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Plans (55) __, ..5T )1 Ce ---C S---r-Y-1 )1 '(, 1 S-ttj 4)7z-2 , ^ ''', , ' • , Z NOV 1/ 9 8 2r)1(' ,,,,, , , 0 l' 746" 14—56* I 14' 25' I 26' 9'1-3/8"DIFFERENCE IN PLATE HEIGHT t J3 —7-- ...a •-•• • J1 • ,,, 72 0 _-.2 • 17; • R3. \ °2 r , ...----- t9. — Ihh -7; ....i.... ::•7 , 1 PAUS26 • • Co 4 c D CZ ,s N — ..._ L....L.1___.... 0 ....1,-L... . , o2 • — i. 9 1s :::' • ......''''' X,J16'1,111N,•S, N.N.‘111.1.4 • a • • • ' t Co 1 • 2' • • cO s • I -• i4 i Ei RI 8. _. I I --4.--6' I 16' I Customer:FOUR D CONSTRUCTION CO. o ,...,› -- t5- Desc.:GREENSWARD SOUTH LOT 13 -ri — --, ED M 0) ADDRESS: LL _.,. zco° z Designed by: IKE ISAKSON 0 " P 11,... III 11444 0 aa 1.64 W.+V11714,"111., 'iggyoac-< Detail - ASCE 7-10: 160 mph, 30' Mean Height, Encloseo, Exposure C, Kzt=100 160 mph Wind, 30.00 ft Mean Hgt, ASCE 7-10, Enclosed Bldg located anywhere in roof, Exp C, Wind DL= 5,0 psf (min), Kzt=1.0. Or 140 mph wind, 30.00 ft Mean Hgt, ASCE 7-10, Enclosed Bldg. located anywhere in roof, Exp D, wind DL= 5.0 psf (min), Kzt=1.0. Notes Top chords of trusses supporting piggyback cap trusses must be adequately braced by sheathing or purlins. The building Engineer of Record shall provide diagonal bracing or any other suitable anchorage to permanently restrain purlins, and lateral bracing for out of plane loads over gable ends, Maximum truss spacing is 24' o.c. detail Is not applicable if cap supports additional toads such as cupola, steeple, chimney or drag strut loads. es Refer to Engineer's sealed truss design drawing for piggyback and Bose truss specifications. 3 e t a i l A ' Purlin Spacing = 24" cc, or less Piggyback cap truss slant nailed to all top chord 12 purtin bracing with (2) 16d box nails (0.135"x3.5") and Up to 12 V (1 side only ature peach rend)withd attached w2x4 #3 ith scab 2 rows of l0d box nails (0,128`(3') at 4' o.c. 4' 2' 4' Attach purtin bracing to the flat top chord .�,:�� �4yusing (2) 16d box nails (0135"x3.5"). 2' a„etm >M r>q rxi ...14*-... �.�.• 4 �e�� The top chord #3 grade 2x4 scab may be replaced \��' Purlin Spacing ei4 with either of the following. (ll 3X8 (IT\ / 24' o.c. max plate attached with (8) 0.120°x1.375' nails, <4) into cap TC & (4) into base truss TC or <1> 28PB wave piggyback plate plated to the piggyback truss TC and attached to the base truss TC with (4) 0.120"x1.375" nails. Note: Nailing thru holes of Top Chord Scab (Typical Each End) Flat top chord purlins required at both wave plate is acceptable. ends and at 24" max o,c. spacing In between. w In addition, provide connection Detail B ' Purlin Spacing > 24" o.c, with one of the following methods) Piggyback cap truss slant nailed to all top chord purlin Trutox bracing with (2) 16d box nails (0.135"x3.5°) and secure top Use 3X8 Trulox plates for 2x4 chord member, and chord with 2x4 #3 grade scab (1 side only at each end) 3X10 Trulox plates for 2x6 and larger chord attached with 2 rows of l0d box nails (0.128"x3') at 4' o.c. members, Attach 'to each face @ 8' o.c. with (4) 0.120"x1.375" nails into cap bottom chord and (4) Attach purlin bracing to the flat top chord in base truss top chord, Trulox plates may be 12 using a minimum of (2) 16d box nails (0,135'x3,5°) staggered 4' o.c, front to back faces, Up to 12 V APA Rated Gusset 8'x8"x7/16" (min) APA rated sheathing gussets (each face). Attach @ 8' o.c. with (8) 6d common (0,113"x2') nails per gusset, (4) in cap bottom chord and (4) in base truss top chord. Gussets 4' 2, ^ ,G, may be staggered 4' o.c. front to back faces. © /JJ — �� 2x4 Vertical Scabs 2' •44". �' . ..*. 2x4 SPF #2, full chord depth scabs (each face). ��J o��• Attach @ 8' o.c. with <6) lOd box nails (0.128'x3") ..��• 4�40.0. Per scab, C3> in cap bottom chord and (3) in ��� '�/ 4.< base truss top chord. Scabs may an staggered 4' o.c. front to back faces. Purlin Spacing > 28PB Wave Piggyback Plate 24" o.c, max One 28PB wave piggyback plate to each face Full @ 8' o.c, Attach teeth to piggyback at time of Top Chord Scab (Typical Each End) Chord Flat top chord purlins required a fabrication. Attach to supporting truss with Depth both ends, purlin spacing > 24' ..„03 w _ OF (4) 0.120^x1.375' nails per face per ply. P �` Piggyback plates may be staggered 4' o.c. front Notes If purlins or sheathing are not specified on the flat top of the base .C, S�1 to back faces. truss, purlins must be installed at 24' a.c. max. and use Detail A. b`Gj �tr�G'Nie. . '0 MMWARNINGi es READ AND FOLLOW ALL NOTES Oil THIS DRAWING! 83294PE REF PIGGYBACK wwINPORTANTew FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W Trusses latest extrer,o care in fabricating,nendling,Safety Ing,instating and bracing. Refer to and fir follow the latest edition of BCSI (Building Component Safety Information,by TPI and SBCA) for safety �,. DATE 10/01/14 practices prior to performing these functions, Installers shall provide temporary bracing per BCSL -- UnlesS noted otherwise, top chord shall have properly attached structural sheathing and bottom chore DRWG PB160101014 nx shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 11/18/2016 /' 11_, I 1 shall have bracing installed per SCSI sections B3, 87 or BIO, as applicable. Apply plates to each face -i I 1)-I1�\ II of truss and position as shown above and on the Joint Details, unless noted otherwisr. 1/^pC^ I`-IILiI IJ! VI I Refer to drawings 160A-2 for standard plate positions. 1}L{S/Ryl-bI�QN AN(TW COMPANY Alpine,a division of ITV Building Components Group Inc. shall not be responsible for any deviation From �n ACw this drawing,any failure to build the truss in conformance with ANSI/TPI 1,or for handling, shipping, /_ �tY 14,26'_ y installation S bracing of trusse Y t A seat on this drawing or cover page listing this drawing,Indicates acceptance of professional SS engineering responsibility solely for the design shown, The suitability and use of this drawing e!t Tan 13399 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sec.2 Earth City,MO 63045 For more information see this ,Job's general notes page and these web sites. Renewal 6130/2018 SPACING 24.0" ALPINE.www.alpineitw.conl TPI.www.tpinst.orgi SHCA.www.sbcwndustry.orgi ICG www.lccsofe.org Piggyback Detail - ASCE 7-101 115 mph, 30' Mean Height, Encloseo, Exposure C, <zt=100 Up to 115 mph wind, 30.00 ft Mean Hgt, ASCE 7-10 Maximum truss spacing Is 24' o.c. Enclosed Bldg, locatesd anywhere In roof, Detail is not applicable if cap supports additional loads such as Exp C, Wind DL= 5.0 psf (min), Kzt=1.0, cupola, steeple, chimney or drag strut toads. Note; Top Chords of trusses supporting piggyback cap trusses must be adequately braced by sheathing or purlins. The building Engineer of Record shall provide diagonal bracing or any other suitable anchorage to permanently restrain purlins, and lateral bracing for out of plane loads over gable ends. wx Refer to Engineer's sealed truss design drawing for piggyback and base truss specifications. Piggyback cap truss slant nailed to all top chord purlin bracing with (2) 16d box nails (0,135"x3.5`). Attach purlin bracing to the flat top chord using (2) 16d box nails (0.135"x3,5'). Flat Top Chord <= 12' 12 ))I(12" min rigid sheathing overlap (24° continuous length, no joints) with 8d common (0.131'x2.5') Up to 12 V or gun nails in overlap zone spaced at 4" (lc. �l( 'IP \ XJ IX Purtin S.acin. _ 2 " oc. Max, Flat top chord purlins required at both ends and at 24' max o.c. spacing in between. ti4e0 PROF4S -WARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING ar,Mliiiiala — wwi1VORTANTww FURNISH THIS DRAWING TO ALL WNTRACTl4tS INCLUDING THE INSTALLERS. RvEF PIGGYBACK n fnbr,catin TO ALn - — Trusses require extreme core g, g, shipping,installing and bracing. Refer to and,: follow the latest edition of SCSI <Building Component Safety Information, by TPI and SBCA) for safety DATE 10/01/14 practices prior-to performing these functions, Installers shall provide temporary bracing per SCSI, __-_ _._____.____—_____ Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord _ shall hove a properly attached rigid ceiling. Locations shown For permanent lateral restraint of webs 11/18/2016 DRWG PB115101014 M /'ii . I —(� II I i shall have bracing Installed per BCSI sections B3, B7 or B10,as applicable. Apply plates to each face ----------------- Q IIILLI,I,t III1111111\\\\\VVVVVV..IJJIIIi I f truss and position as shown nbave and on the Joint Details,unless noted atl,erwisw. OREGON I Refer to drawings 160A-Z for standard plots positions. AN ITW COMPANY Alpine' a division of ITV Building Components Group Inc. shall not be responsible for any deviation from ��� tO0 C this drawing,any failure to build the truss in conformance with ANSI/TPI 1,or for handling,shipping, GS6 `® installation tion&bracing of trusse �"Ta A seat on-this drawing or cover page listing this The,Indicates acceptance of professional Tao e engineering responsibility solely for the design shown. The suitability and use of this drawing 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sect. Renewal 613W2018 Earth City,MO 63045 For more Information see this Job's general notes page and these web sitesSPACING 24.0° ALPINE,www.alpineitw.comi TPL www.tpinst,orgl SECA, wwwsbclndustry.orgl ICC, wuw.iccsafe.org Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or: 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 'L' Brace w (1) 2x4 "L" Brace w (2) 2x4 'L" Brace *4 (1) 2x6 'L" Brace * (2) 2x6 'L' Brace *4 Bracing Group Species and Grades: Gable Vertical No Spacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Group A Spruce-Pine-Fir Hem-Fir #1 / #2 4' 10' 8' 2' 8' 6° 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0" 14' D' #1 / #2 Standard #2 Stud SPF #3 4' 7' 7' 9" 8' 3" 9' 7' 9' 11` 11` S' 11' 10" 14' 0' 14' 0' 14' D" 14' 0" #3 Stud #3 Standard O i r Stud 4' 7° 7' 8' 8' 2' 9' 7° 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' HF Standard 4' 7' 6' 7' 7' 0' 8' 10' 9' 5' 11' 5' 11' 10" 13' 10' 14' 0' 14' 0' 14' 0' Dou.lns Fir-Larch Southern Pine*** #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 S D #2 4' 10' 8' 2' 8' 6° 9' 8' 10' 1' 11' 6' 12' 0" 14' 0" 14' 0' 14' 0' 14' 0' IIMIEMEM Stud Standard Standard DFL #3 4' 8' 7' 0° 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0° Cu D( Stud 4' 8' 7' 0" 7' 5' 9' 3' 9' 11' 11' 5' 11' 11" 14' 0" 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 2' 6' 7' 8' 2" 8' 9' 11' 1" 11' 10' 12' 10' 13' 9" 14' 0' 14' 0' Group B: U SPF #1 / #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6" 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' Hen-Fir _1_> #3 5' 3' 9' 3' 9' 9° 10' 11' 11' 4° 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' #1 B, Btr S_ 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' - r Standard 5' 3' 8' 1' 8' 7' 10' 10' 11' 4° 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Dou.tas Fir-Larch Southern Plne■■■ #1 5' 9' 9' 6' 9' 10' 11' 3" 11' 8" 13' 4' 13' 10' 14' 0" 14' 0' 14' 0' 14' 0' IIIIIIrnIIIIIIIII #1 SP #2 5' 6' 9' 5' 9' 9' 11' 1" 11' 6' 13' 2" 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' #2 _ #3 5' 5' 8' 6' 9' 1" 11' 0' 11' 5' 13' 1' 13' 8' 14' 0" 14' 0' 14' 0' 14' 0"VO 1x4 Braces shall be SRB (Stress-Rated Board). DF L Stud 5' 5' 8' 6' 9' 1° 11' 0" 11' 5' 13' 1' 13' 8' 14' 0" 14' 0' 14' 0' 14' 0' wwFor 1x4 So. Pine use only Industrial 55 or Standard 5' 3" 7' 6' 8' 0' 10' 0' 10' 9' 13' 0' 13' 7' 14' 0` 14' 0' 14' 0' 14' 0" Industrial 45 Stress-Rated Boards. Group B O #1 / #2 6' 1' 10' 4' 10' 8' 12' 2" 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0" 14' 0' values nay be used with these •rades, d F S #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 1� U _F Stud 5' 9' 10' 2' 10' 7° 12' 0' 12' 6' 14' 0' 14' 0' 14' 0" 14' 0' 14' 0" 14' 0" Wind Load deflection criterion is L/240. - 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 plc' over ' 4' 10' 6" 10' 10" 12' 4' 12' 10' 14' 0' 14' 0" 14' 0" 14' 0° 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load). CJ S P #2 6' 1' 10' 4" 10' 8' 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load from 4' 0' outlookers #3 5' II' 9' 10° 10' 6' 12' 1' 12' 7' 14' 0' 14' 0" 14' 0° 14' 0' 14' 0' 14' 0' with 2' 0° overhang, or 12° plywood overhang, x--I D F L Stud 5' 11" 9' 10' 10' 6" 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0" 14' 0' Standard 5' 9' 8' 8' 9' 3° 11' 7' 12' 5° 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Symm ------ ------ ------------- -------------------- — Attach 'L' braces with 10d (0.128"x3.0' min) nails. About �II , I © NE For (I) 'L' brace: space nails at 2' o.c. able Truss 1 r� in 18' end zones and 4' o.c. between zones. Diagonal brace option, )IE*For (2) 'L" braces: space nails at 3' o.c. 9 % , In 16' end zones and 6° o.c, between zones. vertical length may be . doubled when diagonal 18' ) 'L' bracing must be a minimum of 807. of web brace Is used. Connect L ~� 0 member length. diagonal brace for 335# "L" _i_. at each end, Max web Brace `4, Gable Vertical Plate Sizes total length Is 14'. L---------____ NE OE Vertical Length No Splice 2x4 DF-L #2 or rI Less than 4' 0' 1X4 or 2X3 better diagonal 1 — II Greater than 4' 0', but 2X4 Vertical length shown brace; single 18, . less than ii' 6' in table above, or double cut f �E + 0 Greater than 11' 6' 3X 111 45' (as shown) at L_ i © + Refer to common truss design for upper end. 0 Q Q Q t 0 Q (- Q peak, splice, and heel plates. �/ / / / on tinuous Bearing w f p'O Refer to the Building Designer for conditions Connect diagonal at °_ �� not addressed by this detail, midpoint of vertical web. Refer to chart above for in. . a. .th, r wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAVINGI �4 ,���j1N��n -• REF ASCE7-10-GAB12015 wwINPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. -r /n' Trusses require extreme care n fabricating,handling,shipping,Installing and bracing. Refer to and 4y 83294PE DATE 10/01/14 i ' follow the latest edition of BCSI (BWlding Component Safety Information,by Tel and SBCA)for safety a ��. practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. 0,0m,- i,,. — Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord DRUG A12015ENC101014 shall hove a properly attached rigid sellng. Locations shown For permanent lateral restraint of abs it_ I)lNicing Installed per BCSI sections 13,17 or BIO,ns applicable, Apply plates to each face 11/18/2016 / ( i IILIII��\�`II111 of truss and position as shown above and on the Joint Details,unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine,a division of ITW Building Components Group Inc.shall not be responsible for any deviation from ON AN ITW COMPANY this drawing,ony failure to build the truss in conformance with ANSI/TPI 1,or for handling, shipping, I I "/'F1 �p r. MAX, TOT, LD. 60 PSF Installation E.bracing of trusses. �/ V" _ A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional 4�q LY 14,14 engineering responsibility solely for the design shown. The suitability and use of this drawing t ��Ta �� 13389 Lakefront Drive for any structure Is the responsibility of the Betiding Designer per ANSI/TPI 1 Sec.6. s e h . Earth City,MO 63045 For information see this job's general notes page and these web Sites: MAX. SPACING 24,0" ALPINES w w.alpineitw.comi TPI.www.tpinst.org;SBCA1 www.sbcindustry,orgi ICC: wwwiccsafe.org R---v...".1.104048 :I: LRRei ) ^ ocing venbe � S �, bsLiLL, Lion T-ReinForcerient This detail is to be used when a Continuous Lateral Restraint (CLR) Cl" T-Reinf, is specified on a truss design but an alternative web L-Relnf'orcerient: or ,�\ reinforcement method is desired. L-Reinf, ,` \\ Apply to either side of web narrow face, ,, Attach with 10d (0.128'x3.0",min) nails , at 6" o,c. Reinforcing member is Notes: a minimum 80% of web member length, This detail is only applicable for changing the specified CLR ,� shown on single ply sealed designs to T-reinforcement or L-reinforecement or scab reinforcement. Iv . Alternative reinforcement specified in chart below may be conservative. �� Vis` MI For minimum alternative reinforcement, re-run design with appropriate MIN FA 'A reinforcement type. 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 scab(s) to wide face of web. 2x3 or 2x4 2 rows 2x6 2-2x4 No more than (1) scab per face. - Attach with 10d (0.128"x3.0",min) nails 2x6 1 row 2x4 1-2x6 at 6" o.c. Reinforcing member is a 2x6 2 rows 2x6 2-2x4()E) minimum 80% of web member length. 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6()) 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. CYE) I Center scab on wide face of web. Apply (1) scab to each face of web. MIN _ ...WARNING.. READ AND FOLLOW ALL NOTES ON THIS DING TH I �� (4 4:11a T C L L PSF REF CLR S u b s t. ...IMPORTANT..FURNISH THIS DRAWING Ti]ALL CONTRACTORS INCLUDING THE INSTALLERS. 83294PE Trusses require extreme care in fabricating,handling,shipping, installing and bracing. Refer to and _---- follow the latest edition of SCSI (Building Component Safety Information,by TPI and SBCAI for safety e • DL PSF DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCS1. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor• - BC DL PSF DRWG BRCLBSUB1014 - ' TM shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs t shall have bracing installed per BCSI sections B3, B7 or BIO, as applicable. 11/18/2016 I} I, l -(\ (7 g p PP Apply Plates to each face N PSF 7.:21- I lg \\ II i of truss and position a hown above and on the i= Details,unless noted otherwise. BC LL i Refer to drawings 160A-Z for stondard plat¢ positions. 11A�� Alpine, a division of ITW Building Components Group Inc, shall not be responsible for any deviation from C AN ITW COMPANY this drawing,any failure to build the truss in conformance with ANSI/TPI I,or for handling, shipping, TOT, LD. PSF Installation&bracing f trusse G `t/lY 14,2- lb A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional t engineering responsibility solely for the design shown. The suitability and use of this drawing s� 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sec.2. all Tar DUR. r-AC. Earth City,MO 63045 For more information see this Job's general notes page and these web sites ALPINE.. www.alpineltw.coml TPD www.tpinst.orgl SBCA, wwr.sbcindustry.org,ICC www.iccsafe.org Renewal 6130/2018 SPACING ASCE 7-10k 120 mDh, 30' Mean Height, Closeo, Ex osure C Common Resioential Gaole Eno Wino Bracing Recuirements - Stiffeners 120 mph, 30ft. Mean Hgt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6" - no stud bracing required 100 mph, 30ft. Mean Hgt, ASCE 7-10, Enclosed, Exp D, or 100 mph, 30ft. Mean Hgt, ASCE 7-10, Part. Enclosed, Exp C, H Greater than 4'6" to 7'6" in length Kzt = 1.00, Wind TC DL=5,0 psf, Wind BC DL=5.0 psf, provide a 2x6 stiffback at mid-height and brace stiffback to roof diaphragm every 6'0" (see detail below or Lateral chord bracing requirements refer to DRWG A12030ENC101014), Top+ Continuous roof sheathing Dot Continuous ceiling diaphragm H Greater than 7'6" to 12'0" max; provide a 2x6 stiffback at mid-height and brace See Engineer's sealed design referencing this detail to roof diaphragm every 4'0" (see detail below or for lumber, plates, and other information not shown refer to DRWG A12030ENC101014), on this detail. X Optional 2x L-reinforcement attached Nails) 10d box or gun (0,128"x3",min) nails, to stiffback with lad box or gun (0,128" x 3", min,) nails @ 6" o.c, I )7. k , .1111111 2X4 Blocking - nailed to Alir 45° sheathing and -i► 24" Max •+ each truss (Typ) III �, H . . . . . . . . . . II NI I 2X4 DF-L #2 H/2 or better • diagonal brace. \i Attach each endi 1111 Pill for 560#, WI I _ _ _ _ NE - 11 mi ontinuous Bearing - 2x6 #2 Stiffback attached to each QED PROFFs Stud w/ (4) 10d box or gun (0.123" X 3", min.) nails. ," fflryg 5> ■■WURNISHiww READ AND Til ALL NOTES an THIS INGTHE DRAWING! REF GE WHALER wrlNp�tTANTw>.FURNISH THIS DRAWING TO ALL CONTRACTORS SUDTHINSTALLERS, 83294PE Trusses require extreme core in fabricating, handling,shipping,installing and bracing. Refer to and n DATE 10/01/14 follow the latest edition of BCSI (Building Component Safety Information,by TPI and SBCA) for safety practices prior to performing these functions, Installers shall provide temporary bracing per BCSI, 7—'-- — --'-- Unless noted otherwise,top chord shall have property attached structural sheathing and bottom chor' DRWG GABRST101014 ,w shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs _____,___ /_FL____i I� shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to each face 11/18/2016 //I �I I �_IIS\ I i , of truss and position as shown above and on the Joint Details, unless noted otherwise, �p��± /v'-' Illi \VVI i Refer to drawings 160A-Z for standard plate positions. 11/y �,y�@ON AN ITW COMPANY Alpine, a division of ITV Building Components Group Inc.shalt not be responsible for any deviation from /I O/ 1 V L•i this drawing, any failure to build the truss in conformance with ANSI/TPI 1,or for handling,shipping, �j_ /�lr1{r$fl04 t� MAX. TOT. LD. 60 PSF installation&bracing of trusseA Y engineerlon this ing responsibility solelyor ver forpthhee design shown. Tthis he suitability acceptance this drawing al *sell Ta 'e'. 13389 Lakefront Drive for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec.2. Earth City,MO 63045 For more Information see this Job's general notes page and these web sltesi Renewal 6/30/2018 MAX, SPACING ALPINES www.alpineitw.comi TPI,www.tpinst,orgl SKIN,www.sbcindustry.org,ICC, www.iccsafe.org Gable il)e 7, a1i For Let—in Verticals Gable Truss Plate Sizes Abou Sym.t © Refer to appropriate Alpine gable detail for minimum plate sizes for vertical studs. ()Refer to Engineered truss design for peak, splice, web, and heel plates. ' ' 4111 ®If gable vertical plates overlap, use a single plate that covers the total area of *4%. ` the overlapped plates to span the web. 5 i Gable ry , Vertical ' Example ///, 2X4 © © Length ' typ. 2X4 d 2X8 "T" Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member © , © v Toe-nail - Or - q End-nail OTo convert from 'V 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 10d Common (0.148'x 3.°,min) Nails at 4' o.c. plus length Is 14' from top to bottom chord, (4) nails in the top and bottom chords. "T" reinforcing member material must match size, Rigid Sheathing Toenailed Nails specie, and grade of the "L' reinforcing member. X' 10d Common (0,148'x3',min) Toenails at 4' o.c., plus Web Length Increase w/ "T" Brace 4 Nail X h (4) toenails in the top and bottom chords. "T" Reinf, 'T' .T. This detail to be used with the appropriate Alpine gable detail for ASCE Mbr. Size Increase Reinforcing . , wind load. Member 2x4 30 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 TrusGable s Spaced At ASCE 7-10 Gable Detail Drawings Gable Vertical = 24'o.c, SP #3 4' o.c. A11515ENC101O14, A12015ENC101014, A14015ENC101014, AI6015ENC101014, 'T' Reinforcing Member Size = 2x4 A18015ENC101014, A20015ENCI01014, A20015END101014, A20015PED101014, "T" Brace Increase (From Above) = 30% = 1,30 A11530ENC101014, A12030ENC101014, A14030ENC1D1014, A16030ENC101014, (1) 2x4 "L' Brace Length = 8' 7' A18030ENC101014, A20030ENC101014, A20030END101014, A20030PED1010I4 Maximum 'T" Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' See appropriate Alpine gable detail for maximum unreinforced gable vertical length. 4 Nalls X L( Ceiling �`� O pROIr�-ss cr VV6_0.— � .� �Oti wc'ARNING1ww READ AND FOLLOW ALL NOTES ON THIS DRAWINIII $g.29�E wwlIVORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 9 REF LET—IN VERT Trusses require extreme care in fabricating,handling, shipping,installing and bracing. Refer to and -- — — follow -the latest edition of BCSI (Building Component Safety Information,by TPI and SBCA> for safety DATE 10/01/14 . -- 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 ,s shall have a properly attachedrigid ceiling. Locations shown for permanent lateral restraint of webs 11/18/2016 DRWG GBLLETIN1014 ,.tr„ /"�I, 0-L� ll i i shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face ------— — —-- -- / L ) \\ nil f truss and position as Mown above and on the Joint Details,unless noted ath¢rwis¢. OREGON V I Refer to drawings 160A-Z for standard plate positions. 13 4eO6/�Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from AN ITW COMPANY04 C this drawing,any failure to build the truss in conformance with ANSI/TPl 1,or for handling, shipping, 4-n &'14,2p MAX, TOT, LD. 60 PSF installation 6 bracing of trusse V t A seal on-this drawing or cover page listing this drawing,indicates acceptance of professional sell Tan w- engineering responsibility solely for the design shown. The sultabtity and use of this drawing I BUR, FAC, ANY 13389 Lakefront Drivefor any structure Is-the responsfwBity 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 Renewal 8130/2018 MAX. SPACING 24.0" ALPINE,www.alpineitw.comi TPL www.tpinst.orgi SBCAi www.sbcindustry.orgi ICD www.lccsafe.org Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or: 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 'L' Brace 4 (1) 2x4 "L' Brace e (2) 2x4 "L' Brace ** (1) 2x6 'V Brace e (2) 2x6 'L" Brace ** Bracing Group Species and Grades: Gable Vertical No S acro 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: Spruce-Pine-Fir Hem-Fir #1 / #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7" 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' _ #1 / #2 Standard #2 Stud #3 4' 4' 7' 2" 7' 8' 9' 1' 9' S" 10' 10' 11' 4' 14' 0' 14' 0" 14' 0' 14' 0' #3 Stud #3 Standard O r Stud 4' 4' 7' 2' 6' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4" 14' 0' 14' 0' 14' 0' 14' 0' HF- Standard 4' 4' 6' 7' 8' 2' 8' 9' 10' 10' 11' 4" 12' 10' 13' 9' 14' 0" 14' 0" Douglas Fir-Larch Southern Plne*#* 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 Stud stud S #2 4' 7" 7' 10` 8' 1" 9' 3' 9' 7" 11' 0' 11' S' 14' 0' 14' 0" 14' 0" 14' 0' Standard Standard #3 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11" 11' 4" 13' 6' 14' 0" 14' 0' 14' 0 CuDFL Stud 4' 6' 6' 6' 6' 11' 8' 7" 9' 2" 10' 11" 11' 4° 13' 6' 14' 0" 14' 0' 14' 0' d Standard 4' 4' 5' 9' 6' 1" 7' 7' 8' 2" 10' 4' 11' 1" 11' 11" 12' 10' 14' 0° 14' 0' Group B: U F #1 / #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7" 13' 1" 14' 0' 14' 0' 14' 0' 14' 0' Hem-Fir -{..> _ #3 5' 0" 8' 10' 9' 3" 10' 5° 10' 10" 12' 5" 12' 11" 14' 0' 14' 0" 14' 0" 14' 0" #1 E Btr #1 L. 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' a) - Standard 5' 0' 7' 6" 8' 0" 10' 1' 10' 9' 12' 50 12' 11" 14' 0" 14' 0" 14' 0' 14' 0' Dou.las Fir-Larch Southern Plne*ew #1 5' 6' 9' 1' 9' 5° 10' 8' 11' 1" 12' 8" 13' 2" 14' 0' 14' 0" 14' 0" 14' 0' L1111111=1111111 #1 — > 5 D #2 5' 3' 8' 11' 9' 3' 10' 7" 11' 0' 12' 7" 13' 1' 14' 0' 14' 0" 14' 0" 14' 0' IIIIIIIIIIIIIIIIII #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). , 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' *w*For 1x4 So, Pine use only Industrial 55 or Standard 5' 0' 7' 0' 7' 5" 9' 4" 10' 0" 12' 5' 12' 11' 14' 0' 14' 0" 14' 0" 14' 0' Industrial 45 Stress-Rated Boards, Group B O #1 / #2 5' 9' 9' 10' 10' 2" 11' 7' 12' 1' 12' 7" 14' 0° 14' 0' 14' 0" 14' 0' 14' 0" values may be used with these grades. d - SPF F #3 5' 6' 9' 8' 10' 1' 11' 6' 11' 11' 13' 8" 14' 0' 14' 0' 14' 0" 14' 0" 14' 0' Gable Truss Detail Notes: LD U Stud 5' 6' 9' 8" 10' 1' 11' 6' 11' 11' 13' B" 14' 0" 14' 0' 14' 0" 14' 0' 14' 0' Wind Load deflection criterion is L/240, O r 1 Standard 5' 6' 8' B" 9' 3" 11' 6' 11' 11° 13' 8" 14' 0" 14' 0' 14' 0' 14' 0' 14' 0' Provide uplift connections for 70 plf over x S #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. 5 r—I DFL Stud 5' 8' 9' 2" 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 14' 0" 14' 0' 14' 0' Standard 5' 6" 8' 1' 8' 7" 10' 9' 11' 6' 13' 8' 14' 0" 14' 0' 14' 0" 14' 0" 14' 0" ------ -- ------------- --- --- ---------- — ---------------- ----------- - Symm c-- Attach 'L' braces with 10d (0.128"x3.0' min) nails. About I L able Truss � i) y�,� I . NE For (1) 'L' brace' space nails at 2' 0.0, in 18' end zones and 4' o.c, between zones. Diagonal brace options al )01(For (2) 'L' braces: space nails at 3' o.c. In 18' end zones and 6' o.c, between zones. vertical length may be doubled when diagonal 18' j� 'L' bracing must be n minimum of 807. of web brace is used. Connect I r' 0 member length. diagonal brace for 385# "L" t— at each end. Max web Brace 4�'� Gable Vertical Plate Sizes total length Is 14'. ` L--------___, 31E SE r ' Vertical Length No Splice 2x4 DF-L #2 or Less than 4' 0' 1X4 or 2X3 better diagonal r '�" Greater than 4' 0', but 2X4 less than 11' 6' Vertical length shown brace, single 18" In table above, or double cut + 0 Greater than 11' 6' 3X 45' (as shown) at �1� L-�T�_l_ n © + Refer to common truss design for upper end. IIhI J Lj U -El 171 0 Q I 1 [ peak, splice, and heel plates. ,11 lit J/ / / / �Lontin)uo'us Bearing/ Q"04. , / Refer to the Building Designer for conditions Connect diagonal nt ��( not addressed by this detail. midpoint of vertical web. Refer to chart above For ra.,. `"'.r' -1T171.i wCa°nth. **WARNINGI*A READ AND FOLLOW ALL NOTES ON THIS DING THE //�w ' REF ASCE7-10-GAB12030 **II' ORTANTe FURNISH TI-OS DRAWING TO ALL CONTRACTORS INCLUDING TIE INSTALLERS. �V _ Trusses require extreme care in fabricating,handling,shipping,Installing and bracing. Refer to and �� LATE 10/01/14 follow the latest edition of DCSI (Building Component Safety Information,by TPI and S9CA)for safety ./" w practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. +M�" Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord DRWG A12030ENC101014 shall have a property attached rigid ceiling Locations shown For permanent lateral restraint of webs shall hove bracing Installed per BCSI sections 93, 87 or 910, as applicable. Apply plates to each face 11�18�2�16 Q )) I , of truss and position as shown above and on the Joint Details,unless noted otherwise. �� — I TM Refer to drawings 160A-2 for standard plate positions. /�R�/�oN AN ITW COMPANY Alpme,n division of tiw Bakding Components Group 1ev.shall not be responsible for any de vint,em from i/Jl'{ty}7+ this drawing,any£adore to build the truss In conformance with ANSI/TPI 1,or for handling, shipping, 13 1/ 11000/ tO e. C MAX, TGT, LD. 60 PSF installation99 bracing of trusses. �I 0 A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional LY 14,2� t engineering responsibility solely for the design shown. The suitability and use of this drawing a 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Secsst. egg Tr a Earth City,MO 63045 For more information see this job's general notes page and these web sites: MAX. SPACING 24,0' ALPINE, www.alpineltw.com,TPI,www.tpinst.orgi SBCA'www.sbcindustry.orgl ICC. www.lccsafe,org Ranathral 6130/1nlR THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - K2CAP) Top chord 2x4 HF #2 120 mph wind, 24.40 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. Deflection meets L/360 live and L/240 total load. Creep increase factor Wind loads and reactions based on MWFRS with additional C&C member for dead load is 1.50. design. Refer to DWG P8115101014 and/or P6160101014 for piggyback details. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Brace top chord of support truss with 2X4 purlins spaced 24'r o/c max. load applied per IRC-12 section 301.5. Align upper and lower trusses and support upper truss on the purlins. 4X5E A411111h1 10 3-4-4 0-0-4 2X4(D8R) 1.5X4 III 2X4(D8R) 0-D-4 22-6-14 Pr 4-0-0-1+I----------4-0-0 he 8-0-0 Over 2 Supports >1 R=88 PLF U=6 PLF W=8-0-0 RL=7/-7 PLF ��sO PROpSS Design Crit: IRC2012/TPI-2007(STD) •-• PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.0i-b tioiNep Qt. OR/-/1/-/-/R/- Scale =.75"/Ft. Truss Components of Oregon (503)357-1118 X11"Hum Aim rows ALL MOILS ON Ixls uNANIIA! jy 83294PE - TC LL 25.0 PSF REF R7175- 84878 825 N 41h Ave,Cornelius OI297111 '•ispoRrxmM • FURNISH THIS ORMINO TO ALL COPACTORS INCLUDING THE INSTALLERS•n an Cr Trusses requires tantrums rt.rn in fahrinatin0, handling, shipping. Installing and bracing. Refer d follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior // C IL 7.0 PSF DATE 11/18/16 to pchordmshall ha these [Unctions. (ached ers structural pshe to optemporary tom chord der ails havenleps noted attachideo, top d chi snarl 11 have properly attached s tural ral restraint and bottom chord shall e a properly d per rigid telling. Locations shown fpr permanent lateral estr Yat of webs shall have ng installedtliper BGS! 11/18/2016 .0 DL 10.0 PSF DRW CAUSR7175 16323045 a• sections 83, 87 or B10, as applicable. Apply plates to each face or trussand positionasshown above and n All Lo)0 N IH the Joint Details. unless noted otherwise. Refer to drawings 160A-z far tandard plate positions. OREGON :C LL 0.0 PSF CA-ENG RTT/RTT 1 Alpine a diva of ITN Building Components Group Inc.shall not be responsible for any deviation from this drawing, anyfollure to build thtruss in conformance with1.or handling,ig,e ANSI/TPI For ntllishipping, AN ITWCOMPANY Installation 8 bracing of trusses. G `�r� 14,20"0 A TOT.LD. 42.0 PSF SEQN- 226419 A.pl on this drawing or cover p.q listing this drawing, Indicates soosptaros of professional.nglnesring S responsibility solely for the design shown. Ti,.suitability.rd use or Ohio drawing for.try structure I.the se"Tao`-- DUR.FAC. 1.15 FROM I KE 8351 Rotalla OrClt responsibility of the Building Designer per ANSI/1111 t Sec.2. Sacramento,CA 95828 for more information sea this,!a s occurs) page and t o arch s. Renewal 6/30/2018 SPACING 24.0° JREF— 1VVV7175Z06 ALPINE:www.alpineitw.com t TPI www tpirmt.org; NTCA:ww.sbclydustrY.com; ICC: www.lecsofe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - KCAP) Top chord 2x4 HF #2 120 mph wind, 24.40 ft mean hgt, ASCE 7-10, CLOSED bldg. Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind IC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. Truss designed to support 1-0-0 top chord outlookers and cladding load Wind loads and reactions based on MWFRS with additional C&C member not to exceed 3.00 PSF one face and 24.01' span opposite face. Top chord design. may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Do not notch in overhang or heel panel. bracing requirements. Refer to DWG P6115101014 and/or P6160101014 for piggyback details. Bottom chord checked for 10,00 psf non-concurrent bottom chord live Brace top chord of support truss with 2X4 purlins spaced 24" o/c max. load applied per IRC-12 section 301.5. Align upper and lower trusses and support upper truss on the purlins. Deflection meets L/360 live and L/240 total load. Creep increase 4X5s---- factor for dead load is 1.50. r I14 1.5X4 111 10 I 1•1 10 1.5X4111 3-4-4 14 2X4(D8R) ibik , 2X4(D8R)% � . . 1.5X41{{ . 1.5X4 ills_ 0-0-4 i i 111111111111111111411116 0-0-4 Pr 622-6-14 F' 4-0-0 ?I.c 4-0-0 1 8-0-0 Over 2 Supports R=91 PLF U=21 PLF W=8-0-0 RL=8/-8 PLF ¢ 0 PROpF s Design Crit: IRC2012/TPI-2007(STD) ff, 4 PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.'d (lfiV P�,n /• OR/—/1/—/—/R/— Scale =.75"/Ft. Truss Components of Oregon ((503))357-!118 a°W&RNIMGIaa RIAD AND FOLLOW ALL ROILS ON IHIS DRAWING! 41 1�TC LL 25.0 PSF REF R7175— 84877 825 N 4th Ave,Cornelius OR 97113 ..I��AM." FURNISH THIS DIVIDING TO ALL CONITU CTORS INCLUDING THE INSTALLERS. 83294PE Trnnse>require trema, re in fanrinating, handling, snipping, installing and hr0n;rg. Refer f and follow Q, r,,•- DL 7 r0 PSF DATE 11/18/16 the latest editionofBCS! (Building Component Safety Information, by TPI and WTCA) for safety prancices prior o performing these I„rs�tr ,a.. Installstructall provide temporary bracing per SCSI. Unless natedcotherwise, - top chord shalt have properly attached ural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations silvan for permanent lateral ecoon race of webs shall have bracing installed per BCSI :C DL 10.0 PSF DRW CAUSR7175 16323044 s 83, B]or 810, as applicable. Apply plates to each face or tri and position as shown above and on p Q, sections Oetaila, --:,-7;.-::77,::z;:: ::';:.::. draaing>,BOA-z for standard plate positib rs. E A h�O NBC LL 0.0 PSF CA—ENG RTT/RTT Alpine, a dl vision build thnenInc.shall not ba respond hag Por airy ippiation frpn GM1i> drawing, any retrad to boiltl tea trees conformance with ANSI/TPI ,, «r far handling, shipping, 13 4 C TOT.LD. 42.0 PSF SEQN— 226421 AN ITW CAMRANY installation s bracing of trusses. 4 10 &00*l on tn1s drawing or cover page listing this drawing, indicates acceptanoe of prof...lona!.ngln..ring reepons for 8351 Rouen Orale re.par.ieiiiq solely Sotia,""rig�D.'.g"Igrrrn�"p.r The suitability 1 S/io i and"of col.df�,np for aro structure I.the '6:1:81 /1: ,• OUR.FAC. 1.15 FROM 1 KE Sacrunego,CA95828 ren ward information tbrs job's genoral „o page and t web SPACING 24.0" JREF— 1VVV7175Z06 ALPINE;www.alpineltw.comtTPI sae ww.tpirt.org,srCA:www sbainaastry.com; ICCsw6/ ww .lccsafa.org Renewal 30/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO, -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - HR1) Top chord 2x6 HF #2 Special loads Bot chord 2x4 HF #2 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 1 plf at -1.50 to 1 plf at 4.12 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located TC- 91.07 lb Conc. Load at 2.77 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Wind loads and reactions based on MWFRS. Trusses to be spaced at 0.0" OC maximum. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4 +.12-10-40-6-6 • R=62 U=13 O73-0-10 0-7-8Prilli10-1-2,- -- , (Al)US 1- ---1-6-0-- Ic 4-1-7 Over 2 Supports R=35 U=7 W=6.278" EO PROP Design Crit: IRC2012/TPI-2007(STD) F,l FSs PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.84 0 ©6IV t eQ OR/-/1/-/-/RI- Scale =.75"/Ft. Truss Components on 503)357-2118 "WARNING!"Rl11DAND roma ALLNemsON INISDRNINGI Al !(r 'Q Z TC LL 25.0 PSF REF R7175— 84876 pen g ••I#NIRfANT•* FURNISH THIS DRAPING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. �((1 83294PE 9 825 N 4t11 Ave,Gemellus O 97113 ate.require �m r In Pahrirponen, Safety handling,Information, installing and hr for s.et Pe r and (prior �. DL 7.0 PSF DATE 11/18/16 the latest editionof rNCSIr(Building Component Se Pe ey Inrormeti on, by TPI antl'fr'CA) for safety practice.prior o p by these C-roperly. tacheInstaller.shall provide tempurnbo brae„p1 per al l have a properly rope Llyattached to horn calling. Lova properly shown forLpt ai rhea thitr ant ootweb chord ahan n a pinstal l d pathrtl :C DL 10.0 PSF DRW CAUSR7175 16323043 l ”. scii” "G orLoi a appl for e.permanent lateral restraint face rof truss a have bracing s installed per deo 11/18/2016 A 11 ,- [1 N E sections n B3, ai s, u10 as applicable. Apply plates t each r t tant position as tiro,above and on theAlr., Details, unless notal otherwise. tsPer to draInc.lngssha l not Poree email plata any deviation OREGON BC LL 0.0 PSF CA—ENG RTT/RTT Alpine, a y vision of ITIK build Building ng Components Group a With shalt not he respond boa for airy deviation from this eyn� drawing, any failure to f t tl ses truss in conformance nt th AN51/TPI 1, or for noodling, shipping, 0 O� = TOT.LD. 42.0 PSF SEQN— 2263 10 AN ITWCAMR4NY inatal Teti nn x braxies of trusses. 4 LY 14,2 A . hated on this drawing or cover pop.Ilstinp thin drawing, Indicates snoeptenoe of professional snglneeri o responsibility solely for the design eha.n. The suitability end a.of this drawing for.ny structure is the8351 Roam Circle 11 Ta raeponsibroity or the Building Designer per ANSI/TPI 1 Soo.2. $@ to DUR.FAC. 1.15 FROM IKE Sacramento,CA9ss2s For mo information iajob's general.e s pogo and those �L fALPINE:Mrx.alpiim,tv.comTPI ave xpinst.org: yTCA:avre.abclntluatryam, Icc ....iccaore.ors Renewal 6/30/2018 SPACING 0.0" JREF- 1VVV7175Z06 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - SJ1) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 111-11-10 R44 15 10 2-2-0 i 0-7-8 6 ►Z-O 3X5(B2)(R) III > --1-0-0 1-10-3 2"9 L1-11-4 Over 3 Supports R=178 W=5.5r' RL=40/-29 Ep PROF Design Crit: IRC2012/TPI-2007(STD) '9' SSS, PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01..4 ii c RV F� �Q OR/—/1/—/—/R/— Scale =.75"/Ft. Truss Components ofOre on 503 357-2118 wwWARNINGrw WAD AND LIILLa ALL NDILS ON IHts DRAINING! ((i '�TC LL 25.0 PSF REF R7175— 84875 p g .elNpoNTANT.. FURNISH THIS DRYING TO ALL CONTIUCTDRS INCLUDING THE INSTALLERS. ((f 83294PE 825 N 4th Ave,Cornelius OR 97 13 • n fabr i r at a Lt: Tresses requireextremeBCS ear i nn, Safety I ormation installing 171lind ap<,bracing. Refer r. and fallow ��,.-.. DL 7.0 PSF DATE 11/18/16 the latest etlltionofBCSlr(Building Component Safety Information, by TPI and gTCA) for safety practices prior w Vchord ha lLhasahave iprop properly Installers structural provide rend bo bt'tl[.ho per all Drrl epr ferny oWierattached 4111164, top chord ensu Loco properly nttacr w t nal al sheathing end bottom Chord shall nada a properly installed perr BC :C DL 10.0 PSF DRW CAUSR7175 16323042 rig a ns 83,g. or Btl, a shown rar Pers tulat 1 t or webs steel l nave bracing bo per d o 1I/18�2�lF ��0�� sections 03, 07 or 810 as applicable. App1Y plate.,to each race or truss and position as shown above end on the mint De il=, nnleas rated otherwise. Refer to drawings,fiDA_Z for standard Plata positions. BC LL 0.0 PSF CA—ENG RTT/RTT Alpine. a division of ITB Building Components Group Inc.shall not be responsible for any deviation from this OREGON drawing, any failure to bund the truss n conformance with ANSI/TPI ,,or for handling, shipping. 8� TOT.LD. 42.0 PSF SEQN— 226291 AN ITW CAMN4NY installation a bracing or vawsoe. 4 LY 14.'1 t0 A seal on this Creating or cover peps lining Ch1.drawing, Indicates.oeapisde of g ofesslelel engineering responsibility solely Tor the design shown. The eu,tabillty end,.e of Chis drawing for aro structure is the �8e 'ell Tan�. DUR.FAC, 1.15 FROM I KE 8351 Roma Circle responsibility or the Building Designer per ANSI/TPI ,Seca. Sacramento,CA 95828 Par more information his job's general t w page and t won SPACING 24.0" JREF— 1VVV7175Z06 ALPINE:www.olprrxitw.comCTPlsam..Wrist.nrg;BTCA:wm.sbclivlustry.uamsa, ICCswww,a safe.org Renewal 813012018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - EJ1) Top chord 2x4 HF #2 Special loads Bot chord 2x4 HF #2 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 68 plf at -1.00 to 68 plf at 1.85 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- From 5 plf at -1.00 to 5 plf at 0.00 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC BC- From 20 plf at 0.00 to 20 plf at 3.00 DL=6.0 psf. BC- 35.94 lb Conc. Load at 2.00 Wind loads and reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. �)� 411-11-10 1 R=47 U=6 10 2-2-0 I/ 0-7-8 ►• J a �_ 10_1-2 (-3-8 t ►�� 3X5(B2)(R) M L-1-0-0 >Lc 1-10-3 >L 1-1-13-3J I' 3-0-0 Over 3 Supports >1 R=199 U=7 W=5.5"• R=56 ��EO PROp Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.04 • 6W c F0 S�Q OR/-/1/-/-/R/- Scale =.75"/Ft. •.WARMINGI.. RAD AND FOLLOW ALL ROILS ON THIS CRANING! h 'l� Truss Components of Oregon 503 357-2118 „I ,, FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, w 83294PE 'r TC LL 25.0 PSF REF R7175- 84874 825N 4th Ave,Cornelius OR 97113 _ _ _ - r erni n ng fn.-ire-ring. Safety I shipping, Toning and bran safety Rarer T and follow /r DL 7.0 PSF DATE 11/18/16 n est edition ao irBCSlraBuildi Component Safety Information, by TPI and MTCA) for sa feiy practices prior the a (Building lore y to performing ha l have Ipropirly attached structural mall pruvida ng and tom choingrd Per all havea pr perlynuLed attached top chord ball have properly atnor pe structural sbeata,ng and boii m chortl shalt have a properly attached rigid ceiling. Locations shown Tor permanent lateral restraint of webs shall have bracing installed per BCSI C DL 10.0 PSF DRW CAUSR7175 16323041 sections B3, Bi or B10, as applicable. Apply plates to ei g face or truss antl pospl a as''''"e'''ve arW an 11/18/2016 ,4 n �1�h f H tAl Alpine, Ddivisi nnfeIT tad ang Co•pon Rarar to Inc.shall ,BBo_Z epr responsible Plata any deion iati BC LL 0.0 PSF CA-ENG RTT/RTT ' 1E--,_r'-' ' V al Pina,a division or ITw Building Components Group Inc.span not a resPonslble for am aaa�acion from this OREGON drawing, any failure to d the i nam conformance with ANS.TPI ,, or for handling, shipping. "iii. 14r2oe ..5. TOT.LD. 42.0 PSF SEQN- 226293 AN ITV,/COMPANY !natal lotion&bracing of trusses. A.NI on tms drawing or seer page flirting the.drawing, Iwld teeuse of this oe of ter sh.a.I enginestructure 4�$ n DUR.FAC. 1.15 FROM 1 KE responsibility.ot.Iy Bforuilding the Mesig shown. The IITPIsuitability and use or this drawing tOP shy svuptdr.I.the If Ta 8351 Rovana Circle r..pplwl.11 Ity or the Runding D..IIT.r par NASIITPI 1 s.e,z. Sacraaaeno,CA95828 nor Mare information see this,ein Spheral cloths padd and t wrb SPACING 24.0" JREF- 1VW7175Z06 ALPINE:wow.elpineicy.coin: TP1:woww.tpine .org; RTCA:WWII tl .sbcirustry,'Ghost ICCs'w.w.iocaofe..or9 Renewal 6/30/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - X) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6,0 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional CAC member load applied per IRC-12 section 301.5. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Right end vertical not exposed to wind pressure. for dead load is 1.50. I 1.5X4 M 101441 3-1-1 3X5(B2)(R) III V 0-7-8 PI i a 11 0-3-8 10-1-2 ___c__ 10,--- -is1.5X4 III L-1-o-o- 2-8_4 M; 3-0-0 Over 2 Supports >i R=213 W=5.5" R=122 U=15 RL=55/-35 Design Crit: I RC2012/TPI-2007(STD) �G�+EU P��FFS's PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01..0 i A aMY '. OR/-/1/-/-/R/- Scale =.75"/Ft. Truss Com ents of Oregon (503 57-2118 e•WARNINGIe• 'tutu AND rata ALL Mulls ON IHIs Mel �'i TC LL 25.0 PSF ppbR ..II i ...IMPORTANT.. FURNISH THIS MOUND TO ALL CONTRACTORS INCLUDING m INSTALLERS, 83294PE pREF R7175- 84873 825 N 471 Ave,Gemellus O 97113 Trpaeoe rerlo 1 raw a.Ba. r in robe i rat shipping, installing i I 1 4 �y.e"" n, handling, or i h n"bracing. Rotor f and Follow DL 7.0 PSF DATE 11/18/16 the latest ng then ofuBCSI nctio B. Instding Clers shall Safety Information, by TPI e d R'TCSIA) for aesety prectiher prior w per-terming aha lAnse rproperly ttachedi structural psheathrwvide ng and tom c o per all h ven pr noted otherwise, _ top chord shall have properly attached st ural rhea thong and bottom chord shall have a properly attached rigid ceiling, Locations shown for Permanent lateral restraint of webs shall nava bracing installed per Bcsl 11/18/2016 CDL 10.0 PSF DRW CAUSR7175 16323040 B3, 87 or 1110, es applicable. Apply plates to each face or truss and position as shown above end on A^n L( U Isectionshnt Daiaila, bola>a noiatl aiAar.aan Rarer ie d,::-:::,:7„::%:°:.::::71°,:r7.::%:::::::..csOREGON BC LL 0,0 PSF CA—ENG RTT/RTT IL—, Alpine a Civision of I7N Building Components Group . from fhis '1'0'14,206 w- drawing'. any failure to build the t uss onformarce wl h ANSI/TPI 1,or for handling, shipping. .rCY 14>ao°� 0 TOT.LD. 42.0 PSF SEQN— 226289 AN ITW COMI24NY Installation A bracing of trusses. A seal on this drawing or cover page listing this drawing, indicate*eooeptaroe or proraawlonal engineering S responsibility solely for tree dawlon*hewn. The suitability and Ise of this drawing Ter aro structure i.the S l� Tan DUR.FAC. 1.15 FROM 1 KE 8351 Roam Circle rawpolssibillty of the Building D.wlglssr per ANSI/TPI ,Sc.2. Sacramento,CA 95828 par more information sea aw [otYs w iaj job's general notes pogo and t web Renewal 6130/2018 SPACING 24.0" JREF- 1VVV7175Z06 ALPINE: w .al pi iter TPI:waw.pi ,erg; NiCA: ww.abc I nduetry.uom, ICC: wee.i ccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - K2) Top chord 2x4 HF #2 :T2, T4 2x8 DF-L SS: 120 mph wind, 16.66 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x12 DF-L #1&Bet. :B2 2x4 HF #2: anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud :W3, W9 2x6 HF #2: DL=6.0 psf. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Collar-tie braced with continuous lateral bracing at 24" OC. or rigid ceiling. Attic room loading from 9-3-0 to 27-3-0: Live Load: 40 PSF. Dead load: 1 PSF Ceiling: 10 PSF, Kneewalls: 3 PSF Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 6X8(R) III 1.5X4111 6X8(R) hi = A117..11111163:3_ -r3X3 107 Adlii111111 -i 10 B2 3x7- 1.5X4111 T2 L 3X12 III 1.5X4 MI 8x8 3x12 111 SxB� 12-6-0 4id - 7-9-0 Ww I. 1 18-0-0 0-7-8 .Aiks, 0-8-12 .. �� 10.1.2 _ 4X8(A8R) 1.5X4 111 1012- H1010- 1012- 1.5X4 111 4X8(A8R) Fc 5-0-4 ,I_ 4-0-0 ,I< 5-2-12 _h_ 4-0-0 __ 4-0-0 _l, 5-2-12 I� 4-0-0 >L 4-10-12 5-0-4 4-0-0 18-5-8 4-0-0 I` 4-10-12 Fc 14-3-0 _ —I- 8-0-0 -I- -1— I_ 14-1-8 10-7-7 I' 9-4-9 �f 5-10-9 h 10-5-15 ad r' 36-4-8 Over 2 Supports >{ R=2561 W=5.5" R=2567 W=4" RL=212/-211 � Eo PROp Design Crit: IRC2012/TPI-2007(STD) �G *cot. PLT TYP. 20 Gauge HS,Wave •a>wa+IMCI•• SLAM MO FOLLOW AFT/RT2%(0LL TOILS ON IHIS �%)/4(0) 16.01 .#* /.QE�/11"II) OR/ TCRLL/1/ 25.0 PSF REF Scale R7175 84872 Truss Components ofrel on 003)357-2118 "IMPORTANT*. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TIE INSTALLERS. 825 N 4th Ave,Cornelius O 97113 ' Ar' — T es require extreme re in ng Component Safety I. shippormating.on, by TPIi installing and bracing.fr ity p to and follow i DL 7.0 PSF DATE 11/18/16 the latest edition ofSCSI (Building Component Se Pe[y Information, by TPI and RICA) for safety practices prior L.performing'these runcLi rise tInstallerr Installers shall hall provide temporary bracin)per BCSI. Unlessnomad otherwise, top chord hall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanentlateral restraint of webs shall have bracing Installed per BCSI :C DL 10.0 PSF DRW CAUSR7175 16323039 T. sections 03, 07 o B10, as applicable. Apply plates toeachface or truss and positron as shown above aro n 11/18/2016 (I obi]^ I tho.dint e.tai la. ansa>a i,otad Qt.-c—o a. BaPer tp drawings,6OA-ZPpr sta„aartl plata ppaitiana. OREGON BC LL 0.0 PSF CA-ENG RTT/RTT f=1'I �— ' �1 Alpin•, a division of ITN Bui lh t truss inacon Group Imo, shall rpt or for lbre for a ty deviation from this drawing, any L brace to child the trpaa.n conformance etch ANSI/TPI ,, or for noodling, shipping, �4 '?/ Qo TOT.LD. 42.0 PSF SEQN- 226338 AN IT'WrAMR4NV irntallatlon L bracing or trusser, lY 14,20 A...i on this droving or cover page I l.ting this drawing, indict.*000.pterlee of pr.lhwi.Ni.nginwrIllg r" ofl'ely*Mg Ik I Ithe design shown. The dling Designer per ANSI/Tuisuitability and r of tils drawing for any structure 1s se eae if Tan DUR.FAC. 1.15 FROM I KE 8351 Rovana Circle responsibility Sacramento,CA 95828 (or more information is job's gpnorat notes pogo and t wpb ALPINE.,www,alpineitw,comtTP1i waw.tpir tt.org, N ', .w TCAw.sbcio m o.try.ao : ICC'iw .iccsara.org Renewal 6/30/2018 SPACING 24.0" JREF- 1VVV7175Z06 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - K1) Top chord 2x4 HF #2 :T2, T4 2x8 DF-L SS: 120 mph wind, 16.24 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x12 DF-L #1&Bet. :B2 2x4 HF #2: anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud :W3, W9 2x6 HF #2: DL=6.0 psf. In lieu of structural panels use purlins to brace all flat TC w 24" OC. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Collar-tie braced with continuous lateral bracing at 24" OC. or rigid ceiling. Attic room loading from 9-3-0 to 27-3-0: Live Load: 40 PSF. Dead Load: 1 PSF Ceiling: 10 PSF, Kneewalls: 3 PSF Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 6X8(R) III 1.5X4 ID 6X8(R) II 8 3X3- dIIIIIIL 3X3 a 3X12 III 3X12 III T2 62 3X7= 1,5X4 In 74 1.5X4 111 8X8:414•101:::::1114110:11/1111111111111111111111 X8% 8X8 12-6-0 10 .1 W3 7-9-0 W9 " 7 10 18-0-0 0-7-80-7-8 I_ ,O#/#/#: ": :'''%'''''''s., 1n 4•� 10-1-2 1.5X4 III 1012- H1010- 1012 1.5X4 111 4X8(A8R) 4X8(A8R) 1-0-0 1-0-0 ...- kk 5-0-4 )14 4-0-0 )14 5-2-12 ,I., 4-0-0 I, 4-0-0 _I, 5-2-12 )1_ 4-0-0 ,I4 5-0-4 >i 5-0-4 4-0-0 18-5-8 4-0-0 5-0-4 14-3-0 _ —I. 8-0-0 _ I— 14-3-0 10-7-7 YI 9-4-9 -I 5-10-9 -I ` 10-7-7 E-= 36-6-0 Over 2 Supports >I R=2643 W=5.5" R=2643 W=5.5" RL=240/-240 Design Crit: IRC2012/TPI-2007(STD) �GNE�PROFFS� TPruss T s Components of Oregon IT. 20 Gauge FT/RT=2%(0%)G! (0) 16.01.0* 4. 94PE1C �l. Q� TC OR/-/1/ 25 0/PSF REF Scale R7175 84871 Components Ye111RNlNGIea N[AD AND FOLLOW ALL ROILS ON IRIS DRAWING! 825 N 4th Ave,Cornelius O 97113 **IMPORTANT", FURNISH THIS DRilNG TO ALL CONTRACTORS INCLUDING THE INSTALLERS. T us . srequire ears,.care in fahrinnt nghandling, nhippi nil, ,, rdl ..n . Refer to and follow iT. - the latest edition of BCSI (Building Component Safety Information, by TPI end WTCA) .et Ilinfl and hrnor safety prates prior .+� DL 7.0 PSF DATE 11/18/16 e performing ha trims 1prroperls attached Insheelers churl provide gess-nbo bracing per all have leprnotedoperly attOdliihk ached to rigid shale neva properly a tathpe permanent sheathing and buttem chord shall brae a properly attached SC ;C DL 1 0.0 PSF sett, ee 8,rg. or 8a.shown r lpatesr restraint or or to shall have bracing ataRed per SCSI 11/18/2016 _DRW CAUSR7175 16323038 � sections 63,B7 or 810, as applicable. Apply plates to each face of truss and position as strove,above and o ALPO ^ I the Taint Details, unless notedotherwise. Referto drawings 160A_Z for standardplate positions. BC LL 0.0 PSF CA—ENG RTT/RTT f=1 �—' ' V Alpine, a division of ITR Building Components Group Inc. shall not be responsible for any deviation from this OREGON draairg, any failure to build the tread in,rnnfere,nre with ANSI/TPI 1,or for handling, ahipplrrg, 1 ''lV14,2 00% eAN ITWTOT.LD. 42.0 PSF SEQN— 226335 COMPANY ir.atai L4-4,4,4.A hraoiag or traaaoa. 4 • A Mai on this drawing or cover peg.listing this droving, Indicats..ee.pt.pw of professional engineering ror The 8351 Rowans Circle responsibility responsibility oar solely a Building V. design shown. �ANSI/TSI .ere t.e of this drawing for.ry structure I.w eaelt Tar 6.t DUR,FAC. 1.15 FROM I KE Saerxnento,CA 95828 Ter more information Soo this job's general notes page. e Ram ALPINE:saw..pineitv.com; TPI:vew.tpinet.org;NTCA:sww.obcindusiry.com, ICCs WOW.Iccsofe.org Renewal 613012018 SPACING 24.0" JREF- 1 VVV7 1 75Z06 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - K) Top chord 2x4 HF #2 :T2 2x6 HF #2: Negative reaction(s) of -223# MAX. (See below) from a non-wind load Bot chord 2x12 DF-L #2 case requires uplift connection. Webs 2x4 HF Std/Stud :W2, W3, W4, W5 2x4 HF #2: 120 mph wind, 16.24 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Wind loads and reactions based on MWFRS with additional C&C member anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC design. DL=6.0 psf. In lieu of structural panels use purlins to brace all flat TC w 24" OC. 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 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load chord must not be cut or notched. applied per IRC-12 section 301.5. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Deflection meets L/360 live and L/240 total load. Creep increase factor bracing requirements. for dead load is 1.50. • (a) Continuous lateral restraint equally spaced on member. • 6X6= 4X5= 3X7= :: T 3X5/ 3X5p + 3XSp� W3 10 r loppl 3X5Gj 12-6-0 10 (a) Ai 11111141 ___Alli 0_7_8 0-7-8 �2 ��� 10-1-2 T 'err 4X5(A1)= I 3X7= 3X3 III 1012— 2X4 III 4X5(A1)= H0312= 11 '1 I1 'I 1-6-13 ra 7-2-0 7-1-0 13-7-0 7-1-3 ,I_ (` 13-7-0 �I. 8-8-0 I 7-2-0 s 7-1-0 1-044E1-4 1-6-13 1_ 6-7-6 ..,,1___L_ 5-10-12 _I. 6-5-3 _I, ,1_ 14-3-0 _1 1 36-6-0 Over 2 Supports R=379/-32 PLF U=33 PLF W=6-11-8 R=1767 U=94 W=5.5" RL=39/-39 PLF Note: All Plates Are 1 .5X4 Except AsShown.esign Crit: IRC2012/TPI-2007(STD) .<Ote PROF'. PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 16.01.5 1 , G N E. t) OR/-/1/-/-/R/- Scale =.1667"/Ft. Truss Components of Oregon (503)357-2118 "WARNING I"Rano AND rata ALL NI/itsDR lts on Ams AWING! 83294PE TC LL 25.0 PSF REF R7175— 84870 rr 825 N 4111 Ave,Cornelius OR 97113 **IMPORTANT*. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme eme are in fabricatng, handling, nrrippirpl Installing and bracing. Refer t and rnllnw � 1 L 7.0 PSF DATE 11/18/16 the latest edition ofBCSI (Building Compose t Safety Information by TPI and RCA) for s a safety practices pr,or r w p..,-,,—,clew I'uncL urs. Inetallers ell provide temporary brnvirgl per BI:SI. Unlessnu Ledotherwise. /a top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached :Ta DL 10.0 PSF DRW CAUSR7175 16323048 rigid ceiling. Locations shown for permanent lateral a lateral restraint of webs shall have bracing installed per BCSD 11/18/2016 Ts sections B3. B7 or B10, as applicable. Apply plates to 8801 race of true and position as shaman above and on LAI I I ' tra Jol nc Details, unl8ss rwced otherwise. Refer to.,--:::,:5°:7,7.:0:.:=71p1,::-.:;%::::.. rawings 160A-2 eof standarU plate poli cions. tJ I r-- Alpine a di�ielan of ITN Iding�apanenta Grasp 1 s°ai I r:t 1 aepanslbla far am daaiatlan from thi> OREGON BC LL 0.0 PSF CA—ENG RTT/RTT drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, W�LY 14 ZOt� 0 /- TOT.LD. 42.0 PSF SEQN- 226381 AN ITW C.OMPANY installation a bracing or trusses. A.rl on till.dresIng or miser page Ii.tl,tg this drawing, indicat...oceptence of professional engineeringS1 reeponsim llty solely for the design Mown. Te sultablllty and res of this drawing far any structure le the 8 ell Tao`. DUR.FAC, 1.15 FROM I KE 8351 Rovare(5rwn• Circle r•epoiblllty of the Building Deolgr per ANSI/TPI 7 Sea.2. Q Sacramento,CA SSSzs For Tera Inrarma nens a this job's general notes pages and° s web Renewal 6/30/2018 SPACING 24.0" JREF- 1VVV7175Z06 ALPINE whw.alpiisito.com TPI q www.tpinst.org;WTCA:www.sbcirustry.com; ICC www.iccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - J4) Top chord 2x4 HF #2 120 mph wind, 15.83 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. Truss designed to support 1-0-0 top chord outlookers and cladding load Wind loads and reactions based on MWFRS with additional C&C member not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord design. may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of Right end vertical not exposed to wind pressure. notches. Do not notch in overhang or heel panel. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Bottom chord checked for 10.00 psf non-concurrent bottom chord live bracing requirements. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. • 11 7-3-1 10 i i 0-7-8 i,i i i I i i 1 , 12-6-2 3X5(82)(R) III 41-6-0PJ 7-7-122 ..E--7-11-8 Over Continuous Support--e" R=114 PLF U=32 PLF W=7-11-8 RL=44/-10 PLF Note: All Plates Are 1 .5X4 Except As Shown.Design Crit: IRC2012/TPI-2007(STD) PROF 4" 'at, PLT TYP. Wave FT/RT=296(0%)/4(0) �GO OR/-/1/-/-/R/- Scale =.34"/Ft. Truss Com ents ofOfe on 503 357-_118 **WARNINGIag HeAu AAb rudON ALL wafts ow MISmowTC LL 25.0 PSF eon ) ♦ ..INPORTNNT" FURNISH THIS dUt83294PE ING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. /y� REF R7175— 84869 825N 4th Ave,Cornelius O 97113 ream r mw afro i nn n! snipping,pp;r U. I nstal I i nA and n ar ns. Refar to And fo I I nw iL Trusses Ira w n(Building handling, TPI and WTCA)r for safes the latest 1gitrai,oruncLions. (Inst Clers shall safety Ie Lematren, by y practices rse, L 7.0 PSF DATE 11/18/16 u pnrfurmr try thnae i"ura.l rn. Installers p,nviJn tlxx+r-ary bracing per BCSInavUnles nna�wi uC!<rrrse, cop chord shall have properly attached structural sheathing and bottom chord shall e a properly attached O L rigid ceiling. Locations shownfor permanentlateral restraint ofombs shall have bracing stalled per BC51 11/18/2016 C DL 10.0 PSF DRW CAUSR7175 16323037 • f, \ .. s 83, 87 or 810, as applicable. Apply plates to each race or true and position as drown above and o I�1�l� ' sections Oetai ls;�nnnlasa noted otnerxi awes Refer io draxings,60A-Z far standard plate posies ons. r n OREGON BC LL 0.0 PSF CA-ENG RTT/RTT/1� J--f ' \V' Al pifn a tliv of ITR Dulltlln@ Compo pants Graup lnc. snell trot be resporrslble for airy Oevlatian f po this drawing, any failure to build thetrues In conformance xltn ANSI/TPI ,, ar fpr panels„g, shipping, 44y142O 0 TOT.LD. 42.0 PSF SEQN- 226408 AN ITW COMPANY ;nzstaliati on a brad v ng or amsus aaa. . A aeal on this drawing or cover ph o lining till.drawing, Indiest.aao.ptaha.of proda.010nel engineering 4iiS responsibility impiety for the design sheen. The suitability and rof this driveling for any structure Is the/ aS�'�gran DUR.FAC. 1.15 FROM 1 KE 8351 Rovana Orcie responsibility or the Building Designer per ANSI/TPI 1 Sec.2. P Sacramento,CA 95828 tar more r ran enotes this ys generaland peg°and t web, SPACING 24.0” JREF— 1VVV7175Z06 ALPINE:ww.alpinerto.comLTPI gnaw.pi .ary:Nwba TCA:ww .scifuetry.com, ICC:wwm.iccsofe.org Renewal 8/30/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - J3) Top chord 2x4 HF #2 120 mph wind, 15.67 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud :W3, M6 2x4 HF #2: DL=6.0 psf. Truss designed to support 1-0-0 top chord outlookers and cladding load Wind loads and reactions based on MWFRS with additional C&C member not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord design. may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of Right end vertical not exposed to wind pressure. notches. Do not notch in overhang or heel panel. See DWGS S12030ENC100815 & GBLLETIN1014 for gable wind bracing (a) Continuous lateral restraint equally spaced on member. requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 1.50. 10 9-8-1 411111. — lr_:RRRR��:III �� 400-1-2 i 3X5= 3„12 3"12 9-2-8 3t,1 i. 8-5-14 31712 I,c--9-10-0 Over Continuous Support-H R=103 PLF U=17 PLF W=9-10-0 RL=31/-6 PLF Note: All Plates Are 1 .5X4 Except As Shown. gE0 PROF Design Crit: IRC2012/TPI-2007(STD) Q SS PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.04 R d J ' OR/-/1/-/-/R/- Scale =.275"'/Ft. Truss Comppoonneents of Oregon (503)357-1118 ""MIWIMGI""RLAD AND PILLOW ALL ROILS ON THIS NUKING! 4/ '7' a TC LL 25.0 PSF REF R7175— 84868 825N4th Ave,Cornelius OR97113 ".IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLINING TIE INSTALLERS.n ((/ 83294PE 9 Trusses redbird extrema an in fabricating. handling, shipping, installing an,bracing. Rarer f. and roll.". t8 �,,.- DL 7.0 PSF DATE 11/18/16 the latest edition ofrSCSI r(Building Component Safety Information, byTPIrid WTCA) for safety practices prior u per,,,,—,.these wuctions. Instellers.hell p"ou"ch fnmpors Y Ore._,.per BRSI. Unit,...Lo.vthermi.e t Cop chord shall have properly a ached structural sheathing and bottom chord shall have a properly attached :C DL 10.0 PSF DRW CAUSR7175 16323036 rigid ceiling. Locations shown Tor permanent lateral restraint of weshall have bracing installed per BCSI 11/18/2016 A sections B3. 87 or B1o. as applicable. Apply plates to each face or trussand position as shown dhow and on A E 1�1�II l� ' the Joint Details, unless noted otherwise. Refer to drawings leoo_z Terstandard plate positions. OREGON BC LL 0.0 PSF CA—ENG RTT/RTT ^/„ Jr�) ' \�I' Alpine a dlvis of I711 Building Components croup Inc.shall not be responsible for any deviation from this .l. drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling. shipping. IP 1111 O.A i TOT.LD. 42.0 PSF SEQN— 226406 AN ITWC:oMP4NY installation a bracing of trusses. 4 LY 2 V' A eee N,,this drawing Or eev.r bade listing this sroelrp, InRineta.acceptance of professional.ngiin rirp 14, n responsibility ty solely For Building�n suitabilityANSIfP .m ue or this drawing The.ref etfr�wre is the 38e II„Ta,•"' DUR.FAC. 1.15 FROM IKE ,. 8351 Ramp Circle r.. _ r Sacramento,CA 95828 rbc more information his Job'.general ^e os page and t SPACING 24.0" JREF— 1VVV7175Z06 ALPINE:www.alpineitw.com�TPI,"www.tPinst.org:NTCA:sww.sbcindustry.com, ICC:swww.i sofe.org Renewal 6/30/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - J2) Top chord 2x4 HF #2 120 mph wind, 17.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. Truss designed to support 1-0-0 top chord outlookers and cladding load Wind loads and reactions based on MWFRS with additional C&C member not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord design. may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of Right end vertical not exposed to wind pressure. notches. Do not notch in overhang or heel panel. See DWGS S12030ENC100815 & GBLLETIN1014 for gable wind bracing Bottom chord checked for 10.00 psf non-concurrent bottom chord live requirements. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 1 10 7-4-1 3X5 I' 11liii 1-7-12 N 4. ■ I 'li .412-6-2 / lir 3X5E 3"12 3"12 __ 6-2-8 4�Ig'111 5-5-13 >.�r 1 '12 I.E6 Over Continuous Support-a R=100 PLF U=28 PLF W=6-10-0 RL=40/-6 PLF Note: All Plates Are 1 .5X4 Except As Shown. ���. ROpA. Design Grit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.04 N detig�, S�ij OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Comppoonnents of Oregon 503)357-''118 ••1ARNINGI••wow IIAragaJLLLmoltsoNIHISNRemo Qi TC LL 25.0 PSF REF R7175- 84867 825 N 4th Ave,Comelms OR 47113 ••I TANT" FURNISH THIS NAMING To ALL carom-rats mumps nE INSTALLERS.n 83294PE Trusses require em. in fang rat nq handling, %nipping, In telling ane bred tang. Refer t an,follow in DL 7.0 PSF DATE 11/18/16 the latest edition eofrBCSIf(Building Component Safety Information, byTBI and NTCA) for safety practices prior -T -ming thea Iprotproperly attached r tell provide ng au 'Y bracing ho Pnr all haveUnlessnoted atarrlse. _ ...... pchord shall nava ions shown nforhpe anal lateral restraint Must bottomchord shall have a properly attached BC C DL 10.0 PSF DRW CAUSR7175 16323035 rigid cti Ilrg. Locations a shown for applicable. ulac el eeac - t bs snarl nave and ng own abe per BC SI 11/1 8/20 16 ■��0 N 7. sect in 8D ai s. unl es oted oerse. Refer to to f /e of tole and position as shown above and on the Joint Ni division toles nBuilgeis Grou tl sha l not fares andardsibl plata ny de ias. ti OREGON BC LL 0.0 PSF CA-ENG RTT/RTT Alpin , e lur of ITN Building t Components Group Inc. snail t he responsible for any deviation from this .I� ensta Il, anyfallaci to folie the truss conformance With ANSI/TPI ,, or far naneling, shipping, /" ,?/tY14r 200,, 0 TOT.LD. 42.0 PSF SEQN- 226404 AN ITIN COMPANY lnatatlati an a bracing of trusses, A anal on this drwIna or cover page I Ist11N this drawing, indicates acceptance of prof anl.n.I engineering 4 ��'Tan responsibility solely for the daises/ern. The suitability and use of this chewing for eqy structure Is the Ssi • DUs.FAC. 1.15 FROM I KE 8351 RamaLSA;le responsibility of the Building Nwlener per ANSI/Int T Soa.2. SaaallreNo,CA95828 Toe more minferma inn see in job's generai page and t wen SPACING 24.0" JREF- 1VVV7175Z06 ALPINE: w.alpiiieit,.comtTPI w t oiinst.org;NTCA:vww.sbcinaustryEcom; ICCfw+n.lccsofe.org Renewal 8130/2048 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - J1) Top chord 2x4 HF #2 120 mph wind, 16.17 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud :W3, M5, M6 2x4 HF #2: DL=6.0 psf. End verticals not exposed to wind pressure. Wind loads and reactions based on MWFRS with additional C&C member design. 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 chord See DWGS S12030ENC100815 & GBLLETIN1014 for gable wind bracing may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT requirements. 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 load Deflection meets L/360 live and L/240 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 1.50. 10 L f W3 9-9-1 • • 3X5 111111111 A112-4-12 .: - 1�:�:�:�l�l■ 10-1-2 _L 3X5= 3"12 3"12 u� �7 8-2-8 3"''q—�H�111 7-5-13 1f2 i8-10-0 Over Continuous Support R=105 PLF U=20 PLF W=8-10-0 RL=34/-6 PLF Note: All Plates Are 1 .5X4 Except As Shown. ��Ep PROpFS Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.�� c 6N F� sip OR/-/1/-/-/R/- Scale =.275"/Ft. Truss Com ntsofOre on 503 357-1118 eL1RRINGIas roam ALL tams us nutswwlwct Qi Z TC LL 25.0 PSF REF 87175- 84866 pOI1e 8 •ft■Ba+reNr, FURNISH THIS DRAWING ro tbprNAcroas INCLUDING rte INSTALLERS. ((/ 83294PE 7 $25N4th Ave,COmeItu50I197 13 Tru. requires em in fabricating, handling, snipping. installing and n acing. Refer r and follow Q' the latest edition of BCS(Building Component Safety Information, by TPI end PTCA)rfor safety practices s pr, .►''" DL 7.0 PSF DATE 11/18/16 co Pnrl-urmrng these luru:Lr 0%. Innwllet shall pruvrde LodiPofery bracing tar SCSI. vlol000 F0.Lod fiLlo,rrse.r top chord shall have properly attached s ural sheathing and bottom chord shall e a properly attached rigid ceiling. Locations shorn for permanent lateral restraint of webs shall have bracing installed per BC51 11/18/2016 O�1 c :C DL 10.0 PSF DRW CAUSR7175 16323034 s 83, 87 or 010, as applicable. Apply plates to each face or trussand position as shorn above and on 1 1/1 8/20 I6 A — iF 331 IN r t:h.tJooint Details. uniess noted otherwise. Refer to drawings 160A-2 far tandard plate positions. OREGON BC L L 0.0 PSF CA-ENG RTT/RTT Alpine a div: of ITW Building Components Group Inc.snail not he responsible for any deviation from this drawing. any failure to build the truss in conformance with ANSI/TPI 1. or for handling. OPIPPing. = TOT.LD. 42.0 PSF SEQN- 226402 AN ITW COMPANY :natal lateen a bracing of trusses. t LY 14a 2 A seal on this drawing or wv.r page listing thl.drawing, Inele.tes.oept.nw of profw.lonal engineering respresponsibility bty solely Buildingfor hal c shown. per The 1 suitability.m ..Of this drawing for any structure I.the *sell Tan` DUR.FAC. 1.15 FROM I KE 8351 Rocaoa Circle r Sacramento,CA 95828 far more tionshis job's general „o s lege and those aro'f_ ALPINE.immaelpineitw.comTPlw».tPinst.org;MCA,vrov.sbcindustry.vom, ICCrw. lccsare.org Renewal 8/30/2048 SPACING 24.0" JREF- 1VW7175Z06 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1 (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - H1) Top chord 2x4 HF #2 120 mph wind, 16.55 ft mean hgt, ASCE 7-10, CLOSED bldg. Located Bot chord 2x4 DF-L #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF #2 :W1, W6 2x4 DF-L Std/Stud: DL=6.0 psf. :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 2.000':Rt Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member design. Calculated horizontal deflection is 0.21" due to live load and 0.24" due to dead load. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 1.50. 5X5= ilii T 4X12 3X5# 3X5' .. 3X5 1.5X4$4.- *. ( 11111116 13-1-8 5 10 r 10 iiiiiiimain 3X 6X8(R) III 2X4# —1 6 6 L- 0-7-8 0-7-8 T o" 3X7(E3) III ,-, \ T 10-1-2 1 H0615= 1.5X4111 3X5(E3)0 3X7(A2) III 1-0-0 1-0-0 6-0-0 1 4-6-0 _ 4-6-0 _I_ 7-11-0 7-1-0 ,` _ c 8-9-0 I 8-3-8 I5-10-8 7-1-0 15-0-0 _I_ __ 15-0-0 ell( 8-9-0 I` 8-3-8 I 12-11-8 30-0-0 Over 2 Supports > R=1424 W=5.5" R=1410 W=5.5" RL=249/-249 Design Crit: 1RC2012/TPI-2007(STD) QED PRpF�s PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 16.01.'' a _ �'/_ OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components ofOre on 503 357-2118 .URNINGI6.Iwlo uu FOLLOW ALL Nubs ON IHIS CRANING! (�� (iP 14 I. TC LL 25.0 PSF REF R7175— 84865 ago ( ) ••IMPORTANT• FURNISH THIS AWING TO ALL CONiMCfOR3 INCLUDING TIE INSTALLERS. $3294PE 9 825 N 4th Ave,Cornelius OR 97113 I4 Trusses requires ♦ems r in fehriratinrl, handling, shipping, installing end h ring. Refer r.o end follow DL 7.0 PSF DATE 11/18/16 the latest edition eofrBC51^(Building Component Safety Information by TPI and PTCA)r for safety practices prior �.ii L.performing these functions. lostell _Fall provide temporary bracing par SCSI.'Utile.noted otherwise, I' Cop hod shall have properly attached ural sheathing and bottom chord shall have a properly attached BC DL 10.0 PSF DRW CAUSR7175 16323033 rigid ceiling. Locations shown for permanent lateral restraint or webs shall have bracing installed per BC ' w. a 83, 87 or 810, as applicable Apply plates to each race of trussand poeitlon as shown above and o 11/18/2016 ^t1 O N the Joint Details, unless noted otherwise. Refer to drawings 160A-z for standard plate positions. BC LL 0.0 PSF CA—ENG RTT/RTT /`�1 ff �I Alpine, a division of lTN Building Components Group Inc. shall not be responsible for any deviation from this OREGON drawing, any failure to build the truss to conformance with ANSI/TPI 1, or for noodling, shipping, IP C TOT.LD. 42.0 PSF SEQN— 226362 AN ITW COMPANY inatal let..A brace mg or treasaa. r A pal on this drawing or cover page listing this drawing, Indicate*.eo.prahee of profWion.l engineering 4 1/L'14,20 0 responsibility palely ror w design SWIM. The suitability end w of this drawing for any structure I.the 4,8 i DUR.FAC. 1.15 FROM IKE 8351 RovanaCUcle responsibility or the Building Oe.igner per ANSI/TPI 1 Sec.2. Self Tar Sacramento,CA 95828 Formorn ion r'a job's go^ore' a page and those web SPACING 24.0" JREF— 1VVV7175Z06 ALPINE:www.olpineitw.com tTPI wi m. tpinst,org: PTCA:waw.sbcindustry.uom, ICC: woo.icosafe.org Ftangwal 6/30/2018 — THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - H) Top chord 2x4 HF #2 :T2 2x6 HF #2: (**) 2 plate(s) require special positioning. Refer to scaled plate plot 'I Bot chord 2x4 DF-L #2 details for special positioning requirements. Webs 2x4 HF Std/Stud :M4, M5, M6, M7, MB, M9, M10 2x4 HF #2: 120 mph wind, 16.55 ft mean hgt, ASCE 7-10, CLOSED bldg, Located :Lt Stub Wedge 2x4 HF Std/Stud: anywhere in roof, RISK CAT II, EXP 8, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Calculated horizontal deflection is 0.13" due to live load and 0.16" due to dead load. Wind loads and reactions based on MWFRS with additional C&C member design. 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 chord See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind must not be cut or notched. bracing requirements. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. Top chord may be notched 1.5" deep X 3.5" periodically along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of + Provide lateral bracing for inset member. Attach nailer notches. Do not notch in overhang, heel panel or where shown by (NNL). at edge of lower roof diaphragm, or use purlins at 24" oc. 4X5 3-10-3 g N�y 10 r (N 'Y 3X5 3X5p� 1.5X4(**) III 13-0-5 4X8# 44 l .* (NHL) 13-1-8 III : � 10 1 1 , 0 r 6X8 0 J 8 mit J 6 .. litn1M►... 0—�7-8 4X8(G4)t 3X5 3X5(B2)(R) III 1_0_0 6X6(**)F 1 0 o I{''' 5-3-8 8-9-01-- 3-5-8 'h 21-3-0 3-5-8 _I_ 17-9-8 71 9-8-4 I__ 5-3-12 _I 2-s-4 I_ 12-5-12 8-9-0 T 8-3-8 —I- 12-11-8 30-0-0 Over 2 Supports > R=787 W=5.5" R=194 PLF U=1 PLF W=12-11-8 RL=281/-280 Note: All Plates Are 1 .5X4 Except As Shown. EO PROF Design Crit: IRC2012/TPI-2007(STD) Q F PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .' • ' G E, S% ^- OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon 51)3)357-t>118 WARNn 118 ** IMGI**ICAO POW FOLLOW ALL Nus ON!HIS DRAWING! �� (� 825 N 4th Ave,Cornelius OR 97113 *I TRN44 8 FURNISH THIS DwmING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. AQ I. TC LL 25.0 PSF REF R7175- 84864 T require extreme care in fahricmcing handling, whipping, installing and bracing.Refer t"and follow 3294PE 9 .. edition of BCS! (Building Component Safety Information, by TPI and RTC^) for safety practices prior the IR' goof,- DL 7.0 PSF DATE 11/18/16 L.pat-rorrning these Funk ti unn. I ns tel l sars t tructural l l ',roe..tempore Y ler acing per BCS!• lin,ea rested uthervisa top hoshall have properly attached ral sheathing and bottom chord shall e a properly attached rigid ceiling. Locations shown for permanentlateralrestraint of webs shall have bracing installedperBCS BC DL 10,0 PSF DRW CAUSR7175 16323032 Wit• s 83, B7 or 810, as applicable. Apply Plates to each face or trussand position as shown above and o 1 1/1 8/20 16 BC /, (�t[I N E t the Details, unless noted otherwise. Refer to drawings 160^-z fortandard plate positions. n L L 0.0 PSF CA—ENG RTT/RTT �!�N■ JJ Alpine. a division of i1R Building Components Group Inc. shall not be responsible for any deviation from this OREGON drawing. any failure to build the truss in ddnfaress a with ANSI/TPI 1. or her handling, shipping, r TOT.LD. 42.0 PSF SEAN- 226372 AN IT'M7COMR4IJY installation a bracing of tr aawwa. 0 . A.esl on tlhls drawing or coyer page listing this drawing, indicates*competence of professional enginwrifg 4 (liLY 14.20 FROM I KE reeponsIbiIlty moiety rot tne design shown. Th.suitability em ma of this drawing for soy structure is the 8351 Rovano Circle responsibility of the Building Designer per MBI/TPI 1 Sc.2. SS���Tall* DUR.FAC. 1.15 Saclanfilo,CA95828 For more ion is job's general n page and t0cae web si \� ALPINE:.ww.olpineitw.com information www tpinst.org:NTCA:www nacos SPACING 24.0" JREF— 1 VVV7 1 7 5206 y.cam; ICC: www.iccaafa.drg Renewal 6/30/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - G1) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 OF-L #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud :W2 2x4 DF-L Std/Stud: DL=6.0 psf. :Lt Stub Wedge 2x4 HF Std/Stud::Rt Stub Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member Calculated horizontal deflection is 0.19" due to live load and 0.2311 design. due to dead load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 1.50. 4X5-- RS 1.5X4= 1.5X4= maNOMIIIMININOMOMPSRMIMIIIIIIMMOMIMIK= 7-11-0 6X6- • 10 10 0-7-8 O.Agi��� �� o- e 10.1.2 -f- 5X7(G1)\\\ 5X7(G1)/// I c 5-3-8 8-9-0 _I_ 3-5-8 li` 3-5-8 _L 8-9-0 5-3-8 8-9-0 + 8-9-0 I_ 17-6-0 Over 2 Supports > R=866 W=5.5" R=866 W=5.5" RL=153/-153 Design Crit: I RC2012/TP I-2007(STD) 4�0 PR0p PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.'` W aG yf� 'le OR/-/1/-/-/R/- Scale =.34"/Ft. Truss Components ofOre on 503 357-1.118 "W RNING1mw READ AND FOLLOW ALL MOILS ON IHIS DRAWING! 2 TC LL 25.0 PSF pone g FURNISH THIS DRAWING TO ALL CGNMOW:RS INCLUDING THE INSTALLERS. �Q 7' REF R7175- 84863 825 N 4th Ave,Comelms OR 97113 ...IMPORTANT."I Rrarr 4/ 83294PE Trusses require a t.eme r in fabricating, hmt a nn, snipping, installing and n acing. Refer t. end follow DL 7.0 PSF DATE 11/18/16 the latest edition ofrBCSIr(Building Component Safety Information, by TPI and VTCA)r for safety practices prior /� 'i, o performing all have [unctions. Install stall provide am,d bo bracing coo per al:l have pr pe Led otherwise,ache -- rig chord nail Locations Ponswsho shown pd structural na n-tr and bottom chord shall n a Properly d per BC DL 10.0 PSF DRW CAUSR7175 16323031 rigid ceiling. L«nt.Ona shown For pe lateral +est or Naha shall have bracing installed par Bcs 11 sections 83 BZ or B10 s applicable. Apply Plat h face of trussand position as shown above and n 11/18/2016 A L,L B N the Details, unless noted otherwise. Refer to drawings 160A-Z fotandard plate positrons. BC LL 0.0 PSF CA-ENG RTT/RTT Alpine, a division of ITO Building Components Group o Inc.. shall t be responsible far any deviation from this OREGON dreaing. any failure to build the true in conformance with ANSI/TPI 1, or fur needling, shipping, Q TOT.LD. 42.0 PSF SEQN- 226340 AN ITW COMPANY .natal lation.bracing of trusses. 13 . A.esl on this erasing or oewr peg.I l.tlrg this erasing, IMloetee.00.pt.no.of profession.!engineering ` 'LY 14,204' 4) responsibility solelyef IOf.design shown..,,The suitability uitabli y one Ise of this drawing for any struoturs I.the S1g SA DUR.FAC. 1.15 FROM I KE 8351 Revana Circle r e 11 Ta Sacram ,CA95828 nor mare Informationthis Wtiae's general „o sPaye and thesea web SPACING 24.0" JREF- 1VVV7175Z06 ALPINE:ww.alpineitw.domtTPIwwpins .erg,bTCA:wawboindustryam, ICC: ww.Iccsote,org Renewal 6/3012018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - G) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg. Located Bot chord 2x4 DF-L #2 anywhere in roof, RISK CAT II, EXP B, wind IC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. :Lt Stub Wedge 2x4 HF Std/Stud: :Rt Stub Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member Truss designed to support 1-0-0 top chord outlookers and cladding load design. not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind OVERCUT. No knots or other lumber defects allowed within 12" of notches. bracing requirements. Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. 4X5= A\ Deflection meets L/360 live and L/240 total load. Creep increase its factor for dead load is 1.50. all supports to solid bearing. il ill:Shim f • 14-2-14 7-11-0 —1 10 /1011010 i 4X8(R) III ' i r • 1101°111 • II A 0-7-8 ��� J s 6 L— 11111101444, 0-7-8 10-1-2 I 7- 3X7(G1)\\\ 3X7(G1)/// 8-9-0 4c 8-9-0 c 17-6-0 Over 4 Supports R=104 PLF U=13 PLF W=17-6-0 RL=10/-10 PLF Note: All Plates Are 1 .5X4 Except As Shown. PRO Design Crit: IRC2012/TPI-2007(STD) II? FFS PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01." • 'G14y 8� '% OR/-/1/-/-/R/- Scale =.34"/Ft. "'WARNING!" in u)eau HILLA ALL ROILS ON IHIS BNII/INGI ` Truss Componems Of Oregon (503)357-_118 „INp(grnwr1• FURNISH THIS DRAWING TO ALL cows/cum IxeLuglF6 ME INSTALLERS. ((" 4Q 2 TC LL 25.0 PSF REF R7175- 84862 825 N 4th Ave,Cornelius OR 97113 no 83294PE 7 Trusses require extrema re in fahrlcat"ng. handling. shipping installing and bracing. Rorer rn ane fellrnv �,,:. , DL 7.0 PSF DATE 11/18/16 the.latest editionofBC51c(Building Component Safety Information byTPI and BMA)r for safety practices prior - ta outfit...tag wave t prop) lrs. Iachedl srtur provide sheathing and Y bracing der all Unless Ovral utha4111166, tted tap chord shalli have properlyonsshown attached structural cal rests and of tomslab chordshal shelf ha p scaly d par It BC DL 10.0 PSF DRW CAUSR7175 16323030 rig-d Ilirg. Loc clans ins permanent le cerci restraint of rebs shall have bracingns installed par BCS A FPEI N sections 03, a7 or unless as noted applicable.tAply plates dtor each race or truss and positionore above andeon 11/18/2016 the Alpine, oxtails unless noted ptherwlRefer lacings lent for responsible Plate Positions. BC LL 0.0 PSF CA—ENG RTT/RTT Alp ng. a y division or ITN Building i.msiComponents Crean Inc.h AN not be ror for pan for any shipping, n from this OREGON drawl np. any failure Co build the t cess i infermance with ANS LTPI ,, or far handling, olc pp,na,,w �C TOT.LD. 42.0 PSF SE N- 226345 AN ITW COMPANY inetaliatien A br.c;rg of tree=e. A sol on thio drawing or cover page listing this drsw4 lfg, Indicate.e .ptaeo.of professional engineering V;Y 14,20� responsibility solely for the design shown. The euiteoliity and e of thin drawing far aro 5 structure is the p *ell Tan• DUR.FAC. 1.15 FROM I KE 8151 Rlwana(�Lclt reeonelblllty of the Building Bws lglr per ANSI/TPI 1 S.e.2. Sazmerito,CA95828 For more information his job's gonorel ns page and t sob w SPACING 24.0" JREF- 1VVV7175Z06 ALPINE:wsw.alpineitr.comtTPI ww.tpinst.org; MA,wrw.sbcindustry.com, ICC:wee.iccsore.org Renewal 8/3012018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - E2) Top chord 2x4 HF #2 120 mph wind, 15.34 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud :W3 2x4 HF #2: DL=6.0 psf. :Lt Stub Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member (a) Continuous lateral restraint equally spaced on member. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Right end vertical not exposed to wind pressure. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 1.5X4 III 7- 3X5 3X5 Di 1 9-9-1 10 0-8-12 Inuimil 4_10-1-2 i 1.5X4 III 4X5= 3X7(G1) III ...62 c 5-4-8 5-1-12 5-4-8 5-5-8 1 10-10-0 Over 2 Supports R=478 W=4" R=478 U=55 RL=150/-57 Design Crit: I RC2012/TPI-2007(STD) ��0 PRQFF6 PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.'` a ' ��n`S'/. OR/-/1/-/-/R/- Scale =.275"/Ft. 'Thus Components of Oregon (503)357-2118 r�I T •+�ARNINGI"w R11D Aro HmLa ALL NOIES ON Im5 DRAINING! (� (` 4 % TC LL 25.0 PSF REF R7175- 84861 R FURNISH THIS DROWNING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 83294PE 825 N Ave,Cornelius O 97113 n 9 Trusses require extreme are In fabricating, handling, shipplrg. installing aha Orating. d acing. Refer to and follow �,,;,... DL 7.0 PSF DATE 11/18/16 the latest edition fBC51 (Building lairg Congror enc Safety Information, by TPI and rTCA) for safety practices prior - w pe,,.....„these runctiuns. Installer shall provide temporary bracing per BCSI. Unless rioted otherwise, ,: • chord shall have properly attached structural sheathing and bottom`Mrd shall have a properly attached BC DL 10.0 PSF DRW CAUSR7175 16323029 rigid eilirg. Locations shown for permanent lateral restraint or webs shall have bracing installed per BCS nnI r• sections 03. 07 or 010, es applicable. Apply plates to each race or trussand positron as shown above and o 11/18/2016 A E ) r ' I tn Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. BC LL PSF CA-ENG RTT/RTT J ' \�I' tt—r---•11 Alpine, a division of ITN Building Components Group Inc, shall not be responsible for arty deviation from this OREGON drawing, any failure to build the truss In conformance with ANSI/TPI 1. or for handling, shipping, '13 TOT.LD. 42.0 PSF SEQN- 226305 AN ITWCOMRANY installation a bracing or trusses. ^I LY 14,2p ,e# 1. A Mal an MI•drawing or cover pegs listing Huis drawing, indicate.aoo.ptartoe of prefM.lonal.n0Ineering , DUR.FAC. 1.15 FROM IKE responsibility'moiety for the amigo shown. The suitability end las or tRis drawing for aro structure i.the �$(� wwiirr 8351 RovaleCircle responsibility or the Building Designer per ANSI/TPI 1 See.2. Sell Tao' Sacramento,CA 95828 For s, ion is jobs gonoral notes page and t Web fa SPACING 24.0i' JREF- 1VVV7175Z06 ALPINE:www.alpineitw.comtTPl waw cpinst.org;1171-CA:ww.sbcindustry.com. ICCSwww.iccsare.org Renewal 613012018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - El) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud :W3 2x4 HF #2: DL=6.0 psf. (a) Continuous lateral restraint equally spaced on member. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 1.5X4 18 1 3X5# . 9-9-1 10 0-7-8 : �� . 4.10-1-2 , - 1.5X4111 4X5= 3X5(B2)(R) III L1 rJ 3"15-6-0 5-1-12 2 5-6-0 'I ` 5-5-B 1 10-11-8 Over 2 Supports R=562 W=5.5" R=479 U=51 RL=165/-78 Design Crit: 1RC2012/TPI-2007(STD) QED PROFSS PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00, • " ciA44, vii. OR/-/1/-/-/R/- Scale =.275"/Ft. Truss Components on 503 357-?118 •MARNINGto. luau AND FOLLOW ALL ROILS ON Im5 CRANING! C7 �� � 2 TC LL 25.0 PSF REF R7175- 84860 825Nn�pone 8 ( ) ••IMOITIINT•• FURNISH THIS DRNBIRO To ALL CONTRACTORS INCLUDING THE INSTALLERS. 44, 83294PE 9 4th Ave,Cornelius OR 97113 Trusses require extrema BCS re In fanrlaatinn. handling. snipping, calling and brar.lng. Refer t and fallow ,,,,.. DL 7.0 PSF DATE 11/18/16 ane latest edition of BCSlf(Buildirg Component Safety Information, by TPI and AICA) for safety practices prior top performing Uveae I properly. Installers provide ng and tom bracing per.al:Si.re,lens noted properly - Lag shall have properly attached structural lateral sheathing and bntteb gshal mall nave a pinstaly a perned BC DL 10.0 PSF DRW CAUSR7175 16323028 rlc tl ceiling. Locations a shown pl for permanent. lplateal rest/ rt of wets shall nave os b ci as installed per BCS A O�� I sections B3,ai or unless as applicable. e. R Platers to each race or trussand position as shown above and on11/18/2016 the Joint stalls, unless noted otherwise. Beier to Inc.Sha l not for tandard Plata any deviation BC LL 0.0 PSF CA—ENG RTT/RTT Alpine, a d;..laion of ITA Building Components Group Ing.,Call not La responsible far an„dawiaLian from this OREGON drawing. any failure to build the L user in confer-mance with ANSI/TPI t.or for nandling, snipping' IIMt t TOT.LD. 42.0 PSF SEQN- 226300 AN ITWC_OMPANY installation&braving of trusses. JV A*N1 On this arming or Gower pew I I.tlrg this drmlfg, indicate*sewept.Goe or prorwion.I.nQln..rlrg (Ijs CY 14,20°q. �. rmparelbllity molly for w amity shown. The suitability and use of this drawing for any structure is the $Qt�Tan e. DUR.FAC. 1.15 FROM I KE 35I RaanaUnle rwperelbl I Icy of the Building Designer per ANSITPI t Sees. Sacramento,CA 95828 For ma information ,a iota general ,,o a gags end those web a n SPACING 24.0" JREF— 1VVV7175Z06 ALPINE:wwe.nIpineite,com;tTP1 waw tpinst.org;NTCA:www.shoindoetry.vom; ICC: www.iccsofe.org Renewal 6130/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - E) Top chord 2x4 HF #2 :T2 2x6 DF-L #2: SPECIAL LOADS Bot chord 2x6 HF #2 (LUMBER DUR.FAC.=1.15 / PLATE DUR.FAC.=1.15) Webs 2x4 HF Std/Stud :W5 2x4 HF #2: TC - From 82 PLF at -1.00 to 82 PLF at 0.00 TC - From 79 PLF at 0.00 to 106 PLF at 10.96 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC - From 10 PLF at 0.00 to 10 PLF at 10.96 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC TC - 62 LB Conc. Load at 2.96 DL=6.0 psf. BC - 56 LB Conc. Load at 2.00 BC - 122 LB Conc. Load at 4.00, 6.00, 8.00, 10.00 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 chord Right end vertical not exposed to wind pressure. may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind bracing requirements. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 10 r- 11 In lieu of structural panels use purlins to brace all flat TC a 24" OC. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. 9-9-1 + Provide lateral bracing for inset member. Attach nailer SX10�'� at edge of lower roof diaphragm, or use purlins at 24" oc. (a) Continuous lateral restraint equally spaced on member. , y \IIIIIIINkil. 2.1111 Wind loads and reactions based on MWFRS. AOg 4X8m= 3-3-8I 0-7-8 �� 10-1-2 r Y 3X10- 3X5 B ) 141'.1 3-1-4 3-9-4 4-1-0 3-1-4 3-9-4 4-1-0 10-11-8 _I 1 10-11-8 Over 2 Supports R=885 U=46 W=5.5" R=924 U=41 Note: All Plates Are 1 .5X4 Except AsDShown Crit: IRC2012/TP1-2007(STD) �wn. ��EO PRof. . PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01./4'11 N E' , O, OR/-/1/-/-/R/- Scale =.275 Oct "/Ft. Truss Components on 503)357-1118 •*WARN INGIee NLw MO rows ALL minis ON THIS maw I 83294PE TC LL 25.0 PSF REF R7175- 84859 p n ”INFOBTNYfrf FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 825 N 4th Ave,ComehTas O 97113 _ res,. Trusses require sore In ng Component Safety nI Information, by TPI and trao.sa Hafer in and (prior C II L 7.0 PSF DATE 11/18/16 the erten edition so YwoCSIns.(Building Component Se proy Ie temporar., by TPI are RSCS) for safety t-dctices prior to perform/1y Forming lhosshav t'properly, tache Irmo-silts,shell provide ng and bory tome:choing per all Unless tmoperry oattached . (� 16323047 tip chord shall have properly n for ppermanent nal lateral restraint and bottom chord shall have a properly d per BC :C DL 10 0 PSF DRW CAUSR7175 rigid ceiling.rig. Locations shown cab . Apply lateral restraint of we shall have bracing Installed per BCSI 11/18/2016 n ^1 f. act i ons 83, 87 or 810, as applicable. Apply plates to each rata sr trussand position as show,above we on A 1t.)J r- ' -::Jvin<DetaiisOnnnla5a nets.otherwise. Re Per ti tlrawln:1+;DA-z.nrtantlartl plan paeitline. OREGON C LL 0.0 PSF CA-ENG RTT/RTT ' \�f' Alpl� a y fail of Ubu Bd theg truss inecon conformance Ix.h AN t Ea nor for 101e Por ems Appietlon from this C AN ITWCAMA4NY inswellot any sabraeang f trusses.trws In conformaixa r'th ANSI/TPI ,,or for handling, shipping, �j_ "r/LY14 20d'" t M . TOT.LD. 42.0 PSF SEQN- 226298 .. A. l on Mis drawing or sever pegs listing this Crowing. Indicates acceptance of prefewlarl.l.nglneoring S • responsibility solely for the design own. The suitability and ae.of this drawing for aro structure is VS. a el.Tar ' OUR.FAC. 1.15 FROM I KE 8151 ROVNla CSrcie reeponelbillty of the Building Despl ler per ANSIfTPI 1 Sec.2. Saaalneolo CA95828 For more inn his job's general notes page are t web Renewal 6/30/2018 SPACING 24.0" JREF- 1VVV7175Z06 ALPINE,www.alpinerte,com Y MI eww.tpinst.org; RTGA,www.shcindustry.com. ICC! wee.lccsnfe,org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - D2) Top chord 2x4 DF-L #2 2 COMPLETE TRUSSES REQU I RED 1 2 Bot chord 2x6 DF-L SS `� Webs 2x4 HF #2 :W1, W5 2x4 DF-L Std/Stud: Nail Schedule:0.131"x3", min. nails :Lt Wedge 2x6 HF #2::Rt Wedge 2x6 HF #2: Top Chord: 1 Row 012.00" o.c. Bot Chord: 2 Rows 0 5.00" o.c. (Each Row) Special loads Webs : 1 Row 0 4" o.c. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Use equal spacing between rows and stagger nails TC- From 68 plf at 0.00 to 68 plf at 12.55 in each row to avoid splitting. TC- From 68 plf at 12.55 to 68 plf at 25.00 4" o.c. spacing of nails perpendicular and parallel to BC- From 10 plf at 0.00 to 10 plf at 25.00 grain required in area over bearings greater than 4" • BC- 1100.74 lb Conc. Load at 1.94, 3.94, 5.94, 7.94 9.94,11.94,13.94,15.94,17.94 120 mph wind, 25.03 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- 1132.31 lb Conc. Load at 19.94,21.94,23.94 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC 4X8(R) III DL=6.0 psf. Wind loads and reactions based on MWFRS. ii Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X84 4X8p� 11-0-10 10 -i 10 0-7-2 hod 1 N� 11 1 �' 0-8-2 T __ __ T 19-2-8 3X10111 8X8= 5X5= 3X10111 6X8(680)sa 6X8(:8')ss H 6-6-10 >.I< 6-0-0 + 6-0-0 >f.c 6-5-7 Lr 12-6-10 ,I_ 12-5-6 -.1 'c 25-0-0 Over 2 Supports >1 R=7375 U=631 W=5.5" R=7884 U=631 W=5.5" EO PROS Design Crit: 1RC2012/TPI-2007(STD) .c�G� FSS PLT TYP. Wave FT/RT=2X(0%)/4(0) 16.01./4 N FF �Q, OR/—/1/—/—/R/— Scale =.25"/Ft. Truss Components of Oregon (503)357-?118 "WARNIMGI" HEAD NA/LOLLOW ALL NDILS ON THIS CRAVING! 41 825 N 4th Ave,Cornelius 0 97113 e•INFORTANT't FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 832>�4P1: �7 TC LL 25.0 PSF REF 87175— 84858 T require extreme rare in fahrip 3 handling, snipping installing and bracing. ,000...."--Refer to and follow the latest edition of BCS! (Building Component Safety Information, by TPI and WTCA) for safety practices prior C IL 7.0 PS F DATE 11/18/16 L.serf-ors,.lhhaveess l properly attached 11 psheate ng and tom hg per al l haven pr railedperly otherwise,rig chord shall Love Properly attached rah lateral restraint art of web Chord shal shall a properly attached :C DL 10,0 PSF DRW CAUSR7175 16323027 rigid -ling. Locations shown for e. rent lateral restr tai of webs shall have bracing installed per d o 11/18/2016 9 sect-ons 83, B]or Bn0 applicable. Apply plates[o each f and position as shown above and o _PON I tie Jelnt Details, unless noted otherwise. Rorer o drawings 160A`�truss plate positions. n OREGON :C LL 0.0 PSF CA-ENG RTT/RTT A l—' I V Aloins, a division of fTW Building Components Group Inc.shall t responsible for any deviation from this stIlany failurerace to hand the vase in tdnfarmenra laity,ANSI/TPI 1,or for handling, shipping, �4 'v 14,20 A0 TOT.LD. 42.0 PSF SEQN- 226384 AN ITV COMR4NY instal drawing. on bng of trusses. . A wad on this drawing Sr cover paps listing this drawing, Indicates.oesptarce Sr profwlor.l engineering S responsibility solely for the design shoes. The suitability.rid se or this drawing for any structure Is the eel!Tan '. DUR.FAC. 1.15 FROM I KE 6351 Riwvia Circleresponsibility of the Building Designer per ANSI/TPI 1 Seo.2. Sacramento,CA 95828 for more 'nferaw inn Iw,ob's gonoral n page and t woo Renewal 6130/2018 SPACING 24.0" JREF— 1VW7175Z06 ALPINE svw.alpineitw,com iTPlfwes cpinst.org; WiCA: www aboindustry.com, ICC s www,iccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - D1) Top chord 2x4 HF #2 120 mph wind, 25.03 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 :B1 2x4 HF #1&Bet.: anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF #2 :W1, W5 2x4 HF Std/Stud: DL=6.0 psf. :Lt Stub Wedge 2x6 HF #2: :Rt Stub Wedge 2x6 HF #2: Wind loads and reactions based on MWFRS with additional C&C member Calculated horizontal deflection is 0.19" due to live load and 0.22" design. due to dead load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 1.50. 4X8(R) III I —1 10 1.5X4111 3X5Q� 11-0-10 10 r- e 0= •••••••••••• l Aiiill1166 0-7-2 81 100 J 6 6 L ii l Iii 0-8-2 19 -2-8 T 6X8(61)\\\ 5X5s 1.5X418 3X10(G7) III 7-0-0 3.1-15-6-10 _I_ 6-8-10 qlB 5-8-12 I f 7-0-0 6-6-8 I' 5-8-12 5-8-12 '1 12-6-10 J_,_ 12-5-6 a. 7-0-0 - I 6-6-8 1 11-5-8 25-0-0 Over 2 Supports > R=1126 U=67 W=5.5" R=1111 U=72 W=5.5" RL=194/-194 ��ED PROFS Design Crit: IRC2012/TPI-2007(STD) �( S PLT TYP. Wave FT/RT=2% N(0%)/4(0) 16.01.44% e ep eO OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components on (5O3)357-2118 **WARN l" raian nu welts ON IHIs DIMING! /� 83294PE y REF R7175- 84857 paw $ It97113 ••I TANr•. FINNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING'TIE INSTALLERS. TC LL 25.0 PSF 825 N 4th Ave,Cornelius O T' require care r in rahrlrst.In" 4 r handling. ^nipping, Installing and n acing Rarer to and fallow the latest r editio orBCsl (Buildirg Component Safety Information by TPI and WTCA) 7.0 PSF DATE 11/18/16 for safety Practices prior C L Lo per,urm.,.,these lurwti nn, tInstaller,ehall Provide temporary Gracing per.BCSI. Unlessnutwl uJnrrlse. _ top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached 1 O L 0411164, rigid ceiling, Locations shown r permanentlateralrestraint of webs shall have bracing installed per BCSI 11/18/2016 :C DL 10.0 PSF DRW CAUSR7175 16323026-- is 83. B7 or 810. ea applicable. Apply plates to each race or trussand position as shown above aria o LL�)�^ 1 sections nt Getai la, nlaea utas atharwl,a. hafar to drawings 16OA_Z rartandara pl,ta P�iev7: nom this OREGON :C LL 0.0 PSF CA—ENG RTT/RTT A ' V Alp:: a division oP ITIF Building Components croup Inc. shall not rez:nslble for airy aevlacian r drawing. any failure to build the truss in conformance with ANSI/TPI 1, or for handling. shipping. AN ITW COMPANY i nst,laden a bracing of trusses. le '14.1,14,20* t� TOT.LD. 42.0 PSF SEAN— 226285 A teal on this erasing or cover peg.listing this drawing. Indicates acceptance of profawtlanel wallowingresponsibility solely for the design shown. The suitability and toe of this drawing for aro structure Is the sell Tan`' DUR.FAC. 1.15 FROM I KE 8351 RoV3iz Circle reeporwlbil qty of the Building Designer per ANSI/TPI T Sc.1. Sacramento,CA 95828 For more ion this jabs general a page and t web a, Renewal 8/3012018 SPACING 24.0" JREF— 1VVV7175Z06 w ALPINE:w .ai Pinertw.com C TPI fwvw.tPi 't,org;MBCA:ww.sbcindustrY.com, ICC,www.lecsare,org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - D) Top chord 2x4 HF #2 :T2 2x6 HF #2: Negative reaction(s) of -425# MAX. (See below) from a non-wind load case Bot chord 2x4 HF #2 requires uplift connection. Webs 2x4 HF Std/Stud :M4, M5, M6, M7 2x4 HF #2: :Lt Stub Wedge 2x4 HF Std/Stud::Rt Stub Wedge 2x4 HF Std/Stud: 120 mph wind, 24.88 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 DL=6.0 Truss designed to support 1-0-0 top chord outlookers and cladding load psf. not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord must not be cut or notched. Wind loads and reactions based on MWFRS with additional C&C member design. 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 load Deflection meets L/360 live and L/240 total load. Creep increase factor applied per IRC-12 section 301.5. for dead load is 1.50. Top chord may be notched 1.5" deep X 3.5" periodically along top edge. + Provide lateral bracing for inset member. Attach nailer DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of at edge of lower roof diaphragm, or use purlins at 24" oc. notches. Do not notch in overhang, heel panel or where shown by (NNL)4X5 ,�Tr— IIShim all supports to solid bearing. °1111111111111 /I\ 3X7 10-8-13 (NNL) /,. 11-0-10 41 10 r /1 4X8(8) III6 1- 0-7-2 Atoo J 6 A. _ 111111111 ,,►_` 0-8-2 19-2-8 if T 4X8(G7)". 3X5 3X5(G1) II 3X3 I— 7-0-4 _L 17-11-12 ,I —1 10 12-6-10 _I 2-1-51` 10-4-1 ›, 7-0-0 �I - 6-6-8 �' 11-5-8 < 25-0-0 Over 2 Supports R=718 U=22 W=5.5" R=200/-39 PLF U=50 PLF W=11-5-8 RL=218/-218 Note: All Plates Are 1 .5X4 Except As Shown. Ep PROp Design Crit: 1RC2012/TPI-2007(STD) (,¢ FSS PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.0' ii ciF� 'r OR/-/1/-/-/R/- Scale =.25"/Ft. TmssComponents ofOre on (503)357- 118 "WAItN1IIGI"Num AND FOLLOW ALL ROILS ON Ines DRAWING! G TC LL 25.0 PSF REF 87175— 84856 825 N 4th Ave,Comebus OR 97113 `.ATTR`• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE r INSTALLERS." (f f 83294PE Q Trusses require extremere in fabricating, handling, chipping, ,n tnllinb a ". Refer t nn" fellow Q.w DL 7.0 PSF DATE 11/18/16 the latest edition of BCSlr(Building Component Safety Information, bycTP1 and'RCA) for safety practices prior /'" u p y l have properly attaInstched structural provide sheath ngtemporryand abo Lirtom chord per BCSall have pr prof atherwrae — Lop hod ball have properly a«ached s ral sroathl ng and bottom chord shall a properly attach. :C DL 10.0 PSF DRW CAUSR7175 16323025 rigid icing Locations slow,for per tulateral restraint of webs shall have bracing Installed per BCSI 11/18/2016 A P O N sections BD B]or DIC, as noted hotherwise. R plates touch racy or fora and pos tion as s„own above nrW on Al ne, Details, not I notal ngCopoRarer tad drawings,BDAt. for truss plate any deviation BC LL 0.0 PSF CA-ENG RTT/RTT Alpine,a division of ITN Building Components Group Inc. shall rrot he responsible for any devletion from this OREGON drawing, any failure to build trotruss In conformance with ANSI/TPI 1, or for handling, shipping. A `44.Y14.20 ,y off, t TOT.LD. 42.0 PSF SEAN— 226283 AN ITW r.AAAR4NV installation a bracing of vannas. 4 lY 14.'2 ,0 A meal on this arsly or Goner paw listing this drawing, [filmes oeoMtarow of prate/planet airaret engineering I. 8351 nRto,a Cycle responsibility solelof y Buildwing Owlpnelr'pereThe ANSI/TPsuitability 1 ISec 2.e"'�w of thin Craning far any structure i.the N.Tan s, DUR.FAC. 1.15 FROM IKE Sac]aDe,do,ca 958zs For ma ,«, this job's ganoral notes pogo and thaws mob sites: SPACING 24.0” JREF- 1VW7175Z06 ALPINE:www.elpinertw.com a TPI sac NTCA: www.sbcindustry.com; ICC: www. d safe,org Renewal 6/30/201$ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - C1) Top chord 2x4 HF #2 120 mph wind, 22.73 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. :Lt Stub Wedge 2x4 HF Std/Stud::Rt Stub Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live design. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5(R) Ill /1 10 F I iN li 1 10 6-5-5 4X8(8) M I6 6 —k_ V 0-7-2 1. '' 0819-2-8 r 4X8(G7)\\\ 4X8(G4)l// I_ 7-0-4 J_ 6-11-12 J 1: 7-0-4 a .c. 6-11-12 9 7-0-0 t` 7-0-0 14-0-0 Over 2 Supports > R=634 U=22 W=5.5" R=634 U=22 W=5.5" RL=107/-107 e,ep PRO1cF Design Crit: IRC2012/TPI-2007(STD) i S PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01,04 v Q Qy F sip OR/-/1/-/-/R/- Scale =.4375"/Ft. Truss Components of Oregon 503 357-.118 sfWA1WIMG1 aw WAD AIN)FOLLOW ALL MOILS ON IHIS DRAWING! '�TC LL 25.0 PSF po ' REF R7175- 84855_ 825 N 4th Ave,Cornelius O 97 13 "IllpORT Nr FURNISH THIS DRAWING TO ALL CONmACTORS INCLUDING THE INSTALLERS. 83294PE Trusses reaulra eor.rame here in Fahr mat_ng. handling, shipping, installing end brei ns. Reran to and follow tr .,•' DL 7.0 PSF DATE 11/18/16 the latest edition of BCSI (Building component Safety Information, by TPI and RTCA) for safety practices prior L.perforwing these Itnct,uns. Installers snail provide teawurar'y bracing per BM. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shalt have a properly attached riga ceiling. Location shown for permanent lateral restraint of webs shall have bracing installed per'BCSI 11/18/2016 IC DL 10.0 PSF DRW CAUSR7175 16323024 sectionsla 83, 87 or B10, as applicable Apply plates to each race or trussand position as shown above and o the Jnt Details, unless noted ather.�.ge. Refer to drawings 160A-z for standard late OREGOfd A�LO)�N p positions. BC LL 0.0 PSF CA—ENG RTT/RTT Alpine. a division of ITN Building ttlirg Coapc s croup Inc.shell not be For for responsible for any ippietian From this drawing, any failure to build the truss .n conformance With ANSI/TPI ,. or for handling. shipping, r?I C� C TOT.LD. 42.0 PSF SEQN- 226275 AN ITW COMPANY +natal latlon x bracing of trusses. (e �y 14,2 0 • A ml on this drawing or*over paps listing this drawing, indleew.owptenee of profmlonal engineering responsi 8351 Riwap CIIth r bi n ty of they fordesign shown. ANSI/TPiwisec:and as of this drawing for structure 1s w we Ta►1N a DUR.FAC. 1.15 FROM I KE Saerwvegto,CA95828 For moreion ,s Job's general s page and those web SPACING 24.0" JREF- 1VVV7175Z06 ALPINE:ww.elpinelts.comYTPI swww ipinst.org; RCA: vov.abcindustry.com; ICC: ewe Renewal 6/30/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - C) Top chord 2x4 HF #2 120 mph wind, 22.73 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. :Lt Stub Wedge 2x4 HF Std/Stud::Rt Stub Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member Truss designed to support 1-0-0 top chord outlookers and cladding load design. not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind OVERCUT. No knots or other lumber defects allowed within 12" of notches. bracing requirements. Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 1.50. 4X5- Shim all supports to solid bearing. 10 P :Ill: I10 10 ini Ill +22-5-12 6-5-5 il.: : 11 4 Ilki . 4X8(R) III 0• 1111 4 4X5(G1)$ i Illook 3X7(G1)/// p-7-2 00 _1 6 1 V 0-7-8 4_19-2-8 7-0-4 6-11-12 7-0-4 ` 6-11-12 ,, 7-0-0 7-0-0 t 14-0-0 Over 4 Supports > R=93 PLF U=20 PLF W=14-0-0 RL=9/-9 PLF Note: All Plates Are 1 .5X4 Except As Shown. ESR Design Crit: IRC2012/TPI-2007(STD) iv. Op4.S PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01." 1 �F S'/� OR/-/1/-/-/R/- Scale =.4375"/Ft. Truss ComponentsofOre on 503)357-_118 ••rARNINGI••HLAo AND IauM ALL ROILS ON IMS DRAWING! (7 y TC LL 25.0 PSF 825 N 4 8 1 ••IMPORTANT" FURNISH THIS NAMPO TO ALL CON RACTORS INCLUDING TIE INSTALLERS. 83294PE REF R7175- 84854 4th Ave,Comeltus O 97 13 Trusses reguira extrema taro in fabricating handling, snipping, installing and bran1og. Refer to and follow hePSF latest edition of BCSI (Building Component Safety Information, by TPI and RTCA) for safety Practices prior Mye/'� DL 7.0 PSF DATE 11/18/16 to P - ng l have 1properly Ira Wil ell Pravda temporary bo tom bracing par.BCSI. Unlesspray attached PSF DR Cop chord snail nave properly n for ural lateral sheathing tr and bottom chord shall haveproperly d per BC rig.d ling. Locations sawn car e. lateral o each race of r truss snap have bracing installed per BCS BC DL 10.0W CAUSR7175 16323023 A�Lo)[}N sect oda B3,ai ar unless as applicable. Apply plates to wenn raaepaf for sanb plate ow.above erw a 11/18/2016 ins Details, not 1T Builoted otherwise.Components tsrGr to drawngsSha 160o_2 far standardibplates any deviation BC LL 0.0 PSF CA—ENG RTT/RTT Alpine, a tllvilof ITN Building the g Components Croup Inc.I,w. Snell not be responsible hoe for arty ippietian from this OREGON drawing. any failure to build the tinea .n conformance with AHsvrP1 1,or for handling, shipping, w (� TOT.LD. 42.0 PSF SEQN— 226308 AN ITW COMA4NY installation s bracing or vaesos. 1%1 . A anal on this drawing or cover page listing qg.drawing, Indicates acceptance of profe.eien.l engineering t, LY 14,26 t� reepotsibility solely for the dawignn dawn. The suitability and ts..f this drawing far any structure is the DUR.FAC. 1.15 FROM I KE 8351 Rovana Circle responsibility of the Building Designer per ANSI/TPI 1 Soo.2. *sell Tan Sacrenento,CA95828 For more Information a is job's generale a page aro theaw web ALPINE:wwv.alpineitn.com; TPI:www tpirnt.org:BTCA:.ww.ebcirdustry.com; ICC: na..iroaare.arg Renewal 613W2013 SPACING 24.0" JREF— 1 VVV7 1 7 5206 THIS DING PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - B3) Top chord 2x4 HF #2 120 mph wind, 16.50 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. :Lt Stub Wedge 2x6 HF #2: Wind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live design. load applied per IRC-12 section 301.5. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 1.5X4 111 P 1.5X4$ 10 .. 7-3-1 0-8-12141111111 .. ..J +12-6-2 i 4X5 a 3X7(G1) III 3-10-8 3-7-12 3"12 7-10-0 Over 2 Supports >1 R=346 W=4" R=346 U=48 RL=114/-41 Design Crit: IRC2012/TPI-2007(STD) '03 PROpt. PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .►e. N �0'I �� '% OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components of Oregon 503 357-.118 11ARM IMG1wa READ NM nelre ON ALL"NICs ON IHIS INCLUDING DRAINING! � Z TC LL 25.0 PSF po1 **IMPORTANT.* FURNISH THIS DRAWING TO ALL INNIPAcusei INCLINING TIE INSTALLERS. /P, �i 2�ypE 'Q 9 REF R7175- 84853 82$N4thAve,Comeltus0 97 13 Trusses wre extrema r in fahrinetinp. handling, I in Refer and follow Qw o ation, installing " braor ,/' DL 7.0 PSF DATE 11/18/16 the latest edition ofBCSIt(Building Component Safety Information, byTPI and NTDA) for safety practices prior . Lo V my l have rpro ns.attached ers structural provodesheath La.,...-cey tom bracing pa,VLSI. ve 1 properly otherwise. Tag "c°shall have ions shown nfor pe alai lateral restraint and of webs chord shall ° P ly d per BC BC DL 10.0 PSF DRW CAUSR7175 16323022 rigid 'B3, or Locations a shown for permanent lateral reser nc of wee shall have pos b 'ng installed per BCS aectons 83, B]or 010, ea applicable. Apply Plates to each f of truss and position as slaw,above and a 11/18/2016 �� I� ' tM Joint Details, unless notatl otlierwi ea. Refer [o drael ngs 760A-Z for ataMartl plate poll tions. p ' \v' Alpine, a tlivislan of ITN Bnu tling compnnants Group Irw. shall rwt Ue resPamliDla mr arry aevia[inn, cM1is OREGON BC LL 0.0 PSF CA-ENG RTT/RTT drawl ng, any failure to build the truss in conformance with ANSI/TPI 1, or far handling. Shipping. C TOT.LD. 42.0 PSF SEQN- 226281 AN ITWCOMR 4NY ,neral lation a once.,or trusses. Poi on tills 4,20e ire • 8351 Rama Circle ArAwmw bl solely drawing e 1 rodesign a,:P';.P' I:I���e drawing, and Sr the '��mprofessionalstructure is rte �S'S,B,JJ1T�n`l s DUR.FAC. 1.15 FROM I KE Sacramento,CA 95828 rad more ion this job's gnnoral notes Pages end t ebb SPACING 24.0" JREF- 1VVV7175Z06 ALPINE:www.alpiueitw.com t TPI www.tpl t.org;RICA: www.sbcirriustry.those ICC,www.lccsafe.org Renewal 613012016 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - B2) Top chord 2x4 HF #2 120 mph wind, 15.83 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Right end vertical not exposed to wind pressure. for dead load is 1.50. 1.5X4 III I 1.5X4$ `. 7-3-1 10 0-7-8 Im i a +12-6-2 i 7— =_- 4X5-- 3X5(B2)(R) NI 41-6-0J 3"12 Lr 4-1-8 _L. 3-6-4 J_I +c 7-11-8 Over 2 Supports— R=473 W=5.5" R=339 U=41 RL=136/-71 Design Crit: IRC2012/TPI-2007(STD) V.00 PROFS PLT TYP. Wave FT/RT=296(0%)/4(0) 16.01.' i ' '�'/t. O OR/-/1/-/-/R/- Scale =.34"/Ft. Truss Components of Oregon 503 357-2118 "w►m+l l" NAu"1D FOLLOW ALL ROILS ON IBIS DRAWING! (�� 41 2 TC LL 25.0 PSF REF R7175- 84852 apo g talgpgRTANTat FURNISH THIS DRAWING TO ALL CDNmACTORS INCLUDING THE INSTALLERS. 14, 83294PE 9 825 N 47h Ave,Cornelius OR 97113 I n fabr rats n. nand 1 i ng, shipping,I i n ,i. Trusses s requiren. Information, TPI in" "n "saw safety p` "e fprio / DL 7,0 PSF DATE 11/18/16 the latest edition eof BC41r(eul(Building Component Safety InYorra - by TPI aM NTCA)r for forty practi s p " �. p I-urmiry these Wool-ions. na Lolls ratstail provide teaWu 'Y b a:I n.j Pe, BCSI. Unless rw,suf utlrorwl>e Y P Mrd shall have properly attached pa structural sheathing and bottom chord shall have a properly attached BC DL 10.Q PSF DRW CAUSR7175 16323021 rigid ceiling. Locations shown r permanent lateral restraint of webs shall have bracing installed per BCS c ■ILIF)0 N sections BD Details, or BIG, as noted applicable.rApply Refer to to each face of trufor and position as shown above erre on I lel8 201V 1 the Joint Details, unless torted otherwl se. Refer co drawings 160A-Z for standard plata doe positions. BC LL 0.0 PSF CA-ENG RTT/RTT Alpine a division of ITN Building Components Group Inc.shall not Be responsible For arty deviation from this OREGON draw,ng, any fallere to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, a� $ C TOT.LD. 42.0 PSF SEQN- 226415 AN RTW CAMPANY installation a bracing of trusses. /., A Mal on this drawing Cr cover page listing this drawing, indicates acceptance of prof selen.I engineering 4, ;Y 14,20 lir responsibility solely fer the design shown. The suitability and ras of this drMing fur any strictere is the well/18/2016 ell Tar•. DUR.FAC. 1.15 FROM I KE responsibility of the Building Designer per AHLSI/TPI 1 S.e.2. `� 8351 Ream Circle _ _ Sacramento,CA 95828 For more a,, this job's general page and t web a SPACING 24.0n' JREF- 1VVV7175Z06 ALPINE: www.olpineltw.comi TEl www.tPinst.org: ITTCA: wmrw abcindustry,cdm, ICC: www.iccsofe.org sofe.org Renewal W30/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - B1) Top chord 2x4 HF #2 :T2 2x6 HF #2: 120 mph wind, 15.83 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 HF Std/Stud :W2 2x4 HF #2: psf. Truss designed to support 1-0-0 top chord outlookers and cladding load Wind loads and reactions based on MWFRS with additional C&C member not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord design. may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Right end vertical not exposed to wind pressure. Do not notch in overhang or heel panel. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Bottom chord checked for 10.00 psf non-concurrent bottom chord live load bracing requirements. applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor + Provide lateral bracing for inset member. Attach nailer for dead load is 1.50. at edge of lower roof diaphragm, or use purlins at 24" oc. 1.5X4111 1.5X4 III i -I- 1.5X4 III i 3X7 ii7-3-1 10 10 F-- T2 1,5X4111 i 1/ 11 1.5X4111 0-7-8 :guimmil., A 12-6-2 1 7— ^= 1.5X4 III 3X3 3X5(B2)(R) III 3X5111 L1-6-0J 4-2-12 4, 3-8-12 1_ 7-11-8 J 1 7-11-8 Over 2 Supports R=507 U=38 W=5.5" R=400 U=219 RL=349/-80 Design Crit: IRC2012/TPI-2007(STD) gQO PROFS PLT TYP. Wave FT/RT=296(0%)/4(0) 16.01.00 ' �� S'iO OR/-/1/-/-/R/- Scale =.34"/Ft. • Truss Components ofOre on 503 357''.118 •'WARN INGI ew READ AND FOLLOW ALL ROILS IN !HIS DRAINING! C7 (p AQ 2 TC LL 25.0 PSF REF R7175— 84851 pp B ••IN ORTANT•" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TIE INSTALLERS. 83294PE 825 N 401 Ave,Comellus OR 97 13 ¢ 9 alalrt a r tat r in fahrlrati haMping. ahI PPl nn, xt lli r and b at pl. Rotor r and follow / DL 7.0 PSF DATE 11/18/16 the latest edition ofrBCS1r(Building Component Safety Information, by TPI and VTCA)rfor safety practices prior to performing these functions, Installers structural Pthvidesheath ng and bracing ho per SCSI. S1. Unless hutted attach de^ ,0011164 tog chord shall Locations properly shedtar ural rheathing era of Web chord shall have n properly attached BC DL 10.0 PSF DRW CAUSR7175 16323046 rindceiling. or 01 , e.hewn for permanent plateal o each rt or wets snap have bracing installed Tea per BCS h. - s 63. B]or 810, ea applicable. Apply plates to each face or true and position as sho.x,above and o 11/18/2015 A(� PON the Joint Details unless noted otherwise. Refer to drawings 160A-Z for standard plate posItiona. BC LL 0.0 PSF CA—ENG RTT/RTT ' LPO Alamo, a division of ITN Building Components Group Inc.shell not responsible for any deviation from this OREGON drawing, any failure to build the truss conformance with ANSI/TPI'1, or for handling. shipping. t TOT.LD. 42.0 PSF SEAN— 226417 AN ITW CAR MGtl NY Instal laon&cm of rang vuseas. A seal on this!rowing or Dover page II.tlrg this drawing, indicate*aar. eeptnnee or pro . engineering1 engineering 4 IX 14,28$ t0 tuse owany o design shown. The suitability and responsibility solely roe .of this dring for astructure Is the Q Q't,Ear a OUR,FAC. 1.15 FROM I KE 8351 ReasCircle responsibility of the Building Designer per ANSI/TPI 1 Sao.2. SBcranedo,CA95828 for mo information tion jr is job's general notes ed those web SPACING 24.0" JREF- 1VVV7175Z06 ALPINE:ww.alpineitw : Tp1watgirst.org;%TCA:www. bcrrauttry.00m; ICC: www.iccsofe.org Renewal 6130/2018 _ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - B) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. Truss designed to support 1-0-0 top chord outlookers and cladding load Wind loads and reactions based on MFRS with additional C&C member not to exceed 3.00 PSF one face and 24.0" span opposite face. Top chord design. may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Do not notch in overhang or heel panel. bracing requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 1.50. 4X5 IA, 4-1-13 10 F 1111111111\11__L_ �_ 0-7-8 iAli V ii 0-7-8 q 12-6-2 I 3X5(B2)(R) III 3X5(B2)(R) III L-1-6-0—>1 1-1-6-0—awl I— 4-2-12 _I - 4-2-12 _I E8-5-8 Over Continuous Support >I R=123 PLF U=37 PLF W=8-5-8 RL=14/-14 PLF Note: All Plates Are 1 .5X4 Except As Shown. PRO Design Crit: IRC2012/TPI-2007(STD) �L�i���, � �FFSS�O OR/-/1/-/-/R/- Scale =.5"/Ft. PLT TYP. Wave FT/RT=246(0%)/4(0) 16.01. 1� Truss CompoaenfsoFOregon (503)357->.118 „I •'!!A!a!I !w' ++m oxo rolls ALL ROILS ON IHIs uIaNIIwI �° RI' Zi TC LL 25.0 PSF REF R7175- 84850 825 N 4t1�Ave,Cornelius OR 97113 FURNISH THIS DRAINING To ALL cow,aAcroas INCLUDING nE INSTALLERS. 83294PE Tr,swm robin*. re In fahr ra ng,handling, shipping, installing and bran ng, Refer t and follow DL 7.0 PSF DATE 11/18/16 the latest edition of BCSIr(Building Component Safety Information, by TPI and PTCA) for safety practices prior S to chordm ha these v tprop ,a..attached rent shall provide ng an a)Y bracing ho per SCSI have,lna properly attached , topchordshall have properly at Intel nal rovideite and bottom chord shall a properly attar M1etl Igid ceiling. Locations show,for permanent restraint of webs shall have bracing installed per BCSI BC DL 10.0 PSF DRW CAUSR7175 16323020 s B3. B7 or B10, as applicable. Apply plates t each race or truss and position as shown above and o A she Joint Details, unless noted otherwise. Refer to da p pea " 11/18/2016 BC LL 0.0 PSF CA—ENG RTT/RTT Inc.lsha rano-z responsible sta�a d lata eiont. OREGON A���N Alpine, a dl vlslon of ITN le thing uss roan s Group nchM1AN not be orfor han for any deviation from this drawing. any ,breve to bnitd the truss conformance with ANSI/TPI ,, drfor dandling, shipping, 1 04 e TOT.LD. 42.0 PSF SEAN— 226413 AN Il'W COMPANY installation a bracing of trusses. . A seal on this drweing or cover Pse listing tri.drawing, Indleatea&coaster or professional engineering (, LY 14,20 tei �eawpw.wna iei i it�y or asi:�1l Idld�nnp�gel.1 poi ANSI/TPI wl suitability end n..or this drawing for any.trnn=tore is tls se j ,n•,. DUR.FAC. 1,15 FROM I I(E 8351 Rovana Circle Q'+�a Sacramento,CA 95828 ran more information soo this jolais gonoral noes page and thoseweb .. SPACING 24.0" JREF— 1VVV7175Z06ALPINE www.alpineit..comTPI; wweYpinst_org; NTCA.ww.sbcindustrYco; ICC§ ,iccsafe.org Renewal 6/30/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - A3) Top chord 2x4 HF #2 120 mph wind, 25.03 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. :M6, M7, M8, M9, M10, M11, M12 2x4 HF #2: :Rt Stub Wedge 2x6 HF #2: Wind loads and reactions based on MWFRS with additional C&C member design. 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 chord relOIWIGISIA1,1121013101EINICI110111,011i141 ,: GBLLETIN1014, & GABRST101O14 for gable wind may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT acing requirements. OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. ) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load flection meets L/360 live and L/240 total load. Creep increase applied per IRC-12 section 301.5. 4X5= ctor for dead load is 1.50. 01 T T 111-0-10 iA41:11111111 0_i_ 2 � . 11, - - , I I / : : % I : : r IC. p 2 1928 3X5(8 a) it 5X5= 3X7(G1) III 12-6-10 12-5-6 1 25-0-0 Over 2 Supports =� R=110 PLF U=1 PLF W=14-0-0 R=97 PLF U=16 PLF W=11-0-0 RL=16/-16 PLF • Note: A11 Plates Are 1 .5X4 Except As Shown. PRO Design Crit: IRC2012/TPI-2007(STD) Ot ��S ►� F S'/0 OR/-/1/-/-/R/- Scale =.25"/Ft. PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01. d Truss Com nts ofOre on 593 357-_118 **WARNINGIet NLAD AND/CUM ALL ROILS ON ;HIS DRAWING; C9 REF 87175- 84849 pone B 7 ...IMPORTANT.. FURNISH THIS mwlND TO ALL CO NaACTORs INCLUDING TIE INSTALLERS. TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 83294PE Trosseetrequire rcern er in fabricating, handling, shinning, installing and nrar.inn. Refer to and fllw. te �.- ' DL 7.0 PSF DATE 11/18/16 the latesteditionaofBCSI (Building Comport o Component Safety Information, by TPI and WTCA) for safety practices preo u performing these Functions Installers shall provide temporary b aci rig per BCS;. Unless tel otherwise,r _ top chord shall have properly attached structural sheathing and bottom chord shall haveproperly attached rigid I I .I. Locations shown for permanent lateral re stn int of woos shall nave bracing installed per BCS; BC DL 10.0 PSF DRW CAUSR7175 16323019 I All PO sac B9 ai or 010, as applicable. othle. Apply plates to each face o1'truss and position Boon above and on 11/18/2016 the sections Details, unless noted cable.A. Rafal to drawings ace of for standard plain positions. BC LL 0.0 PSF CA-ENG RTT/RTT Alpine, a division of ITB Building Components group Inc.shall gpt be responsible for any deviation from this OREGON drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN RAV COMPANY in..,t iatinn 8 bracing or tresses. 42.0 PSF TOT.LD. S SEQN- 226316 . A...l on this arwing or cover pogo Il.ting this droning, Indicates Loo pt.no•of professional.rgle..rlro (e ItlY 14,2° m ro.porsiblllty woolly for la.Oslo,shown. The suitability end use of this draping for any structure Is the Snell Tan €12i DUN.FAC. 1.15 FROM I KE 8351 ReamC Ureic responsibility or the Building Designer par ANSI/TPI 1 Soo.z. Sacrxmio,CA95828 N,, ..,ronrarmatlon sonis jobrr s geneal s page and thoso web SPACING 24.0" JREF- 1VW7175Z06 w ALPINE: w.olpineiltw.com; TPI www tpi .org;WTCA:www.abcindustry,com, ICC: www.icosofe.org Renewal 6130/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - A2) Top chord 2x4 HF #2 120 mph wind, 25.03 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF #2 :W1, W5 2x4 HF Std/Stud: DL=6.0 psf. :Rt Stub Wedge 2x6 HF #2: Wind loads and reactions based on MWFRS with additional C&C member (a) Continuous lateral restraint equally spaced on member. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 1.50. 4X5= T ii 110 • • 3X5/y 3X5' 11-0-10 10 (— 1 —iv 0-7-2 1 14 T u l sr, 0-8-2 19-2-8 _3XL 3X5(6 ) R) III 1.5X4111 3X7-- 3X5= 1.5X4III 3X10(G2) dl Inc 6-6-10 >I< 6-0-0 6-0-0344C 6-5-6 12-6-10 ,i_ 12-5-6 J lc 25-0-0 Over 2 Supports >1 R=1105 U=78 W=5.5" R=1101 U=77 RL=194/-193 gEO PROFF Design Crit: IRC2012/TPI-2007(STD) SSA PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.'/0 �1fwF O OR/—/1/—/—/R/— Scale =.25"/Ft. "WARNING!" N.Ao AND roua�ALL NDILS ON IHIS INWINDI 83294PE #51 p Truss Components of Oregon 1503)357-211$ „INmlrarr•, FINNISH THIS DNa1ND TO ALL CONTRACTORS INCLUDING THE INSTALLERS. TC LL 25.0 PSF REF R7175- 84848 825 N 4th Ave,Cornelius OR 97113 Trusses require»f oma rim in ng Component Safety I oriation, installing am) for sag.fety Refer and .prow DL 7 r0 PSF DATE 11/18/16 the latest edition oTrBCSIr(Building Component Safety Information, byTPI and VTCA) for safety practices prior to performing t eae Iur:Lions Installers previdf temporary bracing per BCSI. Unless noted otherwise. - top c lora shall hays properly attached structural sheathing and bottom mora shall have a properly attached BC DL 10.0 PSF DRW CAUSR7175 16323018 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI ,4�u 0 N a a Ba. BT or 010 s noted other Apply plates each face-2 for standard positron as shown above dna on 11/18/2016 iAlpinJoint Details, noted otherwise. Rarer-to Inc.sha i60A_z fares ansibl plate any deviation BC LL 0.0 PSF CA—ENG RTT/RTT Alpine a day d. Ibu build Building truss in Graaf Inc.,nail /T responsible maim far a�tlppinginn from this OREGON drawing, any.oilers in build slim,tsaw - conformance with AN51/TPI ,, or far managing, shipping. C TOT.LD. 42.0 PSF SEQN— 226313 AN rrW C.OMR4NY +�t,l I a crani no or tresses. 41. A.e.1 on cols drawing Sr maser pace listing this Priming, Indicate.acceptance or professional engineering 4, �lY 14,20 ell reep 8351 Roam(lick responsibility solely f Buthe ilding In shown.r ANSI/TPI suitabilitye 'nP raw or t>,1.drawing f r anon.00awre I.w %WSW!Tar s- DUR.FAC. 1.15 FROM IKE Saerallenio,CA 95828 row more information is,obs general nos pages aro thaws web, SPACING 24.0" JREF— 1VVV7175Z06 ALPINE:eww.oipineltie.nom c TPI waw tpinst.org:WTCA:www.slacindustrv.fom; ICC:wwa.iccsate.org Renewal 6/30/2018 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - Al) Top chord 2x4 HF #2 120 mph wind, 25.03 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud :W3 2x4 DF-L Std/Stud: DL=6.0 psf. :Lt Slider 2x4 HF #2: BLOCK LENGTH = 2.000' :Rt Slider 2x4 HF #2: BLOCK LENGTH = 2.000' Wind loads and reactions based on !MFRS with additional C&C member design. • Calculated horizontal deflection is 0.26" due to live load and 0.32" due to dead load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 5X7= __I\ Al33X5Q� 11-0-10 10 r iririlill:X10E--:IIIIIIIIIIIIIIIIIII --I 10 3X5 3X5$ /// 1.5X4 III 1.5X4 III 6 1— 0-7-2 I J 6 0-88-2 +19-2-5 5X5 F4)1.3% 5X7(E5) III 7-1-0 7-4-8 Al- 5-1-8 2'1` 5-4-6 5-5-0 >Ic 7-1-0 12-6-10 12-5-6 12-6-0 12-6-0 25-0-0 Over 2 Supports ›- R=1132 U=64 W=5.5" R=1132 U=64 RL=194/-193 Design Crit: IRC2012/TPI-2007(STD) 0)PROFF PLT TYP. Wave FT/RT=296(0%)/4(0) 16.01.t! ii `s*S> OR/-/1/-/-/R/- Scale =.25"/Ft. TrussCom entsofOregon (503)357-1118 a.1ARNING1aa IRA,ADDBRAVING]roula ALL Neils ON IHIS BRAVING] 0 04C' r FI�,Q ©y TC LL 25.0 PSF REF R7175- 84847 R 1 FURNISH THIS DRAWING TO ALL CCIITRACTDRS INCLUDING THE INSTALLERS. 825 N Ave,Cornelius O 97 13 ...IMPORTANT". 83294PE 7 Tru requires r oma r in fanrioortnn. handling, whipping. installing and bracing. Refer re and follow mi DL 7.0 PSF DATE 11/18/16 M lata editionorBCSIr(Buildi,g Component Safety Information, by TPI and NTCA) for safety Practices prior WC u pa_ m„g l esehave Cproperly For p marentets ur osheprovathinde g and bottom rug d s al l have Unlesstad attached 11� _ to chord arras neve w'errerb attached ural sheathing and boc chord anon ha properly atracnad BC DL 10.0 PSI- DRW CAUSR7175 16323017 841164 rlgJd ding. Locations drown For per t,stare, re tr - i f bs hall have b Ing ailed per BC" A F�1I sections 83,B]a, Btu, as applicable. Apply Plates ach t land posltor Ives,above a,d 11/18/2016 thealnt 3,87 o B10, a n tad cable.aA Raper to drawings,BBA_z fan's andard plata poo bare. BC LL 0.0 PSF CA—ENG RTT/RTT Al pina p di�Islon of I1w Balldirg Coaq on s Group Inc.whall not be rasponwldla f am daylatl an.ram thiw OREGON drawing, any failure to build the truss I acanformance with ANSI/TPI 1, or for handling, shipping. TOT.LD. 42.0 PSF SEQN- 2263 28 AN ITW COMPANY in...iiatian a bracing of trusses. Ar poposibil responsibility drawing or tcover OnIOn listing thise s�itaoii ermine, and w o��sdrawwire fremalcnal for any struciengineering,. 4IS �LY 14,20� (10 re.pnn.ibillty or the Building Designer per ABI/TPI 1 S.o.2, ,8 ell Tin DUR.FAC. 1.15 FROM I KE 8351 Rovula Circle SaMMMo.CA95828 ran ma lnfaram ,an is job's general a page and these s was SPACING 24.0" JREF— 1VVV7175Z06 ALPINE,www.alpineitw,com C TPI swww tpinst.org;WTCA:wwww.abcindustry.com, ICC ww.Iccsafe.org Romfrsr R!'3/Ir4r111T THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. • (1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR - A) Top chord 2x4 HF #2 120 mph wind, 25.03 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. :Lt Slider 2x4 HF #2: BLOCK LENGTH = 2.000' i :Rt Slider 2x4 HF #2: BLOCK LENGTH = 2.000' Wind loads and reactions based on MWFRS with additional C&C member design. 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 chord See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT bracing requirements. OVERCUT. No knots or other lumber defects allowed within 12'I of notches. Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5= Shim all supports to solid bearing. iA 10 k 7 i� 5-2-12 11-0-10 10 4X5- • 3X5% �00 Aill. 1••••,•••,• 11111111 P. • � ; 3X5@ 0-7-216 p F 6 6 ,r�I �g 0- 2 419-2-8 5X5'4)i 3X7(E5) III 12-6-10 ' 1< 12-5-6 12-6-0 12-6-0 25-0-0 Over 4 Supports }a' R=96 PLF U=21 PLF W=25-0-0 RL=9/-9 PLF Note: All Plates Are 1 .5X4 Except As Shown. Design Crit: I RC2012/TPI-2007(STD) Eo PROF..s PLT TYP. Wave FT/RT=291(0%)/4(0) 16.01.P! If h, �On TORLL/1/ 25 0/PSF REF Scale R7175- 84846 Truss Components of Oregon 503)357-?118 • WARNINGI••READ AND faro Au ROILS UN Inks OIrAfINGI ppoo a•INAORTANr. FURNISH THIS WINING TO ALL CONTRACTORS INCLINING THE INSTALLERS. /,. 83294P� 9 825N4thAve,ComelTusO 97113 naves require•r me in fahr'rar ng. handling. shipping, installing and bear ng. Refer to and follow moi/ the latest edition ofrBCS1^(Building Component Safety Informs by TPI and NTCA) for safety practices prior r-' DL 7.0 PSF DATE 11/18/16 t pchord f - ha Lease 1properly Install _-shall providethng o bracing ho per all e Unless noted attachedn.r top ro O snail have properly attached pe nal lateral re tr and bottom chord snail b properly dtpenYBC BC DL 10.0 PSF DRW CAUSR7175 16323016 floidab -ling. Locations mown for e. t plateal r Lra1' Y bs snail nave bracing Ilea per BC' / p - s B3. B7 of 810, as applicable Apply Plates to each a of trues and positionshown above and on 11/18/2016 Ail r•—)[I^ ' . sections etJoint Details. unless noted otherwise. Refer to drawings 160A_Z for standard plate positions. 1 BC LL 0.0 PSF CA-ENG RTT/RTT i,, H ' V Alpine, a aivlsian of lTN Bunting Components croup Inc.shall not be responsible any aevietlon from this OREGON drawing, any feilrre to build the truss in conformance with ANSI/TPI 1,or for handling, shipping. TOT.LD. 42.0 PSF SEQN- 226331 AN ITWCOMPANY installation.bracing or tresses. G . A�alpll ityy drawing Par tcover he design sheen. sng this;uittaabi lity'and lam.at this he awing professional .,W trlcture is hs T.[� ��LY'4,20��� '(e DUR.FAC. 1.15 FROM I KE 8351 RrwanaCircie respaneibtlity or th.Building Deolgll.r per ANSI/TPI 1 S.t.2. 5i.'9e Sacra mW,CA95828 ref ion is Jobe general notes pogo and those,Rib s t SPACING 24.0" JREF- 1VVV7175Z06 w ALPINE:w .alpineita.com cTPI ww tpirrst.org; WTCA:www.eboindostry.com; ICC: www. safe.org Rannlaal R/RIH7(T1g Alpine, an ITW Company 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of I Document ID:IVVV7175Z0618081222 Truss Fabricator: Truss Conponents of Oregon Job Identification: 1116082--FOUR D CONSTRUCTION CO. -GREENSWARD SOUTH LOT 13 -- TIGARD, OR Model Code: IRC Truss Criteria: IRC2012/TP1-2007(STD) 1G'Q PROF Engineering Software: Alpine proprietary truss analysis software. Version 16.01. s5 a4' MS Truss Design loads: Roof - 42 PSF 0 1.15 Duration QG1NE . 1Q Floor - N/A [(/ " 83294PEA. 9 Wind - 120 NPH (ASCE 7-10-Closed) Notes: 1. Deternination as to the suitability of these truss conponents for the OREGON structure is the responsibility of the building designer/engineer of 'A4 `?+crta,sod° 0 record, as defined in ANSI/TPI 1. ssell Tao"' 2. As shown on attached drawings; the drawing nunber is preceded by: CAUSR7175 R ,;IAN,;•;t=:12018 Details: 12030EC1-GBLLETIN-GABRST10-BRCLBSUB-12015EC1-14111510-14116010- 11/18/2 Subnitted by RTT 08:11:18 11-18-2016 Reviewer: RTT $ $ # Ref Description Drawing# Date 1 84846--A 16323016 11/18/16 2 84847--Al 16323017 11/18/16 3 84848--A2 16323018 11/18/16 4 84849--A3 16323019 11/18/16 5 84850--B 16323020 11/18/16 6 84851-41 16323046 11/18/16 7 84852--B2 16323021 11/18/16 8 84853--B3 16323022 11/18/16 9 84854--C 16323023 11/18/16 10 84855--C1 16323024 11/18/16 11 84856--D 16323025 11/18/16 12 84857--D1 16323026 11/18/16 13 84858--D2 16323027 11/18/16 14 84859--E 16323047 11/18/16 15 84860--E1 16323028 11/18/16 16 84861--E2 16323029 11/18/16 17 84862--G 16323030 11/18/16 18 84863-41 16323031 11/18/16 19 84864--H 16323032 11/18/16 20 84865--H1 16323033 11/18/16 21 84866--J1 16323034 11/18/16 22 84867--J2 16323035 11/18/16 23 84868--J3 16323036 11/18/16 24 84869--J4 18323037 11/18/16 25 84870--K 16323048 11/18/16 26 84871--K1 16323038 11/18/16 27 84872--K2 16323039 11/18/16 28 84873--X 16323040 11/18/16 29 84874--EJ1 16323041 11/18/16 30 84875--SJ1 16323042 11/18/16 31 84876--HR1 16323043 11/18/16 32 84877--KCAP 16323044 11/18/16 33 84878--K2CAP 16323045 11/18/16