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Plans (70)
iv 6-rZO(6 roo5�3c 14o15 s� it (*ci- REcEivErr, DEC 082016 2' CI.` ' AR9 N f--,I I 22' I 10'6" I 516" I ILEIOF G TIOD SIG }-3'--+-4- 10'4" I 21'2" d K II. -Ill 11L- _ ill a? . II! o __ f m II G 'I' II �J ZII4, 0 _ I {a? 11.11111.1111111111111041 - - --------- 19111111111111 Z III �l�z.u.r�.�.l { .m., 1U'I:IJ vi; 1 0 I- i III ' '' i 1 8 nil 1 I � I11 II ., , I� I I N VI f 1 H r8.). -. _ i I �f I It � 1 I _, ._,. N • 4 A3, Ili_ - N { ►,. m D i 1s ii ' IN f immi E2 ISIM FI 1 11 I I II co 111111111§11111I _ II MB i ' i int. _ II &I. cs) J1 II II t J i ii . ... II i I I 9' 1-+ 510" I 6'2" I 17' 12 I 10' -I E -51' I -o ` Customer: FOUR D CONSTRUCTION CO. O > j co O Desc.:LOT 23 MEDALLION MEADOWS m 0-, ADDRESS: gallops z o8 z Designed by: IKE ISAKSON •+ ♦";;>1• 'i Zklr. iN•LSNt'M(+:.rt0N. Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or' 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 'L' Brace 1* (1) 2x4 "L' Brace * (2) 2x4 'L' Brace *lw (1) 2x6 'L' Brace * (2) 2x6 'L' Brace ells Bracing Group Species and Grades, Gable Vertical No S acin Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group AI C p g Spruce-Pine-Fir Hem-Fir S PF #1 / #2 4' 10' 4' 7" 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0" #k / #2 Standard #2 Stud U #3 7' 9' 8' 3' 9' 7' 9' 11' I1' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0" #3 Stud #3 Standard O (- Stud 4' 7' 7' 8' 8' 2' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0" 14' 0' 14' 0' 14' 0' HF Standard 4' 7' 6' 7' 7' 0' 8' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' Douglas Fir-Larch Southern Pine*** 0) #1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 #3 ___J = SP #2 4' 10' -8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Studstud 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' (v DFL Stud 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0" 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 2' 6' 7' 8' 2' 8' 9' 11' 1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' Group B: U #1 / #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' Hen-Fir _ SPF #3 5' 3' 9' 3' 9' 9' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' #1 & Btr U 1 J r Stud 5' 3' 9' 3' 9' 7' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' #1 0 f�l F Standard 5' 3' 8' 1' 8' 7' 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Dou!ias Fir-Larch Southern Pine*ww #1 5' 9' 9' 6' 9' 10' 11' 3' 11' 8' 13' 4' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' 1101131111111 #1 #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' IMMEMMIINEM #2 #3 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0" 1x4 Braces shall be SRB (Stress-Rated Board). 1 D F L Stud 5' 5' 8' 6' 9' 1' I1' 0' 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' p•twwFor 1x4 So. Pine use only Industrial 55 or Standard 5' 3' 7' 6' 8' 0' 10' 0' 10' 9' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0" Industrial 45 Stress-Rated Boards. Group B O #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 S f F #3 5' 9' 10' 2' 10' 7' 12' 0" 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes: U u' Stud 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Wind Load deflection criterion is L/240. O I� Standard 5' 9' 9' 4' 9' 11` 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 35 plf over X #1 6' 4' 10' 6' 10' 10' 12' 4' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load). CS SP #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports toad from 4' 0' outlookers #3 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang, S s�—1 DFL 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' T_1_4' 0' 14' 0' Symm Attach 'L' braces with 10d (0.128'x3.0' min) nails. ` �-/ About re_ ( For (1) 'L' brace' space nails at 2' o.c. l /Gable Truss II ;i in 18' end zones and 4' o.c. between zones, Diagonal brace option 'tel * in (2) 'L' braces: space nails at 3' o.c. T In 18' end zones and 6' o.c. between zones. vertical length may be I s 4� doubled when diagonal 18' * i 'L' bracing must be a minimum of 80% of web brace is used. Connect L r� 4 member length. I diagonal brace for 335# 'L' at each end. Max web Brace4;, Gable Vertical Plate Sizes total length Is 14'. )1()i( Vertical Length No Splice 2x4 DF-L #2 or Li Less than 4' 0' 1X4 or 2X3 { better diagonal T Greater than 4' 0', but 2X4 I less than 11' 6' Vertical length shown brace; single 18' * Greater than 11' 6' 3X In table above. or double cut I 45' (as shown) at L_ 1 I i © + Refer to common truss design for 10 upper end. 0 G 0 1] G- i peak, splice, and heel plates. ' + 'Bearing ` / / / continuous Bearing,.((` ,a `N• / Refer to the Building Designer for conditions Connect diagonal at m �� Refer to chart above for rl• U' - , not addressed by this detail. midpoint of vertical web. ''AA a e*VARNINGiee READ AND FOLLOW ALL NOTES ON THIS DRAWING! V �� � REF ASCE7-10-GAB12015 e■IMPORTANTee FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 4.I� 83294PE Trusses require extreme care in fabricating,handling, shipping,Installing and bracing. Refer to and DATE 10/01/14 follow the latest edition of SCSI (Building Component Safety Information,by TPI and SBCA)for safety /l�r practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord DRWG A12015ENC101014 ,,,, shall have a properly attached rigid ceiling. Locations shown For permanent lateral restraint of webs 11/09/2016 NI_ i shall hove bracing installed per BCSI sections 83, 87 or 810, as applcable. Apply plates to each face//l i {)� 1 of truss andpositionas shownaboveand on theJoint Details,unless noted otherwise. L I Refer to drawings 160A-Z for standard plate positions. OREGON AN ITW COMPANY Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from f�ioQ Tl this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling,shipping, 'W4.4,204 , AX. TOT. LD. 60 PSF Installation&bracing of trusses. LY t A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional S� ` engineering responsibility solely for the design shown. The suitability and use of this drawing a 11 T a for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2, 13381 Lakefront Drive For more information see this job's general nates page and these web sites- Earth City,M063045 ALPINE www.alpineftw.com} TPI: www.tpinst.org;SBCA,www.sbclndustry.org, ICC www.lccsafe.org Renewal 6/30/2018 MAX. SPACING 24.0' ,_.. LR ReHocing vetnber Subs l, i ± L_, Lion T-Reinf orcernent This detail is to be used when a Continuous Lateral Restraint <CLR) Or T-Reinf, is specified on a truss design but an alternative web L-Reinforcement: or reinforcement method is desired. L-Reinf, ,e 4' Apply to either side of web narrow face, ,, Attach with 10d (0.128'x3,0",min) nails , at 6' o,c. Reinforcing member is Notes: a minimum 80Xof web ,. member length. This detail is only applicable for changing the specified CLR ,, shown on single ply sealed designs to T-reinforcement or , L-reinforecement or scab reinforcement, Alternative reinforcement specified in chart below may be conservative. MIMI \ For minimum alternative reinforcement, re-run design with appropriate v reinforcement type. / ` 1 T-Reinf. L-Reinf. Web Member Specified CLR Alternative Reinforecement Scab Reinforcement: Size Restraint T- or L- Reinf, Scab Reinf, 2x3 or 2x4 1 row 2x4 1-2x4 Apply scabs) to wide face of web. 2x3 or 2x4 2 rows 2x6 2-2x4 No more than (1) scab per face. 1111 Attach with 10d (0.128"x3.0",min) nails 2x6 1 row 2x4 1-2x6 at 6" o.c. Reinforcing member is a 2x6 2 rows 2x6 2-2x4()1() minimum 807. of web member length. 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6()fE) Scab Reinf. T-reinforcement, L-reinforcement, or scab reinforcement to be same species and grade or better than web member unless specified otherwise on Engineer's sealed design. O ) Center scab on wide face of web. Apply C1) scab to eachIL face of web. 1111111 aco ��G1NF /Z wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWINGI TC LL PSF REF CLR S u b s t. weINPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 83294PE 9 __ ___^___q_,__ ��_ Trusses require extreme care in Fabricating,handling, shipping,installing and bracing. Refer to and 00/� DL PSF DATE 10/01 14 follow the latest edition of BCSI (Building Component Safety Information, by TN and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. D Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor• B C DL PSF D R W G B R C L B S U B 1014 r-: WA shalt have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 11/09/2016 / , shall have bracing Installed per SCSI sections H3, B7 or 810, as applicable. Apply plates to each face p , 11 [EY g I I of truss and position as shown above and on the Joint Details, unless noted otherwise. (�{��(,ON BC LL PSF L. l II Refer to drawings 160A-Z for standard plate positions. 1/6M 7^TL�' Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation from �� nil- IV = TOT. LD. PSF AN ITW COMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1,or for handling, shipping, Y 14 2 m installation I.bracing of trusse S ' A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional sel�Tao • engineering responsibility solely for the design shown. The sultabRity and use of this drawing 1 D U R, FAC. 13389 Lakefront Drive for any structure Is the responslbalty of the Building Designer per ANSI/TPI 1 Sec,2. Earth Cit MO 63045 For more information see this Job's general notes page and these web sites. Renewal 6/30/2018 SPACING Y' ALPINE, www.alpineitw.comi TPL www.tpinst.orgi SHCA, www.sbcindustry.argj ICC, www.lccsofe.org ASCE 7-10: 120 mph, 30' Mean Height, Close(), Exposure C Common Resioential Gaole Eno Wind Bracing Requirements - Stiffeners 120 mph, 30ft. Mean Hgt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6" - no stud bracing required 100 mph, 30ft, Mean Hgt, ASCE 7-10, Enclosed, Exp D, or 100 mph, 30ft, Mean Hgt, ASCE 7-10, Part. Enclosed, Exp C, H Greater than 4'6" to 7'6" in length Kzt = 1,00, Wind TC DL=5.0 psf, Wind BC DL=5.0 psf. provide a 2x6 stiffback at mid-height and brace stiffback to roof' diaphragm every 6'0" (see detail below or Lateral chord bracing requirements refer to DRWG A12030ENC101014), Top: Continuous roof' sheathing Bot: Continuous ceiling diaphragm H Greater than 7'6" to 12'0" max: provide a 2x6 stiffback at mid-height and brace See Engineer's sealed design referencing this detail to roof' diaphragm every 4'0" (see detail below or for lumber, plates, and other information not shown refer to DRWG A12030ENC101014), on this detail. X Optional 2x L-reinforcement attached Nails: lOd box or gun (0.128"x3",min) nails. to stiffback with 10d box or gun (0128" x 3", min.) nails @ 6" o.c. V. i 1.,11111111111111111111111111111_111111111111111111114% 2X4 Blocking nailed to `� 45° sheathing and 24" Max -.6-- each truss (Typ) t* H1 w 2X4 DF-L #2 H/2 or better diagonal brace. \v/.1-7 Attach each end for 560#, _ X 43 1 ti _ _ _ / / / / g/ / / / / / 2 continuous Bearin - 2x6 #2 Stif f back attached to each BEV PROp,. Stud w/ (4) 10d box or gun (0,123" X 3", min.) nails. ,(� S wWVARNINGI■■READ AND FOLLOW ALL NOTES ON THIS DRAVINGIyr4REF GE WHALER 1111 wwINPORTANTaiw FURNISH THIS DRAWING Ti)ALL CONTRACTORS INCLUDING THE INSTALLERS. 83294PE --- --- Trusses require extreme care in fabricating, handling, shipping,installing and bracing. Refer to and DATE 10/01/14 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SECA) for safety � practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom char DRWG GABRST101014 ---- 1., shall have a properly attached rigid ceiling, Locations shown for permanent lateral restraint of webs _ ,,----„, LI i shall have bracing Installed per BCSI sections B3, B7 or H10,as applicable. Apply plates to each face 11/09/2016 —( �l j I l' of truss and position as shown above and on the Joint Details,unless noted otherwis. lul I Refer to drawings 160A-Z for standard plate positions. 1 ON Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation fromdek AN iTW COMPANY 1 ��VV �� ��UU this drawing,any failure to build the truss in conformance with ANSI/TPI I.or for handling, shipping, `_ �/;y 1426 .,„e, MAX. TOT. LD. 60 PSF installation&bracing of trusse V A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional ss «Ta • 16 engineering responskility solely for the design shown The suitability and use of this drawing Q ■ 13389 Lakefront(hive for any structure Is the responsibility of the Building Designer per ANSI/TPI t Sec.?. Earth City,MO 63045 For more Information see this Job's general notes page and these web sites, Renewal 613012018 MAX. SPACING ALPINE. www.alpineitw.comi TPA www.tpinst,orgi SECA,wwwsbcindustry.org,ICC, www.fccsafe.org CI]a0Le 11) e -ta1L For Let—in Verticals Gable Truss Plate Sizes Syn, ( © Refer to appropriate Alpine gable detail for About minimum plate sizes for vertical studs. +®Refer to Engineered truss design for peak, splice, web, and heel plates. ®If gable vertical plates overlap, use a single plate that covers the total area of the overlapped plates to span the web. •` 5 Gable . 4 2X4 r co © , Vertical ` Example: typ, id % 2X4 IEX8 "T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member L 4 OToe-mail - Or - End-nail 0 ii\ 0 0 1: -0 iii- -if- if- ...., . 22><::: + © 12 To convert from 'L' to 'T' reinforcing members, Provide connections for uplift specified on the engineered truss design. multiply at increase by length (based on appropriate Alpine gable detail). Attach each 'T' reinforcing member with End Driven Nails Maximum allowable "T" reinforced gable vertical 10d 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, Rigid Sheathing Toenalled Nails specie, and grade of the "L' reinforcing member. J 10d Common (0,148'x3',min) Toenails at 4' o.c, plus Web Length Increase w/ "T" Brace 4 Nails X A (4) toenails in the top and bottom chords. '7' Reinf, 'T' ,T, This detail to be used with the appropriate Alpine gable detail for ASCE Mbr. Size Increase Reinforcing wind load. 2x4 30 Member 2x6 20 7. ASCE 7-05 Gable Detail Drawings Example; A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Wind Speed = 120 mph A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Mean Roof Height = 30 ft, Kzt = 1.00 Gable, Nails Gable Vertical = 24'o,c SP #3TrusSpaced At ASCE 7-I0 Gable Detail Drawings 4' o.c. A11515ENC101014, A12015ENC1O1014, A14015ENC101014, A16015ENC101014, 'T' Reinforcing Member Size = 2x4 A18O15ENC101014, A20015ENC101014, A20015END101014, A20015PED101014, 'T' Brace Increase (from Above) = 30% = 1.30 A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014, (1) 2x4 'L' Brace Length = 8' 7' A18030ENC101014, A20030ENC101014, A20030END101014, A20030PED101014 Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2" See appropriate Alpine gable detail for maximum unreinforced gable vertical length. 4 Naffs X Ceiling ���ED PROFSSs> ■SWARNINGIiw READ AND FELLOW ALL RTES UN THIS DRAWING o� 83294PE REF LET-IN VERT wsIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating,handling,shipping,installing and bracing. Refer to and /'I" DATE 1 D/01/14 follow the latest edition of SCSI (Building Component Safety Information,by TPI and SHCA) for safety practices prior to performing these functions, Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord D R W G G B L L E T I N 1014 - - Th, shall have a property attached rigid ceiling. locations shown for permanent lateral restraint of webs 11/09/2016 _� n Ni i shall have bracing Installed per BCSI sections B3, B7 or B10,as applicable. Apply plates to each faceOREGON //iI IIi �,- I 11 of truss and position as shown above and on the Joint Details,unless noted otherwise./� I� ILI I Refer to drawings 160A-T for standard plate positions. p/16 C Alpine, a division of ITN./ Building Components Group Inc. shall not be responsible for any deviation From13 (�LY�4 �� AN ITW COMPANY this drawing,any failure to build the truss In conformance with ANSI/TPI 1,or for handling, shipping, MAX, TOT, LD. 60 PSF Installation IL bracing of trusse f��a r• A seal on this drawing or cover page listing this drawing,indicates acceptance of professional Seel, s e I •. engineering responsibility solely for the design shown. The suitability and use of this drawing D U R. FAC. A N Y for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sec,2, 13389 Lakefront Drive For more information see this Job's general notes page and these web sites• Renewal 6/3012018 MAX. SPACING 24.0" Earth City,MO 63045 ALPINE. www.alpineltw.comi TPD www.tpinst.orgl SBCA. www.sbcindustry.orgi ICC www.lccsafe.org 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 (1) 1x4 'V Brace * (I) 2x4 "L' Brace * (2) 2x4 'L' Brace xw (1) 2x6 'V Brace * (2) 2x6 'V Br-ace * Bracing Group Species and Grades, Gable Vertical No S acin 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: C p g Spruce-Pine-Fir Hem-Fir #1 / #2 4' 7' 4' 4' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0" 14' 0" 14' 0' #1 / #2 Standard #2 Stud lJ #3 7' 2' 7' 8" 9' 1` 9' 5' 10' 10' 11' 4' 14' 0' 14' 0" 14' 0" 14' 0' #3 Stud #3 Standard O u Stud 4' 4' 7' 2" 7' 7' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0" 14' 0' 14' 0' C �I 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 Plne *w Q) #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 stud stud 5 #2 4' 7" 7' 10" 8' 1' 9' 3" 9' 7' 11' 0' 11' 5' 14' 0' 14' 0" 14' 0' 14' 0' Standard Standard #3 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' _ 14' 0" 14' 0' 14' 0' (v D F L Stud 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' d Standard 4' 4' 5' 9" 6' 1' 7' 7' 8' 2' 10' 4' 11' 1' 11' 11' 12' 10' 14' 0' 14' 0' Group 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' Hem-Fir #3 5' 0' 8' 10' 9' 3° 10' 5' 10' 10' 12' 5' 12' 11" 14' 0' 14' 0' 14' 0' 14' 0' #1 & Btr U E J E Stud 5' 0' 8' 9' 9' 2' 10' 5' 10' 10" 12' 5" 12' 11' 14' 0' 14' 0" 14' 0' 14' 0' #1 Q) O f 1 f Standard 5' 0' 7' 6" 8' 0" 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Dou•_las Fir-LarchSouthern Pine*** #1 5' 6' 9' 1' 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' #1 SP #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' 11111=11111 #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 ORB (Stress-Rated Board). Q) DFL Stud 5' 0' 7' 11' 8' S' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0" 14' 0' 14' 0' IaewFor 1x4 So. Pine use only Industrial 55 or Standard 5' 0' 7' 0' 7' 5' 9' 4' 10' 0' 12' 5" 12' 11" 14' 0' 14' 0" 14' 0' 14' 0' Industrial 45 Stress-Rated Boards, Group B #1 / #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 12' 7" 14' 0' 14' 0' 14' 0" 14' 0' 14' 0' values may be used with these grades. O 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: LD U u F Stud 5' 6' 9' 8" 10' 1' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' _ 14' 0" 14' 0' 14' 0' Wind Load deflection criterion is L/240, O r I Standard 5' 6' 8' 8' 9' 3' 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0" 14' 0' Provide uplift connections For 70 plf over X #1 6' 0' 10' 0' 10' 4' 11' 9' 12' 2' 14' 0' 14' 0' 14' 0' 14' 0" 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load). d #2 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 13' 10' 14' 0' 14' 0' 14' 0" 14' 0' 14' 0' Gable end supports load from 4' 0' outtookers P #3 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9" 14' 0° 14' 0' 14' 0" 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. - DFL Stud 5' 8' 9' 2' 9' 9' 11' 6' 12' 0" 13' 9" 14' 0' 14' 0' 14' 0" 14' 0' 14' 0' _ Standard_ 5' 6' 8' 1' 8' 7' 10'_9' _ 11' 6' _ 13' 8' 14' 0' _ 14' 0' _ 14' 0' 14' 0' 14' 0' �Symm -Abouts Attach 'L' braces with lOd (0.128'x3,0" min) nails. )1( For (1) 'L` brace. space nails at 2' o.c, able Truss � ;` � in 18' end zones and 4' o.c. between zones, lb )1 <For (2) "L" braces: space nails at 3' o.c. Diagonal brace option, - In 18' end zones and 6' o.c. between zones. vertical length may be doubled when diagonal 18' A( i �/ at. 'V bracing must be a minimum of 807. of web brace is used. Connect L 1 0 member length. diagonal brace for 385# "L' 71 at each end. Max web I' Brace 41* Gable Vertical Plate Sizes total length Is 14'. L-----______ Vertical Length No Splice 2x4 DF-L #2 or i Less than 4' 0' 1X4 or 2X3 better diagonal F . Greater than 4' 0', but 2X4 I less than 11' 6' Vertical length shown brace; single 18' Greater than 11' 6' 3X In table above. or double cut I 0 45' (as shown) at L_ .� n L: * + Refer to common truss design for ________.---j �}I' upper end. ii 0 9 C U + 'Q u i i : peak, splice, and heel plates. / / / / /ontinuous Bearing `/1105/R0' . / / Refer to the Building Designer for conditions Connect diagonal at not addressed by this detail. midpoint of vertical web. '4."--'4."-- Refer to chart above for r1. �"a ��c I i� �12 r ewWARNINGIwe READ AND FOLLOW ALL NOTES ON THIS DRAWING C.1 ` G V'� REF ASCE7-10-GAB12030 weINPORTANTee FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 83294PE Trusses require extreme care in fabricating,handling, shipping,Installing and bracing. Refer to andDATE 10/01/14 follow the latest edition of SCSI (Building Component Safety Information,by TPI and SBCA)for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise. top chord shall have properly attached structural sheathing and bottom chord DRWG A12030ENC101014 ----... ,m shall hove a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs N , small hove bracing installed per SCSI sections B3, B7 or 510,as applicable, Apply plates to each face11/09/2016 //ti 1) ai I of truss and position as shown above and on the Jdnt Detais,unless noted otherwise. _ j I Refer to drawings 160A-Z for standard plate positions. OREGON Alpine,a division of ITW Building Components Group Inc. shall not be responsible for any deviation from 419/16 �p C AN ITW COMPANY this drawing,any failure to build the truss In conformance with ANSI/TPI I, or for handling, shipping, 13 4 �Y 14'20 0 MAX, TOT, LD. 60 PSE Installation&bracing of trusses. A seal on this drawing or cover pagelisting this drawing,indicates acceptance of professional S 1► engineering responsibility solely for the design shown. The suitability and use of this drawing Sell Tan for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Earth i MO t3045 For more Information see this Job's general notes page and these web sites; MAX, SPACING 24,0" Earth City,MO 63045 ALPINE' www.alpineitw.coni TPI,www.tpinst.org;SBCA'www.sbcindustry.org, ICC. www.iccsafe.org Renewal 6130/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - K2 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bet chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF #2 :W1 2x4 HF Std/Stud: DL=6.0 psf. (a) Continuous lateral restraint equally spaced on member. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 3X54 7-- 1 1 .5X4\\\ 10-0-10 10 0-7-8 __ '' " 9-1-2 T 3X5= 3X5 III 3X5(B2)(R) III l.1 'J 5-6-0 5-9-12 _ I` 7-4-0 3-8-0 312 1"c 11-3-12 Over 2 Supports R=570 W=5.5" R=502 U=54 RL=170/-80 ��°PRo1 Design Crit: IRC2012/TPI-2007(STD) S.s, PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 ." • i d 6N FF ' OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Com nentsofOre on 503 357-7.118 **WARNING!" READ AND IOLlOW AIL NOILS ON IRIS DRAWING! �j Z TC LL 25.0 PSF REF R7175- 78852 ( ) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 83294PE 9 825 N Ave,Cornelius OR 97113te Trusses require extreme rare in fahrlratinn, handling, shipping, installing and nrar.n0. Refer to and follow 00,,.- D L 7.0 PSF DATE 11/09/16 the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSl. Unless noted otherwise, Top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached 00111164, rigid calling, Locations Shawn for permanent lateral restraint of webs shall have bracing installed per BCS! BC D L 10.0 PSF DRW CAU SR7 1 7 5 16314101 Ta sections 83, 87 or 810, as applicable. Apply plates to each face of truss and position as shown above and on 11/09/2016 �(� �^h I I JBC LL 0.0 PSF CA-ENG BFR/GWH ,1'l ' v ( I the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. OREGON EG O N l Alpine, a division of ITN Building Components Group Inc. shall not be responsible for any deviation from this drawing. any railure to build the truss n conformance with ANSI/TPI 1, or for handling, shipping. /� AN ITN COMPANY installation a bracing of trusses. Al, e Qi TOT.LD. 42.0 PSF SEQN— 224070 A seal on this drawl p engineering LY 14,2° drawing or Dover papa listing this drawing, indicates acceptance of professional ag Irlserl s, responsibility solely far the design shown. The suitability and use of this drawing for arstructure is the SS if Ta v DUR.FAC. 1 .15 FROM IKE responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8351 Rosana Circle Sacrcnenlo,CA95828 For martlnformation sac this Jobs general nota page and these web sites. SPACING 24.0" JREF- 1VVN7175Z07 ALPINE. www.alpineiw tw,com; TPI. www.tpinst,org;WTCA: www.sbcindustry.com; ICC: ww.lccsofe.org Renewal 6/30(2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - K1 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II , EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud :W2, W3 2x4 HF #2: DL=6.0 psf. :Lt Wedge 2x4 HF Std/Stud: :Rt Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live design. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5= 1 .5X4\\\ 411 1 .5X4//� 9-9-1 10 T T 10 0-7-8 0-7-8 /rf '•\ T 9-1-2 ' T -- s�' 3X5= 3X5= 3X5= 3X7(84)(R) III 3X7(A2) III L1 .J L1 'J Fc 5-6-0 _l_ 5-5-8 _I_ 5-5-$_ _l 5-6-0 7-4-0 Tl� 7-3-0 7-4-0 10-11-8 10-11-8 1< 21-11-0 Over 2 Supports R=1039 W=5.5" R=1038 W=5.5" RL=188/-188 el) Design Crit: IRC2012/TPI-2007(STD) •Ck' PROFESS PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .04 0 ( 6N�� >p OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oreon 503)357-3118 ...WARN!WI*" HEAD AND MI(Al ALl NDIES UN !HIS DRAWING! l• TC LL 25.0 PSF REF R7175- 78851 825 N 4th Ave,Cornelius OR 97113 ..IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, 4183294PE 41 9 ri Trgaaa requireex.f ems rears on fanrinnhandling,i ng, handling, nhlppinl7, installing and r,ra�.�n�,. refer tn and follow —DL 7,0 PSF DATE 11/09/16 the latest edition ofBCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. installers shall provide temporary brsunny per bCSI. Unless rated otherwise, top chord shall have properly attached structural sheathing and bottom chord shall nave a properly attached C D L 1 0.0 PSF DRW CAU S R 7 1 7 5 16314099 ,041164 rigid telling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI Ta sections B3, B7 or 1310, as applicable. Apply plates to each race of truss any position as shown above and on 1:119/12.10. 16 .4 _,I,o) A ' I ; the Joint Details, unless noted o[herwisn. Hafer to drawings 160A-Z for standard plata positions. '`V1 f EGON BC LL 0.0 PSF CA-ENG BFR/GWR 1 Alpine, a division or ITN Building Components Group Inc. shall not he responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, I� AN ITW COMPANY installation a bracing of trusses. 114 e� TOT.LD. 42.0 PSF SEQN- 224065 A.Nl on this drawing or cover paps listing this drwinp. Indicates acceptance of professional engineering 'ZO 14 AS reeponslblllty solely far the design shown. The suitability and Ise of this drawing far any structure is the SSar9 DUR.FAC 1.15 FROM I KE responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8351 Rocana Circle _ Sacramento,CA 95828 =r morn information,«c this job's general note page and those WC!,5,05: 24.0" J R E F- 1 VVN 7 1 7 5 Z0 7 ALPINE: www.alprneicw,r:om: TPI www.tpinst.oiy: WTCA: www.sbcindustry.com; ICC: www.iccsafe.oiy Renewal 6130120 18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - K ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud :M7, M8, M9 2x4 HF #2: DL=6.0 psf. Truss designed to support 1-0-0 top chord outlookers and cladding load Wind loads and reactions based on MWFRS with additional C&C member not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord design. may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Do not notch in overhang or heel panel. bracing requirements. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5= 8 10 7 0-7-8 0-7-8,4il111I1 !I111111I• TI 3X5(B2)(R) Ill 3X5= 3X5(B2)(R) III L1 'J L1 'J 1_ 10-11-8 _a_ 10-11-8 1 21-11-0 Over 2 Supports R=106 PLF W=12-0-0 R=114 PLF U=8 PLF W=9-11-0 RL=18/-18 PLF Note: All Plates Are 1 .5X4 Except As Shown. ED F PRO PLT TYP. Wave Design Crit: T/RT/2 P(0%)/47(0) D) 16 .01 .Pal, •„ �`ss'r_ OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Com onentsofOre on 503 357-2118 •"WARN INGI•• HIAD AND roller Au NDItS UN IHIN DRAWINGS TC LL 25.0 PSF REF R7175- 78850 825 N 4th Ave,Cornelius OR 97113 P Oregon ( �' ..IMPORTANT" FURNISH THIS DRAM NG TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 83294PE Tru+nen rar,�n ra exrrr:ara in fahrir.arinrl, handling, shipping, 1m-falling And rrac,ng, Refer to n' rnllnw 0...."',0...."' D L 7.0 PSF DATE 11/09/16 the latest edition of 800 BCSI (Building Component Safety Information, by TPI and rTCA) for safety practices prior to perr'urminy Luse renc Liens. Installers shall pr wider terapurary bracing per tu:sl. Unless nuts,,u Urerwrse. r top chord shall have properly attached structural sheathing and bottom chord shall nave a properly attached B C D L 1 0.0 PSF DRW CAU SR 7 1 7 5 16314100 Odilkiik rigid ceiling, Locations shown for permanent lateral restraint of webs shall have bracing installed per BCS 's sections 83, B7 or 810, as applicable. Apply plates to each face or truss and position as shown above arta on 11/09/2016 AR R 1 O)E1 I the Joint Details, unless noted otherwise. Rarer to drawings 160A-2 for standard plate positions.I //�■ , l Alpine, a division of ITN Building Components Group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/GWH drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping. AN ITwawcvoY installation 6 bracing of trusses. RRC• TOT.LD. 42.0 PSF SEQN- 224068 A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering 4 ` 'L Y 14,20� `(/ �/r responsI RIi ty solely ror the design shown. The suI tobii ty and use of this drawing for any structure Is the S Q �` DU R.FAC 1 .15 FROM I K E responsibility lits of the Building Designer pfler per ANSI/TPI , Sac.2. s 4 ff T a r 831"Y.ocena I'v�lt ,;,o went,C.A 05s2; For more information see this job's genual notes page and those web s.tms. SPACING 24.0" JREF- 1 VVN7175Z07 ALPINE: www,alpineitw,com; TPI:www,t.pihst,oig: NTCA:www.shcindustry,com; ICC: www.iccsare,org Renewal 6/30/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - J3 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. R=0 Rw=8 U=6 i� .. 10-2-1 10 1---- `" b 1-5-8 0-7-8 � 49-1-2 _i_ 3X5(62)(R) III R=17 1 ' 1-0-0 Over 3 Supports R=159 U=2 W=5.5" RL=28/-25 Design Crit: IRC2012/TPI-2 X4(0)D) 16.02.x! �¢�Q PRUF�ssi OR/-/1/-/-/R/- Scale =.5"/Ft. PLT TYP. Wave FT/RT=2%(09'0) AA, W., O Truss Components of Oregon (50.3)_357-?118 aaWARNIN6l" READ AND 1011011 ALL ROILS UN IHIs DRAWING! (� "r 2 TC LL 25.0 PSF REF R7175- 78849 Oregon R ...IMPORTANT.' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TIE INSTALLERS. 83294PE 825 N Ave,Cornelius O 9711? 7 Trussew rerlUire extremes cern in fahrrrar.ing, handling, shlppinn, in tallied and braniIt re, Rarer to end follow the latest edition,of BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior y,,•' DL 7.0 PSF DATE 11/09/16 Lu perfurising these function, Ins Lallefs shall pfuelae temporary bracing per BCSI. Unless noted otherwise. top chord shat! have properly attached structural sheathing and bottom chord shall have a properly attached BC DL 10.0 PSF DRW CAUSR7175 16314103 rigid ceiling. Locations shown for permanent lateral restraint of webs shall nave bracing installed per BCS Ts sections B3. B7 0.610, a applicable. Apply plates to each race or truss and position as shown above and on 11/09/20 16 ALL]An f' 1Jn NJ E the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. BC LL 0.0 PSF CA-ENG BFR/GWH �J Alpine, a division of ITN Building Components Group Inc. dull not be responsible for any deviation from this OREGON drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, C TOT.LD. 4 2.0 PSF S EQN- 12817 REV AN ITwco MPANY installation a bracing or trusses. A seal on this drawing or Dover page listing this drawing, indica0s acceptance of professional engineering ie "UCY 14,20°46 (Q - responsibility solely for the design shown. The suitability and use of this drawing for any structure Is the S DU R.FAC. 1 .15 FROM I K E 8?5l Ro aha(.'into reaporelblllty of the Building Designer per ANSI/TPI 1 Sec,2. s II T a h S cramento,CA 95828 For aclre information see this job's general rotes page and thoso web sites: SPACING 24.0" J RE F- 1 VVN 7 1 7 5 Z0 7 A;.PINE: evw.alpineitw,com,: TPI. wew,tpinst,org; WTCA: www.shcindustry.com, ICC: www.iccsafe.org Renewal 6/30/20-18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - J2 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x6 DF-L #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6,0 psf. Special loads Wind loads and reactions based on MWFRS. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 68 plf at 0.00 to 68 plf at 5.75 Right end vertical not exposed to wind pressure. BC- From 10 plf at 0.00 to 10 plf at 5.75 BC- 344.78 lb Conc. Load at 0.06, 2.06, 4.06, 5.71 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 1 .5X4 III AI 5-5-0 0-7-8 milimiiiiiillimiliiiiiiiiiiiiiiiiiiiiiiiidiri @ 9-1-2 1 =•y 1 .5X4111 3X5(81) 3"12 5-5-4 ›.1.,1 5-9-0 Over 2 Supports >1 R=883 U=10 W=5.5" R=946 U=10 Design Crit: IRC2012/TPI-2004(0) D) 16,01 ,►. �R�Q PROF .Ss, OR/-/1/-/-/R/- Scale =.5"/Ft. PLT TYP. Wave FT/RT=2%(0%) �GWJ EF Truss Components of Oregon (503)357-2118 "IrARNINCI'• HEAD AND IULLO1 ALL NDILS ON 'His DRANINGI %' (� 2 TC LL 25.0 PSF REF R7175- 78848 p1 ••IY TANT•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 825 N 4th Ave,-weCornelius U 97 13 83294PE 7 TrrAie6 require extreme care in fnhrlr:aring, handling, ,hipping, installing And brar.,ng, Refer to And follow ',,.. D L 7.0 PSF DATE 11/09/16 the latest edition of BCSI (Building Component Safety Information, by TPI and NTCA) for safety practices prior - to performing these runctronrs. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached BC D L 1 0.0 PSF DRW CAU S R 7 1 7 5 16314096 ,04111164, rigid telling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCS rt ttt Ta sections B3. 07 0 810. as applicable. Apply plates to each face of truss and position as shown above and on 1 1/09r2016 A t' rIi `A ' I ; the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. {I 1J '`V, BC LL 0.0 PSF CA-ENGBFR/GWH I Alpine, a division of ITN Building Components Group Inc. shall not be responsible for any deviation from this OREGON drawing. any failure to build the truss in Conformance with ANSI/TPI 1, or for handling, shipping, AN ITWCOMPANY installation&bracing of trusses. 75 41 ,fs L` TOT.LD. 42.0 PSF SEQN- 224033 A Bea4 l on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering trusses. , 14,200 responsIblllty solely for the design shown. The suitability and the of this drawing for any structure In tho �`� DU R.FAC 1 .15 FROM I K E 8351 Ronan Circle reeponalblllty of the Building Designer per ANSI/TPI 1 Seo.2. S 8ell T a n Sacralnenlo.CA 95828 For.more Information see this Jobs general „Ute,page and thnsc web sites. SPACING 24.0" J R E F- 1 VVN 7 1 7 5 Z0 7 ALPINE www.alpineitw,rom; TPI www.tpinst.org; WITCAr www.sbcindtrstry.com, 1.2, www.rccsofe,org Renewal 6/30/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - J1 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II , EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Right end vertical not exposed to wind pressure. for dead load is 1.50. 1 .5X4 III d 5-5-0 10 0-7-8 , 44 ■■ ., 9-1-2 If -1-- 1 .5X4 ill 3X5(B2)(R) III 1-E-1r. .1 I< 5-5-4 3"12'1'1 I< 5-9-0 Over 2 Supports " I R=328 W=5.5" RL=93/-50 R=253 U=28 �iXEO PROp Design Crit: IRC2012/TPI-2007(STD) �C IXC PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .S' 1 14 F O OR/-/1/-/-/R/- Scale =.375"/Ft. ••WARNING!•' RLAU AND I-0110W ALI.NUILS UN !HIS DRAWING! 83294PE �1TC LL 25.0 PSF REF R7175- 78847 Truss Componentof rugs (503}357-_11R FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 825 N 4th Ave,,Cornelius OR 97113 ••I extremar•• tv- ', Trusses require extrema BCS care in ng Component Safety ll, shipping. y installing endRIC) for s Peyer to AndIce follow r C I L 7.0 PSF DATE 11/09/16 the latest edition of SCSI (Building Component Safety Inrormati on, by TPI and RICA) for safety practices prior Oldilikk,. to per(Laming these l-unnr ctros. Installers shall pruvida temporary bracing per BCS1. Unless holed uttwrwrse, Top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached :C D L 10.0 PS F DRW CAU SR 7 1 7 5 16314097 rigid telling. Locations shown for permanent lateral restraint of webs shall hove bracing Installed per BCS! 11/09/2016 fa' sections 83, 97 or B10. as applicable. Apply plates to each face of truss and position as shown above and o A� ,li )11'`V1 A ' I ; the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. OREGON BC LL 0.0 PSF CA-ENG BFR/GWH ( Alpine, a division of Illi Building Components Group Inc. shall not be responsible for any deviation from this drawing. any failure to build the truss in conformanrs with ANSI/TPI 1, or for nandling, shipping. 111 AN ITW COMPANY natal lotion x bracing of trusses. SLY 14,20°`� 40 TOT.LD. 42.0 PSF SEQN- 224025 A'sal on this drawing or cover page listing this drawing. Indicates acceptance of proM wnslonal engineering COTSS `;a,J responsibility solely for the design shawl. The eultablllty end use of this drawing for any structure le the ell T a 0 " DU R.FAC. 1 .15 FROM I K E responsibility of the Building Designer per AMS!/TF1 1 Ssc.2. 8351 Ro and 1 title Sacramento SS=A mor, information sea this Jobs general rotes Pogo and these web sites: Renewal 6/30/2018 SPACING 24.0" JREF- 1 VVN7175Z07 ALPINt www..Opineitw.com. TPI www.tpinst.org;MTCA www.shcinduorry,com, ICC: www.ieesafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - J ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II , EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. Truss designed to support 1-0-0 top chord outlookers and cladding load Wind loads and reactions based on MWFRS with additional C&C member not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord design. may be notched 1.5" deep X 3.5'i at 48'i o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of Right end vertical not exposed to wind pressure. notches. Do not notch in overhang or heel panel. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Bottom chord checked for 10.00 psf non-concurrent bottom chord live bracing requirements. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. II 10 F i 5-5-0 i i 0-7-8 ■ i i i i �, 9-1-2 / 3X5(62)(R) III L 1 '-DJ l' 5-5-4 3"12 'IJ1 I.E-5-9-0 Over Continuous Support- R=110 PLF U=43 PLF W=5-9-0 RL=53/-10 PLF Note: All Plates Are 1 .5X4 Except As Shown. ,RfGO PROP . Design Crit: IRC2012/TPI-2007(STD) �( PLT TYP. Wave FT/RT=296(0%)/4(0) 16.01 .II� �r�'�Nq.• O, OR/-/1/-/-/R/- Scale =.375x'/Ft. Truss Components ofOregon (503)357-2118 **WARNING!" RIAD ANu FOLLOWAu.Nulls uN ins uHAtINGI 83294PE - TC LL 25.0 PSF REF R7175- 78846 825 N 4th Ave,Cornelius 01/97113 "IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TtE INSTALLERS. Trusses require extrema cars in fahrin:nting, handling, shipping, installing nor,bran!ng. Rarer to and follow a. /0' C...,D L 7.0 PSF DATE 1 1/0 9/1 6 the latest edition of BCSI (Building Component Safety Information, by TPI and'YTCA) for safety practices prior to perferming these (Unction,. Inatellers shall provide temporary bracing per ISGSI. Unless noted otherwise. ._ top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached (� rigid calling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per SCSI 11/09/2016 C DL 10.0 PSF DRW CAUSR7175 16314098 ,4 ,���_y Ts sections B3, B7 B10. as applicable. Apply plates to each face of truss and position as shown above aril on r the Joint Details. unless noted otherwise. Refer to drawings 160A-1 for standard plate positions. OREGON C LL 0.0 PSF CA-ENG BFR/GWH l Alpine, n division or ITw Building Components Group Inc.shall not be responsible for any deviation from this drawing, any failure build the trl�ss in conformance with ANSI/TPI 1, or for handling, shipping,responsibility sanely for the design shown. The suitability aSLY 1q 20� t� TOT.LD. 42.0 PSF S EQN- 224028 AN ITW COMPANY mvu -, etal tat,on a bract, of ssc . 1,,, A seal on this drawing or cover P.R.p.ge listing this drawing, indicates aoceptanos of professional erginasring S respnal use of this drawing for any structure le the s ell Ta "' DU R.FAC. 1 .15 FROM I KE reagens blllty of the Building Designer per ANSI/TPI 1 Sec.2. 8351 Rosana Circle Sacramento,CA 95828 nor more Information sec this job's general ,otos page and those web sites_ Renewal 6/30/2018 SPACING 24.0" JREF- 1VVN7175Z07 ALPINE www.alpinentw.com; TPI. www.tpinst.olg: WTCA:wvwr.shcondustry.com, ICC: www.iccsafe.olg THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - H1) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet. anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Right end vertical not exposed to wind pressure. for dead load is 1.50. 1.5X4 III 1.5X4zz- 3 1 8110.- _ 0-3-14illi A9-0-0 4 T 3X5= 3X5(A1) L1-0-o--wJ 3 12 1-- 6-0-0 _ I 3-8-4 1 10-0-0 Over 2 Supports >1 R=501 W=5.5" R=411 U=4 RL=45 �R Eo PRO Design Crit: IRC2012/TPI-2007(STD) ,C S/ PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .S_' ��j�N Fes. O� OR/-/1/-/-/R/- Scale =.75"/Ft. Truss ComonentsofOre on 503)357-2118 "WARNING!..THIS AND FOLLOW ALL NDIFS O IHIS DRAWING! 83294PE - TC LL 25.0 PSF REF R7175- 78845 pp ••IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TIE INSTALLERS. 823 N 41hAve.Gemellus O 97113 �' Trusses require wof BCS rare in fahrlrpone I, Safety g,Information, installing.aril brfor s, Refer p fn and inline C D L 7.0 PSF DATE 11/09/16 tM latest edition of 8C51 (Building Component Safety {nfornu tion, by TPI arxl RICA) for safety practices prior to...Corm.,these inaction. Installers shell provide temps,rory brooms per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall nave a properly attached L Oillillkhk rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed Per SCSI 11/09/2016 C DL ____ 1 0•0 PSF DRW CAUSR7175 16314030 _ T1 sections 83, 87 or 810, as applicable. Apply plates to each race of truss and position as shown above and on A�L,j—F ' 1 I the Joint Details, unless noted otherwlsa, Refer to drawings'160A-Z for standard plate positions, r/�,■ J ' `V' OREGON C LL 0.0 PSF CA-ENG RTT/RTT Alprre, a divisf on of ITW Building Components Group Inc. shall not be responsible for any deviation from this draw,ng, any failure to build the truss In conformance wit,ANSI/TPI 1. or for Handling, shipping. AN IT"WCOMPANY installotion 6 bracing of trusses. <, `ZCY 14,20°° tq TOT.LD. 42.0 PSF SEQN- 225681 A seal on this drawing or cover page listing this dreering, Indicates acceptance of profeeelonal engineering Q responsibility solely for the design shown. The suitability end use of this m dreas for any structure Is the S V 1I T a o' DU R.FAC. 1 .15 FROM I KE responsibility of the Building Designer per ANSI/TPI 1 Sec,2. 8351 Rolan Circle Sacramento,CA 95828 For more information sec this Jobs general notes pogo and those web sites: Renewal 6/30/2018 SPACING 24.0" JREF- 1VVN7175Z07 ALPINE: www.nlpineitw,eom: TPI www.tpinst,org: WTCA1 www.sboindustry,com, ICC: www,iecsafe,org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - H) Top chord 2x4 HF #2 (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #1&Bet. plot details for special positioning requirements. Webs 2x4 HF Std/Stud 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Truss designed to support 1-0-0 top chord outlookers and cladding load anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC not to exceed 3.00 PSF one face and 24.0'r span opposite face. Top chord DL=6.0 psf. must not be cut or notched. Wind loads and reactions based on MWFRS with additional C&C member See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind design. bracing requirements. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. II II • 1 1 IN ill — Iii 0-3-14 - 111 111 J 4. 9-0-0 i 1.5X4(**) III 4X5= 3X5(A1)EF-2 L-1-0-0-x'1 3"12 6-0-0 I 3-8-4 1 10-0-0 Over 2 Supports "1 R=518 U=121 W=5.5r" R=431 U=102 RL=100 Note: All Plates Are 1 .5X4 Except As Shown. 4.c Le PROFFS Design Crit: IRC2012/TPI-2007(STD) . PLT TYP. Wave FT/RT=2%a(0%D)/4(0) 16.01 .Si' 44 N Ems_6^,iO OR/-/1/-/-/R/- Scale =.75"/Ft. Truss Com nentsofOre on 503)357-2118 .`11ARNINGI•• RIAI1 AND 1-0110,ALL.NOW.;ON IHIS DRAWING! 83294PE 7 TC LL 25.0 PSF REF R7175- 78844 po **IMPORTANT." FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 825 N 4th we,Cornelius O 97113 �rr� Trusses require extreme BCS care In fghCompo en SfetI handling,Information, iysTPIl n,d and rarer ns. Royer to And (prior C D L 7.0 PSF DATE 11/09/16 the latest edition of SCSI (Building Component Safety Inforrroti on, by TPI and NTCA) for safety practices prior DJ peior ming lthesehav lura:irons. tached structural tn shall provide sheath ng and bo bracing per all Unless prey otherwise,acheOillilbh �- top chord shall have properly attached strum ural sheathing arxl bottom chord shall have a properly attached (1 /1 (+ rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI 11/09/2016 +C DL 10.0 PSF DRW CAUSR7175 16314033 fff111 1 Ts sections 93, B7 or B10. as applicable. Apply plates to each face of truss and position as shown above and on A 7f yl I - j t the Joint Details unless orad otherwise. Refer [o drawings 160A-Z for standard Plato positions, s 11L�1u1 �- OREGON .0 LL 0,0 P5F CA-ENG / 1 I Alpine, a division of ire Building Components Croup Inc,shall not be responsible for any deviation from this drawing, any failure to build the truss �n conformance with ANSI/TPI 1, or g, pp for handling, shipping, AN ITW COMPANY instal lotion>1 bracing or trusses. 4 `Zltr 14,20°(tie to TOT.LD. 42.0 PSF SEQN- 225686 A seal on this drawing or cover pegs listing this drawing, Indicates acceptance of professional engineering aT responsibility solely for the design shown. The suitability end use of this drawing for any structure Is the S e II Tao`'` DU R.FAC. 1 .15 FROM IKE 8351 Amami Circleresponsibility of the Building Designer per ANSI/TPI 1 Sec,2. Sacramento.CA 95828 For mores 'nformation awe this job's general notes page and those web sits. Renewal 6/30/2018 SPACING 24.0" JREF- 1 VVN7175Z07 wre ALPINE: w .nlpiltw,com: TPI:www.tpinst,org; WTCA:www,sbcirdustry,com: ICC: www,iccsafe,org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - G2 ) Top chord 2x6 HF #2 2 COMPLETE TRUSSES REQU I RED 1 2 Bot chord 2x8 DF-L SS :B2 2x8 DF-L #2: Webs 2x4 HF Std/Stud :W3 2x4 HF #2: Nail Schedule:0.131"x3", min. nails :Rt Wedge 2x6 HF #2: Top Chord: 1 Row @12.00" o.c. Bot Chord: 2 Rows 4 4.50" o.c. (Each Row) Special loads Webs : 1 Row @ 4" o.c. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Use equal spacing between rows and stagger nails TC- From 68 plf at 0.00 to 68 plf at 10.79 in each row to avoid splitting. TC- From 68 plf at 10.79 to 68 plf at 21.13 4" o.c. spacing of nails perpendicular and parallel to BC- From 10 plf at 0.00 to 10 plf at 21.13 grain required in area over bearings greater than 4" PLB- 1223.65 lb Conc. Load at ( 1.44,18.23), (3.44,18.23), (5.44,18.23) (7.44,18.23), (9.44,18.23), (11.44,18.23), (13.44,18.23), (15.44,18.23) 120 mph wind, 23.68 ft mean hgt, ASCE 7-10, CLOSED bldg, Located (17.44,18.23), (19.44,18.23) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Wind loads and reactions based on MWFRS. 4X8(R) I1I Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 7- 01 1 10 4X8% 4X8�� 10 4e111111111 ' 9-64 15 11111111 I— ' 11 ' 1 0-11-2 18-2-4 B2 .. T 4X12(81)= 3X12111 8X10= 3X12111 6X8(B ) 6X6= F 5-4-0 + 5-4-15 + 5-4-15 + 4-11-10 >� 10-8-15 10-4-9 _{ lc 21-1-8 Over 2 Supports R=7016 U=580 W=5.5" R=6869 U=570 W=5.5" PLT TYP. Wave Design Crit: I FT/ORT 2%(0%)/47( ) D) 16.01 .'e 7R O(ROF�`Si # OR/-/1/-/-/R/- Scale =.25"/Ft. Truss ComponentsofOregon (503)357-2118 "WARNING!•• RLAD AND 10110W ALI.NDILS ON IHIS DRAWING! Z TC LL 25.0 PSF REF R7175- 78843 825 N 4Ave,Cornelius OR 97113 ..IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. /i. g3294PE Trtrssas regrn re extreme rarr. in fahrirating, handl shipping, Boni And omnis., Refer to Arid follow 0000' .1 - D L 7 0 PSF DATE 11/09/16 the latest edition of BCSI (Building Component Safety Information, byy TPI TPI and WTCA) for safety practices prior to par ,rurmrrrg these Junctions. Installers shall provide temporary bracing per BCS1. Unless noted otherwise. top chord shall have properly attaches/structural sheathing and bottom herd shall have a properly attached B C D L 1 0.0 PSF DRW CAUSR 7 1 7 5 16314108 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BC ALP- sections B3, 87 oi-B10. as applicable. Apply plates to each race of truss and position as shown above.and on N Ts i the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. 11/09/2016 wL - //'■ Alpine, a division of ITN Building Component=Group Inc.shall not be responsible for any deviation from OREGON this BC LL 0.0 PSF CA-ENG BFR/GWH drawing, any failure to build the truss �n conformance with ANSI/TPI 1, or for handling, shipping, w AN ITCOMASNY Installation a bracing of trusses. /3 V.- TOT.LD. 42.0 PSF SEQN- 224077 ea A sl on this drawing or cover pegs listing this drawing, Indicates acceptance of professional engineering /_ V(Y 14,2(5*. 0 responsibility solely for the design shown. The suitability end use of this drawing for any structure Is the AI. DU R.FAC. 1 .15 FROM I K E responsibility of the Building Designer per ANSI/TPI 1 Sec,2. 8351 Rovana Circle V s e 1l T a n SacTarnento.CA95828 for more information sic this jobs general rotes page and thea web site=. SPACING 24.0" JREF- 1VVN7175Z07 ALPINE: sww,alpineitw,com: TPI.www,tprnrst,or-g; WTCA: www.sbcindustry.com: ICC: www.iccsare,org ) B)HHLfirliRm7R ` THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - G1 ) Top chord 2x4 HF #2 120 mph wind, 22.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud :W2, W3 2x4 HF #2: DL=6.0 psf. :Lt Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live design. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5= .. -,- -1 � 10 1 .5X4��� 3X5@ 9-6-15 1a n \ / . 1 .5X4 III 0-7-8 /.� .. �1 0-11-2 — .. T 18-2-4 T 3x5= 3X5= 3X5= 4X5= 3X7(B4)(R) III L1 'J 5-2-0 �I_ 5-6-15 _L� 5-8-5y1_ .j 6-7-94-8-4 4 6-11-15 -I` 7-6-0 l_ 10-8-15 ,1_ 10-4-9 ,i 21-1-8 Over 2 Supports R=1001 U=60 W=5.5" R=936 U=45 W=5.5" RL=174/-182 Design Crit: 1 RC2012/TPI-2007(STD) ItED PIROA- PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .►le �1 �� ( F�`sS OR/-/1/-/-/R/- Scale =.25"/Ft. ••WARNI NGI•• RI AD AND FOLLOW ALL NOILS ON IRIS DEWING! w TC LL 25.0 PSF Truss Components of Oregon (503)357-21 l8 "IMPORTANT.. REF R7175- 78842 P/ a FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING'RE INSTALLERS. 825 N 4th Ave.Cornelius OR 97113 ��� 83294PE Trusses require extreme rare in Tehr irnri ny, handling, shipping, installing and bracing. Refer to and follow the latest edition,of BCS, (Building Component Safety Information, by TPI and 11/TCA) for safety practices prior 0.,,,' DL 7.0 PSF DATE 11/09/16 to performing these rurwtnvns. Installers shall Provide temporary lancing per BCSI. Unless rioted ottmrwrse. Oillikbk top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached BC DL 10.0 PSF DRW CAUSR 7 1 7 5 16314105 rigid telling. Locations shown for permanent lateral restraint of webs shalt have bracing installed per BC _ T. sections B3, B7 of B10. es appticabte. Apply plates to each face of truss and position as shown above and on — ) I the Joint Details, unless noted otherwise. Refer to drawings 160A-1 for standard plat°positions. 11/09/20 16 �nUO� I , Alpine, a division of ITN Building Components Group Inc.shall not be responsible for any deviation from this BC LL 0.0 PSF CA-ENG BFR/GWH drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for noodling, shipping. OREGON AN ITW COMPANY installation&bracing of trusses. TOT,LD. 42.0 PSF SEQN- 224072 A seal on this drawing or cover page listing this drawing, Indle.Us acceptance of professional engineering 4, V(,1'14 `j0" �el responsibility solely for the design shown. The suitability and use of this drawing for any structure Is the tr DU R.FAC. 1 .15 FROM I K E 6351 RaanaCircle responsibility of the Building Designer per ANSI/TPI 1 Sec.2. `s a 11 IT a h Sacramento,CA 95828 For more information sec this Jobna s general notes page ad those web sacs: SPACING 24.0" J R E F- 1 VVN 7 1 7 5 Z0 7 ALPINE: www.alpineitw,com; TPI www,tplhst.ony, !RIM wee.sberrdustry,com, ICC: www.iccsofe,org Removal Ando liR THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - G ) Top chord 2x4 HF #2 120 mph wind, 22.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II , EXP B, wind TO DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud :M7, M8, M9 2x4 HF #2: DL=6.0 psf. Truss designed to support 1-0-0 top chord outlookers and cladding load Wind loads and reactions based on MWFRS with additional C&C member not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord design. may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST1O1014 for gable wind Do not notch in overhang or heel panel. bracing requirements. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5= 4l I /,j —1 10 � 20-782111k1.11h o- 2. .� . . . . . ., 18-2-4 T T .� 3)(5(B2)(R) Ill 5X5 L1 'J 21-1-8 10-8-15 10-4-9 1< 21-1-8 Over 2 Supports > R=119 PLF W=12-0-0 R=89 PLF U=19 PLF W=9-1-8 RL=16/-17 PLF Note: All Plates Are 1 .5X4 Except As Shown. �p PROA- ..4.s., Design Crit: IRC2012/TPI-2007(STD) R PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .P�_ 0 NC' F� d'= OR/-/1/-/-/R/- Scale =.25"/Ft. Truss ComponentsofOre on 503 i57-2118 '•WARNING!•• RtAD ANU FOLLOW AIL NUILS UN IRIS URANING! fI� '. TC LL 25.0 PSF REF R7175- 78841 ( )_ "IYPORTANT"r FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. fes+ `i�/ l.Q 825 N 4th Ave.Cornelius OR 97113 83294PE 17 Trusties ragUira Warrmw.:ern in fahrir.atrng, handling, shipping, [stalling WandTC bracing. Refer to and follow J D L 7.0 PSF DATE 11/09/16 the latest edition of BCSI (Building Component Safety Information, by TPI and NTCA) for safety practices Prior 0./'� Lu Pei orming, these !unctions. Installers snail provide temporary bred nypet BCSI. Unless rioter!otherwise. top chord shall nave properly attached structural sheathing and bottom chord shall have a properly attached BC D L 1 O.0 PSF DRW CAUSR 71 7 5 1 63 1 4 1 06 rigid telling, Locations shown for permanent lateral restraint of rebs shall have bracing installed per BC" ,4�� l)J t, sections 63, 67 n 610 as applicable. Apply places to each face of truss and position as shown above and on 11109/2016 the Joint Details, unless noted othersise. Refer to drawings 160A-Z for standard plata positions. BC LL 0.0 PSF CA-ENG B F RJ GWH i Alpi na, a division of 17W Bui!ding Components Group Irx. shall not ba resporr�l ble for arty devi scion frrnn this OREGON drasing, any failure to build the truss in conformance with ANSI/7P1 1, or for Handling, shipping, AN ITW COMPreNY installation.bracing or trnsaCs. ca Z` TOT.LD. 42.0 PSF SEQN- 224075 A seal on this drawing or cover pegs Hating this drawing, Indicates acceptance of professional engineering 1_ t,LY 14 2"� �0 responeibillty solely for the design shown. The suitability End use of this drawing for eery structure is the Y_Q 8351 Roan Circle DU R.FAC i 1 .15 F ROM I K E responsibility of the Building Deelgner per ANSI/TPI 1 Sec.2. .. en T a r Sacramento,CA 95828 for more information soo this;obs general netOs page and thotic web=,tea: SPACING 24.0" J R E F- 1 VVN 7 1 7 5 Z0 7 ALPINE:www.olpineitw.com; TPI:www.tpinst.oig: WTCA: www.sbcindustry.com. ICC: www.icesafe.org Ra novual Fnnm 1R THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - F2 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II , EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MFRS with additional C&C member load applied per IRC-12 section 301.5. design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5= 104,0/4\ 4-4-8 il 1 b 1-5-15 �� 1 0-7-8 ilPira l 1 i s-1-2 3X5(62)(R) Ill 3X5= 1 .5X4 III 4-6-0 3-5-8 L, 4-6-0 _L. 3-5-8 J Ec 7-11-8 Over 2 Supports " I R=345 R=357 RL=58/-54 0 -17) �o PRO F Design Crit: I RC2012/T(-} 07(STD) ��N�� SAN OR/-/1/-/-/R/- Scale =.5"/Ft. PLT TYP. Wave FT/RT=2% 0%)/4 0) 16.01 .0A •*WARN ING I•• RLADRAND LIGL.I1N ALI NNILS ON IIIIS DRNINGI (� ke IP 83294PE TC LL 25.0 PSF REF R7175- 78840 Truss Components of Oregon 503)357-_118 "IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 825 N 4th Ave,Cornelius 012 97113 `r Trusses n-er,nira extrema.:ore in fnhrlr:ntinc,, handling, shipping, instnllirx,and nrar.ing. Refer rn and follow - DL 7.0 PSF DATE 11/09/16 the latest edition of BCSI (Building Component Safety Information, by TPI and NTCA) for safety practices prior to pchord why these lura:trrrs. (ached stn shall provide sheath nerrRxd bo bracing ho per BCSI. Unless re.tlyeld attached ttachede. — T. top chord shall have properly attached structural sheathing and bottom chord shall have a properly at tacMd • Olgiibblk rigid ceiling, Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI C DL 10.0 PSF DRW CAUSR7175 16314092 _ ections B3, 87 0.810. as eppl lceble. Apply plates to each race or truss and position as shown above and 11/09/2016 eon Ali .r A ' ( ; the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. '`v' OREGON BC LL 0.0 PSF CA-ENG Alpine, a division of ITN Building Components Group Inc, shall not be responsible for any deviation from this drawing, anyfailure to build the truss in conformance with ANSI/TPI 1, or for handling. shipping, AN ITW COMPANY installation&bracing of trusses. w�Y 14 Zoom TOT.LD. 42.0 PSF SEQN- 224023 A seal on this drawing or Cover papa listing this drawing. Indicates acceptance of professional engineering *sell reeponslblllty solely row the design shown. The suitability and use of this drawing for airy structure le the V S s e rl T a r 4 DU R.FAC. 1 .15 FROM IKE responsibility of the Building Designer per ANSI/TPI 1 Swc,2. 8351 Ruvana Circle Sacramento,CA95828 7or more information see this jobs general rrotCa page and those web sites. Renewal 6/30/2018 SPACING 24.0" JREF- 1VVN7175Z07 ALPINE, www.alpineitw.com: TP1•trew.tpinst,org:WTCA: sww.sbcindustry.com, ICC: www.iccs.,te.r,�y THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - Fl ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II , EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5= Al N 4-4-8 3X5 BI' 1-5-15 Pri mi ■ I11 0-7-8moo •J 9-1-24 01 X5= 1 .5X4 III 4-6-03-5-8 4-6-0 3-5-8 1— 4-6-0 _h 3-5-8 J 1< 7-11-8 Over 2 Supports R=423 W=5.5" R=352 RL=69/-74 EO PROF PLT TYP. Wave Design Crit: FT/RT/2(Oq)�4(0) D) 16.01 .�� 1,,C36N el., kW, OR/-/1/-/-/R/- Scale =.5"/Ft. P ] ••WARNINGI•• RIAD AND FOL1DW Al.l. ROILS ON IHIS DRAWING! 4 Truss Components on (503)357-2118 ••IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. A../ 4,.. 83294PE -r p TC LL 25.0 PSF REF R7175- 78839 825 N 4th Ave,Cornelius OR 97113 �,,. Trusses require extrnmA rare in fAhri ,t.ing, handling, shipping, in`stnllinn And hrAr,ng. Rater to And follow - --DL 7.0 PSF DATE 11/09/16 the latest edition of BCSI (Building Component Safety Information, by TPI and MICA) for safety practices prior Lo performing hese lune!ions. Installers sntill provide temporary bracing par BCSI. Unless rioted otherwise, Adilbhik top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached / !t1 C D L 1 lI.O PSF DRW CAU S R 7 1 7 5 16314107 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI 11/09/201 1 6 _ 1 sections B3, B7 of B10. as applicable. Apply plates to each face of truss and position as shown above and on A��Ol-A ' I 1 the Joint Datai ls, unless rwtad otnarwi sae kefer to drawings 160A-Z for atarWard pinta positions. //�■ J ' \V' i OREGON BC LL 0.0 PSF CA-ENG BFR/GWH l AIP��. a division of ITM Bui ltling ComponenCa Group Irx:. shell not be respond ble for any devinti on from this drawing, any failure to build the truss .n conformance with ANSI/TPI 1. or for handling, shipping, '141e14,201 TOT LD. 4 2.0 PSF S EQN- 224021 AN ITWCOMPANY a V installation bracioo of truascs. /_ A eeal on this drawing or*over pegs listing this drawing, Indicate.acceptance of professional engineering _l� t responsibility solely for the design shown. The suitability are use of this drawing for any structure I.the V s e!!T a n�, DU R.FAC. 1 .15 FROM I K E reeporsiblllty of the Building Designer par ANSI/TP1 1 Sec,2. 8351 Ream Circle Sacramento,CA 95828 or m,re information sno this job s general nates page and those web sites: SPACING 24.0" J R E F- 1 VVN 7 1 7 5 Z0 7 ALPINE: www.alpineitw.com; TPI www.tpinst.org; WTCA: www.sbcindustry,com: ICC: www,rccsafe.oi5 Renewal—6/30/2018 6!30120'18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - F ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II , EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. Truss designed to support 1-0-0 top chord outlookers and cladding load Wind loads and reactions based on MWFRS with additional C&C member not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord design. may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Do not notch in overhang or heel panel. bracing requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 1.50. 4X5= f/�1 4-4-8 114 . 10 11 10 11 11116M 0-7-8 0-7-8 9-1-2 3X5(82)(R) III 3X5(82)(R) III L‹ 1 ' >i 1-‹ 1 ' >I lr 4-6-0 4-6-0 J f9-0-0 Over Continuous Support DI R=112 PLF U=29 PLF W=9-0-0 RL=12/-12 PLF Note: All Plates Are 1 .5X4 Except As Shown. PROF....-6'6.•Design Crit: IRC2012/TPI-2007(STD) 01e..0- S'6. PLT TYP. Wave FT/RT=2%(0%)/4(0) 16,01 .1 •LI,,C 6N e. 'i OR/-/1/-/-/R/- Scale =.5"/Ft. ••/ARNINGI•• READ ANU FOLLOW Ali NUILS ON !HIS DRAWING! isl 'Q liTC LL 25.0 PSFTruss Components orneli s ((9711 7-?118 „IMPORTANT•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TT£INSTALLERS. 83294PEREF R7175— 78838 82�N 4th Ave,Cornelius OR 97113 'Y Treses red„Ere wcif BCS Cara In fahrirponen Safety information, y installing and hraninr,. Refer to and follow D L 7.0 PSF DATE 11/09/16 the latest edition of BCSI (Building Component Safety Inrormati on, by TPI and WTCA) for safety practices prior to perWrming these lurictros. Installers ss411 prevr.le temporary Lracrng per BCSI. Unless rioted uthierwrse. DRW top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached �C DL 1Q.0 PSF CAUSR7175 16314094 441111 rigid ceiling. Locations shown for permanent lateral restraint of webs sha}I have bracing Installed per BCSI 11/0912016 1 L T. sect,ons 83. B7 o-B10, as applicable. Apply plates to each race of truss and position as shown above and on 7! ll A n '�0 - ` ' the Detai 15 sales= Dred otherwise. Refer to drawings,6oA-2 far ata lard plata p�ition=. BC LL 0.0 PSF CA-ENG BFR/GWH II �- OREGON I Alpine, a clivi Sion of ITW Burltli ng Components Group Inc. shall not be respernible for arty clavi anon from this drawing, any failure to build the rhos „ conformance with ANSI/TPI 1, or for meal'g, shipping. �c r a 200` TOT.LD. 42.0 PSF SEAN- 224019 AN ITW COMPANY installation&bracing of tresses. 4 A seal on this drawing or cover page listing this drawing, Indicates acceptance of profeeslonai engineering _l1 responsibility solely for the design shown. The suitability and use of this drawing for any structure Is th V s ll T a r DU R.FAC. 1 ,1 5 FROM I K E responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8351 Rowena Circle Sacramento,CA 95828 mole information sae this Job's general rots page and those web sites; Renewal 6/30/2018 SPACING 24.0” JREF- 1VVN7175Z07 ALPINE: www..l pi Ile r t w.corn; TPI Mew.tp i'1st.or y;WTCA: www.sbc i ndustry.comww . . ICC: w.I ccsa or re THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - E2) Top chord 2x6 DF-L #2 2 COMPLETE TRUSSES REQUIRED I ` z Bot chord 2x8 DF-L SS :B2 2x8 DF-L #2: Webs 2x4 DF-L #2 Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Special loads Bot Chord: 2 Rows 4 4.50" o.c. (Each Row) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs : 1 Row @ 4" o.c. TC- From 68 plf at 0.00 to 68 plf at 11.58 Use equal spacing between rows and stagger nails TC- From 68 plf at 11.58 to 68 plf at 23.17 in each row to avoid splitting. BC- From 10 plf at 0.00 to 10 plf at 20.94 4" o.c. spacing of nails perpendicular and parallel to BC- From 20 plf at 20.94 to 20 plf at 23.17 grain required in area over bearings greater than 4" BC- 1221.02 lb Conc. Load at 0.94, 2.94 BC- 1222.42 lb Conc. Load at 4.94, 6.94, 8.94,10.94 120 mph wind, 24.01 ft mean hgt, ASCE 7-10, CLOSED bldg, Located 12.94,14.94,16.94,18.94,20.94 4X8(R) Ill anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Wind loads and reactions based on MWFRS. PI Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X8% 4X8 de• ••,*, 10-3-5 0-7-8 �� 1 �1 �� 0-7-8 r18-2-4 T _ B2 T `J 3X12 Ill 8X8= 6X6= 4X12(81) 4X12(131)EE EE 3X12 III H 6-1-0 + 5-6-0 4 5-6-0 ? c 6-1-0 I_ 11-7-0 —I— 11-7-0 _1 Ec 23-2-0 Over 2 Supports >I R=8007 U=625 W-5.5" R=7271 U=572 W=5.5" RE°PRO,- Design Crit: IRC2012/TPI-2007(STD) SS PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .0/0�y� S /,IC35N F 'i OR/—/1/—/—/R/— Scale =.275"/Ft. "WARNING!" RLAD AND FOLLOW All MILS ON IHIS DRAWING! C9 sNITCTruss Components of Oregon (503)3>7-_118 FURNISH THIS ORAIIIVC TO ALL CONTRACTORS INCLUDING TIE INSTALLERS. �(/ 83294PE LL 25.0 PSF REF R7175— 78837 82�N 4th Ave,Cornelius OR 9711; ••1rPORTANT^ Tru+.Rax rer,r,irn axirame,,,Arr. in fnhrirating, handling, shipping, ,nsinll,ng and bra, i,ng. Refer in end follow 00,/ -D L 7 0 PSF DATE 11/09/16 the latest edition of BCSI (Building Component Safety Information, by TPI and NTCA) for safety practices prior Lo performing these Wrictiuns. Installers shall pruvrdn temporary bracing pnr 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 11/09/2016 t IC DL 10.0 PSF DRW CAUSR7175 16314032 A above anon sections B3. B7 of 810. as applicable. Apply plates to each face of truss and position as shown d 1 the Joint Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. OREGON BC L L 0.0 PSF CA—ENG / I Alpine, a division of 1711 Bulltling Components Group Inc.shell not be responsible for arty deviation from this RTT drawing. any failure t0 build the truss .n conformance with ANSI/TPI ,, or for handling, shipping, 13 't/LY 1 4,200` 0 TOT.LD. 42.0 PSF S E QN— 225668 AN ITWCOMF�.NY insteltato on 6 bracing of tresses. A.sal on this drawing or cover peps listing this dr.sing, Indicates acceptance of professional engineering responsibility solely fbr w ase or this dr..ing for design shown. The suitability and airy structure Is the `rs ell T a r DU R.FAC. 1 .15 FROM I KE responsibility of the Building Designer per ANSI/TPI 1 S.o.2. 8351 Baan Circle Sacramento CA 95828 For morn information see this Job's general notes page and those wch sues: ALPINE:aw.alpineitw.com: TPI:ww.tpinst.org; NTCA: www,sbcindustry.com, ICC: ww.iccsafe.oig Renewal 6/30/2018 SPACING 24.0" J R E F— 1 VVN 7 1 7 5 ZO 7 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - El ) Top chord 2x4 HF #2 120 mph wind, 23.22 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II , EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud :W2, W3 2x4 HF #2: DL=6.0 psf. :Lt Stub Wedge 2x6 HF #2: :Rt Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live design. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X8(R) III n 1 .5X4�� 1 .5X4 III .N... 10-3-5 10 7 X 110 SI 6X6= 0-7-8 0-7-8 4411 5 s L_ IN No 700 ilmommommommommilmmimmolm 18-2-4 _L_ 6X8(G1)\\\ 5X5= 3X7(A2) III 1-0-0 1-0-0 6-1-0 8-6-0 _!_ 5-6-0 -I- _I_ 8-0-8 5-1-4 11.- 6-5-16-7-82 11-7-0 11-7-0 8-6-0 8-0-8 6-7-8 .< 23-2-0 Over 2 Supports > R=1112 U-59 W=5.5" R=1107 U=62 W=5.5" RL=210/-209 Design Crit: I RC2012/TPI-2007(STD) 16.01 . � Q���PROFFS•�'i OR/-/1/-/-/R/- Scale =.25"/Ft. PLT TYP. Wave FT/RT=2%(0%) (O) ewe '` -,11�y Truss Components cif Oregon (503)357-2118 ••WARNINGI•' READ AND FOLLOW AL1 ROILS ON 1HIS DRAWING! ('j ,(<, 41 Z TC LL 25.0 PSF REF R7175- 78836 825 N-4th Ave,Cornelius OR 97113 .wIWPORTAWT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 83294PE Tr-wrens require extreme care in fahrirnfrog, handling, shlppinr7, installing and hrar,np. Refer to and follow �_ D L 7.0 PSF DATE 11/09/16 the latest edition of BCSI (Building Component Safety Information, by TP1 and WTCA) for-safety practices prior to performingrha these (unctions. tache Installers Shall provide ng and bracing ho per all unless paired attach Se. —a top chord snail have properly attached pe structural sheathing aril of web chord shall have a properly attached BC DL 10.0 PSF DRIP CAUSR7175 16314102 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCS ,4 i�lJ� 1 sections B3. B7 B10. as applicable. Apply plates to each face truss and position as shown above arW on 1 1/09/20 1 6 �-N , the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. BC LL 0.0 PSF CA-ENG BFR/GWR I Alpine, a di vi sl on of ITW Building Components Group Inc. shall not be responsible for any deviation from this OREGON drawing, any failure to build the truss conformance with ANSI/TPI 1, or for handling, shipping, AN ITWCOMPANY installation A bracing of trusses. Gn- 0C TOT.LD. 42.0 PSF SEQN- 224041 A seal on this drawing or cover peg. listing this drawing, Indicates acceptance of professional engineering 4S VLV 14,2°� 1 responsibility solely for the design shown. The suitability use of this drawing for er,y structure le the DUR.FAC. 1.15 FROM I KE responsibility of the Building Designer per ANSI/TPI 1 Sec.z. s e lj '�a n 835I P. na Orcle - SacralneNo,CA95828 tor more information sec this Job's general notes page and those web sites. SPACING 24.0" JREF- 1 VVN7175Z07 Al PINE: www ralpiieitw,com; TPI www.tpinst,org; WTCA: www.sbcindustry,com. ICC. www.iccsare,org Renewal 6/30/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - E ) Top chord 2x4 HF #2 :T2 2x6 HF #2: 120 mph wind, 23.22 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. :Lt Stub Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member Truss designed to support 1-0-0 top chord outlookers and 3 PSF design. cladding on one face in area (0) only, and 24" span on opposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind DO NOT OVERCUT. No knots or other lumber defects allowed within 12" bracing requirements. of notches. Do not notch in overhang or heel panel. Deflection meets L/360 live and L/240 total load. Creep increase Bottom chord checked for 10.00 psf non-concurrent bottom chord live load factor for dead load is 1.50. applied per IRC-12 section 301.5. 4X5—=- + Provide lateral bracing for inset chord. Attach nailer Shim all supports to solid bearing. „ at edge of lower roof diaphragm, or use purlins at 24” oc. a�a 3X74' III 4 7 10 10-3-5 10 1 '41141110 111 1111 6X6= 0-7-8 c 0-1:8 Ms 5 il: : '',: 18-2-4 T 5 3X5= 3X3 3X7(G1)\1\ (0) 3X5(B2)(R) III 1-0-0 - 14-8-0 ,1-0-Cl 4-6-14 8-6-0 -�O 3-11-2 >ie 3-11-2 _I_ 14-8-0 10-8-14 11-7-0 �L_ 5-2-4 � 6-4-12 D. 8-6-0 `I` 8-0-8 I 6-7-8 c 23-2-0 Over Continuous Support > R=123 PLF U=10 PLF W=23-2-0 RL=10/-10 PLF Note: All Plates Are 1 .5X4 Except As Shown. PRO PLT TYP. Wave Design Crit: I FT/RT/2%(0%)/4( ) D) 16.01 .'4 AJ 11fN F�`r3'/ OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon 503):157-?118 "`rrARNtNGI•" RIAD AND IDILei ALL ROILS ON IHIs DRAWING! o (G TC LL 25.0 PSF REF R7175- 78835 825 N 4th Ave,Cornelius OR 07113 ••IYPORTANP. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. asz9aPE Trusses require extrrarw care in fahrirnt,nq,, handling, whipping, installing And brac,nma �i, Refer rn anti follow ',�.� D L 7.0 PSF DATE 11/09/16 the latest edition of BCSI (Building Component Safety Information, by TPI and MICA) tor'safety practices prior Lu perrurminy Lhasa rune Lions. Installers shall provide temporary braving per dtsl. Unless nu Lad urJwrwrse. cop chord shall have properly attached structural sheathing and bottom chord shall have a properly attached BC DL 10.0 PSF DRW CAUSR7175 16314104 ,041111164 rigid ceiling. Locations shown Tor permanent lateral restraint of webs shall have bracing Installed per BCS r Te sections 83, 87 or 810, as applicable. Apply plates to each race of truss and position as shown above and on 1 1/09/2016 w�)I 1 — I I tha Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. �.w/'rI�■ fU' 1�- ' AI g p P y OREGON JBC LL 0.0 PSF CA-ENG FR G H II pine, a division of ITW Building Components Group Inc. shall not be responsible for an deviation from this drawing, any failure to build the truss ,n conformance with ANSI/TPI 1, or for noodling, shipping. AN ITWCOMA4NY installation.bracing of trus=C=. m TOT.LD. 42.0 PSF SEQN- 224079 A ewe! on this drawingor cover page listing thls drewing, Indicates acceptance of professional engineering 4S LLY 14,20' ,0 responsibility solely for the design shown. The suitability and use of this drawing for any structure le the �\ DU R.FAC. 1 .15 F ROM I K E 8351 Ricans Circle respond Dl l l ty of the Sul!ding Designer per ANSI/TPI 1 Sea.2. s Q�� a r Sattalnenlo.CA95828 imore nformaatron see this Jobe`s general notes page and those web sites. SPACING 24.0" JREF- 1VVN7175Z07 ALPINE: www r ' alpineite,rom; TVI:www,tpinst.org; MTCA: wew.sbcindustry.aem. ICC: www.I..._s,,,,,, Renewal 6/30/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - D1 ) Top chord 2x4 HF #2 120 mph wind, 21.94 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. :Lt. Stub Wedge 2x4 HF Std/Stud: :Rt Stub Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live design. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X.5(R) Ill rl 1 .5x4= 11111X4.------- ii 7-8-8 10 7 7 10 6X6= 5 0-7-8 ��� 5 = 0-7T-8 10 18-2-4 sole 5X7(G4) \\\ 5X7(G4) $ 1-0-0 1-0-0 Fc 4-6-14 I_ 3-11-2 3-11-2 _I 4-6-14 8-6-0 8-6-0 8-6-0 8-6-0 8-6-0 8-6-0 .c 17-0-0 Over 2 Supports R=838 U=36 W=5.5" R=838 U=36 W=5.5" RL=159/-159 ��e PROFFs Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .04 • dm tF `S'Q OR/-/1/-/-/R/- Scale =,3125"/Ft. "WARN RLAD AND I-OMR!Al NO ILS ON IH IS DRAWING! �L TC LL 25.0 PSF REF R7175- 78834 Truss Components of(hexon 563}357-.118 (0 83294PE 'ff 825 N 471 ANT,Cornelius O 97113 ''1YPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Tniaaea rrrrluire n><rrnme esre rn fahrlrAtlnfl, hann.i,,. %hipping, installing And brnr�in�,. Rafar to and follow - D L 7 0 PSF DATE 11/09/16 the latest edition of BCSIf(Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these ILhctrurn. Installers shall Provide temporary bracing per !SCSI. Unless rwteu otherwise, top chord shall have properly attached.structural sheathing and bottom chord shall have a properly attached :C D L 1 0.0 PSF DRW CAUSR 7 1 7 5 16314086 I046 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI (, 1 fa sections 83, 87 or 810, as applicable, Apply plates to each face of truss and position as shown above and on 11/09/?�)lCl A ,�0�y A ' 1 ; .7,,o,„,..7,.....,7:77.7,„:„..7,..._:.,.:0,0 drawings 160A-Z for standard pl oto posons. I `v' rOREGON BC LL 0.0 PSF CA-ENG BFR/GWH l �rre, isg mpos up lrx:. shall rot be responsible for arty deviotinn Tr om t.nis drawing, any failure to build the truss in conformance with ANSI/TPl 1, or for handling, shipping, arm AN ITW COManNY installation&braa.rr.g of trusses. 4 "ti u`b f TOT,LD. 42.0 PSF SEQN- 224035 A seal on this dresing or cover paps listing this drawing, Indicates sccepuroe of professional engineering (1 L Y 4,2� �J L 1/ responsibility solely for the design shown. The suitability end use of this drawing for any structure Is the `+S �Ias DU R.FAC 115 dj FROM IKE E 8?SI Rosana Circle responsibility of the Building Designer per AILSI/TPI 1 Sec,2. Sacramento.CA 95828 ror more information sec this job's general notes page and these web sites: SPACING 24.0" J R E F- 1 VVN 7 1 7 5 ZO 7 ALPINE:www.alprneitw,com: TPI. www.tpinst,ory: WTCA,www.sbcindustry,com, ICC: www,iccsare.oiy Renewal 6/30/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - D ) Top chord 2x4 HF #2 120 mph wind, 21.94 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. :Lt Stub Wedge 2x4 HF Std/Stud: :Rt Stub Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member Truss designed to support 1-0-0 top chord outlookers and cladding load design. 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. DO NOT See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind OVERCUT. No knots or other lumber defects allowed within 12" of notches. bracing requirements. Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 1.50. Shim all supports to solid bearing. 4X5= 8 1 s S 7-8-8 10 p ! n ; a 7 10 gill m / 4X8(R) 111 a I ; � h0-7-8 / o-7-8 �t 5 I— IP• 4_18-2-4 T ► 5 T 4X5(G1) \\\ 4X5(G1) /// 1-0—o 1-0-0 8-6-0 >l� 8-6-0 8-6-0 I 8-6-0 17-0-0 Over Continuous Support y R=105 PLF U=18 PLF W=17-0-0 RL=11/-11 PLF Note: All Plates Are 1 .5X4 Except As Shown. EO PROF Design Crit: IRC2012/TPI-2007(STD) iR FSS, PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .02_ r Cl6N E� 1) OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components ofOregon (503)357-2118 "lrAI�NINcI" HIS ANU TO ALL ROILS TO'"'S LUDiiDRAWING! 'Q 7'' TC LL 25.0 PSF REF R7175— 78833 825N 4th Ave.Cornelius 0 97113 *.IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TIE INSTALLERS. 41 83294PE 7 Trusses require eatre,m care in fair hating, handling, shipping, installing aro Oran.,ng. Refer to And follow Cr 0....e, DL 7,0 PSF DATE 11/09/16 the latest edition of BCSI (Building Component Safety Information, by TP1 and WTCA) for safety practices prior L.,performing these Functions. Ins slims shall Provide tempura,bracing per BCSI. Unless noted u uwrwrse, lop chord shall have properly attached structural sheathing and bottom chord shall have a properly attached 041111164 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI / 1 C DL 10.0 PSF DRW CAUSR7175 16314095 to sections B3, 87 0.1310, as applicable. Apply plates to each race or truss and position as shown above and on 1 1/09/20 1 6 A��0� �-I the Jol ht Details, unless rx�ted otherwise, kefor [o drawings 16DA-Z for staMerd plate positions. /��■ OREGON JBC LL 0.0 PSF CA—ENG Alpine, a tlivision of ITW Bulltling Components Group Ira:. shall not Ue responsible for any deviation from this i drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY instaitation&bracing of trusses. S (" e IZ TOT.LD. 42.0 PSF SEQN— 224038 A seat on thus drawing or cover pops listing this drawing. Indicates acceptance of profsseional engineering � LY 1 4r 2� responsiblllty solely for the design shown. The suitability end use of thle drewing for any structure la the re... IS n�� DU R,FAC 1 .15 FROM IKE responsibility of the Building Designer per ANSI/TPI 1 Sec.2. �'+ Gla 8351 Rosana Circle Sacramento,CA 95828 ior more nformation sec this gabs general rotes page end those web sites: SPACING 24.0" J R E F— 1 VVN 7 1 7 5 Z0 7 ALPINE, www.alpineitw,com; TPI:www.tPinst.org; WTCA: wrw.sbcindustry.com; ICC, www.iccsore.org Renewal 6130/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - C ) Top chord 2x4 HF #2 120 mph wind, 20.90 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member bracing requirements. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 1.50. Truss designed to support 1-0-0 top chord outlooker span and cladding load not to exceed 3 PSF one face, and 24" span opposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge.D0 NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. 4X5= .. I Hoii5-7-8 0-7-8 /0/1; I a i i ii i a 0-7-8 rt 18-2-4 3X5(82)(R) III 3X5(B2)(R) III ft-°-9I -o-o l_ 6-0-0 _1_ 6-0-0 _I 12-0-0 Over Continuous Support R=111 PLF U=5 PLF W=12-0-0 RL=10/-10 PLF Note: All Plates Are 1 .5X4 Except As Shown. �EO PROP . Design Crit: IRC2012/TPI-2007(STD) 0 PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .' • t 674 `S'• OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components ofOregon (503)357-2.118 •'IMARNIMGI RLAD AMU FOLLOW AIL ROILS ON ! IS DRAWING! 6 Qi TC LL 25.0 PSF REF R7175- 78832 825 N 4th Ave,e,Cornelius OR 97113 "IMPORTANT" FURNISHH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 83294PE p True,a.require extreme 'are in fahr,ftfi ng, handling. shipping. s installing and marling. Refer to And follow DL 7.0 PSF DATE 11/09/16 the latest edition of BCSIr(Buildirg Component Safety Informatio=n, by TPI and WTCA) for safety practices prior w puff ming these ILfll Lruln. Ihsl.aliels shall provide tempura,bracing per BCSI. Unless rioted otherwise.Oitilkihk ._ top chord shall have properly attached structural sheathing and bottom chord,;hall have a properly attached C D L 10.0 PSF DRW CAUSR 7 1 7 5 16314087 rigid ceiling, Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI 11/09/2016 1 /�(l rrr111 Ta sections 83. B7 or 010, as applicable. Apply plates to each race of truss and position as shown above and on 11/09/20 l h .4{1 I( l —A ' I 1 the Jol nt Details unless noted otherwise. Re Per to drawl gs 160A-Z for standard plate positions. IfI 11_.�lu' ' \v' 1 OREGON JBC LL 0.0 PSF CA-ENG BFR/GWH Alp:ne, a tlivision of ITR Building Components Group Inc. shall not be responsible for arty deviation Prom this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, I�\ fi AN ITWCOMEANY installation a bracing of crosses. `V '�jLY 14 :44 Q, TOT.LD. 42.0 PSF SEAN- 223994 A seal on this drawing or cover paps listing this drasing, indicates aoosptenoe of professional engineering4responsibility solely for the design shown. The suitability and use of this drawing for any structure le tis SS ,n deiDUR.FAC. 1 .15 FROM IKE 8351 Rosana CirclereaperslbIIlty or tr+s BnIIaIng DesIveer per ANSI/TPI , Sec.2. e r f Sacramento,CA 95828 for more information seC this Job's ycncrai ,=ta=page and thaso web sites. SPACING 24.0" J R E F- 1 VVN 7 1 7 5 Z0 7 ALPINE: www.alpineitw,com; TPI. www.tpinst.org; WTCA:www.sbcindustry.com; ICC: www,iccsafe.org Renewal 6/30/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - B ) Top chord 2x4 HF #2 :T2 2x6 HF #2: 120 mph wind, 21.83 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II , EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. Bottom chord chocked for 10.00 psf non-concurrent bottom chord live load Wind loads and reactions based on MWFRS with additional C&C member applied per IRC-12 section 301.5. design. Truss designed to support 1-0-0 top chord outlookers and 3 PSF See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind cladding on one face in area (0) only, and 24" span on opposite face. bracing requirements. Top chord may be notched 1.5" deep X 3.511 AT 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" Deflection meets L/360 live and L/240 total load. Creep increase of notches. Do not notch in overhang or heel panel. factor for dead load is 1.50. + Provide lateral bracing for inset chord. Attach nailer at edge of lower roof diaphragm, or use purlins at 2411 oc. 4X5= .. 3X7 LII iilli: —1 10 1111 7-6-0 L. C 1 Iiiiii., 0-7-8 : : : 0-7-8 # 18-2-4 r : 3X5(82)(R) III 3X7= 3X5(82)(R) III 1-0-0 (0) 1-0-2 -,---.-,.- h 9-5-4 -I- I` 6-0-0 + 10-6-0 J_ 8-3-0 3-10-4 _1l 4-4-12 .,J 16-6-0 Over 2 Supports R=709 U=19 W=5.5" R=219 PLF U=18 PLF W=4-11-8 RL=178/-178 Note: All Plates Are 1 .5X4 Except As Shown. PRO PLT TYP. Wave Design Crit: I �RT/29'(0°Yo)/4(0) D) 16.01 .t' �¢�O 1� 4- "I OR/-/1/-/-/R/- Scale =.3125"/Ft. 'Truss Components ofOre on (503)357-2118 "WARNING," RIAD AND 1OLLOW ALI ROILS ON IRIS DRAWIIA;I (�� �6 �� ©2 TC LL 25.0 PSF REF R7175- 78831 825 N Mt Ave,Cornelius OR 97113 "IWPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TIE INSTALLERS. (/ g3294PE Trusses require extreme care in fahrinnring, handling, shipping, installing and bra,,,,. Refer to WOO follow ce , and !,. DL 7.0 PSF DATE 11/09/16 the latest edition of BCS, (Building Component Safety Information, by TPI aWTCA) for safety practices prior �L to penfurmrny these runc'l.runs. Inatallera shall pruvrde temporary bracing per BCS,. Unless rested otherwise. /''� cop chord shall have properly attached structural sheathing and bottom chord shall have a properly attached B C D L 1 0.0 PSF DRW CAUSR 7 1 7 5 16314088 rigid telling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCS to vecteons 03, 87 o-B10, as applicable. Apply plates to each race of truss and position as shown above and on 11/09/2016 1/09/20 1 C ALLEY- 1 1 the Joint Oxtails unless IT noted otharwrpo Refer to drawings l not for standard Flare positrons. 1 1 V , BC LL 00 PSF CA-ENG I I Alpirs, a division of I1'W Building Components Group Inc. shall not be responaibla for any deviation from this OREGON drawing, any failure to build the truss i. conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation a bracing of trusses. ,p C TOT.LD. 42.0 PSF SEQN- 223996 A seal on this drawing or mover page listing this drawing, Indicates sooeptanes of professional engineering 4 `ticY 14,2OV- ,Qo responsibility solely for the design shown. The suitability and use of this drawing for any structure Is the (� DU R.FAC. 1 .15 F ROM I K E responsibility of the Building Designer per ANSI/TPI 1 Sec.2. �V a II Ta r' 8351 ROtiazn Circle Sacramenio,CA95828 ,or more information sec this Job's general nous page and those web sites. SPACING 24.011 JREF- 1VVN7175Z07 ALPINE:www.alpinertw,com: TPI. www.tpenst.org; WTCA. www.sbcindustry,tom: ICC: wwa.iccsofe.org Renewal 6130(2018 _ — THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - A5 ) Top chord 2x4 HF #2 120 mph wind, 24.23 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. :M6, M7, M8, M9, M10, M11, M12, M13, M14 2x4 HF #2: Wind loads and reactions based on MWFRS with additional C&C member Truss designed to support 1-0-0 top chord outlookers and cladding load design. 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. DO NOT See DWGS Al2'030ENC1O1O14, GBLLETIN1014, & GABRST101014 for gable wind OVERCUT. No knots or other lumber defects allowed within 12" of notches. bracing requirements. Do not notch in overhang or heel panel. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5= : 10 (- 10 .I -I 12-3-8 • .I (. 0-7-8 0-7-8 ..,� - �� III" = 18-2-4 T ; T \•1 3X5(B2)(R) III 5X5= 3X5(82)(R) III 11 ,1 11 'J I. 14-0-0 _I, 14-0-0 J 1 28-0-0 Over 2 Supports R=117 PLF W=14-0-0 RL=20/-20 PLF R=107 PLF U=18 PLF W=14-0-0 Note: All Plates Are 1 .5X4 Except As Shown, PRO Design Crit: IRC2012/TPI-2007(STD) ¢ED RFs PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .' 0 6 1� S'/s OR/-/ 1/-/-/R/- Scale =.1875"/Ft. Truss Com nentsofOre on (503)357-2118 •wARNINGI•• HEAD AND!Unlit ALI "DIES ON !HIS DRAWING! & 4 `_IQ y TC LL 25.0 PSF 825 N Ave,Cornelius s OR 97113 ••IMPORTANT'• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 83294PE REF R7175- 7 8 8 3 0 ~ Trusses reonirn extreme corein fnhrirytinrl, handling. shipping, installing And bracing. Rarer to and follow 10000.....10000..... D L 7.0 PSF DATE 11/09/16 the latest edition of BCSI (Building Component Safety Information, by TPI and RTCA) for safety practices prior �. w perrurmrny dose 1 unctions. Inatellers sn.11 pruvrde uamporery Uracrry per BCS!. Unless noted°Um/wise. / [op chord shall have properly attached structural sheathing and bottom chord shall have a properly attached roof/ r` BC DL 10 0 PSF DRW CAUSR7175 16314093 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCS A[1 Ts sections B3. B7 or B10. as applicable. Apply plates to each race of truss and positiwc as shown above and on 11/09/2016 A If ,U °-N A , 1 the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. �I �-I \V' I , / BC LL 0.0 PSF CA-ENG BFR/GWH I Alpine, a division of ITW Building Components Group Inc:.shell not be responsible for any deviation from this OREGON drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for noodling, shipping. AN ITwcomPANY installation,bracing of trisses. C TOT.LD. 42.0 PSF SEQN- 224013 A esal on this drawing or cover page listing this drawing. Indicates acceptance of professional engineering 4 w1-Y 14,204' 0 responsibility solely for the design shown. The suitability and use of this Or-swing for any structure Is the S t DU R.FAC, 1 .15 FROM I K E 6351 RocanaCrcle responsibility or the Building Designer per ANSI/TPI 1 .Z. s e 11 T a r S?crament,.CA 95822 nor mo information tn.&jobs gene,=1 netea pogo and these web sites: SPACING 24.0" J R E F- 1 VVN 7 1 7 5 Z0 7 Al PINE www.alpiueitw.com; TPI-. wew.tpinst.org; WTCA: ww.sbcindustry.cum, ICC: www.Iccsare.org Hen eWa1 8130/2018 _ — THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - A4) Top chord 2x4 HF #2 120 mph wind, 24.23 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II , EXP B, wind TC OL=4.2 psf, wind BC Webs 2x4 HF #2 :W1, W5 2x4 HF Std/Stud: DL=6.0 psf. :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 2.000' :Rt Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member design. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 1.50. 5X5- al 10 fl 3X5% ploiNIII N i 12-3-8 3X5/� 0-7-8 j�� I �� r., 18-2-4 0-10-2 :_:\ T 4X8(E5) III 1.5X4111 5X7= 1.5X4 III 3X7(A2) III 1-0-0 F 6-8-14 + 7-0-0 >. 7-0-0 >1.c 7-0-0 'l I_ 13-8-14 _I __ 14-0-0 ,J 27-8-14 Over 2 Supports >I R=1221 U=76 R=1300 U=91 W=5.5" RL=234/-226 Design Crit: IRC2012/TPI-2 0 �)D) 16.01 .•! ���p PR4FFssi OR/-/1/-/-/R/- Scale =.225"/Ft. PLT TYP. Wave FT/RT=29'D(09'o) ( �,G1R,F fi Truss ComponentsofOre on (503)357-'118 •'WARNING!" HEAD AND FOLLW AIL MOILS UN IRIS LHAWINC! 0 4 1 2 TC LL 25.0 PSF REF R71 75- 78829 Oregon R ; - •tI RT •+ FURNISH THIS DRAWING TO ALL CONTRACTORS IACLUDING THE INSTALLERS. 4/4 83294f'E p 825 N 4th Ave.Cornelius O 9711. i n t hr. ,,-,l. require extremeBCS cern In fnhrlcponen, handlirxl,Informng,ation. nil and and br or safety Hafer to,anti (prior � ',. D L 7.0 PSF DATE 11/09/16 the latest edition of SCSI (Building Component Safety Information, bysTPl aril WTCA) for aefaty practices prior - uu Per r-urmr ny these IurH:it urr>. Irr,tellers mall Pr uvrJn terrgruraty br err wry per BCS!. Unless noted otherwise. l _. top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached BC D L 1 0.0 PSF DRW CAUSR 7 1 7 5 16314031 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BC n sections 83. 87 or 1310. as applicable. Apply plates to each face of truss and position as shown above and on 1 1/0(1/7 O 1 C ,4 n �� - 1 the Joint Details unless anted otherwise. Tafel to drawing,160A-Z for standard plate po9ltinns. 1 1 7 16 BC LL 0.0 PSF CA-ENG RTT/RTT �L, l Alpine, a divon of ITN Bud ding Components Group Irx,. shall et na responsible for any deviation from this OREGON drawing, any failure to build the truss n conformance with ANSI/TPI 1, for handling, shipping, AN ITWCOMaANY installation&bracing of trusses. RC' TOT.LD. 42.0 PSF SEQN- 225666 A seal on this drawing or cover paps listing this drawing, Indicates acceptance of professional engineering 4 'LY 14, 2044 go responsibility solely for the design shown. The suitability and use of this drawing for any structure Is the S �A DUR.FAC. 1 .15 FROM 1 KE 8351 Rixana(rile responsibility of CO.Building Designer per AAISI,TPI 1 .z. Sell T a n SaamteNo.CA9582S more information see'this Jobs genoral notes page and those wpb sites. SPACING 24.0" JREF- 1VVN7175Z07 ALPINE www.alplieitw.nom; TPI www.tpinst.org; 1NTCA:www,sbcindustry.com; ICC: www.icrsofe.org Renewal 6/3012018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - A3) Top chord 2x4 HF #2 120 mph wind, 24.65 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF #2 :W1, W5 2x4 HF Std/Stud: DL=6.0 psf. :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 2.000' :Rt Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member design. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 1.50. 5X5= T 10 fl T 10 3X5# 3X5 e, 12-3-8 ,3X50' 0-7-8 0-10-2 ; i. err18-2-4 T 4X8(E5) III 1.5X4111 5X7- 1.5X4 III 3X7(A2) III I 6-8-14 ›.1.‹ 7-0-0 4c 7-0-0 4- 7-0-0 'I J, 13-8-14 _i, 14-0-0 —J 27-8-14 Over 2 Supports ›I R=1222 U=82 R=1225 U=81 RL=214;-215 ��ED PROFF Design Crit: IRC2012/TPI-2007(STD) •� SSi PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .0% G. N E4 O OR/-/1/-/-/R/- Scale =.225"/Ft. Truss Components of Oregon 503)357-2118 **WARNING!•• RIAU AND FOLLOW ALI NDIES DN !HIS DIWINGI (V 41 83294PE �• TC LL 25.0 PSF REF R7175- 78828 `•I�ORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 825 N 4th Ave,Cornelius O 47113 �n / DL 7.0 PSF DATE 11/09/16 Troawv require extrema oars in ng Component Safe hely/ling,Information. vrsrl!Intl and nr.rbr s. Refer to and fallow the latest edition of BCSI (Building Component Safety Informeti on, by TPI and RICA) for safety practices prior to perrormrny these ruri.:trons. Installers shell provide temporary bracing per BCSI. Unless rioted uth.0 wise. top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached :C D L 10.0 PSF DRW CAUSR 7 1 7 5 16314034 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI 11/09/2016 r1 sections 83, 87 or 810, as applicable. Apply plates to each face of truss and position as shown above and on n �I—� - , the,o;nt Detai „mass noted otherwise. keret to drawings,6nA-z .or staMlard plata p�sl tions. OREGON BC LL 0.0 PSF CA-ENG RTT/RTT II Alpine, a division of ATI/Builo�ng Components Grcup Inc. shall not be responsible for arty devi atinn from this draw,ng. any failure to build the truS5 in conformance with ANSI/TPI 1, or for handling, shipping. 13 VO ,,"Cb 14,2oom TOT LD 42.0 PSF S EQN- 225664 AN ITW COMPANY 1nstaIIatien 14 bracing or trusses. 4 A...I on this drawing or oov.r page listing this drawing, indlostes acceptance of professional engineering Ss+a�� T S n lit D U R,FAC. 1 .15 FROM I K E responsibility solely for the design shown. The suitability and w of this drawing for any structure le the responsibility or the Building Designer per ANSI/TPI 1 Sec.2. - 8351 Rowans Circle Sacramento.CA45828 our more Information see this job's general notes page and these web sites. Renewal 6/30/2018 SPACING 24.0" JREF- 1VVN7175 07 ALPINE: www.alpineitw.com: TPI:www,tpinst.org; *TCA: www.sbcindustry.com; ICC: www.i«safe.oig THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - A2 ) Top chord 2x4 HF #2 120 mph wind, 24.23 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bat chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF #2 :W1, W5 2x4 HF Std/Stud: DL=6,0 psf. :Lt Wedge 2x4 HF Std/Stud::Rt Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member (a) Continuous lateral restraint equally spaced on member. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 1.50. 5X5= 0 T � 10 3X5 3X5 12-3-8 10 7 Allikhhh 0-7-8 0-7-8 ! ■'' 1 " 18-2-4 .L 3X7(B4)(R) III 1 .5X4 III 5X7- 1 .5X4 III 3X7(A2) 111 1-0-0 7-0-0 4 7-0-04. 7-0-04c 7-0-0 I. 14-0-0 _I! 14-0-0 - J 1' 28-0-0 Over 2 Supports R=1310 U=92 W=5.5" R=1234 U=77 W=5.5" RL=228/-237 � 0 PR Op- . Design Crit: IRC2012/TPI-2007(STD) �� SS, PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .�;G-0 C��N l�F �O OR/—/1/—/—/R/— Scale =.1875"/Ft. Truss Components ofOregon 503)357-2118 "•WARNING!•' READ AND FOLLOW ALI ROILS ON IRIS BRAVING! *II A. REF R7175— 78827 i ({ "'IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 83294PE TC L L 2 5.0 PSF 825 N 4th Ave,Cornelius OR 97113 it 0,00,..,- the redi re not eineBCS re In fnhrlrpo en Safhaneinrg, shiPPInformation, hyvTPIl nd WTC) for s etyRafap ac And ce follow D L 7.0 PSF DATE 11/09/16 the latest edition of BCSIr(Building Component Safety Information, by TPI and*TCA) for safety practices prior to pelf-waling these Functions. Installers shall provide temporary bracing per BCS!. Unless rrutad otherwise. - top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached :C D L 1 0.0 PSF DRW CAU SR7 1 7 5 16314091 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCS! 11/09/2016 Te sections 83, B7 or B10. as applicable. Apply plates to each race or truss and position as shown above and on A l��` I ; the Joint Details unless ested otherwl9e. Re nor to drawings 160A-Z for standard plate positions. IILIr I Alpine. a dsion of ITV BW Itl,ng CONI-%,:9 Group Ing.Shall net be ra,pensibla nor az da�iat,en from this OREGON BC LL 0.0 PSF CA—ENG BFR/GVH drawing. any failure to build the truss ,n conformance with ANSI/TPI 1, or for handling, shipping, `ZLY 14,Zoo" fe, AN ITW COMASNY installation s bracing of trusses. ee TOT.LD. 42.0 PSF SEQN— 224004 A seal On this drawing or cover page listing this drawing, Indicates sooeptence of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure Is the 6%901 11 1�W D1J ,FAC. 1 .15 FROM I K E responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Q 8351 E uvdna Clyde Sacramento 1.":1,'>5t t for more information sec this jobs general notes page and these web sites: Renewal 6/30/2018 SPACING 24.0" JREF— 1VVN7175Z07 ALPINE. www.olprnertw,com; TPI www.tpinst.org; WTCA, www.sbcindostry.com; ICC:www.,ccsafe.o,g THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - Al ) Top chord 2x4 HF #2 120 mph wind, 24.23 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF #2 :W1, W5 2x4 HF Std/Stud: DL=6.0 psf. :Lt Wedge 2x4 HF Std/Stud: :Rt Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member (a) Continuous lateral restraint equally spaced on member. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 1.50. 5X5= 3X51 3X5 12-3-8 10 F— 1 10 0-7-8 0-7-8 � ■-: ': # 18-2-4 _L 3X7(B4)(R) III 4 T 1 .5X4 III 5X7= 1 .5X4 Ill 3X7(A2) ►II 1-0-0 1-00--o I 7-0-0 + 7-0-0 + 7-0-0 + 7-0-0 14-0-0 14-0-0 28-0-0 Over 2 Supports R=1309 U=92 W=5.5" R=1309 U=92 W=5.5" RL=248/-248 4' EO PROFFS Design Crit: IRC2012/TPI-2007(STD) .4. ,per PLT TYP. Wave FT/RT=29'x(09'0}/4(0) 16.01 .I i'D CMIN F.. , OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components ofOre on (503)357-2118 "11M1RNINciaa HLAs AND tOLLI1W ALL NDILS UN IHIS DRAWING! (V 83294PE TC LL 25.0 PSF REF R7175- 78826 era 825 N 4th Ave,Cornelius OR 97113 ..IWPORTANT.1 FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in Tnhrinating. handling, shipping, installing and nror,ng. Refer to and follow ,,,,,. D L 7.0 PSF DATE 11/09/16 the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior Lu por l these !properly the installers shall provide sheath ternpud bo tom bracing par all Unless perly attached or'erwise. top d cel shall have properly attached structural lateral restraint and bottom chord shall nave a properly attached C DL 10.0 PSF DRW CAUSR7175 16314089 rigid ceiling. Locations shown Tor permanent lateral restrain[of webs shall have bracing installed per BCSI 1 1/09/20 1 L n r� Ta sections B3, B7 or B10. s applicable. Apply plates to each race oT truss and position as shown above and 11 7 V 1 V w��011l Ili I thep.Joint Details, unless rated otnerwrsa. kefer to draw,nys,EDA-Z for standard pl�te positions. OREGON JBC LL 0.0 PSF CA-ENG BFR/GWH //"ii/sill' J IILJII `V1 tl l AI ins, s d7 vi Sion of ITW Builth r,y Components Group Inc.shall not Ixr responsible Por any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY irecallation a bracing of trusses. f�LY 14,200 Pr TOT.LD. 42.0 PSF SEQN- 224001 A/N1 on this drawing or cover pegs listing this drawing, Indicates acceptance of professional engineering 4S II responsibility sd us solely for the design shown. The suitability and of this drawing for any structure Is the Self Tao r DUR,FAC. 1 .15 FROMe� I K E responsibility of the Building Designer per ANSI/TPI 1 Sec.2. P 8351 Rovana Circle Sacramento.CA95828 For aore 'nrormatioh see this job's general nods page and these web sits. Renewal 6/30/2018 SPACING 24.0" JREF- 1VVN7175Z07 ALPINE: www.alpineitw.com; TPI www.tplrrst.org; WTCA: www.sboindustry.com; ICC: www.iccsofe,oiy THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 1116056--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- TIGARD, OR - A ) Top chord 2x4 HF #1&Bet. :T2 2x6 HF #2: :T3 2x4 HF #2: 120 mph wind, 24.23 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II , EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. :M3, M4, M5, M6, M7, MB 2x4 HF #2: :Lt Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member design. (a) Continuous lateral restraint equally spaced on member. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Deflection meets L/360 live and L/240 total load. Creep increase factor bracing requirements. for dead load is 1.50. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Truss designed to support 1-0-0 top chord outlookers and 3 PSF load applied per IRC-12 section 301.5. cladding on one face in area (0) only, and 24" span on opposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c 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. 4X5 + Provide lateral bracing for inset chord. Attach nailer III at edge of lower roof diaphragm, or use purlins at 24" oc. '� 3X7A:041111*J T3 1012-3-8 1116: 7 o-7-s1,, a-7-a 18-2-4 1 3X5= I T J 3X5(82)(R) Ill 3X7= 3X5(B2)(R) ill (0) 1-O-0 k 17-10-4 .1-0-0 8-3-0 4 19-9-0 2-6-4 11-5-12 1_ 14-0-0 j_ _I_ J 28-0-0 Over 2 Supports R=1036 U=14 W=5.5" R=176 PLF U=18 PLF W=11-11-8 RL=280/-279 Note: All Plates Are 1 .5X4 Except AsShown.esign Crit: IRC2012/TPI-2007(STD) AL PROF�SSi PLT TYP, Wave FT/RT=2%(0%)/4(0) 16.01 .s!ct 44d14 .45, 0 OR/-/1/-/-/R/- Scale =.1875"/Ft. MU TOLL,.ALL T) LAMS ON IH IS LIMNING! Truss Components of Oregon (503)357-3118 ••WARNING'•• HEA ••IrPosrlwr•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ��(/ 83294PE 17 TC LL 25.0 PSF REF R7175- 78825 825 N 4th Ave,Cornelius OR 97113 ��- e lases require extreme cera In ng Component Sfetyhandling,Information, rrw.t,ellend and hr for s. Refer to and 1'olior - - C DL 7.0 PSF DATE 11/09/16 the latest edition of BC51 (Building Component Safety Information, Uy TPI and WTCA) for safety practices prior L.peeforming these IUnctiens. Installers shall provide temporary bracing per BCSI. Unless noted el erwrse. -- top chord shall have properly attached structural sheathing and bottom chord shall nave a properly attached :C DL 10.0 PSF DRW CAUSR7175 16314090 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI 11/09/2016 A LI I N E- sections B3, or as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 150A-Z for standard Flats positions. Alpine, a division of ITN Building Components Group Inc. shall not be responsible for any deviation from this OREGON • e C LL 0.0 PSF CA-ENG drawling, any failure to build the truss In conformance with ANSI/TPI 1, or for nandiing, shipping, AN ITWCOMA4NY installation&bracing of trusses. !' `ICY iq,saw �� TOT.LD. 42.0 PSF SEAN- 223999 A seal on this drawing or cover paps listing this drawing. Indicates acceptance of professional engineering S responsibility solely for the design shown. The suitability and use of this drawing for any structure Is the , e11 e lI T a` ', DU R.FAC. 1 .15 FROM I K E responsibility of the Building Oeeignsr per ANSI/TPI 1 Sec.2. 8351 Rouen Circle Sacranento,CA95828 for a n more. erermetion sec this Jobs general notes page arta those web sites: Renewal 6/30/2018 SPACING 24.0" JREF- 1VVN7175Z07 ALPINE: www.alpinertw,com; TPI•www.tpihst,org; WTCA: www.sbcindustry.com; ICC: www,iccsofe.org Alpine, an ITW Company 8351 Rovana Circle Sacramento,CA 95828 (916}387-0116 Page 1 of 1 Document ID:1 V VN 71 75Z0709150504 Truss Fabricator: Truss Conponents of Oregon Job Identification: 1116055--FOUR D CONSTRUCTION CO. -LOT 23 MEDALLION MEADOWS -- T I GARD, OR Model Code: IRC Truss Criteria: I RC2O12/TPI—2007(STD) EO PROF. Engineering Software: Alpine proprietary truss analysis software. Versions 16.01, '4 `SS Truss Design Loads: Roof - 42 PSF @ 1.15 Duration Os5 l(r�G1NE- OZ Floor - N/A 4C 83294PE 'p Wind - 120 MPH (ASCE 7-10-Closed) Ce Notes: 1. Deternination as to the suitability of these truss components for the OREGON structure is the responsibility of the building designer/engineer of record, as defined in ANSI/TPI 1. sS @ 1l Tail• 2. As shown on attached drawings; the drawing number is preceded by: CAUSR7175 R� i ''Y';ii 2018 11/09/20 1 Details: 12030EC1-GBLLETIN-GABRST10-BRCLBSUB-12015EC1- Submitted by RTT 15:01:47 11-09-2016 Reviewer: RTT $ $ _# Ref Description Drawing# Date 1 78825--A 16314090 11/09/16 2 78826--Al 16314089 11/09/16 3 78827--A2 16314091 11/09/16 4 78828--A3 16314034 11/09/16 5 78829--A4 16314031 11/09/16 6 78830--A5 16314093 11/09/16 7 78831--B 16314088 11/09/16 8 78832--C 16314087 11/09/16 9 78833--D 16314095 11/09/16 10 78834--D1 16314086 11/09/16 11 78835--E 16314104 11/09/16 12 78836--E1 16314102 11/09/16 13 78837--E2 16314032 11/09/16 14 78838--F 16314094 11/09/16 15 78839--F1 16314107 11/09/16 16 78840--F2 16314092 11/09/16 17 78841--G 16314106 11/09/16 18 78842--G1 16314105 11/09/16 19 78843--G2 16314108 11/09/16 20 78844--H 16314033 11/09/16 21 78845--H1 16314030 11/09/16 22 78846--J 16314098 11/09/16 23 78847--J1 16314097 11/09/16 24 78848--J2 16314096 11/09/16 25 78849--J3 16314103 11/09/16 26 78850--K 16314100 11/09/16 27 78851--K1 16314099 11/09/16 28 78852--K2 16314101 11/09/16