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Plans (2) 977 sw W6 NDsWFpP- MST261q- 06359 NIMilekp 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. ���o PROFESS \ NGINE�cR �o'L -y 87022PE N 1/ 9 �pT OREGON <IO <N '"0" BER Ate�, Hew, A, 'r'�' ::t' 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 perANSI/TPI 1,Chapter 2. This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 6.0" OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 TC: 2x4 DF 91&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 81&BTR SPACED 24.0" 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"0C. 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, I=1 Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to equal typical et 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP TO ONE FACE. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 4-09 4-09 T T 1' 12 12 8.00 C SIM--R4x4 8.00 Vi A411111 f o o I 4 5 • 1-00 y 9-06 y 1-00 l 1 <(50 PROFFss ��5 �NGiNEF9 /©* •• •9 872PE JOB NAME : 22284 SAGEBUILT -MORELAND- - Al Scale: 0.5461 A .s n, WARNINGS: GENERAL NOTES, unless otherwise noted: ..957,‘ N. V 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 �" OREGON !L �(/�. Truss: Al and Warnings before construction commences, building component.Applicability of design parameters and proper O 2.204 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing b insure stability during construction z.Design.°sumss the top and bosom chords to be tsterelry braced at ��„•O "'BER '0' �` re the responsibility of the erector.Additional permanent bracing of 7 o.c.end at 10 a.c.such ply unless braced and/or their length by S A_ continuous sheathingidginor such as plywood sheathing(TC)Mown ewn.drywall(BC). DATE: 9/18/2019 the overall structure is the responsibility of the building designer_ 3.20 Impact bridging or lateral bracing required where crown.. A. He SEK6675500 4.No load should be applied to any component until after all bracing and 4.Installation oftruss is the responsibility of the respective contractor. Q• fasteners are complete and at no Oma should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK • s compuTm.has no control over and assumes co responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 06/30/2021 fabrication.handling,shipment and installation of components. nary. Plates hall be on drainage iopmsisad 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 P TPII TCA in SCSI,copies of which will be famished upon request. lines coincide with pint center lines. a Digits indicate sue of plate in inches. MITek USA.Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1 Sit,ESR-1988(MiTsk) 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#1FBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-3484) 340 1-4-(-230) 2680 4-2=(-398) 3908 BC: 2x8 DF#2 2-3=(-3484) 340 9-3-(-230) 2680 WEBS: 2x6 DF 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 BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"CC. UON. TC UNIF LL( 25.0)+DL( 7.0)- 32.0 PSF 0'- 0.0" TO 9'- 6.0" V 0'- 0.0" -400/ 3990V -49/ 490 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" -400/ 3990V 0/ OH 5.50" 6.38 DF ( 625) ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN nails staggered: BC UNIF LL( 950.0)+DL( 306.0)= 756.0 PLF 0'- 0.0" TO 9'- 6.0" V II__ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL k;OND. 2: Design checked for net psf) uplift at 24 "cc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 1 row(s) throughout 2x9 top chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 6" oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.042" @ 9'- 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" 12 12 Design conforms to main windforce-resisting 8.00 M-4x6 system and components and cladding criteria. Q8.00 29.0" Wind: 120 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads AS n the plane of the truss only. co 0 0 I 1�� 9 �� -8x14 M-3x12 M-8x14 b b y 4-09 4-09 y y 9-06 ��20 PRQFFSS 9 87022P� `� JOB NAME : 22284 SAGEBUILT -MORELAND- - A2 Scale: 0.5129 - WARNINGS: GENERAL NOTES, unless otherwise noted: �‘‘.44.), �� A/ ,.Builder and erection contractor should be advised of all General Notes I This design s based only upon the parameters shown and Is for an individual .,9 AT OREGON rt,'`' 4,j Truss: A2 and Warnings before construction commences. building component Al' bit fd vP h g parameters and proper 2.244 p web b g must beinstalled where h +. incorporation f component theresponsibility of the building designer. at 3.Additional temporary bracing toinsurestability during construction 2 7 Designtl at 10.the top respectivelyochordsttom id cetl throughout f fir length by �' B E R '\1' is the f thef Additional permanent bracing o/ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/18/2019 the overall structure is the responsibility of Me building designer 3.2i Impact bridging or lateral bracing required where shown++ Or, A u C�y� SEQ. : K6675501 4.Na load should be applied to any component unsafter all braungand 4 Installation of truss is the responsibility of the respective contractor. A. fl G. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.Goin Trus 6 Design assumes full bearing atall cuppo shown Shim orwedge:t EXPIRES:06/30/2021 pu sponsibility Cor the fabrication,handling,shipment and installation of components. necessary. 7.Pasign lish llbesadedoneothfageio truss,an September 19,2019 8.This design refurnished subject to the limitations set forth by B.Plates shall be boated on both/aces of buss,and placed so their center TPIANTCA in BCSI,copies o/which will be furnished upon regmffilines coincide with joint center lines. g.Digits indicate see of plate in inches. MITek USA,Int/CompuTrus Software 7.6.8(1L)-E ,O.For basic connector plate design values see ESR-1311,ES12-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 8.0" - 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacino. TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 OF #16BTR 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"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 120 mph, h=21.1ft, 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. 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 Refer or equal typical at stud verticals. REQUIREMENTS OF IBC 2015 AND INC 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 12 12 8.50 V IIM-4x4 . 18.00 AA 0 0 q 5 y 1-00 b 10-08 y 1-00 y ,�t�Q,�,G N� LY.0 �c� N 9 29 Q 87022P, JOB NAME : 22284 SAGEBUILT -MORELAND- - B1 - Scale: 0.5123 -AA N WARNINGS: GENERAL NOTES, unless otherwise noted O iv 1.Builder and erection contractor should be advised of all General Notes 1.This desgn is based only upon the parameters shown and is for an indsidual .J 9 N. OREGON ti 4.,/Truss: B1 and Warnings before construction commences. building component Applicability of deaden parameters and proper O 2.2s4 compression web bracing must be cleated where shown 0. incorporation of component la the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom cholas to be laterally braced at "P 41// h/g E R 1 P� Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 1a o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheet where shown drywall(BC). He c3 DATE: 9/18/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A. C` SE K 6 67 5 5 0 2 4.No load should be applied to any component until after all bracing and a.Installation of truss is the responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater than a 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 I D: LINK 5 CompuTrus hes no control over and assume[no responsibility or the 6 Design assumes full bearing at all supports shown Shim or wedge if EXPIRES:06/30/2021 fabrication,handling,shipment and installation of components. 7 Designnecessary. de uate drainageprovided. 6.This desinisfurnishedsubjecttothelimnationssetforthasslela qcioftrus September 19,2019 9 I by B.Plates shall be located an both feces of true[,and placed ss their center TPIIWTCA in SCSI,copes of which will be furnished upon request. linea 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-1311,ESR-t988(MiTeIt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-0B-00 GIRDER SUPPORTING 38-00-00 IBC 2015 MAX MEMBER FORCES 9WR/GDF/C9=1.00 TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-9096) 396 1-9=(-270) 3136 9-2=(-400) 4996 BC: 2x8 IF #2 2-3=(-9096) 396 9-3=(-270) 3136 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 BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"0C. 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 10'- 8.0" V 0'- 0.0" -949/ 9980V -55/ 55H 5.50" 7.17 DF ( 625) BC UNIF LL( 0.0)+DL( 10.0)= 10.0 PSF 0'- 0.0" TO 10'- 8.0" V 10'- 8.0" -999/ 9480V 0/ OH 5.50" 7.17 DF ( 625) Jr ( 2 ) complete trusses required. BC UNIF LL( 950.0)+DL( 306.0)- 756.0 PLF 0'- 0.0" TO 10'- 8.0" V II__ Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL FOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soaring. XXnails staggered: REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9" oc in 1 row(s) throughout 2x9 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.056" @ 5'- 9.0" 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 = 0.096" @ 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 T Design conforms to main windforce-resisting 12 • 12 system and components and cladding criteria. 8.00 M-4x6 Q8.00 Wind: 120 mph, h=21.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 2 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), iiload duration factor=1.6, iiiiiiii Truss designed for wind loads in the plane of the truss only. .4/1111111111 oo �® mcoo 1.11 1 0 M-10x14 M-3x12 M-10x14- • b • y y 5-04 5-04 y 0 y ' t,2,0) PROFFs �� �NGINEFs/R p� 9 8702 PE X JOB NAME : 22284 SAGEBUILT -MORELAND- - B2 Scale: 0.4698 WARNINGS: GENERAL NOTES, unless otherwis noted. / �s�fk P�� N 1.Builder and erection contractor should be achised of all General hates 1.This design is based only upon the parameters shown and is for an individual 9 4T OREGON 24 k Truss: B2 and Warnings before construction coo Applicability f building componentpPl Y design Parameters and proper 2.BM compression web bracing must b installed here shown 4. incorporation (component-s theresponsibility of the building designer. I 1 Q 3.Adtlh' 1 t porary bracing t insurestability during construction 2 7 Designand at IV the top respectively°otunless braxy hrords to be tughaut theirerally dlen9lh by at On FSB E R '� is theresponsibility of the erectorAdditional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/18/2019 the overall structure's the responrb ty of the building designer. 3.2i Impact bridging or lateral breang required where shown v, OS 4. /9, Heck SEQ.: K 6 6 7 5 5 0 3 4 No load should be applied to any component until after all bracing and Installation of truss the responsibility of the respective contractor. I 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, TRANS I D• LINK design loads be applied to any component. any are m••ary condition"of use. 5.CompuTrushas nocontrol over and assumes noresponsibility for the . 6 Design assumes full bearing ataft supports shown.Shim orwedge if EXPIRES: 06/30/2021 fabrication,handling,shipment and installation of components. 'wxw ry. ' Design Malllocated lcateden oremagenprusSeptember 19,2019 6.This design is furnished wgect to the limitations set forth by e.Plates wan be on both taxa of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate six°of plate in inches. Mack USA,Inc/CompuTrus Software 7.6.8(1L)-E to For basic connector plate design values see ESR-1311,ESR-1965(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 0.0" 'COND. 2: Design checked for net(-5 nsf) uplift at 29 "oc spacing. TC: 2x4 DF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF#1&BTR SPACED 29.0" 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=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= 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, I=1 Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL Refer to equal typical et stud verticals. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF 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 • f i' T 9-09-10 9-02-06 6-05-06 12-06-11 38 00 T 4 12 12 5.00 TIM-4x9 45.00 N' M-3x6(5) M-3x6(5) M-3x9+ ea M-3x9+ M-3x6+ % ""' - M-3x6(S) --==:,3.00 3.00 .. M-5x6 M-3x6+ 12 12 1 b l 1 7-08 7-02-15 23-01-01 b y l y 9-03-03 7-02-08 4-01-08 19-00 OEp PROP 1-07-03 7-08 y 7-02-08 y 23-01-08 ' NGIN,E V , 4, 1,----4x/57 9 1-07-03 38-00 87022PE JOB NAME : 22284 SAGEBUILT -MORELAND- - Cl Scale: 0.2130 Ai WARNINGS: GENERAL NOTES, nlyupdherwiaemete.. 1 N0"0 OREGON O (N 1.Builder and erection contractor should be advised of all General Nobe 1.This design is based only upon the parameters shown and N for an individual I, Truss: Cl and Warnings before canstrudbn commences. building component Applicability of design parameters and proper V t\ 2 2a4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. , './ 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced al co EMBER �N P� by is the responsibility of the erector.Additional permanent bredng of cntinc.antl sheathing such as plly woseacotlthroughoutr dry length). S _ continuous sheathing cath as plywood aired ng(TC)shown drywall(BC). A.• ���`N_ DATE: 9/18/2019 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown.. SE K 6 6 7 5 5 0 4 4.No load should be applied to any component until after all bracing and 4.Instalhtion of truss is the responsibility of the respective contractor. 4• fasteners are complete and at no dm 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 condftion'of use. TRANS ID: LINK 5.CompuTuahasnocoMrolaverantlaasumeanoreepanaibllityforme 6 Dessignnassumes full beaaringatall supporsshown.Shim orwedge if EXPIRES:06/30/2021 fabrication,handling,shipment and installation of components. necessary. Plagnhellassumes adequate othfageio rusisSeptember 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 r+ TPI/WTCA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9 Digits indicate she of plate in inches. MiTek USA,Ino./CampuTrus Software 7.6.8(10-E tD.For basic connector plate design values see ESR-t311,EBR-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: 2x4 DF#14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-10=(-721) 4795 2- 3=(-9923) 685 13- 8=) -151) 159 BC: 2x4 OF#1&BTR SPACED 29.0" O.C. 2- 3=( -552) 190 10-11=(-990) 3530 3-10=( 0) 592 8- 9=(-2592) 292 WEBS: 2x4 DF STAND; 3- 9=(-5559) 667 11-12=(-256) 2091 10- 9=( -209) 2637 2x4 DF#16BTR A LOADING 9- 5=(-2396) 307 12-13=(-299) 2382 9-11=(-1794) 272 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1963) 259 13- 9=(-359) 2679 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. UON. TOTAL LOAD= 92.0 PSF 7- 8=(-2868) 293 12- 6=( -109) 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 OF ( 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 D hecked fo t( 5 psfl uolift t 29 c spavin VERTICAL DEFLECTION LIMITS: LL=L/290, 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 HORIZ. LL DEFL = 0.183" @ 37'- 6.5" MAX HORIZ. TL DEFL = 0.304" @ 37'- 6.5" • Design conforms to main windforce-resisting 19-00 19-00 system and components and cladding criteria. 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, 4' '1' "r 1 ui T f (A11 Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), load duration factor=1.6, 12 12 Truss designed for wind loads 5.00 M-4x6 4 5.00 in the plane of the truss only. 4.0" 6 .fn ! M-5x12(S) M-5x12(S) M-3x4 3.0"1111 0,25" 0.25" !y, v+l- +1 �� M-3x6 %M-6x6 -�.I +. -1.5x3 -ase )1111p ,M-1.5x3 to • M-7x8 co of � 0 2 11 12 13 *.9 0 I -6x10 M-5x8 0.25" M-3x4 M-5x6 x3.00 3.00 . M-5x8(5) ( p y 12 y 12 y y y y `\°1‘ C�C,Q P R QFj-�sb 7-08 7-02-08 4-01-08 9-06-14 9-05-02 ` `_ i' )' y ). k NGIN4,(. /O 1-07-03 7-08 7-02-08 23-01-08 y 414 C� T "i'''38-00 Q $70 2PE JOB NAME : 22284 SAGEBUILT -MORELAND- - C2 Scale: 0.1630 A,} f/♦�`' WARNINGS: GENERAL NOTES, unless otherwise noted: / �� N Y 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 .y A5,OREGON (O �`/''Y Truss: C2 and Warnings before constructioncommences. building component.Applicability of design parameters and proper Ov 2.2s4 compressionweb bracing must belnatalled where shown.. incorporation of component is the responsibility or the building designer. ,A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords 10 be laterally braced at MB O ',`1 �� is the responsibility of the erector.Additional bracing of 2 o.c.and at 10 o.c.respectively unless braced throughout their length by f� ` the continuous sheathinginsuch lateralasbracing n iwhere s own•drywall(BC). S A, HER' DATE: 9/18/2019 is theoverallsp structure is the rector.A responsibility of the building permanent bracing 3.2a Impact bridging orsuch plywoodrequired s where.Hawn.. V `_ 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 6 7 5 5 0 5 fasteners are complete and at no Sea should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design tootle be applied to any component_ and are for-dry condition'of use. TRANS ID: LINK 5.Com Trus 6 Deagnassumes full bearing atall supponsshown.Shim orwedge it EXPIRES: 06/30/2021 pu aponsibility far the sssry fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished autped to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center September 19,2019 TPIHWICA in SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. g.Digits indicate see of plate in indies. MiTek USA.Inc/CompuTrus Software 7.6.8(1L)-E I0.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) 1 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#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 70 2-11=(-721) 4745 2- 3=(-4901) 685 8- 9=(-2797) 292 BC: 2x4 DF #1&BTA SPACED 29.0" O.C. 2- 3=( -552) 192 11-12=(-490) 3530 3-11=( 0) 589 WEBS: 2x4 DF STAND; 3- 4=(-5554) 667 .12-13=(-256) 2091 11- 9=( -209) 2637 2x4 DF #1&13TR A LOADING 4- 5=(-2346) 307 13-14=(-299) 2367 4-12=(-1794) 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. 0051. TOTAL LOAD = 92.0 PSF 7- 8=(-2842) 293 13- 6=( -98) 1209 • 8- 9=( -462) 245 13- 7=) -903) 192 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 14- 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/ 118H 5.50" 2.85 DF ( 625) 38'- 0.0" -190/ 1778V 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 = -0.359" @ 9'- 10.3" Allowed = 1.859" 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 = 0.309" @ 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 'I T f 12 12 Wind: 120 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.00 M-9X6 .. --:15.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" . Truss designed for wind loads 6 ,f,/ in the plane of the truss only. ;! M-5x12(5) M-5x12(S) M-3x9 . 3.1014:4444%.4%.44,44444,0.25" 0.25"11L v 1"1\14*: M-3x8 %M-6x6 + M-1.5x3 s 1 M-1.5x3 o `%� 811 �/ d. o l r i 0 2 12 13 14 o -6x10 M-5x8 0.25" M-3x4 M-5x6 - 3.5E 3.00 M-5x8(S) y 12 y 12 y y y ), f��E'� P R QFFS , ), 7-08 ,, 7-02-08 , 4-01-08 9-06-14 9-05-02 , y �`c, �N3 N '4 . cS'jO 1-07-03 7-08 7-02-08 23-01-08 1-07-03 *p 1 38-00 870 2PE JOB NAME : 22284 SAGEBUILT -MORELAND- - C3 Scale: 0.1542 WARNINGS: GENERAL NOTES, unless otherwise noted'. 0 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 NEAT OREGON ti Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper O 2.2x4 compression web bracing must be instated where shown•. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �c0 Mg E R 1'\' P' . 70.0.and at igoc.respedively unless braced throughout their length by is the responsibility of the erectorAdditional permanent bracing of continuo sheathing such as plywood sheathing(TG)and/or drywall(80). A. HER ` DATE: 9/18/2019 the overall structure is the responsibility of the building designer. 3.2x Impactt bridging or lateral bracing required where shown• S E 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 4• • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be use in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. dna 9n ssumeor"dry mrdakn•of use. 5.CompuTms has no control over all assumes no responsibility far me E Design assumes full bearing at all suppods shown.Shim or wedge if EXPIRES:06/30/2021 racess . fabrication,handling,shipment and installation of components7 ry Design assumes cedoreimgeiopressed. September 19,2019 6.This design k Nmiahetl subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWICA in SCSI,copies of which will be furnished upon request. lines coincide with pint 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 Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cg=1.00 TC: 2x4 DF#16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 70 2-10=(-358) 2702 2- 3=(-2826) 296 BC: 2x4 DF#14BTR SPACED 24.0" O.C. 2- 3=) -461) 245 10-11=(-297) 2952 3-10=( -151) 159 WEBS: 2x4 DF STAND • 3- 9=(-2919) 295 I1-12=(-297) 2452 10- 9=( 0) 417 LOADING 4- 5=(-2073) 251 12- 8=(-358) 2702 4-11=) -890) 193 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. CON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2919) 295 11- 6=( -890) 143 TOTAL LOAD = 92.0 PSF 7- 8=) -961) 295 6-12=( 0) 917 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) 1COND. 2: Desion checked for net(-5 psf) uplift at 29 "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 = 1.859" MAX TL CREEP DEFL = -0.901" @ 19'- 0.0" Allowed = 2.972" 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 T 'f f Wind: 120 mph, h=23.3ft, TCDL=9.2,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 -r T 1' T 4' 4' load duration factor=1.6, 12 12 Truss designed for wind loads 5.00 M-4x6 -':15.00 in the plane of the truss only. 4.0" M-5x12(S) 6 M-5x12(S) 0.25"0000000......... .25x. 3.0\ ,,.25n M-3x8 +! 4•••••::•••AL M-3x8 II\ M-1.5x3 M-1.5x3 • 0 m 0 ae 2 i 10 11 12 o M-5x6 M-3x4 0.25" (� /+ y y M-5x8(5) M-�9 M-5x6 y ,{0\00 PRQFFas 1' ,, 9-06 9-06 9-06 9-06 y b ,C? ` 04G�N�F9 /�2 1-07-03 38-00 1-07-03 ' " ; 87 2 PE 9 • JOB NAME : 22284 SAGEBUILT -MORELAND- - C4 Scale: 0.1667 ..W WARNINGS: GENERAL NOTES, unless otherwise notetl: . h O A. 1.Builder and erection contractor should be advised stall Generel Notes 1.This design is based only upon the parameters shown and is for an individual T OREGON (1 Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation pots the of the building designer. 2.2x4 p b bracing t binstalled here shown+. responsibility n '90(1) AI 3.Additional temporary bra g to insure stability d Tg construction 2.Dere assumes m top and bottom chords to be laterally braced at ��+ F�'18 E R 1' is 1h po -ti ty of thet Additional permanent bracing of 7 d at 1o' respectively unless braced throughout their length by DATE: 9/18/2019 theoverall structure is the responsibility ohne building assigner continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). (� 3.2x Impact bridging or lateral baring requiredthe where shown++ V A. u L'R SEQ. : K6675507 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the reetoneiuseoftherespective contractor. ^{ n(^ fasteners are complete and at no time should any loads greater than a Design assumes Musses are to be used in a non-corrosive environment, TRANS ID• LINK design loads beappseidtoany component. and are for dry common"muse. 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all tampons shown.Shim or wedge if EXPIRES: 06/30/2021 necessary. fabrication,handling,shipment and installation of components. 6.This design is furnished subject to the limitations set forthb T.Designshall be lc ted on both face is provided. September 19,2019 Ir 8.Plates be withjoi on both facesa Prue,and placed so their center TPIANfCA in BC51,espies of which will be furnished upon request. lines coinclde joint center lines. 9.Digits indicate sue of plate in inches MiTek USA.Inc./CompuTrus Software 7.6.8(1 L)-E to.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" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF #166TH LOAD DURATION INCREASE = 1.15 1- 2=) 0) 70 2- 9=(-358) 2678 2- 3=(-2806) 296 7- 8=(-2662) 296 BC: 2x9 OF #169TH SPACED 29.0" O.C. 2- 3=( -961) 244 9-10=(-297) 2423 3- 9=1 -151) 159 WEBS: 2x9 DF STAND 3- 4=(-2890) 295 10-11=(-297) 2468 9- 9=( 0) 917 LOADING - 4- 5=(-2049) 251 11- 8=(-358) 2791 9-10=( -873) 193 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2082) 251 10- 5=( -72) 1155 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2945) 295 10- 6=( -900) 192 TOTAL LOAD= 92.0 PSF 7- 8=) -991) 167 6-11=( 0) 917 OVERHANGS: 19.2" 0.0" 11- 7=( -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 BRG 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/ 1674V 0/ OH 5.50" 2.68 DF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. BOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina. 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'- 4.7" Allowed = 1.854" MAX TL CREEP DEFL = -0.900" @ 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=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 19-00 19-00 Truss designed for wind loads f 1' • T 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-9x6 45.00 4.0" s �' M-5x12(S) ! M-5x12(5) 44, 3.0" 0.25" 0.25" M-3x8 +1M-3x8 M-1.5x3 Z -1.5x3 • o - r WAr 2 T 2 M-5x6 M-3x4 M-5x0(2)„ M-3x4 M-5x6**B o ���s J PR Oppn,tyJ' ), J- J• �� \AGIN4F /O J' , 9-06 9-06 9-06 9-06 y tS i 1% 1-07-03 38-00 -' 870 2PE r'. JOB NAME : 22284 SAGEBUILT -MORELAND- - C5 Scale: 0.1630 0) cli �j WARNINGS: GENERAL NOTES, unless otherwise noted: -L 0 1.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 iptlnaual ////.p x,43 OREGON (I, 4/ Truss: C5 and Warnings before construction commences building component.Applicability of design parameters and proper O 2.264 compression web bhang moat be installed where shown+. incorporation of component is Me responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Designaswmea the loop and bottom chortle to be laterally braced at �O MB E R '\'‘' �� is the responsibility t the erector.Additional M bracing of 2 o.c. d at 1a o.c. spedivply unless braced throughout their length by `_ ity a permanent continuous sheathing such as plywood°heaming(TC)anNor tlrywall(BC). S �j DATE: 9/18/2019 the overall structure u the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown*. A. H e, 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 8 fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, design loads be applied m any component. and are for condiion•of use. TRANS I D: LINK s.Contour,.has no control over and assumes no responsibility for the 6.Design assemes full bearing at all supports shown.Shim or wedge it EXPIRES: 06/30/2021 ' fabrication,handling,shipment and installation of components. 7 necessary Plats"assumes Oneed°n°othi face ieprua September 19,2019 6.This design is famished subject 10 the!Imitations set tont,by B.Plates shall be located on both faces of truss,and placed so their center TPIAMTCA in SCSI,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 to For basic connector plate design valuea see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3B'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting y system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. DON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 120 mph, h=23.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.S, 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. ** 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 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 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 1' 12-06-10 6-05-06 6-05-06 12-06-11 T 1 T T 1' 12 IIM-4x4 12 5.00 -.' 5.00 II M-3x6(S) iiiiiil hthlihhapM-3x6(s) 10 Au, -3x9+ M-3x9+ msm o t 1 1r.00 9 6 5 M-3x6(5) M-3x6+ '- x6+ D PROF y 20-07-03 19-00 c> '5. �N311 E14R d/b 1-07-03 38-00 V �'7 Q 870 2PE / `, JOB NAME : 22284 SAGEBUILT -MORELAND- - C6 - Scale: 0.2255 A WARNINGS: GENERAL NOTES, unless otherwise noted: / �<%. ^' A/ 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 .A .v OREGON rt, 4/ Truss: C6 and Warnings before construction commences. building component.Applicability ofdeagn parameters and proper 7A /,a'Ap p �`V 2.204 compression web bracing st binstalled here how +. incorporation ofcomponentsthe responsibility of the building designer. I0/11 F'/(}ER `, `C) 3.Addoional temporary bracing t insurestability tl gconstruction 2.Design assumes m top and bottom chords to be laterally braced at is the responsibility f the erector.Additional permanent M ng of 2' and at 10 respectively unless braced throughout their length by DATE: 9/18/2019 is the ran structure is the continuo.she to g such as plywood ng(TC)and/or drywan(ec). the responsibility /(h buildingtl designer. 3.201 pact bridging lateral bracing required where shown++ S A. HEY` SEQ.: K6675509 4.No road should beappliedtoanycomponent ntiiafte llbracing and 4 I stall tan oft the responablityofthe respective contractor I n 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, TRANS ID' LINK design loads beapplied many component. and arerorycanaftlon°ofuae. 5.CompuTrus has no control over and assumes no responsibility for the S_Design assumes full bearing at all supports shown.Shim or wedge if awry. EXPIRES: 06/30/2021 fabrication,handling,shipment and nstall tion of components. 7.Design assumes adequate drainage is provided. September 1 9,201 9 8.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPINJTCA in SCSI,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 to.For basic connector plate design values see ESR-1311,ESR-1985(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 9WR/GDF/Cq=1.00 TC: 2x4 DF #168TR LOAD DURATION INCREASE = 1.15 1-2=(-20) 63 2-9=(0) 0 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2-3=(-99) 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/ 298V -7/ 35H 1.50" 0.90 DF ( 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 L LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL k'ROVIDE FULL BEARING:Jts:2,3,9 REQUIREMENTS OF IBC 2015 AND INC 2015 NOT BEING MET. I" psf) uplift at 29 "or spaci no. 'COND. 2: Design checked for net(-5 BOTTOM CHORD CHECKED FOR lOPSF 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" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" 12 8.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 120 mph, h=19.Sft, 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 ' � in the plane of the truss only. o 0 f ti r o 111-11-F ilM 0 l -3x4 0 PROFF� � s J, 1-00 y 1-00 y mac. oAoI NEER /02 9 870 2PE / ` " JOB NAME : 22284 SAGEBUILT -MORELAND- - Dl / • Scale: 1.1512 WARNINGS: GENERAL NOTES, unless otherwise noted: ^ O 1.Builder and erection oonlractor should be advised stall General Notes 1.This design is based only upon the parameters shown and is for an indsid"al 9 N\.OREGON ti 47 Truss: D1 and Waminga before construction commences. building component.Applicability of design parameters and proper O 2.a4 compression web bracing must be inetallad where shown+. incorporation or component ia the responsibility o/me building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced a1 'pOrN MB E R 11 1 (�'. Is the responsibility of the erector.Additional permanent bracing of 7 titin and at ea a c.such a ply unless braced throughout their length). Na _` DATE: 9/18/2019 the overall structure is there bili of building der 24 Impacts sheathing such as acing re airewhere w ere s angor drywan(ec). responsibility g giver. 3.DllmpaclbiegirgarlateralbaongragWredwhereshown+. A. HE Sr K6675510 4.No load should be applied to any component until after all bracing and 4.Inralletion of truss Is the responsibility of the respective contractor. 4•' fasteners are complete and al 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"o/use. r TRANS ID: LINK 5 DampuTruahas nacontrol over and assumes noresponsibility for the 6 Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES:06/30/2021 mcefabrication,handling,shipment and installation or components. Design scary. Plat shall beaadeduoneothfaceioprossed September 19,2019 6.This assign is furnished sugea to the limitations set form by e.Plates shall be located on both races or truss,and placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request. fines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc/CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-1311,ESR.1988(MiTek) This design prepared from computer input by o Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x9 DF#16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 63 2-4=(0) 0 _ BC: 2x4 DF#16BTR SPACED 24.0" O.C. 2-3=(-68) 33 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. 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" -23/ 306V -16/ 57H 5.50" 0.49 OF ( 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 HEARING;Jts:2,4,3 REQUIREMENTS OF IBC 2015 AND IAC 2015 NOT BEING MET. 1COND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. • BOTTOM CHORD CHECKED FOR lOPSF 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 DEFT. = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX BC PANEL LL DEFL = 0.003" @ 1'- 5.1" Allowed = 0.104" MAX TC PANEL TL DEFL = -0.003" @ 1'- 9.4" Allowed = 0.295" MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.2" MAX HORIZ. TL DEFT, = -0.000" @ 2'- 11.2" 12 '8.00 17 , Design conforms to main windforce-resisting 11 system and components and cladding criteria. Wind: 120 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m. load duration factor=1.6, o Truss designed for wind loads o. in the plane of the truss only. 0 o� 0 2 r/ 4' -, M-3x4 y 1 y 1-00 3-00 �c?,V P R()Fess �c�'� ANG'I NFF9 202 9 Q 8702 P E `� JOB NAME : 22284 SAGEBUILT -MORELAND- - D2 Scale: 0.8643 WARNINGS: GENERAL NOTES, unless otherwise noted: � 1�� /f. 1.Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and is for an individual 'ON OREGON 2y 4/ Truss: D2 and Warnings before construction commence. building component Applicability of design parameters and proper 2.2a4 compression web bracing must be installed wheresh 0. incorporation fcomponenta the of the building designer. (�� ,s 3.Additional temporary bracing[ surestability during ce stction 2 Deg seam the top and bolt chords t be laterally braced et � `ML7 C p '`\y ey is the responsibility f the erector,Additional permanent bracing of 2 .. d at 10 espeaiv ly braced throughout their length by 4 G fl -` continuous sheathing such as plywood ah thi shown o tlrywall(BC). O l� A. ` HO 'DATE: 9/18/2019 the overall structure is the responWbil ty of the building designer. 3.2x Impact bridging or lateral bracing required where ++ V SEQ.: K 6 6 7 5 511 4 No load should be applied to any component unci after as bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive 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 6.Design assumes full bearing et all supporta shown.Shim or wedge if EXPIRES: 06/30/2021 fabrication,handling,shipment and installation of components. 7necegsary. .Design assumes ced"on drainage provided. September 19,2019 6.This design is famished subject to the limitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center P TPI NTCA in SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc/CorttpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mitek) • Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION sj" Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property -1 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. I hp I k Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-116" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I a bracing should be considered. 20 0 3. Never exceed the design loading shown and never A � a stack materials on inadequately braced trusses. doir a 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 cs-� cs-s FO designer,erection supervisor,property owner and plates 0- ',id'from outside BOTTOM CHORDS all other interested parties. 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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 , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. 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 section 6.3 These truss designs relyon lumber values 14.Bottom less,chords require lateral bracingeat h ft.spacing,enoted. BEARING g or less,if no ceiling is installed,unless otherwise 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. =� reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. IIIIII_,, 18.Use of green or treated lumber may pose unacceptable �_ environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TP11: National Design Specification for Metal MI19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. i BCSI: Building Component Safety Information, 'Tek20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/I-PI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015