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Plans (37) /(// c /eyAO✓ /1-(qP) s4J 5.01 SIMPSON StrongTie TRUSS DESIGN DRAWINGS&DETAILS Simpson Strong-Tie Company,Inc. Prepared for: Oregon Truss Inc Job: 1606039cia 5956 W. Las Positas Blvd. Date: 06/13/16 Pleasanton, CA 94588 (800)999-5099 Ref.Number: 0613140306 Notes: WWW.strongtie.com 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-A1 H1 14-BAG 26-J1 38-J3 50-JV7 3-Al H2 15-BAGE 27-J10 39-J3G 51 -JV8 4-A1H3 16-C 28-J11 40-J7 52-JV9 5-A1H4 17-C1 29-J12 41 -J8 53-PB1H5 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: SIMPSON Stranerie Component SolutionsTM Important Information & General Notes Symbols and Nomenclature General Notes Indicates the plate size;the first digit is the plate width 1. Each Truss Design Drawing(TDD)provided with this sheet has 5x7 (perpendicular to the slots)and the second digit is the plate been prepared in conformance with ANSI/TPI 1. Refer to ANSI/TPI length(parallel to the slots). 1 Chapter 2 for definitions of all capitalized terms and for the responsibilities of all parties involved,which include but are not 5x7-18 Indicates the plate is 18 ga. limited to the responsibilities listed on this sheet. These symbols,which follow the truss plate size, designate 2. TDDs should not be assumed to be to scale. ` the required direction of the slots in the connector plate. 3. The Contractor and Building Designer shall review and approve the Truss Submittal Package. Plates with this symbol next to it must be installed with a 4. The suitability and use of the component depicted on the TDD for *-* solid section of steel(area between the slots)directly over any particular building design is the responsibility of the Building the joint. Designer. are shown feet-inches-sixteenths(for this 5. The Building Designer is responsible for the anchorage of the 10-4-3 Dimensions the dimension inis eet-i 3/16"). truss at all bearing locations as required to resist uplift,gravity and examplelateral loads, and for all Truss-to-Structural Element connections Joints are numbered clockwise around the truss starting at except Truss-to-Truss connections. the left end. Chords and webs are identified using their end 6. The Building Designer shall ensure that the supporting structure joint numbers(e.g.,TC 2-3). can accommodate the vertical and/or horizontal truss deflections. 7. Unless specifically stated otherwise,each Design assumes When this symbol is shown, lateral restraint is required on trusses will be adequately protected from the environment, the member near the location indicated and may be on including not being used in locations where the sustained \ `� either edge of the member. See Note 3 under Handling, temperature is greater than 150°F. Installing, Restraint&Bracing for more information. 8. Trusses are designed to carry loads within their plane. Any out-of-plane loads must be resisted by the Permanent Building Truss-to-wall(or other structural support)connection. Stability Bracing. Trusses must bear completely on all supports.When the 9,Design dead loads must account for all materials, including species of bearing material is shown on the TDD, it self-weight(if the word"rake"follows the specified dead load on indicates that the perpendicular-to-grain resistance of the the TDD that indicates the software applied a pitch increase). material has been checked. The Building Designer is 10,Trusses installed with roof slopes less than 0.25/12 may responsible for all other bearing design considerations. experience(but are not designed for)ponding.The Building Designer must ensure that adequate drainage is provided to Truss-to-Structural Element Connection. The design of the prevent ponding. r�o Structural Element and the connection of the Truss to the Handling, Installing, Restraint & Bracing Structural Element is by others. 1. The Contractor is responsible for the proper handling, erection, Truss-to-Truss Connection,which may be a hanger or other restraint and bracing of the Trusses. In lieu of job-specific details, 41 structural connection(e.g.,toe-nail)that has adequate refer to BCSI. capacity to resist the max.reactions and uplifts shown in the 2. ANSI/TPI 1 stipulates that for trusses spanning 60'or greater,the Reaction Summary on the TDD. Owner shall contract with any Registered Design Professional for the design and inspection of the temporary and permanent truss Note:These symbols are for graphical interpretation only; they are restraint and bracing. Simpson Strong-Tie is not responsible for not intended to give any indication of the geometry requirements of providing these services. the actual item(i.e., restraint, bearing, Structural Element, hanger, 3. Trusses require permanent lateral restraint of chords and certain etc.)that is represented. web members(when indicated)at the locations or intervals indicated on the TDD. This shall be accomplished in accordance Materials and Fabrication with:standard industry lateral restraint/bracing details in BCSI-B3 1. Design assumes truss is manufactured in accordance with the or BCSI-B7,supplemental bracing details referenced on the TDD, TDD and the quality criteria in ANSI/TPI 1 Chapter 3, unless or as specified in a project-specific truss permanent bracing plan more restrictive criteria are part of the contract specifications. provided by the Building Designer. 2. Unless specifically stated, lumber shall not exceed 19% 4. Additional building stability permanent bracing shall be installed as moisture content at time of fabrication or in service. specified in the Construction Documents. 3. Design is not applicable for use with fire retardant,preservative 5. Special end wall bracing design considerations may be required if treated or green lumber unless specifically stated on the TDD. a flat gable end frame is used with adjacent trusses that have 4. Plate type, size,orientation and location indicated are minimum sloped bottom chords(see BCSI-B3). plating requirements. Plates shall be embedded on both faces 6. Do not cut, drill,trim,or otherwise alter truss members or plates of the truss at each joint. without prior written approval of an engineer, unless specifically 5. Truss plates shall be centered on the joint unless otherwise noted on the TDD. specified by the plate offsets on the TDD or joint details. 7. Piggyback assemblies shall be braced as per BCSI-B3 unless otherwise specified in the Construction Documents. Referenced Standards DSB-89:Recommended Design Specification for Temporary Bracing of Metal ANSI/TPI 1: National Design Standard for Metal Plate Connected Wood Plate Connected Wood Trusses,a Truss Plate Institute publication Truss Construction,a Truss Plate Institute publication(www.tpinst.org). (www.tpinst.org). NDS: National Design Specification for Wood Construction published by BCSI: Guide to Good Practice for Handling,Installing,Restraining& American Forest&Paper Association and American Wood Council. Bracing Metal Plate Connected Wood Trusses,a joint publication of the ESR-2762:Simpson Strong-Tie®AS Truss Plates are covered under Truss Plate Institute(www.tpinst.org)and the Structural Building ESR-2762 published by the International Code Council Evaluation Service Components Association(www.sbcindustry.com). (www.icc-es.org). TD-GEN-0002A 2/2014 SIMPSON Oregon Truss Inc Truss: A Strong-Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:34 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 39-10-8 9/12 4 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 203 lbs 41-4-8I I I1-6-01 7-0-15 7-1-2 5-11-15 5-11-15 ) 7-1-2 6-7-6 7-0-15 14-2-0 20-2-0 26-1-15 33-3-1 39-10-8 1x41 '.5x6- TT 3/ 4 `�S 12 12 912 —19 1x4\ \11010,7.4/ W¢ N"" O 303\ $ 4x6- 4x7 1 iS 1 _ N. 1 1/, 12 11 10 9 8 3x4-3x4- 3x7- 3x4-3x4- I BAG I 0-0-0 0-0-0 10-6-0 9-8-0 9-8-0 10-0-8 10-6-0 20-2-0 29-10-0 ( 39-10-8 Loading General CSI Summary Deflection L/ (roc) Allowed Load (est) Bldg Code: IBC 2012/ TC: 0.67(1-2) Vat IL: 0.47 in L/999 (12-1) L/180 TCLL: 30 TPI 1-2007 BC: 0.94(12-1) Vat LL: 0.23 in L/999 (9-10) L/240 TCDL: 7 Rep MbrIncrease: Yes Web: 0.33(2-12) Hoa TL: 0.11 in 7 BCLL: 0 D.O.L: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(JneX,Y,Ang): (1:3-0,2-10,0.) (2:0-0,4-6,55.) (3:0-2,4-11,0.) (4:0-0,5-5,90.) (5:0-2,4-11,0.) (6:0-0,4-6,55.) (7:2-5,4-13,90.)(8:0-0,3-8,0.) (9:0-0,1-12,0.) (10:0-0,35,0.) (11:0-0,1-12,0.)(12:0-0,3-8,0.) Reaction Summary IT Type Bsg Combo Beg Width Material Rqd Beg tMdth Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-lam 2.16 in 2,028 lbs - -134 lbs -134 lbs 113 lbs 7 H Roll(Truss) 1 1.5 in - 2.08 in 1,954 lbs - -106 lbs -106 lbs 0 lbs Material Summary Bracing Summary TC DFL#1B 2x4 TC Bracing Sheathed or Purlins at 3-4-0,Pullin design by Maas. BC DEL#1B 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Pudin design by Others. Webs DFL#1B 2x4 except: 2-12 DFL Stud 2x4 6-8 DFL Stud 284 Slider DFL#1B2x4 Loads Summary 1)This mess has beat designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This truss has beat 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 8)forhips/gabls in acconlauce with ASCE7-10 except as noted,with the following userdefned input:25 psf ground snow load(Pg).NOTE:All flat/sloped roof factors have been ignored and the pound snow load has beat used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has beat designed for the meas 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 B(1=1.00),Ove Il Bldg Dims 40 f x 60 8,h=25 ft,End Zone Truss,Both end webs considawl.DOL=1.60,CC Zone Width 4 ft. 4)Mininum storage attic loading in accordance with IBC Table 1607.1 has been applied 5)Truss designed as the base truss for a cap truss.Cap graphic is for reference only See ID-CPS-0001D for conneetim requirements between the cap buss and base truss. Member Forces Summary Table indicates:Member ID,max CSI,max axial force,(nnx comer force if different from max axial force) TC 13-1 0.145 67 lbs 3-0 0.442 -1,943 lbs 6-7 0.542 -2,680 lbs 1-2 0.670 -2,827 lbs 4-5 0.426 -1,943 lbs 2-3 0.471 -2,616 lbs 5-6 0.528 -2,517 lbs BC 7-8 0.833 2,045 lbs (-189 lbs) 10-12 0.905 1,674 lbs (-51 lbs) 8-10 0.903 1,648 lbs (-51 lbs) 12-1 0.936 2,166 lbs (-195 lbs) Webs 2-12 0.327 -444 lbs 4-10 0.194 -482 lbs 6-8 0.270 -366 lbs 3-12 0.118 790 lbs (-67 lbs) 5-10 0.079 548 lbs (-39 lbs) 3-10 0.076 550 lbs (-55 lbs)5-8 0.113 658 lbs (-64 lbs) '�F,RED PROFFSr,S Truss-to-truss Connections Summary �- 3 �NAG[NEF6:. j ID Carried Truss Carrying Truss Carrying Offset Angle TTI A BAG 0-0-4 90 deg 41./ 171 A BAG 04042 90 deg Q 7329:PE 171 A BAG 2-10-12 90 deg TTl A BAG 4-10-12 90 deg // Notes: 1)When this huts has bear chosen for quality assurance inspection,the Double Polygon Method pa TPI 1-2007/Chapter 3 shall be used. Fabrication tolerance=10%. • 2)Truss-to-truss conueaion is for graphical interpretation only Ahanger or other structural connection shall be provided to resist the max reaction and uplift shown in the Reaction r� ri w r1 r V Su,„ • 3) it Indicates continuous lateral restraint(CLR)required at the location(s)shown.Rows of CLR mast be adequately diagonally braced,see D-WEBCLRBRACE.For alternatives to 'I- "Y 1 . 20O'.4 CLRs and diagonal bracing see D-WEBREINFORCE. 4)Listed wind uplift reactions based on MWFRS Only loading 'Vs re B"9 5)Bearing nutaial shown in the above table has only been chedmd for resistance papendimlar to gain,and dos not indicate adequacy of material for other design considaations. f'� 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be famished to the erection contractor.The design of this individual truss is based on design aitaia and requirements supplied by theTmss Manufacture and relies upon the accuracy Simpson Strong-Tie Company and completeness of the infatuation set forth by the Building Designer.A seal on this drawing indicates acceptance ofpmfssional argneaing responsibility solely for the truss component design shown.See the cover page and the"hnponant Information&General Notes"page for additional infomntion.All connectorplates shall be manufactured by Simpson Strong-Ile 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: A1H1 gtrtmg-Ti PH 503-581-8787 Project Name: 1606039cia • Component SolutionsTM Date: 06/13/16 15:03:35 Tnlss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 40-4-0 9/12 1 1-6-0 1-6-0 0-0-0 0-0-0 1 24 in 196 lbs 43-4-0I I 0-4-12 1-6-0 I 5-0-3 0-4-12 3-7-4 2-6-0 I I 6-8-7 7-1-3 6-8-7 0-4-121 7-6-3 1 1-6.01 5-0-3 5-4-'15 9-0-3 11-6-3 18-7-6 25-8-10 32-5-1 32-9-13 40-4-0 11-10-15 4-1-12 4-1-12 6-0-4 6-0-4 12 91— 19 20 1x4 I 3x7- 3x4- �� 5x10- 5 6 7 5x1012 - 18 �� ` t �9 6x6- 12 5x7- n 9t— : 1 —; r 4x6- Y W Y 4x6- i 1 m 8 :• .. 1 16 15 14 13 12 11 10 1 3x5- 3x4- 4x4- 3x8- 3x5- 3x4- 1x4 I 0-0-0 0-0-0 5-0-3 6-6-0 7-1-3 7-1-3 7-1-3 7-6-3 5-0-3 I 11-6-3 1 18-7-6 1 25-8-10 1 32-9-13 40-4-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (,s]) Bldg Code: IBC 2012/ TC: 0.79(5-7) Ven TL: 0.48 in L/976 (12-13) L/180 MI.: 30 IPI 1-2007 BC: 0.53(15-16) Vat IL: 0.24 in L/999 (12-13) L/240 TCDL: 7 Rep MbrIncrease: Yes Web: 0.92(3-16) Hoa TL: 0.16m 9 BCLL: 0 D.O.L: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate OEsets(1nt:X,Y,Ang): (1:3-0,2-10,0.) (2:3-8,3-5,0.) (3:0-0,3-8,0.) (4:44,3-5,0.) (5:0-0,3-8,90.) (6:0-0,1-12,0.) (7:1-12,3-8,0.) (8:4-4,3-5,0.) (9:3-0,2-10,0.) (10:1-12,3-8,90.)(11:0-0,1-12,0.)(12:1-12,3-8,0.)(13:0-0,3-8,0.) (14:0-0,2-0,0.) (15:0-0,3-8,0.) (16:3-8,3-8,0.) Reaction Summary 1T Type Brg Combo Big Width Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-larch 2.14 in 2,007 lbs - -134 lbs -134 lbs 48 lbs 9 HRoll(Wall) 1 5.5 in Douglas-Fir-Larch 2.14 in 2,007 lbs - -135 lbs -135 lbs 0 lbs Material Summary Bracing Summary TC DFL#IB 2x4 TC Bracing Sheathed or Purlins at 2-9-0,Pullin design by Others. BC DFL#1B 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Pullin design by Others. Webs DFL Stud 2x4 except: . 4-13 DFL#IB 284 7-13 DFL#IB 284 8-12 DFL#IB 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 a balanced design snow load(Ps=25 psi)and unbalanced design snow loads(9/12,7.5 psf wand,25 psf lee,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 psf pound snow load(Pg).NOTE:All Hat/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 moss 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 6(1=1.00),Oveall Bldg Dims 40 ft 0 60 ft,h=25 8,End Zone Truss,Both and webs considered.DOL=1.60,CC Zone Width 4 IL 4)Minimum storage attic loading in accordance with IBC Table 1607.1 has bear applied Member Forces Summary Table indicates:Member ID,max CSI,max axial force,(max compr force if different ftomnrax axial force) TC 17-1 0.145 67 lbs 3-4 0.399 -3,424 lbs 7-8 0.528 -3,129 lbs 1-2 0.308 -2,855 lbs 4-5 0.560 -3,372 lbs 20-8 0.003 -11 lbs 2-3 0.231 -2,203 lbs 4-19 0.003 -11 lbs 8-9 0.754 -2,772 lbs 2-18 0.003 -11 lbs 5-7 0.792 -3,369 lbs 9-21 0.145 67 lbs BC 9-10 0.526 2,097 lbs (-144 lbs) 12-13 0.532 3,127 lbs (-284 Ibs) 15-16 0.535 3,409 lbs (-364 lbs) 10-12 0.526 2,097 lbs (-1441bs) 13-15 0.482 2,744 lbs (-234 Ibs) 16-1 0.340 2,200 lbs (-185 Ibs) Webs 2-16 0.437 1,307 lbs (-106 lbs)4-13 0.126 911 lbs (-117 Ibs)8-12 0.196 1,341 lbs (-182 lbs) 3-16 0.923 -1,700 lbs 5-13 0.369 -616 lbs 8-10 0.122 318 lbs --- 4-15 0.478 -1,190 lbs 7-12 0.085 618 lbs (-190 Ibs) ��PE� PROPFSS 4-IS 0.376 1,124 lbs (-112 lbs)'7-12 0.438 -731 lbs Notes: �r>. �NGINF�c'9 /�2 truss When this ss has been chosen for quality assurance inspection,the Double Polygon Method per TPI I-2007/Chapter3 shall be used.Fabrication tolerance=10%. 2)Provide adequate drainage to preventpondingQ iPE 7329 : 3) ®Indicates continuous lateral restraint(CLR)mquised at the location(s)shown.Rows of CLR mist be adequately diagonally braced,see D-WEBCLRBRACE For alternatives to �, CLRs and diagonal bracing see D-WEBREINFORCE 4)Listed wind uplift reactions based on MWFRS Only loading 5)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. VA .G/ 41-1 /200 f yQ' N• -R\Sv 06/14/2016 Expires: 12/31/2016 NOTICE Acopyof this dsipa shall be furnished to the erection contractor.Thedesig,of this individual truss is based on design criteria and requirements supplied bythem.ss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and complae cess of the infomnation set bah by the Building Designer.A swill on this drawing indicates acceptance ofprofessional engineering responsibility solely for the truss component dmig,shown.Seethe cover page and the"Important Information&General Notes"page for additional infomntion.All connector plates shall be manufactured by Simpson Strong-'he 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 pup plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc g Truss: A1H2 StrongTio PH 503-581-8787 Project Name: 1606039cia Component SolutionsTm Date: 06/13/16 15:03:36 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 40-4-0 9/12 1 1-6-0 1-6-0 0-0-0 0-0-0 1 24 in 2071bs 43-4-0 0-4-12 11-6-01 7-0-3 0-,-,12 3-7-4 I 2-6-0 I 1 5-4-7 1 5-9-3 I 5-4-7 0-4-112 4-9-1 1 4-9-1 11-6-01 7-0-3 7-ri-15 11-0-3 13-6-3 19-3-6 25-0-10 30-5-1 30-9-13 35-6-14 40-4-0 13-10-15 5-7-12 5-7-12 7-6-4 7-6-4 12 91— 18 19 3x4- 3x4- - 5x8-A 5 6 ,5x7- I 4 n\/n 4 ..,• ':.;... 2 1. 17 5x68 19 12 6x8-A CO 9n 1x4/ 4x6- i 1 4x6- 1/"" 15 14 13 12 11 10 0 3x4- 4x4- 3x7- 3x4- 4x4- 3x7- 1 0-0-0 0-0-0 I 7-0-3 I 6-6-0 I 8-7-13 1 8-7-13 I 9-6-3 7-0-3 13-6-3 22-2-0 30-9-13 40-4-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (psf) Bldg Code: IBC 2012/ it: 0.68(1-2) Ven TL: 0.46 m L/999 (12-13) L/180 TCLL: 30 TPI1-2007 BC: 0.95(12-13) Vat LL: 0.2 in L/999 11 L/240 TCDL: 7 Rep MbrIncrease: No Web: 0.93(3-15) Hoa TL: 0.15 in 9 BCLL: 0 D.O.L: 115% Creep Factor,I4r=1.5 BCDL: 10 Plate OJ$ers(]nt:X,Y,Ang): (1:3-0,2-10,0.) (2:3-12,3-13,0.)(3:0-0,3.0,71.) (4:3-8,3-5,0.) (5:0-0,3-8,0.) (6:0-0,3-8,0.) (7:3-8,3-5,0.) (8:0-0,4-6,34.) (9:3-0,2-10,0.) (10:1-12,3-8,0.)(11:0-0,2-0,0.) (12:0-0,3-8,0.) (13:1-12,3-8,0.)(14:0-0,2-0,0.) (15:3-8,3-8,0.) I Reaction Summary 3T Type Brg Combo Big Width Material Rqd Big Width Max React Max Daae Uplift Max Wind Uplift Max Uplift Max Hosiz I Pin(Wall) 1 5.5 in Douglas-Fir-Deli 2.14 in 2,007 lbs - -133 lbs -133 lbs 62 lbs 9 H Roll(Wall) 1 5.5 in Douglas-Fir-Latch 2.14 in 2,007 lbs - -135 lbs -135 lbs 0 lbs Material Summary Bracing Summary TC DFL#IB 2x4 TC Bracing Sheathed or Purlins at 3-3-0,Pullin design by Others. BC DFL#1B 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Partin design by Others. Webs DFL#IB 2x4 except: 2-15 DFL Stud 2x4 3-i5 DFL Stud 2x4 3-13 DFL Stud 2x4 8-10 DFL Stud 2x4 Loads Summary 1)This truss has bear designed for the Fats due to 10 psf bottom chord live load plus dead loads. 2)This suss has bear 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 fiat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pgl,DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance with ASCE/-10 with the followingusa defined input:120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category II(1=1.00),Overall Bldg Dire 40 ft x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minminum storm attic loading in accordance with IBC Table 1607.1 has bear applied Member Forces Summary Table indicates:Member ID,man CSI,max axial face,(max conpr force ifdifferent from max axial force) TC 16-1 0.167 67 lbs 4-5 0.412 -2,370 lbs 7-8 0.320 -2,532 lbs 1-2 0.683 -2,783 lbs 4-18 0.003 -ll lbs 8-9 0.328 -2,818 lbs 2-3 0.460 -2,113 lbs 5-6 0.488 -2,607 lbs 9-20 0.167 67 lbs 2-17 0.003 -Il lbs 6-7 0.397 -1,945 lbs 3-4 0.381 -2,964 lbs 19-7 0.003 -ll lbs BC 9-10 0.747 2,185 lbs (-196 lbs) 12-13 0.949 2,646 lbs (-208 lbs) 15-1 0.507 2,112 lbs (-158 lbs) 10-12 0.939 2,499 lbs (-181 lbs) 13-15 0.561 2,812 lbs (-252 lbs) Webs 2-15 0.374 1,118 lbs (-59 lbs) 5-13 0.185 -6061bs 7-10 0.149 1,092 lbs (-91 lbs) - -__-- ------- -- 3-15 0.926 9 lbs 5-12 -324 lbs 3-13 0.640 -1,018 lbs 6-12 0.071 519 (-50 lbs) 8-10 0.205 -305 lbs ,l�RE� PR OP:- 4-13 0.196 1,417 lbs (-180 lbs)6-10 0.277 -908 lbs ���c.:2. :(51°) �NG[N�F9 /� 1 Notes: 2 1)When this truss has bear chosen for quality assurance inspection,the Double Polygon Method per TPI I-2007/Chapter 3 shall be used.Fabrication tolerance=l0%. 2)Provide adequate deacon s prevent ponding 4c....._..44, 7329:pE 3) ®Indicates continuous lateral restraint(CLR)required at the locaton(s)shown.Rows of CLR mist be adequately diagonally braced,see D-WEBCLRBRACE.For alternatives to CLRs and diagonal bracing see D-WEBREINFORCE 4)Listed wind uplift reactions basal on MW FRS Only loading 5)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. ire ',/' '6',, 'L/O qY r ,/2.0° ,AP N• 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 aiteia and requimnats supplied bytheTmss 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 cegsncaing responsibility solely for the truss component design shown.Seethe cover page and the'Important Information&Gened Notes"page for additional infomntion.All connector plates shall be manufactured by Simpson Strong-Tie 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 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: A1H3 Stronge7T PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:36 Tress Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 40-4-0 9/12 1 1-6-0 1-6-0 0-0-0 0-0-0 1 24 in 2191bs I 43-4-0 0-4-12 1-6-01 4-6-1 1 4-6-1 0.11-112 3-7-4 2-6-0 I I 6-3-1 6-7-13 I 5-9-1 1 5-9-1 11-6-01 4-6-1 9-0-3 9-'4-15 13-0-3 15-6-3 22-2-0 28-9-13 34-6-14 40-4-0 15-10-15 7-1-12 7-1-12 9-0-4 9-0-4 12 9[" 18 3x4- 5x8- I- 6x8-A 6 1 wi 17 5x6 , 12 5x7-A —19 12 is 9� err \)0010HINI x4/ far 1x4\ dd 0 1 4x6- 4x6- 1 vit i 1 III.�� tri - \ 15 14 13 12 11 10 9 3x7- 4x4- 3x7- 3x4- 4x5- 3x4- 0-0-0 0-0-0 9-0-3 6-6-0 8-3-4 8-3-4 8-3-4 1 9-0-3 I 15-6-3 1 23-9-7 I 32-0-12 1 40-4-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (psf) Bldg Code: 03C 2012/ TC: 0.45(5-6) Vet TL 0.37 in L/999 (12-13) L/180 TCLL: 30 TPI 1-2007 BC: 0.75(12-13) Vet IL 0.16 in L/999 11 L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.90(4-13) Hove TL: 0.13 in 9 BCLL: 0 D.O.L.: 115% Crap Factor,I(er=1.5 BCDL: 10 Plate Offsets(Jnt:X,Y,Ang): (L3-0,2-10,0.) (2:0-0,4-6,34.) (3:3-8,3-5,0.) (4:0-0,3-8,71.) (5:3-12,3-13,0.) (6:0-0,3-8,0.) (7:1-7,4-6,0.) (8:0-0,4-6,58.) (9:3-0,2-10,0.) (10:0-0,3-8,0.) (11:0-0,2-0,0.) (12:0-0,3-8,0.) (13:1-12,3-8,0.)(14:0-0,2-0,0.) (15:1-12,3-8,0.) Reaction Summary JT Type Big Combo Brg Width Material Rqd Btg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-Larch 2.14 In 2,007 lbs - -132 lbs -132 lbs -75 lbs 9 H Roll(Wall) 1 5.5 in Douglas-Fir-Larch 2.14 in 2,007 lbs - -136 lbs -136 lbs 0 lbs , Material Summary Bracing Summary It DEL#1B 2x4 TC Bracing Sheathed or Purlins at 3-8-0,Pudin design by Others. BC DFL#IB 2x4 BC Bracing Sheathed or Purlins a 10-0-0,Puffin design by Others. Webs DEL#IB2x4 except: 2-15 DFL Stud 2x4 3-15 DFL Stud 2x4 4-13 DFL Stud 2x4 8-10 DFL Stud 2x4 Loads Summary 1)This buss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This buss 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)forhips/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 ground snow load has ban used for the roof snow load(Ps=Pg),DOL=1.15. 3)This buss has been designed for the effects of wind loads in aaurdance with ASCE7-10 with the following userdefined input:120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Categiry II(I=1.00),Overall Bldg Dins 40 fix 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Mininrsm storage attic loading in acenrdance with IBC gable 1607.1 bas been applied Member Forces Summary Table indicates:Member ID,max CSI,max axial force,(max comps force if different Som max axial force) TC 16-1 0.145 67 lbs 3-17 0.003 -11 lbs 6-7 0.379 -2,186 lbs 1-2 0.297 -2,823 lbs 4-5 0.415 -2,638 lbs 7-8 0.358 -2,642 lbs 2-3 0.256 -2,553 lbs 5-6 0.449 -2,125 lbs 8-9 0.360 -2,805 lbs 3-4 0.234 -1,969 lbs 5-18 0.004 -17 lbs 9-19 0.145 67 lbs BC 9-10 0.549 2,161 lbs (-(68 lbs) 12-13 0.752 2,190 lbs (-lll lbs) 15-1 0.476 2,193 lbs (-209 lbs) 10-12 0.720 1,804 lbs (-57 lbs) 13-15 0.550 2,423 lbs (-172 lbs) Webs 2-15 0.176 -289 lbs 5-13 0.164 1,249 lbs (-148 lbs)7-10 0.070 571 lbs (-55 lbs) 3-15 0.377 1,168 lbs (-94lbs)6-13 0.186 -438 lbs 8-10 0.163 -343 lbs ---- -_--- 4-13 0.787 -946 lbs 6-12 0.128 728 lbs ��, 9 PROpe, 4-13 0.899 -952165 7-12 0.100 728165 (-54165) t /' UV Notes: � ct � ,q.„. FR /�? 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%. 2)Provide adequate drainage to present ponding 7 329 P E 1 3) ®Indicates continuous lateral restraint(CLR)required at the location(s)shown.Rows of CLR mist be adequately diagonally braced,see D-WEBCLRBRACE.For alternatives to Q C[d and diagonal timed o see 1 FRS Only / 4)listed wind uplift reactions based on MW FRS Only loading 5)Bearing material shown in the above table has only been checked for resistance perpendicular to gain,and doer not indicate adequacy of material for other design considerations. 1r i A ,,,.., f.,- ii.,,,,, N• -RIS 06/14/2016 Expires: 12/31/2016 NOTICE Acopyoftis design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied bytheTruss 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"Iponant Information&General Notes"page for additional infometion.All connector plates shall be manufactured 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 gauge plate,or"S#I8",which indicates a high tension 18 gouge plate. SIMPSON Oregon Truss Inc g Truss: A1H4 Strong-T1e PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:37 Tmss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 40-4-0 9/12 1 1-6-0 1-6-0 0-0-0 0-0-0 1 24 in 2231bs 43-4-0 11-6-01 5-6-1 5-6-1 4-0-0 2-11-13 8-4-0 1 7-0-0 7-0-0 11-6-01 5-6-1 11-0-3 15-0-3 18-0-0 26-4-0 33-4-0 40-4-0 8-7-12 8-7-12 12 91— 5x7- 5x7- 5 6 W /%V\1100, 5x7- 6x8-/ 1P 199120 1x4/ ZEd'd1x4\Nip. sT 4x6- 4x6- 111f1/"" c _ _ . S. I 14 13 12 11 10 9 6 3x7- 3x4- 4x4- 3x4- 3x4- 3x4- 0-0-0 0-0-0 10-6-0 4-6-3 5-1-13 9-8-0 1 10-6-0 10-6-0 15-0-3 20-2-0 29-10-0 40-4-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (psi) Bldg Code: IBC 2012/ TC: 0.93(5-6) Vet TL: 0.5 in L/943 (10-II) L/180 TOLL: 30 TPI 1-2007 BC: 0.98(8-9) Vat LL: 0.27 in L/999 (10-11) L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.39(5-12) Hot..TL: 0.12 in 8 BCLL: 0 D.O.L.: 115% Creep Factor,Ker=1.5 I BCDL: 10 Plate Offtets(]nt:X,Y,Ang): (1:3-0,2-10,0.) (2:0-0,4-6,38.) (3:1-6,4-2,0.) (4:1-12,3-8,0.) (5:0-3,5-0,0.) (6:0-3,5-0,0.) (7:0-0,4-6,54.) (8:3-0,2-10,0.) (9:0-0,3-8,0.) (10:0-0,1-12,0.)(11:0-0,3-8,0.) (12:0-0,3-8,0.) (13:0-0,1-12,0.)(14:0-0,3-8,0.) Reaction Summary IT Type Big Combo Btg Width Material Rqd Btg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-Latch 2.14 in 2,007 lbs - -134 lbs -134 lbs 89 lbs 8 H Roll(Wall) 1 5.5 in Douglas-Fir-Laxly 2.14 in 2,031 lbs - -134 lbs -134 lbs 0 lbs Material Summary Bracing Summary TC DFL#IB 2x4 TC Bracing Sheathed or Puffins at 2-8-0,Falun design by Others. BC DFL#lB 2x4 BC Bracing Sheathed Webs DFL#182x4 accept: 2-14 DFL Stud 284 7-9 DFL Stud 2x4 Loads Summary 1)This nuts 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 psi)and unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)forhips/gables in acmtdance with ASCE7-10 except as noted,with the Hollowing user defined input:25 psf pound snow load(Pg).NOTE:All fiat/sloped roof fagots have been ignored and the pound snow load has been used for thereof snow load(Ps=Pg),DOL=1.15. 3)This miss has been designed 6sr the erects of wind loads in accordance with ASCE7-10 with the following user defined input: 120 nph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category B(I=1.00),Overall Bldg Dims 40 8 x 60 8,h=25 8,End Zone Muss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minim=stomp;attic loading in acconiance with IBC Table 1607.1 has been applied Member Forces Summary Table indicate;:Member ID,aux CSI,tux axial force,(®x conpr Home ifdifferent from max axial force) TC 15-1 0.145 67 lbs 3-4 0.278 -1,866 lbs 6-7 0.620 -2,619 lbs 1-2 0.357 -2,786 lbs 4-5 0.613 -2,781 lbs 7-8 0.699 -2,835 lbs 2-3 0.303 -2,504 lbs 5-6 0.929 -1,943 lbs 8-16 0.145 67 lbs BC 8-9 0.980 2,180 lbs (-135 lbs) 11-12 0.730 1,857 lbs (-13 14-1 0.601 2,154 lbs (-16316s) 9-11 0.948 1,708 lbs 12-14 0.604 2,161 lbs (-711 lbs) Webs 2-14 0.277 -364 lbs 4-12 0.274 -1,055 lbs 6-11 0.066 480 lbs (-68 Ibs) 3-14 0.140 1,074 lbs (-68 Ibs)5-12 0.386 1,198 lbs (-234 Ibs)6-9 0.097 776 lbs (-53 lbs) 4-14 0.229 -737 lbs 5-11 0.102 -24916s 7-9 0.308 -419 lbs - ---- Notes: ( 1) PRO I)When this miss has bear chosen for quality assurance inspection,the Double Polyps Method per TP1 l-2007/Chapter 3 shall be used. Fabrication tolerance=10%. C ' [N IS> 2)Provide adequate drainage to prevan ponding NCO NG EF LA" 3) ®Indicates continuous lateral restraint(CLR)required at the location(s)shown.Rows of CLR mhst be adequately diagonally braced,see D-WEBCLRBRACE For alternatives to 2 CLRs and diagonal bracing sec D-WEBREINFORCE 7329:PE f 4)Listed wind uplift reactions based on MWFRS Only loading Q 5)Bearing material shown m the above table than only berm checked for resistance pep®dialar m pain,and does not indicate adequacyof material for other design considerations. / ..., Ykç .440 AP. Ns R1S 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be famished to the erection contractor.The design of this individual Muss is based on design criteria and requirements supplied byteTuss Manufacture-and relies upon the accuracy Simpson Stron -Tie Company and completeness of the information ser Horth by the Building Designer.A seal on this drawing indicates acceptance ofpmfessional engineering responsibility solely for the Muss component design shown.See the cover g y page and the"hiponatn Information&General Notes"page for additional infomation.All connector plates shall be rmnufactnted by Simpson Strong-'lie Company,Inc in aecotdance with ESR-2762.All connector plates are 20 pug:,unless the specified plate size is follow-ed by a"-18"which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gouge plate. SIMPSON Oregon Truss Inc Truss: A1HM sotinerie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date:aae06of2/l6 15:03:38 Tmss g Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 40-4-0 9/12 1 1-6-0 1-6-0 0-0-0 0-0-0 2 24 in 2421bs 43-4-0 0-4-12 I.1-6-0 3-0-3 0-4-12 3-7-4 2-5-15 5-11-3 6-3-15 6-3-15 4-8-14 11-7-1 5-6-2 1-6-0 I I 3-0-3 3.4�15 7-0-3 1 9-6-2 1 1 1510-1 I 22-2-0 28-5.15 i 33-2-12 34.9-113 40.4.0 9-10-14 2-7-12 2-7-12 4-6-4 4-6-4 I CR1,JIG 1 I J71 I J8 11 J9 I I J10 1 I J11 1 I J12 Member 4-9 is a TC and shall be braced as defined in the Bracing Summary 12 9� 21 5x8 HS 18- —22 7-1-4 1N 1 7x8- 7x8- 4x6-iv Sx10/ 5 6 7 8 12 20 6x8 HS �°i 6x12�18- 58-9 � o s� Ilk 4.1 �V�= 111 464 _ — II o\ I 1/-. 18 17 16 15 14 13 12 11 \3 1x4 1 5x7- 5x8- 6x8 HS 18- 4x4- 4x4-5x8 HS 18- 5x5- I JA3 1 I J2G I I J3G 1 0-0-0 0-0-0 3-0-3 4-0-0 2-5-15 8-5-4 7-11-14 8-10-9 5-6-2 3-0-3 I 7-0-3 9-6-2 I 17-11-6 I 25-11-4 I 34-9.13 I 40-4-0 Loading General CSI Summary Deflection L/ Doc) Allowed Load (ps0 Bldg Code: IBC 2012/ TC: 0.85(5-6) Vert TL: 0.97 in L/486 (14-15) L/180 TCLL: 30 TN 1-2007 BC: 0.95(14-16) Vat IL: 0.48 in L/992 (14-15) L/240 TCDL: 7 Rep Mbr Increase: No Web: 0.80(5-16) Hoa TL: 0.23 in 10 BCLL: 0 D.O.L: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(1nEX,Y,Ang): (1:3-13,1-12,0.) (2:4-12,3-15,0.)(3:0-0,3-8,18.) (4:1-1,4-3,36.) (5:0-0,4.4,0.) (6:0-0,4-0,0.) (7:0-0,2-12,0.) (8:0-0,5-8,0.) (9:2-3,3-10,0.) (10:3-13,1-12,0.)(11:2-3,5-8,0.) (12:0-0,2-12,0.)(13:0-0,5-8,0.) (14:0-0,55,0.) (15:0-0,3-0,0.) (16:0-7,5-8,0.) (173-8,5-8,0.) (181-12,55,90.) Reaction Summary IT Type Big Combo Big Width Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-Larch 2.54 in 4,758 lbs - -1,108 lbs -1,108 lbs -45 lbs 10 H Roll(Wall) 1 5.5 in Douglas-Fir-Larch 2.24 in 4,199 lbs - -933 lbs -933 lbs 0 lbs Material Summary Bracing Summary TC DFL#IB 2x4 except: TC Bracing Sheathed 4-7 DFL 1800/1.8 2x6 7-9 DFL#2 2x6 BC DFL 1800/1.8 2x6 except: BC Bracing Sheathed or Purlins at 5-0-0,Pullin design by Others. 10-12 DFL#2 2x6 Webs DFL Stud 2x4 except: 2-17 DFL#1B2x4 4-16 DFL#182x4 5-16 DFL#1B2x4 8-11 DFL#1B2x4 Loads Summary 1)This truss has beat designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This truss has been designed forthe 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 forthe roof snow load(Ps=Pg),DOL=1.15. 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 B 0=1.00),Overall Bldg Dims 40 fl x 60 ft,h=25 fl,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Marina=storm alio loading in accordance with IBC'Able 1607.1 has bear applied Automated Load Case SI:Balanced Snow Distributed Loads M®ba Location 1 Location 2 Direction Spread Start Load End Load 'Bib Width Top Chd -1.6-0 41-10-0 Down Proj 25 psf 25 psf 24 in Porta Loads Member Location Direction Load Tlib Width ���Ep PR Opp,s Bot Chd 2-0-12 Up 9 lbs Top Chd 3-84 Up 117lbs _N`GINE i Bot Chd 3-114 Down 258 lbs �� �j` F9 0A_ Bot Chd 12-0-12 Down 599 lbs 4h Top Chd 14-0-12 Down 372lbs 24 in Bot Chd 14-0-12 Down 13 lbs 24 in 7329:PE Top Chd 16-0-12 Downs 24 in , / 13 lbs Bot Chd 16-0-12 Down 13 lbs 24 in Top Chd 18-0-12 Down 2801bs 24 in Bot Chd 18-0-12 Down 13 lbs 24 in Top Chd 20-0-12 Down 282 lbs 24 in Bot Chd 20-0-12 Down 13 lbs 24 in r, /j' !'I a Top Chd 22-0-12 Down 281 lbs 24 in Bot Chd 22-0-12 Down 13 lbs 24 in "1,- / s• Y /200�-yQ' TopChd 24-0-12 Down 281 lbs 24 in , Bot Chd 24-0-12 Down 13 lbs 24 in Top Chd 25-114 /1'Down 134 lbs r 1/o -R19 Bot Chd 25-114 Down 554 lbs 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 ser 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 Wommion&Gened Notes"page for additional infometion.All connector plates shall be manufactured by Simpson Suong7ie 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 gang;plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc g Truss: A1HM St ong`Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:38 Truss Page: 2 of 2 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 40-4-0 9/12 1 1-6-0 1-6-0 0-0-0 0-0-0 2 24 in 242 lbs I Load Case Dl:Std Dead Load Point Loads Member Location Direction Load Trib Widal Bot Chd 2-0-12 Down 34 lbs Top Chd 3-8-4 Down 39 lbs Bot Chd 3-11-4 Down 135 lbs Bot Chd 12-0-12 Down 285 lbs Top Chd 14-0-12 Down 102lbs 24 in Bot Chd 14-0-12 Down 55 lbs 24 in Top Chd 16-0-12 Down 102lbs 24 in Bot Chd 16-0-12 Down 55 lbs 24 in Top Chd 18-0-12 Down 102lbs 24 in Bot Chd 18-0-12 Down 55 lbs 24 in Top Chd 20-0-12 Down 102 lbs 24 in Bot Chd 20-0-12 Down 55 lbs 24 in Top Chd 22-0-12 Down 102 lbs 24 in Bot Chd 22-0-12 Down 55 lbs 24 in Top Chd 24-0-12 Down 102 lbs 24 in Bot Chd 24-0-12 Down 55 lbs 24 in Top Chd 25-114 Down 39 lbs Bot Chd 25-11-4 Down 3441bs Member Forces Summary Table indicates:Member ID,max CSI,max axial force,(rex comer force if different Sommer axial form) TC 19-1 0.083 33 lbs 4-5 0.610 4,748 lbs 22-9 0.065 -34 lbs 1-2 0.392 -3,884 lbs 4-21 0.004 -8 lbs 9-10 0.394 -3,317 lbs 2-3 0.742 -6,076 lbs 5-6 0.853 7,104 lbs (-6,855 Lbs) 10-23 0.083 33 lbs 2-20 0.002 -6 lbs 6-8 0.835 6,125 lbs 3-4 0.762 -5,887 lbs 8-9 0.299 -2,623 lbs BC 10-11 0.466 2,622 lbs (-2,216 Lbs) 14-16 0.955 -6,899 lbs 18-I 0.343 3,107 lbs (-2,553 Lbs) 11-13 0.839 5,250 lbs (-4,827 Lbs) 16-17 0.906 6,265 lbs (-5,664 Lbs) 13-14 0.773 -7,096 lbs 17-18 0.536 3,107 lbs (-2,553 Lbs) Webs 2-18 0.119 356 lbs (-142 Lbs)4-16 0.458 3,317 lbs (-3,146 Lbs)6-13 0.476 1,979 lbs (-1,178 Lbs) 2-17 0.512 3,512 lbs (-3,465 Lbs)5-16 0.800 3,017 lbs (-2,273 Lbs) 8-13 0.550 -1,733 lbs 3-17 0.703 -2,230 lbs 5-14 0.147 438 lbs (-176 Lbs) 8-11 0.524 -3,128 lbs 3-16 0.673 -2,063 lbs 6-14 0.070 -174 lbs 9-11 0.601 1,798 lbs (-1,651 Lbs) Truss-to-truss Connections Summary ID Carried Truss Carrying Muss Carrying Offset Angle 11106 JA3 AIHM 2-0-12 270 deg 11107 CR1 Al HM 3-8-4 315 deg 11108 JIG AIHM 3-114 270 deg 11109 J20 AIHM 12-0-12 270 deg 11110 07 Al HM 14-0-12 270 deg 11111 18 All-1M 16-0-12 270 deg 11112 J9 Al HM 18-0-12 270 deg 111 t3 J10 Alltvl 20-0-12 270 deg 11114 J11 AIHM 22-0-12 270 deg 11115 J12 ALUM 24-0-12 270 deg 11116 J3G AIHM 25-11-4 270 deg Notes: 1)When this buss has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 2)Provide adequate drainage to precast ponding 3) ®Indicates continuous lateral restraint(CLR)required at the location(s)shown.Rows of CLR mist be adequately diagonally braced,see D-WEBCLRBRACE For alternatives to CLRs and diagonal bracing see D-WEBREINFORCE 4)The forces shown for this milli-ply truss are per ply and the reactions are for all plies.Two identical trusses shall be built and attached as follows:TC-1 row of 0.131"dies x 3.000" Nails @ 5.75"o.c.,2x6 TC,BC-2 staggered rows of 0.131"dia.x 3.000"Nails @l2"o.c.,Webs-1 row 0.131"dia.x 3.000"Nails @9"o.c.. 5)Where required,sufficient hangers shall be provided(by others)to resist sections shown. 6)Install the screws/nails on one side,do not flip suss.Screws/nails shall be installed in the same Boss ply that the hangers are attached to. 7)Lateral brazing shall be attached to each ply. 8)All fasteners ninimrm 2-1/2"long unless otherwise noted. 9)Nails in 1st and 2nd ply shall be staggered from successive plies by 1/2 the nail spacing 10)Listed wind uplift reactions based on MWFRS Only loading II)Bearing material shown in the above table has only been checked for resistance perpendicular to grain,and docs not indicate adequacy of material for other design considerations. •\4 c O PR OFFS'' �c;3 $INEF9 /02 7329:PE 7,0 4i,- C'l e v "/- 4)-1 %� AP N• R1s 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be finished to the erection contractor.The design of this individual buss is based on design criteria and requirements supplied bytheTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information ser forth by the Building Desigha.A seal on this drawing indicates axxptance of professional engineering responsibility solely for the toss component design shown.See the coven page and the"Important Information&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-'Se 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 gouge plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: AH5 Sitrang-Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:38 Tmss Page: 1 of 1 • Version:2016.5.1[Build 5] 1 Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 40-4-0 9/12 1 1-6-0 1-6-0 0-0-0 0-0-0 1 24 in 229 lbs 43-4-0 1-6-0 6-6-1 6-6-1 4-0-0 1-11 7-11-15 7-1-2 7-0-15 1-6-0 I 6-6-1 13-0-3 17-0-3 18-2- 0 26-1-15 I 33-3-1 40-4-0 10-1-12 10-1-12 12 9x8 H 8 I 5x7- / 6 VT 5x8- 5x5- 1� — — -- A 11� 1 sl 12 12 9 1x4/ N 1X41 Td N' \,.. O 4X6- 4X6- . 1 1/"" 14 13 12 11 10 9 "-"\6 ' 3x4- 3x4- 3x7- 3x4- 3x4- 3x4- 0-0-0 0-0-0 10-1-0 6-11-3 3-1-13 10-1-0 10-1-0 10-1-0 I 17-0-3 20-2-0 I 30-3-0 I 40-4-0 Loading General CSI Summary Deflection L/ (roc) Allowed Load (psi) Bldg Code: IBC2012/ TC: 0.72(5-6) Vet TL: 0.62 in L/769 (10-11) L/180 TCLL: 30 TPI 1-2007 BC: 1.00(8-9) Vol LL: 0.33 in L/999 (10-11) L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.37(4-12) boa TL: 0.11 in 8 BCLL: 0 D.O.L.: 115% Creep Factor,Kcr=1.5 BCDL: 10 Plate OfSets(Jnl:X,Y,Ang): (1:3-0,2-10,0.) (2:0-0,4-6,52.) (3:1-7,4-6,0.) (4:0-0,2-9,0.) (5:0-4,6-3,90.) (6:0-3,5-0,0.) (7:0-0,4-6,59.) (8:3-0,2-10,0.) (9:0-0,3-8,0.) (10:0-0,1-12,0.) (11:0-0,3-8,0.) (12:1-12,3-8,0.)(13:0-0,1-12,0.)(14:0-0,3-8,0.) Reaction Summary IT Type Brg Conbo Big Width Material Rqd Big Width Max Read Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-larch 2.14 in 2,007 lbs - -134 lbs -134 lbs 90 lbs 8 H Roll(Wall) 1 5.5 in Douglas-Fir-Larch 2.14 in 2,023 lbs - -134 lbs -134 lbs 0 lbs Material Summary Bracing Summary TC DFL#lB 2x4 It Bracing Sheathed or Purlins at 3-3-0,Pullin design by Other. BC DFL#IB 2x4 BC Bracing Sheathed 'i. Webs DFL#1B2x4 except: 2-14 DFL Stud 2x4 7-9 DFL Stud 2x4 Loads Summary 1)This truss has beet 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 psi)and unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psflm over peak to 4.8 8)forhips/gbia 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 heal ignored and Ude 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 with ASCE7-10 with the followingusa defined input: 120 mph Mutant,Exposure B,Fully Enclosed, Gable/Hip,Building CategoryIl(l=1.00),Overall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Truss,Both ard webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Mininum storage attic loading in accordance with IBC'able 1607.1 has been applied 5)Tmss designed as the base Muss for a cap lass.Cap graphic is forrefe®ce only See TD-CPS-0001D foruomedim requirements between the cap toss and base trues. Member Forces Summary Table indicates:Member ID,max csl,max axial force,(max coupe Come if different from max axial Come) TC 15-1 0.145 67 lbs 3-4 0.340 -1,951 lbs 6-7 0.563 -2,646 lbs 1-2 0.517 -2,802 lbs 4-5 0.663 -2,192 lbs 7-8 0.685 -2,834 lbs 2-3 0.410 -2,584 lbs 5-6 0.725 -1,906 lbs 8-16 0.145 67 lbs BC 8-9 1.004 2,176 lbs (-132 lbs) 11-12 0.768 1,826 lbs (-7 Ibs) 14-1 0.726 2,163 lbs (-147 lbs) 9-11 0.969 1,675 lbs 12-14 0.699 1,722 lbs (5 Ibs) Webs 2-14 0.283 -415 lbs 4-12 0.367 -1,064 lbs 6-11 0.067 489 lbs (-56 Ibs) 3-14 0.084 677 lbs (-53 lbs)5-12 0.167 780 lbs (-10916s)6-9 0.127 822 lbs (-70 lbs) -- -- ----- — 3-12 0.073 529 lbs (-39 Ibs)5-11 0.109 -262 lbs 7-9 0.296 -430 lbs 5����D PROFFss Notes: �GNGINE, / 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%. N O 2) ®Indicates continuous lateral restraint(CLR)required at the location(s)shown.Rows of CLR mist be adequately diagonally braced,see D-WEBCLRBRACE.For altenattves to 4 -!� CLRs and diagonal bracing see D-WEBREINFORCE. 3)Listed wind uplift reactions based on MWFRS Only loading 7329:PE 4)Bearing material shown in the above table has only been checked for resistance papeidicular to gain,and does not indicate adequacy of material for other design considerations. ,my i • ..G7 �4Y /2(P'yP N. -RISS, 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.The design of this individual Muss is based on desige criteria and requi ermts supplied by theTruss Manufacturer and relies upon the axumcy 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.Seethe cover page and the"Important Infomelion&General Notes"page for additional infometion.All connectorplates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connectorptates are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gage plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: AVH1 Strong-Tie PH 503-581-8787 Project Name: 1606039cia • Component SolutionsTM Date: 06/13/16 15:03:39 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 39-10-8 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 213 lbs 41-4-8 11-6-01 2-11-8 1 4-6-11 1 6-3-6 6-3-6 l 6-7-3 6-7-3 6-7-3 2-11-8 7-6-3 13-9-9 20-1-0 26-8-3 1 33-3-5 39-10-8 3x4- I 7.10-15 5019/ 3x4- 1x4 1 3x6- 4x5- 1.504 1 4 5 6 7 8 9 T112 � � 9� \/ ��c 1x4� 7/\/\.: ,n 5x8/ = O-I-g /.. ' 15 14 1a1,3 1. '' 14.8 6x8- 305- 508 2 11, 10 12 1.504 1 5014- 4x5- IBAG 0-0-0 1-0-0 1-0-0 0-0-0 1 2-11-8 8-6-12 1 8-6-12 9-10-12 1 9-10-12 2-11-8 11-6-4 20-1-0 29-11-12 39-10-8 Loading General CSI Summary Deflection L/ floc) Allowed Load (ps9 Bldg Code: IBC 2012/ TC: 0.68(2-3) Vett TL: 0.79 in L/594 (11-12) L/180 TOLL: 30 TPI 1-2007 BC: 0.81(10-11) Wt LL: 0.31 in L/999 12 L/240 TCDL: 7 Rep Mbrincrease: Yes Web: 0.69(13-11) Holz TL: 0.33 in 10 BCLL: 0 D.O.L: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offses(Jnt:X,Y,,Ang): (1:7-4,0-7,29.) (2:1-12,5-11,90)(3:1-5,3-15,18.)(4:0-0,3-8,0.) (5:1-12,3-8,90.) (6:0-0,1-12,0.) (7:0-0,3-8,0.) (8:0-0,3-8,0.) (9:3-4,3-8,90.) (10:5-0,3-8,0.) (11:0-0,3-8,0.) (12:1-12,3-8,90.)(13:142,2-8,0.)(14:0-0,3-8,0.) (15:0-0,3-8,0.) Reaction Summary IT Type Brg Combo Big Width Material Rqd Brg Width Max Rea. Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-Larch 2.11 in 1,974 lbs - -122 lbs -122 lbs 370 lbs 10H Roll(Muss) 1 1.5 in - 2.01 in 1,885 lbs - -118 lbs -118 lbs 0 lbs Material Summary Bracing Summary TC DEL#113 2x4 TC Bracing Sheathed or Purlins at 2-5-0,Pullin design by Others. BC DEL#IB 2x4 BC Bracing Sheatbed or Purlins at 6-9-0,Pullin design by Others. Webs DFL Stud 2x4 except: 4-13 DFL#1B2x4 7-13 DFL#IB2x4 13-11 DFL#IB2x4 8-10 DFL#1B2x4 Loads Summary 1)This truss has been designed forthe 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 pst)and unbalanced design snow loads(9.001/12,7.5 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 userdefined input:25 psf ground snow load(Pp.).NOTE:All flat/sloped roof factors have been ignored and the pound snow load has been used forthe roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed lorthe 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 8(I=1.00),Overall Bldg Dins 40 fix 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 R 4)Minimum storage attic loading in accordance with BC Table 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max CS)max axial force,(max conpr force ifdifferent from max axial form) TC 16-I 0.145 67 lbs 3-4 0.539 -3,224 lbs 7-8 0.452 -2,363 lbs 1-2 0.473 -4,865 lbs 4-5 0.499 -3,936 lbs 8-9 0.535 123 lbs (-64 lbs) 2-3 0.677 -4,760 lbs 5-7 0.614 -3,914 lbs BC 10-11 0.812 1,770 lbs (-354 lbs) 13-14 0.773 3,573 lbs (-706 lbs) 15-1 0.784 3,998 lbs (-940 lbs) 11.12 0.705 105 lbs (-191bs) 14-15 0.689 2,425 lbs (-576 lbs) Webs 2-15 0.078 234 lbs (-160 lbs)5-13 0.509 -486 lbs 8-11 0.406 1,212 lbs (-87 lbs) 3-15 0.641 1,915 lbs (-442 lbs) 13-12 0.490 150 lbs 8-10 0.644 -2,389 lbs 3-14 0.438 1,310 lbs (-110 lbs) 7-13 0.176 1,107 lbs (-203 lbs) 9-10 0.577 -203 lbs ----- ------ ------------ -- 4-14 0.448 -516 lbs 7-111 0.693 2,9314 lbs (-543 16s) �(��� P R�FFss 4-13 0.071 516 lbs (-75 lbs) 7-11 0.350 -1,294 lbs ` f-fl /- 6 Truss-to-truss Connections Summary ��Co �NAGINE, /� ID Carred Truss Carrying Truss Carrying Offset Angle /L 44 a 7T5 AVH1 BAG I2a0-12 90 deg Q 7329:PE f Nods: 2)Unlabeled plates are 1e3 20ga. WI chosen li 2)When this truss has been drosen lorqualiry assurmcelnspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 3)Truss-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 Summary. 4)Provide adequate drainage to prevent ponding e r.. W/t 5) ®Indicates continuous lateral restraint(CLR)required at the location(s)shown.Rows of CLR Hist be adequately diagonally braced,see D-WEBCLRBRACE For alternatives to ////'4* 'AO' CLRs and diagonal bracing see D-WEBREINFORCE 'L/O q j,1 l200 lyQ' 6)Listed wind uplift reactions based on MWFRS Only loading 7)Bearing material shown in the above table has only been checked for resistance papendicularto grain,and dos not indicate adequacyofmaterial for other design considerations. No -RIS 06/14/2016 Expires: 12/31/2016 NOTICE Acopyof this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied bytheTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information set bnh by the Building Designer.A seal on this drawing judicata acceptance ofprofessional engineering responsibility solely for the truss component design shown.See the cove page and the"Important Infometion&General Notes"page for additional infonrntion.All connector plates shall be manufactured by Simpson Strong-Ile Company,Inc in acmniance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed bya"-18"which indicates an 18 gain plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: AVH2 Strong-Tie PH 503-581-8787 Project Name: 1606039cia Date: 06/13/16 15:03:40 Component SolutionsTM Page: 1 of 1 Truss Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 39-10-8 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 228 lbs 41-4-8 I I 1-6-0 2-11-8 6-6-11 5-3-6 5-3-6 6-7-3 6-7-3 6-7-3 I 2-11-8 9-6-3 I 14-9-9 20-1-0 I 26-8-3 33-3-5 I 39-10-8 3x4- 9.10-15 5xlq/ 3x4- 1x41 3x5- 4x4- 1.5x4 4 5 6 7 8 9 W_- 12 , on n 91-1x4 1 71 \/ oS 10 O 5x8/ = i411111\10-1-8 1 • 1? 15 14 1 1• 6x8- 3x4- 5x7- Y 14.8 2 11 10 12 1.5x4 1 5x10- 4x4- IBAG 0-0-0 1-0-0 1-0-0 0-0-0 2-11-8 8-6-12 8-6-12 9-10-12 9-10-12 1 2-11-8 I 11-6-4 I 20-1-0 1 29-11-12 I 39-10-8 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psf) Bldg Code: IBC 2012/ TC: 0.99(2-3) Vat 7L: 0.67 in L/702 (14-15) L/180 TCLL: 30 TPI 1-2007 BC: 0.89(13-14) Vat LU 0.36 in L/999 (10-11) L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.87(9-10) Hoa TL: 0.31 in 10 BCLL: 0 D.O.L: 115% Creep Factor,Kca=1.5 BCDL: 10 Plate Offsets(1nt:X,Y,Ang): (1:7.4,0-7,29.) (2:1-12,5-11,90.)(3:1-3,3-8,36.) (4:0-0,3-8,0.) (5:1-12,3-8,90.) (6:0-0,1-12,0.) (7:0-0,3-8,0.) (8:0-0,3-8,0.) (9:3.4,3-8,90.) (10:5-0,35,0.) (11:0-0,3-8,0.) (12:1-12,3-8,90.)(13:1-12,2-8,0.)(14:0-0,3-8,0.) (15:0-0,3-8,0.) Reaction Summary IT Type Bre Combo Brg Width Material Rqd Beg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) l 5.5 in Douglas-Fir-Latch 2.11 in 1,974 lbs - -115 lbs -115 lbs 442 lbs 10H Roll(Tmss) 1 1.5 in - 2.01 in 1,885 lbs - -124 lbs -124 lbs 0 lbs Material Summary Bracing Summary TC DFL#IB 2x4 except: TC Bracing Sheathed 16-3 DFL 1800/1.8 2x4 BC DFL#IB 2x4 BC Bracing Sheathed or Puffins at 6-2-0,Pullin design by Others. Webs DFL#lB 2x4 except: 2-15 DFL Stud 284 4-14 DFL Stud 2x4 9-10 DFL Stud 2x4 3-14 DFL Stud 284 5-12 DFL 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 miss has beet designed kw the effects of a balanced design snow load(Ps=25 ps0 and unbalanced design snow bads(9.001/12,7.5 psf wind,25 psf lee,23.3 psflee over peakto 4.8 ft)forhips/gables in accordance with ASCE?-10 except as noted,with the following user defined input:25 psfgound snow load(Pg).NOTE:All flat/sloped roof factors have beat 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 with ASCE7-10 with the following userdefined input:120 mph ultimate,Exposure B,Fully Enclosed, Gable/flip,Building CategoryB(1=1.00),Overall Bldg Dins 40 8 x 60 8,h=25 8,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. i 4)Minim=storage attic loading in accordance with BC 7hble 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max CSI,max axial force,(rax conpr force if differed fiom max axial force) TC 16-1 0.145 67 lbs 3-4 0.487 -2,468 lbs 7-8 0.439 -1,876 lbs 1-2 0.526 -4,921 lbs 4-5 0.351 -2,986 lbs 8-9 0.537 147 lbs (-76 Ibs) 2-3 0.995 -4,915 lbs 5-7 0.490 -2,975 lbs BC 10-I1 0.796 1,403 lbs (-317 lbs) 13-14 0.892 2,771 lbs (-618 Ibs) 15-1 0.879 4,071 lbs (-1,086 Ibs) 11-12 0.708 63 lbs (-13 Ibs) 14-15 0.850 2,212 lbs (-567 Ibs) Webs 2-15 0.054 -289 lbs 5-13 0.414 -463 lbs 8-11 0.160 1,158 lbs (-96lbs) 3-15 0.688 2,264 lbs (-623 Ibs) 13-12 0.306 149 lbs 8-10 0.713 -2,132 lbs �2C D P R O��S 3-14 0.321 958 lbs (-35 Ibs)7-13 0.195 848 lbs (-178 Ibs)9-10 0.870 -203 lbs ,( C`` (1 4-14 0.699 -776404 llbs 13-11 0. 12 2,314 lbs (-477 lbs) �r;`,...C, �_\G[N .. V/,, 4-13 0.056 404 lbs (-54 Ibs) 7-11 0.278 -1,160 lbs ` C -!� Truss-to-truss Connections Summary - ID Carried Truss Carrying Truss Carping offset Angle 7329:PE j TT4 AVH2 BAG 10-10-12 90 deg , t Notes: !// 1)Unlabeled plates are 1x3 20g. 2)What 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 I. 3)Truss-to-truss connection is for graphical interpretation only Ahauger or other structural conation shall be provided to resist the max reaction and uplift shown in the Reaction r / rl a V Summary. , 4)Provide adequate drainage to prevent ponding "1- 4)-1 / , WP- 5) ®Indicates continuous lateral restraint(CLR)required at the location(s)shown.Rows of CLR mist be adequately diagonally braced,see D-WEBCLRBRACE.For alternatives to /l� CLRs and diagonal bracing see D-WEBREINFORCE r V o -IR`S 6)listed wind uplift reactions based on MWFRS Only loading 06/14/2016 7)Beating 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. Expires: 12/31/2016 NOTICE Acopyof this design shall be famished to the erection contractor.Thedesign of this individual truss is based on design criteria and require mets supplied bytheTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and conmleteness 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 Infometion&General Notes"page for additional infomntion.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 size is followed by a"-18"which indicates an 18 gain plate,or"S#18",which indicates a high tension 18 gouge plate. SIMPSON Oregon Truss Inc gTruss: AVH3 Strong-7U PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:40 'BussPage: 1 of I Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 39-10-8 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 231 lbs 41-4-8 11-6-01 2-11-8 8-6-10 0-4I�-12 8-2-1 ) 4-4-7 I 4-4.7 I 5-6-5 I 5-6-5 2-11-8 11-6-2 11-1d-14 20-1-0 24-5-7 28-9-13 34-4-3 39-10-8 9-0-4 9-0-4 I 11-10-14 1 16 1x4 1 3x4- 5x8- Z 5x12-, 4 5 :72 R \ 12 —19 co 1x4/7tt}ch p N I¢ �, 3x3\ tIIi = i ` 481 Sr 13 1 1--�... \�i1 . 3x4- 5x711 10 9 f 12 1.5x4 1 6x8- 3x4- 1 BAG 0-0-0 1-0-0 1-0-0 0-0-0 2-11-8 8-6-10 8-6-13 6-7-3 6-7-3 6-7-3 2-11-8 11-6-2 20-1-0 26-8-3 I 33-3-5 39-10-8 Loading General CSI Summary Deflection L/ floc) Allowed Load (ps9 Bldg Code: IBC 2012/ TC: 0.87(3-4) Vat TL 0.59 in L/794 (13-14) L/180 TCLL: 30 TPI 1-2007 BC: 0.91(13-14) Vat LL 0.27 in L/999 (13-14) L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.70(12-10) Hoa TL: 0.29 in 8 BCLL: 0 D.O.L: 115% Creep Factor,I4r=1.5 BCDL: 10 Plate Offsets(JnlX,Y,Ang): (1:64,0-2,29.) (2:3-8,1-12,36.)(3:4-12,3-7,0.) (4:1-12,3-8,90.) (5:0-0,3-8,0.) (6:1-7,46,0.) (7:0-0,4-6,75.) (8:2-5,4-13,90.) (9:0-0,3-8,0.) (10:0-0,3-8,0.) (I 1:1-12,3-8,90.)(12:1-12,2-8,0.)(13:0-0,3-8,0.) (14:0-0,3-8,0.) Reaction Summary JT Type Brg Combo Brg'Mdih Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-Larch 2.12 in 1,987 lbs - -133 lbs -133 lbs 99 lbs 8 H Rall(Doss) 1 1.5 in - 2.00 in 1,872 lbs - -107 lbs -107 lbs 0 lbs Material Summary Bracing Summary TC DEL#1B 2x4 TC Bracing Sheathed or Purlins at 2-5-0,Eullin design by Othas. BC DFL#1B 2x4 except: BC Bracing Sheathed or Purlins at 96-0,Pullin design by Others. 14-1 DEL 2400/2.0 2x4 Webs DEL#1B2x4 except: 2-14 DFL Stud 2x4 12-10 DFL Stud 2x4 7-9 DFL Stud 2x4 Slider DFL#IB 2x4 Loads Summary I)This truss has beat designed for the effects due to 10 psfbollom chord live load plus dead loads. 2)This truss has bear designed kw the effaces of a balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9.001/12,7.5 psfwind,25 psf lee,23.3 psf lee over peak to 4.8 8)forhips/gables in accordance with ASCE7-10 except as noted,with the following user defined input:25 psfpound snow load(Pg).NOTE:All Bat/sloped roof Extols have been ignored and the ground snow load has beat used forthe roof snow load(Ps=Pg,DOL=1.15. 3)This truss has been designed bribe effects of wind loads in accordance with ASCE?-10 with the followinguser defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category I a=1.00),Overall Bldg Dims 40 ft x 60 8,h=25 8,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 8. 4)Minimrm storage attic loading in accordance with IDC Table 1607.1 has bear applied Member Forces Summary Table indicates:Member ID,max CSI,max axial force,(max comer force ifdiffaent from max axial force) TC 15-1 0.145 67 lbs 3-4 0.873 -2,453 lbs 5-6 0.306 1,897 lbs 1-2 0.508 -5,106 lbs 3-16 0.003 -11 lbs 6-7 0.334 -2,500 lbs 2-3 0.864 -2,755 lbs 4-5 0.588 -2,444 lbs 7-8 0.467 -2,581 lbs BC 8-9 0.518 1,975 lbs (-204 Ibs) 10-11 0.304 51 lbs (-4 lbs) 13-14 0.907 3,880 lbs 9-10 0.446 1,740 lbs (-104 Ibs) 12-13 0.711 2,071 lbs (-476 Ibs) (-13316x) 14-1 0.758 4,2711bs (47916x) Webs 2-14 0.475 1,420 lbs (-18 Ibs)4-12 0.483 -550 lbs 5-10 0.253 -848 lbs - - --- 3-13 0.503 -1,832 lbs 5.121 0.104 1010 lbs 6-90 0.0941 429 lbs (-22 Ibs) ��� D 1-r f)O en, 3-13 0.082 628 lbs 5-12 0.115 830 lbs (-7916x) 6-9 0.162 429 lbs F-fl V 3-12 0.177 701 lbs (-99 Ibs) 12-10 0.697 2,083 lbs (-12116s) (-145 Ibs) 7-9 0.118 -286 lbs i N Truss-to-truss Connections Summary CI ANG 'V�F9 /2A ID Carried T ss Carrying Truss Carrying Oast Angle 4(/ 2 TD3 AVH3 BAG 8-10-12 90 deg Q 7329:P E Notes: /` 1)Unlabeled plates am 1x3 20m / /( 2)When this truss has beat chosen for quality assurance inspection,the Double Polygon Method per TPJ 1-2007/Chapter 3 shall be used.Fabrication tolerance=10 4. 3)Toms-to-truss connection is for graphical intaprelation only Ahanger or other structural connection shall be provided to resist the max reaction and uplift shown in the Reaction A Summary. 11"1" fI' 4-'I r v 4)Provide adequate drainage to present ponding. 5) ®Indicates continuous lateral restraint(CLR)required at the locatios(s)shown.Rows of CLR mist be adequately diagonally braced,see D-WEBCLRBRACE For alternatives to ..1••• "1O� -Ate- CLRs and diagonal bracing see D-WEBREINFORCE. /0 7 'v`L \` 6)Listed wind uplift reactions basal on MW FRS Only loading rV A r..--BIS 7)Bearing material shown in the above table has only been checked forresistamce perpendialar to gain,and does not indicate adequacy of lanais'for other design considerations. Fl1 06/14/2016 Expires: 12/31/2016 NOTICE Acopy ofthis design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied bytheTmss Manufature and relies upon the accuracy Simpson Strong-Tie Company and completeness of the mfomedon ser brill by the Building D e ipper.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.See the cove page and the"Important Information&General Notes"page for additional information.All connector plates shall be manufactured 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 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: AVH4 StroagerisHPH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:41 Page: 1 of 1 Tmss Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 39-10-8 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 233 lbs 41-4-8 11-6-0( 2-11-8 1 5-35 I 5-3-5 � 6-6-13 6-4-2 0-[t-112 6-6-5 6-6-5 1 2-11-8 8-2-13 13-6-2 20-1-0 26-5-2 26-9-14 33-4-3 39-10-8 10-6-4 10-6-4 5x81 1x4I 16 1 13-10-14 5 6x8- T e 9 12 12 9 s� 4x5/ 3x4\ ',=d 1X4/ a O y 3x3\ t I 5x8/�: Z. 4x7 I ii 1..��14 13 1 N 6x8- 3x4- 5x7-1 10 9 i 43 1 14.6 12 1.5x4 I 5x7- 1x4 I I BAG 0-0-0 1-0-0 1-0-0 0-0-0 2-11-8 8-6-12 8-6-12 6-8-14 6-6-5 6-6-5 1 2-11-8 I 11-6-4 I 20-1-0 I 26-9-14 I 33-4-3 1 39-10-8 1 Loading General CSI Summary Deflection L/ floc) Allowed Load (PO Bldg Code: IBC 2012/ TC: 0.87(2-3) Vat TL: 0.63 in L/746 (12-13) L/180 TCLL: 30 TPI 1-2007 BC: 0.83(14-1) Vat LL: 0.28 in L/999 (12-13) L/240 TCDL: 7 Rep Mbr increase: Yes Web: 0.54(12-10) Horz TL: 0.28 in 8 BCLL: 0 D.O.L: 115% Creep Factor,Ker=1.5 BCDL: 10 Plate OHsets(.lnt:X,Y,Ang): (1:7-4,0-7,29.) (2:1-12,5-11,90.)(3:16,5-7,36) (4:1-7,4-6,0.) (5:1-12,3-8,90.) (6:3-12,3-13,0.)(7:1-12,3-1,36.)(8:2-5,4-13,90.) (9:0-0,3-8,90.) (10:1-12,3-8,0.)(lLl-12,3-8,90.)(12:1-12,2-0,0.)(13:0-0,3-8,0.) (14:0-0,3-8,0.) Reaction Summary IT Type Erg Combo Brg Width Material Rqd Brg Width Max Read Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz I Pin(Wall) 1 5.5 in Douglas-Fir-Iamb 2.12 in 1,987 lbs - -135 lbs -135 lbs 114 lbs 8 H Roll(Tluss) 1 1.5 in - 2.00 in 1,872 lbs - -105 lbs -105 lbs 0 lbs Material Summary Bracing Summary TC DFL#1B 2x4 It Bracing Sheathed or Purlins at 2-1-0,Purlin design by Others. BC DFL#I B 2x4 BC Bracing Sheathed or Purlins 0110-0-0,Purlin design by Others. Webs DFL#1B 2x4 except: 2-14 DFL Stud 2x4 3-13 DFL Stud 2x4 12-10 DFL Stud 2x4 7-9 DFL Stud 2x4 Slider DFL#1B2x4 Loads Summary 1)This suss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This suss has been designed for the effects of a balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9.001/12,7.5 psfwind,25 psf lee,23.3 psf lee over pinkie 4.8 ft)forhips/gables in axordance with ASCE7-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE:All fiat/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 suss 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 Calegoryll(I=1.00),Overall Bldg Dims 40 ft x 60 ft,h=25 8,End Zone Toms,Both and webs considered.DOL=1.60,CC Zone Width 4 f. 4)Minim=storm attic loading in accordance with IBC Thble 1607.1 has bean applied Member Forces Summary Table indicates:Member ID,®e CSI,max axial force,(max comer force if different from max axial force) TC 15-1 0.145 67 lbs 3-4 0.412 -2,632 lbs 16-6 0.003 -11 lbs 1-2 0.510 -4,930 lbs 4-5 0.636 -2,047 lbs 6-7 0.428 -2,191 lbs 2-3 0.874 -4,868 lbs 5-6 0.429 -2,047 lbs 7-8 0.548 -2,575 lbs BC 8-9 0.502 1,965 lbs (-181 lbs) 10-11 0.287 33 lbs (-2 Ibs) 13-14 0.794 2,363 lbs (-186 Ibs) 9-10 0.415 1,965 lbs (-181 Ibs) 12-13 0.761 1,838 lbs (-56 Ibs) 14-1 0.832 4,064 lbs (-358 Ibs) Webs 2-14 0.036 137 lbs (-84 Ibs)4-12 0.078 566 lbs (-67 Ibs) 12-10 0.545 1,629 lbs (-50 Ibs) 3-14 0.284 2,061 lbs (-213 Ibs)5-12 0.179 -541 lbs 6-10 0.039 305 lbs (-3 lbs) 4-13 0.451 894 lbs 12-11-1 0.069 771 lbs 7-10 0.116 224 lbs ,��0.0 PROF4-,, 4-13 0.113 89416s (-63 lbs)6-12 0.119 771 lbs (-7016s)7-9 0.069 22416s Truss-to-truss Connections Summary ��`� �cNGIN�F-, X02 ID Carried Trots Carrying Truss Carrying Offset Angle 772 AVH4 BAG 6-10-12 90deg Q 7329:PE i Notes: 1)Wb seal plates are 1x3 2chosen 2)When this truss has been drosen forquality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 3)Truss-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 4)Provide adequate drainage to prevent ponding ilref rI r, V 5) ®Indicates continuous lateral restraint(CLR)required at the location(s)shown.Rows of CLR mist be adequately diaganallybmced,see D-WEBCLRBRACE For alternatives to ��iO^ / r, ��� alts and ding nal bracing see D-WEBRENFORCE. -1 1 6)listed wind uplift reactions based on MWFRS Only loading No 7)Bearing material shown in the above table has only been checked£orresistance perpendicular m grain,and does not indicate adequacyofmatoial Br other desiga considerations. No - 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 suss is based on design criteria and requirements supplied bythomsss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and corrpldenas of the information ser forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.Seethe cover page and the"hrportant Information&General Notes"page for additional information.All connector 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 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: AVHM StrongTie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:42 Truss Page: 1 of 3 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 39-10-8 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 2 24 in 2771bs I 41-4-8 0-4-12 11-6-01 2-11-8 2-6-10 4-5-8 4-10-4 4-10-4 6-7-3 ( 6-7-3 6-7-3 2-11-8 5-6-2 10-4-7 15-2-11 20-1-0 26-8-3 33-3-5 39-10-8 5-10-15 4-6-4 I JV6 11 JV7 I I JV8 11 JV9 I I JV10 II JV11 I I J13 1 I J14 I I J15 1 I J16 I I J17 I I J17 1 I J17 I I J17 11 J17 I 20 4x5- 4x4- 10x10 HS18'= 8x10- 10x12- 3x101 12 10x10 HSA:- 4 5 '6 I 7 8 9 3x8/ 4. 7-41 `= 0i8 i �+ilit " 4x12/�� -83x4 1e�gx4 1716 15 1^' 1;000...: 0x10 HS 18 1404- 5x7- 4x5- 9x12 HS 18\ 13 12 11 10 124'81x31 1.5x41 10x10 HS18- 4x6- 12x12- 1J3 1 I JV4 11 JV5,CR I I JV12 I I BAG f 0-0-0 1-0-0 1-0-0 0-0-0 2-11-8 2-6-10 4-10-4 4-10-4 4-10-4 6-7-3 6-7-3 6-7-3 2-11-8 ) 5-6-2 1 10-4-7 i 15-2-11 1 20-1-0 i 26-8-3 33-3-5 1 39-10-8 1 Loading General CSI Summary Deflection L/ floc) Allowed Load (per) BldgCode: IBC 2012/ TC: 0.87(5-6) Vet IL: 1.35 in L/350 13 L/180 TCLL: 30 TPI 1-2007 BC: 0.79(18-1) Vat IL: 0.57 in L/822 13 L/240 TCDL: 7 Rep Mbr Increase: No Web: 1.00(14-12) Hoa IL: 0.5 in 10 BCLL: 0 D.O.L: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(1nt:X,Y,Aog): (1:6-3,0-1,29.) (2:3-8,1-12,36.)(3:2-15,6-9,0.) (4:1-12,5-8,0.) (5:1-12,5-8,0.) (6:1-12,5-0,0.) (7:0-0,4-8,0.) (8:1-12,55,0.) (9:3-4,5-8,90.) (10:75,6-0,0.) (11:1-12,5-8,0.)(12:1-12,55,0.)(13:1-12,5-8,90.)(14:1-12,4.6,5.) (15:1-12,5-8,0.)(16:1-12,5-8,0.) (17:1-5,5-8,0.) (18:1-7,5-0,90.) Reaction Summary ST Type Brg Combo Bag Width Material Rqd Bag Width Max Read Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-Lech 2.99 in 5,598 lbs - -1,344 lbs -1,344 lbs 296 lbs 1051 Roll(Truss) I 1.5 in - 3.16 in 5,931 lbs - -2,597 lbs -2,597 lbs 0 lbs Material Summary Bracing Summary TC DEL#1B 2x4 except: TC Boxing Sheathed 3-6 DEL 1800/1.8 2x6 6-9 DFL 2400/2.0 2x6 BC DEL 2400/2.0 2x6 except: BC Bracing Sheathed or Purlins at 4-5-0,Paulin design by Others. 10-13 DFL 1800/1.8 2x6 Webs DFL Stud 2x4 except: 3-16 DEL#1B2x4 7-14 DFL#lB2x4 7-11 DEL#IB2x4 6-13 DFL#1B 2x4 14-12 DEL#1B 2x4 8-10 DEL#1B 2x4 Loads Summary 1)This truss has been designed for the effects due to 10 psfbottom daonl live load plus dead loads. 2)This Muss has been designed for the effects of a balanced daige snow load(Ps=25 psr)and unbalanced design snow loads(9.001/12,7.5 psf wind,25 psf lee,23.3 psf lee over peakto 4.8 ft)for hips/gables in aoconlance 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 bad has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This Muss has been designed for the effects of wind loads in accordance with ASCE?-10 with the followingusa defined input:120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category R(I=1.00),Overall Bldg Dims 40 ft x 60 ft,h=25 ft,End Zone Truss,Both and webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Mininum storm attic loading in xcoadance with IBC'Able 1607.1 has bean applied ���G ,NGiN� '9 /o2 7329:P�E j IVs+ 4 - C ' ,/ rj -.1}-1 200'y . N• -RAS 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the enaction contractor.The design of this individual truss is based on design criteria and requirements supplied bytheTmss Manufacturer and relies upon the aceumcy Simpson Strong-Tie Company and completeness of the information ser fort 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 Infonomion&Caned Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-lie Conpany,Inc in accordance with ESR-2762.All connector plus 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 grange plate. SIMPSON Oregon Truss Inc Truss: AVHM Strong-Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:42 Truss Page: 2 of 3 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 39-10-8 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 2 24 in 2771bs Automated Load Case SI:Balanced Snow Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width Top Chd -16-0 39-10-8 Down Proj 25 psf 25 psf 24 in Point Loads Member Location Direction Load Trib 1Mdth Bot Chd 2-0-12 Down 27 lbs Bot Chd 4-0-12 Down 111 lbs 24 in Top Chd 6-0-12 Down 137 lbs 24 in Bot Chd 6-0-12 Down 132 lbs 24 in Top Chd 6-15 Down 120 lbs Top Chd 8-0-12 Down 518 lbs 24 m Top Chd 10-0-12 Down 399 lbs 24 in Top Chd 12-0-12 Down 312 lbs 24 in Top Chd 14-0-12 Down 307 lbs 24 in Top Chd 16-0-12 Down 3081bs 24 in Top Chd 18-0-12 Down 3081bs 24 in Top Chd 20-0-12 Down 297 lbs 24 in Top Chd 22-0-12 Down 276 lbs 24 in Bot Chd 22-0-12 Down 12 lbs 24 in Top Chd 24-0-12 Down 2761bs 24 in Bot Chd 24-0-12 Down 12 lbs 24 in Top Chd 26-0-12 Down 275 lbs 24 in Bot Chd 26-0-12 Down 12 lbs 24 in Top Chd 28-0-12 Down 278 lbs 24 in Bot Chd 28-0-12 Down 12 lbs 24 in Top Chd 30-0-12 Down 3401bs 24 in Bot Chd 30-0-12 Down 12 lbs 24 in Top Chd 32-0-12 Down 3401bs 24 in Bot Chd 32-0-12 Down 12lbs 24 in Top Chd 34-0-12 Down 3401bs 24 in Bot Chd 34-0-12 Down 12 lbs 24 in Top Chd 36-0-12 Down 3401bs 24 in Bot Chd 36-0-12 Down 12 lbs 24 in Top Chd 38-0-12 Down 340 lbs 24 in Bot Chd 38-0-12 Down 12 lbs 24 in Load Case D l:Std Dead Load Distributed Loads Mather Location 1 Location 2 Direction Spread Stan Load End Load Trib Width Top Chd -1-6-0 5-10-15 Down Proj 7 psf 7 psf 12 in Top Chd 5-10-15 39-10-0 Up Proj 7 psf 7 psf 12 in Bat Chd 0-0-0 1-0-0 Down Proj 10 psf 10 psf 12 in Bot Chd 38-10-8 39-10-8 Down Proj 10 psf 10 psf 12 in Point Loads Member Location Direction Load Trib Width Bot Chd 2-0-12 Down 63 lbs Bot Chd 4-0-12 Down 126 lbs 24 in Top Chd 6-0-12 Down 22 lbs 24 in Bot Chd 6-0-12 Down 77 lbs 24 in Top Chd 6-1-8 Down 1 Ibs Top Chd 8-0-12 Down 151 Ibs 24 in Bot Chd 8-0-12 Down 32 lbs 24 in Top Chd 10-0-12 Down 156lbs 24 in Bot Chd 10-0-12 Down 32 lbs 24 in Top Chd 12-0-12 Down 157 lbs 24 in Bot Chd 12-0-12 Down 32 lbs 24 in Tap Chd 14-0-12 Down 156 lbs 24 in Bat Chd 14-0-12 Down 32 lbs 24 in Top Chd 16-0-12 Down 157 lbs 24 in Bot Chd 16-0-12 Down 32 lbs 24 in Top Chd 18-0-12 Down 157 Ibs 24 in Bot Chd 18-0-12 Down 32 lbs 24 in Top Chd 20-0-12 Down 153 lbs 24 in Bot Chd 20-0-12 Down 32 lbs 24 in Top Chd 22-0-12 Down 101 Ibs 24 in Bot Chd 22-0-12 Down 55 lbs 24 in Top Chd 24-0-12 Down 101 Ibs 24 in Bot Chd 24-0-12 Down 55 lbs 24 in Top Chd 26-0-12 Down 100 lbs 24 in Bot Chd 26-0-12 Down 55 lbs 24 in Top Chd 28-0-12 Down 101 lbs 24 in Bot Chd 28-0-12 Down 55 lbs 24 in Top Chd 30-0-12 Down 101 Ibs 24 in Bot Chd 30-0-12 Down 55 lbs 24 in Top Chd 32-0-12 Down 101 Ibs 24 in Bot Chd 32-0-12 Down 55 lbs 24 in Top Chd 34-0-12 Down 101 Ibs 24 in Bot Chd 34-0-12 Down 55 lbs 24 in Top Chd 36-0-12 Down 101 lbs 24 in Bot Chd 36-0-12 Down 55 lbs 24 in Top Chd 38-0-12 Down 101 lbs 24 in Bot Chd 38-0-12 Down 55 lbs 24 in Member Forces Summary Table indicates:Member ID,rax CSI,rax axial force,(max comp[force if different from max axial force) TC 19-1 0.083 33 lbs 3-20 0.008 -18 lbs 75 0.626 5,546 lbs (-4,059 Ibs) 1-2 0.769 -7,427 lbs 4-5 0.721 -9,249 lbs 8-9 0.410 47 lbs (-24 Ibs) 2E0 PR Otc 2-3 0.652 -5,766 lbs 5-6 0.872 10,927 lbs (-9,736 Ibs) .(�`` GS 3-4 0.503 -7,658 lbs 6-7 0.775 10,814 lbs (-9,640 Ibs) r\ G.,`G,[N�p c5> BC 10-11 0.432 -5,536 lbs 14-15 0.590 -9,271 lbs 17-18 0.764 5,645 lbs (-4,605 Ibs) \ • CA? 0 11-12 0.648 -8,307 lbs 15-16 0.511 7,651 lbs (6,925 Ibs) 18-1 0.792 6,154 lbs (-4,988 lbs) * 12-13 0.120 -347 lbs 16-17 0.338 4,667 lbs (-3,894 ins) [� /. Webs 2-18 0.539 1,612 lbs (-1,182 lbs)5-15 0.380 1,580 lbs (-984 Ibs)7-12 0.296 1,230 lbs (517 lbs) 7329.PE t 2-17 0.354 -1,108 lbs 5-14 0.651 -2,014 lbs 7-11 0.490 3,255 lbs (-2,849 lbs)3-17 0.366 1,0941bs (6921bs)6-14 0.570 9871bs (-7131bs)8-11 0.549 -1,7141bs it 3-16 0.738 -3,631 lbs 14-13 0.561 105 lbs (-18 lbs)8-10 0.793 6,550 lbs (-4,823 Ibs) 4-16 0.612 2,034 lbs (-1,903 lbs) 7-14 0.862 3,493 lbs (-2,829 Ibs)9-10 0.280 534 lbs (-296 Ibs) 4-15 0.880 -2,787 lbs 14-12 1.004 5,056 lbs .4* q Y 1 /20° 5'r RNs -RISS. 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this desigs shall be famished to the erection contractor.The design of this individual lmss is based on design criteria and requirements supplied bytheTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information ser forth by the Building Dosigner.A seal on this drawing indicates acceptance of professional engineering responsibility solely forthe truss component design shown.Seethe cove page and the"Important Information&General Notes"page for additional infonmtion.All connector plates shall be manufactured by Simpson Strong-lie Corgrany,Inc in accordance with ESR-2762.All connector plates are 20 grog,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 gang plate. SIMPSON Oregon Truss Inc Truss: AVHM Stroag7Se PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:42 Truss Page: 3 of 3 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 39-10-8 9/12 1 1-6-0 0-0-0 0-0-0 0-0-0 2 24 in 2771bs Truss-to-truss Connections Summary ID Carried Truss Carrying Truss Carrying Offset Angle TTI O 13 AVHM 2-0-12 90 deg TT11 N4 AVHM 4-0-12 90 deg TTl2 N5 AVHM 6-0-12 90 deg TTl3 CR AVHM 6-1-8 45 deg 1714 N6 AVHM 8-0-12 90 deg 1715 N7 AVHM 10-0-12 90 deg 1716 N8 AVHM 12-0-12 90 deg 7117 N9 AVHM 14-0-12 90 deg 1118 NIO AVHM 16-0-12 90 deg TT19 N11 AVHM 18-0-12 90 deg 7120 N12 AVHM 20-0-12 90 deg 7121 513 AVHM 22-0-12 90 deg 1122 514 AVIIM 24-0-12 90 deg 7123 515 AVHM 26-0-12 90 deg 7724 Jl6 AVIIM 28-0-12 90 deg 1125 117 AVHM 30-0-12 90 deg TT25 Jl7 AVHM 32-0-12 90 deg 1125 117 AVHM 34-0-12 90 deg 7725 117 AVHM 36-0-12 90 deg T725 117 AVHM 38-0-12 90 deg 776 AVHM BAG 14-10-0 90 deg Notes: I)When this Buss has been anosen for quality assurance inspection,the Double Polygon Method per TPI t-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 2)Truss-to-truss connection is for graphical interpretation only Ahanger or other structural connection shall be provided to resist the nun nasion and uplift shown in the Reaction Sunray. 3)Provide adequate drainage to prevent ponding 4) ®Indicates continuous lateral restraint(CIR)required at the location(s)shown.Rows of CLR mist be adequately diagonally braced,see D-WEBCIRBRACE For altematives to CIRs and diagonal bracing see D-WEBRE1NFORCE 5)The forces shown for this multi-ply Cuss are per ply and the reactions are for all plies.Two identical trusses shall be built and attached as follows:TC-I mw of 0.131"dia.x3.000" Nails @ 5.75"o.c.,2x6 TC,BC-2 staggered rows of 0.131"dia.x 3.000"Nails @ 12"o.c.,Webs-1 row 0.131"dia.x 3.000"Nails)9"cc.. 6)Where required,sufficient hangers shall be provide)(by others)to resist reactions shown. 7)Install the snows/nails on one side,do not tip truss.Screws/nails shall be installed in the same truss ply that the hangers are attached to. 8)Lateral bracing shall be attached to each ply. 9)All fasteners ninimsm 2-1/2"long unless otherwise noted. 10)Nails in 1st and 2nd ply shall be staggered from successive plies by 1/2 the nail spacing 11)Listed wind uplift reactions based on MWFRS Only loading 12)Bearing material shown in the above table has only be®checked for resistance perpendicular to gain,and does not indicate adequacy of material for other design considerations. 13)•* in the splice label indicates the use of a metal bar value,which requires a special 1/8"placement tolerance. 4O PROFESS ,,<, 0NGINEF9 /e2 Q 7329:PE i 1r/ , ,,r.,- le,1 A' ' I 11 Nr -RIS 06/14/2016 Expires: 12/31/2016 NOTICE Aenpyofthis design shall be furnished to the erection contactor.The design of this individual truss is based on design criteria and requirements supplied bythelmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and connpletenas of the intornation ser forth by the Budding Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component deign shown.See the cover page and the"Important hSometion&General Notes"page for additional intonation.All connector plates shall be manufactured by Simpson Strong-lie 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 gauge plate,or"SO 18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: BA Stermg-Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:43 MissPage: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 20-11-8 9/12 8 0-0-0 1-6-0 0-0-0 0-0-0 1 24 in 951bs 22-5-8I I 5-2-14 5-2-14 5.2-14 ( 5-2-14 1-6-0 5-2-14 10-5-12 15-8-10 20-11-8 4x6 I 3 yl1 12 9 1x4) 1x4/ a ryyyev ; 1 O�6 Ai ¢O i 3x5-oxio ea 3x4- M 8 7 6 a 9 3x4- 3x4- 3x4- 0-0-0 0-0-0 6-8-6 7-6-11 6-8-7 6-8-6 ( 14-3-1 I 20-11-8 Loading General CSI Summary Deflection L/ floc) Allowed Load (ps0 Bldg Code: IBC 2012/ It: 0.33(2-3) Vet TL: 0.36 in L/673 7 L/180 TOLL: 30 TPI 1-2007 BC: 0.68(8-1) Vet IL: 0.22 in L/999 7 L/240 TCDL: 7 Rep MbrIncrease: Yes Web: 0.14(2-8) Hoa TL: 0.03 in 5 BCLL: 0 D.O.L: 115% Creep Factor,Scx=1.5 BCDL: 10 Plate Offsets(Jnt:X,Y,Ang): (1:2.0,2-12,0.) (2:0-0,4-6,68.) (3:0-0,45,90.) (4:0-0,4-6,68.) (5:2-3,2-12,0.) (6:0-0,3-8,0.) (7:0-0,1-12,0.) (8:0-0,3-8,0.) Reaction Summary IT Type Bag Combo Bag Width Material Rqd Bag Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Hoaiz I Pin(Wall) 1 5.5 in Douglas-Fir-larch 1.50 in 981 lbs - -54 lbs -54 lbs -88 lbs 5 HRoll(Wall) l 5.5 in Douglas-Fir-larch 1.50 in 1,100 lbs - -84 lbs -84 lbs 0 lbs Material Summary Bracing Summary TC DFL#113 2x4 TC Bracing Sheathed or Puffins at 5-6-0,Puffin design by Others. BC DFL#IB 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Pullin design by Others. Webs DFL#IB2x4 except: 2-8 DFL Stud 2x4 4-6 DFL Stud 2x4 Loads Summary I)This Muss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This truss has beat deigned for the effects of a balanced design snow load(Ps=25 psi)and unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)forhips/gables in accordance with ASCE7-10 except as noted,with the following userdefined input:25 psf ground snow load(Pg).NOTE:All fat/sloped mof factors have been ignored and the gonad snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This toss has bean deigned 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 B(I=1.00),Overall Bldg Dims 40 ft x 60 8,h=25 ft,End Zone Tmss,Both end webs considered.DOL=1.60,CC Zone Width 4 B. 4)Minima storage attic loading in accordance with IBC Table 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max CSI,nen axial force,(max coupe force if different from max axial form) IC 1-2 0.298 -1,382 lbs 3-4 0.324 -1,264 lbs 5-9 0.145 67 lbs 2-3 0.326 -1,293 lbs 4-5 0.289 -1,353 lbs BC 5-6 0.446 1,012 lbs 6-8 0.656 665 lbs 8-1 0.681 1,034 lbs (-23 Lbs) Webs 2-8 0.140 -397 lbs 36 0.078 606 lbs (-75 Lbs) 3-8 0.091 659 lbs (-86 Lbs)4-6 0.138 -391 lbs Notes: 1)When this lmss has been chosen for quality assurance inspection,the Double Polygon Method pa TPI l-2007/Chapter 3 shall be used.Fabrication tolerance=10%. ------ 2)Listed wind uplift reactions based on MWFRS Only loading ��ED P R OFF 3)Bearing material shown in the above table has only ban checked for resistance perpendicular to grain,and does not indicate adequacy of material Be other design considerations. Q 7329:PE 1 V) : ' -'i' at Og `WAP Ns -BIS 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be furnished to the section contractor.Thedsign of this individual Miss is based on design criteria and requirements supplied bythelluss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and conpletenas of the information ser 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 Infomntion&Gened Notes"page for additional infomution.All connector plata shall be rrnnufacluaed by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connectorplate are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gag plate,or"S#18",which indicates a high tension 18 god plate. SIMPSON Oregon Truss Inc Truss: BAG Strong'15e PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:43 Truss Page: 1 oft Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 20-11-8 9/12 I 0-0-0 1-6-0 0-0-0 0-0-0 2 24 in 158 lbs 22-5-8I I 5-4-11 5-1-1 4-4-4 6-1-8 1-6-0 5-4-11 10-5-12 14-10-0 20-11-8 5x7 I 3 12 91291— -19 1,608\ 4x10/ 4 Wet Ir 1 0 Z 4:- i 6x,`,:' \\\\\\\\\\\\\\\\\g..14 \\\\—IliNd Il MEM.—I `12\ • ii _� _�` 9 8 7 6 ' 0 / 4010 1 8010 17016 HS 18- 4010 1 II, I AIQA 1=1 1=1 I AVH4 I I AVH3 I I AVH2 I I AVH1 1 1 AVHM I 0-0-0 0-0-0 5-4-11 5-1-1 4-4-4 6-1-8 -- 5-4-11 10-5-12 14-10-020-11-8 Loading General CSI Summary Deflection L/ floc) Allowed Load (Pt) Bldg Code: IBC 2012/ TC: 0.97(1-2) Vat TL: 0.36 in L/675 (8-13n) L/180 TCLL: 30 TPI 1-2007 BC: 0.62(8-9) Vol LL: 0.19 in L/999 (8-13n) L/240 TCDL: 7 Rqs Mbr Increase: No Scab: 0.36(SFT) Harz TL 0.1 in 5 BCLL: 0 D.O.L.: 115% Web: 0.97(2-8) Creep Factor,Kca=1.5 BCDL: 10 Plate Odsas(Jnt:X,Y,Ang): (1:6-13,1-6,36.)(2:1-12,3-1,36.)(3:0-0,5-6,90.) (4:1-12,3-1,36.)(5:6-10,0-6,18.) (6:0-0,5-8,90.) (7:0-0,3-10,0.) (8:0-0,5-8,90.) (9:0-0,5-12,90.) Reaction Summary ST Type Big Combo Big Width Material Rqd Big Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz I Pin(Wall) 1 5.5 in Douglas-Fir-Tach 6.69 in 12,549 lbs - -1,281 lbs -1,281 lbs -87 lbs 5 11 Roll(Wall) 1 5.5 in Douglas-Fir-Tach 4.76 in 8,934 lbs - -1,882 lbs -1,882 lbs 0 lbs The Billowing bearing;may require additional considerations: Brg# BrgArea Rqd BrgArea Rqd Truss Width Enhancement 1 16.50 in^2 20.08 in^2 3.65 in See TD-BRG-0002A Material Summary Bracing Summary TC DFL N I B 2x4 accept: TC Bracing Sheathed or Pudins at 3-0-0,Purlin desiw by Others. 3-10 DFL 24002.02x4 BC DEL 2250/2.0 2x8 BC Bracing Sheathed or Purlins at 8-1-0,Purlin desips by Others. SCAB DFL 22502.02x8 Webs DFL Stud 2x4 except: 3-8 DEL#1B2x4 4-6 DEL#IB2x4 Loads Summary 1)This miss has been designed for the effects due to 10 psfbotom chord live load plus dead loads. 2)This truss has ben.designed for the effects of a balanced design snow load(Ps=25 psi)and unbalanced design snow loads(9/12,7.5 psf wind,25 psflee,23.3 psf lee over peak to 1 4.8 ft)forhips/gables in accordance with ASCE7-10 except as notal,with the following usadefinel input:25 psf ground snow load(Pgl.NOTE:All flat/sloped mof 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 Bribe effects of wind loads in accordance with ASCE7-10 with the following user defined input:120 mph ultimate,Exposure B,Fully Encloser, Gable/Hip,Building Category B 9=1.00),Overall Bldg Dins 40 8 x 60 ft,h=25 8,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minimum storage attic loading in accordance with IBC'Bible 1607.1 has been applied Load Case Leri:Std Live Load Pout Loads Member Location Direction Load Trib Width Bot Chd 0-04 Down 1,195 lbs 24 in Bot Chd 0-10-12 Down 1,195 lbs 24 in ���G�E9 P R Op Bot Chd 2-10-12 Down 1,195 lbs 24 ines Bot Chd 4-10-12 Down 1,195 lbs 24 in C? 0,G[N Ec. iO . Bot Chd 6-10-12 Down 1,195 lbs 24 in Bot Chd 8-10-12 Down 1,195 lbs 24 in Bot Chd 10-10-12 Down 1,203 lbs 24 in Q44 Bot Chd 12-10-12 Down 1,203 lbs 24 in 7329:P E Bot Cbd 14-10-0 Down 3,261 lbs t Load Case D l:Std Dead Load / Point Loads mf Member Location Direction Load Trib R4dth Bot Chd 0-04 Down 677 lbs 24 in b /'..• li'q p �/ Bot Chd 0-10-12 Down 677 lbs 24 in Bot Chd 2-10-12 Down 677 lbs 24 in ,it% -T Y ,b 20° -yP Bot Chd 4-10-12 Down 677 lbs 24 in . Bot Chd 6-10-12 Down 677 lbs 24 inN 0 -R 1 S �' Bot Chd 8-10-12 Down 677 lbs 24 in 06/14/2016 Bot Chd 10-10-12 Down 682 lbs 24 in I Bot Chd 12-10-12 Down 682 lbs 24 in j But Chd 14-10-0 Down 1.777 lbs Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor.The design of this individual truss is basal on design criteria and requirarmis supplied bytheTmss Manufacturer and relies upon the acaracy Simpson Strong-Tie Company and completeness of the information ser forth by the Building Designer.A seal on this drawing indicates acceptance ofpmftssional engineering responsibility solely for the truss component dssipi shown.See the covrr page and the'Important Infomation&General Notes"paw for additional infomnton.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in acconiance with ESR-2762.All anneeorplates are 20 game,unless the specified plate size is followed by a"-18"which indicates an 18 mum plate,or"SN 18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: BAG Strong-Tle PH 503-581-8787 Project Name: 1606039cia Component Solutions"' Date: 06/13/16 15:03:44 Truss Page: 2 of 2 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 20-11-8 9/12 1 0-0-0 1-6-0 0-0-0 0-0-0 2 24 in 158 lbs User-defined Load Case Ll:TTC Load Case Point Loads Member Location Direction Load Tlib Width Bot Chd 0-0-4 Down 358 lbs 24 in Bot Chd 0-10-12 Down 358 lbs 24 in Bot Chd 2-10-12 Down 358 lbs 24 in Bot Chd 4-10-12 Down 358 lbs 24 in Bot Chd 6-10-12 Down 73 lbs 24 in Bot Chd 8-10-12 Down 159 lbs 24 in Bot Chd 10-10-12 Down 220 lbs 24 in Bot Chd 12-10-12 Down 99 lbs 24 in Load Combinations # Load Combo Factor Load Duration Factor 1 DI 1.000 0.900 2 DI+LI 1.000 1.150 3 Dl+lel 1.000 1.150 4 DI+SI 1.000 1.150 5 DI+S2 1.000 1.150 6 D1+S3 1.000 1.150 7 D1+0.75 LI+0.75 tel 1.000 1.150 8 DI+0.75 LI+0.75 SI 1.000 1.150 9 D1+0.75 LI+0.75 S2 1.000 1.150 10 D1+0.75 LI+0.75 S3 1.000 1.150 11 Dl+0.6 W3 1.000 1.600 12 Dl+0.45 W3+0.75 LI+0.75 lel 1.000 1.600 13 Dl+0.45 W3+0.75 LI+0.75 SI 1.000 1.600 14 DI+0.45 W3+0.75 LI+0.75 S2 1.000 1.600 15 DI+0.45 W3+0.75 Ll+0.75 53 1.000 1.600 16 0.601+0.6 WI 1.000 1.600 17 0.6 01+0.6 W2 1.000 1.600 18 0.6 01+0.6 W4 1.000 1.600 19 0.6 DI+0.6 W8 1.000 1.600 20 0.6 01+0.6 W9 1.000 1.600 21 DI+LI0* 1.000 1.250 22 DI+URI 1.000 1.150 23 DI+tJR2 1.000 1.150 Member Forces Summary Table indicates:Member ID,max CSI,max axial force,(max comer force if different from max axial force) TC 1-2 0.966 -7,113 lbs 3-4 0.471 -4,876 lbs 5-10 0.056 30 lbs 2-3 0.602 -4,887 lbs 4-5 0.785 -7,332 lbs BC 5-6 0.453 5,827 lbs (-4,293 lbs) 8-9 0.622 5,687 lbs (-2,226 Ibs) 6-8 0.617 5,827 lbs (-4,293 lbs)9-1 0.619 5,687 lbs (-2,226 Ibs) Webs 2-9 0.890 2,681 lbs (-258 as) 3-8 0.789 5,715 lbs (-3,088 Ibs)4-6 0.603 -4,000 lbs 2-8 0.970 -2,315 lbs 4-8 0.795 3,304 lbs (-2,796 Ibs) Truss-to-truss Connections Summary ID Carried Truss Carrying Truss Carrying Offset Ante TT1 A BAG 0-0-4 90 deg TTI A BAG 0-10-12 90 deg TTI A BAG 2-10-12 90 deg TTI A BAG 4-10-12 90 deg T12 AVII4 BAG 6-10-12 90 deg TT3 AVH3 BAG 8-10-12 90 deg T14 AVH2 BAG 10-10-12 90 deg ITS AVM BAG 12-10-12 90 deg 1T6 AVIIM BAG 14-10-0 90 deg Notes: 1)When this Muss has been chosen for quality assurance inspection,the Double Polygon Method per TPl 1-2007/Chapter3 shall be used.Fabrication tolerance=10%. 2) ®Indicates continuous lateral restraint(CLR)required at the location(s)shown.Rows of CLR mist be adequately diagonally braced,see D-WEBCLRBRACE.For alternatives to CLRs and diagonal bracing see D-WEBREINFORCE 3)The forces shown for this multi-ply truss are per ply and the reactions are 6r all plies.Two identical trusses shall be built and amasdsed as follows:It-1 row 010.131"dia x 3.000" Nails @ 12"o.c.,BC-2 staggered rows of 0.131"dia.x 3.000"Nails 46"o.c.,Webs-I row 0.131"dict x 3.000"Nails @ 9"o.0.. In addition to the fastening outlined above,provide the following supplemental fasteners within 24"of the location(s)listed below in Ser of using hanger cennectors that am capable of transferring the entire load between the plies: BC:0-04,(6)0.131"dia.x 3.000"Nails BC:0-10-12,(3)0.131"dia.x 3.000"Nails BC:2-10-12,(2)0.131"dia.x 3.000"Nails BC:4-10-12,(2)0.131"dia.x 3.000"Nails BC:6-10-12,(2)0.131"dia.x 3.000"Nails I BC:8-10-12,(2)0.131"dia x 3.000"Nails BC:10-10-12,(2)0.131"dia.x 3.000"Nails BC:12-10-12,(2)0.131"dia.x 3.000"Nails BC:14-10-0,(24)0.131"dia x 3.000"Nails 4)Where required,sufficient hangers shall be provided(by others)to resist reactions shown. 5)Install the screws/nails on one side do not flip truss.Screws/nails shall be installed in the sanetmss ply that the hangers are attached to. 6)Lateral bracing shall be attached to each ply. 7)All fasteners ttinimum2-1/2"long unless otherwise noted. 8)Nails in 1st and 2nd ply shall be staggered Som successive plies by 1/2 the nail sparing 9)Attach scab SF1 to Sons face as shown with 0.131"dict x 3.000"Nails.Use 2 rows of nails spaced at 2.2"on center Staff nails in each row. 10)Listed wind uplift reactions based on MWFRS Only loading I l)Beating material shown in the above table has only been checked for resistance pependienlar to gain,and does not indicate adequacy of material for other design considerations. ���Ep PR OFFx,, �,\S �,\' N '9 /O2 7329:PE l i ir) f 4. 16 qi.h.d# ONo -BIS S. 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor.The daigo of this individual imus is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and mnplaeness of the information ser forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component deign shown.See the cover page and the"Important Information&General Notes"page foradditional infomntron.All connector plates shall be manufactured by Simpson Strong-le Company,Inc in accordance with FSR-2762.All connector plates are 20 gauge unless the specified plate size is followed by a"48"which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc g Truss: BAGE Strong-Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:44 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 20-11-8 9/12 1 0-0-0 1-6-0 0-0-0 0-0-0 1 24 in 113lbs 22-5-8 10-5.12 � 10-5-12 1-6-0 I10-5-12 20-11-8 4x4- ZZ 6 12 1x41 1x4 1 9I 7 12 i i 9 14 1 115;41 1 .4 1X41 1X41 NNI I yll I I 1x41I 1x41 0,I 0 3x5- 3x4- 1 i i i i is i i i i es 21 1 19 1: 17 1. 15 14 13 12 2 I 1x4 1541 1x41 1x41 3x4- 1x41 1x41 1x41 1x41 1x41 I 0-0-0 0-0-0 20-11-8 20-11-8 Loading General CSI Summary Deflection L/ (roc) Allowed Load (psO Bldg Code: IBC2012/ TC: 0.16(10-11) Vat TL: Om L/999 (11-1l) L/180 TCIL: 30 TPI 1-2007 BC: 0.09(11-12) Vat IL: 0 in UP L/999 (11-12) L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.17(7-15) Hoa TL: 0 i 11 BCIL: 0 D.O.L: 115% Camp Facror,ICcr=1.5 BCDL: 10 Plate Offsets(Jnt:X,Y,Ang): (1:2-8,2-12,0.) (6:0-0,4-6,0.) (11:2-3,2-12,0.) Reaction Summary IT Type Bre Combo Brg Width Material Max React Ave React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 1 Continuous 1 251.5 in Douglas-Fir-Lach 298 lbs 115 plf - -61 lbs 61 lbs -88 lbs Material Summary Bracing Summary TC DFL#IB 2x4 TC Bracing Sheathed or Purlins al 6-3-0,Pullin design by Others. BC DFL#1 B 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Purlin design by Others. Webs DFL Stud 2x4 accept: 6-16 DFL#1B2x4 Loads Summary 1)This mess has been designed 6r the effects due to 10 psfbonom chord live load plus dead loads. 2)This Muss has been designed 6r the effects of balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9/12,7.5 psf wind,25 psflee,23.3 psf lee over peak to 4.8 ft)forhips/gables in acconlance with ASCE7-10 except as noted,with the following userdefinei input:25 psfground snow load(Pg).NOTE:All flat/sloped rooffacrors have beat ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This buss has bear designed 6r the effects of wind loads in accordance with ASCE?-10 with the followinguser define)input:120 mph ultimate,Exposure B,Fully Enclosed, GableHip,Building Category n(1=1.00),Overall Bldg Dims 40 8 x 60 8,h=25 8,End Zone Tmss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. Member Forces Summary Table indicates:Member m,max CSI,max axial force,Max conpr Some if different&omma axial force) TC 1-2 0.043 -93 lbs 5-6 0.047 159 lbs (-120 Ibs)9-10 0.038 -60 lbs 2-3 0.039 -68 lbs 6-7 0.048 159 lbs (-111 lbs) 10-11 0.163 219 lbs (-143 Ibs) 3-4 0.046 -68 lbs 7-8 0.054 107 lbs (-94 Ibs) 11-22 0.145 67 lbs 4-5 0.052 107 lbs (-103 Ibs) 8-9 0.047 -65 lbs BC 11-12 0.087 223 lbs (-209 Ibs) 15-16 0.021 155 lbs (-12 Ibs)20-21 0.027 155 lbs (-12 lbs) 12-13 0.028 155 lbs (-12 Ibs) 16-18 0.019 155 lbs (-12 Ibs)21-1 0.044 155 lbs (-1216s) (-12 Ibs) 13-14 0.021 155 lbs (-12 Ibs) 18-19 0.023 155 lbs 14-15 0.021 155 lbs (-12 Ibs) 19-20 0.023 155 lbs (-12 Ibs) Webs 2-21 0.033 -165 lbs 5-18 0.169 -229 lbs 8-14 0.092 -206 lbs 3-20 0.038 -144 lbs 6-16 0.110 -129 lbs 9-13 0.040 -152 lbs 4-19 0.093 -208 lbs 7-15 0.169 -230 lbs 10-12 0.026 -139 lbs -- - ---- - -----— -. —- NBtes: 5����p PROp 1)Gable requires continuouchords bosom chord bearing G[NL- - �O 2)Gable webs placed at 24"o.c.,U.N.O. \ N F 3)Attach gable webs with 184 20ga plates,U.N.O. �� ?/ 4)This bliss e ss has been designed the in-plane wind loading See TD-GBL-0003B for gable stud bracing/reinforcement requirements for out-of-plane wind loading. 5)When this Muss has been chosen 6rquahty assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter3 shall be used.Fabrication tolerance=10%. Q 7329:P E 6)listed wind uplift reactions based on MWFRS Only loading 7)This gable has been designed for a 12"(max.)rake overhang. Ir) ,� fi- !'I tf,, �O 4 Y 1 /2 0o yP Ns -RIS 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be furnished to the erection contractor.The design of this individual buss is based on design criteria and requirements supplied bythe35uss Manufacturer and tdis upon the accuracy Simpson Strong-Tie Company and conpletenss of the information set 6nh by the Building Designs.A seal on this drawing indicates acegnance ofpmfessionat engineering responsibility solely for the buss component deign shown.See the cover page and the"Important Information&General Notes"page 6r additional information.Aft connector plates shall be manufactured 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"-I8"which indicates an 18 pug plate,or"S#18",which indicates a high tension 18 gage plate. SIMPSON Oregon Truss Inc Truss: C Strong-Tie' PH 503-581-8787 Project Name: 1606039cia • Date: 06/13/16 15:03:45 Component SolutionsTM Page: 1 of 1 Truss Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 20-0-0 4/12 4 2-0-0 2-0-0 0-0-0 0-0-0 1 24 in 721bs 24-0-0 2-0-0 6-6-1 3-5-15 3-5-15 6-6-1I 2-0-0 I 6-6-1 10-0-0 13-5-15 I 20.0.0 4x4- 3 WI 12 12 4112 1x4\ 1x4/ —14 2 4 AAn 1,7 �I� 3x5- 3x5- s 1 5 Ott et� Y 7 3x7- el 0-0-0 0-0-0 10-0-0II 10-0-0 10-0-0 20-0-0 Loading General CSI Summary Deflection L/ (toe) Allowed Load (pst) Bldg Code: IBC 2012/ TC: 0.44(4-5) Vat TL: 0.35 in L/673 (5-6) L/180 TCIL: 30 TPI 1-2007 BC: 0.68(6-1) Vat LL: 0.1 in L/999 (5-6) L/240 TCDL: 7 Rep MbrIncrease: Yes Web: 0.26(36) Hoa TL: 0.05 in 5 , BCLL: 0 D.O.L.: 115% Creep Factor,Ks=1.5 BCDL: 10 Plate Offsets(JnsX,Y,Ang): (1:4-14,2-1,0.) (2:0-0,3-11,29.)(3:0-0,3-11,0.) (4:0-0,3-11,29.) (5:4-14,2-1,0.) (6:0-0,3-8,0.) Reaction Summary '.. ST Type Brg Combo Big Width Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 3.5 in Douglas-Fir-tach 1.50 in 1,088 lbs - -88 lbs -88 Ms 11 lbs 5 H Roll(Wall) 1 3.5 in Douglas-Fir-Larch 1.50 in 1,088 lbs - -08 lbs -88 lbs 0 lbs Material Summary Bracing Summary TC DFLSIB 2x4 TC Bracing Sheathed or Puffins at 4-0-0,Pullin design by Others. BC DFL#1B 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Pullin design by Others. Webs DFL Stud 2x4 Loads Summary 1)This truss has bees 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 psi)and unbalanced design snow loads(4/12,7.5 psf wind,25 psf lee,15.5 psf lee overpeakto 7.2 ft)for hips/gables in acconiance with ASCE7-10 except as noted,with the following userdefined 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 toof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the erects of wind loads in accotdance with ASCE?-10 with the followinguser defined input:120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category B 0=1.00),Osrrall Bldg Dims 40 ft x 60 0,b=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minimum storm attic loading in accordance with IBC Table 1607.1 has beat applied Member Forces Summary Table indicates:Member ID,max CSI,max axial force,(max comae form ifdiffaent from max axial force) TC 7-1 0.249 47 lbs 2-3 0.321 -1,558 lbs 4-5 0.441 ,041 lbs 1-2 0.441 -2,041 lbs 3-4 0.321 -1,558 lbs 5-8 0.249 47 lbs Webs BC 26-6 0 228-6 0.679 1668 lbs (-359 lbs) 3-66-1 0.679 0 256 J765 lbs (-367 (-74 lbs)4-6 0.228 2668 lbs I Notes: 1)When this truss has beat chosen for quality assurance inspection,the Double Polygon Method per TPI I-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 2)Listed wind uplift reactions based on MWFRS Only loading 3)Beating material shown in the above table has only been checked for resistance perpendicular to grain,and does not indicate adequacyof material for other desiga considerations. - -- — - -- -- .c��Ep PROFFss co c. ANG NE ''4 /C2 7329:PE i rbc %- ii,r, i, Lj AI},1 /20,�yQ No -R1S 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.Thedesiga of this individual truss is based on design aiteria and requirements supplied by theTmss Manufactuta and relies upon the accnmcy Simpson Strong-Tie Company and completeness of the infomntion ser bah by the Building Designs.A seal on this drawing indicates acceptance of professional engineering nsponsibitity solely for the truss component design shown.Seethe cover page and the"Inponant Information&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-'he 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 gorge plate,or"Si.18",which indicates a high tension 18 gaup plate. SIMPSON Oregon Truss Inc Truss: Cl Strong-Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:45 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 3 2-0-0 2-0-0 0-0-0 0-0-0 1 24 in 76 lbs 24-0-0 2-0-0 6-6-1 3-5-15 3-5-15I 6-6-1 2-0-0 6-6-1 10-0-0 13-5-15 20-0-0 4x4- 3 12 12 41— 1x4\ 3x4\ —14 2 4 Ain b S 3x4- 3x4 1 i r 8 CAy i C1 7 3x7- 6 1.5x4\ 0-0-0 0-0-0 10-0-0 ) 5-9-4 4-2-12 10-0-0 15-9-4 20-0-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (psi) Bldg Code: BC 2012/ TC: 0.43(4-5) Vett 11.4 0.35 in L/520 (7-1) L/180 TCLL: 30 TPI 1-2007 BC: 0.49(7-1) Vol LL 0.08 in L/999 (7-I) L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.33(4-6) Hoa TL 0.02 in 6 BCLL: 0 D.O.L: 115% Creep Factor,Kcr=1.5 BCDL: 10 Plate Odsets(1nt:X,Y,Ang): (1:4-14,2-1,0.) (2:0-0,3-11,29.)(3:0-0,3-11,0.) (4:1-14,4-5,18.) (5:4-14,2-I,0.) (6:0-0,3-8,38.) (7:0-0,3-8,0.) Reaction Summary 1T Type Brg Combo Btg Width Material Rqd Btg Width Max React Max Gay Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-Latch 1.50 in 875 lbs - -80 lbs -00 lbs 11 lbs 6 H Roll(Wall) I 5.5 in Douglas-Fir-Latch 1.50 in 1,056 lbs - -39 lbs -39 lbs 0 lbs 5 H Roll(Wall) 1 3.5 in Douglas-Fir-Latch 1.50 in 314 lbs -16 lbs -59 lbs -59 lbs 0 lbs Material Summary Bracing Summary It DFL#IB 2x4 TC Bracing Sheathed or Purlins at 4-10-0,Partin design by Others. BC DEL#lB 2x4 BC Bracing Sheathed or Purlins at 6-3-0,Pullin design by Others. Webs DFL Stud 2X4 Loads Summary 1)This puss 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 psi)and unbalanced design snow loads(4/12,7.5 psf wind,25 psf lee,15.5 psf lee over peak to 7.2 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 ignore)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 ac ontance with ASCE7-10 with the following user defined input 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building CategoryII(I=1.00),Overall Bldg Dim:40 8 x 60 8,h=25 fl,End Zone Truss,Both and webs considered.DOL=1.60,CC Zone Width 4 8. 4)Mmimnm storage attic loading in accordance with IBC Table 1607.1 has been applied Member Forces Summary Table indicates:Member ID,man CSI,max axial force,(max compr force if different 8ommax axial force) TC8-1 0.249 47 lbs 2-3 0.337 -870 lbs 4-5 0.425 508 lbs (-142 lbs) 1-2 0.400 -1,434 lbs 3-4 0.294 -867 lbs 5-9 0.249 47 lbs BC 56 0.241 -424 lbs 6-7 0.445 593 lbs (-107 lbs)7-1 0.490 1,309 lbs (-260 lbs)I Webs 2-7 0.235 -687 lbs 4-7 0.135 404 lbs 3-7 0.113 337 lbs (-1216s)4-6 0.327 -1,339 lbs Notes: 1)When this suss has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 2)Listed wind uplift reactions based on MW FRS Only loading til p 3)Bearing material shown in the above table has only been checked for resistance perpendicular to grain,and dos not indicate adequacy of material for other design considerations. �•(�°) rn OF�nn I ��� NGINEF9U'- o Q 7329:PE f 01 !�� 4: %- ai, v GAO 4Y 1 1200�yP N• -R19 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be furnished to the erection contractor.Thedsign of this individual suss is based on design criteria and requirements supplied bytheTmss Manufaclutaand 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 mponsibility solely for the truss component design shown.See the cover page and the"Important Infometion&General Notes"paw for additional information.All connector plates shall be smnufactuted by Simpson Strong-Tie Company,Mc 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 gauge plate,or"Sri 18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: CR Strong-Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:46 Truss Page: 1 oft Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 25-8-3 6.364/12 1 2-1-7 0-0-0 0-0-0 0-1-6 I 24 in 43 lbs 27-9-11 I 0-1-6 2-1-7 5-6-6 3-0-13 2-8-14 2-9-15 2-9-15 2-9-15 2-9-15 2-11-0 I 5-6-6 8-7-3 11-4-1 114-2-0 X16-11-15/19-9-14 22-7-13 25-6-13 P 25-8-3 J2 I J1 I IJV5 IIAVHMI J3 tt2 T 9 12 6.36 I— 8 7 3x46( 5 V a 4 6 r-2-1-7-i 0-,E10 ** 1. 1 4-13-2-8-6�t V Loading General CSI Summary Deflection L/ floc) Allowed Load (psi) Bldg Code: IBC 2012/ TC: 0.41(11-1) Vat TL: 0.07 in L/840 (1-2) L/120 TCLL: 30 TPI 1-2007 BC: 0.00 Vat LU 0.01 in UP L/999 (1-2) L/180 TCDL: 7 Rep Mbr Increase: No Web: 0.00 Cant/OHTL: 0.15 in 2L/336 11 2L/120 BCLL: 0 D.O.L: 115% Cant/OHLL: 0.1 in 2L/506 11 2L/120 BCDL: 10 Hoa TL Din 3 Plate OfYsds(InLX,Y,Ang): (5:0-13,1-9,27.) Reaction Summary IT Type Beg Combo Big Width Material Rqd Beg Width Max Read Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 7 in Douglas-Fir-Larch 1.50 in 278 lbs - -60 lbs -60 lbs 59 lbs i 2 H Roll(Wall) 2.125 in Douglas-Fir-larch 1.50 in 309 lbs - -31 lbs -31 lbs 0 lbs 3 H Roll(Wall) 4.25 in Douglas-Fir-larch 1.50 in 121 lbs -19 lbs -52 lbs -52 lbs 0 lbs 4 H Roll(Wall) 2.125 in Douglas-Fir-Lamb 1.50 in 13 lbs -1 lbs -1 lbs 0 lbs 6 H Roll(Wall) 2.125 in Douglas-Fir-[arch 1.50 in 0 lbs -2 lbs -3 lbs -3 lbs 0 lbs 7 H Roll(Wall) 2.125 in Douglas-Fir-Larch 1.50 in 1 lbs -0 lbs - -0 lbs 0 lbs 8 H Roll(Wall) 2.125 in Douglas-Fir-larch 1.50 in 0 lbs -0 lbs -0 lbs -0 lbs 0 lbs 9 H Roll(Wall) 2.125 in Douglas-Fir-Inch 1.50 in 0 lbs - - - 0 lbs 10 H Roll(Wall) 2.125 in Douglas-Fir-[arch 1.50 in 0 lbs - - - 0 lbs Material Summary Bracing Summary TC DFL#IB 2x4 TC Bracing Sheathed orPains at 6-3-0,Putin 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 bear designed for the effects of a balanced design snow load(Ps=25 psi)and unbalanced design snow loads(6.363/12,7.5 psf wind,25 psf lee,19.6 psf lee over peak to 5.7 ft)for hips/gables in accordance with ASCE7-10 except as noted,with the following userde8ned input:25 psf ground snow load(Pg).NOTE:All flat/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 truss has been designed bribe Fats of wind loads in accordance with ASCE7-10 with the followinguserdefined input:120 mph ultimate,Exposum B,Fully Enclosed, Gable/Hip,Building Category II(1=1.00),Overall Bldg Dims 40 ft x 60 ft,h=25 fl,End Zone Truss,Both and webs considered.DOL--1.60,CC Zone Width 4 ft. 4)Minimum storage attic loading in accordance with IBC TSble 1607.1 has been applied Automated Load Case Sl:Balanced Snow Debuted Loads Member Location 1 Location 2 Direction Spread Slat Load End Load 'nib Width Top Chd -2-1-7 0-0-0 Down Proj 25 psf 25 psf 24 in Point Loads Member Location Direction Load Tlib Width `��^Y_p P R Opp Top Chd 2-10-4 Down 49 lbs J �C• UV Top Chd5-8-3 Down 1 Ibs �\ �_`GINFc9 /2 Top Chd2-10-4 Down 142 lbs , `` Top Chd 8-6-2 Down 137 lbs Load Case Dl:Std Dead Load 4C 7329:PE i Point Loads Menta Location Direction Load Trib Width 11, Top Chd 2-10-4 Down 10 lbs ./ Top Chd 2-10-4 Down 73 lbs Top Chd 5-8-3 Down 21 lbs %. V Top Chd 8-6-2 Down 22 lbs e Member Forces Summary "fable indicates:Member ID,max CSI,max axial force,(rax conpr force ifdiffereht from max axial force) '1/ 4 1 ',ZQ° A` It 11-I 0.412 74 lbs 4-6 0.007 -1 lbs 9-10 0.000 -0 lbs O A.S �(J- I1-2 0.402 -61 lbs 6-7 0.002 0 lbs (-0 Ibs) 10-12 0.000 0lbs I Ai 06/14/2016 2-3 0.147 -92 lbs 7-8 0.000 -0 lbs 3-4 0.034 5 lbs (-I lbs) 8-9 0.000 0 lbs Wes Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the action contractor.The design alibis individual truss is basal on design aitaia and requirements supplied by theTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and conpld®ess of the information ser forth by the Building Designer.A seal on this drawing indicates aceptance of professional engineering responsibility solely for the truss component dmign shown.See the cover page and the"Important Infomution&General Notes"pags foradditional infometion.All connector plates shall be manufactured by Simpson Strong-11e Company,Inc in accordance with ESR-2762.All connector plats am 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gange plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: CR Strong-iNe PH 503-581-8787 Project Name: I606039cia Component SolutionsTM Date: 06/13/16 15:03:46 Tmss Page: 2 of 2 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 25-8-3 6.364/12 1 2-1-7 0-0-0 0-0-0 0-1-6 1 24 in 43 lbs Truss-to-truss Connections Summary ID Carred Truss Canying Truss Canying Offset Angle TI26 12 CR 2-104 315 deg T127 J3 CR 2-104 45 deg T128 51 CR 5-8-3 315 deg TI30 JV5 CR 8-6-2 45 deg Tr13 CR AVHM 6-1-8 45 deg Notes: 1)Unlabeled plates are 3x4 20ga. 2)When this tmss has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter3 shall be used.Fabrication tolerance—10%. 3)Listed wind uplift mations basal on MWFRS Only loading 4)Bearing neterial shown in the above table has only ban checked for resistance perpendicular to grain,and does not indicate adequacy of material for other design considerations. 5)Bottom chord extensions over 24"require additional support(++)by others. • •CPEO PROFESS c?�co NGWEe. 02 cc-� 7329:PE / GAO y Y y 200 AP N• -R1S 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the section 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 ennplaenms of the infommtion 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 infomntion.All connector plates shall be manufactured by Simpson Snong1lo 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: CR1 Straiten. PH 503-581-8787 Project Name: 1606039cia Component SolutionsTht MODIFIED Date: 6/14/2016 2:45:42 PM ss Page: loft Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 25-8-3 6.364/12 1 2-1-7 0-0-0 0-0-0 0-0-0 1 24 in 43 lbs 27-9.11I I 2-1-7 5-1-13 2-7-13 2-9-15 2-9-15 2-10-0 2-9-15 2-9-15 1-3-142-4-15 1 I 1 + 1 1 1 I 5-1-13 7-9-10 10-7-9 13-5-8 16-3-8 19-1-7 21-11.62325-8-3 I JA3 II Al HM I J2 I 11 9 12 8 6.36(— 7 6 3x4/ .1- 5 CT, 3 J-2-1-7 0•£10 1 1so '131-2-•• Loading General CSI Summary Deflection L/ (loc) Allowed Lead (psl) Bldg Code: BC 2012/ TC: 0.41(10-1) Vert 7L: 0.03 in L/999 (1-2) L/120 TCIL: 30 IPI 1-2007 BC: 0.00 Nat LL: 0.01 in UP L/999 (1-2) L/180 TCDL: 7 Rep Ma Increase: No Web: 0.00 Cant/OH IL: 0.17 m 2L/293 10 2L/120 BCIL: 0 D.O.L.: 115% Cant/OHLL: 0.1 m 2L/490 10 2L/120 BCDL: 10 Hat TL: 0 i 2 Plate Offsets(Jnt:XY,Ang): (5:3-1,0.6,27.) Reaction Summary ST Type Brg Caubo Bra Width Material Rqd Bra Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Hain 1 Pin(Wall) 7 in Douglas-Fir-Larch 1.50 in 260 Its -68 Ito -68 Its 59 Its 2 H Rdl(Wall) 6.375 in Douglas-Fir-larch 1.50 in 117 Its -37 50 -10 lbs -37 lbs 0116 3 H Rdl(Wall) 2.125 in Douglas-Fir-larch 1.50 in 1916s 22 Its -0016s 40 lbs 0 16s 4 H Roll(Wall) 2.125 in Douglas-Fir-larch 1.50 in 9 9s -4 16s -1 is 4 8s 0 lbs 5 H Roll(Wall) 2.125 in Douglas-Fir-Larch 1.50 in 1 Es -1 Its 2 Its -2 Is 0 lbs 6 H Roll(Wall) 2.125 in Douglas-Fir-Larch 1,50 in 1 lbs -0 Rs -0 lbs 41 lbs 0 Its 7 H Roll(Wall) 2.125 in Douglas-Fir-Larch 1.50 in 0 lbs -0 lbs -0 Rs -0 8s 0 Its 8 H Roll(Wall) 2.125 in Douglas-Fir-Larch 1.50 in O So 93 is -0 NE 0 lbs 9 H Rdl(Wall) 2.125 in Douglas-Fir-Larch 1.50 in 0 6s - -0 8s -0 Its 0 9s 11 H Rdl(Wall) 2.125 in Douglas-Fir-Larch 1.50 in 0 Is - - - 0 Its Material Summary Bracing Summary IC DPL#IB 2x4 TC Bracing: Sheathed or Purlins at 6-343,Perlin design by Others. Loads Summary 1)This truss has been designed for the effects due to 10 psfbotom chord live load plus dead lads. 2)This truss has been designed for the effects da balanced design snow load(Ps=25 ps0 and unbalanced design snav lads(6.363/12.7.5 psf wind,25 psf lee,19.6 pollee over peak to 5.7 ft)for hips/gables in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf grand snow load(Pg).NOTE:All faVsloped rod factors haw been ignored and the grand snow load has ban used t the rodsnow lad(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects dwind lads in accordance with ASCE7-10 with the fdlaving user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category B(1=1.00),Owrall Bldg Dims 40 fl x 60 ft,h=25 ft,End Zone Truss,Bath end wets considered.DOL=1.60,CC Zme Width 4 ft. 4)Minimum storage attic loading in accordance with BC 76Ne 1607.1 has been applied Automated Load Case SI:Balanced Snow Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load Trtth Width Top Chd -2-1-7 0-0-0 Dawn Pre 25 psf 25 psf 24 in Part Loads 4�`D PROFcS Member Location Direction Lad Trib Width C`1- Top Chd 2-10-0 Down 49 Its lir Top Chd 2-104 Dawn 69 lbs ANG[N EFR /02 Load Case DI:Std Dead Load To Loads 7329:PE f Member Location Direction Load Trib Width Top Chd 2-104 Down 10 1ts Twp Chd 2-104 Down 33 lbs Member Forces Summary Table indicates:Member ID,max CSL max axial force,(max comps.force if different frau max axial force) �� ij- e-'I, v TC 10-1 0.412 74 Its 3-0 0.023 3Is (-2160 67 0.000 -0lbs 9-11 0.000 0ls 1-2 0.396 -50116 4-5 0.005 -Ila 7.8 0.000 0 Its �1 / _ P 2-3 0,086 -15 Es 5-6 0.001 0 Ibs (-0 lbs)8A 0000 -0 Its I I '�/O I,�� +ZOO \` BC /V Wets o -RIS 06/14/2016 Expires: 12/31/2016 NOTICE Acopy d this design shall be furnished to the erection contractor.The design of this indnidual truss is hued an design criteria and requirements supplied by the Truss Manufacturer and relies upon the Simpson Strong-Tie Company accuracy and completeness ofthe information set forth by the Building Designer,A seal m this drawing indicates acceptance d professional engineering responsibility solely for the truss component design shown.See the toes page and the'Important Information&General Notes"page for additional informatics.All connector plates shall be manufactured by Simpson Strong-Tie Canpany Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate sin is hdlo ed 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: CR1 SI! ,i*Tlet PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 6/14/2016 2:45:42 PM Page: 2 of 2 Tmss Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 25-8-3 6.364/12 1 2-1-7 0-0-0 0-0-0 0-0-0 1 24 in 43 lbs Truss-to-truss Connections Summary ID Carried Truss Carrying Truss Carrying Offset Angle TT78 12 CRI 2-10-4 45 deg T179 JA3 CRI 2-10-4 315 deg TT107 CR1 Al HM 3F-0 315 deg Notes: I)Unlabeled plates are 384 20ga 2)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%. 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 ofmaterial for other design considerations. 5)Bottom chord extensions over 24"require additional support(H)by others. " (-.\t"13PRQ1 � ��5 �tJG N�F9 /�2I Ir Q� 7329:PE 1 v ',d C°'I0 • `.G i /200'4 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 the Truss Manufacturer and relies upon the Simpson Strong-Tie Company accuracy and completeness tithe 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 mer page and the"Important Information&General Notes"page for additional information.All connector plates shall be manufactured 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 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. - SIMPsoN Oregon Truss Inc Truss: CS Stamens PH 503-581-8787 Project Name: 1606039cia Component Soluti000IM Date: 6/14/2016 2:31:44 PMMODIFIEDIFIED Truss Page: 1 of I 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- ,, 2-0-0I 6-6-1 I 3-5-15 3-5-15 I 6-6-1 I 2-0-0 6-6-1 10-0-0 13-5-15 20-0-0 I 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- 3 7 ''III 12 2x4/ mai 2x4\ 12 41 3x12/ 3x12\ —14 Do Not Notch t 1 t ....... 3x3\2 �A 3x3/(2) t t O Do Not Notch �y b u i r `t tt AT 41,71, 3x5- t i i 3x5- t t t cSI 4x6 • t t 4x6 S 1 —.Al t t t t t t �_ 5 NE: m, t t t t t t T7 ii 08 6 �� 3x7- 0-0-0 0-0-0 ''.. I 10-0-0 I 10-0-0 I 10-0-0 20-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (ps0 Bldg Code: IBC 2012/ TC: 0.37(4-5) Vert IL: 0.3 in L/779 (56) L/180 TCLL: 30 1PI1-2007 StkChd:0.05(12) Vert LL: 0.11 in L/999 (56) L/240 TCDL: 7 Rep Mbr Increase: Yes BC: 0.55(6-1) Hera TL: 0.05 in 5 BCLL: 0 D.O.L.: 115% Web: 0.24(36) Creep Factor,Kcr-1.5 1 BCDL: 10 Plate Offsets(Jn1:X,Y,Ang): (1:1-54.0-10,90.52:04,3-11,18.)(3:0-0,3-13,0.) (4:04.3-11,18.) (5:1-3-5.0-5,90.)(6:04,3.8,0.) Reaction Summary JT 'type Brg Combo Brg Width Material Rqd Brg width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Haig 1 Pin(Wall) 1 3.5 in Douglas—Fir—Larch 1.50 in 1,088 lbs - -88 lbs -88 lbs 11 Its 5 H Roll(Wall) 1 3.3 in Dmglas'Fir-arch 1.50 in 1.088 lbs - -88 lbs .80 Its U Bs Material Summary Bracing Summary TC DFL#1B 2x4 it Bracing: Sheathed or Purlins at 30-0,Pullin design by Others. SlkChd DEL#1B2x4 , BC DFL#1B 2x4 BC Bracing: Sheathed or Purist at 10-00,Partin design by Others. Woks DFL Stud 2x4 Slider DFL#IB2x4 Loads Summary 1)This truss has been designed for the effects due 10 10 psf bottom chard tine load plus dead loads. 2)This truss has been designed for the effects da balanced design snow load(Ps=25 psf)and unbalanced design snow loads(4/12,7.5 psf wind,25 psf lee,15.5 pallor tier peak to 7.2 ft)for hips/gables in accordance with ASCE?-10 except as noted.with the following user defined input:25 psf grand snow load(Pg).1401%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 kr 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 B(I=1.00),Overall Bldg Dims 40 ft x 60 ft,h=23 ft,End Zane Truss,Both end webs considered.DOL=1.60.CC Tate Width 4 ft. I 4)Minimum storage attic loading in accordance with IBC Tible 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max CSI,max axial farce,(maw comer.force if different from mat axial force) TC 7-1 0.249 47 Its 2-3 0.253 -1,546 is 4-5 0.366 -2,423 lbs 1-2 0.366 -2,423 11w 36 0.253 -1,546 as 36 0.249 47 as S&Chd 7 2 0.050 -23 Its T4 0.050 -23 Its BC 5-6 0.555 1,86411s (-360 8s)6-1 0.555 1,864 lbs (-368 Its) Webs 24 0.223 653 lbs 34 0.244 730 lbs (-88 as)46 0.223 453 lbs Notes: I)Gable webs placed at 24"oc.,U.N.O. 2)Attach structural gable Hacks with 1x4 20ga plates,U.N.O. �p P R Opt 3)This truss has been designed for in-plane wind loading.For bracing requirements for mtofptane wind loading,refer to the Cmstructs �� m Documents and/or BCSI-B3. 2`` `U 4)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per 1P11-2007/Chapter 3 shall be used.Fabrication tolerance=10% l !NG[N�Fj(? /O5)Listed wind uplift reactions based m MWFRS Only loading. A_6)Bearing material shown in the atone table has only ban checked for resistance perpendicular to grain,and does nor indicate adequacy of material fa other design considerations. -!� 7)This gable has been designed for a 12"(max.)rake overhang. 7329•PE , !i' ,,- ori, ../.- .41-Y 1 �yP N• -R1S 06/14/2016 Expires: 12/31/2016 NOTICE Acopy ofthis design shall be furnished 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 Simpson Strong-Tie Company accuracy and completeness lithe information set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely fa the Truss component design shown.Sec the oases page and the"Important Information&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate sire 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: DA Strang-Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM 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 7-2-0 7-2-0 1-6-0 7-2-0 14-4-0 5x5/ =Z 2 12 ,, g� 12 —13b rA 0 3x5- 3x4- 1 a Li_ giiii..1 II4 ►� 1x4 Y 1 J3G I 0-0-0 0-0-0 7.2-07-2-0 I 7-2-0 14-4-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (pert) Bldg Code: IBC 2012/ TC: 0.65(1-2) Vet TL: 0.18 in L/929 (4-1) L/180 TCLL: 30 TPI 1-2007 BC: 0.46(4-1) Vat LL: 0.06 in L/999 (4-1) L/240 TCDL: 7 Rqs Mbr Increase: Yea Web: 0.10(2-4) Hotz TL: 0.01 in 3 BCLL: 0 D.O.L: 115% Creep Factor,Ker=1.5 BCDL: 10 Plate Offerers(Jnt:X,Y,Ang): (1:2-8,2-12,0.) (2:0-0,3-14,44.)(3:2-3,2-I2,0.) (4:0-0,3-8,90.) Reaction Summary 1T Type Big Combo Big Width Material Rqd Btg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Truss) 1 1.5 in 1.50 in 686 lbs - -36 lbs -36 lbs -65 lbs 3 H Roll(Wall) 1 5.5 in Douglas-Fir-Latch 1.50 in 790 lbs - -67 lbs -67 lbs 0 lbs Material Summary Bracing Summary TC DFL#IB 2x4 It Bracing Sheathed or Purlins at 6-1-0,Perlin design by Others. BC DFL#IB 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Perlin 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 be®designed for the effects ofa balanced design snow load(Ps=25 psi 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 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 far the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed forthe effects of wind loads in accordance with ASCE7-10 with the followinguser damned input:120 ugh ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Categ sy II(1=1.00),Overall Bldg Dins 40 8 x 60 ft,h=25 8,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 a. 4)Mininum storage attic loading in accordance with IBC fable 1607.1 has been applied Member Forces Summary Table indicates:Member ID,new CSI,max axial force,(max conga force if different from max axial force) BCTC 1-2 0.653 -804 lbs I3-4 0.406 539 lbs I4-1 0.462 539 lbs 13-5 0.145 6716s Webs 2-4 0.101 329 lbs Truss-to-truss Connections Summary ID Carried Muss Canying Truss Carrying Offset Angle T19 DA 13G 2-0-12 90 deg TI9 DA 13G 4-0-12 90 deg Notes: 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%. '<(:1-% �A O PR QPC nn 2)Sur®ayo-Imss connection is for graphical interptctalion only Ahanger orother struauml connection shall be provided to resist the s as reaction and uplift shown in the Reaction C!v_`U• NE., -l V VV 3)Listed wind uplift reactions based on MW FRS Only loading �\� v`_ I � et. 4)Benning 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. 7329:PE � f f V/ ‘..- le-' t_,..,:p 'G/OgY •` 1 AP No -R19 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be famished to the erection contractor.Thedesign of this individual trots is based on design criteria and requirements supplied bytheTruss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information ser forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss con{wnent 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.At connector plates am 20 ging,unless the specified plate size is followed by a"-I8"which indicates an 18 gain plate,or"S#18",which indicates a high tension 18 gang plate. SIMPSON Oregon Truss Inc Truss: DGE Strong-Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:49 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 I 1-6-0 1-6-0 0-0-0 0-0-0 1 24 in 70 lbs 17-4-0 1-6-0 7-2-0 7-2-0 1-6-0 7-2-0 I 14-4-0 I I 4x4- 5 7— 9112 104 I /1 104 1 1216 1 1 2 1X41 1x471 g i 1041 1x41 0 I 3x4 'A 1 1 1 1 a �, 304- if I••CK••IC.I• T.:67, I••Chi*ICI•I••I•I.:MCC i.,.C.••••IC•I•IIC••C•••• 1 104 1 104 1 1041 1041 1041 1041 1x4 1 8 i 0-0-0 0-0-0 14-4-0 I 14-4-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (ps0 Bldg Code: IBC 2012/ TC: 0.16(1-2) Vat TL: Din L/999 (9-9) L/180 TOIL: 30 TPI 1-2007 BC: 0.09(16-1) Vat LL: Din L/999 (9-9) L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.08(5-13) Hora TL: Din 9 BCLL: 0 D.O.L: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(1nlX,Y,Ang): (1:2-3,2-12,0.) (5:0-0,4-6,0.) (9:2-3,2-12,0.) Reaction Summary 1T Type Big Combo Big Width Material Max Read Ave React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Continuous I 172 in Douglas-Fir-Larch 286 lbs 139 plf - -50 lbs -50 lbs -42 lbs Material Summary Bracing Summary TC DFL#1B 284 TC Bracing Sheathed or Patios a 6-3-0,Putin design by Others. BC DFL#IB 2x4 BC Bracing Sheathed or Patios at 6-3-0,Partin design by Othas. Webs DFL Stud 2x4 Loads Summary I)This Miss has been designed lathe effects due to 10 psf bottom chord live load plus dead loads. 2)This Miss has bear 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 8)forhips/files in accordance with ASCE7-10 except as noted,with the fallowing user defined input 25 psf pound snow load(Pg).NOTE:All flat/sloped moffactors have been ignored and the ground snow load has been used for dreamt snow load(Ps=Pg),DOL=1.15. 3)This Miss has been designed forthe effects of wind loads in accordance with ASCE7-10 with the foftowinguser defined input:120 mph ultimte,Exposure B,Fully Enclosed, Gable'Hlp,Building Category B(I=1.00),Overall Bldg Dims 40 8 x 60 8,h=25 8,End Zone Huss,Both aid webs considered.DOL=1.60,CC Zone Width 4 ft. Member Forces Summary Table indicate:Member m,max CSI,max axial force,(max coupe force if different 8omn>ax axial force) it 17-1 0.145 67 lbs 4-5 0.050 -89 lbs 8-9 0.163 219 lbs (-146 Lbs) 1-2 0.163 219 lbs (-146 Lbs)5-6 0.050 -89 lbs 9-18 0.145 67 lbs 2-3 0.051 56 lbs (-46 Lbs)6-7 0.057 -71 lbs 3-4 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 -212 lbs 6-12 0.072 -232 lbs 4-14 0.072 -232 lbs 7-11 0.044 -212 lbs Notes: p I)Gable requires continuous bottom chord bearing `�t.O P R Op 2)Gable webs placed at 24"o.c.,U.N.O. ,t Cv c V(v 3)Attach gable webs with l x4 20ga plates,U.N.O. �� ` `N(�jl[N�`'T S�? 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. t' 5)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication rule once=10%. 6)Listed wind uplift reactions based on MWFRS Only loading 7 329:P E 7)This gable has been designed for a 12"(max.)rake overhang. ;4 �, '/. rltV sI 1 '1 1200'yP O /o -R,S'. 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor.Thedesign of this individual miss is basal on design criteria and requirauents supplied bytheTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and conpldenms of the information ser forth by the Building Designer.A seal on this drawing indicates acceptance ofpmfessional engineering responsibitiry solely forthe truss component design shown.See the cover page and the"Important Iefometion&General Notes"paw for additional information.All connector plates shall be manufactured by Simpson Strong-lle Cornpany,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 grew plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: EB st1Ong-Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:49 Truss Page: 1 of 1 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 9-6-0 1 1-6-01 4-0-0 4-0-0 4-0-0 8-0-0 4x4- 2 12 12 r1' �9 9� o_ 1 sr a e 1 3.4- 3x5- i iT M1MIIIIIL4 _l 1x41 i 0-0-0 0-0-0 4-0-0 � 4-0-0 4-0-0 8-0-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (ps9 Bldg Code: BC 2012/ TC: 0.19(2-3) Ven TL: 0.02 in L/999 (3-4) L/180 TCLL: 30 TPI 1-2007 BC: 0.18(3-4) Vaud.: 0.01 in L/999 (3-4) L/240 TCDL: 7 Rep Mbr lnaease: Ye Web: 0.05(2-4) Hoa TU 0 in 3 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.) (2:0-0,4-6,0.) (3:2-8,2-12,0.) (4:0-0,3-8,90.) Reaction Summary IT Type Bra Combo Be Width Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz I Pin(Wall) 1 5.5 in Douglas-Fir-Larch 1.50 in 585 lbs - -52 lbs -52 lbs 63 lbs 3 H Roll(Truss) I 1.5 in - 1.50 in 437 lbs - -17 lbs -17 lbs 0 lbs Material Summary Bracing Summary IC DFL#IB 2x4 TC Bracing Sheathed or Purlins at 6-3-0,Partin design by Others. BC DFL#1 B 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Pullin design by Others. Webs DFL Stud 2x4 Loads Summary l)This truss has bear 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 pst)and unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,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 psfgmund snow load(Pg).NOTE:All 8a/sloped roof factors have been ignored and the ground snow toad has been used for the roof snow load(Ps=PO,DOL=1.15. 3)This truss has beer designed for the effects of wind loads in acmnlance with ASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gablo'Ehp,Building Category B(I=1.00),Overall Bldg Dins 40 8 x 60 ft,h=25 8,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Mininum storage attic loading in acconlance with IBC'L6101607.1 has bean applied Member Forces Summary Table indicate:Member ID,max CSI,max axial force,(max conpr force if different from max axial force) TC BC 15-1 0.153 3-4 0.179 312 lbs (-29 Ibs)I 4-1 0.122 281 lbs 0 lbs 1-2 0.157 -455 lbs I2-3 0.186 -478 lbs Webs 2-4 0.054 176 lbs Notes: I)When this sauss has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 2)Truss-to-truss connection is for graphical interpretation only Ahange or other structural connection shall be provided to resist the max reaction and uplift shown in the Rection Sanatory. 3)listed wind uplift reactions based on MW FRS Only loading 4)Bearing material shown in the abovetable has only been checked for resistancepepmdicularto gain,and doe not indicate adequacyofmaterial for otherdeig considerations. 5��� D PROpe, �� 0NG[N1 F9 V/0 7329:PE ��' ./ NIFA r.- eq, 1/.., L.O 41,1 tz �yP No -BIS 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis deign shall be famished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied bytheTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the infomation set forth by the Building Designer.A seal on this drawing indicate acceptance ofpmfessional e®neaing responsibility solely for the truss corrponent deign shown.Seethe cover page and the"Important Information&General Notes"paw for additional infonmtion.All connector plates shall be manufactured by Simpson Strong-'he Company,Inc in accordance with ESR-2762.All connector plate are 20 gang.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 gang plate. SIMPSON Oregon Truss Inc Truss: EC Strong-TierPH 503-581-8787 Project Name: 1606039cia Component Soluti000TM Date: 06/13/16 15:03:50 Truss Page: 1 of 1 Version:20165.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R 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 8-0-0 4-0-0 4-0-0 4-0-0 8-0-0 4x4- 2 I 12 , 12 s� r� s 0 1 0 $ 3x5- A4111111666. 3x5- i prig ii 4 1x4 I JIG I I J2G I 0-0-0 0-0-0 4-0-0 4-0-0 4-0-0 8-0-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (psi) Bldg Code: IBC 2012/ TC: 0.18(2-3) Vet T1: 0.02 in L/999 (3-4) L/180 TOLL: 30 TPI 1-2007 BC: 0.18(3-4) 'abs LL 0.01 in L/999 (3-4) L/240 7CDL: 7 Rep MbrIncrease: Yes Web: 0.06(2-4) Hon TL: Oin 3 BC1L: 0 D.O.L: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(1ntX,Y,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 JT Type Brg Combo Brg Width Material Rqd Brg Width Max Real Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Truss) I 1.5 in - 1.50 in 441 lbs - -21 lbs -21 lbs 28 lbs 3 H Roll(Truss) 1 1.5 in - 1.50 in 441 lbs - -21 lbs -21 lbs 0 lbs Material Summary Bracing Summary It DFL#1B 2x4 TC Bracing Sheathed or Purlins at 6-3-0,Pullin design by Others. BC DFL#I B 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Pullin design by Others. Webs DFL Stud 284 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 a balanced design snow load(Ps=25 psi)and unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4 ft)forhips/gables in accordance with ASCE7-10 except as noted,with the following user defined input 25 psf Bound snow load(Pg).NOTA All fiat/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 truss has been designed tribe effects of wind loads in accordance with ASCE7-10 with the following user defined input 120 mph uttirmte,Exposure B,Fully Enclosed, Gable/Hip,Building Category B(I=1.00),Orrell Bldg Dims 40 It x 60 ft,h=25 fl,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 a. 4)Minimum storm attic loading in accordance with IBC Table 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max CSI,max axial force,On.comer form if different from max axial force) TC 3 43 lbs BC 13-4 0.178 315 lbs (-37 Ibs)I 4-1 0.178 315 lbs (-37 Ibs)I Webs 2-4 0.055 179 lbs Truss-to-truss Connections Summary ID Canted Truss Carrying Truss Carrying Offset Angle 1T7 EC JIG 1-6-12 90 deg ITS EC J20 2-0-12 90 deg 7x8 EC J20 4-0-12 90 deg Notes: �� 0 c ) PRor , 1)When this truss has been chosen far quality assurance inspection,the Double Polygon Method per IPI l-2007/Chapter 3 shall be used.Fabrication tolerance=10%. \ ANGI NEER . 2)Truss-to-truss connection is for graphical interpretation only Ahange or other structural connection shall be provided to resist the MU reaction and uplift shown in the Reaction ` Sun A itary. C 2 3)fisted wind uplift reactions based on MWFRS Only loading 4 4)Bearing material shown in the above table has only been checked for resistance perpendicular to gain,and dos not indicate adequacy of material for otherdsign considerations. Q 7329:PE WI iii ye i4- i// "i- �A? 1 zo°'Ali- /0 No R\S \. 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be furnished to the section contractor.Thedsign of this individual truss is based on design criteria and requirements supplied bytheTrnss Manufacture and relics upon the accuracy Simpson Strong-Tie Company and conplderes of the information se fort by the Building Designer.A seal on this drawing indicates acceptance ofprofssional engineering responsibility solely for the truss component design shown.See the cover page and the"Important Information&General Notes"page for additional infornntion.All connectorplates shall be manufactured by Simpson Strong-fie Company,Inc in accordance with ESR-2762.All connector plats 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 gorge plate. SIMPSON Oregon Truss Inc Truss: EGE PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:50 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 8-0-0 9/12 1 1-6-0 1-6-0 0-0-0 0-0-0 1 24 in 361bs 11-0-0I I 1-6-0 4-0-0 4-0-0 1-6-0 4-0-0 8-0-0 4x4- 3 TT 12 r1 12 91 19 1x41 1x4 I o_ 4 1 eto_ 3x4- 3x4- i 1Ai 111.! \..... 1 1 8 7 6 9 1x4 1 1041 1x4 0 1 0-0-0 0-0-0 • 8-0-0 8-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psf) Bldg Code: IBC 2012/ TC: 0.17(1-2) Vet TL: Din L/999 (5-5) L/180 TCLL: 30 TPI1-2007 BC: 0.07(8-1) Vet LL: Din L/999 (5-5) L/240 TCDL: 7 Rep MbrIncrease: Yes Web: 0.05(3-7) Hoa TL: Oin 5 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offied(Jnt:X,Y,Ang): (1:2-3,2-12,0.) (3:0-0,4-6,0.) (5:2-3,2-12,0.) Reaction Summary 1T Type Beg Combo Bag Width Material Max Rest Ave React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 1 Continuous 1 96 in Douglas-Fir-Latch 324 lbs 161 plf - -36 lbs -36 lbs 20 lbs Material Summary Bracing Summary TC DFL 019 2x4 TC Bracing Sheathed or Puffins at 6-3-0,Puffin design by Others. BC DFL#IB 2x4 BC Bracing Sheathed or Purlins at 6-3-0,Puelin design by Others. Webs DFL Stud 2x4 Loads Summary 1)This truss has beat designed bribe effects due to 10 psf bottom chonl live load plus dead loads. 2)This 45155 has been designed for the effects of a balanced design snow load(Ps=25 psi)and 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/gable;in accordance with ASCE?-10 except as noted,with the following user defined input:25 psf pound snow load(Pg).NOTE:All flat/sloped moffactors have bean ignored and the pound snow load has bean used for the mof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in acconlance with ASCE7-10 with the following user defined input:120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category]](1=1.00),Overall Bldg Dins 40 8 x 60 ft,h=25 8,End Zone Truss,Both and webs considered.DOL=1.60,CC Zone Width 4 ft. Member Forces Summary Table indicates:Member ID,max CSI,ran axial force,(max conpr force if different ftom max axial form) TC 9-1 0.153 80 lbs 2-3 0.054 93 lbs (-62 lbs)4-5 0.172 256 lbs (-155 lbs) 1-2 0.172 256 lbs (-155 lbs) 3-4 0.054 93 lbs (-62 lbs)5-10 0.153 80 lbs BC 5-6 0.074 240 lbs (-234 lbs) 7-8 0.027 147 lbs (-37 lbs) 6-7 0.027 147 lbs (-37 lbs) 8-1 0.074 240 lbs (-234 lbs) Webs 2-8 0.035 -184 lbs 3-7 0.051 -214 lbs 4b 0.035 -184 lbs 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 20ga plates,U.N.O. 4)This truss has beat designed for in-plane wind loading See TD-GBL-00031s for gable stud bracing/reinforcement requirements for out-of-plane wind loading. 5)What this truss has been chosen for quality assurance inspection,the Double Polygon Method pa III 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 5����D Or�AA 6)listed wind uplift reactions based on MWFRS Only loading /- UV 7)This gable has beat designed for a 12"(max.)rake overhang. _`^(N c C� , �C 7329:PE t 1 1,� , ,1 /20�'.„0".0 Ns RIS 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 lmss is based on design criteria and requirements supplied bytheTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information so brih by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.Seethe cover page and the"hnponant Infometion&General Notes"page for additional infomulion.All connector plates shall be nranufactuaed 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 gauge plate,or"SO 18",which indicates a high tension 18 gsuyp plate. SIMPSON Oregon Truss Inc Truss: Jl Strong-Tip PH 503-581-8787 Project Name: 1606039cia Component Solutions TM Date: 06/13/16 15:03:51 TrussPage: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R 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 5-4-15 1-6-0 3-10-15 I I 3-10-15 I CR I 12 2 fi 9(— 41i 3x4- 1f 3 i I J3 I 0-0-0 0-0-0 2-0-0 2-0-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (psi) Bldg Code: IBC 2012/ TC: 0.22(1-2) Vat TL: 0.01 m L/999 (3-1) L/180 TOLL: 30 TPI 1-2007 BC: 0.15(3-1) Vat LL: Din L/999 (3-1) L/240 TCDL: 7 Rep MbrIncrease: Yes Web: 0.00(1) Hoa TL: Din 2 BCLL: 0 D.O.L: 115% Creep Factor,Ker=1.5 BCDL: 10 Plate Offsets(1nt:X,Y,Ang): (1:2-3,2-12,0.) Reaction Summary IT Type Big Combo Big Width Material Rqd Bsg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Hosts 1 Pin(Wall) 1 5.5 in Douglas-Fir-Larch 1.50 in 368 lbs - -20 lbs -20 lbs 173 lbs 3 H Roll(Truss) 1 1.5 in - 1.50 in 81 lbs - -4 lbs -4 lbs 0 lbs 2 H Roll(Truss) 1 1.5 in - 1.50 in 163 lbs - -46 lbs 46 lbs 0 lbs Material Summary Bracing Summary TC DFL#1 B 2x4 TC Bracing Sheathed or Prams at 6-3-0,Purlin design by Mos. BC DFL#1B 284 BC Bracing Sheathed or Prams at 10-0-0,Rutin design by Othas. Webs Loads Summary I)This Miss has been designed for the effects due to 10 psf bottom chord live 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(8.996/12,7.5 psf wind,25 psf lee,23.3 psf lee ova peak to 4.8 fl)forhips/gbles in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf Bound snow load(Pgr.NOTE:All flat/sloped roof factors have been ignored and the gourd snow load has bear 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 ASCE7-10 with the following user defined input: 120 mph ultimate,Fxposum B,Fully Enclosed, Gable7hp,Building Category B(I=1.00),Overall Bldg Dims 40 8 x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minimum storage actio loading in accordance with IBC Table 1607.1 has beat applied Member Forces Summary Table indicates:Member ID,man CSI,max axial force,(max comer force if different from max axial fort) It BC I4-13-1 0.147 62 lbs (-14 Ibs)0.159 82 lbs I 1 -2 0.218 -168 lbs ' Webs Truss-to-truss Connections Summary ID Caned Muss Causing Truss Cassying Offset Angle TT38 51 53 4-0-12 270 deg T128 31 CR 5-8-3 315 deg Notes: ('„c) PROFec, I)When this Miss has been chosen for quality assurance inspection,the Double Polygon Method pa TPI I-2007/Chapter shall be used.Fabrication tolerance=10%. '`` us Summary.-buss connection is for graphical intaprelation only Ahanger or other structural connection shall be provided to resist the max reaction and uplift shown in the Reaction �xwO !NG[NE - SOA_ 3)Listed wind uplift reactions basad on MWFRS Only loading ,......f._./ V Yom_ 4)Beating material shown in the above table has only bear checked for resistance papasdicular to grain,and does not indicate adequacyof material for other design considerations. 7329:PE `w IF44p:,' r/- !*ItSO4Yy /Zoo�yP N. R19 06/14/2016 Expires: 12/31/2016 NOTICE Ampy of this design shall be famished to the erection contractor.The design of this individual Miss is based on daig criteria and requirements supplied bytheTmss Manufacture 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 ofpmfessional esgineaing responsibility solely for the truss componast design shown.See the cover page and the"Important Information&General Notes"page for additional infomntion.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates ase 20 gang,unless the specified plate size is followed by a"-18"which indicates an 18 mug plate,or"S#18",which indicates a high tension 18 gorge plate. SIMPSON Oregon Truss Inc Truss: J10 Strong-TiPH 503-581-8787 Project Name: 1606039cia • Date: 06/13/16 15:03:51 Component Solutionsn4 Page: 1 of 1 Truss 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 17-4-15 I 2-0-0 0-11-4 1-10.3 I1-6-01 6-2-4 I11�-10- 1-0-112 2-0.0 6-2-4 8-0-1�0-0-112 120.12 0-115.10-15 8 777 12 91- 3x4/.. M_ AV O I 3x4- 1� Y i 1s 9 1 AlliM 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (ps0 Bldg Code: IBC 2012/ TC: 0.58(1-2) Vat TL: 0.13 in L/491 (9-1) L/180 TCLL: 30 TPI 1-2007 BC: 0.32(9-1) Vat LL: 0.04 in L/999 (9-1) L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.00(1) Hoa TL: 0.02 in 8 BCLL: 0 D.O.L.: 115% Creep Factor,Ra=1.5 BCDL: 10 Plate OlBets(Jnt:X,Y,Angl: (1:2-3,2-12,0.) (5:1-1,1-6,36.) Reaction Summary JT Type Big Combo Big W1dth Material Rqd Big Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 5.5 in Douglas-Fir-Deli 1.50 in 476 lbs - - - 1,352 lbs 9 H Roll(Truss) 1.5 in - 1.50 in 107 lbs - - 0 lbs 2 H Roll(Wall) 4.5 in Douglas-Fir-Lamb 1.50 in 440 lbs - -332 lbs -332 lbs 0 lbs 3 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 20 lbs -30 lbs -23 lbs -30 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-heli 1.50 in 184 lbs - -142 lbs -142 lbs 0 lbs 6 H Roll(Wall) 1.5 in Douglas-Fir-Iaell 1.50 in 209 lbs - -121 lbs -121 lbs 0 lbs 7 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 230 lbs - -67 lbs -67 lbs 0 lbs 8 H Roll(fuss) 1.5 in - 1.50 in 85 lbs - -25 lbs -25 lbs 0 lbs Material Summary Bracing Summary TC DFL#1B 2x4 iC Bracing Sheathed or Purlins at 4-6-0,Puffin design by Othas. BC DFL#1B 2x4 BC Bracing Sheathed or Purlins at 8-6-0,Purlin design by Others. Webs Loads Summary I)This Huss has bear 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 p50 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)forhips/psbles in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf pound snow load(Pgl.NOTE:All flat/sloped roof factors have been ignored and the pound snow load has bum used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has bear designed for the effects of wind loads in axoidance with ASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Categoryll(1=1.00),Overall Bldg Din 40 8 x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 8. 4)Mmiimm storage attic loading in accordance with IBC"Bible 1607.1 has bear applied Member Forces Summary Table indicates:Member ID,rax CSI,max axial force,(nun conpr form if different from man axial force) TC 10-1 0.145 67 lbs 3-4 0.087 -679 lbs 6 7 0.070 -202 lbs BC I2-3 0.452 -1,294 lbs -604 lbs 1-2 0.578 12-3 0.452 -676 lbs 4-5 0.086 -420 lbs 0.081 -414 lbs I7-8 0.050 -7616s Webs ���E3 PROpe Truss-to-truss Connections Summary �� �NG]NE.F9 /02 ID Canied Tuss Carrying Truss Carrying Offset Angle TTll3 Jl0 AIHM 20-0-12 270 deg Notes: 7329:PE `i I)When this truss has been drosm for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 2)Truss-to-Wss connection is for graphical interpretation only Ahanger or other structural conation shall be provided to resist the max reaction and uplift shown in the Reactionili /( Slummy. 3)Listed wind uplift reactions based on MWFRS Only loading 4)Bearingntaial shown in the above table has only berm checked for resistance papmdialar to pain,and does not indicate adequacy of material for other design mnsidaations. r4- tt:'�t v 7jn 1 ' -&Or RAS 06/14/2016 Expires: 12/31/2016 NOTICE Acopyof this design shall be furnished to the erection contractor.The design of this individual fuss is based on design conaria and requirements supplied bytheTmss Manufacturer and antis upon the accuracy Simpson Strong-Tie Company and couplemas of the information set forth by the Building Designer.A seal on this drawing indicates acceptance ofpmfssional mgsneeing responsibility solely for the truss component design shown.Sm the cover page and the"Important Infomntion&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates me 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gaup:plate,or"S#18",which indicates a high tension 18 pug plate. slMPsoN Oregon Truss Inc Truss: J11 Strong-Tis PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:52 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 39lbs I19-4-15 I 2-0-0 0-11-4 2-0-0 i'-6-96-2-4 1-10- 11-0-'\2+2-0-0 L1-1a 6-2-4 IS-0-12 11-1-8 14-0-12 17-10-45 10-0-12 12-0-12 16-0-12 9 • 12 91- 7 3x4/. M 4r- • o 3x4- / 1 T 1 10 1 A1 HM I 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (PSI) BldgCode: WC 2012/ TC: 0.60(1-2) Vert TL: 0.13 in L/488 (10-1) L/180 TOLL: 30 TPI 1-2007 BC: 0.33(10-1) Vert LL: 0.04 in L/999 (10-1) L/240 TCDL: 7 Rep MbrIncrease: Yes Web: 0.00(1) Hoa TL: 0.03in 9 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.) (5:1-1,1-6,36.) Reaction Summary 1T Type Brg Combo Brg Width Material Rqd Barg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Rosi 1 Pin(Wall) 5.5 in Douglas-Fir-Larch 1.50 in 607 lbs - 1,523 lbs 10H Roll(Truss) 1.5 in - 1.50 in 107 lbs - 0 lbs 2 HRoll(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-Lmrh 1.50 in 22 lbs -30 lbs -20 lbs -30 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 182 lbs - -143 lbs -143 lbs 0 lbs 6 H Roll(Wall) 1.5 in Douglas-Fir-Ludt 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(Truss) 1.5 in - 1.50 in 84 lbs - -24 lbs -24 lbs 0 lbs Material Summary Bracing Summary i TC DFL#1B 2x4 TC Bracing Sheathed or Purlins at 4-2-0,Partin design by Others. BC DFL#16 2x4 BC Bracing Sheathed or Puffins at 8-0-0,Pullin design by Others. Webs Loads Summary '., 1)This truss has beet designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This muss has bear designed bribe effects ofa balanced design snow load(Ps=25 pal)and unbalanced deign snow loads(8.999/12,7.5 psf wind,25 psf lee,23.3 psflee over peak to 4.8 ft)for hips/gables in accordance with ASCE7-10 except as noted,with the following userdefined input:25 psf ground snow load(Pg).NOTE:All flatsloped 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 mass has bear 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=1.00),Overall Bldg Dim,40 fix 60 n,h=25 t,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 bent applied Member Forces Summary Table indicates:Member ID,max CSI,max axial force,(max conga force if different fiommax axial force) TC 1-2 0.601 ,508 lbs -5 7 -633 lbs 7-8 0.062 -211 lbs BC 122-3 0.456 1-889 6 -889 lbs 156 0.071 -627 lbs 189 0.054 -77 lbs I Webs0.0 �C`0 PR0Pk-, Truss-to-truss Connections Summary ,. ., 0NGIN4. u/� ID Carred Truss Carrying Truss Carrying Offset Angle A_ TTI14 011 AI HM 22-0-12 270 deg -!� Notes: Q 7329:PE I)When this muss has been chosen for quality assurance inspection,the Double Polygon Method per TPl 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. / 2)Truss-to-truss connection is for graphical interpretation only Ahanger or other structural connection shall be provided to resist the max m ction and uplift shown in the Reaction ./ Sunny. 3)listed wind uplift reactions based on MWFRS Only loading 4)Bearing material shown in the above table has only beat checked forrso istance perpendicular grain,and dos not indicate adequacy of material for other design considerations. VA rI w L`zr Of .. ''.1 y 1 / ,70" N• -Rls 06/14/2016 Expires: 12/31/2016 �'. NOTICE Acopyofthis design shall be furnished to the erection contractor.The design of this individual hues is based on design criteria and requirements supplied bytheTruss Manufacturer and when upon the accuracy Sison 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 coven rap Strong-Tie Company page and the"hsportant Infommtion&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 plats are 20 gag.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: J12 stZon$T PH 503-581-8787 Project Name: 1606039cia 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 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 361bs 17-7-7I I 2-0-0 0-11-4 I1-6-9 6-2-4 �1-10-a, 1-0-12 2-0-0 12-0-111 6-2-4 13-0-12 14-1-8 44-0-1216-10- 10-0-12 12-0-12 ^Z 8 12 9n 3x47/. g 3x4- /} 1 11 g I A1HM 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (pst) Bldg Code: IBC 2012/ TC: 0.58(1-2) Vert TL: 0.13 in L/491 (9-1) L/180 TOLL: 30 IPI 1-2007 BC: 0.32(9-1) Vet LL 0.04 in L/999 (9-1) L/240 TCDL: 7 Rep MbrIncrease: Yes Web: 0.00(I) Hoa TL: 0.02 in 8 BCLL: 0 D.O.L: 115% Creep Factor,Kcr=1.5 BCDL: 10 Plate Offsets(Jnt:)Y,Ang): (1:2-3,2-12,0.) (5:1-1,1-6,36.) Reaction Summary IT Type Brg Combo Bq?Width Material Rqd Brg 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 483 lbs - - - 1,361 lbs 9 H Roll(Tmss) 1.5 in 1.50 in 107 lbs - 0 lbs 2 H Roll(Wall) 4.5 in Douglas-Fir--[arch 1.50 in 440 lbs - -332 lbs -332 lbs 0 lbs 3 H Roll(Wall) 1.5 in Douglas-Fir-larch 1.50 in 19 lbs -30 lbs -21 lbs -30 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 184 lbs - -141 lbs -141 lbs 0 lbs 6 H Roll(Wall) 1.5 in Douglas-Fir-Latch 1.50 in 200 lbs - -123 lbs -123 lbs 0 lbs 7 H Roll(Wall) 1.5 in Douglas-Fir-Latch 1.50 in 250 lbs - -70 lbs -70 lbs 0 lbs 8 H Roll(Truss) 1.5 in - 1.50 in 91 lbs - -27 lbs -27 lbs 0 lbs Material Summary Bracing Summary TC DFL HTB 2x4 TC Boding Sheathed or Purlins at 4-6-0,Purlin design by Others. BC DFL//1B 2x4 BC Bracing Sheathed or Purlins at 8-6-0,Purim design by Others. Webs Loads Summary 1)This truss has been designed or the erects due to 10 psf bottom chord live load plus dead loads. 2)This mass has been designed or the effects ofa 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 II)or hips/gables in accordance with ASCE7-10 except as noted,with the ollowinguser defined input:25 psf ground snow load(Pg).NOTE:All flat/sloped mof factors have been ignores and the ground snow load bas been used or the roof snow load(Ps=Pg),DOL=1.15. 3)This buss has been designed or 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 R(I=1.00),Overall Bldg Dim,40 fix 60 8,h=25 ft,End Zone Tmss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Mininum storage attic loading in accordance with IBC Table 1607.1 has bear applied Member Forces Summary Table indicates:Member m,max CSI,max axial oche,(max conpr force if different fiom max axial once) IC 10-1 0.145 67 lbs 3-4 0.087 -690 lbs 0.071 -212 lbs I 1-2 0.579 -1,305 lbs 4-5 0.085 -431 lbs 0.059 -82 lbs 2-3 0.452 -687 lbs 5-6 0.072 -425 lbs 167:78 BC 9-1 0.323 607 lbs -__ Webs Truss-to-truss Connections Summary '<0.‘t ID PRC6FFi5'�, ID Canial Tmss Carrying Truss Canying Offset Angle �GJ `G[N�4 �O TT115 112 Al HM 24-0-12 270 deg ��? ?/ Notes: C2 7329:PE f I)When this tmss has been chosen or quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter3 shall be used.Fabrication tolerance=10%. 2)Truss-to-truss connection is or graphical interpretation only A hanger or other structural connection shall be provided to resist the man reaction and uplift shown in the Reaction Summary. y. 3)Listed wind uplift reactions based on MWFRS Only loading 4)Beating material shown m the above table has only been checked or resistance perpendicular to grzin,and does not indicate adequacyofmaterial orother dsign considerations. f) f. iIt .G�oxay /2„Q,...,,- . ., N• -RIS 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be furnished to the erection contractor.The design of this individual buss is based on design criteria and requirements supplied bytheTruss Manufacturer and reties upon the accuracy Simpson Strong-Tie Company and corrpleteness of the inomration set forth by the Building Designer.A seal an this drawing indicates acceptance ofprofessional engineering responsibility solely or the truss component design shown.See the cover page and the"Important hnfometion&General Notes"page for additional inonmlion.All connector plates shall be manufactured by Simpson Strong-De Conpany,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-Ill"which indicates an 18 gauge plate,or"SH 18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: J13 Strang ie PH 503-581-8787 Project Name: 1606039cia Component SolutionsT"' 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 39 lbs 19-7-7 2-0-0 0-11-4 2-0-0 1-61 6-1-8 1-11- 1r0-12 2-0-0 12-0-11, 6-1-8 43.0-12 14 -1-8 14-0-12 18-1-7 10-0-12 12-0-12 16-0-12 9 12 91 7 3x4/. ¢0 3x4- Z 1 10 Y f 1 1 AVHM] 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (psfl Bldg Code: IBC 2012/ TC: 0.59(1-2) Vat TL 0.13 m L/497 (10-1) L/180 TOLL: 30 TPI 1-2007 BC: 0.32(10-1) Vat LL 0.04 in L/999 (10-1) L/240 TCDL: 7 Rep MbrIncrease: Yes Web: 0.00(1) Horz IL: 0.03 in 9 BCLL: 0 D.O.L: 115% Creep Factor,Kc=1.5 BCDL: 10 Plate Oases(JnI:X,Y,Ang): (1:2-3,2-12,0.) (5:1-1,1-6,36.) Reaction Summary ST Type Bre Combo Brg Width Material Rqd Bre 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 617 lbs - - - 1,532 lbs 10H Roll(Tlnss) 1.5 in - 1.50 in 107 lbs - - - 0 lbs 2 H Roll(Wall) 3 in Douglas-Fir-Lamb 1.50 in 432 lbs - -327 lbs -327 lbs 0 lbs 3 H Roll(Wall) 1.5 in Douglas-Fir-Dards 1.50 in 0 lbs -27 lbs -17 lbs -27 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-Iamb 1.50 in 182 lbs - -142 lbs -142 lbs 0 lbs 6 H Roll(Wall) 1.5 in Douglas-Fir-larch 1.50 in 150 lbs - -117 lbs -117 lbs 0 lbs 7 HRoll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 193 lbs - -117 lbs -117 lbs 0 lbs 8 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 257 lbs - -73 lbs -73 lbs 0 lbs 9 H Roll(Buss) 1.5 in - 1.50 in 90 lbs - -26 lbs -26 lbs 0 lbs Material Summary Bracing Summary TC DFL#113 2x4 It Bracing Sheathed or Purlins at 4-2-0,Puffin design by Others. BC DFL#IB 2x4 BC Bracing Sheathed or Purlins at 8-0-0,Purlin design by Others. Webs Loads Summary 1)This Huss has been designed forme effects due to 10 psf bottom chord live load plus dead loads. 2)This mass has be®designed forme 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)forhips/gabled in accordance with ASCE7-10 except as noted,with the following userdefned input:25 psf ground snow load(Pg).NOTE All fat/sloped roof factors have been ignored and the ground snow load has bear used forme roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed forme effects of wind loads in accordance with ASCE7-10 with the followinguswdefned input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Fhp,Building Category B(I=1.00),Overall Bldg Dins 40 8 x 60 ft,6=25 8,End Zone Muss,Both and webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Mmirmm 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 tonne form if different Som max axial fore) TC 34-45 67:78 1-2 0.586 lbs 0.07 44 lbs 0.07 -220 lbs BC 120I1-1 0.145 67 lbs 0.089 -903 lbs 0.071 -429 lbs -3 0.3210.445 1,522-914-914 lbs I5-6 0072 -6391bs 8-9 0.061 -82lbs I ---- ---- Webs ���D PROFESS � Truss-to-truss Connections Summary � ;NGINEF- X0 ID Carried Truss Carrying Truss Canying Offset Angle 2 TT21 113 AVHM 22-0-12 90 deg 7329:PE 11 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)Truss-to-truss 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 / Sammy. ' 3)Listed wind uplift reactions based on MWFRS Only loading III,' (4. _,, v n 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. 4, .G/O'41)' } r �%�yP N• -R1S 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be famished to the section contractor.The design of this individual mass is based on design criteria and requirements supplied bytheTmss 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 ofprofssioaal engineering responsibility solely for the truss component design shown.See the cove page and the"Important Information&General Notes'.page for additional information.All connector plates shall be manufactured by Simpson Strong-'He Company,Inc in accordance with ESR-2762.All connector plates are 20 pup.unless the specified plate size is followed by a"-I8"which indicates an 18 pup plate,or"S#18",which indicates a high tension 18 gage plate. j SIMPSON Oregon Truss Inc Truss: J14 StrOng-T1e PH 503-581-8787 Project Name: 1606039cia Component Solutions", Date: 06/13/16 15:03:54 TrussPage: 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 36 lbs 17-7-7 1 2-0-0 0-11-4 �1�� 6-1-8 18-00.121 11 1-e 4a-0-216-11-71 10-0-12 12-0-12 zz $ 12 7 91-- 3x4/. `a' e5 cs '.., � 3x4- 4 s 1 1a I AVHM 1 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ floc) Allowed I Load (pst) Bldg Code: IBC2012/ TC: 0.56(1-2) Vert TL: 0.13 in L/500 (9-1) L/180 i TCLL: 30 TPI 1-2007 BC: 0.32(9-1) Vert LL: 0.04 in L/999 (9-1) L/240 TCDL: 7 Rep MbrIncrease: Yes Web: 0.00(1) Hoez TL: 0.02 in 8 BCLL: 0 D.O.L.: 115% Creep Factor,Ker=1.5 BCDL: 10 Plate Offsets(1nFX,Y,Aug): (1:2-3,2-12,0.) (5:1-1,Ifi,36.) Reaction Summary IT Type Big Combo Brg Width Material Rqd Beg 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 487 lbs - - - 1,361 lbs 9 H Roll(Truss) LS in - 1.50 in 107 lbs - 0 lbs 2 HRoll(Wall) 3 in Douglas-Fir-Larch 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-Larch 1.50 in 183 lbs - -140 lbs -140 lbs 0 lbs 6 H Roll(Wall) 1.5 in Douglas-Fir-Inde 1.50 in 201 lbs - -123 lbs -123 lbs 0 lbs ' 7 H Roll(Wall) 1.5 in Douglas-Fir-[arch 1.50 in 250 lbs - -70 lbs -70 lbs 0 lbs 8 H Roll(Truss) 1.5 in - 1.50 in 91 lbs - -27 lbs -27 lbs 0 lbs Material Summary Bracing Summary TC DEL#1B 2x4 TC Bracing Sheathed or Purlins at 4.6-0,Pullin design by Others. BC DFL#IB 2x4 BC Bracing Sheathed or Purlins at 8.6-0,Pullin 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 ofa balanced design snow load(Ps=25 psf)and unbalanced deeigu snow loads(8.999/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 8)forhips/gables in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf pound snow load(Pg).NOTE:All flat/sloped mof hiders have been ignored and the pound 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 with ASCE7-10 with the fallowing user defined input 120 mph ultimate,Exposure B,Fully Enclosed, Gable/I-hp,Building Category II(I=1.00),Overall Bldg Dins 40 ft x 60 8,h=25 ft,End Zone Truss,Both and webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minirwm storm attic loading in accordance with IBC Ikble 1607.1 has been applied Member Forces Summary Table indicate:Member ID,max CSI,max axial force,(max comer force if different from max axial force) i TC 10-1 0.145 67 lbs 7A 0.086 -689 lbs I6-7 0.071 -212 lbs I 1-2 0.564 -1,308 lbs 4-5 0.085 -431 lbs 7-8 0.059 -82 lbs '. 2-3 0.441 -701 lbs 5-6 0.072 -426 lbs BC 9-1 0.316 -6051bs Webs Truss-to-truss Connections Summary �S'��NGP E s/O ID Carried Tmss Carrying Muss Carrying Offset Angle TT22 814 AVHM 24-0-12 90 deg , ?/ Notes: ‘4........_,,, 7329:PE `� 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=TO N. 2)Truss-to-truss connection is for graphical interpretation only Ahanga or other structural connection shall be provided to resist the max traction and uplift shown in the Reaction //j Summary. 3)Listed wind uplift reactions based on MWFRS Only loading 4)Bearing material shown in the above table has only been checked forssistance perpusdialarm gain,and does not indicate"dequacyofneaterial Erothedeips considerations. 1r, r1. �,�t v /j .G/O• q y 1 /200�yP N• -RIS 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be famished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied bytheTmss Manufacturer and rehes upon the accuracy Simpson Strong-Tie Company and completeness ofthe infonmtion ser Earth by the Building Doig.er.A seal on this drawing indicates acceptance of professional engineering msponsibility solely for the truss component design shown.Seethe cover page and the"Important Infometion&General Notes"page for additional infomntion.All connector plates shall be manufactured by Simpson Strong-Ile Cosssany,Inc in aceoedance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"48"which indicates an 18 mug plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: J15 Strong-Ti PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:54 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 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 32 lbs 15-7-7 1 2-0-0 1101 -6- 6-1-8 �1-11-4 2-0-0 12-0-11 6-1-8 8-0.1210-0-12 14.1-7 12-0-12 6 12 s� N' H� . C /AVHMI 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (ps) Bldg Code: IBC 2012/ TC: 0.54(1-2) Vat TL: 0.13 in L/502 (7-1) L/180 TOLL: 30 TN 1-2007 BC: 0.31(7-1) Vat 1L: 0.04 in L/999 (7-1) L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.00(1) Holz TL: 0.02 in 6 11 BCLL: 0 D.O.L.: 115% Creep Factor,Ha=1.5 BCDL: 10 Plate Offsets(1nt:X,Y,Ang1: (1:2-3,2-12,0.) Reaction Summary IT Type Brg Combo Brg Width Material Rqd Beg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz I Pin(Wall) 5.5 in Douglas-Fir-Iamb 1.50 in 376 lbs . - - 1,190 lbs 7 H Roll(Truss) 1.5 in - 1.50 in 107 lbs - . - 0 lbs 2 H Roll(Wall) 3 in Dougas-Fir-Larch 1.50 in 431 lbs - -325 lbs -325 lbs 0 lbs 3 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 0 lbs -26 lbs -15 lbs -26 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-Larch 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(Tl mss) 1.5 in - 1.50 in 91 lbs - -27 lbs -27 lbs 0 lbs Material Summary Bracing Summary TC DFL#1B 2x4 TC Bracing Sheathed or Purlins at 5-0-0,Pullin design by Others. BC DFL#IB 2x4 BC Bracing Sheathed or Purlins at 9-0-0,Pullin design by Others. Webs Loads Summary ', 1)This muss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This suss 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 II)forhips/gbles in accordance with ASCE?-10 except as noted,with the following user defined input:25 psf pound snow load(Pg).NOTE All Hat/sloped roof factors have bear 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 with ASCE7-10 with the followingusw defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category B 0=1.00),Overall Bldg Dim;40 ft x 60 ft,h=25 5,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minimum storm attic loading in accordance with IBC Table 1607.1 has been applied Member Forces Summary Table indicates:Member ID,man CSI,max axial force,(max cenpr force if different from max axial force) II TC I8-1 0.145 67 lbs I2-3 0.437 -489 lbs I4-5 0.073 -211 lbs 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 S��Pcp PRQFF-As ID Carried Truss Carrying Truss Carrying Olga Angle 1123 115 AVHM 26-0-12 90 deg ��\ (,-\Cj INEL�� ;OA Notes: `` ` -!� I I)When this truss has been chosen for quality assurance inspection,the Double Polygn Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 7329:PE 2)Truss-to-truss connection is for graphical interpmation only Ahangr or other structural connection shall be provided to resist the max reaction and uplift shown in the Reaction I Summary. 1 3)listed wind uplift reactions based on MWFRS Only loading 4)Bearing material shown in the above table has only been checked for resistance peependicxlarm gain,and does not indicate adequacy of material lbrothwdesipn considerations. VA v/- C1e - -4- -4-i /2o)..Q Ns -R1S I 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be famished to the erection contractor.The design of this individual truss is based on design aitnia and requiremaets supplied bytheTmss 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 engneering responsibility solely for the truss component design shown.See the cover page and the"Important Information&Genet Notes"page foradditional information.All connector plates shall be manufactured by Simpson Stronglie Company,Inc in accordance with ESR-2762.All connector plates 1� 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: J16 Strong-Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:55 Tnlss 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 1 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 29 lbs 13-7-7 1 1-6-0 6-1-8 1-11-4 2-0-0 2-0-11 1 6-1-8 8-0-12110.0-12I 12-1-7 1 5 TT 9 12 ¢o 0 3x4- 5 1 6 1 AVHM] 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/ IC: 0.52(1-2) Vert TL: 0.13 in L/506 (6-1) L/180 TCLL: 30 TPI 1-2007 BC: 0.31(6-1) Vat IL: 0.04 in L/999 (6-1) L/240 TCDL: 7 Rep MbrIncrease: Yes Web: 0.00(1) Hoa TL: 0.01 in 5 BCLL: 0 D.O.L: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(JntX,Y,Ang): (1:2-3,2-12,0.) Reaction Summary IT Type Brg Combo Big Width Material Rqd Brg Width Max React Max Cam Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 5.5 in Douglas-Fir-Larch 1.50 in 376 lbs - - - 1,019 lbs 6 H Roll(Tress) 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 HRoll(Wall) 1.5 in Douglas-FirLach 1.50 in 68 lbs -27 lbs -17 lbs -27 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 282 lbs - -94 lbs -94 lbs 0 lbs 5 H Roll(Tress) 1.5 in - 1.50 in 87 lbs - -25 lbs -25 lbs 0 lbs Material Summary Bracing Summary TC DEL#1B 2x4 TC Bracing Sheathed or Purlins at 5-7-0,Pullin design by Others. BC DEL#1B 2x4 BC Bracing Sheathed or Purlins at 9-6-0,Puriin design by Others. Webs Loads Summary 1)This tears has bear designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This buss has been designed for the effects of a balanced design snow load(Ps=25 pert)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)forhips/gables in accordance with ASCE7-10 except as noted,with the following userdefined input:25 psf pound snow load(Pg).NOTE:All fat/sloped roof factors have been ignored and the pound snow load has boot used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has beat designed for the effects of wind loads in acconfance with ASCE?-10 with the following user defined input: 120 oath ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category 11(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 fl. 4)Minimum storage attic loading in accordance with IBC lhble 1607.1 has been applied Member Forces Summary Table indicates:Member ID,um CSI,max axial force,(max conpr force if different from max axial force) BC I1-2 0.524 -879 lbs I3-4 0.081 -252 lbs I4-5 0.071 -8416s I 6-1 0.307 -489 lbs Webs Truss-to-truss Connections Summary ID CarriedTluss Canying Truss Carrying Offset Angle ��� p� PROp4" TI24 J16 AVHM 28-0-12 90 deg LS Notes: (.1 ,,,, GINE.F9 /02 1)When this mass has ben chosen for quality assurance inspection,the Double Polygon Method pa TPI 1-2007/Chapter3 shall be used.Fabrication tolerance=10%. <(/ 2)Thiers-to-cuss connection is for graphical interpretation only Ahaugaorother simauml connection shall be provided to rmist the max reaction and uplift shown in the Reaction Q 7329:P E 1 Summary. 3)listed wind uplift reactions based on MWFRS Only loading 4)Bearing material shown in the above refile has only been checked for resistance perpendicular to pain,and does not indicate adequacy ofmaterial for other dsign considerations. Ire i '.4. li'''/A • • Z /41-.1 /20o yP /O No .R1S 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be finished to the auction contractor.Thedmign of this individual truss is based on design criteria and requirements supplied bytheTruss Manufacturer and relics 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 buss component design shown.Seethe cover page and the"hrportant Information&General Notes"page for additional information.All conneaorplates shall be manufactured by Simpson Strong-Ile Connaoy,Inc in accordance with ESR-2762.All connector plats are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 game plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: J17 Strong-Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:56 Tmss 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 5 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 27 lbs 11-11-0 0-4-4 11-6-01 6-1-8 1 1-11-41 2-0-0 I 6-1-8 8-0-12 10-0-12 10-5-0 Ti 5 Z- 12 9� oN d 0 1 3x4 7 AVHM 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (pert) Bldg Code: IBC 2012/ TC: 0.52(1-2) Vet TL: 0.13 in L/507 (6-1) L/180 TCLL: 30 IPI 1-2007 BC: 0.31(6-1) Vet LL: 0.04 in L/999 (6-1) L/240 TCDL: 7 Rep Mbrincaase: Yes Web: 0.00(1) Hoa TL: 0.01 in 4 BCLL: 0 D.O.L: 115% Creep Factor,Kcr=1.5 BCDL: 10 Plate Oras(Jnt:X,YAng): (1:2-3,2-12,0.) Reaction Summary IT Type Big Combo Big WSdth Material Rqd Big Width Max React Max Gsav Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 5.5 in Douglas-Fir-Larch 1.50 in 376 lbs - - - 946 lbs 6 H Roll(Truss) 1.5 in 1.50 in 107 lbs - 0 lbs 2 H Roll(Wall) 3 in Douglas-FG-Latch 1.50 in 440 lbs - -324 lbs -324 lbs 0 lbs 3 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 95 lbs -27 lbs -15 lbs -27 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-lardi 1.50 in 229 lbs -129 lbs -129 lbs 0 lbs 5 H Roll(Truss) 1.5 in - 1.50 in 132 lbs -59 lbs -53 lbs -59 lbs 0 lbs Material Summary Bracing Summary TC DFL#1B 2x4 TC Bracing Sheathed or Purlins at 5-11-0,Puihn design by Other. BC DFL#1B 2x4 BC Bracing Sheathed or Purlins at 9-9-0,Putin design by Others. Webs Loads Summary I)This truss has been designed Sorthe edicts due to 10 psf bonom chord live load plus dead loads. 2)This miss has beat designed for the edeas of balanced design snow load(Ps=25 pst)and unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)forhips/gables in accordance with ASCE?-10 accept as noted,with the bftowinguserdeftned input:25 psf ground snow load(Pg).NOTE:All fiat/sloped roof factors have ban ignored and the ground snow load has beat used for the roof snow load(Ps=Pg),DOL=1.15. 3)This Miss has been designed for the edeas of wind loads in accordance with ASCE7-10 with thefoftowinguser defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gabldlhp,Building Category B(1=1.00),Overall Bldg Dina 40 ft x 60 ft,h=25 ft,End Zone Truss,Both ard webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minimum storage attic loading in accordance with IBC Table 1607.1 has bear applied Member Forces Summary Table indicates:Member ID,max CM,max axial force,(max coir force if different from nix axial force) Tc I7-1 0.145 67 lbs 1-2 0.517 -788 lbs I2-3 0.432 -185 lbs 3-4 0.076 -165 lbs I4-5 0.081 7916s (fi31bs)I BC 6-1 0.305 -465 lbs Webs Truss-to-truss Connections Summary -- ---- - ID Carried Truss Carrying Tmss Carrying Offset Angle �n D PR[TFTs 1125 117 AVHM 30-0-12 90 deg ..<<. -s ` /- V T125 117 AVHM 32-0-12 90 deg c ' G[N L rS/ 112TTl25 117 AVHM 36-0-12 AVHM 34-0-12 90 de N. �(N CFR 02 Tr25 117 AVHM 38-0-12 90 deg k/ Q Notes: 7329:PE , I)When this maat ss has bechosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. / 2)Tmss-to-truss connection is for graphical interpretation only Ahanga or othersmactural connection shall be provided to resist the max reaction and uplift shown in the Reaction Sunmary. 3)Listed wind uplift reactions based on MWFRS Only loading 4)Bearing material shown in the above table has only bear checked for rosistance perpendicular to n,and does not indicate ad r� �''� gar adequacy for other design considerations. �/ N• -R19 06/14/2016 Expires: 12/31/2016 NOTICE Ampyofthis design shall be famished to the action contractor.The design of this individual truss is based on design criteria and requirements supplied bythelmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information as fort by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.Sm the cover page and the"Important Infomntion&General Notes"page for additional infomntion.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates am 20 muga,unless the specified plate size is followed by a"-18"which indicates an 18 gam W plate,or"S#18",which indicates a high tension 18 game plate. SIMPSON Oregon Truss Inc Truss: J 1 G Strongly PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:56 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R 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 3-9-7I I 3-6-0 0-37 3-6-0 1.5x44 112 1 3x4- 1 16 ili 1 i pm �� 1.5x4 I EC I I AlHMI 0-0-0 0-0-0 3-6-0 3-6-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (,sl) BldgCode: IBC 2012/ TC: 0.14(1-2) Vert TL: 0.02 in L/999 (3-1) L/180 TCD.: 30 TPI 1-2007 BC: 0.46(3-1) Vet LL: 0.01 in L/999 (3-1) L/240 TCDL: 7 Rep MbrIncrease: No Web: 0.13(2-3) Holz TL: Sin 3 BCLL: 0 D.O.L: 115% Cseep Factor,Ka=1.5 BCDL: 10 Plate Offsets(Jnt:X,Y,Angi: (1:3-8,1-12,0.) (2:34,6-13,90.)(3:3-4,5-8,90.) Reaction Summary .IT Type Brg Combo Big Width Material Rqd Beg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz I 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#I13 2x4 IC Bracing Sheathed or Purlins at 6-3-0,Puelin design by Othes. BC DFL#2 2x6 BC Bracing Sheathed or Purlins at 10-0-0,Puffin design by Othes. Webs DFL Stud 2x4 Loads Summary 1)This buss 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 est)and unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 3.8 ft)forhips/gables in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf pound snow load(Po.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 bear designed fir the effects of wind loads in acmedance with ASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gabldltip,Building CategoryB d=1.00),Overall Bldg Dins 40 f x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Mminum storm attic loading in accordance with IBC Table 1607.1 has been applied Automated Load Case Sl:Balanced Snow Distributed Loads Member Location 1 Location 2 Direction Spread Stat Load End Load Trib Width Top Chd 0-0-0 3-9-7 Down Proj 25 psf 25 psf 24 in Point Loads Member Location Direction Load Trib Width Bot Chd 1-6-12 Down 305 lbs Load Case D l:Std Dead Load Point Loads ��Ep P R Q e- Member Location Direction Load Trib Width Bol Chd 1-6-12 Down 136 lbs Co' �NGI NE. - s/02 Member Forces Summary Tableindicates:Member ID,max CSI,max axial force,(max comps force if different frommax axial force) N. It 1-2 0.140 .402 lbs 24 Q 0.025 -37lbs I Webs7329:PE ji I2-3 0.457 292 lbs (-13516s)I I 2-3 0.132 -208 lbs Truss-to-truss Connections Summary if ID Carried Truss Canying Miss Canying Offset Angle 117 EC 11G 1-6-12 90 degirk• r� It"'' I., TT108 JIG AIHM 3-11-4 270 deg • Notes: 'i/I) �2004 1)When this truss has be®chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter3 shall be used.Fabrication tolerance=10%. No -r]1S 2)Truss-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 C-� 06/14/2016 Summary. 3)listed wind uplift reactions based on MWFRS Only loading 12/31/2016 4)Bearing material shown in the above table has only been checked for resistance perpendicular to gain,and does not indicate adequacy of material&r other design considerations. Expires: 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 bytheTmss Manufacturer and reties upon the accuracy Simpson Strong-Tie Company and completeness of the information so frith by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility soldy for the muss component design shown.See the cow page and the"Important Infomution&General Notes"page for additional infommtion.All connector plates shall be manufactured 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 gauge plate,or"SO 18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: J2 StregTie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:57 Truss Page: 1 of 1 Version:2016.5.1[Build 5] 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 1-6-0 1 1-10-15 1-10-15 I CR I I CR1 I n 6 TiFI 12 2 9� S 3x4- 1 r-f 3 1JA3iJ IJ3I- o-o-o 0-0-0 2-0-0 I 2-0-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (ps0 Bldg Code: IBC 2012/ TC: 0.22(4-1) Vat TL: 0m L/999 (3-1) L/180 TCLL: 30 TPI 1-2007 BC: 0.03(3-1) Vat LL: 0 in UP L/999 (3-1) L/240 TCDL: 7 Reptvtbr Increase: Yes Web: 0.00(1) Hoa TL 0i 2 BCLL: 0 D.O.L: 115% Creep Factor,Kcr=1.5 BCDL: 10 Plate Offsets(Jnt:X,Y,Ang): (1:2-3,2-12,0.) Reaction Summary JT Type Big Combo Brg Width Material Rqd Bag Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz I Pin(Wall) I 5.5 in Douglas-Fir-Larch 1.50 in 356 lbs - -34 lbs -34 lbs 119 lbs 2 H Roll(lass) 1 1.5 in - 1.50 in 61 lbs - -15 lbs -15 lbs 0 lbs • 3 H Roll(lass) 1 1.5 in - 1.50 in 32 lbs - - - 0 lbs Material Summary Bracing Summary TC DFL#lB 2x4 TC Bracing Sheathed or Fulham at 6-3-0,Pullin design by Others. BC DEL#lB 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Pualin 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 a balanced design snow load(Ps=25 ps0 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)forhips/gables in accordance with ASCE7-10 except as noted,with the following userdefned input:25 psf gound snow load(Pg).NOTE:All fiat/sloped roof factors have been ignored and the ground snow load has beat 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 with ASCE7-10 with the following user defined input:120 ugh ultimate,Exposure B,Fully Enclosed, Gable71p,Building Category B(I=1.00),Overall Bldg Dims 40 ft x 60 ft,h=25 ft,End Zone Tluss,Both end webs considered.DOL=1.60,CC Zone Width 4 R 4)Minimum stoaag attic loading in acconlance with IBC lhble 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max CSI,max axial force,(max conpr force if different from max axial force) TC BC I3-1 0.217 99 lbs 0.033 56 lbs (-48 Ibs)I12 0.176 -9116s I Webs Truss-to-truss Connections Summary ID Carried Truss Carrying Muss Canying Offset Angle TT26 J2 CR 2-10-4 315 deg T177 J2 J3 2-0-12 270 deg 1130 J2 CR5Al 2-10-4 45 deg nc.t) PROP4-„.. 1780 J2 lA3 2-0-12 90 deg `` /- Notes: r\c0'F GIN s/0 I)When this mass has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. ---0,.. 2)Tmss40-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 Snmmay. 7329:PE f 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. VA ,, if..., "/-�/ ,1 / _k,- N• -R1s 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.Thedesiga of this individual tmss is based on design criteria and requirements supplied bytheTmss Manufactruer and relies upon the o aracy Simpson Strong-Tie Company and completeness of the information ser fort by the Building Designer.A seal on this drawing indicate acceptance ofpmfessional engineering responsibility solely for the muss component design shown.See the cover paw and the"Important Infommion&General Notes”page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with FSR-2762.All connector plates are 20 pug,unless the specified plate size is followed by a"-l8"which indicates an 18 gang plate,or"S#I8",which indicates a high tension 18 grog plate. SIMPSON Oregon Truss Inc Truss: J2G Strong—Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:58 Tmss Page: 1 of 2 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 0-0-0 1-10-15 0-0-0 0-0-0 1 24 in 381bs 7-10-15 I 3-0-0 3-0-0 1 1-10-15 3-0-0 6-0-0 T 6 12 g(— 1.5x4 T 1i th d, 3x4/ QS o �� d c a -8 h 3x4- Ai NM Y} 21111111.illimi _ ►= 5 4 I EC 11.5x4 I I EC I 8x8- I A1HM I 0-0-0 0-0-0 3-0-0 3-0-0 3-0-0 6-0-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (psf) Bldg Code: IBC 2012/ TC: 0.44(3-6) Vat TL: 0.02 in L/999 (5-1) L/180 TCLL: 30 TPI 1-2007 BC: 0.27(5-1) Vat IL: 0.01 in L/999 (5-1) L/240 TCDL: 7 Rep Mbrincrease: No Web: 0.40(3-4) Hoa TL Oin 4 BCLL: 0 D.O.L: 115% Creep Factor,Ka-1.5 BCDL: 10 Plate Offsets(Jnt:X,Y,Ang): (1.3-8,1-12,0.) (2:1-12,3-1,36.)(3:33,6-13,90.) (4:5-8,5-8,0.) (5:0-0,5-8,90.) Reaction Summary • JT Type Beg Combo Big Width Mataial Rqd Beg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-Larch 1.50 in 624 lbs - - 349 lbs 4 H Roll(Truss) 1 1.5 in - 1.50 in 884 lbs - -159 lbs -159 lbs 0 lbs Material Summary Bracing Summary it DFL#LB 2x4 it Beapng Sheathed or Purlins at 6-3-0,Pullin design by Othas. BC DFL#2 2x6 BC Bracing Sheathed or Purlins at 10-0-0,Pullin design by Others. Webs DFL Stud 2x4 Loads Summary I)This truss has been designed for the effects due to 10 psf bottom drool live load plus dead loads. 2)This Mass has bean 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)forhips/gables in accordance with ASCE7-10 except as noted,with the following userdefined input:25 psf gound snow load(Pg).NOTE:All flat/sloped roof factors have been ignored and the ground snow load has bean used or the roof snow load(Ps=Pg DOL=1.15. 3)This truss has been designed or the effects of wind loads in accordance with ASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Ihp,Building Category 11(1=1.00),Overall Bldg Dims 40 fix 6011,h=25 ft,End Zone Truss,Both end webs considered.IOL=1.60,CC Zone Width 4 R 4)Mininum storm attic loading in accordance with IBC Thole 1607.1 has been applied Automated Load Case Sl:Balanced Snow Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load Trib Width Top Chd 0-0-0 7-10-15 Down Pmj 25 psf 25 psf 24 in Point Loads Member Location Direction Load Thb Width Bot Chd 2-0-12 Down 305 lbs 24 in Bot Chd 4-0-12 Down 305 lbs 24 in Load Case D l:Std Dead Load C-p �y oint oads Member Location Direction Load nib Width C,; N`GIN -�ss/�'L Bot Chd 2-0-12 Down 136 lbs 24 in !`_ A Bot Chd 4-0-12 Down 136 lbs 24 in V �7 Member Forces Summary Table indicates:Member ID,Max CSI,aux axial force,(max coeepr force if different fiom max axial force) Q 7329:P E i�. TC 1-2 0.095 -732 lbs 2-3 0.403 -274 lbs 3-6 0.436 -145 lbs BC 4-5 0.238 551 lbs (-127 Ibs)I 5-1 0.271 551 lbs (-231 Ibs)I Webs 2-5 0.245 733 lbs (-77 lbs)2.4 0.188 -711 lbs 3-4 0.400 -485 lbs Truss-to-truss Connections Summary TV /, ,�, c v ID Carried Dias Caning Truss Carrying Offset Angle ! TSIs EEC 52G 4--00-2 90 deg L/ Y1 ./2.0c) 4s TT109 520 Al HM 12-0-12 270 deg Q �• .R,S Notes: 06/14/2016 I)When this Mass has bear chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 2)Tmss-to-Mass connection is for graphical interpretation only Ahanga or other structural connection shall bepmvided to resist thetmx reaction and uplift shown in the Reaction Expires: 12/31/2016 Suumary. NOTICE Acopyofthis design shall be fmished to the erection contractor.The design of this individual truss is basal on design criteria and requirements supplied bytheTmss Manufactneer 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 ofprofasional engineering responsibility solely for the mass mnponent design shown.Seethe cova page and the"htpoetant Information&General Notes"page for additional infomution.All connectorplates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 game,unless the specified plate sine is followed by a"-18"which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gange plate. SIMPSON Oregon Truss Inc Truss: J2G Strong-Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:58 Truss Page: 2 oft 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 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)Beating 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. • • • �?E0 PROP �� �cNG�NEF9 /02 7329:PE f I lir/ ,,- ii.,,,...„/ O 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 truss is based on design criteria and requirements supplied bytheTmss Manufacturer and rehm 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 pmfssional engineering responsibility solely for the truss component design shown.See the cover page and the"hrpodant lnfommion&General Notes"page for additional information.All connector plates shall be nanufactun:d by Simpson Shong-Tte 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"Sfl 18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: J3 Strong-Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:58 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 13 lbs 7-6-0 II 1-6-0 I 1-10-15 I 1-10-15 I CR I III?' 122 9�d'I 3x4- .IS 1 WE Nif 0/ 3 J2 I I Jt I I AVHM I 0-0-0 0-0-0 6-0-0I I 6-0-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (ps0 Bldg Code: IBC 2012/ TC: 0.26(1-2) Vet TL: 0.07 in L/886 (3-1) L/180 TOLL: 30 TPI 1-2007 BC: 0.28(3-1) Ven LL: 0.01 in L/999 (3-1) L/240 TCDL: 7 Rep MbrIncrease: No Web: 0.00(I) Hoa TL: Din 2 BCLL: 0 D.O.L: 115% Creep Factor,Ra-1.5 BCDL: 10 Plate Offsets(IntA,Y,Anp: (1:2-3,2-12,0.) Reaction Summary JT Twe Brg Combo Big Width Material Rqd Big Widal Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-Tach 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(Truss) 1 1.5 in - 1.50 in 124 lbs - - - 0 lbs Material Summary Bracing Summary TC DFL#1B 2x4 TC Bracing Sheathed or Puffins at 6-3-0,Puffin design by Owes. BC DFL#1B 2x4 BC Bracing Sheathed or Puffins at 10-0-0,Purlin design by Others. Webs Loads Summary 1)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 psf)and unbalanced design snow loads(8.992/12,7.5 psf wind,25 psf lee,23.3 psf lee over peakto 3.4 ft)for hips/gables in accordance with ASCE?-10 except as noted,with the following user defined input:25 psf pound snow load(Pg).NOTE:All fat/sloped roof factors have been ignored and the ground snow load has bens used for the roof snow load(Ps=Pg),DOL—1.15. 3)This buss has been designed for the edeas 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 B(I=1.00),Overall Bldg Dims 40 ft x 6011,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Mininam storm attic loading in accordance with BC lIble 1607.1 has been applied Automated Load Case SI:Balanced Snow Distributed Loads Member Location 1 Location 2 Direction Spread Stan Load End Load ldib Width Top Chd -1-6-0 1-10-15 Down Pmj 25 psf 25 psf 24 in Point Loads Member Location Direction Load Ttib Width Top Chd 2-0-12 Down 49 lbs 24 in Bot Chd 2-0-12 Up 13 lbs 24 in Bot Chd 4-0-12 Down 54 lbs 24 in Load case Dl:Std Dead Load � 5S) P R OFFS Pint Loads \�� ,aG[NEFn t5/0 Member Location Direction Load Trib Width �� v •T A_ Top Chd 2-0-12 Down 15 lbs 24 in Q' 7 329:P E Bot Chd 2-0-12 Down 15 lbs 24 in Bot Chd 4-0-12 Down 24 lbs 24 in Member Forces Summary Table indicates:Member ID,max CSI,mux axial force,(mac conpr force if different from max axial force) TC 14-I 0.249 99 lbs )I1-2 0.260 -112 lbs BC 3-1 0.279 68 lbs (-34 lbs I 4 Webs 11F:17 /, fid. .4'1.4 Truss-to-truss Connections Summary G 4/-1 ! __11Q ID Corned Truss Carrying Truss Carrying Offset Angle /1) , 1127 13 CR 2-10-4 45 deg N• 'RIS 1137 32 33 2-0-12 270 deg 06/14/2016 1138 31 33 4-0-12 270 deg 7Tlo 33 AVHM 2-0-12 90 deg Expires: 12/31/2016 NOTICE Acopyofthis design shall be furnished to the erection contractor.The design of this individual truss is based on deign criteria and requirements supplied bytheTruss Manufacture and relies upon the accuracy Simpson Strong-Tie Company and completeness of the infommtion 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"hrponant Information&General Notes"page for additional information.All connector plates shall be mmufactured 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"-I8"which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon'fuss Inc Truss: J3 Strong-Tie PH 503-581-8787 Project Name: 1606039cia • Date: 06/13/16 15:03:59 Component SolutionsTM Page: 2 of Truss 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 13 lbs Notes: 1)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter3 shall be used.Fabrication toloance=10%. 2)7mss-to-truss connection is for graphical interpretation only A hanger or other structural connection shall be provided to resist the man inaction and uplift shown in the Reaction Summary. 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 wiry and does not indicate adequacy of material for other desi®r considerations. t��tp PROFFss ��5 �tJGIN�FR /_2 Q� 7329:PE E 1 It. ,„.- i„,,,,„ C4Y1 7cp.,yQ /O NN. -R`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 Miss is based on design criteria and requirements supplied bytheTmss Manufacturer and aches upon the accuracy Simpson Strong-Tie Company and coupl:eness 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.Seethe cover page and the-Important Information&General Notes"page for additional infomotian.All connector plates shall be manufactured by Simpson Strong-11e Company,Inc in accordance with ESR-2762.All connector plates are 20 gang;,unless the specified plate sive is followed by a"-I8"which indicates an 18 gang:plate,or"SH 18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: J3G strongTiB PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:03:59 Tiuss Page: 1 of 2 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 0-0-0 2-2-15 0-0-0 0-0-0 1 24 in 47lbs 14-2-15I I 3-0-0 3-0-0 2-0-0 2-0-0 2-0-0 2-2-15 3-0-0 6-0-0 8-0-0 10-0-0 12-0-0 7 T 12 6 ._. 5 4 co dal tx4I '= 7: T3x5/ 3 ' o_ o i d 1 3x4-'la -8 1 /_,_ ._. 3 I DA I x7 1 DA I 3x3_ I A1HM I 0-0-0 0-0-0 3-0-0 3-0-0 3-0-0 6-0-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (psf) Bldg Code: IBC 2012/ TC: 0.12(1-2) Vat TL: 0.03 in L/999 (9-1) L/180 TCLL: 30 TPI 1-2007 BC: 0.38(9-1) Vat LL: 0.01 in L/999 (9-1) L/240 TCDL: 7 Rep Mbr Increase: No Web: 0.36(2-9) Hoa TL: 0.01 in 7 BCLL: 0 D.O.L.: 115% Creep Factor,Kcr=1.5 BCDL: 10 Plate Offsets(Jnt:X,Y,Ang): (13-8,1-12,0.) (2:1-12,3-1,36.)(3:3-4,6-13,90.)(8:5-0,5-8,0.) (9:0-0,45,90.) Reaction Summary IT Type Btg Combo Big Width Material Rqd Bra 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 871 lbs - - 489 lbs 3 HRoll(Wall) 5.5 in Douglas-Fir-Larch 1.50 in 198 lbs - -80 lbs -80 lbs 0 lbs 8 H Roll(Tmss) 1.5 in - 1.50 in 898 lbs - -53 lbs -53 lbs 0 lbs 4 H Roll(Wall) 5.5 in Douglas-Fir-Latch 1.50 in 148 lbs - -67 lbs -67 lbs 0 lbs 5 H Roll(Wall) 5.5 in Doupas-Fir-Inch 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-[inch 1.50 in 100 lbs - -29 lbs -29 lbs 0 lbs Material Summary Bracing Summary TC DFL#IB2x4 TC Bracing Sheathed or Purlins at 6-3-0,Pudin design by Others. BC DFL#2 2x6 BC Brazing Sheathed or Purlins at 10-0-0,Purlin design by Others. Webs DFL Stud 2x4 Loads Summary 1)This muss 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 erects 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)forhips/gables in accordance with ASCE7-10 except as noted,with the following user defined input 25 psf ground snow load(PM.NOTE All fat/sloped roof factors have bean ignored and the pound snow load has been used for the roof snow load(Ps=P),DOL=1.15. 3)This truss has been designed for the effects of wind loads in aeeonlance with ASCE?-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, GabldH Ip,Building Category B(1=1.00),Overall Bldg Dims 40 ft x 60 8,h=25 8,End Zone Truss,Both and webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Mininxam storage attic loading in accordance with IBC Table 1607.1 has been applied Automated Load Case SI:Balanced Snow Distributed Loads Member Location 1 Location 2 Direction Spread Stan Load End Load Tlib W1dth Top Chd 0-0-0 14-2-15 Down Pmj 25 psf 25 psf 24 in Point Loads Member Location Direction Load Trib Width �2r 0 PR Opp � Bot Chd 2-0-12 Down 444 lbs 24 in J C!`. G I N E�`R V/O Bot Chd 4-0-12 Down 444 lbs 24 in V Load Case D l:Std Dead Load �C?�r . Point Loads 7329:PE i Mem Location Direction Load 2b WSdth BM ChdB2-0-12 Down 243 lbs 24 in /j{ Bot Chd 4-0-12 Down 243 lbs 24 in Member Forces Summary Table indicates:Member ID,max CSI,max axial font,(rax conpr tome if different flummox axial force) TC 1-2 0.117 -1,052 lbs 3-4 0.074 -252 lbs 5-6 0.090 -117 lbsr/- (;'fit 2-3 0.082 -404 lbs 4-5 0.048 -181 lbs 6-7 0.080 -89 lbs ir,O, BC 8-9 0.361 818 lbs (-201 lbs)[9-1 0.378 818 lbs (-312 Ibs) "jj ea ).1 /2.0°N... Webs 2-9 0.362 1,080 lbs (-96 lbs) 2-8 0.278 -1,055 lbs 3-8 0.351 0 lbsa N• -R‘S 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be famished to the erection contractor.Thedesign of this individual muss is based on design criteria and requirements supplied bytheTmss Manufaatmerand tubes upon the accuracy Simpson Strong-Tie Company and completeness of the information ser forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the buss component design shown.See the cover page and the"Important Information&General Notes"page foradditional infomntion.All connectorplates shall be manufactured by Simpson Strongiie Company,the in aomn lance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gaup plate,or"S#18",which indicates a high tension 18 Wap plate. sampsoN Oregon Truss Inc Truss:stronteris PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:04:00 Truss Page: 2 oft 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 471bs Truss-to-truss Connections Summary ID Camed Truss Canying Truss Carrying 011hd Angle T19 DA 13G 2-0-12 90 deg TT9 DA 130 4-0-12 90 deg TTI16 13G Al HM 25-11-4 270 deg Notes: I)When this buss has been chosen for quality assurance inspection,the Double Polygon Method per TPI I-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 2)Truss4o-buss connection is for graphical interpretation only A hanger or other structural connection shall be provided to resist the man reaction and uplift shown in the Reaction Sunny. 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 material for other design considerations. (c�Ntp P R OF�ss co- GINE.F9 /0 4. 7329:PE 111) G7 1.1 I •`�yQ A/ R\S 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be famished to the erection contractor.Thedsign of this individual truss is based on design criteria and requirements supplied bytheTruss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information se forth by the Building Designer.A seal on this drawing indicates acceptance ofpmfissional engineering responsibility solely for the truss component design shown.Seethe cover page and the"Important Infomution&General Notes"pag;for additional information.All connector plates shall be manufactured by Simpson Strong-Ile 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 gag plate,or"SN 18",which indicates a high tension 18 gag;plate. SIMPSON Oregon Truss Inc Truss: J7 1 Stung-Tie PH 503-581-8787 Project Name: 1606039cia • 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 261bs 11-4-15 1-6-0 6-2-4 1-10-8 1-10-3 I 6-2-4 18-0-12 19-10.151 4 9 12 h 774, lito 3x4- S 1 " 5 I A1HM 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (psf) Bldg Code: BC 2012/ TC: 0.52(I-2) Vat TL: 0.13 in L/500 (5-1) L/180 TOLL: 30 TP11-2007 BC: 0.31(5-1) Vert LL: 0.04 in L/999 (5-1) L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.00(I) Hoa TL: 0.01 in 4 BCLL: 0 D.O.L.: 115% Creep Factor,I(er=1.5 BCDL: 10 Plate Offsets(JntX,Y,Ang): (1:2-3,2-12,0.) Reaction Summary JT Type Big Combo Big Width Material Rqd Brg W1dih Max Read Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-Latch 1.50 in 377 lbs - - - 839 lbs 5 H Roll(Truss) 1 1.5 in 1.50 in 107 lbs - - 0 lbs 2 H Roll(Wall) 1 4.5 in Douglas-Fir-Larch 1.50 in 475 lbs - -335 lbs -335 lbs 0 lbs 3 H Roll(Wall) 1 1.5 in Douglas-Fir-Larch 1.50 in 91 lbs -27 lbs -15 lbs -27 lbs 0 lbs 4 H Roll(Bross) 1 1.5 in - 1.50 in 104 lbs - -32 lbs -32 lbs 0 lbs Material Summary Bracing Summary TC DFLft1B 2x4 TC Bracing Sheathed or Purlins at 6-3-0,Purliu design by Others. BC DFL#IB 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Partin design by Others. Webs Loads Summary I)This truss has been designed for the effects due to 10 psf bottom chonl live load plus dead loads. 2)This truss has beat designed for the effects of a balanced design snow load(Ps=25 ps0 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 def ed input 25 psfgound 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 truss has been designed be the effects of wind loads in accordance with ASCE7-10 with the following userdefined input 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category B(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)Minimum storage attic loading in accordance with BC Table 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max CSI,max axial force,(max coign force if different from max axial force) TC 6-1 0.145 67 lbs 2-3 0.443 lbs BC I5-1 0.308 .431 lbs I1-2 0.520 -651 lbs 3d 0.074 17/lbs I Webs Truss-to-truss Connections Summary 1 Carried Truss Carrying CarryingOffset 0gde ��ED n R D r�n TTl l0 J7 A1HM 14-0-12 270 deg B /- U Notes: \�� �4 ,:-9 `r�0 1)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TPI l-2007/Chapter3 shall be used.Fabrication tolerance=10%. ( "P" 2)Truss-to-miss connection is for graphical interpretation only Ahange or other structural connection shall be provided to insist the max reaction and uplift shown in the Reaction �(/ Sunmary. e 7329:PE j 3)listed wind uplift own ns thebasbo tMWFRSnlybeen checked 4)Bearing material shown in above table has only been ubedad for resistance perpendicular to gain,and does not indicate adequacy of material for other design considerations. ir) I• 16'15 1- �qY y ./2o° AQ- ONo _RIS �, 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be famished to the auction contractor.The design of this individual truss is based on design criteria and requirements supplied bytheTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information ser forth by the Building Designer.A sent on this drawing indicates acceptance of professional engineering responsibility solely for the miss component design shown.Seethe cover page and the"Important Infometion @ General Notes"page foradditional information.All connaxorplates shall be manufactured by Simpson Strong-'he Company,Inc in accordance with ESR-2762.All connector plates are 20 mug,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 mug plate. SIMPSON Oregon Truss Inc Truss: J8 stimwTia PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:04:01 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 29 lbs 13-4-15 1 1-10-3 11-6-01 6-2-4 11-10-8i 2-0-0 6-2-4 8-0-12 10-0-12 11-10-15 WW 5 :712 Mthat d0S T 7 6 A1HM 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (est) Bldg Code: IBC 2012/ T'C: 0.54(1-2) Vee TL: 0.13 in L/497 (6-1) L/180 TOLL: 30 TP11-2007 BC: 0.31(6-I) Vat LL: 0.04 in L/999 (6-1) L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.00(1) Horz TL: 0.01 in 5 BCLL: 0 D.O.L: 115% Creep Factor,Ra=1.5 BCDL: 10 Plate Offsets(1nt:X,Y,Ang): (1:2-3,2-12,0.) Reaction Summary ST Type Bog Combo Big Width Material Rqd Big Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Hintz I Pin(Wall) 5.5 in Douglas-Fir-Larch 1.50 in 377 lbs - - - 1,010 lbs 6 H Roll(Truss) 1.5 in 1.50 in 107 lbs - - 0 lbs 2 H Roll(Wall) 4.5 in Douglas-Fir-Latch 1.50 in 440 lbs - -330 lbs -330 lbs 0 lbs 3 H Roll(Wall) 1.5 in Douglas-Fir-Citi 1.50 in 63 lbs -31 lbs -22 lbs -31 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-Lith 1.50 in 268 lbs - -95 lbs -95 lbs 0 lbs 5 H Roll(Truss) 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 at 5-7-0,Perlin design by Owes. BC DFL#1B 2x4 BC Bracing Sheathed or Purlins at 96-0,Puffin design by Others. Webs Loads Summary 1)This truss has been designed for the cf8.6,due to 10 psfbomom chord live load plus dead loads. 2)This Miss 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 8)for hips/gables in aocoodance with ASCE7-10 except as noted,with the following userdefined input:25 psfgmund snow load(Pg).NOTE:All flat/sloped roof factors have been ignored and the Bound snow load has bear used for the roof snow load(Ps=Pg),IOL=1.15. 3)This buss has been designed for the effects of wind loads in accordance with ASCE?-10 with the following userdefned input:120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category B(I=1.00),Overall Bldg Dims 40 8 x 60 fl,h=25 1t,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 bear applied '.. Member Forces Summary Table indicates:Member ID,rim CS[max axial force,(max comer force if different from max axial force) BC I1-2 0.537 -865 lbs I3-4 0.078 -246 lbs I4-5 0.064 -791bs I 6-1 0.313 -489 lbs Webs Truss-to-truss Connections Summary - ID Carred Truss Caooying'Buss Carrying OBset Angle 9,0 PR Oree, TFIII 58 AIH �� M 16-0-12 270 deg Oree, Notes: r �NG[NEFR /p I)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TPI l-2007/Chapter 3 shaft be used.Fabrication tolerance=10%. 2)Truss-to-truss 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 7329:P E f Summery. 3)listed wind uplift reactions based on MWFRS Only loading 4)Bearing material an checked shown in the above table has only been for oesisunce perpendicular to gain,and does not indicate adequacyof®taut for other design considerations. Irior I.� (1". NJ.,./' • N. -R\S 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the section contractor.The design of this individual buss is based on design attain and iequiranads supplied bytheTmss Manufacture and relies upon the accuracy Simpson Strong-Tie Company and conpldenws of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility soldy for the puss component design shown.See the coves page and the"Important Infomelion&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 gram,unless the specified plate size is followed by a"-18"which indicates an 18)4ang plate,or"SW 18".which indicates a high tension 18 gang;plate. SIMPSON Oregon Truss Inc Truss: J9 Strong-Ti PH 503-581-8787 Project Name: 1606039cia • Component Solutions TM Date: 06/13/16 15:04:01 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 321bs 15-4-15 1 2-0-0 1-6-0 6-2-4 1-10-8 2-0-0 i 1-10-3, 6-2-4 18-0-12110-412 1'3-10-15 12-0-12 6 12 s� M ::6a 0 3x4- 1 2 T 7 A1HM 0-0-0 0-0-0 6-0-0 6-0-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (psfl Bldg Code: IBC 2012/ TC: 0.56(1-2) Vat TL: 0.13 in L/493 (7-1) L/180 TCLL: 30 TPI 1-2007 BC: 0.32(7-1) Vat LL: 0.04 in L/999 (7-1) L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.00(I) Hoes IL 0.02 in 6 BCLL: 0 D.O.L: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(JnLX,Y,Ang): (1:2-3,2-12,0.) 1 Reaction Summary JT Type Brg Combo Brg Width Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Hoses I Pin(Wall) 5.5 in Douglas-Fir-Larch 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-Larch 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-Dash 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 DEL#1B 284 TC Bracing Sheathed or Purlins at 5-0-0,Podia design by Othas. BC DEL!SIB 2x4 BC Bracing Sheathed or Purlins at 9-0-0,Puffin design by Othass. Webs Loads Summary 1)This truss has been designed for the effects due to 10 psf bottom doom live load plus dead loads. 2)This truss has been designed for the effects of a balanced design snow load(Ps=25 ps0 and unbalanced design snow loads(8.999/12,7.5 psf wind,25 psf lee,23.3 psf lee over pokier 4.8 ft)for hips/gables in accordance with ASCE7-10 except as noted,with the following usadeftned input 25 psf ground snow load(PM.NOTE:All ftalsloped roof factors have been ignored and the ground snow load has beat used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the etferas of wind loads in accordance with ASCE7-10 with the following usadefued input 120 mph ultimate,Exposure B,Fully&dosed, Gabldllp,Building Category Rd=1.00),Osamu 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 storm silk loading in accordance with IBC'table 1607.1 has been applied Member Forces Summary Table indicates:Menba ID,max CSI,max axial force,(max comer force if different from mux axial force) Tc I 1 0.145 67 lbs 2-3 0.447 -464 lbs 4-5 0.072 2 lbs I$2 0.318 1,079 lbs I3-4 0.078 -460 lbs I5-6 0.051 206 lbBs BC Webs Truss-to-truss Connections Summary ID Carried Truss Carrying Truss Carrying Offset Angle 4.(<..., s PROF[-A Tf112 39 AIHM 18-0-12 270 deg ` C` [N CUs Notes: �,\� ANG EF9 /�2 1)When this truss has bear chosen brquabty assurance inspection,the Double Polygon Method per TPI I-2007/Chapter3 shall be used.Fabrication tolerance=10%. 4r 2)TYuss4o4mss connection is for graphical interpretation only Ahanger or other structural connection shall be provided m resist the mux reaction and uplift shown in the Reaction 7329:P E Summary.)Bearin 3)listed wind uplift reactions based on MWFRS Only loading 4)Bearing material shown in the above table has only be®checked for resistance perpendicular to grain,and does not indicate adequacy of material for other daige considerations. Ile ' t 'I,-4 y 1 •`�yP N• -RIS 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be famished to the erection contractor.The design of this individual truss is based on design aitaia and requhe rots supplied bytheTmss Manufacturer and relics 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"hagonant hrfomution&Genal Notes"pax for additional infomntion.All connector plates shall be manufactured by Simpson Stronglie Company,Inc in accordance with ESR-2762.Al connector plates are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gage plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: JA3 'Strang-Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:04:02 Page: 1 of 2 Truss Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R 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 10lbs 5-0-0 1-6-0 1-10.15 I 1-10-15 I CR1 I 12 2 /-f12 9(— VI 4 3.4- -,,,i ip- ii 3 IJ2I I A1HM 0-0-0 0-0-0 3-6-0 3-6-0 Loading General CSI Summary Deflection L/ (roc) Allowed Load (psf) Bldg Code: IBC 2012/ TC: 0.25(4-I) Vet TL: 0.01 in L/999 (3-1) L/180 TCLL: 30 TPI 1-2007 BC: 0.11(3-I) Vet LL: 0 in UP L/999 (3-1) L/240 TCDL: 7 Rep Mbr Increase: No Web: 0.00(1) Horz TL: 0 i 2 BCLL: 0 0.0.4: 115% Coop Factor,Roe=1.5 BCDL: 10 Plate Offsets(Jnt:X,Y,Ang): (1:2-3,2-12,0.) Reaction Summary JT Type Bre Combo Bre Width Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-Lank 1.50 in 366 lbs - -23 lbs -23 lbs 119 lbs 2 H Roll(Truss) I 1.5 in - 1.50 in 115 lbs - -19 lbs -19 lbs 0 lbs 3 H Roll(Truss) 1 1.5 in - 1.50 in 70 lbs - - - 0 lbs Material Summary Bracing Summary TC DEL#1B 2x4 TC Bracing Sheathed or Purlins at 6-3-0,Puffin design by Others. BC DFL#lB 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Partin design by Others. Webs Loads Summary 1)This buss 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(8.992/12,7.5 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).NOTE:All fiat/sloped roof factors have been ignored and the ground 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 in accordance with ASCE?-10 with the followinguserdefinnl input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category 11(1=1.00),Overall Bldg Dims 40 a x 60 it h=25 ft,End Zone Thss,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 Automated Load Case Sl:Balanced Snow Distributed Loads Member Location 1 Location 2 Direction Spread Start Load End Load Trib Wadth Top Chd -1-6-0 1-10-15 Down Proj 25 psf 25 psf 24 in Point Loads Member location Direction Load Trib Width Top Chd 2-0-12 Down 49 lbs Bot Chd 2-0-12 Up 13 lbs Load Case Dl:Std Dead Load �e`tjj PROcFFS MembePoint r Location Direction Load Trib Width `` G[N�`,9 `�iOA_ Top Chd 2-0-12 Down 10 lbs -!� Brut Chd 2-0-12 Down 1516s 7329:PE Member Forces Summary Table indicates:Member ID,max CSI,max axial three,(max corer role if different fiomnax axial force) /` BC4-1 0.249 99 lbs TC I3-1 0.105 69 lbs (-40 lbs)112 0.202 -102 lbsI I my/ Webs r Truss-to-truss Connections Summary illrfr� e, ID Carried Truss Carrying Truss Carrying Offset Angle ��t 1 41, ' tZ, T/ T9 JA3 CR1 2-10-4 315 deg ,�/O I,r 1 " c- -k TT80 12 JA3 2-0-12 90 deg /t r R,S TTIO6 JA3 Al HM 2-0-12 270 deg V 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the section contractor.The design of this individual truss is based on design aitaia and requirements supplied bytheTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information se 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 information.All connector plates shall be manufactured by Simpson Strong-le Company,Inc in accordance with ESR-2762.All connectorplals 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'Fuss Inc Truss: JA3 StrongTie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:04:02 Truss Page: 2 of Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R 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 lO lbs Notes: 1)When this truss has bent chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 2)Truss-to-truss connection is for graphical interpretation only A hanger or other structural conation shall be provided to resist the max reaction and uplift shown in the Reaction Sunmazy. 3)listed wind uplift reactions based on MWFRS Only loading 4)Bearing material shown in the above table has only been checked for resistance papatdicular to grain,and does not indicate adeluacyof material Zr other design considerations. 1 1 t�„a PROFESS �� �NG[N�F9 X0 Q 7329:PE j 1,01' . ,,,- eq a /4 L- qY1 l20°'yP O No -R,9 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the cation contractor.The design of this individual ants is based on design criteria and requirements supplied bytheTmss Manufacturer and rehes upon the accuracy Simpson Strung-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 Information&Genet Notes”page for additional infomntion.All connector plates shall be nnufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connatorplates am 20 gauge,unless the specified plate size is followed by a"-I8"which indicates an 18 gauge plate,or"SO 18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: JV10 Strong`- ie PH 503-581-8787 Project Name: 1606039cia 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 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 38 lbs 17-4-15I i 2-0-0 0-11-4 1-10-3 11-6-01 2-11-8 3-2-0 �1-11.4i 1�0-1(2 2-0-0 2-11-8 6-1-8 8-0-12 11-1-8 14-0-1I. � 10-0-12 12-0-12 15-10-15 s T. 12 • 91- 3x4/7 co M_ AN ¢c 1x4 I v1� 3x4 1 111i1,-i11 10 i, I 1 ', 121x4- 1.5x4 1 AVHM I 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/ floc) Allowed Load (psf) Bldg Code: IBC 2012/ TC: 0.49(2-3) Vat TL: 0.22 in L/298 12 L/180 TCLL: 30 TN 1-2007 BC: 0.12(12-1) Vat LL: 0.11 in L/576 12 L/240 TCDL: 7 Rep MbrIncrease: Yes Web: 0.04(2-11) Hoa TL: 0.08 in 10 BCLL: 0 D.O.L: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Othas(Int:X,Y,Angl: (1:2-3,2-12,0.) (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 IT Type Big Combo Big Width Material Rqd Big Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Ilona I Pin(Wall) 5.5 in Douglas-Fir-Larch 1.50 in 367 lbs - - - 700 lbs IOH Roll(Truss) 1.5 in 1.50 in 64 lbs - - - 0 lbs 3 H Roll(Wall) 3 in Douglas-Fir-Larch 1.50 in 526 lbs - -161 lbs -161 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 0 lbs -83 lbs -69 lbs -83 lbs 0 lbs 5 H Roll(Wall) 1.5 in Douglas-Fir-Larch 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-Larch 1.50 in 232 lbs - -65 lbs .65 lbs 0 lbs 9 H Roll(Truss) 1.5 in - 1.50 in 81 Has - -24 lbs -24 lbs 0 lbs Material Summary Bracing Summary TC DFL#1B 2x4 TC Bracing Sheathed or Purlins at 6-3-0,Purim design by Others. BC DEL#1B 284 BC Bracing Sheathed or Purlins at 10-0-0,Purlin design by Others. Webs DFL Stud 2x4 Loads Summary I)This Buss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This truss has beat designed for the effects of a balanced design snow load(Ps=25 psi)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)forhips/gnbles in accordance with ASCE7-10 except as noted,with the following userdefnef 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 bear designed for the effects of wind loads in accordarcewith ASCE7-10 with the followinguser defined input:120 mph ultirmte,Exposure B,Fully Enclosed, Gable'Hip,Building Categoryll(1=1.00),Overall Bldg Dims 40 ft x 60 ft,h=25 ft,Fnd Zone Truss,Both and webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minimum storage attic loading in accordance with IBC'able 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max CSI,max axial foce,(max comer force if different from max axial force) TC 13-1 0.145 67 lbs3-4 0.366 -414 lbs 6-7 0.079 -257 lbs 4-5 78 1-2 0.346 1 lbs 0.068 -387 lbs 0.058 54 lbs 2-3 0.493 677 lbs 5-6 0.056 -171 8-9 0.050 '74 lbs BC 10-11 0.077 0 lbs 12-1 0.124 Webs 2-11 0.043 140 lbs 11-12 0.023 76 lbs (-0 lbs) �� D PR OFF- Truss-to-truss Connections Summary ='< N - ID Carried Tmss Carrying Truss CaryingOffsa Angle 44/ Notes: !<;.1G E� > O, TT18 JVIO AVLIM 16-0-12 90 deg 'T Notes: Q 7329:PE `f 1)When this truss has been chosen far quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 2)Truss-to-truss connection is for graphical interpretation only Ahanger or other structural connection shall be provided to resist the ma reaction and uplift shown in the Reaction Sunbury.3)listed wind uplift reactions based on MWFRS Only loading, ire4)Bearing mataial 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. r�. ii../..,G/O 43-1 /2o° y = No .R1s 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the section contractor.Thedsign of this individual Buss is based on design criteria and requirements supplied bytheTruss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company 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 muss compona.t design shown.See the cove page and the"Imponant mfommion&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-lie Company,Inc in aannlance with ESR-2762.All connector plats are 20 gouge,unless the specified plate size is followed by a"-I8"which indicates an 18 glum plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: JV11 Staron.g rio PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:04:03 Page: 1 of 1 Muss 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 I19-4-15 I 2-0-0 0-11-4 2-0-0 1-6-1n 2-11-8 I 3-2-0 11-11-4 1-0-12 12-0-0 1-10- 2-11-8 6-1-8 8-0-121 111-1 8 14-0-122 ti/-10.5 10-0-12 12-0-12 16-0-12 10 . 12 91- 8 3x4/7 9 6 5 7; ftl hs- 0 1x4 1 I 3x4- -i ii 1' 12 11 r i { 1/,. 131x41 AVHM I I 1.5x4 I 0-0-0 1-0-0 1-0-0 2-11-8 3-0-8 12-1181 6-0-0 Loading General CSI Summary Deflection L/ floc) Allowed Load (psf) Bldg Code: IBC2012/ TC: 0.49(2-3) Vat TL: 0.22 in L/297 13 L/180 TCLL: 30 TPI1-2007 BC: 0.12(13-1) Vat LL: 0.11 in L/576 13 L/240 TCDL: 7 Rep Mbrinaease: Yes Web: 0.04(2-12) Hoa TL: 0.08 in 11 BCLL: 0 D.O.L: 115% Creat Factor,Ka=1.5 BCDL: 10 Plate Offsets(Int:X,Y,Ang): (L23,2-12,0.) (2:1-12.5-11,90.)(6:1-1,16,36.) (12:0-0,1-12,0.)(13:1-12.3-0,90.) Reaction Summary IT Type Bre Combo Big Width Material Rqd Beg Width Max Read Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 5.5 in Douglas-Fir-Latch 1.50 in 367 lbs - - - 785 lbs 11 H Roll(Truss) 1.5 in - 1.50 in 64 lbs - - - 0 lbs 3 H Roll(Wall) 3 in Douglas-Fn-[arch 1.50 in 526 lbs - -162 lbs -162 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-larch 1.50 in 0 lbs -83 lbs -69 lbs -83 lbs 0 lbs 5 H Roll(Wall) 1.5 in Douglas-Fir-lard[ 1.50 in 193 lbs - -75 lbs -75 lbs 0 lbs 7 H Roll(Wall) 1.5 in Douglas-Fir-Larch 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(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 240 lbs - -69 lbs -69 lbs 0 lbs 10H Roll(Tmss) 1.5 in - 1.50 in 80 lbs - -23 lbs -23 lbs 0 lbs Material Summary Bracing Summary TC DFL#1B 2x4 It Bracing Sheathed or Putins at 6-3-0,Pullin design by Othas. BC DFL#16 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Pullin design by Others. Webs DFL Stud 284 Loads Summary 1)This truss has been designed bribe effects due to 10 psf bottom chord live load plus dead loads. 2)This mass has been designed brthe effass of a balanced daips 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 8)for hips/gables in arc stance with ASCE7-10 except as noted,with the following user defined input:25 psf Bound snow load(Pg).NOTE:All fiat/sloped roof factors have been ignored and the gound snow load has been used for the mof snow load(Ps=Pg),DOL=1.15. 3)This truss has beim designed for the effects of wind loads in accordance with ASCE7-10 with the following userdefined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category B(1=1.00),Overall Bldg Dins 40 8 x 60 8,h=25 8,End Zone Tuns,Both and webs considered.DOL=1.60,CC Zone Width 4 8. 4)Minim=stoeage attic loading in accordance with IBC Table 1607.1 has bra applied Member Forces Summary Table indicates:Member ID,mate CSI,mix axial force,(max comer force ifdiffaart from max axial brae) TC 14-1 0.145 67 lbs 4-5 0.068 -494 lbs 8-9 0.061 -159 lbs 1-2 0.346 -807 lbs 56 0.055 -369 lbs 9-10 0.053 -75 lbs 2-3 0.493 -784lbs 6-7 0.056 -364lbs ------ - -------- 3-0 0.366 -520 lbs 7-8 0.049 -260 lbs c�f O P D Of- BC 11-12 0.077 0 lbs 13-1 0.124 -200 lbs [. C. fl U Webs 2-12 0.043 140 lbs 12-13 0.023 76165 (-2165) \c NG l N:F:,E, s/OTruss-to-truss Connections Summary �� ,7\43G2 2ID Carred TYuss Carrying Truss Carrying Offset Angle /TTl9 [VII AVHM 18-0-12 90 deg ..i...- Notes: ' 7329r N What / I)When this truss has be®dhow for quality assurance inspection,the Double Polygm Method per TPI 1-2007/Chapter shall be used.Fabrication tolerance 10%. 2)Truss-to-truss connection is for graphical interpretation only Ahang oeothesmndural connection shall be provided to resist the max[radion and uplift shown in the Reaction 3)Listed wind uplift reactions based on MWFRS Only loading ` r4- �I t 4)Beating material shown in the above table has only been checked formsistance papesdicularto gain,and does not indicate adequacyof material for other design considerations. 'L �4 y l `20°'.Atm, O N• R1s 06[/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis desiW shall be famished to the erection contractor.Thedwign of this individual truss is basal on design ditaia and requirements supplied bytheTmss Manufacturer and relies upon the acaeacy Simpson Strong-Tie Company and anpletaas of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering ersponsibifty solely forme truss component design shown.See the cover page and the"Important Information&General Notes"page for additional infomnton.All connector plates shall be manufactured by Sinpson Strong-lie 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 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. sIMPsoN Oregon Truss Inc g Truss: JV 12 Strong-Th, PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:04:04 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 421bs ,'., 19-8-4 1-1-8 2-0-0 11-6-01 2-11-8 3-2-0 11-10-81 2-0-0 0-10-8 2-0-0 1 2-2-4 2-11-8 6-1-8 8-0-0 10-0-0 12-0-0 16-0-0 18-2-4 11-1-8 14-0-0 10 T_ T 12 91- 77/ N � d ci rb 1x4 I a q dI 3x4'��:1 ]'i Y ". 12 11 1. 1x4 i 1.5x41 I AVHM 1 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/ (roc) Allowed Load (pet) Bldg Code: IBC 2012/ TC: 0.47(2-3) Vat TL: 0.2 in L/321 13 L/180 TCLL: 30 TPI 1-2007 BC: 0.12(13-1) Vat LL: 0.1 in L/626 13 L/240 TCDL: 7 Rep Mbrinaease: Yes Web: 0.04(2-12) Hoa TL: 0.07 in 11 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(Jnt:X,Y,Ang): (1:23,2-12,0.) (2:1-12.5-11,90.)(6:1-1,16,36.) (12:0-0,1-12,0.)(13:1-12,3-8,90.) Reaction Summary IT Type Brg Combo Brg Width Material Rqd Big Width Max Read Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz I Pin(Wall) 5.5 in Douglas-Fir--Latch 1.50 in 365 lbs - - - 797 lbs 11H Roll(Truss) 1.5 in 1.50 in 64 lbs - - - 0 lbs 3 H Roll(Wall) 3 in Douglas-Fir-Lath 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-Firdaidi 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-Larch 1.50 in 268 lbs - -77 lbs -77 lbs 0 lbs 10 H Roll(Wall) 3 in Douglas-Fir-[arch 1.50 in 97 lbs - -28 lbs -28 lbs 0 lbs Material Summary Bracing Summary TC DFL#1B 2x4 TC Bracing Sheathed or Purlins al 6-3-0,Partin design by Others. BC DFL#IB 284 BC Bracing Sheathed or Purlins at 10-0-0,Puffin design by Others. Webs DFL Stud 284 Loads Summary 1)This puss has been designed for the effects due to 10 psfbottom droit live load plus dead loads. 2)This puss has been designed for the effects ofa balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9/12,7.5 psfwind,25 psf lee,23.3 psf lee overpeakto , 4.8 fl)for hips/gables in accordance with ASCE7-10 except as noted,with the 6llowinguser defined input:25 psf ground snow load(Pg).NOTE:All flat/sloped roof factors have been ignored and the ground snow load has beat used for the mof snow load(Ps=Pg),DOL=1.15. I 3)This miss has been designed 6r the effects of wind loads in accordance with ASCE7-10 with the following userdefned input:120 mph ultimate,Exposure B,Fully Enclosed, 1 Gable/Hip,Building Category B(I=1.00),Overall Bldg Dims 40 ft x 60 ft,h=25 ft,Fad Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Mmiruim storm attic loading in acemdance with IBC Table 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max CSI,max axial form,(nex comer force if different from min axial face) TC 14-1 0.145 67 lbs4-5 0.066 -511 lbs 8-9 0.076 -180 lbs 1-2 0.333 -824 lbs 56 0.053 -388 lbs 9-10 0.067 -87 lbs 2-3 0.470 -801lbs 6-7 0.057 -3821bs 1.4 0.077 -547 lbs 7-8 0.042 -278 lbs ,iko 1 Ut ' 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 (l lbs) \CD NG[N FF Su, Truss-to-truss Connections Summary ,� 9 2 ID Carred Miss Carrying Truss Carrying Offset Angle 1T20 17(12 AVHM 20-0-12 90 deg 4G- 7329.P E .1 Notes: 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%. 2)Tmss-to-truss connection is for graphical interpretation only Ahangr or other structural connection shall be provided to resist the max reaction and uplift shown in the Reaction Summary.3)listed wind uplift reactions based on MWFRS Only loading IF,1` rI- ii,/, I 4)Bearingnrataial shown in the above table has only been chaired for resistance perpendicular to gain,and does not indicate adequaeyofnmeial for other design considerations. 'q y 7 Ir100 f ...0"...0"/ ONo -R,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 Boss is based on design aitaia and requirements supplied bytheTeuss 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 etgineaing responsibility solely for the truss component design shown.See the cove page and the"hiporfant Information&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-2762.All connector plates are 20 gage,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 gain plate. SIMPSON Oregon Truss Inc Truss: JV4 PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 6/14/2016 2:40:00 PM TrussPage: 1 oft Version:2016.5.1[Build 5] QIyRACQ0 Di Span Pitch OHI. ANT R PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-6-0 -0 (-0-0 1 24 in 241bs 7-6-0I I 16-0I 2-11-8 10-11-7 2-11-8 3-10-15 3 TT 12 3x4/ 91 en cu Th O 3x4- � 4 q�q i 111`x7- 1.5x41 Q f yf p/ 6 7 1.5x4 I AVHM 0-0-0 1-0-0 1-0-0 2-11-8 3-0-8 211-8 I 6-0-0 I Loading General CSI Summary Deflection L/ (loc) Allowed Lead (ps0 Bldg Code: IBC 2012/ TC: 0.49(1-2) Vert TL: 0.08 in L/848 5 L/180 TOIL: 30 TPI 1-2007 BC: 0.22(6-1) Vert A.: 0.05 in L/999 5 L/240 TCDL: 7 Rep Mx Increase: Yes Web: 0.87(2-5) Herz TL: 0.08 in 4 BCLL: 0 D.O.L: 115% Crap Factor,Kcr=1.5 BCDL: 10 Plate Offsets(lut:XY,Ang): (1:2-3,2-12,0.) (2:0-0.4436.) (4:5-2,3-8,19.) (5:0-0,1-12,0.) (6:1-12.3-8,90.) Reaction Summary ST Type Brg Combo Brg Width Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Hariz 1 Pin(Wall) 1 5.5 in Douglas-Fir-larch 1.50 in 488 lbs - -41 IUs -41 Es 172 lbs 4 H Roll(Truss) I 1.5 in - 1.50 in 342 Its - -33 lbs -33 Is 0 lbs Material Summary Bracing Summary TC DFL NIB 2x4 It Bracing: Sheathed or Purlins at 6-3-0,Puelin design by Others. BC DFLNIB 2x4 BC Bracing: Sheathed or Purlins at 10-0-0,Purlin design by Others. Wets DFL#1B 2x4 except: 24 DFL Stud 2x4 Loads Summary I)This truss has been designed f the effects due to 10 psf beltan chard Owe load plus dead lends. 2)This truss has been designed for the effects ofwind lends in accordance with ASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip.Building Category B(I=1.00).Overall Bldg Dims 40 ft x 60 IL h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 6. 3)Minimum storage attic loading in accordance with IBC Tillie 1607.1 has been applied Load Case Lrl:Std Live Load Point Loads Member Lyndon Direction Lead Trib Width Tap Chd 3-10-15 Darn 231 lbs Load Case DI:Std Dead Load Point Loads Member Location Direction Load Trib Width Top Chd 3-10-15 Down 78 as User-defined Load Case W11:MWFRS-Wind ll to Ridge(DOL=1.60) Distributed Loads (10i3 PR°Fc Member Location I Location 2 Direction Spread Start Load End Loud Trill Width �,e(LC r G `ss Tia Chd -14-0 3-10-15 N Up Rake 21.46 psf 21.46 psf 24 in ` N E Point Loads c7\ 'N F9 02 Member Location Direction Load Trill Width Top Chd 3-10-15 Up 165 lbs Cr- 7329:PE j Load Combinations # Load Cant. Factor Load Duration Factor ir I DI 1.000 0.900 2 Dl+Lrl 1.000 1.150 3 DI+0.6 W3 1.000 1.600 �. r,/- r/i 4 DI+0.6 WII 1.000 1.600 5 DI+0.45 W3+0.75 Lel 1.000 1.600 6 D1+0.45WIt+0.75 Lrl 1.000 1.600 r�'/0�Y1 t2��\., 7 DI+0.45 W3 1.000 1.600 4, -rj,S 8 DI+0.45 WtI 1.000 1.600 T� 06/14/2016 9 0.6 DI+0.6 WI 1.000 1.600 100.6 DI+0.6W4 1.000 1.600 Expires: 12/31/2016 11t (,0.6 Dl+0. W4 1.000 1.600 12 0.6 DI+0.6 W8 1.000 1.600 NOTICE Accpy ofthis design shall be furnished to the erection contractor.The design ofthis indnidual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the Simpson Strong-Tie Company accuracy and completeness tithe information set forth by the Building Designer.A seal on this drawing indicates acceptance ofprofasiool engineering respmsidtity solely for the truss component design shown.See the mor page and the"Important Information&.General Notm"page fa additional information.Alt connecter plates shall he manufactured by Simpson Strong lie Company Inc in accordance with FSR-2762.All connector plates are 20 gauge,unless the specified plate size is Mowed by a'-I8"which indicates an 18 gauge plate,or"S#IS",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: JV4 Stesai '1"b PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 6/14/2016 2:40:00 PM Truss Page: 2 oft 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 241bs 13 0.601+0.6 W9 1.000 1.600 14 0.6 01+0.6 W I l 1.000 1.600 15 Dt+L10. 1.000 1.250 16 DI+URI 1.000 1.150 17 DI+UR2 1.000 1.150 Member Forces Summary Table indicates:Member m,max CSI,max axial force,(max compr.force if different frau max axial force) TC 7-1 0.145 6716s 1-2 0.491 53011s 2-3 0.490 234 Its BC 4-5 0.148 848 lbs (-14416s)6-1 0.221 45611s (-7716x) Webs 2-5 0.869 99 lbs 5.6 0.869 35 lbs (-26 lbs)24 0.217 -903 lbs Truss-to-truss Connections Summary ID Carried Truss Carrying Truss Carrying Offset Angle Tr1I JV4 AVIBv4 40-12 90 deg Notes: 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%. 2)Truss4oiruss 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 Summary. 3)listed wind uplift reactions based on MWFRS Only loading. 4)Bearing material shown in the oboe table has only been checked fa resistance perpendicular to grain,and does not indicate adequacy ofmaterial fa other design considerations. ��,o, �NG[NEF9 /�2 7329:PE iriTifi r/- rI. OF G �Al11 •t yP 7 O N• _R19 v 06/14/2016 Expires: 12/31/2016 NOTICE Acapy of this design shall be furnished la the erection contractor.The design of this indnidual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the Simpson Strong-Tie Company accuracy and completeness oldie 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 Information&General Nines"page for additional information.All carnecter plates shall be manufactured by Simpson Strong-Tie Company{Inc in accordance with ESE-2762.All connector plates are 20 gauge,unless the specified plate sire is followed by a"-l8"which indicates an 18 gauge plate,or"SO I8",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: JV5 Sens PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:04:06 TrussPage: 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 27 lbs F- 7-6-0 1-6-0 2-11-8 2-11-7 2-11-8 5-10-15 ICRC I 3 TI91—12 3x4/ m d,ao e84 'h�? /56X - I:: I M 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 (ps° Bldg Code: IBC 2012/ TC: 0.17(2-3) Vat TL: 0.04 in L/999 6 L/180 TCLL: 30 TPI 1-2007 BC: 0.10(4-5) Vat LL: 0.02 in L/999 5 L/240 TCDL: 7 Rep MbrIncrease: Yes Web: 0.50(2-5) Hoa TL 0.04 in 4 BCLL: 0 D.O.L: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(Jnt:X,Y,Ans.I: (1:2-3,2-12,0.) (2:0-0,4-6,36.) (4:5-2,3-8,19.) (5:0-0,1-12,0.) (6:1-12,3-8,90.) Reaction Summary ST Type Bag Combo Bq:Width Material Rqd Brg Width Max Read Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-Lada 1.50 in 450 lbs - -4 lbs -4 lbs 225 lbs 3 H Roll(Dust) 1 1.5 in - 1.50 in 158 lbs - -44 lbs -44 lbs 0 lbs 4 H Roll(Truss) 1 1.5 in - 1.50 in 209 lbs - -9 lbs -9 lbs 0 lbs Material Summary Bracing Summary TC DFL 41B 2x4 IC Bracing Sheathed or Pinks at 6-3-0,Puffin design by Others. BC DFL#1B 2x4 BC Bracing Sheathed or Puffins at 10-0-0,Puffin design by Others. Webs DFL#1B2x4 accept: 2-4 DFL Stud 2x4 Loads Summary 1)This Buss has bear designed for the effects due to 10 psfbottom chord live load plus dead loads. 2)This Buss has berm designed for the effects of a balanced design snow load(Ps=25 ps0 and unbalanced design snow loads(8.997/12,7.5 psf wind,25 psflee,23.3 psf lee over peakto 4.8 8)for hips/gables in accordance with ASCE7-10 except as noted,with the following userdefned input:25 psfground snow load(Pgl.NOTE:All flat/sloped roof fadors have bean ignored and the Bound snow load has bean used for the roof snow load(Ps=Pg),DOL=1.15. 3)This mass has been designed for the effects of wind loads in accordance with ASCE7-10 with the followinguser damned input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category B(1=1.00),Overall Bldg Dins 40 8 x 60 ft,h=25 8,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 1607.1 has bear applied Member Forces Summary Table indicates:Member ID,max CSI,max axial force,(max comae force if different fommax axial force) lbs lbs Webs I2-5 0.501 112 lbs BC 4 5 0.103 484 lbs (-1171bs)I 5-6 0.497 6-1 0.058248 lbs 61 (631bs)I 2-4 0.124 -515 lbs Truss-to-truss Connections Summary ID Carred Truss Carrying Truss Carrying Offset Angle TT12 JV5 AVHM 6-0-12 90 deg 1130 JV5 CR 8-6-2 45 deg Notes: ��ED PROF�cu-, 1)When this Buss has been chosen farquality assurance inspection,the Double Polygon Method per TPI l-2007/Chapter 3 shall be used.Fabrication tolerance=10%. v5 " V``GIN`�'7 VSO 2)Tmss-to-Buss connection is for graphical interpretation only Ahan�orother sBudural conation shall be provided to resist the max reaction and uplift shown in the Reaction V '7 el., Z../ 3)listed wind uplift reactions based on MWFRS Only loading 7329:PE 4)Bearing material shown in the above table has only been checked for resistance perpendicular to grain,and does not indicate adeluacyofmaterial for otherdaigr considerations. ./ VA ,- ii,,,,, il 'G/O.9 y 1 .`�yP N• -R'9 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be finished to the archon contractor.Thedesign of this individual Buss is based on design criteria and requirements supplied bytheTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the infommtion ser forth by the Building Designer.A seal on this drawing indicates acceptance ofprotessional engineering responsibility solely for the Buss component design shown.See the core page and the"Important Information&General Notes"page for additional infomntion.All connectorplatrx shall be manufactured by Simpson Strong-lie Company,Inc in accordance with ESR-2762.All connector plasm are 20 gang;,unless the specified plate size is followed by a"-I8"which indicates an 18 gang plate,or"S#18",which indicates a high tension 18 urge plate. SIMPSON Oregon Truss Inc Truss: JV6 SWortglIta PH 503-581-8787 Project Name: 1606039cia 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 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 251bs 9-4-15 11-6-01 2-11-8 3-2-0 1-9-7 2-11-8 6-1-8 17-10-15 14 T112 9� cr eS 1x4 a, r•=1,1' 3x''_� i S 5 7 I i 1.5x4 1 1 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/ floc) Allowed Load (psi) Bldg Code: IBC 2012/ TC: 0.60(2-3) Vat TL: 0.24 in L/276 7 L/180 TCL.: 30 IPI I-2007 BC: 0.13(7-1) Vat LL: 0.11 in L/575 7 L/240 TCDL: 7 Rep Mbr Increase: Ys Web: 0.04(2-6) Hoa TL: 0.08 m 5 BCLL: 0 D.O.L: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Oflsas(InLX,Y,Ang): (1:2-3,2-12,0.) (2:1-12,5-11,90.)(6:0-0,1-12,0.) (7:1-12,3-8,90.) Reaction Summary IT Type Brg Combo Btg Width Material Rqd Beg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Mono 1 Pin(Wall) 1 5.5 in Douglas-Fir-Larch 1.50 in 367 lbs - - - 279 lbs 5 H Roll(Tress) 1 1.5 in - 1.50 in 64 lbs - - 0 lbs 3 H Roll(Wall) 1 3 in Douglas-Fir-Larch 1.50 in 669 lbs - -156 lbs -156 lbs 0 lbs 4 H Roll(Truss) 1 1.5 in - 1.50 in 20 lbs -96 lbs -99 lbs -99 lbs 0 lbs Material Summary Bracing Summary TC DFL MIB 2x4 it Bracing Sheathed or Purlins at 6-3-0,Purlin design by Olhas. BC DFL#lB 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Puffin design by Othas. Webs DFL Stud 2x4 Loads Summary I)This lass has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This lass has been designed for the effects of a balanced design snow load(Ps=25 psf)and unbalanced dsigs snow loads(8.998/12,7.5 psf wind,25 psflee,23.3 psf lee over peak to 4.8 ft)forbips/gables in aoconlance with ASCE7-10 except as noted,with the following user defined input:25 psf pound snow load(Pg).NOTE All ftat/sloped roof factors have been ignored and the pound snow load has bean used for thereof snow load(Ps=Pg),DOL=1.15. 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 Categoryll(1=1.00),Overall Bldg Dim;40 ft x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minim=storage attic loading in accordance with IBC Table 1607.1 has bear applied Member Forces Summary Table indicats:Mentha ID,max CSI,max axial finer,(max compr force ifdiffaan from max axial force) it 8-1 0.145 67 lbs 2-3 0.601 225 lbs C Ilbs 3-4 0.45 -176 lbs 5-6 0.077 1-2 0.379 -200 lbs 5 171 0.135 122 lbs ((-39 lbs)I Webs 2-6 0.043 140 lbs 6-7 0.023 76 lbs Truss-to-truss Connections Summary • ID Carried Truss Carrying Truss Carrying Offset Angle T114N6 AVHM 8-0-12 90 deg ,\�.. D PRO e n Notes: / VU I)When this truss has bean chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter3 shall be used.Fabrication tolerance—10%. ��Co ANG I N ' - /o2 2)Truss-to-truss connection ss connection is for graphical interpretation only Ahanger or other structural cotion shall be provided to resist the rix reaction and uplift shown in the Reaction V ,7 Summary. kJ 7329:PE I 3))Listed wind uplift reactions based on MWFRS Only loading 4)Bearing material shown in the above table has only bear checked for resistance perpendicular to gain,and dos not indicate adequacyof material for other dsipn considerations. I' 4a L .9 Y t 200�yP SO No -R19 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be furnished to the aection contractor.Thedsign of this individual truss is based on design criteria and requirements supplied bytheTruss Manufacturer and n:Ee upon the accuracy Simpson Strong-Tie Company and completeness ofthe information set forth by the Building Designer.A seal on this drawing indicals acceptance of professional engineering responsibility solely for the lass component dsige shown.See the cover pap;and the"Important Information&General Notes"page for additional infomntion.All connector plates shall be manufactured by Simpson Slang-'he 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: JV7 Strong-Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:04:07 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 29 lbs 11-4-15 1-6-0 2-11-8 3-2-0 1-11-4 1-10-3 I 2-11-8 1 6-1-8 1 8-0-12 19.10.151 5 . 12 9� n �/4' 1x41 - �qq ab oo , 1. 0 3x;'gs S i ' 6 S 81x4 / 1.5x4) 1 AVHM 1 0-0-0 1-0-0 1-0-0 2-11-8 3-0-8 1 2-11-8 1 6-0-0 1 Loading General CSI Summary Deflection L/ (Doc) Allowed Load (psf) Bldg Code: IBC 2012/ TC: 0.49(2-3) Vat TL: 0.22 in L/299 8 L/180 TCLL: 30 TPI1-2007 BC: 0.12(8-1) Vat LL: 0.11 in L/575 8 L/240 TCDL: 7 Rqs Mbr Increase: Yes Web: 0.04(2-7) Hoa TL: 0.07 in 6 BCLL: 0 D.O.L.: 115% Creep Faxor,Ra=1.5 BCDL: 10 Plate Offsets(Jm:X,Y,Ang): (1:2-3,2-12,0.) (2:1-12,5-11,90.)(7:0-0,1-12,0.) (8:1-12,3-8,90.) Reaction Summary JT Type Brg Combo Brg Width Material Rqd Brg Width Max Read Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-Larch 1.50 in 367 lbs - - - 333 lbs 6 H Roll(Truss) 1 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(fuss) 1 1.5 in - 1.50 in 108 lbs - -31 lbs -31 lbs 0 lbs Material Summary Bracing Summary TC DFL#IB 2x4 TC Bracing Sheathed or Purlins at 6-3-0,Pullin design by Others. BC DFL it IB 2x4 BC Bracing Sheathed or Purlins at 1O-0-0,Pudin design by Others. Webs DFL Stud 2x4 Loads Summary I)This truss has been designed forth 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 ps0 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)forhips/nbls in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE:All Hat/sloped roof factors have been ignore)and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed bribe effects of wind loads in accordance with ASCE7-10 with the followingusaddinel input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category II(I=1.00),Overall Bldg Dire 40 11 x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 fl 4)Minim=storage attic loading in accordance with IBC Table 1607.1 has bear applied Member Forces Summary Table indicates:Member ID,max CSI,max axial force,(max compr force if different from max axial force) TC 0.145 67 lbs 2-3 0.492 -225 lbs 91--21 0.347 -256 lbs 3-4 0.365 -152 lbs BCbs 2-7 0.043 140 lbs 18-1 0124 123 lbs (-52 lbs) 0.075 65 lbs (-58 lbs) We Truss-to-truss Connections Summary ID Carred Truss Catying Truss Carrying Offset Angle _...._ —. - _..... TTIS JV7 AVIOM 10-0-12 90 deg �2�D P R ore. Notes: C< `�`NGINE-k �/O 1)When this truss has ben chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. �\ 2)Truss-to-truss connection is for graphical intepmaion only Ahangw or other structural connection shall be pmvided m resist the mac reaction and uplift shown in the Reaction Ct.' Summary. 7329:PE i 3)listed wind rialshown on cher4)Bearing material in the above ruble has only ben checked for resistance pependialar to grain,and does not indicate adequacy of material for orbs design considerations. 1FA 4 ,r.,- ii-14 ..., G/ 4Y 1 /20° AP O N• -Rs 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be furnished to the section contractor.The design of this individual truss is based on design aitaia and requirements supplied bytheTmss Manufacturer and alis upon the accuracy Simpson Strong-Tie Company and contpldness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the muss component deign shown.See the cover page and the"Important Infomution&Geneal Nota"page for additional information.All connedorplates shall be manufactured by Simpson Snong.11e Company,Inc in accordance with ESR-2762.All connector plats are 20 pug,unless the specified plate size is followed by a"-18"which indicates an 18 gaup plate,or"S#18",which indicates a high tension 18 gaup plate. !, SIMPSON Oregon Truss Inc Truss: JV8 StrongTie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:04:08 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 32 lbs I_ 13-4-15 I 1-10-3 11-6-01 2-11-8 I 3-2-0 11-11-41 2-0-0 I 2-11-8 6-1-8 8-0-1210-0-12 11-10-15 6 Z12� r do _i1 1.5x41 I AVHM 0-0-0 1-0-o 1-0-0 2-11-8 3-0-8 1 2-11-8 I 6-0-0 Loading General CSI Summary Deflection L/ (roc) Allowed Load (psf) Bldg Code: IBC 2012/ TC: 0.49(2-3) Vat TL: 0.22 in L/299 9 L/180 TCLL: 30 TPI1-2007 BC: 0.12(9-1) Vat LL: slim L/575 9 L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.04(2-8) Horz TT.: 0.07 in 7 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.) (2:1-12,5-11,90.)(8:0-0,1-12,0.) (9:1-12,3-8,90.) Reaction Summary IT Type Brg Combo Big Width Material Rqd Brg Vddth 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 - - - 529 lbs 7 H Roll(Buss) 1.5 in 1.50 in 64 lbs - - 0 lbs 3 H Roll(Wall) 3 in Douglas-Fir-Larch 1.50 in 525 lbs - -159 lbs -159 lbs 0 lbs 4 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 30 lbs -83 lbs -66 lbs -83 lbs 0 lbs 5 H Roll(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 Summary TC DFL#IB 2x4 TC Bracing Sheathed or Purlins a 6-3-0,Pullin design by Others. BC DEL#1B 2x4 BC Brining Sheathed or Purlins at 10-0-0,Pullin design by Owes. Webs DFL Stud 2x4 Loads Summary I)This buss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This buss 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 psfwind,25 pike,23.3 psf lee over peakto 4.8 ft)forhips/gables in accordance with ASCE7-10 except as noted,with the following userdefined input:25 psf ground snow load(Pg).NOTE:All Oat/sloped roof factors have ban ignored and the ground snow load has bean used for the roof snow load(Ps=Pg),DOL=1.15. 3)This buss has been designed for the effects of wind loads in accordance with ASCE7-10 with the followingusa defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category B 0=1.00),Overall Bldg Dins 40 Ilx 60 ft,h=25 ft,End Zone Tress,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 indicate:Member ID,max CSI,max axial force(max comer force if different bow max axial force) 1-2It 0.145 67 lbs 2-3 0.493 -462 lbs 4 -5 I 0.346 -487 lbs 3-4 0.366 202165 71 lbs 56 0.067 178165 BC 7-8 0.077 Olbs 9-1 0.124 115165 (-11416s)1 Webs 2-8 0.043 140 lbs 8-9 0.023 76 lbs Truss-to-truss Connections Summary ����p PRQpt- ID Carried Tress Gaming Tress Carrying Offset Angle TT16 JV8 AVHM 12-0-12 90 deg Notes: �5 0NGIN�F9 CS'.Ca I)When this muss has beat chosen for quality assurance inspection,the Double Polygon Method per TPI I-2007/Chapter 3 shall be used.Fabrication tolerance—10%. 2)Truss-to-truss connection is for graphical intapreation only Ahangr or other structural connection shall be provided to resist the max reaction and uplift shown in the Reaction - 7329:P E f Summary. ` 3)listed wind uplift reactions based on MWFRS Only loading 4)Bearing material shown in the above table has only been checked forresistance papendicolar to gain,and does not indicate adequacy of material for other deice considerations. if Iry t..1Y' �2 AP No R`S 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this deign shall be famished to the section contractor.Thedaign of this individual buss is based on design criteria and requirements supplied bytheTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and compldenas of the information set forth by the Building Deigns.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.Seethe cover page and the"tupodant Information&General Notes"page for additional information.All connector plata shall be manufactured 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 gage plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: JV9 Strong-Tie PH 503-581-8787 Project Name: 1606039cia Component SolutionsTM Date: 06/13/16 15:04:08 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 351bs 15-4-15 1 2-0-0 1-6-0 2-11-8 3-2-0 2-0.0 1-10-3 2-11-8 l 6-1-8 11-11-418-0-110-0-12 13-10-15 12-0-12 7 1z Z. co 7;1; d 'd 1x4 1 o d 1i 3x4' . 8 13C 1 -�~]�4 Z 1641 1AVHM 1 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/ floc) Allowed Load (pst) Bldg Code: IBC 2012/ TC: 0.49(2-3) VeI TL 0.22 in L/298 10 L/180 TCLL: 30 TPU-2007 BC: 0.12(10-1) Vet LL 0.11 in L/575 10 L/240 TCDL: 7 Rein Mbr increase: Yes Web: 0.04(2-9) Holz TL: 0.07 in 8 BCLL: 0 D.O.L.: 115% Creep Factor,Kcr=1.5 BCDL: 10 Plate Offsets(Jnt:JC,Y,Ang): (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 JT 'type Brg Combo Bre Width Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Hoeiz I Pin(Wall) 5.5 in Douglas-Fir-Larch 1.50 in 367 lbs - - - 614 lbs 8 H Roll(Tmss) 1.5 in 1.50 in 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-Larch 1.50 in 0 lbs -82 lbs -65 lbs -02 lbs 0 lbs 5 H Roll(Wall) 1.5 in Douglas-Fir-Larch 1.50 in 248 lbs - -74 lbs -74 lbs 0 lbs 6 HRoll(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 6IB 2x4 TC Bracing Sheathed or Purlins at 6-3-0,Perlin design by Others. BC DEL ti IB 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Purlin design by Others. Webs DFL Stud 2x4 Loads Summary 1)This truss has been designed bribe effects dues 10 psf bottom dsonl live 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 peakto 4.8 ft)forhips/gsbles in armnlauce 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 Bound 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 ASCE7-10 with the foftowinguser defined input 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category]](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 ft. 4)Minimum storm attic loading in accordance with IBC'able 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max CM,max axial force,(mux compr force if different from max axial force) TC 1 I-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 BC 8-9 0.077 -560lbs 10-1 0.124 -142 lbs Webs 2-9 0.043 140 Lbs I9-10 0.023 76 lbs I I Truss-to-truss Connections Summary �Q,ED PRO , Caed Truss Canting Truss Carrying Offset Angle r. TT17 JV9 AVHM 14-0-12 90 deg \J �NG'[NFF, s ID Canned � 9 0 Notes: Qr 7329:PE I)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TPI I-2007/Chapter3 shall be used.Fabrication tolerance=10%. / 2)Tluss-to-wss 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 Summary. 3)Listed wind uplift reactions based on MWFRS Only loading 4)Bearing material shown in cine above table has only been checked for resistance perpendicular to grain,and dos not indicate adequacy of material for other design considerations. ,/- qY 1 /2o°�y - /V. *R19 06/14/2016 Expires: 12/31/2016 NOTICE Acopyof this design shall be famished to the erection contractor.The design of this individual uuss is based on design criteria and requiremads supplied bytheTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information set firth by the Building Designer.A seal on this drawing indices acceptance ofpmfssional engineering responsibility solely for the muss component deign shown.See the coves pm and the'Trrporlant Infomelion&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accon(ance with ESR-2762.All connector plat. are 20 gang:,unless the specified plate size is followed by a"-18"which indicates an 18 gaud plate,or"SN 18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: PB 1 H5 S ong-Tio PH 503-581-8787 Project Name: 1606039cia 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 22 lbs 7-11-14I I 1-4-1 0-4-12 4-6-4 0-4-12 1-4-1 1-4-1 1-8-13 6-3-1 6-7-13 7-11-14 1-0-5 1-0-5 12 12 91— —19 7 8 I 3x4- 1x4 I 3x4- 3 4 3x4/ O _ 3x4\ li 1 Z — ♦ •••••••••••••• ♦ •••••• 1x4 I 0-0-0 0-0-0 7-11-14 7-11-14 Loading General CSI Summary Deflection L/ floc) Allowed Load (pert) Bldg Code: BC 2012/ TC: 0.10(2-3) Vat TL: Din L/999 (56) L/180 TOLL: 30 TPI 1-2007 BC: 0.08(6-1) Vat LL: Din L/999 (1-1) L/240 TCDL: 7 Rqt Mbr Increase: Yes Web: 0.04(36) Ilorz TL: O in 5 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(Jnt:X,Y,Ang): (1:7-7,3-4,36.) (2:2-12,2-0,0.) (4:2-12,2-0,0.) (5:7-7,34,36.) Reaction Summary JT Type Big Combo Big Width Material Max Read Ave React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz I Continuous 1 95.875 in Douglas-Fir-Larch 315 lbs 116 plf - -17 lbs -17 lbs 12 lbs Material Summary Bracing Summary TC DFL#IB 2x4 TC Bracing Sheathed or Puffins at 6-3-0,Pullin design by Others. BC DFL#IB 2x4 BC Bracing Sheathed or Purlins at 6-3-0,Pmhn design by Others. Webs DFL Stud 2x4 Loads Summary 1)This buss 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 pst)and unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4 8)for hips/gables in accordance with ASCE?-10 except as noted,with the followinguserdefrnwl 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 acconlance with ASCE?-10 with the following userdfined input:120 mph ultimate,Exposure B,Fully Enclosed, Gable/thp,Building Category B(1=1.00),Overall Bldg Dim;40 fix 60 fl,h=25 fl,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. Member Forces Summary Table indicates:Member ID,max CSI,max axial tome,(max conger force if different from max axial fame) BC I56 0.082 129 lbs (-43 lbs)I 6-1 0.082 129 lbs (-43 Ibs)I4 5 0.082 -22216s Webs 36 0.042 -225 lbs Notes: I)Gable requiem continuous bottom fiord bearing 2)Gable webs placed at 48"o.c.,U.N.O. 3)Attach gable webs with 3x4 20ga plates,U.N.O. 4)This buss has been designed for in-plane wind loading For bracingeniuirements for out-of-plane wind loading refs to the Constmction Documents and/or BCSI-B3. 5)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%. 6)Provide adequate drainage to preverntponding �� O PRS 7)listed wind uplift reactions based on MW FRS Only loading F ��� �NGIN�F-x/02 d 7329:PE ilr) e.- !•'I r v '7OgY1 ,� ,,, N• -R,s 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be famished to the action contractor.The design of this individual truss is based on design criteria and requirements supplied bytheTmss Manufadurerand relies upon the acaracy 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 pap:and the'Tngonant lnfomntion&General Notes"page for additional infomntion.All connector plates shall be manufactured by Simpson Strong-lie Company,Inc in aceondance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"d 8"which indicates an 18 mow plate,or"SO 18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: PB 1 H6 StrongTie PH 503-581-8787 Project Name: 1606039cia Date: 06/13/16 15:04:10 Component SolutionsTm Pae: 1 of 1 Truss g Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R 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 11 [� 0322' 0-4-12 1 0-10-3 4-1g0-10-3 4-2-15 4-10-3 7-4-1 7-8.11 8-3-1 11-11-1 14 7-11-15 8-7-13 0-7-14 0-7-14 2-6-5 2-6-5 12 9[- 10 11 354- 154 1 354- 5 12 / — —19 a 12 cit 91— oi 9 457- 555/ 3x4/ u 4 3x4\ t{ •••• ••••••• ••• ♦♦ ••• ••••*I 8 3x4- 0-0-0 0-0-0 7-11-15 3-11-15 7-11-15 1 11-11-14 Loading General CSI Summary Deflection L/ (roc) Allowed Load (psf) Bldg Code: IBC2012/ TC: 0.34(5-6) Vet TL: 0.08 in L/999 (8-1) L/180 TOLL; 30 TPI 1-2007 BC: 0.27(8-1) Vet LL 0.01 in L/999 (8-1) L/240 T'CDL: 7 Rep lvlbrIncrease: Yes Web: 0.28(3-8) Cant/OH TL: 0.14 in UP 2L/677 (7-7) 2L/120 BC1L: 0 D.O.L: 115% Cant/OH LL: 0.03 in UP 2L/999 (7-7) 2L/120 BCDL: 10 Hoa TL: 0.01 in 8 Plate Offsets(1nt:X,Y,Ang): (1:7-7,3-4,36.) (2:3-7,2-13,0.) (3:0-0,3-8,36.) (4:2-12,1-15,0.)(5:0-0,3-8,90.) (6:2-11,2-0,0.) (7:7-7,3-4,36.) (8:1-12,3-8,0.) Reaction Summary ,IT Type Brg Combo Brg Width Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Hartz 8 HRolI(Wall) I 95.875 in Douglas-Fir-Larch Unknown 902 lbs - -47 lbs -47 lbs 0 lbs 1 Pin(Wall) 1 95.875 in Douglas-Fir-Latch Unknown 436 lbs - -17 lbs -17 lbs 25 lbs Material Summary Bracing Summary TC DFL#IB 2x4 TC Bracing Sheathed or Pudms at 5-9-0,Pullin design by Others. BC DFL#1B 2x4 BC Bracing Sheathed or Purlins at 6-3-0,Purhn design by Others. Webs DFL Stud 2x4 Loads Summary 1)This Miss has beer designed for the effects due to 10 psf bottom drool live load plus dead loads. 2)This tress has been designed ftrthe effects of a balanced design snow load(Ps=25 pst)and unbalanced deign snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psf lee overpeakto 4.8 ft)for hips/gable in acconiance with ASCE7-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE:All 8t/sloped roof factors have been ignored and the Bound snow load has been used for thereof snow load(Ps=Pg),DOL=1.15. 3)This Miss 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 lip,Building Category B(I=1.00),Overall Bldg Dims 40 ft x 60 ft,h=25 8,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 f. 4)Minimum storm attic loading in accordance with IBC Table 1607.1 has beat applied Member Forces Summary Table indicate;:Member ID,mac CSI,max axial force,(max conpr force if different 8omnnx axial force) IC 1-2 0.313 -1,003 lbs3-4 0.225 349 lbs (-164 Ibs)5-6 0.343 241 lbs (-86 Ibs) 2-3 0.335 -1,028 lbs 4-5 0.343 241 lbs (-86 Ibs) 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 Ibs) BC 7-8 0.197 -241 lbs 8-1 0.273 1,028 lbs (-166 Ibs) Webs 3-8 0.278 -1,145 lbs 5-8 0.143 -696 lbs Notes: 1)When this tress has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter3 shall be used.Fabrication tolerance=10%. 2)Provide adequate drainage to present ponding 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 Wait for other deign considerations. ,-(1,l'p PROF�C. /- 7329:PE f 1 IFjer .,, r• 4, v N. -B\9 06/14/2016 Expires: 12/31/2016 NOTICE Acopyof this deign shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied bytheTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information se Ruth by the Building Deigsa.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 information.All connector plates shall be manufactured by Simpson Soong-'fie 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 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc g Truss: PB 1 H7 StgTie PH 503-581-8787 Project Name: 1606039cia • Component SolutionsTM Date: 06/13/16 15:04:10 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R 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 11-11-14 0-1-8 1-8-11 ?- 3-7-4 p } 2-0-0 3-11-15 1-8-11 1-11-15 5-8-11 5--11-15 7-11-15 11-11-14 2-1-7 1-3-12 1-3-12 12 91- 454- T 8 12 —19 12 9I— ro 11 1x41 g4x4- 354- ch 3 d zl 3�/ 1011' 0 _ U 4110' 3x4\ T# ••••••• r• • >0.0.000 0‹ ••••• ••••• • ••••• ••• 1x4 1 154 1 154 1 0-0-0 0-0-0 1-11-15 4-0-0 2-0-0 3-11-15 1-11-15 5-11-15 7-11-15 11-11-14 Loading General CSI Summary Deflection L/ floc) Allowed Load (psi Bldg Code: IBC 2012/ IC: 0.21(2-3) Vet TL: 0.01 in L/999 (7-8) L/180 TOIL: 30 TPI 1-2007 BC: 0.08(7-8) Vet LL: 0 in UP L/999 (7-7) L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.08(3-10) Hotz TL 0 i 7 BCIL: 0 D.O.L.: 115% Creep Factor,Kcr=1.5 BCDL: 10 Plate Offsets(Jnt:X,Y,Ang): (1:7-7,34,36.) (22-15,2-t3,0.)(3:0-5,2-13,0.) (4:0-0,1-10,0.) (5:0-0,4-6,90.) (6:0-0,4-6,0.) (7:7-7,34,36.) (8:0-0,3-8,90.) (9:0-0,3-8,90.) (10:0-0,3-0,90.) Reaction Summary IT Type Big Combo Brg Width Material Rqd Big 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 Dougal-Fir-Larch Unknown 304 lbs - -30 lbs -30 lbs 0 lbs 10 H Roll(Wall) 1 143.875 in Douglas-FG-Latch Unmown 486 lbs - -33 lbs -33 lbs 0 lbs I Pin(Wall) I 143.875 in Dougal-Fir-Latch Unknown 75 lbs -14 lbs -14 lbs 31 lbs 7 H Roll(Wall) I 143.875 in Douglas-Fir-Latch Unknown 262 lbs - -19 lbs -19 lbs 0 lbs Material Summary Bracing Summary TC DFL#1B 2x4 IC Bracing Sheathed or Purlins at 6-3-0,Pullin design by Others. BC DFL#1B 2x4 BC Bracing Sheathed or Purlins at 6-3-0,Perlin 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 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 over peak to 4.8 ft)forhips/grbles in acco,dauce with ASCE?-10 except as noted,with the following userdefoed input:25 psf pound snow load(Pg).NOTE:All 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 truss has bet 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, Gablefhp,Building Category B(I=1.00),Overall Bldg Dines 40 8 x 60 8,h=25 8,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 fl. 4)Mininum storm attic loading in accordance with IBC Table 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max CSt,max axial force,(max comer force ifdifferat Som max axial force) TC 1-2 0.155 147 lbs (-63 Lbs)3-4 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 5-6 0.157 -117 lbs BC 7-8 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: 0- .<<-`-'.GINE'. ., ��ED PROrk-„ I)When this tents has been duos®for quality assurance inspection,the Double Polygon Method pro TPI 1-2007/Chapter3 shall be used.Fabrication tolerance=10% \r\ !_` C'te. o 0,,,,_J V`GINIc 2)Provide adequate drainage to prevent ponding A 3)Listed wind uplift reactions based on MWFRS Only loading Y� 4)Bearing material shown in the above table has only been checked forresistance perpendicular to gain,and does not indicate adequacy of material for other design considerations. 7329:P E Irr.- ;I .� I,�O qY 1 2.0Q�yP N• R'S 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be famished to the erectors contractor.The design of this individual truss is based on design criteria and requirements supplied by therms Manufacturasd relies upon the accuracy Simpson Strong-Tie Company and completeness of the information set forth by the Building Designer.A seal on this drawing iudicatea acceptance of professional engineering responsibility solely for the truss component design shown.See the aver page and the"hiponant Infometion&General Notes"page foradditional infomntion.All connector plats shall be manufactured by Simpson Strong-Tte Company,Inc in accordance with ESR-2762.All counectorplats are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gorge plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: PBH5 Strong-Tie PH 503-581-8787 Project Name: 1606039cia Date: 06/13/16 15:04:11 Component SolutionsTM Page: 1 of 1 Truss Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R 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 341bs 11-11-14 1 - ' �j 9-3-90-4-12 1-4-3 [� 1-4-3 Y•8-15 0-3-0 5-110-105 1 9-11-105 1O-2- 15 1 11'1 14 1 1-11-15 10-7-11 1-0-6 1-0-6 12 12 91— —19 11 1x4 112 3x4- 1- 3x4- 1x41 3 1x4 5 4 • M1 1 1 6 1IIIMIMIMIE 1 1 I ti 3x4/ 3x4\ �11 V' Alk AL Ak.A\ NI 4..A7 �\r ' A 'a ‘ Nr AI'r AW, NI INrV AI A�1 10 9 8 1x4 1 1x4 1 1x4 1 0-0-0 0-0-0 1-11-15 4-0-0 4-0-0 1-11-15 1-11-15 5-11-15 9-11-15 11-11-14 Loading General CSI Summary Deflection L/ (roc) Allowed Load (PO Bldg Code: IBC 2012/ TC: 0.21(56) Vet TL 0.01 in L/999 (8-9) L/180 TOLL: 30 TPI 1-2007 BC: 0.07(8-9) Vat LL: Din L/999 (7-7) L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.07(5-8) Hort TL: Oin 7 BCLL: 0 D.O.L: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets Ont:X,Y,Ang): (1:7-7,3-4,36.) (2:2-15,2-0,0.) (3:0-0,35,90.) (4:0-0,3-8,90.) (5:0-0,3-0,90.) (6:2-11,1-15,0.)(7:7-7,3-4,36.) (8:0-0,3-8,90.) (9:0-0,3-8,90.) (10:0-0,3-8,90.) Reaction Summary 3T Type Brg Combo Brg Width Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max lion, 8 H Roll(Wall) I 143.875 in Douglas-Fir-Larch Unmown 451 lbs - -17 lbs -17 lbs 0 lbs 9 H Roll(Wall) I 143.875 in Douglas-Fie-Larch Unmown 403 lbs - -23 lbs -23 lbs 0 lbs 10 H Roll(Wall) 1 143.875 in Douglas-Fir-Larch Unknown 451 lbs - -18 lbs -18 lbs 0 lbs 1 Pin(Wall) 1 143.875 in Douglas-Fir-Larch Unmown 62 lbs - -3 lbs -3 lbs 12 lbs 7 H Roll(Wall) 1 143.875 in Douglas-Fir-Larch Unknown 62 lbs - -3 lbs -3 lbs 0 lbs Material Summary Bracing Summary IC DFL#IB 2x4 TC Bracing Sheathed or Purlins a16-3-0,Purlin design by Others. BC DFL#IB 2x4 BC Bracing Sheathed or Purlins at 6-3-0,Purlin design by Others. Webs DFL Stud 2x4 Loads Summary I)This truss has beat designed for the meds due to 10 psfbottom chord live load plus dead loads. 2)This truss has been designed for the effects ofa balanced design snow load(Ps=25 ps0 and unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 It)for hips/gables in accordance with ASCE7-10 accept as noted,with the following user defined input:25 psfgound snow load(Pg).NOTE:All fiat/sloped mof factors have been ignored and the Bound snow load has bear used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in acconiance with ASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category B(1=1.00),Overall Bldg Dims 40 ft x 60$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 Table 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max CSI,max axial tome,(max comer force ifdiffeant 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 7-8 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 55 0.074 -396 lbs �C �D PROc� n Notes: 4C` / sV 1)When this mass has beat drusen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication toleraance=10%. ,\GJ I NGI NE � /OA_ 2)Provide adequate drainage m prevent ponding. 6G -!� 3)listed wind uplift reactions based on MWFRS Only loading 4)Bearing nataial shown in the above table has onlybeen checked for resistancepeperdialar to gain,and dos not indicate adequacy of material for other design considerations. 7329:PE if i , Illb ,, r/- 4,4 2., -1.- 4Y 1 .44W/6 4P- ^/• 'R1s 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis deign shall be frmishel to the erection contractor.Thedsign of this individual mass is basal on design aitaia and requireoants supplied bytheTnrss Manufacturer and relies upon the acamcy 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 componat deign shown.See the cove page and the"Inpodant Information&Gened Notes"page foradditional infonrntion.All conneaor plates shall be manufactured by Simpson Strong-lie Company,Inc in accordance with ESR-2762.All connector plats am 20 gang,unless the specified plate size is followed by a"-18"which indicates an 18 erg:plate,or"S#18",which indicates a high tension 18 gauge plate. sIMPsoN Oregon Truss Inc Truss: PBH6 Strong-Te PH 503-581-8787 Project Name: 1606039cia Component Solutions TM Date: 06/13/16 15:04:12 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANT L CANT R 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 38 lbs 11-11-14 1-11-15 1-4-4 p-4-1 p I 1-11-15 3-4-3 8-15 5-11-115 8-2-15 -7-11 9-11-15 11-11-1411 2-6-6 2-6-6 11 12 Z 3x4- 1x4 1 3x4- 12 4 12 91— 7 N —19 1x41 1x41 N_ ell N I — I 3x4/ . Il ii ' 3x4\ ••• •• ♦ • ♦ ♦ ♦ •••• •••A•••• ♦/ 1x4 1 1x4 1 1x4 1 0-0-0 0-0-0 1-11-151 4-0-0 1 4-0-0 1 1-11-15 1-11-15 5-11-15 9-11-15 11-11-14 Loading General CSI Summary Deflection L/ floc) Allowed Load (psf) Bldg Code: IDC 2012/ TC: 0.12(4-5) VertTL: 0.01 in L/999 (8-9) L/180 TCLL: 30 TN 1-2007 BC: 0.10(9-10) Vat LL: 0 in L/999 (1-1) L/240 TCDL: 7 Rep MNIncrease: Yes Web: 0.05(2-10) Hoa TL: Din 7 BCLL: 0 D.O.L: 115% Creep Factor,Loa=1.5 BCDL: 10 Plate Offsets(Jnt:X,Y,Ang): (1:7-7,3-4,36.) (2:0-0,4-6,90.) (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.) (8:0-0,3-8,90.) (9:0-0,3-8,90.) (10:0-0,3-8,90.) Reaction Summary JT Type Big Combo Bag Width Material Rqd Big Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Hoaiz 8 H Roll(Wall) 1 143.875 in Douglas-Fir-Latch Unknown 309 lbs -8 lbs -7 lbs -8 lbs 0 lbs 9 H Roll(Wall) 1 143.875 in Douglas-Fir-Larch Unmown 320 lbs - - - 0 lbs 10 H Roll(Wall) 1 143.875 in Douglas-Fir-Larch Unlaown 309 lbs -8 lbs -7 lbs -8 lbs 0 lbs 1 Pin(Wall) 1 143.875 in Douglas-Fr-Larch Unmown 248 lbs - -26 lbs -26 lbs 26 lbs 7 HRoll(Wall) I 143.875 in Douglas-Fr-Lath Unlmown 248 lbs - -26 lbs -26 lbs 0 lbs Material Summary Bracing Summary TC DFL#lB 2x4 TC Bracing Sheathed or Purlins at 6-3-0,Pullin design by Others. BC DFL#1B 2x4 BC Bracing Sheathed or Purlins at 6-3-0,Pualin design by Others. Webs DFL Stud 2x4 Loads Summary I)This truss has bees 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(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 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 truss has been designed for the effects of wind loads in accordance with ASCE7-10 with the followinguserdefned input: 120 nob ultimate Exposure B,Fully Enclosed, Gable/Hip,Building Category 11(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 ft. 4)Mminumstompa attic loading in accordance with IBC-Bible 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max CSI,now axial force,(amu 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 0.050 -265 lbs 4-9 0.048 -233 abs 6-8 0.050 -265 lbs Notes: �9 [a D PROFFss 1)When this hues has beat chosen for assurance assuce inspersion,the Double Polygene Method per IPI I-2007/Chapter 3 shall be used.Fabrication tolerance=10%. V \ `_` �� O �? 2)Provide adequate drainage to prevent ponding, G N� /* 3)listed wind uplift reactions based on MW FRS Only loading 4)Bearing material shown in the above table has only been checked for resistance perpendicular to grain,and do.not indicate adequacy of®serial for other design considerations. Q44.I 7329:PE ri- ii-/0 "/- -1 y 1 /200�- N. •j1S 06/14/2016 Expires: 12/31/2016 NOTICE Acopyofthis design shall be famished to the erection contractor.Thedesign of this individual truss is based on design criteria and requirements supplied bytheTruss Manufacturer and mlies upon the accuracy Simpson Strong-Tie Company and completeness of the information so forth bythe Building Designer.A seal on this drawing indicate acceptance of professional engineering responsibility solely for the truss component design shown.Seethe cover page and the'Important lnfommion&General Nota"page for additional infomation.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 0"-18"which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 singe plat. SIMPSON LATERAL RESTRAINT & DIAGONAL BRACING DETAILS FOR D-WEBCLRBRACE StrongTie WEB MEMBERS ® Date:06/18/2014 I Rev:A I Pg.1 of 1 1 row of CLR 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 4 must be installed as indicated in this detail and BSCI-B3. See 'Ai:WEBREINFORCE for web reinforcement options that may be used as ,./an alternative to this detail when installing CLRs and diagonal bracing is not ractical or desired. Pro erl attached full-length sheathingP P Y satisfies(may replace)any bracing requirements specified for endvertical webs. Refer to the Construction Documents for additional �; 141111L- bracing requirements. WEB MEMBERS WITH LATERAL RESTRAINT Install 2x4 diagonal bracing at each end and at every 20'along the length of the �����\ CLRs.See Diagonal Bracing Details 2&3. �/4K/V fAr �� ����`f �� Min.2x4x12'CLRs installed X \� ` � on web members where ���1���IV Section A-A �� ,�� �� indicated on the truss design 441\� �<� � �� drawing. Attach CLRs to each Web `` %� \ I CLRs lice �*> web with min.2-10d nails P �- ��� ��\ r \k--- ,-'W ��� \\ <20'between CLR � ► �,;��\\ip 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. - I' <45 <45°( II <45 <40° 007 - Option 3A Option 2A Option 2B Option 3B Detail 2-Diagonal Bracing for 1 Row of CLRs Detail 3-Diagonal Bracing for 2 Rows of CLRs <el\ PR OFFSS' �C. �cNGINEF9 /O2 7329:PE f DETAIL LIMITATIONS: Nail Dimensions: ��+ 4 ,,- t, i 1. Restraint and Bracing Material min.2x4 stress graded lumber. 10d=3"x 0.128" G 41'1 �p Q 2.This detail does not address permanent building stability bracing i0 '2 \- N• -BIS to resist lateral forces acting on the building. 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. SIMPSON D-WEBREINFORCE StrongTie INDIVIDUAL WEB REINFORCEMENT DETAIL Date:06/11/2014 Rev:A I Pg.1 of 1 NOTES: _.000001111101 1. This detail provides web reinforcement options that may be used as an 1011 alternative to continuous lateral restraint(CLR)when installing CLRs in combination with diagonal bracing is not practical or desired. `N 2. Refer to the truss design drawing for web lateral restraint requirements. A® ``fey on the truss design drawing indicates that continuous lateral restraint is �`��j, Web required at the locations shown(either at the midpoint or 1/3-points of the web ``��� Member al r4.4 member). Refer to the tables below for acceptable web reinforcement options I*ft �`��p� (TYP•) li that may be used in place of one or two rows of CLR. �`�1o` FA 3. This detail may not be used to substitute CLRs for T-, L-, I-or scab 1011; F reinforcements that are specified on the truss design drawing. i '* i �-. :%.1 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 ISI © (I-Reinforcement similar) 1 Row of CLR @ 2 Rows of CLRs �; Web Mid-point @ Web 1/3 points I I I I . WEB REINFORCEMENT OPTIONS FOR SINGLE-PLY TRUSSES' y " Specified / n Web Member Web Acceptable Web Reinforcement Reinforcement-to-Web a —i Lateral Member Substitutions-Type&Size Connection I e . j� 41 Restraint Size Requirements I I (CLRs) T- L- Scab I- I 1 Row @ 2x4 2x4 2x4 2x4 --- Mid-point 2x6 2x6 2x6 2x6 -- L-Reinforcement 2x8 2x8 2x8 2x8 --- 16d gun nails 2x4 2-2x4 @ 6"on-center 2 Row @ 2x6 No substitutions allowed 2-2x6 1/3-points 2x8 2-2x8 i1)111 1 WEB REINFORCEMENT OPTIONS FOR 2-PLY TRUSSES' Specified Acceptable Web Reinforcement ,■ ```�` Web Member Web Reinforcement-to-Web `.Substitutions-Type&Size Lateral Member Connection ``� '/ Restraint Size Requirements �`, ,1:03,, (CLRs) T- L- Scab I- w�� 2x4 2x4 2x4 --- --- 1 Row @ 2x6 2x6 2x6 :1,11‘ as ' Mid-point --- 2x8 2x8 2x8 --- --- 16d gun nails 2 Row @ 2x4 2-2x4 @ 6"on-center Scab Reinforcement 1l3-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 ED PROF the nailing pattern specified in the table. , •R Fso, 3. For the scab reinforcement,2 rows of 10d gun nails @ 6"o.c may be used in place `o �.%-- 9 /p2 of 16d gun nails for attaching the reinforcement to the web. 44. 4. For I-reinforcement,attach each 2x_member to opposite edges of the web using cc- 7329:PE i `the nailing pattern specified in the table. Nail Dimensionr16d=3.5"x0.131" Iry '.- r.10d=3"x0.120" 'L� "" '1 /200yP ONe - ,S �. R 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 StrTie PIGGYBACK TRUSS CONNECTION DETAIL TD-CPS-0001D 0 Date:07/8/2014 I 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 Table 1 •the cap truss has continuous bearing or bearings at 2'o.c.max.; 40, .i ar.,` •the cap truss contains vertical web members at 4'o.c.max; �l ^� ;l * _ •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'; =f a . ] - -f I •the cap truss is not a mono truss; i •the cap truss supports no point loads or drag loads. ` u-. —.. ff Design Requirements: Cap Truss Bottom Chord yl a I 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. a `" Exp.Category:B or C SG=0.42) =i Base Trusses TABLE 1-Connection Requirements At Each End of Cap Truss(One Face Only) Cap Truss Max.Wind Speed Cap Truss Bottom r' Span (mph) End Connection Options Fasteners' Chord(BC) Nominal Ultimate 100 125 Sheathing-See Note 2 -- ;) Flat 2x4 Purlins @ End Connection per Up to 18' 140 180 4'2x Scab 16-10d nails f 24"0.c.(Max) Table 1(Typical Each LSTA18 or CS20 Strap 14-l0dxl.5 nails End) 120 150 4'2x Scab 16-10d nails ,R, 130 160 LSTA18 or CS20 Strap 14-10dx1.5 nails 36'or Less 24-10d nails Base Truss___\ \ Cap Truss BC Connection 140 180 6'2x Scab 10-SDS 1/4x3 I per Table 2 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 With 1.5" •-r Table 1 Gap(See 140 180 (3)7"x7"x7/16"Plywood/OSB Gussets 6-6d nails per Gusset(see note 1) M (Typical Ea End) ' Fig 1) (each face) 1 (3)LTP5 Framing Angles(one face) 8-8dx1.5 nails per LTP5(see note 1) 130 160 (2)LTP4 Framing Angles(one face) 12-8dx1.5 nails per LTP4(see note 1) , � No Gap Toe-Nails @ 24"o.c. 2-10d toe-nails along BC @ 24"o.c. fi (See (3)7"x7"x7/16"Plywood/OSB Gussets _ Fig2) 140 180 6-6d nails per Gusset(see note 1) .0-- 6 b. (each face) �- _ �, is �3 (3)LTP4 Framing Angles(one face) 12-8dx1.5 nails per LTP4(see note 1) D.-e__-------- -__ . ...„••,,--71 11 �"4 ( ,`- P- 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.xlW long,6d=0.113"dia.x2"long Bracing for the Base Truss Flat Top Chord in a Piggyback Assembly �,EO PRQp. Base Trusses c ' G(NE cS'j The flat top chords of the supporting base /I\� _ CI �N F,9 02 trusses must be adequately braced to prevent /1S— jer i,— ` them from buckling out from under the cap .4I�� �, .F-�I;. V� ? 7329:PE trusses. One option for accomplishing this is I / \,I / P P 9 �.���.►�I►.IIT � with flat 2x4 purlins in combination with /4� ,��� ��-16- ob diagonal bracing that gets repeated at max. 10' ��� _Ih ��- �L Iry - intervals. Other m ho s mayberequired �— -Eli =I- .\ '� -r/' v et d equ ed as I �� �� ����/ specified in the Construction Documents.See --\\•/ •G' 4)'y ,�2o° yP BCSI-B3 for additional information. —;/ No 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 I 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 MPHNOMINAL , ( ) TD-GBL-0003B Strong-Tie 125 MPH (ULTIMATE) m Date:06/11/2014 I Rev:B I 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 MI (in-plane)loads assumed in the design of the gable end frame. �\ Additional bracing/reinforcement at the end of the building and/or at the i1ilIii *Diagonal braces not gable end wall may be required. Refer to the Building shown for clarity.See Designer/Construction Documents for all gable end frame and roof thii jF%gwArAr,A,1r,d FA"AnijA r. AFA0gr���A2; Section A-A. system bracing requirements. For additional information,see BCSI-B3. Is • 2.This detail does not apply to structural gables. 3.Connection requirements between the gable end frame and the wall to I ibilli\ be specified by the Building Designer. M�/A0////�����"„'i„i'/� 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. MINIMUM GABLE MAX. WITHOUT L- SCAB DIAGONAL DIAGONAL STUD SIZE, GABLE BRACE REINFORCEMENT'REINFORCEMENT' BRACING z BRACING z SPECIES&GRADE STUD @ MID-SPAN @ 1/3 POINTS 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 diagonal , to roof diaphragm) brace to gable stud ba k "T . T ' •' with 4-16d nails �` Fasten L-reinforcement •- � � members together with .•� /:\ 2-10d Toe-nails e` g �* :/ (Typ) 2-10d nails into top reinf. I��� 16d nails @ 6"O.C. ' ��� ,�' member(Typ.ea stud) •W Min.2x6 .��,� Trusses @ 24" 4-10d nails into �ar Min.2x4 --`3 �� ' ' O.C. Max. bottom reinf. member Bracing at 7 �� 0' (Typ.ea stud) 1/3 points as et. ;' required NOTE: Diagonal braces over 6'-3"require a 2x4 T-brace (See Table) attached to one narrow edge. Diagonal braces over ,13 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 )1- stud as required per table.) SECTION A-A �,w, 10d nails GABLE imp..PR 10d nails ���P�GPNE�FS�,� GABLE '1 @REINF. STUD @SCAB �� �N Eq 02 STUD 11' REINF. Q 7329:PE j SECTION B-B SECTION C-C 1 DETAIL LIMITATIONS: Wind Speed Equivalent Nail Dimension Max. Mean Roof Height:30' Nominal (Ultimate) 16d=3.5"x 0.162" lf,-,. /, ''- r+' v Category: II 100 mph (125 mph) 10d=3"x 0.148" -1-- "9y 1 OAP Exposure: B or C 8d=2.5"x 0.131" N. RAS 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. 7 SIMPSON BEARING BLOCK DETAIL FOR 2-PLY TRUSS - TD-BRG-0002A StrangTie BLOCK ON ONE FACE 0 Date:06/11/2014 Rev:A I 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. t/ /, 4. If the truss bottom chord species is Ant than the material, �/������ 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. (Typ) 4 Block applied on �� one face w/2 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) OOI —Al' *Truss plates not ` shown for clarity �� �ri 1 1/2"min.(Typ) 3"(Typ) Min.2x6 ��� Nailing per Truss-VIP � Bearing details A-C �� Width ,� Width1 / Fig. 1 BearingBlock imr;.Ar i� A Bearing block 1/2"min. at End of Truss 16" centered over (Typ) NI 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) j 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 Lumber Max.Reaction 1 Min.2x8 Detail Chord(BC) Species 3.5"Brg 5.5"BrgSize Width Width SP 7150 lbs. 10540 lbs. A 2x4 DF 76801bs. 114301bs. 1/2"mi . VA!HF 5220 lbs. 7650 lbs. SPF 5405 lbs. 7955 lbs. (Typ) 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) 2x8 or DF 8795 lbs. 12545 lbs. C larger HF 6185 lbs. 8615 lbs. SPF 6350 lbs. 8900 lbs. <<-Po PRQc . ��\� �NGINEF6) /02 Q 7329:PE i DETAIL LIMITATIONS: Nail Dimension Load Duration Factor: 1.15 10d=3.x 0.131" Vg.. / ,'- rt' v4Yi / 0��P Ns RIS 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.