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Plans (11) GGE 1 I 1 1 I I I I . — i C H �---� _ �� — FSCE i I 0 '; . N 8 r a - T NO VLT HERE szi1 N 4 n• 0 J — 0 O X W > >_ 0 W X CD CY) LI) W I I—ch (n (!7 N W W W CC v Cr FGE 0-° CO I \ \ E WlfLL>- Ci ` CE >Wi•-, NO VLT HERE r.: ��>� m L •CO T V I N O ULD E NW O Ncc'D B1 ;-00 N No C J CC Ol \-- ESm E ! — 0 '— — DrE fid— c m 0 Il I I I I I 1 I to JOB NO: 1118096 DGE VERIFY IF HEEL STND AT GARAGE . — •— IS REQUIRED TO BE RAISED ! PAGE NO: 1 OF 1 PROp� �� C tNF Ss>O �l(/0 83294PE�41 9 Alpine ,an ITW Company 8801 Folsom Blvd.,Suite 107 Sacramento,CA 95826 OREGON ALPINE' Phone:(800)877-3678(916)387-0116 Fax:(916)387-1110 AN ITW COMPANY (� LY 14,2 0 sacseals@itwbcg.com we Tan ` 01/31/2019 Renewal 6/30/2020 Site Information: Page#: Customer: Truss Components of Oregon,Inc. Job Number: 1118096 Job Description: Rvr side 2353 Ely C Rvsed roof Address: VERIFY,VERIFY,OR Job Engineering Criteria: Design Code: IRC 2012 View Version: IRC 2012 JRef#: 1W1771750013 Wind Standard: ASCE 7-10 Roof Load(pdf): 25.00-10.00-0.00-7.00 Wind Speed(mph): 120 Floor Load(psi): None This package contains general notes pages, 19 truss drawing(s)and 5 detail(s). item Seal# Truss Item Seal# Truss 1 031.19.1002.50548 A 2 031.19.1310.27287 Al 3 031.19.1035.41477 B 4 031.19.1035.49447 B1 5 031.19.1310.27069 B2 6 031.19.1310.27318 CG 7 031.19.1310.27427 C 8 031.19.1310.27084 DGE 9 031.19.1036.00663 D 10 031.19.1037.57310 EGE 11 031.19.1310.27239 E 12 031.19.1042.17087 FGE 13 031.19.1310.27380 F 14 031.19.1310.27146 FSGE 15 031.19.1310.27351 GGE 16 031.19.1310.27350 G 17 031.19.1310.27161 HGE 18 031.19.1310.27115 H 19 031.19.1310.27053 RI Printed 1/31/2019 1:12:14 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS,the National Design Specification for Wood Construction by AF&PA. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability.The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems,the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10(Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga,grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.orq. Page 1 of 2 • General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL= Bottom Chord standard design Dead Load in pounds per square foot. BCLL= Bottom Chord standard design Live Load in pounds per square foot. Des Ld =total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. HORZ(LL)=maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL)= maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL=additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. L/#= user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl value. L/defl = ratio of Length between bearings, in inches, divided by the immediate vertical Deflection, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc= Location, starting location of left end of bearing or panel point(joint)location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL= Non-Concurrent Bottom Chord design Live Load in pounds per square foot. PL =additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB=additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT=additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP= Panel Point. R= maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R=maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL= maximum horizontal design Reaction in either direction, in pounds, from all specified non-gravity(wind or seismic) load cases, at the indicated location (Loc). Rw=maximum downward design Reaction, in pounds,from all specified non-gravity(wind or seismic)load cases, at the identified location(Loc). TCDL=Top Chord standard design Dead Load in pounds per square foot. TCLL=Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non-gravity(wind or seismic)load cases, at the indicated location (Loc). VERT(CL)= maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(LL)= maximum Vertical panel point deflection in inches due to Live Load. VERT(TL)=maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W=Width of non-hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. References: 1. AF&PA: American Forest&Paper Association, 1111 19th 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.toinst.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison,WI 53719;www.sbcindustrv.co Page 2 of 2 SEQN:229415/ T16 CAJA Ply: 1 Job Number: 1118096 Cust:R7175 JRef:1W1771750013 FROM:BB Qty: 1 Rvr side 2353 Ely C Rvsed roof DrwNo: 031.19.1002.50548 Truss Label: A JAK / RTT 01/31/2019 12 C I B - o) I ki A Er'j I ► D 3X5(61) 1'11"4 H 1' H 11'11 1'4 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA B 190 1- /- /98 /- /23 BCDL: 7.00 Risk Category:11 Snow Duration:1.15 HORZ(LL):-0.000 C - - C 39 1- /- /13 /6 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:15.00 ft HORZ(TL):-0.001 C - - D 28 1- /- /16 /- /- NCBCLL:10.00 TCDL:6.0psf Code I Misc Criteria Creep Factor.1.5 Wind reactions based on MWFRS Soffit: 2.00 Bldg Code: IRC 2012 Max TC CSI: 0.082 B Brg Width=5.5 Min Req= 1.5 BCDL:4.2 psf TPI Std: 2007 Max BC CSI: 0.022 C Brg Width=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 D Brg Width=1.5 Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. ��EO PROpz.. . �G1NFF �O t. 4/ 41 /83294PE OREGON /3f "LIN 14,20� 9 'WIeI Tat' Renewal 6130/2020 01/31/2019 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. 'IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building COR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (5003)3)3357US 57-2118 Ext bracing per BCSI.Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to A IPL N E drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the N,MNtruss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page COMPANY listing this drawing,indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sect. 8801 Folsom Blvd.,Suite 10' For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq Sacramento,CA 95826 SEQN:229417/ T15 CAJA Ply: 1 Job Number: 1118096 Cust:R7175 JRef:1W1771750013 FROM:BB Qty: 1 Rvr side 2353 Ely C Rvsed roof DrwNo: 031.19.1310.27287 Truss Label: Al JAK / RTT 01/31/2019 C 12 �( 6 Ln - N in! i mmri rD 3X5(B1) 1 r + 1'11"4 1'10"15 1'11"4 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf In PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed:120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.001 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.001 D 999 240 B 240 /- /- /113 /- /40 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.002 D - - D 34 /- /- /21 /- /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.003 D - - C 115 1- /- /42 /12 /- Mean Height:15.00 ft Wind reactions based on MWFRS NCBCLL:10.00 TCDL:6.0 psf Code/Misc Criteria Creep Factor:1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.196 B Brg Width=5.5 Min Req= 1.5 p TPI Std:2007 Max BC CSI: 0.072 D Brg Width=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 C Brg Width=1.5 Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. CEO PROFS O`5 GINE �O f(/ 88294PE OREGON 13 `SLY •14,20� m *eel,Tao Renewal&3012020 01/31/2019 "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 87113 Component Safety Information,by TPI anc7 SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propefly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE NEdrawings 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 ,Nr, truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and braci ,,,, ,. ng of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro-fessionaT engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' ror more monsoon see tors 1001 general notes page ala mese wee stens:ALPINE:www.atpmemv.com;t m:www.pltnstorq;seen:www.socmoustTv.com;ICC:www.iccsate.orq Cseremene,C 1066=6 SEQN:229419 T18 CAJA Ply: 1 Job Number: 1118096 Cust:R7175 JRef:1W1771750013 • FROM:BB Qty: 1 Rvr side 2353 Ely C Rvsed roof DrwNo: 031.19.1035.41477 Truss Label: B JAK / RTT 01/31/2019 f 1'10"3 1'10"3 12 6 1 CV B In T D 3X5(B1) H 1' I 5' H Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI 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): 0.001 D 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.003 D 999 240 B 207 /- /- 1- /10 /- BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 D - - C 52 1- /- 1- /1 /- EXP:B Kzt:NA T Des Ld: 42.00 Mean Height 15.00 ft HORZ( L):-0.003 D - - D 74 /- /- /11 /- /- NCBCLL:10.00 Code I Misc Criteria Creep Factor:1.5 Wind reactions based on MWFRS TCDL:6.0 psf B Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.110 C Brg Width=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.173 D Brg Width=1.5 Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Special Loads ----(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 72 plf at -1.00 to 72 plf at 1.85 BC:From 4 plf at -1.00 to 4 plf at 0.00 BC:From 7 plf at 0.00 to 7 plf at 5.00 BC: 28 lb Conc.Load at 2.00 BC: 34 lb Conc.Load at 4.00 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads and reactions based on MWFRS. 4,0n PROFS ��5 �GINFF /O tel(/ 83294PE OREGON " ICY 14,yew eeell Tans Renewal 6/x012020 01/31/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building COR 97113 Component Safety Information,by TPI ana SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (5903)3)3357US 57-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,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 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 mrrwCOMPANY 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 pronessionar engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" 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:229421 T12 CAJA Ply: 1 Job Number: 1118096 Cust:R7175 JRef:1W1771750013 FROM:BB Qty: 1 Rvr side 2353 Ely C Rvsed roof DrwNo: 031.19.1035.49447 Truss Label: B1 JAK / RTT 01/31/2019 3'10"3 3'10"3 C T I 12 �j( 6 u7 - N N B 6. A ' 1( D 3X5(B1) 1' 5' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl!CSI Criteria •Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/deft L/# Gravity Non-Gravity TCDL: 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(TL): 0.005 D 999 240 B 270 /- /- /142 /- /40 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.002 D - - C 120 /- /- /47 /12 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height 15.00 ft HORZ(TL):0.005 D - - D 77 /- /- /41 /- /- NCBCLL:10.00 TCDL:6.0 psf Code/Misc Criteria Creep Factor.1.5 Wind reactions based on MWFRS Soffit: 2.00 BCDL:4.2psf Bldg Code: IRC 2012 Max TC CSI: 0.214 B Brg Width=5.5 Min Req= 1.5 TPI Std:2007 Max BC CSI: 0.186 C Brg Width=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 D Brg Width=1.5 Min Req=- Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.000 Bearing B is a rigid surface. Loc.from endwall:Any FT/RT:2(0)/4(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. � 0 PROFS ,t(4 ,4GINFI�' vO ((/ 83294PE Z OREGON ` 'Itt'14,Ze *self Tars Renewal 6/30/2020 01/31/2019 **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 498 Trusses require extreme care in fabricating,handling,shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component S fety Information,by TPI and SBCA)fr safety practices prior to performing these functions. Installers shall provide temporary (5031357-2118 Ext bracing per BCSI.Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. ALPINE Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the A,,,,,, rN,,. 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 oroTusionat engineering responsibility solely for the design shown. The suitability and use of this cawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' C99rereefNe,CA 6`826 ' moo 111Rnnmm Etnr seethInI S Aman conpaw memnw es pam mese woo s : ..r re:www.anmrenw. m:rn.www.rpmsror9w :awn:www.socinausny. m:n.t.:www.rccsare.orri M SEQN:229423/ T17 EJAC Ply: 1 Job Number: 1118096 Dust:R7175 JRef: 1W1771750013 • FROM:BB Qty: 4 Rvr side 2353 Ely C Rvsed roof DrwNo: 031.19.1310.27069 Truss Label: B2 JAK / RTT 01/31/2019 1111.5X4 CD T 12 6 [/ in "1_ 1 A FE 1111.5X4 3X5(B1) r 5' 1' + 5, Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA B 304 1- /- /154 /- /49 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.005 F - - E 204 /- /- /106 /8 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.009 F - - Wind reactions based on MWFRS Mean Height:15.00 ft Code l Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req= 1.5 NCBCLL:10.00 TCDL:6.0 psf E Brg Width=- Min Req=- Soffit: 2.00 BCDL:4.2sf Bldg Code: IRC 2012 Max TC CSI: 0.341 P Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.180 RepFac:Yes Max Web CSI:0.277 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. ��p �G*NF�C �O ALU 83294PE OREGON 'A` "Lcr 14,180 Well Tao'. Renewal 8/30/2020 01/31/2019 'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box 468 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357.2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. AppTy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. 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 µr,,,C,,yN,. truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover pagge listing this drawing indicates acceptance of proressronal engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq Sacramento,CA 95826 ' SEQN:229425/ T13 MONO Ply: 1 Job Number: 1118096 Gust:R7175 JRef:1W1771750013 FROM:BB Qty: 1 Rvr side 2353 Ely C Rvsed roof DrwNo: 031.19.1310.27318 Truss Label: CG JAK / RTT 01/31/2019 III 1.5X4 12 CD 6 T B CD io q Pagi i FE 1111.5X4 3X5(81) 2' 2' 1 2' H Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DefIICSI Criteria •Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed:120 mph Pf:21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA B 191 /- /- /98 /- /24 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.000 D - - E 58 /- /- /32 /3 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):-0.001 D - - Wind reactions based on MWFRS Mean Height:15.00 ft B Br Width=5.5 Min Req1.5 NCBCLL:10.00 Code/Misc Criteria Creep Factor.1.5 9 = TCDL:6.0 psf E Brg Width=- Min Req Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.082 Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.021 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.029 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. ,c4sE)PROFESS 0�5 0G%NFA O 83294PE 'rl OREGON 1VLy14,5O 0 Wee11 Tat'° Renewal 8/30/2020 01/31/2019 '"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 CO3)357 US OR 97113 Component Safety Information,by TPI arta 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 properlyrl attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 83,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the JoinlrDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the /M 11W 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 proressionaa engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' 'Por more information see ma(OD's general notes page arta mese web sites:ALPINE:www.atpineitw.com;Tin:www.tpInst.0rO;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orn OA 8:820 SEAN:229427/ T20 MONO Ply: 1 Job Number: 1118096 Cust:R7175 JRef: 1 W 1771750013 • FROM:BB Qty: 7 Rvr side 2353 Ely C Rvsed roof DrwNo: 031.19.1310.27427 Truss Label: C JAK / RTT 01/31/2019 1111.5X4 12 CD T T B gil Fp t °' A �t 0.---- 0 1111.5X4 3X5(B 1) A 2' i 2' 1 2' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA B 191 /- /- /98 /- /24 BCDL: 7.00 Risk Category:11 Snow Duration:1.15 HORZ(LL):-0.000 D - - E 58 1- /- /32 /3 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):-0.001 D - - Wind reactions based on MWFRS Mean Height:15.00 ft B Br Width=5.5 Min Req1.5 NCBCLL:10.00 Code I Misc Criteria Creep Factor.1.5 9 = TCDL:6.0 psf E Brg Width=- Min Req Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.082 Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.021 RepFac:Yes Max Web CSI:0.029 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. ter_ S IOGINFF VC .fy 83294PE 41 9 OREGON 13 = G �/LY14,24 0 IS. Tan's ' Renewal 6/30/2020 01/31/2019 "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)fo'r safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinQ installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Defer to ALPINE 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 A,,ITW COM,,,,,,,. truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- For more information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq Sacramento,CA 95826 • SEAN:229429/ T2 GABL Ply: 1 Job Number: 1118096 Cust:R7175 JRef:1W1771750013 FROM:BB Qty: 2 Rvr side 2353 Ely C Rvsed roof DrwNo: 031.19.1310.27084 Truss Label: DGE JAK / RTT 01/31/2019 5'9" 11'6" 5'9" 5'9" I—1,9"--I--1'4"—I 4X5 (TYP) 12 au En in 3X5(61) —3X5(B1) 11'6" I �1, I 11'6" -1'—{ 11'6" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defh1CSl Criteria ♦Maximum Reactions(lbs),or*=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/deft L/# Gravity Non-Gravity TCDL: 10.00 Speed:120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.001 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.001 E 999 240 J* 117 1- /- /43 /19 /6 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 R - - Wind reactions based on MWFRS EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):-0.001 R - - J Brg Width=138 Min Req=- NCBCLL:10.00 Mean Height:19.69 ft Code I Misc Criteria Creep Factor:1.5 Bearing B is a rigid surface. TCDL:6.0 psf Members not listed have forces less than 375# Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.110 Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.017 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.040 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-0-0 top chord outiookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep X 3.5" periodically along top edge.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches.Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bobottom chord live load applied per IRC-12 section p PRO Wind r� oG rJ N F `SS'iG Wind loads based on MWFRS with additional C&C gg294PE 9 member design. Additional Notes - Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require OREGON reinforcement at 70%of the length tabulated for 2X4 studs of the same grade. �` '7'Ly 14 Zsd+ See DWGS S12030ENC100815&GBLLETIN1014 for �8e'f Ta^. gable wind bracing requirements. Renewal 6/30I2020 01/31/2019 **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)fothr safety practices prior to performing these functions. Installers shall provide temporary (503)357-2119 Ext bracing per BCSI.Unless noted oerwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to A LPI N E drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,,,,,,,,COMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesAeal on this drawing or cover page listing this drawing,Indicates acceptance of proTessionaf engineering responsibility solely for the design shown. The sult-ability and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 101 CA 9626 ror more anonnaaon see ma loos general notes page and mese weo saes:ALPINE:www.arpineltw.com;TPI:www.tpinst.org;SBCA:www.sbcindustrv.com;ICC:www.iccsafe.org SEAN:229431 T1 COMN Ply: 1 Job Number: 1118096 Gust:R7175 JRef:1WI771750013 FROM:BB Qty: 2 Rvr side 2353 Ely C Rvsed roof DrwNo: 031.19.1036.00663 Truss Label: D JAK / RTT 01/31/2019 59" I 116" II 5'9" 5'9" 4X5 C T12 -' T 6 m 'v1 in so in B D J_ —17' A f �� E 3X5(81) 1111:X4 w3X5(B1) A 11'6" 1, 5'9" I 11 6" 1'-.-I Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed:120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.011 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.023 F 999 240 B 601 /- /- /268 /- /57 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.006 F - - D 601 1- /- /268 /- /- EXP:B Kzt:NA HORZ TL:0.014 F - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Hei ht:15.00 ft ( ) 9 Code I Misc Criteria CreepFactor.1.5 B Brg Width=5.5 Min Req= 1.5 NCBCLL:10.00 TCDL:6.0 psf Soffit: 2.00 Bldg Code: IRC 2012 Max TC CSI: 0.516 D Brg Width=5.5 Min Req= 1.5 BCDL:4.2 psf Bearings B&D are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.243 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.097 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 B-C 230 -647 C-D 230 -647 Lumber Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 HF Std/Stud B-F 501 -94 F-D 501 -94 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. • OD - -op$. ay 0GINe. ,:.1),,_ ...w 83294PE OREGON r G 'Z014,ze� , *len Tan's Renewal sraa2020 01/31/2019 "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. Box 468OR 97113 Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Component Safety Information,by TPI and SBCA)fsafety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per SCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propefly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, .44611/4, as applicable. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the wa, ,,s,o truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and braci ,„„ ng of trussesA seal on this drawing or cover page,- listing this drawing,indicates acceptance of prdfessronaf engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' Sacramento,CA 95826 For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.ory • SEQN:229433 T4 GABL Ply: 1 Job Number: 1118096 Cust:R7175 JRef:1W1771750013 FROM:BB Qty: 1 Rvr side 2353 Ely C Rvsed roof DrwNo: 031.19.1037.57310 Truss Label: EGE JAK / RTT 01/31/2019 176" 8'8 19'3" 25' 176" 8 6'6"8 _I 5'9" I—1'10"_+JL:. (TYP) =4X5 K T -� T 12 6p 413X7 LI o T3 W1 B CI T _ _ _ _ J , 1 i A -�� ������/ ��//I 1 S c R 3X5(81) W T =3X5(B1) 3X5(") 1 25' • 1' I 19,3" I 5,9" 19'3" 25' 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:Il PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pt 21.2 Ce:1.1 VERT(LL): 0.041 N 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.118 N 999 240 B. 166 /- /- /60 /7 /9 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.021 N - - Q 650 /- /- /274 /45 /- Des Ld: 42.00 EXP:B Kit:NA HORZ(TL):0.061 N - - Wind reactions based on MWFRS Mean Height:21.37 ft B BrgWidth=167 Min NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 Req=- TCDL:6.0 psf Q Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2sf Bldg Code: IRC 2012 Max TC CSI: 0.684 P Bearings B&Q are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.282 Rep Fac:Varies byLd Case Max Web CSI:0.304 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 P-Q 188 -744 Lumber T3:Brace interior top chord and support lower Top chord 2x4 HF#2:T3 2x6 HF#2: roof with a sistered truss at the edge of lower roof. Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Anchor the perimeter of exposed vertical surfaces. Chords Tens.Comp. Chords Tens. Comp. Webs 2x3 HF#2:W1 2x4 HF Std/Stud: All diaphragms,braces,and connections shall be T-S 571 -49 S-Q 570 -49 designed by the engineer of record. Plating Notes Additional Notes All plates are 1.5X4 except as noted. Maximum Web Forces Per Ply(lbs) Provide lateral wind bracing per Alpine wind bracing Webs Tens.Comp. ("")1 plate(s)require special positioning.Refer to details or per engineer of record.2X3 studs require scaled plate plot details for special positioning reinforcement at 70%of the length tabulated for 2X4 T-P 284-1079 requirements. studs of the same grade.. Loading See DWGS A12030ENC101014,GBLLETIN1014,& GABRST101014 for gable wind bracing Truss designed to support 1-0-0 top chord outlookers requirements. 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 PROFESS or first panel left of P. Bottom chord checked for 10.00 psf non-concurrent O- 0G INE 'OZ bottom chord live load applied per IRC-12 section Lai 88294PE R 9 301.5. Wind Wind loads based on MWFRS with additional C&C member design. OREGON 73 `ZCY 14,Zed r . eee11 Tar's Renewal 6/30/2020 01/31/2019 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handlin shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,byTPI and SBCA)for 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 propefly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracingg installed 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. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,Indicates acceptance of pro-fessionaf engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' 'For more inrormanon see tots tons general notes Sage ma these weo Sites:ALPINE:www.atpttiegw.com;TPI:www.plmsLbrg;55CA:www.sbctrl0ustry.com;ICC:www.iccsate.om C.'"8^".OA 0002C SEQN:229435/ T3 COMN Ply: 1 Job Number: 1118096 Cust:R7175 JRef: 1W1771750013 FROM:BB Qty: 4 Rvr side 2353 Ely C Rvsed roof DrwNo: 031.19.1310.27239 Truss Label: E JAK / RTT 01/31/2019 6'6"4 _I 12'6" I 18'5'12 25' 6'6"4 5'11"12 5'11"12 6'6"4 =4X5 D -r 0 — 6 V xes N/1.5E4 n C \ ,o `o 0 r.B F T A anHl In 0 G 111 J I H '- m4X5(B1) =3X5 =3X5 =3X5 =4X5(81) i 25' ---i 1' I 8'6"3 _I 7'11"11 _I 8'6"3 1' 8'6"3 16'5'13 25' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl IA Gravity Non-Gravity TCDL: 10.00 Speed:120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.096 J 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.199 J 999 240 B 1156 /- /- /527 /60 /110 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.041 H - - F 1156 /- /- /527 /60 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height:21.37 ft HORZ(TL):0.086 H - - Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req= 1.9 TCDL:6.0 psf F BrgWidth=5.5 Min Req1.9 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.568 = TPI Std:2007 Max BC CSI: 0.609 Bearings B&F are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.158 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 B-C 403-1802 D-E 428 -1568 Lumber C-D 428-1568 E-F 403 -1802 Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Webs 2x4 HF Std/Stud:W2,W3 2x4 HF#2: Chords Tens.Comp. Chords Tens. Comp. Loading B-J 1516 -258 I-H 1042 -113 J-l 1042 -113 H-F 1516 -266 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Maximum Web Forces Per Ply(lbs) Webs Tens.Comp. Webs Tens. Comp. Wind C-J 166 -429 D-H 551 -128 Wind loads based on MWFRS with additional C&C J-D 552 -128 H-E 166 -429 member design. �� .T_7e� .e F'QS ��� ,INFF �O 47 183294PE 9 OREGON 111(, SLY 14,2e� j e 'en Tao's Renewal 8/30/2020 01/31/2019 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.0.Box 468 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for rmanent lateral restraint of webs shall have bracin installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face oftrussand position as shown above and on the JointDetails, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,,,,,,,,,,mM,,,,,,. 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-fessronar engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.orq Sacramento,CA 95826 SEQN:229437 T6 GABL Ply: 1 Job Number: 1118096 Cust:R7175 JRef:1W1771750013 FROM:BB Qty: 1 Rvr side 2353 Ely C Rvsed roof DrwNo: 031.19.1042.17087 Truss Label: FGE JAK / RTT 01/31/2019 ` 4'5"4 15' _I 17'6" I 23'512 I_ 30' 4'5"4 10'6"12 2'6 5'11"12 6'6"4 11...8" .iF 4��{{ (TYP) m 4M5 9.ti5X10 12 I� 6 ✓ lop ADto M to co E �::%n W2 P 4,ii S) /i' T2 8 Q i. A _ - - r _. la _ LIN R 3X5(81) V I =3X5 =3X5 =3X5 =5X5(B1) i 30' i 1' 13'6"3 7'11"11 8'6"3 1' I 13'6"3 I 21'5"13 I_ 30' 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): 0.113 S 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.283 S 999 240 B• 373 1- 1- /139 /22 /27 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.057 S - - 0 1557 /- /- /591 /74 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Hei ht:22.00 ft HORZ(TL ) 0.141 S - - Wind reactions based on MWFRS NCBCLL:10.00 9 Code/Misc Criteria Creep Factor:1.5 B Brg Width=65.5 Min Req=- TCDL:6.0 psf 0 Brg Width=5.5 Min Req2.6 Soffit: 2.00 Bldg Code: IRC 2012 Max TC CSI: 0.910 = BCDL:4.2 psf Bearings B&0 are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.920 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:0.255 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.00C.0327.15 B-E 3 -413 O-P 471 -2'253 Lumber E-M 123 -436 P-Q 444 -2568 (S)2x4 x 6'0"HF#2 or better field applied Top chord 2x4 HF#2:T2 2x6 HF#2: scab required to allow notches 1.5"deep.Align Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 scab 1.5"below top edge and attach to one Chords Tens.Comp. Chords Tens. Comp. Webs 2x3 HF#2:W1,W4 2x4 HF Std/Stud: face of truss with 10d nails(0.128"x3")at 6"o/c. :W2,W3 2x4 HF#2: V-U 4457 -527 T-S 1572 -120 T2:Brace interior top chord and support lower Plating Notes roof with a sistered truss at the edge of lower roof. U-T 1572 -120 S-Q 2172 -275 Anchor the perimeter of exposed vertical surfaces. All plates are 1.5X4 except as noted. All diaphragms,braces,and connections shall be Maximum Web Forces Per Ply(lbs) Loading designed by the engineer of record. Webs Tens.Comp. Webs Tens. Comp. Truss designed to support 1-0-0 top chord outlookers V-AD 517-2301 U-O 768 -140 and cladding load not to exceed 5.00 PSF one face AD-U 184 -692 O-S 606 -139 and 24.0"span opposite face.Top chord may be notched AD-0 449-2040 S-P 176 -571 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. Maximum Gable Forces Per Ply(lbs) Do not notch at plates,or in overhang or heel(first)panels Gables Tens.Comp. or first pante left of O. E-V 134 -510 Bottom chord checked for 10.00 psf non-concurrent et)PROF bottom chord live load applied per IRC-12 section -41t --SAN 3015. •° N4GINF0 Wind (V� 88294PE ih 9 Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide lateral wind bracing per Alpine wind bracing OREGON details or per engineer of record.2X3 studs require 1$ f: reinforcement at 70%of the length tabulated for 2X4 (f8 `�/0'14,2 0 ie studs of the same grade. sell Tao' See DWGS A12030ENC101014,GBLLETIN1014,& GABRST101014 for gable wind bracing Renewal 6/30/2020 requirements. 01/31/2019 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 4e8 Trusses require extreme care in fabricating,handlin shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building CO3) US OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face o 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 ,�,m„J,,. M truss in conformance with ANSI/-PI 1,or for handling,shipping,installation and braci ,,,, ng of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of proresslonar engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' 'I-or more=mason see mis rows general notes page ane mese weo sues:ALPINE:www.amineiw.mm:TPI:www.mmst.org;SBCA:www.socrriaus1iy.com;ILA,:www.rccsare.org Ceemmenb,CA"426 SEAN:229439/ T5 / COMN Ply: 1 Job Number: 1118096 Cust:RR7175 JRef: 1 W 1771750013 ' FROM:BB Qty: 16 Rvr side 2353 Elv C Rvsed roof DrwNo: 031.19.1310.27380 Truss Label: F JAK / RTT 01/31/2019 79"4 I- 15' _I 22'2"12 I 30'I I 7'9"4 7212 7'2"12 T9"4 5X5 D 6 V121.5x4 1.5X4 z C E \ r oo B F �' A i a: m z . G 04X5(B10R) =3X5 =3X5 =3X5 �4X5(B10R) 1 30' 1 1' I 10'2"3 -I 9'7"11 102"3 _ 1'{ 10'2"3 19'9"13 30' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl!CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pt 21.2 Ce:1.1 VERT(LL): 0.134 H 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.278 H 999 240 B 1372 I- /- /623 /79 /129 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.055 H - - F 1372 /- /- /623 /79 /- EXP:B Kzt:NA Des Ld: 42.00 HORZ(TL):0.115 H - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height 22.00 ft Code I Misc Criteria Creep Factor:1.5 B Brg Width=5.5 Min Req=2.3 TCDL:6.0 psf F BrgWidth=5.5 Min Req2.3 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.859 = TPI Std:2007 Max BC CSI: 0.826 Bearings B&F are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.246 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): _ Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 B-C 475-2201 D-E 504 -1916 Lumber C-D 504-1916 E-F 476 -2201 Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Plylbs Bot chord 2x4 HF#2 (lbs) Webs 2x4 HF Std/Stud:W2,W3 2x4 HF#2: Chords Tens.Comp. Chords Tens. Comp. Loading B-J 1859 -308 I-H 1265 -134 J-I 1265 -134 H-F 1859 -315 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section Maximum Web Forces Per Plylbs 301.5. (lbs) Webs Tens.Comp. Webs Tens. Comp. Wind C-J 195 -503 D-H 659 -150 Wind loads based on MWFRS with additional C&C J-D 659 -150 H-E 195 -503 member design. 10- PROpSSiA G0 ��G1NFF70 [(/ 88294PE • it OREGON /3` '/LY 14,20� 0 'et8ell Tao,c Renewal 6/30/2020 01/31/2019 '*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 466 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2116 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propefly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Refer to A LPI N E drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,N 17%,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-fessronaf engineering responsibility solely for the design shown. The suitability and use of this tawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10" For more information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC: www.iccsafe.orq Sacramento,CA 95826 • SEQN:229451/ 77 / GABL Ply: 1 Job Number: 1118096 Cust:RR7175 JRef:1W1771750013 FROM:BB Qty: 1 Rvr side 2353 Ely C Rvsed roof DrwNo: 031.19.1310.27146 Truss Label: FSGE JAK / RTT 01/31/2019 I 15' I15'8"8 23'3" I 30' 15' 8 g 7'6"8 6'9" E.1 "{F 4" RY =4M5 N (S) 12 6 V sz 3X7 Eo m T3 W1 B A 1- AJ T - i - L i L - 6 - per i a _ U ////////////,-----///I v 3X5(81) Y W =3X5(81) =3X5 02X4(") r 30' 1' I 23'3" I 6'9" 23'3" 30' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs),or"=PLF TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl U# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pt 21.2 Ce:1.1 VERT(LL): 0.057 P 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.171 P 959 240 B" 169 1- /- /59 /8 /9 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.029 P - - T 745 /- /- /314 /54 /- EXP:B Kzt:NA T Des Ld: 42.00 Mean Height 22.00 ft HORZ( L):0.088 P - - Wind reactions based on MWFRS NCBCLL:10.00 Code 1 Misc Criteria Creep Factor:1.5 B Brg Width=203 Min Req=- TCDL:6.0 psf T Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.976 Bearings B&T are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.341 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.480 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 S-T 215 -887 Lumber T3:Brace interior top chord and support lower Top chord 2x4 HF#2:T3 2x6 HF#2: roof with a sistered truss at the edge of lower roof. Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Anchor the perimeter of exposed vertical surfaces. Chords Tens.Comp. Chords Tens. Comp. Webs 2x3 HF#2:W1 2x4 HF Std/Stud: All diaphragms,braces,and connections shall be yy_V 682 -57 V-T 681 -57 designed by the engineer of record. Plating Notes Additional Notes All plates are 1.5X4 except as noted. Maximum Web Forces Per Ply(lbs) Provide lateral wind bracing per Alpine wind bracing Webs Tens.Comp. Webs Tens. Comp. (a")1 plate(s)require special positioning.Refer to details or per engineer of record.2X3 studs require scaled plate plot details for special positioning reinforcement at 70%of the length tabulated for 2X4 W-AJ 358-1402 AJ-S 254 -1050 requirements. studs of the same grade. Loading See DWGS A12030ENC101014,GBLLETIN1014,& Maximum Gable Forces Per Ply(lbs) GABRST101014 for gable wind bracing Gables Tens.Comp. Truss designed to support 1-0-0 top chord outlookers requirements. and cladding load not to exceeTop chord may be notched N-AJ 146 -492 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 or first panel left of M and right of S. ED PRop .5. Bottom chord checked for 10.00 psf non-concurrent FS+ boto chord live load applied per IRC-12 section �`.0 _AGiNFtc S /O Wind la re Z Wind loads based on MWFRS with additional C&C member design. (S)2x4 x 4'0"HF#2 or better field applied OREGON scab required to allow notches 1.5"deep.Align scab 1.5"below top edge and attach to one �` `-LY 14,26' 0 face of truss with 10d nails(0.128"x3")at 6"o/c. *Se it Tan t% Renewal 6/30/2020 01/31/2019 '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)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracingper BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachd rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,87 or B10, as applicable. Applplates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the µM„ ,,. truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover pagge listing this drawing indicates acceptance of proTessionai engineering responsibility solely for the design design 8801 Folsom Blvd.,Suite 10' 1•,,,in.,.o6M,.,1am.wee ar.a tuba yo„ov 4.1fta wvo mni Mese drrle.vvvrv".11bn,e6v.w.",Mr.m,v".MI,at.,,v.310a41.wmv.ed.",itrallr.u„n.ICC.m....boaolE.v yr �ar"iY"9"fr\CA OC816 SEQN:229443/ T9 / GABL Ply: 1 Job Number: 1118096 Cust:RR7175 JRef:1WI771750013 " FROM:BB Qty: 1 Rvr side 2353 Ely C Rvsed roof DrwNo: 031.19.1310.27351 Truss Label: GGE JAK / RTT 01/31/2019 69" I- 136" I6'9" 6'9" H-2'9" I-1'4"H =4X5 T (TYP) FT 12 6 i i co i o r` iv in 1 1 B J 1 A I I - a a {} 11 f li K // //,- -/ -- // j- 3X5(61) =3X5(81) I-- 13'6" -I 1, I 13'6" -I 1I-1 13'6" Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Def11CSI 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 Lldefl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce:1.1 VERT(LL): 0.001 E 999 360 Loc R+ /R- /Rh /Rw /U /RL BOLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.002 E 999 240 B* 117 /- /- /43 /13 /6 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.001 C - - Wind reactions based on MWFRS EXP:B Kzt:NA HORZ TL: - rg q=- Des Ld: 42.00 Mean Height:19.94 ft ( )-0.001 C B B Width=162 Min Re NCBCLL:10.00 TCDL:6.0 psf Code I Misc Criteria Creep Factor.1.5 Bearing B is a rigid surface. Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.112 Members not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.037 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.051 Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2 Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep X 3.5" periodically along top edge.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches.Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord five load applied per IRC-12 section 301.5. Wind c• ��G1NE- 'It/ Wind loads based on MWFRS with additional C&C member design. „f[/63294PE Jr Additional Notes Provide lateral wind bracing per Alpine wind bracing details or per engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 OREGON studs of the same grade. �` `ZLY 14,20iGIP� See DWGS A12030ENC101014,GBLLETIN1014,& GABRST101014 for gable wind bracing eee11 Tan requirements. Renewal 6/30/2020 01/31/2019 "'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,ship ing,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI anf SBCA)fosafety practices prior to performing these functions. Installers shall provide temporaryr (503)357-2119 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a prope y attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to ALPINE NEdrawings 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 Ar,,,,,,,OD,,A,,. truss in conformance with ANSI/TP! 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of pro7essionat 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.om;SBCA:www.sbcindustry.com;ICC.www.iccsafe.orq Sacramento,CA 95826 SEON:229441/ T8 / COMN Ply: 1 Job Number: 1118096 Gust:RR7175 JRef: 1 W 1771750013 FROM:BB Qty: 1 Rvr side 2353 Ely C Rvsed roof DrwNo: 031.19.1310.27350 Truss Label: G JAK / RTT 01/31/2019 F 6'9" —1- 13'6" '- 6'9" 6'9" if4X5(R1) 6 12 o0 o_ ri- fV M ;4- B B D I A i B E F --3X5(B1) 1111.5X4 - 3X5(B1) r 13'6" I—1 I 6,9„ I 619„ I 1' 6'9" 13'6" 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): 0.013 F 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.027 F 999 240 B 667 /- /- /305 /26 /66 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.008 F - - D 667 /- /- /305 /26 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.018 F - - Wind reactions based on MWFRS Mean Height 19.94 ft B B Width=5.5 Min Req NCBCLL:10.00 Code/Misc Criteria Creep Factor:1.5 r9 = 1.5 TCDL:6.0 psf D Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.740 Bearings B&D are a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.346 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.117 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:Any FT/RT:2(0)/4(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 B-C 249 -784 C-D 249 -784 Lumber Top chord 2x4 HF#2 Maximum Bot Chord Forces Per Ply(lbs) Bot chord 2x4 HF#2 Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 HF Std/Stud B-F 611 -104 F-D 611 -104 Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. ff :1 ��G83294PE OREGON 134 ItLY 1A,ted' 0 eeell Tari Renewal 6/30/2020 01/31/2019 **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)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,67 or B10, as applicable.e. Apply plates to each face of truss and position as shown above and on the Joint-Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the M,r truss in conformance with ANSI/TPI 1,or for handling,shi „�, ,,Y pping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro-fessionaf engineering responsibility solely for the des'iiiiiiggggggn shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI I b�ec.2. 8801 Folsom Blvd.,Suite 10' Rarrwmanfrk(:A Q5R7R SEAN:229453/ T11 / GABL Ply: 1 Job Number: 1118096 Cust:R R7175 JRef: 1 W 1771750013 FROM:BB Qty: 1 Rvr side 2353 Ely C Rvsed roof DrwNo: 031.19.1310.27161 Truss Label: HGE JAK / RTT 01/31/2019 1'4"--I (TYP) E F T T 6 712 i io u W1 N 6T A _�N :, (V 1 11 HG —=3X5(61) 1 4' H 1' 1- 4, -I Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeflICSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed:120 mph Pt 21.2 Ce:1.1 VERT(LL): 0.015 I 999 360 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL): 0.031 I 999 240 B 303 /- /- /146 /103 /139 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.009 D - - G 187 /- /- /88 /95 /- EXP:B Kzt:NA Des Ld: 42.00 Mean Height 15.00 ft HORZ(TL ) 0.018 D - - Wind reactions based on MWFRS NCBCLL:10.00 Code/Misc Criteria Creep Factor.1.5 B Brg Width=5.5 Min Req= 1.5 TCDL:6.0 psf G Brg Width=- Min Req=- Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.162 Bearing B is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.204 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.101 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver 16.01.00C.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x3 HF#2:W1 2x4 HF Std/Stud: Plating Notes All plates are 1.5X4 except as noted. Loading Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep X 3.5" periodically along top edge.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches.Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live bad applied per IRC-1-2-section- 301.5. �� • • CSs Wind Ny aG1NFlc �O 4. Wind loads based on MWFRS with additional C&C O 83294PE member design. /. Right end vertical not exposed to wind pressure. Additional Notes Provide lateral wind bracing per Alpine wind bracing OREGON details or per engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 (� `LLY 14,206 studs of the same grade. W$e lg rah• See DWGS A12015ENC101014,GBLLETIN1014,& GABRST101014 for gable wind bracing Renewal 8/30/2020 requirements. 01/31/2019 '"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,handling9 shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,by TPI and SBCA)te'safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3,B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. Defer to ALPINE' NEdrawings 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 maw co ,. truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing indicates acceptance of pro-fessionat engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' For more information see this lob's general notes page and these web sites: ALPINE:www.alpineitw.com;TPI:www.tpinst.org;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 • SEQN:229445/ T10 / MONO Ply: 1 Job Number: 1118096 Cust:R R7175 JRef:1 W 1771750013 FROM:BB Qty: 8 Rvr side 2353 Ely C Rvsed roof DrwNo: 031.19.1310.27115 Truss Label: H JAK / RTT 01/31/2019 III 1.5X4 CD T12T -T- 12 6 io N W B N 61 A FE 1111.5X4 3X5(B1) 4' 4' E`1' I- 1 4' Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) Defl/CSI Criteria ♦Maximum Reactions(lbs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/# Gravity Non Gravity TCDL: 10.00 Speed:120 mph Pf:21.2 Ce:1.1 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(TL):NA B 264 1- /- /134 /- /41 BCDL: 7.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.002 F - - E 159 /- /- /82 /6 /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.004 F - - Wind reactions based on MWFRS Mean Height 15.00 ft B BrgWidth=5.5 Min NCBCLL:10.00 TCDL:6.0 psf Code/Misc Criteria Creep Factor.1.5 Req= 1.5 Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.199 E Brg Width=- Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std: 2007 Max BC CSI: 0.112 Bearing B is a rigid surface. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Yes Max Web CSI:0.146 Members not listed have forces less than 375# Loc.from endwall:Any FT/RT:2(0)/4(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 Lumber Top chord 2x4 HF#2 Bot chord 2x4 HF#2 Webs 2x4 HF Std/Stud Loading Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. CEO PROFS 0�5 oG*NFF 'O a!(/ 83294PE i OREGON 1)` SLY 14,2o 0 *sell Tao Renewal 8/30/2020 01/31/2019 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handling shipping,installing and bracing. Refer to and follow the latest edition of BCSI(Building CORNELIUS OR 97113 Component Safety Information,byTPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracing per BCSI.Unless noted oherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing ins-ailed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building_Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1,or for handling,shipping,installation and bracing of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of Drolesstonaf engineering responsibility solely for the deskin shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10- fer..,a TM.w.....1Ht Z v 5 u.,.w....Abt.,,7Lw8v.um,,itv...wwit.0 .wu C9^1^1e^11 CA 99126 SEQN:229447/ T14 / CALF Ply: 1 Job Number: 1118096 Dust:RR7175 JRef:1W1771750013 FROM:BB Qty: 1 Rvr side 2353 Ely C Rvsed roof DrwNo: 031.19.1310.27053 Truss Label: R1 JAK / RTT 01/31/2019 1'5" 8'5"1 I' 1,5" .I 7,0„2 12 C 10 31114.24 V \\\1.5X4 se 3X5 M \\\2X4 es \\\1.5X4 M B • • 5111 A 10 i_ I E ---..---3X5 Mr F—1'5"---I 8,5"1 8'5"1 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: - CAT: - PP Deflection in loc L/defl L/# Gravity Non-Gravity TCDL: 10.00 Speed: 120 mph Pf:21.2 Ce: - VERT(LL): 0.042 C 999 180 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs: - VERT(TL): 0.087 C 909 120 D 230 /- /- /1 /- /- BCDL: 7.00 Risk Category:II Snow Duration: - HORZ(LL): 0.017 C - - E 314 /- /- /6 /- /- EXP:B Kzt:NA HORZ TL:0.036 C - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Hei ht:15.00 ft ( ) g Code/Misc Criteria CreepFactor.1.5 D Brg Width=7.8 Min Req= 1.5 NCBCLL:0.00 TCDL:6.0 psf Soffit: 2.00 BCDL:4.2 psf Bldg Code: IRC 2012 Max TC CSI: 0.420 E Brg Width=1.5 Min Req=- Bearing D is a rigid surface. Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2007 Max BC CSI: 0.000 Members not listed have forces less than 375# Spacing:0.0" C&C Dist a:3.00 ft Rep Fac:No Max Web CSI:0.000 Maximum Top Chord Forces Per Ply(lbs) Loc.from endwall:NA FT/RT:2(0)/4(0) Chords Tens.Comp. GCpi:0.18 Plate Type(s): - Wind Duration:1.60 WAVE VIEW Ver:16.01.000.0327.15 E-C 588 -548 Lumber Top chord 2x4 HF#2 Bot chord Loading Hipjack supports 4-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Shim all supports to solid bearing. —11–"r4.": A tQ •S � CD OGINFCI_ ,� 83294PE 9 OREGON /14 ''LY14,2O m *sell Tan'-, Renewal 613W2020 01/31/2019 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Truss Components of Oregon,Inc. *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS P.O.Box 468 Trusses require extreme care in fabricating,handlin shipping,installing,and bracing. Refer to and follow the latest edition of BCSI(Building 003)357 US OR 97113 Component Safety Information,byTPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary (503)357-2118 Ext bracingper BCSI.Unless noted oherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachd rigid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3,B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the ,mnmMPANY truss in conformance with ANSI/TPI 1,or for handling,shipping,installation and braci ,M ng of trussesA seal on this drawing or cover page listing this drawing,indicates acceptance of pro-fessionaf engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8801 Folsom Blvd.,Suite 10' For mom information see this lob's general notes page and these web sites:ALPINE:www.alpineitw.com;TPI:www.tpinst.orq;SBCA:www.sbcindustry.com;ICC:www.iccsafe.org Sacramento,CA 95826 Gable Stud Reinforcement Detail ASCE 7-101 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or' 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or' 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace C1) 1x4 'L' Brace Is C1) 2x4 'L' Brace s (2) 2x4 'L' Brace ss (1) 2x6 'L' Brace s (2) 2x6 'L' Brace we Bracing Group Species and Grades' Gable Vertical No S 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' #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 U SPF #3 4' 4' 7' 2' 7' 8' 9' 1' 9' 5' 10' 10' 11' 4' 2 Stud 14' 0' 14' 0' 14' 0' 14' 0' NI*3*2 Standard *3 Standard • O H Stud 4' 4' 7' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 4' 6' 2' 6' 7' 8' 2' 8' 9' 10' 10' 11' 4' 12' 10' 13' 9' 14' 0' 14' 0' Douglas Fir-Larch Southern Finesse #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 - k SP #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Stud anStdel Standard Standard J el- D F L #3 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' Stud 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' Standard 4' 4' 5' 9' 6' 1' 7' 7' 8' 2' 10' 4' 11' 1' 11' 11' 12' 10' 14' 0' 14' 0' Group B' U #1 / #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' Hen-Fir _ S P F #3 5' 0' 8' 10' 9' 3' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' NI & 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' CU O f l Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0Pines**,as Fir-Larch Southern Pines** / SP #2 5' 3' 8' 11' 9' 3' 10' 8'7' 11' 0' 2' 8' 2'7' 13' 1' \ 5' 6' 9' 9' 5' 10' 1' 1' 12' 14' 0' 14' 0' 14' 0' 14' 0' *2 #3 5' 1' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' 1x4 Braces shall be SRP(Stress-Rated Board). (11 %--I D F L Stud 5' 0' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' m„lFa, 1x4 So. PM 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' Industria 45 Stress-Rated Boards. Group B #1 / #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values May be used with these grades. d SPF #3 5' 6' 9' 8' 10' 1' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes' L7 U H F Stud 5' 6' 9' 8' 10' 1' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion Is L/240. OI l Standard 5' 6' 8' 8' 9' 3' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 70 plf over X S P #1 6' 0' 10' 0' 10' 4' 11' 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load). d #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Goble end supports toad from 4' 0' outlookers #3 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. e—i D FL 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' S Pr ouAttach 'L' braces with IOd (0128'x3.0' min) nails. 31E For C1) 1' brace, space rinks at 2' ac. in 18' end zones and 4' ac.between zones. Dkponnl brace aptbrn31(31or (2) 2' braces space maks at 3' ocvertical length may beTIn 18' end zones and 6' ac.between zones. dobled when diagonal L' bradng oust be a nblYexl of BOX of web brace Is used. ConnectLI 4� 8 memberagonal brace for 385N `� Gable Vertical Plate Sizes at each end Max webBtotal lerpth Is 14'. Vertical Length No Splice 2x4 DF-L N2 or • Less than 4' 0' 1X4 ar 2X3 better diagonal r :� Greater than 4.' but2X4 Vertical length shown 18, less than Il' 6'or double cut31EGreater than 11'¢_, _ 3X4 kt table above. (es shown) at 6�L_l'1 1 + Refer to common truss design for upper end ll U U U L L j1 : N peak, splice, and heel plates. Connect db. at 'I 1/ / / / �ontbwous.9.,"1)/ / / Refer' to the Bukdbp Designer for condtlons midpoint of tical web. '� Refer to chart above for max - 11 N •the not addressed by this detail. seVAWOfilw REAP NO FOLLOW ALL IQIES I71 THIS 0°""110my tN tt� REF ASCE7-10-GAB12030 . FBRTMAI.FURNISH THIS WAVING To I ALL CONTRACTORS INCLINING TIE 50TALLER& \ oG Fo. O ffoollloww he latrusses est eatall of SCmbrene SI OlulaIn ' 'ng Component Safety ormationn by Installing and amain,ICA))Refer safetto'ty �// 831 'E •i DATE 10/01/14 pracUMess�roMddootherellib mto op chord shall havthese e properly a sshall provide temporary r attached structural end H chord r/. — in shall have a properly attached Loeatbro shown for permanent lateral I w raht of webs DRWG A12030ENC101014 A l��. shell haw O'lslaaed per Vitra or 110,as opalicaM.. Apply plates b eaoh faa A I—1 0 N (E of truss end as.awn abov..nd on ihr.bM Nr6sMs.1vstoss noted otMrwtre Refer to drn li-Z for standard plate poswtbns. AlpYat a dMsbn M ITV Casenentsi G=Inc shall not be rive.u6l.for any devbtlon from OREGON AN 111NOOk1�M141f `instalawInn°aa bang f. Sc trusses. ti w�forman°e with A"s[/TPI a fa hands'N ./Is a AX. TOT. LD. 60 PSF A seal on this or cover paps listing this drawbv,Indicates acceptance of professional "` SLY 14,20� et ' solely for the design shown. Tip..Na60Ky and use of ills droving 13380 Lakefront Drive °ar��e Is respond/bitty o1 the lidding Owner per MQI/1PI 1 Seca $8ell Tar c Earth City,M063145 For more bNanatlon see this Job's general notes ppaagprr and these web sites MAX. SPACING 24.0' ALPINE www.eeYsitw.coro TPD.se.tphst.orgl SPCA.wwasbd+Wstry.orgh ICC.wewlccsefeerg AOwMMOh e,an,,,,,,,,, 01/31/2019 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, -nclosed, 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 Bots Continuous ceiling diaphragm H Greater than 7'6' to 12'0' maxi provide a 2x6 stiffback at mid-height and brace See Engineer's sealed design refer-icing this detail to roof diaphragm every 4'0' (see detail below or for lumber, plates, and other infor htion not shown refer to DRWG A12030ENC101014). on this detail. ) Optional 2x L-reinforcement attached Nails' 10d box or gun (0.128'x3',min) ails, to stiffback with 10d box or gun (0.128' x 3', min.) nails @ 6' o.c. Ok 2X4 Blo king nailed ,�?45a sheaths • and ►each t mss A=T " 11 ► I11111%111111111111111114411 I_I_®_®_2X4 DF-L #2 H/2 or betterdiaonal brace. Attgach each end A(for 560#. k i 1J allm.... iiiiiik ...., . .......m,„,..„, ontinuous Bearing - 2x6 #2 Stiffback attached to each Stud w/ (4) 10d box or gun (0.1a3' X 3', min.) nails. '6V PROpt. eVSMSSie MS MAIN ALL tams oe Tl1s IFAVP 'C d' .mpaernrt�rum= TO-. i s.LT,Imio TIE MULLER& 0 �Gthie i0 REF 10/01/14GE WHALER Tr.sses regmAre extrene pre ti F a�pYmp,MpU� b�p raw.the Stent edtbn of ecu '':F aselt ieey Dmfarmatbrm by m erd S1CA1 Farr m'�y rV 83294PE 'p y DATE "°.rwt.d vt reser, d. have prep. a`r c= ro;tto acrd Cr / r shalt have a property attached r ld Locators Gown far oarsmen*Sterol restraint of webs DRWG GABRST101014 ALPINamatl have bre.--installed per NCSI `. p.17 or R0.as app Applyy pStes to each Pale E '^' i� of thus and ave swan *gar the Jost Details. noted otMraMe. /'--��l�D N Refer to dra�IAOA-Z far etsnda,d plate pie bio. — AN ffwcompAw ttis f a division of TrV Inc.awl not be respire Por any deviatSn fron OREGON • wfp,any faIva to srac aw�orrgnce wltl�A11SI/TPI L or for Mriai4p,a{ipYp, installation t bradns of bVspi AX. TOT. LD, 60 PSF A seat anrVipad�.rooness ar cover User.HO.drawing,Indicates acceptance of professional /3 �T/ 14,10e C far�Mee k they :fest 1UYs DesV,.r A1aUTPPII 1 SUE drawing 1338 `� �� Earth Lakefront Drive For mare lfornation seat this Jews senora(notes pope and these web at,,. se11 Tan Earth City,MO 63045 ,LLQ,Inr a�r,.le.. f TPD dwatyrrers MICA.m..b�a,sbyary ICC.nveloc.,Fearp MAX, SPACING R..,.....e,aaaa 01/31/2019 Gable Detail For Let-in Verticals Gable Truss Plate Sizes tfO Refer to appropriate Alpine gable detail for TT i+Wnun plate sizes for vertical studs. 11 t 01 +QRefer to Engineered truss design for peak, splice, web, and heel plates. ®If gable vertical plates overtop, use a © single plate that covers the total area of the overlapped plates to span the web. OExamples 2X4 © 2x4 2x8 'T' Reinforcement Attachment Detail •T' RReinforcingeinforcing 'T' Member I L°Ai © klii . Toe-nail - Or - X End-nail O © To convert from 'L' to 'T' reinforcing members, Provide connections for uplift specified on the engineered truss design. multiply increase by length (based on appropriate Alpine gable talU. 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, Toennlled Nails. specie, and grade of the 'L' reinforcing member. Shea IOd Common (0.148'x3',min) Toenails at 4' o.c. plus 'T' 4 Nall ; (4) toenails in the top and bottom chords. Web Length Increase W/ Brace 'T' R¢Inf. 'T' 'T. I This detail to be used with the appropriate Alpine gable detail for ASCE Mir. Size Increase Reinforcing rail wind load. 2x4 30 X ASCE 7-05 Gable Detail Drawings Example. 2x6 20 Y. A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Wind Speed = 120 mph Gnbte Nails A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Mean Roof Height = 30 ft, Kzt = 1.00 Truss Spaced At ASCE 7-10 I. ASCE 7-16 Gable Detail Drawings Gable Vertical = 24'o.c. SP #3 4• ac, A11.515ENC10011B, A12015ENC100118, A14015ENC10011B, A16015ENC100118, 'T' Reinforcing Member Size = 2x4 A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, 'T' Brace Increase (From Above) = 30X 1.30 A1153OENCIOOI18, A12030ENC100118, A14030ENC100118, A16030ENC100118, C1) 2x4 'L' Brace Length = B' 7' A18030ENC100118, A20030ENC1001I8, A20030END100118, A20030PED100118, Maximum 'T' Reinforced Gable Vertical Length 511515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, 1.30 x 8' 7' = 11' 2' S18015ENC100118, S20015ENC100118, 520015END100118, S20015PED100118, -- S11530ENC100I18, 512030ENC100118, 514030ENC100118, S16030ENC100118, 4 Nall % S18030ENC100118, 520030ENC100118, 520030END100118, S20030PED100118 Ceiling See appropriate Alpine gable detail for maximum unreinforced gable •l length. 013 PROPF i Vf 'D i REAL AM FOLLOV dEL/CMS a TNIS GRAVING , G INF S��Q .mearTwla.fueaai THIS/RAVING 1D ALL CONTRACTORS DCJSI)5 TIE D TAiLERS C? 4,- FR Z REF LET-IN VERT Trusses require'Arlene care in fabricating,handing, and Refer to and L(/ 88294PE pa practices�often of these functions installers shall .TPI Y�brawdenry r safety �_" 9 DATE 01/02/2018 Unless noted otherwise,top chord shell have properly attached structural sheathing end bottom chord DRWG GBLLETIN0118 wh shall have a property attached rtld edkq Locat onse shush for permanent lateral restraint of webs ��'-�■ ^ shad Mw bra C sited per SCSI sections p,Il ar lis.as Apply plates to each face //' I i 0 i \ [ of tuns and position as shown above and on the Joint Details, i lett noted otlerwlse. A 1 L_ i \ Refer to drawrhpr uM-z for slender°pair posmbrw OREGON Alpine,a division of ITV Components group Inc shall not be responsible for orgy deviation from AN RW COMPANY this drawing,any faller,to the truss in conformance with ANSVTPI 1,or for henarhp,shipping, 014,26 installation 6 bra�ng of trusses, ustrq fids drawing,Indicates acceptance of professional ' r'Z/ d j AX. TOT, LD, 60 PSF A seal on thhti design ♦ DUR. FAC, ANY 13723 Rivehport Drive far ane straeture Is lrfspoMlsmy or iFe ldding Designer per mann 1 Sect. **ell�� 1 a�'" Suite 200 - Maryland Heights,MO 63043 �notes ��yorgi 1COweb safeorg s. R. al g/amzo20 MAX. SPACING 24.0' 01/31/2019 Gable Stud Reinforcement Detail for Stucco Cladding ASCE 7-101 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Om 100 nph Wind Speed, 30' Mean Height, Enclosed, Exposure B, Kzt = 1.00 2x4 Brace (1) 1x4"L' Brace s (1) 2x4 1..' Brace s (2) 2x4 'V Brace as (1) 2x6 'L' Brace 5 (2) 2x6 'V Brace Rs Bracing Group Species and Grades. Gable Vertical No Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group Al S #11 *2 4' 0' 6' 10' 7' 1' 8' 1' 8' 4' 9' 7' 10' 0' 12' 8' 13' 1' 14' 0' 14' 0' *102 Sttadadard *2 - Stud 0 U S P F #3 3' 10' 6' 9' 7' 0' 7' 11' 8' 3' 9' 6' 9' 10' 12' 6' 12' 11' 14' 0' 14' 0' 13 Stud *3 •, Standard Stud 3' 10' 6' 9' 7' 0' 7' 11' 8' 3' 9' 6' 9' 10' 12' 6' 12' 11' 14' 0' 14' 0' Q HF Standard 3' 10' 6' 21 6' 7' 7' 11' 8' 3' 9' 6' 9' 10' 12' 6' 12' 11' 14' 0' 14' 0' Douglas FP-Larch S. . n Piner"" Q1 #1 4' 2' 6' 14' 7' 2' 8' 2' 8' 6' 9' 8' 10' 1' 12' 9' 13' 3' 14' 0' 14' 0' y b •r S P #2 4' 0' 6' 1(' 7' 1' 8' 1' 8' 4' 9' 7' 10' 0' 12' 8' 13' 1' 14' 0' 14' 0' standard 11111 • #3 3' 11' 6' 6 6' 11' 8' 0' 8' 4' 9' 6' 9' 11' 12' 7' 13' 0' 14' 0' 14' 0' (l D F L Stud 3' 11' , 6' 6', 6' 11' 8' 0' 8' 4' 9' 6' 9' 11' 12' 7' 13' 0' 14' 0' 14' 0' - d Standard 3' 10' 5' 9' 6' 1' 7' 7' 8' 2' 9' 6' 9' 10' 11' 11' 12' 10' 14' 0' 14' 0' Group B• U *1 / *2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Hen-Fr S P F #3 4' 4' 7' 8' $' 1' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' et 4 Btr , L U H F Stud 4' 4' 7' 8' 8' 0' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' e1 ^' Standard 4' 4' 7' 6' ' 8' 0' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' _ 14' 0' W Q 1' 'a0 Larch SOY Finesse #1 4' 10' 7' 11 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' I SP #24' 7' 7' 11". 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 6' 7' 9' 1 8' 0' 9' 2' 9' 6' 10' 11' 11' 4' 14' 0' 14' Cr 14' 0' 14' 0' 1x4 Braces shall be SR8(Stress-Rated Board). [)1 DFL Stud 4' 6' 7' 94 8' 0' 9' 2' 9' 6' 10' 11' 11' 4' 14' 0' 14' 0' 14' 0' _ 14' 0' 1111111For 1x4 So.Pine use onlyIndustrial 55 or Standard 4' 4' 7' 0' 7' 5' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards.Group B 4 #1 / 412 5' 1' 8' 74 8' 11' 10' 2' 10' 6' 11' 0' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' values nay be used with these grades. d SPF *3 4' 10' 8' 6' 8' 9' 10' 0' 10' 5' 11' 11' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes! L7 '' 8' 9' 10' 0' 10' 5' 11' 11' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' wend Load deflection criterion Is L/360. Standard 4' 10' 8' 6' ' 8' 9' 10' 0' 10' 5' 11' 11' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 70 Of over X Q #1 5' 3' 8' 9" , 9' 0' 10' 3' 10' 8' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psf TC Bead Load). d SP #2 5' 1' 8' 7' 8' 11' 10' 2' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' Gable end sYpports load fran 4'0' outlookers CLI #3 4' 11' 8' 6' 8' 10' 10' 1' 10' 6' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' with 2'0'overhang,or 12'plywood overhang. DFL Stud 4' 11' 8' 6' 8' 10' 10' 1' 10' 6' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' ---i ' 14' Standard 4' 10' 8' 1. 8' 7' 10' 0' 10' 5' 11' 11' 12' 5' 14' 0' 14' 0' 14' 0' 0 ! About Attach'L'braces with 10d (0.128'x3.0'tin)ands. ble Truss BE For(1) 'L' brace. space nails at 2' oa ���✓✓✓���✓✓✓ h 18'end zones and 4'ac.between zones. Diagonal brace option ' �It`� **For(2) 'L'braces. space Pres at 3' vertical length nay be _ . in 18'end zones and 6'ac.between zone s. doubled when diagonal ',.. 111*4: t, 'L'bradrg oust be n nhbwr oP BOX of web brace Is used. Connect ;s nether lengthdbgonnl brace far 3858 'L' till& Gable Vertical Plate Sizes at each end. Max web Br•ceWtal length Is 14/ iVertical Length No Splice ex4 DF.t. lit on• '� Lessthan4.0' lX4 Or 2X3 bttter'dkgoral Greater .Fan4'0',but2X4 Vless than ll'6'in table leoveh shown brace; single 11 44 or douole cuta1!� b, Granter thou ll' 6' 3X4 h table above. / (as sheen)nt +Refer to cannon truss design for -- end. r=•s�, .ai :dsrassss:ia�.. : . w1 peak, splice, and heel plates. 1ppw? • ikalous Bearing Refer to the Building Designer for conditions Connect dklgora at nldpoint of vertical web. `h ••4Refer to chart above for sax ga��,"?'.�F� gth not addressed by this detail a vasW Mi DV MILL 1 O=°1 MS IRAww REF ASCE7-10-GAB12030 sblglRANTew MINX1Mi IMi m All COrtIMCITRS MK iVOTIE INSTALLERS. SS1i Trusses attest ~ ow saresy b a..aenp maw 11 io�r nr�° 5 IN extreme care h``neYby a'a" u G F DATE 8/3/15 prior to perforviq these bshRa•s Neu prsNAe�r�a.�.r� obvsPer Isu. AQ /• 1411614, ^olid otherwIse,top dew deli have property.tt.ded st..rca,al sheetidr•sMerd bettor'doral tel{/ 83294PE 'y DRWG 512030ENC100815 11 shall haw°properly attad.ed rid WA laatb.ns alas.for perms ant ateral restraint of webs Neo haw 6rac��p bsMlad per OCSI wctfsr q,O7 lir MS,as Apply pates to..d,face A I of tros and podbon as Nos+ end en Sue Joint Detaas,'°rated oeheryAse. 1 II NE Refer to dr°sb.as 11011-S Par star ►d pate psw*ena MpM,a dhtMon oI m C"•=bilr br.Neo net be rsspar.eba Par 11w aeviatIon Prow AN IM/GDOW,NY this tadeg, br faaw is bud Vie tress h aw.orw.r.ce Np.MisvTVl 1,or nor handMp shgpbp M ' , TOT. LD, 60 PSF Installation I braeb.p of trusses. A seal on fids*.W5 or cover doge ROMs tits drat*.bdc.tes acceptance of prorendoral OREGON - - 13723 River rt Driveany enghwerbo~ ure solei Pori*, shown lb' 'end use of *a� respan.Rrky 14.81.weer•'per AMSTAR ISeca. �.�� MAX, SPACING 24.0' Suite 200 For ware Mor atlor !Ns Jews general notes page and these web Ne... 4 "LLy 14,20 Maryland Heights,MO 13043 ALADE..°salpI eItw ,TP r ww wartergt SIM ewwala tlisj Nyorgt ILO e.wJc:s.Peorg 8 i Renewal 8/30/2020 01/31/2019 , 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 Orn 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt - 1.00 2x4 Brace (1) 1x4 'L' Brace 5 0) 2x4 'L' Brace s (2) 2x4 'L' Brace .iii (1) 2x6 'L' Brace 5 (2) 2x6 'L' Brace ■w Bracing Group Species and Grades. Gable Vertical No Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group Al S F #1 / #2 4' 10' 8' 2' 8' 6' 9' 8' • 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Spm F~ - Sr #3 4' 7' 7' 9' 8' 3' 9' 7' 9' 11' 11' S' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' NI*3*2 Standard Standard O L� Stud 4' 7' 7' 8' 8' 2' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' H Standard 4' 7' 6' 7' 7' 0' 8' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' • •s Fin-Larch • • rn Pines= 01 #1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' MINEFMNI 7i'. -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' Standard Standard #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' C3 (lJ D F L Stud rd 4' 8' 7' 0' 7' S' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' U S 10.nd#2 5' 6' 9' 5' 9' 9' 1' 1' 11' 6' 13' 2' 13' 9' 14' 0', 14' 0' 14' 0' 14' 0' Group{i B� S P F #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 Bsr L q 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 01 O I l Standard 5' 3' 8' 1' 8' 7' 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' • • s Fir-Larch Southern Pines.. #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 SRD(Stress-Rated Board). 01 .---( D F L Stud 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' swwFor 1x4 So.Phe use only IndustMnl 55 or Standard 5' 3' 7' 6' 8' 0' 10' 0' 10' 9' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards. Group B #1 / #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values nay be used with these grades. d SPF #3 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' --.., - Gable Truss Detail Notes, 13 UH 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 f 1 Standard 5' 9' 9' 4' 9' 11' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 35 plf over x S P #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 C5 psf TC Dead Load). C5 #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' outtookers #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. 0.--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' S Attach 'L' braces with 10d(0.128'x3.0' min)nails. About 11 J DE For Cl) 'L' brace' space nails at 2' ac. P 1 In 18' end zones and 4' o.c, between zones. Diagonal brace opitoa �'°` *4110• C2) 'L' braces. space mals at 3' os. T In IB' end zones and 6' ac. between zones. vertical length may be 2' bracing must be a minimum of BOX of web doubled when diagonal 18' i brace Is used. Connect L + 4'� ;B member length diagonal brace for 3358 �� Gable Vertical Plate Sizes at each end Nnx webBr total length Is 14'. � tVertical Lenth No SpikeLess than 4' 0' 1X4 or 2X3 2x4 DF-L N2 or Greater tFnan 4' 0',butbetter dbgonal r 2X4 less than IL' 6' Vertical length shornBaal single 18' 0Greater than 11'6' 3X4 h table above. (as Shawna est _ l 'H 97 n s� 17 (7 d7 f1 'r + Refer to common truss design for 'I' upper ' L U/ U IJ ,(�U L ( U , �'. peak, splice, end•heel plates. Connect diagona at / / / / �onthuous B�arirnp / Refer to the Building Designer for conditions s not addressed by this detail. midpoint of vertical web. 1 Refer to chart above for max �• .aVADIOeie HEAD NW FOLLOW ALL TRACT OI TICS DING1 REF ASCE7-10-GAB12015 .meDieT W AIRGsh 1115 Dl AVDIO To ALL LL NOTCTaa nesINCLUDING TIS:SD=TALlERS. Trines rpid•e ewhame care In fabrkoting.handing,�pYnp ratalDw and bradrn� Refer to and follow the latest earn oP SCSI wog Component Safety Information,by TPI arind SDW for safetyDATE 10/01/14 Vena d chi r.r41 dna sh•D ha 0.vr ttad.ed etructuali"ParreaZnrya=bow chordlAtfiU01. DRWG A12015ENC101014 go shall have a properly attached rigid pilins Location shown for permanent lateral restraint of webs .hell have howled per SCSI sect=n.n or su.az appuo.me• Apply plates to each face of trues aria as eho.m above end on the i o s. Detass,nedess notes oaerw,ee. G L.P Refer to 0.a I -z for standard plate positions. OREGON Alpine,at division coraw.nte Inc.ce llwith net be TPI I. for ewem�rydeviation, pin Pram /3 au t4>z°g' m AX. TOT. LD. 60 PSF AN ITV/(3)IAIMNY ties,hobo any Maga to the truss In conformance wkh ANSI/TPI I.or for hansop 'WPM �+ Installation I tracing of trusses. A seal on lids or cover page Voting alis drawing.bklcates acceptance of professionalsole _ 13389 Lakefront Drive d use of this droning M'�ture a lraspoailityy for Me f the Wigshown. DeMe signer �I I iec2• *8eit Tar'' — - Earth City,MO 63045 OLPIND information see this rogeneral notes and these orgo ICC. web skeet MAX. SPACING 24.0'