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Plans (206) c7:041S-O .)-1/ 4a-0" • r 17'-0" I 23'-0' 4 c .4:12 4 Q 1 E i E I 3 : 4:12 CO m m - � ' 0 0 :7i 4 En Lo v 4 CD *I- i E 3 3 3 : 3 m m 4:'12 • . E 3 I i i i . /! ! i i HUS26 1 1 8:19 8:12 8-'12IC .1 @:12 y C1 4_1 F2m• o L.i 21'-8" 40'-0"I 5'-4" I 13'-0" - ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 11/20/15 PLACEMENT RUSS Cn COULATREFER N3 NDD PROJECT TITLE: REVISION-1: DRAWINENGINEGS FOR STRUCTURAL ® ' DRAWINGS FOR ALL FURTHER J-1847 STONE BRIDGE INFORMATION BUILDING DESIGNER/ENGINEER OF RECORD1 u PLAN: DRAWN BY: JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS M er TO TRUSS CONNECTIONS.BUILDING J / 1847-308 CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALLOTRUSS �,O M P A N Y DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONsrnuc7loN. +OC 0.114"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. =E <4,104157.1,Sr RAZ' MiTekII MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-1847 STONE BRIDGE 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: K1547019 thru K1547035 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �� PROFFS �� GIIV� ic1 S,�Q� 89782'E �'cr 7 OREGON'12 4,0,7 P'UL *, "TC 24112046— November 4 1128 •-•••.•„-- November 20,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. 1 This design prepared from computer input by JR LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF t116BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 36 2-5=1-300) 959 3-5=(-501) 282 BC: 2x4 KDDF k16BTR SPACED 29.0" 0.0. 2-3=(-533) 250 5-4=(-126) 101 r WEBS: 2x4 KDDF STAND 3-9=1 -89) 81 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. 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" -75/ 559V -91/ 11.9H 5.50" 0.89 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -49/ 412V 0/ OH 5.50" 0.66 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. For hon specs. - See approvedBOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP hanger ecs g p plans 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 BC PANEL LL DEFL = -0.278" @ 5'- 1.0" Allowed = 0.423" 5-04-14 4-07-02 MAX BC PANEL TL DEFL = -0.278" @ 5'- 1.0" Allowed = 0.564" 1 I T MAX HORIZ. LL DEFL = 0.004" @ 9'- 8.5" 12 MAX HORIZ. TL DEFL = 0.005" @ 9'- 8.5" 4.00 0 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x5 4 .. Wind: 190 mph, h=l5ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, End vertical(s) are exposed to wind, M-3x5 M-1.5X9 Truss designed for wind loads in the plane of the truss only. M-1.5x3 I, M-3x5 3/' ern Truss designed for 4x2 outlookers. 2x4 let-ins c' ------ i of the same size and grade as structural top l r chord. Insure tight fit at each end of let-in. - M-1,5x9 _.`>-- �i Outlookers must be cut with care and are y ,--------a__ j rn permissible at inlet board areas only. • M-3x5 / j� - t - I 0 • M %_ O IM-3x9 M-3x4 1 9-08-08 0-03-08 1-00 to-00 y ��p PRQ ..6.s� • �c.�\� �NGINE `4 /�fy 8.782PE 9c, JOB NAME : J-1847 STONE BRIDGE - Alt '' • __.. Scale: 0.4735 / '. s.. IV WARNINGS: GENERAL NOTES, unlessother*. ted Cs. 40 Truss: Al 1.Builder and erection contractor should be advised of all Genera)Notes 1.Thisdesign is based only upontheparameters shown and Is for an individual • -74,OREGON Qyy • and Warnings before construction commences building component.Applicability ttl g parameters and proper //� sry 2.2k4 compression web bracing must be installed where shown e. incorporation of component k the responsibility of the building designer. .<9�. VA r,"Y V 3.Additional temporary bracing to Insure stability during construction 2.Design and t o the lap and bottom chords to be laterally gho braced at 77 �`lT(•.t is the responeibilily of the erector.Additional permanent bracing or c o.c.and at 10'o.c.respectively unless braced throughout their length byit RATE: 11/20/2015 the ovealstructure isthe res responsibility of des wmmuousridgingorg stenlbas atywgreuiredwerc)anaordrywan(ac). PA UL R pane N o g designer. 3.2a Impact bridging or lateral bracing required where shown SEQ.: K154 7 019 0.No bad should be applied to any component until after all bracing eM 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no bine should any bads greater men 5.Design assumes trusses are to be used in a non-corrosNe environment. r and are for"dry condition"of use. design loads be applied to any component. TRANS ID: LINK s.c rpsnasnpcpnbmpverandassumesnares 6.Design assumesfullbearingatallsupportsshown.Shimorwedgeit EXPIRES: 12/31/2016 ompu r responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 20,2015 . B.This designs furnished subbed to the imitations set forth by B.Plates shall be located on both faces of truss.and placed so their center • TPIIWfDA in SCSI,copies of which will be furnished upon request knee coincide with joint center lines. • MiTek USA,Ina/CompuTrus Software 7.6.7SP2(IL)-E 70.FFor baits sic cptnnectsrplatee sRe of ttl dee in sign 1371,ESR- gn values see ESR- 196B(014k) - This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/D0F/Cq=1.00 - TC: 2x9 000E kl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5-I-300) 959 3-5=(-501) 282 - BC: 204 KDDF tl1&BTR SPACED 24.0" O.C. 2-3=(-533) 250 5-4=1-126) 101 WEBS: 294 KDDF STAND 3-9=( -84) 81 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)0DL( 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -75/ 559V -91/ 119H 5.50" 0.89 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -99/ 912V 0/ OH 5.50" 0.66 KDDF ( 625) •' For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 BC PANEL LL DEFL = -0.278" @ 5'- 1.0" Allowed = 0.923" MAX BC PANEL TL DEFL = -0.278" @ 5'- 1.0" Allowed = D.564" MAX HORIZ. LL DEFL= 0.009" @ 9'- 8.5" MAX HORIZ. TL DEFL = 0.005" @ 9'- 8.5" 5-04-14 4-07-02 f_- ( T 12 Design conforms to main windforce-resisting system and components and cladding criteria. 1 4.00 Ii M-1.5x3 4 ' Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Pload duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 _3.-----______.----------- n Ir \\\ o to I - Mit it I }y 5 _ IM-3x4 M-3x9 9-08-08 0-03-08 1-00 10-00 1 VD P R �,NGIN F�`'/O 42:"• :9782PE -9c' JOB NAME : J-1847 STONE BRIDGE - A2 ----,7 Scale: 0.9735 Ivir to, 43 1.WABuilder G. hRAeiNOTES, unless otherwise teramete J. -VP-,/ OREGON N. 1.Builder ant erecters contractor should be advised oral General Notes 7 Thisdesign-s based only upon the parameters shown and is for an individual (% ,I Q Truss: A2 and Warnings before construction commences. building component Applicability of design parameters and proper V n 2.2x4 compression web bracing must b installed where shown... Incorporation of component s the responsibility of the building designer. „e•J r,� f V • 3.Additional temporary bracing to Inc t bTty during construction 2.Design assumes the top est bottom chards to be laterally braced at f••j J s the responsibility of the erector.Additional permanent bracing of continuous and at sheathIf ing such a ptlely unless braced throughout their siglh by DATE: 11/20/2015 the overs)structure is the responsibilityI the buildin de sheathing such as powaed sheathing(TC)and/or drywall(BC1 p/S' p y •�' `'' o g sgner. 3.2x Impact bridging or meal braang required where shown.. PAUL L SEQ.: K1547020 4.No bad should be appaed many component unttl after aN bradcg and 4.Design of truss is the respobeueyaloha respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are le be used In a noncorrosive environment. r •' TRANS ID'• LINK design loads be applied to any component. and are for"dry condition"of use. 5,CompuTrushasnocontroloverandassumesnoresponsibilifyforthe fi.0eecce6�ssumesmlbearingatalleupponashown.Shimsosedgeit EXPIRES: 12/3.1/2016 fabrication,handy necessary. handling, subject and re Ser,installation ofcompona Ns. 7.Design assumes adequate drainage s provided. November 20,2015 B.This design s furnished subject to me limitations col form by 8.Plates shall be located on both faces of buss.and gland so their center TPINWCA In SCSI,copies of which will be furnished upon request lines coincide with pint center lines. es. MiTek USA,Ino/CompuTrus Software 7.6.7SP2(1L)-E B. Digits �bassw connectors plate of ds�gn values g^values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 91'- 9.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing._] TC: 2x9 KDDF klsBTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF k1sBTP. SPACED 29.0" O.C. NOTE:Design assumes moisture content does WEBS: 2x9 KDDF STAND not exceed 19 at time of manufacture. LOADING TC LATERAL SUPPORT <= 12"OC, TON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 92.0 PSF Wind: 140 mph, h=22.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirt, vertical members (uon). load duration factor=1.6, M-3x4 where shown; Jts:2-9,6-9 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL End vertical(s) are exposed to wind, M-:3x5 where shown; Jts:10-15 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 min typical 36"oc (uon). Note:Truss design requires continuous l bearing wall for entire span UON. Gable end truss on continuous bearing wall. M-1x3 or equal typical at stud verticals. Refer to MiTek gable end detail for 21-00 20-09 complete specifications. • 11-04-07 9-07-09 9-07-09 11-01-07 • • • 1 ( —_I 9-00 5-04 5-04 1-04f1-04 5-04 5-04 8-09 ( 1 I 1 1' 'f T I 12 12 4.00 M-4x6 =T 4.00 5 :a 6 E04, M-3x5 ��- j� " M-3x5(S) "�� M-3x5(5) oc, ,-- • A . . . 1 i LII ,Lri _i_i ._.. .: _1.2. ram �/ - III 2 . \e __....-----.0 gill '‘'... . li I _ : 41-r-7-71.1---!' , O 10 11 12 13 19 15 O M-3x5(S) M-3x5(S) - M-4x4 9-00 5-04 5-04 2-08 y 5-04 5-04 8- �� . .PROFeS 16-09-10 8-04-13 16-06-10 �\ Fi� /9 -3 GINS 1-00 41-09 B9782T E• 9c-' JOB NAME : J-1847 STONE BRIDGE - B1 , Scale: 0.2070 1'0 �� • 1 %/OREGON Oma' WARNINGS: GENERAL NOTES, unless otherwiar noted. V I.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 9/^��,A q�Y .\ !.Q` Truss: B 1 and Warnings before wnslruclwn commences. building component Applicability of design parameters and proper `t 2.204 compression web bracing must be installed where shown e. incorporation of component s:the responsibility of the busting demons,. Y 3.Additional temporary brackg to insure stability during construction 2.Design assumes the top and boeam chords to be laterally braced at ��UL �`V is the responsibility of the erector.Addftenal permanent bracing of Y u.c,and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 11/20/2015 the overall structure is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown•• SEQ.: K 15 4 7 0 21 14.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility or 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 designappliedany compa =ndarefar'drycandita^'areae. EXPIRES: 12/31/2016 5.CompuTr Ashas no otrol over and assumes no responsibility for the 6 necegss ry es lull bearing at aB wpporta ahem.shim or wedse B November 20,2015 • fabrication.handles,shipment and instalalan of companeMs. ary um ].Design assumes adequate drainage a provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shag be locateddon both faces of truss,and placed so thein center _ TPIANICA In BCSI.copes of which nil be furnished upon request. lines coincide with joint center lines. 5.Digits indicate size of plate in inches. • MiTek USA,Inc./CompuTrus Software+7.6.6SP1j 1 L)•E to,For basic connector plate design values see ESR-1311,ESR-1111313(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 91'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 204 RODE' kl&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2- 9=(-1351) 3599 2- 3=)-3921) 1170 12- 7=1 -90) 223 " BC: 2x4 KDDF Itl&BTR SPACED 24.0" O.C. 2- 3=( -623) 377 9-10=(-1198) 3192 3- 9-) -199) 223 7- 8-(-3306) 1176 WEBS: 2x4 KDDF STAND 3- 4=1-3727) 1518 10-11=( -803) 2366 9- 9-) -122) 998 LOADING 9- 5-1-3092) 1360 11-12=1-1179) 3113 9-10=) -686) 959 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-3026) 1359 12- 8=1-1399) 3932 10- 5-( -393) 882 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3636) 1535 5-11=) -331) 859 TOTAL LOAD = 42.0 PSF 7- 8=( -993) 979 11- 6=( -656) 499 OVERHANGS: 12.0" 0.0" 6-12=( -126) 373 LL = 25 PSF Ground Snow (Pg) 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 LOCATIONS) SPECIFIED BY IBC 2012. 0'- 0.0" -265/ 1870V -103/ 110H 5.50" 2.99 ROOF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 91'- 9.0" -229/ 1753V 0/ OH 5.50" 2.81 KDDF ( 625) COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.302" @ 16'- 9.6" Allowed = 2.092" MAX TL CREEP DEFL = -0.579" @ 16'- 9.6" Allowed = 2.722" MAX HORIZ. LL DEFL = -0.099" @ 91'- 3.5" MAX HORIZ. TL DEFL = 0.161" @ 91'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.eft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 21-00 20-09 _.. _---_._------ - - I 1 6-10-05 7-01-11 7-00 7-00 7-01-11 6-07-05 • • • I 1 I ) f -I 12 12 4.00 ?- M-9x6 • 9.00 9.0" M-5x8(S) 5 Or M-5x8(S) 0.25„ ----------------------)2----- .._.� 0" \0625" 4 M 3x6 /2 +' -Z-.M-9x9 - NNM 1.5x3 ,M-1.5x3 m 9 10 11 12 "'S 0 � � c M-3x9 M-6x8 iIM 6x6 M 3x9 0.25" 0.25" M-5x6(5) M-5x6(5) 8-09-13 8-09-13 1 8-09-13 1 8-09-13 y 8-01-13 y �✓�GJ 'c°e "y .N,- 17 1-00 91-09 :9782PE <' JOB NAME : J-1847 STONE BRIDGE - B2 �r Scale: 0.1958 •' - - i WARNINGS: GENERAL NOTES, otherwise noted' 4♦0� 1.Builder and erection contractor should be advised of all General Notes 1 Thisdesign based only upon the parameters shown and is for an lndRidual I,,�d��� '? OREGON y1YJ Truss: B2 and Warnings before construction commences. building p t Applicability of design parameters and proper % /f. n 2.204 compression web bracing must be installed where shown+. incorporationot component is the responsibility of the building designer. ,,�y {f r Y +�'� 3.Additional temporary bracing to ns t ti fty during construction 2.Des gn and sl i sa.the top and bottom chords to be latera o braced al 7 ��Y -�:.3 ��j-`. is the responsibility of erector.Atldt Ipe anent bracing of 2c.c. at l O oc respectively unless braced throughout their length by �;'']F\ V DATE: 11/20/2015 the overall stuctura's the responsibility of the building designer. 2 Impact bridging or such as acing rpAwooequired air where sownand/or drywall(BC). A UL 4.No bad should be applied to a 3 In Impact br tlg s or lateral bracing ry of red where shown a '.i SEQ. : K 15 4 7 0 2 2 PP any component until after all bracing and 4.Installation oMruss is the responsibility of the respective contractor. • fasteners are complete and at no time should any loads greater than R Design assumes Trusses are to be used in a noncorrosive environment. design loads be a lied 10 acomponent. and are for"dry condition"of use. (y pper+ !y r� /I's(�{�+ TRANS ID: LINK a n any 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/20 EV 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 20,2015 6.This design is furnished subject to the limitations set forth by B.Plates chap be located on both hoes of truss,and placed so their center TPIIWICA in SCSI,copies at which will be furnished upon request lines coincide with joint center lines. _ 9.Digits indicate s¢e of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 15,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 36 2-10=(-1339) 3569 2- 3=(-3432) 1180 7- 8=(-3611) 1327 BC: 2x4 KDDF #16910 SPACED 29.0" O.C. 2- 3=( -625) 376 10-11=(-1149) 3171 3-10=( -192) 222 WEBS: 2n4 KDDF STAND 3- 4=(-3754) 1530 11-12=( -799) 2396 10- 9=( -121) 945 LOADING 4- 5=(-3072) 1359 12-13=(-1194) 3171 4-11=( -685) 955 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3072) 1360 13- 8=(-1350) 3569 11- 5=( -343) 882 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3754) 1508 5-12=( -344) 882 TOTAL LOAD = 42.0 PSF 7- 8-) -625) 393 12- 6=( -685) 455 OVERHANGS: 12.0" 20.0" 8- 9=( 0) 60 6-13=( -95) 945 LL = 25 PSF Ground Snow (Pg) 13- 7=( -142) 202 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -265/ 1875V -119/ 110H 5.50" 3.00 KDDF ( 625) 92'- 0.0" -294/ 1957V 0/ OH 5.50" 3.13 KDDF ( 625) COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.309" @ 25'- 2.4" Allowed = 2.054" MAX TL CREEP DEFL = -0.591" @ 25'- 2.4" Allowed = 2.739" MAX LL DEFL = 0.022" @ 93'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 43'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.100" @ 41'- 6.5" MAX HORIZ. TL DEFL = 0.165" @ 91'- 6.5" • Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 21-00 21-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), (___.._ _ --... -_. __. 1 ._._. load duration factor-1.6, 6-10-05 7-01-11 7-00 7-00 7-01-11 6-10-05 Truss designed for wind loads I - 1 '( 1 - I I I in the plane of the truss only. 12 12 4.00 '.7.,-- M-9x6 -9.00 4.0" - M-5x8(5) 5 .r+ M-5x8(S) _ o! 0.25" 0" -�,- 0.25" 9 6 M 3x6 3 // i. 7M-3x6 M-1.5x3 j \. / • 11 . ��9 it 0 2�'�!M-6x6 M-3x9 b1.25" 0.25 M-3x9 IIM=6x6 8 o M-5x6(S) M-5x6(5) ��i P, IPRQFFs� -Ot 8-09-13 8-09-13 8-09-13 ,_- 6-09-13 1 8-09-13 wC.../ c� fC. . ' 92-00 1-08 Q 89782PE ��" • JOB NAME : J-1847 STONE BRIDGE - B3 Scale: 0.1492 ll -' WARNINGS: GENERAL NOTES unless otherwise noted: 1.Builder nd eredbn contractor should be advised ofall General Notes t.This design-based onlyupon the parameters shown and istor anindridual (.....11.4.OREGON l% • Truss: B3 and Warnings before construction commences building component.Applicability 1tl design parameters and proper - n2 Q` 2.2v4 p web bracing must beinstalled where shown+. Incorporation of component a the of the building designer. 'T, L.'"1 3.Additional temporary bracing to Insure during construction 2 Design assumes the lop and bottom chords 10 be laterally braced at /.(1 'l ^Y � L:. the responsibility of the erecter.Additional permanent bracing of 2 a.c.and at 1ra o.c.respectively unless braced throughout(heir length by ' k V.4 V DATE: 11/20/2015 the overall structures the responsibility of the building designer. conpacttinuoussheathingltehasacing req ed where shown) drywall(BC). .n�, r� w� 3 2e tinuou bshe tin of suchlaterbracing d sin required where Now/and/or•d u SEQ.: K1547023 4.No bad 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 mads greater than 6.Design assumes trusses are to be used in a mncornshe environment, and are for"dry condition"of use. design loads be applied to any component. TRANS ID: LINK s.Com Trus has no control over and assumes no res 6.Design lullhearngatalleuppod6eho Shim orwadgeiI EXPIRES: 12/31/2016 pu responsibility for c ary fabrication.handling,sbpmenl and installation of components. 7.Design assumes adequate drainage is prodded. November 20,2015 6.The design is furnished subject to the imitations sal forth by 8.Pales steal be Scaled on both faces of truss,and placed so their center TPIIWTCA In SCSI,copes 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 7.6.7SP2(1L)-E tD.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) • • This design prepared from computer input by Jr - LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" I CONS. 2: Design checked for net(-5 psfl uplift at 29 "oc spacing. TO: 2x9 KDDF kla BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x9 KDDF k15BTR SPACED 24.0" O.C. WEBS: 209 KDDF STAND not exceed 19% at time of manufacture. LOADING TC LATERAL SUPPORT <= 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x9 or equal at non-structural (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vertical members (uon). LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL End vertical(s) are exposed to wind, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Truss designed for wind loads in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 min typical 36"oc (son). 6-06 6-06 1 1 T Note:Truss design requires continuous 1 bearing wall for entire span SON. M-4x8 24.0" , \9� 6 0'4. M-3x41 ... ... i i/..i/i-i/i//.-?,-. LL.... —_tet z,////////,,,..._,,, i___-77-----77,-,.,,,.,7—,_,/,,,- N'7,..„,,,,, 4 M-1.5x3 M-3x4— 6-06 6-06 0 PROF S • 0-10 13-00 1_ .1 y ,C? "CkGINE � �/0 4t. :9782 PE -9t,,. JOB NAME : J-1847 STONE BRIDGE — Cl ,.iillill Scale: 0.4425_ 4, WARNINGS: GENERAL NOTES. unless omenesaroted /.i OREGON O� w,� I.Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and R for an indwtlual +���I��,/q�Y 1 . (L cr. Truss: Cl and Warnings before construction commences. balding component.Applcabt g of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component a the responsibility of the building designer. k. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be latero8y braced al hA UL l�� is the responsibility of the erector.Additional permanent bracing of wo.c.and at 10'o.c,resupec as ty unless braced throughout their length by /"` `, - DATE: 11/20/2015 the overall structure is the responsibility of buildingdesi continuous edging orng bacwo a aired sheathing(TC) ndfor wan(Bc). 0 1y o designer. 3.2k Impact bridging or lateral bracing required where Shown++ ' SEQ. : K 15 4 7 0 2 4 4.No load should be applied to any component until slier all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any trade greater than 5.Design assumes trusses are to be used Ina non.aerresieenvironmentand for"dry condition"of use. EXPIRES: 12/31/2016 TRANS I D: LINK design Watls be applied to any component 6.Designassumes ass full b aring at all supporta shown.Shim or wedge it 5.CampuTrushasnocontraloverandassumesnoresponsibttyforthe neGB6ery.° November 20,2015 fabrication,handling,shipment and instalatkn al components. - H.Design halb assumes adequate bdoth nageface is ruvsetl. 6.The design a furnished subject W Me limitations let forth by B.Plates east be located on both faces of truss,and placed w their cooter TPOWTCA in BGSI.copies at which wind be furnished upon request. lines coincide with font center lines. 9.Digits indicate We of plate in inches. MiTek USA.Inc./CompuTrus Software+7.6.6SP1(1L)-E 10.For bask connector plate design values see ESR4311,EBR-1988(MiTek) This design prepared from computer input by JP LUtIBER SPECIFICATIONS 13-00-00 GIRDER SUPPORTING 42-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RIDE 11165TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-7128) 1592 1- 6=(-1236) 5692 6- 2=) -566) 2634 - BC: 206 KDDF R1&BTR 2- 3=(-9926) 1192 6- 7=(-1222) 5572 2- 7=1-1970) 990 WEBS: 204 KDDF STAND: LOADING 3- 9=(-4926) 1192 7- 8=(-12222) 5572 7- 3=1-1206) 5210 204 KDDF STUD A LL = 25 PSF Ground Snow (Pg) 4- 5=(-7128) 1592 8- 5=(-1236) 5692 7- 9=(-1970) 490 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 0.0" V 4- 8=( -564) 2639 TO LATERAL SUPPORT <= 12"OC. 205. BC UNIF LL( 500.0)+DL( 360.0)= 860.0 PLF 0'- 0.0" TO 13'- 0.0" V • BC LATERAL SUPPORT 6= 12"00. UON. 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) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1397/ 6006V -91/ 91H 5.50" 9.61 KDDF ( 625) • i ' ( 2 1 complete trusses required. 13'- 0.0" -1347/ 6006V 0/ OH 5.50" 9.61 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 rowls) throughout 2x4 top chords, 5" oc in 2 row(s) throughout 2x6 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. . .I i 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.049" @ 6'- 6.0" Allowed = 0.609" MAX TL CREEP DEFL = -0.099" @ 6'- 6.0" Allowed = 0.806" 6-06 6-06 MAX HORIZ. LL DEFL = 0.016" @ 12'- 6.5" I_ MAX HORIZ. TL DEFL = 0.027" @ 12'- 6.5" 3-08-11 2-09-05 2-09-05 3-08-11 T 1 1 f Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 8.00 M-4x6 Q 8.00 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 O„ (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), g load duration factor=l.6, :17...' Truss designed for wind loads PO _ in the plane of the truss only. 3.1�� • M-3x6 V�� M-3x6 2 -9 ,04% A � • i M-5x10 • / M-5x10 • o ' �' off.N. �" _ -• FI ,,*--,•,, ''',•,„ r • �o o T. 6 c 7 8 am., o I 3x8 M-7x8 M-3x8 I 1 I 3-06-15 2-11-01 2-11-01 3-06-15 I ED PROp470 13-00 `c�3 NGINE• - S /, DC7 '4 '�9 89782PE <- JOB NAME : J-1847 STONE BRIDGE - C2 • Scale: 0.3955 I WARNINGS: GENERAL NOTES, unkssatherwlsenoted, Lii, 1.4/4/OREGON ``� 1.Budder and erection contractor should be advised of all General Notes 1 Thisdesign based my upon the parameter:shownnd if an indNidual A� a1 Truss: C 2 and Warnings before construction commences. building component.Applicability of design parameters and proper i 7 VO7 2.204 compression web bracing must be installed where shown 4. incorporation or component is the respondbildY or the budding designer. re'I�. Uq RY 15 V 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at 7 '-1 is the responsibility of the erector.Additional permanent bracing of 2'a.c.and at 1 c'o.c.such as plyely unlace Erased throughout their length by y DATE: 11/20/2015 the overall structure is the responsibility of the budding designer. continuousxIactsheathing such as acing reguceod sheathing(TC)wereelroa0and/or tlrywal118C1. PA U i_ �\ 3.2x Impact sunup or blest bracing requred whew shown r a SEQ.: K 15 4 7 0 2 5 4.No load should be applied to any component until after Cl bracing and 4.Installation&truss is the responsibility of the respective contractor. fasteners are compble and at no One should any loads greater than 5.Design a es trusses are to be used in a nonorrosNe environment, - TRANS I D• LINK design loads be applied to any component, and are for sdry conddion"&r use. c 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/3.1/2016 fabrication,hands ry handing.shipment jest and In installation of wmprth yis. 7,Designsshall assumes adequateeboth drainage b truss.d.an November 20,201 5 6.This design b furnished subject b Uro limitations set forth by 8.Plates shag be located on both faces or Vacs.and placed w their center TPINJICA In SCSI,copies of which oil be rumkhed upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. - MITek USA,IncjCompuTrus Software 7,6.7SP2)1 L)-E II.For basic connector plate design values see ESR-1311,ESR-1966(511T5k) This design prepared from computer input by Jr LUMBER SPECIFICATIONS TRUSS SPAN 13'— 0.0" ICOND. 2: Desi -77 Tc: 2x9 KDDF 111bBTR LOAD DURATION INCREASE = 1.15 Design checked for net(-5 psf) uplift at 29 "oc spacing BC: 2x4 KDDF n1SRTP SPACED 24.0" O.C. NOTE:Deei gn assumes moisture content does WEBS: 204 KDDF STAND not exceed 19%s attime of manufacture. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce—resisting BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSF Wind: 190 mph, h=21.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-1.5x4 or equal at non—structural vertical members (uon). LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL End vertical(s) are exposed to wind, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Truss designed for wind loads in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 min typical 36"oc (uon). 6-06 6-06 I - I 1 Note:Truss design requires continuous bearing wall for entire span UON. M-4x8 24.0" 6.14 'ill lki . , • M-3x9 i .,,/ ... . y W o I �— I f�l �_. Minn o y0 4 M-1.5x3 M-3x4- • 6-06 6-06 0-10 1 -- - - ---13-00 0-10 ( c, <(ty s S,©. :9782PE JOB NAME : J-1847 STONE BRIDGE — D1 ay Sill Scale: 0.9925 f� AEGON�'y WARNINGS GENERAL NOTES, unless otherwise noted: 4/ 2 I.Binder and erection contractor should be advised of all General Notes I.This design Is based AonNpp upon the parameters r shown ands for an Individual ,,,syh airy �f e''}.. Truss: D 1 and Warnings before construction commences bidding component.Appl�cab try of design parameters and proper /.. :,J %s 2.204 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 top and bosom chores to be bters9y braced at / PA U L ". v I is the responsibility of me erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively bless braced throughout their kngm by DATE: 11/20/2015 the overall structure is mere: biliof des continuo"ssheathingsuchasplyw°odaneathingtrC)and/ordrywagtec). responsibility o g designer. 3.2x Impact bridging or lateral bracing required where shown 4 5 .. SEQ.: K 15 4 7 0 2 6 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. m < fasteners are complete and at no time should any loads greater an 5.Design assumes trusses are to be used in a non °rrosme environment, EXPIRES: 12/31/2016 TRANS ID LINK design bads be applied toany compeneN. and are for condition"o/use. 5.CompuTrus has no control over and assumes m responsibioty/or the 6.Designs umes NU bearing at all suppo Chown.Shim or wedge if November 20,2015 fabrication.handling.ng,snipment and installation of components. 7.Desiggnn assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on bath feces of buss,and placed so their center - • TPIIWTCA In SCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits indicate sue of plate in inches. MiTek USA,Inc./CompuTtas Software+7.6.6SP1(1L)-E to.Forbasic connector plate design values see ESR-1311,ESR-1988(Mask) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF 61SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 52 2- 8=(-23) 396 2- 3=(-683) 131 BC: 2x4 KDDF 91SBTR SPACED 29.0" 0.0. 2- 3=( -23) 160 8- 6=(-23) 398 8- 4=) 0) 296 WEBS: 2x4 KDDF STAND 3- 4=(-507) 131 5- 6=(-683) 131 LOADING 4- 5=(-507) 131 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) -23) 160 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 52 TOTAL LOAD = 92.0 PSF LETINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -99/ 691V -108/ 108H 5.50" 1.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 0.0" -99/ 691V 0/ OH 5.50" 1.03 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6-06 6-06 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" r MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.103" @ 11'- 5.1" Allowed = 0.604" 1-08-13 4-09-03 4-09-03 1-08-13 MAX TL CREEP DEFL = 0.108" @ 11'- 5.1" Allowed = 0.806" ( -( T f f MAX LL DEFL = -0.001" @ 13'- 10.0" Allowed = 0.083" 12 12 MAX TL CREEP DEFL = -0.001" @ 13'- 10.0" Allowed = 0.111" 8.00IIM-4x4 V Q 6.00 MAX HORIZ. LL DEFL = 0.003" @ 12'- 6.5" 4.0" MAX HORIZ. TL DEFL = 0.005" @ 12'- 6.5" 4 i. 1M NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main indforce-resisting 1. system and components and cladding criteria. Wind: 190 mph, h=21.5ft, TCDL=9.2,BCUL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. M-3x4 M-3x9 3� • m 1 III 7 O H .O • 2 Bsta�fi M-3x6 M-1.5x3 M-3x6 --- _ _ . 6-06 6-06 y {yy �}N. .Pf Q/ 4. 0-10 13-00 0-10 G�'rCa SIN E,,g QI 'C.. :9782PE x' JOB NAME : J-1847 STONE BRIDGE - D2 • Scale: 0.9092 1.� •EGON , WARNINGS GENERAL NOTES, unless otherwise noted 7 g5) 1.Builder d tion contractor should be advised of all Cenral Notes 1 Th design is based only upon the parameters shown and le for an Individual �ll. Truss: D2 dW ng before construction commences building component.Appiicabldy fdesign parameters and proper .. .:, . • 2.204 compression web bracing must be where shown+, ncorporatan of component is the responsibility of the budding designer. - ��l 3.Additional I p ary bracing to insurestability during construction 2.Design assumes the top and b d chords t be laterally braces et n�U� {'� V theis of the erector.Additional permanent bracing of continuous.c.and ate o c respectively o braced throughout their length by !"' `'.. DATE: 11/20/2015 thearea structure is the responsibilityohne bmlam designer. sheath ng such as plywood sheathing(TC)and/or drywali(BC). 93.2r Impact bridging or lateral bracing required where shown++ SEQ. : K 1 5J 4 7 0 2 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the respens b lily of the respective contractor. 12/3112016 ry �] /� �'+ fasteners are complete and al no time should any loads greater than 5 Design assumes busses are to be used n a non-corrosive environment, EXPIRES: I L'IJ1/2L1 V TRANS ID: LINK design loads beapplied toany component. and are for drycondiion-ofuse 5.CompuTrushasnocontr01overandassumesnoresponabltyfarNe fi.Design assumes full beating at all supports chawn Shim orwedge lf November 20,2015 fabrication.handling,shipment and installationof components. ecescary 7.Design assumes adequate oothi e le truss,d. and This design le furnished subject to the nmitalwns set forth by 8.Plates shah be located on both faces of truss,and pulsed so their center - • TPINJICA in BCSI.copies of whbh win be furnished upon request. lines coincide with joint center lines. 9.Digits indicate see of plate In inches. MiTek USA,Ino./ConlpuTrus Software+7,6.6-SP1(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by JR LUMBER SPECIFICATIONS 13-00-00 GIRDER SUPPORTING 92-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 - TO: 25.1 RIDE 1416BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-1-6762) 1510 1- 6=1-1116) 5082 6- 2=1 -560) 2610 BC: 2x6 RUDE q1&BTR 2- 3=1-4654) 1089 6- 7=1-1100) 5016 2- 7=1-1538) 396 WEBS: 254 RUDE' STAND; LOADING 3- 4=(-4654) 1084 7- 8=(-1100) 5016 7- 3=1-1138) 4898 2x4 De STAND A; LL = 25 PSI Ground Snow (Pg) 9- 5=1-6762) 1510 8- 5=1-1116) 5082 7- 4=1-1538) 396 209 KDDF STUD B TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 0'- 0.0" TO 13'- 0.0" V 4- 8=I -560) 2610 BC UNIT LL( 500.0)+DL( 360.0)- 860.0 PLF 0'- 0.0" TO 13'- 0.0" V TC LATERAL SUPPORT <= 12"OC. DON. BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG AREA 8C LATERAL SUPPORT <= 12"OC, ION. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1352/ 6006V -94/ 94H 5.50" 9.61 ROOF ( 625) 13'- 0.0" -1352/ 6006V 0/ OH 5.50" 9.61 KDDF ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP • Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered: I :l 9" oc in 1 row(s) throughout 254 top chords, [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 9" oc in 2 row(s) throughout 2x6 bottom chords,9" oc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL.-L/290, TL=L/180 MAX LL DEFL= -0.093" @ 6'- 6.0" Allowed = 0.609" MAX TL CREEP DEFL= -0.087" @ 6'- 6.0" Allowed = 0.806" 6-06 6-06 -- 1 >( MAX HORIZ. LL DEFL = 0.015" @ 12'- 6.5" MAX HORIZ. TL DEFL = 0.025" @ 12'- 6.5" 3-06 3-00 3-00 3-06 ( 1 11 T 12 12 Design conforms to main windforce-resisting 8.00 M-4x6 Q 8 00 system and components and cladding criteria. 9.0" Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), VV y load duration factor-1.6, Truss designed for wind loads \Lml in the plane of the truss only. 3 1 M-3x6 \ M-3x6 4 :17,:, 44 NN • M-10x10 ' i % =M-10x10 % j-.. - Cid e � \ o r I`-_� 6 c 7 8 IY M-3x8 M-7x8 M-3x8 I 3-04-04 3-01-12 3-01-12 3-04-04 13-00 �S���NG N�� et ,c' :9782PE v` JOB NAME : J-1847 STONE BRIDGE - D3 Scale: 0.3972 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: D3 1,Builder and erection contractor should beadvised ofall General Notes 1 This design is based only upthe meters shown ands for anindividual 9�OREGON ON. Q„ and Warn ngs before construction commences building component.Applicability of design parameters and proper 174t, n 2,2x4 compression web bracing must b installed where shown•. Design ratan of component the of the building designer. 14> �y r V ic ' ' 3.Additional temporary bracing to ns stability during construction• 2.Destgn assumes the lap and bosom chorda to be laterally braced at 7 :.i - • None recponwblay of the erector.Additional permanent bracing of l a c and at 10 o c/such iveN unless braced throughout their length by ` continuous sheathing such as plywood sheath here)and/or drywall(BD). p^ �\ DATE: 11/20/2015 the overaft structure is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown•• A SEQ.: K1547028 4.No load should be applied to am component until after all bracing and 4.Installation of truss is the responsibility o/the respecdve contractor. fasteners are complete and at na time should any bads greater man 5.Design assumes trusses are to be used In a nomcorrosNe environment, and are far"dry condition"of use. design loads be applied to any component, TRANS ID: LINK 5.CompuTrushas nocontrol over are assumes noresponsibility for the fi.Desgnassumealullbesingsi lleuppoft hown.Ohimorwedge if EXPIRES: 12/31/2016 fabrication,handing,shipment and installation of components. necessary. 7.Design assumes adequate drainage Is proceed. November 20,2015 ' 6.This design D brnished subject to the imitations set forth by B.Plates shad be locateddon both faces of truss,and placed so their center TP WVICA in KU copies of which wig be furnished upon request. lines coincide with joint center lines. - 9.Digits indicate sire of plate in inches. • MiTekUSA,Int./CompuTrus Software 7.6.7SP2(1L)-E 10.For bask connector plate design values see ESR-1311,EBR-1986(MiTek) This design prepared from computer input by SP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TO: 2x4 KDDF 141/.BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 52 2-6=(-9) 176 6-3=(0) 147 BC: 2x3 KDDF 1415BTR SPACED 24.0" O.C. 2-3=(-279) 63 6-4=(-9) 176 WEBS: 2x4 ROOF STAND 3-4=(-279) 63 LOADING 4-5=( 0) 52 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -56/ 375V -53/ 53H 3.50" 0.60 KDDF ( 625) 6'- 8.0" -56/ 375V 0/ OH 3.50" 0.60 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "0 c spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ------ - - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFT, = -0.001" @ 0'--10.0" Allowed = 0.111" 3-04 3-04 MAX LL DEFL = -0.001" @ 7'- 6.0" Allowed = 0.083" 4 4 T MAX TL CREEP DEFL = -0.001" @ 7'- 6.0" Allowed = 0.111" MAX TC PANEL LL DEFL - 0.014" @ 1'- 9.7" Allowed = 0.223" 3-04 4-02 MAX TC PANEL TL DEFL - 0.013" @ 4'- 10.3" Allowed = 0.334" 1 fMAX HORIZ. LL DEFL = 0.001" @ 6'- 4.5" 12 12 MAX HORIZ. TL DEFL= 0.001" @ 6'- 4.5" 8.00 V 8.00 IIM-4x4 34 0„ Design conforms to main windforce-resisting system and components and cladding criteria. M-3x5 '' M-3x5 Wind: 140 mph, h=15ft, 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 M-1.5x4 \M-1.5x4 in the plane of the truss only. 4 1" 1 Truss designed for 4x2 outlookers. 2x4 let-ins - o M-3X� ' 41,III M-3x5 of the. samensize and gradeat as structural top chord. Insure tight fit each end of let-in. ,i Outlookers must be cut with care and are � permissible at inlet board areas only. 2,• 6 II El oo 0 0 M-3x4 M-1.5x3 M-3x4 • I i , • ' 3-04 1, 1, 0-10 6-08 0-10 ék GN19 `12 2 Qw :9782PE 95,. JOB NAME : J-1847 STONE BRIDGE - F1 . Scale: 0.5335 . illy T WARNINGS: GENERAL NOTES, unless otherwise noted: V EGON 1.Builder and erection contractor should be advised of all General Notes 7 This design is bawd only upon the parameters shown anti's for an individual '7 0 (�� Truss: Fl d Wbefore construction commences, building componentApplicability of design parameters and proper / ^�/ �'•' I 2.214 p web bracing must be installed where shown*. incorporation of component ache responsibility of the building designer. • ,y,5y. �q Pi. A.6 V Q�• 3.Additional temporary bracing to Stability durkg construction• 2 Design and sl t.0 the lop and bottom chords to be laterally braced al �` a the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o c.respectively anode braced throughout their length by \ continuous sheathing such as plywood aheatlung(TC)andlor drywaREIC). P/�U y ," DATE: 11/20/2015 the overal structure is the respomibtlly of the building desigmL 3.20 Impact bridging or lateral bracing required where shown++ �'S 4. - SEQ.: K1547029 4.No bad should be applied to any component until aper al bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and al m time should any bads 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 ens for dry condition'of use, S.CompuTrus has no control over and assumes no respond b'lily for the 6 necessary. ssa esign seamed full bearing al all supports shown Shim or wedge If EXPIRES. 12/3.1/2016 • fabrication handling shipment and installation of components. 7 EXPIRES: 7.Design assumes adequate dramgeis provided. November 20,2015 6.This design is Wished subject to the limitations set forth by 5.Plates shall be located on both faces of truss.and placed so their center - TPNMCA in SCSI.copes or which tel be burnished upon request. lines coincide with joint centerlines. • 9.Digits indicate s¢e Opiate in inches. • MiTek USA,Inc.ICompuTrus Software 7.6.7.5P2(1L}E 10.For bask connector plate design values see ESR-1311,ESR-1958(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 52 2-6=(-9) 176 6-3=10) 147 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-279) 63 6-4=(-9) 176 WEBS: 2x4 KDDF STAND 3-4=1-279) 63 LOADING 4-5=( 0) 52 TC LATERAL SUPPORT <= 12"0C. 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 TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -56/ 375V -53/ 53H 3.50" 0.60 KDDF ( 625) 6'- 8.0" -56/ 375V 0/ OH 3.50" 0.60 KDDF ( 625) M-1.5x9 or equal at non=structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - - --- ---- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 3-04 3-04 MAX LL DEFL = -0.001" @ 7'- 6.0" Allowed = 0.083" 1---- f MAX TL CREEP DEFL = -0.001" @ 7'- 6.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.014" @ 1'- 9.7" Allowed = 0.223" 3-04 4-02 MAX TC PANEL TL DEFL = 0.013" @ 4'- 10.3" Allowed = 0.334" MAX HORIZ. LL DEFL = 0.001" @ 6'- 4.5" 12 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.5" 8.00 R7 'N 8.00 IIM-4x4 34 0„ Design conforms to main windforce-resisting system and components and cladding criteria. M-3x5 81 M-3x5 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Ifr 1� load duration factor=1.6, Truss designed for wind loads M-1.5x9 \-1.5x4 in the plane of the truss only. 1" - 9` 0� Truss designed for 4x2 outlookers. 2x4 let-ins M-3X5 ,' \M-3x5 of the same size and grade as structural top 7-�' chord. Insure tight fit at each end of let-in. i / \ Outlooke rs must be cut with care and are r permissible at inlet board areas only. I p .. 3...,' /Gk'- 6 __.-_ �,, Cpl I , IM-3x4 M-1.5x3 M-3x4 1 L_ _._. y -...._ y 3-04 3-04 -1---------- ---- --- I. I. 0-10 6-08 0-10 �� tiD P R QF�ss Cy`5 ��GINFR ��2 ct' :9782PE fir" JOB NAME : J-1847 STONE BRIDGE - F2 ,r 011.'' Scale: 0.5335 ..-, ' WARNINGS: GENERAL NOTES, unless Ih note°: "� OREGON �``) 1.Builder and erection contractor should be advised of all General Notes t This design is based only upontheparameters ho and for an individual Truss: F2 I and Warnings before construction commences building component Applicability of design parameters and proper '���/e %G 2' �` 2.2v4 rola web bracing must b installed where shown•, worporat on of component s the rcsponuba ry of me building designer. q RY 1 V 3.Additional temporary brat ng to nsstability during construction 2.Design assumes the top and bottom chards to be kteragy braced al � theW Olay of the erector.Additional permanent bracing of 2 a c and a1/0'os.such as unless braced)TI)a silt heir length by 4 DATE: 11/20/2015 the overall structure Is the responsibility of the buildingdesigner. Pa React sheathing or ltehzsacgregdrlywood required shown ndror AA�� �\ pond N goer. 3 2v Impact bridging or lateral bracing regwretl where shown+• �'S SEQ.: K1547030 4.No load should be applied to any component until seer all bracing and 4.Installation of truss is the responsibility oldie respective contractor. - fasteners are complete and at no time should any loads greater han 6.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. 9.CompuTrus has no control over and sesames no responsibility for the S Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/3.1/2016 fabrication,handing.shipment and installation of components. '.Design shall ON b assumes adequate drainage is piss,d. November 20,2015 - 8.This design k furnished subject to the Imitations set forth by 8.Plates seas be located on both(aces of buil,and placed w their seek` TPIWTCA In BCSI,copies of which veil be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 0 For bts indicate ect r plate in inches.gvalues f 0.For bask connector plate design ign valdea tea ESR•1311,EBR•1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 I(NDF 14165TH LOAD DURATION INCREASE = 1.15 1-2=1-233) 67 1-5=(-8) 190 5-2=( 0) 131 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=1-194) 03 5-9=(-8) 140 3-4=1-248) 59 WEBS: 2,4 KDDF STAND 3-4=1 -19) 41 LOADING TC LATERAL SUPPORT <= 12"OC. 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) LETINS: 0-00-00 2-00-00 0'- 0.0" -30/ 253V -90/ 40H 3.50" 0.40 KDDF 1 625) LL = 25 PSF Ground Snow (Pg) 6'- 2.5" -32/ 269V 0/ OH 5.50" 0.43 KDDF ( 625) •• For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPBF LIVE LOAD. TOP -- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.006" @ 4'- 7.7" Allowed - 0.273" MAX TL DEFL = 0.006" @ 4'- 7.7" Allowed = 0.364" MAX HORIZ. LL DEFL = 0.001" @ 5'- 9.0" 3-04 2-10-08 MAX HORIZ. TL DEFL = 0.001" @ 5'- 9.0" • T -r 3-04 1-01-12 1-08-12 Design conforms to main windforce-resisting ; - 'I 1' T system and components and cladding criteria. 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 1,,,-- Q 8.00 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads II M-4x4 in the plane of the truss only. 2 4.0" / M-3x4 / JN - r o 1 -- I �' I co o .._ ,� _. _-._. -oi i 1h..-H 5 a+ 4 o 0 j j4-3x4 M-1.5x3 M-3x6 3-04 2-10-08 6-02-08 ��,¢�� PflO1 0.61 `5.1 ANG � F/9 - 1, • ' :9782PE v' JOB NAME : J-1847 STONE BRIDGE - F3aw -/ Scale: 0.4926 ,. -- -. WARNINGS m GENERAL NOTES, unless e noted: / 1.Builder and erection contractor should be advised of all General Notes 1.Thisdesign is based oNy upontheparameters sir ands/or an individual y OREGON '�' Truss: F3 ! and Warnings before constructbn commences budding component.Applicability of design parameters and proper Q. $,2s4 compression web bracing must be instal d where mown�. incorporation of component Is the responsibility of the building designer, rQ f 4• � J.Additional temporary bracing to Insure slebility during construction 2.Design assumes the top and boho in chords to be laterally braced at /,, ' RY ''T.1 \ R the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 1 D'o.c.such as sty unless braced throughout their length by Va continuous sheathing such as plywood aheathlrg(TC)anaor drywall(BC). -\ pA' y y DiiTE: 11/20/2015 the overaN structure is the responsibility Mille building designer. J.2s Impact bridging or lateral bracing required where shown++ ! l.1 i.. SEQ.: K 15 4 7 0 31 4.No bad should be applied to any component until after all bracing and a,InsWlalbn of truss R the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trussesre to be used in a non-corrosive environment, TRANS ID' LINK design loads Wappliedto any component. and are fan"erysonmtb�mu�e. 8.Design assumes full bearing alall supports shown.Shlmorwedge if EXPIRES: 12/31/2016 s.compuTr�a nes no control over and assumes no responsibility for the necessary fabrcatbn,handling,shipment and installation of components. 7.Design assumes adequate drainage k provided. 8.Thu deign is furnished subject b the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their caner November 20,2015 TP9WTCA In SCSI,copies of whbh nil be furnished upon request. lines coincide with joint coMer lines. 9.Digits Indicate see of plate in Inches. MiTek USA,Inc,/CompuTrus Software 7.6.7SP2('IL)-E ID,For basic connector plate design values see ESR-1311,EBR-1980(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=(-207) 74 1-5=(-7) 113 5-2=( 0) 115 BC: 204 KDDF k16BTR SPACED 24.0'• O.C. 2-3=(-158) 74 5-4=(-7) 113 3-4=(-209) 50 WEBS: 2x4 KDDF STAND: 3-9=( -19) 41 2x6 SF SS A LOADING LL 25.0)-DL( 7.0) ON TOP CHORD= 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -33/ 277V -38/ 38H 10.50" 0.94 KDDF ( 625) LETINS: 0-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) 6'- 2.5" -30/ 245V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL " For hon ger specs. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. q - See approved plans COND. 2: Design checked for net(-5 psf) uplift at 24 "oc BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP g P _ spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.007" @ 4'- 7.7" Allowed = 0.244" MAX TL DEFL = 0.007" @ 4'- 7.7" Allowed = 0.325" MAX HORIZ. LL DEFL= 0.000" @ 5'- 9.0" 3-04 2-10-08 MAX HORIZ. TL DEFL = 0.001" @ 5'- 9.0" 3-04 1-01-12 1-08-12 Design conforms to main windforce-resisting - - T I' 1 system and components and cladding criteria. 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 V- Q 8.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads II M-4x4 in the plane of the truss only. 24.0" M-3x4 3 // 'N t NM co O , 1 k` �-. S M-3x6 M-1.5x3o M-3x6 de o y - .... - . 1- 3-04 2-10-08 6-02-08 4,:e- f© PRopt s t �c ' ,;?,5) PR S ��?� ' • 9782PE ter' JOB NAME : J-1847 STONE BRIDGE - F4 , Scale: 0.9926 Pr WARNINGS: GENERAL NOTESunless otherwise noted, "� OREGON �`1) I.Builder and erection contractor should beadvised of all General Notes 1.Thisdesign based only upon the parameter ho and for an indNival Truss: F4 and Warnings before construction commences building component.Applicability of design parameters and proper ,4, , nV �� 2.214samples..web bracing must be installed where shown+. incorporation of component c the responsibility of the building designer. C./ V 3.Additional temporary bracing to ins stability during construction 2 2 s,c.assumes the top and bottom chords to be througateral.hout braced at 'I',. �� R Y 1 �� is the respansiE toy of the erector.Additional permanent bracing of 2 o.c and at l V o c respectively unless braced mrouphout Iheu length by ',I continuous sheathing such as phwood sheathing(TC)and/or drywall(BC). AA UL .� DATE: 11/20/2015 the over.structure is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shown++ SEQ.:: 1<1547032 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. - 1fasteners are complete and al no time should any mads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID. LINK design loads be applied to any component. and are for dry conditionmuse. 5.CompuTrus has no control over and assunes no responsibility far the 6 Decesea esign saumee full bearing at all supports shown.Shim or wedge if EXPIRES: 12/3.1/201.6 fabrication.handling.shipment and instailalbn of components. ry 7.Design assumes adequate drainage is provided. November 20,201 5 6.Thu design a furnished sub)ect to the limitations set form by e.Plates shah be located on both faces of truss,and placed so their center TP)MSCA in SCSI,copes of which MN be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1906(MiTek) This design prepared from computer input by Jp LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 204 KDDF H16 BTR LOAD DURATION INCREASE = 1.15 - BC: 254 l<DDF N16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'°00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,SCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, EUp°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. 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4.00 i7 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span CON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ---AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • • N O I I O I M-3x4 • 1-06-11 1-00 PROF �s tytN�FR '©2 89782PE �r JOB NAME : J-1847 STONE BRIDGE - G1 Scale: 1°0613 ;. - -- - -� WARNINGS: GENERAL NOTES, unless otherwise noted' LEN . 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 (�� Truss: G1 and Warnings before construction commences. balding component.Applicability of design parameters and proper j, nV 2.2vd p web bracing must beinstalled where shown w incorporation of component c the responsibility or the bolding designer. 1/91,40.. f9 CV/ y+, V 3.Additionaltemporary bracng to stability dng construction 2 Design assumes the top and bottom chords to be throughout their at / ^� theis responsibility of the erector.Additional permanent brat of 2 c c and at 10 o c.respectively as vely unless braced throughout their length by { V DATE: 11/20/2015 the overall structure is the responsibilityf the continuoussheathing such requirede iwheres andlordrywall(BC) ,�UL r� o building designer. 3.2w Impact bridging or lateral bracng shown• SEQ.: K1547033 4.No Iced 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 al no time should any balls greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loadsbe applied tanycomponent. and are for"dry condition"cruse. B.C p T has n control andresponsibility for the 6 Design assumes full bearing at all supports shown Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment ndinstallation fcomponents. Design s 7. assumesadedrainagekpravgetl November 20,2015 6.Thisdesign k furnished subject to thelimitations 1 forth by 8 Plates shall be locateddon on both faces of truss and placed so their center TPIMTEA in SCSI copies of which will be furnished upon request lines coincide with joint center lines. - 9.Digits indicate six of plate In inches. • MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1956(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 254 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 • BC: 254 KDDF 8150TH SPACED 24.0" O.C. 2-3=(-19) 33 TO LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"0C. LION. 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" -130/ 463V 0/ 20H 5.50" 0.79 KDDF ( 625) 1'- 0.0" -265/ 86V 0/ OH 3.00" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4.00 A REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 2/ "oc spacing. -I 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 BC PANEL LL DEFL = -0.000" @ 0'- 7.6" Allowed = 0.019" MAX BC PANEL TL DEFL = -0.000" @ 0'- 7.6" Allowed = 0.018" Design conforms to main windforce-resisting system and components and cladding criteria. Ninth 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. N i O M O o _ x M-3x4 .1 1-06-11 1-00 619 r.�co „ZyGtNF9 f'L `t' 89782PE c' JOB NAME : J-1847 STONE BRIDGE - G2 ti . • Scale: 1.0613 ;. ME j WARNINGS GENERAL NOTES, unless otherwise noted /4., Truss: G2 1.Builder anderection contractor should be advised of all General Notes 1.This design is based oHy upon the parameters shownand f an indry dual -'Q7 OREGON O� Q` tlWa g b fore construction commences binding component.ApPlwablity of design parameters and proper 2.2v4 p web bracing must be installed where shown+. incorporation of component s the responsibility of the building desgner. G (/ 3.Additional temporary bray ng to n stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7„('� .� Y -�:.7 e •1. In responsibility at the erector.Additional permanent bracing a 2 o c and at 10 o c respectively unless braced throughout their length byis 'aT �•V{`(/ continuousSsheathing such as plywood hetes and/or erywall(8C). PA Uy r DATE: 11/[20/2015 theoverall structure s the responsibigry of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ �'S 1� SEQ.: K 15 4 7 0 3 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. fasteners are complete and at no time should any loads greater than 5.Design a non- corrosive trusses are to be used in a nonorrosive environment, TRANS ID' LINK design loads be applied to any component. and are for udip condkloe''of use. 5.CompuTrushas nocontrol over and esponsblilyfor the 6.DesgnassumeslullbearingatalisupportsShown Shim at sedge it EXPIRES: 12/31/201.6 fabrication,handling,shipment andinstallationtcomponents. necescary. 7.Design assumes adequate drainage is provided. November 20,2015 6.This design is furnished subject to the Predations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPB V6TCA in BCSI,copies of which oda be furnished upon requestlines coincide with joint center lines. 9.Digits indicate see of plate in inches. - MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1 L)-E to.For basic connectorlate design ign valued see ESR-1311,ESR-1988(Welt) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 RODE 61413TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-14) 16 3-4=(-44) 34 "- BC: BC: 2x4 KDDF 616BTR SPACED 24.0" O.C. 2-3=(-54) 28 WEBS: 2x1 KDDF STAND LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 5= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -72/ 299V -7/ 26H 5.50" 0.48 KDDF ( 625) OVERHANGS: 12.0" 0.0" 2'- 0.0" -17/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) For hanger specs. - See approved plans 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4,00 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 = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" 9 1'- 0.2" Allowed = 0.065" MAX TC PANEL TL DEFL = 0.002" @ 0'- 11.6" Allowed = 0.097" MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.3" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.3" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads Nin the plane of the truss only, II /7-1 ti I rn o i �/ II M-3x4 M-1.5x3 1-06-11 2-00 �.(��° P R°pFss :9782PE •C JOB NAME : J-1847 STONE BRIDGE - G3 ,01, Scale: 0.9960 S WARNINGS: O.This design unkupotherwise tee'. (.+ OREGON 1.Builder and erection contractor should be advised rept all General Notes I.Th's dealgn Is based onh/upon the parameters shown and is for en'MWldual -$j , Truss: G3 and Warnings before construction commences build-ng component.Applicability of design parameters and proper / (� 2.2o4 compression web bracing must be installed where shown incorporation of components the responalbilly of the building designer. (,/ V' 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chorda to be lalerely braced al � Al RY 1 , Jc,./ M the responsibility of the erector.Additional permanent bracing of 00n.c.and at 1P ob.respectively unless braced throughout their length by DATE: 11/20/2015 the overal structure is the res nsiba of the buildingdes n continuous sheathing such l bs plywood shoe where s ownand/er erywall(BC). p/�' t y Do N 4 er. 3.]a Impact bridging lateral bracing required where shown•• �'S l/1� SEQ.: K 15 4 7 0 3 5 a,No bad 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 al no time should any loads greater than 5.Design assumes trusses are to be used In a non.corroshe environment, • TRANS ID' LINK design loads be applied to any component. and are for"dry condition"or use. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 6 nDecessassumesNllbearingatallsupportsshown.OhimorwedgeiI EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design saumes adequate drainage is provided. November 20,2015 6.This design s furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center • TPNMCA in SCSI.copies of which vAl be furnished upon request lines coincide with pint center lines. - 5.Digits indicate swe rept plate in inches. MiTek USA,Ino.ICompUTru6 Software 7.6.7SP2(1 L)-E 10.Foe basic connector pleb tlesign values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION �_ 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. � � Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 2. Truss bracing must be designed by an engineer.For 0'/16„ 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 10a, p bracing should be considered. rip 3. Never exceed the design loading shown and never A � i stack materials on inadequately braced trusses. 0 O 4. Provide copies of this truss design to the building C7-8 06-7 C5-6 For 4 x 2 orientation,locate ,— designer,erection supervisor,property owner and plates 0-14,4from 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 E$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 " Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 200prNDS 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, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekOO All Rights Reserved approval of an engineer. 'AMMO reaction section indicates joint IrmallEll number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ililii NM 18.Use of green or treated lumber may pose unacceptable .i environmental,health or performance risks.Consult with Industry Standards: MIproject engineer before use. 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. m mire k.s BCSI: Building Component Safety Information, 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