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Plans (29) /14 O1)2? ' F-77& S Xi-, r , 4 - , I 9' +11--5'10" H-6'2" l• 17' 1"- - D — -1- , - Ili ,, ' • co II .0 '6" J mimaliJ1 1 4 I 4 I mr m 1 m Nil 111111111ql ILI I co 11111116k II ,:. - ;— - 11 Ill m — III • 'Cr; CD . , 1.1. II . 1111111111111 II--------- - - - II 11111111111111011111.1- E2 II — .1 Ii t I 1 II II E 11 ' w co ,N I I I MI 1--- I ilk )-- N ' I c 1 . . 1 , c, 6. C3 • I r) , 1 , cri 1 ' CO • CO I TO n.) H'Z' i G2Immmani I 1 iiI, mans___ _ .. • 7 ci;' III 1 11.11..1111 M -- .___ G _ ED- -1-T-I II I-] Ill CD II ll I.( I-3' -14:4—1 0'4" I- 21 '2" I H--N--1 22' I 10'6" I 5'6" H Customer: FOUR D CONSTRUCTION CO. SI 01 0 Desc. : LOT 3 GREENSWARD PARK SOU ii CRI ',..-10- c° ADDRESS: laglirst...rem 0 z Designed by: IKE ISAKSON , Z (ii 0 ..,ir: 0 C11 •• • Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 ❑r' 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = LOU Or, 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1,00 2x4 Brace (1) 1x4 'L' Brace * (1) 2x4 "L' Brace * (2) 2x4 'L' Brace ** (1) 2x6 'V Brace w (2) 2x6 'L' Brace ** 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 AI #1 / #2 4' 10' 8' 2` 8' 6' 9' 8' 10' 1' 11' 6` 12' 0" 14' 0" 14' 0' 14' 0' 14' D' Spruce-Pine-Fir Hem-Fir ""P [� #1 / #2 Standard #2 Stud #3 4' 7" 7' 9' 8' 3" 9' 7" 9' 11" 11' S' Il' 10° 14' 0" 14' 0' 14' 0" 14' 0' q3 Stud #3 Standard CD C - — F Stud 4' 7" 7' 8' 8' 2' 9' 7' 9' 11" 11' 5' 11' 10' 14' 0" 14' 0" 14' 0' 14' 0' 0 Standard 4' 7' 6' 7' 7' 0° 8' 10° 9' 5' 11' 5' 11' 10' 13' 10" 14' 0' 14' 0° 14' 0' Douglas Fir-Larch Southern Pine*** CU #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 —I SD #2 4' 10° 8' 2' 8' 6' 9' 8' 10' 1' 11' 6" 12' D" 14' 0" 14' 0° 14' 0' 14' 0" Stud Standard Stud Standard 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' Stud 4' B" 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 > SF #3 5' 3' 9' 3' 9' 9° 10' 11' 11' 4° 13' 0' 13' 7" 14' 0' 14' 0' 14' 0' 14' 0" #1 a Btr 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 Q1 O I _ Standard 5' 3° 8' 1" 8' 7" 10' 10" 11' 4° 13' 0' 13' 7' 14' 0' 14' 0° 14' 0' _ 14' 0' Douglas Fir-Larch Southern Plne*ww #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 > SP #2 5' 6' 9' 5° 9' 9' 11' 1" 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' #2 #2 #--I #3 5' S" 8' 6' 9' 1' 11' 0" 11' 5" 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0" 11 D Stud 5' S" 8' 6' 9' 1° 11' 0` 11' 5" 13' 1° 13' 8' 14' 0" 14' 0' 14' 0' 14' 0" 1x4 Braces shall be SRB (Stress-Rated Board). ***For ix4 So. Pine use onlymyIndustrial 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 0SPF #1 / #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 13' 2" 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values may be used with these grades, Cj SPI- #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: LD U HF Stud 5' 9' 10' 2' 10' 7° 12' 0' 12' 6' 14' 0' 14' 0" 14' 0" 14' 0' 14' 0' 14' 0' Wind Load deflection criterion is L/240. O `__ 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' 10'7- 14' 0' 14' 0' 14' 0" 14' 0° 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load>. SP #2 6' 1° 10' 4' 10' 8' 12' 2° 12' 8" 14' 0' 14' 0' 14' 0" 14' 0° 14' 0' 14' 0" a � Gable end supports load from 4' 0' outlookers #3 5' 11' 9' 10' 10' 6" 12' I' 12' 7' 14' 0' 14' 0" 14' 0" 14' 0' 14' 0" 14' 0" with 2' 0' overhang, or 12' plywood overhang. DFL Stud 5' 11" 9' 10' 10' 6' 12' 1' 12' 7" 14' 0' 14' 0" 14' 0' 14' 0' 14' 0" 14' 0" Standard-__5' 9" 8' 8' 9' 3"__— 11' 7 12' 5' 14' 0' 14' 0' J -14' 0" 14' 0° 14' 0' 14' 0' Symm r Attach 'V braces with IOd (0.128"x3.0' min) nails. About 1t. 1 V '( © 1K For (1) 'L' brace' space nails at 2' o.c. )(fable Truss ' In 18' end zones and 4' o.c. between zones. Diagonal brace option: ray 1K*For (2) 'L' braces' space nails at 3' o.c. 1 In 18' end zones and 6' o.c. between zones, vertical length may be / 1 doubled when diagonal li. 'V bracing must be a minimum of 80% of web brace is used. Connect Omember length. diagonal brace for 335# eLoat each end. Max web Br0.C2 �`� Gable Vertical Plate Sizes total length is 14'. ," , Vertical LengthNo Splice / 2x4 DF-L #2 orLess than 4' 0' 1X4 or 2X3 better diagonal 111111111111fikka.. i Greater than 4' 0', but2X4 Vertical length Shown , brace; singleless than 11' 6'in table above. or double cutw la Greater than 11' 6° 3X 45° (as shown) at0■ ■ ■ ■ MI + Refer to common truss design for upper end. r>•�r�■rrrrr�■■■rr�u*r�■rrr■rr■■■■��g ■ ■ r1 peak, splice, and heel plates. III ontinuous Bearing Refer to the Building Designer for conditions Connect diagonal at midpoint of vertical web. N.TN. Refer to chart above for max ga. - • '' at length. not addressed by this detail. *wWARNINGI**READ AND FOLLOW ALL NOTES ON THIS DRAWINGI �ie {'� PROFF REF ASCE7-10-GAB12015 w*IMPORTANTee FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require extreme care in fabricating, handling,shipping,Installing and bracing. Refer to ande follow the latest edition of BCSI (Building Component Safety Information,by if! and SBCA)for safetyip — '" 1°. LATE 10�01�14 practices prior to performing these functions Installers shall provide temporary bracing per BCSI. k/ 146 Unless noted otherwise, top chord snail have property attached structural sheathing and bottom chord C"w; DRWG A12015ENC101014 shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of webs "^ /"�I it ['. 4 17 I i shall have bracing Installed per BCSI sections 63, 67 or 816, as applicable. Apply plates to each face — / ii ) ['. Viii I oftruss and position as shown above and on the Jdnt Details,unless noted otherwise. U �.I 1 Refer to drawings 1604-Z far standard plate positions, AN ITW COMPANY Alpine,a divsion of ITW Building Conponents Group Inc.,holt not be responsible for any tlevotion from .`,. ' this drawng, ny failure to build the truss in conformance with ANSI/TP] i,or for handling, shipping, vii installation&bracing of trusses. 9 MAX, TOT, LD. 60 PSF A seal on this drawing or cover page listing this drawing,indicates acceptance of professional j 'FC T 19 �� 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 Building Designer per ANSI/TPI 1 Sect. w/4XYr,ot• Earth City,MO 63045 For more Information see this job's general notes page and these web sites, fi ALPINE: wwwalpineltw.comi TPI. www.tpinst.org;SBCA:www.sbcindustry.orgl ICC: www.iccsnfe.org 0-new.-.2S3400.17 MAX, SPACING 24.0° S R Rein - o � cig vernbe S , bs Li , La l, io1 T-Reinf orcerien t This detail is to be used when a Continuous Lateral Restraint (CLR) Or T--Reinf, is specified on a truss design but an alternative web L-Reinforcement: or reinforcement method is desired, L-Reinf, ,� 411111Apply to either side of web narrow face. ,, Attach with lOd (0.128"x3,0",min) nails , at 6" o.c. Reinforcing member is , Notes: a minimum 80% of web , member length. / Vr This detail is only applicable for changing the specified CLR adeshown on single ply sealed designs to T-reinforcement or L-reinforecement or scab reinforcement, Wr �� Alternative reinforcement specified in chart below may be conservative, / •, ►,' For minimum alternative reinforcement, re-run design with appropriateIra FA reinforcement type, FA T-Reinf, L-Reinf. Web Member Specified CLR Alternative Reinforecement Scab Reinforcement: Size Restraint T- or L- Reinf, Scab Reinf. 2x3 or 2x4 1 row 2x4 1-2x4 Apply scale(s) to wide face of web. 2x3 or 2x4 2 rows 2x6 2-2x4 No more than (1) scab per face, iiii 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 2-2x4OIE) minimum 80% of web member length. 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6OIE) 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. (OI KE) Center scab on wide face of web, Apply (1) scab to each face of web. ■ a wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING! rRC TC LL P S F REP CLR Subs-b. weINPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, 5� Trusses require extreme care,n fabricating,handling, shipping.installing and bracing Refer to and � ~ - TC DL PSF DATE 10/01/14 p pr performing properly Safety Information, by TPI and SBCAJ for safety i46 rJ� Ip follow the latest edition of BCSI (Building Component radices for to erformin these functions Installers shall provide temporary bracing per BCSI. rw, — Unless noted otherwise, to chord shall have ro erly attached structural sheathing and bottom chord �,, -.,=m BC DL PSF DRWG BRCLBSUB1014 7„, shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of webs J '7' /"(n III'''�� I� i shall have brncing Installed per BCSI sections H3, B7 or B70,ns applicable. Apply plates to each face /, tl i -IIS\ II I i of truss and position as hown abovo and on the Joint Details,unless noted otherwise BC LL PSP //,_�i 1`— ILII \BVI I i I Refer to drawings 160A-Z for standard pta to positions OL -11:4-8-5:: I: s`. Alpine, a division of ITW Building Components Group Inc shalt not be responsible for any deviation from , V TOT. LD. PSF AN ITW COMPANY this drawing,any failure to build the truss in conformance with ANSI/TPI I,or for handling, shipping, , � 7"1 � �y installation 4 bracing of trusse 4 '`f A seat on this drawing or cover page listing this drawing,Indicates acceptance of professional p�, 01 engineering responsibility solely for the design shown, The suitability and use of this drawinge/fiieysw a DUR. FAC, 13389 Lakefront Drive for any structure Is-the responsibility of the Building Designer per ANSI/TPI I Sect. 7W fl -- Earth City,MO63045 For more Information see this Job's general notes page and these web sites SPACING ALPINE' www.olpineitw.coni TPI, www.tpinstorgi SBCA1 www.sbcindustry.orgl ICG wwsiccsnfe.org Renews;12(3172017 ASCE 7-10: 120 mpn, 30' Mean -eight, CLoseo, Exposure C • Common Resioential Gaole Eno Wino Bracing Requirements - Sti-E-Feners 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), Topo Continuous roof sheathing Bat; Continuous ceiling diaphragm H Greater than 7'6" to 12'0" maxi provide a 2x6 stiffback at mid-height and brace See Engineer's sealed design 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 @ 6" o•c. K ti 1 X II sNs 2X4 Blocking - - nailed to 41110 45° sheathing and --Aim— 24` Max each truss CTyp) - { H . . . . �\ L . • 2X4 DF-L #2 'I / - '.-------- ..-... H/2 or better - diagonal brace. - Attach each end X I for 560#, d 6 V, X if_ _ _ _ _ / /ontinuous Bearing/ - 2x6 #2 Stiffback attached to each Stud w/ (4) 10d box or gun (0,123" X 3", min.) nails. wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAVINGI *GIs -. REF GE WHALER wwIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. F el ` DATE IO/01/14 Trusses require extreme care n fabricating,handing shipping, installing and bracing Refer to and �T follow the latest edition of BCSI (Building Component Safety Information,by Tel and SBCA) for safety 41 v 14659 '9 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI St" ' e i1 n c Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord "a*' DRWG GA DRS T101014 •w shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs _ _—___ ___—_ /-11 (� (7 shall have broUng Instaued per BCSI sections B3, 17 or 870,os applicoble Apply plates to each face 1- '''--t_. a )) i lam\ I IIiof eruto drdposit60- orwnanoarandto thJoss# Detn IsunlesHated otherwise.JIUI \VVfI_ Refer to drnwings 160A-Z for standard plate positions AN ITW COMPANY Alpine, a division of ITV Building Components Group Inc.shall not be responsible For any deviation from Vthis drawing•any failure to build the truss in conformance with ANSI/TPI I,or for handling, shipping, rF� 00 MAX. TGT. LD. 60 PSF installation& bracing of trusseA seal on this drawing or cover page listing this drawing,Indicates acceptance of professional /y)�/engineering responsibility solely for the design shown, The suitability and se of this drawing t�`OCj '13389 Lakefront Drivefor any structure Is the responsibility of the Building Designer per ANSI/TPI I Seel, For more Information see this Job's general notes page and these web sites, Renews:12131/2 0 1 7 Earth City,M063048 ALPINE;www.alpineltw.comi TPA www.tpinst.org; SBCAi wwwsbcindustry.org)ICO www.lccsafe.org MAX' SPACING Gabe De TaA _ I For Let-In Verticals Gable Truss Plate Sizes Sym. 1 Refer to appropriate Alpine gable detail for About minimum plate sizes for vertical studs. 11 ()Refer to Engineered truss design for peak, splice, web, and heel plates. 5 0 r 141., 7. 0 ®If gable vertical plates overlap, use a single plate that covers the total area of . the overlapped plates to span the web. Gable ` Q 2X4 p r Vertlwt Example; • L Length 1/4111 typ' 2X4 / % 2X8 "T" Reinforcement Attachment Detail 'T' Reinforcing 'T° Reinforcing Member Member 11 ilk Toe-nnil , - Or - End-nail Tit © 0 To convert from 'L' to "T` reinforcing members, multiply 'T' Increase by length (based on Provide connections for uplift specified on the engineered truss design. appropriate Alpine gable detail). Attach each 'T' reinforcing member with End Driven Nails Maximum allowable 'T° reinforced gable vertical lad 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, specie, and grade of the `L' reinforcing member, Rigid Sheathing Toenailed Nallsi 10d Common (0,148"x3",min) Toenails at 4' o,c plus Web Length Increase W/ "T" Brace 4 Nails x X (4) toenails in the top and bottom chords, "T" Reinf, "T' This detail to be used with the appropriate Alpine gable detail for ASCE Mbr. Size Increase Reinforcing wind load. 2x4 30 Z Member 2x6 20 ASCE 7-05 Gable Detail Drawings Example, — 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 Spaced At ASCE 7-10 Gable Detail Drawings Gable Vertical = 24'o,c, SP #3 Truss 4" O.C. A11515ENC101014, A12015ENC101014, A14015ENC1010I4, A16D1SENC101014, "T' Reinforcing Member Size = 2x4 A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014, "T' Brace Increase (From Above) = 30% = 1.30 A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014, (1) 2x4 "L" Brace Length = 8' 7' A18030ENC101014, A20030ENC10I014, 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. 6 4 Nails X Ceiling ill PRop wwWARNINGIew READ AND FOLLOW ALL NOTES ON THIS DRAWING! �j �� REF LET—IN VERT ee1HPDRTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, handling,shppng,i g and bracing Refer to and W .„ y 14858 -7 sDATE 10/01/14 follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) for safety . n r practices prior to performing these functions, Installers shall provide temporary bracing per BCSI, Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord 1, DRWG GBLLETIN1014 shali have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs Ey _ ._._.____—__.___.--__ ((n(I�11I III'''�� fl i shall have bracing Installed per SCSI sections B3, B7 or 510, as applicable. Apply plates to each face /�! I`�� , i I of truss and posit on as shown above and on the Jon{ Details, unless noted otherwise /" ILII \VVI w):,'.w' I Refer to drawings 160A Z for standard plate positions rw.; itO•� �V AN ITW COMPANY Alpine, a division of ITW Building Components Group Inc, shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI I,or for handling, shipping, '7+‘1181%...10' MAX. TOT. LD. 60 PSF installation 6 bracing of trusse A seal on this drawing or cover page listing this drawing,indicates acceptance of professional hANww r+ engineering responsibility solely for the design shown. The suitability and use of this drawing DUR, FAC. ANY 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect. 'Renews:12/3112017 Earth City,MO 63045 For more information see this Job's general notes page and these web sites, MAX. SPACING 24,0" ALPINES www.alpineitw.coml TPI,www.tpinst.orgl SOCA, www.sbcindustry.orgi ICC,www.iccsofe.org IP Gable Stud Reinforcement Detail ASCE 7-10: 120 mph wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = LOG Or: 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1,00 ----- - -- ---- ------ --- --- --------- -------- 2x4 Brace (1) 1x4 'L' Brace A (1) 2x4 "L" Brace w (2) 2x4 "L" Brace rw (1) 2x6 °L" Brace * (2) 2x6 'L' Brace *: Bracing Group Species and Grades: Goble Vertical No ►pacing 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: p[- #1 / #2 4' 7' 7' 10' 8' 1" 9' 3' 9' T 11' 0' 11' 5' 14' 0' 14' 0" 14' 0" 14' 0' Spruce-Pine-Fir Hem-Fir -p c' r #3 #1 / #2 Standard #2 Stud 4' 4' 7' 2` 7' 8' 9' 1' 9' 5" 10' 10' 11' 4" 14' 0' 14' 0" 14' 0" 14' 0' U o r- #3 Stud _#3 Standard HF Stud 4' 4" 7' 2" 7' 7° 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0" 14' 0' Standard 4' 4" 6' 2` 6' 7' 8' 2' 8' 9' 10' 10' 11' 4' 12' 10' 13' 9' 14' 0" 14' 0' Douglas Fir-Larch Southern Pinew*w CU #1 4' 10' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1" 11' 6' 14' 0' 14' 0' 14' 0" 14' 0' #3 #3 SP #2 4' 7" 7' 10" 8' 1' 9' 3° 9' 7' 11' 0' 11' 5" 14' 0° 14' 0" 14' 0" 14' 0' Stud Stud #3 4' 6' 6' 6" 6' 11° 8' 7' 9' 2° 10' 11` 11' 4° Standard Standard ai DFL 13' 6' 14' 0" 14' 0' 14' 0' JJ Stud 4' 6° 6' 6" 6' ll' 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 Bi U _ S D.:- #1 / #2 5' 3' 8' 11' 9' 3" 10' 7' 11' 0' 12' 7" 13' I' 14' 0' 14' 0" 14' 0" 14' 0' Hem-Fir - #3 5' 0" 8' 10' 9' 3' 10' 5' 10' 10' 12' 5" 12' 11" 14' 0' 14' 0" 14' 0' 14' 0' #1 & Btr c_ U HF Stud 5' 0" 8' 9" 9' 2" 10' 5' 10' 10` 12' 5" 12' 11" 14' 0' 14' 0' 14' 0' 14' 0' #1 - c 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 Pine*** 441 5' 6" 9' 1° 9' 5' 10' 8' 11' 1" 12' 8" 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' #1 SP #2 5' 3" 8' 11' 9' 3' 10' 7' 11' 0' 12' 7" 13' 1' 14' 0' 14' 0" 14' 0' 14' 0' IIIMMINIIIII #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), QJ D F L Stud 5' 0' 7' 11' 8' 5' 10' 6' 10' 11" 12' 6' 13' 0' 14' 0' 14' 0' 14' 0" 14' 0' wANFar 1o4 So. Pine use only Industrial 55 or Standard 5' 0' 7' 0' 7' 5" 9' 4" 10' 0" 12' 5" 12' II" 14' 0' 14' 0" 14' 0" 14' 0' Industrial 45 Stress-Rated Boards, Group B 0S F #1 / #2 5' 9" 9' 10° 10' 2° 11' 7' 12' 1" 12' 7" 14' 0" 14' 0° 14' 0" 14' 0" 14' 0' values may be used with these grades. #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: CD U HF Stud 5' 6' 9' 8' 10' I' 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' Il" 13' 8" 14' 0" 14' 0' 14' 0" 14' 0" 14' 0" Provide uplift connections for 70 plf over X S P #1 6' 0' 10' 0' 10' 4' 11' 9" 12' 2' 14' 0' 14' 0" 14' 0' 14' 0' 14' 0" 14' 0' continuous bearing (5 psf TC Dead Load). d #2 5' 9' 9' 10" 10' 2' 11' 7° 12' 1' 13' 10' 14' 0' 14' 0° 14' 0" 14' 0" 14' 0' Gable end supports load from 4' 0' outlookers #3 5' 8' 9' 2" 9' 9" 11' 6' 12' 0" 13' 9' 14' 0" 14' 0' 14' 0" 14' 0" 14' 0° with 2' 0' overhang, or 12' plywood overhang, D F L 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---- - - ----- ----'------------ - ``�JJ I About Attach °L' braces with 10d (0.126'x3.0' min) nails. Gable Truss 11 h+ © )IE For (ll "L' braces space nails at 2' o.c. e in 18' end zones and 4' o.c. between zones. Diagonal brace option, �••� **For (2) "L' braces, space nails at 3° o.c. vertical length may be j In 18' end zones and 6' o.c. between zones. doubled when diagonal brace Is used. Connect "L' bracing must be a minimum of 807. of web diagonal brace for 385# "L. member length. at each end. Max web Gable Vertical Plate Sizes total length Is 14', Brace 1 Vertical LengthNo Splice 2x4 OF-L #2 or Less than 4' 0' 1X4 or 2X3 better diagonal Greater than 4' ' but Vertical length Shown brace; singleless than IS' 6' 2X4 In table above. or double cut Greaterthan 11' 6' 3X�� 45° (asshown) at © + Refertocommontruss design for upper end. ■ ■ 11111111111r: IIIIIIIIIIIIIIIII.11inlbillw.• • • • ■Yp • ■ ■ • MAI peak, splice, and heel platen Connect diagonal nt ontinuous Hearing Refer to the Building Designer for conditions midpoint of vertical web. Refer to chart above for max g �Qv0.ri fi length, not addressed by this detail. wwWARNINGiew READ AND FOLLOW ALL NOTES ON THIS DRAWINGI ,,v-,tri, ■•IMPORTANT••FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. REF ASCE7-10—GAB12030 Trusses require extreme core in fabrcating,handling,shipping,Installing and bracing, Refer to and �� 4'...674%* DATE 10/01/14 fallow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA)for safety practices prior to performing these functions Installers shall provide temporary bracing per BCSI. k/ r85� Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord '' DRWG A12030ENC101014 _ shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of webs " l� l �� IT I snail have bracing ion alletl per BCSI sections B3, 67 or Bet as applicable. Apply plates to each face /�7 f I i iJ—'I\\ ' I Re truss and position ns shown above and plate the Joint Details,unless noted otherwise. /-�_1 L_I_ u I , Refer to drawings 160A-Z for standard positions. Alpine,a division of ITW Building Components Group Inc. shall not be responsible For any deviation from •"��'•, AN ITW COMPANY this drawing, ny failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, r • V Installation t,bracing of trusses. 7 �!�$ MAX, TOT, LD. 60 PSF A seal on this drawing or cover page listing this drawing,indicates acceptance of professional Jf b engineering responsibility solely for the design shown, The suitability and use of this drawing �J�"!IW � � 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2, Earth City,MO 63045 For more information see this Job's general notes page and these web sites: MAX, SPACING 24,0" ALPINEwwwalpineltw.com; TPI' www,tpinst.org;SBCA www.sbcindustryorg, ICC, www.iccsafe.org Renews:12/31(2017 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - K2) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located , Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) :W4, W5 2x4 DF-L #2(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. 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 2.00. 3X54 3X54 10 fl ll W5 10-5-5 1.5X4 III 1-0-0 f�_ — :, 9-1-2 3X5= 3X5= 3X5 III L1 IJ 1"12 11�c 4-5-4 I_ 6-9-0 12 7-8-12 _I_ 3-1-12 3q2 1.c 11-4-0 Over 2 Supportsal R=569 W=5.5" R=504 U=61 RL=169/-78 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.00.' 13 ,f, ITY:2 OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon 503)357- 118 •.WARNINGI Itt/1B AND HOLLOW ALL MOILS ON IHIS DRAWING! 4,74- TC LL 25.0 PSF pp ••INWORTANT•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. r;;, REF 87175- 33438 825 N 41h Ave,Cornelius O 97113 t " w T require extreme mare In nghC I Safety II shipping. I a and bran.ng.sa safety practices f Ilnw. -t7 TC DL 7.0 PSF DATE 06/07/16 toe l rm n oI,cIIo,.. l I.L c eu s y Informer by TPI ,e WSCSI ror . y to '�+fy_(�/ 14659 'p P u performing these Iuna.Ll rn. Ina tnll� -11 Pruvlde temporary b Irry1 per SCSI. Unlessrrwlnd otherwise. .n e top chord shallhaveproperly attached I sheathing and bo chord shall he properly ched n. rigid 'I',g. Locations shown r pe lateral restrain of webs shall have bracing installed per BCSI N / BC DL 10.0 PSF DRW CAUSR7175 1 .4--,�� saw B3 B7 or B10 as applicable. Apply plates to each race of truss and posit) nsabove and on rho' m to la, Pnlasa„orad ptherw R r to'raw nga 16nA_z.or standard Pla p° BC LL 0.0 PSF CA-ENG CWC/CWC alpne, a div-Sion or I1W Bui ld'ng Components croup Irx:. snail rot be responsible ror any dev-Exton from this • .-. drawing, any failure to build the truss In conformance with ANSI/TPI 1.or for handling, shipping, "w -CrN ITN COMPANY Installation A bracing of r useea. i GA TOT.LD. 42.0 PSF SEN- 159863 . A..al on this drawing or cover page listing this drawing, India...aCeptafu.or prof selonal engineering 4 F'L-T gn SEQN- solely for the Orlon sham. The euitabllity and use of this drawing for any structure Is the , �AQ DUR.FAC. 1 .15 FROM I KE 8351 Roma ado reeponsibllity or the Building Designer per ANSI/TPI 1 See.2. 4••'�i. Sacramento,CA 95828 For- ' s more information his yob's gonorel na s page and these soba IWSPACING 24.011 JREF- 1VRB7175Z05 ALPINE:www.alpi,witw.com tTP1:.ww.tpinst,or'g: WTCA: ws,ebrindustry.vom, ICC: www.iccso.e.org Renews:12/31/2017 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. , (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - Ki) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) :62 2x4 DF-L #2(g): anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) :W4, W5 2x4 DF-L #2(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TP1 reduction Wind loads and reactions based on MWFRS with additional C&C member factors. 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 2.00. 5X5.- 7- T 10 3X5/i 3X5 10-2-0 10 fl 't `� 1 .5X4 III 1 .5:4 .5X4111 1-0-0 Y:, T — ■■ — B2 4 9-1-2 1-0-0 3X5(R) III 3X5= 3X5= 3X5E 3X5(R) III L1 'J L1'J 4-7-0 6-5-0 6-5-0 4-7-0 7-10-8 6-3-0 7-10-8 11-0-0 11-0-0 Ec 22-0-0 Over 2 Supports >1 R=1044 W=5.5" R=1044 W=5.5" RL=186/-186 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=296(0%)/4(0) 15.01.00.' Ott •TY:4 OR/-/1/-/-/R/- Scale =.25"/Ft. Truss ComponentsofOregon ((503))357-1118 **WARNING!** RFADANO FOLLOW ALL ROILS ON IHIsDRAWINGI 825N 41°h Ave,Cornelius OR 97113 **IMPORTANT*. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. g� 40S TC LL 25.0 PSF REF R7175- 33437 T do extreBCSIme r i t h " h Safety I, ahipp- r, installing aM M1rro nsa Refsafety p an and follow 14859 10 3".: TC DL 7.0 PSF DATE 06/07/16 toe I edition of functions. (Building C po t l fray Inrormpor by ci WSCSI r s.n practices u p ng these tura;riu - Ins toll n II p,uvl Jn temporary bracing per BCS!. Unless tw,nd otherwise, . Arc; ✓ top chord shall have properly attached I sheathing and bottom chord shall have a properly attached rigid belling. Locations shown tor permanent lateral restraint dt webs shall have bracing installedperBCS1 !•. IBJ"'� BC DL 10.0 PSF DRW CAUSR7175 16159129 ri 83, B7 or.810 as applicable. APply plates to each race or trussand position as shown above and o �L 1 E1 N t nt beta:la "lass nota'dtM1ar.iaa. Rrrrr ad draw;nga 160a_Z tnraandard platy pne aldol,e r BC LL 0.0 PSF CA—ENG CWC/CWC /�-1 ra a division or ITN Bu lh g truss inen s Group Inc.h AN not esponsihan ror ons'ave a om this drawing. any 8 breve to f cruild Who tyles in conformance with ANsvrpl 1, or for handling, shipping' �'i�W4j Q`'`'' TOT.LD. 42,0 PSF SEQN— 159858 jahltIN AN RTW COMPANY I natal late nn a bro°;r,g or trayena. . A seed on this drawing or cover page listing this drseina, Indicates acceptance of profeeslonsl engineer) A responsibility solely for the design shown. The suitability end w of this drawing far any structure is the 4NW.C 8351 Rovana Circle responsibility of the!wilding Designer per ANSI/TP1 1 Seca. 0DUR.FAC. 1 .15 FROM IKE — Sacramento,CA 95828 For more lnr°rma ion sac job's general notes pogo and c mmNab sites: SPACING 24.0" JREF— 1VRB7175Z05ALPINL.a,w.alpiinw.comTpl .wPirst.org: RICAww .sbaiaaantry : ICC: ww.iccsotr.org Renews:12/3112417 • • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - K) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bat chord 2x4 DF-L #1&Bet.(g) :B2 2x4 DF-L #2(g): anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=6.0 psf. :M7, M8, M9, M10, M11 2x4 DF-L #2(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction design. factors. Truss designed to support 1-0-0 top chord outlookers and cladding load • See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind not to exceed 3.00 PSF one face and 24.0" span opposite face. Top bracing requirements. chord may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of (a) Continuous lateral restraint equally spaced on member. notches. Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. 4X5= factor for dead load is 2.00. Fasten rated sheathing to one face of this frame. VI —1 10 10-2-0 10 1-1 - - 111111111111 1-0-o F�,� �,H �g 1-0-0 ... r '°f' -1-2 TT 3X5= B2 L1 :J L1 'J I- 11-0-0 _I, 11-0-0 J 1 22-0-0 Over 2 Supports I R=111 PLF U=6 PLF W=22-0-0 RL=9/-9 PLF Nate: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.00.0 QTY:1 OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503)357-1118 •'WARNING!••RLAe AND LoLLor ALL NDILS ON IRIS DRAWING! �� atLr TC LL 25.0 PSF **IMPORTANT*. FURNISH THIS DRAWING IN ALL cDNrHAcross INCLUDING THE INSTALLERS. REF R7175- 33436 825 N 4th Ave,Comehus O 97113 e.j r,-°. w Trusses require extreme are In nghC-: - " handling,Information, shipping, installing and for sB Refsafety p ce Follow t-' , TC DL 7.0 PSF DATE 06/07/1 6 the latest edition onFunctions.(Building i , Safety 1 1 by TPI a WTCA) otails.. Paty pr p ty� 14859 41. 11' u performing ha Ulnae plyattached ren I I prins i J.sheath temporary tom chord net BeSI have a properly perry to d rig chord nail have proshown n for I sheathing and bottom chord shap pe ly to hetl "�• BC DL 10.0 PSF DRW CAUSR7175 16159128 rigid -1-+g. Locations shown Yor pe it. lateral restraint of webs shall have S installed p BC81 ts se 83 87 o, 810 as applicable. Apply plates to each race or trussand positionh bo W n i..„r,��p. ' the Joint Details, unless noted otherwise. Barer to drawings 160A-2 forstandardplate A 11 L�)�N r' e, ng not a r r a • BC LL 0.0 PSF CA-ENG CWC/CWC Alp n a division of ITN 18 th ng Components croup Inc. shall or forsible f any deviation n from this •-,. '_ draw n'. y any Pu�lure to build the truss 'n conformance with ANsI/TPIh1, or handling, shipping, g "'+ TOT.LD. 42.0 PSF SEQN- 159861 AN ITW CQMR4NV Instal ration A bracing of trusses. A Nei on thl.drawing or.over pegs listing till.drawing, indicates.Napt.nee of professional engineering '4'C;7 19� (��r responelbl lity solely ror the design shown. The suitability and bee or this droving Tor any structure I.the S DUR.FAC. 1 .15 FROM 1 KE E351 Rovana Circle r.eponei billty of the Building Designer per ANSI/TPI 1 See.2. �� 4Nw. a Sacramento,CA 95828 ror ma wr len Is jobs general notes pogo and these web ALPINE:www.alpinertw.com tTPI Swww this NiCA:ww.sboind„strv.com; ICC,.ww.iccsare.org SPACING 24.0" JRE F— 1 VR671 75205 Renews:12!31/2017 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR., (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - J2) Top chord 2x4 DF-L #2(g) Special loads Bot chord 2x6 DF-L #2 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 DF-L Std/Stud(g) TC- From 68 plf at 0.00 to 68 plf at 5.75 :Lt Stub Wedge 2x6 HF #2: BC- From 10 plf at 0.00 to 10 plf at 5.75 BC- 345.39 lb Conc. Load at 0.06, 2.06, 4.06 Connectors in green lumber (g) designed using NDS/TPI reduction factors. 120 mph wind, 15.00 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. 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. 1 .5X4111 Deflection meets L/360 live and L/240 total load. Creep increase factor for load is 2.00. 11 10 p 5-9-8 1-0-0 I. ■ U. +9-1-2 1 1 .5X4 III 3X10(G1) Ill 5-5-4 '"1I le 5-9-0 Over 2 Supports ={ R=872 W=5.5" R=614 U=3 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01.. � .M QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components ofOre on 503 357.Q118 ">ut�l10l••Bcw AMU FOLLOW ALL!MILS Ohl Ills DRAWING/ k, REF 87175- 33435 pp ( ••1lpORTANr FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. - TC L L 25.0 PSF 825 N 4!11 Ave,Cornelius 012 97 13 �Cj _ „ T ,,ilio extreme BCS n h i handling, erupt nninstalling and b sa Refer r aces follow TC DL 7.0 PSF DATE 06/07/16 the latest edition orl,UL. ns(Buildingst lComponentSafety Ie temp- by TPI and WSCSI.for safety pre prior I e CH o V 'rrd ingSha thelhav 1properly.attached structural provide temporary btom hg per SCSI.lUnless nproperly ycattacheda �.+_ ♦V:i�l II r top chord shall have properly a sac M1etl sir rzl srrez[hirg and bottom chord shall have a proVarly attached rigid ceiling. Locations shown ter permanent lateral res Int of webs shall have bracing installedperHesl BC DL 10.0 PSF DRW CAUSR7175 16159127 sections7. 83, 87 010 applicable. Apply plates to each race or trussand position as shorn above and o ' tM1eJol cat Oeta'1 I ssnotetl otlwrwise. Re Peh to draw' t60A-2 forstantlartl lata A—�[1 j N a p I"'S1On�i n BC LL 0.0 PSF CA—ENG CWC/CWC Alp a;v f ITW Buu tling components Group Irw shall not be responsible ror my assn a on from this � ;.. drawing, y failure build the truss in conformance with ANSI/TPI 1, or for handling, shipping, 4.,,,_:_,E41,.... '�► TOT.LD. 42.0 PSF SEQN— 173551 AN ITW COMPANY installationx bracing or trusses. �,p . A...I on this dr-wringer or cover pegs fisting chi.drawing, Indicates Icc ptanoe of prof..elon.l engineering -. , 0`V reepo,elbllits solely for the deelgn shown. The suitability and iso of thls drawing ler.0r structure Is the 1L DUR.FAC. 1.15 FROM IKE 8351 Roans Circle responsibility of the Building Designer per ANSI/TPI 1 Seta. Ise l411 . k Sacrmrxte,CA95828 for more Information is Jsgeneral ssago and t web , SPACING 24,0" JREF- 1VRB7175Z05 ALPINE:www.alphwitw.comt101 Lwww npl t.org,WTCA:wwe.sbc,ndustry wn, ICCfwww.,ccsaPe.org Renews:12131/2017 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - J1) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located • Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. 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 2.00. 1.5X4 III 1 10 5-9-8 • 1-0-0 h .. , —A ...400-1-2 I 4X5= 3X5(R) Ih 1 .5X4 III LEI ' 1"125-3-$ 3"12 it� � 5-7-4 F-5-9-0 Over 2 Supports -->. R=333 W=5.5" RL=92/-48 R=247 U=35 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01.0 .". QTY:1 OR/-/1/-/-/R/- Scale =.375"/Ft. Components '..3ARNINGI READ MN FOLLOW ALL NUILS ON IHIS DRAWING! Q� TC LL 25.0 PSF 825 N 4 Ave,Cornelius O 97113 ...IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TUE INSTALLERS. y.�Pir�' aF REF R7175- 33434 T ream re extreme re ,n fe„ I: hand nlxi shipping, ,stalling and bran hg. Refer and follow ,4e4 '; TC DL 7.0 PSF DATE 06/07/1 6 a the 1 ng then of BCS Ifunctions, (Buns, I st Component Safety ..tecifinfer by TPI ere RTCA) for safety p .prior to put- .mind these Rnoperly install _- a II gree th ng an abo bottom ho Per aVel have lays".L.'" wry. 14859 r' , top chord shalt Love progeny n ror p 1 sheathing and bottom cshal shall a properly attached rigid tl ceiling. Locations „ permanent lateral restraint of WOOS shall have ,rig t Iled per RGSI 9 BC DL 10.0 PSF DRW CAUSR7175 16159126 n1 a t' D3 D7 -810 a applicable. Apply plates to each face of truss and posit „ above are on i1 /J /�n L011 N the D to 1 lase n otherwise. Refer to drawings 16Go z for standard platepositions. BC LL 0.0 PSF CA-ENG CWC/CWC /�=�II Alp division f ITS Building Components Group Inc.shall not be responsible fory deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping AN ITwCOMPANY insta!Iat-an A bracing of tresses. - a, Nw TOT.LD. 42.0 PSF SEAN- 173546 . A Nal on this drawing or cover page listing this drawing, ind lata.00eptenee of professional engineering '�� 47 j e responsibility solely for the design shown. The suitability and use of this drawing for erg structure I.the prO * DUR.FAC. 1 .15 FRDM I KE 8351 Rovana Circle It respermiblIity or the Building Weimer per ANSI/TPI 1 Sae.2. , '41,w.a Sacramento,CA 95828 For more r Ion this job's donor.! .,o s pogo and these web s. a T6JTi� SPACING 24.0" JREF- 1VRB7175Z05 ALPINE;www.alpineitw.com tTP11 www.tpinst.org: NTCA:www.sbcindustry.com: ICC:www.lccsafe,org Renewer.,1313"1'617 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. , (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - J) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Truss designed to support 1-0-0 top chord outlookers and cladding load Right end vertical not exposed to wind pressure. not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind NOT OVERCUT. No knots or other lumber defects allowed within 12" of bracing requirements. notches. Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. Fasten rated sheathing to one face of this frame. i 10 i 61 5-9-8 2X4111 G I ■ ■ 1-0-0 ■ ■ ■ m ■ 4,9-1-2 1 5-3-8 'i-1 1.,!-9-0 Over Continuous Support R=111 PLF U=42 PLF W=5-9-0 RL=52/-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) 15.01.01 .0 �{.- /y QTY:1 OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components of Oregon 503 357-211.8 "WARNtNGI'"READ AND FOLLOW ALL ROILS ON IRIS DRAWING! V �F con ( 1 "IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. G 4 TC LL 25.0 PSF REF R7175- 33433 825 N 4th:Ave,Gemellus OIL 97113 Ii'' (� T eel carts in fabricating, handling,IInformation, installing d and treeing.safety practices fall YJ�� '4% TC DL 7.0 PSF DATE 06/07/1 6 the 1 nY BCsI (Bu-! C 5 troy IePtemporar by TPI ere ITrCA)SI fo f ri top R 1 48 59 1 . u per-flaming 1 a I lure attached Installers .11 provide temporary bratom chg per BCS! avUel - rioted t vex top 1 tl hall have properly a lac hetl I sheathing mantl bottom chord shall have properly a ac,wn A. rigid ceiling, Locations shown for pe lateral restraint of webs Shall have bracing installedperBCs1 ~} = 4`` BC DL 10.0 PSF DRW CAUSR7175 16159125 ��o��N sectionsB3, B]or.810, as applicable. ApplyAplates to each faceaof tri stand positionhow above and on I! $ , ...-- the J Orta'1 less d he w R f o drawings 160A-Z pr andard P''''' lat p BC LL 0.0 PSF CA-ENG CWC/CWC Alp' , a y f i f ITN B !the t Co G cup Inc.snail n x be responsible Por Pry 'mien prom this tlrawnp any fall f ter the tress n conformance with ANSI/TPI 1, or far na nUling, sh-PP-^9• +c;T�.i... end TOT.LD. 42.0 PSF SEQN- 173549 AN ITW COMPANY lnsval la, an e a of tre�.ada. . A seal en thge c_Afro or rover pegs listing this drawing. indicates acceptance of prefeniolel engineering Q responsibility solely far the design shown. The suitability and u~of this ereslro ret e,e,.tractor'e Is the f0��AIW. �Q DUR.FAC. 1.15 FROM I KE 8351 Raena Circle reepamleakity or the Building Designer per ANSI/TPI 1 Sec.2. '); Sacrneeeto,(a95828 For-ice ion his job's general notespage and those web AI_pINE:: ww`aAplmicv comtTpl SC, TOGA,wwabcintlnatry.dam: ICC=w a. eafr.drg SPACING 24.0" JREF- 1VRB7175Z05 ----w Renowc;12'31'2017 • • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - G2) Top chord 2x6 HF #2 2 COMPLETE TRUSSES REQU I RED 1 z z Bot chord 2x8 DF-L SS Webs 2x4 DF-L Std/Stud(g) :W3 2x4 DF-L #2(g): Nail Schedule:0.131"x3", min. nails :Rt Slider 2x4 DF-L Std/Stud(g): BLOCK LENGTH = 1.707' :Lt Wedge 2x6 Top Chord: 1 Row 512.00" o.c. HF #2: Bot Chord: 2 Rows 5 4.50" o.c. (Each Row) Webs : 1 Row 5 4" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction Use equal spacing between rows and stagger nails factors. in each row to avoid splitting. 4" o.c. spacing of nails perpendicular and parallel to Special loads grain required in area over bearings greater than 4" ••-(Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 68 plf at 0.00 to 68 plf at 10.79 120 mph wind, 23.68 ft mean hgt, ASCE 7-10, CLOSED bldg, Located TC- From 68 plf at 10.79 to 68 plf at 21.17 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC BC- From 10 plf at 0.00 to 10 plf at 21.17 DL=6.0 psf. BC- 1223.65 lb Conc. Load at 1.44, 3.44, 5.44, 7.44 IIIR 9.44,11.44,13.44,15.44,17.44,19.44 4X8( ) Wind loads and reactions based on MWFRS. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. a� -1 10 4X8 i 3X10 10 '' %, 9-11-15 3X5�� . 1-0-0 �) 1 imi � � � 1-4-3 18-2-4 8X8 B ) 3X12111 8X10= 3X12111 6X12(E5) Ilf 6X6= 5-5-8 + 5-4-0— >Ic 5-4-0 + 5-0-8 10-9-8 10-4-8 lc 21-2-0 Over 2 Supports R=7071 U=585 W=5.5" R=6822 U=566 W=5.5" Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(O%)/4(0) 15.01.00.0.,,,,K4; .p QTY:1 OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components ofOre on 503 357-.118 ...WARN INGI RtAD ARD FOLLOW ALI ROILS ON IHIS mom l REF 87175- 33432 �o s ' TC LL 25.0 PSF 825 N 4th Ave,Cornelius O 97 13 •'IWPOBTAYr FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING IIG niE INSTALLERS. �/� , T require w r.nen f r' " handling, shipping, .l I,1N anus b isa Refer and Follow � „ar_ the l edition oofrBCS1 (Building Component Safety 1 r by TPI end WTCA,ra r fety Pr P TC DL 7.0 PSF DATE 06/07/16 u performing these functions. I 'hall shall provide temporary bracing p KCSI YOUrt less toted otherwise. 14659 1 top chord halt have properly attached I sheathing and b. chord shall have a properly attached rig, 'ling. Locations shown for permanent lateral restral't P b Shall bracing instal led per BCS1 ' i BC DL 10.0 PSF DRW CAUSR7175 16159124 31 A LED N the tl3 all87 y,nunl as applicable Apply peeress to each r 1 trussposition ti ns.bove erW on I the J 0 ta'Is unless rested otherwise. Refer to drawl 160A-2 t'orstandard la sh P any BC LL 0.0 PSF CA-ENG CWC/CWC Aip a-v of ITN Building truss In nos croup Inc.dull not he responsible li rry d lot'on from this ' drawing any failure to fbuildtru the truss in conformance with ANSI/TPI 1,or for handling, ipPing "'°`'' 9 TOT.LD. 42.0 PSF SEQN- 1 59855 AN ITV),COMPANY irtstallau on a bracing of trusses. or/.�� ti j4'^�+� . A wl on this dresing or dower page listing this drawing, Indlo.tee e.»ptanes or professional engineering t�a, 0 7t vi- '{'/h »pesiblllty solely for Lha design shown. The suitability end w of this drawing for ens structure I.the � w OUR.FAC. 1.15 8351 Rovana Circle responsibility of the Building Designer per ANSI/TPI 1 Sec.2. V-{y��w.d1i. FROM IKE SazxxineNo,CA 95828 rer more information is si.s genoral n a pogo and t sob ,Y V6�' SPACING 24.0" J RE F- 1 VRB7 1 75Z05 ALPINE:www.dlpiiwitw.com t TPI wee tpi .org, MCA:www.sbcirdustry.vom, ICCs wwv.iccsofe.org Ramwa•19ta112Di7 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - G1) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 23.27 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) :B2 2x4 DF-L #2(g): anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) :W4, W5 2x4 DF-L #2(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. 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 2.00. 4X5= t, T -1 10 3X5�i 3X5' /.� A .5X4 9-11-15 10 1.5X4111 iJ 1111-0 0 tilimmommommummim _ �� _ ,7 1-4-3 T - B2 _ 18-2-4 I 3X5(R) III 3X5= 3X5= 3X5= 3X5(R) Ill 1.1 '.1 LL 5-4-0 _I_ 5-5-8 I_ 5-5-8 l 4-11-0 r' 7-5-5 l 6-8-6 I_ 7-0-4 'f 10-9-8 10-4-8 FC 21-2-0 Over 2 Supports >1 R=1009 U=61 W=5.5" R=932 U=49 W=5.5" RL=174/-181 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.00.0 ' QTY:2 OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components ofOre on 503 357-'.118 "WARMING!" RLAD AND EOLLIIP ALL NUIES ON IRIS DRAPING! '�f� OAF TC LL 25.0 PSF po (( ) t REF R7175— 33431 825 N 4th Ave,Cornelius OIt97113 '•IYPDNTNIT'• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 4 „ . T quire extreme ar in fahrir 1 handling, .hpping, installing and bran'ng. Refer t. nd fnllnw the let edition rBCSln(Building Component Safety Information, by TPI and NTCA) for safety practices priord p yo TC DL 7.0 PSF DATE 06/07/16 o p ny these Functions. Installerhall provide tempurery bracing par BCSI,a erless rioted`oLImrsiss 14659 59 777 top chord hall have properly attached structural sheathing and bottom chord shall h a properly attached .,,.+r » rigid ceiling, Locationsshownfor permanent lateral restraint of_-webs shall have bracing installed per BCS! I IM11•T/�' BC DL 10.0 PSF DRW CAUSR7175 16159123 • B3 67 or en). a applicable. Apply plates t each r r truss end positionhaw above arW o /V f, ' the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard la A f,L��O N division any i n BC LL 0.0 PSF CA—ENG CWC/CWC Alp' a d v of ITN Builtll ng Components Group Inc.Irc shall not U responsible for y deviation from this „ drawing any failure to build the truss 'n conformance with ANSI/TPI 1,or ror handling, shipping g v TOT.LD. 42.0 PSF SEQN— 1 59850 AN ITWC.OMPANY Installation a bracing of trusses. / . A seal on this draing Or actor pogo listing this drawing, Indla.ta.bapt.nC•of profaalor.l engineering 'fC 7 I rag rapaalbi l lty solely for the deign shown. The sultabl l lty and uee of this drawing for any strnatfs la the t S DUR.FAC. 1 .15 FROM 1 KE 8351 Rova113(Artie respo,.l billty of the Building Designer per MDI/TPI 1 Sac.2. `��4N w.GV Sacramento CA 95828 For-more information s isjob's goners! notes cage and these.,eb $R----Y- SPACING 24.0" JREF— 1VRB7175Z05 ALPINE:w.aw.alpineltw.com; TPI:www cpi .or-g;NTCA:wee.sb Industry.cont ICCs www.iccsafe.org Renews:12!3112017 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - G) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 23.27 ft mean hgt, ASCE 7-10, CLOSED bldg. Located . Bot chord 2x4 DF-L #1&Bet.(g) :B2 2x4 DF-L #2(g): anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=6.0 psf. • :M7, M8, M9, M10, M11 2x4 DF-L #2(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction design. factors. Truss designed to support 1-0-0 top chord outlookers and cladding load See DWGS A12030ENC101014, GBLLETIN1014, & GABRST1O1014 for gable wind not to exceed 3.00 PSF one face and 24.0" span opposite face. Top bracing requirements. chord may be notched 1.5" deep X 3.511 at 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of (a) Continuous lateral restraint equally spaced on member. notches. Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. 4X5— factor for dead load is 2.00. Fasten rated sheathing to one face of this frame. 7- 41: 11 9-11-15 15 11111h1 n 1-0-0 1-4_3 i 18-2-4 es B2 1.1 '.1 10-9-8 10-4-8 Fc 21-2-0 Over 2 Supports =j R=107 PLF U=10 PLF W=21-2-0 RL=9/-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) 15.01.00.0 QTY:1 OR/—/1/—/—/R/— Scale =,25"/Ft. Truss Components of Oregon 503 357-?118 ...WARNING' RLAD AND LUILUN ALL MILS ON!HIS DRNINGI ,' t °AF TC LL 25.0 PSF p ...PORTANT.. FURNISH THIS DRAWING TO ALL C@nRACTORS INCLUDING THE INSTALLERS. REF R7175— 33430 825 N 4th Ave,Cornelius O 97 13 T require extrema re n terminating, h d n'vp, snipping. installing and bracing.Refer[n and Yon ow TC DL 7.0 PSF DATE 06/07/1 6 the 1 edition ofBCSlf(Building Component Safety Information, by TPI and RTCA) far safety practices prior WAg44Q�� `L'\ u p f ng l have !prop I aetall ru shall provide a " "y M1 per tlll Unless prey attached , n -T ,4011116 to chord shall have prose ly attached I sheathing and b hard shall nava a properly attached BI " ' BC DL 10.0 PSF DRW CAUSR7175 16159122 rigid !ling. Locations shown pe lateral t b shall have bracing ins sailed per er,51 I I��'r+ A B7 B] 810 s ppl- bl. Asply gelh Yaca oY tr nnJ position as sfwwn above a / ' 1:=1)1:11 the J D 1 I s d bores!. R r d 168A-Z for aceta ndard late It s'?: ns''''''O)�Nps p pas live d gen BC LL 0.0 PSF CA—ENG CWC/CWC Alp' div ITN B Wing Components Group Inc.I shall not be responsible for any deviation from this ' _'� drawing, y failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, f •,.Y ' $q `v TOT.LD. 42.0 PSF SEQN— 1 59853 AN ITNNCOMPANY installation p bracing of trusses. . A meal on this droving or cover page listing this drawing, Indicates soesptsnes of profeeslonal engineering :Jr C.T 1� C responsibility solely for the nonslip admen. The suitability em at.or this drawing Yor aro structure Is the 1 Q DUR.FAC. 1.15 FROM IKE 8351 Reyna Circle or the Building Designer per ANSI/TPI 1 Sec.2. 44 N +A.�� Sacramento,CA 95828 nor more information hie job'sgeneral r s page and these web sites: ALPINE: wwa.alpineitw.com`11V1 swew.tpinsx.org; y(i'CA:awwsbcinm,atry.uom, ICC:waw.iccsafe.org SPACING 24.011 JRE F— 1 VRB7 1 7 5Z05 Renews:12!31!2017 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SIBMITTED BY TRUSS MOR, (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - F2) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. 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 2.00. 4X5 /► III I10 • 10 � 3X5 4-9-0 3X5# ,` _Addiggli ii ��_ 1-10-7 1-0-0 M ■ ■ � I4 ■J 9-1-2 t 1.5X411 3X7= 1.5X4 III 4-6-0 y 3-5-8 4-6-0 T' 3-5-8 -41 I— 4-6-0 _I 3-5-8 -J lc 7-11-8 Over 2 Supports >1 R=344 R=359 RL=58/-54 Design Crit: IRC2012/TP1-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01 .+0p QTY:4 OR/-/1/-/-/R/- Scale =.51r/Ft. Truss Components of Oregon (503)357-1118 "WARNING!". HEAD AND FOLLOW ALL NUIES ON IBIS DRAWING! {�Q� TC LL 25.0 PSF REF R7175- 33429 825N4thAve,Cornelius OR97113 ^lNPORTANT•. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TFE INSTALLERS. Trusses require extrema care in fab I. handling. PP ng -ll ing and bra q R and follow ! [: ,• the l edition of BCSI (Building Component Safety I by TPI ° RICA) r y p prior 7 (, As. '. TC DL 7.0 PSF DATE 06/07/16 u P ming l have rprot - I -tall - ura shall p y b NA per all h U 1 properly otherwise, tt1 14859 toprcchord shall nave props y attached relsheathing and or herd shall have }� rigid ceiling. Locations h p lateral r b hell have bracingP p ly tt had .r .4�10`� sem n B3, BI or B10 as eppl;ceble AepPly plates*to each ce of trux and poslti 1 (above sr.led per on * /r DL 10.0 PSF DRW CAUSR7175 16159120 UJ tip i t Det: le Iola,;-Brad ether.,e Refer t dra..�nga,"A_%for �tendard:I< P — BC LL 0.0 PSF CA—ENG CWC/CWC Alpne, a di failure of ITN build th rg Components Group Inc.slwll not be,orp for handling, ony ripping on from this Orotund. any brace in ftru the truss conformance with ANSI/7p1 1, o For is ntlli rx), shipping, 4,,:,,-,41. AN ITWcOMR4NY ; tmilat;wn bracing oftra,eoa. 9 a TOT.LD. 42.0 PSF SEQN- 173544 . Aesesal on this drawing or*over page listing this drawing, Indloetee esesptano*of professional engineering /7 „,„54,- responsibility solely for tie deaden Innes, The wlLbliity and w of this drullg for arty structure 1s the (F , r•��1� responsibility or the Building Dui tip, '0 DUR.FAC. 1.15 FROM IKE 8351 Ruvam Circle rg goer per ANSI/TPI t s.*.2. SxTamenlo,CA PS8z8 - ma afwrmet;nn w this job's general res page end t�eo web a .1.319- SPACING 24.0" ALpiNE:wew,alp;.reitw,com; TPI:www.tpl, .orgi WfCA:awwsb ;ndustry.com, ICC: wwv.iccsare,org J REF— 1 VRB7 1 7 5205 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - F1) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MFRS with additional C&C member factors. 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 2.00. 4X5= 1 10 3X5 • 10 I 4-9-0 3X5/i �4 T �# 1-10-7 1-0-0 Il ��.. ■ i J41._9-1-2 i— miimmi 3X7= 1.5X41!1 1.5X4 III L1' J 4-6-0 3-5-8 11 L 4-6-0 _I— 3-5-8 _I I7-11-8 Over 2 Supports :1 R=422 W=5.5" R=354 RL=68/-72 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01 . ©2R0p,�, TY:4 OR/-/1/-/-/R/- Scale =.5"/Ft. Components TrussCom of 503)357-2118 YeWARNINGIa•NtADAND FOLLOW ALL ROILS ON IHISIIIWING! . p •fIBPORTANr•• FURNISH THIS WAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. TC LL 25.0 PSF REF R7175- 33428 825 N 4th Ave,Cornelius O 97113 `� r _ T agn re extreme hr g handling, shipping, cling and bran ng. Refer to aria fallow itI TC DL 7.0 PSF DATE 06/07/16 -- the latest ditionor BCSI (Building Component Safety Information, by TPI and RICA) for safety practices prior "ITLA 59 ' Lo performing these rune Liuns. Insiell _shall pros Jc Temporary bracing per BCSI. ¢Unless holed oLherwise r- Top chord shall have properly attached structural sheathing and bottom cMop rd shall have a properly attached rigid ling. Locations stwwn for permanent lateral restraint of webs shall have bracing installed per BCSI N, 1^/ 1 BC DL 10.0 PSF DRW CAUSR7175 16159119 1 sections B3, 87 cr B10 sapplicable. Apply plates to each face of trussarta positionshown above and o _ the J Deta l unless otherwise. Refer to draw ndr 160A L for staard la. Ions. ,4 1-___,P)0 N Alp a div f NTN Budd ng Components croup Inc,shall not be responsiblefo any d Nation from this a piC. BC LL 0.0 PSF CA-ENG CWC/CWC — drawing any failure to build the truss n conformance with ANSI/TPI 1, or for handling, shipping, 'Vy AN ITWCOMPANY installation 6 bracing of trusnne. '"-',.0 19 Qi, . TOT.LD. 42.0 PSF SEQN— 173541 . A Mal on this drwing or cover pays IIstIro this drawing, indicates acceptance of profeeolonaI engineering ;C if 7 _ responsibi I Ity solely for the design shown. The suitability end W or this drawing for any structure is the � � �� DUR.FAC. 1 .15 FROM I KE 8351 Ra'azta(Stele responsibility of the Building Designer per ANSI/TPI 1 See.2. Sacraanenlo,CA95828 - more nfarw ion this job's gonarel .Paso and t woe SPACING 24.0" JREF- 1VRB7175Z05 ALPINE: ww.'aipineitw,com<TPI, www t�pirist.org:crcA:.an,.aboindustry..cm, ICC: ww.ioctufe,org Renews:12131/2017 • THIS Iwo PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - F) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located . Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Truss designed to support 1-0-0 top chord outlookers and cladding load See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind not to exceed 3.00 PSF one face and 24.0" span opposite face. Top bracing requirements. chord may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of Bottom chord checked for 10.00 psf non-concurrent bottom chord live notches. Do not notch in overhang or heel panel. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase Fasten rated sheathing to one face of this frame. factor for dead load is 2.00. 4X5= t /116111 1.1 -_--_1L—_ 1II 10 F 111111111,10„, 4-9-0 _,__ 1-0-0 file ■ ■ 1N„ ,,„ 1-0-0 ■ ■ ■ ■ ■ 9-1-2 ' Ir //// IE 1 ' ,J L1' ,J I, 4-6-0 ,I, 4-6-0 J l9-0-0 Over Continuous Support >I R=114 PLF U=28 PLF W=9-0-0 RL=11/-11 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) 15.01 .00. V2RRO TY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components ofOre on (503 357-?118 **MINING!** READ ARO FOLLOW ALL ROILSON IHIs DRAWING! s, -> TC LL 25.0 PSF REF R7175— 33427 po g ••IMPORTANT FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. r 825 N 4th Ave,Cornelius OR 97113 - T edition B r BCS I fabricating. handling,Information, 1 ^Ilan and hr. 3 etP to end ce follow 4# .1 46.5 9 + TC DL 7.0 PSF DATE 06/07/1 6 the1 g tion oigrmtiI ns(Buildingst Component t Safety Ie Loma by Til per VTCSI T' safety prated ether prior r . +R V;! ”p raJ inane I'urct,asrn. Installers structural provide mxarary bracing per BCSI. U I - J tJ x. -4top chord ho tl hall have properly attached st ural he. hing and bottom chord shall have properly attached rig ceiling. locations shown for permanent lateral rwstraint of webs shall have bracing installed per BCSI BC DL 10.0 PSF DRW CAUSR7175 16159117 Ts a t- B3 B7 or B10, as applicable. Apply plates to each face or tri and posits how b M on /■ _PON ^ ' tine Dew le unless noted otherwise. Rorer to drawings 160A-Z fnr'standard pl. p • BC LL 0.0 PSF CA-ENG CWC/CWC HILJ—JIIJ1' �I division of ITV Building Components Group Inc. shall not be responsible forany deviation from this E= -'S drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, nhippIng,o Y AN ITWC.OMPANY shat.!!,,tion A bracing or trusses. 'F/a TOT.LD. 42.0 PSF SE N- 159867 A seal on this drwing or cover pep listing this drawing, professianel engineer! C..�f responsibilityiIndicates a.ofothsr dr of engineering solely for the aalgn el,ssn. The suitability Ity and,me of this drawing for any structure is the r�''1%gNWe(Ak- DUR.FAC. 1.15 FROM I KE 8351 Rovana�A'rcle responsibility of the Building Owlgner per ANSI/TPI 1 Seo.2. Sacramento,CA 95828 ler more information sec is job's general s cage and these wee Renews:12!3112017 SPACING 24.0" JREF- 1VR67175ZO5 ALPINE: www.alpineltw.com��TPl:www tpinst.org;ARCA:www.sn i dustry.com; ICC:awm.idesafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - E2) , Top chord 2x6 HF #2 2 COMPLETE TRUSSES REQU I RED I ` Bot chord 2x8 DF-L SS Webs 2x4 DF-L #2(g) :W1, W5 2x4 DF-L Std/Stud(g): Nail Schedule:0.131"x3", min. nails :Lt Wedge 2x6 HF #2::Rt Wedge 2x6 HF #2: Top Chord: 1 Row @12.00" o.c. Bot Chord: 2 Rows c 4.50" o.c. (Each Row) Connectors in green lumber (g) designed using NDS/TP1 reduction Webs : 1 Row i 4" o.c. factors. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special loads 4" o.c. spacing of nails perpendicular and parallel to (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) grain required in area over bearings greater than 4" TC- From 68 plf at 0.00 to 68 plf at 11.58 TC- From 68 plf at 11.58 to 68 plf at 23.17 120 mph wind, 24.01 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- From 10 plf at 0.00 to 10 plf at 20.94 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC BC- From 20 plf at 20.94 to 20 plf at 5X7(R) III DL=6.0 psf. 23.17 BC- 1222.32 lb Conc. Load at 0.94, 2.94 BC- 1223.65 lb Conc. Load at 4.94, 6.94, 8.94,10.94 Wind loads and reactions based on MWFRS. -7- 12.94,14.94,16.94,18.94,20.94 12.94,14.94,16.94,18.94,20.94 PSI Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 4X84' 4X8 44n ,w10-7-13 lo 10 -i 10 1-0-o .I use 11 f i• 18.2.4 1-0-0 T 4_ 8X8 B )-- 3X12111 8X10= 6X6 3X12 III 8X8(:2 1` 6-0-15 a`c 5-6-1 >1'a 5-6-1 >Ic 6-0-15 71 11-7-0 I 11-7-0 k 23-2-0 Over 2 Supports R=8014 U=654 W=5.5" R=7278 U=597 W=5.5" Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.00. 1p?Rlichee TY:1 OR/-/1/-/-/R/- Scale =.25"/Ft. _ Truss Components ofOre on 503 357-2118 ••IrARNI I•• HLAO Aero NG TO ALL CONTRACTORS oN IHIs LNNINLI y REF 87175- 33426 �o g ) ••IIBORTIWT•• FURNISHNG • TRu ANO FO TO ALL CNous uOR4 is DRAIee:7!E INSTALLERS. TC LL 25.O PSF 825 N 4th Ave,Cornelius OR 97113a Trusses require extreme NCcare In ng Ci: Safety inforshippmation, installing And breo sa Refer t e follow 14659 T '' TC DL 7.0 PSF DATE 06/07/16 — the 1 -tion ofACSl (Building Comp S Pety Informer by TPI M BTCA) y practices prior o o g these (unctions. Install .l1 provide temporary bracing per SCSI. Unless ed otherwise, ft to chord 11 have propions rlyshown attached pe al sheathing r ane mora mall have properly d per re „gyp BC DL 10.0 PSF DRW CAUSR7175 16159116 o rigid ceiling. Locations mown rer permanent lateral restraint of webs mall nave bracing Ilea per Bcsl e a i ' 1 1 ,- N� sena ap e7 or 810 as applicable. :hen:plates to each feta of era tape position ins.bnvfromd on the j i t n ai is "ole=o"orae niherw se Re Pe, to arawinga 160A-Z''r''and''' era plat p BC LL 0.0 PSF CA—ENG CWC/CWC AIwIna a y failure of Ibu build th ng Compos s Group Inc h AN not be responsible 1'or eery nev'oid '''' •:'�-'� tlrawi ng, any railure to bulla the truss In conformance with ANSI/TPI 1, or for handling, shipping, ti( - ati on 11,bracing of AN IrwcoMP. Anc all an this drawing or coverr page listing thin drawing, indicates Seosptanae of prorawelonai engineering % 4'0.7,10 TOT.LD. 42.0 PSF SEQN— 159843 responsibility solely for the deign shown. The sw tabllity and w or this drawing war any structure Is the ��.^�pla� DUR.FAC. 1.15 FROM i KE �� 8351 Roxana Circle responsibility or the Building Designer per ANSI/TPI 1 sso.2. {A Sacramento,CA 95828 For morelen this fob's general page and t wee sites, ALPINE,www.alpiueltr.com c TPl sw.w.tplrrst.urg; OTCA, ww sa be,nbstry�om, ICC, ww.,ccsafe.el ..g Renews:12/3112017 SPACING 24.0" JRE F- 1 VRB7 1 75205 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - El) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 23.60 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) :W2, W4 2x4 DF-L #2(g): DL=6.0 psf. :W5 2x4 DF-L #1&Bet.(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction design. factors. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 4X8(R) II ii 1.5X4 III 44eef. 415 �' 10-7-13 10 r— —7 10 1.5X4 III 6X6= 5 3X5111 J 5 1-0-0 1-0T -O C•� 418-2-4 6X8= 3X5 R III 5X5 1-0-0 1-0-0 .E— ..e-o. I� 5-9-148-6-0 5-9-2 _I 8-0-8 5-1-4 6-5-lc 6 7-B 11-7-0 ,_ie 11-7-0 y 8-6-0 I` 8-0-8 6-7-8 < 23-2-0 Over 2 Supports > R=1113 U=63 W=5.5" R=1105 U=64 W=5.5" RL=209/-209 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01 .00.. .� ., .pA� QTY:5 OR/—/1/—/—/R/— Scale =.25"/Ft. Truss Components ofOre on 503 357.4118 ..WARNIN01 Rrwo AND FOLLOW ALL NUILS ON In!S DRAWING! TC LL 25.0 PSF p 8 ...IMPORTANT." FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 'ti REF R7175— 33425 825 N 4th Ave,Cornelius O 97 13 _ v4 ' , r Trusses require extreme In fan afetyg, or shinning, PI Intl arx hrar nsa safety a ane(prior iT +��q�.�1� TC DL 7.0 PSF DATE 06/07/16 the elatest editionofunctions(Building Inst C er t Safety Informer by TPI NTCAI For faty pre other prior i 46 59 to P g these Installers,hall p Y b papa SCSI. Unlesshound otherwise, rte, r top d hall have properly attached structural sheathing and t chord shall have properly attached glilikbrigid Ging Locations shown for permanent u lateral f n hall have bracing installed per BCSI N,'11 BC DL 10.0 PSF DRW CAUSR7175 16159115 M 63 B]or.810 as applicable. Apply plates each face o trussand posit shown above and a _1=1 N the Deta gjanunless noted otherwise. Refs d ngs 160A_Z for standard platep ns. BC LL 0.0 PSF CA—ENG CWC/CWC /�1 Alp of ITW Building Components Group Inc. shall rot bo responsible forTry deviation from this .;._ drawing any failure to build the truss in conformance with ANSI/TPI 1,or for handling, shipping. or AN ITwCAM. AnMallation&on shl.drawing or*overcp.R.listing thi.drawing, Indicates.owpt•no•of professional•nglr•.fing F' •0 ..1gTOT.LD. 42.0 PSF SEAN— 159818 responsibility of'•the®ilthe ding a:igner per ANSI/7P! ..•f thin drwl g for.� structure 1,t,s td�WA rDUR.FAC. 1.15FROM 1KE 8351 Rovana CSrcle � N•1,�I...SaammtoXA95828 Ia ion his job•s goner.! r a page and t webSPACING 24.0" JREF— 1VRB7175ZO5 ALPINE:www.alpineitw.com t TPI; www.tpinst.org: NTCA:wwwsbcindustry nom, ICC:www.iccsofe.org Renews:121112017 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - E) Top chord 2x4 DF-L #1&Bet.(g) :T2 2x6 HF #2: 120 mph wind, 23.60 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Rot chord 2x4 OF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) :M6 2x4 DF-L #1&Bet.(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Calculated horizontal deflection is 0.11" due to live load and 0.17" Truss designed to support 1-0-0 top chord outlookers and cladding load due to dead load. not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind bracing requirements. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. Negative reaction(s) of -175# MAX. (See below) 4X5= from a non-wind load case requires uplift connection. (*) Provide lateral bracing for inset member. Attach nailer . r at edge of lower roof diaphragm, or use purlins at ' oc. �, �X7Di r 1 �'4111<,(5''' 4X5 3X5 10-7-13 10 � 44111111111111[0001000001°. 3X5111 °a� —j 10 I* 3X7-=---: 6X6= T2 �t libiihh.. 54X5��1-0-0 =. J 5 /, _ F:1 1-0-0 3X5�` ��:m�•�I 1E-2-4 5X50. 3X5=3X5= 2X4 II 1-0-0 1-0-0 �' U=175 "E6.' i 4-5-0 8-6-0 4-1-0 J 3-11-5 _I_ 4-3-114-8-0 I_ 6-4-12 11-7-0 .....1- 5-2-4 6-4-12 8-6-0 - " 8-0-8 T 6-7-8 23-2-0 Over 2 Supports R=970 U=54 W=5.5" R=232 PLF U=17 PLF W=6-7-8 RL=235/-235 Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.00.0 QTY:1 OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon ((503))357-2118 **WARNIN61 RLADAND FOLLOW ALL LADIESON IBIS DRAWING! Q1V,�} ,f 44, 825N4th Ave,Cornelius OR97113 **INPORTANr* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING DE INSTALLERS. ll��m" TC LL 25.0 PSF REF R7175- 33424 requireTrusses extreme froma rarwIn fabricating, handling, n installing and ,. Refer to and fallow 4 ,`.7 �`' •thelatest ationot BCLI (Building CSafety Not I Information, TPI and WTCA) for safety practices prior TC DL 7.0 PSF DATE 06/07/16 to p hg ese irnt '-shall V- Temporary bracing per BCSI. Unless noted uthdn, Al 14658 �op chordhall have properly attached structuralsheathing d bottom chord shall nave a properly attached W, rigid ceiling, Locations.h apermanent lateral < nt or wes shall neve bracing Installed per BCSI ra BC DL 10.0 PSF DRW CAUSR7175 16159113 13to I B3 D7 of B10 as applicable. Apply plat each face of true and position as shown above and on ! i /.f(j off—h f sections D to la unless d Otherwise. Rafe to drawings,GGA_U for standard plate positions. BC LL 0.0 PSF CA-ENG CWC/CWC i'�=1 P I �t Alpine, a division of ITN Building Components Group Inc.shall not be responsible for any deviation from this draw-ng any failure to build the truss in conformance with ANSI/TPI 1, or for Fondling, shipping, .I �` AN ITW COMPANY I nets l l at l an 6 braa„ig of trusses. /� v TOT.LD. 42.0 PSF SE N- 159829 . A seal on this drawing or cover pogo listing this droning, Indicates acceptance of professional engineering r4 ' .a responsi bl l Iry solely for the design Simon. Th.suitability cod use of this drawing for any structure is the C T*.1 T 1 8351 RovaaaCt 1e responsibility of the Building Designer per ANSI/TP1 1 Sec.2. til NN ��RQI DUR.FAC. 1.15 FROM IKE SBTamtDm,ca95szx r a ion p,st or general na gaga haws wad SPACING 24.0" JREF— 1VR67175Z05 ALPINE: .al pl neitm.cam information svnw tpi, .or g;NTCA:www.abci ntlustry.aom; ICC: wmrw.,cesnfe.org • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. , (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - D1) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 22.31 ft mean hgt, ASCE 7-10, CLOSED bldg, Located . Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. 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 2.00. 4X5-- Mi. I /�� 3X5# 3X5$ 8-1-0 1 .5X4 III 6X6= 1.5X4 III 1-0-0 Ir, 5 5 4.111 V 1-0-0 4. 40_18-2-4 _L i 4X5 4X5 1-O.01 -01.1 4-5-0 4-1-0 4-1-0 4-5-0 8-6-0 8-6-0 8-6-0 I 8-6-0 8-6-0 '< 8-6-0 17-0-0 Over 2 Supports a. R=838 U=39 W=5.5" R=838 U=39 W=5.5" RL=160/-160 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.00.• rt flRok4TY:2 OR/-/1/-/-/R/- Scale =.3125"/Ft. Truss Components of Oregon (503)357-3118 •.WARNINGI emu AMD tOLLOW ALL ROILS ON IHIS DRAPING! .n TC LL 25.0 PSF ppr� R ••IMPORTANT•• FURNISH THIS DRAWING TO ALL COMPACTORS INCLUDING Tlf INSTALLERS. 5 REF R7175- 33423 825 N 41h Ave,Cornelius O 97113 T roe-wire extreme cars In fat, nt hand shipping, II-ng WTTC,nraor sa safety e f liorw v, 14659 '�' '..�,,, TC DL 7.0 PSF DATE 06/07/16 the 1 edition of nCLions.rlding Inst Component shell prov Ie tempo by TDI ape RTCSIA) for ss n p - p for • o V rha these iprop - I -tail _rx ura provide ng and bracing per tlll have a pr noted attached top chord shall have ions rho attached I sheathing and bottom chord shal shall n e a properly installed per BC riga iiing. or'B1 , a n r e. - 1 teras o each fa of webs shall haven ening bo per SCSI � BC DL 10.0 PSF DRW CAUSR7175 16159103 r{I'yI 1• act' B3 B]or B70, as apPlicsble Apply plates co each rare of truss and position as shown stove aro o A{LiEl N I� the Joint Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positron`. BC LL 0.0 PSF CA-ENG CWC/CWC Alpine, ydivision ur of RTW Building t mp is creep Inc. shall not he responsible handling, Por any deviation from this drawing, y n, I -o to build the truss 'n confgrmenre with AN51/TPI 1, or for nantllf,g, sb-pp-ng Y AN FFWGOMPANY Installation 8 bracing of trusses. 44"0 7, VO 10# TOT.LD. 42.0 PSF SEQN- 159813 . A seal on this droning or Dover page listing this droning. Indid.L..oc.pt.ro.of professional engineering q responsibility solely ter the design shown. The suitahilits and ase of this drawing for aro structure is the ��Fi4NW.MO DUR.FAC. 1.15 FROM I KE 8351 Roana Circle responsibility of the Building Designer per ANSI/TPI 1 Sea.=. Sacramento,CA 95828 For more tionso this yob's general notes page and those web sites: www.olpineitw.comTPIwww.pinrOorg; gTCA.ww.sbcirdustry.com; ICC: w.iccsafe.org Renews:12/31/2017 SPACING 24.0" JRE F- 1 VRB7 1 7 5Z05 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR., (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - D) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 22.31 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TP) reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Truss designed to support 1-0-0 top chord outlookers and cladding load See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind not to exceed 3.00 PSF one face and 24.0" span opposite face. Top bracing requirements. chord may be notched 1.5" deep X 3.5" at 48' o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of Bottom chord checked for 10.00 psf non-concurrent bottom chord live notches. Do not notch in overhang or heel panel. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase Fasten rated sheathing to one face of this frame. factor for dead load is 2.00. 4X5= Shim all supports to solid bearing. i► f MI i i i i 111111 8-1-0 i401 10F 7104X8(R) III -f- 1-0-0 PIT • 5 t_ !Oki : 1-0-0 _L . 5 . it _418-2-4 a 8-6-0 8-6-0 • < 8-6-0 '�` 8-6-0 < 17-0-0 Over 4 Supports R=106 PLF Rw=112 PLF U=48 PLF W=17-0-0 RL=11/-11 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) 15.01 .00. IMO, Y:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. Truss Components Cornelius 1503)357-1118 `wtARNI RNI H• ALAR RAG NG TO ALL NDItS ON THIS LURING! S TC LL 25.0 PSF REF R7175- 33422 825 N 4th Ave,Comelms OR 97113 •'upogTANr' FURNISH THIS DRAWING m ALL CONTRACTORS INCLUDING THE INSTALLERS. " T require extreme r in fahricatinh handling whipping installing and rtao nn. Refer to and fellow (4 14859 'Q TC DL 7.0 PSF DATE 06/07/16 thelatest edition orBCSIr(Building Component Safety Informs by TPI and WTCA) for safety practices prior to performing u as r wc, rhe tlr,rwllsrsuctsl l P,uv,aa temporary bracing per wsl. Unless o ed otherwise. dw- r w . — top chord shall have properly attached structural sheathing and bo chord shall have a properly attached rigid ori ring. Locations shown for permanent lateral ,astral of wens shall nava bracing natalled`pe BCSI .G ► ,a• ,.•"....,.rl BC DL 10.0 PSF DRW CAUSR7175 16159102 A��[I N the ons 83, ai -unless ss noted Other Apply plates to each race of tors and pos itishownabove end on s w ant Details, ea Otherwise. Karel to drawings 160A-z for standard pie positions. BC LL 0.0 PSF CA—ENG CWC/CWC Alpne,a div f ITW Building Components Group Inc. shall not be responsible forany deviation from this *' ' nte 1Iany failure to build the urea n conformance with ANSI/TPI ,,or for handling, shipping, '.� 7, 19pg. Q4^v TOT.LD. 42.0 PSF SEQN— 159816 AN ITW COMPANY i natal drawing, on bng of tl dathe . A pal on title drawing or¢ower page listing tine drawing, itdiowee*Gaetano*or profpalonal engineering responeibi Illy ploy for the design shown. The suitability and nM of this drawing for any structure is the �%/4�W.G�aQ DUR.FAC. 1 .15 FROM I KE 8351 Reverie Circle responsibility or the Building Designer per ANSI/TPI 1 Sea.2, Sacramento,CA 95828 For more informationion is job's general n spage and these wensites, Renews:1213112017 SPACING 24.0" J REF— 1 VRB71 75205ALPINE:ww.alpineltw,comTPI wawtpinst_org;WTCA;wawhcindustrrog. ICC: THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. . (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - C5) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 24.60 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind IC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=6.0 psf. :M8, M9, M10, M14, M15, M16 2x4 DF-L #2(g): :M11, M12, M13 2x4 DF-L #1&Bet.(g): Wind loads and reactions based on MWFRS with additional C&C member design. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 3.00 PSF one face and 24.0" span opposite face. Top See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind chord may be notched 1.5" deep X 3.5" at 48' o/c along top edge. DO bracing requirements. NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live 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 2.00. 4X5=---- Fasten rated sheathing to one face of this frame. :C T 10 7 10 12-8-0 11111116 I1-0-0 •"I 111111111i _2_4 1-0-0 3X5 III 5X5= 3X5 III 11'J 11 'J Fc 28-0-0 Over 2 Supports >f R=113 PLF U=12 PLF W=28-0-0 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) 15.01.00. 'Root Y:1 OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components ofOre on (503)357-2118 'wWARNIMGI ww READ AND FOLLOW ALL ROILS ON IHIS DRAWING! �., • 825N4thAve,CorneliusOR97113 **IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 4s ,fi s TC LL 25.O PSF REF R7175— 33421 Triwsew require extrema r in fear ran" handling, shipping, installing d i,r n, Refer, and follow ct,Qt 14659 9� TC DL 7.0 PSF DATE 06/07/16 thelatest edition ofrBCSle(Building Component Safety Information, by TPI and*TCA) for safety practices prior . to pert-or-ming f" seg these Iproa,ur .attached shall provide sheath temp .Y ng per al'l h e a pr ret J otherwise. »,m rvr fillibt\ p chord sng.I'haveLoca Properly a tamed t nal sheathing end b chord shave n properly ly h d BC DL 10.0 PSF DRW CAUSR7175 16159101 rigid (ling. Locations one sawn for permanent Plateal rests- f b shall have bracing s - C 11 tl per BVSI � s 83. B]or 810. as applicable. Apply peeves to each race or crus and post- shown b and i .�LO)0 N �'»J Inc Detaila unless noted otM1erwlse. RefG <o draw'ngs 1A AA Z Por standard pl P - - n n .J-_..-�' BC LL 0.0 PSF CA-ENG CWC/CWC Alp a drvlseon of ITR Bu-Itl'ng compo pants croup Inc.shad n t be response tree r y d tion from ams wy drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling. shipping, r /� T 1 g TOT.LD. 42.0 PSF SEQN— 159811 AN ITWCOMPANY installation&bracing er trusses. C '4r. A seal on this drawing or*ever pege listing this drawing, indicates eeoeptanos of profeawlonal.npin Bring ilfdikk r ��i� DUR.FAC. 1.15 FROM I KE responsibility solely for the deign shown. The suitability acid' of the.drawing for any structure is the // 8351 Rovana Circle respona lbl l icy of ter Sul WI ng gawipor per ANSI/TPI 1 Sac,2. Sacramenlo,CA95828 ren a., ion his job's general n .a page and< web Renews:12/31/2017 SPACING 24.0" JREF— 1VRB7175Z05 w ,e ALPINE:aw .alpiitw.com t s TPI www.tPinst.org; *TCA:ww.sbcindustr Y.com, ICC 5 www.iccsaf'e.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. , (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - C4) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 24.60 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) :W4, W6 2x4 DF-L #2(g): DL=6.0 psf. :W5 2x4 DF-L #1&Bet.(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction design. factors. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 4X5EE 3X54-111105$3X 10 r 12-8-0 710 • 3X5 Nl 1-2-10 ?En _---_.._;. \ 10-0 - :: 18-2-4 — 4X5(R) II! 4X5= 5X7- 4X5= 4X5(R 111 3X5 III 11 '1 FE 7-1-6 6-7-8 6-7-8 _ 7-4-8 7-1-6 1" 6-7-8 >,I< 6-7-8 ') 7-4-8 I, 13-8-14 —I_ 14-0-0 J 1 27-8-14 Over 2 Supports :1 R=1222 U=81 R=1298 U=95 W=5.5" RL=234/-226 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.00.1 ' .1). ,„ ITY:2 OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon ((503))357->.118 "WARNING I" RIAN Aso FOLLBN ALL NGItS NMI IRIS GMlINGI SEG TC LL 25.0 PSF 825N4111Ave,Cornelius OR97113 •TINPORTANT'• FURNISH THIS DRAINING To ALL CONTRACTORS INCLUDING THE INSTALLERS. 6, REF R7175— 33420 T quire extreme re In fabrl; i handling. shipping, ' ninstalling And bracing. Refer t. and (p 4 ' 14859 1. TC DL 7.0 PSF DATE 06/07/16 the latest edition of6CSi000.(Building Component Safety Informal by TDI and MICA) for safety practices prior � to performing ha l these Iprop properly attached .11 psheate ng and temporary tomOraC O put ail save less pully aahedotherwise. _�—.. top nail Locations props ly had ural sheathing and bottom cshal shall h a properly attached M1etl rigid ceiling. Looatiena.now f- permanent lateral o each of Reba shall have o ting installed above per BG91 s 1 "w,Nrrill BC DL 10.0 PSF DRW CAUSR7175 16159100 to e`t' B3 Bl oh 810, es ppl bis Apply pl fes to each race or[rhes and position as shown atwve end o ALPINE ( PI E the O t ils, unless a otherwise. Refer to drawings 160A-z for standard plate positions. " BC LL 0 0 PSF CA—ENG CWC/CWC �Ij ' �j Alp division of ITN Building Camp Group Inc. shall not be responsible for any deviation from this .,^-# drstall any(shard to bond the trues -n conformance with ANSI/TDI ,, or or nantlli it shipping, G� '` TOT.LD. 42.0 PSF SEQN— 159805 AN IT'W rAMR4NY installation a bracing t of tresses. . A seal on this drawing or cover page listing this droning, Indicates acceptance of profeeelonai engineering \i‘llkk4: - - -- °:4:W'Aftusww.IIIMPO.e'°'f / — ---- R�aN�L Circle responsibility solely for the design shown. The suitability use of this drawing far any structure the � �w. dDUR.FAC. 1.15 FROM 1 KE responsibility or the building Designer per ANSI/TPI 1 s.o.2. San nealo,CA95828 roc more information o is fob's general notes page and these Rob ALPINE:www.olpi�helts.comtTPIAwwwttpinat.org,wTCA:wee.sboi,Mustrv.com, ICCswws.iocsofe.org Renews:1213112017 SPACING 24.0" JREF— 1VRB7175Z05 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. , (0616055--FOUR 0 CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - C3) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 25.02 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) :W4, W6 2x4 DF-L #2(g): DL=6.0 psf. :W5 2x4 DF-L #1&Bet.(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction design. factors. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. • 4X5= 3X53X5�� 10 i— '\444 \ 10 12-8-0 01 1-2-10 !"`-- ter:_ �1: - _ _4_18-2-41- 0 _L 4X5(R) III 4X5= 5X7= 4X5= 4X5(R) Ill 3X5 IH f 3X5 III 6-7-8 7-1-6 'N6-7-8 'I` 6-7-8 7-4-8 L— 13-8-14 14-0-0 J I.* 27-8-14 Over 2 Supports d R=1224 U=86 R=1224 U=86 RL=214/-216 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.00. RapF TY:10 OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357-E118 ••YARNINCI•• tom AND FOLLOW ALL ROILS ON IRIS DRAWING! S• TC LL 25.0 PSF p R ••INaoNTANr• FURNISH THIS DRAWING TO ALL CCNTRACTOR3 INCLUDING TIE INSTALLERS. ''��yyREF R7175— 33419 825 N 4th Ave,Cornelius O 97113 � , �" 1r r Trusses require extrema r In rahrlmpo en Safety Information.shlpw ,n TP1 nd ane hrar ml. Rarer a r.,ll..w \. TC DL 7.0 PSF DATE 06/07/16 the latest eeit on eseof BCSI Wm:Liens. Installers st Component l oruv etepeby Ti spa WTCS1 r safety practac s prior h 14659 L.p - hg l have !properly. Instal l structural psheath ng and by brow-ho per shall les::puree otheattached top chord shall have Oroperly attached sr ural sheathing and bottom chord shall M1ave a properly attached wise, .41W A416rig tl ceiling. Locations shown for permanent lateral restraint o,webs shall have bracing g Installed per&SI +, I"t/ i . BC DL 10.0 PSF DRW CAUSR7175 16159099 tw se 03 87 or 1310 as applicable. Apply plates to each race of t end posit! h above and on `*n,,:,,,,,P*--(Irv--::, ' 7.',7L".°::::7.„":1,7-.7.77.747'.7...n.:: he J 1 D tails, unless noted otherw'sa. Re Pal fo'''.7':::,:6":',,:°:.::::=.°,:r7.:7.:=0. rawl ngs 160A-Z rorsstandare pia po A[LIFII N °�_ BC LL 0.0 PSF CA-ENG CWC/CWC Alpine s y vision of Ibu build tM rg compo ants Group Inc. shall t Iw1 respond hie it ny a clan from chis drawing, any failure to bnlld trusses.cross .n canrormante with AN51/TPI ,,or roc hantlling, shipping, 4'0 7 oft ... TOT.LD. 42.0 PSF SEQN— 159808 AN ITW COMPANY Ipatwllwtlon A bracing of traasea. A seal on this drawing or cover page listing this drawing, Indicates.00.ptaroe or professions!engineering f responsibility solely for the design shown. The suitability and use or this drawing for any structure Is the �`Ij�NiNa r4��'4 DUR.FAC. 1 15 FROM I KE 8351 Rrnena('nide responsibility of the Building Designer per ANSI/TPI 1 Sen.2. Sacramento,CA 95828 for ma len is Jab's genera, notes page a t sob sires: ALPINE:www.alpi,+eitw,con: TPI:www cpinst_org; WTCA: evs ob iustry.com, ICC:waw.iccsore.org Renews:12!3112047 SPACING 24.0" JREF- 1VRB7175Z05 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR, - (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - C2) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 24.60 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) :W4, W6 2x4 DF-L #2(g): DL=6.0 psf. :W5 2x4 DF-L #1&Bet.(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction design. factors. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 4X5= 3X5ii 3X5-* 12-8-0 -i 10 10 r • 1-0-0 _lilit :: — 18-2-4 1-OT-O 4X5 R) IN 4X5= 5X7= 4X5- 4X5(R III 11 .13X5111 3X5 NI i"-: 7-4-8 7-4-8 f�L 6-7-8 6-7-8 >I` 6-7-8 6-7-8 'H7-4-8 7-4-8 2-i 14-0-0 _I . 14-0-0 —J lc 28-0-0 Over 2 Supports >1 R=1310 U=96 W=5.5" R=1234 U=82 W=5.5" RL=228/-236 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.00. Vi2Plioe�, TY:1 OR/-/1/-/-/R/- Scale =.1875"/Ft. • Truss Components ofOre on 1503)357-2118 "WARNINGI READ AND rums ALL ROILS ON IHIS mom REF R7175— 33418 pp 1 ' ...IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 5 9 TC LL 25.0 PSF 825 N 4th Ave,Cornelius 0 91113 Trusses ceiling,require extreme rT in fabricating, handling, shipping,nA installing end nr n9Refer` "°@ fn lrn the 1 edition ofBCSl (Building Component Safety Infornm by TPI and WTCA) for afety practices prior 4 1 465 9 9 " TC DL 7.0 PSF DATE 06/07/16 16 o performing nae functions. shall sheathing -Y bracing per WS]. leas rioted otherwise. Yep chord all nava properly attached structural 5heath ng and bottomchord shall ae properly attached rigid ili g, Locations shown r r permanent er tlete81 res - b hall have bracing installed per BCI }v / BC DL .. 10.0 PSF DRW CAUSR7175 161590 98 1 sections 83 87 or.810 as applicable, Apply plates to each race of truss and positionh above end on 4 r��\� the J Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alp' division ITN Building Components Croup Inc shall not be responsible forany deviation from this +:'-•i BC LL 0.0 PSF CA-ENG CWC/CWC er ng any failure to build the truss in conformance with ANSI/TPI 1, or for handling, sipping AN ITwCOMPANY installation A bracing of trusses, 4) "0 7.00 TOT.LD. 42.0 PSF SEQN- 159802 A seal on this drawing or cover page listing this drawing, Indlo.tee acceptance of professional engineering responsibility wifely for the design shown. T.suitability and lof this drwing for any structure Is the `�nANWe Cµ4 nsas DUR.FAC. 1 15 FROM I KE 8351 Novena Circle responsibility of the Building Designer per ANSI/TPI 1 Seo.2. �W 41 Sacramento,CA95828 for mareinformation sinao 'agoporanotes pogo and thesewith a ALPINE: www.alpiRei ;TPIwamsY, g; WTCA www.stmindustry.com; ICC www.lccso fe.org Renews:12/31/2017 SPACING 24.01 JREF- 1VRB7175Z05 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR, , (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - C1) Top chord 2x4 DF-L #1&Bet.(g) 120 mph wind, 24.60 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind IC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) :W4, W6 2x4 DF-L #2(g): DL=6.0 psf. :W5 2x4 DF-L #1&Bet.(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction design. factors. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 4X5= A i 3X51 11110 :5 12-8-0 10 i— —1 10 • 1-0 0 /. ;a; —.-\ 18-2-4 1-°-0 4X5 R) III 4X5= 5X7------' 4X5a 4X5(R IN 11.1 3X5 III 3X5 NI 11 .1 7-4-8 , , 6-7-8 6-7-8 7.1" 7-4-6 7-4-8 I 6-7-8 6-7-8 7-4-8 1 14-0-0 I 14-0-0 _) F': 28-0-0 Over 2 Supports oI R=1309 U=96 W=5.5" R=1309 U=96 W=5.5" RL=247/-247 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.00.1 0w ;TY:5 OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon 503 357.4118 e•lARNIAIGP".READ AND FOLLOW ALL ROILS ON THIS DRAWING! <F4 `�. TC LL 25.0 PSF pp s ••IMPORTANT•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TIE INSTALLERS. Qs REF R7175- 33417 825 N 4th Ave,Cornelius O 97 13 4 , edi re extreme cars In fabriSafety Information,oM1 iby TPI ind and bran nn. Rnrar fn and rnll.w. 11Zw 14659 —f TC DL 7.0 PSF DATE 06/07/16 toe I t ndl tion or OCSIEO. loot C , Seprov e by TPI and RICA)S1 f r sessty noted prior u performing a lhav iprop urs. Installers Previte Letnln .Y bracing per all h Alveproperly otherwise. ✓ .. �^ tog chord snail have ion.rho attached pe structural sheathing nob chord snail have properly IY a per rig d ceiling. L i .� M1 permanent lateral restraintf b hall "ave bracing installed Per BCSI a M M�"; BC DL 10.0 PSF DRW CAUSR7175 16159097 13, A7 BPO, esapplicable. APPPY Plates to each face of trussand posits h above and o A 1L,J ' .7,',7,:-..::::: rd J D to l i ss d tg rwise. Refer to tlraw-nes PAPA-Z roista:artl le � � N �; no g p� BC LL 0.0 PSF CA—ENG CWC/CWC Alp' div f ITN B -Id' g Components Graup Inc.shall c be respons'bla rd y a ripe from this ♦;� .tY ii tlrawng any r I to f tru the truss n conformance with ANSI/TPI 1, or for handling, shipping, rk,�T 1°�� Q,v TOT.LD. 42.0 PSF SEQN— 159799 AN ITW COMR4NY mating. nn a ir,t of vd the • . A soul on this dr.wing or cover pew listing thi.drewing. Inchoate. beds or pr.fe..lOMI engineering responsibility solely roe the design shown. The suitability and use Of tthhis drawing Per any structs. I.<n. `j ��Q DUR.FAC. 1.15 FROM I KE 8351 RPvana(`irate responsibility of the Building Designer per ANSI/TPP 1 Seo.2. — Sacnnnento,CA95828 for more information n is job's general a peed and t web si e - SPACING 24.0'i !REF- 1VRB7175Z05 ALPINE www.aipii,eitw.romtTPI:swaw tpinst.org; NTCA: waw.sbcindustry�om, ICC:www.iccsare.org Renews:1213112017 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - C) Top chord 2x4 DF-L #1&Bet.(g) :T2 2x6 HF #2: 120 mph wind, 24.60 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=6.0 psf. :W3, M4, M5, M6, M8, M9 2x4 DF-L #2(g): :M7 2x4 DF-L #1&Bet.(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction design. factors. Truss designed to support 1-0-0 top chord outlookers and cladding load See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind not to exceed 3.00 PSF one face and 24.0" span opposite face. Top bracing requirements. chord may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of (a) Continuous lateral restraint equally spaced on member. notches. Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. (*) Provide lateral bracing for inset member. Attach nailer 4X5= at edge of lower roof diaphragm, or use purlins at 24" oc.• T "4 3X70 :ill II 10 F- 3X511' —i 10 12-8-0 T2 I I 2X4111 3X5 III 1"0"0 i5` _ , I *18-2-4 3X5(R) Ill 3X5= 3X5= 2X4 III 3X5•S... 11.J 3X5 III 11 '.1 4-4-10 _i_ 3-10-6 19-9-0 3.1 44/3 7-10-3 'I� 19-9-0 L— 14-0-0 J?—6-4—J 4,1_ 11-5-12 ,j 1•c 28-0-0 Over 2 Supports R=1116 U=64 W=5.5" R=171 PLF U=15 PLF W=11-11-8 RL=278/-277 Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.00.0 QTY:1 OR/—/1/—/—/R/— Scale =.1875"/Ft. Truss Components of Oregon (503)357.2118 "•WARNING!•"READ AND FOLLOW ALL ROILS OW !NIS DRAWING! .0' QF 825N 4th Ave,Comelms O REF 87175— 33416 �o R 97113 ••IrcORTANT•• FWMISN THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. TC LL 25.0 PSF _ T require w r In ng Con'ating Safety I shipping, installing d d) forbracing. Refer t. and .prior .- " TC DL 7.0 PSF DATE 06/07/16 the I edition aftBCSions, Inst C oo t Safety Information, tbyo TPI and WTCAI for safety practices pee. (Lr. 14659 � u p ,g l these iLrop nae (ached 11 pr ovide sand oy tom chord per asi hascr'inasnne l !Y. _ .eo top chordall have properly attached hetl structural sFreathl ng and bottom chord shall properly h tl ^'e: y rigid ceiling. Locations showntTor permanentlat. al restraint f webs shall have bracing installed per BCS! ;'.' BC DL 10.0 PSF DRW CAUSR7175 16159096 cvt B3, 87 B10 s applicable. Apply plates to each face of trussand posits shown above and on I the Joint Data-i unless noted otherwise. Refer to drawings 150A Z forsta standard plate��Nha ny `rias BC LL 0.0 PSF CA—ENG CWC/CWC Alp a division f IsW Betiding th raise pants Group Inc. shell not he responsible for any deviation from this drawing any failure bulla the truss in conformance with ANSI/TPI 1, or for handling, shipping, *.•'�- AN ITWCOMPANY installation a bracing of tresses. , q ...;:+ TOT.LD. 42.0 PSF SEQN— 159848 . A.vel on this drawing or cover page listing this drawing, Indicates acceptance of profeeslenel engineering C T•j4a er responsibility solely Por tie design shoos. The suitability and use of this drawing far aro structure is the - DUR.FAC. 1.15 FROM I KE 8151 RoTan1Crcle responsibility or the Building Dn.ign.r per ANSI/TPI 1 Sae.2. �� 4A,w.CAA Sacrmnenlo,CA95828 For mo ion is Jab's general a page and t web s R7 ALPINE:www.alpineitw.com information ,www Cpinat.org; WTCA:waw.aboindustry these ICC:www.iccsafe,org SPACING 24.0" JREF— 1 VRB7 1 7 5205 Ranosva•12E4107147 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - B) Top chord 2x4 DF-L #1&Bet.(g) :T2 2x6 HF #2: 120 mph wind, 22.21 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) :M6 2x4 DF-L #2(g): DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Truss designed to support 1-0-0 top chord outlookers and cladding load See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind not to exceed 3.00 PSF one face and 24.0" span opposite face. Top bracing requirements. chord must not be cut or notched. 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 2.00. (*) Provide lateral bracing for inset member. Attach nailer at edge of lower roof diaphragm, or use purlins 4X5= at 24" oc. 3" �i 40:4411111111: i 7 10 i 10 T2 7-10-8 i 11 3X5(R) II! (*) 1-0-0 C.1 Iiiihki 1-0-0 •. — , B N 18-2-4 _L ( 3X5= 3X5 I.,1 1 BJ 2X4 Ill 2X4 III I.,1 I 4-7 5-7-9 10-6-0 6-0-0 10-6-0 8-3-0 3-10-4 4-4-12 'c 16-6-0 Over 2 Supports R=731 U=38 W=5.5" R=219 PLF U=15 PLF W=4-11-8 RL=175/-175 Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.00.0�]A` QTY:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. Truss Components of Oregon (593)357-2118 "WARNING!ae RLAl1 AND FOLLOW ALL NOELS ON IRIS DRAWING! 4tr TC LL 25.0 PSF 825 N 4th Ave,Cornelius O 97113 ^IMPORTANT'• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TIE INSTALLERS•+ REF R7175- 33415 Trusees require extreme B In ngnC handling.I ormatsniffling, and and I 9e Rayer prior w` " C(� ;l% TC DL 7.0 PSF DATE 06/07/16 the 1 edition on oPBCslf(Building Component Safety[y InPormeT- by 7P1 a tl'YTCA)rP safety p prior 46 59 f w performing l use I'prroperlyion, Inelattached nen II provide ng and bo brachy per dCSalt haeUnlessad top chord hall have properly attachetl 1 rovider to pot bottom chord Soil have bracing installed p BCSI1. BC DL 10.0 PSF DRW CAUSR7175 1 61 5909 5 A se B3 87 -810 as applicable. Apply plates to each face o truss and position as shown above and on 1 •Y pol tyre J Deta 1 1 ss notes otnarw se Re Pe to drawln a 160A-2 forsstandard loco Itf ons. A IL,1—[}N e g p :: BC LL 0.0 PSF CA-ENG CWC/CWC Alp' , a y'f P ITN Bulltl ng truss i nacos conformance Inc. shall Y be respond hap Por ens dppinglon from this drawing, any failure To build the truss n cnnforsonco with ANSI/TPI t, or for handling. shipping, *.-''- AN ITWC..OMPANY Installs=inn A bracing of treses. t �!1`y� TOT.LD. 42.0 PSF SEQN— 159788 A seal on this tlreslnp or pant pep.listing this tlreslnp, indicates soespLnes of prdfeseleNl engineering r"C 7,',� '{� 's responsibility solely for the design shown. The suitability and Ise of this drawing for any structure is the 'QQ DUR.FAC. 1.1 5 FROM I KE 8351 Rovana Circle responsibility of the Building Designer per ANSI/TPI f Sec.2. a Saaonenld,CA95828 For more information is job's general page and these web � � � �A SPACING 24.0" JREF— 1VRB7175Z05 ALPINE:www.alpiheitw,com t TP11 sew cpi ,org; MCA:waw.sbcindustry,com; ICCs wws.lccsafe,org '— Rannwa•ilmir9n47 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR - A) Top chord 2x4 DF-L #2(g) 120 mph wind, 21.27 ft mean hgt, ASCE 7-10, CLOSED bldg. Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Truss designed to support 1-0-0 top chord outlookers and cladding load See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind not to exceed 3.00 PSF one face and 24.0" span opposite face. Top bracing requirements. chord may be notched 1.5" deep X 3.5" at 48ro/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of Bottom chord checked for 10.00 psf non-concurrent bottom chord live notches. Do not notch in overhang or heel panel. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase Fasten rated sheathing to one face of this frame. factor for dead load is 2.00. 4x5= .. 1 r_� 1O 10 I III 6-0-0 C 1-0-0 A6 ■ ■ ■ ■ ■ 11111111161111 1-0-0 ■ ■ ■ ■ • ■ ■ ■ ■ ■ 418-2-4 ' L1 ' I Lel '. .1 L 6-0-0 _I- 6-0-0 J F< 12-0-0 Over Continuous Support >{ R=111 PLF U=17 PLF W=12-0-0 RL=11/-11 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) 15.01.00.0 QTY:1 OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Com ents ofOre on 503 357-2118 •.WARNINNGI as NtAD am FULLD■ALL ROILS ON IRIS°R11■ING! N REF R7175- 33414 ion g ) 16 � F TC LL 25.0 PSF 825 N 4th Ave,Cornelius O 97113 ..IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING ITE INSTALLERS. � Trusses require extreme r in fab. : g handling shipping, installing and bran nye Refer t and follow p " TC DL 7.0 PSF DATE 06/07/16 the 1 edition ofBCSlc(Building Component safety Information, by TPI and NTCA) r safety practices prig M4tl� 1 4659 Lo perform.',tru=e lune to cars. inslblIors shall provrda teamT+_ Y b- >g Par BCSI.P9Unle.snnu,adcuCharwuva. "i. op chord shall have properly attached structural sheathing and n chord shall have a properly attached 4 y BC DL 10.0 PSF DRW CAUSR7175 16159094 /416)11 N,�\) riga ceiling. L shown for permanent lateral restraint f webs hall have cracIray i stalled per BCSI ! N /�.wreR� ,4 f LO ' �I T. sc 03 ai 810 ssnoppllceble. Apply plates to each face oftrusstantl rd pl t as shown and on the J 3, 87 1 sea'cable. Refer to drawings,BOA f for amara la "y p positionsBC LL 0.0 PSF CA-ENG CWC/CWC Alp- f ITN Blarg Compo gents Group Irx sM1all not be responslbla fo fry deva on from this ora g any failure to build the tans, nnfrraanre with ANSI.TPI ,, rr far ,andlu g sM1 pp ng, AN ITW COMPANY installation a bracing of-trusses. 'dt TOT.LD. 42.0 PSF SEAN- 159786 • A seal on tills drawing or coyer peso listing this drawing, Indicates.00.pt.. .of professional engineering 4Q 7 1911 responsibility solely for the design shown. Tile suitability and w Sr this drawing nor aro structure Is ane DUR.FAC. 1.15 FROM IKE 8351 RovanaCircle responsibility or ten.Building Designer per ANSI/TPI 7 Seoa. }W4AkWw afI sats eeto,ca9sszs m informationthis s general pages dna t woo �f R SPACING 24.0" JREF— 1VRB7175Z05 ALPINE:www.alpineitw.comTP1:swww.tpl t.org;■ICA: sew sbclncustry.eom. ICCfwww.iccsafe.org Renews:12131f2017 Alpine, an ITW Company 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1 VRB7175Z0507091900 Truss Fabricator: Truss Conponents of Oregon Job Identification: 0616055--FOUR D CONSTRUCTION CO. -LOT 3 GREENSWARD PARK SOU -- TIGARD, OR 4tp pROp Model Code: I RC e7At Truss Criteria: I RC2012/TP I-2007(STD) Z' 14858 1* Engineering Software: Alpine proprietary truss analysis software. Version 15.01. r' Truss Design Loads: Roof - 42 PSF 9 1.15 Duration • •• Floor - N/A Wind - 120 NPH (ASCE 7-10-Closed) .¢ `eC f iiiks iN Notes: 1. Deterni nat i on as to the suitability of these truss conponents for the Renews:12/3112017 structure is the responsibility of the building designer/engineer of record, as defined in ANSI/TPI 1. 2. As shown on attached drawings; the drawing nunber is preceded by: CAUSR7175 • Details: 12030EC1-GBLLETIN-GABRSTIO-BRCLBSUB-12015EC1- Subnitted by CWC 09:18:17 06-07-2016 Reviewer: CNC $ $ # Ref Description Drawing# Date 1 33414--A 16159094 06/07/16 2 33415--B 16159095 06/07/16 3 33416--C 16159096 06/07/16 4 33417--C1 16159097 06/07/16 5 33418--C2 16159098 06/07/16 6 33419--C3 16159099 06/07/16 7 33420--C4 16159100 06/07/16 8 33421--05 16159101 06/07/16 9 33422--D 16159102 06/07/16 10 33423--D1 16159103 06/07/16 11 33424--E 16159113 06/07/16 12 33425--E1 16159115 06/07/16 13 33426--E2 16159116 06/07/16 14 33427--F 16159117 06/07/16 15 33428--F1 16159119 06/07/16 16 33429--F2 16159120 06/07/16 17 33430--G 16159122 06/07/16 18 33431-41 16159123 06/07/16 19 33432--G2 16159124 06/07/16 20 33433--J 16159125 06/07/16 21 33434--J1 16159126 06/07/16 22 33435--J2 16159127 06/07/16 23 33436--K 16159128 06/07/16 24 33437--K1 16159129 06/07/16 25 33438--K2 16159130 06/07/16