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Plans (3) 975LI sw W{NDSwE 11/4457-21919-40361 im1v. SEP 2 1111 MiTek`p MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 22284 SAGEBUILT-MORELAND- ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K6675500 thru K6675511 My license renewal date for the state of Oregon is June 30,2021. �,ikEO PROFFS „c;.a ‘AG I N4. c-vo 9 87022PE rV 9 '%j,OREGON 9, kH �QC��SMSER �1' / A. KE', ,' it••21 September 19,2019 Hernandez,Marcos IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. This design prepared from computer input by II__ Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" 'COND. 2: Design Checked for net(-5 osf) uplift at 24 "oc spacing. TC: 2x4 DF #1&HTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT 0= 12"OC. DON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 120 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD - 42.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) in the plane of the truss only. Cs=1, Ce=1, Ct=1.1, 1=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall TON. M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Refer to CompuTrus gable end detail for NOTE: DESIGN ASSUMES SHEATHING complete specifications. TO ONE FACE. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4-09 4-09 T 12 12 8.00 1 'M-4x4 Q 8.00 f o A' `11111111111111116 -/o O I MI A 4 5 l l y y 1-00 9-06 1-00 'Eo PRaFFss iSI V-' ''../7' '..R ro '` ti T' • ,-4 . 872 PE ' JOB NAME : 22284 SAGEBUILT -MORELAND- - Al Scale: 0.5461 _s CV WARNINGS: GENERAL NOTES, unless otherwise noted' a� N. �'/ I Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual AT O R EGO N (P V 7 Truss: Al and Wa g beforeconstruction co building component.Applicability f de g parameters and proper 2 2x4 p web bracing must beinstalled he a shown•. incorporation ofcomponent is theresponsibility of the building designer. 3.Additional temporary b g toinsurestability during construction 2.Design and at 10 od the rapped and bottom unless braced throughout theords to be laterally ir dlength by �Q �MB E R 1 �' is thespo 'tiny of the d Addtll lpermanent bradng of continuous shthng such as plywoodsM1 thing(TC)and/or drywall(BC). a DATE: 9/18/2019 the overall structures the responsibility of the building designer 3.2x Impact bridging or lateral bradng required where shown•• On A' H E SEQ. : K6675500 4.No load should be applied to any component until after all bracing and 4Installation oftruss istheresponsibilMofthe respective contracor. 1 rl fasteners are complete and at no time should any loads greeter then S Design assumes trusses are to be used in a non-corrosive environment, • and are for"dry condition"of use. assign loads be apples to any component. TRANS ID: LINK 5.Com True has no control over and assumes 8 Design assumes full bearing etall suppo sshown.ShimorwetlgeIf EXPIRES:06/30/2021 pu sponsibilay mss the w. fabrication,handling,shipment and installation of components. 7.rammer), esignry assumes adequate drainage is provided. 8.This designs furnished subject to the limitations set forth by B.Plates shall be located on both feces of truss,and placed so their center September 19,201 9 TPUWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sea of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,ES12-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-06-00 GIRDER SUPPORTING 38-00-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 + TC: 2x9 DF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-3989) 390 1-9=(-230) 2680 4-2=(-398) 3908 BC: 2x8 DF#2 2-3=(-3489) 390 4-3=(-230) 2680 WEBS: 2x6 OF SS; LOADING 2x6 DF#2 A Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 9'- 6.0" V 0'- 0.0" -900/ 3990V -49/ 99H 5.50" 6.38 DF ( 625) BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 9'- 6.0" V 9'- 6.0" -900/ 3990V 0/ OH 5.50" 6.38 OF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN BC UNIF LL( 450.0)+DL( 306.0)= 756.0 PLF 0'- 0.0" TO 9'- 6.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. nails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x9 top chords, 6" oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.042" @ 4'- 9.0" Allowed = 0.572" 9" oc in 2 row(s) throughout 2x6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.031" @ 2'- 9.2" Allowed = 0.269" MAX HORIZ. LL DEFL = 0.005" @ 9'- 0.5" 4-09 4-09 MAX HORIZ. TL DEFL = 0.008" @ 9'- 0.5" T T • T 12 12 Design conforms to main windforce-resisting system and components and cladding criteria. 8.00 G7 M-4x6 Q 8.00 24.0" Wind: 120 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .` (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 111 (All / ' load duration factor=1.6, Truss designed for wind loads -411111111 IIIIIb-. in the plane of the truss only. m m o o -8x14 M-3x12 M-8x14 b J' 1 4-09 4-09 y 9-06 y ,1' ?,g1 PROren 0.044 P Q 87022P�- JOB NAME : 22284 SAGEBUILT -MORELAND- - A2 Scale: 0.5129 - 1 CV WARNINGS: GENERAL NOTES, unless otherwise noted O iv I Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual N�A�,OREGON ti C41 Truss: A2 and Warnings before construction commences. building component Applicability of design parameters and proper O 2.2s4 p bb -ng 1b installed here shown+. incorporation fcomponent'theesp ib'I'ly of the building designer. 3.Additional temporary b 91 insure stability during construction 2.Design sou the top d boll chords 1 be laterally braced at Or, Mg E R 1 1 �� Is thetil of the erector.Additionalpe permanent 'n ( 7 and at 1Crcontinuous ea respectively braced)TC)ae throughout their length by DATE: 9/18/2019 theoveralll structure is the responsibility of the building designer 0 3.2s Impact bodging or lateral brnthing such as lywood ang required where shown vNm tlrywall(BC). 1.3 4.Ne load should be applied to any component until after all booing and 4 Installation of truss is the responsibility of the respective contractor. A. �� S EQ. : K 6 6 7 5 5 01 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, deafen loads be applied m any component and are for"dry condition'of use. TRANS ID: LINK 5.CompuTushas nocontrol over and assumes noresponsibility for the 6 Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 06/30/2021 fabrk:ation.handing,shipment and installation of components. 7 necessary. esie asssumes adequate drainage is provided. September 19,2019 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center N TPIA TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by II-- Pacific Lumber and Truss-BC p; LUMBER SPECIFICATIONS TRUSS SPAN 10'- 8.0" OND. 2: Desion checked for net(-5 osf) uplift at 29 "oc Spacing. TC: 2x4 OF#16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF#16BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 120 mph, h=21.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, • DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 92.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) in the plane of the truss only. Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall DON. N-102 or equal typical at stud verticals. - REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Refer to CompuTrus gable end detail for NOTE: DESIGN ASSUMES SHEATHING complete specifications. TO ONE FACE. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-04 5-04 T 12 IIM-9x9 6.00 12 Q 8-00 I1Il1 •coco • • I O fo 4 y 1-00 y y 10-08 1-00 y O�;n PRQ1 NG I N=� Q� d 9r 87022P; JOB NAME : 22284 SAGEBUILT —MORELAND— — Bl , Scale: 0.5123 WARNINGS: GENERAL NOTES, unless otherwise noted: (12iA Pru A. 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Or \,'off,OREGON n Truss: B1 and Warnings beforeconstruction commencesbuilding mpo t.Applicabilityof design 9 parameters and proper /� •///��. 2.3x4 pr web bracing Y beinstalled where shown+ incorporationDesign fcomponent' oresponsibility of the building deaigrier. '9' 4//�''B 3.AddN I temporary b g t insure stability d g construction 2.Oast9 m the top d boll Ford! be laterally braced al Is the responsibility f the erector.Additional pe M bracing of 7 d t 10 respectively braced throughout their length by DATE: 9/18/2019 the overallstructure- he po s of bunt d continuo.sheathing such py dshthng(TC)andbr drywall(BC). 0 _'4 ry ng n r 3 In pact bridging lateral bracing required where shown t t V u E-� SEQ.: K6675502 4.No load should be applied to any component until after all bracing and e.Installation of truss is the responsibility of the respective-vorocontractor. r-1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-conosive environment, and are for"dry condition"of use. design loads be applied to any component. TRANS ID: LINK 5.Com urrushasnocontroloverandassumesnore 6.Design assumes roll bearing at all supports shown.Shim or wedge if EXPIRES: 06/30/2021 P aponsibiltly br Its necescary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided 6 This design is fumiahed subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center September 19,2019 TPIIWTIA in WS!,copies of which will be furnished upon request. lines coincide with fent center lines. 9.Digits indicate see of plate in inches. MiTek USA.Ina./CompuTrus Software 7.6.8(1L)-E 10.For basic connedor plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-08-00 GIRDER SUPPORTING 38-00-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4046) 396 1-4=(-270) 3136 4-2=(-400) 4496 BC: 2x8 DF #2 2-3=(-4046) 396 4-3=(-270) 3136 WEBS: 2x6 DF SS; LOADING 2x6 DF#2 A Snow: ASCE 7-10, 25 PSF Roof Snow(P5) Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. IC DRIP LL( 25.0)+DL( 7.0)= 32.0 PSF 0'- 0.0" TO 10'- 8.0" V 0'- 0.0" -449/ 9980V -55/ 55H 5.50" 7.17 OF ( 625) BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 10'- 8.0" V 10'- 8.0" -949/ 9980V 0/ OH 5.50" 7.17 DF ( 625) �' BC UNIF LL( 950.0)+DL( 306.0)= 756.0 PLF 0'- 0.0" TO 10'- 8.0" V ( 2 ) complete trusses required. 'C OND.2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL p;OND. 2: Design checked for net(-5 psf) uplift at 24 "Sc spacing. nails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 "" 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.056" @ 5'- 4.0" Allowed = 0.650" 9" oc in 2 row(s) throughout 2x6 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL= 0.046" @ 3'- 1.0" Allowed = 0.316" MAX HORIZ. LL DEFL = 0.006" @ 10'- 2.5" MAX HORIZ. TL DEFL = 0.011" @ 10'- 2.5" 5-04 5-04 T '( I T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.00 M-4x6 8.00 Wind: 120 mph, h=2l.lft, TCDL=4.2,HCDL=6.0, ASCE 7-10, 4 Or. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 i load duration factor=1.6, titihh Truss designed for wind loads in the plane of the truss only. A411111 1 .7- Orial I .14 -/ , 1_ 4 M-10x14 M-3x12 M-10x14 1, 1, Jr 5-04 5-04 �1 /� Jr Jr ?NV PROPeo 10-08 `\' �C' �NGIN4,R 1P X0 77 8702 PE `.- JOB NAME : 22284 SAGEBUILT -MORELAND- - B2 Scale: 0.9698 A N WARNINGS: GENERAL NOTES, unless otherwise noted: / nO 1.Builder and eredion contractor should be advised of all General Notes 1.This design is based only upon theparameters shown and is for an individual AT (-,OREGON 4d/ Truss: B2 and Warnings commences.before constructionbuildingcomponent.Applicablry fdesign parameters and properv O 2.�4 p n web bracing d b installed here shown• . incorporation f pot is theresponsibility of the building designer. 3.Additional temporary bracing t re stability during construction 2.Design m top and food ch b robe laterally braced at C'� �'1Q E R '� 1 Q� Ismresponsibility of theerectorAddbi I permanent - ( 7 dat10 ..respectively braced throughout their length by ng o continuous sheathing such plywoodssheathing(TC)and/or drywall(BC). DATE: 9/18/2019 the overall structure is the responsibility f thebuilding designer 3.2,Impact bridging lateral bracing required where shown+. S A H E s- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respeawe contractor. �"1 I�G- SEQ.: K6 67 5 5 0 3 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied roam component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTmahas nocontrol over and assumes noresponsibility for the 6.Design assumes full beating atall supports shown.Shim orwedge if EXPIRES: 06/30/2021 sseq. fabrication,handling,shipment and installation of components. 7 Design h`llbelcatedon drainage is rusisea September 19,2019 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center N 1P16/JICA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA.Ino./COmpuTrus Software 7.6.8(1L)-E 10.For basic connector Bate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by I_ Pacific Lumber and Truss-BC 'C OND.SPECIFICATIONS TRUSS SPAN 38'- 0.0" OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF 416BTR LOAD DURATION INCREASE = 1.15 I. BC: 2x4 DF#16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting I system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 120 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 POE load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) in the plane of the truss only. Cs=1, Ce=1, Ct=1.1, I=1 Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-2.5x4 or equal at non-structural diagonal inlets. 19-00 19-00 T 9-09-10 9-02-06 6-05-06 12-06-11 38-00 12 12 5.00 1' IIM-4x4 ." 5.00 -11111111 , M-3x6(5) M-3x6(S) M-3x4+ els M-3x4+ M-3x6+ ........0000 M-5x6 00 MM i o 1 4 5 6 T M-3x6(S) -3.00 3.00 la M-5x6 M-3x6+ 12 12 ; l )' 7-08 7-02-15 23-01-01 9-03-03 7-02-08 * 4-01-08 19-00 �G t 1-07-0 7-08 7-02-08 23-01-08 c? - 1 9 .5 aC,INFSr /� 1-07-03 38-00 cc, 29 Z87022PE { JOB NAME : 22284 SAGEBUILT -MORELAND- - Cl Scale: 0.2130 ,r� CV WARNINGS: GENERAL NOTES, unless otherwise noted'. . N'‘''‘(>1, O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 , OREGON �, Truss: Cl and Warnings before construction commences. building component Applicability of design parameters and proper 2.204 p - web bracing must be installed h re shown 0. incorporation s rcomponent-bottom responsibility to of the building ed at r. '9C 'ti'8 E R 11 n �Q 3.Additional t po ry bracing to insure stability during constructon 2.Design assumes the top and boX chords t be laterally braced at a the po 'bury of theerector.Additional permanent bracing of T .. d at 1crea ..respectively lebraced throughout their length by continuoussheathing g h as plywood sheathing(TC)and/or drywall(BC). Vk DATE: 9/18/2019 the overall structure is the responsibility of the building assigner. 3.2a Impact bridging or lateral bracing required where shown** S A Heck C cid SEQ.: K 6 67 5 5 0 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss a the responsibility of the respective contractor. 1 fl G fasteners are complete and at no time should any loads greater than E Design assumes trusses are to be used in a noniorroaive environment, TRANS ID• LINK design loads be applied to any component and are for"dry condition'of use 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes ullbearingatall supportashown.Shimorwedgeit EXPIRES: 06/30/2021 fabrication,handling,shipment and installation o/components. 7Design as d. B.This designfurnished 8 Rates lctedon othifaceiaprosisen p September 19,2019 is I r S.Plesc inci)be ith join cn terlfacer.al true,antl faces so their center TpIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center linea. 9.Digits indicate size of plate In inches. MiTek USA,Inc/CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF#1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-10=)-721) 4745 2- 3=)-4923) 685 13- 8=( -151) 159 BC: 2x9 DF#1&BTR SPACED 29.0" O.C. 2- 3=( -552) 190 10-11=(-490) 3530 3-10=( 0) 592 8- 9=(-2592) 292 WEBS: 2x9 DF STAND; 3- 9=(-5559) 667 11-12=(-256) 2091 10- 9=( -209) 2637 2x9 DF#16BTR A LOADING 4- 5=(-2346) 307 12-13=(-299) 2382 9-11=(-1749) 272 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1963) 254 13- 9=(-354) 2674 11- 5-) -7) 395 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1997) 255 5-12-) -763) 129 BC LATERAL SUPPORT <= 12"OC. CON. TOTAL LOAD= 42.0 PSF 7- 8=(-2868) 293 12- 6-) -104) 1209 8- 9=( -986) 166 12- 7=) -912) 191 OVERHANGS: 19.2" 0.0" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 7-13-) 0) 930 Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -190/ 1785V -110/ 117H 5.50" 2.86 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 38'- 0.0" -190/ 1636V 0/ OH 5.50" 2.62 DF ( 625) OND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.015" @ -1'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.019" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = -0.359" @ 9'- 10.3" Allowed = 1.854" MAX TL CREEP DEFL = -0.835" @ 9'- 10.3" Allowed - 2.972" MAX HORIZ. LL DEFL = 0.183" @ 37'- 6.5" MAX HORIZ. TL DEFL = 0.309" @ 37'- 6.5" Design conforms to mlindforce-resisting 19-00 19-00 system and components and cladding criteria. T T 1' 4-08-03 5-02-13 5-03 3-10 6-04 6-05-13 6-02-03 Wind: 120 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,1 1 1 f f f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 Truss designed for wind loads 5.00 M-4x6 Q 5.00 in the plane of the truss only. ,. 4.0" 1 M-5x12(5) M-3x4 M-5x12(S) 3.0„ 0.25" 0.25" wv J:. +1 • • M-3x6 %M-6x6 + ,iiiivie M-1.5x3 M-1.5x3 or _ M-7x810 m of � NW 4, 0 2 11 12 13 **9 0 M-6x10 M-5x8 0.25" M-3x4 M-5x6 - 3.0O 3.00 o M-5x8(S) p J� > 12 y 12 y .k • y y `,,D PROpeo 7-08 7-02-08 1-07-03 7-08 y 7-02-08 y 9-01-08 9-06-1923-01-08 9-05-02 y ��'� �N�►NE.� V��,poa Y 38-00 870 2PE JOB NAME : 22284 SAGEBUILT -MORELAND- - C2 Scale: 0.1630 .aL,,} WARNINGS: GENERAL NOTES, unless otherwise noted. / O • I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an intlividual =w(" (P��O R EGO N n 4� Truss: C2 and Warnings beroreconstructioncam buildingcomponent.Appl'Applicability f d 'g parameters and proper rA /,fy�'[� v�`sO 2.2s4 p bb g tD 'stalletl h h a tip t n f po 1'm sp 'catty of the budding designer. /^ �'/[]ER V�1 3.Addhi lte po ry b g to- re stabilty tl g d cton 2.D g m ih 1 p tl bolt h b io be laterally bracetl at ¼r a the of theerector.Additionalpermanent D f continuous d at 10respectively unlessbraced throughout their length by • p go nt us she Virg such plywood sheathing(TC)and/or drywall(BC). AAA (�'�v` DATE: 9/18/2019 the overall structure'theresponsibility of the building designer. a 2s pact bridginglateralb ng required where shown ,.;ECS K 6 6 7 5 5 0 5 4.No load should be applied to any component until after all bracing and 4.Installation or truss is the responsibility of the respective contractor SEQ.: h&ens s are complete and at no me should any loads greats man 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5 CompuTruehacnocoMroloveraMaswmesnaresponsibility orihe 8.Design assumes full bearing atallsupportashown.Shim orwedge II EXPIRES:06/30/2021 awry. fabrication,handling,shipment and installation of components. '.Designassumes eduoneofaceioss,provided. September 19,2019 6.This design is furnished subject to the limitations set forth by B.Plates shall be boated on both races or trues,and pieced so their center ' TPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits indicate sae of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-IN 1,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-11=(-721) 4795 2- 3=(-4901) 685 8- 9=(-2797) 292 BC: 2x4 DF #IBBTR SPACED 29.0" O.C. 2- 3=( -552) 192 11-12=(-490) 3530 3-11=( 0) 589 WEBS: 2x4 OF STAND; 3- 4=(-5554) 667 12-13=(-256) 2091 11- 9=( -209) 2637 2x4 DF #16BTR A LOADING 9- 5=(-2396) 307 13-14=(-299) 2367 4-12=(-1744) 272 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1963) 253 14- 9=(-359) 2635 12- 5=( -7) 395 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1997) 255 5-13=( -781) 130 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF 7- 8=(-2842) 293 13- 6=( -98) 1209 8- 9=( -962) 245 13- 7=( -903) 142 OVERHANGS: 19.2" 19.2" Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=( 0) 70 7-14=( 0) 930 Cs=1, Ce=1, Ct=1.1, I=1 19- 8=( -150) 159 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -190/ 1778V -118/ 1189 5.50" 2.85 DF ( 625) 38'- 0.0" -190/ 1778V 0/ OH 5.50" 2.85 DF ( 625) ;COND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ -1'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.019" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = -0.359" @ 9'- 10.3" Allowed = 1.854" MAX TL CREEP DEFL = -0.835" @ 9'- 10.3" Allowed = 2.472" MAX LL DEFL = -0.015" @ 39'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.019" @ 39'- 7.2" Allowed = 0.213" MAX HORIZ. LL DEFL = 0.183" @ 37'- 6.5" MAX HORIZ. TL DEFL = 0.304" @ 37'- 6.5" 19-00 19-00 T T f Design conforms to main windforce-resisting 4-08-03 5-02-13 5-03 3-10 6-04 6-05-13 6-02-03 system and components and cladding criteria. T T T T T T T T 12 12 Wind: 120 mph, h=23.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 5.00 M-4x6 Q 5.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 6 .f,f in the plane of the truss only. M-5x12(S) M-5x12(5) M-3x9 3'" .25" 0.25" v` M-3x8 %M-6x6 i:a" +. M-1.5x ee M-1.5x3 11 -(- M-7x8 a m o J- t+'�`ee ' '7`. o 0 2 12 13 14 9 0 M-6x10 M-5x8 0.25" M-3x4 M-5x6 -3.00 3.00 - M-5X8(S) c 12 J' 12 y y y y `� D PRQ�GS )' 7-08 y 7-02-08 y 9-01-08 9-06-14 9-05-02 y . c. lN��NFF s�O 1-07-0.3 7-08 7-02-08 23-01-08 1-07-03 �� -. ` l, 38-00 9 � 870 2PE r JOB NAME : 22284 SAGEBUILT -MORELAND- - C3 Scale: 0.1542 CV WARNINGS: GENERAL NOTES, unless otneneise noted: N $s IV 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is far an individual :9 Ni,OREGON 2O Truss: C3 andwernings before construction commences. building component.Applicability of design parameters and proper 7 O 2.254 compression web bracing must be installed where shown.. Incorporation of component is the responsibility of the bushing designer. n 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chord to be laterally braced at �r O Mg E R 1 �� is Me responsibility of the erector.Additional permanent bracing of 2 o c.and at 10 o.c.respectively unless braced throughout their length by continuous sheathing such as plywood here)and/or drywall(BC). S DATE: 9/18/2019 the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown•v A' L!E SEQ. : K 6 6 7 5 5 0 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. HE fasteners are complete and at no time should any loads greater than E Design assumes trusses are to be used in a non-corrosive environment. TRANS I D• LINK design loads be applied to any component. and are let dry condition.'Of use 5.Compurrushasnocontroloverandassumesnoresponsibilityforthe B.Design assumes luobeari.getall aeppodeshown.Shim orwedge if EXPIRES: 06/30/2021 fabrication,handling.shipment and installation of components. ^esign assumes , T.Pe`g"hallbadequate drainage ioprossed. September 19,2019 B.This design is furnished roped to the limitations set forth by 8.Plates shall be located on both fame"rtruss.and placed so their center TPI/WTCA in BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sac of plate in inches. Mack USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-10=(-358) 2702 2- 3=(-2826) 296 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=( -461) 245 10-11=(-297) 2452 3-10=( -151) 159 WEBS: 2x4 OF STAND 3- 4=(-2919) 295 11-12=(-297) 2452 10- 9=( 0) 417 LOADING. 4- 5=(-2073) 251 12- 8=(-358) 2702 4-11=( -890) 143 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2073) 251 11- 5=( -66) 1199 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2919) 295 11- 6=( -890) 193 TOTAL LOAD = 42.0 PSF 7- 8=) -461) 295 6-12=) 0) 417 OVERHANGS: 19.2" 19.2" 8- 9=( 0) 70 12- 7=( -151) 159 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 7- 8=(-2826) 296 Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -190/ 1780V -118/ 118H 5.50" 2.85 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 38'- 0.0" -190/ 1780V 0/ OH 5.50" 2.85 DF ( 625) &OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ -1'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.019" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = -0.170" @ 12'- 7.3" Allowed = 1.854" MAX TL CREEP DEFL = -0.401" @ 19'- 0.0" Allowed = 2.472" MAX LL DEFL = -0.015" @ 39'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.019" @ 39'- 7.2" Allowed = 0.213" MAX HORIZ. LL DEFL = 0.069" @ 37'- 6.5" MAX HORIZ. TL DEFL = 0.115" @ 37'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 19-00 19-00 4' 4' 4' Wind: 120 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-04 6-04 6-04 6-04 6-05-13 6-02-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 4' 4' 4' 4' 4' 4' load duration factor=1.6, 12 12 Truss designed for wind loads 5.00 (•:' M-4x6 45.00 in the plane of the truss only. 4.0" 5 �' M-5x12(S) ;ti! M-5x12(S) • 0.25.. 3.0.25" M-3x8 -M-3x8 4\1141\ M-1.5x3 M-1.5x3 %T -- _ MN o 0 2 10 11 12 8 M-5x6 M-3x4 M-5x8(S)n M-3x4 M-5x6 <cii1,ED PROFFs, l l b 1 ), Cj , G,lNEF zn y , 9-06 9-06 9-06 9-06 , , �5 1 9 1-07-03 38-00 1-07-03 Q 4 87 2 PE JOB NAME : 22284 SAGEBUILT -MORELAND- - C4 Scale: 0.1667 ' N WARNINGS: GENERAL NOTES, unless oM ted: O /\/ 1.Builder and erection contractor should beadvised ofall General Notes I.This design isbasedonlyuponth p eters shown and a for aindividual 9 SAT OREGON ti 4 Truss: C4 and Warnings before construction commences. building component.Applicability fit gparameters and properO 2 2a4 compression web bracing must be natalied where shown*. p tion of component re M responsibility of the bugling asedaigner. 3.Additional temporary dating to insure stability during construction 2 Design assumes the top and bottom chords to be lateralry braced at /29On SMB E R 11' \4 is the responsibility of the erector.Additional permanent bracing of 7 contc.inuous and a1 f d hin.respectively as vply woods beaten throughout their length as)B). S _`P DATE: 9/18/2019 the overall structure is the n bili of the building des 2x Im act sheathing such lateralb alcing red uiredwh re s eenand•r tlryxall(BC). ,s ^\N_ respn si ty e gnat. 3.3lmpact did ging or thbracing required where shown•a �, , ��+r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 6 67 5 5 0 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loatla be applied to an co neat. and are for"dry condition"of use. TRANS I D: LINKpa y cope 8Design assumes sumes full bearing at all supports shown.Shim or wedge if 5.CompuTeushasnocoeroloverandasumesnoresponsibilityfortheneceawry. EXPIRES:06/30/2021 fabricatmn,handling,shipment and installation of components. 7.Design assumes adequate drainage is provider. 8. September 19,2019 This design is furnished subject to the limitations set foal) B.by Plates shall be located on both faces of true,and placed so their center P TPIANFCA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate see of plate in inches. Mack USA,Ina./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1dRTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2- 9=(-358) 2678 2- 3=(-2806) 296 7- 8=(-2662) 296 BC: 2x4 DF #1SBTR SPACED 29.0" O.C. 2- 3=( -961) 299 9-10=(-297) 2423 3- 9=( -151) 159 WEBS: 2x4 DF STAND 3- 9=(-2890) 295 10-11=1-297) 2468 9- 9=1 0) 917 LOADING 4- 5=(-2099) 251 11- 8=1-358) 2741 4-10=1 -873) 143 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2082) 251 10- 5=1 -72) 1155 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1-2945) 295 10- 6=( -900) 192 TOTAL LOAD= 42.0 PSF 7- 8=1 -491) 167 6-11=1 0) 917 OVERHANGS: 19.2" 0.0" 11- 7=1 -152) 159 Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) Cs=1, Ce=1, Ct=1.1, I=1 BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA *" For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -190/ 1785V -110/ 117H 5.50" 2.86 DF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 38'- 0.0" -190/ 1679V 0/ OH 5.50" 2.68 DF ( 625) • - THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. I_ FOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ -1'- 7.2" Allowed = 0.160" MAX TL CREEP DEFL = -0.019" @ -1'- 7.2" Allowed = 0.213" MAX LL DEFL = -0.169" @ 25'- 9.7" Allowed = 1.859" • MAX TL CREEP DEFL = -0.400" @ 19'- 0.0" Allowed = 2.472" MAX HORIZ. LL DEFL = 0.069" @ 37'- 6.5" MAX HORIZ. TL DEFL = 0.115" @ 37'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=23.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 19-00 19-00 Truss designed for wind loads f f 1' in the plane of the truss only. 6-04 - 6-04 6-04 6-04 6-05-13 6-02-03 12 12 5.00 M-4x6 45.00 4.0" 5 M-5x12(S) ;! M-5x12(S) 0.25r. 3.0.25" r� w,,t, M-3x8 M-3x8 M-1.5x3 1.5x3 mo rwa em = es, 0 2 9 10 11 •+8 0 M-5x6 M-3x4 0.25" M-3x9 M-5x6 a�p PR0pe,, M-5x8(S) �� 0-61 y 1 l l y N EF / 9-06 9-06 9-06 9-06 �CV f)y y y .! 1-07-03 38-00 870 2PE JOB NAME : 22284 SAGEBUILT -MORELAND- - C5 Scale: 0.1630 Oi WARNINGS: GENERAL NOTES, unless otherwise noted: 2 � O N 1.Builder and erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown and is for an individual " OREGON EGO N ti le,/ Truss: C5 and Warnings m g before construction incorporation buildingcomponentApplicability fit parameters of the proper A O 2.2x4 p b bracing must beinstalled he h +. D P t n f component theresponsibility f the bu lding designer. IOr, FMS E R '1 3.Additional temporary b g to insure stability during construction 2.❑ g m the top and bottom chords t De laterally braced at is the responsibility f theerectorAdd f permanent bracing of 2 d t 10 .. ped vely plywood braced throughout their length by r' continuous nd thng a song required sheathing(TC)res and/or tlrywall(8C). O.) A. H '�� DATE: 9/18/2019 the overall structure'the responsibility of the building designer. 3.2e Impact bdtl8 g lateral bracing q'reit where shown.. �J S EQ. : K 6 6 7 5 5 0 8 4.Na load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrovve environment, design loads be applied to any component. and are far"tlry condition.of use. TRANS I D: LINK 5.Com Trus has no control over and assumes no re 8 Design assumes full bea ng at all supports shown Shim or wedge if EXPIRES:06/30/2021 pu responsibility far the awry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. September 19,2019 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIlvrCA in 8151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of pate In inches. MiTek USA,Ino/CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) • • This design prepared from computer input by ' Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0" FOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I , TC: 2x4 OF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 120 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) in the plane of the truss only. cc For hanger specs. - See approved plans Cs=1, Ce=1, Ct=1.1, I=1 Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Refer to equal typical et stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-2.5x4 or equal at non-structural diagonal inlets. 19-00 19-00 T T T 12-06-10 6-05-06 6-05-06 12-06-11 T T T T - 12 11M-4x4 12 5.00 )7 4 5.00 M-3x6(S) M-3x6(S) 41, M-3x4+ M-3x9+ mA- �m 4 6 5 M-3x6(S) M-3x6+ -3x6+ )" yc..1°. PROFFS� J, y 20-07-03 19-00 ��`� ENGINE s/O*9 1-07-03 38-00 870 2PE JOB NAME : 22284 SAGEBUILT —MORELAND— — C6 Scale: 0.2255 N Cli WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual .yr °.' OREGON �N Truss: C6 and Warnings before construction commences. b iltl g component.Applicability f design parameters and proper 2.2a4 pr b bracing rt binstalled where Shawn i. incorporation ( po nt is theresponsibility of the building designer. -n}' F,s O • 3.Additionaltemporary bracing t insure stabilityduring construCon 2.Design m the top and bottom chords t be laterally braced at - `� �a V(B BER V\v � is the po 'NIM of the erector.Additional permanent bracing o/ continuo.sheathing such asp9 o.c.respectively Id ah thng(TC)ndlor drywal455)ess braced throughout their length y ,,,sss GR DATE: 9/18/2019 lin overall structure's the responsibility of the bdldng designer. 3.2i Impact bridging or lateral bracing required where shown v v S ,as e Heck ec S E K 6 67 5 5 0 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective main of. 4• fasteners are complete and at no time should any loads greater than S Design assumes trusses are to be used in a non-corrosive environment design loads be applied o any component. and are for"dry condition"of use. TRANS ID: LINK 5 ppmpuTroahas nocontrol over and assumes no reeponslblllly for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 06/30/2021 nary. fabrication,handling,shipment and installation of components. 7.Designlashaaslllbeeadeduone bothface'.prus's,a September 19,2019 B.This design is famished subject to the limitations eel forth by 8.Plates Mall be located on both(aces of frau,and placed so their center TPIIWICA in SCSI,copies of which will be furnished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA.Ins./Compulfus Software 7.6.8(1L(-E 1 a For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 204 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-20) 63 2-4=(0) 0 BC: 2x4 of #1&BTR SPACED 24.0" O.C. 2-3=(-44) 20 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -49/ 248V -7/ 35H 1.50" 0.40 DI ( 625) 0'- 11.2" -35/ 28V 0/ OH 1.50" 0.04 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 1'- 0.0" -37/ 19V 0/ OH 1.50" 0.03 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,3,4 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'C OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina. BOTTOM CHORD CHECKED FOR 1D PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.000" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = -0.000" @ 0'- 11.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" 8.00 17 Design conforms to main windforce-resisting y system and components and cladding criteria. Wind: 120 mph, h=19.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, r Truss designed for wind loads 1 0 in the plane of the truss only. 0 0 r o o o11111.---7.1111 -, M-3x4 y b y ��co PROpe 1-00 1-00 �Cr rN(jIN�FR /" *P 870 2PE / r JOB NAME : 22284 SAGEBUILT -MORELAND- - Dl Scale: 1.1512 WARNINGS: GENERAL NOTES, unless otherwise noted, ( CI, ^/ 1.Builder and erection contractor should be advised of all General Notes - 1.This design is based only upon to parameters shown and is for an individual ..9 AT OREGON 2, 44/ Truss: Dl and Wa gs beforeconstructioncom building npo to bili) ftl PW Y g parameters oftentl proper 2.2x4 p webb bracing must be installed h shown a. rp t fcomponent'thea(thebuiltl'ngdesigner. �O FMBER '�\ �9 3.Additionaltemporary b g to re stability duringconstruction 2 Design m the top d bolt chords t be laterally braced at is the responsibility of the 1 Additional permanent bradng of 2 d atrespectively braced throughout their length by DATE: 9/18/2019 the overall structure'theresponsibility ofU building designer. cont ue rh th g such sson plywood i th'whereg( s)own 4r tlrywall(BC). tYIq3.In pact bridging lateralpro ngrequired e shown t e S ^ u l'�� SEQ. : K6675510 4.Noloadene shouldarc be mspeantoanycomponentunt after all eredohand 5.Design of truss the re to beuseofta respective eetrector. I( HE 'Ft are complete and at no time should any loads greater than 5.awed assumes wawa are to be used in anon-corruava environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.ComWTruaheanammreloveraMarumesnorerWonsidisyforted 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRESry. : 06/30/2021 fabrication,handling,shipment and installation of components. Design gn as 8.Plat scall esadequate othfaceispruss,an Se tember 19,2019 6.This design u furnished subject to the limitatuns cel forth by 8.Plates shall be kicatetl an hom hoes of trues,aiM placod m Meir center P TPIAMCA in BCSI,copies of which will be furnished upon requestlines coincide with joint center lines , B.Digits indicate size of plate in inches. MiTek USA,Inc/CompuTrus Software 7.6.8(1L(-E- 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-9=(0) 0 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. 2-3=(-68) 33 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF D'- 0.0" -23/ 306V -16/ 57H 5.50" 0.99 DF ( 625) 2'- 9.2" 0/ 39V 0/ OH 5.50" 0.05 DF ( 625) Snow: ASCE 7-10, 25 PSF Roof Snow(Ps) 3'- 0.0" -31/ 72V 0/ OH 1.50" 0.12 DF ( 625) Cs=1, Ce=1, Ct=1.1, I=1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:2,4,3 REQUIREMENTS OF.IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX BC PANEL LL DEFL = 0.003" @ 1'- 5.1" Allowed = 0.109" MAX TC PANEL TL DEFL = -0.003" @ 1'- 9.4" Allowed = 0.295" MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.2" gr MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.2" 12 8.00 ° , Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), sr load duration factor=1.6, o Truss designed for wind loads N in the plane of the truss only. r--/- o / o sr o o f 2' 4' -1 M-3x4 • 1 b 1 CO 3-00 ���p OFFS �Ca� \AGIN4. s/0 9 Q 8702 PE `- JOB NAME: 22284 SAGEBUILT -MORELAND- - D2 Scale: 0.8693 WARNINGS: GENERAL NOTES, unless otherwise noted: O 1.Builder and.radioncontredorshould beadvised ofall General Notes 1.This design isbased only upon the parameters shown and isfor anindwldual N�Ai,OREGON ( �� Truss: D2 and Warnings before construction commences. building component.Applicability of tlesign parameters and proper O 2.2,4 compression web bracing must be installed where shown+. incorporation of component re the responsibility of the building designer. 'YO .( 3.Additional temporary bracing to insure stabilM during construction 2.Design assumes the top end bottom chords to be laterally braced at �$L�Q * 1 �� Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at ler o.c.respectively unless braced throughout their length by ^ C R continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). S , �a�\4 DATE: 9/18/2019 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bnadng required where shown++ V r` �'. K6675511 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S Q• ' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompeTrashasnocontroloverandassumesnoresponsibmtyforthe B.Oeaignassumec ullbearingatallsuppo sehown Shim or wedge if EXPIRES:06/30/2021 necessary. fabrication,handling,shipment and installation of components. '.P`tesn assumes ctedon othfaceisprovided.s,an September 19,2019 B.This design is furnished subject to the limitations set forth by B.Plates shall be located on bath faces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digitsindlcate size of pale in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,E512-19811(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION dimensions shown in ft-in-sixteenthsFollowCouldCause Property 6 4-8 Failure to Pert 1 ' Center plate on joint unless x,y p Y 3j4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury MMDimensions are in ft-in-sixteenths. 111404‘ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 07/ „ 2. Truss bracing must be designed by an engineer.For - 16" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I AIMM bracing should be considered. O I � O �� O 3. Never exceed the design loading shown and never ci O stack mate!lead, als on inadequately braced trusses. Fillii 0 4. Provide copies of this truss design to the building c7-8 c6-7 cs-sFor 4 x 2 orientation,locatedesigner,I— erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0- 'ris'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that OOP Trusses are desi ned for wind loads in the lane of the specified. Indicated by symbol shown and/or 9 P by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *MMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. IP-MI ,R,size shown is for crushing only. 1S.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, �'aMli , �e I( 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015