Loading...
Report 4090 PROF6.615, Ogg aGPNF /0 4 4' 05373PE 4 y 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 J AP 10,20'19 y: sacseals@itwbcg.com A. OFFICECOPY Renews:6/30120/2021 RECEIVED 06/15/2020 •• JUN1520:r Approved plans CiN OF 7t%h shall be on job site. BUILDING D(v�si,c, Site Information: Pagel: Customer: Oregon Truss Job Number: 2006004CIA Job Description: Alexander Alexeev Address: 11590 SW Former St,Tigard,OR 97223 Job Engineering Criteria: Design Code: IRC 2015 IntelllVIEW Version: 20.01.000 JRef#: 1 W W54350014 Wind Standard: ASCE 7-10 Wind Speed(mph): 120 Roof Load(psf): 25.00-7.00-0.00-10.00 Building Type; Closed Floor Load(pst): None This package contains general notes pages,14 truss drawing(s)and 3 detail(s). Item Drawing Number Truss Item Drawing Number Truss 1 167.20.1607.13137 A01 2 167.20.1556.54660 A02 3 167.20.1603.02957 A03 4 167.20.1602.01417 A04 5 167.20.1606.27037 A05 6 167.20.1608.04820 BO1 7 167.20.1557.16473 B02 8 167.20.1557.26213 B03 9 167.20.1557.39220 B04 10 167.20.1602.17137 G01 11 167.20.1601.32933 J01 12 167.20.1601.27680 J02 13 167.20.1558.20007 J03 14 167.20.1601.16787 R01 15 A12015ENC101014 16 GABRST101014 17 GBLLETIN0118 City of Tigard rV S T 2 2-b — a3 Approv d Plans 1 l59 b S1,•) n 111-el S-}- By . Date (i 23 Za2- Printed 6/15/2020 4:08:08 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 AWC. 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 81, B2, B7 and/or B10(Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.org. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re-dried and maintained below 19%or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 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. CL = Certified lumber. Des Ld= total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT= Fire Retardant Treated lumber. FRT-DB= D-Blaze Fire Retardant Treated lumber. FRT-DC= Dricon Fire Retardant Treated lumber. FRT-FP= FirePRO Fire Retardant Treated lumber. FRT-FL= FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. 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. lc= Incised lumber. FJ = Finger Jointed lumber. U#= user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl value. Udefl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, 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(CTL)= maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. 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. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175;www.awc.orq. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043;www.aIoineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601;www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719;www.sbcindustrv.com. Page 3 of 3 SEQN:100694 GABL Ply: 1 Job Number: 2006004CIA Cust:R435 JRef.1WW54350014 T6 FROM:DTP Qly: 1 Alexander Alexeev DrwNo: 167.20.1607,13137 Truss Label: A01 / JAK 06/15/2020 3'7'2 I 5'0'51 11'0"12 + 1T1'3 I 18'6" 22'1'8 3'7'2 1'5"3 50"7 8'0'7 15 3'7-2 I- 7'012 I (TyP� NI3G8 id r 12 51111111111111111 in l 2x -all 111 ifil: '.• . . . ' ..,lil I I I PA I I l I I e.... Flo A I P O N M m3X5(31) sa3X4 es3X4 m3X4 m3X5(81) A 22'1'8 1 T1'12 T10'1 T7"12 79' I T1'12 I 14'11'12 ( 22'1"8 I 29'--I Loading Criteria(par) Wind Criteria Snow Criteria(Pg,Pf In PSF) DeIUCSI Criteria ♦Maximum Reactions(ibs) 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: 7.00 Speed: 120 mph Pf:19.3 Ce:1.0 VERT(LL): 0.084 H 999 240 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.125 H 999 180 B 1502 /- F /- 285 /- BCDL: 10.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.034 N - - L 1502 /- /- I- /285 I- EXP:B Kzt:NA HORZ(TL): 0.050 N - - Wind reactions based on MWFRS Des Ld: 42.00 Mean Height:15.00 ft ( ) NCBCLL:10.00 Code/Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req=1.6 Soffit. 2.00 TUX:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.442 L Brg Width=5.5 Min Req= 1.6 BCDL:6.0 psf Bearings B&L Fcperp=625psi. Load Duration:1.15 MWFRS Parallel Dist:0 to h2 TPI Std: 2014 Max BC CSI: 0.526 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.00 ft Rep Fee:Varies by Ld Case Max Web CSI: 0.532 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FT/RT/PT:6(0)/3(0)/1(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver 20.01.000.0430.20 B-C 449-1903 G-J 427 -394 Lumber Wind C-D 488-2269 J-K 488 -2289 D-G 427-2034 K-L 449 -1939 Top chord 2x6 DF-L 1800f-1.8E Wind loads and reactions based on MWFRS. Bot chord zot D to lord W1, Maximum Sot Chord Forces Per PI fibs) Webs 2x4 DF-L Standard W1,W3,WS,W7, Additional Notes Tens. ) W9 2x6 DF-L 1800f-1.8E; See DWGS A12015ENC101014,GBLLETINO118,& Chords Tens.Comp. Chords Ten Comp. Special Loads GABRST101014 for gable wind bracing and other B-P 1594 -375 0-N 1096 -276 requirements. P-O 1096 -276 N-L 1594 -375 ---(Lumber Dur Fac.=1.15/Plate Dur.Fac=1.15) Brace all exposed vertical surfaces for lateral TC:From 65 plf at -2.0675 to 65 pH at 2.06 wind forces.Anchor theperimeter of exposed Maximum Web Forces Per PlyIbs TC:From 33 plf at 2.l)6 to 33 Of at 20.06 Po ( ) TC:From 65 plf at 20.06 to 65 pif at 24.88 vertical surfaces.All diaphragms,braces,and con- Webs Tens.Comp. Webs Tens. Comp. BC:From 4 pit at -2.75 to 4 plf at 0.00 nections shall be designed by the engineer of record. BC:From 10 plf at 0.00 to 10 plf at 22.13 C-Q 504 -77 G-AC 744 -125 BC:From 4 plf at 22.13to 4 plf at 24.88 Q-T 496 -90 AC-N 503 -31 TC: -28 lb Conc.Load at 2.01,20.12 P-T 503 -31 AC-AF 497 -90 TC: -25 lb Conc.Load at 4.06,6.06,8.06,10.06 T-G 745 •125 AF-K 504 -77 12.06,14.06,16.06,18.06 BC: 32 lb Conc.Load at 2.06,4.06,6.06,8.06 10.06,12.06,14.06,16.06,18.06,20.06 Plating Notes All plates are 1.5X3 except as noted. REO PROFESS Handling stresses not considered for plates. 0•5 G t N FE 1O Loading a 95373PE � y Truss designed to support 1-4-0 top chord outlookers and cladding load not to exceed 3.00 PSF one face and 24.0"span opposite face.Top chard may be notched 1.5'deep X 3.5" at 48"o/c along top edge. OREGON DO NOT OVERCUT.No knots or other lumber 10 20�g defects allowed within 12'of notches.Do not notch 800 in overhang or heel panel,unless specified otherwise. JGSJjl1)A.KE`-\� Bottom chord checked for 10.00 psf non-concurrent Re V0'1�rLULU21 live load. 'WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Oregon Truss *IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 17900 SE Watace Rd. Trusses require extreme care in fabrnsating,handling,shippfxng,ingtalling,and bracing.,Refer toand follow the latest edition of BCSI(Building Dayton OR 97114 Co onent Safety Irrormation,by TPI an8 SBCA)fbr sa�ety racbces nor to performing these a functions. In tellers sh Il.poyide hemporary ( )581-6737 Ext bragper BCSL Uness noted shown se top chord she! hh§a�pa pr edyu attached stnuctlhal sheaf end bo 4h shall Bv@a properly attar id ceiling. Locations shown for rmanent Were restrrint bf webs shall have braacc�rnr19gi1nateiled pe Sl sections ns ts7 or is u ALPINE' gs a li pq����ly tat t ch face o buss and position as shown above and on the Join lUetails, unless notedotherwise. Refer to /s'1LP11 V E ratt�i�igs Z'fbr s�andard plate positions. AlAlpine a division of I Bui n Componrnts Gro Inc.shall not be responsible for any deviation from this drawl an failure to build the µ,,,,me„,„, t s�tcicam nfdorfro ce��odh Altte IfITPI 1otoarnfor ha li shipping,installation and 9brraociingsglttrvus on bib: lag or r I`rM a8 of th��n8rawinp for any structure$tt?te respc,risiM io t relluilIdlrrg Desig6er peetyA SAAA�IS5c.2.PM". The s r&Billty 8801 Folsom Blvd.,Suite 107 • For more information see this job's general notes page and these web sites:ALPINE: www.alpineitw.corn;TPI:wwwtpins!org;SBCA. www.sbcndustry.com:ICC:wwwicsafe.org Sacramento,CA95826 SEON:100696 COMN Ply: 1 Job Number: 2006004CIA Cost.R435 JRef:1WW54350014 Tt FROM: ON: 8 Alexander Alexeev DrwNo: 167.20.1556.54660 Truss Label: A02 / JAK 06/15/2020 5'0"5 11'092 17'1"3 22'1"8 I -I 5'0"5 f- 6'01 �� 6'0'7 I- 5'0-5 ax4X7 T %l. X3I.53 D if', E rn 3,1 1ro B F ill A J I H G 7-T3X4(B1) m3X4 ''3X4 a3X4 =3X4(81) 1 22'i•8 1 H-2'9" , I 7'112 I r1a•1 7112 1 2'9"---I 7'112 14'1192 22'1"8 Loading Criteria(pep Wind Criteria Snow Criteria(Pp,Pf In PSF) Defl/CSI Criteria ♦Maximum Reactions fibs) 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: 7.00 Speed: 120 mph PS 19.3 Ce:1.0 VERT(LL): 0.061 J 999 240 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):0.100 J 999 180 B 1133 /- I- /503 /11 /91 BCDL: 10.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.029 H - - F 1133 /- /- /503 /11 I- Des Ld: 42.00 EXP.B Krt.NA HORZ(TL): 0.048 H - - Wind reactions based on MWFRS NC BCLL:10.00 Mean Height:15.0011 Code/Misc Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req= 1.5 Soffit: 2.00 TCDL:4.2 psf Bldg Coda: IRC 2015 Max TC CSI: 0.396 F Brg Width=5.5 Min Req= 1.5 BCDL 6.0 psf Bearings B&F Fcperp=625psi. Load Duration:1.15 MWFRS Parallel Dist:0 to h2 TPI Std: 2014 Max BC CSI: 0.424 Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.0011 Rep Fec:Yes Max Web CSI:0.171 FT/RT/PT:6(0)/3(0)/1(0) Maximum Top Chord Forces Per s) Tens. Loc.from endwall:AnyChords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.01.000.0430.20 B•C 345-1569 0-E 321 -1388 Lumber C-D 321 -1388 E-F 344 -1539 Top chord 2x6 DF-L 1800f-1.8E Bot chord 2(4 DF-L 1800f-1.8E Maximum Bot Chord Forces Per Ply fibs) Webs 2x4 DF-L Standard Chords Tens.Comp. Chords Tens. Comp. Plating Notes B-J 1349 -216 I-H 1017 -121 J-I 1017 -121 H-F 1349 -231 Handling stresses not considered for plates. Loading Maximum Web Forces Per Ply(Ibs) Bottom chord checked for 10.00 psf non-concurrent Webs Tens.Comp. Webs Tens. Comp. live load. J-D 386 -38 D-H 396 -38 Truss designed for unbalanced snow loads. Wind Member design based on both MWFRS and C&C. .cOt PROF`QS Ogg aG1Ne . �O �0,/ 95373PE 9 OREGON GS77N A.4%'\- Renew:A.353321 ""WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!IIAA�/ JJ��LLUULL�� eTN50 "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 179005E Wauaoe Rd. Trusses require extreme care in fe ti li shi Ping,installing and bracing. Refer to and follow the latest edition of BCSI(Building Dayton OR 97114 Comoonenr afety Information,b TPI ar1M'SB ) r s ly practices nor to pert thlese functions Installers shall ide tempura (503)581-8787 F'd braggy Der)CSI Unless noted ol�hherwi top c ord shy proper'yy attached sttrrumctruara sheathing and bottom 4hor al�ve pro erryYY attac led r t c . Locations shown toipe rmanent lateral restraint bf webs shall hav brac(np nstalled per BCSI section Q3,B% or 51 Q, sap lice q��T oIet to each face of truss and position as shown above and on tP{te Joinf Deism, unless noted otherwise. Refer to arawings Z'ibrYatarx�ard pate positions. ALPINE Alpine,a division of ITW Building.Components Group Inc.shell not be responsible for any deviation from this drawl any failure ttoe build �the i(SUtg�Sn iggn��hppi rrfonrynWatice>N ANSI,I PI 1,or for haarndlin siti'Ipooin einsttarlllaattiionnganrd bbrrapciingapnyusseegryp lnatlhoBnihiiigg�ntrga$hw or. The state ty land 06eI of this 9faw�ting for any s ructur I Rla espon 1 1(ty l0►the 6ulidifrg Dea37Wgrf Sapet` N I/TW 1$8C.2.0 t f0 tnlClUre s res S 1 !r A 3 8801 Folsom Blvd.,Suite 707 For more information see this jogs general notes page and these web sites:ALPINE www.elpineitw.wm,TPI:www_tpinstorg;SPCA. www.sbcinduetry.com;IOC:www,iccsafe.org Sacramento,CA 95826 SEQN: 100698 COMN Ply: 1 Job Number: 2006004C1A Gust.R435 JRef.1WW54350014 73 FROM:DTP Qty: 2 Alexander Alezeev DrwNo: 167.20.1603.02957 Truss Label: A03 I JAK 06115/2020 5'0'5 11'0'12 171'3 221-6 f 5'0'5 6'0'7 I 6'0'7 5'0'5 =3X8 T D • 12 - 5 12 1/11.8X3 1.53 to in N it 1to B F A K J H C' �3X4(A1) m3X4 4X5 as3X4 as3X5(A1) I 271.8 i I-21„ I T1 12 1 7101 I rr12 1 2'9•-1 7'1'12 1491'12 22'P8 Loading Criteria(psi) Wind Criteria Snow Criteria(Pg,Pf in PSF) DeNCSI Criteria A Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/S Gravity Non-Gravity TCDL: 7.00 Speed: 120 mph Pt 19.3 Ce:1.0 VERT(LL): 0.046 H 999 240 Loc R+ /R- /Rh /Rw /U /RL BOLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):0.076 H 999 180 K 1196 /- /- /- 23 /- BCOL: 10.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.016 H - - F 1638 /- /- I- /20 I- Des Ld: 42.00 EXP:B Kat:NA HORZ(TL):0.026 H - - Wind reactions based on MWFRS NC Mean Height:15.0011 Code/Miss Criteria CreepFactor:2.0 K Br Width=5.5 Min Re 1.5 Des Ld; :10.00 9 0= TCDL:4.2 psf F B Width=5.5 Min Re 1.7 Soffit: 2.00 BCDL:6.0 psi Bldg Code: IRC 2015 Max TC CSI: 0.208 q= Load Duration:1.15 MWFRS Parallel Dist:0 to h2 TPI Std: 2014 Max BC CSI: 0.578 Bearings K&F Fcperp=625psi. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.314 Members not listed have forces less than 375# n9Maximum Top Chord Forces Per Ply fibs) Loc.from endwall:Any FT/RT/PT:6(0)/3(0)/1(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.01.000.0430.20 B-C 0-1757 D-E 0 -1832 Lumber C-D 0-1560 E-F 0 -2058 Top chord 2x6 DF-L 18001-1.8E Maximum Sot Chord Forces Per PlyIha Bot chord 2x6 DF-L 1800f-1.8E ( ) Webs 2x4 DF-L Standard Chords Tens.Comp. Chords Tens. Comp. Special Loads B-J 1547 0 I-H 1179 0 J-i 1179 0 H-F 1848 0 ----(Lumber Dur.Fac.=1.15 I Plate Dur.Fac.=1.15) TC:From 65 plf at -2.75 to 65 plf at 24.88 Maximum Web Forces Per Ply From 4 pif at -2.75 to 4 plf at 0.00 fibs) ) BC:From 20 pif at 0.00 to 20 plf at 22.13 Webs Tens.Comp. Webs Tens. Comp. BC:From 4plf at 22.13 to 4plf at 24.68 J-D 410 0 D-H 712 0 BC: 567 lb Conc.Load at 19.56 Plating Notes Handling stresses not considered for plates. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind „co PROpL. Wind loads and reactions based on MWFRS. aco �`'G1fve�� /Oy a 03373PE 9 OREGON J `80p 10,203 A �SITN A.KEG\' Renew.al6/ OJ 821 """WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING'llAAf� JJ�I'LLUULLlI1I ore n Truss "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 179 SE Wallace Rd_ Trusses require extreme care in fabr tin handling shi ng inetallin and brad Refer to and fellow the latest edition of SCSI(Building Dayton OR 97114 Con( onent ggaatfaety.Information,b TPIend'6BCA)f0� t� practices odor to perforrmi these rlctiorls Installs sh I� a tem ore (503)581-8737 Ext brae; par BCSI..Unless noted oytherwise t chord sh�a�rhave groRerlpa attached struct I sheathing and bottor�l are�}1orr�stypatp�vrydve 4e attached r Id ceilin . Locations sown foipeeranent lateral restraint bf webs shall rave rate led per BC51 sections B3,67 081 , as appli A 4y bat s cchh fa of truss and position as shown above and on the John-Details, unless note otherwise. Refer to ALPINE drawings .4-Z�r stan�ar�ptate positions. Alpine,a division of ITW Building_Components Gro Inc.shall not be responsible for any deviatio from this drawi any failure to build the �iIn race itl1 fiver-PI 1,or r ha li shi m ,ins Ilatan and braci r on thi d Ida or. ver r�trt�w�nSlca a�c �e � ��e �n�@�ng r ,gp � e�r. �rRe eCt,,llt,r an tie of this ng any tu ure s e respon W irte Bu er A 8801 Folsom Blvd.,Suite 10i - For more information see this lob's general rotes page and these web sites:ALPINE: www.apineilw com;TPI:wxw.tpind.org;SBC4:www.s oindustry.wm;ICC.www.iccsafeorg Sacramento,CA 95828 SEON:100686 SPEC Ply: 1 1 Job Number: 2006004CIA Cust R435 JRef:1WW54350014 T12 FROM:DTP Qly: 1 I Alexander Alexeev DrwNo: 167.20.1802.01417 Truss Label: A04 I JAI( 06/1512020 5'0"5 I 11'0"12 -) 17'2"15 19'6' 5'0"5 6'0"7 6Z3 2'3'1 o4X6 0 T T 2 5 12 �1SX3 111314 M C N a3X6 !, F T rp a .I- 1 1 A et3X4631) et3X4 aa3X4 63X4[151 .l i 19'6' i T1 12 7109 4r4 I--Za- T1.12 I 14'11'12 I 1er `I Loading Criteria(ps1) Wind Criteria Snow Criteria(Pp,Pf In PSF) DeMCSI Criteria ♦Maximum Reactions libs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in hoc L/defl L/# Gravity Non-Gravity TCDL: 7.00 Speed: 120 mph Pt:19.3 Ce:1.0 VERT(LL): 0.039 C 999 240 t-oc R+ 1 R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.083 C 999 180 B 1043 /- /- /465 M3 Co BCDL: 10.00 Risk Category:11 Snow Duration:1.15 HORZ(LL): 0.015 G - - G 809 /- I- /348 /- /- Des Ld: 42.00 EXP.B KZL NA HORZ(TL):0.025 G - - Wind reactions based on MWFRS NCBCLL 10.00 Mean Height:15.00 fl Code/Miss Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req=1.5 Soffit. 2.00 TCDL:4.2 ptf Bldg Code: IRC 2015 Max TC CSI: 0.316 G Brg Width=- Min Req=- BCDL:6.0 psi TPI SW:2014 Max BC CSI: 0.381 Bearing B Fcperp=625psi. Load Ouretion:1.15 MWFRS Parallel Diet:0 to F12Members not listed have forces less than 375# Spacing:24.0" C&C Dist a:3.0011 Rep Fac:Yes Max Web CSI:0.178 Maximum Top Chord Forces Per Ply(it s) Loc.from endwall:Any FT/RT/PT:B(0)/3(0)/1(0) Chords Tens.Comp. Chords Tens. Comp. 0Cpi:0.18 Plate Type(s): WindDuration:1.60 WAVE VIEW Ver:20.01.000.0430.20 B-C 330-1372 D-E 293 -932 Lumber C-D 306-11E3 Top chord 2x6 DF-L 1800f-1.8E Maximum Bot Chord Forces Per PlyIbs Bot chord D to lord W8E Chords Tens.Comp. Chords Tns. Webs 2x4 DF-L Standard W52x4 DF-L#2; Comp. W62x6DF-L1800f-1.BE; B-I 1173 -2E8 H-G 732 -216 Plating Notes I-H 810 -179 Handling stresses not considered for plates. Maximum Web Forces Per Ply(Ibs) Plate Shift Table Webs Tens.Comp. Webs Tens. Comp. JT Plate Lateral Chord JT Plate Lateral Chord I-D 407 -34 E-G 296 -1040 No Size Shift Bite No Size Shift Bite [151 3X4 S 2.25 Loading Bottom chord checked for 10.00 psf non-concurrent live load. Truss designed for unbalanced snow loads. Wind Member design based on both MWFRS and C&C. ��REO PROPS-SS �.5 "G1NFF �O r4 95373PE 45 9 OREGON `tea 10,20`9 A '41477N A.KO'." ReneXsa7�/30l2021 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!1/O� �LVLV ore Truce "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 17swo sE Warece rid Trusses require extreme care in fa lit ha Ii ,sN ng,Inetallin and brad Refer to and follow the!attest edition of SCSI(Budding Dayton OR 97114 Corgponerlf S f ty ormati n,b TPI end S8CndA) e�"�practices ,liar toperfo�r nit these functions. Installe shall provide tam nary (503)56143767 Ext attain per p6c lg Lo atio o t4tL't,top dwr shateral a ptraint prior s,r ctu al sheathing and botttrt giord shaft v,v P"orfro�ar7y atta n d celli g ions s n r�ermenent lot@rah restr i webs b ns ailed per I sedltons or tun as a ipplica qq��y� toea c ce o truss and position as shown above and on the oirl�Detads, un ass noted othetwise. F'tefer ,to ALPINE drevgngs 1 A Z'Por stantard plate positions. Atflpine,a division of ITN Build ng Componen(s Gro, Inc.shall rot be responsible for any deviation from this drawl any failure to build the µn,,, ,,,,„,. II in of rma�lce'indicates act 1 or Tor ha lit d shipping,irlstallatiQnngand bracing russ�stl sei on thl d lrlo or C9ver t )ity ami �se4so�t�rIsna/awing foal any tucere 114iiee Trees!pond s�bl j lofet�len eu�dfi tg esl er perYA1�S ads n, ,own The s 8801 Folsom Blvd.,Suite 10; For more informatron see this job's general notes paps and these web sites:ALPINE:w,W/.eipineitw.wm;TPI: www.tpinst.or9;SBC : ..ww.eboindustry.com;ICC:woo.iorsate.orr Sacramento,CA 95826 SEON:100700 GABL Ply: 1 Job Number: 200600401A Duet:R435 JRef.:1WW54350014 T11 FR OM:DTP Qty: 1 Alexander Alexeev DnvNo: 167.20.1606.27037 Truss Label: A05 / JAK 06115/2020 60'5 9'115 I11'0"2 171"3 I156S 221'SF { '5175 4110 110" 6'0'7 15' 372 F 115'12 I 13a OW) -r r2 4 -r- D fle...51: „.a, CO `� H tom W• >s2x4 _m1 BN, -W6 J III r A er4x5(B1) az3X4 es3X4 as3X4 ao4Xe(B1) K 1 22'1"8 A F--29" I T1"12 I, Tia'l + T1"12 ) 2'9'--.1 7'1'12 14'11"12 221"6 Loading Criteria(psi) Wind Criteria Snow Criteria(Pg,Pr k1 PSF) DelI/CSI Criteria •Maximum Reactions fibs) TCLL: 25.00 Wind Std: ASCE 7.10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in Ix Udefl Ii#t Gravity Non-Gravity TCDL: 7.00 Speed:120 mph PE 19.3 Ce:1.0 VERT(LL): 0.139 D 999 240 Lac R+ /R- /Rh 1 Rw /U I RL BCLL 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):0.205 D 999 180 B 2102 /- I- 1- /38 I- BCDL: 10.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.057 L - - J 2345 1- I- 1- /88 /- 42.00 EXP.B Kzt'NA Des HORZ(TL):0.065 L - - Wind reactions based on MWFRS Des Ld: :10.00 Mean Height:15.00 R Code I Rise Criteria Creep Factor:2.0 B Brg Width=5.5 Min Req=2.2 Soffit: 2.00 TCDL:4.2 psf Bldg Code: IRC 2015 Max TC CSI: 0.916 J Brg Width=5.5 Min Req=2.3 BCDL:6.0 psf Bearings B&J Fcperp=625psi. Load Duration:1.15 MWFRS Parallel Dist:0 to h2 TPI Std:2014 Max BC CSI: 0.B00 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Ld Case Max Web CSI:0.754 Members not listed have forces less than 375# FT/RT/PT:6(0)/3(0)I1(D) Maximum Top Chord Forces Per Ply(On) Loc.from endwall:Any Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver.20.01.000.0430.20 B-C 13-2937 F-H 0 -2902 Lumber Wind C-D 0-2536 H-I 13 -3303 D-E 0-2066 I-J 61 -3214 Top chord 2x6 DF-L 18001-1.8E Wind loads and reactions based on MWFRS. E-F 0-2B70 Bot chord 2x4 DF-L 180of-1.8E B2 2x4 DF-L 2400f-20E; Additional Notes Webs 2x4 DF-L Standard W3,W4,W6, See DWGS Ai2015ENC101014,GBLLETIN0118,& Maximum Bot Chord Forces Per Ply(ibs) WB 2x6 DF-L 1800f-1.8E; GABRST101014 for gable wind bracing and other Chords Tens.Comp. Chords Tens. Comp. Special Loads requirements. B-N 2505 0 M-L 2111 -23 ---(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) Top chord may be notched 1.5'deep X 3.5"periodically NM 2111 -23 L-J 2744 -33 TC:From 65 off at -2.75 to 65 pit at 17.48 along top edge.DO NOT OVERCUT.No knots or other TC:From 33 plf at 17.48 to 33 pfl at 20.06 lumber defects allowed within 12"of notches. Maximum Web Forces Per Ply(ibs) TC:From 65 plf at 20.06 to 65 pif at 24.88 Do not notch in overhang or heel panel,unless Webs Tens.Comp. Webs Tens. Comp. BC:From 4 plf at -2.75 to 4 plf at 0.00 specified otherwise. BC:From 20 Of at 0.00 to 20 plf at 17.48 Brace all exposed vertical surfaces for lateral 0-0 46 -522 R-L 640 0 BC:From 10 plf at 17.48 to 10 ptf at 22.13 wind forces.Anchor the perimeter of exposed 0-R 49 -405 L-V 71 -382 BC:From 4 plf at 22.13 to 4 plf at 24.88 vertical surfaces.All diaphragms,braces,and con- E-R 1425 0 W-H 52 -429 TC: 123 lb Conc.Load at 17.48 nections shall be designed by the engineer of record. TC: 60 lb Conc.Load at 18.06 Maximum Gable Forces Per Ply fibs) TC: -28lb Conc.Load at 20.12 Gables Tens.Comp. BC: 183 lb Conc.Load at 17.48 - p• BC: 35 lb Conc.Load at 18.06 q.q BC: 32 lb Conc.Load at 20.06 6)PROF Bra all exposed vertical surfaces for lateral ��R FSS wind forces.Anchor the perimeter of exposed Plating Notes `pj G 1 N E 13 vertical surfaces.All diaphragms,braces,and con- All plates are 1.5X3 except as noted. C9 4,7 F,Q y nections shall be designed by the engineer of record. W 95373PE 9 Handling stresses not considered for plates. p Loading Truss designed to support 2-0-0 top chord outlookers and cladding load not to exceed 3.00 PSF one face OREGON and 24.0"span opposite face.Top chord must not be , to 2019 1 cut or notched,unless specified otherwise. Bottom chord checked for 10.00 psf non-concurrent A.K live load. Ke lr�aeqfil/L 6�/�Up 21 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Ore.:. Truss *IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 17-1.SE Waite=Rd. Trusses recite extreme care in fab,)rIt�ali hondii ahi pl installi and bracing..Refer to end follow theI edition of BCSI(Building Dayton OR 97114 Crompone fely. aorrmafgn,b T0P1 and 5B A) o'r a�e<ty practoices par ppeerrforrm these and Instaalllerssshh l(pr�vflolefltempoorra (50315s1a7a7 Ext attac'lasdprr ce lira Locatss ionsoshown forrtpermarent laterraal restraint Of webs shall hacve racgrsl IiVeHed pere 9Gc1 .sections y1vtl� op r B1 �� all giicaag8 ,e I of T to ch fa of t ass and position as shown above and on the Joint-Details, unless noted otherwise. Refer to ALPINE tlreaW ni gs 60R-Z'�rdantlard p(Me pos�'ons. /"''1.._r Alpine,a division of ITN/BuildinaComponents Gr up In shall not be res onsible for any deviation from this drawipg an failure to build the µ,,,,,c,,,,,,,,, truss in mnfarmance w ANSI PI 1,or for ha h n.sham'ne installer'oFn andf sbrraociinsgMoff trusser seM[ on this d 8rs'Any co sstln8 this pit 1rsh In gates a ycaWance )NOtsp�n [igj7giOVIAuildlfrg eiglfer�per ANS 7 g�-y o�on The a rl b(((ty 8601 Folsom Blvd.,sane 107 lino sa of this ai In n for an stltance s the res bimy B - For more information see this iob's general rotes page and these web sites:ALPINE: www.alpinexw.mm;TPI: wvw.tpinet.org;SBCA: %wesbcindustrycom.ICC:%ww.iccedfe.om Sacramento,CA 95826 SEON:100675 GABL Ply: 1 Job Number: 2006004CIA Cost R 435 JRer:1WW54350014 T13 ' FROM: City: 1 Alexander Alexeav DiwNo: 167.20.1608.04820 Truss Label: 601 / JAK 06/15/2020 3 -2 8'8'8 13'9"14 17'S" 3r2 I 5'VG I BPS I 3T'2 I 8'0"8 i 1.4H (TYP) M3X7fR1) FFi T I3 [ 2 gr a•ZX4 . I say e C o B W1 W3 J A L K w3X4(131) 1i231(4 re3X4(61) - r 1T5" i I..-25„ 1 TS -17'5" 2'9'--Ai Loading Criteria(pet) Wind Criteria Snow Criteria(Pg,Ptin PSI") Dell/CSI Criteria ♦Maximum Reactions fibs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in toc Udee lie Gravity Non-Gravity TCDL: 7.00 Speed:120 mph Pf:19.3 Ce:1.0 VERT(LL): 0.047 H 999 240 Loc R+ /R- /Rh /Rw /U /RL BCLL 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):0.071 H 999 180 B 1028 /- /- /- /237 /- BCDL: 10.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.017 L - - J 1028 /- I- /- /237 /- Des Ld: 42.E EXP:B Kzt:NA HORZ(TL):0.1326 L - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:15.00 ft TCDL:6.0psf Code I Misc Criteria Creep Factor:2.0 B Brg Width=3.5 Min Reg=1.5 J B Width=3.5 Min to 1.5 Soffit: 2.00 BCDL:6.0 psf Bldg Code: IRC 2015 Max TC CSI: 0.284 � Reg Load Duration:1.15 MWFRS Parallel Dist:0 to h2 TPI Std: 2014 Max BC CSI: 0.440 Bearings B&J Fcperp=625psi. Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Varies by Id Case Max Web CSI:0.154 Members not listed have forces less than 375# FT/RT/PT:6(0)/3(0)/1(0)ac Maximum Top Chord Forces Per Ply fibs) Loc.from endwall:AnyChords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.01.00C.0430.20 B-C 375-1185 F-I 233 -MI5 Lumber Wind C-F 233 -995 I-J 375 -1165 Top chord 21(6 DF-L 1800f-1.8E got chord 2x4 DF-L 1800f-1.8E Wind loads and reactions based on MWFRS. Maximum Sot Chord Forces Per Ply fibs) Webs 2x4 DF-L Standard W1, Additional Notes Chords Tens.Comp. Chords Tens. Comp. W3 2x6 DF-L 1800f-1.8E; See DWGS A12015ENC101014,GBLLETIN0118,& B-L 971 -312 L-J 971 -312 Special Loads GABRST101014 for gable wind bracing and other requirements. Maximum Web Forces Per Ply fibs) ----IC:(From D6Fad.=1.15!Pieta Du plat Brace all exposed vertical surfaces for lateral Webs Tens.Comp. TC:From 65 plf at -2.0675 to 65 ptf at 5.39 wind forces.Anchor the perimeter of ex TC:From 65 plf at 5.35 to 65 pB at 10.17 vertical surfaces.All diaphragms, s, F-0 378 0 sed TC:From 65 fief at 15.35 to 65 fig at 20.17 braces,and con-BC:From 4 plf at -2.75 to 4 plf at 0.00 nections shall be designed by the engineer of record. BC:From 10'Wet 0.00 to 10 Oat 17.42 BC:From 4 plf at 17.42 to 4 plf at 20.17 TC: -28lb Conc.Load at 2.01,15.41 TC: -25 lb Conc.Load at 4.06,8.06,8.06,9.36 11.35,13.35 BC: 32 lb Conc.Load at 2.08,4.06,6.06,8.06 9.35,11.35,13.35,15.35 Plating Notes All plates are 1.5X3 except as noted. 4_00 PROFSS Handling stresses not considered for plates. 0-9 aG 1 N�cF /O Coding 14 95373PE 9 Truss designed to support 1-0-0 top chord outlookers a and cladding load not to exceed 3.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep X 3.5 at 48"o/c along top edge. OREGON DO NOT OVERCUT.No knots or other lumber defects allowed within 12'of notches.Do not notch ,l,,sap to,2et� A in overhang or heel panel,unless specified otherwise. � ''TIN A Bottom chord checked for 10.00 psf non-concurrent live bad. Rerse iSlee21 "WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! /11f1V Oregon Tmn "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 178005E Wanks Rd russes require extreme care in fa ion , li ,.,sN (Building a OR 97114 et br' hand _ rag,ichoes p and bracing..Refer to rn follow the latest shaion of de t pore (503)581-a787 Oct moonent r�amateon b 'el r1�SB�A� { Y raehces in r t perform terse tayncliorls. Instal* sh�Il'p de hem orery brad�q pqr�<jN ngled pYt�orw�se top calond stl��ll,, ve properlYy aItaehp�edrislruq I sheathing d bottom Rhord shama pgvega I�ro rly attacnad r d cedm9 scahons shown Toi permanent lateral restralrit of webs shall haw lace rctalled per BCoI sections ku or u, qs apppplice qqo��r lates to each face oftruss and position as shown above and on the Jom£Details, unless noted otherwise. Refer to ALPINE" tlraWlhgs 1 A-Z'fbrYwsndard plate pos Lions. Alpine,a division of ITW B ildinp Components Gnuu I shall not be responsible far any deviation from this d wi an failure to build the in rma ce itd AWNSI Pl 1,or for ha lira sr Ir.- e e Ration and brad y� u ylpy ea annQt@hr8�lriggd"raa' ir� or cirr ppg a "n.se d/t ris la Ingator any Se cere foie reespoon�" (� of the�u�Idfi�igo lgr�er per ANSYfP11 iieC.�' @ SLKa�IIIy 8801 Folsom Blvd.,Suite 10; For more information seethisjob'a general Wes 9909 955 these web axes:ALPINE:w.vW.alpineMv.com:TPI:wwv.tpielat.orn:SBCA:nee sbandustry.com:ICC:www.iccsafe.org Sacramento,CA 95826 SEQN:103651 COMN Ply: 1 Job Number: 2096004CIA Cust R 435 JRet:1 W W54350014 T8 FROM: Oty: 4 Alexander Alexeev DnwNo: 107.20.1557.16473 Truss Label: B02 / JAK 06/15/2020 F 8'8"8 _I 1T5" I 8'8"8 8'8"8 t3X7(R1) 12 5 p 95 en 1 a t I B D A F E w3X4(B1) 1112X4 ea3X4(B1) j 1T5" j F-29' I eves see I 2'9,.-I Loading Criteria(psi) Wind Criteria Snow Criteria(Pg,Pf in PSF) DelUCSI Criteria •Maximum Reactions libel TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc L/defl L/A Gravity Non-Gravity TCDL: 7.00 Speed: 120 mph Pf:19.3 Ce:1.0 VERT(LL): 0.027 F 999 240 Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.044 F 999 180 a 933 I. /- 1417 /13 T78 BCDL: 10.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.012 F - - D 933 /- /- /417 /13 /- Dee Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.020 F - - Wind reactions based on MWFRS NCBCLL 10.00 Mean Height:15.00 R Code!Misc Criteria Creep Factor:2.0 B 8rg Width=3.5 Min Req= 1.5 TCDL 4.2 lief D Brg Width=3.5 Min Req1.5 Soffit: 2•0 BCOL:6.0 psf Bldg Code: IRC 2015 Max TC CSI: 0.248 = Load Duration:1.15 MWFRS Parallel Dist:0 to h2 TPI Sid:2014 Max BC C81: 0.441 Bearings B&D Fcperp=625ps. RepFac:Yes Max Web CSI:0.149 Members not listed have forces less than 3754 Spacing:24.0" C&C Dist a:3.00 ft Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any FT/RT/PT:6(0)l3(0)/1(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.01.000.0430.20 B-C 232-1015 C-D 233 -1015 Lumber Top chord 2x6 DF-L 1800F1 BE Maximum Bot Chord Forces Per Plypbs) Bot chord 2x4 DF-L 1800T-1.8E Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 DF-L Standard 8-F 833 -76 F-D 833 -76 Plating Notes Handling stresses not considered for plates. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Truss designed for unbalanced snow loads. Wind Member design based on both MWFRS and C&C. is",..sp PROFESS 0•5 aGINF0n /O O 4. 4. 95373PE 'r 9 OREGON .ry `�,P 10.20�9 A -SRN A..�0 R-nex�psisvie21 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!! J LULU Oregon Trues ""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS tomb SE Wallace Rd. Trusses reMquire extrene care in fal tir1g hendlir� shipof inetalbng and bracing Refer to and follow the latest edition of SCSI Building Dayton OR 97114 0 one tfety.In'ormation,by PI and SBCAI TOisafBt YrngdBredicpe fort perform' t {unctions Irrste a shall.pro ate porary 15c3)5s1-e787 ad b a r bcei Lin assL agted ciherwlse,too chord Shallg veeg`rone bfweb all hac�`u l sheathi`naalndd bottom se`dct enslave a o`ramei 0; a e r9 celline ocatirls .1-?tin 1'etrn .v let ral r e as; A as apphce3le. AoaTy plates to each face truss and position as sown above and on tPf1e`JoinCDetails, unless noted otherwise. Refer to ALPINE rawlrgs„6600AA--Z,fbr standard plate positions. Alpine,a di 'lion of ITW Buiidin Components Group Ira.shall not be responsible for any deviation from this dr wi a failure to build the m rmance it ANSI/PI 1 or for h�a ylirmeah' pima ,a installation and bbrrapcfiingglgp trim 8s1A wall on this or covers " i n`Ise s tit t'rs akilil np 'or any s ructureis tPte` re pponbnsidlit�f0f then6urdt De igirrrei gir*SIITPI 1 k.Z. . The sLr[aWllfy NI 8801 Folsom Blvd..Suite 10 • For more information see this ices general notes page and these web sites:ALPINE: www elpineitwoom;TPI.www.1pinst.om.SBC.: www.sbcinduary.corn;ICC:wwu.iccsate.org Sacramento.CA 95826 SEON:100650 COMN Ply: 1 Job Number: 2008004CIA Cust:R436 JRef:1VNN54350014 T9 FROM: (Ly: 1 Alexander Alexeev DrwNo: 167.20.1557.28213 Truss Label: 1303 / JAK 061151020 8,8"8 1T5" I 8'8"8 WWII o4X7(R1) 1- 12 C 5 177" te -v tn tu l B D A E 3X4(61) I92X4 =3X4(B1) A" 17'5" 1 I.-2'9" I 8'8"8 I 8'8"8 I 8'8"8 1 T5" Loading Criteria(pet) Wind Criteria Snow Crlterta(Pg,Pf in PSF) De=SI Criteria A Maximum Reactions(Ms) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl LA Gravity Non-Gravity TCDL: 7.00 Speed: 120 mph Pf:19.3 Ce:1.0 VERT(LL): 0.024 E 999 240 Loc R+ l R- /Rh /Rw l U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):0.039 E 999 180 B 950 I- I- /418 /14 /66 BCOL: 10.00 Risk Category:II Snow Duration:1.15 HORZ(TL): 0.012 E - - 0 725 /- I- /322 I- L Des Ld: 42.00 EXP:B Kzt.NA 0.020 E - - Wind reactions based on MWFRS NCBCLL:10.00 Mean Height:15.00 ft TCDL:4.2 psf Code/Misc Criteria Creep Factor.2.0 B Brg Width=3.5 Min Reg=1.5 D B Width=3.5 Min Re =1.5 Soffit: 2.00 BCDL:6.0 psf Bldg Code: IRC 2015 Max TC CSI: 0.305 r9 q P Bearings B&D Fcperp a 625psi. Load Duration:1.15 MWFRS Parallel Dist:0 to h2 TPI Std: 2014 Max BC CSI: 0.447 Members not listed have forces less than 375R Spacing:24.0" C&C Diet a:3.00 ft Rep Fac:Yes Max Web CSI:0.150 Maximum Top Chord Forces Per Ply(Ibs) Loc.from endwall:Any, FT/RT/PT:6(0)/3(0)/1(0) Chards Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.01.000.0430.20 B-C 271 -1070 C-0 285 -1059 Lumber Top chord 2x6 DF-L 1800f-1.8E Maximum Bot Chord Forces Per PIy(ibs) Bot chord 2x4 OF-L 1800f-1.8E Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 OF-L Standard B-E 886 -175 E-D 6E6 -175 Plating Notes Handling stresses not considered for plates. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Truss designed for unbalanced snow bads. Wind Member design based on both MWFRS and C&C. �Ep PROF,Rtess �0 4'aesss7sa 4. OREGON .h 80a 10,2011 y `" 7171/A.4%\- Rer1oni6lJ/1SOl2aLV21 ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING!W� V oOrerewponn Truss IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS I79gg SE Wallace Rd. Trusses re ire extreme care in fa tin ,h II sM installina,and bracim. Refer toand follow the Isles(editionof PCS!(Building Parton OR 97114 Coonponertl �eety IIrrformatron,by''TPI grr�S�� )foi� ractices tar to peAormi t nct ens. Insta Ir a teri nary (503)5814787 Ext atta per oedi g. rested show i e top drone permanent latefraal a ss�,int webs s ll havebl acan I led bottom 4g100 1� v%�{oroMe; eaecnea r d t ill ocatlorls theewn .topcd slateral e i we s shot have raci n @ ed per 8C51 Ions��33 or u, �s a pli my ates to each face of truss and position as shown above and on the Join Details, unless note otherwise. Refer to revSings A•Z'fbi' anasrdplatepaamons. 1LPINE AtI ire,a division of ITW B�A1'td�irr��omporuMs Group Inc,shall not be responsible for any deviation from this drawlnp�any failure to build the maw:D"nvn 1 in rmerrc,wit ANSI 11, a ton ha lien s ircr mst�llatan and braciR/b1 trussesrl pal on thl draW111e or vex pa0r&llty nu s 11 Is0, tnls a indicates c artce rdlespo ns� of tFtrie�u�I g DK' I B role or��e des�pn SttOW1l aorta .1 se this Faw anyreactors s res ( g g perYANSUTPI 7 880.2. 8801 Folsom Blvd.,Suite 10i • For more information see this job's general notes page and these web aitee, ALPINE:w.wi.alpmettw.com:TPI:wxw.tpinat.org;nnm bCinduetry Cam;ICC:www.iocsare.org Sacramento,CA 95826 SEQN:100652 COMN Ply: 1 Job Number: 2006004CIA Cust:R435 JRef:1WW54350014 T10 FROM: Qty: 1 Alexander Alexeev OrwNo: 167.20.1557.39220 Truss Label: 804 / JAK 06/15/2020 8'8'8 I 175 "I I 8'8-8 81311 /4X71R1) _ ICC, _ 12 5 p in e v M rn B D T f A =3X4(B1) 1112X4 =03%4(B1) — A 175" j 1.---29" I 8'8"B I B'8"8 "I '6" B'8"8 17 Loading Crlterla(peg Wind Criteria Snow Criteria(Pg,Pf in PSF) Deli/CSI Criteria •Maximum Reactions(lb.) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udell lig Gravity Non-Gravity TCDL: 7.00 Speed: 120 mph Pt 19.3 Ce:1.0 VERT(LL): 0.023 E 999 240 Lac R+ /R- /Rh /Rw /U I RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):0.039 E 999 180 B 951 /- I- /419 /14 /66 BCDL: 10.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.012 E - - D 724 /- I- /322 /- /- Des Ld: 42.00 Fes.B Kzt:NA HORZ(TL):0.020 E - - Wind reactions based on MWFRS NCBCLL 1D 00 Mean Height:15.00 ft TCDL:4.2 psf Code/MinCriteria Creep Factor:2.0 B Brg Width=5.5 Min Reg=1.5 D BrgWidth=- Min Reg Soffit: 2.00 BCDL:6.0 psf Bldg Code: IRC 2015 Max TC CSI: 0.307 Bearing B F _- Load Duration:1.15TPI Std: 2014 Max BC CSI: 0.447rP=625ps1. MWFRS Parallel Dist:0 to h2 Members not listed have forces less than 3751f Spacing:24.0" C&C Dist a:3.00 ft Rep Fee:Yes Max Web CSI:0.150 Maximum Top Chord Farces Per Ply(Ibs) Loc.from endwall:Any FT/RT/PT:6(0)/3(0)I1(0) Chords Tens.Comp. Chords Tens. Comp. GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.01.00C.0430.20 B-C 271 -1073 C-D 266 -1062 Lumber Top chord N6 DF-L 1800f-1.8E Maximum Sot Chord Forces Per Ply fibs) Bot chord 2t4 DF-L 1800f-1.8E Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 DF-L Standard B-E 889 -176 E-D 889 -176 Plating Notes Handling stresses not considered for plates. Loading Bottom chord checked for 10.00 pet non-concurrent live load. Truss designed for unbalanced snow loads. Wind Member design based on both MWFRS and C&C. ���EO PROFESS SO:1 aGIN(;F �O 4. ad 95373PE 4' it ,r/ e) OREGON J 41,10.2646 y A. Renerelt ti ffia21 ""WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! JIIWWLLVV oorere0000nn "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 17900SEweaee Rd. Trusses require extreme care in fa ndg typing,installing.end bracing. Refer toand follow the latest edition of SCSI(Buildi Dayton OR 97114 ornponeM ty r ormatron,b TIP arld'Sf CA) ci � racfices Wort pertahling these Actions. Installs al�'pr de terhpora Y ( )581-8�87 Ext braafg per) UN s noted o ierwise top clwrdall have orroged attac str m/r§I sheaf INFO bottom Installer; army or Q atta r d di ocations own r permanentlateral re r int (webs al have bracing I ed per roOB as ap licaSgla.c�Ap�Ty ates to each fa of truss and position as shown above and on the Joint-Det s, unless noted othervnse, Refer to drawinigs'60A-Z"ibr. andard plate positions. ALPINE' Alpine,a division of ITW B 'Id'n mpon rds Group Inc.shell not be responsible for any deviation from this drawinganyfailure to build the An SWONPwr t 0gs in conforramyslncye�Prtdn �1e5(�I�PI�1,barnor ha lint,shi my instrliaattlonnganryd bracicinial{atryus sp geatlhoendt�hiifpd�rrag}vlrg or%Tr pie aspn9 t 11 is d thlsna'fe44 for any srructucfe Is flleerraa8�nsi ?Of trle Buf1di11Q OaflgrfeSepeeryArlOVsllTPl 1 Sae.2nOWh. The volubility tf801 Folsom Blvd.,Suite 10-' Formoreie Ofnfdnation see this job's general notes paps and these wen sites.ALPINE: uwiw alpineitw.com;TPI:swnvtpinst.org.SBCA.vww.ebcindusry.wm;ICC:wxvr.iccsafe.org Sacramento.CA 95826 SEQN:100671 FLAT Ply: 1 Job Number: 2006004CIA Cost:R435 JRef1WW54350014 T16 FROM:DTP Qty: 1 Alexander Alexeev O wNo: 167.20.162.17137 Truss Label: G0t I JAK 06/15(2020 =3X4 III 1.5X3 I .- i-i D 111.5X3 =3X4 C r 3108 h 3108 si 3'10"8 Loading Criteria(pal) Wind Criteria Snow Criteria(Pg,Pf In PSF) Defl1C81 Criteria ♦Maximum Reactions(Ws) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in too Weft L1# Gravity Non-Gravity TCDL: 7.00 Speed: 120 mph Pf:19.3 Ce:1.0 VERT(LL): 0.000 B 999 240 Loc R+ /R- !Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):0.000 B 999 180 D 567 /. I_ /4 /- I- BCDL: 10.00 Risk Category:II Snow Duration:1.15 HORZ(TL):-0.000 B - - C 567 /- I- /4 /- /- Des Ld: 42.00 EXP:B Kzt:NA HORZ(TL):0.000 B - - Wind reactions based on MWFRS Mean Height:15.00ft D Br Width=- Min NCBCLL: 10.00 TCDL:4.2 psf Code!Mist Criteria Creep Factor:2.0 9Req=- Safft 2.00 Bldg Code: IRC 2015 Max TC CSI: 0.189 C Brg Width=- Min Req=- BWF 6.0 psfMembers not listed have forces less than 375# Load Duration:1.15 MWFRS Parallel Dist:0 to h/2 TPI Std:2014 Max BC CSI: 0.593 Spacing:24.0" C&C Dist a:3.00 ft Rep Fac:Vanes by Ld Case Max Web CSI:0.081 Loc.from endwall:Any FT/RT/PT:6(0)/3(0)/1(0) GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.01.000.0430.20 Lumber Top chord 2x4 DF-L 1800f-1.8E Bot chord 2x6 DF-L 1800f-1.8E Webs 2x4 DF-L Standard Special Loads --(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 64 plf at 0.00 to 64 Of at 3.88 BC:From 20 plf at 0.00 to 20 plf at 3.88 BC: 809 lb Conc.Load at 1.94 Plating Notes Handling stresses not considered for plates. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Puffins The TC of this truss shall be braced with attached PR spans at 24"oc in lieu of structural sheathing. 4"Q,ED Oiled. Wind 0 4,eat'')NF04' >pZ Wind loads and reactions based on MWFRS. rY 95973PE Additional Notes Truss must be installed as shown with top chord up. OREGON Renomit1��LLUULLUU3d/2e21 "'WARNING'* READ AND FOLLOW ALL NOTES ON THIS DRAWING!llllbbl� Oregon Truss "'IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 17900 SE Wallace Rd. Trusses require extreme care in fabricating,handli shi ping,installing and bracing..Refer to and follow the latest edition of CSI(Building Dayton OR 97114 ColgDonenf faty nfoormat on,by�TPI and SBCA)kr safpety pactices prior tq parlor nnA these functions Installerg sh I'prpvde temporary (sal)561-8787 Ext braaha Orr pc:5i Unless ngted o rown$e,top chord stall have properly woos ad shucve b sheaf iitgaalnd bottom 10 @nall havfl,pro�elrly attar a1gped ceefi T tiecatlons s(town ror rmanem atgral reslralnt Df w bs shell have brats CDnxil led per BC s�bons 93 B or u, �s eappl�itet5l . qo� at to ch�ce,Ile and position as shown a ove and on the Join etai s, unless noted otherwise. Rater to re m s1116n0uA-Z'fbtysFannard ate sitions. ALPINE- Alf6,a division of ITVy B Rein Components Group Inc.shall not be response le for any eviation from this drawl an failure to build the Pymtphlpsnfgprrpmya7ncga �rJhI�A�(1aSgI�PI ip,orr for hgafndplin�,shippin�y in Ileti ngen��ggbrpapclitn8gl lttryuaggplggg�gy}qra(Iilogndt�hgl�gp��rggtrylr�pof�pverpipe ""'"J°""""Y Iuse or tniSnglaw ng f'w any astnrCtuare is theeressporlsibl1M� nBUIid1Ag siglfer per ANSIITPI i egil oWh. The W nadllty 8801 Folsom Blvd.,Suite 10; • For more information see this job's general notes page and these websrtes:ALPINE. www.alpinetwcom.TPI:www.ipna.org-SBCA:wwu.ebcindustrycorn;ICC:wxw.iccsafe.org Sacramento,CA 95826 • SEON:99681 EJAC Ply: 1 Job Number: 2006004CIA Cost:R435 JRer.1WW54350014 T4 ' FROM: Oty: 19 Alexander Alexeev DmiNo: 16720.1601.32933 Truss Label: J01 I JAK 06/15/2020 C 12 T 5 � B 00 rn --f CV A D 3X4(B1) 2rgrr ( 2' H 2 Loading Criteria(pet) Wind Criteria Snow Criteria(Pg,P1 in PSF) DehiC8l Criteria A Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl L/# Gravity Non-Gravity TCDL: 7.00 Speed: 120 mph Pf:19.3 Ce:1.0 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BOLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):NA B 440 /- /- /204 /47 /32 BCOL: 10.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.002 D - - 0 32 /- I- 22 /- /- 42.00 EXP:B Kt:NA Des Ld: HORZ(TL):0.002 C - - C - /-85 /- 29 /51 /- Des NC IA. :10.00 Mean Height 15.0011 Code!Min Criteria Creep Factor:2.0 Wind reactions based on MWFRS Soffit: 2.00 TCDL:4.2 psf Bldg Code:1RC 2015 Max TC CSI: 0.176 B Brg Width=5.5 Min Reg= 1.5 BCOL:6.0 psi TPI Std: 2014 Max BC CSI: O.IX31 D Brg Width=1.5 Min Reg=- Load Duration:1.15 MWFRS Parallel Dial:0 to h2 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 g F FT/RT/PT:6(0)/3(0)/1(0) ��-�Psi. Loc.from endwaN:Any Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.01.0OC.0430.20 Lumber Top chord 2x6 DF-L 1800f-1.8E Bot chord 2x4 DF-L 1800f-1.8E Plating Notes Handling stresses not considered for plates. Loading Bottom chord checked for 10.00 psf non-concurrent live bad. Wind Member design based on both MWFRS and CBC. Ek PROpS te S Os� 00IN�ct V0 p03373PE S OREGON to�P 10,20t� y N esiA.,3pKyE�LV- Renlg/LU 1 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! O egox Truss "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 17900 SE Wallace Rd. Trusses recite extreme care in fabricating hha8rdlin shi uing,insitalling,end brad Refer to and follow the latest edition of SCSI(Building Dayton OR 97114 Corr( nextfety IM! melon,b4 TPI anti�38ChAl fo(sa safely practices rant rf I t�tase ictrons irtstaileB Shall'prftvde tenhporary (5o315s1.a7s7 Ext byes r noted otherwt op c d she 'rave ro eriy attar s sheath ixto Qna hev73a proRerly attar r d ceilin ocatiorts o n og rmanent lateral restraint ofw bs l to ct r 5sl sons B9 7 ar gtu aas apppp cete poo�V.Dtates t ea face ottruss and position as shown above and on the Joint Details, JPrlfess noted otherwise. Refer to' a ,� drewrhgs fiOA-Zib1'alandardoplate positions. ALPINE Alpine,a division of ITW B sA'Id6(n ,Components Gro Inc.,shall riot be respon le for any deviation from this d wi a Y failure to build the µ,,,,a,.,,,"„, Vtuas iii r�myaflcpe Witdf� { In Pt 1 orornfor Illi?rpli sh1�p^ Innst Illgatiidpn�ga rgbbrratcing.q} >sp;8a�on�h d nd or river woe_Ili Ilan. use of temmd 11)'awing tor any structure is me respoGno siomry of the Building oessl ig er per ANs tits dEs VoWn The sURabl 8801 Folsom Btvd.,Suite 107 For more information see this job's general notes page and these web sites:ALPINE:www.alpineitw.Com'TPI:www.tpinstofg:SECA.vmwsboindusta cony ICC.www.locsafe.org Sacramento,CA 95826 SEQN:99683 EJAC Ply: 1 Job Number: 2008004CIA Oust,R 435 JRe1:1 W W54350014 T2 FROM: Qty: 1 Alexander Alexeev DiwNo: 167.20.181,27680 Truss Label: J02 / JAK 08/15/2020 12 5 (� B 1 A ID T C I i C 3X4(B1) 2' 2' Loading Criteria(psi) Wind Criteria Snow Criteria(Pg,Pf In PSF) DellICSI Criteria A Maximum Reactions pbsl 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: 7.00 Speed 120 mph Pf:19.3 Ce:1.0 VERT(LL):NA Loc R+ /R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):NA A 92 /- /- /43 /- /13 BCDL: 10.00 Risk Category:II Snow Duration:1.15 HORZ(LL):-0.000 C - - C 35 I- 1- /21 1- l- EXP:B Krt:NA HORZ TL:0.000 C - - B 60 1- /- /17 /10 /- Des Ld: 42.00 Mean Height:15.00 ft ( ) Wind reactions based on MWFRS NCBCLL: 10.00 TCDL 4.2 psf Code/Misc Criteria Creep Factor:2.0 Soffit: 2.00 BCDL:6.0 sf Bldg Code: IRC 2015 Max TC CSI: 0.014 A Brg Width=5.5 Min Req= 1.5 P TPI Std: 2014 Max BC CSI: 0.021 C Brg Width=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to tt2 B 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 A Foperp=625psi. Loc.from endwall:My FT/RT/PT:6(0)/3(0)/1(0) Members not listed have forces less than 375e GCpi:0.18 Plate Type(s): Wind Duration:1.60 WAVE VIEW Ver:20.01.000.0430.20 Lumber Top chord 2x6 DF-L 1800f-1.8E Bat chord 2x4 DF-L 1800f-1.8E Plating Notes Handling stresses not considered for plates. Loading Bottom chord checked for 10.00 psi non-concurrent live load. Wind Member design based on both MWFRS and C&C. 41E-OPROp�s d` O4b da1NFF iO to 95373PE 41 a OREGON r7N A.KEG)- Rene iM 21 4"INARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Oregon Truss "IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 179009E Wallace Rd. Trusses require extreme care in fabricating handling shippi ingtalling and bracing Refer to?id follow the latest edition of CSI(Buildi Dayton OR 97114 Corgpnopnpenl gg5 faty nnformation,by TPI end SBCA)forhsal4ty ractices her to ppderfsotrninniit rathese@funations a Instafle bottomoshall,pr de temporalproppedheat nsa tiw . o at s t ch fa of truss and position as shown above and on the�oirl Demos, unless not otherwise. Refer to rav gs lei possi ions. ALPINE Alpine,a division of ITV)/Bu�itd1 Components Group I shell not be reyponsib a for,any eviatio from thisdrawl an failure to build the try i ANSI�Pt I oornfor ha lm sbi l Itatron and bran on "ir� or. ver pas orVaii a'anTar any sstructuurre is theeresp� o 1erWu di f�gges �p n•A b 2.aw�t. 1a s �illtty 8801 Folsom Blvd.,Suite 101 • Fa more information see this job's general notes rage and these web sites:ALPINE:www.alpineitw.com;TPI,www.tpinst.ore;S8CA:www.ebcindustry.com;ICC:www.icosare.org Sacramento,CA 95826 SECiN:100688 EJAC Ply: 1 Job Number: 2006004CIA Gust:R435 JRef.1WW54350014 T7 FROM:DTP City: 1 Alexander Alexeev DrwNo: 107.20.1558.20007 Truss Label: J03 I JAK 06715/2020 12 5 L B `� T A lib T x- ��_" i •►� C 3X4(A1) 2' -I Loading Criteria(pep Wind Criteria Snow Criteria(Pg,Pf in PSF) Defi/CSI Criteria ♦Maximum Reactions(Ws) 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: 7.00 Speed: 120 mph Pf:19.3 Ce:1.0 VERT(LL):NA Loc R+ I R- /Rh /Rw /U /RL BCLL: 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL):NA D 588 I- 1- 17 /- /- BCDL: 10.00 Risk Category:II Snow Duration:1.15 HORZ(LL): 0.001 C - - C 183 I- /- 111 I- 1- Des 42.00 Fes:B Kzt:NA DasLd: HORZ(TL):0.002 C - - B 123 I- 1- I. 17 /- Ld;NCBCLL:10.00 Mean Height:15.00 ft Code 1 Misc Criteria Creep Factor:2.0 Wind reactions based on MWFRS TCDL:4.2 psi BldgCode: IRC 2015 Max TC CSI: 0.065 D Brg Width=5.5 Min Req= 1.5 Soffit: 2.0 BCDL:6.0 psf C Brg Width=1.5 Min Req=- Load Duration:1.15 MWFRS Parallel Dist:0 to h2 TPI Std:2014 Max BC CSI: 0.154 Spacing:24.0" C&C Dist a:3.00 fl Rep Fac:Varies by Ld Case Max Web CSI:0.000 Bean D Fc Brgtperp=5825pei Min Req=- Loc.from endwall:My FT/RT/PT:6(0)13(0)/1(0) Members not listed have forces less than 375# GCpi:0.18 Plate Type(s): Wind Duration:1.6D WAVE VIEW Ver:20.01.00C.0430.20 Lumber Top chord 2x6 DF-L 18001-1.8E Bot chord 2x6 DF-L 1800f-1.8E Special Loads ----(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 65 plf at 0.00 to 65 plf at 2.00 BC:From 20 plf at 0.00 to 20 plf at 2.00 BC: 724 lb Conc.Load at 0.73 Plating Notes Handling stresses not considered for plates. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Wind Wind loads and reactions based on MWFRS. O�5 aO1Neo �O I e5373PE 9 • OREGON 811p10,20 J VS77NN A.yKp .%- 1/01 Ren 7SI1UL1121 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! oregon Huss "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 17900SE Wallace Rd. Trusses require a eme care in fayyy��r satin ,handling shire,installing.and bracing. Refer toand fpitow the latest edition of SCSI(Building Dayton OR 97114 bra gnent Safetyynnormali�n, �l and SBCA for sa�e[y radices rr r thperf rmi these nct 0ns inatalle sh�ll.lxi a tam ors Iso3I581-a7s7 Fin bracefngper I s no ed herwt to ch shag na eoroped a e ed s�rc � ahfla i a d bottor 8na pro e�{� attac r' Id ill �ores s wneoi rmanem lateral rests nt of webs shall hav lose II eill d p tESI sections ,or�10; as ap�"able. yst nit to eac face o truss and posft on as shown above and on the Join Details, Mess noted otherwise. Refer to .41161/4. raven gs A- picot plate positions. A P N E- Alpine,a division of 11W B iIdi mponents Group I shall not be responsible for anydeviation fromthis d Wii 5c failure to build the µ„we„„,. it In n"f�2rmar rigicatNeSSI 'PI e w four hoapdlirkensr(ii�� ginnsgtP�lat n and bracer rtu �u}�onn n n I or. weer s re611fty and Lei lsnBFav'/In for any stnx�ure Is tteie responslbimy offr e�uirc hg Des Ter perA 8801 Folsom Blvd.,Suite 10: For more information see the job'sgenetal miss page and these web sites:ALPINE: waw.alpineitw.com;TPI: wwHtpinat.org;SECA:wmr.sboinduetry.pom;ICC.www.locsafe.org Sacramento,CA 85828 SEQN:99655 CALF Ply: 1 Job Number: 2009004CIA Cust:R435 JRef:1WW54350014 T5 FROM: Qty: 5 Alexander Alexeev DrwNo: 167.20.1601.16787 Truss Label: R01 I JAK 08/15/2020 31011 67 2 , 3'10"11 2'8"7 0\1.5X3 C I 3.54 p 1\11.5X3 B It7 2 to co i tV ►Sa m A e'"= N\1.5X3 1 H 3'10"11 { 6'7"2 H 6'7"2 Loading Criteria(pat) Wind Criteria Snow Criteria(Pg,PI in PSF) Defl/CSI Criteria •Maximum Reactions(Ibs) TCLL: 25.00 Wind Std: ASCE 7-10 Pg:25.0 Ct:1.1 CAT:II PP Deflection in loc Udefl LI# Gravity Non-Gravity TCDL• 7.00 Speed: 120 mph Pt 19.3 Ce:1.0 VERT(LL):0.000 - - 240 Loc R+ /R- /Rh /Rw /U /RL BCLL 0.00 Enclosure:Closed Lu: - Cs:1.00 VERT(CL): 0.000 B 999 180 D 10 I- I- I. /- 4 BCDL: 10.00 Risk Category: Snow Duration:1.15 HORZ(LL):0.000 - - - C - /-4 L /- /- 4 Des Ld: 42.00 EXP.8 Kzt: HORZ(TL):0.000 B - - Wind reactions based on MWFRS NCBCLL:0.00 Mean Height:0.00 ft TCDL:4.2 psf Code/Misc Criteria Creep Factor:2.0 D Brg Width=7.0 Min Reg= 1.5 C B Width=1.5 Min Re Soffit: 2.00 BCDL:6.0 Bldg Code: IRC 2015 Max TC CSI: 0.005 r9 q=- P� Bearing D Fcperp=625psi. Load Duration:1,15 MWFRS Parallel Dist:0 to h2 WI Std: 2014 Max BC CSI: 0.000 RepFec:Yes Max Web CSI:0.000 Members not listed have forces less than 37U Spacing:0.0" C&C Dist a:3.00 ft Loc.from endwall:NA FT/RT/PT:6(0)/3(0)/1(0) GCpi:0.18 Plate Type(s): Wind Duration:0.00 WAVE VIEW Ver:20.01.000.0430.20 Lumber Top chord 2x6 DF-L 1800E-1.8E Bot chord Plating Notes Handling stresses not considered for plates. Additional Notes Shim all supports to solid bearing. Top chord overhangs have been checked only for loads as indicated.Overhangs not checked for man loads or other point loads. Special loads ---(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC:From 1 pif at -3.89 to 1 plf at 2.70 Engineer of record shall approve this design, including all loads,reactions,and connections prior to fabrication.Use of this truss is the responsibility of owner. ��ep PROpSss O`5 00INF� 'O 4. l/4 983r3PE R 9 OREGON Jr,,841,10.2p�9 y _' 7N A.Ke\- RenfrnZa21 "'WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! LLIU) ore..n Truss "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 17 1•SE Wallace Rd. Trusses require edreme care in faW.atirc handlin� shi ping,Installing and bracing. Refer to void follow the latest edition of BCSI(Buildi Dayton OR 97114 Trusses afety reormati n,bTTPI and SEcA) ( practices nor rformi these potions Instal shalforg a ten rarryg ( )581-8TST Ext bract g per CSC Un rroged oinerwrsfe,lop chord shsaal� ve pro�7ed attach s��l shoo a 1 bott�rt141ord gnan ve�;��ro�elFlv atla pp i n lot cel(i ovations s nor anent lateral restr 1nt f webs al racing al per BC51 ebors or U 8s a[lpltcap9�a ,e,� Y ate to each ace of truss and position as shown above and on tthe Joint Details, unless noted otherwise. Refer to �'`� dra fts 160A-Z'Por andard plate positions. ALPINE Alpine,�a division of ITW Bu�,1 ' C mponents Gm, Ino.shall net be responsible for anydeviatio from this d wi[�g'yeylp pfailurdrei+to buuiilldotthe I(sy m4s qrm1yafxe welt A1N �Po 7,or cc�r ha_j 1D esspt�in` 'i lins nu�atgi4n�and psbrp®prllslWltt�� °A n`aShw,7t°r The`s101ility an® se this loco n or anys ru ure s[ res s oT thne t3ull+ifl D�Wnfer ryA� 2. • 8801 Folsom Blvd.,Suite 101 For more information sees this Iob's general notes page and these web sites:ALPINE.www.alpineitw.corn TPI:wvw.toinst.org:SBCA:wwwsbdndustry.com_ICC:www.icwafe.org Sacramento,CA 95826 Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Gr. 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1A0 Or, 100 finis %And Speed, 15' Mean Height, Enclosed, Exposure 0, Kzt o, LOU Gabl2xe Vertical Hrace CO lx4 1' Brace * (1) 2x4 •L' Bran ■ <2) 2x4 'L' Brace et Cl) 2x6 °L' Brace ■ (2) 2x6 'V Bran a Bracing Group Species and Grades. No 1 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 spruerfine_ri 4' O) U S P F s3*2 4' 10'7' 7' 9' 8' 3' 9' 7'7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' e I She ��E.,- 11 .., Stud 4' 7' 7' 8' 8' 2' 9' 7' 9' 11' 11' 5' 11.' 10' 14' 0' 14' 0' 14' 0' L4' 0' Q HF Standard 4' 7' 6' 7' 7' 0' 8' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' • • _ . Sawttwrn Promos 01 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' J a SP 02 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' II' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Stud Standard mr DEL 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' d (LI D F L Stud 4' 8' 7' 0' 7' 5' 9' 3' 9' ll' 11' 5' 11' ll' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 2' 6' 7' 8' 2' 8' 9' 11' 1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' Group B' U *1 / *2 5' 6' 9' 5' 9' 9' 11' 1' ll' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 11en-cY -P _ S P F *3 5' 3' 9' 3' 9' 9' 10' ll' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' n 6 Bb' i- 1..JStud 5' 3' 9' 3' 9' 7' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' 111 13) 0 Standard 5' 3' 8' 1' 8' 7' 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Dour Fe'-Larch *1 5' 9' 9° 6' 9' 10' 11' 3' 11' 8' 13' 4' 13' 10' 14' 0' 14' 0° 14' 0' 14' 0' 01 > g S P 02 5' 6' 9' 5' 9' 9' 11' I' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0° 14' 0' 14' 0' , e2 DEL L *3 5' 5' 8' 6' 9' I' 11' 0' 11' 5' 13' 1' 13' e' 14' 0' 14' 0' 14' 0' 14' 0' PA Q) Stud 5' 5° 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' B' 14' 0' 14' 0' 14' 0' 14' 0° s Ptrhr shall vem and �' r 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 loaretr.Group B _Q 01 / *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.th tlrse_gra/1ef&. 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' U H F' Stud 5' 9' 10' 2' 10' 7' 12' 0° 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Vinci Load deflection criterion is Le24a O _ Standard 5' 9° 9' 4' 9' ll' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0° 14' 0' 14' 0' prayp.wept connections foe 39 p1f over X 01 6' 4' 10' 6' 10' 10' 12' 4' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' corteWas beart.a<3 psi It Deed Lonna, 6 s S P *2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gabler and aaxpports load frow 4'0' artlaokers 03 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 over anp X a--( DEL Stud 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14° 0' 14' 0' 14' 0' 14' 0° 1.4' 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' SYms Abou t Attach 1: braces With IOd<0.128'x3r ne0 calls. 2 NE Far W 1' brace. space noes at r o,c. in 10° end zones end 4' et between zones ! a: Diagonal apq� 31f31Far <2) 1'brazen space news et 3' o.c • In)8' end zones end 6•o,e between mom. vertical length nay be 111411114.._ 2 doubled when diagonal brace k used Carrot 1� NE a4'f 7 m1e' rbradrVl m�St be a Mlban of B6C of web dagansl brace for 3350 •L• L ' at each end Has web A�qe ``d Goble Vertical Plate Sixes total length Is 14'. lflE vertical Larobh Nat Wk. 224 BF-L d2 or Les than 4' 0' UX4 or 2X3 better diagonal 'r '� :` Greater then 4' 0', but DX4 Vertical length Woe,, brace, senate !• Ins the,11. 6' in table above. or double art 18' J ; ) Greater then 11°6' 8X4 r 1 (as shard at L�w 1 'I' epper erld ! Q t7 {P t1, : s� •Refer to noes,heel daslprh far 1 V I 'I' peak, splice.and plater. Coeruet .... . at �� ,. , ,..,e0 -. / / Refer to the lice.Dulling plates. er for eondgors M t dpeIr of vertical ta chart b. Refer to above for - length, not a '. .d by this detdL .eRIPIDsaen.Gel Mel MAW ML IOIFS Be na!WAGS t F .aeleanlw RAQII new!want 10 ML WnaACI!!t IIQI®e®ME Xa,r*.t� it !p Q Z REF ASCE7-10-GAB12015 fuses•weir'e moaner owe In febrbt*hadFae d�, and veer tow w e5379PE y o feat t.least admen of ww Waal safray rswftuws1e��y m ter safety 0: DATE 10/01/14 fhbr is p .fen t ter Pu,, . brtue..rru p,a ai yea av lee. Wow iota.d,er'.L..,M d.rd d.0 have vepefly. *d atneaswl lobe Bert loots.elte.e _ dos hare a proverb attdN lowbrow iron far annarnt lawn restraint•f earsDRWG A12015ENC101014 slue twoe,etpN per sew eeo'lifr le.27 et m,aspuss to eodh fwew A. i of Ins br u don weave woe an Yoe Jabot Ibtue.,iiew Defer to b Iia-a far.Halve slat•f�t� OREGON AN alWaole�elrtl' web 'a&croon of Iry fwpa.wt ere.d.a hot be reepurin.Pr dnlaffin Prow 0 aq fallow to bait 9.teas .os,favre dma M0[Rfl I.r for zones*d4Mha, �p t0. y a van ids draft "er mar scene�a snore t eeole o of aafeew.11alliserhe reolleneinerer solely for the /V A.KEG'\' MAX. TOT. LD. 60 PSF A awl on to sew of r aver du�tw. 13389 Lakefront Dare et We*Wag for aloe la the waf�te or SSW. whom,me ond� Renews:6/30/2021 Earth city.m0 ess45 rr ore rferwetxl saw tes.Ia's antral notes wapt and tore we dies Mfwa.w,.sa.lescos y I seatp•retap Maraw�fwaerora MO atdea wee 06/15/2020 MAX. SPACING 24.0e ASCE 7-10: 120 mph, 30' Mean Height, Closed, Exposure C Common Residential Gable End Wind Bracing Requirements - Stiffeners 120 mph, 30ft, Mean Hgt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6' - no stud bracing required 100 mph, 30ft. Mean Hgt, ASCE 7-10, Enclosed, Exp D, or 100 mph, 30ft. Mean Hgt, ASCE 7-10, Part. Enclosed, Exp C, H Greater than 4'6' to 7'6' In length Kzt = 1.00, Wind TC DL=5.0 psf, Wind BC DL=5.0 psf. provide a 2x6 stiffback at mid-height and brace stiffback to roof diaphragm every 6'0' (see detail below or Lateral chord bracing requirements refer to DRWG A12030ENC101014). Top' Continuous roof sheathing Sot! Continuous ceiling diaphragm H Greater than 7'6' to 12'0' max' provide a 2x6 stiffback at mid-height and brace See Engineer's sealed design referencing this detail to roof diaphragm every 4'0' (see detail below or for lumber, plates, and other Information not shown refer to DRWG A12030Et4C101014). on this detail. A( Optional 2x L-reinforcement attached Nails! 10d box or gun (0.128°x3',min) nails, to stiffback with 10d box or gun <0.128' x 3', min.) nails e 6° o.c. I I I/ -111140.0010t11%44ihpip I 2X4 Blocking 45° sheathing and 1•� each truss 111116 ,,`' nailed to � H 111110 ® ® 11 II i a 2X4 DF-L #2 or better diagonal brace. Attach each end ) for 560#r11111 iiiiiiIIi$ki . 1111:11... ontinuous Bearing 2x6 #2 Stiffback attached to each Stud w/ <4) 10d box or gun <0.123' X 3', min.) nails. 0E0 PROFFS esyMe111—MAN All MUM/.u.NA=4 716>1NVPU & �1v 41• .aracrwe9m clwaw ma MAWS m ALL asllwal nc aaTAlwc !c, Z REF GE WHALER b�®,pis aelren.on h refr'beIe6 Meese}�.e�,���eLL..,ad aNa ee err. iN 9317]PE Tr f t W eee.,c esa.,a aeu aup Oe.peee.et ae�q' erreael.e y m mr° $0 rpwv w..1 a DATE 10/01/14 N v ""*. wie.a peoa,aip u..."Cliro asryir"1"sir att"=iInebra iell��se lYis. d_ ..,, .*p d101'A MOLL Iw.. .'I'�'.�IM tMICnItI"ll.l( se .=al .• ... .*$ wwaen..Igen rar c... .,ee uevm re.w.„.. w.... DRWG GABRST101014 �, .�ct�.es sa,sr ar a�,as p.�is ea..d.s.0 .r er...dr ..for a l.e.w. ar.eree u' `.. r,rw '.� Refer e.. IW*-2 f sr.wwre pee.P.r9u.p e, �� OREOON AN■W OM■MNY a �s�e°e�a. h/v es aM*...- —i.aM eeZnot°ti1*,M A IPI�y arf .I, °r.no��'Miypbi `eeA 10,2° A wete9 e r eewe. �� �, MAX. TOT, LD. 60 PSF a sod in vas•s.Y..r cover ��Ruling arl.drew*Y9t9e=ecaple.a M pohaM..I -�!N A. .T rs Por°1F. eMen Ter wreirrd eer PI war rar w ` r Zr Tr ai�r s�9>.4+r n. MCQm� t aas 1338Earth Lakefront 304e --���.w u , mule's �b� p��p.�uea l M efts. Renewp;.8/30[2027 Earn coy,MOEt9045 MPS ** ��e+e ap Vb�1.�%Ll1lV MAX. SPACING Gable Detail For Let-In Verticals Gable Truss Plate Sizes az4 © Refer to appropriate Npine gable elrtnA for minims, plate sizes for vertical studs. Ill 11 elRefer to Engineered truss design for peak, splice, web, and heel plates. a elf gable vertical plates overtop.al a Q if single plate that covers the total area of e the overtopped plates to span the web. i�\I. � Example. 2X4 ��' I: 4 ' 2X4 t 2X8 ' 'T' Reinforcement Attachment Detail 'T• Reinforcing Herber Marker ILAIIIIIII ° Toe-nisi -6 - a End-na l Al _`1 C).Q O0 To convert from 'L' to 'T' reinforcing .ambers. Provide connections for uplift specified on the engineered truss design 1e+t 7 at Mna u by mO sed on appropriate Alpine gable detail). [ Attach each 'T' reinforcing manlier with End Driven Nails. Maximum allowable 'T' reinforced gable vertical 10d Conran (0148'x 3.•,nti) Nags at 4' o.c. plus length Is 14' fran top to bottom chord (4) nails In the top and bettor. chords. 'T' reinforcing manlier material oust match size, Toera&ed Noire specie. and grade of the 'L' relnfordng member, 10d Conran (0.148•x3•,Wr) Toenails at 4• o.c. plus Web Length Increase w/ 'T° Brace', • <4) toenails In the top and bottom chords. 9 'TMir' Rehzef. increa'T• X"" Thkebd,7eto& to be used with the appropriate Alpine gable dera& for ASCE Si I Mrkreeng 111 toad Ex4. 30 X Gable ASCE 7-05 Gable Detail Drawings ea 2x6 ffi X Al 014, A1Pal'w151014, A11015051014, A10015081014, A14015051014, ASCE 7-la lfkd Speed = IEO mph A13030051014, A1E030051014. A110 1014, A10030051014, A14030051014 Mean Roof t . ft, ICrt - LCO Trues ASCE 7-10 L ASCE 7-16 Gable DetaR Drnablps Gable Vertical = 24'tac. SP 13 A11515ENClf0UW. A1201J'EIl 100118, A14013E1 if, A16015ETIC100118, 'T' Rebnforcbg Member Size a 2x4 A1101 11C100a18, AE001�N C10011g. A2001 XI1g, r�013PED/00118, 'T' Brace Increase (From Above) = 30X = 1.30 A11330 JCl00118, A1PD30F?IC100118, A14030E1dL7001l8. A16m0EtC1001L8, CD 2x4 'L' Brace Length = 8' 7' Aieo30EIw700118, A2003�INY00118, A20030PED100118. Madman 'T' Reinforced Gable Vertical Length 511519ENL700118, S1EOl5ENC100118, S1401'. IIda0118, S160aSENCl0D118, 130 x 9' 7' = 11' 2' A18IG00118, S2001 ENC10d18. 32001 118, S2 01 EDl0011g, 51133dF1&100118, S1 O NC100118, 514030E?IC10011.8. 516030 l C1001t8. S111030Et 100l18, S20030ENC1001113, 52003 EN0108U8, S2003W107100112 Cedric See appropriate Alpine gable dirk& for maximum ,erei nporced - I length. sip PRO1ct .,ww ova s falDV ALL Ici EN flee maw - �°r S 'IN6F S aw or tee rOSTM R10 TL R,n * C M NNS ID NJ-m a MUMS WE meaner i. �+, 9s3T3Pe .p 9 REF LET-IN V ERT Trusses roof+*extend are a rebriaab.Imrdseh ain pp,pY header.e ravelRefer to and?oboe the oast.sell/ona KC tsokee C meownt safety werr by iMan. i owl=CA)for safety -• DATE 01/02/2018 * prey to"canoes,"aces Recitals. Peddlers Mel proves tmporarY_sr'da peerttu,'�'_ . tic ow o mn,.es.ten dead ova ma.e fr'Ply attached.aesreal medal&earl deed - DRWG GBLLETIN0118 ..._..,'..,�+ pa&It..a mammy attadre laeaaa ens.,mar pu*rent aterz neaaat kr sir _ pp� at,d rv. „arcked pea b a,.n:as....aps�ira � perm r e.d,foe JJ /� L_o a I l^\11'r� kr temp aw l5, Z w .b..sr.e w ter a..kem betel%also n.a(uBrer.la OREt30N l i'I 1 11 V aL- &.?err awn z f:.a.wa par o.enar. / Alpha.a S. ,on ITV Cngo errs Inc.shed not be responsible for de iaib.frv. g0i9 AN nwcawwNY °a a any fate to PM the we kb°- offmn anh�svm I,t Re''e, o slipping. J sop 70• 4�1 MAX. TOT. LB. 60 PSF hotallsgan A seal on ar°radrs u~me roes.oar Irene Mae aeeset Maas sooepera of R.Aeerd N A.KE 13723 Riverpo,l Drive awirwin ieam,YM Raab,far rile n ran The seatewb end me of IMP dream DUR. FAC. ANY Ion eay a raPmYbr M MP*bealgar per Iddt/Vt l Art Maryland ran mare teOroMen sea ills Jets aea•al roles end Ms web dem Renews: 2l2024 ' rne,y�eea Heights,MO moa3 wale esalpentenwn sew aaaab wry an e.reea?saa 06/15/2020 MAX. SPACING 24,0 FOR OFFICE USE ONLY— SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT Transmittal Letter 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: C(` 61 0 /af�r� DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: 0* doh-a i PAYep� JUN15202D CITY OF TIGARD COMPANY: BUILDING DIVISION PHONE: ,,,c/9- 8.$ -©3 /g B'40 0 RE: /jc9t9 S►.r/F° n�' 7 ; 9�'& J^DO/53 (Site t Number) (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s)of plans. kir Revisions: ed 1 4 S 4 ce 6h ro��L Cross section(s)and details. Wall bracing an or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain):- /� REMARKS: I).P ? p� 1 fI ck.. ifsg �Y i•Ua to-i't g i 1 Pt Lec t L /.J FO OFFICE USE ONLY Routed to •e it Technic' : [p�2'h(Za2o Initials: MA- Fees Due: ; ! Yes No Fee Description. Amount Due: �o I:11 LAEA' f car/Es e o.�.s ems.k $ e5; a_5— Special Instructions: Reprint Permit(per PE): Yes ❑Done Applicant Notified: j,1 IDDate: 7/'/ `'1 U Initials: V - I:1Building\Fonns\TransmittalLetter-Revisions.doc 05/25/2012