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Plans (19) ./t-t5 7 Ap/c,0c. -{rz l 'y73 S�,j 9� SIMPSodt! Oregon Truss Inc Truss: J3 G > -,-.».• PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 06/13/16 15:04:00 Truss Page: 2 of 2 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 0-0-0 2-2-15 0-0-0 0-0-0 1 24 in 47 lbs Truss-to-truss Connections Summary ID Carred Truss Carrying Truss Carrying Offset Angle T79 DA 130 2.0-1290 deg 9odeg s. T1116 130 A1tiM 25-11.4 270 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)Truss4otruss connection is for graphical interpretation only Ahanger or other sanctum]connection shall be provided to resist the max reaction and uplift shown in the Reaction Surrrtmry. 3)Listed wind uplift reactions based on MWFRS Only loading 4)Bearing mmtenal shown in the above table has only been checked for resistance peipendicular to grain,and does not indicate adequacy of material for other design considerations. ......_____..........._____............. '`(('Vs, D PROpF-616' a 7329PE3. ' If). ..,....,1E:4., y joYi;;2.0 �yQ A/ �*RAS 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 requilerrents supplied by theTruss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and correleteness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the[suss component design shown.See the cover page and the'7rrponant Information&General Notes"page for additional infomretion.All connector plates shall be manufactured by Simpson Strong-lie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-I8"which indicates an 18 gauge plate.or"SO 18",which indicates a high tension 18 gauge plate. SIMPSON 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/1-PI 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. - I / , 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. 10-4-3 Dimensions are shown in feet-inches-sixteenths(for this 5. The Building Designer is responsible for the anchorage of the example the dimension is 10'-43/hes). truss at all bearing locations as required to resist uplift,gravity and lateral loads, and for all Truss-to-Structural Element connections 3 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 species of bearing material is shown on the TDD, it g,Design dead loads must account for all materials, including self-weight(if the word"rake"follows the specified dead load on —lEr- 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 90_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. Structural Element and the connection of the Truss to the / Structural Element is by others. Handling, Installing, Restraint & Bracing 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, 4refeI structural connection(e.g.,toe-nail)that has adequate r to BCSI. y. capacity to resist the max. reactions and uplifts shown in the 2. ANSIITPI 1 stipulates that for trusses spanning 60'or greater,the Reaction Summary on the TDD. Owner shall contract with any Registered Design Professional for Note:These symbols are for graphical interpretation only; they are the design and inspection of the temporary and permanent truss 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 Materials and Fabrication indicated on the TDD. This shall be accomplished in accordance 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 PH 503-581-8787 Project Name: 1606040cia Component Soluti onsTM Date: 06/13/16 15:03:34 TrussPage: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR 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 41-4-8 1 1-6-01 7-0-15 1 7-1-2 5-11-15 I 5-11-15 7-1-2 7-0-15 6-7-6 14-2-0 20-2-0 26-1-15 I 33-3-1 1 39-10-8 1 5x6- 1x41 5x6- ;... 3 4 12 12 9n —19 1x4\ W4 1x4/ 6 7. lc; "elki. 3x3\ n 4x6- eb � 4x7� o z '/„ 12 11 10 S 3x4-3x4- 9 8 3x7- 3x4-3x4- BAG 0-0-0 0-0-0 10-6-0 10-0-8 10-6-0 I 20-2-0 1 29-10-0 1 39-10-8 Loading General CSI Summary Deflection L/ (loc) Allowed 7LCoad Osf) Bldg Cade: BC 2012/ TC: 0.67(1-2) \@rt TL: 0.47 in L/999 'IPI I-2007 BC: 0.94 12-1 (9-It) L/140 TCDL: 7 RepMbrIncrease: Yes ( ) Hns LL: 0.23 in L/999 (9-10) L/240 BCLL: 0 D O.L.• 115% Web 0.33(2-12) Creep F 0S in 7 BCDL: 10 Chep Factor,K¢=1.5 Plate Offsets(JnLX,Y,Ang): (1:3-0.2-10,0.) (2:0-0,45,55.) (3:0-2,4-11,0.) (4.0-0,5-5,90.) (5:0-2,4-11,0.) (6:0-0,46,55.) (7:2-5,4-13,90.) (8:0-0,3-8,0.) (9:0-0.1-12,0.) (10:0.0.3-8,0.) (11:0-0,1-12,0.) (12:0-0,3-8,0.) Reaction Summary OT Type Brg Combo Brg Width Material Rqd Big'Mdth Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) I 5.5 in Douglas-Fir-larch 2.16 in 2,028 lbs -134 lbs -134 lbs 113 lbs 7 H Roll(Tines) 1 1.5 in - 2 08 in 1.954 lbs - -106 lbs -106165 Olbs Material Summary BracingSummar TC DEL#15 2x4 TC Bracing; Sheathed or Purlins at 34-0,Pullin design by Others. BC DFL#113 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Rube design by Others. Webs DFL#18 2 e4 except: 2-12 DFL Stud 284 6-8 DFL Stud 2x4 Slider DEL#113 2x4 Loads Summary I)This tmet has been designed for the effects due to 10 psf bottom chont the load plus dead loads. 2)This buss has been designed for the effects of a balanced design snow load(Ps=25 psf)and unbalanced design snow loads(8.999/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)for hips/gables in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE:All flat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category 8(1=1.00),Overall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Tmss,Both end webs considered.DOL=160,CC Zone Width 4 ft. 4)Minimum storm attic loading in accordance with BC"'able 1607.1 has been applied 5)Truss designed as the base Imes fora cap trims.Cap graphic is for reference only See TD{?S000ID for correction se uirenmN.s between ale cep buss and base(suss Member Forces Summary Table indicates:Member ID.mm CSI,rax axial force,(mix conpr force if different from nos axial form) TC 13-1 0.145 67165 3,4 0442 -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 56 0.528 -2,517 lbs BC 7-8 0.833 2,045 lbs (489 lbs) 10-12 0.905 1,674 lbs (-51 lbs) 8-IO 0.903 1,640 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 (-67165) 5-10 0.079 548 lbs (-39 lbs) t�- - 3-10 0.076 550 lbs (-55 lbs) 5-8 0.113 658 lbs (54 lbs) ��C at) PR OF.6- Truss-to-truss Connections Summary �\� \ACGANE ,9 `> 1D Carried Tears Carrying Teens Carrying Offset Angle gyp_ TTI A BAG 0-04 90 deg 44/ "Y� TTI - A.. ..BAG, 0.1042- 90 deg ,- C' 7329;;PE TTI A BAG 2-10-12 90 deg • -.BAG ,4.10-12 90 deb h. Notes: I)When this Ins has been chosen for quality assurance inspection,the Double Polygonp F. /�, Method per I-2007/Chapter 3 shall be used.Fabrication tolerance=10%. i �� 2)Tmss4oimss connection is for graphical interpretation only Ahanger or other Mitered connection shall be provided to resist the nix reaction and uplift shown in the Reaction Y1 ! „ v Su 'r 3) Indicates continuous lateral reslrnint(CLR)required at the location(s)shown.Rows of CLR must be adequately diagonally braced,see D-WEBCLRBRACE.For to ,r� - .Ct+ CLRs and diagonal breoing see D-WFBREINFORCE. L"0-7]° > �,p0. 4)Listed wind uplift reactions based on MWFRS Only loading r V O- ,r �, 5)Bearing material shown in the above table has only been checked for resistance '• J perpendicular to pain,and does not adequacy of for other desigi considerations. B 06/14/2016 Expires: 12/31/2016 NOTICEAcepy of this design shall be fumished to the erection contractor.The design of this individual leases based en design criteria and requirenents supplied by theTmss Manufacturer and relics upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance ofpafessional engineering responsibility solely for the least component design shown.See the cover Simpson$trong-TIe Company page and the"Inponant Infomation&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Strang-Ile Company,Inc in accordance with ESR-2762.All cennectorplates are 20 gauge,unless the specified plate size is followed by a"-18"which indicates an 18 gouge plate,or"S#I8",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc AtOttirlitif Truss: A1H1 PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 06/13/16 15:03:35 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR 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 1 43-4-0 0-4-12 11-6-0� 5-0-3 0-4-12 3-7-4 2-6-0 6-8-7 7-1-3 1 6-8-7 0-4-1217-6-3 11-6-01 5-0-3 5-il-'15 9-0-3 1 11-6-3 1 I 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 1 3x7- 3x4- 5010- 5 ZN4x6 18 6' 606- 12 5x7- rn 9� ra 46. Ot 4x6- ilk 1 ` N.,. - rN16 15 14 13 12 11 10 1 305- 3x4- 4x4- 3x8- 3x5- 3x4- 104 1 0-0-0 0-0-0 5-0-36-6-0 1 7-1-3 I 7-1-3 1 7-1-3 1 7-6-3 5-0-3 11-6-3 18-7-6 25-8-10 32-9-13 40-4-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psi) Bldg Code IBC 2012/ TC: 0.79(5-7) Ven TL: 0.48 in L/976 (12-13) L/180 TCDL: 7 IPI1-2007BC: 0.53(15-16) Ven LL: 0.24 in L/999 (12-13) L/240 Rep Mbr Increase: Yes Web: 0.92(3-16) Bore TL: 0.16 in 9 BCLL. 0 D.O.L.: 115% Creep Factor Ka=1.5 BCDL: 10 Plate Offsets(Jnl:74Y,Ang): (1:3-0,2-10,0.) (2.3-8.3-5,0.) (3.0-0,3.8,0.) (4:4-4,3-5,0.) (5:0-0,38,90.) (6:0.0,1-12,0.) (7:1-12,3-8,0.) (8:44.3-5,0.) (9:3.0,2-10,0.) (10:1-12,3890.)(11:0-0,1-12,0.) (12:1-12,38,0.)(13:0-0.3-8,0) (14:0-0,2-0,0.) (15:0-0,38,0.) (16:38,38,0.1 Reaction Summary IT Type Big Combo Brg Width Material Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Houz 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) I 5.5 in Douglas-Fir-Larch 2.14 in 2,007 lbs - -135 lbs -135 lbs 0 lbs Material Summary Bracing Summary TC DFL 0 lB 2x4 TC Bracing Sheathed or Purlins at 2-9-0,Pudin design by Others. BC DFL 818 2x4 BC Bracing Sheathed or Pudins al 10-0-0,Puffin design by Others. Webs DFL Stud 2x4 except: 4-13 DFL#1B2x4 7-13 DFL#182x4 8-12 DFL#lB2x4 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 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 ASCE?-10 except as noted,with the following user defined input.25 psfgound snow load(Pg).NOTE:All flat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category II(1=1.00),Overall Bldg Dim;40 110 60 ft,h=25 ft.End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 a. 4)Minimum storage attic loading in accordance with IBC Shale 1607.1 has been applied Member Forces Summary Table indicates:Member ID,nmx CSI,rex axial form,(max comer force if different from mux axial force) TC 17-I 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 -II 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 lbs) 15-16 0.535 3,409 lbs (-364 lbs) 10-12 0.526 2,097 lbs (-144 lbs) 13-15 0.482 2.744 lbs (-234 lbs) 16-1 0.340 2.200 lbs (-185 lbs) Webs 2-16 0.437 1,307 lbs (-106 lbs)4-13 0.126 911 lbs (-117 lbs) 8-12 0.196 1,341 lbs (-182 lbs) 3-16 0.923 -1,700lbs 5-13 0.369 -616 lbs 8-10 0.122 318lbs ----- ----.- 4-15 0.478 -1,190 lbs 7-13 0.085 618 lbs (-190 lbs) �� vPRares__. 4-15 0.376 1,190 lbs (-]12 lbs)7-12 0.438 -731 llbss V !` Notes: \ NGlNt; - ,,,, I)When this loss has been chosen for quality assurance inspection,the Double Polygon Method per TPI l-2007/Chapter 3 shall be used.Fabrication tolerance=10%. d,, ?j 2)Provide adequate drainage to present ponding ? 3) Indicates continuous lateral restraint(CLR)required at the location(s)shown.Rows of CLR must be adequately diagonally braced,see D-WEBCLRBRACE.For altematisns to cc. /329 PE ® 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 for resistance peryendicular to grain,and does not indicate adequacy of material for other design considerations. y R'S 06/14/2016 Expires: 12/31/2016 NOTICE Atopy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design cnteria and requitenenis supplied by theTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information set fonh by the Building Designer A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss conyonent design shown.See the cover page and the"Important Infomation&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-Tae Company,Inc in accordance with ESR-2762.All connector plates are 20 gaug,unless the specified plate size is followed by a"-I 8"which indicates an 18 gauge plate,or"S#I8",which indicates a high tension 18 gauge plate. SIMPSONOregon Truss Inc Truss: A1H2 ,.. PH 503-581-8787 Project Name: 1606040cia Component Soluti onsTM Date: 06/13/16 15:03:36 Truss Page: I 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 I 43-4-0 0-4-12 11-6-01 7-0-3 0-4-12 3-7-4 1 2-6-0 { 5-4-7 I 5-9-3 5-4-7 0-4-1214-9-1 4-9-1 1-6-0 7-0-3 7-4-i5 11-0-3 13-6-3 19-3-6 25-0-10 30-5-1 30-9-13 35-6-14 40-4-0 1 I 13-10-15 5-7-12 5-7-12 7-6-4 7-6-4 12 91-- 18 19 • 3x4- 304- -: 5x8- 5 6 5x7- 17 5z6f\ L- 12 12 6x8- 3 �9 `,2 1x4/ 4144 'rti et- <6 � 4x6- 1 4x6- zfi I_, — n, y iii rr 1/�• 15 14 13 12 11 10 ,No 3x4- 4x4- 3x7- 3x4- 4x4- 3x7- 0-0-0 0-0-0 7-0-3 ( 6-6-0 8-7-13 I 8-7-13 9-6-3 7-0-3 13-6-3 22-2-0 30-9-13 I 40-4-0 Loading General CS!Summary Deflection L/ (loc) Allowed Loam os0 Bldg Code: IBC 2012/ TC: 0.68(1-2) Vert TL: 0.46 in L/999 (12-13) L/180 TPI I-2007 BC: 0.95(12-13) Ven LL: 0.2 in L/999 11 L/240 TCDL: 7 Rep Mar Increase: No Web: 0.93(3-15) Hon.TL: 0.15 in 9 BCLL: 0 D.O.L.: 115% Creep Factor,Kcr=1.5 BCDL: 10 Plate Offsets(Int:X,Y,Ang): (1:3-0,2-10,0.) (2:3-12,3-13,0.)(3:0-0,3-8,71.) (4:3-8,3-5,0.) (5:0-0,341.0.) (6:0-0,3-8,0.) (7:3-8,3-5,0.) (8:0-0,46,34.) (9:3-0,2-10,0.) (10:1-12,343,0.) (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.) Reaction Summary ST Type Big Combo Big Wdth Material Rqd Big Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz I Pin(Wall) I 5.5 in Douglas-Fir-Larch 2.14 in 2,007 lbs -133 lbs -133 lbs 62 lbs 9 H Roll(Wall) I 5.5 in Douglas-Fir-Larch 2.14 in 2,007 lbs - -135 lbs -135 lbs 0 lbs Material Summary Bracing Summary re DFL 818 2x4 TC Bracing Sheathed or Pudins at 3-3-0,Pullin design by Others. BC DFL#IB 2x4 BC Bracing Sheathed or Pudins at 10-0-0,Pullin design by Others. Webs DEL#113 2x4 except: 2-15 DFL Stud 2x4 3-15 DFL Stud 2x4 3-13 DFL Stud 2x4 8-10 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 truss has been designed for the effects of balanced design snow load(Ps=25 pspand unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)for hips/gables in accordance with ASCE?-10 except as noted,with the following user defined input:25 psfgound snow load(P6.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 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 11(1=1.00),Overall Bldg Dins 40 ft x 60 n,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 m,max CSI,max axial tree,(max coapt force if different from max axial force) TC 16-1 0.167 67 lbs 4-5 0.412 -2,370 lbs 743 0.320 -2,532 lbs 1-2 0.683 -2,783 lbs 4-18 0.003 -11 lbs 8-9 0.328 -2,818 lbs 2-3 0.460 -2,113 lbs 56 0,488 -2,607 lbs 9-20 0.167 67 lbs 2-17 0.003 -Il lbs 6-7 0.397 -1,945 lbs 34 0.381 -2,964 lbs 19-7 0.003 -11 lbs BC 9-10 0.747 2,185 lbs (-1961b5) 12-13 0.949 2,646 lbs (-208 lbs) 15-1 0.507 2,112165 (-158 lbs) 10-12 0.939 2,499 lbs (-181165) 13-15 0.561 2,812 lbs (-252 lbs) Webs 2-15 0.374 1,118 lbs (-59 lbs)5-13 0.185 606 lbs 7-10 0.149 1,092 lbs (-91 lbs) ---- r�--p r7//�y ---- 3-13 0.640 -1,18918lbs 5-12 0.071 -519lbslbs 8-10 0.205 -305 lbs ��C1 V i"IIIJFt�V 3-13 0.926 -1, 89 lbs 6-12 0.271 324 lbs (-50 lbs) ll�` 1"R rr..- 4-13 0.196 1,417 lbs (-180 lbs)6-10 0.277 -908 lbs Notes: e,..\ •,,. G �� s/CA I)When this truss has been chosen for quality assurance inspection,the Double Polygin Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. ..,_..../ ff]] C� -' 2)Provide adequate drainage to prevent ponding732 J t;l E 3) ®Indicates continuous lateral restraint(CLR)required at the location(s)shown.Rows of CLR oust be adequately diagonally braced,see D-WEBCLRBRACE.Foraltemalives to - CLR5 and diagonal bracing see D-WEBREINFORCE / 'r 4)Listed wind uplift reactions based on MWFRS Only loading f 5)Bearing material shown in the above table has onlybeen checked for resistance perpendicular to adequacy design p rp gain,and does not indicate ad ❑a of material for considerations. � r si �-/b `'r 1 "Ls' ck' N BIS 06/14/2016 Expires: 12/31/2016 NOTICEAcapy of this design shall be furnished to the erection contractor.The design of this individual[mss is based on design criteria and requilerrents supplied by theTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the information set forth by the Budding Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page o d the"Important Infoomtion&Goneral Notes"page for additional infoma[ion.All connector plates shall be manufactured by Simpson Strong-'8e Company,Inc in acconiance with ESR-2762.All connector plates ate wage,unless the specified plate sin is followed by a"-18"which indicates an 18 gauge plate,or"Si(18",which indicates a high tension 18 gauge plate. srnnai Oregon Truss Inc .:04ys., ' Truss: A1H3 PH 503-581-8787 Project Name: 1606040cia 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 CANTL CANTR 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 43-4-0 0-4-12 11-6-0 1 4-6-1 1 4-6-1 0-4-12 3-7-4 2-6-0 6-3-1 I 6-7-13 I 5-9-1 I 5-9-1 1 1-6-01 4-6-1 9-0-3 9-4-115 13-0-3 } 15-6-3 I 1 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 91— 18 3x4- 5x8- TI 6x8-e 6 174n 71721 5x6\ 5x7- V 2 2 1„ �9 9� \)opHilli 4! �? 1x4\ O 4x6- - r IT Y 100.0":51 15 14 13 12 11 10 `\9 3x7- 4x4- 3x7- 3x4- 4x5- 3x4- 0-0-0 0-0-0 1 9 0 3 I 6-6-0 1 8-3-4 8-3-4 8-3-4 9 0 3 15-6-3 23-9-7 1 32-0-12 40-4-0 1 Loading General CSI Summary Deflection L/ (roc) Allowed Load s0 Bldg Code: IBC 2012/ TC: 0.45(56) Veit TL: 0.37 in L/999 (12-13) L/180 C7P11-2007 BC: 0,75(12-13) (BOLL: 0.16 in L/999 11 L/240 TCDL: 7 Rep Mbrincrease: Yes Web: 0.90(4-13) Horz TL: 0.13 in 9 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(Int$Y,Ang): (1:3-0.2-100.) (2:0-0,46,34.) (3:3-8,3-5,0.) (4:0-0,3-8,71.) (5.3-12,3-13,0.) (6:0-0,3-8,4) (7 1-7,4-6,0.) (8:0-0,46,58.) (9 3-0,2-10,0.) (10:0-0,3-8,0,) (11:0-0,2-0,0.) (12:0-0,35.0.) (13:1-12,3-8.0.)(14:0-0,2-0.0.) (15:1-12,3-8,0.) Reaction Summary ST Type Brg Combo Brg Width Material Rqd Brg Width Max React Max Gav Uplift Max Wind Uplift Max Uplift Max How I Pin(Wall) I 5.5 in Douglas-Fir-Tach 2.14 in 2,007 lbs -132 lbs -132 lbs -75 lbs 9 H Roll(Wall) I 5.5 in Douglas-Fir-lath 2.14 in 2,007 lbs - -136 lbs -136 lbs 0 lbs Material Summary Bracing Summary TC DEL 1/113 2x4 TC Bracing Sheathed or Puffins at 3-8-0,Putin design by Others. BC DEL#IB 2x4 BC Bracing Sheathed or Purlins at 10-0-0.Pullin design by Others Webs DEL#1B 2x4 except 2-15 DFL Stud 2x4 3-15 DFL Stud 284 4-13 DFL Stud 2x4 8-10 DFL Stud 204 Loads Summary 1)This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This truss has been designed for the effects of 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 been)bored and the l.in accordance with ASCE7-10 except as noted,with the following user defined Mims.25 psf ground snow load(Pg).NOTE:All flat/sloped nooffactors have m ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph ultiuute,Exposure B,Fully Enclosed. Gable/Hip,Building Category 1,1(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)Mininrm storm attic loading in accordance with BC Table 1607.1 has been applied Member Forces Summary Table indicates:MenberlD,mac CSI,crux axial force,(max conpr force if different from aux axial force) TC 16-1 0.145 67 lbs 3-17 0.003 -Il 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 (-168 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 (-94 lbs)6-13 0.186 -438 lbs 8-10 0.163 -343 lbs - -......y .......... _........ 4-IS 0.899 -946 lbs 6-12 0.100 728 lbs ��1I _ PROFFS 4-13 0.899 -9521-65 7-12 0.100 7281-65 (-541-65) Notes: `Co GINE •g �/0 I)When this lmss has been chosen for qualify assurance inspection,the Double Polygon Method per TPI I-2007/Chapter 3 shall be used.Fabrication tolerance=10%. �(S /?j 2)Provide adequate drainage to prevent ponding 7329; 7 r. 3) ®Indicates continuous lateral restraint(CLR)required at the location(s)shown.Rows of COO must be adequatelydiaganally braced,see D-WEBCLRBRACE.Foraltematires to !32g ..PE CLRs and diagonal bracing see D-WEBREINPORCE 4)Listed wind uplift reactions based on MWFRS Only loading 5)Bearing matenal 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, f f // IFF. . 4" - .. Ale'.Ft\5 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor The design of this individual truss is based on design criteria and requirements supplied by 1heTmss Manufacturer and relies upon the accuracy and completeness of the infommlion set forth by the Building Designer,A seal on this dawingindicates acceptance of professional engneenng responsibility solely for the truss component design shown.See the cover Simpson Strong-Tie Company page and the"Important Infoemlion&General Notes"page for additional infomution.All connector plates shall be manufactured by Sinpson Strong-'Be Company,Inc in accordance with ESR-2762.All conncetorplates are 20 nein unless the specified plate size is followed by a"-I 8"which indicates an 18 mug plate,or"SO 18",which indicates a high tension 18 mug plate. SIMPSONOregon Truss Inc Truss: AIH4 0.4.>141041410PH 503-581-8787 Project Name: 1606040cia Component SolutionsT'" Date: 06/13/16 15:03:37 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR 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 223 lbs I 43-4-0 1-6-0} 5-6-1 I 5-6-1 I 4-0-0 I 2-11-13 I 8-4-0 7-0-0 7-0-0 1-6-0 5-6-1 11-0-3 15-0-3 18-0-0 26-4-0 I 33-4-0 40-4-0 8-7-12 8-7-12 12 9r 5x7- 5x7- 5 6 5x7- 6x8-/ L 12 12 91— 0 1x4/ �o 1x4\7.1" i\/ /7 52 4x6- 1 4x6- if --- on C rn Y 1,..f:1 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 10-6-0 10-6-0 15-0-3 I 20-2-0 29-10-0 I 40-4-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load 9s9 Bldg Code: IBC 2012/ TC: 0.93(5-0) Vert TL: 0.5 in L/943 (I0-I1) L/180 TOLL: 30 TPI 1-2007 BC: 0.98(8-9) Ven LL: 0.27 in L/999 (10-I1) L/240 TOOL: 7 Rep Mor Increase: Yes Web: 0.39(5-12) Hoa TL: 0.12 in 8 BCLL: 0 D.O.L.: 115% Creep Factor,Ka-I 5 BCDL. 10 Plate Offsets(Jnt:2 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.) (7:0-0,46,54.) (8:3-0,2-10,0.) (9:0-0.1-8,0.) (10:0-0,1-12,0.)(11:0-0,34.0.) (12:0-0,3-8.0.) (13:0-0,1-12,0.)(14:0-0,3-8,0.) Reaction Summary JT Type Brg Combo Brg W1dth Material Rqd Brg Width Max React Max Gtav Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Firatch 2.14 in 2,007 lbs - -134 lbs -134 lbs 89 lbs 8 H Roll(Wall) I 5.5 in Douglas-Fir-Larch 2.14 in 2,031 lbs - -134 lbs -134 lbs 0 lbs Material Summary Bracing Summary TC DFL#IB 2x4 TC Bracing Sheathed or Purlins at 2-8-0,Purim design by Others BC DFL#IB 2x4 BC Bracing Sheathed Webs DEL 41B 2x4 except: 2-14 DFL Stud 2x4 7-9 DFL Stud 2x4 Loads Summary l)This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This truss has been designed for the effects of balanced design snow load(Ps=25 ps(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/fables in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf pound snow load(Pg)NOTE:All flat/sloped roof factors have been ignored and the ground snow load 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 ASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category 8(1=1.00),Overall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Tmss.Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Mininem storm attic loading in accordance with IBC T2ble 1607.1 has been applied Member Forces Summary Table indicates:MeeterID,our CSI,max axial force,(max cenprfowxifdifferent from max axial force) TC 15-I 0.145 67 lbs 34 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 74 0.699 -2,835 lbs 2-3 0.303 -2,504 lbs 56 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 lbs) 14-I 0.601 2,154 lbs (-163 lbs) 9-11 0.948 1,708 lbs 12-14 0.604 2.161 lbs (-71 lbs) Webs 2-14 0.277 -364 lbs 4-12 0.274 -1,055 lbs 6-11 0.066 480 lbs (68 lbs) 3-14 0.140 1.074 lbs (-68 lbs)5-12 0.386 1,198 lbs (-234 lbs)6-9 0,097 776 lbs (-53 lbs) 4-14 0.229 -737 lbs 5-11 0,102 -249 lbs 7-9 0.308 419 lbs ----- - --- Notes: C(A1,0 PRo/7 I)When this truss has been chosen forquality assurance inspection,the Double Polygon Method per TPl I-2007/Chapter 3 shall be used. Fabrication tolerance=10%. \�\ J s\ I N t,J� 2)Provide adequate drainage to prevent ponding V`" 3) ®Indicates continuous lateral restraint(CLR)required at the location(s)shown.Rows of CLR mist be adequately diagonally braced,see D-WEBCLRBRACE.Foraltematiars to CLRs and diagonal bracing see D-WEBREINFORCE 2:/ d-v n xa 4)Listed wind uplift reactions based on MWFRS Only loading �' 73'6 7¢f E 5)Bearing material shown in the above table has only been checked for resistance perpendicular to ;?' �^/�� p rp grain,and does not indicate adequacy of rretenal for considerations. d Y Gll -O � 1 '\--. Ns-R1`-'" 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by theTmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the infomation set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the buss conponent design shown.See the cover page and the"Limorant Information&General Notes"page for additional information.All connector plates shall be manufactured by Si ipson Stung-Oe Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate six is followed by a"-I8"which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. sannrt _ .. . :<<.� � Oregon Truss Inc Truss: Al HM PH 503-581-8787 Project Name: 1606040cia Component SOlutionsTM Date: 06/13/16 15:03:38 Truss Page: 1 oft Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR 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 I 43-4-0 0-4-12 11-6-01 3-0-3 0-4-12 3-7-4 i 2-5-15 I f 5-11-3 I 6-3-15 6-3-15 4-8-14 1-7-1 5-6-2 Ii-6-01 3-0-3 3-4-115 7-0-3 9-6-2 15-10-1 22-2-0 I 28-5-15 I 33-2-12 34-9-13 40-4-0 9-10-14 2-7-12 2-7-12 4-6-4 4-6-4 I CR1,J1G i I J7 I I J8 I I J9 I I J10 I I J11 I I J12 I Member 4-9 is a TC and shall be braced as defned in the Bracing Summary 12 9I— 21 5x8 HS le- _2Y 7x8- 708- 4x6- 606 - 7-1-4 12 I 6x10/ 5 6 7 8 —19 MH1 ra ?r 12 6x12H....._18- 6x8 HS,20 ' °' �-i 4_6.4.0 .00.-1\/\/ 5-8-9 �ilk ¢ 4x.17/..171817 • 4x7- 0 1x4 18 17 16 15 14 13 12 11 '`3 I 5x7- 5x8- 6x8 HS 18- 4x4- 4x4-5x8 HS 18- 5x5- I JA3 I I J2G I J3GI 0-0-0 0-0-0 3-0-3 4-0-0 2-5-15 8-5-4 7-11-14 5-6-2 3-0-3 { 7-0-3 i 9-6-2 i 17-11-6 I 25-11-4 34-9-13 I 40-4-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load 00 Bldg Code: BC 2012/ TC: 0.85(56) \to TL: 0.97 in L/486 WI 1-2007 BC: 0.95(14-16) Ven LL' 0.48 in L/992 (14-15) L/240 TCDL: 7 Rep Mbr Increase: No Web. 0.805-16 BCLL 0 D.O.L.: 115% ( ) Horz TL: 0in 10 BCDL: 10 Creep Factor,Ke=1.5 5 Plate Offsets(1nCXY,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.) (5:0-0,44,0.) (6:0-0,4-0,0.) (7:0-0,2-120.) (8:0.0,5-80.) (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,) (14'0-0,5.8,0.) (15:0-0,3-0,0.) (16:04,5-8,0.) (17.3-8,5-8,0.) (18:1-12.5-8,90.) Reaction Summary 1T Type Bp Combo Big Width Material Rqd Big Vddth Max React Max Gray Uplift Max Wind U lift 1 Pin(Wall) I 5.5 in Douglas-Fir-taich 2.54 in 4.758 lbs _ p -ilex Uphft Mar 1St 10 H Roll(Wall) 1 5.5 in Douglas-Fir-Larch 2.24 to 4,199 lbs -1,108 lbs -1.-9331bs -933 lbs lbs 0 lbs - Olbs Material Summary Bracing Summary TC DFL#113 2x4 except: It BracingSheathed 4-7 DPL 1800/1.8 2x6 7-9 DFL#2 2x6 BC DFL 1800/1.8 2x6 except: BC Bracing Sheathed or Pudins at 5-0-0,Pudin designOthers. 10-12 DFL#2 2x6 b y Webs DFL Stud 2x4 except: 2-17 DEL#1B 2x4 4-16 DFL#1B 2x4 5-16 DEL#1B 2x4 8-I1 DFL#IB 254 Loads Summary 1)This truss has been designed for the effects due to 10 psf bottom chord lot load plus dead loads. 2)This tans has been designed for the effects 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 for hips/gables s he in accordance with ASCE?-10 except as noted,with the following user defined input:25 psf wound snow load(Pe). NOTE All flat/sloped roof factors have been) h @i wound snow load has been used for the roof snow load(Ps=PM.DOL=1.15. 3)This Intro has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip.Building Category II(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)Minimim stomgo attic loading in accordance with IBC'Oble 1607.1 has been applied Automated Load Case SI:Balanced Snow Distributed Loads Merrber Location 1 Location 2 Direction Spread Start Load End Load Trib Width Top Chd -16-0 41-10-0 Down Piot 25 psf 25 psf 24 in Point Loads irCh Lo-0-12 Direction Load Tab Width �`�0D r Rv �6:5) BotMet Chd 2-0-12 Up 9 lbs Top Chd 3-84 Up 117 lbs Hot Chd 3-114 Down 258 lbs Bot Chd 12-0-12 Down 599 lbs \� -N�l ' .('+ 1' Top Chd 14-0-12 Down 372 lbs 24 in w 1T Bot Chd 14-0-12 Down 13 lbs 24 in 7329'PE Top Chd 16-0-12 Down 287 lbs 24 in Bot Chd 16-0-12 Down 13 lbs 24 in /' Top Chd 18-0-12 Down 280 lbs 24 in 6 Bot Clad 18-0-12 Down 13 lbs 24 in Top Chd 200-12 Down 282 lbs 24 in s "-� Hot Chd 20-0-12 Down 13 lbs 24 in Top Chd 22-0-12 Down 281 lbs 24 in 6/'r Bol Chd 22-0-I2 Down 13 lbs 24 in - �� l„ j%W Tap Chd 24-0-12 Down 281 lbs 24 in 4 .91,.7 y�COQ �P Bot Chd 24-0-12 Down 13 lbs 24 in Tap Chd 25-114 Doom 134 lbs ,' B'S N,,,... •Bot Chd 25-114 Down 554 lbsAi 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 cntena and requirements supplied by theTmss Manufacturer and relies upon the accu 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 truss component design shout.See the cover $Impson Strong-Tie Company paw:and the"Iiryonant Information&,General Notes"page for additional information.All connector plates shall be manufactured by Stepson Strong-8e Company,Inc in accordance with ESR-2762.All connector plates we 20 gouge.unless the specified plate size is followed by a"-I 8"which indicates an 18 gauge plate,or"Sit 18",which indicates a high tension 18 puge plate. SIMPSONOregon TrussInc Truss: A1HM -' --- • PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 06/13/16 15:03:38 Truss Page: 2 oft Version:2016.5.1[Build 5] Spa 0 9 an ch2 h Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 1-6-0 1-6-0 0-0-0 0-0-0 2 24 in 2421bs Load Case D I:Std Dead Load Point Loads Member Location Direction Load Trib Width Bot Chd 2-0-12 Down 34 lbs Top Chd 3-84 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 102 lbs 24 in Bot Chd 14-0-12 Down 55 lbs 24 in Top Chd 16-0-12 Down 102 lbs 24 in Bot Chd 16-0-12 Down 55 lbs 24 in Top Chd 18-0-12 Down 102 lbs 24 in Bol Chd 18-0-12 Down 55 lbs 24 in Top Chd 20-0-12 Down 102 lbs 24 in Bat Chd 20-0-12 Down 55 lbs 24 in Top Chd 22-0-12 Down 102 lbs 24 in Bat 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 25-11-4 Down 39 lbs Bot Chd 25-11-4 Down 344 lbs Member Forces Summary Table indicates:Matter ID,mix CSI,mos axial force,(max conpr force if different from max axial force) 7C 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 55 0.853 7,104 lbs (-6,855 lbs) 10-23 0.083 33 lbs 2-20 0.002 S 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 -6,099 lbs 18-I 0.343 3,107 lbs (-2,553165 11-13 0.839 5,250 lbs (-4,827 lbs) 16-17 0.906 6,265 lbs ) 13-14 0.773 -7,096 lbs 17-IS 0.536 (-2,553 lbs) 3,107165 (-2,553165) 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 (-3,465 165) 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 to Carded Truss Carrying Truss Carrying Offset Angie TT106 JA3 AIHM 2-0-12 270 deg 11101CR1 AIHM 3-8-4 315 deg TT108 JIG AIHM 3-11-4 270 deg 'T'r'ios 120 A1HM ,,;;r2-0-12 270 d '11110 J7 Al HM 14-0-12 270 deg <.... 611111 ,19 AIHM 16-0-12 270 deg TT112 19 Al HM 18-0-12 270 deg ...11113 r. 210 - RIHM ;> 20-0.12 270 deg TT114 JI1 AIHM 22-0-12 270 deg ' 1111.5 ' i:.112 A1HM 24-042 ' 270 deg.,. TT116 J3G AIHM 25-11. 270 deg Notes: I)When this truss has been chosen forquality assurance inspection,the Double Polygon Method per TPI I-2007/Chapler3 shall be used.Fabrication tolerance=10%. 2)Provide adequate drainage to prevent ponding 3) ®Indicates continuous lateral resttaiot(CLR)requited a the location(s)shown.Rows of CLR mist be adequately diagonally braced,sec D-WEBCLRBRACE.Foraltematiws to CLRs and diagonal bracing see D-WEBREINFORCE 4)The forces shown for this nulti-ply truss are per ply and the reactions are for all plies.Two identia l trusses shall be built and attached as follows:TC-1 row of 0.131"dia a 3.000" Nails @5.75"o.c.,2x6 TC,BC-2 staggered rows of 0.131"dia a 3.000"Nails 412"o.c.,Webs-1 row 0,131"dia.x 3.000"Nails(6J"o.c.. 5)Whom required,sufficient hangars shall be morseled(by others)to resist mations shown. 6)Install the sciews/nals on one side;do not flip lass.Screws/nails shall be installed in the sane tress ply that the hangers are attached to. 7)Laeral bracing shall be attached to each ply. 8)All fasteners nininum 2-1/2"long unless othenvise noted, 9)Nals in 1st and 2nd ply shall be staged Born successive plies by 1/2 the nail spacing 10)listed wind uplift mations based on MWFRS Only loading I I)Bearing material shown in the abow table has only been checked for resistance pereendicular to gain,and does not indicate adequacy of material for other design considerations. ........__.............. 444 ��GIiV F C.? <2,L "t' 7329PE • . ,if. .... ., ... L,- y 1 !20°-.yP N - ,� 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor The design of this individual lass is based on design cnteiia and requirements supplied by theTmss Manufacturer and relies upon the accuracy and completeness of the infomution set forth by the Building Designer.A seal on this drawing Indicates acceptance of professional engineering responsibility solely for the lass component design shown.See the cover Simpson Strong-Tie Company page and the"hiponant Infom noon&Genetal Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-'Le Company,Inc in acconiance 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"Sr*18",which indicates a high tension 18 pug plate. StIVIPSON Oregon Truss Inc Trus PH 503-581-8787 AHS Project Name: 1606040cia Component Solutions TM Date: 06/13/16 15:03:38 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR 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 I 11-6-01 6-6-1 6-6-1 I 4-0-0 1-1-11 7-11-15 , 7-1-2 , ,7-0-15 1-6-0I 6-6-1 13-0-3 17-0-3 i 8-2-8 26-1-15 33-3-1 40-4-0 10-1-12 10-1-12 12 9( 8 H 5x7- - 5x8- 5e'- n 'O ..: 12 12 g� —19x4\ 1x4/ Wder o A i 4x6- 1 Ali 4x6- z 1/•i 14 13 12 11ri.'\ 10 9 3x4- 3x4- 6 3x7- 3x4- 3x4- 3x4- 0-0-0 0-0-0 1 10-1-0 , 6-11-3 3-1-13 10-1-0 10-1-0 10-1-0 17-0-3 1 20-2-0 I 30-3-0 40-4-0 Loading General CSI Summary Deflection L/ (roc) Allowed Load LOLL 30sf) Bldg Code: IBC 2012/ TC: 0.72(5-6) Ven TL: 062 in L/769 (10-11) L/180 WI 1-2007 BC: 1.00(8-9) IFI LL: 0.33 in L/999 (10-I1) L/240 TCDL: 7 Rep Mb Increase: Yes Web: 0.37(4-12) Holz TL: 0.1 l in 8 BCLL: 0 D,OL.: 115% Creep Factor,Kcr=1.5 BCDL: 10 Plate Offsets(Jntx,YAng): (1:3-0,2-10.0.) (2:0-0,4-0,52.) (3:1-7.46,0.) (4:0-0,2-9,0.) (50-4,6-390.) (6:0-3,5-0,0.) (7:0-0,4-6,59.) (8:3-0,2-10,0.) (9:0-038,0.) (10:0-0,1-12,0)(I100,38,0,) (12:1-12,3-8,0.) (13:0-0,1-12,0.) (14:0-0.3-8,0.) Reaction Summary IT Type Btg Combo Brg Width Material Rqd Brg Width Max React Max Gra'Uplift Max Wind Uplift Max Uplift Max Boaz I 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#IB 2x4 TC Bracing Sheathed or Puffins at 3-3-0,Puffin design by Others. BC DFL#IB 2x4 BC Bracing Sheathed Webs DEL#1B2x4 except: 2-14 DFL Stud 2x4 7-9 DFL Stud 2x4 Loads Summary 1)This truss has been designed for the effects due to 10 psf bottom chord lire load plus dead loads. 2)This truss has been designed for the effects of a balanced design snow load(Ps=25 psGand unbalanced design snow loads(9/12,7.5 psf wind,25 psf lee,23.3 psf Ire over peak to 4.8 ft)for hips/gpbles in accordance with A5CE7-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE:All flat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph Militate,Exposure B,Fully Enclosed, Gable/Hip,Building Category 11(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)Mintsum storage attic loading in accordance with IBC lhble 1607.1 has been applied 5)Truss designed as the base truss fora cap truss.Cap graphic is for reference only See TD-CPS40101D for connection requirements between the cap ours and base puss Member Forces Summary Table indicates:Menber m,max CSI,flax axial force,Max corspr force if different from max axial force) 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 78 0.685 -2,834 lbs 2-3 0.410 -2,584 lbs 56 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 lbs) 14-1 0.726 2,163 lbs (-147 lbs) 9-11 0.969 1,675 lbs 12-14 0.699 1.722 lbs (-8 lbs) Webs 2-14 0.283 415 lbs 4-12 0.367 -1,064 lbs 6-11 0.067 489 lbs (-56 lbs) 3-14 0.084 677 lbs (-53 lbs) 5-12 0.167 780 lbs (-109 lbs)6-9 0.127 822 lbs (-70 lbs) --- ---- 3-12 0.073 529 lbs (-39 lbs) 5-11 0.109 -262 lbs 7-9 0.296 430 lbs ,S<C„�_I PRQF e- Notes: `, f Il [!. p 1)When this ss has been chosen for quality assurance inspection;the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used Falrncauon toleranm-10%. \Co 'I_ I N ,(5 V<2 Miss ®Indicates continuous lateral restraint(CLR)Inquired at the location(s)shown.Rows of CLR null be adequately diagonally braced,see D-WEBCLRBRACE.Foraltematixes to 44/ 7 -v CLRs and diagonal bracing see D-WEBREINFORCE 3)Listed wind uplift reactions based on MWFRS Only loading 4t 7329:PE - 4)Bearing nntenal shown in the above table has only been checked for resistance perpendicular to grain,and does not indicate adequacy fatal al for other design considerations. Tri.!„. ..g / =A y, /, qr1 20 4'i"..I 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 infonmtion set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineering responsibility solely for the Miss component design shown.See the cover page and the"Important Information&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-lie Company,Inc in accordance with ESR-2762.All connector plates are 20 gorge,unless the specified plate lis is followed by a"-18"which indicates an 18 gain plate,or"S#18",which indicates a high tension 18 gauge plate. SIIVIPsoN Oregon Truss Inc PH 503-581-8787 Truss: AVH1 Project Name: 1606040cia Component Solutions'''. Date: 06/13/16 15:03:39 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR 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 I 41-4-8 I 11-6-01 2-11-8 1 4-6-116-3-6 6-3-6 6-7-3 2-11-8 7-6-3 I 13-9-9 1 20-1-0 1 26-8-3 1 33-3-5 I 39-10-8 1 _ 5x1 pp/ 3x4_ 3x4- 7-10-15 l 4 1x4 3x6- 4x5- 1.5x4 I �1 12 99F-- 6.4 _ 5 6 7 8 .79 -g 1x41 n�o r' �i 518 , 615 x8- 14 illi 0.l-8 139 — z �4.8 3x5- 5x812 � 11 10 12 1.504 1 5214- 4x5- BAG 0-0-0 1-0-0 1-0-0 0-0-0 2-11-8 8-6-12 8-6-12 9-10-12 2-11-8 I 11-6-4 I 20-1-0 I 9-10-12 29-11-12 39-10-8 Loading General CSI Summary Deflection L/ (loc) Allowed 7LoadL/180 (PSI) Bldg Code: IBC 2012/ TC. 0.68(2-3) Vert TL: 0.79 in L/594 TPI 1-2007 BC: 0.81(10-11) Vett LL. 0.31 in L/999 112-12) L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.69(13-11) Hoa TL: 0.33 in 10 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(Jnt: 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:I-12,3-8,90.) (6:042,1-12,0.) (7:0-0,3-8,0 (9:3-4,345,90.) (10:5-0,3-8,0.) (11.0-0,3.8,0.) (12:1-12,3-8,90.)(13:1-12,24,0 ) (8:0-0,34,0.) )l)4:o-0,34,0.) pec:o-0,34.0.) Reaction Summary IT Type Brg Combo Brg 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-[arch 2.11 in 1,974 lbs -122 lbs 10H Roll(Cuss) I 1,5 in - 2.01 in 1,885 lbs - lbs -122 lbs 370 -1IB lbs -I 18165 0 lbs Material Summary Bracing Summary TC DFL#1B 2x4 TC Bracing Sheathed or Purlins at 2-5-0,Puffin design by Others. BC DEL#1B 2x4 BC Bracing Sheathed or Purlins at 6-9-0,Putin design by Others. Webs DFL Stud 2x4 except 4-13 DEL#162x4 7-13 DEL ISM 2.54 13-I1 DEL#113 2x4 8-10 DEL#IB 2.54 Loads Summary I)This Muss has been designed for the effects due to 10 psf bottom chord line load plus dead loads. 2)This tuns has been designed for the effects ofa balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9.001/12,7.5 psfnind,25 psf lee,23.3 psf lee over peak to 4.8 ft)forhips/grbles in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf ground snow load(Pg). NOTE:All tlal/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=PM,DOL=1.15. 3)This tress has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category e(I=1.00),Overall Bldg Dins 40 ft s 60 ft.h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Mininum storax attic loading in accordance with IBC Table 1607 I has been applied Member Forces Summary Table indicates:Menber ID,max CSI,nzix axial force,(max conpr force if different from max axialforce) TC 16-I 0.145 67 lbs 3-4 0.539 -3,224 lbs 74 0.452 -2,363 lbs 1-2 0.473 4,865 lbs 4-5 0499 -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 0812 1,770 lbs (-354 lbs) 13-14 0.773 3.573 lbs (-706165) 15-1 0.784 3,998165 11-12 0.705 105 lbs (-19 lbs) 14-15 0.689 2.425 lbs (-576165) (-940165) Webs 2-15 0.078 234 lbs (-160165) 5-13 0.509 -486lbs 8-11 0.406 1,212 lbs 3-15 0.641 1,915 lbs (-442 lbs) 13-12 0.490 150 lbs (47165) 3-14 0.438 1,310 lbs (-110 lbs) 7-13 0.176 1,107 lbs 9-10 0.577 -2.203 lbs (-203165)9-10 0.577 -203 ........._. 469165 4-14 0.448 1341 0.693 2,931165 (-543 lbs) r� 4-13 0.071 516165 (-75165)7-11 0.350 -1,294165 �f?' PROF S Truss-to-truss Connections Summary �\; l�{�c3 NE�/'� sx ID Carried Tress Carrying Tress Canying Offset Angle TT5 AVHI BAG 12-10-12 90 deg 1 C/ Notes: a 7329PE 1)Whentled plates are 183 20ga. 2)When this Miss has been chosen lb quality assurance inspection,the Double Polygon Method merlin 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 3)Tress-[otmss connection is for graphical interpretation only Ahan(pror other structural connection shall be provided m resist the ne.5 reaction and uplift sb non in the ReactioIFn 4)Pm tle adequate drainage to prevent ponding - 5) ®Indicates continuous lateral restraint(CLR)rtgonnd at the location(s)shown.Rows of COO must be adequately di m CLRs and diagonal bracing see D-WEBREINFORCE W Y agonally braced,see D-WEBCLRBRACE.For altematises to _ / f' 6)Listed wind uplift reactions based on MWFRS Only loading �-'�qY`_1 2Q�'n 7)Beanng 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. Ai 8\9`" ff�t 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 roquirerrents supplied by theTmss Manufacturer and relies upon the accumry and conpleteness of the information set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineenng responsibility solely for the truss component design shown.See the cover Simpson Strong-TIC Company page and the"Important Information&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Stung7ie Conpany,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate sic is followed by a"-18"which indicates an 18 gmg plate.or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc "�� Truss: AVH2 _'_• '" PH 503-581-8787 Project Name: 1606040cia Component Solutions TM Date: 06/13/16 15:03:40 Tmss Page: 1 oft Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 39-10-8 9/12 I 1-6-0 0-0-0 0-0-0 0-0-0 1 24 in 228 lbs I 41-4-8 I 1-6-01 2-11-8 I 6-6-11 I 5-3-6 5-3-6 6-7-3 6-7-3 6 7 3 2-11-8 9-6-3 14-9-9 20-1-0 I 26-8-3 l 33-3-5 I 39-10-8 3x4- 1 9-10-15 5x10/ 3x4- 1x451 3x5- 4x4- 1.5x4 1 Z 6 7 8 9 12 ,/� — 9 it' n W 91---- -1 1-----1 -W1x41 \/\a a Yi 5x80, 15 14 0-1-8 • 13: 1. 6x8- 3x4- 5x7- Y 14.8 12 11 10 12 1.5x4 1 5x10- 4x4- I BAG 0-0-0 1-0-0 1-0-0 0-0-0 1 2-11-8 I 8-6-12 8-6-12 9-10-12 2-11-8 11-6-4 t 20-1-0 I 39-10-8 3--1-8 10-8 Loading General CSI Summary Deflection L/ (loc) Allowed L� est) Bldg Code: BC 2012/ TC: 0.99(2-3) Wit TL: 0.6710 L/702 (14-15) L/180 'FPI 1-2007 Sc. 0.89(13-14) Wit LL: 0.36 in L/999 (10-I1) L/240 TCDL: 7 Rep MbrIncrease: Yes Web: 0.87(9-10) Rom TL: 0.31 in 10 BOLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(1nt:)cY,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.) (10:5-0,3-8,0.) (11:0-0.3-8,0.) (12:1-12,3-8.90.)(13:1-12,2-6,0.)(14:0-0,3-8,0,) (15:0-0,3-8,0,) Reaction Summary ST Type Big Combo Big Width Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Upli8 Max Honz I Pm(Wall) I 5.5 in Dougas-Fir-larch 2.11 in 1,974 lbs -115 lbs -115 lbs 442 lbs 10 H Roll(Tmss) 1 I 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 Bating Sheathed or Purlins at 6-2-0,Pullin design by Others. Webs DEL#IB 2x4 except 2-15 DFL Stud 2x4 4-14 DFL Stud 2x4 9-10 DFL Stud 2x4 3-14 DFL Stud 2x4 5-12 DFL Stud 2x4 Loads Summary I)This Cross has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This truss has been designed for the effects of balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9.001/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4,8 ft)for hips/gables in accordance with ASCE?-10 except as noted,with the following user defined input:25 psf ground snow load(Pg.NOTE All flat/sloped roof factors have been ignored and the ground snow load has been used for the mofsnow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category II(I=1.00),Overall Bldg Dims 40 f x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 0 4)Mininum storage attic loading in accordance with BC 78bte 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max Cal,nax axial force,(max coripr fume if different from max axial force) TC 16-I 0.145 67 lbs 3-4 0487 -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 lbs) 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 lbs) 15-1 0.879 4,071 lbs (-1,086 lbs) 11-12 0.708 63 lbs (-13 lbs) 14-15 0.850 2.212 lbs (-567 lbs) Webs 2-15 0.054 -289lbs 5-13 0.414 -463 lbs 8-11 0.160 1,158 lbs (-96lbs) - ........- 3-15 0.688 2.264 lbs (.623 lbs) 13-12 0.306 149 lbs 8-10 0713 -2,132 lbs /� 3-14 0.321 958 lbs (-35 lbs) 7-13 0,195 848 lbs (-178 lbs) 9-10 0.870 -203 lbs ��f1t) PRGt-e. 4-14 0.699 -776 lbs 13-11 0.612 2,314 lbs (-477 lbs) (� C� G-c. A 413 0056 404 lbs (-54 lbs)7-11 0.278 -1,160 lbs ms �R, ^IN � t.7/� Truss-to-truss Connections Summary VJJ \\vv ID CamedTmss Carrying Truss 7329.:PE' PE R Carrying Offset Angle 7TT4 AVIV BAG 10-10-12 90 deg Notes: ,r` - r I)Unlabeled plates are 1x3 20�. , 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)Tmss-to4mss connection is for i graphical imeryretauon only Ahanger or ewcmial couneetion shall be provided to resist the max reaction and uplift in the Reaction % .,� smm.reiy QY Or 4)Provide adequate drainage m present ponding ! ty 5) ®Indicates continuous lateral restraint(OLE)required at the location(s)shown.Rows of CLR nest be adequately diagonally braced,see D-WEBCLRBRACE Foraltematives to �/,) " O ,_ CLRs and diagonal bracing see D-WFBRENFORCE =Fk,S '�,. 6)Listed wind uplift reactions based on MWFRS Only loading 06/14/2016 7)Bearing material shown in the above table has only been checked for resistance peryendicular to grain,and does not indicate adequacy of material for other design considerations. Expires: 12/31/2016 NOTICEAcopy of this design shall be furnished to the erection contractor The design of this individual truss is based on design criteria and requimments supplied by theTmss Manufacturer and intim upon the accuacy Simpson Strong-Tie Company and completeness of the infomation set forth by the Building Designer.A seal on this drawing indicates acceptance ofprofessional engineeringresponsibility solely for the Was component design shown.See the cover pag:and the"Important Information&General Notes"page for additional infomution.All connector plates shall be manufactured by Simpson Strong-'Be Company,Inc in accordance with ESR-2762.All connector plates am 20 gouge,unless the specified plate stze is followed by a"-I 8"which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. _ SI N M ° Oregon Truss Inc Truss: AVH3 040iiiiitiii. PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 06/13/16 15:03:40 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 231 lbs I 41-4-8 I 8-6-10 0-4-12 8-2-1 I 4-4-7 1 4-4-7 1 5-6-5 5-6-5 11-6-01 2-11-8 I 2-11-8 11-6-2 11-10-14 20-1-0 24-5-7 28-9-13 34-4-3 1 39-10-8 9-0-4 9-0-4 I 11-10-14 116 1x4 I 3x4- 5x8- �Z 5x12-4 4 5 2 iC P S. 9� 12 �9 0 1x4/ 6' 4x5/ o II /16136:\ w 4x10/ S•-- i_ x7 o T 1 2 7x8- 3x4- 5x7- �- 14.8 11 10 9 12 1.5x4 1 6x8- 304- I BAG 0-0-0 1-0-0 1-0-0 0-0-0 I 2-11-8 1 8-6-10 8-6-13 6-7-3 6-7-3 6-7-3 2-11-8 11-6-2 I 20-1-0 1 26-8-3 1 33-3-5 39-10-8 { Loading General CSI Summary Deflection L/ (loc) Allowed Load (psi) Bldg Code: IBC 2012/ TC: 0.87(3-4) vert TL: 0.59 in L/794 (13-14) L/180 TOIL: 30 TPI1-2007BC: 0.91(13-14) Ven LL: 0.27in L/999 (13-14) L/240 TCDL: 7 Rep Iv5rrIncrease: Yes Web. 0.70(12-10) Hoa TL: 0.29 in 8 BCLL 0 D.O.L.: 115% Creep Factor.Ka=1.5 BCDL. 10 Plate Offsets(JntXY,Ang): (1:64,0-2.29.) (2:3-8,1-12,36.)(3:4-123-7,0.) (4:1-12,3-8,90.) (5:0-0,3-8.0.) (6:1-7,4-66,0.) (7:0-0.4-6,75.) (8:2-5,4-13,90.) (9:0-0,348,0.) (10.0-0,3.8.0.) (11:1-12,3-8,90.)(12:1-12,2-8,0.) (13:0-0.3-8,0.) (14.0-0,3-8,0.) Reaction Summary 1T Type Brg Combo Bigtddth Material Rqd BigWidth Max React Max Gov Uplift Max Wind Uplift Max Uplift Max Hertz I Pm(Wall) 1 5.5 in Douglas-Fir-Larch 2.12 in 1,987 lbs - -133 lbs -133 lbs 99 lbs 8 H Roll(Truss) 1 I.5 in - 2.00 in 1,872 lbs - -107 lbs -107 lbs 0 lbs Material Summary Bracing Summary TC DFL#1B 2x4 TC Boeing Sheathed or Purlins at 2-5-0,Purim design by Others. BC DFL#18 2x4 except. BC Bracing Sheathed or Puffins at 96-0,Pudin design by Others. 14-1 DFL 2400/2.0 2x4 Webs DFL#182x4 except: 2-14 DFL Stud 2x4 12-10 DFL Stud 2x4 7-9 DFL Stud 2x4 Slider DFL#1B2x4 Loads Summary I)This truss has been designed for the effects due to 10 psf bottom chord lice load plus dead loads. 2)This truss has been designed for the effects of balanced design snow load(Ps—25 psf)and unbalanced design snow loads(9.001/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)forhips/gbles in accordance with ASCE7-10 except as noted,with the following user defined input 25 psf ground snow load(Fg).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 toss has been designed for the effects of wind loads in accordance wilhASCE7-10 with the following user defined input: 120 mph ulnare,Exposure B,Fully Enclosed, Gable/Hip,Building Category 11(1=1.00),Overall Bldg Dins 40 ft x 60 ft,h-25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Ivfininum storage attic loading in accordance with IBC Table 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max Cot,tray axial force,(mux conpr force if different from tra axial force) TC 15-I 0.145 67 lbs 34 0.873 -2,453 lbs 5-6 0.306 -1,897 lbs 1-2 0.508 -5,106 lbs 3-16 0.003 -I1 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 -2,501 lbs BC 8-9 0.518 1,975 lbs (-204 abs) 10-11 0.304 51 lbs (4 lbs) 13-14 0.907 3,880 lbs (476 lbs) 9-t0 0.446 1.740 lbs (-104 lbs) 12-13 0.711 2.071 lbs (-131 lbs) 14-1 0.758 4,271 lbs (479 the) Webs 2-14 0475 1,420 lbs (-18 lbs)4-12 0.483 -550 lbs 5-10 0.253 -648 lbs ----- ------ ----- 2-13 0.503 -1.832 lbs 12-11 0.104 101 lbs 6-10 0.094 683 lbs (-32 lbs) 3-13 0.082 628 lbs 5-12 0.115 830 lbs (-79 lbs) 6-9 0.162 429 lbs (-121 lbs) (((��l, PROP (s 3-12 0.177 701 lbs (-99 lbs) 12-10 0.697 2,083 lbs (-145165) 7-9 0118 -286 lbs r\C� GINE - ' > Truss-to-truss Connections Summary V_J l�f{{r��V V ID Carried Truss Catypee Cuss Carrying Offset Angle Qt 7327QPE TT3 AVH3 BAG 8-10-12 90 deg ii...... Notes: 1)Unlabeled plates are lx320W - p" 2)When this truss has been chosen for qualityassurance inspection,the Double Polygon Method per TP1 t-2007/Chapter 3 shall be used.Fabrication tolerance-10%. - 3)Truss-to-toss 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)Pe adequate drainage to prevent ponding Sjy,,r�77 5) ®lndreates continuous lateral restraint(CLR)required at the loeztion(s)shown.Rows of CLR mist be adequately diagonally boced,see D-WEBCLRBRACE Foraltematixes to 04 0"` CLRs and diagonal bracing see D-WEBREINFORCE / 4}r1 l"r Z . 6)Listed wind uplift reactions based on MWFRS Only loading O /t r_'.B\S L' 7)Bearing material shown in the above table has only been checked for resistance perpendicular to groin,and does not indicate adequacy of nntenal for other design considerations. 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 accurrey Simpson Strong-Tie Company and completeness of the infomnlion set forth by the Building Designer.A seal on this dowing indicates acceptance of professional engineering responsibility solely for the toss component design shown.See the cover pags and the"Important lnfometion&General Notes"page for additional infonretion.All connector plates shall be rrenufactured by Simpson Strung-'Se Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-t8"which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc - Truss: AVH4 PH 503-581-8787 Project Name: 1606040cia ComponentSolutionsT" Date: 06/13/16 15:03:41 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR 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 1 5-3-5 I 5-3-5 1 6-6-13 I 6-4-2 0-4-112 6-6-5 6-6-5 11-6-01 2-11-8 1 2-11-8 8-2-13 13-6-2 20-1-0 26-5-2 26-9-14 33-4-3 1 39-10-8 10-6-4 10-6-4 I13-10-14 5x8( 1x4 1 16 ,6x8- c + 12 12 9� 9 4x5/ .7; ro i• 3x4 1 � 8 1x4� 5x8/ 3x3 1 '� _ m 4x7 �'T' 1 A/ 6x814 13 128 3x4- 5x7- Y 14.8 11 10 9 12 1.5x4 1 5x7- 104 1 1BAG 1 0-0-0 1-0-0 1-0-0 0-0-0 2-11-81 8-6-12 8-6-12 6-8-14 6-6-5 6-6-5 2-11-8 11-6-4 1 20-1-0 I 26-9-14 I 33-4-3 1 39-10-8 1 Loading General CSI Summary Deflection L/ (loc) Allowed Load (PA Bldg Code: IBC 2012/ TC: 0.87(2-3) Von TL: 0.63 in L/746 TOLL: 30 TPI 1-2007 BC: 0.83(14-1) \enn LL: 0.28 in L/999 (12-13) L/140 (12-13) L/240 TCDL: 7 Rep Mbr Increase: Yes Web: 0.54(12-10) Horz 7L: 0.28 in g BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(1nl:X,Y,Ang): (17-4,0-7,29.) (2:1-12,5-11,90.)(3:16,5-7,36.) (4:1-7.46,0.) (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.) (11:1-12,3-8,90.)(12:1-12,2-8,0.)(13:0-0,3-8,0.) (14:0-0,3-8,0.) Reaction Summary 1T Type Brg Combo Brg Width Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pm(Wall) 1 5.5 in Douglas-Fir-lash 2.12 in 1,987 lbs -135 lbs -135 lbs 114 lbs 8 H Roll(Truss) 1 1.5 in - 2.00 in 1,872 lbs - -105 lbs -105 lbs 0 lbs Material Summary Bracing Summar TC DFL#18 2x4 TC Bracing Sheathed or Pydins at 2-1-0,Partin design by Others. BC DFL#1B 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Pudin 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 DEL#1B 2x4 Loads Summary 1)This truss has been designed for the effects due to 10 psf bottom chord line load plus dead loads. 2)This Imes has been designed for the effects of balanced design snow load(Ps=25 psf)and unbalanced design snow loads(9.001/12,7.5 psf wind,25 psf lee,23.3 psf lee over peak to 4.8 ft)forhtps/gables in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf ground snow load(Pg). NOTE:All flat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE/-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category,11(1=1 00),Overall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minimum storage attic loading in accordance with IBC fable 1607.1 has been applied Member Forces Summary Table indicates:Menber ID,max CSI,mu axial fore,(rim conpr force if different from n ix axial force) TC 15-1 0.145 67 lbs 3-4 0.412 -2,632 lbs 166 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 33165 (-2 lbs) 13-14 0.794 2,363 lbs (-186 lbs 9-10 0.415 1.965 lbs (-181 lbs) 12-13 0.761 1,838 lbs (-56 lbs) 14-1 0.832 4,064 lbs (-358 lbs) Webs 2-14 0.036 137 lbs (-84 lbs)4-12 0.078 566 lbs (-67 lbs) 12-10 0.545 1,629 lbs (-50 lbs) 3-14 0.284 2,061 lbs (-213 lbs)5-12 0.179 -541 lbs 6-10 0.039 305 lbs (-3 lbs) ----- --- - 4-13 0.411 894 llbs 1-12 0.119 771 lbs 7-10 0.116 224 lbs ��6 y PR°Fp, 4-13 0.113 894165 (-63 lbs)6-12 0.119 771 lbs (-70165) 7-9 0.069 224165 !- Truss-to-truss Connections Summary �� ]NE S�,_ ID Carried Truss Canying Truss Carrying Offset Ane �q- TF2 AVH4 BAG 6-10-12 90 deg L(7 -fes Notes: `�' 7329'PE t I)Unlabeled plates are lx3 20gn ' 2)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%. ,/ 3)Truss-to-truss connection is for graphical interpretation only Ahang;r or other structural connection shall be provided to resist the rtax reaction and uplift shown in the Reaction 4)Provide adequate drainage to prevent ponding / 5) ®Indicates continuous nein&see D- (CLE)squired at the location(s)shown.Rows of CLR nus[be adequately diagonally braced,see D-WEBCLRBRACE.Foraltematives to Lf�� /, OQ lateralV CLRs and dia�nal bracing see D-WFbREINFORCE , t-1 j.4;,,,, 2, v- 6)Listed wind uplift reactions based on MWFRS Only loading d 7 qr 7)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. ( s R\ \t,. t 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the election contractor.The design of this individual Puss is based on design criteria and requirements supplied by theTruss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer A seal on this drawingindicates acceptance of mfessional en g responsibility y mpenent design shown.See the cover Simpson Strong-Tae Company p p Singrso res ng-lie i solea Inc in aced ce mP Y pet and the"Inponanl specified General Notes"page for18"which information.All connector or"S shall be manufactured by high tension n[mn gauge pate. Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specifial plate size is followed by a"-18"which indicates an 18 Mug plate,or"S#18",which indicates a high tension I B gain plate. sumsouOregon Truss Inc Truss: AVHM isOtiiiiiiit PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 06/13/16 15:03:42 Truss Page: 1 of3 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR 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 277 lbs I 41-4-8 0-4-12 11-6-01 2-11-8 1 2-6-10 1 4-5-8 I 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 1 20-1-0 I 26-8-3 f 33-3-5 1 39-10-8 5-10-15 4-6-4 JV6I I JV7] I JVBI I JV9 i i JV10 II JV11 I I J13 I J14 I I J15 I IJ16I IJ17 I IJ17I IJ17I IJ17I IJ17I 12 10x10 HS 20 4 4 4x4- 10x10 HS 18 8010- 10012- 3x10 I 91 i 5 6 7 6 9 1844111 .- U I 3x8/ / II 0-1-8 'n��Iy 4x12/ ,o11101111111111111 — e - .• .. ` 3x4 3x4- ® 8 S 8 17 16 15 1,• SI. 1• 'Ir.- 10x10 HS 18 4x4- 5x7- 4x5- 9x12 HS 1813 12 4 8 1x31 11 10 12 1.5x4 I 10x10 HS 18- 4x6- 12x12- IJ3 I I JV4 II JV5,CR I I JV12 BAGS 0-0-0 1-0-0 1-0-0 0-0-0 2-11-8 1 2-6-10 I 4-10-4 I 4-10-4 4-10-4 6-7-3 6-7-3 6-7-3 2-11-6 5-6-2 10-4-7 15-2-11 I 20-1-0 I 26-8-3 l 33-3-5 1 39-10-8 I Loading General CSI Summary Deflection L/ (foe) Allowed Load (MO Bldg Code: IBC 2012/ TC: 0.87(5-6) VenTL: 1.35 in L/350 13 L/180 TOLL: 30 TPI 1-2007 BC: 0.79(18-1) \hn LL: 0.57 in L/822 13 L/240 TCDL: 7 Rep NlbrIncrease No Web: 1.00(14-12) Hon TL 0.5 in 10 BCLL: 0 D.O.L.: 115% CreepFactor,Ka=L5 BCDL: 10 Plate Offsets(Jnr:XY,Ang): (1:6-3,0-1,29.) (2:3-0,1-12,36.) (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.) (8:1-12,5-8,0.) (9:3-0,5.0.90.) (10.7-8,6-0,0.) (11:1-12,5-8,0.) (12:1-12,5-8,0.) (13:1-12,5-0,90.)(14:1-12,46,5.)(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 JT Type Big Combo Big Width Material Rqd Brg Width Ma React Max Gay Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin(Wall) 1 5.5 in Douglas-Fir-Larch 2.99 in 5,598 lbs -1,344 lbs -1,344 lbs 296 lbs 10H Roll(fuss) 1 1.5 in - 3.16 in 5,931 lbs - -2,597 lbs -2.597 lbs 0 lbs Material Summary Bracing Summary TC DEL#1B 284 except TC Bracing Sheathed 36 DFL 1800/1.8 2x6 6-9 DFL2400/2.0 2x6 BC DFL 2400/2.0 2x6 except: BC Bracing Sheathed or Purlins at 4-5-0,Purlin design by Others. 10-13 DFL 1800/1.8 2x6 Webs DFL Stud 2x4 except: 3-16 DFL#lB2.x4 7-14 DEL#IB2x4 7-11 DFL#182x4 6-13 DEL#IB2x4 14-12 DEL#IB2x4 8-10 DFL#182x4 Loads Summary 5)Thu W ss 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 design snow loads(9.001/12,7.5 psf wind,25 psf lee,23.3 psf lee oxen peak to 4.8 ft)for hips/gibles in accordance with ASCE?-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE'All Oat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 nph ullirrute,Exposure B,Fully Enclosed, Gable/Hip,Building Category II(I=1 00),Overall Bldg Dins 40 fl x 60 ft,h=25 ft,End Zone Tress,Both end webs considered.DOL,1.60,CC Zone Width 4 fl. 4)Minimal storage attic loading in accordance with IBC Table 1607.1 has been applied ..__..._......_.__..._....... ��,EU R R OFFS oslai ....p, -,5, 0/7. cc7329 PE 2 N -B\5 ti 06/14/2016 Expires: 12/31/2016 NOTICE Aeopy of this design shall be famished to the erection contractor.The design of this individual Muss is based on design criteria and requirenents supplied by theTuss Manufacturer and relies upon the accuracy and conpleteness of the information set forth by the Building Designer A seal on this drawing indicates acceptance of professional engineering responsibility y rrponent design shown.See the cosec Simpson Strong-Tie Company page and the"Important Information&General Notes" orpateseP Simpson res on'6e C sole) for in Cuss ce page fora" calInfomean.8llcoeplate,or"S shall1 " umanunites ayigh tension gra plate ,Inc in accordance with ESR-2762.All connector plates are 20 geuge,unless the specified plate steers followed by a"-18"which indicates an 18 gauge plate,or"S#18",which indicates a high tension 18 gauge plaza. SIMPSON Oregon Truss Inc Truss: AVHM «. - PH 503-581-8787 Project Name: 1606040cia Component Solutions TM Date: 06/13/16 15:03:42 Truss Page: 2 of3 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR 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 Stan Load End Load T b Width Top Chd -16-0 39-10-8 Down Pmj 25 psf 25 psf 24 in Point Loads Member Location Direction Load Tab NSdth Bot Chd 2-0-12 Down 27 lbs Bot Chd 4-0-12 Down I 1 1 lbs 24 in Top Chd 6-0-12 Down 137 lbs 24 in Bol Chd 6-0-12 Down 132 lbs 24 in Top Chd 6-13 Down 120 lbs Top Chd 8-0-12 Down 518 lbs 24 in 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 308 lbs 24 in Top Chd 18-0-12 Down 308 lbs 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 276 lbs 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 340 lbs 24 in Bot Chd 30-0-12 Down 12 lbs 24 in Top Chd 32-0-12 Down 340 lbs 24 in Bot Chd 32-0-12 Down 12 lbs 24 in Top Chd 34-0-12 Down 340 lbs 24 in Bol Chd 34-0-12 Down 12 lbs 24 in Top Chd 36-0-12 Down 340 lbs 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 Dorm 12 lbs 24 in Load Case Dl:Std Dead Load Distributed Loads Member Location 1 Location 2 Direction Spread Stan Load End Load Tub Width Top Chd 4-6-0 5-10-15 Down Pmj 7 psf 7 psf 12 in Top Chd 5-10-15 39-103 U Bot Chd 0-0-0 Up Pmt 7 psf 7 psf 12 in Bot Chd 38-103 39 03 Dowwn wn Pro10 psf 10 psf 12 in Pmj 10 psf 10 psf 12 in Point Loads Member Location Direction Load Tab WSdth 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 6-13 Down 1 lbs Top Chd 8-0-12 Down 151 lbs 24 in Bot Chd 8-0-12 Down 32 lbs 24 in Top Chd 10-0-12 Down 156 lbs 24 in Bet 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 Top Chd 14-0-12 Down 156 lbs 24 in Bot Chd 14-0-12 Down 32 lbs 24 in Top Chd 16-0-12 Down 157 lbs 24 in Bol Chd 16{1-12 Down 32 lbs 24 in Top Chd 18-0-12 Down 157 lbs 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 lbs 24 in Bot Chd 22-0-12 Down 55 lbs 24 in Top Chd 24-0-12 Down 101 lbs 24 in Bot Chd 24-0-12 Down 55 lbs 24 in Top Chd 26-0-12 Down 100 lbs 24 in Bet 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 lbs 24 in Bot Chd 30-0-12 Down 55 lbs 24 in Top Chd 32-0-12 Doren 101 lbs 24 in Bol Chd 32-0-12 Down 55 lbs 24 in Top Chd 34-0-12 Down 101 lbs 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 Doren 101 lbs 24 in Bot Chd 38-0-12 Down 55 lbs 24 in Member Forces Summary Table indicates:Member ID,max CSI,nasi axial force,(max cony force if different from max axial force) TC 19-1 0.083 33 lbs 3-20 0.008 -18 lbs 7-8 0.626 5,5461bs (-4,059165) p - - 1-2 0.769 -7,427 lbs 4-5 0.721 -9,249 lbs 8-9 0.410 47165 (-24165) �� PRO es 2-3 0.652 -5,766 lbs 5.6 0.872 10,927 lbs (-9,736165) 34 0.503 -7,658165 6-7 0.775 10,814165 (-9,640165) BC 10-I I 0.432 -5,536 lbs 14-15 0.590 -9,271 lbs 17-I8 0.764 5,645 lbs �� [.,<) ��i2 11-12 0.648 -8,307 lbs (4,6054lbs) ('\? t�7 15-16 0.3 8 7,651 lbs (3,894165) 18-1 0.792 6,154 16e (4,988 lbs) 1 12-13 0.120 -34716e 16-17 0.338 4,667165 (-3,894165) � , Webs 2-I8 0.539 1,612 lbs (-1.182 lbs)5-15 0.380 1,580 lbs (-984 lbs)7-12 0.296 1,230 lbs 2-17 0354 -1,108 lbs 5-14 0.651 -2.014 lbs 7-11 (319 bs) /329x' �,- 0.490 3,255165 (2,8491l6e) %', 3-17 0.366 1,094 lbs (-692 Ms)6-14 0570 987 lbs (-713 165) 8-11 0.549 -1.714 lbs 3-16 0.738 -3,631 lbs 14-13 0.561 105 lbs (-IS lbs) 8-10 0.793 6,550 lbs (-4,823 lbs) ..! 446 0.612 2034 lbs (4,903 lbs)7-14 0.862 3,493 lbs (-2,829 lbs) 940 0.280 534 lbs (-296 Ms) i 4-15 0.880 -2,787 lbs 14-12 1.004 -8,056 lbs Lob-1} i s.-4Y NoS 06/14/2016 Expires: 12/31/2016 NOTICEAcopy of this design shall be famished to the erection contractor.The design of this individual tms5 is based on design criteria and requirements supplied by thelmss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and conpleteness of the infommtion set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineenng responsibility solely for the Miss component design shown.See the corer page and the"Important Infomation&General Notes"page for additional information.All connector plates shall be manufactured by Sinpson Strong-Tle Conpany,Inc in accordance with ESR-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 Truss: AVHM PH 503-581-8787 Project Name: 1606040cia 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 Carred Truss Carrying Truss Carrying Offset Angle TT10 13 AV}tM 2-0-12 90 deg TTI'1:' ':-714 AVHM 4-0-12 90 deg TTl2 1V5 AVHM 6-0-12 90 deg T113-.u,. CR AVHM 64.6 45 deg. TT14 JV6 AVHM 8-0-12 90 deg 1T15. JW AVHM; .10-0.12 ,.r'90 deg TT16 JV8 AV-1M 12-0-12 90 deg 7117 SV9 AVHM. .. 14-0.12': 90 deg TT18 JVIO AVHM 16-0-12 90 deg TT19 .JV11 AVHM 18-042; 90 deg: TT20 JV12 AWN 20-0-12 90 deg 1T21 213 -AVHM ' 22-0-12 90 468 '1122 114 AVHM 24-0-12 90 deg TI23 ..., 215 '- AVHIM 26012 .90 deg TT24 116 AVHM 28-0-12 90 deg. TRS C:J17 .. AVHM `. 30-042: 90 deg '1125 117 AVHM 32-0-12 90 deg TR$:.. 117 AVHM 34-0-12 90 deg T125 117 AVHM 36-0-12 90 deg T125-'.. 117 AVIIM 38-0.12 90 deg Tel AVHM BAG 14-10-0 90 deg Notes: I)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TPI I-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 2)1)11554041115S connection is for graphical interpretation only Ahanger or other structural connection shall be presided to resist the max reaction and uplift shown in the Reaction Summary. 3)Provide adequate drainage to prevent ponding 4) ®Indicates continuous lateral restraint(CLR)requited at the location(s)shown.Rows of CLR must be adequately diagonally braced,see D-WEBCLRBRACE For alternatives to CLRs and diagnnal bracing see D-WEBREINFORCE. 5)The forces shown for this rrultiply truss are per ply and the reactions are for all plies.Two identical tresses shall be built and alteched as follows.TC-I tow of0.131"dia x 3.000" Nails @5.75"o.c.,286 TC,BC-2 staggered tows of 0.131"dia.x 3.000"Nails @l2"o.c.,Webs-1 tow 0.131"dia.x 3.000"Nailsa(�"o c.. 6)Where requited,sufficient hangers shall be presided(by others)to resist reactions shown. 7)Install the screws/nails on one side;do not flip truss.Screws/nails shall be installed in the sane truss ply that the hangers are attached to. 8)Laeral bracing shall be attached to each ply. 9)All fasteners sininum 2-1/2"long unless othenvise noted. 10)Nails in 1st and 2nd ply shall be stagged 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 abuse table has only been checlred 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 barvalue,which requires a special 1/8"placement tolerance. ��0) PRO/Ess 414 `r- 7329:PE ,u Irk' ; ya7 .:;,‘ GV .4G/0 iq . .2p\yP /Vs%81S 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by theTruss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and co trpleteness of the information set fodh by the Building Designer.A seal on this drawing indicates acceptance of pmfessional engineering responsibility solely for the truss conponent design shown.See the cover page and the"Inponant Information&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Strung-'lie Company,Inc in accordance with ESR-2762.All connector plates are 20 ppuge,unless the specified plate size is followed by a"-I 8"which indicates an 18 paaug plate,or"SO 18",which indicates a high tension 18 gauge plate. SAMA Oregon Truss Inc Truss: BA .,, " PH 503-581-8787 Project Name: 1606040cia Component Soluti onsTM Date: 06/13/16 15:03:43 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR 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 95 lbs I 22-5-8 5-2-14 5-2-14 5-2-14 I 10-5-12 I 15-8-10 I 20-11-8 I 1-6-0 4x6 3 12 91- 12 -79 h Vie) rz. 3x4- lel -f li,reill IIMII 8 7 6 ►l ►� X 3x4- 3x4- 3x4- 9 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/ (loc) Allowed Losd30s0 Bldg Code: IBC 2012/ TC: 0.33(2-3) ren TL: 0.36 in L/673 7 L/180 TPI I-2007 BC: 0.68(8-1) Vert LL: 0.22 in L/999 7 L/240 TCDL: 7 Rep MbrIncrease: Yes Web: 0.14(2-8) Harz TL: 0.03 in 5 BCLL' 0 DOL.: l 15% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(JnC$Y,Ang): (1:2-8.2-12,0.) (2:0-0,4-6,68.) (3:0-0,45,90.) (4,0-0,46,68.) (5:2-3,2-12,0.) (6:0-0,3-8,0.) (7:0-0,1-12,0.) (8:0-0,343,0.) Reaction Summary .IT Type Brg Conbo Brg Width Material Rqd Brg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Horiz I Pin(Wall) l 5.5 in Douglas-Fir-Larch 1.50 in 981 lbs -54 lbs -54 lbs -88 lbs 5 HRoll(Wall) 1 5.5 in Douglas-Fir-[arch 1.50 in 1,100 lbs - -84 lbs -84 lbs 0lbs Material Summary Bracing Summary TC DEL#I13 2x4 TC Bracing Sheathed or Pudins at 5-6-0,Pudin design by Others. BC DEL#1B 2x4 BC Bracing Sheathed or Purlins or 10-0-0,Pudin design by Others. Webs DEL#1B 2x4 except, 2-8 DFL Stud 2x4 4-6 DFL Stud 2,4 Loads Summary 1)This taus 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)for hips/gables in accordance with ASCE?-10 except as noted,with the following user defined input:25 psfgrund snow load(Pg).NOTE All flat/sloped reof factors have been ignored and the pound snow load has been used for the roof snow load(Ps=Pg).DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 rrph uldmmte,Exposure B,Fully Enclosed, Gable/Hip.Building Category 0(1=1.00),Overall Bldg Dim;40 fl x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Minimum storage attic loading in accordance with IBC Trete 1607.1 has been applied Member Forces Summary Table indicates:MenberlD,max CSI,ones axial force,(wax con-pr force if different horn max axial force) TC 1-2 0.298 -1,382 lbs 34 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 65 0.656 665 lbs 8-1 0.681 1,034 lbs (-23 lbs) Webs 2-8 0.140 -397 lbs 3-6 0.078 606 lbs (-75 lbs) 3-8 0.091 659 lbs (-86 lbs) 4-6 0,138 -391 lbs Notes: 1)When this truss has been chosen for quality assurance inspection.the Double Polygon Method per TPt 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 2)Lined wind uplift reactions based on MWFRS Only loading - - p�} - --- 3)Bearing material shown in the above table has only been checked for resistance perpendicular to grain,and does not indicate adequacy of rreterial for other design considerations. C��co P1'5 1Jf 7 {v��V ��yG t N F� sipi 7329",PF `�- / � a -I- A1 k 1 20a yQ O N �BIS \' 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be fumished to the erection contractor The design of this individual uuss is based on design criteria and requirements supplied by theTmss Manufacturer and relies upon the accuracy and completeness of the infomution set forth by the Building Designer A seal on this drawing indicates acceptance ofprefessional engineering responsibility solely for the truss corrponent design shown.See the cover $imp80n Strong-Tie Company page and the"Inponant Nfonmtion&General Notes"page for additional infomation.All connector plates shall be nenufaaured by Sinpson Strong-Tie Company,Inc in accordance with ESR-2762 All connectorplates are 20 gnuge,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. SIMPSONOregon Truss Inc StitTruss: BAG M-•••-: PH 503-581-8787 Project Name: 1606040cia Component Solutions TM Date: 06/13/16 15:03:43 Truss Page: 1 oft Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR 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 22-5-8 I I 5-4-11 5-1-1 4-4-4 6-1- 5-4-11 I 10-5-12 I 14-10-0 } 20-11-8 1 1-6-0 I 5x7 I 3 ii Iii 12 91— 12 —19 6x8\ 4010/ csi 11 e?- 1 6012/. i ,-4,T4, �� ` WW1 5x52\ .i 9 8 7 6 ��`0 4010 8010 7016 HS 18- 4010 li Ell CI El I AVH4 I I AVH3 I I AVH2 I I AVH1 I I AVHM 0-0-0 0-0-0 5-4-11 I 5-1-1 4-4-4 6-1-8 5-4-11 10-5-12 I 14-10-0 I 20-11-8 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psi) Bldg Code: IBC 2012/ TC: 0.97(1-2) VertTL: 0.36 in L/675 (8-I3n) L/180 TCLL: 30 TPI 1-2007 BC: 0.62(8-9) Ven LL: 0.19 in L/999 (8-13n) L/240 TCDL: 7 Rep MbrIncrease: No Scab: 0.36(SF1) H02TL: 0.1 in 5 BCLL: 0 D.O.L.: 115% Web: 0.97(2.8) Creep Factor,Ka-1.5 BCDL: 10 Plate Offsets(1nt.7cY,Ang): (1:6-13,15,36.)(2:1-12,3-1,36.)(3:0-0,5.6,90.) (4:1-12,3-1,36.) (5:640,06,18.) (6:0-0,5-8,90.) (70-0,3-10,0-) (8:0.0,5-8,90.) (9:0-0,5-12,90.) Reaction Summary JT Type Btg Combo Beg Width Material Rqd Btg Width Max React Max Grav Uplift Max Wind Uplift Max Uplift Max Hong 1 Pin(Wall) 1 5.5 in Douglas-Fir-Latch 6.69 in 12,549 lbs -1,281 lbs -1.281 lbs -87 lbs 5 H Roll(Wall) I 5.5 in Douglas-Fir-Larch 4.76 in 8,934 lbs - -1,882 lbs -1,882 lbs 0 lbs The following beating nay require additional considerations: Brg# BrgArea Rqd BrgArea Rqd Tress Width Enhancement 1 16.50 in^2 20,08 in^2 3.65 in See TD'13RG-0002A Material Summary Bracing Summary TC DEL#18 2x4 except: TC Bracing Sheathed or Puffins at 3-0-0,Pullin design by Others. 3-10 DFL 2400/2.0 2x4 BC DEL2250/2.0 2x8 BC Bracing Sheathed or Puains at 8-1-0,Pullin design by Others. SCAB DFL 2250/2.0 2x8 Webs DFL Stud 2x4 except: 3-a DEL#1B 2x4 4-6 DEL#IB 2x4 Loads Summary I)This truss has been designed for the effects due to 10 psf bottom chord lire load plus dead loads. 2)This truss has been designed for the effects 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 ASCE?-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE:All flat/sloped roof factors have been ignored and the ground snow load has been used for the toufsnow load(Ps=Pg DOL=1.15. 3)This Mass has been designed for the efforts of wind loads in accordance with ASCE/•10 with the following user defined input' 120 mph ultinute,Exposure B,Fully Enclosed, Gable/Hip,Building Category 8(I=1.00),Overall Bldg Dins 40 ft x 60 fl,h-25 ft,End Zone Tress,Both end webs considered.DOL=1.60,CC Zone Width 4 ft. 4)Pohninum storm attic loading in accordance with IBC Table 1607.1 has been applied Load Case Lrl:Std Live Load Point Loads Mentes Location Direction Load Trib Vddth Bot Chd 0-0.4 Down 1,195 lbs 24 in .______........_._.__......._ Bot Chd 0-10-12 Down 1,195 lbs 24 in _ ��(1.V PR V r1 ,5-, Bol Chd 2-10-12 Down 1,195 lbs 24 in fl I' BotChd 410-12 Down 1,195 lbs 24 in _` ga Bot Chd 6-1012 Down 1,195 lbs 24 in �NCD 4`~�[N�� t,}> Bat Chd 8-10-12 Down 1,195 lbs 24 en ,�``" . . Bot Chd 10-10-12 Down 1,203 lbs 24 in 4 7 In Bar Chd 12-10-12 Down 1,203 lbs 24 in l 329 is •1-E Bot Chd 14-10-0 Down 3,261 lbs - Load Case DI:Std Dead Load Point Loads di Member Location Direction Load Tub Width G , Bot Chd 0-0.4 Down 677 lbs 24 in Bot Chd 0-10-12 Down 677 lbs 24 in Bot Chd 2-10-12 Down 677 lbs 24 in ' Bot Chd 4-10-12 Down 677 lbs 24 in �jh j�,.,r �� ...k\>"Bot Chd 6-10-12 Down 677 lbs 24 in t/ A, _c\ V'�! Bot Chd 8-10-12 Down 6771bs 24 in J Bol Chd 10-10-12 Down 682 lbs 24 in 06/14/2016 Bot Chd 12-1042 Down 682 lbs 24in Botcher 14-I0-0 Down 1,777 lbs Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor The design of this individual tress is based on design criteria and requirerrents supplied by theTruss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and conpleteness of the infumntion set forth by the Building Designer.A seal on this drawing indicates acceptance ofpmfessional engineering responsibility solely for the tress component design shown.See the cover page and the"ls pomant Information&General Notes"page for additional infom ation.All connector plates shall be manufactured by Sinpson 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 gauge plate. SIMPSONOregon Truss Inc "` "� Truss: BAG PH 503-581-8787 Project Name: 1606040cia Component Solutions TM Date: 06/13/16 15:03:44 Truss Page: 2 oft Version:2016.5,1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR 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 LI:TTC Load Case Point Loads Member Location Direction Load Tnb Width Bol Chd 0-04 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 Cont. Factor Load Duration Factor I DI 1.000 0.900 1.150 3 DI+Lal " 1.000 1.150 4 01+SI , .,.1.000... 1.150`,.: 5 DI+S2 ,cfr, 6 D1+S3 1.000 1.150 1.000 : 1.150,.. 7 01+075 LI+0.75 Lot 1.000 1.150 '( 8 Dh:+0.75"L1+0.75 Sl = ^1.000 ^1.150` 9 DI+0.75 LI+0.75 S2 1.000 LIP) ..'.`10 DI-:+0.75 LI+0,75 S3 11 DI+0,6 W3 1.000 1.600 ^a 12 ,..D1+0,45W3+0.75 L1+0.75Ld 1.000 1600 13 DI+0.45 W3+0.75 LI+0.75 SI 1.000 1.600 14 D1+0.45 W3+0.75 L1+0:75 S2 1.000 _ 1.600 15 Dl+0.45 W3+0.75 LI+0.75 S3 1 000 1 600 17 0.6 DI+0.6 W2 1.000 1.600 18 Q;6.DI+0,6 W4 1.000. ;d�.1.600 1.000 1.600 21 20`? I+LI+`0,6.W9 `Y 000 r 1 600 y. DI ORla 1.000 1,250 23 DI+UR2 1,150 1.000 1.150 Member Forces Summary Table indicates:Member ID,rrax CSI.max axial force,(max comer force if different from max axial three) 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 56 0.453 5,827 lbs (-4,293 lbs)8-9 0.622 5,687 lbs (-2,226 lbs) 6-8 0.617 5,827 lbs (4.293 lbs)9-1 0.619 5,687 lbs (-2,226 lbs) Webs 2-9 0.890 2.681 lbs (-258 lbs) 3-0 0.789 5,715 lbs (-3,088 lbs) 46 0.603 -4,000 lbs 2-8 0.970 -2,315 lbs 4-8 0.795 3,304 lbs (-2,796 lbs) Truss-to-truss Connections Summary ID Carried Torts Carrying Truss Carving Offset Angle 'MT A BAG 0-04 90 deg TP A .BAG 0-10-12-' 90 deg TTI " A BAG 2-10-12 90 deg .'141 '"n A;-' BAG 4.15312 90deg TR AVH4 BAG 6-10-12 90 deg x : "AVII3 HAG 8-10-12 "90 deg, TT4 AVH2 BAG 10-10-12 90 deg <; TTS - AVID BAG 1230.12 90 deg T16 AVFIM BAG 14-10-0 90 deg Notes: I)When this truss 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 rest mint(CLR)required at the location(s)shown.Rows of CLR trust be adequately diagnallybraced,see D-WEBCLRBRACE.For alternatives to CLRs and diagonal bracing see D-WEBRENFORCE 3)The forces shown for this mrlti-ply tress are per ply and the reactions are for all plies.Two identical tresses shall be built and attached as follows:TC-1 row of 0.131"dia x3000" Nails @ 12"o.c.,BC-2 staggered rows of0.131"dia x 3 000"Nails 46"o.c.,Webs-I row 0.131"dia x 3.000"Nails 49"o.c.. In addition to the fastening outlined above,provide the followingsupplerrental fasteners within 24"of the location(s)listed below in lieu of using hanger connectors that are 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 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 requited,sufficient hangers shall be provided(by others)to resist reactions shown. 5)Install the screws/nails on one side;do not flip tress.Screws/nails shall be installed in the same tress ply that the hangers are attached to. 6)Lateral bracing shall be attached to each ply. 7)All fasteners minimum 2-1/2"long unless otherwise noted. 8)Nails in I st and 2nd ply shall be staggered from successive plies by 1/2 the nail spacing 9)Attach scab SFI to front face as shown with 0 131"dia x 3.000"Nails.Use 2 lows of nails spaced at 2.2"on center Stagger nails in each low. 10)Listed wind uplift reactions based on MWFRS Only loading I l)Bearing motorial 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. tiW3 PR()Fe. 'i-L 7329 PE L GAO QY 1 ,, 2o� 4Q N -FtvS 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the cocoon contractor.The design of this individual tress is based on design criteria and requirements supplied by theTotss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and conpleteness of the infomation 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"Important Information&General Notes"page for additional infomation.All connector plates shall be mmufactured by Simpson Stlong-'lie Conpany,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 Truss Inc Truss: BAGE Strif*Thi PH 503-581-8787 Project Name: 1606040cia Component Soluti onsT" Date: 06/13/16 15:03:44 Truss Page: 1 oft Version:2016.5.1[Build 5] Span Pitch - Qty OHL OHR CANTL CANTR 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 113 lbs 22-5-8 10-5-12 10-5-12 1-6-0 10-5-12 I 20-11-8 I 4x4- TT 6 1 12 O 9 44111111 es IT 1.XXXXC•XXIX•K0��K.••••XA'XII••t•XXICRAXICA•+4AAK*��•7 14/7:�4/7:." 1 1 20 19 18 1 16 15 1• 3 12 1041 1041 1041 3x4- 1x41 1041 1041 1041 1x41 2 104 1 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-II) AkiTL: Oin L/999 (Il-ll) L/180 TOLL: 30 TPI 1-2007 BC 0.09(11-12) Ven LL: Sin UP L/999 (11-12) L/240 TCDL: 7 Rep MbrIncrease: Yes Web: 0.17(7.15) Hoa TL: 0m I1 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Offsets(Jnt%,YAng): (1:2-8,2-12.0.) (6:00.4.6,0.) (11:2-3,2-12,0.) Reaction Summary IT Type Big Combo Big Width Material Max React Ave React Max Gay Uplift Max Wind Uplift Max Uplift Max Honz 1 Continuous I 251.5 in Douglas-Fir-Latch 298 lbs 115 plf - -61 lbs -61 lbs -88 lbs Material Summary Bracing Summary TC DFL#IB 284 TC Bracing Sheathed or Purlins at 6-3-0,Pullin design by Others. BC DFL k113 2x4 BC Bracing Sheathed or Purlins 51100-0,Pudin design by Others. Webs DFL Stud 2x4 except: 6-16 DFLNlB2x4 Loads Summary I)This truss has been designed for the effects due to 10 psf bottom chord low load plus dead loads. 2)This buss has been designed for the effects of balanced design snow load(Ps=25 psOand unbalanced design snow loads(9/12,7.5 psf wind.25 psf lee,23.3 psf lee over peak to 4.8 ft)for hips/gibles in accordance with ASCE7-10 except as noted,with the following user defined input:25 psf ground snow load(Pg).NOTE All flat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg),DOL=1.15. 3)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input. 120 mph ultirmte,Exposure B,Fully Enclosed, Gable/Hip,Building Categrty 11(1=1.00),Overall Bldg Dins 40 fl x 60 ft,h=25 ft.End Zone Truss,Both end webs considered.DOL=1.60,CC Zone Width 4 fl. Member Forces Summary Table indicates:Member ID,srax CSI,max axial force,(max conpr force if different born max axial force) TC 1-2 0.043 -93 lbs 56 0.047 159 lbs (-120 lbs) 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 (-1431hs) 3.4 0.046 -68 lbs 7-8 0.054 107165 (-94 lbs) 11-22 0,145 67 lbs 4-5 0.052 107 lbs (-103 lbs) 8-9 0.047 -65 lbs BC 11-12 0.087 223 lbs (-209 lbs) 15-16 0.021 155 lbs (-12 lbs)20-21 0.027 155 lbs (-12 lbs) 12-13 0.028 155 lbs (I2 lbs) 16-18 0.019 155 lbs (-12 lbs)21-1 0.044 155 lbs (-12 lbs) 13-14 0.021 155 lbs (-12 lbs) 18-19 0.023 155 lbs (-12 lbs) 14-15 0.021 155 lbs (-12 lbs) 19-20 0.023 155 lbs (-12165) 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 --- ---- --- Notes: ��\\ED PR ppFss 1)Gable requires continuous bottom chord bearing C 2)Gable webs placed at 24"oc,,U.N.O, C" ENGINE'""9. /<7 3)Attach gable webs With 184 20gr plates,U.N.O. Lo 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. 732 n r 5)When this truss has been chosen for qualityassuranco inspection.the Double Polygon Method per TPI 1-2007/Chapter3 shall be used. Fabrication tolerance=10%. 7 G 6)Listed wind uplift reactions based on MWFRS Only loading - . 7)This gable his been designed for a 12"(max.)rakeoverharg. y O 11,*oaf"; ‘.1 1'1 . 2o°\; N. -Fos 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be famished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by theTruss 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 enginwnng responsibility solely for the truss conponent 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-Tie 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"08 18",which indicates a high tension 18 ging:plate. SIMPSONOregon Truss Inc Truss: C S �.. PH 503-581-8787 Project Name: 1606040cia Component Solutions'''. Date: 06/13/16 15:03:45 Truss Page: 1 of l Version:2016.5.1[Build 5] Span Pitch Qty OHL 01-IR CANTL CANTR 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 72 lbs 24-0-0 2-0-06-6-1 I 3-5-15 3-5-15 I 6-6-1 I Y-0-0 6-6-1 10-0-0 13-5-15 20-0-0 4x4- 71 3 12 4r-- 12 1x4\ 1x4/ —142 q1IA5 3 3x5-1 7 6v4 ell 8 3x7- 0-0-0 0-0-0 10-0-0 10-0-0 10-0-0 20-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psf) Bldg Code. IBC 2012/ TC: 0.44(4-5) Wit TL: 0.35 in L/673 (56) L/180 TOIL: 30 TPI1-2007 BC. 0.68(6-1) VenLL: 0.1 in L/999 (56) L/240 TCDL: 7 Rep Mbrincrease, Yes Web: 0.26(3-6) Horz it. 0.05 in 5 BCLL: 0 D.O.L.: 115% Creep Factor,Kcr=1.5 BCDL: 10 Plate Offsets(IneX,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 IT Type Brg Combo Brg Vddth Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplift Max Horiz I Pin(Wall) 1 3.5 in Douglas-Fir-larch 1.50 in 1,088 lbs - 418 lbs -08 lbs 1 I lbs 5 H Roll(Wall) 1 3.5 in Douglas-Fir-Larch 1.50 in 1,088 lbs - -88 lbs -88 lbs 0 lbs Material Summary Bracing Summary TC DFL#1B 2x4 TC Bracing Sheathed or Purlins at 4-0-0,Pullin design by Others. BC DFL#IB 2x4 BC Bracing Sheathed or Purlins at 10-0-0,Purim design by Others. Webs DFL Stud 2x4 Loads Summary (This truss has been designed for the effects due to 10 psf bottom chord line 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(4/12,7.5 psf wind,25 psf lee,15.5 psf lee over peak to 7 2 ft)for hips/gables on accordance with ASCE7-10 except as noted,with the following user defined input.25 psf pound snow load(Pg) NOTE:All flat/sloped roof factors have been ignored and the ground snow load has been used for the roof snow load(Ps=Pg)DOL=1.15. 3)his truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category I1(1=1,00),Overall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=I 60,CC Zone Width 4 5. 4)Minimum storm attic loading in accordance with IBC Table 1607.1 has been applied Member Forces Summary Table indicates:Member ID,max CSI,flexaxial force,(max coign force ifdifferent from um axial force) TC 7-1 0.249 47 lbs 2-3 0.321 -1,558 lbs 4-5 0.441 -2,041 lbs 1-2 0.441 -2,041 lbs 3-4 0.321 -1,558 lbs 5-8 0.249 47 lbs BC 56 0.679 1,881 lbs (-359 lbs)6-1 0.679 1,881 lbs (-367 lbs)� Webs 26 0.228 -668 lbs 36 0.256 765 lbs (-74 lbs) 4-6 0.228 -668 lbs Notes: I)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used.Fabrication tolerance=10% 2)Listed wind uplift reactions based on MWFRS Only loading 3)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. - -- .......... __.._. „(<0-, P R°FFss ��N Os N ' /°JG `c 7329PE its ir. . . ,' :::: .:„..-.: - i j'�V.., qy�,, 2a��yP Ns'-Ells 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor.The desist of this individual truss is based on design criteria and sequirenents supplied by theTrnss 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 dewing indicates acceptance ofprofessional engineering responsibility solely for the truss cerrponent design shown.See the cover page and the"Important Information&General Notes"page for additional iMomution.All connector plates shall be manufactured by Simpson Strong-Te Company,Inc in accordance with ESR-2762.All connectorplatce are 20 gauge unless the specified plate size is followed by a"-18"which indicates an 18 mug plate,or"S8 18",which indicates a high tension 18 surge plate. s° PSON Oregon Truss Inc " Truss: Cl PH 503-581-8787 Project Name: 1606040cia Component Solutions TM Date: 06/13/16 15:03:45 Truss Page: 1 of 1 Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR 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 I I2-0-0I 6-6-1 3-5-15 3-5-15 6-6-1 2-0-0 6-6-1 10-0-0 I 13-5-15 I 20-0-0 I I 4x4- 7.1 12 3 41-- 12 1x4\ 3x4\ —14 2 4 At xt 3x4- 1 3x4- �� IMI 5 B/ rl El 4111111111111111111111 3x7- 6 1.5x4\ 0-0-0 0-0-0 I 10-0-0 I 5-9-4 4-2-12 10-0-0 15-9-4 I 20-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (psi) Bldg Code: IBC 2012/ TC: 0.43(4-5) Vert TL: 0.35 in L/520 (7-1) L/180 TPI 1-2007 BC: 0.49(7-1) IWt LL: 0.08 in L/999 (7-1) L/240 TCDL: 7 Rep Mbrincrease: Yes Web: 0.33(4.6) Hoa TL: 0.02 in 6 BCLL: 0 D.O.L.: 115% Creep Factor,Ka=1.5 BCDL: 10 Plate Octets(Jnt:XY.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.)(5:4-14,2-1,0) (6:0-0,3-8,38_) (7:0-0,3-8,0.) Reaction Summary JT Type Bre Combo Big Width Material Rqd Big Vvddth 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 875 lbs - -80 lbs -80 lbs 11 lbs 6 H Roll(Wall) 1 5,5 in Douglas-Fir-Larch 1.50 in 1,056 lbs -39 lbs -39 lbs 0 lbs 5 H Roll(Wall) 1 3.5 in Douglas-Fir-lash 150 in 314 lbs -16 lbs -59 lbs -59 lbs 0 lbs Material Summary Bracing Summary TC DFL 8)9 2x4 TC Bracing Sheathed or Purlins al 4-10-0,Pullin design by Others. BC DFL SIB 2x4 BC Bracing Sheathed or Purlins at 6-3-0.Pullin design by Others. Webs DFL Stud 2x4 Loads Summary 1)This truss has been designed for the effects due to 10 psf bottom choid 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(4/12,7.5 psf wind,25 psf lee.15.5 psf lee overpeak to 7.2 R)for hips/gables in accordance with ASCE7-IS except as noted,with the following user defined input.25 psf ground snow load(Pg).NOTE:All flat/sloped moffactors 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 for the effects of wind nods in accordance withASCE7-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Building Category 0(I=1 00).Overall Bldg Dins 40 ft x 60 ft,h=25 ft,End Zone Truss,Both end webs considered.DOL=160,CC Zone Width 4 R. 4)Iv8ninum storage attic loading in accordance with IBC Table 1607.1 has been applied Member Forces Summary Table indicates:Meirber ID.max CSI,max axial force,anax conpr foree if different horn mu axial force) TC 8-1 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 3-0 0.294 -867 lbs 5-9 0.249 47 lbs BC 5-6 0.241 -424 lbs 6-7 0.445 593 lbs (-107 lbs)7-1 0.490 1,309 lbs (-260 lbs) Webs 2-7 0.235 587 lbs 4-7 0.135 404 lbs 3-7 0.113 337 lbs (-12 lbs) 4-6 0.327 -1,339 lbs Notes: I)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TPl l-2007/Chapter3 shall be used.Fabrication tolerance=10%. 2)Listed rand uplift inactions based on MWFRS Only loading -- p- - ---- 3)Bearing material shown in the above table has onlybeen checked for resistance perpendicular to grain,and does not indicate adequacy of material for other design considerations. ��cel VD f Ut 0pz-h l.7329'PE t/ r" . /-- qy :v /0 1/2,0, VP ,s 06/14/2016 Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor The design of this individual toss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy Simpson Strong-Tie Company and completeness of the infomntion set forth by the Building Designer.A seal on this drawing indicates acceptance of professional engineeringresponsibility solely for the truss component design shown.See the cover page and the"hrportant Information&General Notes"page for additional Infomntion.All connector plates shall be manufactured by Sinpson Strong-Ile 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 pogo plate or'sit 18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc Truss: CR PH 503-581-8787 Project Name: 1606040cia Component SolutionsDate: 06/13/16 15:03:46 Truss Page: 1 oft Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR 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 27-9-11 1OJ 2-1-71 5-6-6 1 3-0-13 1 2-8-14 1 2-9-15 1 2-9-15 2-9-15 1 2-9-15 1 2-11-0 P-6 5-6-6 8-7-3 11-4-1 14-2-0 16-11-15 19-9-14 22-7-13 25-6-13 25-8-3 JJ2 3 I J1 I IJV5 I IAVHMI W 1,z 12 9 6.36 f 8 7 3x46( 5 ,6 4 3 2 r2-1-71 0-4=10 f} `-4-13-2-8-6-}t v II Loading General CSI Summary Deflection L/ (loc) Allowed Load (psf) BldgCode. IBC 2012/ TC: 0.41(11-I) Ven IL: 0.07 in L/840 L/120 TCIL: 30 WI1-2007 BC' 0.00 Vett 0.01 in UP L/999 (1-2)12 A ) L/180 TCDL: 7 Rep Mbr increase: No Web: 0.00 Cant/OH 1L: 0.15 in 2L/336 I 1 2L/120 BCLL. 0 D.O.L.: 115 BCDL: IS Cant/OH LL: 0.1 in 2L/506 11 2L/120 Nom TL: Din 3 Plate Offsets(Int XY,Ang): (5:0-13,1-9,27.) Reaction Summary IT Type Bsg Combo Brg Width Material Reid Brg Width Max React Max Gmv Uplift Max Wind Uplift Max Uplift Max Holtz 1 Pin(Wall) 7 in Douglas-Fir-Parch 1.50 in 278 lbs -60 lbs -60 lbs 59 lbs 2 HRoll(Wall) 2.125 in Douglas-Fir-Larch 1.50 in 309 lbs -31 lbs -31 lbs 0 lbs 3 HRoll(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-Latch 1.50 in 13 lbs -1 lbs -I lbs 0 lbs 6 H Roll(Wall) 2.125 in Douglas-Fir-Latch 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-Latch 1.50 in 0 lbs -0 lbs -0 lbs -0 lbs 0 lbs 9 H Roll(Wall) 2.125 in Douglas-Fir-Lareh 1.50 in 0 lbs 0 lbs 10 H Roll(Wall) 2.125 in Douglas-Fir-Larch 1.50 in 0 lbs - - - 0 lbs Material Summary Bracing Summary 7t' DELMIB 2x4 TC Bracing Sheathed or Purlins It 6-3-0,Pullin design by Others. Loads Summary I)This Muss has been designed for the effects due to 10 psf bottom chord Int load plus dead loads. 2)This truss has been designed forthe effects ofa balanced design snow load(Ps=25 psf)and unbalanced design snow loads(6.363/12,7.5 psf wind,25 psf lee,19.6 psf Ice over peak to 5.7 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 Cal/sloped toot facto. have been ignored and the mound snow load has been used for the roof snow load(Ps=Pg(,DOL=I.15. 3)This truss has been designed forthe effects of wind loads in acco Nance with ASCE?-10 with the following user defined input: 120 mph ultimate,Exposure B,Fully Enclosed. Gable/Hip.Building Category 110=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)Minimrm storm attic loading in accordance with IBC'able 1607 I has been applied Automated Load Case SI:Balanced Snow Distributed Loads Member Location 1 Location 2 Direction Spread Stan Load End Load Trib Width Top Chd -2-1-7 0-0-0 Down Prof 25 psf 25 psf 24 in Point Loads Member Location Direction Load Trib Width Top Chd 2-104 Down 49 lbs ��?so P R Ope Top Chd 2-10-4 Down 81 lbs G �ff�� Top Chd 5-8-3 Down 142 lbs �\CJ ''N'. ''-'5' '� ) V)(7 Top Chd 8-6-2 Down 137 lbs \" may_ Load Case Dl:Std Dead Load ctti• 7329:P E t Point Loads Member Location Dincction Load Trib Width Top Chd 2-10-4 Down 10 lbs 1 Tap Chd 2-104 Down 73 lbs Top Chd 5-8-3 Chd 86-2 Down 21 lbs •y� P Down 22 lbs ,7 , 1.* I e�2.� '--0'- Member Forces Summary Table indicates Member ID.max CSl,max axial force,(max cortprforceifdifferemfrom rtaraxial frnce) TC Ill-I 0.412 74 lbs 46 0.007 -1 lbs 9-10 0.000 -0 lbs p 1-2 0.402 -61 lbs 6-7 0.002 5 lbs (-0 lbs) 10-12 0.000 S lbs I r y 2-3 0.147 -92 lbs 7-8 0.000 -0 lbs 1 B 06/14/2016 3-4 0.034 5 lbs (-I lbs) 8-9 0.000 5 lbs BC Webs Expires: 12/31/2016 NOTICE Acopy of this design shall be furnished to the erection contractor.The design of this individual muss is based on design criteria and requirements supplied by theTuss Manufacturer and mines upon the accuracy and completeness of the infomnation set forth by the Building Designer A seal on this drawing indicates acceptance of professional engneeting responsibility solely forthe Puss component design shown.See the cover Simpson Strong-Tie Company page and the"Important Inforrmtion&General Notes"page for additional infometion.All connector plates shall be manufactured by Simpson Strong-lie Company,Inc in accordance with ESR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-I8"which indicates an 18 gorge plate,or"Sit 18",which indicates a high tension 18 gauge plate. SIMPSON Oregon Truss Inc -i` ° Truss: CR ., i PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 06/13/16 15:03:46 Truss Page: 2 oft Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR 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 Carried Truss Carrying Truss Canying Offset Angle TR6 12 CR 2-104 315 deg TR7 J3 CR 2-10-4 45 deg T128 11 CR 5-8-3 315 deg Tp30. JV5 CR 86-2° 45 deg .. TT13 CR AVHM 6-1-8 45 deg Notes: 1)Unlabeled plates am 3x4 20ga. 2)When this toss has been chosen for quality assurance inspection.the Double Polygon Method per TPl 1-2007/Chapter 3 shall be used.Fabrication tolerance=10%. 3)Listed wind uplift reactions based on MWFRS Only loading 4)Bearing matemal shown in the above table has only been checked for resistance perpendicular to gain,and does not indicate adequacy of rmtedal for other design considerations. 5)Bottom chord extensions over 24"require additional support(++)by otters. .................................. 't ,.., .k) PRpp.• wC) ANGIN�F /° `t 7329�PE g /-*,,O'9Y 1 /.... r`2,0° yQ` N `...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 truss is based on design cnteria and requirements supplied by theTruss Manufacturer and relies upon the accuracy Simpson Strom -Tie CO an and conpleteness 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 g y page and the"Important Infomntion&General Notes"page for additional information.All connector plates shall be manufactured by Simpson Strong-lie Company,Inc in acconlance with ESR-2762.All connectorplates are 20 gauge,unless the specified plate size is followed by a"48"which indicates an 18 gauge plate,or'Sit 18",which indicates a high tension 18 gauge plate. - _ Oregon Truss Inc Truss: CR1 '�iRT PH 503-581-8787 Project Name: 1606040cia Component SolutionsT"t Date: 6/14/2016 2:45:42 PM Truss Page: 1 oft Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR 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 27-9-11 12-1-71 5-1-13 1 2-7-13 1 2-9-15 2-9-15 1 2-10-0 1 2-9-15 1 2-9-15 1-3-142-4-151 5-1-13 7-9-10 10-7-9 13-5-8 16-3-8 19-1-7 21-11-623-3-425-8-3 I JA3 H A1HM I 11 9 12 e 6.36 7 6 3x4/ _1- 5 d ,6 4 3 2 0-4=1C2-1-7 1r ,_131-2- 8-6 Loading General CSI Summary Deflection L/ (loo) Allowed Load (psf) Bldg Code- IBC 2012/ TC: 0.41(10-1) Vert TL 403 in L/999 2007 BC 0 00 (1-2) L/120 TCLL 30 171 1 TCDL. 7 U 0.01 in UP L/999 (1-2) L/180 Rep Mr hraease No Web'. 0.00 Cant I OH 7L'. 0.17 in 2L/293 10 2L/120 BCLL (1 D .L. 115% Cant/OH LL- 0I in 2L/490 10 2L/120 BCDL: 10 Hoz TL'. (1 In 2 Plate Offsets(Jut:X,Y,Ang): (5'.3-I0.6,27.) Reaction Summary JT Type Brg Combo Brg Width Material Rqd Brg Width Max React Max Gray Uplift Max Wind Uplift Max Uplifi Max Hain I Pin(Wall) 7 in Douglas-Fir-Larch 50 in 260 Its -68 Ito -68 Its 59l(n 2 H Roll(Wall) 6.375 in Douglas-Pi-Larch 50 in 117118 -37 Its -10 Ito -37 Its 0 Ito 3 H Roll(Wall) 2.125 in Douglas-Fir-Larch 50 in 191bs -22 Its -40 168 -40 Its 01bs 4 H Roll(Wall) 2.125 in Douglas-Fir-Larch 50 in 9 Its .4 Its -I Its -4 Its 0 Ifo 5 H Roll Nall) 2.125 in Douglas-Fir-Larch 50 in I Its -I Its -2 lbs -2 Ihs 0 Its 6 H Roll(Wall) 2.125 in Douglas-Fir-Larch .50 in I Its -0 lbs -0 lbs -0 Its 0 Its 7 H Roll(Wall) 2.125 in Douglas-Fu-arch .50 in 0 Its -0 Its -0 Its -0 Ito II Ifo 8 H Roll(Wall) 2.125 in Douglas-Fir-Larch 50 in 0 Its -0 Its -0 Its 0 Its 5 H Roll(Wall) 2.125 in Douglas-Fird.arch .50 in 0 Its -0 Its -0 Its 0 118 11 H Roll(Wall) 2.125 in Douglas-Fir-Larch 50 in 0 Its - - - 0 118 Material Summary Bracing Summary TC DFL 815 2x4 TC Bracing: Sheathed or Purlins at 6-3-0,Parlor design by Others. Loads Summary I)This truss has been designed for the effects due to 10 psf bottom chord live load plus dead loads. 2)This truss has been designed for the eff is of a'valanced design snow load(Ps=25 psi)and unbalanced design snow loads(6.363/12,7.5 psf wind,25 psf lee,19.6 pot Ice over peak to 5 7 ft)for tips/gables in accordance with ASCE7-10 except as noted.oath the Ildlsnving user defined:opal 25 psfgr)nd snow load(Pg). NOTE:All tla6slaped roof lectors have been ignored and the ground snow Ind has been used On the rad snow load(Ps=Pg)DOL=I.15. 3)This truss has beim designed for the effects+'wind loads in aur-dance with ASCE?-10 web the following user defined tnput: 120 mph ultimate,Exposure B,Fully Enclosed, Gable/Hip,Budding Categav I1(I=1.00),Overall Bldg Dims 40 ft x 60 It,h=25 ft,End Zane Truss,Bah end webs considered.DOL=I.60,CC Zone Width 4 6 4)IaLnunum storage aloe loading in accordance with BC Table 1607.1 has been applied Automated Load Case SI:Balanced Snow Distributed Loads Member Location I Location 2 Direction Spread Start Load End Load -Crib Width Top Chd -2-1-7 0-0-0 Down Proi 25 psf 25 psf 24 in Point Loads ...._ __._.. ___... Mentor Location Dira:tim Load Trth Width �,\�,R0D PROFFS Top Chd 240-4 Down 49 Its T,cna 2-104 Dam 6918 �� G,IN6-; �'/-y Load Case D I:Std Dead Load 444 Point Loads cr 7329 PE ,. Member Locahar Direction Load Trih Width T Chd Top 2-10-0 Urnsn 10168 Tap Chd 2-10-0 Don 33 lhn . , .. , ..,„ Member Forces Summary TaNe indicates',Member ID"max CSI max axial face,(mw;compr.face if different from max axial face) ii % �. TC 110-I 0.412 74 Its 3.J 0023 alts (2lts)67 0.000 -0 lbs 9-II 0.000 0Ibi T�i� r, 1-2 0.396 -50 Its 4-5 0.005 -1 Its 7-8 0.000 Olhs 0 P 2-3 0.086 -151(8 5.6 0.001 0Its (-0 lbs)8-9 0.000 -0118 / ��1 "III Z� ..� BC L WetsN FI 06/14/2016 Expires: 12/31/2016 NOTICE Aapy of than design shall be furnished to the emboli earth-actor The design of this individual truss is based en design criteria and requirements supplied by the Truss Manufacturer and relies upon the Simpson Strong-Tie Company accuracy and completeness of the information set firth Ivy the Building Designer.A seal on this drawing indicates aeooptan:e ofprofesstonal engineering responsibility solely for the truss component design shown.See the cover page and the'lm Po rtant Nfirmati or&General Nixes"page fir addibmal inhrmation.All cermecnr plates shall to manufactured by Simpson String-Tie Company Inc in accordance with E.SR-2762.All connector plates are 20 gauge,unless the specified plate size is followed by a"-IS"which indicates an 18 gauge plate,or"58 18",which indicates a high tens:)18 gauge plate. Oregon Truss Inc Truss: CR1 ilkiatittit PH 503-581-8787 Project Name: 1606040cia Component SolutionsTM Date: 6/14/2016 2:45:42 PM Truss Page: 2 oft Version:2016.5.1[Build 5] Span Pitch Qty OHL OHR CANTL CANTR 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 de rI`ilr, . ..t ilr`�.Ealfftf as -1-$'',..,ext.. SS-I,or. , ,.yic..gI5a44ul y 71107 CRI Al HM 3-8-4 315 deg Notes: I)Unlabeled plates are 384 20ga. 2)When this truss has been chosen for quality assurance inspection.the Double Polygon Method per 7P1 I-2007/Chapter 3 shall he used. Fabrication tolerance=10%. 3)Listed wind uplift reactions lased tar MWFRS Only loading. 4)Bearing material shown in the above table has only been checked for resistance perpendicular to grain,and does net indicate adequacy of material for cher design considerate. 5)Bottom chord extensions over 24"require additional support(++)by others. ........_.._.____....................... <�EFs �� NnG[NPRo��9 :15;b. 2 -sr re ° 7329:PE t : /41' N FOS 06/14/2016 Expires: 12/31/2016 NOTICE Acop}el this design shall befurnished to the erection contractor.The desIgn of this dt d al truss is based on design it is and requirements supplied b4 the Truss Manufacturer and relies upon the engineering- Simpson Strong-Tie Company and completeness a dthe infirmanm set forth the Building Designer A seal on n drawing indicates acceptanceof professional onalptsbili rysole) for the truss canpor,ent design shown see fair er page and the-Important Information&General Notes'page ho additional infer maim-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 b a"-I8"which indicates an 18 gauge plate,or"S8 IS",which indicates a high tension 18 gauge plate.