 View Version: 18.02.01.0205.19 JRef#: 1 WL071750001 Wind Standard: ASCE 7-10 Roof Load(pdf): 25.00-10.00-0.00-7.00 Wind Speed(mph): 120 Floor Load(psf): None This package contains general notes pages,22 truss drawing(s)and 7 detail(s). Item 1 155.19.1529.28430 AGE 2 155.19.1524.54820 B 3 155.19.1525.07603 B1 4 155.19.1525.19840 B2 5 155.19.1531.26453 BGE 6 155.19.1534.12897 BGE1 7 155.19.1537.21730 CGE 8 155.19.1526.09107 D 9 155.19.1541.04917 DGE 10 155.19.1526.40537 DGR 11 155.19.1526.56173 E 12 155.19.1527.07160 El 13 155.19.1542.38963 EGE 14 155.19.1527.24410 F 15 155.19.1527.35233 Fl 16 155.19.1544.50147 FGE 17 155.19.1527.54120 V 18 155.19.1528.01200 V1 19 155.19.1528.04400 V2 20 155.19.1528.17067 V3 21 155.19.1528.30107 V4 22 155.19.1528.49437 V5 Printed 6/4/2019 4:32:30 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AF&PA. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.orq. Page 1 of 2 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. Des Ld =total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. L/#= user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the immediate vertical Deflection, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc= Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non-Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT=additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R= maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non-gravity(wind or seismic) load cases, at the indicated location (Loc). Rw= maximum downward design Reaction, in pounds, from all specified non-gravity(wind or seismic) load cases, at the identified location (Loc). TCDL =Top Chord standard design Dead Load in pounds per square foot. TCLL=Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non-gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W=Width of non-hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. References: 1. AF&PA: American Forest& Paper Association, 1111 19`h Street, NW, Suite 800, Washington, DC 20036; www.afandpa.orq. 2. ICC: International Code Council; www.iccsafe.orq. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.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.sbcindustrv.co Page 2 of 2 Y i SEQN:4902 GABL Ply: 1 Job Number: 0519218 Cust:R 7175 JRef:1 WLO71750001 T13 FROM:FP Qty: 1 -COD-Pfaffle ADU Addition DrwNo: 155.19.1529.28430 Truss Label: AGE JAK / GWH 06/04/2019 5'6" 11' r 56" + 5'6" H F-1,6"_.4-_1'4"H -4X5 T (TYP) FT •••••>0.00001,2 P M <r7 M J T 6'8 al —_ A =3X50////////=3X5(82) K I I 11' H I.1,6" I 11' I 1,6„—I Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs),or*=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.001 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.002 F 999 240 J. 168 /- /- /57 /37 /9 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 R - - Wind reactions based on MWFRS EXP:B Kzt:NA HORZ(TL):0.002 L - - J Brg Width=131 Min Re Des Ld: 42.00 ( ) Req Mean Height:19.53 ft Code/Misc Criteria CreepFactor:2.0 Bearing B is a rigid surface. Soffit: 2.00 TCDL:4.2 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Bldg Code: IBC 2015 Max TC CSI: 0.348 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.047 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.034 Loc.from endwall:Any FT/RT:20(0)/10(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 Lumber Top chord 2x4 HF#2 , Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 2X4 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. �� .O PROFESS' Gable Studs p �G(N /O Provide lateral wind bracing per Alpine wind bracing CO 19575 2 details or per engineer of record.2X3 studs require 7 reinforcement at 70%of the length tabulated for 2X4 * r r studs of the same grade. r� "......0 Additional Notes 0. 14/2119 See DWGS A12030ENC101014,GBLLETIN0118,& OREGON GABRST101014 for gable wind bracing and other 9 ren. 20 199ro `f requirements. Renews 8/3 012 01 9 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box488 Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component Safety Information,byTPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Exl bracing per BCSI.Unless noted olherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a progeny attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing insalled per BCSI sections 63,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE' drawings 160A-Z for standard plate positions. Alpine,a division of ITW BuildjngComponents Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the AN MA COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawirnig or cover page,, listing this drawing,indicates acceptance of professional engineering responsibility solely for the design shown. The suitability 8801 Folsom Suite 10: and use of this awing for any structure is the responsibility of the Building Desigrier per ANSI/TPI 1 Sec. . Sac1 Folsoo,C Blvd.,Suite For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org SEAN:2268 COMN Ply: 1 Job Number: 0519218 Gust:R 7175 JRef:1WL071750001 T14 FROM:FP Qty: 5 -COD-Pfeifle ADU Addition DrwNo: 155.19.1524.54820 Truss Label: B JAK / GWH 06/04/2019 F 5'6"69'8"13 11'21"I11 16'9" 22'3"5 23'9II"3 27'910 33'6" 5'8"6 I 4'0"7 I 1'5"14 5'6"5 5'6"5 1'S"14 4'0''7 '}- 58"6 'I 5X5 F 3X5 3X5 E $3X5 12 83X5 H v 6 V D� p o r w 2X4 .�r 2X4 .n in C `I o, T B / J /// �� Ts A I v a u i \ K =5X7(52) =3X5 =3X10 =3X5 L B2 w5X7(82) — =3X5 L 336" 'i 1'6" 8'5,8 I 8'3"8 I 3,3„ 5'0118 - 8'5„8 16' 8'5"8 16'9" 20' 25'0"8 33'6” Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in lac Udefl U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.188 N 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.322 N 999 240 B 1562 I- I- /718 /74 /154 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.080 L - - J 1562 I- I- /718 /74 /- Des Ld: 42.00 EXP:B fighKztt NA HORZ(TL):0.137 L - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:22.35 ft Code/Misc Criteria Creep Factor:2.0 B Brg Width=3.5 Min Req=2.6 TCDL:6.0 psf = 1.7 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IBC 2015 Max TC CSI: 0.786 J Brg Width=3.5 Min Bearings B&J are a rigid surface. Req Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.994 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.35 ft Rep Fac:Yes Max Web CSI: 0.860 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:20(0)/10(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01A.0205.19 B-C 532-2553 F-G 471 -1677 C-D 521 -2289 G-H 530 -2156 Lumber D-E 530-2156 H-I 522 -2289 Top chord 2x4 HF#2 E-F 471 -1677 I-J 532 -2553 Bot chord 2x4 HF#1&Bet.:82 2x4 DF-L#2: Webs 2x4:HF Standard+HF Stud::W3,W4,W5 2x4 HF#2: Maximum Bot Chord Forces Per Ply(Ibs) :Lt Wedge 2x4 HF Standard+HF Stud: Chords Tens.Comp. Chords Tens. Comp. :Rt Wedge 2x4 HF Standard+HF Stud: B-O 2181 -358 M-L 1841 -269 Loading O-N 1841 -259 L-J 2181 -369 N-M 1841 -269 Bottom chord checked for 10.00 psf non-concurrent live load. Maximum Web Forces Per Ply(lbs) Wind Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C E-N 201 -702 N-G 201 -701 member design. F-N 1028 -244 'S,V'' PROS-,. C95 �GINE'F /OZ 19575 y R r /0t 0. 14/2119 OREGON lip°L.D,W$NSP Renews 6/30/2019 'MARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handlin shipping,installin and bracing. Refer to and follow the latest edition of BCSI(BuildingCornelius OR 97113 Component Safety Information,by TPI ant?SBCA)for safety actices prior to perforing these functions. Installers shall provide teporary (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 er BCSI sections B3,67 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to ALPINE" drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildin CComponents Group Inc.shall not be responsible for any deviation from this drawin any failure to build the AN ITV COMPANY truss in conformance with ANSI/1P1 1,or for handling,shipping,installation and bracing of trussesA seal on thig drawing or cover page, listing this drawing,indicates acceptance of proessional en in erin responsibility solely for the design shown. The suitbility 8801 Folsom Blvd.,Suite 10' and use of this awing for any structure is the responsibility of the Building Designer per ANSI/TPI1 Sgec.2. Sacramento,o CA 95826 For more information see this job's general notes page and these web sites:ALPINE: www.alpineitw.com;TPI:www.tpinstorg;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org r SEQN:2269 COMN Ply: 1 Job Number: 0519218 Cust:R 7175 JRef:1WL071750001 T16 FROM:FP Qty: 2 -COD-Pfaffle ADU Addition DrwNo: 155.19.1525.07603 Truss Label: B1 JAK / GWH 06/04/2019 5'8"6 I 9813 I 112"11 169" 22'3"5 23'9"3 27'9"10 I 33'6" 5 I " _ " "586 407 14 565 565 1514 407 586 =5X5 E Tii -3X5 '3X5 12 D F 3X5 6 ✓ 03X5 G o 1,2X4 /*2)A4 in eo B m A I �s %� .. ... iii ►\J 5X7(B2) m3X5 =3X10 =3X5 =_3X5 2 =5X7(B2) A 33'6" A 65"8 8'3"8 3'3" 50"8 65"8 1'6" 8'5"8 I 16'9" I 20' 250"8 I 33,6" Loading Criteria(pat) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.191 M 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.329 M 999 240 A 1444 /- 1- /653 /62 /144 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.085 K - - I 1565 I- /- /718 /75 I- EXP:B Kzt:NA HORZ TL: 0.147 K - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:22.35 ft ( ) NCBCLL:10.00 TCDL:6.0 psf Code/Misc Criteria Creep Factor:2.0 A Brg Width=3.5 Min Req=2.4 I Brg Width=3.5 Min Reg= 1.7 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IBC 2015 Max TC CSI: 0.780 Bearings A&I are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.996 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.35 ft Rep Fac:Yes Max Web CSI: 0.871 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:20(0)/10(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01A.0205.19 A-B 582-2580 E-F 473 -1682 Lumber B-C 562-2313 F-G 532 -2163 C-D 571 -2180 G-H 523 -2295 Top chord 2x4 HF#2 D-E 482-1682 H-I 534 -2559 Bot chord 2x4 HF#2:B2 2x4 DF-L#2: Webs 2x4:HF Standard+HF Stud::W3,W4,W5 2x4 Maximum Bot Chord Forces Per Ply#2: (lbs) :Lt Wedge 2x4 HF Standard+HF Stud: Chords Tens.Comp. Chords Tens. Comp. :Rt Wedge 2x4 HF Standard+HF Stud: A-N 2210 -412 L-K 1846 -279 Loading N-M 1853 -267 K-I 2187 -378 Bottom chord checked for 10.00 psf non-concurrent M-L 1846 -279 live load. Maximum Web Forces Per Ply(lbs) Wind Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C D-M 204 -711 M-F 201 -701 member design. E-M 1032 -252 �,�Eo PROp.. O.5 �GINF . QO2 19575 • •ysf r 1 s 4/2119 OREGON GI en.20,199 17,0 OL D W.N� Renews 6/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,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 SCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10 as applicable. Applplates to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Refer to 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 µRSV COMMAtt 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 101 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 1 SEQN:2270 COMN Ply: 1 Job Number: 0519218 Cust:R7175 JRef:1WL071750001 T17 FROM:FP Qty: 13 -COD-Pfeifle ADU Addition DrwNo: 155.19.1525.19840 Truss Label: B2 JAK / GWH 06/04/2019 ' 5'8"6 9'8"13 11'2!"11 16'9" 22'3"5 23'91"I3 27'9"10 336" 5'8"6 I 4,0"7 I 1'5"14 56"5 56"5 -I-1'5"14 4'07 - 5.8"6 =5X5 E 03X5 $3X5 12 O 3X5 6 p 03CX5 G 71 `s o .2X4 .v 2X4 r ., eo B H cr .A / 1 1 _f!? „.�.� r sae n i s* la:\J =5X7(82) N.3X5 =3X10 .3X5 =3X5B2 .5X7(82) ♦ 336” 1 8'5"8 8'3"8 3'3" 578 8'5"8 '6" 8'5"6 -I 16'9" I 20' 25.0"8 I 33.6" 1-1 ' • Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.191 M 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.329 M 999 240 A 1444 I- /- /653 /62 /144 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.085 K - - I 1565 /- /- /718 /75 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL): 0.147 K - - Wind reactions based on MWFRS Mean Height:22.35 ft NCBCLL:10.00Creep Code/Misc Criteria Factor:2.0 A Brg Width=- Min Req=- TCDL:6.0 psf I Brg Width=3.5 Min Req= 1.7 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IBC 2015 Max TC CSI: 0.780 Bearing I is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.996 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.35 ft Rep Fac:Yes Max Web CSI: 0.871 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:20(0)/10(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01A.0205.19 A-B 582-2580 E-F 473 -1682 B-C 562-2313 F-G 532 -2163 Lumber C-D 571 -2180 G-H 523 -2295 Top chord 2x4 HF#2 D-E 482-1682 H-I 534 -2559 Bot chord 2x4 HF#2:82 2x4 DF-L#2: Webs 2x4:HF Standard+HF Stud::W3,W4,W5 2x4 •HF#2: Maximum Bot Chord Forces Per Ply(lbs) :Lt Wedge 2x4 HF Standard+HF Stud: Chords Tens.Comp. Chords Tens. Comp. :Rt Wedge 2x4 HF Standard+HF Stud: A-N 2210 -412 L-K 1846 -279 Loading N-M 1853 -267 K-I 2187 -378 Bottom chord checked for 10.00 psf non-concurrent M-L 1846 -279 live load. Maximum Web Forces Per Ply(lbs) Wind Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C D-M 204 -711 M-F 201 -701 member design. E-M 1032 -252 �O�E0 PROFESS c.0 �G)N6-F /G 41 Z 19575 7 S. 14/21 9 OREGON �ROL ,w9NSP D Renews 8/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installin and bracing. Refer to and follow the latest edition of BCSI(Buildingcomelius OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to perforing these functions. Installers shall provide temporary (503)(503)357-2118 Ext bracing per BCSI.Unless noted otherwise,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 bracinginsalled per BCSI sections B3,87 or B10, as applicable. Applplates to each faceof 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 nm r nNvr m truss in conformance with ANSI TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listingthis drawingg indicates acceptance f roTessionar engineering responsibility solelyfor the design shown. The suitability and use of this rg awing for any structure is the responsibility of the Building Designer per erANSI/TPI 1 Sdc.2. 8801 Folsom Blvd.,Suite 10iSacramento,CA 95826 For more information see this job's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA: w,vw.sbcindustry.com;ICC: www.iccsafe.org SEQN:4904 GAEL Ply: 1 Job Number: 0519218 Cost:R 7175 JRef:1WL071750001 T15 FROM:FP Qty: 1 -COD-Pfeifle ADU Addition DrwNo: 155.19.1531.26453 Truss Label: BCE JAK / GWH 06/04/2019 167 22'2"423'10" 28' 33'6" 16,9" I 5,5,4 _ 17"2 4'2" 5'6" • H 2'1"-{-.-• 4 =5X5 (TY_d) o 12 43X5 S 83X5 l M12 - U a 6V _•� T o - g(a). - 3X78 `uni E., - x n C e ._ n 8 - T4 Wi Y 1 Tfe 'r = e .. Z A=3X(82)///////////////p/ AB AA =_3X5(:2) - =3X5 =3X7 r 22712 1 1010"4 i 11'6"I 28' 56" 1'6" 28' 33'6" 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 Udefl U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.036 V 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.068 V 999 240 g* 195 /- /- /59 /12 /10 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.014 V - - AB 203 /- /- /115 /- /- EXP:B Kzt:NA HORZ(TL): 0.028 V - - Y 875 /- /- /375 /60 /- Des Ld: 42.00 Mean Height:22.35 ft ( ) NCBCLL:10.00TCDL:6.0 psf Code/Misc Criteria Creep Factor:2.0 Wind reactions based on MWFRS Soffit: 2.00 BCDL:4.2psf Bldg Code: IBC 2015 Max TC CSI: 0.745 B Brg Width=270 Min Req=- TPI Std: 2014 Max BC CSI: 0.231 AB Brg Width=3.5 Min Req= 1.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2Y Brg Width=3.5 Min Req= 1.5 Spacing:24.0" C&C Dist a:3.35 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.409 Bearings B,AB,&Y are a rigid surface. Loc.from endwall:Any FT/RT:20(0)/10(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:18.02.01.0118.17 Chords Tens.Comp. Lumber Additional Notes X-Y 206 -861 Top chord 2x4 HF#2:T4 2x6 HF#2: See DWGS A12030ENC101014,GBLLETIN0118,& Bot chord 2x4 HF#2 GABRST101014 for gable wind bracing and other Maximum Bot Chord Forces Per Ply(lbs) Webs 2x3 HF#2:W1 2x4 HF Standard+HF Stud: requirements. :M12 2x4 HF#2: Chords Tens.Comp. Chords Tens. Comp. T4:Brace interior top chord and support lower roof Bracing with a sistered truss or nailer at the edge of the AB-AA 1274 -15 AA-Y 636 -8 lower roof.Brace all exposed vertical surfaces for (a)Continuous lateral restraint equally spaced on lateral wind forces.All diaphragms,braces,and Maximum Web Forces Per Ply(Ibs) member. connections shall be designed by the engineer of Webs Tens.Comp. record. Plating Notes AB-X 279-1004 All plates are 2X4 except as noted. Loading Maximum Gable Forces Per Ply(Ibs) Gables Tens.Comp. Truss designed to support 1-6-0 top chord outlookers - and cladding load not to exceed 5.00 PSF one face S-AB 99 -384 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 0 PROF live load. (,¢e FS.„ / Wind 0�5 �G%N EFS 02 Wind loads based on MWFRS with additional C&C 19575 member design. ' rr, Gable Studs / �i Provide lateral wind bracing per Alpine wind bracing 0 14/2 19 details or per engineer of record.2X3 studs require OREGON J reinforcement at 70%of the length tabulated for 2X4 ro studs of the same grade. 9 8n.20,199 -101.0 W,N�. Renews 6/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box468 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of SCSI(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 olherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracingg insalled per BCSI sections$3,B7 or B10, as applicable. Applplates to each face oftrussand position as shown above and on the JoinfDetails, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE' Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,apy failure to build the MI 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 pro ssionaTT 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:4906 GABL Ply: 1 Job Number: 0519218 Cust:R 7175 JRef:1WL071750001T19 FROM:FP Qty: 1 -COD-Pfeifle ADU Addition DrwNo: 155.19.1534.12897 Truss Label: BGE1 JAK / GWH 06/04/2019 169" - - 33'6" 169"I- I 16,9" 2,1„�?�) -505 ,3X5 3X5 12 - - U o 1(a) N to b, M12 - B� - yAM AB i A-3X(582) ///////�/// //////_3X5(B2) , AC • =3X5 33'6" 1'6" 33,6" 1'6" I- 33'6" 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 Udefl U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.002 N 999 360 Loc R+ /R- /Rh /Rw /U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.005 N 999 240 AB*159 /- /- /49 /9 /7 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.003 E - - Wind reactions based on MWFRS KztDes Ld: 42.00 EXP:B fight NA HORZ(TL):0.005 K - - AB Brg Width=402 Min Req=- Mean Height:22.35 ft Code/Misc Criteria Creep Factor:2.0 Bearing B is a rigid surface. NCBCLL:10.00 TCDL:6.0 psf Soffit: 2.00 BCDL:4.2 psf Bldg Code: IBC 2015 Max TC CSI: 0.348 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.051 Spacing:24.0" C&C Dist a:3.35 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.239 Loc.from endwall:Any FT/RT:20(0)/10(0) - GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 Lumber Additional Notes Top chord 2x4 HF#2 See DWGS A12030ENC101014,GBLLETIN0118,& Bot chord 2x4 HF#2 GABRST101014 for gable wind bracing and other Webs 2x3 HF#2:M12 2x4 HF#2: requirements. Bracing (a)Continuous lateral restraint equally spaced on member. Plating Notes All plates are 2X4 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. so PR Bottom chord checked for 10.00 psf non-concurrent (�' GFFS live load. `�� G F ��O Wind C 19575 41 y Wind loads based on MWFRS with additional C&C g, member design. �.� / Gable Studs I 14/2119 Provide lateral wind bracing per Alpine wind bracing0OREGON details or per engineer of record.2X3 studs require 'fp en.20, qee Q* reinforcement at 70%of the length tabulated for 2X4 studs of the same grade. 0/.D 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 fabricatinghandling9 shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and'SBCA)fbr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per SCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottomhord 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 1810, as applicable. Applplates to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buiidl'nlcomponents Group Inc.,shall not be responsible for any deviation from this drawing any failure to build the AN nW COMPANY truss in conformance with AN51/l PI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or over page, listing this drawing indicates acceptance of proTessionar engineering responsibility solely for th desi�ggn shown. The suitability 8801 Folsom Blvd.,Suite 10 and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Stac.2. 1aFols o,CA 95826 For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinstorg;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org SEQN:4908 GABL Ply: 1 Job Number: 0519218 Cust:R 7175 JRef:1WL071750001 T2 FROM:FP Qty: 1 -COD-Pfaffle ADU Addition DrwNo: 155.19.1537.21730 Truss Label: CGE JAK / GWH 06/04/2019 6'6" 13' FI-- H 6'6" 6'6" fF 1'2" _1,4„--{ —4X5 (TYP) -r- 0000000000000000400011 12 6 V m o, 0.) 0 -v BL 3X5(82) =3X5(B2) f- 13' H 13' 1,6" _F 13' _- 1,6"H 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 G 999 360 Loc R+ /R- /Rh /.Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.002 G 999 240 L* 164 /- `/- /55 /25 /8 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 V - - Wind reactions based on MWFRS EXP:B Kzt:NA HORZ(TL):0.002 N - - L Br Width=156 Min Des Ld: 42.00 Mean Height:19.78 ft g Req NCBCLL:10.00 TCDL:6.0 psf Code/Misc Criteria Creep Factor:2.0 Bearing B is a rigid surface. Soffit: 2.00 BCDL:4.2 psf Bldg Code: IBC 2015 Max TC CSI: 0.348 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.046 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.041 Loc.from endwall:Any FT/RT:20(0)/10(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 2X4 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 live load. Wind 4'.EO PROA., Wind loads based on MWFRS with additional C&C O� GIN /OZ member design. , F� 19575 7 Gable Studs * r r, Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require .0" reinforcement at 70%of the length tabulated for 2X4 I` 14/2119 studs of the same grade. OREGON Additional Notes '9RO n.20,199_!Q' See DWGS A12030ENC101014,GBLLETIN0118,& L p VV, V GABRST101014 for gable wind bracing and other 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 comelius 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 ermanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildl1'n11 omponents Group Inc.shall not be responsible for any deviation from this drawing an failure to build the AN IfW 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 rawing indicaes acceptance of oroTesstonaf engineering responsibility solely for the design shown. The suifabdtty 8801 Folsom Blvd.,Suite 107 and use ofthis drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sgec.2. Folsom Sacramento,CA 95Sui For more information see this job's general notes page and these web sites: ALPINE: vwww.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org SEQN:2274 COMN Ply: 1 Job Number: 0519218 Gust:R7175 JRef:1WL071750001 T1 FROM:FP Qty: 1 -COD-Pfaffle ADU Addition DiwNo: 155.19.1526.09107 Truss Label: D JAK / GWH 06/04/2019 6'7" 13' 19'5" 26' 6,7., 6,5" - 6,5„ 6,7,. 5X5 0 -r ji 6 w2107\Ike io 0 /\ ,-- " Ic h B F i is A00011011r.2) =3X5 =3X5 .m =5X 82`G i r 26' 1 1'6„ 8'8'11 8'6"10 2'811 I 6' -1,6,. 8'8"11 173"5 20' 26' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl!CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl L/# Gravity Non-Gravity • TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.114 I 999 360 Loc R+ /R- /Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.187 I 999 240 g 1238 /- /- /568 /67 /121 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.052 H - - F 1238 /- I- /568 /67 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL): 0.088 H - - Wind reactions based on MWFRS Mean Height:21.41 ft NCBCLL:10.00 Code I Misc Criteria CreepFactor:2.0 B Brg Width=3.5 Min Req=2.0 TCDL:6.0 psf F Brg Width=3.5 Min Req=2.0 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IBC 2015 Max TC CSI: 0.795 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.744 Bearings B&F are a rigid surface. Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.185 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:20(0)/10(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01A.0205.19 B-C 404-1874 D-E 428 -1627 C-D 428-1627 E-F 404 -1874 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Maximum Bot ChordForces Per Ply(lbs) Webs 2x4:HF Standard+HF Stud::W2,W3 2x4 HF Chords Tens.Comp. Chords Tens. Comp. #2: B-J 1576 -253 I-H 1576 -263 J-I 1082 -105 H-F 1576 -263 Loading Bottom chord checked for 10.00 psf non-concurrent live load. Maximum Web Forces Per Ply(lbs) Webs Tens.Comp. Webs Tens. Comp. Wind C-J 170 -477 D-I 599 -126 Wind loads based on MWFRS with additional C&C J-D 599 -126 I-E 170 -477 member design. /(01 PROpSSS (5 a G(NE i �• O 19575 � p rte► �. I, 14/2119 OREGON 9R . ,OL0W." Renews 613 012 01 9 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.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 anr7 SBCA)fo'r safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or 810, as applicable. Applplates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. (2efer to A PIN 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 us w nun r truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page, listing this drawing,indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability 1 Folsom Blvd.,Suite 101 Sacramento,use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 880880CA 95826 For more information see this job's general notes page and these web sites:ALPINE: www.alpineitw.com;TPI: www.tpinst.org;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org SEAN:4912 GABL Ply: 1 Job Number: 0519218 Cost:R 7175 JRef:1WL071750001 T3 FROM:FP Qty: 1 -COD-Pfeifle ADU Addition DrwNo: 155.19.1541.04917 Truss Label: DGE JAK / GWH 06/04/2019 3'3"147'0"2. 12'10"12 113' 28' 3,3"14 _I 3'8"4 )_ 5'10"10 II"4 13, H F9 11,4" (T .4X5 • 12 - - 6 1 -.-- X7 N 03 - P D 0 r C W2 - B W1 T2 O eTe A - e c R 11 AC AB IeI./''/.��/----'''//:',--"-��,-'-'-- _L 3X5(82) =3X5 =4X8' =3X5 =3X5(82) r 1210"4 -j 13'1"12 1 6'4"4I 19'7"12I I I 1'6" 6'4"4 26' Loading Criteria(par) 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): 0.062 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.161 F 953 240 B 942 /- /- /355 /72 /186 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.030 F - - AB 1717 /- /- /636 /12 /- EXP:B Kzt:NA HORZ(TL): 0.078 F - - Q* 192 /- /- /56 /14 /- Des Ld: 42.00 Mean Height:21.41 ft NCBCLL:10.00 TCDL:6.0 psf Code/Misc Criteria Creep Factor:2.0 Wind reactions based on MWFRS Soffit: 2.00 BCDL:4.2psf Bldg Code: IBC 2015 Max TC CSI: 0.737 B Brg Width=3.5 Min Req= 1.5 TPI Std: 2014 Max BC CSI: 0.427 AB Brg Width=3.5 Min Req=2.5 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 Q Brg Width=156 Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.367 Bearings B,AB,&AB are a rigid surface. Loc.from endwall:Any FT/RT:20(0)/10(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:18.02.01.0118.17 Chords Tens.Comp. Chords Tens. Comp. Lumber T2:Brace interior top chord and support lower roof B-C 225-1076 D-H 557 -61 Top chord 2x4 HF#2:T2 2x6 HF#2: with a sistered truss or nailer at the edge of the C-D 204 -769 H-Q 497 -211 Bot chord 2x4 HF#2 lower roof.Brace all exposed vertical surfaces for Webs 2x3 HF#2:W1,W2 2x4 HF Standard+HF Stud: lateral wind forces.All diaphragms,braces,and connections shall be designed by the engineer of Maximum Bot Chord Forces Per Ply(lbs) Plating Notes record. Chords Tens.Comp. Chords Tens. Comp. All plates are 2X4 except as noted. B-AC 850 -73 AB-V 273 -405 AC-AB 637 -48 V-Q 269 -393 Loading Truss designed to support 1-6-0 top chord outlookers Maximum Web Forces Per Ply(lbs) and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord must not be Webs Tens.Comp. cut or notched,unless specified otherwise. D-AB 383-1462 Bottom chord checked for 10.00 psf non-concurrent live load. Maximum Gable Forces Per Ply(lbs) Wind Gables Tens.Comp. Wind loads based on MWFRS with additional C&C AB-H 0 -627 member design. ��EO PROFESS Gable Studs Provide lateral wind bracing per Alpine wind bracing �, r1G)NI FF i0 details or per engineer of record.2X3 studs require O 19575 2 reinforcement at 70%of the length tabulated for 2X4 * �r f studs of the same grade. Additional Notes e',14/2 9 9 See DWGS A12030ENC101014,GBLLETIN0118,& OREGON GABRST101014 for gable wind bracing and other ') db *./ requirements. 'Yip et en.20, 9 Renews 6/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. (tefer 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 µ u truss in conformance with ANSI/TPI1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this Folsom Blvd.,Suite 10i Fols1 Folsdrawing indicates acceptance of oro-fesstonal 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. g8080Sacramento,CA 95826 For more information see this job's general notes page and these web sites:ALPINE: www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org SEQN:2291 COMN Ply: 3 Job Number: 0519218 Cust:R 7175 JRef:1WL071750001 T26 FROM:FP Qty: 1 -COD-Pfeifle ADU Addition DrwNo: 155.19.1526.40537 ' Truss Label: DGR JAK / GWH 06/04/2019 I 5 s 5 3 Complete Trusses Required 47128'1112 8'11"12 13' I 17'0"4 21'2 4 i 26 4.9"12 4'2" 4'0"4 4'0'4 4'2" 4'9'12 1115X7 y5DX7 �5 F7 12 4.46 0 C5 \qG I . \ / 63X5 4X 843X5 =4X5(CSH1) e H= 5(C5)(q A 4 � 1 1 f %M II III - mat P' ' 0 N M L K J rk ..X10(C5)(I) 1114X5 =5X7 88X8 a 5X7 .H0508 III4X5 =6X10(C5)(I) 1 26' 1 I- 48 404 I_ 4712 4'3"12 I 2'8"4 I 4'8" l 4'8" 8'8"4 13' 17'3"12 20' 26' I 21'4.1 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,P(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): 0.216 M 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.361 M 845 240 p 10738/- /- /- /549 / BCDL: 7.00 Risk Category:11 Snow Duration:1.15 HORZ(LL): 0.051 C - - I 10092/- /- /- /521 /- Des Ld: 42.00 EXP:B fighKztt NA HORZ(TL):0.085 C - - Wind reactions based on MWFRS Mean Height:21.78 ft Code/Misc Criteria CreepFactor:2.0 P Brg Width=5.5 Min Req= 3.8 NCBCLL:0.00 TCDL:6.0 psf Soffit: Bldg Code: IBC 2015 Max TC CSI: 0.497 I Brg Width=5.5 Min Req= 3,6 Loaadd2.00 Duration:1.15 MWFRS Load4.2 psf Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.708 Bearings P&I are a rigid surface.Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.731 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:20(0)/10(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): 'Wind Duration:1.60 WAVE,HS VIEW Ver:18.02.01A.0205.19 A-B 297-5685 E-F 194 -3728 Lumber B-C 293-5664 F-G 251 -4837 C-D 251 -4832 G-H 294 -5689 Top chord 2x4 HF#2 D-E 194-3728 H-I 298 -5708 Bot chord 2x6 DF-L SS Webs 2x4:HF Standard+HF Stud::W5 2x4 HF#2: Maximum Bot Chord Forces Per Ply(lbs) :Lt Slider 2x4 HF Standard+HF Stud:BLOCK LENGTH= 1.500' Chords Tens.Comp. Chords Tens. Comp. :Rt Slider 2x4 HF Standard+HF Stud:BLOCK LENGTH= 1.500' A-O 5019 -258 L-K 5003 -257 Nailnote 0-N 4981 -256 K-J 5003 -257 Nail Schedule:0.120"x3",min.nails N-M 4236 -218 J-I 5052 -259 M-L 4240 -218 Top Chord:1 Row @12.00"o.c. Bot Chord:2 Rows @ 3.00"o.c.(Each Row) Webs :1 Row @ 4"o.c. Maximum Web Forces Per Ply(lbs) Repeat nailing as each layer is applied.Use equal Webs Tens.Comp. Webs Tens. Comp. spacing between rows and stagger nails in each row to avoid splitting. O-C 817 -28 M-F 72 -1389 C-N 42 -800 F-L 1434 -59 Special Loads N-D 1427 -59 L-G 43 -822 (Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) D-M 72-1383 G-J 835 -29 TC:From 72 plf at 0.00 to 72 plf at 26.00 Q PROF E-M 3202 -150 BC:From 7BC:1444 lb Conc.Load at 0.56,2.56at 0.00 to 7,4.56,6.56lf at 00 ��e �`rS, 8.56,10.56,12.56,14.56,16.56,18.56,20.56,22.56 �,E0 , G(N E- O 24.56 19575 y Plating Notes %r (I)-plates so marked were sized using 0% / '<- I Fabrication Tolerance,0 degrees Rotational I. 14/21 9 Tolerance,and/or zero Positioning Tolerance. OREGON Wind 94,`8n.20,190- �Q' Wind loads and reactions based on MWFRS. OL o w.N Renews 6/3012019 **WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handlingshipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and'SBCA)f 'r safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each faceof truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE' drawings 160A-Z for sandard plate positi Alping,a division of ITW Buildl'n. omponents Group Inc.shall not be responsible for any deviation from this drawing any failure to build the AN my 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-fessionar engineering responsibility solely for the design shown. The suitability 8801 Folsom Suite 107 and use of this awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Sacramento,Folsoo,C Blvd.,Suite For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com;TPI:www.tpinst.org;SBCA: www.sbcindustry.com;ICC: www.iccsafe.org SEQN:2276 COMN Ply: 1 Job Number: 0519218 Cust:R 7175 JRef:1 WL071750001 T9 FROM:FP Qty: 1 -COD-Pfaffle ADU Addition DrwNo: 155.19.1526.56173 Truss Label: E JAK / GWH 06/04/2019 5' 10' H5, -I- 5' H =4X5 C T --1- 12 6 to b Lo cn 4, 1 B _D c' A E ,>4 F 1 3X5(82) 112X4 =3X5(B2) — r 10' 1'6" I' 5' -I- H 1'6"H Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:Il PP Deflection in loc Udefl Litt 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(CL): 0.020 F 999 240 B 590 /- I- /261 /- /59 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.006 F - - D 590 /- /- /261 /- /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.011 F - - Wind reactions based on MWFRS Mean Height:15.00 ft Code I Misc Criteria Creep Factor:2.0 B Brg Width=3.5 Min Req= 1.5 NCBCLL:10.00 TCDL:6.0 psf Soffit: 2.00 Bldg Code: IBC 2015 Max TC CSI: 40.350 D Brg Width=3.5 Min Req= 1.5 BCDL:4.2 psf TPI Std: 2014 Max BC CSI: 0.211 Bearings B&D are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.082 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:20(0)/10(0) Chords Tens.Comp. Chords Tens. Camp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01A.0205.19 B-C 193 -532 C-D 194 -532 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 Standard+HF Stud: B-F 392 -51 F-D 392 -51 Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. �4& PROFESS �5 � G(Nt: �O 19575 il 1y rte► 0.. 14/21 9 OREGON 1 men.20,105" P Yip O W•N� Renews 6/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handlin shipping,installing,and bracing. Refer to and follow the latest edition of SCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)for 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 bracing installed per BCSI sections B3,87 or B10' as applicable. AppTy plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer toALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW BuildingComponents Group Inc._shall not be responsible for any deviation from this drawing,any failure to build the AN mvcoWPAv 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 orooesstonat engineering responsibility solely for the desi n shown. The suability 8801 Folsom Blvd.,Suite t0i and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sgec.2. Sacramento,CA 95826 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org SEQN:2277 COMN Ply: 1 Job Number: 0519218 Cust:R 7175 JRef:1WL071750001 T12 FROM:FP Qty: 2 -COD-Pfaffle ADU Addition DrwNo: 155.19.1527.07160 Truss Label: El JAK I GWH 06/04/2019 I 5 96 H 5' 4'6" =4X5 C I3X512 T 6 12 F D P ro r1 E so B — M A U 10 5(=3X2) 1112X4 4X5(E73)3) '— r 9,6" A 1,6„ I 5' '+- 4,0.,8 5' 9'0"8 5,,9 9'6' 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): 0.044 D 999 360 Loc R+ I R- /Rh /Rw I U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.084 D 999 240 B 581 1- I- /256 I- /47 BCDL: 7.00 Risk Category:Il Snow Duration:1.15 HORZ(LL):-0.023 D - - E 439 /- 1- /181 I- /- Des Ld: 42.00 EXP:B fighKztt NA HORZ(TL):0.043 D - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:15.00 ft Code/Misc Criteria Creep Factor:2.0 B Brg Width=3.5 Min Req= 1.5 TCDL:6.0 psf Soffit: 2.00 BCDL:4.2 psf Bldg Code: IBC 2015 Max TC CSI: 0.346 E Brg Width=- Min Req=- Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.197 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.197 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:20(0)/10(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01A.0205.19 B-C 211 -522 D-E 273 -597 C-D 223 -452 Lumber • Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Webs 2x4:HF Standard+HF Stud: Chords Tens.Comp. Chords Tens. Comp. B-F 385 -129 F-E 385 -129 :Rt Slider 2x4 HF Standard+HF Stud:BLOCK LENGTH= 1.990' Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. ��,�EO PROFS G(NF ,O 0 - 19575 �� it 41111W <, I, 14/21 9 OREGON 1 "8n.20,190! P 14)"8n. 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.Box488 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 an SBCA)fo'r safety practices pnor to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyattached rigid ceiling. Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B110, as applicable. Applplates to each face oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building_ omponents Group Inc.,shall not be responsible for any deviation from this drawing,any failure to build the ANRW COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page, listing this drawing,indicates acceptance of protessionar engineering responsibility solely for the design shown. The suitability 8801 Folsom Suite 10. and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. Folsom Sacramento,C Blvd.,Suite For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinstorg;SBCA: www.sbcindustry.com;ICC: www.iccsafe.org SEQN:4914 GABL Ply: 1 Job Number: 0519218 Cust:R7175 JRef:1WL071750001 T10 FROM:FP Qty: 1 -COD-Pfaffle ADU Addition DrwNo: 155.19.1542.38963 Truss Label: EGE JAK / GWH 06/04/2019 5' 10' F- 5' 5' H I---1'4"H (TYP) I -2'4"--I =4X5 I 112 T 12 • 6 O B H ro T 6 A / U U J i L hh- V =3X5(82) =3X5(82) 1 10' i • 10' H 16 I ,E 10' I 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 Udefl U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.036 J 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.064 J 999 240 B 851 I- /- /353 /215 /90 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.017 C - - H 851 /- /- /353 /215 I- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.030 C - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:15.00 ft Code/Misc Criteria Creep Factor:2.0 B Brg Width=3.5 Min Req TCDL:6.0 psf = 1.5 Bldg Code: IBC 2015 Max TC CSI: 0.558 H Brg Width=3.5 Min Req= 1.5 Soffit: BCD,:4.2 psf Bearings B&H area rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.357 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.077 Loc.from endwall:Any FT/RT:20(0)/10(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:18.02.01.0118.17 B-E 337 -811 E-H 339 -811 Lumber Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Chords Tens.Comp. Webs 2x3 HF#2 B-H 625 -97 Plating Notes All plates are 2X4 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 live load. Wind ep PROF Wind loads based on MWFRS with additional C&C 4:3F`SS member design. �`�0 0G(N E'5 + Gable Studs 19575 Provide lateral wind bracing per Alpine wind bracing * �r: details or per engineer of record.2X3 studs requireillk -- reinforcement at 70%of the length tabulated for 2X4 studs of the same grade. 0 14/2119 OREGON Additional Notes GI ..../ 20 199ro P See DWGS A12015ENC101014,GBLLETIN0118,& 1,0 GABRST101014 for gable wind bracing and other 0L 0 W W.N requirements. Renews 6/3012 01 9 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handlin shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building comelius OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted 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, /A414.. as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildin Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,N,r,,,ra,1e1,,, truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on thin drawing or cover page,- listing this drawing,indicates acceptance of professional engineering responsibility solely for the design shown. The suitability 8801 Folsom Suite t0" and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Sac1 Folsto,C Blvd.,Suite For more information see this job's general notes page and these web sites:ALPINE: www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org • • SEQN:2279 COMN Ply: 1 Job Number: 0519218 Cost:R7175 JRef:1WL071750001 T5 FROM:FP Qty: 2 -COD-Pfaffle ADU Addition DiwNo: 155.19.1527.24410 Truss Label: F JAI< / GWH 06/04/2019 • 4412I 898 4'4"12 4'4"12 4X5 C T 12 T 6 N 00 10 <V M B D in 1 111A =3X5(82) 1112X4 =3X5(82) E A- 8,9"8 i -1'6" { 4'4"12 4'4"12 I 1'6"---1 4'4"12 8'9"8 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.010 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.017 F 999 240 g 553 /- /- /238 /- /54 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.005 F - - D 553 1- /- /238 I- /- Des Ld: 42.00 EXP:B KztNA HORZ(TL):0.009 F - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:15.00 ft Code/Misc Criteria Creep Factor:2.0 B Brg Width=3.5 Min Req= 1.5 TCDL:6.0 psf D Brg Width=3.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IBC 2015 Max TC CSI: 0.274 Bearings B&D a3.e a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.178 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.070 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:20(0)/10(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01A.0205.19 B-C 173 -448 C-D 174 -448 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. PROpF 'c'N"' Ss/GINO 0 � • 1.- 19575 7 r 0 14/21 9 OREGON 'OLD vcr 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 488 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 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 p permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Joint"Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildl'nlComponents Group Inc.,shall not be responsible for any deviation from this drawing,apy failure to build the AN IT COMPANY truss in conformance with ANSI PI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of oro-fessiona engineering responsibility solely for the design shown. The suability 8801 Blvd.,Suite 10 and use ofthis rawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 1a Folsomo,C Suite For more information see this job's general notes page and these web sites:ALPINE: www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org SEQN:2280 COMN Ply: 1 Job Number: 0519218 Cust:R 7175 JRef:1WL071750001 T8 FROM:FP aty: 2 -COD-Pfeifle ADU Addition DrwNo: 155.19.1527.35233 Truss Label: Fl JAK / GWH 06/04/2019 4'1"4 8'6" 4'1"4 4'4"12 =4X5 12 C T 1 3XB N 90 to N 0 M A- D co T — T. 8"2 _L E 1 III 3X7(E5) F 4 III2X4 3X5(B2) I- 8'6" • 4'1"4 4'4"12 Loading Criteria(psi) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.038 B 999 360 Loc R+ /R- Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.072 B 999 240 A 394 /- /- /162 /- /44 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.021 B - - D 552 /- /- /237 /- /- EXP:B Kzt:NA HORZ(TL): 0.040 B - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:15.00 ft NCBCLL:10.00 Code/Misc Criteria Creep Factor:2.0 A Brg Width=- Min Req=- TCDL:6.0 psf D Brg Width=3.5 Min Re 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IBC 2015 Max TC CSI: 0.317 q= Bearing D is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2014 Max BC CSI: 0.185 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.172 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:20(0)/10(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01A.0205.19 A-B 240 -596 C-D 206 -456 Lumber B-C 213 -391 Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: :Lt Slider 2x4 HF Standard+HF Stud:BLOCK LENGTH= 1.990' Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. �4.E PROFcSS ,� G(NF �O • 19575 � y r 0.14/2119 OREGON 'VA O`D'4/1.20,W. - Renews 6/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shippin 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 herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW BuildingComponents Group Inc.shall not be responsible for any deviation from this drawinanfailure to build the A,,,,,,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 suit bility 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 101 For more information see this job's general notes page and these web sites:ALPINE: w,vw.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 SEQN:4916 GABL Ply: 1 Job Number: 0519218 Cost:R 7175 JRef:1WL071750001 T6 FROM:FP Qty: 1 -COD-Pfeifle ADU Addition DrwNo: 155.19.1544.50147 Truss Label: FGE JAK / GWH 06/04/2019 4'4"12 898 4'4"12 4'4"12 H 1'4"H (TYP) I-1'8"12 H =4X5 E T 6 12 sa Cu _ W V7 Pu M B - - H i', T - J6 A i - - 1 3X5(62) =3X5(B2) 1 8,9„8 1 I„_1,6„ I- 8'9"8l 16 ----18'9'8 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.022 K 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.039 K 999 240 g 767 /- I- /323 /234 /83 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.009 D - - H 767 /- I- /323 /234 /- Des Ld: 42.00 EXP:B fighKztt NA HORZ(TL):0.016 D - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:15.00 ft Code/Misc Criteria Creep Factor:2.0 B Brg Width=3.5 Min Req= 1.5 TCDL:6.0 psf H BrgWidth=3.5 Min Req1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IBC 2015 Max TC CSI: 0.396 = Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.288 Bearings B&H are a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI: 0.057 Members not listed have forces less than 375# FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01.0118.17 B-E 301 -674 E-H 303 -674 Lumber Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Chords Tens.Comp. Webs 2x3 HF#2 B-H 510 -74 Plating Notes All plates are 2X4 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 live load. Wind •S�Ikep PROPS, Wind loads based on MWFRS with additional C&C member design. C �G(N FFA /o2 Gable Studs 19575 y Provide lateral wind bracing per Alpine wind bracing As, details or per engineer of record.2X3 studs require �� i reinforcement at 70%of the length tabulated for 2X4 14/21 9 studs of the same grade. OREGON Additional Notes 11A, $n 20,190ro See DWGS A12015ENC101014,GBLLETIN0118,& SL D W ' GABRST101014 for gable wind bracing and other NA- requirements. Renews 8/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 CornTrusses require extreme care in fabricatinghandlin shipping,installing,and bracing._Refer to and follow the latest edition of BCSI(Building (503)Sus OR 97113 Component Safety Information,by TPI and'SBCA)fo'r safety practices prior to performing these functions. Installers shall provide temporary (503)357-2116 Ex bracing per BCSI.Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properlyrl attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections 53,B7 or 610, as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for sandard plate positions. Alpine,a division of ITW Building CComponents Group Inc.,shall not be responsible for any deviation from this drawing any failure to build the ANrrw COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawingor cover pa e, listing this drawing,indicates acceptance of proessionat engineering responsibility solely for the design shon. The suitability 8801 Folsom Blvd.,Suite 107 and use of this awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites:ALPINE: www.alpineitw.com;TPI: www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 SEAN:2282 VAL Ply: 1 Job Number: 0519218 Gust:R 7175 JRef:1WL071750001 T22 FROM:FP Qty: 1 -COD-Pfeifle ADU Addition DrwNo: 155.19.1527.54120 Truss Label: V JAI< / GWH 06/04/2019 2'4"2 4'8"3 2.4"2 2'4"2 12 6 =4XX5 T At 3X5(D1) -' =3X5(D1).41111111111 Ill11111101111111111116...MEM..C I - ' - I 1112X4 �- 413"3 -{ 483 4'8"3 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs),or.=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.002 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.004 D 999 240 E' 83 /- /- /30 /4 /3 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 D - - Wind reactions based on MWFRS EXP:B Kzt:NA HORZ(TL): 0.002 D - - E Br Width=56.2 Min Re Des Ld: 42.00 Mean Height:24:59 ft g q NCBCLL:10.00 g Code/Misc Criteria Creep Factor:2.0 Bearing A is a rigid surface. TCDL:6.0 psf Soffit: 2.00 BCDL:4.2 psf Bldg Code: IBC 2015 Max TC CSI: 0.071 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2014 Max BC CSI: 0.051 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.033 Loc.from endwall:Any FT/RT:20(0)/10(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01A.0205.19 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWG VAL160101014 for valley details. Additional Notes Truss top chords under overframing must be laterally braced by sheathing,or by connection to valley trusses or purlins.Valley framing shall „Ep PROF S distribute load evenly to all overframed trusses. Q, . GINE , /0 19575 • V X14/2 9 OREGON 9,Q OL. .0,w s NSP 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,byTPI and SBCA)fo'r safety practices prior to performing these functions. Installers shall provide temporary (503)357-2116 Ext bracing per BCSI.Unless noted Otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propetly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building_components Group Inc.,shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawin indicates acceptance of pro essrona 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 Sbc.2. 8801 Folsom Blvd.,Suite 101 For more information see this job's general notes page and these web sites:ALPINE: vwwv.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org Sacramento,CA 95826 SEQN:2283 VAL Ply: 1 Job Number: 0519218 Cust:R 7175 JRef:1WL071750001 T21 FROM:FP Qty: 1 -COD-Pfeifle ADU Addition DrwNo: 155.19.1528.01200 Truss Label: V1 JAK / GWH 06/04/2019 4'4"2I 8'8"3 H 4'4"2 4'4"2 6 =4X5 44444414 12 B T y, N AX5(D1) 3X5(D1C In 1-1 // / />E D 1112X4 f- 8'8"3 -i 4'4"2 4'4"2 4'4"2 I *i 8'8"3 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): 0.018 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.032 D 999 240 E* 85 I- I- /33 /5 /3 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.007 D - - Wind reactions based on MWFRS KztDes Ld: 42.00 EXP:B fight NA HORZ(TL): 0.013 D - - E Brg Width=104 Min Req=- Mean Height:24.09 ft Code/Misc Criteria Creep Factor:2.0 Bearing A is a rigid surface. NCBCLL:10.00 TCDL:6.0 psf Soffit: 2.00 BCDL:4.2 psf Bldg Code: IBC 2015 Max TC CSI: 0.338 Members not listed have forces less than 375# TPI Std: 2014 Max BC CSI: 0.205 Maximum Web Forces Per Ply(lbs) Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 Webs Tens.Comp. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.093 Loc.from endwall:Any FT/RT:20(0)/10(0) B-D 250 -444 GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01A.0205.19 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWG VAL160101014 for valley details. Additional Notes Truss top chords under overframing must be laterally braced by sheathing,or by connection Ep PROp to valley trusses or purlins.Valley framing shall ct F distribute load evenly to all overframed trusses. ,c�'C' N.4G(N SiSjO • 19575 fi� w Af, 411111• .0 14/2119 OREGON 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 SCSI(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 Ex 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 bracingg installed per BCSI sections B3,B7 or 810, as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to A PL I N E drawings 160A-Z for standard plate positions. Alpine,a division of ITW B ildin Components Group Inc._shall not be responsible for any deviation from this drawing any failure to build the AN my COMPANY truss in conformance with ANSI/TPI 1,or for handling shipping,installation and bracing of trussesA peal on this drawing or over page, listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability 8801 Folsom Blvd.,Suite l0i and Use of this drawing for any structure is the responsibility o the Building Designer per ANSI/TPI 1 Sec.2. Sacramento,CA 95826 For more information see this job's general notes page and these web sites: ALPINE:www.aipineilw.com;TPI:www.tpinst.om;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org SEQN:2284 VAL Ply: 1 Job Number: 0519218 Cust:R 7175 JRef:1WL071750001 T20 FROM:FP Qty: 1 -COD-Pfaffle ADU Addition DrwNo: 155.19.1528.04400 Truss Label: V2 JAK / GWH 06/04/2019 2'4"2 6'4"2 10'4"2 12'8"3 2,4"2 4' I 4' -I 2'4"2 =4X5 C — 12 �\ 6 9n M 1128X4 III??D4 AXS(D1) . ' =3X5(D1E ii , . D • 0 o //////// // H G F 1112X4 1112X4 1112X4 1-' 12'8"3 "1 2'4'2 1 4' 4' 2'4"2 2'4"2 6'4"2 I 10,4"2 12'8"3 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 Ioc Udefl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.001 C 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):-0.001 H 999 240 1* 85 I- /- /35 /5 /3 BCDL: 7.00 Risk Category:11 Snow Duration:1.15 HORZ(LL):-0.001 H - - Wind reactions based on MWFRS EXP:B Kat:NA Des Ld: 42.00 Mean Height:23.59 ft HORZ(TL):0.001 H - - I Brg Width=152 Min Req=- NCBCLL:10.00 Code I Misc Criteria Creep Factor:2.0 Bearing A is a rigid surface. TCDL:4.2 psf Soffit: 2.00 BCDL:4.2 psf Bldg Code: IBC 2015 Max TC CSI: 0.294 Members not listed have forces less than 375#Per Ply(lbs) Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.086 Webs TenMaximum Web eb Forces. Webs Tens. Comp. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.079 Loc.from endwall:Any FT/RT:20(0)/10(0) B-H 192 -399 F-D 192 -399 GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01A.0205.19 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWG VAL160101014 for valley details. Additional Notes Truss top chords under overframing must be laterally braced by sheathing,or by connection to valley trusses or purlins.Valley framing shall PROF distribute load evenly to all overframed trusses. 'c l- ESS' 0�5 aN G( �� /O 19575 �r () 4/21 9 OREGON Renews 6/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 488 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 an SBCA)f?'rsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ex! bracing per BCSI.Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propefly attached rigid ceiling Locations shown for ermanent 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 Joint-Details, unless noted otherwise. (tefer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildingomponents Group Inc.shall not be responsible for any deviation from this drawing an failure to build the u m cawan truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this clawing or cover page listing this drawing indicates acceptance of pro7essionaf engineering responsibility solely for the design shown. The suitability and Blvd.,Suite 10' 8801 Folsom and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Sacramento,CA 95826 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC: www.iccsafe.org SEQN:2285 VAL Ply: 1 Job Number: 0519218 Gust:R 7175 JRef:1WL071750001 118 FROM:FP Qty: 1 -COD-Pfaffle ADU Addition DrwNo: 155.19.1528.17067 Truss Label: V3 JAK / GWH 06/04/2019 4'4"2 8'4"2 12'4"2 16'8"3 4'4'2 4' 4' ' 4'4"2 =4X5 C 12 .40 6 �/ 1112X4 1112X4 U, B D N 7 33X5(D1) =3X5(D E `////H/ /�//////�I 1112X4 1112X4 1112X4 I- 16'6'3 i 4'4"24' 4' 4'4"2 4'4"2 _ 8'4"2 12-I- ,4"2 16'8"3 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 LI# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.010 H 999 360 Loc R+ /R- /Rh l Rw /U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.016 H 999 240 1* 86 /- /- /35 /5 /3 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.004 F - - Wind reactions based on MWFRS KztDes Ld: 42.00 EXP:B fight NA HORZ(TL):0.006 F - - I Brg Width=200 Min Req=- Mean Height:23.09 ft Code/Misc Criteria CreepFactor:2.0 Bearing A is a rigid surface. NCBCLL:10.00 TCDL:4.2 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Bldg Code: IBC 2015 Max TC CSI: 0.397 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Sid: 2014 Max BC CSI: 0.119 Maximum Web Forces Per Ply(lbs)Webs Tens.Comp. Webs Tens. Comp. Spacing:24,0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.105 Loc.from endwall:Any FT/RT:20(0)/10(0) B-H 164 -420 F-D 164 -420 GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01A.0205.19 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWG VAL160101014 for valley details. Additional Notes Truss top chords under overframing must be laterally braced by sheathing,or by connection to valley trusses or purlins.Valley framing shall E�PREF S distribute load evenly to all overframed trusses. �� -. c?' ,G1NFtc `r'T41 O 19575 R lk. I. 4/2 9 OREGON GI 9R0L.o,w9'�P 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.Box488 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 an SBCA)f0'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 ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, � as applicable. Applplates to each faceoftrussand position as shown above and on the Joint Details, unless noted otherwise. R /46\efer 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 AN RW C(1NAAN`, truss in conformance with ANSI/TPI 1,or for handlin shipping,installation and bracing of trussesA seal on this drawing or over pagge listingthis drawin indicates acceptance of ro essional engineering responsibility solelytor the design TheBlvd.,the responsibilityof 88011amento CA 95826 For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org SEQN:2286 VAL Ply: 1 Job Number: 0519218 Cust:R7175 JRef.1WLO71750001 T11 FROM:FP Qty: 1 -COD-Pfaffle ADU Addition DrwNo: 155.19.1528.30107 Truss Label: V4 JAK / GWH 06/04/2019 2'4"2 6'4"2 10'41 14'4"2 18'4"2 20'8"3 2,4„2 I 4' 4' I 4' I 4' I 2,4„2 =4X5 0 • T �>III/IIIIIII•iiiiiiiiiiiiiiiiiiill''M1) 6IIIX41112X4 'ni1 Nrn1112X4 1112X4 B F_3X5(D1) 3X5 A : : G r. 1 o-/ ff {} ��,� / ��N L 1112X4 I I I2X4 1112X4 1112X4 1112X4 3X5 I 20'8"3 I 2'4"2 4' 4' 3714 4"2 4' 2'4"2 2'4"2 6'4"2 10'4"2 14' 4414"2 18'4"2 20'8"3 —i Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions(lbs),or'=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.001 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.002 C 999 240 N* 86 /- /- /35 /5 /4 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 C - - Wind reactions based on MWFRS Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.001 C - - N Brg Width=248 Min Req=- Mean Height:22.59 ft Bearingrigid NCBCLL:10.00 TCDL:4.0 psf Code/Misc Criteria Creep Factor:2.0 A is a 9d surface. Soffit: 2.00 BCDL:4.2 psf Bldg Code: IBC 2015 Max TC CSI: 0.293 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.082 Maximum Web Forces Per Ply(lbs) RepFac:Yes Max Web CSI: 0.112 Webs Tens.Comp. Webs Tens. Comp. Spacing:24.0" C&C Dist a:3.00 ft Loc.from endwall:Any FT/RT:20(0)/10(0) C-L 161 -415 I-E 161 -415 GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01A.0205.19 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWG VAL160101014 for valley details. Additional Notes Truss top chords under overframing must be laterally braced by sheathing,or by connection to valley trusses or purlins.Valley framing shall vg,0 PRO distribute load evenly to all overframed trusses. 4' F�`SS 5 GINE �O 19575 �� /' 0.14/2119 OREGON 9"-O`.D vg 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.Box488 Trusses require extreme care in fabricating,handling,shipping,installing.and bracing. Refer to and follow the latest edition of BCSI(Building Cornelius OR 97113 Component Safety Information,byTPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 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 bracinginstalled per BCSI sections 83,87 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Buildl1'n Components Group Inc.,shall not be responsible for any deviation from this drawin any failure to build the a u truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA peal on this drawing oror cover page listing this drawing indicates acceptance of pro-fesstonaf engineering responsibility solely or 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 101 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:2287 VAL Ply: 1 Job Number: 0519218 Gust:R 7175 JRef:1WL071750001 T4 FROM:FP Qty: 1 -COD-Pfaffle ADU Addition DrwNo: 155.19.1528.49437 Truss Label: V5 JAI< / GWH 06/04/2019 4'42 8'4"2 12'42 16'4220'42 24'8"3 I'- 4'4"2 - 4' I- 4' I- 4' -I 4' 4'4"2 =4X5 D 12 III2X4 1112)L4 6 l " N N . 1112XX4 4 1112 _—AX5(D1) B F ;-.3X5(D1) an {} 0 ❑ m {} {} in .�/��/ ��i��N 1112X4 1112X4 1112X4 .3X5 1112X4 1112X4 I- - 248"3 I 4'4"2 4' 4' 1'7"14 4' 4'4"2 F 4'4,2 8'4"2 I 12'4"2 I 14' i 2'42 20'42 - 24'8.3 16W2 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): 0.011 M 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.019 M 999 240 Ni* 86 1- I- /36 /4 /4 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.004 M - - Wind reactions based on MWFRS KztDes Ld: 42.00 EXP:B NA HORZ(TL): 0.007 M - - N Brg Width=296 Min Req=- Mean Height:22.09 ft Bearing A is a rigid surface. NCBCLL:10.00 Code/Misc Criteria Creep Factor:2.0 TCDL:6.0 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Bldg Code: IBC 2015 Max TC CSI: 0.293 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2014 Max BC CSI: 0.128 Maximum Web Forces Per Ply(lbs)Webs Tens.Comp. Webs Tens. Comp. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI: 0.209 Loc.from endwall:Any FT/RT:20(0)/10(0) C-L 159 -404 I-E 159 -404 GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:18.02.01A.0205.19 r Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4:HF Standard+HF Stud: Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind • Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWG VAL160101014 for valley details. Additional Notes Truss top chords under overframing must be laterally braced by sheathing,or by connection to valley trusses or purlins.Valley framing shall QED PROpF distribute load evenly to all overframed trusses. S C9�y4 t,'G%N FF -1,19575 11 Z7 lAP i /1 0 14/21 9 OREGON 9R ty OL20,10- ' Renews 6/30/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI 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 shiooin installin and bracing. Refer to and follow the latest edition of BCSI(BuildingCornelius OR 97113 Component Safety Information,by TPI and SBCA)fo'safely practices prior to perforing these functions. Installers shall provide temporary (503)(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 83,87 or B10, as applicable. Applplates to each face,oftrussand position as shown above and on the Joint-Details, unless noted otherwise. Refer to A LPI N E drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building_components Group Inc.shall not be responsible for any deviation from this drawing,an failure to build the �,,,,,,r,,,,,„Y truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawin indicates acceptance of rofessrona engineering' responsibility solely for the d si n shown. The suitability 8801 Folsom Blvd.,Suite t0: and use of this drawing for any structure is the responsibility of the uilding Designer per ANSI/TPI?S.c.2. Fols Sacramento,CA 95Sui 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 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 2x4Brace <1) 1x4 'V Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww <1) 2x6 'L' Brace 5 <2) 2x6 'L' Brace mil Bracing Group Species and Grades: Gable Vertical No Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group At Spacing Species Grade #1 / #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Spruce-Pine-Fir Hen-Fir }) P #1 / *2 Standard *2 Stud 1 #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 k3 Standard O I I� Stud 4' 4' 7' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' I l 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 Plnewww CU #1 4' 10' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' #3 #3 , SP #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' StudStStan#3 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' Standard Stnndnrd civ DFL Stud _ 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' d _ Standard 4' 4' 5' 9' 6' 1' 7' 7' 8' 2' 10' 4' 11' 1' 11' 11' 12' 10' 14' 0' 14' 0' Group Bt U SPF #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 #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 U HF Stud 5' 0' 8' 9' 9' 2' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' *1 1.1) o _ Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Dou•lns 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' ® #1 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' 1.11110M. #2 #3 5' 1' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRB (Stress-Rated Board). Stud 5' 0' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' Q� .--I L 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 S2 #1 / #25' 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: U H 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. OI I 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 ptf 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). C5 SP #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load from 4' 0' outlookers #3 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. 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' A=11 Attach 'L' braces with 10d (0.128'x3.0' min) nails. ul About ii •ble Truss ii 'i I vl )I( For (1) 'L' brace' space nails at 2' o.c. / 044441,444.1v in 18' end zones and 4' o.c. between zones. Diagonal brace options � 31E 31EFor (2) 'L' braces, space nails at 3' o.c. w -rIn 18' end zones and 6' o.c. between zones vertical length may be e doubled when diagonal 18' * 'L' bracing must be a minimum of 80X of web brace is used. Connect L + r� member length. diagonal brace for 385# 'L' '• at each end. Max web Brace #`� Gable Vertical Plate Sizes total length is 14'. �--�_ 31131( `� a Vertical Length No Splice 2x4 DF-L #2 or Less than 4' 0' 1X4 or 2X3 better diagonal r Greater than 4' 0', but 2X4 Vertical length shown brace) single 18, less than 11' 6' or double cut LIE Greater than 11' 6' 3X4 In table above. 1 + Refer to common truss design for 45' (as shown) at 1-t L..1-i 1 1-� Iii � fii upper end. L LJ L! D {1 I I. I _ peak, splice, and heel plates. Connect diagonal nt �/ / / / continuous Benr • CEO 'R►,F� / / / Refer to the Building Designer for conditions midpoint of vertical web. Refer to chart above for .•1_I ,- Or,1- gth. not addressed by this detail. ..VARtD READ AND FU-LBV ALL NOTES ON TUS DRAWING (jam X4F REF ASCE7-10—GAB12030 seDtPORTANT.w FURMSH MIS BRAVING TO ALL ln1TRACTtPS BCLUDING TIE INSTALLERS - 19575 Trusses require extreme care In fabricating,handing,shipping,installing and bracing. Refer to and follow the latest edition of SCSI(Building Component Safety Information,by TPI and MBCA)for safety %r DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCS. Unless noted otherwise,top chord shall have properly attached structural sheathrg and bottom chord 111115, !, DRWG A12030ENC101014 w. shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs ALPINE shall have bracing installed per I sections 53,B7 or B10,as applicable. Apply plates to each face 1. 04/2119 of truss and position as shown aboveand an the Joint Befogs,wiles,noted otherwise. Refer to drawings 160A-Z for standard late positions. OREGON J Alpha, dvlabn of ITV BWldng Components Group Inc.atoll not be ponsible for deviation from AN ITWCOMPANlr tins draeta , y fall•'.to iodic the truss in conformance with NISI/TPI 1,or for handling,shlpprg. 'S7p`en.20,1990 r MAX. TOT. LD. 60 PSF installation I bracing of trusses. A seal on this drawing or cover page listing t�drawing,Indicates acceptance of professional OLD - engIne.rrg y solely for the d.alga shown. The suitability and use of this drawing W 13389 Lakefront Drive for any rb c core is the reapormb#Ity of kM Bul3q Designer per ANSI/TPI 1 Sec.2 Earth City,MO 63045 ALPINE. e information ormanPsee;is job's general notes page and these web sites. Renews 8730/2019 MAX. SPACING 24.0' pin ,tpinstorg)SBCN www.sbcindustry.org)ICG 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. Optional 2x L-relnforcement attached Nails: 10d box or gun (0.128"x3',min) nails, to stiffback with 10d box or gun (0.128' x 3', min,) nails @ 6' o.c. 1 -N •APak 2X4 Blocking nailed to 45° sheathing and ,`� each truss ��, H ® ----------- 2X4 DF-L #2 H/2 or better diagonal brace. Attach each endfor 560#, ■' iuiib I�w'1, k . i II 111111.11111=1111311.M Al II iniMilli 11111111 IIIIMMEMill ontinuous Bearing - 2x6 #2 Stiffback attached to each �Ep PROp- Stud w/ (4) 10d box or gun (0.123' X 3', min,) nails. 4� a ' WARNACIss READ AND MAIN/ALL NOTES ON THIS DRAV81 & `' 19575 n O. REF GE WHALER ss0PCRTANTss FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING TIE INSTALLERS, 19575.. 'r Trusses require extreme care in fabricating,handing,shipping,Installing and bracing. Refer to and 1 fDATE 10/01/14 (Building the latest edition of BCSI(Building Component Safety Information,by TPI and SBCA)for safetyon /N' practices prior 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 GABRST101014 / ,, y shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs A 0 N� shall have brcing Installed per BCSI sections B3,B7 or 830,as applicable. Apply plates to each face 0./04/2019 Q of truss and position as shown above and on the Joint Details,unless noted otherwise. Refer to drawings 160A-z for standard date positions. ^ OREGON J Alp1x,a division of IN B 4ldn9 Canponmts Group Inc.shalt not be ponsible For any deviation iron 4, AN RW COMPANY this drawing, ny faAun to bund the truss in conformance wth ANSI/TPI 1,or for hendOng,shaane, 9 en.20,198 MAX. TOT. LD. 60 PSF installation L any of trusses. R A seal on this drawing or cover page listing this drawing,indcatws acceptance of profwssbnnl 0L D W.N engineering responsibility solely for the design shown. The suitability and use of this drawhg 13389 Lakefront Drive for any structure Is the rewponsblity of the Building Designer per ANSI/TPI I Sect Earth City,MO 63045 For more information see this Job's general notes page and these web sites. Renews 6/30/2019 MAX. SPACING ALPINE.ewwalpineite.conl TPG www.tpinst.orgi SBCA.www.sbcindustry.orgi ICO wwwrccsafearg Gaoe 3etail For Let-in Verticals Gable Truss Plate Sizes About O Refer to appropriate Alpine gable detail for minimum plate sizes for vertical studs. 11 +°Refer to Engineered truss design for peak, splice, web, and heel plates. l If gable vertical plates overlap, use a single plate that covers the total area of the overlapped plates to span the web. II eng © © L nothl OExnmple� 2X4 LIP • 2X4 / 2X8 'T' Reinforcement Attachment Detail lit 'T' Reinforcing 'T' Reinforcing Member Memmbeer © © Toe-Hall - pr - J� End-nail �, li:: 0 CO 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 IOd 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, Rl.ld Sheathln, Toenailed Nails' specie, and grade of the 'L' reinforcing member, lad Common (0.148'x3',min) Toenails at 4' o.c. plus Web Length Increase w/ "T' Brace i 4 Nall :1 (4) toenails in the top and bottom chords. 'T' Relnf. Reinforcing .T. This detail to be used with the appropriate Alpine gable detail for ASCE Mbr. Size Increase wind load. Member 2x4 30 20 ASCE 7-05 Gable Detail Drawings Examples 2x6 A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Nails A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 TrGae uss Spaced At ASCE 7-10 & ASCE 7-16 Gable Detail Drawings Gable Vertical = 24'o,c. SP #3 4' O.C. A11515ENC100118, A12015ENC100118, A14015ENC100I18, A16015ENC100118, 'T' Reinforcing Member Size = 2x4 A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, T' Brace Increase (From Above) = 30% = 1.30 A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, (1) 2x4 'V Brace Length = 8' 7' A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END100118, S20015PED100118, 511530ENC100118, 512030ENC100118, 514030ENC100118, 516030ENC100118, � 4 Nall hl I: 518030ENC100118, 520030ENC100118, S20030END100118, 520030PED100118 t.=' See appropriate Alpine gable detail for maximum unreinforce• • • - al length. Ceiling '‹V's t+ a OFtStS eWARNDICia READ AND FELLOW ALL TOTES OI THIS WAVING C9�6 aGl�£F OZ REF LET-IN VERT ew0P6hTANTee FURNISH THIS DRAWING To ALT-CONTRACTORS INCLUDING Tie INSTALLERS 'Q Trusses rewire extreme care in fabricating,hand19575 follow the latest edition of BCSI(Building �'��'Meton, and bracing.SBCA)Refer to and rg Corponent Safety shall pr vide bya TPI and for safety �, DATE 01/02/2018 pr prior to eplse, these functions. Installers provide temporary brad per BCSL Unless noted otherwise,top chord shall have properly attached structural sheathing d bottom chord /♦ DRWG GBLLETIN0118 ,0411111111111111111‘.. r shad have a property attached rigid ceiling. Locations shown for permanent lateral restraint of webs A[URI[ 1 E shad have bracingMetalled per sections B3,B7 or B30•as applicable. Apply plates to each face lyl p� I``'' of truss and tion es shown above don the Joint Details,unless noted otherwise. 0 /04/2I V Refer to drn.Mgs 160A-z for standard and position: GI OREG Alpine,a division of ITV Building Components Grog Inc shall not be responsible for any deviation frau AN IN/COMPANY mi.drawing,any faIu^e to bold the truss in conformance with ANSI/TRI 1,or for handing,shipping, BA,20, MAX, TUT, LB. 60 PSF installation L bracing of trusses. A seal on this drawing or cover page listing tits drawing,indicates acceptance of professional 1372 13723 Rlverpon Drive engineering responsibility for the design sho.n. The suitability and use of this drawing ��DDUR, FAC. ANY ` 200 for any structure b r'wsponmuty of the Bolding Designer per ANSI/TPI 1 Sect. SuiteMaryland Heights.MO 63043 For more information see this Job's general notes page and these web sites Renews 6/30/2019 ALPINE...e.alpineltw.comi WI.www.tpinstargi SBCA,www.sbcindustryargl ICO wwwJccsafe.org MAX, SPACING 24.0' CLR reinforcing vemoer Suostitution T-Reinforcerlent 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. ,e ,` Apply to either side of web narrow face. ,, Attach with 10d (0.128'x3.0',min) nails Notes: at 6' o.c, Reinforcing member Is ,, a minimum 80% of web , This detail Is only applicable for changing the specified CLR member length. ,, shown on single ply sealed designs to T-reinforcement or , L-reinforecement or scab reinforcement. , Alternative reinforcement specified in chart below may be conservative, /, For minimum alternative reinforcement, re-run design with appropriate reinforcement type. m X Use scabs instead of L- or T- reinforcement on webs with intersecting truss Joints, such as K-web Joints, that may interfere with proper application along the narrow face of the web. T-Reinf. L-Reinf. Web Member Specified CLR Alternative Reinforecement Scab Reinforcement: Size Restraint T- or L- Reinf, Scab Reinf. 2x3 or 2x4 1 row 2x4 1-2x4 Apply scab(s) to wide face of web, 2x3 or 2x4 2 rows 2x6 2-2x4 No more than (1) scab per face. M Attach with 10d (0.128'x3,0',min) nails 2x6 1 row 2x4 1-2x6 at 6' o.c. Reinforcing member is a 2x6 2 rows 2x6 2-2x4010 minimum 80% of web member length. 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6(310 Scab Reinf. T-reinforcement, L-reinforcement, or scab reinforcement to be same species and grade or better than web member unless specified otherwise on Engineer's sealed design. I (310 Center scab on wide face of web. Apply (1) scab to eachNM face of web. NM PROp..'Ep � �shipping,irw-talling � � •, T, DRAWING .�j �CINF,e 4 TC LL PSF REF CLR Subst. MUMS require extreme care in O . follow the latest edition of HCSI yang Corponent Safety Information,by TPI and SECA)for safety 19575 7 TC DL PSF DATE 01/02/19 practices prior to performing these functions. Installers shall provide temporary bracing per BCS4 0 f Unless noted otherwise,top :hat haw properly attached structural si.clb g and bona,chord / C DL PSF DRWG BRCLBSUB0119 �;. shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per HCSI sections B3.H7 or 810,as applk:oble. Apply(Rotes to each Coco e- '-j-. turpg of truss to drawings position 160 as Poon abase and on the Joint Hetaa:.Ames:noted otherwise. :C LL PSF A ' v Refer to dra.ng 160A-z for standard orate positions 0.104/2019 Alpine,a division of Iry Building Components crow Inc.shall not be responsible for any deviation from OREGON TOT. LD. PSF AN RTN COMPANY this drawing,any failure to build the truss In conformance with ANSI/TPI 1,or for handling,shipping, Installation 6 bracing of trusses. A seal on ties drawing or cover page listing this drawing,Indicates acceptance of professional 13723 Riverport Drive engineering responsibility solely for the design sham The snitsbRkty i f t d.drawing en.20,.19° P OUR. FAC. Suite 200 any responsibility of the HJidb o Designer per w Maryland Heights,MO 63043 FormoreInformation a this Job's general notes page and these web sites. �O� •'' SPACING ALPINE.w walpineltw.coni TPI.www.tpinstargi SBCA.wwwsbcindustryorgi ICG www1ccsafe.org Renews 6/30/2019 Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or: 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4Brace (1) 1x4 'L' Brace w <1) 2x4 'L' Brace * (2) 2x4 'L' Brace ling (1) 2x6 'L' Brace w (2) 2x6 'L' Brace NM Bracing Group Species and Grades' Gable Vertical No Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A: S #1 / #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Spruce-Pine-Fir Hem-Fir "}-) SPF #1 / *2 Standard *2 Stud #3 4' 7' 7' 9' 8' 3' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' #3 Stud *3 Standard • O H F Stud 4' 7' 7' 8' 8' 2' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 7' 7' 0' 8' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern Pinewr■ QJ #1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 #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 Stud Standard Standard 71- #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' d 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' Standard 4' 7' 6' 2' 6' 7' 8' 2' 8' 9' 11' 1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' Group B1 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 r #3 5' 3' 9' 3' 9' 9' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' #1 1 Btr U 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 Q1 o HF r 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' *2 #3 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRB (Stress Rated Board). QJ D P L Stud 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' ***For 1x4 So. Pine use only Industrial 55 or Standard 5' 3' 7' 6' 8' 0' 10' 0' 10' 9' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards. Group B SPF #1 / #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 13' 2' 14' 0' _ 14' 0' 14' 0' 14' 0' 14' 0' values may be used with these grades. d S P r #3 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' _ 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes' U H F Stud 5' 9' 10' 2' - 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion is L/240. O I I Standard 5' 9' 9' 4' 9' 11' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 35 plf over X #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 ,-.. S P #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—I D F L Stud 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 9' 8' 8' 9' 3' 11' 7' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Symm Attach 'L' braces with 10d (0.128'x3.0' min) nails. About) ii able Truss ii it I O )PE For (1) 'L' bracer space nails at 2' ac. 1 1 in 18' end zones and 4' o.c. between zones. Diagonal brace option, �'�� )1()1(For1 (2) 'L' braces space nails at 3' oe vertical length may be i T : In 18' end zones and 6' o.c. between zones. doubled when diagonal # 9 1$' #E : • 'L' bracing must ben minimum of 80y, of web brace is used. Connect L I r� member length. diagonal brace for 335# 'L' +I at each end. Max web Brace 4`� Gable Vertical Plate Sizes total length is 14'. 31E 31E , # Vertical Length No Splice 2x4 DF-L #2 or I • Less than 4' 0' _1X4 or 2X3 better diagonal 'r- tl Greater than 4' 0', but 2X4 Vertical length shown brace) single 18' ; less than 11' 6' M table above. ordoublecut Greater than 11' 6' 3X4 ir0 45' (as shown) at n L_ 1 li, + Refer to common truss design for upper end. U 9 4 11 fl . 1 I'I ` peak, splice, and heel plates. / / / / /ontlnuous Benr �p '12/DP., / / Refer to the Building Designer for conditions Connect diagonal atIli S not addressed by this detail. midpoint of vertical web. Refer to chart above for !..1 - . a� - gth, aVARND#Hw READ AND FOLLOW ALL NOTES ON THIS DRAWDI<i C9 t y REF ASCE7-10-GAB12015 auvtRI NT..FURNISH THIS BRAWBVG TO ALL CpRRACTDRS INCLUDING THE DISTALLERS 'Q Trusses require extreme care h fabricating,handl shipping, 18575 'D follow the latest edition of BCSI CBull �' nation,by and bracing.SRefer to and practices dng Ca+ponInt Safety Iall provide,ta TPI and acro for safety %f. DATE 10�01�14 — prior to performing top p these functions.11 Installers at shall structural provide ral sheay irndn per BCSL Unless noted ropers attachedtap ersince)haveLocationsrs shownhowfo srmanenl lateral wntr botta+chord '' DRWG A12015ENC101014 Pe i'l r shall have a properly rigid ceiling. for permanent lateral restraint of webs ,q FFF'''��J 1` I A shall have bracing installed per Bsections B3,B7 or BIO,as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details,unless noted otherwise. ' V C,SI Refer to drawings 168A-z for standard plate positions. 0 OREGON Alpine,a division of ITV Building Components Group Inc shall not be responsible For any deviation from AN IrwCOMPANY this drawing,any failure to build the truss in conformance with ANSI/TPI 1,or for handling,shipping, t "en.20,18- , iv MAX, TOT. LD. 60 PSF installation I bradng of trusses. A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional OL 0 W.N fn�treryo b#Ihesorleeslypfor ofdrspshown. The igsnueitrobpielirty AaNnSdI/1uIPse Iof this drawing 13389 Lakefront Drive Sect. Earth City,MO 63045 For more hfornatbn see this Job's general notes page and these web sites ALPINE,wwenlpnelte.coni TPI.www.tpinst.oror SBCN eww.sbchdustryergi ICC,www,ccsafe.org Renews 613012019 MAX, SPACING 24,0" Valley Detail - ASCE 7-10: 160 mph, 30' Mean Height, Enclosed, Exp. C, Kzt=1.00 ' Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better. Unless specified otherwise on engineer's sealed design, for vertical Bot Chord 2x4 SP #2N or SPF #1/#2 or better. valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. web, same species and grade or better, attached with 10d box (0.128' x 3.0') nails at 6' o.c. In lieu of 'T' reinforcement, 2x4 Continuous Attach each valley to every supporting truss with: Lateral Restraint applied at mid-length of web is permitted with diagonal (2) 16d box (0.135' x 3.5') nails toe-nailed for bracing as shown in DRWG BRCLBANC1014. ASCE 7-10 160 mph. 30' Mean Height, Enclosed Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00 Top chord of truss beneath valley set must be braced with: Or properly attached, rated sheathing applied prior to valley truss ASCE 7-10 140 mph. 30' Mean Height, Enclosed installation. Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Or Purlins at 24' o.c. or as otherwise specified on engineer's sealed design Bottom chord may be square or pitched cut Or as shown. By valley trusses used in lieu of purlin spacing as specified on Valleys short enough to be cut as solid triangular Engineer's sealed design. members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from *OK A Note that the purlin spacing for bracing the top chord of the truss separate 2x4 members. beneath the valley is measured along the slope of the top chord. All plates shown are ITW BCG Wave Plates. ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. 4X4 2X4 12 3„4 Valley 12 Max. I— r Spacing 1 2X4 X4 Pitched Cut ' 'i Square Cut Stubbed Valley Optional Hip 8-0-0 Max Bottom Chord Bottom Chord End Detail Joint Detail Valley Valle 4X4 oe-nailed•s y fr ii 12 Common Trusses 12 Max. I— at 24' o.c. X3y Valley Set ' 1X3 6-0-0 � .�'� '*-* at ''4' o.c. 1X3 I-1X3 5X4/SPL (Max Spacing) 1X3 2X4 SQpL\�9 s , I I ! 71 ! I I 1 20-0-0 (++) I Common Trusses Partial Framing at 24' o.c. Plan Supporting trusses at 24' O.C. maximum spacing. ��EO PROFESS ...WARNING..READ NO Fo.Lw ALL NOTES ON T BRAVING &CO �GIINE . �O,L TC LL 30 30 40PSF REF VALLEY DETAIL aDpO2TNITss FURNISH THIS DRAWING TO N L CNiS LICLUBING THE MSTAU ERS. Trusses require extreme care in fabricating,handling,shipping,Installing end bracing. Refer to and 19575 �f TC DL 20 15 7 PSF DATE 10/01/2014 follow the latest cation of BCSI cB ng Component Safety Inforvatlo n,by TPI and SBCN fon safety i1111144%. practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless nate"othare"ee,tap hard aha"have properly attached structval ahaa",ng_and bolt'"chord �BC DL 10 10 10 PSF DRWG VAL160101014 r shall have a properly attodxd rigid ceiling Locations shown for permanent lateral restraint of webs /� L Il_.�l�IF'777I I�� AAA sMll have bracing Installed per BCSI sections B3,87 or 810, s applicable. Apply plates to each face �- 0 1``'1 f truss and pottla" shown above and on the Joint Details,.mess noted otherwise. BC LL 0 0 0 PSF 1 I .J Refer to drowbgs 160A-Z for stordard plate posltbns. Al vInITV Building ca poInc.shall r Q•�RE no1 TOT. LD, 60 55 57PSFAN InNoaMPANY drawing,any failure truss in conformancer , J installation L bracing of trusses. 0 A seal on this drawing or cover page listing this drawing.ndcates acceptance of professbnol 'Tie? en-20,190 engineering reaporebillty solely far the design show' The suitability and use of this drawingDUR.FAC.1.25/1.331.15 1.15 13389 Lakefront Drive for any structure bBuilding respansbility of thehBuildingN g Designer per CIfTPI I Sect. OS D w,�� Earth City,M063045 For more information see tis Job's general notes page and these web site SPACING 24.0' ALPINE.wwealpnelte.conl IPI.eew.tpbet.orgl SBCA'www.sbdndustry.orgi ICG wew.kcsafe.org Renewv8 A41.01 TRULOX INFORMATION DETAIL TYPICAL OFF PANEL SPLICE DO NOT APPLY NAILS WITHIN 1/2" OF LUMBER TYPICAL PANEL POINT WITHOUT SPLICE EDGES OR 1" OF LUMBER ENDS ON EACH FACE, 1/12" I I"I 1/2" AS SHOWN BY DASHED LINES. 1/2"—{ r —1 1-1/2" 1/2" --1.— NAI S MUST NOT SPLIT LUMBER. I I I A Sill — — —r 1 0 I / 62" 1/2" 0 1" o 1/2" / 1/,2" I� 1/2" 0 1" —� TYPICAL FILLER _-- — _- C 1�/2 1/2" 1/2" © 1/2" 1/2 /X' 1/2" TYPICAL HEEL PLATE AS \ / /� SPECIFIED \ \ 2, 1/2" \ ON SEALED DESIGN ' 0 TYPICAL PANEL POINT SPLICE 1/2" 1/2\ \ / 1/2"1 r 1 r1/2" 1/ i ,Ii•lik ,- ----1- 1/2" MI 1/,'2" / / � / �2" O I 7 / 1/2" 1" J--- / / © 1/2" 0 I 1/2" __I — 1/2" 0 1" — 1� -I_ 1/2" _r_ _a \� 0 TRULOX PLATE 1" APPLIED OVER 1— _ /_I LA, __ OTHER PLATES. —/ 0 — 1/2" r^� U 1/2" I/2'-1 F-- —1 1--1/2" ��EO PROFESS v I" 1" NOTES: �� 19575 �� /O� TRULOX PLATING — (n) IS THE REQUIRED NUMBER OF 0.120" X 1.375" NAILS, OR EQUAL, PER FACE Fr / , PER PLY AS SPECIFIED ON THE SEALED DESIGN REFERENCING THIS DETAIL. 1 1 6 I,i [ 0 LOCATES PLATE CORNER OR FLUSH EDGE. 1 / O 0 LOCATES PLATE CENTER. OREGON AN mvCDMMNY 9�O`-20,i9 T L 13389 Lakefront Drive PAGE 1 OF 1 Earth City.MO 63045 Renews 6130/2019 DATE 10/01/14