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Plans (52) ,4v-S T3-o! -po....eZ Oregon Truss Inc Truss: CS PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 6/14/2016 2:31:44 PM Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 20-0-0 4/12 1 2-0-0 2-0-0 0-0-0 0-0-0 1 24 in 112 lbs 24-0-0 i 2-0-0 6-6-1 3-5-15I 3-5-15 6-6-1 I 2-0-0 6-6-1 10-0-0 13-5-15 I 20-0-0 Note:The top chord may be notched 1,5"deep by 3.5"wide at 24"o.c.max.unless noted otherwise. Do not cut the connector plates. 5x8- A_ 3 12 2x4/ �. 2z4 1 12 4� 3x12/ 2 41V3x124 \ �4 4nn Do:E12 �`�3z3/( r ` 3z3\(2) Do NotNotch�A� � r ri � a d 35- 4x6 1 4x6 _, 7 el6 8 3x7- 0-0-0 0-0-0 I 10-0-0 I 10-0-0 10-0-0 20-0-0 Loading General CSI Summary Deflection L/ (lac) Allowed Load (psf) Bldg Cale. IBC 2012/ TC: 0.37(4-5) Vert TL: 0.3 m L/779 (5-6) 1,/I80 TCLL: 30 TEl 1-2007 StkChd:0.05(12) Uert LL. 0.11 in L/999 ) L/240 TCDL: 7 Rep Mir Increase: Yes BC: 0.55(6-1) Ham TL: 0.05 in SSS BCLL 0 D.O.L-: 115% Web 0.24(36) Creep Facia,Ka=1.5 BCDL 10 Plate Offsets(JntX,Y,Arrg). (I 1-5-4,0-10,90-(2:0-03-11,18.) (30-0,3-13,01 (40-0,3-11,18_)(5.1-3-5,0-5,90.)(6.0-0,3-8,0.) Reaction Summary IT Type Brg Conn° Brg Width Material Rqd Bra Width Max React Max Gray Uplift Max Wind tiplra Max Uplift Max Harz I Pm(Wall) I 3.5 in Douglas-Fir-Larch 1.50 in 1,088 R - -881a -08 lis 11 IIs 5 H Roll(Wall/ I 3.5 in Douglas-Fir-Larch 1.50 in 1088 IIs - -88 IIs -88 Its 01ls Material Summary Bracing Summary IC DPL#IB 2x4 TC Bracing: Sheathed a Parlors at 3-9-0,Parlor design ty Others. StkChd DEL 4IB2x4 BC DFL SIB 2x4 BC Bracing: Sheathed or Purlins at 10-041 Purim design by Others. Webs DFL Stud 2x4 Slider DEL#113 2x4 Loads Summary I)This truss has been designed for the effects due to 10 psfbotrrm chord live Iced plus dead loads. 2)This truss has been designed fa the effects of balanced design snow had(Ps=25 pat)and unbalanond design snow loads(4/12,75 psl'wind.25 psf lee.155 paf lee over peak to 7.2 0)14-hips/gables in aca'dence with ASCE7-10 except as nixed,with the following user defined input 25 psf ground snow load(Pg). NOTE:All flat/sloped roof factors have been ignored and the ground snow load has hem used fa the roof snow load(Ps=Pp),DOL=115. 3)This truss has been designed for the effects of wind loads in accordance with ASCE7-10 with the following user defined input 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip.Building Category 0(I=1-00).Orerell Bldg Dims 40 0 x 60 ft,h=25 0,End Zane Truss,Bah end webs considered.DOL=1.60,CC Zane Width 4 R. 4)Minimum storage attic trading in accordance with IBC Table 1607.1 has lace applied Member Forces Summary Table indicates:Member ID.max CSL max axial form.(max comps arw if different from max axial arm) TC 7-1 0.249 47 lbs 2-3 0253 -1,54611. 4-5 0.366 -2,4231M I 1-2 0.366 -2,42316. 3-4 0.253 -1:54616. 5-8 0249 4716. StkChd iT 0.050 -2316. T4 (1.050 -23 Its BC 5-6 0.555 1,86411a (360 Its) 6-I 0555 1,86411 (-3681M) Webs 25 0.223 553 Its 35 0.244 73016. (-8811.)46 0.223 653116 Notes: Gable webs placed at 24"o.c.,U.N.O. - 2)Attach str t algbleblockswithIx420gaplates,U.N.O. 8.1 0 PR°figs . 3)Thrs trussh' been designed fa in-planed Iadmg F tracing requirements fir rmr cdplane wind Iwdmg refer bathe Const tin Documents and/or BC SI-B3 {• I- 4)When thistrusshasteen chasm for quality assurance inspection,the Doa61e Polygon Method per TPI 1-2007/Chapter 3 shall be used Fal fie tolerante 10 H. CJ ,,`G11.4 -,-, s' 5)Listed wind plias isms lased on MWFRS Only loading �\ �,\" A_ 6)Bearing material shown in the atxwe tab( hasonly bzn checked f resistance perpendicular to grain and dam not indicate adequacy a material fee other design considerations {C/ ,7 -Y 7)This gable las been designed fora 12"(max.)rake overharg 't.. 7329;P E " if,ir `/O q?1 2,0'..;.02^ 06/14/2016 Expires: 12/31/2016 NOTICE Aeopy of this design shall he furnished to the erection contractor The design id this rndiaidu al truss is based on design criteria and requirements supplied be the Truss Manufacturer and relies upon the Simpson Strong-Tie Company accuracy and completeness of the information set firth by the Building Designer.A seal on this drawing indicates acceptarnce ol'professional engineering nspmarbility solely for the truss wmponent design shown.See the cover page and the`Important Information&General Notes"page for addrtrrnal information All ennecta plate.shall be manufactured 6y Simpson Strong-Tie Cowan)),Inc in accordance with ESR-2762.All armwhr plates are 20 gauge,unless the apecrfied plate size is followed by a"-I 8"which indicates an 18 gauge plate,or"S#IR",which indicates a high tennis 18 gauge plate. SIMPSON Oregon Truss Inc Truss: DA lettoug;�<. ,. ;..: PH 503-581-8787 Project Name: 1606040cia Component Solutions'''. Date: 06/13/16 15:03:48 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 14-4-0 9/12 3 0-0-0 1-6-0 0-0-0 0-0-0 1 24 in 51 lbs 15-10-0 I7-2-0I 2 01 7 2 0 1-6-0 7-2-0 14-4-0 5x5/ 2 12 /, 9� 12 —19 N rb yO_ 1 s 3x5- 3x4- 1 llhhll T, II I EICM 4 ►j 1 x4 I 5 z I J3G 0-0-0 0-0-0 7-2-0 7-2-0 7-2-0 14-4-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (pst) Bldg Code. IBC 2012/ TC: 0.65(1-2) VenTL: 0.18 in L1929 (4-1) L/180 TCLL: 30 1101-2007 BC: 0.46(4-1) Vert LL: 006 in L/999 (4-1) L/240 TCDL: 7 Rep Mor Increase: Yes Web: 0.10(24) Horz IL: 0.01 in 3 BCLL: 0 D.O.L.: 115% Creep Factor,Kcr=1.5 BCDL: 10 Plate Offsets(Jnt:$Y,Ang). (1:2.8,2-12.0.) (2:0-0,3-14.44.)(3:2-3,2-12,0.) (4:0-0,3-8,90.) Reaction Summary IT Type Btg Combo Brg Width Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Truss) I 1 5 in 1.50 in 686 lbs - -36 lbs -36 lbs -65 lbs 3 H Roll(Wall) 1 5.5 in Douglas-Fir-Larch 1.50 in 790 lbs - -67 lbs -67 lbs 0 lbs Material Summary Bracing Summary TC DFL NIB 2x4 TC Bracing Sheathed or Purlins at 6-1-0,Pullin design by Others. BC DFLNIB 2x4 BC Bracing Sheathed or Pudins at 10-0-0.Pudin design by Others. Webs DFL Stud 2x4 Loads Summary I)This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This truss has been designed for the effects of balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)for hips/gibles in accordance with ASCE7-10 except as noted,with the following user defined input 25 psf ground snow load(Pg).NOTE:All flat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg)DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input. 120 nph°Minute,Exposure B,Fully Enclosed, Gable/Hip,Building Category I1(I=1.00),Overall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minorum storm attic loading in accordance with IBC ISble 1607.1 has been applied Member Forces Summary Table indicates:MerrberlD,max CSL rax axial force,(max corrpr force if different from won axial force) TC 1-2 0.653 -804 lbs 2-3 0.609 -807 lbs I3-5 0.145 67 lbs BC 3-4 0.406 539 lbs �4-I 0.462 539 lbs 1 Webs 24 0.101 329 lbs Truss-to-truss Connections Summary ID Carried Truss Carrying Truss Carrying Offset Angle TPJ DA 13G 2-0-12 90 deg 130 4-0-12 90 deg ..__.................... Notes: Ct�...1-fL7 1)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used. Fabrication tolerance=10 N. C���{.v PROF Su2)mmary connection is for graphical interpretation only A hanger or other structural connection shall be provided to resist the max reaction and uplift shown in the Reaction ' `',,`G I(� ,.(y sJ 3)Listed wind uplift reactions based on MWFRS Only loading ,`` G'v �'T �1. 4)Bearing material shown in the above table has only been checked for resistance perpendicular to grain,and does not indicate adequacy of nutenal for other design considerations. ZI 7329 PE }. 5 G / I l y L�0gr1 '',2n y0r \- N 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and require:rents supplied by IheTruss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and corrpleteness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss corrponent design shown.See the cover page and the"Irrpodant]nfomution&General Notes"page for additional information.All connector plates shall be manufactured by Sirrpson Strong-Ile Conpany,Inc in accordance with ESR-2762.All connector plates are 20 gang,unless the specified plate size is followed by a"-18"which indicates an 18 gauge plate,or"SN 18",which indicates a high tension 18 gauge plate. SIMPStS1 Oregon Truss Inc Truss: DGE PH 503-581-8787 Project Name: 1606040cia Component Solutions'''. Date: 06/13/16 15:03:49 TrussPage: I of 1 Version:2016.5,1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 14-4-0 9/12 1 1-6-0 1-6-0 0-0-0 0-0-0 1 24 in 70 lbs I 17-4-0 I 1-6-0 I 7-2 0 7- 2- 0 II 1-6-0 14-4-0 4x4- ^* 8 /1 2 12 912 1x4 1x4 n9 1 x4 m 1x41 11 7 O 1 1 V) x4 1 1 x4 B d 3x4- 8 Ih` 3x49- glign 1 1 1 1 1 1 1 IS x'T' *.1 v .411.+I•v*:.••Iw♦I•I•••••I.1.'.:a •••i•I•I•••1.••'I••••141...: •••1.I....1""••••I•I•w•••••1" 1 1x4 I 1x4 I 1x4 I 1x4 I 1x4 I 104 I 104 I 8 0-0-0 0-0-0 I 14-4-0 14-4-0 Loading General CSI Summary Deflection L/ (lox) Allowed Load (psf) Bldg Code: IBC 2012/ TC: 0.16(1-2) Vert TL: Din L/999 (9-9) L/180 TCLL. 30 11'II-2007 BC. 0.09(16-1) Vett LL: Din L/999 (9-9) L/240 TCDL: 7 Rep Mbr Increase. Yes Web: 0.08(5-13) Horz TL: 0 in 9 BCLL: 0 D.O.L.: 115% Creep Factor,Ker=1.5 BCDL. 10 Plate Offsets(Int XY,Ang) (1:2-3,2-12,0.) (5.0-0,46,0.) (9:2-3,2-12.0.) Reaction Summary JT Type Big Combo Big Width Material Max React Ave React Max Gray Uplift Max Wind Uplift Max Uplift Max Honz 1 Continuous 1 172 in Douglas-Fir-Lurch 286 lbs 139 plf - -50 lbs -50 lbs -42 lbs Material Summary Bracing Summary TC DFL NIB 2x4 TC Bracing Sheathed or Purlins at 6-3-0,Purim design by Others. BC DFL#16 2x4 BC Bracing Sheathed or Pudins at 6-3-0,Podia design by Others. Webs DFL Stud 2x4 Loads Summary 1)This toss has been designed for the effects due to 10 psf bottom choni live load plus dead loads. 2)This truss has been designed for the effects of balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psf lee overpeak to 4.8 ft)for hips/gables in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE:All flat/sloped roof factors have been ignored and the ground snow load has been used for the soot snow load(Ps=Pg),DOL=1.15. 3)This toss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Categny 8(1=1.00),Overall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Tmss,Both end webs considered.DOL=I 60,CC Zone Width 4 ft. Member Forces Summary Table indicates:Member ID,max CSI,max axial force,(max comm force ifdifferent from rax axial force) TC 17-1 0.145 67 lbs 4-5 0.050 489 lbs 8-9 0.163 219 lbs (-146 lbs) 1-2 0.163 219 lbs (-146 lbs) 56 0,050 -89 lbs 9-18 0.145 67 lbs 2-3 0.051 56 lbs (46 lbs) 6-7 0.057 -71 lbs 34 0.057 -71 lbs 7-8 0.051 56 lbs (-45 lbs) BC 9-10 0.088 227 lbs (-209 lbs) 12-13 0.018 143 lbs (-9 lbs) 15-16 0.018 143 lbs (-9 lbs) 10-11 0.018 143 lbs (-9 lbs) 13-14 0.018 143 lbs (-9 lbs) 16-1 0.088 227 lbs (-209 lbs) 11-12 0.018 143 lbs (-9 lbs) 14-15 0.018 143 lbs (-9 lbs) Webs 2-16 0.010 -76 lbs 5-13 0.083 -155 lbs 8-10 0.010 -76 lbs 3-15 0.044 -2121bs 6-12 0.072 -232lbs 4-14 0.072 -232 lbs 7-11 0 044 -212 lbs Notes: __....................................... I)Gable requires continuous bottom chord beating ?,V PROFFS 2)Gable webs placed at 24"o.c,U.N 0 PRO 3)Attach gable webs with 18420g plates,U.NO. Co !N GINE- , / 4)This truss has been designed for nn-plane wind loading See TD-GBL-00038 for gable stud bracing/reinforcement requirements for out-of-plane wind loading. N . r` A- 5)When this Muss has been chosen for quality assurance inspection,the Double Polygon Method per TPI t-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 44/ -6i 6)Listed wind uplift reactions based on MWFRS Only loadingct" 7G��PE 7)This gable Ins been designed for a 12"(max.)rakeoverharg. G f L , .... . .. N -RIS 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor The design of this individual toss is based on design criteria and requiienxnts supplied by theTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the infomnlion set forth by the Building Designer.A seal on this dowing indicates acceptance of professional engncering responsibility solely for the truss corrponent design shown.See the cover pace and the"Important Infomation&General Notes"page for additional information All connector plates shall be manufactured by Sinpson Stonglle Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate sire is followed by a"-IS"which indicates an 18 gauge plate,or"SN 18",which indicates a high tension 18 gauge plate. SIMPSCiN Oregon Truss Inc Truss: EB _"�^ •�: PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 06/13/16 15:03:49 Truss Page: 1 of I Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 8-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 30 lbs I 9-6-0 I 1-6-0 I 4-0-0 4-0-0 4-0-0 I 8-0-0 4x4- 2 x4- 2 12 r, 12 9� Adiiiii 0 v 75a0 7 I. 3x4- i 1 3x5- -f I iNI ►t ►1 141 5 Y 0-0-0 0-0-0 4-0-0 I 4-0-0 I 8-00 I Loading General CSI Summary Deflection L/ (roc) Allowed Load (cast) Bldg Code: IBC 2012/ TC: 0.19(2-3) Mit IL: 0.02 in L/999 TCLL: 30 TP11-2007 BC: 0.18(3-4) (3-4) L/240 TCDL: 7 Rep tdbrincrease: Yes Web. 0.05(2.4) �m LL: 0.in in L/999 (3-4) L/240 BCLL: 0 D.O.L.: 115% ( ) Cora FnL. 0 in 3 BCDL. 10 Creep Factor,Ka=1.5 Plate Offsets(Jnt.XY,A❑g). (1:2-3,2-12.0.) (2:0-0.4-60.) (3:2-8,2-12,0.) (4.0-0,3-8,90.) Reaction Summary JT Type Bq;Combo Brg Width Material Rqd Brg WSdth Max React Max Gray Uplift Max Wind Uplift 1'4'x-52U ax Uplift Max Hon, 1 Pm(Wall) 1 5.5 in Douglas-Fir-larch 1,50 in 585 lbs -52 lbs -52 lbs 63 lbs 3 H Roll(Truss) 1 1.5 in - 1.50 in 437 lbs - -17 lbs -17 lbs 0 lbs Material Summary Bracing Summary TC DEL#113 2x4 TC Bracing Sheathed or Purlins at 6-3-0,Pudin design by Others. BC DFL#lB 2x4 BC Bracing Sheathed or Purlins al 10-0-0,Pudin design by Others. Webs DFL Stud 2x4 Loads Summary I)This truss has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2)This truss has been designed for the effects of balanced design snow load(Ps=25 pspand unbalanced design snow loads(9/12,7 5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 fl)for hips/gables in accordance with ASCE7-10 except as noted,with the following user defined input'25 psf ground snow load(Pg).NOTE:All flat/sloped mol factors have been ignored and the ground snow load has been used for the mof snow load(Ps=Pg),DOL=1.15. 3)This Miss has been designed for the effects of wind loads in accordance with ASCE?-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category a(1=I 00),Overall Bldg Dins 40 fl x 60 ft,h=25 ft,End Zone Truss.Both end webs considered.DOL=1.60,CC Zone Width 4 6 4)Minimum storage attic loading in accordance with IBC'Itble 1607 I has been applied Member Forces Summary Table indicates.Member m,max CSI,rax axial force,(max conpr force if different nom max axial force) TC 5-1 0.153 8(1 lbs 1-2 0.157 -455 lbs I2-3 0.186 -478 lbs BC 3-4 0.179 312 lbs (-291bs)14-1 0.122 281 lbs Webs 2-4 0.054 (76 lbs Notes: I)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TP11-2007/Chapter 3 shall be used.Fdincation tolerance=10%. 2(Tmss-to-lmss connection is for gaphical iniepmtation only A hanger or otherstructural connection shall be provided to resist the mix motion and uplift shownin the Reaction 2 rani'. 3)Listed wind uplift reactions based on MWFRS Only loading 4)Bearing nntenal shown in the above table has only been checked foriesistance a endicalar to - --- --- carp grain,and does not indicate adequacy of[Menai for other design considerations. ���CD PROFFu^ �\G' 0"\G[rNll �I� hy03 `.c" 7329:PE ;,: 1 fpm 4 ='V L� 9Y 1 ,',2� , N•,.R 1 S `' 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.The design of this individual truss is based on design cdtetia and requirements supplied by the Truss Manufacturer and relies upon the accssacy and completeness of the information set forth by the Building Designer A seal on this drawing indicates acceptance ofpmfcaional engineering responsibility solely for the truss component design shown.See the cover Simpson Strong-Tie Company page and the"Important Information&General Notes"page for additional infomution.All connector plates shall be mmnufactured by Simpson Strong-Ile Company,Inc in accordance with ESR-2762.All connector plates am 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gang plate,or"See 18",which indicates a high tension 18 gauge plate. SIMPSON :T Oregon Truss Inc Truss: EC OW PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 06/13/16 15:03:50 Truss Page: 1 of I Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 8-0-0 9/12 2 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 28 lbs I 8-0-0 I 4-0-0 4-0-0 8-0 -0-0 I { 4x4- T. 2 12 12 9� I1 �9 yy0 v 3x5- iAIIIIIIIIIIIIIIihhh. 3x5- r a 1x4 I I J1G I J2G I 0-0-0 0-0-0 4-0-0 4-0-0 I 8-0-4-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Leo osf) Bldg Code: IBC 2012/ TC. 0,18(2-3) Vett'IL: 0.02 in L/999 TPI 1-2007 BC: 0.18(34) (3-4) L/140 TCDL: 7 Rep Mbr Increase: Yes Web: 0.0624Vert 0.in in L/999 334) L/240 BCLL: 0 D.O.L.: 115% ( ) Horz Factor, 0 in 3 BCDL: 10 Crcep Ka=L5 Plate Offsets(Jnt:XY,,Ang): (1.2-8,2-12.0.) (2:0-0.4-6.0.) (3:2-8.2-12,0.) (4:0-0,3-8,90.) Reaction Summary 1T Type Big Combo Brg Width Matenal Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift I Pin(Tams) 1 L5 in - 1.50 in 441 lbs P Mex-21 l bfl Mae lbs 3 H Roll(Truss) 1 1.5 in .. 1.50 in 441 lbs - -21-21 lbs 280 lbs lbs lbs -21 lbs 0 lbs Material Summary Bracing Summary TC DFL S I B 2x4 TC Bracing Sheathed or Pudins at 6-3-0,Pullin design by Others. BC DFLNIB 2x4 BC Brain Sheathed or Purlins ins at 10-0-0,Pudesign by Others. Webs DFL Stud 2x4 g Loads Summary 1)This Miss has been designed for the effects due to 10 psf bottom chord lice load plus dead loads. 2)This Puss has been designed for the effects ofa balanced design snow load(Ps=25 ps(and unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4 ft)for hips/gables in accordance with ASCE?-10 except as noted,with the following user defined input:25 psf ground snow load(Pg.NOTE:All flat/sloped mot factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This tmss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph ultinnte,Exposure B,Fully Enclosed, Gable/Hip,Building Category fl(I=1 00),Overall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Tam,Both end webs considered.DOL=1.60,CC Zone Width 4 f. 4)Minimum stoma attic loading in accordance with IBC holo 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max CSl,aux axial force,(max conpr force if different from max axial force) TC 1-2 0.183 -483 lbs 2-3 0.183 -483 lbs BC 34 0.178 315 lbs (-37 lbs)I 4-I 0.178 315 lbs (-37 lbs) Webs 24 0.055 179 lbs Truss-to-truss Connections Summary ID Carried Tmss Cany)ng Truss Carrying Offset Angle TT7 EC JIG 1-6-12 90 deg TT8 EC 220 9 4-0-12 90 deg .- Notes: I)When this Miss has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. •`�`�w!� r ll�rL-s Crss S)Tmmss4otmss connection is for graphical interpretation only Ahanger or other structural connection shall be provided to resist the roux inaction and uplift in the Reaction �cj 4`v�i �F� VfO' Summary. 4 1, 3)Listed wind uplift reactions based on MWFRS Only loading 4)Bearing anterial shown in the above table has only been checked for resistance a endicular to7329:PE PrP @sin;and does not indicate adequacyofrretenal for otherdesign considerations. G7 ir ' . ..... !..„,,,,...,-........,. .':'" ' y /) N R\S 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection conlmetor The design of this indimdual lass is based on design criteria and requiienents supplied by theTmss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance ofprofessional engineering responsibility solely for the lass component design shown.See the caste and Strong-Tie Company page and the'Tnportant Infomntion&General Notes"page for additional intonretion.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance wsth ESR-2762.All connector plates are 20 gauge,unless the specified plate sire is followed by a"-I8"which indicates an 18 gain plate.or 18",which indicates a high tension 18 gauge plate. SAMPSON Oregon Truss Inc "' PH 503-581-8787 Truss: EGE Component SolutionsTM Project Name: 1606040cia Truss Date: 06/13/16 15:03:50 Version:2016.5.1[Build 5] Page: 1 oft Span Pitch Qty OHL OHR CANT L CANTR 0 0 0 0-0-0 PLIES Spacing WGT/PLY 9/12 1 1-6-0 1-6-0s I m 36 36 l 24 lbs 11-0-0 7-6-0I 4-0-0 4-0-0 I 4-0-0 1-6-0 8-0-0II 4x4- "^ 3 12 r, 9 12 9 o ix4 1x4 v 4 rM 1 a F. O 0 3x4- All 1 3x4- Wil j Ira 6 87 6 9 1x4( 1041 1x4 1 0 0-0-0 0-0-0 8-0-0 8-0-0 Loading General CSI Summary Loado30sn Bldg Code: WC 2012/ Deflection L/ (l2) /I TPI 1-2007 BC 0.17(1-2) \bg LL: 0 in L/999 (5-5) L/ISO TCDL: 7 Rep Mbrincrease: Yes Be: 0.05(8-1) Hora Th Din BCLL: 0 Web: 0.05(3-7) Coe Fa 0in L/999 (5-5) L/240 BCDL: D.O.L.: 115% 5 10 Creep Factor,Ka=1.5 Plate Offsets(JntXYAng): (1:2-3,2-12,0.) (3:0-0,46,0 (5:2-3,2-12,0) Reaction Summary JT Type Brg Combo Big Width Material Max React Ave React I Continuous 1 96 in Douglas-Fir324 lbs Max Gary Uplift Max -366l Uplift Max Uplift 161 pit - lbs P Max Horiz Material Summary3616: 20 lbs TC DFL 019 2s4 Bracing Summary BC DFL 019 2x4 TC Bracing Sheathed or Purlins at 6-3-0,Podia design by Others. Cbs DFL#lBStud 2x4 BC Bracing Sheathed or Purlins at 6-3-0,Perlin design by Others. WLoads Summary I)This outs has been designed for the effects due to 10 psfbottom chord live load plus dead loads. 2)This truss has been designed for the effects of a balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9/12,7 5 psf wind,25 psf Ice,23.3 psf lee over peak to 4.8 ft)for hips/gables in accordance with ASCE?-10 except as noted,with the following user defined input.25 psfpound snow load(Pg). NOTE:All flat/sloped roof facton have been ignored and the pound snow load has been used for the reef snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph ulthinte,Exposure B,Fully Enclosed, Gable/Hip,Building Catepriy II(I=1.00),Oreiall Bldg Dins 40 ft x 60 ft,h=25 ft.End Zone Truss.Both end webs considered.DOL=1.60,CC Zone Width 4 ft. Member Forces Summary Table indicates:MenberID,faux CSI,max axial force,easco TC 9-1 0.153 80 lbs ( npr free ifdifferent frommax 256 lbs 1-2 0.1722-3 0.054 93 lbs (62 lbs)4-5 0.153 2801bs 256 lbs (234 lbs) 3-4 0.024 93 lbs (-37 lbs)5-10 0.153 (-155 lbs) BC 5-6 0.074 240 lbs (-234 lbs) 7-8 0.02780 lbs I 6-7 0.027 147 lbs1471bs (-37 lbs) Webs 2-9 0.035 -184 lbs (-371bs)8-1 0.074 214 lbs (-234 lbs) 3-7 0.051 -214 lbs 4-6 0.035 -184 16s Notes: I)Gable requires continuous bottom chord bearing 2)Gable webs placed at 24"o c,U.N.O. 3)Attach gable webs with 1x4 20g plates.U.N.O. 4)This truss has been designed for in-plane wind loading See TD-GBL-0003B for gable stud bracing/reinforcement requirements for out-of-plane wind loading. 5)When this Miss has been chosen for quality assurance inspection,the Double Polygon Method per TPI I-2007/Chapter 3 shall be used.Fahncation tolerance=10%. 6)Listed wind uplift reactions based on MWFRS Only loading - ---- -- ..... 7)This gable las been designed fora 12"(max.)rakeoverharg. ���r 0 D R() . �c\C t,G�VGIfNfl lf�1 ,0� C.' 7329PPE y 4/ 'xi)._t 20 yP O N .'=8\ 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor.The design of this individual Oust is based on design cntena and requirements supplied by theTmss Manufacturer and relies upon the accuracy and completeness of the intonation set forth by the Building Designer.A seal on this drawing indicates acceptance ofprefessional engineering responsibility solely forthe buss component design shown.See the cover company page and the Important Infonretion&General Notes"page for additional infomelion.All connector plates shall be manufactured bySi Simpson Strong-Tie Co an are 20 pulp,unless the specified plate size is followed by a"-18"which indicates an IS Simpson nt 18 gauge plate.Inc in accordance with ESR-2762.All connectorplates gain plate,or"S#l8",which indicates a high tension pnug plate. SIMPsoN Oregon Truss Inc Truss: J1 .4r.. hw PH 503-581-8787 Project Name: 1606040cia Component Solutions TM Date: 06/13/16 15:03:51 TrussPage: I of 1 Version:20165.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 2-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 11 lbs 5-4-15I I 1-6-0 3-10-15 I 3-10-15 ICRI 12 2 f0 1 91 utsMI.�I� .I s 3x4- ii 1 It 3 23 I 0-0-0 0-0-0 2-0-0 iI 2-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load fps0 Bldg Code: IBC 2012/ TC: 0.22(1-2) WO 11 0.01 in L/999 TOLL: 30 TPI I-2007 BC: 0.15(3-1) Vert LL. Din L/999 (3-1) L/140 TBCDDL: 7 Rep MbrIncrease: Yes Web. 0.00(I) Ho¢TL: 0 in 2-1) L/240 D.O.L.: 115% Creep Factor,Ken-1.5 BCDL: 10 Plate Offsets(Jnt:X,Y,Ang): (1:2-3,2-12.0.) Reaction Summary IT Type Brg Combo Brg Width Material Rqd Brg%dlh Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horne 1 Pin(Wall) 1 5.5 in Douglas-Fir-Larch 1.50 in 368 lbs -20 lbs -20 lbs 173 lbs 3 H Roll(Tmss) I 1 5 in 1.50 in 81 lbs 2 H Rall(Tmss) 1 1.5 in - - -4 lbs -4 lbs 0 lbs L50 in 163 lbs - -46 lbs -46 lbs 0 lbs Material Summary Bracing Summar 1'C DFL#IB 2x4 it Bracing Sheathed or Puffins at 6-3-0,Partin design by Others BBCeds DEL SIB 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Pudin design by Others. Loads Summary I)This Inns has been designed for the effects due to 10 psf bottom chard live load plus dead loads. 2)This truss has been designed for the effects of a balanced design snow load(Ps=25 psgand unbalanced design snow loads(8.996/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)for hips/gables in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE:All flat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following userdefitnd input: 120 mph ultinete,Exposure B,Fully Enclosed, Gable/Hip,Building Category II(I=I 00),Overall Bldg Dine 40 ft x 60 ft.h=25 ft,End Zone Tams,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minirmm storage attic loading in accordance with IBC 7hble 1607.1 has been applied Member Forces Summary Table indicates.Marini ID,max CSI,ores extal force.(rax corrpr force if different from mrx axial force) Tr BC 4-1 0.159 82 lbs I3-I 0,147 62 lbs (-141bs)+I-2 0.218 -168 lbs I Webs Truss-to-truss Connections Summary ID Carried Tease Carving Tmss Carving Offset Angle TT38 11 23 4-0-12 270deg 1129:: It CR Sot-3 315 deg Notes: ¢ __.....PRO [ I)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TPI I-2007/Chapter 3 shall be used. Fabrication tolerance=10%. .r��,`-�D r rl��L-js�(� 2)TSummary. russ connection is for graphical interpretation only Ahanger orother sWdural connection shall be pmcdded to resist the mix reaction and uplift in the Reaction ��Cj N(j I l<1 ��.ufO Smmary. V A 3)Listed wind uplift reactions based on MWFRS Only loading C -fes 4)Bearing material shown in the above table has only been checked forresistance perpendicular to grain,and does not indicate adequacy of material for otherdesign considerations. 7329j PE ' .:......t;-::4;,,--.!.',...,...'')..,.' O N ,L} \5 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by theTmss Manufacturer and relies upon the accuracy and conpleteness of the infomntion set forth by the Building Designer.A seal on this drawing indicates acceptance ofpmfessional engineeringresponsibility sole) for the truss co Simpson Strong-Tie Company page and the"Important Infomalion&General Notes"page for additional info mation.All connector plates shall be nanufactured bySi y component ESR-2762 shown.See the cover meson nt 18 Wo plate. ,Inc in accordance with ESR-2762.All connectorplates are 20 gaud,unless the specified plate size is followed by a"-I 8"which indicates an 18 gauge plate,or"SS 18",which indicates a high tension 1 B mug glaze. 1 siartt� _ � _ . Oregon Truss Inc Truss: J10 `f'` �44. PH 503-581-8787 Component Solutionsms Project Name: 160a Truss Date: 06/13/1613/16 15:03:51 Version:2016.5.1[Build 5] Page: 1 of 1 Span Pitch 9th Qty OHL OHR L 00-0-0 CANTL CANTR PLIES Spacing WGT/PLY 0-0-0 0-0-0 24 in 35 lbs 17-4-15 11-6-01 6-2-4 1-10-8 2-0-0 11-0-121 2--0 1_10.31 6-2-4 18-0-121 11-1]8 44-0-1j I 10-0-12 12-0-12 15-10-15 8 12 7 912 3x4/. 5 i Y"T i A1HM 1 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection Load 3050 Bldg Code: IBC 2012/ TC: 0,58(1-2) Ven TL: 0.13 in 491 (roe) L/Al180 TPI1-2007 BC: 0.32(9-1) lbrtLL: 0-04 in L/999 (9-I) L/140 TCDL: 7 Rep Mbrincrease: Yes Web' 0.00 89-n, L/240 BCLL: 0 D.O.L.: 115% (q Hoa TL: 0.02 in 8 BCDL: 10 Creep Factor.Kcr=1,5 Plate Offsets(Jnr)Y,Ang): (1:2-3,2-12,0,) (5:1-1.16,36.) Reaction Summary JT Type Big Combo Brg Width Material Rqd Big Width Max React Max 1 Pin(Wall) 5,5 in Douglas-Fir-larch 1.50 in Gev Uplift Max Wind Uplift Max Uplift Max 1,352 lbs 914 Roll(Truss) 1.5 in 07 lbs - 2 HRoll(Wall) 1.50 in 107 lbs - 0lbss 4.5 in Douglas-Fir-[arch 1.50 in 440 lbs 0 lbs 3 H Roll(Wall) 1,5 in Douglas-Fir-Lech 1.50 in - ---23 lbs -332 lbs 0 lbs 4 H Roll(Wall) I Sin Douglas-Fir-Larch 1.50 in20 lbs -30 lbs lbs -14242 lbs 6 HRoll(Wall) 184 lbs - -142 lbs0 lbs 1.5 in Douglas-Fir-faith 1.50 in 209 lbs lbs 0 lbs 7 HRoll(Wall) 1,5 in Douglas-Fir-Larch 1.50 in 230 lbs - - lbs - lbs 0 lbs 8 H Roll(Russ) 1.5 in - 1.50 in - -67 lbs -67 lbs 0 lbs 8516s - -25 lbs -25 lbs 0 lbs Material Summary Summar Bracingy TC DFL#41B zx4 BC DFL 01B 2x4 TC B acing Sheathed or Punins at 46-0,Pullin design by Others Webs BC Bracing Sheathed or Puffins at 86-0,Pudin design by Others, Loads Summary (This tress has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This muss has been designed for the effects of a balanced design snow load(Ps=25 psyand unbalanced design snow loads(8,999/12,7.5 psf wind.25 psf lee,23.3 psf lee over peak to 4,8 ft)for hips/gables in accordance with ASCE?-10 except as noted.with the following user defined input'25 psf ground snow load(Pg). NOTE.All flat/sloped roof factors have been ignored and the wand snow load has been used for the roof snow load(Ps=Pg),DOL=1,15. 3)This tress has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input- 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category R(f=1.00),Oveall Bldg Dims 40 ft x 60 ft,h=25 ft,End Zone Tress,Both end webs considered.DOL=1.60,CC Zone Width 4 ft, 4)Minimum stow attic loading in accordance with IBC'6ble 1607,1 has been applied Member Forces Summary Table indicates:Member ID,max CST.,max axial fence,max co TC 10-1 0.145 67 lbs ( rryrforce ifdifferent from max axial force) 1-2 0,5783-4 0.086 -679 lbs 6-7 0,050 -202 lbs I -1,294. lbs 4-5 0.081 .420 lbs 7-8 0.050 2-3 0.322 -676lbsSb 0.081 -414 lbs -76 lbs BC 9-1 0.322 -604 lbs Webs Truss-to-truss Connections Summary ����D PROFS ID Canned Tress Carrying Truss TT113 J10 AIHM Ca ying 0.0-12 et Anile z0-0-12 270 deg ��c9 �CCZt"IN �4 ��* Notes: t� i)When this buss has been chosen for quality assurance inspection,the Double Polygon7329�„-I-E 2)Tress-to4mss connection is for graphical interpretation onlyAhan Method per TPI 1-2007/Chapter 3 shall be used. Fabrication tolerance-10%. • Slummy. ger or other connection shall be provided to resist the max reaction and uplift shown in the Reaction 3)Listed wind uplift reactions based on MWFRS Only loading 4)Bearing material shown in the above table has only been checked for resistance perpendicular to grain,and does not indicate adequacy of nuterial for other design considerations. i k. r 't`.✓ �O.9Y 1,',`Zc�o yQ: A,....RIS 06/14/2016 Expires: 12/31/2016 NOTICE Atopy of this design shall be famished to the enation contractor The design of this individual truss is based on design criteria and requirements supplied by theTmss Manufacturer arid relies upon the accuracy and completeness of the information set forth by the Building Designer A seal on this drawing indicates acceptance ofpmfessional engineering responsibility solely for the tress component design shown.See the cover I Simpson Strong-Tie Company page and the"Important Inforution&General Notes"page for additional information.All connector plates shall be nenufactured by Simpson Strong-Oe Company,Inc in accordance with ESR-2762,All connectorplates are 20 gang,unless the specified plate size is followed by a"-18"which indicates an 18 gauge plate,or"90 18",which indicates a high tension 18 gauge plate, I suoPsoNOregon Truss Inc Truss: J11 PH 503-581-8787 Project Name: 1606040cia Component SolutionsTu Date: 06/13/16 15:03:52 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 391bs 19-4-15 2-0-0 0-11-4 2-0-0 3 V6-9 6-2-4 2-4 8-o-id 11-1-e 14-0-122-0-0 15-10-115 10-0-12 12-0-12 16-0-12 , . s 12 9f— 3x4/. 5 o d�I� 3x4- �s 1 :-L-f ,,,,,,E,,,,,..._____ 10 (A1HM 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (ps0 Bldg Code: IBC 2012/ TC: 0.60(1-2) Vert TT,' 0.13 in L/488 (10-1) L/180 TOLL: 30 WI1-2007 BC: 0.33(10-1) Wit LL: 0.04ia L/999 (10-1) L/240 TCDL: 7 Rep Mb Increase: Yes Web: 0.00(1) HOaTL: 0.03 in 9 BCLL' 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(Int$Y,Ang): (1:2-3,2-12.0.) (5:1-1.1-6.36.) Reaction Summary 1T Type Big Combo Big Width Material Rqd Big Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz I Pm(Wall) 5.5 in Douglas-Fir-Larch 1.50 in 607 lbs 1,523 lbs 10H Roll(Tans) L5 in - 1 50 in 107 lbs 0 lbs 2 H Roll(Wall) 4.5 in Douglas-Fir-Larch 1.50 in 440 lbs -333 lbs -333 lbs 0 lbs 3 H Roll(Wall) 1.5 in Douglas-Fir-Lech 1.50 in 22 lbs -30 lbs -20 lbs -30 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-Larch 150 in 182 lbs -143 lbs -143 lbs 0 lbs 6 H Roll(Wall) 1.5 in Douglas-Fir-larch 1.50 in 150 lbs -118 lbs -118 lbs 0 lbs 7 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 200 lbs -115 lbs -115 lbs 0 lbs 8 H Roll(Wall) 1.5 in Douglas-Fir-larch 1.50 in 241 lbs -73 lbs -73 lbs 0 lbs 9 H Roll(Tmss) 1.5 in - 1.50 in 84 lbs - -24 lbs -24 lbs 0 lbs Material Summary Bracing Summary TC DFL#IB 2x4 TC Bracing Sheathed or Purlins at 4-2-0,Pullin design by Others. BC DFL#113 2x4 BC Bracing Sheathed or Purlins at 8-0-0,Pullin design by Others. Webs Loads Summary 1)This truss has been designed for the effects due to 10 psfbottom chord lice load plus dead loads. 2)This truss has been designed for the effects of a balanced design snow load(Ps=25 pst)and unbalanced design snow loads(8.999/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)for hips/gebles in accordance with ASCE?-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE All 0zt/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category 9(1=1.00),Overall Bldg Dins 40 ft.x 60 ft,h=25 ft.End Zone Tmss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Isfninum storage attic loading in accordance with IBC Table 1607.1 has been applied Member Forces Summary 671bs Table indicates:Member ID,max CSI,mux axial force,(ma conpr force if different from axial force) Tc 111-I 0.1453-4 0 089 -893 lbs 0.071 -417 lbs 67-7 2 -889 lbs BC 20-3 0.4566 1-989 lbs 15-6 0.071 -627 lbs �89 0.054 -77Ibs Webs ��cis0 PR OFfiS Truss-to-truss Connections Summary ��c \AC,JN �,9 ePjO ID Carried Tmss Carrying Tmss Camttng Offset Angle .9. TTI 14 III A1HM 22-0-12 270deg �<(,l 7329:PE -fes Notes: • , • 1)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per'1011-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 2)Tmss-to-truss connection is for graphical interpretation only Ahanger or other structural connection shall be provided to resist the max reaction and uplift shown in the Reaction i Sumrery. 3)Listed wind uplift reactions based on MWFRS Only loading � / j 4)Bearing material shown in the abase table has only been checked for resistance perpendiculae to grain,and does not indicate adequacy ofnutedal for other design considerations y • �r� r,/ GAO 4 Y 1 ,2o°�4\- N �s 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by theTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the Puss component design shown.See the cover page and the"Important Infomretion&General Notes"page for additional information.All connector plates shall be nunufactmed by Simpson Strong-'Be Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"I8"which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. simPsou Oregon Truss Inc Truss: J12 PH 503-581-8787 Component Solutions TM Project Name: 160 a Truss 06/13/1613//6 15:03:53 Version:2016.5.1[Build 5] Page: 1 of 1 Span Pitch 6-0-0 9Pith 51] OHL OHR L 0-0-0 CANTL0-0-0 CANTR PLIES Spacing WGT/PLY 0-0-0 1 24 in 36 lbs 17-7-7 2-0-0 0-11-4 11-6-01 6-2-4 1-10-6 1-0-12 2-0-0 2-0-11 6-2-4 '8-0-12' 11-1!8 14-0-1216-1-7' 10-0-12 12-0-12 8 12 V 91— 3x4/6 4 �N ry1 :/ C z} 31- Y. „ 9 I A1HM i 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection Load ps9 Bldg Code: IBC 2012/ TC: 0.58(1-2) IFt TL: 0.13 in 491 �oc) Allowed TCLL: 7 TPI 1-2007 BC: 0.32(9-1) lbaLL:: 0.02 in 04 in L/999 (yl) L/140 Rep Mbr Increase: Yes Web: Ho¢TL ( q L/240 BCLL. 0 D.O.L.: 115% 8 BCDL: 10 Creep FactoS Ku__ 0.LS Plate Offsets(Jnl:7(Y,Ang): (1:2-3.2-12,0.) (5:1-1,1'6,36.) Reaction Summary ST Type Brg Combo Brg Width Material Rqd Big Width Max React Max Grey U lift 1 Pm(Wall) 5.5 in Douglas-Fir-Larch 1.50 in 483 lbs P Max Wind Uplift Ma,Uplift Max Hobs 107 lbs 9 H Roll(Truss) 1.5 in 1.50 in - 1,361- lbs 2 Roll(Wall) 4.5 in Douglas-Fir-Latch 1.50 in - - 0 lbs H 4 3 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 19 lbs -30 lbs -21 lbs -30 lbs 0 lbs lbs - -332 lbs -332 lbs 0 lbs 4 HRoll(Wall) 1.5 in Doufas-Fir-Lath 1.50 in 14 84 lbs 6 H Roll(Wall) 1.5 in Douglas-Fir-lash 1.50 in 200 lbs -141 lbs -141 lbs 0 lbs 7 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 250 lbs - ---70 lbs lbs --0 lbs 0 lbs 8 Roll(Truss) 1.5 in - H 1.50 in - 91 lbs -70 lbs 0 lbs -27 lbs -27 lbs 0 lbs Material Summary Bracing Summary TC DFL 41B 2x4 7C Bracing Sheathed or Purlins at 46-0,Pudin design by Others BC DFL RIB 2x4 BC Bracing Sheathed or Purlins at 8-64),Pudin design by Others. Webs Loads Summary 1)This truss has been designed for the effects due to If psf bottom chord live load plus dead loads. 2)This tress has been designed for the effects of balanced design snow load(Ps=25 psf)and unbalanced design snow loads(8.999/12,7.5 psf wind.25 psf Ice,23.3 psf lee over peak to 4.8 ft)for hips/gables in acemdance with ASCE7-10 except as noted,with the following user defined input.25 psf ground snow load(Pg).NOTE:All flat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defrred input: 120 mph ultimate,Exposure B,Fully Enclosed, Crable'Hip,Building Category 17(1=1 00),Overall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Tares,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minimum storage attic loading in accordance with BC 72ble 1607.1 has been applied TC0.145 67 lbs 0 087 .690 lbsMember Forces Summary Table indicates:Menber ID,rrnx CSI,max axial force,(max corrpr force if different form rare axial force) -7 2 lbs -687 lbs BCIgor 0492 1'687 lbs 5'6 0.02 -425 lbs 65 -431 lbs $ 216s 0.059 S 0 Webs 13-4 7 16 I ___...... .... _....... _......... Truss-to-truss Connections Summary t���0 PROp ID Canted Truss Carving Truss Carrying Offset Angle 155 !NAGIN k.. Sat TTI 15 JI2 A11♦Tr 24.0-12 270 deg J V Notes: 7 1 rpt /ji I)When this truss has been chosen forquality assurance inspection.the Double PolygonJ 329 1—T— • 2)When this tr connection is for Method per TPl 1-2007/Chapter 3 shall be used. Fabrication telerance=10%. graphical inlerpreta[ion only Ahangror other stmclurdl connection shall be provided to resist the max reaction and uplift in the Reaction '� Surmiepc • iti.: � 3)Listed wind uplift reactions based on MWFRS Only loading f 4)Bearing material shown in[he above table has only been checked for resistance perpendicular to gain,and does not indicate adequacy of neterial for other design considerations. y r / '9Y 1,,;Zo4 y1. P 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor The design of this individual Tmss is based on design criteria and requircnents supplied by theTmss Manufacturer and relies upon the accuracy and conpleleness of the infonmtion set forth by the Building Designer A seal on this drawing indicates acceptance ofpmfmsional engineering responsibility solely for the truss corrponent design shown.See the cover Simpson Strong-Tie Company page and the"hrponant Infomution&General Notes"pages for additional information.All connector plates shall be manufactured by Sinpson Strong-'Ge Company,Inc in accordance with ESR-2762.All connector plates are 20 gorge.unless the specified plate size is followed by a"-18"which indicates an 18 gang:plate,or"SH I8",which indicates a high tension 18 page plate. g SIEVE Oregon Truss Inc Truss: J13 SttiftTit PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 06/13/16 15:03:53 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 391bs 19-7-7 2-0-0 0-11-4 2-0-0 11-6-q 6-1-8 11-11-41 1-0-112 12-0-0 12-0-111 6-1-8 8-0-12' 11-128 14-0-12 18-1 -7 10-0-12 12-0-12 16-0-12 9 12 91 7 3x4/. 5 g�I� 3x4- s 1 z-f 1 _ 1 0 AVHM 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (ps0 Bldg Code: IBC 2012/ TC: 0.59(1-2) Wit TL 0.13 in L/497 (10-1) L/180 TCLL: 30 TPI 1-2007 BC. 0.32(10-1) that LL: 0,04 in L/999 (10-1) L/240 TCDL: 7 Rep MbrIncrease: Yes Web: 0.00(I) Horn Th' 0.03 in 9 BCLL. 0 D.O.L.: 115% Creep Factor,Ka=1,5 BCDL: 10 Plate Offsets(Jnt: Y,Ang): (1:2-3,2-12.0_) (5-1-1,16.36.) Reaction Summary JT Type Brg Conbo Brg Width Matenal Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Hoeiz 1 Pin(Wall) 5.5 in Douglas-Fir-larch 1.50 in 617 lbs - - 1,532 lbs IOH Roll(I1uss) 1,510 - 1.50 in 107 lbs - 0 lbs 2 H Roll(Wall) 3 in Douglas-Fir-latch 1,50 in 432 lbs - -327 lbs -327 lbs 0 lbs 3 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 0 lbs -27 lbs -17 lbs -27 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-lash 1.50 in 182 lbs - -142 lbs -142 lbs 0 lbs 6 H Roll(Wall) 1.5 in Douglas-Fir-Latch 1,50 in 150 lbs - -117 lbs -117 lbs 0 lbs 7 H Roll(Wall) 1,5 in Douglas-Fir-Latch I.50 in 193 lbs - -117 lbs -117 lbs 0 lbs 8 H Roll(Wall) 1 in Douglas-Fir-Lash 1.50 in 257 lbs - -73 lbs -73 lbs 0 lbs 9 H Roll(Truss) 1.5 in - 1.50 in 90 lbs - -26 lbs -26 lbs 0 lbs Material Summary Bracing Summary TC DFL 019 2x4 TC Bracing Sheathed or Purlins at 4-2-0.Pudin design by Others, BC DFL#IB 2x4 BC Bracing Sheathed or Purlins at 8-0-0,Pullin design by Others. Webs Loads Summary 1)This truss has been designed for the effects due to 10 psf bottom chord lire load plus dead loads, 2)This truss has been designed for the effects ofa balanced design snow load(Ps=25 psf)and unbalanced design snow loads(8.999/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)for hips/gables in accordance with ASCE?-10 except as noted,with the following user defined input.25 psf ground snow load(Pg). NOTE:All flat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg)DOL=1,15. 3)This!mss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 rich ultimate,Exposure B,Fully Enclosed, Gable/Flip,Building Category R(I=1.00),Overall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Mininum storm attic loading in accordance with IBC'Cable 1607,1 has been applied Member Forces Summary Table indicates:Menber ID,non CS!,max axial force,(non conga force if different fromnsx axial fore) 1-2 0 586 20 lbs BC 122-3 0.445 1664 lb-914 s 14-5 56 0,072 -639 lbs I8 9 0,06! 2-82 lbs I ...... ____. Webs '\((' 0.(1 n r��...... Truss-to-truss Connections Summary �5 l,NC if N�VEI,((�� tS> ID Canned Truss Carrying Truss Carrying Offset Angle ��. ` 'T 1,- TT21 213 AVFA1 22-0-12 90 deg Notes: 7329 .PE I)When this Miss has been chosen for quality assurance inspection,the Double Polygon Method per TPI I-2007/Chapter 3 shall be used.Fabrication tolerance=l0%. F 2)111.s-1041.s connection is for graphical interyslation only Ahanger or other sleadural connection shall be provided to resist the nsx inaction and uplift shown in the Reaction Y Iiiv Summary. " 3)Listed wind uplift reactions based on MWFRS Only loading �. .rr 4)Bearing material shown in the above table has only been checked kr resistance peryendicularto grain,and does not indicate adequacy of material for other design considerations. 7r s � 1-�gy 'Zoo �P N. B'9 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor The design of this individual truss is based on design criteria and requirements supplied by theTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information set forth by the Building Designer A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Ingonant Infomslion&General Notes"page for additional infomstion.All connector plates shall be manufactured by Sitrgson Strong-lie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-IS"which Indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 geuge plate. SIMPSON Oregon Truss Inc PH 503-581-8787 Truss: J14 Project Name: 160606040cia Component Solutions TM Date: 06/13/16 15:03:54 Truss Page: 1 of 1 Version:2016.5,1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 I 24 in 36 lbs 17-7-7 2-0-0 0-11-4 1-6-0 6-1-8 1-11-4 1-0-12 2-0-0-12-0-11 11 6-1-8 I8-0-121 11-1-8 14-0-1416-1-71 10-0-12 12-0-12 �x 6 12 7 — 91 3x4/. 4 O S 1. Sx41 - 1. 1 AVHM 1 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed LoadOst) Bldg Code: IBC 2012/ TC: 0.56(1-2) lkrtTL. 0,13 in L/500 (9-1) L/180 WI 1-2007 BC: 0,32(9-I) Ven LL: 0.04 in L/999 (9-I) L/240 TCDL: 7 Rep Moe Increase: Yes Web: 0.00(I) Ho¢TL: 0,02 in 8 BCLL: 0 D,O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(JnLXY,Ang: (1:2-3,2-12,0.) (5A-1,16.36.) Reaction Summary IT Type Big Combo Big Width Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horn 1 Pin(Wall) 5.5 in Douglas-Fir-Latch 1,50 in 487 lbs 1,361 lbs 9 H Roll(Truss) 1.5 in - 1.50 in 107 lbs - 0 lbs 2 H Roll(Wall) 3 in Douglas-Fir-Lamb 1.50 in 432 lbs -326 lbs -326 lbs 0 lbs 3 H Roll(Wall) 1.5 in Douglas-Fir-larch 1.50 in 0 lbs -27 lbs -17 lbs -27 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-Lash 1.50 in 183 lbs -140 lbs -140 lbs 0 lbs 6 H Roll(Wall) 1.5 in Douglas-Fir-larch 1.50 in 201 lbs -123 lbs -123 lbs 0 lbs 7 H Roll(Wall) 1.5 in Douglas-Fir-Lash 1.50 in 250 lbs -70 lbs -70 lbs 0 lbs 8 H Roll(lluss) 1.5 in - 1.50 in 91 lbs - -27 lbs -27 lbs 0 lbs Material Summary Bracing Summary TC DFL 41B 2x4 TC Bracing Sheathed or Puffins at 46-0,Pudin design by Others. BC DFL#IB 2x4 BC Bracing Sheathed or Purlins at 86-0,Pudin design by Others. Webs Loads Summary I)This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This truss has been designed for the effects of balanced design snow load(Ps=25 psf)and unbalanced design snow loads(8.999/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4,8 ft)for hips/gbles in accordance with ASCE7-10 except as noted,with the following user defined input 25 psf pound snow load(Pg.NOTE'All flat/sloped roof factors have been ignored and the gound snow load has been used for the roof snow load(Ps=Pg).DOL=1.15. 3)This Miss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph ultinute,Exposure B,Fully Enclosed, Gable/Hip,Building Category R(I=1.00),Overall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 B. 4)Minimum storage attic loading in accordance with IBC Thble 1607.1 has been applied Member Forces Summary Table indicaler MeniseelD,tins CSI,tins axial(ama,(tins conprtree ifdifferent fromnnxaxial tree) T'C 1-2 7 0.564 -1,308 lbs 145 0.085 -489 lbs 167:8 0.059 -82 lbs I 2-3 0.441 -701 lbs 5-6 0.072 -426 lbs BC 9-I 0,316 -605 lbs Webs ......_. ......... __ .........._. Truss-to-truss Connections Summary `���� PRO "c(<52‘ ID Canned Truss CarryingTass CanyingOffset Angle �' �GINEs'9 sfa TT22 ll4 AVHM 24-0-12 90 deg Notes: ,,C,.../ 7329:PE ry I)When this toils has been chosen for quality assurance inspection,the Double Polygon Method per TPN 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. v 2)Tmss-totmss connection is for gaphiral interpretation only A hang or otherslructural connection shall be&tummyprovided to resist the nix reaction and uplift shown in the Reaction 3)Listed wind uplift reactions based on MWFRS Only loading -_ 4)Bearing mttelial shown in the above table has only been checked for resistance peipendicular to giain,and does not indicate adequacy of material for other design considerations. L��-9yi`0°\yP /Vi--BIS 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.The design of this individual tress is based on design criteria and requirements supplied by theTmss Manufacturer and relies upon the aavrary and coirpletemess of the information set(bah by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.See the cover Simpson Strong-Tie Company patr and the"Important Infomntion&General Notes"page for additional infonmtion.All connector plates shall be rrnnufantured by Simpson Strong--he Company,Inc in accordance with ESR-2762,All connectorplales ale 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gr ge plate,or'SN 18",which indicates a high tension 18 gauge plate. sal»lt Oregon Truss Inc Truss: J15 � ii PH 503-581-8787 Project Name: 1606040cia Component SolutionsTa Date: 06/13/16 15:03:54 Truss Page: 1 of I Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 32 lbs 15-7-7 2-0-0 11-6-01 6-1-8 11-11-41 2-0-0 12-0-111 6-1-8 8-0-12 10-0-1z 14-1-7 12-0-12 6 Z12odo_ii0i AVHM I 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psi) Bldg Code: IBC 2012/ TC: 0.54(1-2) 'krt1L: 0.13 in L/502 TIlL 30 TPI 1-2007 BC: 0.31(7-1) Vert LL: 0.04 in L/999 (7-1) L/240 TCDL. 7 Rep Mbr Increase: Yes Web: 0.00(1) Hoa TL: 0.02 in 6 BCLL: 0 D.O.L.: 115% C Factor,Ka=1.5 BCDL: 10 �P Plale Offsets(JntX,Y,Ang): (1:2-3,2-12.0.) Reaction Summary 1T Type Big Condto Big Width Material Rqd Brg Veldth Max React Max Gav Uplift Max Wind Uplift 1 Pin(Wall) 5.5 in Douglas-Fir-larch 1.50 in 376 lbs - Max Uplift 1,190 ,1 0 lbsz 7 H 107 lbs Roll(Muss) 1.5 in - 1.50 in - - 1,10 lbs 2 H Roll - - - 0 lbs (Wall) 3 in Douglas-Fir-Larch 1.50 in 431 lbs -325 lbs -325 lbs 0165 3 H Roll(Wall) 1.5 in Douglas-Fir-Larch I 50 in 0 lbs -26 lbs -I5 lbs -26 lbs 0 lbs 4 H Roll(Wall) 1 5 in Douglas-Fir-Latch 1.50 in 226 lbs -145 lbs -145 lbs 0 lbs 5 H Roll(Wall) 1.5 in Douglas-Fir-larch 1.50 in 250 lbs -71 lbs -71 lbs 0 lbs 6 H Roll(Truss) 1.5 in - 1.50 in 91 lbs - -27 lbs -27 lbs 0 lbs Material Summary Bracing Summary TC DFL 01B 2x4 TC Bracing Sheathed or Purlins at 5-0-0,Pullin design by Others. BCbs DFL NIB 2x4 BC Bracing Sheathed or Purlins a19-0-0,Pullin design by Others. Loads Summary I)This truss has been designed for the effects due to 10 psf bottom choir'live load plus dead loads. 2)This truss has been designed for the effects of balanced design snow load(Ps=25 psf)and unbalanced design snow loads(8.999/12,75 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)for hips/gnbles in accordance with ASCE?-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE:Alt fat/sloped roof factors have been ignored and the Bound snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This toss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input. 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category 8(I=1.00),Overall Bldg Dins 40 ft x 60 ft,h=25 ft.End Zone Toss,Both end webs considered.DOL 1.60,CC Zone Width 4 6 4)Minimum storage attic loading in accordance with IBC 79ble 1607.1 has been applied Member Forces Summary Table indicates:Meniser ID,max CSI,aux axial force,(max mope force ifdilfaent from mu axial force) TC 8-1 0.145 67 lbs 2-3 0.437 -489 lbs 4-5 0.073 -211 lbs I 1-2 0.543 -1.093 lbs 3.4 0.076 .470 lbs 5-6 0.059 -82 lbs BC 7-1 0.312 -547 lbs Webs Truss-to-truss Connections Summary .,�e,�D PROFF61 ID Camel Truss Carrying Truss Canning Offset Angle T123 115 AVHM 26-0-12 90 deg Notes: C\5 �NG[N �q sj0 1)When this toss has been chosen for quality assurance inspection,the Double Polygon Method per TPl 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 5:t. -7 P -414 y 2)Toss4o4oss connection is for graphical interpretation only A hanger or otherstmetuol connection shall be provided to resist the nax reaction and uplift shown in the Reaction J 3�9 r E Summary. 3)Listed wind uplift reactions based on MWFRS Only loading 4)Beating material shown in the above table has only been checkedfor resistancepetpendiatlar to grain,and does not indicate adequacy of material for other design consideration. ". ..� 1-, k i,o 2.0oyyQ N ..R\9 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.The design of this individual toss is based on design criteria and requiresrnts supplied by lheToss Manufacturer and relies upon the accuocy and completeness of the infortnation set forth by the Building Designer.A seal on this dowing indicates acceptance of professional engineenng responsibility solely for the toss component design shown.See the cover SImp80n Strong-Tie Company paw and the"Important lnfommtion&General Notes"page for additional infomrelion.All connector plates shall be nanuoctuted by Simpson Strung-'8e Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate sin is followed by a"-Is"which indicates an 18 gauge plate,or'5#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: J16 Stiliagilti-r„ PH 503-581-8787 Project Name: 1606040cia Component SolutionsT" Date: 06/13/16 15:03:55 Truss Page: 1 of 1 Version:2016.5,1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 I 24 in 29 lbs 13-7-7 1-6-0 6-1-8 1-11-4 2-0-0 2-0-11 I I 6-1-8 18-0-12110-0-121 12-1-7 1 -Z 5 91_12 4 3 v ,1 3x4- 1 I AVHM 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (ps0 Bldg Code: IBC 2012/ TC: 0.52(1-2) Vett TL. 0,13 in L/506 (6-1) L/180 Ira.. 30 TPI 1-2007 BC: 0.31(6-1) AbitLL: 0.04 in L/999 (6-1) L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.00(I) Hoa TL. 0,01 in 5 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(Jnt:X Y,Ang): (1:2-3.2-12,0.) Reaction Summary IT Type Big Combo Big W1dth Material Reid Big Width Max React Max Gav Uplift Max Wind Uplift Max Uplift Max Hotiz 1 Pin(Wall) 5.5 in Douglas-Fir-Latch 1,50 in 376 lbs - 1,019 lbs 6 H Roll(Truss) 1.5 in - 1.50 in 107 lbs - 0 lbs 2 H Roll(Wall) 3 in Douglas-Fir-Larch 1.50 in 432 lbs -323 lbs -323 lbs 0 lbs 3 H Roll(Wall) I 5 in Douglas-Fir-latch 1.50 in 68 lbs -27 lbs -17 lbs -27 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-Lech 1.50 in 282 lbs - -94 lbs -94 lbs 0 lbs 5 14 Roll(Truss) 1.5 in - 1,50 in 87 lbs - -25 lbs -25 lbs 0 lbs Material Summary Bracing Summary TC DEL 4113 284 TC Bracing Sheathed or Purlins at 5-70,Pullin design by Others. BC DFL#1B 2x4 BC Bracing Sheathed or Purlins at 9-60,Podia design by Others. Webs Loads Summary 1)This muss has been designed for the effects due to 10 psfbottom chord lox load plus dead loads. 2)This truss has been designed for the effects of a balanced design snow load(Ps=25 psf)and unbalanced design snow loads(8,999/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)for hips/gables in accordance with ASCE7-10 except as noted,with the following user defined input.25 psf ground snow load(Pg). NOTE,All fat/sloped roof factors have been igm red and the ground snow load has been used for the reofsnow load(Ps=Pg),DOL=1.15. 3)This lass has been desigied for the effects of wind loads in accoidance withASCE7-10 with the following user defined input: 120 mph ultinete,Exposure B,Fully Enclosed. Gable/Hip,Building Category 0(1=1,00),Overall Bldg Dins 40 ft x 60 ft,h=25 5,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Mininum storage attic loading in accordance with IBC Table 1607 I has been applied Member Forces Summary Table indicates:Meeber ID,max CSI,arts axial force.(max comps force if different fiom max axial force) TC 17-1 0.145 67 lbs 12-3 0.433 -276 lbs-2 0,524 -879 lbs 13.4 0.081 -252 lbs I4-5 0.071 -84 lbs BC 6-1 0.307 -489 lbs t Webs Truss-to-truss Connections Summary ID Camed Truss Carrying mass Canying Offset Angle �Ct �1R l0l 11,ces3 T P24 116 AVHM 280-12 90 deg -J Notes: �Co .4,GINE •• /Q 1)When this tans has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. L(2 2 2)Tass-totass connection is for graphical interyretation only Ahangeror other structural connection shall be provided to resist the ria reaction and uplift shown in the Reaction 7.729%P E Summary. J 7 i 3)Listed wind uplift reactions based on MWFRS Only loading !� 4)Bearing anterial shown in the above table has only been checked for resistance perpendicular to grain,and does not indicate adequacy of material for other design considerations. //Iw 'L/ ,gyi ,` 2l)0�yP ill 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.The design of this individual tars is based on design criteria and tequiienents supplied by the Tass Manufacturer and relies upon the actuary Simpson -T Stron ie CO an and completeness of the infonmtion set fonh by the Building Demmer.A seal on this drawing indicates acceptance ofpwfessional engineering responsibility solely for the truss conponent design shown.See the cover g y page and the"Important Information&General Notes"page for additional infortmtion.All connector plates shall be nnnufactuted by Sinpson Sttong-lie Company,Inc in accordance with ESR-2762,All connector plates ate 20 gouge,unless the specified plate size is followed by a"-18"which indicates an 18&age plate.or'S#18",which indicates a high tension 18 gauge plate. slnnr +t - _ Oregon Truss Inc Truss: J17 PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 06/13/16 15:03:56 Truss Page: 1 of I Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 6-0-0 9/12 5 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 27 lbs I11-11-0 0-4-4 11-6-01 6-1-8 1-11-4 2-0-0 6-1-8 1 8-0-12 110-0-12 I 10-5-0 5 Z12OryMyO_l,iS1 AVHM 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ (toe) Allowed Load ri (psf) Bldg IBC 2012/ TC: 0.52(1-2) Wit 0.13 in L/507 TPI 1-2007 BC: 0.31(6-1) AbiLL: 0.04 in L/999 (6-1) L/140 TCDL. 7 Rep lvlbrIncrease: Yes Web: 0.00(I) Hoa TL: 0.01 in (6"1) L/240 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 4 BCDL: 10 Plate Offsets(InlXY,,Ang): (1.2-3.2-12.0.) Reaction Summary IT Type Brg Combo Brg Width Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Hodz 1 Pin(Wall) 5.5 in Douglas-Fir-Larch 1.50 in 376 lbs - 6 H Roll('Huss) I.5 in - 1.50 in 107 lbs - - 946 lbs 2 H Roll(Wall) 3 in Douglas-Fir-Larch 1.50 in 440 lbs 0 lbs 3 H Roll(Wall) 1.5 in Douglas-Fir-larch 1.50 in 95 lbs -27 lbs --15 lbs -324 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 229 lbs 1I S lbs -27 lbs 0 lbs 5 14 Roll(Tmss) 1.5 in - 1.50 in -129lbs -129 lbs 0 lbs 1321bs -591bs -533lbs -591bs 0 lbs Material Summary Bracing Summary TC DFL#113 2x4 TC Bracing Sheathed or Purlins at 5-11-0.Purim design by Others. BC DFL 4113 2x4 BC Bracing Sheathed or Purlins at 9-9-0,Pullin design by Others. Webs Loads Summary I)This truss has been designed for the effects due to 10 psf bottom chord lion load plus dead loads. 2)This truss has been designed for the effects of a balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psf lee overpeak to 4.8 ft)for hips/gables in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE All fat/sloped roof factors have been ignored and the gound snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defired input 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category 0(1=1.00),Overall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Mrninum storm attic loading in accordance with BC Table 1607.1 has been applied Member Forces Summary Table indicates:Mcrrber ID,max CSL aux axial force,(max conpr force if different fromnarx axial force) TC 7-1 0.145 67 lbs I2-3 0432 -185 lbs 14-5 0.081 79 lbs (.63 lbs)! 1-2 0.517 -788 lbs I3-0 0.076 -165 lbs BC 6-1 0.305 .465 lbs t Webs Truss-to-truss Connections Summary ID Carried Tmss Carrying Tmss Canyrng Offset Angle �J co� , PR OFFS 1125 017 AVHM 30-0-12 90 deg X o ll 1T23 717 ' u. . At+i1M r 3210.12'. —90 deg I2 Ti25 117 AVHM 34-0-12 90 deg CO �,.S' �^� �A TT25 117 - AVHM 38-0-12 90 dig G. V Notes: °Z- 7329,';PE 1)When this tails has been chosen for quality assurance inspection,the Double Polygon nne per 7sh l-be pmnxi ed t 3 shall be used. Rion and uplift ow 10 lh y 2)Tmss-lo4mss connection is for graphical interymtation only Ahan�ror othersweturdl connection shall be provided to resist the none reaction and upliftshown in the Reaction Sunmary. 3)Listed wind uplift reactions based on MWFRS Only loading ' y / 4)Bearing material shown in the above table hu only been checked for resistance perpendicular to grain,and does not indicate adequacy of material for otherdesign considerations. y .Yg/ i V `-,-9)_l %,20 47` /Vs-R15 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor.The design of this individual truss Is based on design criteria and requirenxnts supplied by the Truss Manufacturer and relies upon the accuracy and cortpleteness of the information set fonh by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component deli Simpson Strong-Tie Company page and the"Important Infonrntion&General Notes"page for additional infomation.All connector plates shall be mmufactured bySi rT shown.See the cover are 20 gauge,unless the specified plate size is followed by a"-I8"which indicates an IS s roti n 18 g n plate. ,Inc in aaonlanw with ESR-2762.All connectorplazes gain glaze,or"S#16",which indicates a high tension 1 R gang plate. SIMPSON Oregon Truss Inc Truss: J1G g....--v,:. .strotigla l. PH 503-581-8787 Project Name: 1606040cia Component Solutions'''" Date: 06/13/16 15:03:56 Truss Page: I of I Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 3-6-0 9/12 1 0-0-0 0-3-7 0-0-0 0-0-0 1 24 in 16 lbs 397I I 1 3-6-0 01-317 3-6-0 1.5x44 12 ria 2 li 3x4- t 11-8 1 A 2 i =; 3 1.5x4 i i EC A1HM 1 0-0-0 0-0-0 3-6-0 3-6-0 Loading General CSI Summary Deflection L/ (toe) Allowed Load (ps0 Bldg Code: IBC 2012/ it 0.14(1-2) AkiTL: 0.02 in L/999 (3-1) L/180 TCLL: 30 TPI 1-2007 BC: 0.46(3-1) Vert LL: 0.01 in L/999 (3-1) L/240 TCDL: 7 Rep Mbr Incense: No Web: 0.13(2-3) Hoa TL: 0in 3 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(Jnt.XY,Ang) (I 3-8.1-12,0.) (2:3-4,6-13.90.)(3:3-0,5-8.90.) Reaction Summary IT Type Big Combo Brg Width Material Rqd Htg Mdth Max React Ma Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) I 5.5 in Douglas-Fir-Larch 1.50 in 360 lbs - - - 173 lbs 3 H Roll(Truss) 1 1.5 in - 1,50 in 393 lbs - -58 lbs -58 lbs 0 lbs Material Summary Bracing Summary TC DFL#IB 2x4 TC Bracing Sheathed or Pudins at 6-3-0,Puffin design by Others. BC DEL#22x6 BC Bracing Sheathed or Purlins at 10-0-0,Pudin design by Others. Webs DFL Stud 2x4 Loads Summary I)This tress has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This tress has been designed for the effects of a balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9/12,7.5 psfvdnd,25 psf lee,23.3 psf lee over peak to 3.8 ft)for hips/gables in accordance with ASCE?-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE:All flat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This tress has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category 6(1=1.00),Overall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 8 4)Minimum storage attic loading in accordance with IBC 72bte 1607.1 has been applied Automated Load Case Si:Balanced Snow Distributed Loads Menber Location 1 Location 2 Direction Spread Stan Load End Lead lob Width Top Chd 0-0-0 3A-7 Down Proj 25 psf 25 psf 24 in Point Loads Mentor Location Direction Load 'Bib R§dth Bet Chd 16-12 Down 305 lbs Load Case Dl:Std Dead Load Point Loads Co��+`` D P IR 0 'rss Penner Location Direction Load Tnb Width c.- BatChd I6-12 Down 136 lbs c t,*A GINE ` ......./'o Member Forces Summary Table indicates:Member ID,mux CSI,mux axial force,(ria cotrpr Tome if different hmmrax axial force) , V\" TC 1-2 0.140 -002 lbs 112-0 0.025 -37 lbs 4<'.../ -7 r�•1-� BC �3-1 0.457 292 lbs (-135 lbs) I I I /�27�1 E Webs 2-3 0,132 -208 lbs j j , Truss-to-truss Connections Summary i ID Carried"Buss Carrying Truss Crewing Offset Angle / TT7 EC JIG 16-12 90 de TT ak;,... JIG,a,,,,,,, _ .A1HM 3-114 .X1.$70 deg 0� u r s V Notes: / },1 2- 0 �Q I)When this buss has been chosen for quality assurance inspection,the Double Polygon Method per TP11-2007/Chapter 3 shall be used.Fabrication tolerance=10%. N. - `S 2)Tmss-totmss connection is for graphical interpretation only Ahanger or othersintctural connection shall be provided to resist the tax reaction and upliftshown in the Reaction 3 06/14/2016 Summery. 3)Listed wind uplift reactions based on MWFRS Only loading 4)Beanng material shown in the above table has only been checked for resistance perpendicular to groin,and does not indicate adequacy of material for other design considerations. Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor The design of this individual tress is based on design criteria and requirements supplied by theTniss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the tress component design shown.See the cover page and the"trap awn Information&General Notes"page for additional infomrztion.All connector plates shall be manufactured by Simpson Strong-lie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate me is followed by a"-I8"which indicates an 18 gauge plate,or"SO l8",which indicates a high tension 18 grog plate. SIO4PSON {- Oregon Truss Inc Truss: J2 PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 06/13/16 15:03:57 Truss Version:2016.5.1[Build 5] Page: 1 of 1 Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 2-0-0 9/12 2 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 8 lbs 3-6-0 1-6-0 I 1-10-15 1-10-15 SCR I m 1 CR1 ��� 2 2 9F— k 3x4- 1 1 JJ331 I 0-0-0 0-0-0 2-0-0 2-0-0 I Loading General CSI Summary Deflection L/ (Roc) Allowed TOIL �s0 Bldg Code: IBC2012/ TC. 0.22(4-I) Ven TL. Oin L/999 (3-I) L/180 TPII-2007 BC: 0.03(3-1) \kn LL: 0 in UP L/999 (3-I) L/240 TCDL: 7 Rep Ivlbrincrease' Yes Web: 0.00(1) Horz TL: 0 in BCLL. 0 D-O.L.: 115% 2 BCDL. IO Creep Factor,Kcr=1.5 Plate Offsets(Int:%Y,Ang) (1.2-3.2-12.0.) Reaction Summary IT Type Brg Combo Btg Width Material Rqd Brg Width Max React Max Got Uplift 1 Pin(Wall) I 5.5 in Douglas-Fir-latch 1.50 in 356 lbs p Max Wind Uplift Max- lbssfl Max 9 lbs 2 H Roll(Truss) 1 1.5 in - 1.50 in 61 lbs - -34 lbs -34 1 0 lbs 3 H Roll(Russ) 1 15 in - 1.50 in 32 lbs - -IS lbs -IS lbs 0 lbs 0 lbs Material Summary Bracing Summary TC DEL#IB 2x4 TC Bracing Sheathed or Puffins at 6-3-0,Purlin design by Others. BC DFL#1B 2x4 BC Bracing Sheathed or Punins at 10-0-0,Punin design by Others. Webs Loads Summary 1)This tmss has been designed for the effects due to 10 psf bottomchord line load plus dead loads. 2)This last has been designed for the effects of balanced design snow load(Ps=25 psf)and unbalanced design snow loads(8.992/12,7.5 psf wind,25 psf lee,23.3 psf lee Doer peak to 3 4 ft)for hips/gbles in accotdanee with ASCE?-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE All flat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This tmss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input' 120 mph ultinute,Exposure B,Fully Enclosed, Gable/Hip,Building Category 0(1=1.00).Overall Bldg Dins 40 ft x 60 ft,h=25 ft.End Zone Tmss.Both end webs considered.DOL=1.60,CC Zone Width 4 II 4)Minimrm storage attic loading in accordance with IBC Trete 1607.I has been applied Member Forces Summary Table indicates:Member ID,max CSR,max axial force,(max conpr force if different from max axial force) TC 4-1 0.217 99 lbs 1-2 0.176 -91 lbs I I BC 3-1 0.033 56 lbs (-48 Ibs)I Webs Truss-to-truss Connections Summary ID Carred'Russ Carrying Truss Canying Offset Angle TT26 12 2-10-4 315 de CR T137 - .::r72 13 2-0-12 270 deg.:. T178 12 CRI 2-104 45 deg > ......_ ....__...... Notes: CnL0 PD�firn.. Notes: `l nl,.` PROF I)When this lass has been chosen for q quality assurance inspection,the Double Polygon Method per TPI I-2007/Chapter 3 shall be used.Fabrication tolerance=10%. C..? �„`'�[N��'9 S,0�/. 2)Tmss-to4mss connection s forgaphical Interpretation only Ahanger or otherstmeturel connection shall be provided to resist the nux reaction and uplift shown in the Reaction {� "fes Summary. 7327/ �. 3)Listed wind uplift reactions based on MWFRS Only loading 4)Bearing trutenal shown in the above table has only been checked for resistance perpendicular to gain.and does not indicate adequacy of trutenal for other design considerations. / , 5 y l-/ g kr ;;2 A b 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be fumished to the erection contractor.The design of this individual lass is based on design criteria and requirements supplied by theTross Manufacturer and relies upon the accuray and conpleteness of the infonration set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the buss component design theists See the cover $Impson Strong-Tie Company pap and the"bstonant Infomation&General Notes"pap for additional Infomution.All connector plates shall be trunufactured by Simpson Stung-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gauge plate,or'S#18",which indicates a high tension 18 gauge plate. SIMPSON.- Oregon Truss Inc Truss: J2G ' PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 06/13/16 15:03:58 Truss Page: 1 of2 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 0-0-0 1-10-15 0-0-0 0-0-0 1 24 in 38 lbs 7-10-15 3-0-0I 3-0-0 I 1-10-15 3-0-0 6-0-0 .. 6 12 9� 1,5x4 i 0 3x4/ o d i.F. Al _ Y t �8 v an 3x4- ►d, 5 4 I.EC 1 1.5x4 I I EC I 8x8- I Al1iM 0-0-0 0-0-0 3-0-0I 3-0-0 3-0-0 6-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (ps0 Bldg Code: ®C 2012/ TC. 0,44(36) HhrtTL. 0.02 in L/999 TCLL: 30 TPI1-2007 BC: 0,27(5-1) (5-1) L/140 TCDL: 7 R Hort LL: 0.01inin L/999 (5-1) L/240 Rep N1brincrease: No Web: 0.40(3-0) Horz TL: O in 4 BCLL: 0 D.O.L.: 115% Creep Factor,Ke=1.5 BCDL: 10 Plate Offsets(Jnt:X,Y,Ang). (1:3-8,1-12,0) (2.1-12,3-1,36.) (3:34,6-13,90,) (4:5-8,5-8,0.) (5:0-0,58,90.) Reaction Summary JT Type Brq Combo Big Width Matenal Rqd Big Width Max React Max Gray Uplift Max Wind Uplift Ma Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-latch 1.50 in 624 lbs 349 lbs 4 H Roll(Trues) 1 1.5 in - 1.50 in 884 lbs - -159 lbs -159 lbs 0 lbs Material Summary Bracing Summary TC DFL k182a4 TC Bracing Sheathed or Purlins at 6-3-0,Pudin design by Others, BC DFL H2 2x6 BC Bracing Sheathed or Purlins at 10-0-0,Pudin design by Others. Webs DEL Stud 2x4 Loads Summary 1)This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This truss has been designed for the effects of balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9/12,7,5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)for hips/gables in accordance with ASCE7-10 except as noted,with the following user defined input'25 psf ground snow load(Pg). NOTE:All flat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=I.15, 3)This truss has been designed for the effects of wind loads in accordance withASCE/-10 with the following user defined input. 120 mph ultimate.Exposure B,Fully Enclosed. Gable/Hip,Building Category 0(1=1.00).Overall Bldg Dins 40 ft x 60 0,h=25 ft.End Zone Truss.Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Mlninum storage attic loading in accordance with IBC'Mire 1607 I has been applied Automated Load Case SI:Balanced Snow Distributed Loads Meriber Location I Location 2 Direction Spread Stan Load End Load Trib Width Top Chd 0-0-0 7-10-15 Down Pej 25 psf 25 psf 24 in Point Loads Member Location Direction Load Tnb wSdth Bot Chd 2-0-12 Down 305 lbs 24 in Bot Chd 4-0-12 Down 305 lbs 24 in Load Case DI:Std Dead Load __........_.__............___............_ Point Loads �� p PRpPfis... h4eiiber Location Direction Load 1db W1dth Hot Chd 2-0-12 WWI 136 lbs 24 in �" _Gt,\GINE-'19' 6)j(2 Bot Chd 4-0-12 Down 136 lbs 24 in Member Forces Summary Table indicates:Member ID,max CSI,mux axial force,(max conpr force ifdiffeent from nax axial tome) Ct 7329'PE TC 1-2 0.095 -732 lbs 2-3 0,403 -274 lbs 3-6 0.436 -145 lbs I BC 4-5 0.238 551 lbs (-127 lbs) 5-1 0.271 551 lbs (-231 lbs) � Webs 2-5 0,245 733 lbs (-77 lbs) 2-4 0.188 -7111bs �34 0400 -485 lbs ' �� „ Truss-to-truss Connections Summary l ID Caused Tense Carrying Truss C' aro g anying Offset Angle 718 EC 120 2-0-12 90 deg ' i' '` 71$ EC "350 4-0-12:: :.::!/......./',„‘ .::! 0 TT169 120 Al HM 12-0-12 270 deg G1b -,-..F(19 (t' Zn �y�'' Notes: At i'1 1)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 06/14/2016 Truss-to-truss connection is for graphical interpretation only A hanger or otherstructural connection shall be presided to resist the ma reaction and uplift shown in the Reaction Expires: 12/31/2016 Summary. NOTICE Acopy of this design shall be famished to the erection contractor.The design of this individual truss is based on design criteria and eequirerrents supplied by theTruss Manufacturerand relies upon the accuracy and completeness of the infomnnon set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.See the cover Simpson Strong-Tie Company page and the"Important Information&General Notes"pop for additional infomution.All connector plates shall be nanufactured by Simpson StengTne Company.Inc in accordance with ESR-2762.All connectorplates are 20 gunge,unless the specified plate size is followed by a"-I 8"which indicates an 18 pug plate,or"SO 18",which indicates a high tension IR giuge plate. SIMPSON Oregon Truss Inc Truss: J2G PH 503-581-8787 Project Name: 1606040cia Component Solutions TM Date: 06/13/16 15:03:58 Truss Page: 2 of2 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 0-0-0 1-10-15 0-0-0 0-0-0 1 24 in 38 lbs 3)Listed wind uplift reactions based on MWFRS Only loading 4)Bearing material shown in the above table has only been checked for resistance peryendicular to grain,and does not indicate adequacy of anterial forother design considerations. 3? O PR0FFs N, 0AGiNEF9 s/0 7329gPE r rLjY 41y �ye /y R\5 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the infomntion set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General Notes"page for additional infometion.All connector plates shall be nonufactamd by Simpson S[mng-Le Company,Inc in accordance with ESR-2762.All connector plates are 20 page,unless the specified plate size is followed by a"-I8"which indicates an 18 gauge plate,or"St/18",which indicates a high tension 18 gauge plate. -w . simPsoN Oregon Truss Inc Truss: J3 PH 503-581-8787 Project Name: 1606040cia Component SolutionsT., Date: 06/13/16 15:03:58 Truss Page: I oft Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 13 lbs 7-6-0 1-6-0 1-10-15 I I I 1-10-15 I CRI Z 12 ^0 91— do x4- N� 1 ►t ►/ 3 I AVHM I IJ2I IJ11 0-0-0 0-0-0 6-0-0 I 6-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psi) Bldg Code: IBC 2012/ TC: 0.26(1-2) \bit TL: 0.07 in L/886 (3-1) L/180 TCLL: 30 Tin 1-2007 BC: 0.28(3-p \kiLL: 0.01 in L/999 (3-1) L/240 TCDL: 7 Rep MbrIncrease: No Web. 0.00(I) Hoa it. Din 2 BCLL. 0 D.O.L.: 115% Creep Factor,Ker=1.5 BCDL 10 Plate Offsets(1m:XYAng): (1.2-3,2-12.0.) Reaction Summary IT Type Big Combo Big Width Material Rqd Brg Width Max React Max Gmv Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-Larch 1.50 in 374 lbs - -26 lbs -26 lbs 118 lbs 2 H Roll(Truss) I 1.5 in - 1.50 in 172 lbs - - 0 lbs 3 H Roll(Crus) I 1.5 in - 1.50 in 124 lbs - - 0 lbs Material Summary Bracing Summary TC DEL#113 2x4 TC Bracing Sheathed or Purlins at 6-3-0,Pullin design by Others. BC DFL#1B 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Pullin design by Others Webs Loads Summary 1)This MSS has been designed for the effects due to 10 psf bottom chord lice load plus dead loads. 2)This truss has been designed for the effects of balanced design snow load(Ps=25 psf)and unbalanced design snow loads(8.992/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 3.4 ft)for hips/gables in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOME All flat/sloped roof factors have been ignored and the ground snow load has been used for the mof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph ultinnte,Exposure B,Fully Enclosed, Gable/Hip,Building Category II)1=1 00),Oeemll Bldg Darn 40 fl x 60 ft,h=25 fl,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 6 4)Minimum maw attic loading in accordance with IBC Table 1607.1 has been applied Automated Load Case Si:Balanced Snow Distributed Loads Member Location I Location 2 Direction Spread Stan Load End Load Trib Width Top Chd -I-6-0 1-10-15 Down Proj 25 psf 25 psf 24 in Point Loads Mentor Location Direction Load Trib Width Top Chd 2-0-12 Down 49 lbs 24 in Bot Chd 2-0-12 Up 13 lbs 24 in Bol Chd 4-0-12 Down 54 lbs 24 in __-_ Load Case Di:Std Dead Load ���Vp PROic-A- PointLoads SCJ �NAGINE fi� / Herber Location Direction Load Trib Width �In Bop Chd 2-0-12 Down 15 lbs 24 in7329 PE Bot Chd 2-0-12 Down 15 lbs 24 in 27 Bot Chd 4-0-12 Down 241bs 24in Member Forces Summary Table indiae:MerterID,max CSl,max axial force,(max ed ryr fo ce if different from max axial fo ce) TC 4-1 0.249 9916e 1-2 0.260 -11216s I HC I3-1 0.279 68 lbs (-34 lba)� I ,g Webs -j � cirifi � V Truss-to-truss Connections Summary 4- 4}-' 0d ` r 1`- —1 ID Carried Truss Carrying Truss CarryingOffset ring Alt /rrs`S 1✓ TF27 13 CR 2-10-4 45 de ►.n 1137 w.�„: J2 23 2-012::: 270 deg 06/14/2016 1138 11 13 4-0-12 270 deg Tno Js Av1nv1 243 l2 9oaee Expires: 12/31/2016 NOTICE Acopy of this design shall be fumished to the erection contractor.The design of this individual truss is based on design cinema and requirements supplied by theTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"hipoitant Information&General Notes"page for additional infometion.All connector plates shall be mtmufdctured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gruge plate,or"54 18",which indicates a high tension 18 gauge plate. SIMPSON � � Oregon Truss Inc Truss: J3 i PH 503-581-8787 Component SolutionsTM Page: 2 oft Project Name: 16 is Truss Date: 06/13/16/13/16 15:03:59 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 13 lbs Notes: I)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 2)Truss4o4mss connection is for graphical interpretation only Ahanger or other stmctuml connection shall be provided to resist the max reaction and uplift shown in the Reaction Sunray. 3)Listed wind uplift reactions based on MWFRS Only loading 4)Bearing material shown in the above table has only been checked forresistance perpendicular to gain.and does not indicate adequacy of natenal for other design considerations. �ti�c© PPO�es ��a, � CaltV fig S�� 'G ct' 7329PE j. ..!:..':. ip j,' ,2,0`' y4 N41-RAS v 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.The design of this individual buss is based on design criteria and requirenents supplied by theTmss Manufacturer and relies upon the aavmcy and completeness of the infomation set forth by the Building Designer.A seal on this drawing indicates acceptance ofpmfessional engineedngmsponsibility solely for the truss component design shown.See the cover Simpson Strong-Tie Company page and the"Inporlant Inforrmtion&General Notes"page for additional information.All connector plates shall be manufactured by Sinpson Strong-Ile Company,Inc in accordance with ESR-2762.All connector plates are 20 gorge,unless the specified plate size is followed by a"-I8"which indicates an 18 gauge plate,or"SN 18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: J3G , PH 503-581-8787 Project Name: 1606040cia Date: 06/13/16 15:03:59 Truss � ComponentSolutionsTM Page: 1 of 2 Truss Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 0-0-0 2-2-15 0-0-0 0-0-0 1 24 in 47 lbs 14-2-15 3-0-0 3-0-0 2-0-0 2-0-0 2-0-0 2-2-15 3-0-0 I 6-0-0 1 8-0-0 10-0-0 I 12-0-0 I 7 12 6 5 4 . 0 1.41 '''' 3 ' 3x5/ d voy r 8 v 3x4- ..1 '�` 1 I DA 3x7,DA I x3- I AIHM1 0-0-0 0-0-0 3-0-0 3-0-0 I 3-0-0 l 6-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psi) Bldg Code: IBC 2012/ TC: 0.12(1-2) Vert TL: 0.03 in L/999 (9-I) L/180 TOLL: 30 TPI 1-2007 BC: 0.38(9-1) \kn LL: 0.01 in L/999 (9-1) L/240 TCDL: 7 Rep MbrIncrease: No Web: 0.36(2-9) Bora TL: 0.01 in 7 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(Int:$Y,Ang): (1:3-8,1-12.0.) (2:1-12,3-1,36.)(3:34,6-13,90,)(8:5-0,5-80_) (9:0-0,4-8,90.) Reaction Summary .IT Type Brg Combo Btg Width Material Rqd Big Width Max React Max Grsv Uplift Max Wind Uplift Max Uplift Max Honz l Pin(Wall) 5.5 in Douglas-Fir-Latch 1,50 in 871 lbs - - - 489 lbs 3 H Roll(Wall) 5.5 in Douglas-Fir-lath 1.50 in 198 lbs - -80 lbs -80 lbs 0 lbs 8 H Roll(Truss) 1.5 in - 1.50 in 898 lbs - -53 lbs -53 lbs 0 lbs 4 H Roll(Wall) 5.5 in Douglas-Firach 1.50 in 148 lbs - -67 lbs G7 lbs 0 lbs 5 H Roll(Wall) 5,5 in Douglas-Fir-Lath 1.50 in 186 lbs - 60 lbs '60 lbs 0 lbs 6 H Roll(Wall) 5.5 in Douglas-Fir-Larch 1,50 in 272 lbs - -77 lbs -77 lbs 0 lbs 7 H Roll(Wall) 5.5 in Douglas-Fir-Larch 1.50 in 100 lbs - -29 lbs -29 lbs 0 lbs Material Summary Bracing Summary TC DFL 91B 2x4 TC Bracing Sheathed or Purlins at 6-3-0,Pullin design by Others. BC DFL 42 2x6 BC Bracing Sheathed or Pudins al 10-04,Pullin design by Others. Webs DFL Stud 2x4 Loads Summary l)This less has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This truss has been designed for the effects of balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9/12,7.5 psf wind,25 psf Ice,23.3 psf lee over peak to 4.8 ft)for hips/gables in accordance with ASCE?-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE All flat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg)DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category I1(1=1.001 Overall Bldg Dins 40 It x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minimum storm attic loading in accosdanee with BC'Bible 1607.1 has been applied Automated Load Case Sl:Balanced Snow Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load Tab Width Top Chd 0-0-0 14-2-15 Down Proj 25 psf 25 psf 24 in Point Loads tr�� b//'�11II�� Member Location Direction Load Tit Width Loc) P P op Bot Chd 2-0-12 Down 444 lbs 24 in , `` tt Bot Chd 4-0-12 Down 444 lbs 24 in Co\ f�Gl N4-,,- v>'o Load Case DI:Std Dead Load \ V -°' Point Loads 4... 7329 SPE Mentor Location Direction Load nib Width Bol Chd 24-12 Down 243 lbs 24 in v • Bot Chd 4-0-12 Down 243 lbs 24 in t ,� Member Forces Summary TahIe indicates:Member m,max CSI,max axial tome,(max cenpr tome if different from max axial rime) l ' TC 1-2 0.I 17 -1,052 lbs 34 0.074 -252 lbs 56 0.090 -117 lbsj. ;/)' -%i� 2-3 0082 404 lbs 4-5 0,048 -181 lbs 6-7 0,080 -89 lbs ft ) O t�,, BC 8-9 0.361 818 lbs (-201 lbs) 9-1 0.378 818 lbs (-312 lbs) )- i'�.� ...'c Webs 2-9 0.362 1.080 lbs (-96 lbs( 245 0.278 -1,055 lbs 3-8 0.351 0 lbs /O N .R\5 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the election contractor.The design of this individual truss is based on design criteria and requirements supplied by theTnrss Manufacturer and relies upon the accurary Simpson Strong-Tie Company and completeness of the infometion set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.See the cover pm and the"Inponant Information&General Notes"page for additional information.All connector plates shall be manufactured by Sinpson Strong-Ge Company,Inc in accordance with ESR-2762.All connectorplates are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gauge plate, or"S#l8",which indicates a high tension 18 gain plate. s�nrti • - Oregon Truss Inc Truss: J7 PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 06/13/16 15:04:00 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 26 lbs 11-4-15 I1-6-01 6-2-4 1-10-8 1-10-3 6-2-4 18-0-12 19-10-151 4 :712 ^it 5 I A1HM 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (30 ps0 Bldg Code: IBC 2012/ 'IC: 0.52(1-2) Vert TL: 0.13 in L/500 (5-I) L/180 TPI 1-2007 BC: 0,31(5-I) Vert LL: 0.04 in L/999 (5-1) L/240 TCDL: 7 Rep lvBr Increase: Yes Web: 0.00(1) Flom TL: 0.01in BCLL: 0 D.O.L.: 115% 4 BCDL: 10 Creep Factor,Ka=LS Plate Offsets(1nC$Y,Ang): (L2-3.2-12,0.) Reaction Summary IT Type Brg Combo Bre Width Material Rqd Brg Width Max React Max Gray Uplift 1 Pin(Wall) 1 5.5 in Douglas-Fir-Larch 1.50 in 377 lbs P Max Wind Uplift Max Uplift Max 9 lbs 5 H Roll(Truss) 1 1.5 in - 1.50 in 107 lbs - - 839 lbs 2 H Roll(Wall) 1 4.5 in Douglas-Fir-Lyth 1,50 in 475 lbs -33- 5 lbs - 0 lbs 3 HRoll(Wall) 1 L5 in Douglas-Fir-Larch 1.50 in 91 lbs -27 lbs -335 lbs 0 lbs 4 H Roll Muss) 1 1.5 in - I.50 in -IS lbs -27 lbs 0 lbs 1041bs - -32 lbs -32 lbs 0 lbs Material Summary Bracing TC DFLOIB 2x4 TCBracin Summary y BC DFL SIB 2x4 g Sheathed or Purlins at 6-3-0,Purlin design b Others, Webs BC Bracing Sheathed or Purlins at 10-0-0,Pudin design by Others. Loads Summary I)This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This truss has been designed for the effects ofa balanced design snow load(Ps=25 ps0and unbalanced design snow loads(8.998/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)for hips/gables in accordance with ASCE?-10 except as noted,with the following user defined input:25 psf ground snow load(Pg). NOTE:All flat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15, 3)This loins has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defired input 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category 11(I=1.00),Overall Bldg Dins 4011 x 60 ft.h=25 It,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft, 4)Mlnirmm storage attic loading in accordance with IBC Table 1607.1 has been applied Member Forces Summary Table indicates:Menber ID,rax CSI,rex axial tome,(max comp force if different frommax axial force) TC I6-1 0.145 67 lbs 2-3 0.443 -130 lbs 1-2 0.520 -651 lbs I3-4 0.074 -71 lbs I BC 5-I 0.308 -431 lbs I Webs Truss-to-truss Connections Summary m Carried Truss Carrying Truss Caryln Offset Angle TTI 10 17 Al M ..__.... 14-0-12 270 deg ........ ... Notes: ��ci0 PROpps 1)When this truss has been chosen for quality assurance inspection,the Double Polygon „` [ 2)Truss-to lm ss connection is for hid int Method per TPI I-2007/Chapter 3 shall be used.Fabrication tolerance=10%. �c�� (7329; '9 ��� gap eryretation only A hanixr or other stmetural connection shall be provided to resist the max reaction and uplift shown in the Reaction 3(Ls nary. 3)Listed wind uplift reactions based on MWFRS Only loading 7329 r P E 4)Bearing material shown in the above table has only been checked for resistance perpendicular to gain,and does not indicate adequacy of material for other design considerations. • 1...jb'9Y 1. ,2,00 yQ- 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.The design of this individual Ours is based on design criteria and requirerrents supplied by thelruss Manufacturer and mines upon she accuracy and completeness of the infomation tel forth by the Building Designer A seal on this drawing indicates acceptance ofpmfessional engineering responsibility solely for the truss component design shown.See the cover and Strong-Tie Company page and the"Important Infomation&General Notes”page for additional information.All connector plates shall be manufactured by Simpson Strung-lie Company,Inc in accordance with ESR-2762,All connector plata are 20 gage,unless the specified plate size is followed by a"-18"which indicates an 18 gouge plate,or"00 18",which indicates a high tension 18 gauge plate. Oregon Truss Inc PH 503-581-8787 Truss: J8 Project Name: 16ia Component SolutsonsTM Daze: 06/13/16 15:04:01 Truss Version:2016.5.1[Build 5] Page: 1 of 1 Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 291bs 13-4-15 11-6-01 6-2-4 1-10-8 2-0-0 i 10 31 6-2-4 18-0-12110-0-121 11-10-15 -^ 5 12 91— gSk 3x4- r 1 s A1HM 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ (loo) Allowed Load 3osf) Bldg Code: IBC 2012/ TC: 0.54(1-2) sbofL: 0.13 in L/497 TPI I-2007 HC: 0.31(6-1) (6-1) L/180 TCDL: 7 Rep MbrIncrease: Yes Hon LL: 0.04in L/999 56-1) L/240 BCLL: 0 D.O.L.: 115% Web 0.00(1) Horz TL: 05 in 5 BCDL: 10 Creep Faclor,Ka=1.5 Plate Offsets(JntXY,Ang): (12-3,2-12,0.) Reaction Summary IT Type Brg Combo Big Width Material Rqd Big Wldth Max Ream Max GavU lift 1 Pin(Wall) 5.5 in Douglaz-Fir-Larch 1.50 in 377 lbs - p Max Wind Uplift Max Uplift Max 0 lbs 6 H Roll(Truss) 1.5 in - 1.50 in 107 lbs - -- - 1010 lbs 2 Roll(Wall) 4.5 in Douglas-Fir-larch 1.50 in 440 lbs - 0 lbs H 3 H Roll(Wall) 1.5 in Douglas-Fir-Ian:h I.50 in - -330 lbs -330 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-larch 1.50 in 2681 lbs - -31 lbs -22 lbs -31 lbs 0lbs 5 H Roll(Truss) 1.5 in - 1.50 in 80 lbs -95 lbs -95 lbs 0 lbs -23 lbs -23 lbs Olbs Material Summary Bracing Summary TC DFL 010 2x4 TC Bracing Sheathed or Pudins at 5-7-0,Pullin design by Others. BC DFL SIB 2x4 BC Bracing Sheathed or Purlins at 96-0,Pudin design by Others. Webs Loads Summary I)This inns has been designed for the effects duo to 10 psf bottom chord live load plus dead loads. 2)This truss has been designed far the effects ofa balanced design snow load(Ps=25 psf)and unbalanced design snow loads(8.999/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)for hips/gables in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE'All flat/sloped reoffactors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This Miss has been designed for the effects of wind loads in accordance with ASCE?-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category I1(1=1.00),Overall Bldg Dims 40 ft x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 It. 4)Minimum storage attic loading in accordance with IBC 7u'hle 1607.1 has been applied Member Forces Summary Table indicates:Meirber ID,men CSI,max axial farce,(mar conpr force if different from mar axial farce) BC 6I1-2 0.517 -065 llbs bs 3-0 0.078 -246 lbs 4-5 0.064 -79 lbs I Webs Truss-to-truss Connections Summary 10 Carred Twos Canying Miss Carrying Offset Angle ...... ...... ......... 18 AIHM 16-0-12 270 deg \��Ep PRpFEs, Notes: ,\.j �,tyG'INF� sJC�.yy� 1)When this buss has been chosen for quality assn once inspection,the Double Polygon Method per TPI I-2007/Chapter 3 shall be used.Fabrication tolerance=10%. {� -6' 2)Truss-soiiuss connection is for graphical inteipmtation only Ahanger ae other stmctual connection shall be provided to resist the mux reaction and uplift ie the Reaction Snm.rery. ,_^...1 ' 7329sPE 3)Lised wind uplift reactions based on MWFRS Only loading • 4)Bearing material shown in the above table has only been checked for resistance perpendicular to gain,and does not indicate adequacy of rreterial for other design considerations. r %g /vy'`t wry /V 0i; ,y '1 top-4 N - 15 • 06/14/2016 lir ' Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.The design of this individual tans is based an design criteria and requirements supplied by theTmss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this Jawing indicates acceptance ofprofessional engineering responsibility solely for the truss component design shown.See the cover SiIRpSOn Strong-Tle Company page and the"Important Infomretion&Geneal Notes"page for additional infom otion.All connector plates shall be nenufactured by Sinpson Strong-'8e Conpany,Inc in accordance with ESR-2762.All connector plates are 20 grog,unless the specified plate situ is followed by a"-18"which indicates an 18 singe plate,or"SO 18",which indicates a high tension 18 grog plate. SInnPSON Oregon Truss Inc Truss: J9 PH 503-581-8787 Project Name: 1606040cia Date: 06/13/16 15:04:01 ComponentTSolutionsT" P e: 1 of I Truss ag Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 32 lbs 15-4-75 2-0-0 1-6-0 6-2-4 1-10-8 2-0-0 1-10-3 I I 6-2-4 18-0-12110-0-121 113-10-1k 12-0-12 6 TX 12 5 91— 4 0 3x4- 7 I A1HM 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psf) Bldg Code: IBC 2012/ TC: 0.56(1-2) Vee TL: 0.13 in L/493 (7-1) L/180 TCLL: 30 TPI 1-2007 BC: 0.32(7-1) Vert LL: 0.04 in L/999 (7-1) L/240 TCDL: 7 Rep Mb r Ncrease: Yes Web: 0.00(I) Flora TL: 0.02 in 6 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(Jnt:XYAng): (L2-3,2-12,0.) Reaction Summary JT Type Brg Combo Big Width Material Rqd Brg Width Max React Max Grey Uplift Max Wind Uplift Max Uplift Max Hodz 1 Pin(Wall) 5.5 in Douglas-Fir-lash 1.50 in 377 lbs - - - 1,181 lbs 7 H Roll(Truss) 1.5 in - 1.50 in 107 lbs - - - 0 lbs 2 H Roll(Wall) 4.5 in Douglas-Fir-lash 1.50 in 439 lbs -331 lbs -331 lbs 0 lbs 3 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 8 lbs -29 lbs -18 lbs -29 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-Lash 1.50 in 233 lbs - -144 lbs -144 lbs 0 lbs 5 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 233 lbs - -66 lbs -66 lbs 0 lbs 6 H Roll(Truss) 1.5 in - 1.50 in 85 lbs - -25 lbs -25 lbs 0 lbs Material Summary Bracing Summary TC DFL#1B 2x4 TC Bracing Sheathed or Purlins at 5-0-0,Puffin design by Others. BC DFL#1B 2x4 BC Bracing Sheathed or Pathos at 9-0-0,Partin design by Others. Webs Loads Summary 1)This truss has been designed for the effects due to 10 psf bottom chotd the load plus dead loads. 2)This truss has been designed for the effects of a balanced design snow load(Ps=25 psf)and unbalanced design snow loads(8.999/12,7.5 psf wind,25 psf lee,23.3 psf Ice over peak to 4.8 ft)for hips/gables in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE:All flat/sloped toot factors have been ignored and the gutted snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defiled input: 120 mph ulbuute,Exposure B,Fully Enclosed, Gable/Hip,Building Categaty 11(1=1.00),Overall Bldg Dim;40(t x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minimum storage attic loading in accordance with IBC Table 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max CSI,max axial force,(max comp(force if different from rim axial force) TC 8-1 0.145 67 lbs I2-3 0.447 -464 lbs I4-5 0.072 -202 lbs 1-2 0.556 -1,079 lbs 34 0.078 -460 lbs 56 0.051 -76 lbs BC 7-1 0.318 -547 lbs Webs _.. __. _... Truss-to-truss Connections Summary QED PROpk- ID Carried Truss Carving Truss Caaying Offset Angle .0 C- TT112 19 Al HM 18-0-12 270 deg ��C,`..r NAG,IN r.=`L-,/,�.. Notes: V^� P/�' 1)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TP1 I-2007/Chapter 3 shall be used.Fabrication tolerance=10%. ��. 7329;. E ;r ' 2)Tmsstolruss connection is for graphical interpretation only Ahanger or other structural connection shall be provided to MN the x reaction and uplift shown in the Reaction i Summery. �� x 3)Listed wind uplift reactions based on MWFRS Only loading 4)Bearing material shown in the above table has only been checked for resistance perpendicular to gain,and does not indicate adequacy of Mated for other design considerations. lirjr )L 2fl r R ,O 'V R,� 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.The design of this individual truss is based on design criteria and requirem:nts supplied by theTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information set forth by the Building Designer A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Infomation&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-le Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate sic is followed by a"-18"which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. AUG 1 2016 CH PARTIAL LATERAL ANALYSIS AND DESIGN FOR HENIN LOT 7 PORTLAND, OREGON by I RICHARD J. TURNER, P.E. DATE: 07/26/16 JOB NUMBER: R16423 1ED PRoits, 1 ,,:)REGOI:J.,orb 4it j. EXP.DATE:DATE: 06-30-18 r 1 INDEX OF CALCULATIONS: PAGES DATE: 07/26/16 SHEAR WALL PLANS: 1 TO 3 SEISMIC LOADS: 4 TO 5 WIND LOADS: 6 WALL DISTRIBUTION: 7 FOOTING DESIGN: 8 i ca m 11 ,...: m. :.:: i X I me v • n / I i 1 < > L 0. - A III ' m< < > PARTIAL LATERAL FOR REAR WALL F1 UPPER FLOOR SHEARWALL PLAN NOTE: 1. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING, ROOF SHEATHING AND NAILING AND FLOOR SHEATHING AND NAILING REQUIREMENTS. • -r (--- ------ . I 1 . 1><3 IL JI 1: a • d _ Y m _ \ , 4 M J ' DTT1Z M I -J--� W V I I I tI Q 1 1 1 1 �- 1 1 1 1 1 I 1 I 1 ©r I NI \N 1 \ 1 M ` W 1I DTT1Z j _______I I-- O. PARTIAL LATERAL FOR REAR WALL 0 MAIN FLOOR SHEARWALL PLAN NOTE: 1. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING,ROOF SHEATHING AND NAILING AND FLOOR SHEATHING AND NAILING REQUIREMENTS. 9�A 9dA +ld •,4 - t _ .PAI=" 1 �-� I IF 1 I I 4•PRL OQIq�R!SLAB)ON 4•P1N.L4• -11---I- �L 0 — PIW COP�ARO ORWLAR FlLL -1` -ALM TO SLOP!TO DRW W'Rf.PIN. 1:01, 14PON WALL A6 y I Mat mot To 1w�111 FIRM in. Pae eLAe MO �A�td IHH� — — O 1 _ I A7NlS tS NefO P.ItCOMaMAOC I -YljA•+ 'In . O I ooan►tT,r, 1111 QI 9�y ;I 9• - - C� -I` - I W x.000 CIR 11alt ,dam ��.i7;�- r..• rr J... �•�. I I OPLR4M -(0,,,, 1 — — — . 'MP 0 _ i y v r_r '.�`y ri w - 0 - �J I�r�\ice r_r yr °'I• 1 1 i, w ` , _`I, 0 '1z COrTM- I-- r n r s7.ttl w D4 If�" : w _ - _ /vim - 1 iL .lil 1 y6_1__C_1 I I-F,I ,,e,---_- '■�Z_r-- Ty VINET• M VW, 6.17:1 g'f T 0 O 145 1 I ANL d 16 •. 11 1 _ w _ ..• ra A��y ISI I M r.e. re�r.r Cr r.4. 11..10 -T,--...-11,-0. r-r• ~= �- - r ,.L . . __ _-r-1 0 _ _ 0 - _ �— LRS_ r_ WI I x -11--:-.'-' ',‘r: ` ;///41><<\'+) , - ww - 2 I �/ PARTIAL LATERAL MOM I �( FOR REAR WALL 'SLE I I—i v PARTIAL FOUNDATION PLAN FOUNDATION NOTES 1. REFER TO MAIN FLOOR SHEAR WALL PLAN FOR HOLDOWN SIZE. 2. THIS DRAWING IS FOR LATERAL INFORMATION ONLY,REFER TO ARCHITECTURAL PLANS FOR ALL OTHER INFORMATION. 3.TYPICAL PIER PAD BE 18"DIAM.X 8"CONCRETE FOOTING WITH 4X4 DFL-#2 POST.POST AND CONRETE FOOTING TO BE SEPARATED BY ASPHALT SHINGLE. 4.TYPICAL CRAWL SPACE BEAM TO BE Cl:4X8 DFL-#2. SINGLE GUSSET PLATE TO BE USED ON BOTH SIDES OF ATTACHMENT TO POST. R16423 HENIN LOT 7 LAD 07 26 16.xlsx SEISMIC LOADS (2014 OSSC,ASCE 7-10 EQUIVALENT LATERAL FORCE PROCEDURE) DIRECTION: FRONT-TO-REAR T Sa RISK CATEGORY: II TABLE 1.5-1 0 0.294 SITE CLASSIFICATION: D TABLE 20.3-1 0.0820 0.648 hn: 29.75 FT 0.0920 0.691 Ss: 1.010 MAPS Sa=SDs TO: 0.1020 0.734 Sl: 0.319 MAPS 0.2 0.734 Ie: 1.000 TABLE 1.5-2 Ts: 0.5100 0.734 Fa: 1.090 TABLE 11.4-1 0.6100 0.614 Fv: 1.760 TABLE 11.4-2 0.7100 0.527 Sms: 1.101 EQ. 11.4-1 NOTE:Ss IS DETERMINED 0.8100 0.462 Sml: 0.561 EQ. 11.4-2 BY FIG.22-1,3,5,6 0.9100 0.411 Sds: 0.734 EQ. 11.4-3 S1 IS DETERMINED 1.0100 0.371 SdI: 0.374 EQ. 11.4-4 BY FIG.22-2,4,5,6 1.1100 0.337 To: 0.102 1.2100 0.309 Ts: 0.510 1.3100 0.286 Ct: 0.020 TABLE 12.8-2 1.4100 0.265 x: 0.750 TABLE 12.8-2 1.5100 0.248 Ta: 0.255 EQ. 12.8-7 0.800 SEISMIC DESIGN 0.700 1 CATEGORY .1 SEC): D TABLE 11.6-1 0.600 SEISMIC DESIGN s CATEGORY(1 SEC): D TABLE 11.6-2 0.500 R: 6.5 TABLE 12.2-1 W: 2.5 TABLE 12.2-1 0.400 vr It SIMPLIFIED 0.300,* '1 FORCE (V): 0.135 W 4* 0.200 , Cs: 0.113 W(EQ. 12.8-2) 0.100 Cs(MAX): 0.161 W(EQ. 12.8-3/4) 0 CS(MIN): 0.010 W(EQ. 12.8-5) 0.000 CS(MIN,E F): 0.025 W(EQ. 12.8-6) 0 0.5 1 1:5 2 Cs(ACTUAL): 0.113 W ♦Series]. EQ. LATERAL FORCE (V):I 0.1131W PAGE 1(' R16423 HENIN LOT 7 LAD 07 26 16.xlsx SEISMIC LOAD:SIDE TO SIDE BUILDING WEIGHTS: ROOF DIAPH. 12 EXTERIOR WALL: 10 MISC.: 0 FLOOR DIAPH: 10 INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH. MISC AREA WALL AREA AREA AREA r(i) rho k UPPER 954 477 1559 0 0.250 1.00 1 MAIN 1431 716 1757 0 0.250 1.00 1 BASE SHEAR HT W WiHiA2 TOTAL W V V*.7 SUM'V UPPER 20.0 31587 631740 31587 4881 3417 3417 12.8-11,12 MAIN 10.0 36889 368885 68476 2850 1995 5412 12.8-11,12 68475.5 1000625 7732 5412 V(LBF): 7732 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 5412 2.4.1 ASD(L.C. 5,8) PAGE R16423 HENIN LOT 7 LAD 07 26 16.xlsx WIND LOADS MWFRS (2014 OSSC, ASCE 7-10) ENVELOPE PROCEDURE METHOD 1 (LOW-RISE BUILDING ) DIRECTION: SIDE-TO-SIDE WIND SPEED: 120 WIND SPEED Vasd (MPH): 93 EXPOSURE: B BUILDING DIMENSIONS: qh (MEAN ROOF HEIGHT): LENGTH(HORIZONTAL, FT): 41.0 I: 1 WIDTH (TRANSVERSE,FT): 65.0 Kh: 0.7 ROOF MEAN HEIGHT: 24.9 Kzt: 1 TOTAL ROOF HEIGHT (FT): 29.8 Kd: 0.85 GABLE(Y/N): V: 92.952 ROOF PITCH: 9 qh: 13.16 THETA: 36.87 0.600 0.800 2a: 8.2 POSITNE NEGATIVE OPEN/ PARTIAL/ ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5) P (PSF) (GCpfl DESIGN PRESSURES(EQUATION 6-18) (FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL 1 0.560 5.00 9.74 2 0.210 0.39 5.13 3 -0.430 -8.03 -3.29 5.05 5.05 8.42 4 -0.370 -7.24 -2.50 12.24 12.24 5 0.000 -2.37 2.37 6 0.000 -2.37 2.37 1E 0.690 6.71 11.45 2E 0.270 1.18 5.92 3E -0.530 -9.34 -4.61 6.32 6.32 10.53 4E -0.480 -8.69 -3.95 15.40 15.40 BASE SHEAR DIRECTION: SIDE TO SIDE DIAPHRAGM BUILDING TRIBUTARY PROJ PROJ STORY LEVEL HEIGHT HEIGHT AREA qh: AREA qh: V(LBS) SHEAR INTERIOR INTERIOR END END UPPER 30-40 5.00 0 12.24 0 15.40 0 UPPER 25-30 5.00 138 12.24 41 15.40 2320 UPPER 20-25 5.00 229 12.24 41 15.40 3434 UPPER 15-20 5.00 247 12.24 41 15.40 3654 9409 MAIN 0-15 10.50 550 12.24 86 15.40 8056 8056 1373.00 TOTAL BASE SHEAR R:I 17465 I PAGE `t R16423 HENIN LOT 7 LAD 07 26 16.x1sx WALL DISTRIBUTION SHEET CONTINUED DIRECTION: SIDE TO SIDE WALL HEIGHT: 9 STORY: UPPER WALL WALL SEISMIC(S; S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.3 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.25 51 8.00 854 107 0.3 2352 294 294 PRESC 2646 720 1926 PRESC 0.5 S2 29.00 1708 59 0.2 4704 162 162 PRESC 1460 2610 -1150 PRESC 0.25 S3 19.50 854 44 0.1 2352 121 121 D6 1086 1755 -669 NO 1.00 3417 9409 NOTE:WALL LINE S1 AND S2 CONFORM TO PRESCRIPTIVE CODE, NO ANALYSIS NECESSARY. WALL LINE S3 TO BE APB(4)LOCATIONS) DIRECTION: SIDE TO SIDE WALL HEIGHT: 9 STORY: MAIN WALL WALL SEISMIC(S; S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.3 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.25 S1 8.00 1353 169 0.3 4366 546 546 PRESC 4912 1080 5758 PRESC 0.5 S2 29.00 2706 93 0.2 8732 301 301 PRESC 2710 1710 -150 PRESC 0.25 S3 13.67 1353 99 0.2 4366 319 319 D4 2875 1250 956 HDU2(2)2X 1.00 5412 17465 NOTE:WALL LINE S1 AND S2 CONFORM TO PRESCRIPTIVE CODE,NO ANALYSIS NECESSARY. WALL LINE S3 TO BE APB(4)LOCATIONS) PAGE 411 R16423 HENIN LOT 7 LAD 07 26 16.xlsx CONCRETE STRENGTH: 2.5 KSI WALL WIDTH: 8 IN STREEL STRENGTH: 60 KSI SOIL BEARING PRESSURE: 1500 PSF DIRECTION: FRONT-TO-REAR FTG. FTG. WALL WALL DEAD STEEL REINF. WALL LINE UPLIFT DEPTH WIDTH DEPTH LENGTH MOMENT LOAD FTG. a REQUIRED T&B (PG. ) (PG. ) (IN.) (IN.) (IN.) (FT.) (FT.-LB.) PLF (IN^2) S1 5758 7 15 18 2.00 15 259 0.56 0.21 PRESC S2 -150 7 15 18 29.00 0 259 0.00 0.00 PRESC S3 956 7 15 18 13.67 10 259 0.36 0.14 1-#4 BAR PAGE srnrtt _ . ���a Oregon�-uss Inc Truss: JA3 ,14 PH 503-581-8787 Project Name: 160604ocia Component So]utionsTM Truss Daze: 06/13/16 15:04:02 Version:2016.5.1Page: 1 oft [Build 5] Span Ptch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 3-6-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 10 lbs 5-0-0 I 1-6-0 l 1-10-15 -10-15 CR1 To 12 y cT f 7:mm1 d�:L kNT43 J21 A1HM I 0-0-0 0-0-0 3-6-0 1 I 3-6-0 Loadin CSI SummaryDeflection TLcoad g ss GenCeral e BC 2012/ Te: 025 4-1 13-!) Allowed TPI I-2007 BC: 0.11( ) Ven LL: 0.01 in L/999 (3-1) L/180 TCDL: 7 Rep Mbrinelease: No (3-1) lkd LL: Din UP L/999 (3-1) L/240 BCLL 0 D.O.L.: 115% We : 0.00(q Croeep P Din 2 BCDL: 10 Creep Factor,Ka=1.5 Plate Offsets(Jssl-7 Y,Ang1; (L2-3,2-12.0.) Reaction Summary IT Type Big Con-ho Brg Width Material Rqd Big Width Max React Max Gqv Uplift 1 Pin(Wall) 1 5.5 in Douglas-Fir-Larch 1.50 in 366 lbs P Max Wind Uplift Max Uplift Max 9 lbs 2 H Roll(Tress) I L5 in - 1.50 in 115 lbs - -23 lbs -23 lbs 119 lbs 3 H Roll(Tress) 1 1.5 in - 1.50 in 70 lbs - -19 lbs -19 lbs 0 lbs 0 lbs Material Summary Bracing Summary BCTC DFL SIB 2x4 TC Br'ng Sheathed or Purlins az 6-3-0,Pudin design by Others. We DFL SIB 2x4 BC Bracing Sheathed or Purlins al 10-0-0,Pudin design by Others. Webs Loads Summary p This wss has been designed forthe el) due to 10 psfbottom chord lite load plus dead loads. 2)This W ss has been designed for the effects of a balanced design snow load(Ps=25 psf)and unbalanced design snow loads(8.992/12,7.5 psf wind,25 pollee,23.3 psf lee over peak m 3.4 ft)forhips/gbles in accordance with ASCE?-10 except as noted,with[he following userdefined ispuC 25 psf ground snow load(Pg),NOTE All flat/sloped roof factors have been igored and the Bound snow load has been used for the toot snow load(Ps=Pg),DOL=I.1 S. 3)This truss has been designed forthe effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph ulirmte,E'posure B,Fully Enclosed, Gable/Hip Building Cazegry 11(1=1.00),Ove dl Bldg Dins 40 ft x 60 n,h=25 R,End Zone Tress,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Mnnirtumstomg attic loading in aceonlance with IBC Table 1607,1 has been applied Automated Load Case SI:Balanced Snow Distributed Loads Meriber Location 1 Location 2 Direction Top Chd -I6-0 1-10-15 Spread Stan Load End Load Tub Width Down Pml 25 psf 25 psf 24 in Point Loads Member Location Direction Load Tib Width To Chd Down 49 lbs Bot Chd 2-0-12 Up 13 lbs Load Case DI:Std Dead Load t�11 tom..__.. ___... Point Loads ��.'`�D PR Op Member Location Direction Top Chd Chd 2-0-12 Down Load 10 lbs Tib Width \C �l� h s� 2-0-12 Down IS lbs 4GICt- � 1(� �y �� Member Forces Summary Table indicates:Merrber ID,rtax CSI,ens axial force,(max corrpr Powe if different from mnx axial force) l�29 PL TC 4-1 0.249 99 lbsi BC I3-1 0.105 69 lbs (-40 Ibs)I 1-2 0.202 -10216s I I Webs Truss-to-truss Connections Summary f ID1779 IA3 Carried'BussCarrying 1 as ear2-10-4 31 a deg Angle lirill''Lj� 1�' 2 r\-t406:14/2016� TI80. 12 _ 2-0.12 g y fl� "' -12 70 TT106 SM MP BSS 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor The design of this individual truss is based on design criteria and requirements supplied by theTwss Manufacturer and relics upon the accoucy and conpleteness of the information setbob by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.See the cover Simpson Strong-Tie COtTlpany page and the"Important Information&General Notes"page for additional information All connector plates shall be anufactured by Simpson Strong-"Ge Company,Inc in accordance with ESR-2762.All connectorplates are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 Bug plate,or"S#18",which indicates a high tension 18 gang plate. SIMr € Oregon Truss Inc PH 503-581-8787 Truss: JA3 Project Name: 1606040cia Component SolutionsT Date: 06/13/16 15:04:02 Truss Page: 2 oft Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 3-6-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 10 lbs Notes: 1)When this tress has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 2)Tress-to4ress connection is for graphical interpretation only Ahanger or other structural connection shall be provided to resist the eons reaction and uplift shown in the Reaction Sunvrery. 3)Lilted wind uplift reactions based on MWFRS Only loading 4)Bearing material shown in the above table has only been checked for resistance perpendicular to grain,and does not indicate adequacy of material for other design considerations, ___........___......._.___...... ��0 PR � 9 (.3.,c0 t'\AG I N e -,9 t5,.9 ci, `t' 7329:P E `�> irA, '..,/,.,....:..,l'ii:-,6,-'"4:;,,,,.,,,,-' ..' N etiBIS 06/14/2016 Expires: 12/31/2016 NOTICEAcopy of this design shall be furnished to the erection contractor The design of this individual tress is based on design criteria and requirenents supplied by theTmss Manufacturer and relies upon the wearing and completeness of the infomation set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the num component design shown.See the cover Simpsott Strong-Tie Company page and the"hrponant lnfonmrtion&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-lie Conpany,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gauge plate,or"Se 18",which indicates a high tension 18 gauge plate. SIIVIMON Oregon Truss Inc g Truss: JV 10 r PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 06/13/16 15:04:03 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 38 lbs 17-4-15 2-0-0 0-11-4 1-10-3 11-6-01 2-11-8 { 3-2-0 11-11-41 1-0-112 2-0-0 I 2-11-8 6-1-8 8-0-12 111-1-8 '14-0-12 10-0-12 12-0-12 15-10-15 `T s �- 12 • 9r- 3x4/7 12 12 N 77 3 1x4 0 y 4 .i. 31 iA11 10 �s Y I 1 121x4- 1.5- I AVHM 0-0-0 1-0-0 1-0-0 2-11-83-0-8 2118 I 6-0-0 Loading General CSI Summary Deflection L/ (toe) Allowed Load (psi) Bldg Code: IBC 2012/ TC: 0.49(2-3) wkn TL: 0.22 in L/298 12 L/180 TCLL: 30 WI1-2007 BC 0.12(12-1) Vat LL: 0.11 in L/576 12 L/240 TCDL: 7 Rep Mb rincwase: Yes Web• 0.04(2-11) Boa TL. 0.08 in 10 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(Jnt:XY,Ang): (1:2-3,2-120.) (2 1-12.5-11.90.)(6:1-1,16,36.) (11:0-0,1-12,0.) (12:1-12.3-8,90.) Reaction Summary JT Type Brg Cotnbo Bq;Width Material Rqd Btg Whdth Max React Max Gay Uplift Max Wind Uplift Max Uplift Max Honz 1 Pin(Wall) 5.5 in Douglas-Fir-Latch 1.50 in 367 lbs - - - 700 lbs I O H Roll(Truss) 1.5 in - 1.50 in 64 lbs - - - O lbs 3 H Roll(Wall) 3 in Douglas-Fir-[arch 1.50 in 526 lbs - -161 lbs -161 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-Latch 150 in 0 lbs -83 lbs 69 lbs -83 lbs 0 lbs 5 Fl Roll(Wall) 1 5 in Douglas-Fir-Latch 1.50 in 194 lbs - -76 lbs -76 lbs 0 lbs 7 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 211 lbs - 64 lbs 64 lbs 0 lbs 8 H Roll(Wall) 1.5 in Douglas-Fir-latch 1.50 in 232 lbs - 65 lbs 65 lbs 0 lbs 9 H Roll(Truss) I.5 in - 1.50 in 81 lbs - -24 lbs -24 lbs 0 lbs Material Summary Bracing Summary TC DFL#113 2x4 TC Bracing Sheathed or Pudins at 6-3-0,Pudin design by Others. BC DFL#113 2x4 BC Bracing Sheathed or Puffins at 10-0-0.Pudin design by Others. Webs DFL Stud 2x4 Loads Summary 1)This truss has been designed for the e0ans due to 10 psf bottom chord lean load plus dead loads. 2)This lass has been designed for the abets ofa balanced design snow load(Ps-25 psl)and unbalanced design snow loads(8.999/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 8)for hips/gables in accordance with ASCE?-10 except as noted.with the following user defined input:25 psf ground snow load(Pg).NOTE:All fat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL-1.15. 3)This lass has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph ultimate Exposure B,Fully Enclosed, Gable/Hip,Building Category 8(I=1.00),Overall Bldg Dins 40 ft s 60 ft,h=25 ff,End Zone Truss,Both end webs considered.DOL-I.60,CC Zone Width 4 ft. 4)Mtninum storage attic loading in accordance with IBC Table 1607.1 has been applied Member Forces Summary Table indicates:Member ID.vexCSI,max a ialforce,(maxconprforcceifdiffementfromnnxaxialforce) TC 13-1 0.145 67 lbs 34 0.366 -414 lbs 6-7 0.079 -257 lbs 1-2 0.346 -701 lbs 4-5 0.068 -387 lbs 748 0.058 -154 lbs 2-3 0.493 -677 lbs 56 0.056 -262 lbs 8-9 0.050 -74 lbs BC 10-11 0.077 O lbs 12-1 0.124 -171 lbs --- -- --- - Webs 2-11 0.043 140 lbs 11-12 0.023 76 lbs (-0 lbs) Truss-to-truss Connections Summary "\<c � PFip�fi61, ID Canned Truss Carrying Tmss Carrying Offset Angle \� !\v 'IN �,(1 j('} TT18 JV10 AVHM 16-0-12 90 deg h1J V T /�. Notes: ,,.....,-,/; 7329:PE I)When this truss has been chosen for quality assurance inspection,the Double Polygon Method perTP1 I-2007/Chapter 3 shall be used,Fabrication tolerance=10%. / 1 1 2)Tmss-to4mss connection is for graphical interpretation only Ahanger or other stmetural connection shall be paraded to resist the max reaction and uplift shown in the Reaction j Summery. 3)Listed wind uplift reactions based on MWFRS Only loading /f sE 4)Bearing material shown in the above table has only been heeled for resistance perpendicular to gain,and does not indicate adequacy of material for other design considerations. *L,0Ns :FOS 06/14/2016 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by theTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the intonation set forth by the Building Designer.A seal on this drawing indicates acceptance ofpmfessional engineering responsibility solely forthe truss component design shown.See the cover page and the'Important Infomretion&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Stang-lie Conpany,Inc in accordance with ESR-2762.All connectorplates are 20 gage,unless the specified plate size is followed by a"-18"which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: JV 11 PH 503-581-8787 Project Name: 1606040cia Date: 06/13/16 15:04:03 Truss ComponentSolutionsTM Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 41 lbs 19-4-15 I 2-0-0 0-11-4 2-0-0 11-6-6 2-11-8 1 3-2-0 1-11-4 1-I0-112 2-0-01 1-10-1 2-11-8 6-1-8 18-0-121 11-1-8 14-0-12 17-10-15 10-0-12 12-0-12 16-0-12 10 7x r rs 12 91 3x 5 d/ of cq `- 3 1041 qq Y` 3x4'�-12 11 i } 1/. 131x4 AVHM 1 1.5x4 1 0-0-0 1-0-0 1-0-0 2-11-8 3-0-8 1211-81 6-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psi) Bldg Code: IBC 2012/ TC: 0.49(2-3) rkn7L: 0.22 in L/297 13 L/180 TOLL: 30 TP11-2007 BC 0.12(13-I) IWnLL: 0.11 in L/576 13 L/240 TCDL: 7 Rep MbrIncrease. Yes Web. 004(2-12) HoaTL: 0.08 in 11 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(IneXY,Ang): (1:2-3.2-12,0.) (2:1-12,5-11.90.)(6.1-1.1-6,36) (12:0-0,1-12,0.) (13:1-12.3-8,90) Reaction Summary JT Type Brg Conies Brg Width Material Rqd Brg Width Max React Max Grsv Uplift Max Wind Uplift Max Uplift Max Honz 1 Pin(Wall) 5.5 in Douglas-Fir-Lamb 1.50 in 367 lbs - - - 785 lbs 11H Roll(Truss) 1.5 in - 1.50 in 64 lbs - - - 0 lbs 3 H Rall(Wall) 3 in Douglas-Fir-Latch 1.50 in 526 lbs - -162 lbs -162 lbs 0 lbs 4 H Roll(Wall) L5 in Douglas-Fir-Larch 1.50 in 0 lbs -83 lbs -69 lbs -83 lbs 0 lbs 5 H Roll(Wall) I.5 in Douglas-Fir-[arch 1.50 in 193 lbs - -75 lbs -75 lbs 0 lbs 7 H Roll(Wall) 1.5 in Douglas-Fir-latch 1.50 in 146 lbs - -65 lbs -65 lbs 0 lbs 8 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 206 lbs - 60 lbs 60 lbs 0 lbs 9 H Roll(Wail) 1.5 in Douglas-Fir-Larch 1.50 in 240 lbs - 69 lbs 69 lbs 0 lbs 1061 Roll Muss) 1.5 in - 1.50 In 80 lbs - -23 lbs -23 lbs 0 lbs Material Summary Bracing Summary TC DFL#1B 2x4 TC Bracing Sheathed or Purlins a 6-3-0,Pullin design by Others. BC DEL#113 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Pullin design by Others. Webs DFL Stud 2x4 Loads Summary 1)This truss has been designed for the effects due to 10 psf bottom chord lee load plus dead loads. 2)This truss has been designed for the effects ofa balanced design snow load(Ps=25 psf)and unbalanced design snow loads(8.999/12,7.5 psf wind,25 psf lee,23.3 psf Ice over peak to 4.8 ft)forhips/gables in accordance with ASCE7-10 except as noted,with the following user defined input.25 psf ground snow load(Pg).NOTE:All flat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=L 15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following userdefirrd input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category fl(1=1.00),Overall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft, 4)Minimtm storage attic loading in accordance with IBC'Able 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max CSI,max axial force,(rrax corrpr force if different from max axial force) TC 14-1 0.145 67 lbs 4-5 0.068 -494 lbs 8-9 0.061 -159 lbs 1-2 0.346 -1107 lbs 5-6 0.055 -369 lbs 9-10 0.053 -75 lbs .................._................... 2-3 0.493 -78416s 6-7 0056 -36416s ""' " 3-4 0.366 -520 lbs 7.8 0.049 -260 lbs ��CD 1Fi OF, BC 11-12 0.077 0 lbs 13-1 0.124 -200 lbs ,,,CC 4 U�ff11 Webs 2-12 0.043 140 lbs 12-13 0.023 76 lbs (-2 lbs) /,_ M`G[NE�- V/ Truss-to-truss Connections Summary V\ ID Carred Truss Carrying Truss Carrying Offset Angle �. ���� �� ;,- TT 19 7V11 AVHM (8-0-12 90deg 3y Notes: - 1)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TPI t-2007/Chapter 3 shall be used.Fabrication tolerance=10%. % ' 6- 2)Truss-1041.s connection is for graphical interpretation only Ahanger or other structural connection shall be provided to resist the max reaction and upliftshown in the Reaction j r Summary. V)'' ' d 3)Listed wind uplift reactions based on MWFRS Only loading ' � 4)Bearing material shown in the above table has only been checked for resistance perpendicular to grain,and does not indicate adequacy of material for other design considerations. .cj 0(Z) d N .B\ '\., 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.The design of this individual truss is based on design criteria and requirerrents supplied by dheTruss Manufacturer and robes upon the accuracy Simpson Strong-Tie Company and completeness of the infonnaion set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the[mss component design shown.See the cover page and the"Important Infomation&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Slung-Ge Company,Inc in accordance with ESR-2762.All connector plates are 20 wag,unless the specified plate size is followed by a"-18"which indicates an 18 gage plate,or"SO 18",which indicates a high tension 18 gorge plate. Slit4PSONOregon Truss Inc Ittomenic Truss: JV12 = PH 503-581-8787 Project Name: 1606040cia Component Solutions TM Date: 06/13/16 15:04:04 Truss Page: 1 of 1 Version:20165.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 42 lbs 19-8-4 1-1-8 2-0-0 11-6-01 2-11-8 1 3-2-0 �1-10-81 2-0-0 1 0-10-8 {2-0-0 2-2-4 2-11-8 6-1-8 8-0-0 10-0-0 1 -010 16-0-0 18-2-4 11-1-8 14-0-0 10 12 4 91-- 4 3x4/7 ''' 6 :0 mo :4 3 1x4 1 ¢ 144 3x4- Yir :�1��1 1x4 f 1.8x4 1 AVHM i 0-0-0 1-0-0 1-0-0 1 2-11-8 3-0-8 1 2-11-8 6-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load 0a0 Bldg Code: IBC 2012/ TC: 0.47(2-3) \eu TT.: 0.2 in L/321 13 L/180 TCLTPI 1-2007 BC: 0.12(13-1) Vert LL: 0.1 in L/626 13 L/240 BCDL: 7 Rep Mbr Increase: Yes Web: 0.04(2-12) FlomLTL: 0.07 in 11 D.0 L. 115% Creep Factor,Kce=1.5 BCDL: 10 Plate Offsets(JntX,Y,Ang4 (1:2-3,2-12,0.) (2:1-12,5-11,90.)(6:1-1,1636.) (12:0-0,1-12,0.) (13.1-12,3-8,90.) Reaction Summary 1T Type Bsa Combo Brg Width Material Rqd Bra Width Max React Max Grsv Uplift Max Wind Uplift Max Uplift Mar Horiz 1 Pm(Wall) 5.5 in Douglas-Fir-Larch 1.50 in 365 lbs 797 lbs 11 Roll(Truss) 1.5 in - 1, -50 in 64 lbs - 0 lbs 3 H Roll(Wall) 3 in Douglas-Fir-Larch 1.50 in 509 lbs -156 lbs -156 lbs 0 lbs 4 H Roll(Wall) 5.5 in Douglas-Fir-larch 1.50 in 0 lbs -77 lbs -54 lbs -77 lbs 0 lbs 5 H Roll(Wall) 5.5 in Douglas-Fir-Larch 1.50 in 189 lbs -74 lbs -74 lbs 0 lbs 7 H Roll(Wall) 5.5 in Douglas-Fir-larch 1.50 in 148 lbs 66 lbs 66 lbs 0 lbs 8 HRoll(Wall) 5.5 in Douglas-Fir-larch 1.50 in 186 lbs -58 lbs -58 lbs 0 lbs 9 H Roll(Wall) 5.5 in Douglas-Fir-Lawh 1.50 in 268 lbs -77 lbs -77 lbs 0 lbs 1014 Roll(Wall) 3 in Douglas-Fir-Larch 1.50 in 97 lbs - -28 lbs -28 lbs 0 lbs Material Summary Bracing Summary TC DEL HIB 2x4 TC Bracing Sheathed or Purlins at 6-3-0,Pullin design by Others. BC DFL#113 2,4 BC Bracing Sheathed or Purlins at 10-0-0,Pullin design by Others. Webs DFL Stud 2,4 Loads Summary 1)This truss has been designed for the effects due to 10 psf bottom chord the load plus dead loads. 2)This tains has been designed for the effects of a balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4n.8fors and the les in accordance with ASCE?-10 except as noted,with the following user defined input'25 psf ground snow load(PO.NOTE:All flat/sloped roof factors have ignoredground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance wilhASCE/-10 with the following user defined input: 120 nph ultimate,Exposure B.Fully Enclosed, Gable/Hip,Building Category 0(1=1.00),Overall Bldg Dins 40 ft.x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minirrum storage attic loading in accordance with IBC Table 1607.1 has been applied Member Forces Summary Table indicates:Member ID,rex CSI,max axial force.(max coign force if different from nix axial force) TC 14-1 0.145 67 lbs 4-5 0.066 -511 lbs 8-9 0.076 -180 lbs 1-2 0.333 -124 lbs 56 0.053 -388 lbs 9-10 0.067 -07 lbs 2-3 0.470 -801 lbs 6-7 0.057 -382 lbs 3-0 0.348 -547 lbs 73 0.042 -278 lbs ---- BC 11-12 0.077 0 lbs 13-1 0.120 -202 lbs Webs 2-12 0.043 139 lbs 12-13 0.023 75 lbs (-1 lbs) '° � � G"� Truss-to-truss Connections Summary �\5 �N('iN �� `P�p ID Carried Truss Carrying Truss Carrying Offset Angle "6 ",� 7720 JVI2 AVHM 20-0-12 90deg Q 7329PE Notes: (When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TPI I-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 2)Tmss-to4mss connection is for grephical interynetalion only Ahanger or other structural connection shall be:mdt: tthemax reaction and uplft shown in the .::' Irk 3)Lnedwidplftreactionthe above table has only been checked for resistance prpendcularto gram,and doadequacy of material for other design considerations. # r G../0 i 2. -0- N •RkS 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor The design of this individual truss is based on design cntesa and requirenents supplied by theTmss Manufacturer and relies upon the accuracy and completeness of the information set fonh by the Building Designer A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss comment design shown.See the cover Simpson Strong-Tie Company page and the"Irrponant Information&General Notes"page for additional information.All connector plates shall be manufactured by Sinpson Strong-'le Company,Inc in accordance with ESR-2762.All connector plates are 20 glue,unless the specified plate size is followed by a"-18"which indicates an 18 gauge plate,or"SO I8",which indicates a high tension 18 gorge plate. Oregon Truss Inc Truss: JV4 ISIONNOSII PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 6/14/2016 2:40:00 PM Truss Page: 1 of 2 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 24 lbs 7-6-0 I1-6-0 { 2-11-8 0-11-7 2-11-8 3-10-15 TX' 3 12 3x4/ 9� I N '4 7 ■1111 ..to�I� s 3x4- 4 1 1ex7- 1.5x4\ o —f IMI f M 6 7 1.5x4 I 1 I AVHM 0-0-0 1-0-0 1-0-0 2-11-8 3-0-8 I 2118 I 600 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psi) Bldg Cede IBC 2012/ TC 0.49(1-2) Veit TL: 0.08 in L/848 5 L/180 TCLL: 30 1P1 I-2007 BC 0.22(6-I) Vert LL. 0.05 in L/999 5 L/240 TCDL 7 Rep Mtr Increase Y Web'. 0.87(2-5) Hoz TI.: 0.08 in 4 BCLL 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Oftrets(Jnt:X,Y,Ang): (1:2-3,2-12,0.) (2:0-0,4-6.36.) 14'.5-2,3-8,19.) (0:0-0.1-12,0.) (6:1-12,3-8,90.) Reaction Summary 1T Type Brg Carbo Brg Width Materml Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Hrriz I Pin(Wall) I 55 in Douglas-Fir-Larch 1.50 in 488 Its - -41 Its .I 1 lbs 172 lbs 4 H Roll(Truss) I 1.5 in - I-50 in 342 Its - -33 lin -33 Its 0 Os Material Summary Bracing Summary TC DFL#1 B 2x4 TC Bracing'. Sheathed or Purlins at 6-3-0,Purim design tq Others. BC DFL 0113 2x4 BC Bracing: Sheathed or Outlast at 10-0-0.Purlin design by Others. Wets DEL/NB 2x4 except: 2-4 DFL Stud 2x4 Loads Summary 1)This truss has been designed for the effects due to 10 psf baton chord hue load plus dead loads. 2)This buts has hem designed for the effects of wind loads in accordance with ASCE/-10 with the following user defined input: 120 mph ultimate,Exposure B.Fully Eulmod, Gable/Hip,Building Category 110=I 00),Overall Bldg Dims 40 ft x 60 ft,h=25 ft,Fed Al.Truss,Bah end wets considered.DOL=1.60,CC Zone Width 4 18 3)Minimum storage attic loading in accordance with IBC Table 1607.1 has Leen applied Load Case Lrl:Std Live Load Point Loads Mamter Location Dircetim Load Trib Width Top Chd 3-10-15 Down 231 Its Load Case D l:Std Dead Load Point Loads Member L.acatim Direction Load Ti ib Width Top Chd 3-10-15 Dawn 78 Il User-defined Load Case W11:M WFRS-Wind Ii to Ridge(DOL=1.60) Distributed Loads �'S('‘‘4� p aF4 ss Memher Laztim I Location 2 Direction Spread Start Load End Load Trib Width Top Chd -16-0 3-10-15 N I1p Rake 21.46 pal 21.46 psf 24 in Point Loads t.?? .C�GiN �6) j0 Mem bar L(scan Duwtlm Load 11ibWidth �4./ -732.'1 Top Chd 3-10-15 Up 16511s / 9 cPE Load Combinationsli 1 i . . ' :' l # Load cmn Load Dn t Facia 1 DI 1 000 0-900 .,1lft - :t x. y m . uIIIM I k4 4 a I lSO � .ls 30106943 1 000 1 600 irk � dj19 ,"1,, oS , go1 W9x 2a Una #a x1 d t t wh L00 �lw1 � - 4 , ! � i � . ."/5 DI+045 W3+0751 1 1000 1.600 ., G/ .'1y1 AF aQ. ,n _ , .aAL+045,W110110rt` _ <u c .., 0sT „40 ' ii. 1090-..,E_ 1600 grgaxi s O , . 7 D1-i-0 45 W3 1 000 1 600 Al n1 IIJdllfB u),--orsol45Wl11 .St:-'f 1t 1.: w. . r . 9/11oE :g.. fi l"UGR '., F1 rl"h'.4,.. 1 AOv�r.'. . ,': t 1 J 9 06 DI+06 WI 1000 1.600 06/14/2016 ,It '-Id 06171+01042 : y ,°, l a -* 5t /1 r 1' .i 1(018 4- I 1 000 s 1 4:.:G"M 11 06D' 06 W4 1000 1600 Expires: 12/31/2016 #z` all-;-__u.p(bt[11;i 4,Y3vatiruc° 1.f.ikr r L d!I ? wii.l000. . lr.'L ..1X01-. _, I NOTICE Acnpy of this design shall be Nrnished to the erection cmlesulm.the design N'this inditrdual truss is Iwsed m design criteria and requirements supplied IN the Truss Manufacturer and relies wpm the Simpson Strong-Tie Company armracy and completeness 4 the infsomatim set firth(t the Building Designer.A seal m this drawing indicates acceptance ofprWessimal engineering responsibility solely fr the truss wmpotent design shaven.See the cover page and the"Impatent Information&General Notes"page for additional inf matim.All connector plates shall be manufactured by Simpson Strong-Tie Conpany,Inc in accordance mth ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gauge plate,r"SO I8",which indicates a high tension 18 gauge plate. Oregon Truss Inc Truss: JV4 PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 6/14/2016 2:40:00 PM Truss Page: 2 of 2 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 24 lbs 13 06 DI 06 W9 100(1 1600 bt1111n..,gsa E6 *.00 W 11 , td. 1^.1 t,e , 1 , 1.-„ .., t ncw.l„r rr ing1 ;1 Ona" ttf4 , . ,;;I 15 DI eLI0 1000 1 25(1 f4..u,'1;1 'i-Q2?t"#:SJR7 -� '_ ,v t.,t��I n I s a � ",._ I' 50 I",, : #res. uIl�1i„1a h, V9:a mI 000 � Y„ I 1 �rli9lr it .-x n Dl+uxz Toou 1.1 so Member Forces Summary Thee indicates:Member ID-max CSI,max axial t (max cmtprforce if different from max axial Once) TC 7-I 0.145 67 lbs 1-2 0.491 -530 lbs 2-3 0.490 -234 lbs BC 4-5 0.148 84811s (14411x) 6-I 0.221 456 lbs (-77 lbs) I Webs 2-5 01.869 99(In �5-6 0.869 35 lbs (261(n)12-4 0.217 -90311s Truss-to-truss Connections Summary ID Carried Truss Carrying Truss Carrying Offset Angle TTI 1 JV4 AVHM 4-0-12 90 deg Notes: I)When this truss has been chosen for quality assurance inspection,the Double Rob gat Method per TPI I-2007/Chapter 3 shall he used. Fabrication tolerance=10% 2) Summmarymarya4tuss cennecum is I'a graphical into prewtim only. A hanger er cher structural connection shall be preinded to resist the max reaction and uplift shown in the Reaction 3)Lislol wind uplift reactions based at MWFRS Only loading 4)Bearing material shown in the elxrve tante has only k-en checked for resistance perpendicular to grain.and darn nd indicate adequacy ofmaterial fa ether design wnsidermions. • Nh �GPE 'gdi 2 rti 7329PE AIV if , k y v rte ♦ j Nom-8\9 06/14/2016 Expires: 12/31/2016 NOTICE Aatpy of this design shall be furnished to the erectiert rattraeta.The design of this indttidod truss is based en design criteria and requirements supplied W the Truss Manufacturer and relies open the Simpson Strong-Tie Company acwracy and eanpleteness ct'the int)omatim set Berth try the Building Designer.A seal en this dranatig indicates aeceptan«or professional engntxrtng resprnsiFality sdely fa the truss campatent design spotter See the ester page and the'Impta taut Information&C eral Notes”page for additional intirmatim.All asmector plates shall be manufactured by Simpson Strong-fie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is follmved Iry a"-I 8'which indicates an I8 gauge plate,or"St I8",which indicates a high tension I S gauge plate. SIIVIPSON Oregon Truss Inc Truss: JV5 PH 503-581-8787 Project Name' 1606040cia Component SolutionsTM Date: 06/13/16 15:04:06 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 27 lbs 7-6-0 1 1-6-0 1 2-11-8 1 2-11-7 2-11-8 5-10-15 ICRI 12 3 9� 3x4/ or e ,..ig 3x4- 1.---....._-- . i .I._j, iS i ' 4 7 x6- 1-.-44, . 4\ i L 1.5x41 I AVHM 0-0-0 1-0-0 1-0-0 2-11-8 3-0-8 I 2118 I 600 Loading General CSI Summary Deflection L/ (loc) Allowed Load 3ost) Bldg Code: IBC2012/ TC: 0.17(2-3) art TL: 0.04 in L/999 6 L/180 TPI1-2007 BC: 0.10(4-5) Vert LL: 0.02 in L/999 5 L/240 BCDDL. 7 Rep Mb Increase: Yes Web• 0.50(2-5) Bore TL: 004 in 4 D.O.L.: 115% Creep Factor,Kcr=1.5 BCDL. 10 Plate Offsets(JneY,Ang): (1:2-3.2-12,0.) (2:0-0,46,36.) (4:5-2,3-8,19.) (5:0.0,1-12.0.) (61-12,3-8,90.) Reaction Summary IT Type Brg Combo Beg Width Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift 1 Pin(Wall) 1 5.5 in Douglas-Fir-Larch 1.50 in 450 lbs p Max Uplift Max 5 lbs 3 H Roll(Truss) 1 15 in - - lbs -4 lbs 2 0 lbs 4 H Roll 1.50 in 158 lbs - -9 lbs -9 lbs 0 lbs (Russ) 1 1.5 in - 1.50 in 209 lbs - -9 -9 lbs 0 lbs Material Summary Bracing Summary TC DFL SIB 2x4 TC Bracing Sheathed or Pudins at 6-3-0,Pullin design by Others. BC DEL/GB 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Pullin design by Others. Webs DEL#IB 2x4 except 24 DFL Stud 284 Loads Summary I)This tress has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This tress has been designed for the effects ofa balanced design snow load(Ps=25 psf)and unbalanced design snow loads(8.997/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 0)for hens/gables in accordance with ASCE?-10 except as noted,with the following user defined input.25 psf ground snow load(Pg).NOTE:All flat/sloped roof factors have been ignored and the ground snow load has been used for the'oaf snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads en accordance withASCE7-10 with the following user defined input: 120 mph ultirmte,Exposure B,Fully Enclosed, Gable/Flip.Building Category 0(1=1 00),Overall Bldg Dins 40 8 x 60 ft,h=25 R,End Zone Truss,Both end webs considered.DOL=I.60,CC Zone Width 4 0. 4)Minimam storm attic loading en accordance with IBC T2ble 1607.1 has been applied Member Forces Summary Table indicates:Member ID,man CSI,max axial force,(max conpr force if different from max axial force) TC 7-1 0.145 67 lbs 1-2 0.107 -392 lbs 2-3 0.173 -110 lbs BC 4-5 0.103 484 lbs (-117 Ibs)16-1 0.058 261 lbs I (-63 Ibs)I Webs 2-5 0.501 112 lbs 5-6 0.497 48 lbs 24 0.124 -515 lbs Truss-to-truss Connections Summary ID Canned Tress Carrying Toms Carrying Offset Angle 7T30 r . )V5 AVIObt 6-0-12 90 deg _ CR 86.2 45deg :: __...... _....... .._... Notes: � S .0 PROF. I)When this tress has been chosen for quality assurance inspection,the Double Polygon Method per TPl 1-2007/Chapter 3 shall be used. Fabrication tolerance=10% �`CJ f-.,\3I N -L. V� 2)Truss-te4mss connection is for graphical interpretation only A hanger or otherstmetural connection shall be provided to resist the nes reaction and uplift shown in the Reaction 43 C,Cs Wo Summary ttl�pp r'f,7 3)Lined wind uplift reactions based on MWFRS Only loading 732991-E g, 4)Bearing material shown in the above table has only been checked for resistance peryendicular to grain,and does not indicate adequacy of natedal for other design considemlions. Ir4i, o ,i'.:;;....4 v oft Ate.. R1S 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection conleuctor.The design of this individual tress is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the infommtion set fresh by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the tress component designSimpson Strong-Tie Company page and the"Irrponant Infomretion&General Notes"page for additional information.All connector plates shall be nanufactured bySi shown See the cover Simpson nt 8 gulf plate. Incnc in accordance dance w h ESR-2762.All connectorplazes are 20 gauge,unless the specified plate scones followed by a"-IS"which indicates an 18 gauge plate,or"S#18",which indicates a high tension l8 huge plate. SIMB Oregon Truss Inc " Truss: JV6 PH 503-581-8787 Project Name: 1606040cia Component Solutions TM Date: 06/13/16 15:04:06 Truss Page: I of 1 Version:2016.5.1[Build 5] Span 6-0-0 9/ch12 Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 25 lbs 9-4-15 1-6-0I 2-11-8 I 3-2-0 1 1-9-7 2-11-8 6-1-8 7-10-15 A' 4 12 91-- A- 1 x4 I r ‘;:r, 3x4 .I.4�II� i 8 — �x4 - 1.5x4 I I AVHM 0-0-0 1-0-0 1-0-0 2-11-8 { 3-0-8 2-11-8 6-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load LOLL: Osf) Bldg Code IBC 2012/ TC: 0.60(2-3) VbrtTL: 0.24 in L/276 7 L/180 7P11-2007 BC: 0.13(7-1) Vert LL: 0.11 in LI 575 7 L/240 TCDL: 7 Rep lcBrIncrease: Yes Web: 0.04(2-6) Herz TL: 0.08 in 5 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(JntXY,Ang): (1.2-3.2-12.0.) (2:1-12,5-11,90.)(6:0-0,1-12,0.) (7:1-123-8,90.) Reaction Summary IT Type Brg Combo Bre Width Material Rqd Big Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pim(Wall) 1 5.5 in Douglas-Fir-Larch 1.50 in 367 lbs 279 lbs 5 H Roll(Truss) 1 1.5 in - 1.50 in 64 lbs - 0 lbs 3 H Roll(Wall) I 3 in Douglas-Fir-larch 1.50 in 669 lbs -156 lbs -156 lbs 0 lbs 4 H Roll(Tmss) I I.5 in - 150 in 20 lbs -96 lbs -99 lbs -99 lbs 0 lbs Material Summary Bracing Summary TC DFLHIB 2x4 TC Bracing Sheathed or Purlins at 6-3.0,Purim design by Others BC DFLHIB 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Pudin design by Others. Webs DFL Stud 2x4 Loads Summary 1)This truss has been designed for the effects due to 10 psf bottom chord line load plus dead loads. 2)"Ibis Huss has been designed for the effects ofa balanced design snow load(Ps=25 psf)and unbalanced design snow loads(8.998/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)for hips/gables in accordance with ASCE7-10 except as noted,with the following user defined input 25 psf ground snow load(PM. NOTE:All flat/sloped roof Factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=I.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 trph uldrmte,Exposure B,Fully Enclosed, Gable/Hip,Building Category 11(1=1.00),Overall Bldg Dins 40 ft 0 60 ft,h=25 ft,End Zone Tress,Both end webs considered.DOL=1,60,CC Zone Width 4 ft. 4)Mininum stomge attic loading in accordance with IBC Table 1607.1 has been applied Member Forces Summary Table indicates:MemberlD,max CS!,true axial force,(ria compo farce if different fromrra axial force) BCTc 8-1 0.145 67 lbs 2-3 0.601 225 lbs 1-2 0.379 lbs 3-4 0.45 -176 lbs 5 �5-6 0.077 -200 lbs �7-I 0.135 122 lbs ((-39 lbs)f I Webs 2.6 0.043 140 lbs 6-7 0.023 76 lbs Truss-to-truss Connections Summary ID Carried Tmss Carrying Truss Carrying Offset Angle TT14 2V6 AVHM 8-0-12 90 deg .-..... _.. _._..... ___...... Notes: mop PRQF�s 1)When this Huss has been chosen for quality assurance inspection,the Double Polygon Method per TPI1-2007/Chapter3 shall be used.Fabrication tolerance=10%. `C+j r;�GI N1v- - v/O' 2)Truss-to-tress connection is for graphical interpretation only Ahanger or other stmcturol connection shall be provided to resist the ora reaction and uplift shown in the Reaction C.- Sunman,. 3)Listed wind uplift reactions based on MWFRS Onlyloading - 7329 PEj 4)Bearing material shown in the above table has only been checked for resistance perpendicular to grain,and does not indicate adequacy of material for other design considerations. G 7 deb''Y� 't er 2.°� yP 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.The design of[his individual truss is based on design criteria and tequiremen(s supplied by theTmss Manufacturer and relies open the accurary and conpleteness of the infonretion set forth by the Building Designer A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.See the cover Simpson Strong-Tie Company page and the"Important Information&General Notes"page for additional infometion.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc on accordance with ESR-2762.All connectorplates are 20 gauge,unless the specifies plate size is followed by a"-I 8"which indicates an 18 gorge plate,or"SO 18",which indicates a high tension 18 gorge plate. SIMPSON Oregon Truss Inc Truss: JV7 PH 503-581-8787 Project Name: 160604Ocia Component SolutionsTM Date: 06/13/16 15:04:07 Truss Page: 1 of l Version:2016 5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 I 24 in 29 lbs 11-4-15 11-6-01 2-11-8 1 3-2-0 1-11-4 1-10-31 2-11-8 6-1-8 8-0-12 9-10-15 2:T 5 :712 01 0 tO 'aro Ti. 0 3x4 Almmaimm Bx4- 1.5x4 I AVHM 0-0-0 1-0-0 1-0-0 2-11-8 3-0-8 1 2-11-8 6-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psi) Bldg Code. IBC 2012/ TC. 0.49(2-3) Vert TL: 0.22 in L/299 8 L/180 TCLL: 30 TPI 1-2007 BC: 0.12(8-1) AkiLL. 0.11 in L/575 8 L/240 TCDL: 7 Rep Mar Increase: Yes Web: 0.04(2-7) Hove TL: 0.07 in 6 BCLL: 0 D.O.L.: 115% Creep Factor,Ka-1.5 BCDL: 10 Plate Offsets(Int,XY,Ang). (1.2-3,2-12.0.) (2.1-12,5-11,90.)(7:0-0,1-120_) (8:1-12,3-8.90.) Reaction Summary IT Type Big Conito Big Width Material Rqd Brg Width Max React Max Grew Uplift Max Wind Uplift Max Uplift Max Hone 1 Pin(Wall) I 5.5 in Douglas-Fir-Latch 1.50 in 367 lbs - 333 lbs 6 H Roll(Truss) I 1.5 in - 1.50 in 64 lbs - 0 lbs 3 H Roll(Wall) 1 3 in Douglas-Fir-Latch 1.50 in 555 lbs - -157 lbs -157 lbs 0 lbs 4 H Roll(Wall) 1 1.5 in Douglas-Fir-Latch 1.50 in 56 lbs -78 lbs -49 lbs -78 lbs 0 lbs 5 H Roll(Thins) 1 1.5 in - 1.50 in 108 lbs - -31 lbs -31 lbs 0 lbs Material Summary Bracing Summary It DFL 818 2x4 TC Bracing Sheathed or Purlins at 6-3.0,Purlin design by Others. BC DFL NIB 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Pudin design by abets. Webs DFL Stud 284 Loads Summary I)This toss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This toss has been designed for the effects of a balanced design snow load(Ps=25 psf)and unbalanced design snow loads(8.998/12,7.5 psf wind,25 psflee,23.3 psf lee over peak to 4.8 ft)forhips/gables in accordance with ASCE7-10 except as noted,with the following user defined input:25 psfgound snow load(Pg).NOTE:All flat/sloped toot factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 nph ultinnte,Exposure B,Fully Enclosed, Gable/Hip,Building Category fl(I=1 Overall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Toss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minimum storage attic loading in accordance with IBC Table 1607.1 has been applied Member Forces Summary Table indicates:Member ID.flux CSI,max axial force,(max conpr force if different from max axial force) TC 9-1 0.145 67 lbs 2-3 0.492 -225 lbs 4-5 0.075 65 lbs (-58 lbs)� 1-2 0.347 -256 lbs 3-4 0.365 -152 lbs BC 6-7 0.077 0 lbs 8-1 0.124 123 lbs (-52 Ibs)I Webs 2-7 0.043 140 lbs 7-8 0.023 76 lbs Truss-to-truss Connections Summary ID Canted Truss Cawing Truss Carrying Offset Angle -- ---�--- --- --- TTIS 1V7 AVHM 10-0-12 90 deg �(n -O PR i- 6,.0 Notes: 111 lJl tJ�l 1)When this truss has been chosen for quality assurance inspection.the Double Polygon Method per TPI I-2007/Chapter 3 shall be used.Fabrication tolerance=10%. C�� `��1 N �^ /Di/. 2)Tmss-to4iuss connection is for graphical interpretation only A hanger or other s10 lural connection shall be prodded to mist the iso reaction and uplift shown in the Reaction G(r 4 7^� t-�f� f� SummaryJ�� i- �s3 3)Listed wind uplift reactions based on MWFRS Only loading 4)Beating material shown in the above table has only been eheclred for resistance perpendicular to gain,and does not indicate adequacy of material fora ther design considerationsf l/ /V 81S 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor.The design of this individual toss is based on design criteria and requirements supplied by theToss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information set forth by the Building Designer A seal on this dowing indicates acceptance of professional engineering responsibility solely for the Miss component design shown.See the cover page and the"Important Information&General Nates"page for additional information.All connector plates shall be manufactured by Simpson Slung-Be Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: JV8 ,. = PH 503-581-8787 Project Name: 1606040cia Component SoIutionsTM Date: 06/13/16 15:04:08 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 32 lbs 13-4-15 1-10-31 11-6-01 2-11-8 I 3-2-0 11-11-41 2-0-0 I I 2-11-8 6-1-8 8-0-12 10-0-12 11-10-15 6 27125 eg tic. dO10 o�IIo _s xs i��I11.5x4 I AVHM 0-0-0 1-0-0 1-0-0 1 2-11-8 3-0-8 2-11-8 6-0-0 Loading General CSI Summary Deflection L/ (roc) Allowed Load (pst) BldgCode. IBC 2012/ IC: 0.49(2-3) Ven TL: 0.22 in L/299 9 TOLL: 30 WI 1-2007 BC, 0.12 9-1 L/240 TCDL' 7 Rep Mbr Increase: Yes Web 0.04(248) Un LL: 0.17 in L/575 9 L/240 BCLL: 0 D.O.L.: 115% ( ) CorzTL. 0in 7 BCDL: 10 Creep Factor,Ka=1.5 Plate Offsets(Jn5X,Y,An4): (1:2-3,2-12,0.) (2:1-12,5-11,90)(8:0-0,1-12,0.) (9.1-12,3-8,90_) Reaction Summary JT Type Bre Combo Brg Width Material Rqd Brg Width Max React Max Grey Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 5.5 in Douglas-Fir-larch 1.50 in 367 lbs 529 lbs - 7 H Roll(Truss) I 5 in 1.50 in 64 lbs - 0 lbs 3 H Roll(Wall) 3 in Douglas-Firdarch 1.50 in 525 lbs -159 lbs -159 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-latch 1.50 in 30 lbs -83 lbs '66 lbs -83 lbs 0 lbs 5 HRoll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 276 lbs -78 lbs -78 lbs 0 lbs 6 H Roll(Truss) 1.5 in - 1.50 in 74 lbs - -21 lbs -21 lbs 0 lbs Material Summary Bracing Summar 7C DEL#1B 2x4 It Bracing Sheathed or Ppdins at 6-3-0,Pullin design by Others. BC DFL CB 2x4 BC Bracing Sheathed or Pudins at 10-0-0,Pullin design by Others. Webs DFL Stud 2x4 Loads Summary 1)This tmss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This truss has been designed for the effects of a balanced design snow load(Ps=25 psf)and unbalanced design snow loads(8.999/12,7.5 psf wind,25 psf lee.23.3 psf lee over peak to 4.8 ft)for hips/gables in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE:All flaUsloped rooffactors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads an accordance with ASCE?-10 with the following user defined input: 120 mph ultimate,Exposure 8,Fully Enclosed, Gable/Hip,Building Category 11(1=1 00),Overall Bldg arm 40 ft x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Mlninum storage attic loading in accordance with BC'Able 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max CSI,max axial fence,(max comer force if different bnm max axial force) 'It 10- 1 lbs 7 lbs BC 7.81 0.077 180 lbs 13-4 0 366 91 0.124 1115 lbs (-114 lbs)lbs �2 lbsSb 0.145 67 lbs 2-3 0.493 462 0.067 d816s Webs 12-8 0.043 140 lbs 8-9 0.023 76 lbs Truss-to-truss Connections Summary ID Caried Titres CanAgCarOlfset Angle �vrl VIT16 2 V8 AVFM 12-0-12 90 deg < ' N r/- 6'6> Notes: cam\ „.\'\ E/ ... '0A� I)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. `O' 2)Truss-to-truss connection is for graphical interpretation only Ahangr or other structural connection shall be provided to resist the men reaction and uplift shown in the Reaction QZL/.. 7.29"P E Smtmary. /J G 7 I-L_ 3)Listed wind uplift reactions based on MWFRS Only loading y � 4)Bearing mineral shown in the above table has only been checked for resistance perpendicular to gam,and does not indicate adequacy ofrmtetial for other design considerations. i liri%,.p/ ter, -s'„/ �..> k 1 20 �yQ' Ne.-RIS 06/14/2016 Expires: 12/31/2016 NOTICE Aeopy of this design shall be famished to the erection contractor.The design of this individual lass is based on design criteria and requirencnts supplied by theTass Manufacturer and rolls upon the accumcy and completeness of he information set forth by the Building Designer A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.See the cover Simpson Strong-Lie Company page and the"Important Information&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-'8e Company,Inc in accordance with ESR-2762.All connector plates are 20 guise,unless the specified plate size is followed by a"-18"which indicates an Is gauge plate or"SO 18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: JV9 PH 503-581-8787 Project Name: 160 a. Date: 06/13//6 15:04:08 5:04:08ComponentSolutionsTM Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 35 lbs 15-4-15 2-0-0 1-6-0 2-11-8 3-2-0 1-11-4 2-0-0 1-10-3LL 2-11-8 6-1-8 18-0-12`10-0-12' I 1 I 113-10-15 12-0-12 7 12 • 91-- 5 ::c> 3 en' 1x4 lis 4 S 4I �s 31 ' 8 )L t 1 16x4 1.5x4 1 AVHM f 0-0-0 1-0-0 1-0-0 2-11-8 3-0-8 1 2118 I 6-0-0 I Loading General CSI Summary Deflection L/ (loc) Allowed Load ssl) Bldg Code: IBC 2012/ TC: 0.49(2-3) AenTL: 0.22 in L/298 It L/180 1011-2007 BC: 0.12(10-1) Vert LL: 0.11 in L/575 10 L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.04(2-9) Hoa TL: 0.07 in 8 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(JntX,Y,,Anp.): (1:2-3,2-12,0.) (2:1-12,5-11,90.)(9,0-0,1-12,0.) (10:1-12,3-8,90.) Reaction Summary 1T Type Big Combo Big Wldth Material Rqd Btg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 5.5 in Douglas-Fir-larch 1.50 in 367 lbs 614 lbs 8 H Roll(Truss) 1.5 In 1.50[n 64 lbs - 0 lbs 3 H Roll(Wall) 3 in Douglas-Fir-Larch 1.50 in 525 lbs -160 lbs -160 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-Lech 1.50 in 0 lbs -82 lbs -65 lbs -82 lbs 0 lbs 5 H Roll(Wale 1.5 in Douglas-Fir-Latch 1.50 in 248 lbs -74 lbs -74 lbs 0 lbs 6 H Roll(Wall) 1.5 in Douglas-Fir-larch 1.50 in 231 lbs -66 lbs 66 lbs 0 lbs 7 H Roll(Truss) 1.5 in - 1,50 in 81 lbs - -24 lbs -24 lbs 0 lbs Material Summary Bracing Summary TC DFL#ID 2x4 TC Bracing Sheathed or Purlins at 6-3-0,Pullin design by Others. BC DEL#1132x4 BC Bracing Sheathed or Purlins at 10-0-0,Punta design by Others. Webs DFL Stud 2x4 Loads Summary 1)Thts truss has been designed for the effects due to 10 psf bottom chord Incload plus dead loads. 2)This truss has been designed for the effects of balanced design snow load(Ps=25 psf)and unbalanced design snow loads(8.999/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)for hips/gnbles in accordance with ASCE?-10 except as notal,with the following user defined input.25 psfground snow load(Pg).NOTE:All 80/sloped roof factors have been ignored and the Bound snow load has been used for the mofsnow load(Ps=Pg).DOL=1.15. 3)This truss has been designed for the effects of wind loads to accordance withASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Calegomy 11(1=1 00).Overall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minirrum stosag:attic loading in accordance with BC Thble 1607.1 has been applied Member Forces Summary Table indicates:Member ID,mix CSI,tax axial force.(max corrpr force if different froom mix axial force) TC 11-1 0.145 67 lbs 3.4 0.366 -308 lbs 6-7 0,049 -74 lbs 1-2 0.346 -594 lbs 4-5 0.067 -277 lbs 2-3 0.493 -569 lbs 56 0.058 -155 lbs BC 8-9 0.077 0 lbs 10-I 0.124 -142 lbs Webs 2-9 0.043 140 lbs 9-10 0.023 76lbs Truss-to-truss Connections Summary ���'`� PRoc ID Canted Truss Carrying Truss Carrying Offset Angle �rr11 TT17 JV9 AVHM 14-0-12 90 deg �C.) �t tGI NE.k. V/( Notes: /f44.; i r cc-1)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1 2007/Charter 3 shall be used.Fabrication tolerance=10%. 732960E 2)Truss-to-buss connection is for graphical interpretation only Ahanger or other structural connection shall be provided to resist the am reaction and uplift shown in the Reaction Summary. _ Z 3)Listed wind uplift reactions based on MWFRS Only loading T 4)Bearing nuterial shown in the above table has only been checked for resistance perpendicular to grain,and does not indicate adequacy of anterial for ther design considerations. ��y o// gy r ZnyQ`o Nom.Ft IS 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor The design of this individual truss is based on design criteria and requirements supplied by theTtuss Manufacturer and relies upon the accuracy Sim son Strom -Tie Co and completeness of the information set forth by the Building Designee.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.See the cover p g Tf95any page are 0 and the"Important Infor ation&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Strang-Tie Company,Inc in accordance with ESR-2762.All connector plates gauge,unless the specified plate size is followed by a"-l8"which indicates an 18 gauge plate,or'S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: PB1H5 PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 06/13/16 15:04:09 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 7-11-14 9/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 221bs 7-11-14 1-4-1 0-4-12 4-6-4 0-4-12 1-4-1 1-4-1 1 1-8-13 I 6-3-1 6-7-13 7-11-14 1-0-5 1-0-5 12 12 91— —19 7 B 7. 3x4- 1x4 I 3x4- 3 4 a / N. rolir 3 \ 1 077 • • ••• • ••••• • • •••• • •N.3„)4,4 1x4 0-0-0 0-0-0 I 7-11-14 7-11-14 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psi) Bldg Code: IBC 2012/ TC 0.10(2-3) then: Din L/999 (5.6) L/180 TCLL: 30 WI 1-2007 BC: 0.08(6-1) Vhn LL' Sin L/999 (I-1) L/240 TCDL: 7 Rep Mbr Increase: Yes Web 0.04(3-6) Hoa TL: Din 5 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: IS Plate Offsets(Jnt:X,Y,Anp): (1:7-7,3-4,36.) (2:2-12,20.0.) (4:2-12.2-0,0.) (5:7-7.3-4.36) Reaction Summary 1T Type Brg Combo Bug Width Matenal Max React Ave React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Continuous 1 95.875 in Douglas-Fir-Larch 3l5 lbs 116 plf - -17 lbs -17 lbs 12 lbs Material Summary Bracing Summary TC DFLSIB 2x4 TC Bmctng Sheathed or Putlins a 6-3-0,Purim design by Others. BC DFLNIB 2x4 BC Bracing Sheathed or Purlins at 6-3-0,Pudin design by Others. Webs DFL Stud 2x4 Loads Summary I)This truss has been desipred for the effects due to 10 psf bottom chord live load plus dead loads. 2)This truss has been desip ed for the effects ofa balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4 ft)for hips/gables in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE:All flat/sloped roof factors have been spored and the pound snow load has been used for the roof snow load(Ps=Pg)DOL=1.15. 3)This Lass has been designed for the effects of wind loads in acconlance withASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category 11(1=1.00),Overall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1 60,CC Zone Width 4 ft. Member Forces Summary Table indicates Member ID,mos CSI,mux axialforce,(rax conpr force if different from max axial force) TC 1-2 0.082 -222 lbs 2-7 0.009 -23 lbs 8.4 0.009 -23 lbs 2-3 0.100 -129 lbs 34 0.100 -129 lbs 4-5 0.082 -222 lbs BC 56 0.082 129 lbs (43 lbs) 6-1 0.082 129 lbs (43 Ibs)� Webs 3-6 0.042 -225 lbs Notes: I)Gable requires continuous bottomchotd bearing 2)Cable webs placed at 48"o.c.,U.N.O. 3)Attach gable webs with 3x4 20ga plates,U N.O. 4)This truss has been desigred for in-plane wind loading For bracing requirements for out-of-plane wind loading refer to the Construction Documents and/orBCSI-B3. 5)When this Miss has been chosen forquality assurance inspection,the Double Polygon Method perTP1 I-2007/Chapter 3 shall be used. Fabrication tolerance=10%. .............. — ......... 6)Provide adequate drainage to prevent ponding - _-- 7)Listed wind uplift reactions based on MWFRS Only loading „GD PR Opeo•\.(cG]NEF Sj0 c`� � � wtz"' 7329PE ) ti . i/!y5 ".f A/ ��.FOS 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor The design of this individual truss is based on design criteria and requirements supplied by therms Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information set forth by the Building Designer A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Infomrotion&General Notes"page for additional infomratson.All connector plates shall be manufactured by Simpson StrongBe Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-I 8"which indicates an 18 puge plate,or"SO 18",which indicates a high tension 18 pup plate. SIM ON v Oregon Truss Inc Truss: PB1H6 PH 503-581-8787 Project Name: 1606040cia Date: 06/13/16 15:04;10 Component Solutionsno Page: 1 of 1 Truss Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 11-11-14 9/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 41 lbs 11-11-14 II P �0-3-22 0-4-12 I0-10-3 4-1 3-7-4 7 4-11 7-8-13 8-3-i I 11-11'14 I P 0-10-3 1-2-1 4-10-3 7-11-15 8-7-13 0-7-14 0-7-14 2-6-5 2-6-5 12 an 10 11 A. 3x4- 1x41 3x4- 4 5 6 12 v 12 91— o4 1— N 9 5x5 I 4x7- 3 o O/ I 1 3x47\ 3x4/ r ♦,.,.•,. ♦••••••••♦ ♦•••••••/ 8 3x4- 0-0-0 0-0-0 3-11-15 7-11-15 I 11-11-14 I7-11-15 Loading General CSI Summary Deflection L/ (roc) Allowed Load (psf) Bldg Code: IBC 2012/ TC: 0.34(5-6) Vert TL: 0.08 in LI 999 (8-I) L/180 TCLL: 30 'WI I-2007 BC 0.27(8-1) Ve8LL: 0.01 in L/999 (8-I) L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.28(3-8) Cant/OH TL: 0.14 in UP 2L/677 (7-7) 2L/120 BCLL: 0 D.O.L.: 115% Cant OH LL: 0.03 in UP 2L/999 (7-7) 2L/120 BCDL: 10 Bore TL: 001 in 8 Plate Offsets(Jnt:X,Y,Ang). (17-7,34,36.) (2:3-7,2-13,0.) (3,0-0,3-8,36.) (4:2-12,1-15,0.) (5:0-0,3-8,90.) (6:2-11,2-00.) (7:7-7,34,36.) (8:1-12,3-8,0.) Reaction Summary IT Type Brg Combo Big Width Material Rqd Btg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 8 H Roll(Wall) I 95.875 in Douglas-Fir-larch Unknown 902 lbs - 47 lbs 47 lbs 0 lbs I Pin(Wall) I 95.875 in Douglas-Fir-larch Unknown 436 lbs -17 lbs -17 lbs 25 lbs Material Summary Bracing Summary TC DFL CB 2x4 TC Bracing Sheathed or Purlins at 5-9-0,Pullin design by Others. BC DFLNIB 2x4 BC Bracing Sheathed or Purlins at 6-3-0,Pullin design by Others. Webs DFL Stud 2x4 Loads Summary 1)This truss has been designed fondle effects due to 10 psf bottom chord line load plus dead loads. 2)This Muss has been designed for the effects of a balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9/12,7.5 psf wind,25 pflat/sloped s flee, 3.3m f factors peak to 4.8 ft)for hips/gables in accordance with ASCE?-10 except as noted,with the following user defined input:25 psf ground snow load(Pg) P been ignored and the mound snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. ;Gabl i�msip,Bui dhas in Cate r y 8 0 d =the 1.00),�ts of wind Overall B dl Dams 40 ft 60 accordance t,hr=h 5ASCE] ft,End Zone Trus,Bfollowing eth end webs conssidered.DOL 60r defirred input: 120 mph 'ttCCte,Exposure Zone W d h 4 0. Enclosed, 4)Minimum storage attic loading in accordance with IBC%hie 1607.1 has been applied Member Forces Summary Table indicates:Member m,max Cal,'rex axial force,(max corr'r force if different from mux axial force) TC 1-2 0.313 -1.003 lbs 34 0.225 349 lbs (-164 lbs) 56 0.343 241 lbs (-86 lbs) 2-3 0335 -1,028 lbs 4-5 0.343 241 lbs (-86 lbs) 11-6 0.009 -23 lbs 2-9 0.006 -15 lbs 4-10 0 009 -23 lbs 6-7 0.168 374 lbs (-176 lbs) BC 7.8 0.197 -241 lbs 8-1 0.273 1,028 lbs (-166 lbs) Webs 3-8 0.278 -1.145 lbs 15-8 0.143 -696 lbs Notes: I)When this tress has been chosen for quality assurance inspection,the Double Polygon Method per TPI I-2007/Chapter 3 shall be used. Fabrication tolerance=10%. 2)Provide adequate drainage to prevent ponding rr--�� t�[r77�y � 3)Listed wind uplift reactions based on MWFRS Only loading c'I�,U r'j t1f 6'0(1 4)Bearing material shown in the above table has only been checked for resistance perpendicular to grain,and does not indicate adequacy of material for other design considerations. ��\co�\\��x�361 N e VI0A 7329PE Is''''' /1()* 4"'A i/,, .no�yQ' 1b N R25 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by theTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the infomution set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Infomrution&General Notes"page for additional infon ation.All connector plates shall be manufactured by Simpson Strong-le Company,Inc in accordance with ESR-2762.All connector plates WC 20 gauge,unless the specified plate size is followed by a"48"which indicates an 18 gauge plate or"SO 18",which indicates a high tension 18 gauge plate. wart Oregon Truss Inc . Truss: PB1H7 • PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 06/13/16 15:04:10 Truss Page: 1 of 1 Version:2016.5.1[13uild 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 11-11-14 9/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 39 lbs I 11-11-14 0-1-8 3-11-15 1 3- I -- - 9 1 3-7-4 l)3-`} 2-0-0 1-8-11 1-11-5 5-8-11 5-11-15 7-11-15 I 11-11-14 2-1-7 1-3-12 1-3-12 12 91-- 4x4- 6 12 —79 12 91- 2 11 1x41 4x4- 3x4- 3 I 4 3x4/ 077- _ • >0‹ • .e 104 I 1x41 1x4 0-0-0 0-0-0 1 1-11-15 4-0-0 0 3-11-15 1-11-15 5-11-15 I 7-11-105 i 11-11-14 i Loading General CSI Summary Deflection L/ ALL ost) Bldg Code: IBC2012/ TC: 0.212-3) Ven TL: 001 in L/999 No C) Allowed TPI1-2007 BC: 0.08(7-8) Ven LL: 0 in UP L/999 TCDL: 7 RepMor Yes (7-7) L/240 Web: 0.08(3-10) Coe 0 in 7 BCL: 0 D,O.L.: 115% Creep Factor,Ka=1 5 BCDL: 10 Plate Odsets(JntX,Y,Ang): (1:7-7,3-,36.) (2:2-15,2-13,0.)(3:0-5,2-130.) (4:0-0,1-10,0.) (5:0-0.45,90.) (6:0-0,4-6,0.) (7:7-7,34,36.) (8:0-0,3.8,90.) (9.0-0,3-8,90.) (10:0-0.3-8,90.) Reaction Summary JT Type Big Combo Brg Width Material Rqd Bra Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 8 H Roll(Wall) 1 143.875 in Douglas-Fir-Larch Unknown 325 lbs - - 0 lbs 9 H Roll(Wall) 1 143.875 in Dooglas-Fir-Lam _b Unknown 304 lbs -30 lbs -30 lbs 0 lbs 10 H Roll(Wall) I 143.875 in Douglas-Fir-Lash Unknown 486 lbs -33 lbs -33 lbs 0 lbs 1 Pin(Wall) 1 143.875 in Douglas-Fir-Larch Unlmown 75 lbs -14 lbs -14 lbs 31 lbs 7 H Roll(Wall) I 143.875 in Douglas-Fir-Lash Unknown 262 lbs - -19 lbs -19 lbs 0 lbs Material Summary Bracing Summary TC DEL#113 2x4 It Bracing Sheathed or Puddins 56-3-0,Pudin design by Others. BC DEL#113 2x4 BC Bracing Sheathed or Purlins at 6-3-0,Pudin design by Others. Webs DFL Stud 284 Loads Summary I)This tress has been designed for the effects due to 10 psf bottom chord line load plus dead loads. 2)This miss has been designed for the effects of a balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee.23.3 psf lee over peak to 4.8 ft)for hips/gables in accordance with ASCE7-10 except as noted.with the following user defined input.25 psf ground snow load(Pg).NOTE:All flat/sloped roof factors have been ignored and the ground snow load has been used for the reef snow load(Ps=Pg),DOL=1.15. 3)This tress has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph ultinete,Exposure B,Fully Enclosed, Gable/Hip,Building Category'0(1=1.00),Oterall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Tress,Both end webs considered.DOL=1.60,CC Zone Width 4 0 4)Mminum storage attic loading in accordance with IBC Table 1607.1 has been applied Member Forces Summary Table indicates:Member ID,near CSS near axial force,(max conpr force if different from max axial force) TC 1-2 0.155 147 lbs (-63 lbs) 3-0 0.210 54 lbs (-53 lbs)6-7 0.128 -159 lbs 2-3 0.210 54 lbs (-53 lbs)4-5 0.176 173 lbs (-41 lbs) 2-11 0 009 -23 lbs 55 0.157 -117 lbs BC 7-5 0.078 -54 lbs 9-10 0.068 -54 lbs 8-9 0.061 -54 lbs 10-1 0.068 -54 lbs Webs 3-10 0.079 423 lbs 5-9 0.046 -246 lbs 6-8 0.054 -246 lbs --- ---...---- Notes: t���° PR0k-es�A I)When this tress has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. �\C ' �G1 NEfi,.. V> 2)Provide adequate drainage to prevent ponding 3)Listed wind uplift reactions based on MWFRS Only loading L! V �, 4)Bearing anterial shown in the above table has only been checkedfor resistance perpendicular to grain,and does not indicate adequacy of metenal forotherdesign considerations. �.. 7329 PE re • 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.The design of this individual tress is based on design criteria and requirements supplied by the Tress Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the tress component design shown.See the cover Simpson$tCOng-Tie Company page and the"Important Information&General Notes"page for additional infomntion.All connector plates shall be manufactured by Siapson Strong-Ile Company,Inc in acconlance wills ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. suviPsoN Oregon Truss Inc Truss: PBH5 „ , PH 503-581-8787 Project Name: 1606040cia Date: 06/13/16 15:04:11 Component SolutionsT" Page: 1 of 1 Truss Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 11-11-14 9/12 1 0-0-0 0-0-0 0-0-0 0-0-0 I 24 in 34 lbs 1 11-11-14 11 0-3-0 0-4-12 1-4-3 4-1 4-0-0 4-0-0 8.3 1 4 3 1-4-3 Y-8-1D 1 5-11-15 I 9-11-15 1a-2-15 I 11-11-14 1-11-15 10-7-11 1-0-6 1-0-6 12 12 9(— —19 11 12 3x4- 1x4 1x4 4 15 I 36 3 \ so 304 • - - C.>N...„8,,..,74 \ 10 9 8 1x41 1041 1541 0-0-0 0-0-0 1-11-15 4-0-0I 4-0-0 1-11-15 1-11-15 5-11-15 9-11-15 11-11-14 Loading General CSI Summary Deflection L/ (los) Allowed Load (PO) Bldg Code: IBC 2012/ TC: 0.21(5-6) Vert IL: 0.01 in L/999 (8-9) L/180 TOLL: 30 TPI1-2007 BC: 0.07(8-9) Vert LL: Din L/999 (7-7) L/240 TCDL: 7 Rep Ivlbrincrease: Yes Web: 0.07(5-8) HORTL: 0 in 7 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(1nlX,Y,Ang). (1:7-7,34.36.) (2:2-15,2-0,0.) (3:0-0,3-8,90.) (4:0-0,348,90.) (5:0-0,3-8,90.) (6:2-11,1-15,0.)(7:7-7,34,36.) (8:0-0,3-8,90.) (9:0-0,3-8,90.) (10.0-0,3-8.90.) Reaction Summary 1T Type Big Conbo Brg Width Material Rqd BIR Width Max React Max Gsav Uplift Max Wind Uplift Max Uplift Max Horiz 8 H Roll(Wall) 1 143.875 in Douglas-Fir-Larch Unknown 451 lbs - -17 lbs -17 lbs 5 lbs 9 H Roll(Wall) I 143.875 in Douglas-Fir-Lash Unknown 403 lbs - -23 lbs -23 lbs 0 lbs 10 H Roll(Wall) 1 143.875 in Douglas-Fir-Lash Unknown 451 lbs - -18 lbs -1S lbs 0 lbs 1 Pin(Wall) I 143.875 in Douglas-Fir-Lush Unknown 62 lbs - -3 lbs -3 lbs 12 lbs 7 HRoll(Wall) I 143.875 in Douglas-Fir-Lash Unknown 62 lbs - -3 lbs -3 lbs 0 lbs Material Summary Bracing Summary TC DEL#1132x4 TC Bracing Sheathed or Purlins at 6-3-0,Purim design by Others BC DEL#1B 2x4 BC Bracing Sheathed or Purlins at 6-3-0,Pudin design by Others. Webs DFL Stud 2x4 Loads Summary I)This uuss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This tress has been designed for the effects of a balanced design snow load(Ps=25 pa)and unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)for hips/gtbles in accordance with ASCE7-10 except as noted,with the following user defined input:25 psfgound snow load(Pg).NOTE:All flat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This Huss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 nph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category 0(1-1.00),Overall Bldg Ours 40 ft x 60 ft.h=25 11,End Zone Tmss,Both end webs considered.DOL=1.60,CC Zone Width 4 R. 4)Mininumstomg;attic loading in accordance with IBC Table 1607.1 has been applied Member Forces Summary Table indicates:Menber ID,max CSI,nix axial force,(max conpr force if different from max axial force) TC 1-2 0 080 80 lbs (-19 lbs) 3-4 0.208 23 lbs (-0 lbs) 12-6 0.009 -23 lbs 2-3 0.208 23 lbs (-0 lbs)4-5 0.208 23 lbs (-0 lbs)6-7 0.080 80 lbs (-19 lbs) 2-11 0.009 -23 lbs 5-6 0.208 23 lbs (-0 lbs) BC 748 0.044 29 lbs (-26 lbs) 9-10 0.071 29 lbs (-23 lbs) 8-9 0.071 29 lbs (-23 lbs) 10-1 0.044 29 lbs (-26 lbs) Webs 3-10 0.074 -396 lbs 4-9 0.059 -317 lbs 5-8 0.074 -396 lbs Notes: ti, ) PROFe 1)When this tress has been chosen for quality assurance inspection,the Double Polygon Method per TPl 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 44:-/ �c co r GI N e -,9 t4, 2)Provide adequate drainage to prevent ponding V 3)Listed wind uplift reactions based on MWFRS Only loading 4)Bearing anterial shown in the above table has only been checked for resistance peryendicular to gain,and does not indicate adequacy of material for other design considerations. Ct 7329;1-t-� E `l• ,,y....5...s 4 ., F e N R1 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor.The design of this individual Puss is based on design criteria and requirenents supplied by theTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss conponent design shown.See the cover page and the"Important Inforrmuon&General Notes"page for additional infomation.All connector plates shall be manufactured by Simpson Slrong-Ge Corrpany,Inc in accordance with ESR-2762.All connector plates ate 20 gauge,unless the specified plate sin is followed by a"-18"which indicates an 18 pug:plate,or"S#18".which indicates a high tension 18 pug;plate. SIMPSON Oregon Truss Inc ° Truss: PBH6 Of PH 503-581-8787 Project Name: 1606040cia Component SolutlonsTM Date: 06/13/16 15:04:12 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 11-11-14 9/12 I 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 38 lbs 11-11-14 1-4-4 P P 1 f 1-11-15 { 3-4-3 3-8-1 5211-105 8-2-15 8-7-11' 9'11-15 I 111'111-14 2-6-6 2-6-6 11 Z 3x4- 1x4 1 12 3x4- 2 4 12 9— \ —19 1x4 11x4 1 o — Tio 3 1/O — _ — 3x4 ♦♦ ♦+•♦ / >00<XXXMXX7 .. 4 1x4 1 104 1 104 1 0-0-0 0-0-0 1-11-15 4-0-0 4-0-0 1-11-15 5-11-15 1 1 1-11-15 1 9-11-15 11-11-14 Loading General CSI Summary Deflection L/ (loc) Allowed Load asp Bldg Code: IBC 2012/ TC: 0 12(4-5) Wit 1L: 0.01 in L/999 (8-9) L/180 TPI I-2007 BC' 0.10(9-10) Veit LL' Din L/999 (1-1) L/240 TCDL 7 Rep Mbr Increase: Yes Web. 0.05(2-10) Hoa TL: Din 7 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(JnLX,Y,Ang): (1:7-7,3-0,36.) (2:0-0,46,90.) (3:2-10,2-0,0.) (4:0-0.3.8,90.) (5:2-12,1-14,0.) (6:0-0,4-6,90.) (7:7-7,3-4,36.) (8:0-0,38,90.) (9:0-0,38,90,) (10:0-0,38,90.) Reaction Summary JT Type Bre Combo Big Width Material Rqd Bre Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 8 H Roll(Wall) 1 143.875 in Douglas-Fir-Larch Unknown 309 lbs 8 lbs -7 lbs -8 lbs 0 lbs 9 H Roll(Wall) I 143.875 in Douglas-Fir-Lath Unknown 320 lbs 0 lbs 10 H Roll(Wall) 1 143.875 in Douglas-Fir-Larch Unknown 309 lbs 8 lbs -7 lbs -8 lbs 0 lbs 1 Pin(Wall) 1 143.875 in Douglas-Fir-Loeb Unknown 248 lbs -26 lbs -26 lbs 26 lbs 7 H Roll(Wall) 1 143.875 in Douglas-Fir-Lath Unlmown 248 lbs - -26 lbs -26 lbs 0 lbs Material Summary Bracing Summary TC DFL#1B 2x4 TC Bracing Sheathed or Purlins at 6-3-0,Pullin design by Others. BC DFL#18 2x4 BC Bracing Sheathed or Purlins at 6-3-0,Pullin design by Others. Webs DFL Stud 2x4 Loads Summary 1)This truss has been designed for the effects due to 10 psf bottom chord lire load plus dead loads. 2)This[mss has been designed for the effects ofa balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psf lee overpeak to 4.8 ft)for hips/gables in accordance with ASCE?-10 except as noted,with the following user defined input:25 psfground snow load(Pg).NOTE:All fan/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph ultinate,Exposure B,Fully Enclosed, Gable/Hip,Building Category 8(1=1.00).Overall Bldg Dine 40 ft x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1,60,CC Zone Width 4 ft. 4)Minirrnm storage attic loading in acconiance with IBC Table 1607.I has been applied Member Forces Summary Table indicates:Meober ID,one CSI,rrex axial force,(max conpr force if different from max axial force) TC 1-2 0.097 -230 lbs 3-11 0.009 -23 lbs 5-6 0.097 -279 lbs 2-3 0 097 -279 lbs 4-5 0.120 -159 lbs 6-7 0.097 -230 lbs 3-4 0.120 -159 lbs 12-5 0.009 -23 lbs BC 7-8 0.061 159 lbs (-26 lbs) 9-10 0.095 159 lbs (-18 lbs) 8-9 0.095 159 lbs (-18 lbs) 10-1 0.061 159 lbs (-26 lbs) Webs 2-10 0050 -265 lbs 4-9 0.048 -233 Has 6-8 0.050 -265lbs Notes: F,s D PR°P , 1)When this truss has been chosen for qualityassurance inspection,the Double Polygon Method per TPl 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. ��C\ �.�`0 I N[;�. sz1 2)Provide adequate drainage to prevent ponding V `" C 3)Listed wind uplift reactions based on MWFRS Only loading /p 4)Bearing material shown in the above table has only been checked forresistance perpendicular to grain.and does not indicate adequacy of material for other design considerations. ,,,411:_./ �'/ L''O,QF1 2,0 P• BIS 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by theTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the[mss component design shown.See the cover page and the"Important Information&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-lie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gauge plate,or"SO 18",which indicates a high tension 18 gauge plate. SIMPSON LATERAL RESTRAINT & DIAGONAL BRACING DETAILS FOR D-WEBCLRBRACE ti0 IV WEB MEMBERS ar Date:06/18/2014 Rev:A Pg.1 of 1 1 row of CLR .0000.00 . This detail provides information for laterally restraining and bracing @ mid-points web members to prevent lateral buckling using continuous lateral restraints(CLRs)in combination with diagonal bracing. In addition to 2 rows of CLR the CLRs indicated on the truss design drawing, diagonal bracing @ 1/3-points ii‘must be installed as indicated in this detail and BSCI-B3. See Iii `IWEBREINFORCE for web reinforcement options that may be used as �,an alternative to this detail when installing CLRs and diagonal bracingis not practical or desired. Properly attached full-length sheathing ,satisfies(may replace)any bracing requirements specified for end � vertical webs. Refer to the Construction Documents for additional .' ,._ bracing requirements. WEB MEMBERS WITH LATERAL RESTRAINT Install 2x4 diagonal bracing at each end and at every 20'along the length of the ``\\,44 CLRs. See Diagonal Bracing Details 2&3. 'mil/r�/X/l ``�\\ ��" Min. 2x4x12'CLRs installed `\�\`.\�\\�7` on web members where `�\ \ \ indicated on the truss design Section A-A ` ,,j,, \"� drawing. Attach CLRs to ach �\� ��\\ web with min.2-10d nails Web , CLR splice ���������> ` iWfi.�fA/A�t+'/A/ice/f'/�: �/���•� \\�\ <20'between I CLR ��_ diagonal braces � ��\\ Min. 2'-long 2x_scab block �� centered over the CLR splice and web. Attach to CLR with min. 8-10d nails Note: Not all truss Overlap ends of CLRs at least one truss on each side of splice. members shown for clarity. spacing or use splice detail(see Detail 1) Detail 1 -CLR Splice For webs with one row of CLRs,diagonal bracing shall be For webs with 2 rows of CLRs, diagonal bracing shall be installed using Option 2A or 2B.Attach diagonal braces to installed using Option 3A or 3B.Attach diagonal braces to each truss with min.2-10d nails. each truss with min. 2-10d nails. limi_ 1v/_M1 PAI . .p.0 - ;iiii,Option 2AOption 3A ,� Option 2B Option 3B Detail 2 -Diagonal Bracing for 1 Row of CLRs Detail 3 -Diagonal Bracing for 2 Rows of CLRs (c,0 PROpFss �5 tiyG I N r 9 ) 44, 7329PE DETAIL LIMITATIONS: Nail Dimensions: i 1. Restraint and Bracing Material min. 2x4 stress graded lumber. 10d =3"x 0.128" T.0.,,,40,,,,,i!clilit..,t'o,6 2.This detail does not address permanent building stability bracing N06/ to resist lateral forces acting on the building. BIS 06/14/2016 3.This detail shall not supersede any project-specific truss member permanent bracing design for the roof framing structural system. Expires: 12/31/2016 This detail is to be used only for the application and conditions indicated herein,and its suitability for any particular truss/project shall be verified(by others). This detail is not intended to Simpson Strong-Tie Company supersede any project-specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s)accompanying this detail for specific truss design information.Simpson Strong-Tie Inc.is not responsible for any deviations from this design. SIM ON m,. INDIVIDUAL WEB REINFORCEMENT DETAIL D-WEBREINFORCE n 1 L vie r Date:06/11/2014 Rev:A Pg.1 of 1 NOTES: 1. This detail provides web reinforcement options that may be used as an ,k alternative to continuous lateral restraint(CLR)when installing CLRs in combination with diagonal bracing is not practical or desired. `,_ 2. Refer to the truss design drawing for web lateral restraint requirements. A® ���Oj on the truss design drawing indicates that continuous lateral restraint is ����j, Web �mor� required at the locations shown (either at the midpoint or 1/3-points of the web `��'r# Member r/:►A member). Refer to the tables below for acceptable web reinforcement options —\ ‘`;tp# (TYP.) '/ that may be used in place of one or two rows of CLR. s`�1� 3. This detail may not be used to substitute CLRs for T-, L-, I-or scab ,IIIIIF`*� reinforcements that are specified on the truss design drawing. ,6 _� 4. T-, L-, I-and scab web reinforcements must be the same or better species and Add member to grade of the web member as indicated on the truss design drawing. both edges for 5. All reinforcements must extend to within 6"of each end of the web member. I-Reinforcement 6. This detail does not apply to single-ply webs that exceed 14'in length. T-Reinforcement (I-Reinforcement similar) IS) © 1 Row of CLR @ 2 Rows of CLRs 1�; Web Mid-point @ Web 1/3 points II";+�WEB REINFORCEMENT OPTIONS FOR SINGLE-PLY TRUSSES' SpecifiedAcceptable Web Reinforcement Web Member WebReinforcement-to-Web Lateral Member Substitutions-Type&SizeConnectionRestraint Size Requirements •° , A (CLRs) T- L- Scab I- �I I' 1 Row @ 2x4 2x4 2x4 2x4 --- Mid-point 2x6 2x6 2x6 2x6 --- L-Reinforcement 2x8 2x8 2x8 2x8 --- 16d gun nails 2 Row @ 2x4 2-2x4 @ 6"on-center 1/3-points 2x6 No substitutions allowed 2-2x6 2x8 2-2x8 , ; WEB REINFORCEMENT OPTIONS FOR 2-PLY TRUSSES' Specified Acceptable Web Reinforcement ,■ ```N Web Member Web Reinforcement-to-Web 'MAW-Type&Size �`. Lateral Member Connection `.�` MB Restraint Size Requirements s, !an* (CLRs) T- L- Scab I- s• 111101V2x4 2x4 2x4 --- --- \ � `. 1 Row @ Mid-point 2x6 2x6 2x6 --- --- —�,�: 2x8 2x8 2x8 --- --- 16d gun nails 2 Row @ 2x4 2-2x4 @ 6"on-center Scab Reinforcement 1/3-points 2x6 No substitutions allowed 2-2x6 2x8 2-2x8 1.The maximum allowable web length for single-ply trusses is 14'. 2. For 2-ply trusses,the reinforcement must be nailed to both plies of the web with E) PROF the nailing pattern specified in the table. <OR fiS 3. For the scab reinforcement, 2 rows of 10d gun nails @ 6"o.c may be used in place N`o �N IN4E,S, `r/p of 16d gun nails for attaching the reinforcement to the web. �<c, �I 4. For I-reinforcement, attach each 2x_member to opposite edges of the web using 7329 PE , the nailing pattern specified in the table. Nail Dimension 16d =3.5"x 0.131" ‘24 ,,.y� 10d=3"x 0.120" 4.., �.,1 1 2,0,yP N pts \-, 06/14/2016 Expires: 12/31/2016 This detail is to be used only for the application and conditions indicated herein,and its suitability for any particular truss/project shall be verified(by others). This detail is not intended to Simpson Strong-Tie Company supersede any project-specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s)accompanying this detail for specific truss design information.Simpson Strong-Tie Inc.is not responsible for any deviations from this design. SI ON M ` TD-CPS-0001 D PIGGYBACK TRUSS CONNECTION DETAIL r Date:07/8/2014 Rev:C I Pg.1 of 1 This detail provides minimum connection requirements between a cap truss and a base truss of a piggyback assembly for assemblies that meet Cap Truss End "-- "'`< Cap Trusses the following conditions and design requirements: Connections per -1,-,;e ,f 1. Table 1 i, k •the cap truss has continuous bearing or bearings at 2'o.c.max.; " * em , •the cap truss contains vertical web members at 4'o.c.max; .„ r—w •the cap trusses are spaced no greater than 24"o.c.; , •the pitch does not exceed 12/12; •the cap truss span does not exceed 36'; •the cap truss is not a mono truss; •the cap truss supports no point loads or drag loads. p Design Requirements: Cap Truss Bottom Chord '� Max.Wind Speed:140 mph(nominal) Load Duration Factor:1.6 Connections per Table 2 Max.Mean Roof Height:30' Lumber:SPF or Better(Min. 1.- Exp.Category:B or C SG=0.42) Base Trusses TABLE 1 -Connection Requirements At Each End of Cap Truss(One Face Only) /' Max.Wind Speed ' I Cap Truss Cap Truss Bottom Span (mph) End Connection Options Fasteners' Chord(BC) itt Nominal Ultimate 100 125 Sheathing-See Note 2 --- ,, Flat 2x4 Purlins @ End Connection per 24"o.c.(Max)Up to 18' 4'2x Scab 16-10d nails 140 180 Table 1(Typical Each LSTA18 or CS20 Strap 14-10dx1.5 nails End) ,:.1 120 150 4'2x Scab 16-10d nails 130 160 LSTA18 or CS20 Strap 14-10dx1.5 nails 36'or Less 24-10d nails Base 2x4 P' 1\ uTruss BC Connection 6'2x Scab per Table 2 140 180 10-SDS 1/4x3 LSTA30 or CS18 Strap 20-10dx1.5 See footnotes below Figure 1 -Typical Piggyback Assembly with 1 1/2" Gap Between Cap and Base TABLE 2-Connection Requirements Along Cap Truss Bottom Chord Max.Wind Speed Condition (mph) Connection Options Along BC Fasteners Cap Truss BC Connection Nominal Ultimate •er Table 2 Nails into purlins installed on base truss Purlin-to-Base:2-10d nails(ea purlin) at 24"o.c.(max) Cap-to-purlin:2-10d toe-nails(ea purlin) End Connection „.q With 1.5" •er Table 1 Gap(See 140 180 (3)7"x7"x7/16"Plywood/OSB Gussets (Typical Fig 1) (each face) 6-6d nails per Gusset(see note 1) � Ea End) (3)LTP5 Framing Angles(one face) 8-8dx1.5 nails per LTP5(see note 1) / 1 ) . 130 160 (2)LTP4 Framing Angles(one face) 12-8dx1.5 nails per LTP4(see note 1) 1 I • ` No Gap Toe-Nails©24"o.c. 2-10d toe-nails along BC @ 24"o.c. € ' t (See 140 180 (each face)(3)7"x7"x7/16"Plywood/OSB Gussets 6-6d nails per Gusset(see note 1) Fig 2) (3)LTP4 Framing Angles(one face) 12-8dx1.5 nails per LTP4(see note 1) ' tet' 1. Where noted,install half of the specified fasteners in each member being connected. 2. An additional end connection is not required for wind speeds up to 100 mph(nominal)and cap truss spans up to 18'if the sheathing is continuous and extends at least 12"beyond the intersection. Figure 2-Typical Piggyback Assembly with 3. When using(2)connectors along the cap truss BC,install one at each end of the bottom chord;when using(3) No Gap Between Cap and Base connectors,install one on each end and one in the center of the bottom chord. 4. NAILS:10d=0.148"dia.x3"long,10dx1.5=0.148"dia.xl%"long,8dx1.5=0.131"dia.x1 "long,6d=0.113"dia.x2"long Bracing for the Base Truss Flat Top Chord in a Piggyback Assembly Base Trusses \ca'\''��yGI(y Ffis The flat top chords of the supporting base - /C C. (Si-,9 , "- j- x trusses must be adequately braced to prevent '.110-i��- ��►// 7329:PE them from buckling out from under the cap /IWC. 4�III trusses. One option for accomplishing this is I��Il igiIlil.� 1-1'N with flat 2x4 purlins in combination with —40.-11.11Z1111017161\11 01 ��� diagonal bracing that gets repeated at max.10' , _____. 04 Irp '..,-;:of. -,../ intervals. Other methods may be required as Ilii—�.__II11111116:------7'•—•,‘,– ,....111/- s specified in the Construction Documents.See �'——! -.��/ G� '(1Y 1 2,0 "yP BCSI-B3 for additional information. —1/ 4 Nom;.BIS L 06/14/2016 Expires: 12/31/2016 This detail is to be used only for the application and conditions indicated herein,and its suitability for any particular truss/project shall be verified(by others). This detail is not intended to Simpson Strong-Tie Company supersede any project-specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s)accompanying this detail for specific truss design information.Simpson Strong-Tie Inc.is not responsible for any deviations from this design. SIMPSON GABLE STUD BRACING DETAIL - 100 MPH (NOMINAL), ,e ( ) TD-GBL-0003B SA m,1 $ ,. 125 MPH (ULTIMATE) Date:06/11/2014 Rev:B Pg.1 of 1 NOTES: Diagonal Bracing @ 4'-0"O.C. Max. Gable Stud Bracing 1.This detail provides bracing/reinforcement options for the gable studs to 24"O.C. Max) resist the out-of-plane wind loading. Refer to the individual truss design drawing for bracing/reinforcement requirements for resisting the vertical ArM (in-plane)loads assumed in the design of the gable end frame. 6,, "`Diagonal braces not Additional bracing/reinforcement at the end of the building and/or at the ;'I shown for clarity.See gable end wall may be required. Refer to the BuildinSection A-A. Designer/Construction Documents for all gable end frame and roof ' ��' ��Ar'°'.urAn''.ir "',w4r'' system bracing requirements. For additional information,see BCSI-B3. I I I I 1!IIIILJi!I: .2. This detail does not apply to structural gables. 3. Connection requirements between the gable end frame and the wall tobe specified by the Building Designer. 4.The gable end frame must match the profile of the adjacent trusses. Do A not use a gable end frame with a flat bottom chord next to trusses with GABLE END WITH STUD BRACING/REINFORCEMENT sloped bottom chords, such as scissor or vaulted trusses. MAX. WITHOUT L- SCAB DIAGONAL DIAGONAL MINIMUM GABLE GABLEBRACING BRACING STUD SIZE, STUD BRACE REINFORCEMENT'REINFORCEMENT' MID-SPAN' @ 1/3 POINTS SPECIES&GRADE SPACING MAXIMUM STUD LENGTH' 2X4 SPF STUD 12"O.C. 4-9-12 8-5-8 9-7-4 9-7-4 14-5-4 or STANDARD 16"O.C. 4-4-8 7-8-4 8-8-12 8-8-12 _ 13-1-8 24"O.C. 3-9-8 6-3-12 7-7-4 7-7-4 11-5-0 1.L-and Scab Reinforcements shall be minimum 2x4 stud grade and must be a minimum of 90%of the gable stud length.Fasten the reinforcement member to the gable stud with 10d nails @ 6"o.c. 2.Attach horizontal reinforcing member at mid-span(or 1/3 points as required)of the longest stud and install diagonal bracing @ 4' o.c.(max)as shown in Section A-A. 3.Tabulated maximum stud lengths are based on components and cladding wind pressures using the wind design parameters listed in the detail limitations.Gable stud deflection criteria is L/240. 5-8d nails connecting Min. 2x4#2 blocking between sheathing to first 2 trusses(min)as shown. Gable Stud 2x6 Diagonal Brace blocking (Typ.) Toe-nail blocking to trusses (Approx.45-degrees Roof Sheathing with 2-10d nails at each end. Fasten diagonalLl ` to roof diaphragm) '1, brace to gable stud pt 1 ' '• f .. 4 j' with 4-16d nails - Fasten L-reinforcement ' •.• ,') 2-10d Toe nails e, members together with ;, or (TYp) 2-10d nails into top reinf. ► 16d nails @ 6"O.C. .. e• .,; member(Typ. ea stud) Kir, %''� • 4, , Pill Min. 2x6 , A. I ;' Trusses @ 24" 4-10d nails into �, Min.2x4 ^' � •4 '' O.C. Max. bottom reinf. member Bracing at 7et. �� �,� �' (Typ.ea stud) 1/3 points as ,,�required ., NOTE: Diagonal braces over 6'-3"require a 2x4 T-brace (See Table) attached to one narrow edge. Diagonal braces over - , 2x6 diagonal brace at 48"O.C. (max). 12'-6"require 2x4s attached on both narrow edges.The Attach to gable stud with 4-16d nails braces must cover 90%of the diagonal brace and shall and to blocking with 5-10d nails. be fastened to the narrow edge with 10d nails at 6"o.c. Horizontal L-reinforcement(located (min. 3"end distance). When attached on both narrow at mid-span or 1/3-points of longest _ edges, stagger the nails on each side by 3". End Wall :7-- stud as required per table.) SECTION A-A W, 10d nails 10d nails �? 0 PROfi�C6' C @ 6"o.c. GABLE ►, @ 6"o.c. .- tC G{N4.. s<2 liralli c.GABLE L-REINF. STUD `� SCAB STUD " �, REINF. ct" 7329 PE SECTION B-B SECTION C-C DETAIL LIMITATIONS: Wind Speed Equivalent Nail Dimensions j , /:,, Max. Mean Roof Height: 30' Nominal (Ultimate) 16d=3.5"x 0.162" � p Category: II 100 mph (125 mph) 10d=3"x 0.148" �� y Exposure: B or C 8d=2.5"x 0.131" Ati, . ,OS Load Duration Factor: 1.6 06/14/2016 Wind Speed: 100 mph Nominal Expires: 12/31/2016 This detail is to be used only for the application and conditions indicated herein,and its suitability for any particular truss/project shall be verified(by others). This detail is not intended to Simpson Strong-Tie Company supersede any project-specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s)accompanying this detail for specific truss design information.Simpson Strong-Tie Inc.is not responsible for any deviations from this design. SIMPSON BEARING BLOCK DETAIL FOR 2-PLY TRUSS - TD-BRG-0002A t f 4 BLOCK ON ONE FACEDate:06/11/2014 Rev:A Pg.1 of 1 NOTES: *Truss plates not 1.This detail provides information for attaching a bearing block to one face shown for clarity of a 2-ply truss to increase the allowable reaction of the truss. 2. Refer to the individual truss design drawing for the bottom chord size 1 1/2"min. (Typ) 3"(Typ) and other design information. -- 3.The bearing blocks must be min. 16"long and the same size,species , , Min.2x4 and grade as the truss bottom chord. WI I 4. If the truss bottom chord species is A C than the amaterial, ������.An the lower of the listed reactions for Details A-C shall apply.Values listed for 1/2"min. SP do not apply to Non-Dense(ND)grades. (T �� YP) 1►�, 114Block applied on one face w/2 /i- 16" rows of 10d @ 3" // o.c. (10 total nails) Detail A -Bearing Block Detail for 2x4 Bottom Chord //// .-.. .„.., (Interior Bearing Similar-See Fig. 2) ,/ i J *Truss plates not Wil > _-. shown for clarity < 1 1/2"min. (Typ) 3"(Typ) Min.2x6 1 Bearin N, Nailing per Truss •- 9 details A C �. Width \I Width IPfJJ Fig. 1 Bearing Block Bearing block 1/2"mi . at End of Truss ilk centered over (TYp) �� 16" NI'1 Block applied on interior bearing one face w/3 Fig. 2 Bearing Block 16" rows of 10d @ 3" at Interior Bearing o.c. (15 total nails) Detail B -Bearing Block Detail for 2x6 Bottom Chord (Interior Bearing Similar-See Fig. 2) "Truss plates not Maximum Reactions for Bearing Block Details A-C shown for clarity (2-Ply Truss with Bearing Block on One Face) 1 1/2"min. (Typ) 3"(Typ) Bottom Max.Reaction Min.2x8 Detail Chord(BC) Lumber Size Species 3.5"Brg 5.5"Brg Width Width SP 7150 lbs. 10540 lbs. DF 7680 lbs. 114301bs. A 2x4 1/2"min. HF 5220 lbs. 7650 lbs. ' All SPF 5405 lbs. 7955 lbs. (TYp) A li Block applied on SP 7760 lbs. 11150 lbs. one face w/4 rows B 2x6 DF 8235 lbs. 11985 lbs. 16" of 10d @ 3"o.c. HF 5700 lbs. 8130 lbs. (20 total nails) SPF 5875 lbs. 8425 lbs. Detail C -Bearing Block Detail for 2x8 or Larger SP 8370 lbs. 11760 lbs. Bottom Chord (Interior Bearing Similar-See Fig. 2) C 2x8 or DF 8795 lbs. 12545 lbs. larger HF 6185 lbs. 8615 lbs. SPF 6350 lbs. 8900 lbs. ��c.0 PROFFS t:c•' �NGlNEdi si(3 7329:PE at DETAIL LIMITATIONS: Nail Dimension Ilri '. 4:4 '''' ' Load Duration Factor: 1.15 10d=3.x 0.131" .G/ qY 1 ; Zoa -P' A' R\S 06/14/2016 Expires: 12/31/2016 This detail is to be used only for the application and conditions indicated herein,and its suitability for any particular truss/project shall be verified(by others).This detail is not intended to Simpson Strong-Tie Company supersede any project-specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s)accompanying this detail for specific truss design information.Simpson Strong-Tie Inc.is not responsible for any deviations from this design. s. Si PSN TRUSS DESIGN DRAWINGS&DETAILS Simpson Strong-Tie Prepared for: Oregon Truss Inc Company,Inc. Job: 1606040cia 5956 W. Las Positas Blvd. Date: 06/13/16 Pleasanton, CA 94588 Ref.Number: 0613140306 (800)999-5099 WWWstrongtie.com Notes: 1. The truss design drawings referenced below have been prepared based on design criteria and requirements set forth in the Construction Documents, as communicated by the Truss Manufacturer. 2. The engineer's signature on these drawings indicates professional engineering responsibility solely for the individual components to be able to resist the design loads indicated, utilizing all the design parameter and materials indicated or referenced on each individual design. 3. It is the Building Designer's responsibility to review the truss design drawings to insure compatibility with the Building design. Refer to all notes on the individual truss design drawings. 57 Truss Design Drawing(s): 1 -A 13-BA 25-EGE 37-J2G 49-JV6 2-A1H1 14-BAG 26-J1 38-J3 50-JV7 3-A1H2 15-BAGE 27-J10 39-J3G 51 -JV8 4-A1H3 16-C 28-J11 40-J7 52-JV9 5-A1 H4 17-Cl 29-J12 41 -J8 53-PB1 H5 6-A1HM 18-CR 30-J13 42-J9 54-PB1H6 7-AH5 19-CR1 31 -J14 43-JA3 55-PB1H7 8-AVH1 20-CS 32-J15 44-JV10 56-PBH5 9-AVH2 21 -DA 33-J16 45-JV11 57-PBH6 10-AVH3 22-DGE 34-J17 46-JV12 11 -AVH4 23-EB 35-J1G 47-JV4 12-AVHM 24-EC 36-J2 48-JV5 Details: