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N yy W L/ Y � 00 .d „'4 ..+ FLAT CEILINGS 9 1 L a :i o z DUE TO LOW PI1�CIi s N 1 G ., F g B3 n4' ° ° z z§ z_ 8 °' \ � .n t 3 o I ' Z Q z w' o c W C) � e4 v � y y N , LI s Q O O N ,, r 0 [ 8 C w 'g gi ,8H - V t e -C .[ > Gb a dTo m a= 0 a - Ca F d ou o <I rl F, = ■ ■ 2:1Z ail "'EN - - 21j2 et er B2(19) tri . iti -- i- ...�, JAN 1 8 2018 GIiYOf- s r ^,a )'•3 €, Ili ` t , _il , co -- B1 70 RE DRAG 1E119MV :� — J - GARAGE 18'-6" T-111/2"II I I ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS SAGEBUILT 01/11/18 PLACEMENT ONLY.REFER TO TRUSS CCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER pagan ' umber 20450 SAGEBUILT PLAN 2483 INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY: REVISION-2: ' RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 2483 / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO p TRUSS REVIEW AND APPROVE OF ALL �t COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ASH CREEK 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. ` . ��. ~� �� � 7-~0. '—MI �_/ /A:`,i 1 8 /018 � t Ymr |���� 1 � ��, ,|, ��,, 2 - ` ,.:�-:��� I\1iTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951'245'9525 Re: 20450 SAGEBUILT PLAN 2483 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: K4122158thru K4122164 My license renewadate for the state of Oregon is December 31,2019. PR ark- tJ �-~/`~- ��=,~~ 1....t. January 11,2018 Baxter,David |MPORTANTNOTE:Truoo Engineers responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANG|/TP|-1. Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 18'- 6.0" [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 DF k1&BTR I LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #16BTR SPACED 29.0" O.C. Design conforms to mai 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( 10.0) ON TOP CHORD = 35.0 PSF Wind: 190 mph, h=20.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 95.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. 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 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-08-05 12-09-11 1' 1' 1' 12 2.00 v 3 M M-3x6(5) 0 in iiiii m 1 � M 0 9 0 M-3x8 1-00 18-06 2 Q� :9200PE 9r JOB NAME : 20450 SAGEBUILT PLAN 2483 - Al411fr . Scale: 0.92E2ills -� WARNINGS: GENERAL NOTES, unless otherwise noted- 4 Ct. 1 Builder and erection contractor should be advised of all General Notes I.This design Is based shy upon the parameters shown and is for an Indbidual 74. ',OREGON I, 4, Truss: Al and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x9 compression web paging mug be installed where shown♦ 2.Desgn as incorporation of component is Na responsibility of the building designer. 2�N �� 3.Atldgional temporary bragingainsure gebility during conatrugion assumes the top and bottom chords to be laterally braced at /O Is Na responsibility of the erector.Adtlitional permanent bracing of 2'o.c and at td o.c.respectively unless braced throughout their length by 1-r t continuous sheathing such as plywood sheathing(TC)anion drywall(BC)- DAT E: 1/11/2018 the overall structure a the reaponsiblM of the building designer 3.2x Impact bridging or lateral bracing required where shown++ ��'1 1e SEQ. : K 4 12 2 15 8 4.No load should be applied to any component until after all bracing and m.Installation of truss A the responsibility of the respective contactor fasteners are complete and at no time should any made greater than 5.Design assumes trusses ere to be used Ina noncorrosive environment, TRANS ID• LINK designloads beapplied toenywmd0P0M. aedassuare for ry�ndiharingata. n 5.CompuTrus has no control over and assumes no teeporwbility for the S.Designnece�ry mos full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 , fabrication,handling,shipment and ln+talatian ofcompenents. 7 Design assumes adequate drainage Is provided. January 11,2018 6 This design Is furnished subject to the limitations set mph by S.Plates shall be located on both faces of truss,and paced so their center TPIANTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines 9. MiTek USA,Inc./CopuTrus Software 7.6.8(1L)-E t0.Deg basic coits nof ectorplate desival gnplate in gn inches. msea ESR-1311,ESR-1988(MiTea) This design prepared from computer input by Pacific Lumber and Truss-BC • LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 19 2-10=( -451) 3026 3-10=( -804) 369 BC: 209 DF #168TH SPACED 24.0" O.C. 2- 3=(-2904) 974 10-11=( -680) 1938 10- 4=( 0) 842 WEBS: 2x9 DF STAND 3- 4=(-2082) 180 11- 8=(-1205) 1111 4-11=(-1506) 236 LOADING 4- 5=( -216) 259 11- 6-) -921) 205 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 7=( 0) 0 5- 6=( -179) 81 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -355) 455 TOTAL LOAD = 95.0 PSF 8- 9=( 0) 19 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) Unbalanced live loads have been BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -96/ 954V -1820/ 18200 5.50" 1.53 DF ( 625) 18'- 2.5" -111/ 1154V 0/ OH 95.50" 1.85 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 26'- 0.0" -76/ 502V -1820/ 18200 95.50" 0.80 IF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 7'- 2.7" Allowed = 0.879" MAX TL CREEP DEFL = -0.379" @ 7'- 2.7" Allowed = 1.172" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.043" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.063" @ 0'- 5.5" ICOND. 3: 70.00 ELF SEISMIC LOAD. I Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 19-06 6-06 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 7-03 5-07-08 5-05-12 1-01-12 7-06 Truss designedn the plane for wind loads of the truss only. 12 Truss designed for 4x2 outlookers. 2x4 let-ins 2.00 v M-3x4 of the same s and grade as structural top 7 chord. Insurer tight fit at each end of let-in. Outlookers must be cut with care and are M-5x12(S) 25,. _ permissible at inlet board areas only. 4 M-3x4 M-1.5x4 Q* M-3x6+ 4YW M-3x6 (4"1, _mammilimmommimmimmomm =. ===m.111.11 3 _ M-3x6 ,-I 1ow - 6 rh 1- lis, -- `� Immmmi 9 - oI o 11" I M-3x8 -M-4x4 M-3x6(S) M-3x8 o M-3x8 y 10-00-12 y 8-01-12 y 7-09-08 y E. PRQFFss y L C. �GNGINEF/9 /2 16-00 10-00 CO O -00 26-00 �-00 4f t. 89200PE 9I JOB NAME : 20450 SAGEBUILT PLAN 2483 - B1 Scale: 0.2420 W CC (1 L' WARNINGS: GENERAL NOTES, unlessotherwise noted: 9 ,OREGON I Builder and erection contractor should be educed of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� 7' 0\� 4' �'` Truss: B1 end Wsr,ss before construction commences. buildingcomponent.Applicability of design parameters and proper 2.2x4 comprearon web bracing must be installed where shown+ incorporation of component is me responsibility of the building g resigner. 14, � Q. 3.Additional temporary bracing to insure stability during censtruction Z.Design assumes the top and notion:chortle to be laterally braced al is the responsibility of Me erector.AtltliBonel permanent bracing a/ 7 o.c.and at f G o.c.respectively unless braced throughout their length by ���O'1 DATE: 1/11/2018 the overall structure is the responsibility of the buddingdesigner. 25 iniad sheathing such:b plywood aired in ere s oenand/a drywall(BC). .1-1 {- spoor M 9 3.2x Impact bringing or lateral bracing required where shown++ SEQ.: 1<412 215 9 4.Noised 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 trete and at no time should any loads greater than 5.Designtrussesare to be used in a non-corrosive environment. EXPIRES: 12-31-2019 design loan be applied m any component. end are for"dry condition"or use. TRANS ID: LINK6 Design assumes full bearing at at supportshown Shim or wedge 5.compuTrushaanocontroloverandassumesnoresponsibilityforthe n.aeJanuary 11,2018 • fabrication,handling,shipment and installation of components. mry. 7.Detgn assumes asequwe drainage is provided. 6.This deign M furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BCS!,copies of which will be furnished upon request. lines coincide with joint center lines. g.Diggs indicate size of pate in inches. Mask USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For baso connector plate design values see ESR-1311.ESR-1956(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS • TRUSS SPAN 26'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR • LOAD DURATION INCREASE = 1.15 1- 2=( 0) 19 2-13=(-1067) 4705 3-13=(-354) 227 BC: 204 DF #160TR SPACED 24.0" O.C. 2- 3=(-4819) 1035 13-14=( -988) 4121 13- 4=) 0) 405 WEBS: 204 DF STAND; 3- 4=(-4483) 909 14-15=(-1203) 3923 4-14=(-898) 109 2x9 DF #16BTR A 1LOADING 4- 5=(-3367) 899 15-11=(-1486) 4748 14- 5=(-106) 711 I LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-3143) 880 14- 6=1-664) 313 TC LATERAL SUPPORT 4= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 8=( -239) 98 6-15=( -28) 517 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 6- 7=(-4127) 1155 7- 8=1-157) 156 8- 9=( 0) 0 15-10=(-524) 288 LL = 25 PSF Ground Snow (Pg) 7-10=(-4384) 1296 OVERHANGS: 12.0" 12.0" 10-11=(-4861) 1528 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 11-12=( 0) 19 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX SORE BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Unbalanced live loads have been 0'- 0.0" -171/ 1290V -2/ 71H 5.50" 2.06 DF ( 625) 26'- 0,0" -235/ 1290V 0/ OH 5.50" 2.06 DF considered for this design. ( 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.425" @ 13'- 0.0" Allowed = 1.254" MAX TL CREEP DEFL = -1.100" @ 13'- 0.0" Allowed = 1.672" MAX LL DEFL = 0.002" @ 27'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 27'- 0.0" Allowed = 0.133" • MAX HORIZ. LL DEFL = 0.079" @ 25'- 6.5" MAX HORI2. TL DEFL = 0.140" @ 25'- 6.5" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCOL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 19-06 6-06 load duration factor=1.6, fTruss designed for wind loads in the plane of the truss only. 5-04-07 3-08-15 4-00-07 3-08-15 1-05-09 1-01-09 5-04-07 I 'f 4 1 z 1-01-1 12 2.00 v M-3x6 0 2.00 M-5x6(S) -1c, B 9 M-5x16 0.95" C --.4.11111111111111111114111iiiii -_ M-3x6 M-3x4 9 osoism r11 2 � ___ e- rD 2 '� 1 of M-3x12 M-3x4 13 la 0.25" M 13x9 M-3x12 1 o M-5x8(S) �c, EO PR OFFS i y 7-03-12 y 5-08-04 y 5-08-04 y 7-03-12 y c ° C3'INEEF#9 � . , t. 1-00 26-00 1-00 -.L- -lam 89200PE ter' JOB NAME : 20450 SAGEBUILT .'LAN 2483 - B2 Scale: 0.2420 ,....;::::).;-.....i/0 f}+ WARNINGS: GENERAL NOTES, unless otherwise noted' -�-♦ , OREGON �`�'� t Builder and erection contractor should be advised of all General Notes 1.Thisdesign u based onty upontheparameters shown and is for an individual ` �'7 �OJs �" Truss: B2 and Wa g beforeco a building component.Applicab'Ity of design parameters and proper /O q,I 1�s 2.2 4compression b bracing usi Metalled where shown+. incorporation o/component istheresponsibility of the building designer. 3.Addil anal temporary bracing to insure Nati My tludng cenehudbn 2.Design a550rr Me lop and bosom chortle to be laterally braced at ,, �. W the responsibility of Me eredor. •• anal permanent bracing o/ 2'o.c.and al 10'o.c.respectively unless braced throughout their length by .1. /.s j'1 6 t 1 \ No. DATE: 1/11/2018 the overall structure b the reGI' of the builtli continuous sheathing such as plywood required sheathing(TC)and/or dnywall(BC). ('1 l7 1r�+' aponsi ng designer. A 2s Impact bridging or lateral boadig where shown++ SEQ.: K 412 216 0 4.No load should be applied to any cost•nent until alter all bracing and 4.Installation of russ is the rewonaibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, EXPIRES:and are for"dry contldian"o/use. 12-31-2019 TRANS ID: LINK tlesign loads be applied to any compo ant s.CompuTrus has no control over and Enemas no reeporwbtidy for the B.Design assumes full bearing at all supports shown.Shim or wedge d fabrication,handling,shipment and in>itallation of components. nexsn as January 11,2018 T.Design aaeumeloadequate both 50e oprusises. 8.This desVTCA isOSI, pd ss of w to h w ill be fu nis W forth by S.Plates shall be located ce both faces of truss,and placed so their center TPmMCA in SCSI,copies of which will be furnished upon request. lines coincide with pint ceMen linea. 9.Digds 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-7317,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC ir LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" oc ICONS. 2: Design checked for net psf) uplift at 24 spacing.) TC: 2x9 DF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to mlwindforce-resisting BC: 2x4 DF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF Wind: 140 mph, h=20.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POE (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 45.0 PSF load duration factor=l.6, Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud Verticals. Refer to CompuTrus gable end detail for complete specifications. 19-06 6-06 T T T 9-00-12 10-05-04 6-06 T T T T 12 12 2.00 v4 02.00 I M-3x6(5) IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII '� a M-3x4+ Vg , irk M 2 5 ,5 n 1 _..—...gi B8 mm1_, 6 m I 8 l O M-3x8 M-3x6(S) M-3x8 O * 13-00 )' 13-00 '����a PR�FFScS' y y ��Ca tiNGl N F9 /off 1-00 26-00 �� 89200PE 1-00 9< JOB NAME : 20450 SAGEBUILT PLAN 2483 — B3 � " Scale: 0.3170 WARNINGS: GENERAL NOTES, uNess otherwise noted.. -7.j ,1 OREGON , 44, iBuilder and*motion contrader should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4" �O\ .� Truss: B3 and Wami. ngsbefore construction commences. buildingcomponent,Applicability ofdeegnparameters and proper <O './)' 14 2.2x4 compression web bracing must be installed where shown• incorporation of component is the responsibility of the building designer. 3 Additional temporary bracing to Insure SaNltiy during construction 2.Design assumes the top and bottom chords to be laterally braced at Is Sre reeporlwllby of the erector AddnlonaI permanent bracing of 7 o.c and at 101 o c.respectively unless braced throughout Meir length by R R I L� DATE: 1/11/2018 the overall structure is the responsibility of the building deem 2xcontinuousnt tbadging or such as plywood aired tlrre sho) wn.0rywall(BC). �l respo y ng ger. 3.2x Impact bntlg g lateral bracing required d where shown.. SEQ.: K4122161 4 No load annum be applied to any component until after all bradsg and 4.Installation of truss is the responsbirty of the respective contractor. fasteners are complete and at no time should any mads greater than 5.Deagn assumes trusses are to be used in a non-corrosive environment, EXPIRES: 12-31-2019 TRANS ID: LINK design loads ire applied to any componest. and am for dry full use. 5 CompuTrus bRR no control over and assumes no responablely for the 6.necessary. e scary lull bearing at all supports shown.Shim or wedge if assumesJanuary 11,2018 fabrication,rondung,shipment and Installation of components. ry- ].Design assumes adequate oll 1500 Is grossed. 6.nes design bNmlehed subject to the limitations set forth by 5.Plates shell be locales on both laces of truss,and places so thee center TPIAMTGA m SCSI,copies of which will be furnished upon request lines coincide with joint center livres. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(11.4-E 10.For baso connector plate decgn values see ESR-1311,ESR-1988(MiTek) VIII This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 6.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.Sft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 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, 00 Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3 -1 Gable end truss on continuous bearing wall UON. 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 0 0 m 2 o m MEW ad 4 M 3x4 1 ��Ep P R Q,c y 1-00 b 3-06 y ����� �NGINf;F9 '�'/�2 Ct'' :9210 yr JOB NAME : 20450 SAGEBUILT PLAN 2483 — C1 Scale: 0.9341 WARNINGS: GENERAL NOTES, unlesestherwie noted: V Ct. 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 -9L OREGON t„ 4/4 Truss: Cl and Warnings before commences. building cop t.Appliceb l ty I design parameters and proper 2.2 4compression bbracing at be Installed where shown. 2Design . rpo incorporation (component the top ai theresponsibility 1M buildingtlesigner. 3.Additional temporary bracing b sure stability dung comlruchon . andfood chords to be laterally braced e[ Y A V s the responsibility of me erector.Additional permanent bracing of 2continuous --and 110' .. apectiv ly I braced throughout their length by /O s O V 111 nl nuous sheathing such as plywood sheathing(TC)and/or drywall(EIC). DATE: 1/11/2018 the overall structure is the response*of the bulking designer. 3.2x Impact bridging or lateral bracing required where shown++ fil'��ll1 R I 1 ,, SEQ.: K4122162 a.No road should be applied to any conponem until alter all bracing and 4.Installation of truss is the responsibility of respective contractor !l 1 fasteners are compete and at no time,should any bads greater than 8.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 Comp-fru. 8.Design assumes lull bearing at all supports shown Shim or wedged EXPIRES: 12-31-2019 5.Comrus has no control over and resumes no responsibility the necessary fabrication,handling,shipment and mwllabon of components 7.Design assumes adequate drainage is provided. January 11,2018 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 TPIANICA in BCSI,copies of which.Iia be furnished upon requestlines coincide with joint center lines. 9.Digits indicate raze of plate in inches. MiTek USA,Inc./CpmpuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,EBR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 r TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 68 2-5=(-47) 53 3-5=(-149) 163 BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-130) 120 WEBS: 2x4 IF STAND 3-4=( -15) 7 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 311V -47/ 96H 5.50" 0.50 DF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -37/ 139V 0/ OH 5.50" 0.22 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.010" @ 1'- 9.3" Allowed = 0.222" 3-02-04 0-03-12 MAX BC PANEL TL DEFL = -0.009" @ 1'- 9.9" Allowed = 0.172" T 1 < MAX HORIZ. LL DEFL = 0.000" @ 3'- 2.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 2.2" 9.00 Design conforms to main windforce-resisting M-1.5x3 4 system and components and cladding criteria. 3 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, A,,._ A ll o o co Truss designed far wind loads in the plane of the truss only. N O 1 O �� 002745 1 M-3x4 M-1.5x3 l ) ) 3-02-04 0-03-12 I l I 1-00 3-06 ,<<:90 PR0Fess � S." ANG'NEF.9 /O1 89200PE JOB NAME : 20450 SAGEBUILT PLAN 2483 - C2 Scale: 0.5919 ,.-` WARNINGS: GENERAL NOTES, unlessotherwise noted: CC 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon Be parameters shown and is for an individual 9 4 OREGON �I, Truss: C2 and Warnings before construction commences, building component Applicability or design parameters and proper Da 2.2a4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. , LI �O� �+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at -7 d ",'• is me responsibility or me erector.Additional permanent bracing of T c.c.and at 10'o.c.respectively unless braced Throughout Meir length by e 8 DATE: 1/11/2018 the waren Waukee it me responsibility r me building designer. continuous sheathing such as plywood sheathing(TG)and/or drywan(ac>. apny ny o g g 3.2a Impact bridging or litters!bracing required where shown+. il,iF�R'`� SEQ. : K4122163 4 No bad should be applied to any component until after all bracing and 5 allatssumtesrruse..responsibility bebulseanhe respective meemctor. rel, 11 fasteners ere complete and at no time should any loads greater than Design design loads be applied to any component. and are hr"dry contlnlon"of use. TRANS I D: LINK s.comppT us has no control over and assumes m responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 necessary. fabrication,Mndling,shipment and installation of components. 7. snhallbe,adedon othfaceiof.wisan Ianuary 11,2018 fi.This tlWgn te furnished sable.to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIIW(CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center litres. 9.Digits indicate size of plate in inches. MiTek USA,Ing./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 DF 4i16BTR LOAD DURATION INCREASE = 1.15 1-2=(-14) 68 2-4=(0) 0 BC: 2x9 DF 51&BTR SPACED 24.0" O.C. 2-3=(-98) 25 TC LATERAL SUPPORT <= 12"0C. 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 0'- 0.0" -62/ 299V -16/ 65H 18.00" 0.39 DF ( 625) 12 1'- 5.2" -17/ 40V 0/ OH 1.50" 0.06 DF ( 625) 9.1)0 LL = 25 PSF Ground Snow (Pg) 1'- 6.0" -16/ 19V 0/ OH 0.00" 0.00 DF ( 625) Full height blocking is required at right bearing LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 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/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.000" @ 1'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 5.2" Design conforms to main windforce-resisting 3 -1 system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ir Truss designed for wind loads in the plane of the truss only. 2 /////////// -/ 4 M-3x4 1 Ea PR pF 1-00 1-06 C?�co- GINE'F-`.4n Qt 89200PE 144 9r JOB NAME : 20450 SAGEBUILT PLAN 2483 - C3 „00: � Scale: 1.0952 "+^'^ � WARNINGS: GENERAL NOTES, unless otherwise noted: I.Builder and erection contractor should be advised of ee General Notes 1.Thisdesign is based only upontheparameters shown and's forindividual Truss: C3 -94 ,OREGON ,�. and Warnings before construction commences. building co Applicability tty f0 yrs parameters pope 2.2a4 compression web brae ng must be installed where shown incorporation of component the responsibility of the building designer. A 3.Additional temporary bracing to insure debility during construction 2.Design assumes the top and bottom unless b,to be laterally braced e /O '1Y �' 1 A iO W the responsibility of the erector.AdSttOnel permanent bracing of 2 titina.end at ea o.c.such a respectively braced throughout their length by e#, S 1 DATE: 1/11/2018 the overall structure is the responsibility afthe building designee continuous ousebeammr ateha.pryng re aired nersonmor drywau(Bcy 3.2s Impact bridging or the re bracing required where shown• Ft R I O- SEQ.: K 412 216 4 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 nc fasteners are complete and at no time should any loads greater than 5.Design assumes trusty are to be used in a noncorrosive environment, design da baapplied to an antl are for"dry condition"of use. TRANS I D: LINK 6. dm�.�.has no dye:�d nen] no 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 p attunesreapondbairy for the necewry. fabrication,handling,Shipment and in llationofcomponent. January 11,2018 9t S.Peignawmeacaadequate drainage is provided. 6.This design is furnished object to the!limitations set lore,by S.Plates shall be located on both hoes of truss,and placed so their center TPIIWICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector pate deegn values see ESR-0311,ESR-19y8(M(Tek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 31; Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a (Drawings not to scale) Damage or Personal Injury MillIII Dimensions are in ft-in-sixteenths. ii‘b‘. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or X-braan TOP CHORDS diagonal9,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0'1/16 wide truss spacing,individual lateral braces themselves pmay require bracing,or alternative Tor I Dp bracing should be considered. ■_ O3. ever exceed theofthdesignloading hon and ner SIM IIM 1.1.11111L1111 O rh4 astack materials on inadequately braced trusses. lillAO 4. Provide copies is truss design to the building vg C7-8 C6-7 CS-8 For 4 x 2 orientation,locate �' designer,erection supervisor,property owner and plates 0- 14from 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. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that i�A Indicated by symbol shown and/or SYP represents values as published specified. i by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 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. tIMMO reaction section indicates joint 17.Install and load verticallyunless indicated otherwise. Mil Min size shown is for crushing only. ..E....-...--4number where bearings occur. a 18.Use of green or treated lumber may y pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.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. • is not sufficient.BCSI: Building Component Safety Information, 1 e k 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.01/29/2013