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Plans (35)
• 44sT),o/(, -oc_)-es P.,s.2- sto I 54' 15'10" I 10'8" I 5' 1 1 0' H T...w -''''' 7 : 1 . : , z • ,_ 16,12 2 2 6,I 2 1 El I LI I AI -0,- ____ ... matAiN w N) 1 / IIII ' ?)I AM II 1114111k 1411111: ANNI --- cr; N ,..s._ I1C J3 G III MAN= ILLJS26 1 _. goal I III 7 us1________I WM - NM _ _ mem_ pig G.) LUS26 IIIII - •13,110111 .-- 1 1 AirrillillIMIIMIIIIIIIIII all II.IIIII air - .- - ,NoMmmotimmiailemmomMtmwmommilMWmi. .......1 ilk v. A NM 21 AmiLlAid . , ;allenillin ,L..0 s 2 6 1 l ' 1 AEI'All I - 1.121111111111 ' call I l'1 r i ,1 ' I I HGUS261?_1 I i D5 Z-D- ,1 I 1 '1‘11111121Pyr D6 f‘.) II , CD I Ul • Mir 07 IN _ II Aar 03 ol 3 1 cn 1 - II I ill J w 0—_ .... CL) -- II lus2S hl III 1,1 iIII ii , 133 11101 Iil -+-__ ' g jid il\k, _ ___D2 I iii* rc, ll I ____ — ——421111111111k_ D t. ______ 1 H ik110 11_ I I I I D mi--- NI 11-11- -li EON MIN (-,; Iv) 1 i alk. Al 1 1 1 c.., IIMI ; , PI • a; am L. 3 1 0 1 21 II MAI' i -ow ..- i __ 0 1 NMI' 111 _ ; ° m ' I lir- - illi 1 „ , c",,,, _Loll:: J 4! I , 1 ..-- I 1 di I STICK FRAME LOWER' , , A 32r I 12'6" I 31'6" I 10' 'I o L. Customer: FOUR D CONSTRUCTION CO. .- -o mi cn 0 Desc. : LOT 4-GREENSWARD PARK SOU o c.) 1-• co ADDRESS: -a m CO illiglOIN:Ir 0 Z Designed by: IKE ISAKSON '- Z di 0 w Xt.:Vi.t.7.,,,, ..-17.74•40.- 0 `.1 •• 4. Gable Stud Reinforcement Detail ' ASCE 7-1a 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 = 100 . Or 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 100 -------—------------ ..-- ---- — _ � -------------------------------------- ---- p Bracing Group Species 2x4 Brace (1) 1x4 L° Brace A <1) 2x4 L" Brace A (2) 2x4 r 'V L" Brace AR (1) 2x6 L° Brace A (2) 2x6Brace AA Bracing Grades; Gable Vertical No Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A C- Spruce Pine Fir Hem-Fir _11_> #1 / #2 4' 10' 8' 2' 8' 6' 9' 8" 10' 1' 11' 6' 12' 0" 14' 0" 14' 0' 14' 0' 14' 0" #1 / #2 Standard 42 Stud #3 4' 7' 7' 9' 8' 3" 9' 7' 9' 11' 11' S" 11' 10' 14' 0" 14' 0° 14' 0" 14' 0' #3 Stud #3 Standard 0) O _r Stud 4' 7' 7' 8' 6' 7' 8' 2' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0" F Standard 4' 7' _ 7' 0' 8' 10' 9' S" 11' 5' 11' 10' 13' 10" 14' 0' 14' 0° 14' 0" Douglas Fir-Larch Southern Pine w Q) #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 S P #2 4' 10" 8' 2° 8' 6° 9' 8" 10' 1' 11' 6' 12' 0' 14' 0" 14' 0' 14' 0' 14' 0' Stud stud Standard andard D L #3 4' 8" 7' 0" 7' 5" 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0° 14' 0' 14' 0" cs 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' Hem-Fir 1_> F #3 5' 3` 9' 3' 9' 9' 10' 11' 11' 4" 13' 0' 13' 7' 14' 0" 14' 0' 14' 0° 14' 0" _ #1 & Btr C- U —F Stud 5' 3" 9' 3' 9' 7" 10' 11' 11' 4" 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' #1 - f Standard 5' 3' 8' 1" 8' 7' 10' 10' 11' 4" 13' 0' 13' 7" 14' 0' 14' 0' 14' 0" 14' 0"CU Douglas Fir-Larch Southern Pfne»w■ #1 5' 9" 9' 6' 9' 10' 11' 3' 11' 8" 13' 4' 13' 10° 14' 0" 14' 0' 14' 0' 14' 0" #1 #1 5P #2 5' 6" 9' 5' 9' 9' 11' 1" 11' 6" 13' 2' 13' 9' 14' 0" 14' 0' 14' 0' 14' 0' #2 #2 VD #3 5' 5' 8' 6' 9' 1' 11' 0" 11' 5' 13' 1' 13' 8' 14' 0" 14' 0' 14' 0' 14' D" 1x4 Braces shall be SRB (Stress-Rated Board). D F L Stud 5' S" 8' 6° 9' 1' 11' 0' 11' S" 13' 1" 13' 8' 14' 0' 14' 0' 14' 0' 14' 0" AeFor 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 n #1 / #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values may be used with these •rades, C5 S P 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 — FStud 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 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>. C5 S P #2 6' 1' 10' 4" 10' 8' 12' 2" 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load from 4' 0' outtookers #3 5' 11' 9' 10' 10' 6" 12' 1° 12' 7' 14' 0' 14' 0° 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12° plywood overhang, ftj D F L Stud 5' 11" 9' 10" 10' 6" 12' 1" 12' 7" 14' 0' 14' 0' 14' 0' 14' 0' 14' 0" 14' 0" Standard 5' 9" 8' 8' 9' 3° 11' 7' 12' 5° 14' 0' 14' 0" 14' 0" 14' 0' 14' 0' 14' 0" Syron r�,,^^ Attach 'L' braces with 10d (0.128'x3.0' min) nails. ) About j� ,r I CO NE For (1) "L' brace space nails at 2' o.c, �� Gable Truss in 18' end zones and 4' o,c, between zones. Diagonal brace o tions litil ., NIE NIEFor (2) 'L" braces space nails nt 3' o.c. 9 P � In 18' end zones and 6' o.c. between zones. vertical. length may be ^,� doubted when diagonal � "L' bracing must be a minimum of BO% of web brace is used. Connect0memberlength,diagonal brace for 335# "at e0.Ch end. Max web BrGable VerticalPlate Sizestotal length is 14'. , VerticalLenqthNoSplice2x4 DF-L #2 or • Lessthan4' 0' IX4or 2X3better diagonal Greaterthan4' , but2X4Vertical ten th shown brace; single . © lessthan11' 69 IN Greater than 11' 6' 3x In table above, or double cut II" ' 45' (as shown) at 9 + Refer to common truss desi n for upper end. ■ ■ 1111101111111110111ibika_ enk, splice, andheel fates.PP ii�■�■li�■rli��■��r"■ti1■■"�II� ■ ■ 091 P P �- on tinuous Bearing Refer to the Building Designer for conditions Connect diagonal at not addressed by this detail, midpoint of vertical web, Refer to chart above for sax g.:;,,,,- w length. SSWARNINGiw•READ AND FOLLOW ALL NOTES ON THIS DRAWINGI REP ASCE7-10-6012015 ”IMP URTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. w-,. Trusses require extreme care in fabricating, handling, shipping,Installing and bracing. Refer to and follow the latest edition of BBCSI (Building Component Safety Information,by TPI and SBCA)for safety 444,. C DATE 10/01/14 practices prior to performing these functions Installers shoal provide temporary bracing per SCSI. r- 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 shall hove bracing Installed per BCSI sections B3, B7 or B10,as applicable. Apply plates to each face /Q L� lo--f,,,„:, i ; of truss and position as shown above and on the Joint Details,unless noted otherwise. , I Refer to drawings 160A-) for stnndord plate positions, e; AN ITW COMPANY Alpine,a dW sion of ITW Building Components Group Inc. shalt not be responsible for any deviation from A`;pro + Of w 9 �g6 y this drawing, ny failure to build the truss in conformance with ANSI/TPI 1,or for handling,shipping, ty"r' MAX, TOT, LD, 60 PSP installation & bracing of trusses. � u A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional } engineering responsibility solely for the design shown, The suitability and use of this drawing ,�-OW W.GP S•" 13366 Lakefront Drive for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec.B. til Earth City,MO 63045 For wmore Information see this job's general notes page and these web sites: ALPINE: w w.alpineltw.com; TPI: www.tpinst.org;SBCA:www.sbcind .org; ICC:ustrywww.iccsafe.org Renews:12/3112017 MAX, SPACING 24,0" ›K - ip Frame De s, ails Hip Frame B - W4X4, Min. _ __ ': U�— _— I 4 �, 24" - - — - _ �� Common UI U Trusses Typ, �=NpNmN ;W1.5X3 _— �'v, Typ, --'1. U �Ir„r � � +��;;�; � Stepped Hip 2x4 Purlins � '�'•'�"i'•' System Trusses 2x4 Chords -�-- �����'� �' �� ° � � �AIiIiIlIII IIIIIIi ,:etback ` ��I/'� ,� #1 Hip � Pitched and Sheathed r Hip Frame* B Bottom Chord W3X4, Min, o- Attach hip frame to flat chords of' stepped hips at all overlapping points with 2-10d (0,148"x3") W3X4, Min, Hip Frame, 'R' common nails. Bottom chord of hip frame to be attached to #1 hip with 10d common (0,148"x3") nails @ 6" c.c. maximum spacing. `1/ Hip Frame Hip frame stops at plumb cut of' Section B B jacks to maintain pitch continuity. * Hip frame lumber is SPF, So, Pine, HF, .11-10411 or DFL Standard, Stud grade, or better, .17 See Engineer's sealed design for setback, lumber, plating, loading, and duration factor required. •!.. iimiummiumi R' Hip frame chords may be trimmed up to 2" to fit. purlins must be intact and properly attached. I-" Setback Stepped Hip System Trusses Use this detail for; ASCE 7-10, 140 mph, 30' Mean Hgt, Enclosed, Exp C, or Hip Frame provided by truss manufacturer, ASCE 7-10, 120 mph, 30' Mean Hgt, Enclosed, Exp D, or Hip frame is designed to provide bracing for flat ASCE 7-05, 110 mph, 30' Mean Hgt, Enclosed, Cat II, Exp C, or top chords of hip frame system where indicated. ASCE 7-02, 110 mph, 30' Mean Hgt, Enclosed, Cat II, Exp C, Structural panels must be properly attached directly Residential, Wind TC DL=4,2 psf, Kzt=1,00 To hip frame purlins. tt�R0 PROpp wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING! ��'1 r w REF HIP FRAME witIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, handling, shipping,installing and bracing. Refer to and 4/ 14659 follow the latest edition of BCSi (Building Component Safety Information, by TPI and SBCA) for safety r- DATE 10/01/14 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 �„ ( A DRWG HIPFRAME1014 ,„ shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs "_.• -<-' - IJ. I� i shall have bracing Installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each ince .7g ��_ I\\ i I I of truss and posit on as shown above and on the Joint Details,unless noted otherwise. •::."..,1‘ u i Refer to drawings 160A-Z for standard plate positions. V,r w • Alpine, a division of ITW � ;Building Components Group Inc. shall not be responsible for any deviation from T' (�9 +y f'/ AN ITW COMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, 7a installation& bracing of trusse }y A'� A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional 04),W.a �S engineering responsibility solely for the design shown. The suitability and use of this drawing 73369 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecaRenewB:12!3112017 Earth City,MO 63045 For more Information see this Job's general notes page and these web sites, ALPINE, www.alpineltw.coml TPI,www.tpinst.orgi SBCA,wwwsbcindustry.orgi ICO rwwlccsafe.org ', LR Reis ^ oHcHHg vee /- S , bs � iL �, L ' o ) T-Reinf orcerient 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-Reinf orcerient' or ` reinforcement method is desired. L-Reinf. ,. Apply to either side of web narrow face, Apr Attach with 10d (0.128`x3,0",min) nails IV at 6" ac. Reinforcing member is Notes: a minimum 80% of web , member length, , This detail is only applicable for changing the specified CLR ,, shown on single ply sealed designs to T-reinforcement or , L reinforecement or scab reinforcement. OM. .411 Alternative reinforcement specified in chart below may be conservative. MI For minimum alternative reinforcement, re-run design with appropriate MN ii reinforcement type. T-Reinf. L-Reinf, Web Member Specified CLR Alternative Reinforecement Scab Reinf orcer''tent: Size Restraint T- or L- Reinf. Scab Reinf, 2x3 or 2x4 1 row 2x4 1-2x4 Apply scala(s) to wide face of web. 2x3 or 2x4 2 rows 2x6 2-2x4 No more than (1) scab per face. NM 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(IE) minimum 80% of web member length. 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x600 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. Pi (YE) Center scab on wide face of web. Apply (1) scab to each / face of web, _ Will wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING! .A'S',r �. PROP iLt s TC LL PSF REF CLR Subs. wwINPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS _._..—.___------____.-- Trusses require extreme core in Fabricating, handling,shipping,installing and bracing. Refer to and 4/ „.-. 14859 TC DL PSF DATE 10/01/14 follow the latest edition of BCCI <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 t e / BC DL PSF DRWO BRCLBSUB1014 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs — /'IIS ffl���''' shall have bracing Installed per BCSI sections B3, B7 or BID, as npplicabre. Apply plates to each face BC LL PSF //I i g f truss and position as shown above and on the Joint Detolis, unless noted otherwise e�,.^_e �" 'I_l Refer to drawings 160A-Z for standard plate positions. V L J �;►; ,fw/ 'VO Nv TOT. LD, PSF Alpine, n division of ITV Building Components Group Inc. shall not be responsible For any deviation from a AN ITW COMPANY this drawing, any failure to build the truss in conformance with ANSI/TPI 1,or for handling, shipping, •.7 lift installation B. bracing of trusse �� A� w� s # A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional 04 4 engineering responsibility solely for the design shown. The suitability and use of this drawing OUR. FAC. 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sect. For more Information see this Job's general notes page bad these web sites Renews:12/3112017 SPACING Earth City,81083045 ALPINE, www,alpineitw.comi TPI, www.tpinst,orgi SBCA' www.sbclndustry.orgi ICG www.lccsaFe.org ASCE 7-10: 130 mDh, 30' Mean -eight, Closeo, Exposure C Common Resioential Goole Eno Wino 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: 10d box or gun (0,128"x3",min) nails. to stiffback with 10d box or gun (0.128" x 3", min.) nails 8 6" o,c. X .... Y 2X4 Blocking - nailed to `� 45° sheathing and ---I.— 24' Max —..t-- each truss (Typ) 1 *` i __ H . . . . . . i'' 2X4 DF-L #2 H/2 or better /1 li diagonal brace. Attach each end X III for 560#. i /1E k 1 - I I - / / / / continuous Bearing/ / / / / - 2x6 #2 Stiffback attached to each Stud w/ (4) 10d box or gun (0.123" X 3", min.) nails. t wwWURNINGI.w READ AND FOLLOW ALL NOTES ON THIS DRAWING! '�1tv REE GE WHALER wwIHPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. y�j c. i Trusses require extreme care in fabricating,handling, shipping,installing and bracing. Refer to and J.--wk DATE 10/01/14 follow the latest edition of SCSI <Building Component Safety In£ornatlon,by TPI and SBCA) for safety 41 .,, 14659 - practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. �'w, r "-----"-'-"'-- ---"--"— Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord f'"""`""' „ shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs I i 1,,,, DRWG GABRST101014 /'IFFIII ��� shallhave bracing Installed per BCS! sections B3, Biz BIO, as applicable Apply plates to each face /Q I I)`� 1 �l of truss and positron ns shown above and on the Data ls,unless noted otherwise L J i Refer to drawings 160A-2 for standard plate positions , Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from • p+ `*f AN ITW COMPANY this drawing,any favure to build the truss in conformance with ANSI/TPS 1, or for handling,shipping, QFC 7 %I 4V MAX. TOT. LD. 60 PSF S f� N installation bracing of trusse i n A seal on this drawing or cover page listing this drawing,indicates acceptance of professional W.C�AQQ engineering responsibility solely for the design shown. The suitability and use of this drawing Y 13389 Lakefront Drive for any structure Is the responsibility of the Balding Designer per ANSI/TPI I Sect, Earth City,MO 63045 For more information see this Job's general notes page and these web sites; Renews:1213112017 MAX. SPACING ALPINE. www,alpineltw.coml TPI, www.tpinst,orgi SBCA,www.sbcindustry.org!ICC,www.iccsofe.org Gab e De , aid I For Let-in Verticals Gable Truss Plate Sizes A Sbouyn.t4 + Refer to appropriate Alpine gable detail for minimum plate sizes for vertical studs. !; .„, +ORefer.to Engineered truss design for peak, splice, web, and heel plates. 444444404 : © ®If gable vertical plates overtop, use a single plate that covers the total area of the overlapped plates to span the web. Gable *4441441140. vertical © iIIii11I1III1I !, �% 2X4 i 2X8 "T" Reinforcement Attachment Detail `T' Reinforcing 'T' Reinforcing Member Member A. Toe-nall 4 - Or - X End-nail la © To convert from °L" to "T' reinforcing members, Provide connections for uplift specified on -the engineered truss design. multiplyprp at Increasepineby lengthdet (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 Toenailed Nails' specie, and grade of the "L' reinforcing member. 10d Common (0,148"x3°,min) Toenails at 4" o,c, plus Web Length Increase w/ "T" Brace 4 Nails X (4) toenails in the top and bottom chords. 'T' Reinf, This detail -to be used with -the appropriate Alpine gable detail for ASCE Mbr. Size Increase Reinforcing -,,,, wind load. 2x4 30 '/. Member ASCE 7-05 Gable Detail Drawings Example: 2x6 20 A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Wind Speed = 120 mph Nails A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Mean Roof Height = 30 ft, Kzt = 1.00 Gable'v Truss Spaced At ASCE 7-10 Gable Detail Drawings Gable Vertical = 24'o,c, SP #3 4° 0.C, A1i515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014, "T' Reinforcing Member Size = 2x4 A18015ENC101O14, A20015ENC101014, A20015END101014, A20015PED101014, "T" Brace Increase (From Above) = 307. = 1.30 A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014, (1) 2x4 "L' Brace Length = 8' 7" A18030ENC101014, A20030ENC101014, A20030ENDI01014, 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 Nall . X Ceiling wwWARNINGIee READ AND POLLEN ALL NOTES ON THIS DRAWINGI �.�' '�) PRQp, REF LET-IN VERT ...IMPORTANT..FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. r, . Trusses require extreme care in fabricating, handung, shipping,installing and bracing. Refer to and DATE 10/01/14 follow the latest edition of BM (Building Component Safety Information,by TPI and SBCA) for safety AO 14659 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI, �"', re '--- • .. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord s „,,,.c'"^"'' DR WG,.,, shall have a property attached rigid ceiling Locations shown for permanent lateral restraint of webs f 4'i __ ,____ �__�__�.__ WG GBLLETIN1014 ((fl 1[N, fl shall have bracing installed per SCSI sections 53, B7 or 810,as applicable. Apply plates to each face , II ��-I1�\ II of truss and position as shown above and on -the Joint Details,unless noted otherwise.''I-`l ILII \VVI Refer to drawings 160A-Z for stondard plate positions, n w•,- , Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from •m/ E` AN ITW COMPANY this drawing, any failure to build the truss in conformance with ANSI/TPI 1,or for handling, shipping, • ' OL MAX, TOT. LD. 60 PSF installation&bracing of trusse r 7�,�� A seal on this drawing or cover page listing this drawing,indicates acceptance of professional }y O engineering responsibility solely for the design shown. The suitability and use of this drawing ?BMW.OW- DUR. FAC, ANY 13389 Lakefront Drive for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2, R Earth City,MO 63045 For more Information see this Job's general notes page and these web sites, Renews:12187(2417 MAX. SPACING 24,0" ALPINE www.alpineitw.comi TPI, www.tpinst.orgi 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 = LOB 2x4 Brace (1) 1x4 "L' Brace * (1) 2x4 'L' Brace A (2) 2x4 'L' Brace we (1) 2x6 "L" Brace A (2) 2x6 'V Brace we Bracing Group Species and Grades: Gable Vertical No Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A 0 P g Spruce-Pine-Fir Hem-Fir -#1 #/3 #I / #2 4' 7' 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 U - #3 4' 4' 7' 2" 7' 8' 9' 1° 9' S" 10' 10° 11' 4' _ 14' 0' 14' 0" 14' 0" 14' 0' #3 Stud #3 Standard Stud 4' 4' 7' 2" 7' 7° 9' 1' 9' 5' 10' 10' 11' 4" 14' 0' 14' 0' 14' 0' 14' 0' O 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 Pineww CU #1 I 4' 10" 7' 11' 8' 2" 9' 4" 9' 8" 11' 1' 11' 6" 14' 0' 14' 0' 14' 0" 14' 0' #3 #3 5 #2 4' 7' 7' 10" 8' 1" 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0" 14' 0" 14' 0' Stud ands Standard Standard Nt #3 4' 6' 6' 6' 6' 11" 8' 7" 9' 2" 10' 11' 11' 4" 13' 6" 14' 0" 14' 0" 14' 0' d Cu DFL Stud 4' 6" 6' 6' 6' 11' 8' 7" 9' 2" 10' 11° 11' 4' 13' 6' 14' 0" 14' 0' 14' 0° Standard 4' 4" 5' 9" 6' 1' 7' 7" 8' 2' 10' 4" 11' 1' 11' 11" 12' 10" 14' 0' 14' 0' Group B; U #1 / #2 5' 3" 8' 11' 9' 3" 10' 7' 11' 0' 12' 7' 13' 1" 14' 0' 14' 0' 14' 0" 14' 0' Hem-Fir _ S F #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 —F Stud 5' 0' 8' 9" 9' 2' 10' 5° 10' 10" 12' 5" 12' 11" 14' 0' 14' 0' 14' 0' 14' 0' #1 O Standard 5' 0" 7' 6" 8' 0" 10' 1" 10' 9" 12' 5" 12' 11" 14' 0° 14' 0' 14' 0" 14' 0' Dou•las Fir-Larch Southern Pinewww #1 5' 6' 9' 1' 9' 5' 10' 8' 11' 1" 12' 8" 13' 2° 14' 0' 14' 0' 14' 0' 14' 0° #1 #2 5' 3° 8' 11' 9' 3° 10' 7" 11' 0° 12' 7' 13' 1" 14' 0° 14' 0" 14' 0" 14' 0' #2 #3 5' 1" 7' 11' 8' 5' 10' 6° 10' 11' 12' 6' 13' 0" 14' 0' 14' 0" 14' 0" 14' 0° 1x4 Braces shall be SRB (Stress Rated Board). Cu ,----1 DFL Stud 5' 0" 7' 11' 8' S" 10' 6" 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' ;wwFor 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 0 — — #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 •rases. #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: l__. 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 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). C5 #2 5' 9' 9' 10' 10' 2" 11' 7° 12' 1" 13' 10' 14' 0' 14' 0° 14' 0' 14' 0" 14' 0° Gable end supports toad from 4' 0' outlookers #3 5' 8' 9' 2" 9' 9" 11' 6' 12' 0" 13' 9' 14' 00 14' 0° 14' 0' 14' 0" 14' 0' with 2' 0' overhang, or 12' plywood overhang. Z 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 r Attach 'L' braces with ltd (0.128'x3.0' min) nails. ,� About) �( For (1) "L' brace space nails at 2° oz. Gable Truss in 18' end zones and 4' o.c. between zones. - /�` in 18''2)end braces:a: space nails at 3° o.e. Diagonal brace option: S ■ In zones and 6' o,c. between zones. vertical length may be doubled when diagonal �,V 0 'L'bracter bracing must be a minimum of 80% of web brace is used. Connect diagonal brace for 385# 'L. Gable Vertical Plate Sizes 'I at each end. Max web , r total length Is 14', Brace 1� ' Vertical Length No Splice / 2x4 DF-L #2 or Less than 4' 0' 1X4 or 2X3 better diagonal leser hanails at 3' o.c. +I 4) ■ ■ ■■ ■ _ ■ / ontinuous Bearing Refer to the Building Designer for conditions Connect diagonal atnot addressed by this detail, midpoint of vertical web, "-N. NS. RePer to chart above For max g��� k', REF wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWINGI ASCE7-10-GAB12030 weINPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 'i7. F., • ° 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 SBCA)for safety14659 practices prior to performing these functions. Installers shad provide temporary bracing per BCSI. DRWG A12030ENC101014 wn Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord y shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs1w� — AT snail have bracing installed per BCSI sections B3, B7 or BIO, as applicable Apply plates to each faceA /' I ) I , of truss and position as shown above and on the Joint Details,unless noted otherwise. L(� i J — I 1 Refer to drawings 160A-Z for standard plate positions. w, _s` Alpine,a dvsion of ITW Building Components Group Inc shall not be responsible for any deviation from L,'i• V AN ITW COMPANY this drawing,any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, t �.' •''14%g�Q�tl.`'# MAX, TOT. LD. 60 PSF installation&bracing of trusses. A seal on this drawing or cover page listing this drawing,indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing 44NwG 133RD Lakefront Drive for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec . , Earth City,MO 63045 For more Information see this Job's general notes page and these web sites: MAX, SPACING 24,0° ALPINE' www.atpIneitw.comi TPI' www,tpinst.orgi SBCA,www.sbcindustry.org)ICC,wwwiccsafe.org Renews:12/31(2017 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SIUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - D4CAP) Top chord 2x4 HF #2 120 mph wind, 19.11 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 13C 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= 10 1:11110°11141111111116. D IL 1 1-6-9 0-0-7--L— 18-2-4 1 .5X4 Ili 3X5(D1)i 3X5(D1) --1-9-12 >I< 1-9-12-4..i I,_. 1-9-12 ,I, 1-9-12 J F3-7-8 Over 2 Supports R=159 W=5.5" RL=-21 R=159 W=5.5" Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00,1 -.11pry, g,,,.,TY:5 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-2118 waMRNINBI READ ANO FOLLOW ALL NDIFS ON !HIS DRAWING! TC LL 25.0 PSF REF R7175- 33585 825 N pn R '•IIIINNY wr•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 4th Ave,Cornelius O 97113 ' r T I Safety etyhandling, shipping, installing a�nrao sag.fety etyRarerp to and follow r ' 14859 TC DL 7.0 PSF DATE 06/07/1 6 require extreme amara in fabricating,-' he latest edition or BCCI (Building Component Se fety Information, by TPI and WSESI for sa Paty pract'cea prior P forming hese rproperly attached Installers shall structural ng an 'Y bracing per shall haveh ins protedperly attaches /y ,m...,...—-.. p ,fchord hall have properly rovidei Le and bottom chord scall properly a otherwise, ~ �, , ed ..,..8,0--g E it ng. Locations shown roc permanent lateral restraint of webs shall have bracing stalled per 8051 y DL 10.0 PSF DRW CAUSR7 1 75 16159176 87, 87 or 870, as applicable, APPIy plates to each race or truss and posit- shown above arW NF I �I BC ,4 -,[� t a J nt 0eta Is, unless noxea otherwl se, fiefs to grew ngs 15M Z Tor std gartl pl p ons, n # 'LLF-7J) Alpine, a tliv sion of ITN Ru Itl-ng Components Group Inc shall not be responsible f y q v-a n from tnls CA-ENG CWC/CWC s BC LL 0 0 PSF drawing, any failure to build the truss In conformance with ANSI/TPI 1. or for handling, snipping wawa-.�.„ .—, AN ITW COMPANY -nsta1Iation a bracing of trn,ea5. r, q,A �" TOT.LD. 42.0 PSF SEN- 207383 • A seal on this drawing or cover page lining this drawing, indicate.acceptance of profaesion.l engineering % 7 19 SEQN- solely for the design shown. The suitability and use of this drawing for any structure is the }� responsibility of the Building Designer per ANSI/TPI 1 sap.:. '/4N� to DUB,FAC, 1 .15 FROM I KE wawa.. 8351 Baena(5582ide . ,. ... ,, Saaalnenlo,0.495828 roc mora information is job',general notes pogo and those web i - ALPINE:www.alpineitw.comCTPI www iw pinst_org:WTCA: ,.sbcindustry.aom, ICCScoo.Icceare.org Renews:12/3192017 SPACING 24.0" JREF- 1VRB7175207 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - CJ3) Top chord 2x4 HF #2 120 mph wind, 21.21 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 13C 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 Right end vertical not exposed to wind pressure. factor for dead load is 1.50. 1.5X4 III i 10 p 5-10-8 1-0-0 nil til .,i 18-2-4 3X5(R) III 3X5(R) III 1 .5X4 III 112 5-4-15 J,j 1 .; 5-8-7 FE--5-10-3 Over 2 Supports ---> R=338 W=5.5" RL=122/-49 R=252 U=65 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00. Bonn„ TY:8 OR/-/1/-/-/R/- Scale =.375"/Ft. Truss ComponentsofOre on (503)357-1118 **WARNING!s" READ AND FOLLOW ALL ROILS ON THIS WANING! TC LL 25.0 PSF REF R7175- 33584 ++IWPDRTANr++ FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TIE INSTALLERS. +� re y 825I�I 4ih Ave,Cornelius Olt 97113 Trn.rer rannlra r oma ar in sans�r:at h„nd l'nn, .nl a�"'�' poi^", . t""i ^n"b L 7,;t ane follow 44 14659 TC DL 7.0 PSF DATE 06/07/16 the 1 t y t-on err BCSiorm. itl st Component shall rely Ie tematior, bracer are WB0S1. r sexy pea cep ..r to p ha these 1properly. Instal l structrprovide Lep -Y L ho per all haverilnproperlyss noted attached �.,,. ! __ top d hall have properly attached structural sheathing and b chord shall have a properly attached BC rigid ceiling. Locations shown rBr permanent"lateral 1 b shall have Orating installed per BGBI e, r 1+_-*� BC DL 10.0 PSF DRW CAUSR7175 16159175 to s B3, 67 -B10 es applicable. Apply plates toeachrace or trussand position as shown above and on I 01=N the Det 1 less noted otherwise. Refer to drawings 160A_z for standard plate positions. BC LL 0.0 PSF CA-ENG CWC/CWC AIL r—' Alpl of ITW Building Components Group Inc.shall not be responsible for Orly deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1. or for is iclli ig, shipping, AN ITWCOMPANY installation a bracing of trusses. 'FL. T 1qb% 4' TOT.LD. 42.0 PSF SEQN— 207382 A cel on thisdrwing w Bever peg.listing this drawing. Indicates acceptant*et pretensions'engineering 40 y, responsibility solely for the design shown. e suitability end use or this drawing ser any structure is the P DUR.FAC. 1 .15 FROM IKE 8351 Rinana Circlere.ponslellty or the Building Designer per ANSI/TPI 1 Sec.2. Sacramento,CA 95828 For more informs ion see his job's general n page and tweb SPACING 24.0" JREF- 1VRB7175Z07 ALPINE:www.alpineite.comtw TPI:www.tpinnt.org;MICA: re.sbcintlustry.Eom, ICCswww.,00 sore,orp Renews:1213112017 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR 0 CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - CJ2) Top chord 2x4 HF #2 120 mph wind, 20.37 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 Right end vertical not exposed to wind pressure. factor for dead load is 1.50. 1.5X4 III 10 4-2-8 1 .5X4 ill 1 I� 1-0-0 mi kl +18-2-4 i 3X5(R) III 3X5(R) L 1 ' 1"12 3,8 3-4-15 . I'1 1"iz 3-8-7 11 3-10-3 Over 2 Supports R=253 W=5.5" RL=83/-39 R=160 U=44 Design Crit: IRC2012/TPI-2007(STD) =.5"/Ft. PLT TYP. Wave " a 0) 16.01.00, 131fR[)e TY:12 OR/-/1/-/-/R/- Scale Truss Components of Oregon f503)357-2118 ”WARNINGIas READ AND FOLLOW ALL BOILS ON IHIS DRAWING! .c. TC LL 25.0 PSF REF R7175- 33583 `IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. s25 N 4th Ave,Cornelius o 97 13 Trusses require extreme r in fabricating, handling, sh pr g installing and d Refer t. end follow .I p ,jN TC DL 7.0 PSF DATE 06/07/1 6 he latest alt' lies' h,'ding Component Safety Infer - by TPI and DMA) for safety practices p .4059 -T __ P ny these functions. Installers ell provide temporary tmcinH per w;Sl. Ur less noted otherwise. top chord hall have properly attached structural sheathing dh chord shall have a properly attached t 5/ BC DL 10.0 P5F DRW CAUSR7175 16159174 Ig'tl 'I-ng. Locations.how f r permanent lateral restraint f' ba shall have bracing installed per BCSI a // 1 ' ns B3 Bl or 1310, as applicable. ApP'y plates to each r of truss and position as shown above and on + All ,Lc )^r I(� the int Details, unless noted otherwise. Refer to drawings 160A_z for standard plate positions. BC LL 0.0 PSF CA-ENG CWC/CWC /�'i I `V L� Alpins, a division of ITN Building Components Group Inc.shall not be responsible for any deviation from this .. drawing, any failure to build the t use conformance with ANSI/TPI 1, or for candling. shipping, �i �y`A TOT.LD. 42.0 PSF SEQN- 207381 AN ITWCOMPANY installation a bracing of trusses. W 9 fC,�' �g6 'IV A see!on this drawing or cover page listing this drawing, indicate aaaptalea of professional engineering e, .7 A rk4Q DUR.FAC. 1.15 FROM IKE responsibility solely for the design shown. The suitability end um of this drawing for any structure le the u�. responsibility of the Building Designer per ANSI/TPI 1 Sec.2. �1 8351 Rovana Circle Sacramento,CA 95828 for mainformation a is job's general notes pogo and those socasitos, SPACING 24.0" JREF- 1VRB7175Z07 ALPINE:www.a'pineiw.cn TPI: x .o g; cindustrom ICCIccsafe.org Renews:1213112017 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - CJ1) Top chord 2x4 HF #2 120 mph wind, 19.54 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 Right end vertical not exposed to wind pressure. factor for dead load is 1.50. Fasten rated sheathing to one face of this frame. 1 .5X4 III 10 l t 1 .5X4 III p 2-6-8 1-0-0 diall (:�J 18-2-4 i 1 .5X4 III 1 .5X4 III L 1, awl 1"12 348 1"12 1-4-15 11-6-11 1-10-�C3-Over 2 Supports I R=175 W=5.5" R=62 U=26 RL=47/-28 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00. 010fletf TY:12 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components ofOre on 503 357-2118 *WARNINOI HEAD AND FOLLOW ALL MOILS ON IHIS DRAWING! 'L TC LL 25.0 PSF REF R7175- 33582 po S •.IMPORTANT+ FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TEE INSTALLERS. �� S' w Tresses 825 N 4th Ave,Cornelius OR 97113 aI I,n°an„nran Rarer t and follow ow redo ^fah I- , Safety I. shipping, - ^Ser 14859 -r ' - TC DL 7.0 PSF DATE 06/07/16 YM I edition f BCSIr(Building Component Safety Information. by TPI and WTCA) for Safety prat[tea prior �, � ha pians. Inched 11 provide ng and bracing per.BI:SI. e I pored otherwise, . tp d heli h properly attached al sheathing and bottom chord shall h properly attached t>�d „i,, p BC DL 10.0 PSF DRW CAUSR7175 16159173 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BC51 1a s - B3 B7 B10s apPliceble. APPIy plates to each race of trussand posit- howl above and on All �0 l� I Uw Joint D tail 1 noted otherwise. Refer to drawings 160A-2 for standard PI positions. • BC LL 0.0 PSF CA-ENG CWC/CWC /�WIW II I `VI Alp divisionf ITW Building Components Group Inc.shall not be responsible N y deviation from this .ii. •-'i drawing, y failure to build the truss 'n conformance with ANSI/TP! 1, or for handling, shipping. ... •;C Ink/COMPANY �, lgg� �” TOT.LD. 42.0 PSF SEQN- 207 380 AN ITCOMPANY installation A bracing of'traaaoa. A seel on this drawing or awn.r peas listing tnle drawing, india.TM es .optenoe et profaw.lonel engineering196124 ,1n P resporsibi I ity solely for the design shown. The suitability and Is.of this drawing tar any structure is the f 4 We ri Bina DUR.FAC. 1 .15 FROM IKE 8351 Rommarck responsibility or the Building Designer per ANSI/TPI t Sed.2. Sacramento,CA 95828 ra,more tion s 'a job's ganoral notes aegis and those wonsites;f ALPINE' www.elpineitw.comTP1 wswtpinst.org; WTCA:www.sbcindustry.ce• ICC: Renews:1 213 1 1201 7 SPACING 24.0" JREF- 1VRB7175Z07 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - CG1) Top chord 2x4 HF #2 Special loads Bot chord 2x6 HF #2 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 HF Std/Stud TC- From 0 plf at -1.41 to 66 plf at 0.00 :Lt Stub Wedge 2x6 HF #2: TC- From 2 plf at 0.00 to 2 plf at 8.27 BC- From 0 plf at -1.41 to 5 plf at 0.00 120 mph wind, 21.21 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- From 2 plf at 0.00 to 2 plf at 8.27 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC BC- 123.42 lb Conc. Load at 2.66 DL=6.0 psf. BC- 320.51 lb Conc. Load at 5.49 Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 1.50. 1.5X4 III r i 7.07 5-10-8 1-0 0 0.11111.111°-+ j *18-2-4 1 .5X4M 4X12(G7) III 1-11-5-0 .1 Ic 8-1-8 1"12'TT Iec 8-3-4 Over 2 Supports %, R=422 U=62 W=7.028" R=317 U=58 Design Crit: IRC2012/TPI-2007(STD) =.375"/Ft. PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00. ,p1@RtpF Y:2 OR/-/1/-/-/R/- Scale TrUss Corn ohs of Oregon 1503)3572I118 T.'" Nt RNI H HIS AND LULLU�ALL NUILS TN THIS CRANIINCLUDING ��� r TC LL 25.0 PSF REF R7175- 33581 825 N 4th Ave,Cornelius OR 97113 "Iwroarurr•* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. an r oma ar ,n fabricating, handling shipping, atAlllnm and Refer t e Tallowthe f4 14659 r TC DL 7.0 PSF DATE 06/07/16 TPI and RICA f safety p prix latest editionfunctions. Instding C W t Safety Ie b1' Jotherwise, •'e. �. performing hs 'sons snow t` 11 en ula shall provide ray to face w btemporery shoii BLSI Unless n ,•.T - p chord shall h properly attached I sheathing a b chord shall properly attached i a y 7 BC DL 10.0 PSF DRW CAUSR7175 16159172 rigid ceiling. Locations shown f permanent lateral r ba shell My Ing installed P BC 51 T• t' Bi 07 �BiO, as applicable. Apply plates t e h r trussand po 't b and on A n r,��N 1.l' „a, t o nears�tatl pthar ,ra^ Rara tp tlra.ingr,6oA-Z.orantlatl plata per +,_ �• BC LL 0.0 PSF CA—ENG CWC/CWC (�J—� i Alp a tll of I..Bulltling Components Group Inc.shall t ha respons bee fbr any Id eat on from this g +y� drawing, any failure to build the truss conformance with ANSI/TPI ,, or for handling, ah-pping. `#c 7 yl� Al' TOT.LD. 42.0 PSF SEQN— 207 379 AN ITW CAMR. installation A drawing or coverer. A sold on this solely or thews pegs I town. this drawing, ;Siestas acceptance dr wi for oryslereengineeringthe ��'MN W.0" DUR.FAC. 1 .15 FROM I KE responsibility.slyly fbr w design shown. The suitability.m use of this drawing .ro structure responsibility of the Building Designer per ANSI/TPI 1 s.e.2. 8351 RuvaCA 95828 more information Ion a „;,Job's Senora; e peso and t web Renews:12/3112017 SPACING 24.0" JREF— 1VR87175Z07 ALPINE:wee.alp jolt..°aa,; TPI:lues tp -°r-g, Sacramento,CiYWCA ,wuv.sbcintlustry.com, ICC: wee.iccsafe.org r,et THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - CG) Top chord 2x4 HF #2 Special loads Bot chord 2x6 HF #2 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 HF Std/Stud TC- From 0 plf at -1.41 to 66 plf at 0.00 :Lt Stub Wedge 2x6 HF #2: TC- From 2 plf at 0.00 to 2 plf at 11.10 BC- From 0 plf at -1.41 to 5 plf at 0.00 120 mph wind, 22.04 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- From 2 plf at 0.00 to 2 plf at 11.10 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC BC- 123.42 lb Conc. Load at 2.66 DL=6.0 psf. BC- 320.51 lb Conc. Load at 5.49 BC- 503.48 lb Conc. Load at 8.32 Wind loads and reactions based on MFRS. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live 1.5X4 HI load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase p factor for dead load is 1.50. 3X50. 7-6-8 7.07 ..-,.=,... ' J .418-2-4 4X5111 3X5(R) HI 4X8(G1) III 1.1-5-0)J 1"12 6-1-8 + 4-11-12 41. 1 11-1-3 Over 2 Supports >j R=531 11=108 W=7.028" R=585 U=130 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00,$.1 +'BRQpr. Y:4 OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components ofOre on 503 357-2118 eWARNING1 aw RLAD AND FOLLOW ALL NUIES ON txls mom! 5. (w ( ) ..IMpoerANr FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 4\�1R`y . TC LL 25.0 PSF REF R7175- 33580 825 N 41hAve,Cornelius OR 97113 47 ks." T rennirw w r.ams are In fah , handling. shipping, TPI and bran ng. Refer d follow 1 46 58 TC DL 7.0 PSF DATE 06/07/16 the latest edition ofrBCSIr(Building Comp Safety Information, by TPI and WTCA) for safety p prior II^ Cu p -f rg these Luna.tines Installers manen II provide temporary bracing Vnr.81:11. Unless notedotherwise. _ op ChOrd shall have properly attached i sheathing and bottom chord shall have a properly ed BC DL 10.0 PSF DRW CAUSR7175 16159171 rlgld ceiling. Locations shown for permanent lateral restraint of WOOS shall have bracing Installed per BCSI A �� se t 83 87 B10 5s nopplicebl e. ApVly plates to each race of truss and position as shown abo a and o O th , I tad ptherw,ee. Refer to draw,nes,60A-2 for standardplaie positions. BC LL 0.0 PSF CA-ENG CWC/CWC Alp div' 1 f ITN 8uiltling Components Group Irw.shall rot be responsible Par any deviwC on from this ._._ drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, �y Ili\ AN ITW COMPANY ,nstaIIation A bracing of creases. l'a 7 VO VI TOT.LD. 42.0 PSF SEQN- 207378 • A Sul on this drawing or Cover Pseo listing this drmlro. Indicates sanspt.roe or grain laN1 engineering 4,, 44 CN��R DUR.FAC. 1 .15 FROM IKE responsibility solely nor the ensign.icer. The suitability and awe or this arming for oro structure Is the 8351 Rovala3 Circleresponeltlllty or the Building Designer per ANSI/TPI 1 Ses.2. Sacramento,CA95828 roc morc information is job's ycneral no s page and Chose web n Renews:1 213 112 0 1 7 SPACING 24.0x' JREF- 1VRB7175Z07 ALPINE,www.alpineitw.com t�TPl wamw tpinst.org;RTCA:WWw.encindustry.com; ICC, www.iccsofe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. li (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - X2) • Top chord 2x4 HF #2 120 mph wind, 21.24 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 Right end vertical not exposed to wind pressure. factor for dead load is 1.50. 1 .5X4 III i 10 5-11-6 1-0-0 _� h - I■�ri , ■ CJI +18-2-4 3X5(R) III 3X5(R) III 1 .5X4 III L1 '..1 1"12 1"12 5-7-12 -Ll i 5-9-8 '1 14E-5-11-4 Over 2 Supports >+ R=342 W=5.5" RL=124/-49 R=256 U=66 Design Crit: 1RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00.0 + QTY:3 OR/-/1/-/-/R/- Scale =.375"/Ft. Components Truss Com ofOre AU ( )on 503 357-2118 • WARNINGI•• NLAND FOLLOW ALL IONS ON THIS mom! 401,��' apt TC LL 25.0 PSF REF R7175— 33579 825N 4th Ave,Cornelius OR 97113 pB ••1■PORTANT.• FURNISH THIS DRMING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. extreme '' , N0s44 n lei+ n. Safety v,I Information, Ilia"and hr I Refer r are follow TC DL 7.0 PSF DATE 06/07/16 the latest redinUswoIlmations. ding Component t Safety Ie tempo by and PTCA) P safety practices prior (� 1 mist;�'� y to performing tl have Itroperly. ttacned structural shall pr°vide temporary Y tobracing per tll l have pro erly attached r�. top chord shalt have properly a tanned al lateral re sheathing and b hal ,:ball n a Properly attached BC DL 10.0 PSF DRW CAUSR7175 16159170 rigid IIng. Locations shown r permanent lateral rascra t P b hall neve bracing installed per BC51 , I pI + .4 ����‘11116 . se Baa ails, unG a to h rM seep y plates to each race or truss r antl position as shown above and on h Dat I unless d otherwise.a rifer to draw nils l 0o_7 a forstandardplate positions. BC LL 0.0 PSF CA—ENG CWC/CWC Al pine, e i f ITN Building Components Group Inc.shall not be responsible for any deviation from this •P— Ir drawing, any failure build I ss in conformance with ANSI/TPI 1,o fOr handling, shipping. v TOT.LD. 42.0 PSF SEQN- 207377 AN RTW COMPANY ;natalten on a bracing or trusses. ✓' ��q A sial on this drawing or Dover peg*listing this drawing. Indicate.acceptance of profsw4 lonal engineering ♦ C 7.1 RAS' rwpo,vlbll Ity solely for the design.Ilam. Th.sui Otillity am lee of this drawing for aro structure Is the +,► DUR.FAC. 1.15 FROM I KE 8351 RoTana CDC1e responsibility of the Building Deal Drier per ANSI/TPI 1 See.2. "�.A►Wa 6 Sacramento,CA 95828 T°,more 'nform• i°^ this job's"°^°r•' rs Page°^d those web f SPACING 24.0" JREF— 1VRB7175207 ALPINE: www.alpineitw.com; TEl wwwtpinst.org;■TCA: www.sbcindustryuom; ICC: RP1we'12141l2TIi7 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - X1) • Top chord 2x4 HF #2 Special loads Bot chord 2x6 HF #2 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 HF Std/Stud TC- From 68 plf at 0.00 to 68 plf at 7.94 :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' BC- From 10 plf at 0.00 to 10 plf at 7.94 BC- 698.44 lb Conc. Load at 2.00, 4.00, 6.00 120 mph wind, 22.49 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Wind loads and reactions based on MWFRS. DL=6.0 psf. 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. 1 .5X4 III 1 10 F-- 4X8 4X8 101 7-7-6 AIu II 1- '' im J_ +18-2-4 3X10111 4X5(R) III 3X10(E5) 1"12 3-9-103-11-14 3_9_10 4-1-10 1c 7-11-4 Over 2 Supports >1 I R=1350 U=95 W=5.5" R=1366 U=96 Design Crit: IRC2012/TPI-2007(STD) =.375"/Ft. PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00.0 QTY:1 OR/-/1/-/-/R/- Scale Truss Components ofOregon (503)357-2118 Y91ARNINGI'e WAD AND FOLLOW ALL NDILS ON THIS DRAWING! ,�4 O,F TC LL 25.0 PSF REF R7175- 33578 825 N 4th 1 ••IrRORTarr" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING 11E INSTALLERS. � ' Ave,Ave,Comehus0 97 13 Tr. _ In}e„ I reel d, handling, shipping, installing and n nr,. Refer t and follow w( E` TC DL 7.0 PSF DATE 06/07/16 the I edition aofrBCSIc(Building Component Safety Information, by TPI and WTCA)rfor safety practices prior 14659 ^ to poir fermi ns Uresil rem,prop uns. dash Il sof s trut anal I prow de ng a 'Y to ilial pili BCS!• e 1 propeliol-oPrly attached nhed ..,, Allibik top chord trail have properly attached cr>ed 'al sheat„ng b chord shall n p per ly atta=bad BC DL 10.0 PSF DRW CAUSR7175 16159169 rigid iling. Locations shown for permanent lateral restr f b shall have bracing installed per BCS! • "" t• sections B3, Bl or B10. as applicable. Apply plates to each face of trust and posit shown above and n `/�L J J J A ' the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard platepions. W00 BC LL 0.0 PSF CA—ENG CWC/CWC �r/'�■ I \V' Alpine a division of ITN Building Components Group Inc.shall not be responsible P y deviation from this .,:„...,..o. drawng, any failure to build the truss 'n conformance with ANSI/TPI 1, or for handling. shipping, 9 v TOT.LD. 42.0 PSF SEQN- 207 376 AN ITW COMPANY instal latl on x brad ng of vnaeea. ',1Iy' FROM A wl 00 thty solelyR or eov.r pry n shown. the.orNloR, l a deN..of thuro.wf drawingp?Or a y e .Iglrwrlrg f�M It AX�. ��Q DUR.FAC. 1.1 5 I KE A Baalmlel I l l..rawly for t�r..lge l isti Tro wlawing. i .hd N..*ao NI. eof far airy.langur.ri aro responsibility of the Building Designer per ANSI/TPI 1 Sac.2. gram Roo,C(Setae d t sob Sacramento,CA 95828 - more tw.cma ranthisngor ge WTCA w pain anof SPACING 24.0 JREF— 1VRB7175Z07 ALPINE:www.alpineltw.comiTPl Swwv.iPinst.or'g; NTCA:www.sbcindustrynese; ICCfwww saTe.org Renews:12i3.112D1T THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - X) . Top chord 2x4 HF #2 120 mph wind, 22.08 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 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. 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 Right end vertical not exposed to wind pressure. factor for dead load is 1.50. 1.5X4 Ill 3X5#IIIIIII 7-7-6 10 4\ 1.5X4 III 1-0-0 0_ ii 18-2-4 3X5(R) III 3X5= 141 '1 1"1212 3-7-12 I 4-0-0 1.11 12 17-9-8 I 7-11-4 Over 2 Supports -- R=428 W=5.5" R=346 U=89 RL=165/-60 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00....ilf N'8R(,k,F Y:15 OR/-/1/-/-/R/- Scale =.3125"/Ft. Truss Components of Oregon 503 357-i118 "WARNIMCI" NTAD AND FOLLOW ALL MALS ON IRIS DRAWING! !A po ( ) 111NPOTTANTI1 FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. +� , TC LL 25.0 PSF REF R7175- 3357 7 825 N 4th Ave,Cornelius OR 97113 Trusser require r ems ,n fahrlrat.-nn, handling, shipping, 1 alling and brar ng. Refer t. And follow , 14659 'Q TC D L 7.0 PSF DATE 06/07/16 the latest ditionaofr BCSI (Building Component Safety Informal' byTPIand WTCA) for safety practices prior - to p rg these 1Lrw:Ll arm. t1,1,-.114,5 marer 11 p r^W' Y bracing per BCSI. Uhleas rw Lad utlnarrIsn.r ..,, . top chord lull have properly attached I sheathing and b chord shall have a properly attached rigid ceiling. Locations shown for p lateral b shall havebracing installed per BC31 +_'+ ' BC DL 10.0 PSF DRW CAUSR7175 161 59168 { A Te a tions 83. 87 or 810, as applicable. Apply platen to each Y f trussd position as shown above and on A ^,�� sections Joint D®ailaonnnlass noted otharwsgsen ?nfaf to draw ngs Y60A Z fprt d phata pne,tiena. this BC LL 0.0 PSF CA-ENG CWC/CWC l , Alpic' a div s of ITN Bu ld-ng Coupon s Group I x .shall be r apo -b1n fbr any Gev'etlon from t !" NIT- drawing any failure to bulla the truss ' an conformance with ANSI/171 1,or for handling, shipping r AN IrweoMaANY installation 8 bracing of tressnS. G 7,1�' , TOT.LD. 42.0 PSF SEQN- 207375 A Nal on this droving or dower pogo fisting this drawing, eses ing, indloatee ptaroe of professional engineeringri responsibility solely for the design shown. The suitability and use of this drawing for any structure is the �`� OW,6" DUR.FAC. 1.15 FROM I KE $351 Rovana Circle responsi bl 1 I ty of the building Designer per ANSI/TPI 1 Seo.2. Sacramento,CA 95828 For aware information notes is Job's gonaral npage and t o wob Renews:12!31(2017 SPACING 24.0" JREF— 1VRB7175Z07 ALPINE: ww.elpineitw.com tTPI sowaw tpinst.org;WTCA:www.sbcindustry.ccom; ICC: ww.iccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - K2) • 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, W4 2x4 HF #2: DL=6.0 psf. • Calculated horizontal deflection is 0.11" due to live load and 0.14" Wind loads and reactions based on MWFRS with additional C&C member due to dead load. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 1.50. 5X5= ill Oil 7 1D 6-5-010 6X8= 4X5 8 1 4X54. El l8 M 1-0-0 1- RS �10-8-0 3 3111 3 3 II 11-0-01 6-6-0 6-6-0 6-6-0 6-6-0 6-6-0 6-6-0 6-6-0 ' ` 6-6-0 13-0-0 Over 2 Supports R=677 W=5.5" R=596 W=5.5" RL=102/-111 Design Crit: IRC2012/TPI-2007(STD) - PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00.'. vBROA. :6 OR/-/1/-/-/R/- Scale =.375“/Ft. Truss Components of Oregon 503357-'?118 •aWARNIMGIYe NFAO AND hULLT1N ALL MILS DN IBIS LuoU :! S� r , „,, , TC LL 25.0 PSF REF R7175- 33576 pp (( ••IYPBRTANT” FINNISH THIS DRAWING TO ALL COMPACTORS INCLUDING THE INSTALLERS. 825N4th Ave,ComeLusOlt97113 Trusses require t eme r in fakir ra ng, handling, shipping to telling end hrac ng, Refer ro^ follow 14659 - TC DL 7.0 PSF DATE 06/07/16 the 1 di f SCSI (Building Component Safety l r t' by TPI and WTCA) f T Y Practices pr o performing kin' functions. 11 small provide per.tlUnless noted ataches Y p hod shall properly attached nocalsheathing d bottom chord shall have properly attachedrigid ceiling. Locations .w r ,permanent e maelateral restraint T shall have bracing installed per BC 51 •,e,-►°� -�N �•�Be` BC DL 10.0 PSF D RW (AUSR7175 16159167 sections 03, B7 or B10 applicable. APpIY plates to each t trussand position shown above arM on , 1 I 0 r 0 PSF CA-ENG CWC/CWC ^l�A I t 1 the l Jn , Batons, unless noted otherwise.Compo Refer to drawlngs shall 160A-Z for standard ibl plate positrons. BC LL Alpine, a division of ITW Build-ng Components Group Inc.shall n.t be responsible for any deviation from this r �T 1�� +V drawng. any failure to build the truss in conformance with ANSI/TPI 1, or for handling shippng. 7. TOT.LD. 42.0 PSF SEQN— 207 374 AN ITW COMPANY *nsta l l at on a bracing or trues... A reel on this drwlng or cover page listing this drawing. Indicates of ro nofor drawing for any structure Is the a/4�I w, � responsibility of the Building Designer per NISI/TPI 1 Sec.2. �W 8351 Rocana Circle Sacramento,CA 95828 r.r more f.fors. .job's general a pogoand t ho was.rte Renews:12/31/2017 SPACING 24.0" JREF— 1VRB7175ZO7 ALPINE:www.alpieelt information tww tpi worg;NTCA' .sbclndustryrICC: ccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - K1) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Top chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Bot chord 2x4 HF #2 , Webs 2x4 HF Std/Stud :W2, W4 2x4 HF #2: DL=6,0 psf. 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. 5X5= / /14. iii Mo 6X8= 6-5-0 10 4X50 8 L— 4X5 -r- * 18 AL Il 1-Oo 1-0-0 10-8-o 3 3 3111 3 11 uco-9j o-Oj 6-6-0 6-6-0 6-6-0 6-6-0 6-6-0 'c 6-6-0 + 6-6-0 c 13-0-0 Over 2 Supports >' R R=673 W=5.5" =673 W=5.5" RL=120/-120 Design Crit: IRC2012/TPI-2007(STD) TY:1 OR/-/1/-/-/R/- Scale =.375"/Ft. PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00.' %!p rh Truss Componentsofore on k503)357-1118 Ilew H AND FOLLOW ALL teens ON IHts UHat•IN I `� TC DL 7 It 1 a*lYP011T1w7'• FURNISH THIS DNA)EO TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 82JN4t11AVe,Comelllas0 97 13 require extreme care In rahri,at nn handling, shipping, installing and nrar ng. Refer re and follw TC LL 25 0 PSF REF R 175 Trimens TPI and&TCA) for safety practices prior44 14659 7 0 PSF DATE 06/07/16 to h 1 edition of BCSI ns.(Buildingst.Component shall Se pety Ie temporo:, by rioted otherwise, : �1�. ng these functions.era. Installers shall PruviJe temporary 500 ho per Bcsl u I attached BC DL 10.0 PSF DRW (oUSR7175 1615 6 p chord stroll have Properly n for permanent rah latsheeral restraint and of chord shall b properly .., pd structural mint of webs shall have bracing seal a per BCSI ,. (I j .^�* ' gid 11-ng. Locations a,haven far lateral rat , how„above and on 0.0 PSF CA-ENG CWC/CWC A B3. 87 or B10 as applicable. Apply plates to each face of c and position Mons. BC LL A P O N e J t seta la ":lass dated of a ae. conformance to Jrawings 7:::. Porsstantl'r'P PY d v atl n from this . ' i AIP tli�lilur at Ibuild tJhe truss inacon ormnce shall not ba rorPfor n �9� %4 TOT.LD. 42.0 PSF SEQN- 207373 drawing, any failure to or t n onfor with AN511TPI 1, or for handling, shipping, AN D'W COMPANY instal l onl to a drooling er cover�p r epo on this ty solely r cover sign shown. The drawing. Ihald•use oOpthis"d'�of professional sengineering t s. ,Wr•�N�e G�a�Qi OUR.FAC, 1.15 FROM I KE a•Ptrmltlllty solely for she design shown. The suitability and w of this drawing for any structure is trim J responsibility of the Building Designer per ANSI PI 1 S•t.2. SPACING 24.0" JREF- 1 VRB7 1 7 5207 8351 Havana Circlerar more information a this fobs general notes Paso and chose„mb sites, $BCf7u1ttN0.,(..'•t 95828 ALPINE:wweelpineitw,com; TPI'.www.tPlnst.org:BITCH:wwv,sbrindustry,com; ICC: www.cr safe.org Renews:1213112017 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- 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 DL=6.0 psf. See DWGS A12015ENC101014, 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 Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 1.50. Fasten rated sheathing to one face of this frame. Shim all supports to solid bearing. 4X5= WM 410 i■i ' i 6-5-0 10 ,001r110 i 4X8(R) III C 11 �� f 11111N11 :%Ili -1-- 1-0-0 / 1-0-0 `k. 4.10-8-0 241 2411 6-6-0 6-6-0 6-6-0 4‹ 6-6-0 13-0-0 Over 4 Supports R=106 PLF U=18 PLF W=13-0-0 RL=9/-9 PLF Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: 1RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00. p1ANppic-, TY:1 OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components of Oregon 1503)357-2118 ••WARNING!•• ISLAM mu rows ALL ROILS ON!HIS RINSING! 825 N S R ...IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING 111E INSTALLERS. 'S r.. l'., e TC LL 25.0 PSF REF R7175- 33574 4th Ave,Cornelius O 97113 Trusses requiretio t a fabricating, Landline, nhlpp y TPI ind and bran n". Rater And follow 14 14659 le TC DL 7.0 PSF DATE 06/07/16 M 1 edutiennofretra cern (Building Component t Safety Infer t- by TPI and ATCA) for safety practices ollow these liraInstallers shall provide .Y eng per l noted ta ,A1116 . tp chord shallhave properly attached structural sheathing and bottomchord shall have properly atched rigidling. Locations shown for permanent lateral res f'webs shall have bracing installed per BC • S ! BC DL 10.0 PSF DRW CAUSR7175 16159165 59165 t,ons 83, B7 or 810, as applicable. Apply plates to each face of truasand position b and on A L1 N La Joint Details, unless noted otherwise. Refer to drawings16D_Z for standard platept a divisionof ITN Building Components Group Inc.shall not be responsible y deviation from this - BC LL 0.0 PSF CA-ENG CWC/CWC drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for Handling, shipping, v AN ITWCOMPANY inatealatian A bra=Ing or trusses. 're 7, �gg4 Q44 TOT.LD. 42.0 PSF SEQN- 207372 A sesl on this drsing or cover page listing thio drawing, Indlottes aoesptance or professional engineering - .... responsibility solely ler the design shown. The suitability enc use or this drawing for oro structure Is the ,� AV w� ��� DUO.FAC. 1.15 FROM IKE 8351 Roma(}isle responsibility or the Building Designer per ANSI/TPI 1 See.2. ry L/ Sacramento,CA 95828 Fora more information nferma len son this_gem's general notes page and these web Renews:12!3112017 SPACING 24.0" JREF- 1VRB7175207 ALPINE: www.alpineits.com t TPI www.tpin .erg; RICA:www.sbcinduatry.com; ICC: www,iccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- 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 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 Right end vertical not exposed to wind pressure. factor for dead load is 1.50. 1 .5X4 III 1 1 .5X4-- i It 3 `'w 2-10-0 _i__ m I 0-4-0 IS ImoJ -1-2 3X5= 3X5(A1) L 1l >J 3"12 L 6-0-0 _j 3-8-4 _1_I 10-0-0 Over 2 Supports R=501 W=5.5" R=411 U=4 RL=45 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00.41. A., .OF QTY:8 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Com onents ofOre on 503 357-2118 a.II11RNINGI ww MAD AND FOLLOW ALL NDILS UN'HIS DRAWING' Ak f4r' IC LL 25.0 PSF REF R7175- 33573 p B ••INPORTANT• FURNISH THIS DRAWING TO ALL COMPACTORS INCLUDING THE INSTALLERS. 825 N 4th Ave,Cornelius OR 97113 d n • � . Trusses require extreme nanoin fabricating, handling, snipping, installing an ng. Refer to and follow TC DL 7.0 PSF DATE 06/07/16 the. 1 edit- f SCSI (Building Component Safety Information, by TPI and NTCA)r for safety practices prior (4 14859 A 6 C g „performing trona. tlh.tallersp`hell provide temporary bracing per SCSI. Unlessnhubed oltmrw,se, Q• ! / r sop chord hall h properly attached structural sheathing and bottom thorn shall have a properly attached rigid ceiling. Locations shown for permanentulateral restraint„Saba shall have bracing ed per BGS' 1��_! BC DL 10.0 PSF DRW CAUSR7175 16159158 Ta 81, B]or 610, as applicable. Apply plates to each face of trussand posit ho above and on ALF-330N th Details, unless noted otherwise. Refs to drawings 160A-Z far tandard plat positions. BC LL 0.0 PSF CA—ENG CWC/CWC Alp' division of ITN Building Components Group Inc, shell not be responsible forany deviation from this wl.ie-, drawing, any failure to build the truss - conformance with ANSI/TPI 1, o for handling, shipping, AN ITW CCMAPANY installation a bracing of trusses. ��r� 1g0 �AZ TOT.LD. 42.0 PSF SEQN- 207371 wo A se.I on this drawing or cover page II.tI,g this drawing. IndIa.t s acceptance of professional engineering .. •7,. responsibility solely Oar the design shown. The suitability and nee of this drawing far any structure i.the /W�, Yf OW DUR,FAC. 1.15 FROM IKE 835]Rovana Circle responslblllty of chs Building Designer per ANSIITPI T Sec.2. �"/��Ra 1 Pr Sao merlo,CA95828 far more information .s sobs gbnaral pogo and t web w. a SPACING 24.0" JREF— 1 VRB7175Z07 ALPINE:www.alpineitw.com TPI:swww epinat.org,*TCA: ww shoinlustrY.tom, ICC: wrw.iccsofe.org Renews•1213112017 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- 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. See DWGS A12015ENC101014, 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 Right end vertical not exposed to wind pressure. 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 3 f-- 11 I 2-10-0 • IIIt n 0-4-0 (�- 0 LI 0 0 0 0 _0,9-1-2 , 3X5(A1) Lc 1' 9-8-4 3"121E11 I 10-0-0 Over Continuous Support >1 R=95 PLF U=0 PLF W=10-0-0 RL=5 PLF Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) =.5"/Ft. PLT TYP. Wave FT/RT=2%(09'0)/4(0) 16.01.00.'. :n.OR� QTY:2 OR/-/1/-/-/R/- Scale Tnlss Components of Oregon (5031357-2118 "WARNINGI.. RIAD AND FOLLOW ALL NOILS ON IHIS DRAWING! �.«;, IC LL 25.0 PSF REF R7175- 33572 825 N 4th Ave,Comehus OR 97113 **INPORTAxr'ar FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS." m Trthe I requires amn w in Pabricat n handlin shipping telling and bran n.,. Refer r and follow . ,� TC DL 7.0 PSF DATE 06/07/1 6 • I editionofrnBCS1LIr(Buildrng Component Safety In Forma by TPI and NTCA) for safety practicespro { « 14659 to p g these !urivt ns. In>tallnrsuctell provide terrryxr. .y bracing per BCSI. Unless nu ted otherwise,t r p chord shall have properly attached structural sheathing an,bottom chord shall have a properly reBC DL 10.0 PSF DRW CAUSR7175 16159157 rigid ceiling. Locations shown nor permanent u lateral restraint of webs shall have bracing installed per BCSI 1 a r I‘dgihlt'1 sections B3, B7 B10as applicable. Apply plates to each face o trussend position s show b and on A LIOt� the Joint Details, lass noted otherwise.Colson Components rouup drawings ha l160Ao-Z a forstandardPlate any deviation e iat1 BC LL 0.0 PSF CA-ENG CWC/CWC J Alpine, s edivisionr ITN Building rwise.anRe croup Inc.shall not be responsible for any tlti ° on from this 0,1:i,:4' drawng, any failure to bulla the cruse conformance with ANSI/TF1 1, or for hooding, shipping, ^'� TOT.LD. 42.0 PSF SEQN- 2073 70 AN ITV COMPANY !sato 1lot.°n A br.cl no of irr,aa°p + C 7,14 N A...id on thl.drawing or od.AT asP listing this drawing. Ildloeted or to,.ndr of profresional.nolnder0 DUR.FAC. 1.15 FROM IKE dsporsibllity solely fair the dNlgn shown. Th.suitability and w of this drawing for any structure Is the �1\ 8351 RoTana Circle responsibility of Gs Building Dewlgnsr per ANSI/TPI 1 See.2. tl t �� wa r�R CA for more nforwm Ian s Job's g°na al s pogo on ° wab a SPACING 24.0" JREF- 1VRB7175Z07 Sacramento, ALPINE:oww. I fI 'tw.com t TPl swww opinst,org; WTCA'.w•w,v.sbcindustry.r1om; ICC: www.rccsare.org Renews:12/31!2017 a pinei THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- 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 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud :W5 2x4 HF #2: 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. 1.5X4 III 3X50 10 T 10-1-2 1 .5X4 ill 1-2-7 r _ /h = +9_1_2 , 3X5(R) 18 3X5= 4X5= 1.1 '...1 1"12 5-0-4 5-2-4 3w12 1' ? 5-0-4 5-6-0 F-10-8-0 Over 2 Supports R=547 W=5.5" R=467 U=60 RL=160/-74 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00,0 QTY:6 OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components on 503)357-1118 `•WARNIMDI IW READ AND FOLLOW ALL MOILS ON IRIS DING! +4.1e0V1 °`4•,. TC LL 25.0 PSF REF R7175- 33571 825 N 4th Ave,Gemellus O 97113 po a ••IYPORTAN! FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TIE INSTALLERS T di res w r BCS fabricating, ethandling, rmatshipping, installing andPTCA) frrar rte. Refsafety p e follow Y tK latest edition oYrBG51 (BuildingComponent Safety Information, by TPI and WTCA> far safety pr prior �` 4�`�I TC DL 7.0 PSF DATE 06/07/16 o p ry tl ase i"properly. !atoll.,edstrut 11 p dtemporary unary tom cfly psi B:SI. Ue lens properly practices otherwise, 14859 top chord shall have pons she attached al l M1ing and bottom mord shall have a pinstal l M1p si f BC DL 10,0 PSF DRW CAUSR7175 16159156 rigid ceiling. Locations shown for p 'lateral restraint of webs snail neve bracing 1 installed per Bf.51 _' � t � � 01, B] B10 as applicable Apply plates to each race or trussand poli[- M1 above and on I I ,4 O) 1 the Oeta i s nate ether Refer to drawings 1co0A_z for taarch plc positions. BC LL 0.0 PSF CA-ENG CWC/CWC -�1 - Alp_ div- f I7N Building C up Group Inc. shall t be responsible fory deviation from this J drawing. any failure to build the truss n conformance with ANSI/TP1 1, a for h handling, shipping. ':'"-II' .r TOT.LD. 42.0 PSF SEQN— 207369 AN ITWCOMPANY Installation a bracing of trusses. .w ng - responsibilpeel on ity is dsolelyfor the design or cover sshown. The uitablisting this riglity"and w of this drawing her any structureucres is the / ' +s 1 (yQ — espenslbility or the Building Designer per ANSI/TPI 1 Sec.D. �"'��.��PQ DUB.FAC. 1.15 FROM I KE 8351 Rovane Circle r Sw SaceoneNo,CA95828 rc, more ion is job's ganorel notes page and t o. woe SPACING 24.0" JREF— 1VRB7175Z07 ALPINE:w w.alpileitw.com,t TPI:www cpinst.org;WTCA:waw.sbcindustry„tom; ICCs www.iccsore.org RWPCMNr:(11'+.142047 — THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - H) • 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, M6, M7 2x4 HF #2: DL=6.0 psf. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member bracing requirements. design. (a) Continuous lateral restraint equally spaced on member. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 1.50. Fasten rated sheathing to one face of this frame. 'IIIIIIIIIIIII 10-1-2 10 (— 2X4 III Ali1-2-7 9-1-2 _L 6X610 L1 'J 1^12 10-2-82 IT' f-10-8-0 Over Continuous Support -->i R=111 PLF W=10-8-0 RL=15/-7 PLF Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(O%)/4(0) 16.01.00.0 , QTY:1 OR/—/1/—/—/R/— Scale =.2511/Ft, Truss Components of Oregon 503)357-?118 "WARNINGI•• WAD AND FOLLOW ALL MOILS ON THIS DRAWING! l� ` QFL� TC LL 25.0 PSF REF R7175— 33570 po •r1MPORTANTT+ FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.Trusses . 'y., 825 N 4thAve,Cornelius O 97113 require care in fan nand 1 i ng, shipping, n I nA are bran r"' r sa'safety t "vee rp�for TC DL 7.0 PSF DATE 06/07/16 the latest edition f BCSI ns. Installers (Building lComponentSafety Ie mby TPI are 17TCS1 for faty tract her prior 42 I 14659 "C' o - ny l have ('properly tache. 11 provide ngantemporary to kJ per BCS1. Utiles.properly attached TOP chord nave nave Properly attacnpe structural lateral restraint and b road shave neve a properly d per attached r BC DL 10.0 PSF DRW CAUSR7175 16159155 rigid ceiling. L shown far pe I eral rests- t f b hall have bracing installed per SCSI • 47/ 7/ + fw se - B3 B] -B10 s applicable Apply plates to each race o trussand posit shown above arM n / All �� 1 the Joint D t I s nBuil Buiothlding Components conformance P to Inc.drawings l not for standard positions. divisionl ITR Building C ape Group Arc.shall n t vee responsible f y deviation from this BC LL 0.0 PSF CA-ENG CWC/CWC tlrawinfl any failure to build the truss onfor'mance with ANSI/TPI 1, or for handling, shipping, 1j r'4 AN ITR COMPANY Instal hat.^n a bracing or trusses. In J��� TOT.LD. 42.0 PSF SEQN- 207368 A sal on this drawing or cover paps listing this drawing, Indicates acceptance of professional ergllwring 4,,„ FC 7 I' '{t7 responsibility solely for the design shown. The suitability and use of this drawing for any structure Is St. p W. �i�AI�� DUR.FAC. 1.15 FROM IKE 8351 Rlx'ana Circle responsibility of the Building Designer per ANSI/TP1 1 Sec.2. SaolzlnenW,C.A95828 For m^ s information this job's general at a age a„a web s t SPACING 24.011 JREF— 1VRB7175Z07 ALPINE:waw.alpineltw.com t TPI www.tp,mt,org ; PTCA:www.aboindustry.com; ICCwww.iccsare.org Renaws•12r+1/2m7 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - G1) 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 :W5 2x4 HF #2: 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 Right end vertical not exposed to wind pressure. factor for dead load is 1.50. 1.5X4111 3X54 e 8-0-3 10 7 3X5 -t- 1-_0�-0 - X117 9-1-2 3X5= 4X5= 1.5X411) L1'wi 1"123"12 4-0-4 1-4 yl it2 4-0-4 ,...1.,,____1-11 4-3-0 1 Ic 8-5-0 Over 2 Supports >I R=449 W=5.5r' R=367 U=47 RL=129/-62 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00.0 ,;,. QTY:2 OR/-/1/-/-/R/- Scale =.3125"/Ft. ••MRNINGI•• NLAD AND FOLLOW ALL ROILS ON 1x15 ILNAW1NG1 I,g � TC LL 25.0 PSF REF R7175- 33569 Truss Components4111 Ave, of Cornelius (503)357-?118 ••IMPORTANT„ FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING 111E INSTALLERS. Ca r . , 825N4thAve,ComehusOI297113 n R r r to and fellow �. O TC DL 7.0 PSF DATE 06/07/16 Trusses require ext.,... fabricating, fell„ rnot Tpo'm.end P fi the latest edition oPBCBIr(BllrldinR Component Safety I f by Y practices P r 1 48 59 performing tt have ',notions. tined 11 shall provide rmw-c Y piecingho Per W:SI.ae lnss prey atbervrraa. ,ea P chord nail nave properly attached al lateral restraint e tr and be chord=Hall have a properly attached BC BC DL 10.0 PSF DRW CAUSR7175 16159154 'g d '1-�. or61Locationsppl for permanent lateral res r I t f b shell nava bracing Installed per BCo !y N / "'. ftl t' 63, B7 or 810, assappl applicable. Apply Plates to each face u truss and position as snow,above arld on ,� –�ED)n^ l I „e Details, unless noted otherwise. Refer to drawings 160A-z for standard plate positions. BC LL 0.0 PSF CA–ENG CWC/CWC A- (J' �l Alpine, a division of N Building Components Croup I .shall not. esponslble for any deviation from this • t'— tlra.,n9. any failure to band the t"=a conformance with ANSI/TPI b9, or for handling, shipping, 6 "W TOT.LD. 42.0 PSF SEQN– 207 367 AN ITW COMPANY Instal l ati an a brad ng or treaans. 9 A mel on chic erring or stover page listing thle arming. Indicates aomptanoe of prcfrsional engineering fte 7. 19 A44 reepprslnl I Ity solely per ter.design shown. The suitability•••+�•of this erring ref any structure Is the :.$ A �. .w4` DUR.FAC. 1.15 FROM IKE responsibility of the Building Designer Per ANSI/TP! T Seca. es51x��L�58e and ta,nabeeb r e — SPACING 24.0" JREF– 1VRB7175Z07 Sacramento,CA 95828 w. mare information Pp job's gonoral Cinpagom ALPINE: .we.alPlnel1tw.camcTPl fwnw.tPir� .org; 1b'TCA:wau.sbcinductrY�c ICC:swr.�lccaofe.org RBngws:12131I2017 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - G) ' Top chord 2x4 HF #2 Special loads Bot chord 2x6 HF #2 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 HF Std/Stud TC- From 68 plf at -1.00 to 68 plf at 7.94 :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' TC- From 68 plf at 7.94 to 68 plf at 8.42 BC- From 5 plf at -1.00 to 5 plf at 0.00 (++) - This plate works for both joints covered. BC- From 20 plf at 0.00 to 20 plf at 7.95 BC- From 10 plf at 7.95 to 10 plf at 8.42 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- 930.79 lb Conc. Load at 7.95 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. In lieu of structural panels use purlins to brace all flat TC @ 24" Right end vertical not exposed to wind pressure. OC. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 1.50. 4X5(++) E--- All ' 1 1 3X5 7-6-4 7-7-6 10 3X5�i II 1-- .r 1-00-0 ' �� 9_1_2 1 1 .5X4 III 4X5-- 3X10(E5) X5-- 3X10(E5) III 1.41 'm.1 5"12 4-.4---.2.--:9----4.'w-----j".--9 "i—4 4-2-0 4-3-0 0-5-12 1- 7-11-4 _I-J 8-5-0 Over 2 Supports >{ R=476 U=21 W=5.5" R=1266 U=213 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00.0 QTY:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. Truss Components on 503 357-1118 ..M2BiING1ww RLAD AND FOLLOW ALL BOILS ON IHIS DRAPING! ,�^�g TC LL 25.0 PSF REF R7175- 33568 pct S ••IMPORTANT"• FURNISH THIS DRAPING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ` 82$N 4th Ave,Cornelius OR 97113 Tr. require extreme noire in fabricating. nand 1 I nn shipping, - .1 I I ng a n nrl Refer to and fol I rw y e latest edition of BCSI'(Building Component Safety Information, by TPI and WTCA)rf safety practices prior �4/ 14659^1X• TC DL 7.0 PSF DATE 06/07/16 �. o p - erg these have o liens. to heller tur psheath°vide ng a '�Y b NI Pei' SCSI. e 1 - fluted n n �1/ tpp d shall naya P oPerlY attached at al sheathing and bottom chord shall h y attached .�, BC DL 10.0 PSF DRW CAUSR7175 16159153 rigid ceiling. Locations shown for permanentulateral rests f' shall have bracing installed per SCSI 1 `+ 1,40 _i 1• sections B3 87 or 810as applicable. Apply plates to each fa of trussand posit- h above and on m Ap L�00 ane J G a,la "nI, notatl atnarwlean Rafar in tlrawinga 16GA_Z fprtantlard p Y.° BC LL 0.0 PSF CA—ENG CWC/CWC Alp d'vlsl on of ITN Building Compo vanes Group Inc.shell not be responsl ble f try d n Prom tM1rs ��« drawing, any failure to build the truss conformance with ANSI/TPI 1, or far na sling. shipping, TOT.LD. 42.0 PSF SE N- 207366 AN ITW COMPANY installation a br.ci ng of trusses. V A...1 on tin•drawing or coyer pege listing thio drawing, Indicates acceptance of professional engineering C.7 19�g ► SEQN- responsibility.o l.ly for the des lgn.lawn. The suitability..la w or this drawing for err),structure 1.the �B }y���•Y��{�4 DUR.FAC. 1 .15 FROM IKE 8351 Roelina Circle responsibility of the Building Weigher per ANSI/TPI 1 Sc.2. Sacramento CA95828 nor more information, is,obis general s page and these web e - SPACING 24.0" JREF— 1VRB7175Z07 ALPINE:www.alpineltw.com; TPI:awes cplest.org;NTCA:ww.sbcindustry.uom. ICC: www.i safe.org Renews:121311201T THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - FG1) • Top chord 2x4 HF #2 This "Hip Frame" may be used in place of purlins on the hip plane to Bot chord 2x4 HF #2 brace the flat top chord of hip trusses. See detail drawing Webs 2x4 HF Std/Stud :M3, M4, M5 2x4 HF #2: HIPFRAME1014 or HIPFR1801014 for additional information. 4X5= A. T S 10-0-13 15.62 iiii 5.62 I 0-0-4 _. . . ._ 0-0-4 i- A 3X5(D1)= 3X5(D1) 7-8-10 7-8-10 lc 15-5-9 Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00.1 :+Q ' p� •TY:2 OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components ofOre on (503)357- 118 •.WARNI161.. RLAD AND FOLLOW ALL SOILS ON IBIS DRAWING' ��ti h , TC LL 25.0 PSF REF R7175- 33567 pp ( ) ,'IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING 11E INSTALLERS. \ 825 N Ath Ave,Cornelius OR 97113 Trusses rare In Panrlrar nn, handling shlpp nn. installing and bray ng. Rarer to and follow ic reditio aof BC. '` 9 IP ' TC DL 7.0 PSF DATE 06/07/16 _ the latest edition of BC51 (Building Component Safety Information, by TPI and WTCA) for safety practices prior �'y �4B Sa Lo pct lur ming these (properly In ers structural shall provide rag urary tom bracing par ALSl„ Ur,l cpr noted otherwise, .:�.�,... Ct.„- top chord shall have properly attached e lateral restraint e tr and bottom=shad shall have a properly sed BC DL 10.0 PSF DRW CAUSR7175 16159152 rigid coiling. or B1 , a shownfore permanent lateral resit int of web shall have pos Ing installed per dCo W~ .:-r .004111\ � se-tions 83, BI or B7G, as applicable. Apply plates to earl,face of trues and position +a b end on Ol�N the Joint Details,sunless noted otherwise. Refer to drawings,6Do_Z for standard plateP BC LL 0.0 PSF CA-ENG CWC/CWC A s—' Alp n s chvision of ITN Building Components Group In shall not ba responsible P y deviation from this ___--- drawing. any failure to spill tle t nog conformance w s AHs�.Tpl ,, nr for handling, shipping, . � �,to ��. TOT.LD. 42.0 PSF SEQN- 207365 AN ITw COMFANY ast,ll,t on 6 bracing of trussoa. 9 • A seal on this drawing or cover page listing this drawing, Imposts.aaepnrce of prer...lonal engineering %9•W4 up� DUR.FAC. 1 .15 FROM KE responsibility solely the design shown. The suitability and i.s of this drawing for any strootae is the �w, 8351 Rovana Circle resporolbillq or the Building Designer per ANSI/TPI 1 See.z. -..----- Sacramento, „ ,- SacTamento,CA95828 For moreinformation. is Juan gnnnrel , s pogo and t ooh SPACING 24.0ii JREF- 1VR671752,,07 ALPINE:www,alpineitw.com: TPI:wvw,tpinet.org; NiCA:ww.shoindustry van; ICCsww.iccsare.org Renews:12/31/2017 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - E2) • Top chord 2x4 HF #2 120 mph wind, 22.49 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= M1 10 p 7 10 3X5 i 3X5 A % 7-7-3 1.5X4 HI 1 .5X4 III 0 1- -0 a III 1-0-0 I.AI 4_18-2-4 _ i 3X5(R) III 3X7= 3X5(R) III 3-9-8 4-1-8 4-1-8 3-9-8 7-11-0 7-11-0 G- 7-11-0 7-11-0 J 1 15-10-0 Over 2 Supports R=698 U=30 R=698 U=30 RL=121/-121 Design Crit: IRC2012/TPI-2007(STD) =.375"/Ft. PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00. 'b1PRop TY:4 OR/-/1/-/-/R/- Scale Truss Components of Oregon (503)357-2118 eafWRNINGI ee READ AMU TOLL°,ALL NOILS ON IHIS WANING! �S'tti r TC LL 25.0 PSF REF R7175- 33566 825 N 4thAve,Cornelius 01297113 *TINPORT FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extrema care in fabricating, handl- l hipp g falling and brace ng. Refer to end Pell. 14B59 .Q • TC DL 7.0 PSF DATE 06/07/16 the latest editionP BCSI (Building Component Safety 1 P - by TPI and WTCA) f safety practices prior 44 Y k: - I ch d structural 11 F J ap Y b horaj per BCSI eU, noted at ached p ^� d hard shall properly attached �iy 1 0.0 PSF DRW p chord hall h properly he al sheathing CAUSR7175 16159151 rig a ceiling,rci Locations h r permanent lateral restraint f b shall have and abed per BCSI f�` /r 1 .rYt BC DL A a , ns 83, 87 B10as applicable. Apply plates to each trussand push h above and o +rl�Nr BC LL 0.0 PSF ^CA-ENG CWC/CWC ALM M I� H the Joint Details, less noted otherwise. Refer o drawings 160A-2 forstandardplatepositions. a -- J I`vf AW rue a division f ITN Buildmg Components Group Inc,shell not be responsible P wry deviation from this .. drawing, any failure o build the truss conformance with ANSI/TPI 1, or for handling, nipping. �y` TOT.LD. 42.0 PSF SEAN- 207364 AN 1TW COMPANY installation a bracing or covertrusses. •A peal on ibis drawing or cover page listing this drawing, indlbates acceptance of profeeslmel engineering /s J�Cr'.7 1� t responsibility eulely nor the design shown. The suitability and use of this drawing Ter any structure Is tn. V}'�WNW G DUR.FAC. 1.15 FROM IKE regwnslbllity or the Building Designer per ANSI/TPI 1 See.2. 8351 Repan Circle Sacramento,CA 95828 Fora. information awIs Job's general notes page and t come wes SPACING . ALPINE:ww.alpinetw.com: TPI: wwbpinst.org: DTCA: www.sbcindustryom ICC: Renews:12/31/2017 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - El) • Top chord 2x4 HF #2 120 mph wind, 22.07 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= 1 RS 3X511 3X5 7-7-3 10 7 7 to 1.5X4 III4 1 .5X4 III i ',�' u 1-0-0 1-0-0 G. - .1 +18-2-4 _L 3X7= 141 3X5(R) III 3X5(R) III 1 3-9-8 l_ 4-1-8 4-1-8 I_ 3-9-8 7-11-0 �� 7-11-0 7 7-11-0 7-11-0 k 15-10-0 Over 2 Supports R=772 U=39 W=5.5" R=772 U=39 W=5.5" RL=150/-150 De ••WARN1N010•" READ PAID FOLLOW ALL NURlS UN IHI(0%) O ) .Ott_ TY:2 OR/—/1/—/—/R/— Scale =.3125"/Ft. TPruss mpppooT Pnen uofOregon (503))357-2118 "IrrogrAx•• RNINGI•nNCIS o Crit: LO FT/RLTN2%0% 4 LUDING THE SIL 16.01.00.ERS. E `1�� r TC LL 25.0 PSF REF R7175- 33565 5 N 4th Ave,Cornelius 012 97113 Tresses require extreine rare in fabricating, handling, shipping, nd"n. bray" Refer t end Tolima 'tit+ 14659 TC DL 7.0 PSF DATE 06/07/16 the 1 d' f BCSI ns.(Building Component Safety Ie tempo' by TPI and NSCSI for safety practices p performingto l these tuna. Ply attached Installers ail provide ng and brirtom chord par tl1:l h Unlesspr notedperly otherwise,r wads top ho shalt have properly a cachetl ural sheathing and bottom chord shall have a properly attached y� rigid icing. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI .I'>!II/i BC DL 10.0 PSF DRW CAUSR7175 16159150 ,0111111 Ta s 83. 67 or 610. as appl Xenia. Apply plates to each race or trussand position as shown above and on /.,-,LE3) l� ' thetJooint Details, unless noted otherwise. Referto drawings 160A-Z forstandardplate positions. BC LL 0.0 PSF CA—ENG CWC/CWC Hj ' Alp a division of ITN Building Components Group Inc. shall not be responsible for any deviation from this ••."`r �y /� drawing any failure to build the truss conformance with ANSI/TPI 1, or for handling. shipping, �L•` 1��4 ~ TOT.LD. 42.0 PSF SEAN— 207 363 ANI WCOMPANY i nate l r at i on a brae i ng of tresses. i(,,. A pal on thi•drawing or cover page listing this drawing, indicates po.pteno.Of professional engineering •` responsibility solely for the design shown. The suitability and is.of this drawing for any structure is the / �ifyi./a.M � DUR.FAC. 1.15 FROM I KE 835!Roosna Circle responsibility or the Building Designer par ANSI/TPI 1 5.0.2. 4a- Saciamen,CA95828 For more= 1nfermatlen see this jowls goncral notoz nayo and these web Renews:12/3112017 SPACING 24.0" JREF- 1VRB7175Z07 ALPINE sww.al p i neltw.co,TPI'.www.tpi not,org; MICA:www.sb Industry.00m; ICCs www.accsofe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SIUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - E) Top chord 2x4 HF #2 Special loads Bot chord 2x6 HF #2 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 HF Std/Stud TC- From 68 plf at -1.00 to 68 plf at 5.94 :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 2.000' TC- From 34 plf at 5.94 to 34 plf at 9.90 :Rt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 2.000' TC- From 68 plf at 9.90 to 68 plf at 16.83 BC- From 5 plf at -1.00 to 5 plf at 0.00 120 mph wind, 21.24 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- From 20 plf at 0.00 to 20 plf at 5.95 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC BC- From 10 plf at 5.95 to 10 plf at 9.89 DL=6.0 psf. BC- From 20 plf at 9.89 to 20 plf at 15.83 BC- From 5 plf at 15.83 to 5 plf at 16.83 Wind loads and reactions based on MWFRS. BC- 573.17 lb Conc. Load at 5.95, 9.89 BC- 255.73 lb Conc. Load at 7.92 In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 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. 5X5= 5X5= �� i� 10 710 3X5 i 3X5 5-11-6 3X10(E5) III 01111" 1-0 / 1 0 *18-2-4 L 3X7 III 5X5= 3X10(E5) III L1' Le1 ' ..1 5-11-4 >c 3-11-8 ic 5-11-4 7i 5-11-4 _I, 3-11-8 ,I_ 5-11-4 J I 15-10-0 Over 2 Supports ={ R=1386 U=212 W=5.5" R=1386 U=212 W=5.5" Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00. p1igRpp , TY:1 OR/-/1/-/-/R/- Scale =.375"/Ft. Thus Components of Oregon (503)357-2118 aw1ARN1NG1.. RIAD AND TULLIS ALL toms UN IHIS DRAWING' TC LL 25.0 PSF REF R7175- 33564 825 N 4th Ave,Cornelius OR 97113 aa111PORTANTa FURNISH THIS DRAWING TO ALL CONIRACTORRB INCLUDING TIE INSTALLERS.^ ' r �,s Teneeee forte,. n Pan i handling, stripping, installing d bracing. Refer t. and follow ' 14859�'�' '" TC DL 7.0 PSF DATE 06/07/16 to latest edition eo rrBC51r(Building Component Se Pety Information, by TPI erw MICA) safety practices prior ji Pi ( - these functions. Installers shall Pto temporary bracing per BCSI. U ed otherwise, cpchord all have properly attaches structural sheaimng andbottom chord shall n properly atahed rigid ceiling. Locations shown for permanent lateral restraint of webs shall have b installed per BCCI s 4',i`j BC DL 10.0 PSF DRW CAUSR7175 16159149 ,4 ���� Tr 83 B71oonB 10 PPI bl . APP' Plates to each face of trussand posit h above and on ('--, the Joint Details, unlessnoted wise. Refer to drawings 160A4 for tandard platepositions. BC LL 0.0 PSF CA-ENS CWC/CWC 1 I Alp' 0-v of ITW Building Components Croup Inc.shall not be responsible P y tl at-oi from this p�'"a`s drawing. any failure to bulla the truss conformance with ANSI/TPI 1, or for handling, snipping, r4C 19$� �~ TOT.LD. 42.0 PSF SEQN- 207 362 AN ITW COMPANY installation&bracing of tresses. V A seal on this dr./ling rig ar cover page listing this droning, inchoate saa.ptswo of profassiorsl.nglnsring responsibility solely for hop design shown. The suitability and rsn of this droving far any struotur. Is etc /1l/�r COW' DUR.FAC. 1.15 FROM I KE responsibility or the Building Weimer par ANSI/TP1 1 Seo.2. r� Y 6351 aRoXRovan?Circle _ Sacrvnenlo,CA9i628 For me en s job's general 'Paga and those em gets t Renews:12/3112019 SPACING 24.0" JREF- 1VRB7175Z07 ALPINE:waw.al pit er Cw.com information www elpl ns[.ory;WTCA:waw.sbclntlustry.r. ICC,sites: www.iccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. • (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - D7) Top chord 2x4 HF #2 120 mph wind, 23.74 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 :W4, W5, W6, W7 2x4 HF #2: DL=6.0 psf. In lieu of structural panels use purlins to brace all flat TC @ 24" Wind loads and reactions based on MWFRS with additional C&C member OC. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 1.50. 5X7(R) III 5X7(R) III T ii 1.5X4!II ''1\11,411a4 III 10-11-6 10 10 (- 4X8# 4X8 1-0-0 ' .. - 18-Z-4 T 1 3X5111 5X7= 3X5-==-' 3X5= 5X7= 3X5111 11 '1 6-4-8 alc 5-6-129-4_8l_ 7-7-8 _9-4-85-6-12 _Ic 6-4-8 11-11-4 7-7-8 11-11-4 31-6-0 Over 2 Supports >1 R=1464 U=92 W=5.5" R=1388 U=79 RL=196/-205 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00.. .+b ' QTY:1 OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357-".118 `*Waw+INGI" READ AND FOLLOW ALL SOILS ON IRIS DRAWING' g.�,$r �AF TC LL 25.0 PSF REF R7175- 33563 825 N 4th Ave,Cornelius OR 97113 IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS., / c. Trusses ren em oar. ,n fehrioet nn handling enippinn. talling ati bra,urns Refer t and follow �� 4','/ry � TC DL 7.0 PSF DATE 06/07/16 the latest ed- f BCSIf(Building Component Safety Information, by TPI and NTCA) for safety practices prig V 1 46 59 performing n . tlostan e,. au provide temporary ng per Bcsl Unless o ad Oere, ,e. i17 �+ top hodA4164, to hall 1 properly attached structural sheathing and bottom chord shall per'.attached • BC DL 10.0 PSF DRW CAUSR7175 16159148 rigid eelling, Locations shown for permanent lateral restraintf bs.1311 have my installedperBCSI ..,,,,,../ I ....ai A s .,B3, 6]or B10, as applicable. Apply platen to each face WIT trussand posit Fawn above arW on • A(� LQ)- N� he Int Detail,,unless noted otherwise. conformance to drawing.,BOA-z for tandard platepositions. BC LL 0.0 PSF CA—ENG CWC/CWC L� Alp a division of ITN Building Components Group Inc.shall not be responsible f any deviation from this • f 1 drawing, any failure to build teatruss in wlee ANSI/TPI ,, or for handling, shipping, `O� 01.1 '`1 TOT.LD. 42.0 PSF SEQN— 207361 AN ITW COMPANY i seal Ion this A draclag or trusses. 7� A seal Ib this drwly Sr wooer iRn I Dan. The drawing. Inand t e eoeepts of prwfssany engineering t DUR.FAC. 1.15 FROM I KE responsibility solely for tile dslgn shown. The suitability end w of this drawing for any structure Is the j���/f NNw��w�� responsibility of the Building Designer per ANSI/TPI 1 Swc.2. S� 8351 RooanaCirclt w,�b., SPACING 24.0" JREF— 1 VRB7175Z07 Sacramento,CA 95828 ror ao ion pa job's gcncralnotes pogo and thoso am .�__ ALPINE:ww.alpineitw.comtTPl:waw,tpinst.org;NTCA:sows dustry.c . ICC:sow sofe.org Renews:12/3112017 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - D6) Top chord 2x4 HF #2 120 mph wind, 22.91 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 :W4, W5, W6, W7, W8 2x4 HF #2: 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. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 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(R) III 4X5(R)1 ,5X4111 III 1.5X4 UI u k 1 .5X4 III T W5 W6 W7 W8 (a)I -i 10 9-3-6 4X8 y 10 r W4 4X8S 1_0_0 4% m .. III - 418-2-4 1 0 1 3X5= 3X5 III 5X7= 3X7= 5X7= 3X5 III 11 '1 6-4-8 3-6-12 _I_ 5-9-12 sl< 5-9-12 _l,3-6-12 3.I< 6-4-8 ,< 6-4-8 '�= 9_4_8 g_4_8 6-4-8 I- 9-11-4 _I_- 11-7-8 _I- 9-11-4 _I Fc 31-6-0 Over 2 Supports R=1464 U=85 W=5.5" R=1388 U=73 RL=164/-173 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00.0 .4• QTY:1 OR/-/1/-/-/R/- Scale =.1875"/Ft. 1 Truss Components ofOre on (503)357-2118 .MARNINGI'•RLAD AND FOLLOW p�0t7Jv LOW ALL lLS ON IHIS DRAWING! 'I��s !I" TC LL 25.0 PSF REF R7175- 33562 P er HPORfANT FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TIE INSTALLERS. -1 825N4thAve,ComelmsoR97113 require fab . _ h Monitor,. .hipping installing nod bran.ng,Refer to and follow 4:n TC DL 7.0 PSF DATE 06/07/16 the I editionf BCSI (Building Component Safety I t by TPI and WTCA) for safety practices prior s performing t Hca tach Installers shall P d e temporary b rung per BCSI e 1 tad attarwtes r ``�WV4 top d hall have properly mea nal sheathing deo Chord shoo n properly a tathed .,R BC DL 10.0 PSF DRW CAUSR7175 16159147 rigid 'ling. Locations h t pe lateral f b shall have bracing installed per KS! 1e B3, B7 or-B18 PPI- bl APPIY PI each of t and posit' shown above erM on / A All l[IN the Details, unless noted Refr todrawings,r;BA Z for standard platepositions. BC LL 0.0 PSF CA—ENG CWC/CWC I' — Alp inion of ITN Building Components Group Inc. shall not be responsible f y deviation from this 1 drawing any failure to build the truss conformancewith ANSI/TPI 1, or for handling, shipping. V TOT.LD. 42.0 PSF SEAN— 207 360 AN RTW COMPANY installation a bracing of trusses. .,/. �� A pal on this drawing or cover page listing this drawing, Indicates acceptance of gany engineering C, t " OUR.FAC. 1 .15 FROM I KE responsibility solely for ttr design shown. The suitability end w of tole drawing for aro structure Is the ��A 1 8351 Ra'ane(STOIC responsibility or the Building Designer per ANSI/TIG 1 See.Y. �v��A iso�.C' Sacramento,CA 95828 - more Information this job's gonial ' os page are these ons web s c ATW as SPACING 24.0" JREF— 1VRB7175Z07 ALPINE: www alpineltw,com Y TP1 s wrw.tpinst.org;RICA:www.ebcindustry.c , ICC: www sofe.org Imp ,.2%-4/24.17 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - D5) Top chord 2x4 HF #22 COMPLETE TRUSSES REQUIRED I x-x • Bot chord 2x6 HF #2 Webs 2x4 HF Std/Stud :W2, W4 2x4 HF #2: Nail Schedule:0.131"x3", min. nails :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' Top Chord: 1 Row 012.00" 0.0. :Rt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' Bot Chord: 1 Row 010.00" o.c. Webs : 1 Row 0 4" o.c. Special loads Use equal spacing between rows and stagger nails (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) in each row to avoid splitting. TC- From 68 plf at -1.00 to 68 plf at 7.94 TC- From 34 plf at 7.94 to 34 plf at 15.60 120 mph wind, 22.08 ft mean hgt, ASCE 7-10, CLOSED bldg, Located TC- From 68 plf at 15.60 to 68 plf at 23.56 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC TC- From 68 plf at 23.56 to 68 plf at 31.50 DL=6.0 psf. BC- From 5 plf at -1.00 to 5 plf at 0.00 BC- From 20 plf at 0.00 to 20 plf at 7.95 Wind loads and reactions based on MFRS. BC- From 10 plf at 7.95 to 10 plf at 15.60 BC- From 20 plf at 15.60 to 20 plf at 31.50 In lieu of structural panels use purlins to brace all flat TC 0 24" BC- 930.79 lb Conc. Load at 7.95 OC. BC- 345.51 lb Conc. Load at 10.00,12.00,14.00 BC- 1366.36 lb Conc. Load at 15.60 Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 5X5-E 1 .5X4 III 5X5= M 0 E T 10E 710 N., 3XS�i W4 7-7-6 3X5@ 1.0.0 __ _ o- �1 18-2-4 1-0-0 -L 5X10(E5) III 3X7 III 6X6= 6X8= 1 .5X4111 3X10(E5) III 11 '1 Ic 7-11-4 '14 7-9-12al.c 7-9-124c 7-11-4 l- 7-11-4 ,1- 15-7-8 -.- 7-11-4 F` 31-6-0 Over 2 Supports >I R=3280 U=471 W=5.5" R=2569 U=286 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00.0 .., QTY:1 OR/-/1/-/-/R/- Scale =.187511/Ft. wd1ARNINGI NLAD AND FOLLOW ALL NDILS ON IHIS DRAWING! REF R7175- 33561 Truss Components4friAve, of,Cruel (597113 2118 +�r{Y TC LL 25.0 PSF til Oregon R ) II�ORTANr'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 825 N 4 Ave,Come6us O 97113 Trequire merre In fabricating, handling. shipping, .Palling and bracing. Refer to and follow TC DL 7.0 PSF DATE 06/07/16 Fes latest d' P BCsl (Bulltling Component at t Safety Information, by TPI and NreA) for safety practicea Prior 14659 "q P g these Functions, l11 ell provide Lempurmy bracing per:SCSI. Unless ruLetl otherwise, c. p hod shall a properlyattached structural sheathing and bottom chord shall have.a properly attached illibik\ rigid -lng Locationsh r permanent lateral restraint of webs shall have bracing installed per SCSI l ti'`l+7/ � .' Bl, DL 10.0 PSF DRW CAUSR7175 16159146 A 83, 87 o, B10 applicable. Apply plates to each race of truss and position as shown above and on �� ,4�,L��Q h Joint Details, unless noted otherwise.Components to drawings 160A_2 far sponsibltandard plate positions: BC LL 0.0 PSF CA-ENG CWC/CWC ' Alp' a division of Iles Building Components Group Inc.shell not be responsible for any deviation from this a „- ii' i drawng any failure to build the truss In conformance with ANSI/TPI 1, or for handling. shipping, AN ITWC.OMR4Nv installation b bracing of trusses. /��e v TOT.LD. 42.0 PSF SEAN- 207359 A seal on this drawing or cover page!{Niro this drawing. IntllostM aoespLnee or proraeslenel engineering •• ,'eC�7 i responsibility solely for the design shown. The eultebIllty and use or this drawing nor aro structure Is the /a/� DUR.FAC. 1.15 FROM IKE 8351 RUF'3D8 Circle responsibility or she Building Designer per ANSI/TPI 1 Sec.2. '/4�w• ��� Sacramento,CA 95828 For more information is job's general s page and those web sites, SPACING 24.0" JREF- 1 VRB7175Z07 ALPINE:Alww.api.eltw,rom cTPI:swww tpinst.org;NTCA:www.sbcindustry.com, ICC:www.iccsafe,org $enew8:tV 11201T THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1 (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - D4) Top chord 2x4 HF #2 120 mph wind, 24.58 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, W3, W9, W11 2x4 HF Std/Stud: DL=6.0 psf. :W2, W10 2x4 DF-L Std/Stud: Wind loads and reactions based on MFRS with additional C&C member (a) Continuous lateral restraint equally spaced on member. design. In lieu of structural panels use purlins to brace all flat TC 0 24" Bottom chord checked for 10.00 psf non-concurrent bottom chord live OC. 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. 5X5= 5X5= 7 111111-1 10 3X5�i 10 3X5 12-7-6 W9 5X5(R)= 5X5(R) 1 .. ....�•— .1....l W11 18-2-4 1-0-0 1. 3X5= 4X5(R) III 3X7= 4X5= 3X510 3X5 III 3X5= 11 '1 6-4-8 7-6-12 3-7-8 7-6-12 6-4-8 6-4-8 7-6-12 3-7-8 7-6-12 6-4-8 I- 13-11-4 -1-3-7-8 _I, 13-11-4 J 31-6-0 Over 2 Supports >{ R=1464 U=99 W=5.5" R=1388 U=86 RL=228/-237 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00.0QTY:5 OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components or Oregon (503)357-2118 s•WAmtNINGIYe READ AND FOLLOW ALL ROILS ON IRIS DRAWING, TC LL 25.0 PSF REF R7175- 33560 825 N 4th Ave,Cornelius OR 97113 'I RT ' FwaISN THIS DarnxG TO ALL CONTRACTORS INCLUDING TFE INSTALLERS. (� �, T an .r nar. 1 n "fan , handling, ahiPPing installing antl Bracing. Referfn" 4,A.,"No- TC DL 7.0 PSF DATE 06/07/16 the 1 d' f ACEI (Building c mpsafety Informs by TPI and NTCA) for safety p' prior fV 1 46 59 Lo performing l have functions. 1 -t it ucc shall provide temporary b- .ing Par all e Unless d otherwise, ger,.. :.: 1'''';''''...'. �x„, BC DL 10.0 PSF DRW CAL1SR717ra 16159145 pchord hall have Prop ly attached al sheathing and bottom chord shat shale n properly to M1ed rigid ceiling. Locations M1 f- permanent lateral restrainttruss shall nava bracing instaWn lled per BCSn �i f" A L,�O N�� sections83 BI B,gapplicable. sAPP1Y Platen[o each rata of d position oeC bove and BC LL 0.0 PSF CA—ENG CWC/CWC __. .h J - t D 'I 1 d h res a Rafei to draw nge 160A-Z foraetaMard PI po • Alp' d' i - f ITN B Id- g Components Group 1: shall ,q[ba rsapons'ble f PZ d o,from this e.. :woo)drawing, any failure to Dwld the truss -n conformance with ANSI/TPI 1, or fpr handli,g. shIPpi"g, - 9 TOT.LD. 42.0 PSF SEQN— 207385 AN ITWCOMMNY installations bracing of trverop 7rrpoponsibility°solelyfor the nesyn shown. n.esuitabiillity and w ooff this drawing f�%n strictture is°the RQ��X ��21 QDUR.FAC. 1 .15 FROM II(E responsibillty of the Building Designer per ANSI/TPI 1 See.2. gram RwzCA9582 _ SPACING 24.0x' JREF— 1VRB7175ZO7 For r job's r g doral a Pa, and t Sacramento, ALPINE:www.al Pi nee tw.com information iwww cPir .or-5:NTCA: www.abcindurtr Y,uomo; ICC:www.iccm fe.org Renews:12f31C1017 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - D3) • Top chord 2x4 HF #2 120 mph wind, 24.58 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, W3, W9, W11 2x4 HF Std/Stud: DL=6.0 psf. :W2, W10 2x4 DF-L Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member (a) Continuous lateral restraint equally spaced on member. design. In lieu of structural panels use purlins to brace all flat TC w 24" Bottom chord checked for 10.00 psf non-concurrent bottom chord live OC. 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. 5X5= 5X5= 10 3X5�i 10 1"-- 3X5 12-7-6 5X5(R)=--..- W9 ;x: ) 1824 w10 iA 1-0�-0 1 3X5= 4X5(R) III 3X7= 4X5= 3X5 III 3X5= 3X5111 6-4-8 7-6-12 3-7-8 7-6-12 6-4-8 6-4-8 7-6-12 3-7-8 7-6-12 6-4-8 I.r- 13-11-4 _I_3-7-8 _j. 13-11-4 -J 31-6-0 Over 2 Supports R=1464 U=99 W=5.5" R=1388 U=86 RL=228/-237 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00.'-e; vi3R©,FF Y:2 OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon 503)357-/118 wwWARMINGIaw READ AND FOLLOW ALL ROILS ON INIS DRAWING! e�''� TC LL 25.0 PSF REF R7175— 33559 ++INPORTANr+ FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. �,w 825N4th Ave,Comelmso1297113 --- Trusses require a f eme •re In fnhrlret ng handling, whipping, Installing and b Rafe , Ilnw ter 148584'3" TC DL 7.0 PSF DATE 06/07/16 h. latest edition ofrBC51 (Building Comp Safety 1 P 1 by TPI and WTCA) safety p' prior �r rr �. tto p g Cheap ',notions. Install., YII provide p -Y bracing per BCSI Unless J vn. .. p chord d hall have properly attached Isheathing d b chord shall n properly- attached R, y " BC DL 10.0 PSF DRW CAUSR7175 16159144 rigtlceiling. Loshown for permanent la 1 f' L shall have bracing installed P BCSI, _ AI 83 87 -810 as applicable. Apply plates to each a or ,u sod posit' h bove and o , i Ii l� ' J Details, s notal otherwise. Refer to drawings 160A-Z for standard plate p t,ane. BC LL 0.0 PSF CA—ENG CWC/CWC Alp dl f ITN Building Components Group Inc.shall not be responsible f any devint'on From this drawing, any failure to build the truss 'n conformance with ANSI/TPI 1, o for no,dling, shipping. ` . 4 0 v TOT.LD. 42.0 PSF SEAN— 207 387 AN ITW COMPANY installation a bracing of trusses. V \ 1� A seal on this drawing or Rover page listing this drawing, indiostee eseeptanee or proraselenal engineering ;�����r+�s� DUR.FAC. 1 15 FROM I KE responsibility solely For the design shown. The suitability end use of this drawing Por any structure Is the L 8351 Rovana Circle responsibility or the Building Designer per ANSI/TPI 1 Seo.2. Sacramento,CA 95828 For more information his Job'S genorel notes page and t om sobs o Renews:12!3112017 SPACING 24.0" JREF— 1VRB7175Z07 ALPINE: www.alpineite.com`1TPI:s wee.tpinst.org;NTCA: wws.aboindustry.c ICC: www.lccsa Pe,org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - D2) • Top chord 2x4 HF #2 120 mph wind, 23.74 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, W9 2x4 DF-L Std/Stud: DL=6.0 psf. :W4, W5, W6, W7 2x4 HF #2: Wind loads and reactions based on MWFRS with additional C&C member In lieu of structural panels use purlins to brace all flat TC @ 24" design. OC. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 1.50. 5X7(R) III 5X7(R) III ii T 1.5X4111 11\111b4 III 10-11-6 10 (- I 10 5X5(R) 5X5(R)m• 1-0-0 _ _ -"'�'�---- \ 18-2-4 1-0-0 TT 3X5111 4X8E 3X5= 3X5= 4X8.- 3X5 III 11 ,j 11 J 6-4-8 5-6-12 _I_ 7-7-8 _I, 5-6-12 ' c 6-4-8 6-4-8 2.1.cg-4-8 I 9-4-8 I 6-4-8 I— 11-11-4 _I- 7-7-8 ,l_ 11-11-4 _I (' 31-6-0 Over 2 Supports R=1463 U=92 W=5.5" R=1463 U=92 W=5.5" RL=215/-215 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00.• s err+TY :1 OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503 357-1118 ..WARRING!" RtAD AND FOLLOW ALL MOILS ON IRIS DRAUINGI � TC LL 25.0 PSF REF R7175— 33558 825N 4th Ave,Cornelius O1t97113 .IMPORT .• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. r w� Tri saes requirea In fel handling, %hipping alling and bran ng. Refer nod folly w 14,8 59 '' ~P TC DL 7.0 PSF DATE 06/07/1 6 the latest editionofBCS1r(Building Component Safety Information, by TPI and WTCA) Tor safety practices Prior �. p ng l these "unctions. Installersaaeren,II provide na 'COY to w ho pnr BCS! e I ;ny atttached r <p boa hal, have properly attached ural sheathing e bottom m=real=ball properly attached het BC DL 10.0 PSF DRW CAUSR7175 16159143 rigid ceiling. Locations n r pe v lateral restraintra or webs shall have s installed per SCSI !•^I� Ta se tons B3 B7 or 810 ppl 'aLl Apply pietas to each race o cru aid posit- t above arid n A h--tLFoo N I • the Joln<Detai Isonunles a etLa to tP cram ngs,coo-z foraatanenrd pl p It ens. BC LL 0.0 PSF CA—ENG CWC/CWC Alpine a civ i of Ibu 8 I -ng C s croup Irw.shall n t ba respond handling, m a pinyon from this drawing,II, any failure to f cru sthees truss conformance with AN51/TPI ,, or far Laneling, shPPiiig. �, TOT.LD. 42.0 PSF SEQN- 207389 AN RTW CAMPANY in stall onl ton drawing or coverts. A A sol onib this drawing or toed'page listing the.drawing,lI indicatesridno.Of tits of tar any. engineering fs4,011,4 ■ �4 i9$ 4S responsibility solely for the dwlgn shown. The suitability and LIMO of this drawing for any structure is the 4,"' r 01�P DUR.FAC. 1.15 FROM I KE 8351 Rovam Circle respt,wiblllty of the Building Designer per ANSI/TPI 1 Sec.2. .m theses • sob s �'{ Sacramento,CA 95828 For am information is ji s gonoral ' s Peg`a am . .1C SPACING 24.0" JREF— 1VRB7175Z07 ALPINE:oww.alpineetm.com; TPI:sowopine Borg; WTCA:www.sbcineustry.c ; ICC:www safe.org Renews'12/3112011 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. • (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - D1) Top chord 2x4 HF #2 120 mph wind, 22.91 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, W3, W9, W11 2x4 HF Std/Stud: DL=6.0 psf. :W2, W10 2x4 DF-L Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member (a) Continuous lateral restraint equally spaced on member. design. In lieu of structural panels use purlins to brace all flat TC @ 24" Bottom chord checked ked-1ors100. 0 00npsf non -concurrent bottom chord live OC. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5(R) III 1 .5X4111 4X5(R) III T 1 .5X4 III 1 il 1• 1.5X4111 9-3-6 1(a) -� 10 10 r 5X5(R)= W3 W9 5X5(R) W2 __W10 - 1-0-0 OM 1 W11 3X5111 4X8 3X5- 3X7= 4X8-- 3X5 tit 11 '1 1.1 1 6-4-8 3-6-12 5-9-12 5-9-12 3-6-12 6-4-8 6-4-8 9-4-8 9-4-8 6-4-8 I— 9-11-4 _t, 11-7-8 _t„ 9-11-4 _I 1 31-6-0 Over 2 Supports '{ R=1463 U=85 W=5.5" R=1463 U=85 W=5.5" RL=183/-183 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00. p1F6gnp TY:1 OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Com'identsofOregon (503357-1118 ••WARNINGI•• NtADAWDratauLwasoN IRIS DRAWING! iii. La TC LL 25.0 PSF REF R7175- 33557 825 N i Ave,Cornelius OR 97113 ••I RTANT'T FURNISH THIS DRAWING TD ALL CONTRACTORS INCLUDING TIE INSTALLERS. , Trusses requiren fah g handling, shipping, installing and bran sa Rafe d follow 1 46 59 ''� ' TC DL 7.0 PSF DATE 06/07/16 the latest edition eofrBCSIf(Building Component Safety 1 orme by TP1 and WTCA) for safety practices prior 'w• __ Ing these furl.:tl imp, foInstal1 ..elle 11 P' J rm. Y b rural Per BCSI.soon Iass'...i-'' 1 cs BC Y P hod shall have properly attached rah sheathing d b chord shall nave a properly hes 'i' DL 10.0 PSF DRW CAUSR7175 16159142 r gtl -ling. Locations shown r p la. 1 restraint r shall have bracing installed per 8051 / +�J-� to sections B3, B]or B10, as applicable. APPIY platest •h Y Y't and position as show above and on A{1 1�O 1 the Joint unless noted otherwise. Rorer to drawings 160A-Z for sstan and Hate positlorm. this ,. BC LL 0.0 PSF CA-ENG CWC/CWC H/■II ' \V, AI of ITN Building Components croup Inc.shad not Ice responsible for any deviation from c -s drawing, any failure to bulla the truss conformance with ANSI/TPI ,,or for nar ri 11 tg, shI PP ng a.�.a r.,� yA 4v� TOT.LD. 42.0 PSF SEQN- 207 391 • AN I7W COMPANY Into l l atl ane erwcing or trn-.ses. A sawI on Vile drawing or Cover PVP fisting this drawing, IM11oat.acceptance of professional engineering 4. 'QQ esponsibi l ity solely for the design shown. The eultabi l ltly em use of this drawing for any structure Is the 14N1111•ANO, DUR.FAC. 1 .15 FROM IKE responsibility of the Building Dawlgner per ANSI/TP1 1 Sec.2. n 8351 RovalCACircle r h e web SPACING 24.0" JREF- 1 VRB7175Z07 Sacrxihento,CA 95828 For more information thisjob's genorel nn s nage aro .1CC ALPINE,wva.alpinelltw.comcTPlSwww.tplr .org;WTCA,www,abcindustry,com; ICCfwww safe,org Renews:13/3112017 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - D) • Top chord 2x4 HF #2 2 COMPLETE TRUSSES REQUIRED 1 z j Bot chord 2x6 HF #2 Webs 2x4 HF Std/Stud :W2, W4 2x4 HF #2: Nail Schedule:0.131"x3", min. nails :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' Top Chord: 1 Row 512.00" o.c. :Rt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' Bot Chord: 1 Row 5 8.00" o.c. Webs : 1 Row 5 4" o.c. Special loads Use equal spacing between rows and stagger nails (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) in each row to avoid splitting. TC- From 68 plf at -1.00 to 68 plf at 7.94 TC- From 34 plf at 7.94 to 34 plf at 23.56 120 mph wind, 22.08 ft mean hgt, ASCE 7-10, CLOSED bldg, Located TC- From 68 plf at 23.56 to 68 plf at 32.50 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC BC- From 5 plf at -1.00 to 5 plf at 0.00 DL=6.0 psf. BC- From 20 plf at 0.00 to 20 plf at 7.95 Wind loads and reactions based on NPoVFRS. BC- From 10 plf at 7.95 to 10 plf at 23.55 BC- From 20 plf at 23.55 to 20 plf at 31.50 BC- From 5 plf at 31.50 to 5 plf at 32.50 In lieu of structural panels use purlins to brace all flat TC 5 2411 BC- 930.79 lb Conc. Load at 7.95,23.55 OC. BC- 345.51 lb Conc. Load at 10.00,12.00,14.00,15.75 17.50,19.50,21.50 Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 5X5 1 .5X4 III 5X5= r T g r 217 . 7-7-6 W, 18241- -0 T -- T 5X10(E5) 111 4X5 III 5X5= 5X7= 4X5111 5X10(E5) III t1 r1 11 J 7-11-4 >I.c 7-9-12 olc 7-9-12 'I'` 7-11-4 I, 7-11-4 ,I, 15-7-8 -J, 7-11-4 J 31-6-0 Over 2 Supports { R=3259 U=615 W=5.5" R=3259 U=615 W=5.5" Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00. Valid . TY:1 OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components ofOregon (503)357-1118 '•WARNING!w• READ AND FOLLOW ALL NUIES ON !HIS DRAWING! C. TC LL 25.0 PSF REF R7175- 33556 825N 4t11 Ave,Cornelius OR 97113 "I T ""r FURNISH THIS MINCE TO ALL CONTRACTORS INCLUDING TIE INSTALLERS.^ s Trusses require extreme e In fabricating, handling, shipping, installing aryl h g Refer t and follow �� 14659 $ TC DL 7.0 PS F DATE 06/07/1 6 the latest edition of r BCslr(Buildirg Component Safety Information, by TPI and WTCA) safety practices prior Lti ^J Lhasa lunch urn. Installers ructall VruvrJn temporary bracing pet BCS! Rides,noted otherwise, - t p chord snail have properly attached st ural sheathing and bottom chord shall properly attached BC DL 10.0 PSF DRW CAUSR7175 16159141 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have g installed per BCS! gilibhTa B3, 81 -B10 as applicable. Apply plates to each face of truss and posit h above ars on , L 0)0 N H h t Details, leas noted otherwise. Refer to drawings 1600-z for standard positions. BC LL 0.0 PSF CA-ENG CWC/CWC Alp a division of ITW Building Components Group Inc. shall not be responsible P y d 'atter from this drawing, any failure to build the truss in conformance with ANSI/TPI 1.or for handling, hipping ",�� 9�A At' TOT.LD. 42.0 PSF SEQN- 207 354 AN ITW COMPANY foetal l at on a bracing of trusses. f 7 A seal on this drawing or toyer page listing this drawing, rosiest.s acceptant.of professional engineering sI/A •,1 Art DUR.FAC. 1.15 FROM I KE responsibility solely for the design shown. The suitability and use of this drwing for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 8351 Ruvana Circle and t .aeb a SwrNnento,CA 95828 nor more tnformtion s this fob's genera' wase a om et Renews:12/3112017 SPACING 24.0" JREF- 1VRB7175 07 ALPINE:www.ai pi nen w.- TPI', cpinet.org; WTCA:www.sbcindustry, ICC:www safe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - C3) Top chord 2x6 HF #2 2 COMPLETE TRUSSES REQU I RED 1 : Bot chord 2x8 DF-L SS Webs 2x4 HF #2 :W1 2x4 DF-L Std/Stud: Nail Schedule:0.131"x3", min. nails :W5 2x4 HF Std/Stud: Top Chord: 1 Row 02.00" o.c. :Lt Wedge 2x6 HF #2: Bot Chord: 2 Rows @ 4.00" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Special loads Use equal spacing between rows and stagger nails (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) in each row to avoid splitting. TC- From 68 plf at 0.00 to 68 plf at 13.25 4" o.c. spacing of nails perpendicular and parallel to TC- From 68 plf at 13.25 to 68 plf at 26.50 grain required in area over bearings greater than 4" BC- From 10 plf at 0.00 to 10 plf at 19.12 BC- From 10 plf at 19.42 to 10 plf at 26.50 120 mph wind, 24.71 ft mean hgt, ASCE 7-10, CLOSED bldg, Located PLB- 698.44 lb Conc. Load at ( 2.00,18.23), (4.00,18.23), (6.00,18.23) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC PLB- 2568.55 lb Conc. Load at ( 8.07,18.23) DL=6.0 psf. PLB- 1388.36 lb Conc. Load at (10.00,18.23), (12.00,18.23), Wind loads and reactions based on MWFRS. (14.00,18.23) (16.00,18.23) (18.00,18.23), (19.00,18.23), (21.00,18.23), (23.00,18.23) (25.00,18.23) 4X8(R) III (a) Continuous lateral restraint equally spaced on member. Deflection meets L/360 live and L/240 total load. Creep increase T factor for dead load is 1.50. 6X10�i 6X8�� I 1101 * 12-0-8 10 r- 111111111111k III Atil -� 10 3X5(81) 1-T0-0 �� 1118-2-4 1— O 4X12111 8X10(R) III H0710= 6X8(82) Lc 19-0-8 1< 7-5-8 ;kI 8-0-8 5-2-8 6-0-4 7-2-12 z� 8-0-8 + 5-2-8 'I" 5-10-8 1 7-4-8 I- 13-3-0 _I_ 13-3-0 I I� 26-6-0 Over 3 Supports R=6067 U=513 W=5.5" R=10447 U=760 W=5.5" R=2851 U=244 W=5.5" Design Crit: IRC2012/TPI-2007(STD) +TY:1 OR/-/1/-/-/R/- Scale =.1875"/Ft. PLT TYP. 20 Gauge HS,Wave FT/RT=296(09'8)/4(0) 16.01 .00. (p1 PRO ,, Truss Components of Oregon (503)357-2118 •°WARNINGI•• READ AND FOLIO!ALL ROILS IN THIS maim! moo. r- TC LL 25.0 PSF REF R7175- 33555 ••IAS• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. s 825N4thAve,ComelmsOR97113 Tr,l<wa, • ".hire extra" ar in fahrirat_n" handling, "Wing, allure and hra�.n". Refer to and failnw Ly 14659 TC DL 7.0 PSF DATE 06/07/16 h 1 edition of r BCSIr(Building Component Safety Informs by TPI and'RTCA) for safety Practces Prior to l ase euro rly attached Installers provide sheath to P race f mclhH Per all hae lass casted otherwise, .131F _ y, .,. rigid014111161% top chord ceiling.) have properly a Ter ma cal lateral roing and ba chord shave have a properly attached . y BC DL 10.0 PSF DRW CAUSR7175 16159140 Icti 1113, Locations how e. Apply lateral o each of webs shall have bracing Installed per DCo A s 83, B] -B10applicable. Apply plates to each re a truss and position as shown above and on Ar�L���N he JDa i las d ng Compo conformance to drawings 161M_z a respontlibl Plata any tuna. W' BC LL 0.0 PSF CA-ENG CWC/CWC Alpine, a l ITN Building Components Group Inc.shall not he responsible for arty positions. from this drawing. any failure to build the truss 'n with ANSI/TPI 1, or far handling. shPPing• rF ?r 19�� " TOT.LD. 42.0 PSF SEQN- 207 353 AN RTW COMPANY installation A bracing of trusses. y1y A ponsiel this drawing or cover he drip elan. The suitabthis ility lity and use oacceptanceawfro� structure1 sthe ��—.44N W. 1k' DUR.FAC. 1 .15 FROM I KE responsibility of ties Building Designer per ANSI/TPI 1 See.2. Tt 8351 RCircle Sacrament oCA 95828 car more information s la'o a general notes Page and these wee sites; ALPINE:www.alpineltw.com TPI:w.>wtPlrs .org;WTCA:way.sbcindtmtry.00m; ICC www,rr safe.org Renews:1213112017 SPACING 24.0" JREF- 1VRB7175Z07 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR, (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - C2) Top chord 2x4 HF #2 120 mph wind, 24.71 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 :W4, W5, W6 2x4 HF #2: 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 Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 1.50. 4X5E ii 3X5�i 4X5 12-0-8 10 r -i 10 4X5(8) Ill 4X5(8) III I! n 1-0--0 1 1_0_0 = _ - 18-2-4 3X5= 3X5 III 3X5= 3X5= 1 .5X4 III Lc 19-0-8 3X7.==:- >I< 7-5-8 >1 7-2-12 6-0-4 6-0-4 7-2-12 7-2-12 6-0-4 6-0-4 7-2-12 L- 13-3-0 _I_ 13-3-0 -J iC 26-6-0 Over 3 Supports ,I R=851 U=50 W=5.5" R=1189 U=106 W=5.5" RL=205/-205 R=301 W=5.5" Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00.0 QTY:1 OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357-7..118 ••WAIM11NGI•• NNDAND NOLL1111ALL MILS ON IRISDRAWING! (�Q ) E TC LL 25.0 PSF REF 87175- 33554 I11PORTANr•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TIE INSTALLERS. 825N4thAve,ComeLusoI297113 re in rah handling, ehlpw D installing and bracing.Refer rn and follow '_ ,�C+ *.. TC DL 7.0 PSF DATE 06/07/16 M latest editionBCSITrusses require extreme r(Building Component 5 f ty Information, by TPI and wTCA) for safety practices prior ,, ' 1 46 59 $ �. perrorming t o ',notions. InchedInsteltura provide temporary bracing bschoord sher all eUnlesstea otherattachedw s p chord hen have properly attached structural a sheathing d b M1 1 h properly aSC sr BC DL 10.0 PSF DRW CAUSR7175 16159139 rigid 11-ng. of B1 ons mown for e.permanent Plates lateral restraint T' shall have bracing installed per SCSI ,-mJ,w'- , s B3. BJ or BtD, es applicable. Apply pletes toeach face of-trussC d posit' shown above and on A �/ BC 1 L 0.0 PSF CA—ENG CWC/CWC All 'ED I he Joint Deetails, unless noted otherwise. conformance o drawings 16GAC2 for standard PI- positions. ns: L ^/,II Alpin division of ITN Building Components Group Inc. shall no responsible f y deviation from this , drawing any failure to build the truss onfor nce with ANSI/TPI b1,or for handling, shipping, •i-' ..i `v TOT.LD. 42.0 PSF SEQN- 207352 AN ITWCOMR4NY installation a bracing of trusses. W1 A responsibility deo�lyfor the sower pegs sh wnh.°Thelesuitabiiplity are u.te.acceptance l tthhis ersin°g ffo�aany professional engineering the 1 �'7'1� DUR.FAC. 1.15 FROM 1 KE responsibility of the Building Designer per ANSI/TPI 1 Sso.2. 4H Yfe COr 8351 Ra,CA9582 and web a RW Y SPACING 24.0" JREF— 1VRB7175Z07 Sacramento,l'.495528 for me information nsme.sgn WTCA notes. pain ora, ALPINE: .al pi ne ltw.com;t TPI Swww.tpinst.org; NTGA:www.ebci naustry.,.C6o' ICC: www.icosafe.org I we:1212VZQ1T THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SIUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - Cl) 120 mph wind, 24.29 ft mean hgt, ASCE 7-10, CLOSED bldg, Located `- Top chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BCBot chord 2x4 HF #2 Webs 2x4 HF Std/Stud :W4, W5, W6 2x4 HF #2: 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 Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 1.50. 4X5= T 3X5 4X5o� .11. 12-0-8 10 10 r 4X5 3X5 Ill 1-o-0 /�, _ .. - -�- +18-2-4 T 4X5 R) III 3X5= 3X5— 3X5= 1 .5X4 III 3X7= ›Ic 7-5-8 1'.1 11 '1‹ 19-0-8 7-2-12 T 6-0-4 314c 6-0-4 6-0-4 7-2-12 7-2-12 13-3-0 �I„ 13-3-0 -J k 26-6-0 Over 3 Supports IR=926 U=62 W=5.5" R=1185 U=94 W=5.5" R=377 U=19 W=5.5" RL=235/-235 Design Crit: IRC2012/TPI-2007(STD) 16.01.00.0 ..�g QTY:2 OR/-/1/-/-/R/- Scale =.1875"/Ft. PLT TYP. Wave FT/RT=2%(0%)/4(0) ��r�PRf1 . ••WARNINGI•" RUU AND FOLLOW ALL ROILS L11 IHIS DRAWING! 1C TC LL 25.0 PSF REF R7175- 33553 T[llSS CO 4th Ave, omeb s (503}357-2118 "IMPORTANT„ FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TIE INSTALLERS. `{� f , 825N4thAve,Comel!usOR97113 a r_ r installing and bracing. Refer t a"" follow 4,; .i". TC DL 7.0 PSF DATE 06/07/16 7 edits n to f h i 1 Safety Information, g safer to ria` Vit/ .14659 I edition o Func Liora.11 Inst Component Sapraw Into by TPI aPe MNCA'r for YvPrecc trmrswpye. ! p,uvida t p Y 1 a",�Pe Bull. Nrleys n r BC DL 1 0.0 PSF DRW ai p hat ase ipr pirly' ached structural sheathing d bottom or "horn shall have a properly attached CIAUSR7175 16159138 p chord shall l'Loca pons shy a to lateral restraint of webs shall have bracing installed per BC51 ! ,wi'.'°77 M lot, ceiling. Locations shownfore. Apply actruss and tion as shown above and on f.A111116 . A B3, B,or B,G. es appl cadle. App1Y Plates toeach fPost a BC LL 0.0 PSF CA-EPG CWC/CWC 11_ A ' he J DetaIs unloss n dI otherwgse^ Refei to tlrawYngs 16(A Z forsstantlartl plate post t-o .. — .Ir� '`v' Alp' div slon of MTM Bu-Ids ng Gdnponants Group Inc shall mt be respans ble Por arty rev e n from*M1is 1, drawing. any fa,lure to bulltl the t ue i conformancewith ANSI/TPI 1, or for haidling, shipping 'v TOT.LD. 42.0 PSF SEQN- 207 351 AN ITW CAMA4NY install ant on this a drawing or coveros. of � 'jam DUR.FAC. 1.15 FROM IKE _ A mewl Ibl Iity h1M AfAM;1lMy fbr dr ENIp�n listing The�lwltab'1'MIItY"awriM owe b, this A "drawing>�fpf structure engineering IM"Cthe �� rersponsibility of the Building Designer per ARI/TPI I Sec.2. _ �s"4N Ww �� SPACING 24.0" JRE F- 1 VRB7 1 7 5207 8351en C 982 f n w is Job's gwnorel page aw t wed Sacramento,CA 95828 ALPINE; fUelpii norma w waw' �st.or : WW1:,wew.sbcindustrY om. ICC; www.icceore.org Rana.uw•121110017 www >e iltw.com information :s CCPir 9 I . THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. w (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - C) Top chord 2x4 HF #2 :T2 2x6 HF #2: 120 mph wind, 24.29 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2 :B2 2x4 HF #2: anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud :W4, W5 2x4 HF #2: DL=6.0 psf. Calculated horizontal deflection is 0.12" due to live load and 0.16" Wind loads and reactions based on MWFRS with additional C&C member due to dead load, design. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind (a) Continuous lateral restraint equally spaced on member. bracing requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 1.50. (*) Provide lateral bracing for inset member. Attach nailer at edge of lower roof diaphragm, or use purlins at 24" oc. 4X5- T E: 3X72 i41� 3X52 10 12-0-8 T2 10 1— (a) 3X5111 3X5111 I �,�!�: 1-0-0 Li; — .. �\ 18'2-4 1-±0 1 3X5(R) III 3X5= 3X5= B2 6X61T Or11 W5 !1'J 11 'J 5-4-0 I 4-5-0 _I_ 16-9-0 _1 9-9-0 16-9-0 'I L— 13-3-0 , j 7-4-5 __ 5-10-11 J 1c 26-6-0 Over Continuous Support R=112 PLF U=7 PLF W=26-6-0 RL=9/-9 PLF Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: 1RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00.01 �QTY:1 OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon /503)357-1118 'WARMINGI RLAD AND FOLLOW ALL MOILS ON'HIS DRAWING) 4,6 TC LL 25.0 PSF REF R7175— 33552 825 N 4th Ave,Cornelius OR 97113 •rINRORTANr FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TTE INSTALLERS. Trusses requireextreme care In fabric ting. handling, shipping telling rng. Refer f end follow /�Qip� F " TC DL 7.0 PSF DATE 06/07/16 the 1 editionofBCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior V 14659 to performing Whom (prop properly attached structural provide p 'Y to iho per shall e 1 - ny attached .' m topchord hall have property a tamed WalSheathing d b =hard anon n properly a cached BC DL 10.0 PSF DRW CAUSR7175 16159137 rigid 'ling. Locations shownr permanent la 1 restraint f webs shall have bracing Welled per SCSI (n,1077 1 . iligibbto at' B3. Ni or B10, as applicable APPIY Plates to each face of truss and pose h above and or A D ��� 1^ f the JDetails, unless noted otherwise. Refer to drawings 160A-Z far standard plate positions. • BC LL 0.0 PSF CA—ENG CWC/CWC �L� ' �1 Alp a division of I W Building Components Group Inc.shall not be responsible for any deviation from this drawing, any failure to build the t u= conformance with ANSI/TPI 1, a fp handling shipping, W �+ TOT.LD. 42.0 PSF SEQN— 207350 AN IrwwralaNrly installation.bracing of trusses. Ai. Assaf en this greyly or cover pegs listing this Priming. Valuates ooasptsrm of professional engineering . 7 19$ A�/ reepo,albillcy solely for the dsslcm shown. Toe suitability and w of this Growing for any structure is the t0,, X W, y��Q DUR.FAC. 1 .15 FROM I KE 8351 Rovana Circle responsibility of the Aollding Designer par ANSI/TPI 1 Sse.2. Sacnamenlo,CA95828 For more Information ,o ,°job's general notes pogo and those am web a SPACING 24.0" JREF— 1VRB7175Z07 ALPINE:www.alpineitw.comt TPI: tpint.org; ATM:www.abcindnatry ICC��.ww sofe.org Renews:12(3112017 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - B) Top chord 2x4 HF #2 :T2 2x6 HF #2: 120 mph wind, 22.83 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. 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 Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 1.50. (*) Provide lateral bracing for inset member. Attach nailer at edge of lower roof diaphragm, or use purlins at 24" oc. 4X5= T ii 3X74 11 : 7 10 9-1-8 10 T2 2 11 : 16, 4X5 (*) a �� 1-0-0 h _ 1-0-0 18-2-4 -L 3X5= 2X4 III L1 'J L1'J 1.c 6-9-0 >Ic 12-9-0 1, 9-9-0 _I— 4-10-5 J_ 4-10-11 J 1 19-6-0 Over Continuous Support >1 R=110 PLF U=5 PLF W=19-6-0 RL=9/-9 PLF Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00.0 , ■". QTY:1 OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503)357-_118 •"WARNoGI"' MAD AND FOLLOW ALL RUMS ON THIS NAMING! �w��h • TC LL 25.0 PSF REF R7175- 33551 825 N 4th Ave,Cornelius 01297113 "I +ra+T" FURNISH THIS DRAPING TO ALL CONTRACTORS INCLUDING 71E INSTALLERS. Tr. e In fakir rat ng, handling, whipping. .dung and bra.'ng. Refer r. and follow TC DL 7.0 PSF DATE 06/07/16 redid TPI and STCA) for safety practices prior the latest edltheseo:nctions. ( Component Safety 1 matron by i 46:59. 4.1/21'4411(. to" ng lasso (properly Installers manes small F- t temporary bracing per all Unless noteperry attached �+ ..�,...~•;. top chord shall Love properly attached fope nal sheathing and bottom chord shall brae a Properly Installed perhae BC DL 10.0 PSF DRW CAUSR7175 16159136 r lgidcti 1-rg L l thaws p 1 t 1 c sI t or webs shall neve bracing shownbo per BC 51 µ. � sections 89 BI 810 s applicable. Apply platest h face of trussend position as shown above end on r .aw.,� BC A ILLOl0 N I� the J 0 noted other» n conformance r t drawings 160Ad fortandard plate positions. LL 0.0 PSF CA-ENG CWC/CWC Alp f ITN Building Components C p Inc. Lail not be responsible for any deviation from this *�,. drawing, any failure to build the truss with ANSI/TPI 1, or for handling. shipping, WS '� TOT.LD. 42.0 PSF SEQN— 207 349 AN ITWCOMPANY installation a bracing of vessow. A seal on this draeing or cover page listing this drawing. Indicates acceptance of profsalonel engineering `At/.7' 01 respensieiiity solely for the dasign shoes. The sulLbilIty end rice of this drawing for an.structure is the 13�fa�Nw" ���' DUR.FAC. 1 15 FROM IKE responsibility of tin',sliding Designer per ANSI/7P! 1 Sec.2. 8351 Rowan(.'vele c b S BIo.e.A95828 for more te.conatron r. grttojob's g sera' page'd o,a w — SPACING 24.0" JREF— 1VRB7175 ALPINE:www.alpineitw.com; TPI:waw.tpinst.ory; NTCA:www.sbcir�tlustry.�c so: ICC: www. so Ye.org B.BnB1M$:T2f3.112017 — THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616057--FOUR D CONSTRUCTION CO. -LOT 1 GREENSWARD PARK SOU -- TIGARD, OR - A) Top chord 2x4 HF #2 120 mph wind, 21.58 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 Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 1.50. Fasten rated sheathing to one face of this frame. 4X5= I► 1 11111i114%17 dril 6-7-8 10 lNw ii ll —f— i1-0-0 fil ■ ■ II.il \ 1-0'0 ■ ■ ■ ■ ■ ■ ■ ■ ■ 4_18-2-4 L L- 6-9-0 _1— 6-9-0 ,1 Ic 13-6-0 Over Continuous Support R=110 PLF U=5 PLF W=13-6-0 RL=10/-10 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00. 1880 4. :1 OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components Com 503 357-2118 **WARNINGI*• !LAD AND FOLLOW ALL NI/IES ON IHIS ONMINGI ti p B , "IMPORTANT.. FURNISH THIS DRAWING TO ALL wNmACTDas INCLUDING THE INSTALLERS. tip r " ,•, TC LL 25.0 PSF REF R7175— 33550 825 N 4th Ave,Cornelius OR 97113 til F T require w r a,m care in fab+ I s handling. shipping, installing end bracing. Refer t. and Polio* 14659 ' TC DL 7.0 PSF DATE 06/07/16 o.r n ar the latest edition of BCSI nBurl Component Safety Ie tempt by TPI and NTCA) Por Pett' to for r.w ng lhae functions.attached InstallersII provide trim+ - oto ming per BCSall h Unless notedotherwise, „.�.n-. L. chord shall have Properly n tatilpd structural sheathing and b chord shall brae a Properly attached • ms + 7 BC DL 10.0 PSF DRW CAUSR7175 16159134 rigid ceiling. oralLocations shown Por permanent lateral restraint of sobs sa have bracing installed p d SI o A ,F1 N the1. B3 ai s, unless as applicable. Appy plates to each face A-2 fortruss and posit to above and on to J Details, unless n tee otherwise. tsPGr to Inc. ha 16GA-2 for responsible plat any BC LL 0.0 PSF CA-ENG CWC/CWC Alp tllwi ai on of ITW Building Components Group Ic. spall not be respons-ble Po try d n from this t'tr--1 drawing. y failure to build the truss in conformance with ANSI/TPI 1, or for handling snipping;o ,}� g t ' TOT.LD. 42.0 PSF SEAN- 207348 AN ITW COMPANY instal lac on a braes ng or trusses. V - 1 A seal on this dr«Iry or power page listing this drawing, indicates eppepfarss or pr0Rlglnrui.rgln.erip , respo,sibi l i ty solely for the design shown. The suitability and u«of this drawing Ter any structure is the \-'s.4,f4yirvi,.:1%.4,- '0,..., /1 DUR.FAC. 1.15FROM IKE 5351 ROY3I13(3rcle r«pmslblIlty of tis salleing Desigist pot MIST/TPI 1 Sec.2. Sacramento,CA 95828 For more r ion is jobs general notes page and these webs Renews:1213112017 SPACING 24.0" JREF- 1VRB7175Z07 aw ALPINE:w .alpineitw.com tTP1 s waw.tpinst.arg;NTCA:www.sbcindustry.aom; ICC:waw.iccsare.org