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Plans (286) C C C Lk a C L+L swice.. a- -0" -t- -� REQ IVSD r1T-0' I 9'0LAY 1 2018 CITY OF TIGARD 31JILDING DIVISION A - A4 v ® ,V 0:12 '4,12 A3 (5) - - - -v al _ M(5 r m • - - / i 412 v AtIN A2 v Al MUS26 HANGERS TYPICAL GARAGE 1TOI SF RAWIP G SUBMITTAL REVIEW I,1s reviecl is for general conformance with plans and specifications only. Approvals air,subj,a to w,utiat.tvi t performance within the confines of the contract documents. Review of dimensions will not serve to relieve the contractor of contractual responsibility for any deviation from the contract requirements. X Approved as noted Note markings _Field measurements or templates Not approved-revise and required prior to fabrication resubmit VISTA STRUCTURAL ENGINEERING,LLC www.vistastructural.com By:Dennis Heier Date: 4/30/2018 ,. .©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS SAGEBUILT 04/30/18 PLACEMENT ULAT REFER TO NS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL DRAWINGSFOR GINEER FURTHER pea umber 20817 SAGEBUILT 2119 ASH CREEK INFORMATION.BUILDING DES RESPONSIBLE FOR N RECORD PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING GARAGE / LEFT CHECKED BY: DESIGNER/ENGINEER OF RECORD TO & TRUSS REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 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. MiTek$ MiTek USA, Inc. 250 Klug Circle REC,EIVE Corona, CA 51 245-9525 80 Re: 20817 SAGEBUILT 2119 ASH CREEK MAY 17 1018 ROOF DESIGN INFO CITY OF TIGARD BUILDING DIVISION 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: K4557713 thru K4557720 My license renewal date for the state of Oregon is December 31,2019. QED PRO,cc ( $Gl� NEFq s/0 89200PE f 40,OREGON 1, <O qk 14 2°� P4 'yERRIU- 40 42: '" April 27,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's 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 ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. Design conforms to main windforce-resisting BC: 2x4 DF #1&BTR 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: 140 mph, h=21.7ft, 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, 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 lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1 12 a 3.00 I '. il 0 4 3 I . P mss 0 1-00 �`(, 17 00 ENGIN E, /O 2 • ...-1,, 89200PE 9< JOB NAME : 20817 SAGEBUILT 'i2119 ASH CREEK - Al A,411./� Scale: 0.4588 WARNINGS: GENERAL NOTES, unless otherweenoted! 1.Builder and erection contractorshOuld be advised of all General Notes 1.This design is based only upon the parameters hown and 4 for individual OREGONt. �/ Truss: Al and Warnings beforeconstructtmcammences. building component.Applicability of design parameters and p pe /x 2.2x4 compression web bracing Must be installed where shown+. incorporation of component is the responsibility of the building designer. A ` �1. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom chortle W be laterally braced al L<O 4 Y 14 0 is the responsibility of the erector.Additional permanent bracing of 2'titin end at 13 o.c.respectively unless braced throughout their length by continuous sheathing such as pywood ing(TC)and/or drywall(BC). L's� �V DATE: 4/27/2018 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 4 5 5 7 713 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. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, aTRANS I D: LINK design loads be applied to any component. Design are for condition" t a 5.CompuTrus has no control over and assumes no responsibility for the e.Deegwassumes full bearing at all supporta shown.Shim or wedge it EXPIRES: 12-31-2019 ry- p fabrication,handling,shipment and installation of components. 7.Design assumes adequate onborainace is truss,e. April 27,2018 A This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center v TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. I 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) • r • • This design prepared from computer input by • Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -31) 1 8- 9=(-129) 787 2- 8=( -279) 193 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND; 2- 3=( -117) 93 9- 6=(-208) 1173 8- 3=( -931) 231 2x6 DF #2 A 3- 4=(-1093) 192 3- 9=6 0) 460 LOADING 4- 5=(-1266) 282 9- 4=( -172) 195 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -76) 170 5- 6=(-1481) 373 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 27 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF LETINS: 0-00-00 2-00-00 • LL = 25 POE' Ground Snow (Pg) BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -156/ 824V -186/ 62H 5.50" 1.32 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 17'- 0.0" -157/ 836V 0/ OH 5.50" 1.34 DF ( 625) t BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Design (- psf) uplift at 24 "oc spacing. II GOND. 2: checked for net(-5 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 = -0.093" @ 11'- 4.4" Allowed = 0.804" MAX TL CREEP DEFL = -0.220" @ 11'- 4.4" Allowed = 1.072" MAX LL DEFL = 0.002" @ 18'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 18'- 0.0" Allowed = 0.133" i 1: MAX HORIZ. LL DEFL = 0.013" @ 16'- 6.5" MAX HORIZ. TL DEFL = 0.020" @ 16'- 6.5" 5-08 5-08 3-08-12 1-11-09 Design conforms to main windforce-resisting T I' T f f f system and components and cladding criteria. 1 M-1.5x32 3.00 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), li load duration factor=1.6, I I'. End vertical(s) are exposed to wind, X Truss designed for wind loads M-3x9 in the plane of the truss only. VW M-1.5x3 M-4x9 04 7 m ass A o II 1 u6 �� 8 8 M-3x4 M-3x4 M-9x8 J'' * l 8-06 y >L 8 06 y y �Q`E0 PROFFs 1-00 ri•,.,,. 17-00 1-00 �5� �CNGINEF9 `s/O :9200PE 9r JOB NAME : 20817 SAGEUILT 2119 ASH CREEK - A2 Scale: 0.3338 .4114114,"/e5n,""... WARNING GENERAL NOTES, unless otherwise noted'. rO Truss: A2 1.S-Ida d erectionshouldb dvsedofall General Notes 1.Thisdesign isbased shy upontheparameters shownandisin individual 'yL 4,OREGON to and YWAarlga before construction building component Applicability f design parameters and proper 1.. 2.2 4 compression b bracing must be'stalled where shown+. incorporation of component mresponsibility of the building designer. ,S �OA N�� 3.Additional temporary bracing t stability during contraction 2 Design assumes the top and bottom chords to be laterally braced 1 <O ry 1 4 is the rapponsib tty f the erector.Additional permanent bracing of z .c.and at 16 o c.respectively unless braced throughout their length by DATE: 4/27/2018 the ones structure i.the recontinuous sheathing such plywood sheathing(TC)anmor drywan(BC). 0- DATE: of the building designer. 3.2x Impact bridging or lateral bradng required where shown.. SFR R I a- SEQ.: 0<4 5 5 7 714 4.No bad would be applied to any component until after all bracing and 4.Installation of truss b the responsibnny or the respective contractor. fastanemw 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 lMda be applied to any component and are for"dry condition"of use. S.Goren-bus has no control over and assumes no responsibility for the 8.Designassumes hit bearing et all supports shown.Shim or wedge it EXPIRES: 12-31-2019 mumm fabric handling,shipment and Installation of components. ry p 6.This duct is furnished subject to the limitations set forth by 8.Design assumes adequate drainage is provided. April 27,201 8 8.Plates shall be betted on both faces of truss,and placed ass their center179186/71111in SCSI,copies of which will be furnished upon request. lines Coincide with Joint center lines. S Digits indicate sin of plate in inches. MiTek I.SSA,lnc./CampuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19811(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=) -33) 2 8-10=) -4) 27 8- 2=( -787) 217 5-13=( -4) 93 BC: 2x4 IF #16BTR SPACED 24.0" O.C. 2- 3=( -393) 180 9-11=(-214) 1327 8- 9=( -158) 236 12-13=( 0) 24 WEBS: 2x4 DF STAND; 3- 4=( -919) 146 11-13=(-440) 2017 2- 9=( -166) 798 13-14=( -165) 764 2x6 DF #2 A LOADING 4- 5=(-1418) 288 12-14=) -21) 97 10- 9=( 0) 90 13- 6=( -262) 1227 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=)-2002) 458 19- 7=(-172) 791 9- 3=) -274) 129 14- 6=( -322) 96 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) -14) 21 9- 9=)-1044) 206 6- 7=(-1006) 231 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 4-11=) O) 327 11- 5=( -684) 230 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-3x4 where shown; Jts:2,4-5,8,11,19 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 0'- 0.0" -157/ 820V -180/ 63H 5.50" 1.31 DF ( 625) 16'- 9.0" -109/ 711V 0/ OH 5.50" 1.14 DF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'cc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = -0.061" @ 13'- 5.9" Allowed = 0.792" MAX TL CREEP DEFL = -0.139" @ 13'- 5.9" Allowed = 1.056" MAX HORIZ. LL DEFL = 0.036" @ 16'- 3.5" MAX HORIZ. TL DEFL = 0.059" @ 16'- 3.5" 2-03-12 5-06 ' 5-07-12 1-04-12 1-10-12 Design conforms to main windforce-resisting T - I f '1 1' T system and components and cladding criteria. 1 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a 3.00 Enclosed, Cat.2,(All Heights), Exp.B, MWFRS(Dir), M-1.5x3 d ftft "' End vertical(s)aare rexposed to wind, I Truss designed for wind loads n the plane of the truss only. Gap I 4 5 M-4x8 Aar. 6 �j/ yam co !i �� I-- / Oq 11 03 A p fB 2S 10 of f 12 19 ** 7 �O M-5x8 M-1.5x3 M-6x10 M-1.5x3 M-5x8 1 b y b . y 2-03-12 5-09-08 5-06 1-03 1-10-12 J, y y y y ���EO P R OFF„ 1-00 2-05-08 11-00 3-03-08 y 16-09 ��� F.NGINEF9 s/p2p ;9200PE % JOB NAME : 20817 SAGEBUILT 2119 ASH CREEK - A3Scale: 0.3263 '` ' • WARNINGS: GENERAL NOTES, unless Otherwise noted: 1.Builder and erection contractor>!Il Auld be advised of all General Notes 1.This design is based only upon the parameters shown and s for an individual OREGON Ix tv/ Truss: A3 and Warnings before construniancommenced building component.Applicability Of design parameters and proper L A 2.2.4 compression web bracing mus be installed whore shown.. incorporation Of component la the responsibility of the building designer. !���Y 2-°\ . ♦ 1� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords m be laterally braced at •- �,^ is the responsibility f the erectd7_Additional t bracing f 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ponsi ty o permansn 9 o continuous sheathing such as plywood gMalhing(TC)and/or drywall(BC). (/� ` DATE: 4/27/2018 the overall structure is the respensbiltly of the budding designer. 3.2s Impact bridging or lateral bracing required where shown.. R R 1 A.' SEQ.: K 4 5 5 7 7 1 5 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility 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, TRANS ID: LINK design mads beapplodtrol component. and are E"dry condition" caw wedge 5.CompuTraehas nocontrolover and asamasnsresponsibility for the 6.Dernecessaryfull bearing supports p fabrication,handling,shipment and installation rd components. 7.Design assumes adequate drainage is provided. April 27,2018 6.This design is furnished subject to the limitationssal forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA 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) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -31) 1 7-8=(-138) 770 2-7=( -279) 192 BC: 2x4 DF #I&BTR SPACED 24.0" O.C. 2-3=( -117) 93 8-6=(-247) 1098 7-3=( -911) 229 WEBS: 2x4 DF x6 DF #2 ADS 3-4=(-1050) 205 3-8=) 0) 436 LOADING 4-5=(-1195) 301 8-4=( -140) 184 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6-( -26) 4 5-6-(-1342) 326 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"00. UON. I' TOTAL LOAD = 42.0 PSF Ii.• BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 0-00-00 1-09-01 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -157/ 820V -181/ 63H 5.50" 1.31 DF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16'- 9.0" -109/ 711V 0/ OH 5.50" 1.14 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. • • ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Desi checked for net(-5 Design psf) uplift at 24 "cc spacing. y AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = -0.097" @ 11'- 4.4" Allowed = 0.792" MAX TL CREEP DEFL = -0.236" @ 11'- 4.4" Allowed = 1.056" �', MAX HORIZ. TL DEFL = 0.019" @ 16'- 3.5" �II,y l Design conforms to main windforce-resisting 5-0p 5-08 3-08-12 1-08-04 system and components and cladding criteria. T T f f T T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 M-1.5X3 f. a 3.00 load duration factor-1.6, f 2 I End Vertical(s) are exposed to wind, Truss designed for wind loads I in the plane of the truss only. • M-3x4 3 rip i M-1.5x3 cal 4 • • r • ::x4 / III t III e * 6 o M-3x4 M-3x4 M-6x10 • ) y y 8-06 8-03 y �Ig' P�OFFs 1-00 16-09 �cj� �NGINEF `r/0 #'1) 2 I ....._',./ 89200PE• 9r • JOB NAME : 20817 SAGEiUILT 2119 ASH CREEK - A4 • Scale: 0.3513 " riejj1P • WARNIN(i>( noted, NOTES, unless otherwise netl' Truss: A4 I.Builder Sq enaction contractor should be advWed of all General Notes I.This design is based onty upon the parameters shown and is for an individual 7, "�OREGON ti ,� and before construction commences. building component.Applicability of design parameters and proper Vs 2.2a4 co sion web bracing must be installed where shown t. incorporation of component is the responsibility of the building designer. O.AddBa temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced al '0 y 14 200 �4 is the s bility of Me erector.Additional permanent bracing of 2'o.c.and a[ID os.respectively unless braced throughout their length by b wN DATE: 4/27/2018 the on stru lure is the responsibility the der nen. continuous sheathing such as plywood sheathing(TC)ander tlrywall(BC). ///��� V ofbudding g 3.2a Impel brf tue or lateral bracing requiredof the where shown*+ �/E j]O'�\ SEQ.: K 4 5 5 7 716 4.No aadeIlnuld be applied to any component until after all bracing and 4 Installation of truss is the responsibility or the respective contractor. `1 l fl y fastensel 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*ea be applied to any component. am are or°anddndhad ar".e 5.Compullu has no consul over and assumes no responsibility for the fi.Design assumes hal bearing al all supports shown.Shim or wedge it EXPIRES; 12-31-2019 rabricalrt,handling,shipmentnecessary. pp andnelimationofcoford,tete. T.Detgnassumes adequate drainage isprovided. April 27,2018 B.This dwi is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WrA a 13051,copies of which will be furnished upon request. lines winkle with joint center lines. 9.Digits indicate size of plate in inches. MiTek 1/6A,Ino./CampuTrue Software 7.6.8(1L)-E 10.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 16'- 9.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TC: 2x4 DF #l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 DF #16BTR 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: 190 mph, h=21.7ft, 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, 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 IAC 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. • • • 1 12 • a 3.00 2• 3 y • 00 PR,p e 1-00 16-09 45.? �CNGINF�r9 /029 • • 89200PE JOB NAME : 20817 SAGEBUILT 2119 ASH CREEK — A5 Scale: 0.9695411.111 WARNINGS: GENERAL NOTES, unless th of d: 1.Builder nd erection contractor should be advised of all General Notes 1.This design is based only upon the parameters ho and is for dividual -yL 4 OREGON e, Lted Truss: A5 and Warnings before constructionco ends. building component Applicability fdesignparameters and proper /v ys 2.204 compression web bracing 4aybe stalled where shown+. corporation of component'theresponsibility Int buildingdesigner. A 20♦ 3.Additional temporary bracing to Qslre stability during construction 2.Design assumes the top dbottomchortla to be throughout at �O is the responsibility of the erecto rod Tonal permanent bracing of o.c.and at 1 G o.c.respectively unless braced throughout to ir length by n DATE: 4/27/2018 the responsibility structure is the ree m rtne bulkil der continuous sheathing such as bracing rplywood ahead where)and/or drywati(SC). �J apo y o ng designer. 3.2s Impact bridging or lateral required where shown++ FR R I L�- SE K 4 5 5 7 717 9,No road should be applied to any component until alter all bracing and a.Inatallatron of truss is the responsibility of the respective contractor. 4' fasteners are complete and al no time should any leads 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"al use. TRANS I D: LINK 5 CompuTrus hes no control over end assumes no rosponsibil y for the G Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12-31-2019 fabrication,handling,shipment and installation of components. wry. 7.Pevshall be oneoth ageace is April 27,Z0 10 6.This design is furnished subject to the limitation sal forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9 Digits indicate Nee of plate in inches. Wick USA,Inc./CompuTrus Software 7.8.8(1L)-E 10.For basicconnector plate design values see ESR-1311,ESR-1988(MiTek) f a This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 34'— 0.0" COND. 2: Design checked for net(-5 + TC: 2x4 DF #1&BTR 9psf) uplift at 24 "oc spacing. LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #165TH I� 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: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been JAI TOTAL LOAD= 42.0 PSF load duration factor=l.6, considered for this design. 1Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. t.. • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND DEC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 1 Ii' • 17-00 17-00 12 4.00 f7 M-4x4 12 3 44.00 ply 1 >js Ilia4 0 7 M-3x6(5) 0 M-3x4 • M-3x4 b 17-00 J" (XicO PROP,ess 7-00 i-ooy " 5 GINFF /0 -oa ,34-00 cZS :9200PE 9r JOB NAME : 20817 SAGEUILT 2119 ASH CREEK - B1 18 Scale: 0.2461 '411.11111 . e.WARNI GENERAL NOTES, unless otherwise noted' Q Truss• B1 Builder pd erection contractorWould be advised of all General Notes Th s design is based only upon the pareme ere shown and is for an Individual 9� ,OREGON and Melange before construction oommencea building component.Applicability of design parameters and proper 2.2x4 carrraaeion web Lacing must be installed where shown+. incorporation of component Is the responsibility of the building designer. �a 3.Addliolrl temporary bracing to insure stability during construction 2.Design assumes the top and bottom for to be laterally braced r <O 1 1 I V\ �1 is the re)ponsibilily of the erector.Additional permanent bracing of 2'or.and at 10 co.respectively unless braced throughout their length by 4 t b r DATE: 4/27/2018 lite ox rmaure is the re continuous sheathing such as plywood sheathing(TG)and/or arywan(BG). art responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � �'�� S E K 4 5 5 7 718 4.No loa�awld be applied to any component unto after all bracing and 4.Installation of truss Y the responsibility 4•: tbuoftaerespective contractor. foatewMare complete and at no time should any loads greater than 5.and assumes trusses are u be used in a noncorrosive environment, TRANS ID: LINK design Ods be applied to any component. and are for"dry condsion"ofuw 5.Compileshes no control over and assumes no responsibility for the 8.De�gn�assumes fir bearing at all supports shown.Shim or wedge if EXPIRES: 12-31-2019 fabrieetbd,handling,shipment and Installation of components. ry- .(p 6.This de n is furnished subject to the limitations set forth by T.Pesignaasumelced on drainagetfis rsisetlApril Z7rZ0 IO 6.Plates shall be located on both truss,facesoland placed wtheir center TPIH9Tp in SCSI,copies of which will be furnished upon request. linea coincide with joint center linea. MiTek 9.Digits indicate size of plate in inches. l/SA,Ino./CompuTrus Software 7.6.B(1L(-E 10.For been connector plate design values see ESR-1371,ESR-1988(Mak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 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) 36 2-10-(-609) 3175 3-10-)-309) 190 BC: 2x9 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-3435) 705 10-11=(-468) 2685 10- 4=( 0) 458 WEBS: 2x4 DF STAND 3- 4=(-3137) 617 11-12=(-487) 2685 9-11=(-794) 236 LOADING 4- 5=(-2209) 507 12- 8-(-628) 3175 11- 5-(-166) 1065 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2209) 507 11- 6=(-794) 236 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3137) 617 6-12=( O) 458 TOTAL LOAD = 42.0 PSF 7- 8=(-3435) 705 12- 7=(-309) 190 OVERHANGS: 12.0" 12.0" 8- 9-( 0) 36 LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -217/ 1542V -83/ 83H 5.50" 2.97 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 34'- 0.0" -217/ 1592V 0/ OH 5.50" 2.47 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = -0.221" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.520" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.079" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Ili Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 17-00 17-00 load duration factor-1.6, 1' 1' f Truss designed for wind loads 6-01-15 5-04-03 5-05-15 5-05-15 5-04-03 6-01-15 in the plane of the truss only. T T T 1' T 1' 1' 12 12 4.00 t' M-4x6 a 9.00 • 4.0" 5 ' M-3x4 iiiii 3.0„ M-3x4 • r+ M-1.5x3 M-1.5x3 7 73 4., l �.a m 10 11 12 8 II 2 M-3x8 M-3x4 0.25" M-3x4 M-3x8 0l M-5x8(S) ���EO PROFF�,, y ), y J, ), CO GINE /A- 8-10-14 6-01-02 8-01-02 8-10-14 y y F9 O•v� 1-00 34 00 1-00 ,,,,_41.1 :9200PE • JOB NAME : 20817 SAGEBUILT 2119 ASH CREEK - B2i ce.• Scale: 0.1856 -L i' WARNINGS: GENERAL NOTES, unless otherwise noted: I.guilder and erection contrador r Id be advised of all General Notes 1.This design b based only upon the parameters shown and is bran individual OREGON kr� Truss: B2 and Warnings before constructdn mmenaes, building component.Applicability of design parameters and proper A 2.2x4 compression web bracing n be installed where shown a. incorporation of component is the responsibility of the building designer. ` 3.Additional temporary bracing to re stability during construction 2.Design assumes the tap and bottom chortle to be laterally braced et L<0 "i' 14 0 is the bili I the eredc r. ibanal t bracing ( 2'o c.and at 10 o.c.respectively unless braced throughout their length by responsibility a permanen g o continuous sheathing such as plywood sheathing(TC)and%or drywall(BC). le DATE: 4/27/2018 the overall structure'e the respcn bitty of the building designer. 3.2x Impact bridging or lateral bracing required where shown o o 4 /41311..\- SEQ.: R's+\- SEQ.: K4 5 5 7 719 4.No lad should be applied to any component until alar all booing and 4.Installation of truss is the responsibility of to respective contractor. fasteners are complete and.t nb tine 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. Design gra lssumy mndbm ring"of at a. 5.CompuTrus has no control over antl assumes m bilit for the fi. �aasumea NII bearing at all supports shown.Shim or wedge it EXPIRES: 12-31-2019 responsibility B, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. April 27,2018 6.This design is furnished subject to the limitation•set forth by B.Plates shall be located on both faces of truss,and placed so their center a TPIPVICA in BCSI,copes 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-1986(MiTek) f • This design prepared from computer input by ' Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 34-00-00 GIRDER SUPPORTING 16-09-00 IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x6 DF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-16676) 3504 1- 8=(-3280) 15732 8- 2-) -362) 1980 11- 6=(-3006) 664 BC: 2x6 DF 2400E 2- 3=(-13648) 2904 8- 9= 3268 15666 2- 9= 3006 664 6-12-) -362) 1980 j' ( ( ) WEBS: 2x4 DF STAND; [ LOADING 3- 4=(-10502) 2264 9-10=(-2628) 12766 9- 3=( -562) 2804 2x6 DF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=(-10502) 2264 10-11=(-2628) 12766 3-10=(-3612) 802 �'. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 34'- 0.0" V 5- 6=(-13648) 2904 11-12-(-3268) 15666 10- 4=(-1330) 6312 TC LATERAL SUPPORT 0= 12"OC. UON. BC UNIF LL( 184.4)+DL( 145.4)- 329.8 PLF 0'- 0.0" TO 39'- 0.0" V 6- 7=(-16676) 3504 12- 7=(-3280) 15732 10- 5=(-3612) 802 BC LATERAL SUPPORT 0- 12"OC. DON. ('i 5-11=( -562) 2804 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • ( 2 ) complete trusses required. li REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Attach 2 ply with 3"x.131 DIA GUN I' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR DSPSF LIVE LOAD. TOP 0'- 0.0" -1408/ 6694V -7R/ 780 5.50" 9.99 DF ( 670) 34'- 0.0" -1408/ 6694V 0/ OH 5.50" 9.99 DF ( 670) nails staggered: • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 2 row(s) throughout 2x6 top cho,ds, 9" oc in 2 row(s) throughout 2x6 bottom a ords, 9" oc in 1 row(s) throughout 2x9 webs, 9" oc in 2 row(s) throughout 2x6 webs. ;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 = -0.342" @ 22'- 2.4" Allowed = 1.654" MAX TL CREEP DEFL = -0.808" @ 22'- 2.4" Allowed = 2.206" MAX HORIZ. LL DEFL = 0.106" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.178" @ 33'- 6.5" I Design conforms to main windforce-resisting system and components and cladding criteria. iWind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, • Truss designed for wind loads in the plane of the truss only. 17-00 17-00 f T T 1' 7-00-07 ) 5-00-10 4-10-14 9-10-19 5-00-10 7-00-07 +_Laterally brace to roof diaphragm. T 1' T T T T T +-2x4 brace required 12 12 4.0017 M-9x8 I. 4 4.00 i, 9.0" i III ipop M-3x8 M-3x8 R• 3 5 1 .....) -` N M-3x6 M-3x6 2 • 1 M-5x16 I', M-5x16 0 o 14-33(9 M-3x4 M-5x6 100.25" M-5x6 M-3x6 M-3x9 l I M18HS-8x10(S) y k--« y y y )' y '<r(5EO PROP y 6-10-11 9-10-14 5-02-06 5-02-06 4-10-14 6-10-11 y @mac. �N0I NFF9 tI ""1,........ 34-00 • �� :9200PE r JOB NAME : 20817 SAGEOUILT 2119 ASH CREEK - B3 uJi Scale: 0.2108 WARNINGS( GENERALNOIES, unless othenvise noted, O Truss B3 1.Builder*derectionconlreaorshouldbeadvisedofallGeneralNotes t.Thisdesgnisbasedoneupontheparametersshwnandisforanindividual '9 4 OREGON /.!?./ � • and 0Yeacw before construction commences. building component.Applicability of design parameters and proper 2.2x4 ion web bracing must be installed where shown•. leege relion rofe component is the resporwbilo of the laterally baa designer. �,i� 3.Addle temporary bradng to insure stability during construction 2.Design assumes the top and bottom chards to be brecetlen /O 14 y A is the ibility of the erector.Additional permanent bracing of c o.c.and at 18 o.e.respectively unless braced throughout their length by �/ DATE: 4/27/2018 the woe structure is the reeponsibillty of the building designer. continuous sheathing such as plywoodaheathinerite)and/or drywall(BC). 3.In2Imptctbnahug or therelpredngitrequired ewhpe shown8 FRRILk- SEQ.: K4557720 a.No toed Iabeappliedtaany�mponememnafter aubracing and a.metanatanornus.enerespsnaiamymmerespe<evecan<reaor. fasten complete and at no time should any loads greater than 5.Design assumes trews are to be used in a noncorrosive environment, TRANS I D: LINK design I be applied to any component and are for"dry Condition"et use. 5.Compo hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12-31-2019 mmmtabrice handling,shipment and installation of components. ry .Ip 7.Design assumes adequate nit oface is provided. April 27,2 1 8 8.This d re furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their center TPIMlr m BM,copies of which will be tarnished upon request. linea coleoldo with(Dint center lines. 9.Diggs indicate dee at plate in inches. MiTek LOA Inc./CompuTrus Software 7.6.8(1L)-E I0.For basic connector plate design values see ES12-1311,ESR-1988(MRM Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) l P ai Datlra or Personal offsets are indicated. gInjury 1EDimensions are in ft-in-sixteenths. irilb,„ 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-bradng,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For Q-/'16' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I IliniElli 0 O p bracing should be considered. 3. Ngver exceed the design loading shown and never , U U o_ stack materials on inadequately braced trusses. 16111,1bli CI-C9 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-B c6-7 cs-s F- designer,erection supervisor,property owner and plates 0 'hA'from outside BOTTOM CHORDS allother 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. sign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT th environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. 11l less otherwise noted,moisture content of lumber $h ll not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. (.1less expressly noted,this design is not applicable for with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate to.0 mber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 re ponsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 mber for dead load deflection. the length parallel to slots. 11.pl to type,size,orientation and location dimensions In icated are minimum plating requirements. LATERAL BRACING LOCATION 12.I. mber used shall be of the species and size,and Southern Pine lumber designations are as follows: n all respects,equal to or better than that i� Indicated bysymbolshown and/or SYP represents values as published walled. �/ 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. MIO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ._ Mu 18.Use of green or treated lumber may pose unacceptable ii.--,4environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: 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 is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 1\iliTeke 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