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Plans (68)
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It - ._,,__, . 44------. - /,24.s- ,cA),/,( tii./, //is ,,f.rr.. .,,,„ . ,., _ . , . , 1. -k.44 1 -- .t,v „,„„,, , A JUL 1 2 201, 5041.17'-10" s :s.�$ t3w , 10'-0" T-4' 0'-4" 14'-6" S vg v5 4, 5 '' 5 44 LUS24 HANGERSI , U.N.O. i\---- A - 1011,1111.1\i ill �„ 22 4• Imewininnhiguiet-,-r-r II 1 iii �►!I� I J, i! !Jjjij �1l i —_I�__-I �,I I I i lI �� 1Ii �' I J2i IIS II _ J9I I I 1 1 —� --J4i.ii— ii i 1 — '- J5iII _ Al�u _ _I�ii��l _,_,iii 1 I.iiiiPp !' :jii iJB I II I I I— i J5 tieJa III I•I•I•/' i� iIIiI!iTo_I ii iatEIl rl - - Je ____I—.111111FILIV1 :711 .. % ::1 .."1 -1 I 1 Ili H IIIIIk I J J5 1 s els ICT�IF�ial�i�imaral\ Laing roil I amnia IGa e I 4 Ji Ir: Zell .i4 Iii I!R',a 1 1 =..1s1_\ I— J2 l',IK �r^Ic Iiir-1 i nT„ 11�, r I —ILI I®i, I I '� - �i�I` Ii�IE�'►Illf� I 1111 tori IL 1 m ISJL, I 1'I I S I I\I I ,___1_,_,_,E.,,,,_1;,...,.....17,__IMi� I -I- `s1 _ ,� I h I a uu I L ,�� NI NUM /11I„ , 1 , 7...7 ; ,,,,i11�� el �`©;.•-ico 3 3 ill 29'-0" 'L9'- i; 10" 9'-0" 12'-0" 50'-0" BUILDER: ISSUE DATE: ©Copyright CompuTrus Inc.2006 STONE BRIDGEABOVE PLAN PROVIDED FOR TRUSS 07/06/12 PLACEMENT ULATIONS A TO PROJECT TITLE: TRUSS CALCULATIONS AND J-1432 STONE BRIDGE REVISION-1: ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER TION DESIGNER/INFORENG NEER OFDRECORD PLAN: DRAWN BY:JP RESPONSIBLE FOR ALL NON-TRUSS 281 OPTION-3-A REVISION-2: TO TRUSS CONNECTIONS.BUILDING CHECKED BY: DESIGNER/ENGINEER OF RECORD TO DERGESW PAODR AOOVNESTRUACTLION. TRUSS COMPANY rDELIVERYLOCATION: SCALE: REVISION-3: 3/32"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS p TC: 2x4 KDDF #1&BTR 12-00-00 HIP SETBACK 2-00-00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x8 KDDF #1&BTR 12-00-00 GIRDER SUPPORTING 35-09-00 FROM 2-00-00 TO 12-00-00 1- 2=( -7450) 1046 1- 8= �` LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3= ( -904) 6464 2- 8=( -528) 4006 5-12=(-3336) 474 i� WEBS: 2x4 KDDF STAND LOADS AS GIVEN ( -8552) 1178 8- 9=(-1572) 11290 8- 3=(-3186) 456 12- 6=( -476) 3618 LOADING 3- 4=(-11826) 1636 9-10=(•1814) 13080 3- 9=( -208) 1700 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 4- 5=(-11086) 1534 10-11=(-1814) 13080 9- 4=(-1384) 196 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF ' 0.0" TO 2'- 0.0" V 6-5- 7=( -6760) 1952 12.070 17=( -820) 15866 14-11=(-2202) 1308 v Connector plate prefix designators: TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 2'- 0.0" TO 10'- 0.0" V Conner 8,CN18 (or no prefix) TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 10'- 0.0" TO 12'- 0.0" V 11- 5=( -262) 2080 C,CN,C1 ,CN1g 11r = MiTek MT = CosermpuTrus, Inc BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 12'- 0.0" V s BC UNIF LL( 421.9)+DL( 286.9)= 708.8 PLF 2'- 0.0" TO 12'- 0.0" V BEARING MAX VERT MAX HORZIBRG REQUIRED BRG AREA ( 2 ) complete trusses required.1; LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) r Join together 2 ply with 16d Common nails staggered at TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 2'- 0.0" 0'- 0.0" -950/ 6844V -27/ 27H 5.50' 10.95 KDDF ( 625) 9" oc throughout 2x4 top chords, 99 TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 10'- 0.0" 12'- 0.0' -678/ 4877V -27/ 27H 5.50" 7.80 KDDF ( .25) 4" oc throughout 2x8 bottom chords, ADOL: BC CONC LL+DL= 3583.0 LBS @ 1'• 0.0° 9" oc throughout webs. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Cr D : lesiln ec er fo nut - rsf rl'ft at _4 "oc soca!! REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.109" @ 6'- 1.7" Allowed = 0..54" MAX TL CREEP DEFL = -0.292" @ 6'- 1.7" Allowed = 0."39' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.018" @ 11'- 6.5" MAX HORIZ. TL DEFL = 0.033" @ 11'- 6.5' 2-00 8-00 T 2-00 NOTE: Design assumes "Dry Doug. Fir Lumber" sed T throughout. Not to exceed 19% moisture cont nt. 2-00 2-00 2-01-12 2-01-12 1-08-08 2-00 21.30# T T T Design conforms to main d cladding csistin 12 21.30# T system and components and cladding criteri . 4.00 V12 4.00 Wind: 110 mph, h=loft, TCDL=4.2,BCDL=6.0, ASCE 7:05, Enclosed, Cat.2, Exp.B, MWFRS, NOTE: TRUSS NOT SYMMETRICAL interior zone, load duration factor=1.6 ORIENTATION AS SHOWN. M-5x8 =M-4x4 M-3x8 M-3x6 M-5x8 11 oo Q� M-7x8 �� /��� immem _� esim �k�`- IP O rn + O O O 1 8 9 10 11 12 ><7 M-8x10 MHS-10x12 M-2.5x4 M-1.5x4 M-3x4 M-10x12 y 3583# y y y y y y 2-06-06 1-09-02 1-10-04 1-10-04 1-05-10 2-06-06 1- 12-00 y JOB NAME: J -1432 STONE BRIDGE - AH1 �tq '' ' ' ;� Scale: 0.4783 "`t t rr <, r, 3 `., , lft WARNINGS: GENERAL NOTES,unless otherwise noted: 7177/.:,,, . ,,,7t ,( II i ,i ,. 1.Budder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review :0'Truss: AH1 and Warnings before construction commences. w+dir„ and approval is the sresponsibihty of the buiMin desi ner,not the 22.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. g g DES. BY' BC3.All lateral force resisting elements such as temporary and permanent2.Design assumes the tap and bottom chords to be laterally braced at p'� /f^ystaNlity bracing must be designed by designer of complete structure. 2'o,c.and at 10'o.c.respectively unless braced throughout their length byx t t �JrS.rN DATE: 7/6/2012 CompuTrus assumes no responsibility for such continuous sheathing such as plywoodaired sheathing(TC)and/or drywall(BC). ♦ , c ? [ bracing.be 3.In Impactoboil trueng Is lateral boning required the where showncontractor. .4 Y 4,c±.. a 4 5- r�{ SEQ. : 5234070 4.Noload should c component ldantyaftdralleaterthand 4.DssignasofestrIsthe are in coctiveeenvironr. S«✓ Y fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 24243 r design loads be applied �^e TRANS I D: 343348 g Pp ed to any component, and are for"dry condition"of use. 1) ib 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if `t fabrication,handling,shipment and installation of components. necessary. (o JOVso "�, . 6.Thin design is furnished subject to the limitations tel forth b 7.Design assumes adequate drainage is provided. ^y "v i �, III IIIII Ill IIIII IIIII IIIII IIIII OH IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. 8 hnesPlacoincidewith joint ren err lines$of truss,and placed so their center / � � MI 9.Digits indicate size of plate in inches. / mf 4,//2, i' V MiTek USA,InC.ICompuTfus Software+7,6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) i � This design prepared from computer input by IIIIIIIIIIIIIII PACIFIC LUMBER TRUSS SPAN 2'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=( -61) 90 2-5=(0) 0 2-3=(-900) 624 TC: 2x4 KDDF N1&BTR 2-3=(-504) 723 BC: 2x4 KDDF H1&BTR SPACED 24.0° O.C. 3.4=(-103) 78 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 8RG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -247/ 723V •31/ 6H 5.50" 1.16 KDDF ( 625) LETINS: 1-06.14 1-06-14 LL = 25 PSF Ground Snow (Pg) 1 - 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) 1 • 11.7" 2891 107V 311 6H 1.50" 0.17 KDDF ( 625) OVERHANGS: 30.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. �COND. 2: Design checked for netl•5 psf) uplift at 24 "oc spacinq.� C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series :le AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ •2'• 6.0" Allowed = 0.333" 1 11 11 MAX LL DEFL = -0.009" @ 1'- 4.6" Allowed = 0.054" T MAX TL DEFL = 0.010" @ 1'- 4.6° Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.007" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 1'- 10.9" 4.00 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection, The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. M-2.5x4 Design conforms to main windforce•resisting system and components and cladding criteria. '' ANCHOR TO RESIST UPLIFT. Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, r Enclosed, Cat.2, Exp.B, MWFRS, o interior zone, load duration factor=l.6 r o I�o � A- 2 0110-Mrdi 5►� M-3x6 1PROVIDE FULL BEARING:Jts:2,5.4I y y y 2-06 2-00 c PRlFc, JOB NAME : J -1432 STONE BRIDGE - AJ1 scale: Q.7DQ4 ilo, - C ,c. _"kir II,� ; , 200 WARNINGS: GENERAL NOTES,unless otherwise noted: � .. y.''� .. • 1.Builder and erection contractor should be advised of all General Notes 1.This and approval designel is the adequate for the lly hf the design building parametersieshnot own.Review ,M illifir/i pp}} Truss: AJ 1 and Warnings before construction commences, truss designer or truss engineer. �/. OR' lk SY 4'¢j 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced ata°ziv< �r 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BC stability bradng must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or dein len(BC). j s: s }' �" DATE: 7/6/2012 CompuTms assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown+. d r >. C Q 4.No load should be applied n to any component until after all bracing and 4.5.Design iltion of truss is the assumes trusses are to be usedinthe a resile hve contractor. envi environment, lky,istirity7 q!'1 'i°"t"p r F`(_7 S EQ. : 5234071 fasteners are complete and nt no limo should any loads greater than and re for"dry condition"of use. J V G design loads be applion ro any campassnt. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 343348 5.CompuTms has no control over and assumes no responsibility for the necessary. { " 6/30, fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. J i X I 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center , - , 111,11/11 1111111111111111111 TPIANTCA in BCS(,copies of which will be furnished upon request. 9.(ines Digits iidicate sizncide withe of ptlate cin enter lines. ► MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E in.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1lllll1111 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER TC: 2x4 KDDF #1&BTR BC: 2x4 KDDF #1&BTR TRUSS SPAN 2'- 0,0" WEBS: 2x4 KDDF STAND LOAD DURATION INCREASE = 1.15 IRC 2009 MAX MEMBER FORCES 4WR/DDF/C =1.00 SPACED 24.0" D.C. p TC LATERAL SUPPORT <= UON. 1-2=( -61) 90 2-5=(0) 0 2-3=(-891) 619 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 2.3=(-484) 694 LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF 3-4=(•104) 77 LETINS: 1-05-03 1-05-03 DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT OVERHANGS: 30.0" g,0" LOCATIONS REACTIONS MAX HORZISIG REQUIRED BRG'C AIESA) LL = 25 PSF Ground Snow (Pg) D 0.0" -245/ 718V -3R1/ 6H 5.50" 0.03 KDNS SIZE Utak'. DFP( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1'- 9.2" Connector plate efMxTek1MT seriesuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 2 0.0" 0/ OH 5.50" 0.03 KDDF (',625) -282/ 106V -31/ 6H 1.50" 0.17 KDDF (',625) K BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND 2: Desirn checked for net -5 rsf urlift at 24 "oc sra int AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, 2-00 MAXVERTLLADEFL D�FLECTION LIMITS: LL=L/240, TL=L/180 MAX TL DEFL = -0.087" @ _2'- 6.0" Allowed = 0.250" 12 MAX LL DEFL = 0.012° @ 1, 6.0" Allowed = 0.333" MAX TL DEFL = 0.014" @ 1'- 3.0" Allowed = 0.054" 4.00�73,0" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.010" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.011" @ 1'- 11.2' This truss does not include any time depende t defortotalmloadnfor deflection. Theterm obuildingrdesigne the shall verify that this parameter fits with t e intended use of this component, M-2.5x4 NOTE: Design assumes "Dry Doug. Fir Lumber" used M-3x6 throughout. Not to exceed 19% moisture content. �t '' ANCHOR TO RESIST UPLIFT. system andfcomponentslandlcladdingrcriteria Jry. Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, o Ic''''r o Enclosed, Cat,2, Exp,6, MWFRS, il interior zone, load duration factor=1.6 irirmailo 2► 5=' 2-06 2-00 PROVIDE ULL B ARING•Jts:2 5 4 JOB NAME: J- 1432 STONE BRIDGE - AJ2 +�„ N., t 4, 9, ,DPROAL WARNINGS: Scale: 0.6992 4 4 V Bf 0< .� {•. +. f„... Truss: A 1 r3 1. and be advised of all General Notes 1. ,•°t ,("R GANG-:4 0 L tJ G Builderd Warnings and erection one contractorotstruoconstruction should b commences. 01 G.Ths u trussNOTES,is otherwisefrnoted: 'jj( This design is adequate for the design parameters shown.Review 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. t L1 DES. BY: BC and approval is the responsibility of the building designer,not the ilk ii 3.All lateral force resisting elements such as temporary and permanentDesign assumes the top and bottom chords to be laterally braced ate ". r" t s . 2. 3»: ' DATE: 7/6/2012 stability bracing must be designed by designer of complete structure. 2'titin and at 10'o.c.respectively unless braced throughout their length by01 SEQDAT CompuTrus assumes no responsibbyty for such bracing, continuous sheathing such as / /�t q . : 5234072 4.No load should be applied to any component until after all bracingand q3.2x Impact, plywood sheathing(TC)and/or drywall(BC), 1" :„ qty fasteners are complete and at no time should any loads greater than 5.Design assumes ttrrussles are to be used nacing red where shown++a noncorrosive AO TRANS Installation of truss is the responsibility of the respective contractor. tJ 4 < I D: 3 4334 8 design loads be applied to any component. , „ "' 5,CompuTms has no control over and assumes no responsibility for the and gn assumre for esfullat all suimpports environment 2b3 ;t % 26, ,. fabrication,handling,shipment and installation of components. 6.Desi • i „� AN- ���������������������������������� 8.This design is furnished subject to the limitations set forth by necessary. PPartss,and cor wedreif ����������� TPINVTCA in SCSI,copies of which wit be furnished upon request. 7.Design assumes adequate drainage is provided. d„ A i k '�j /,t �fi 8.fines coincide with Plates shall be located on both faces ofhuss,and placed so their center / t^ 1�7'+?As.+ `+`7/+% MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E nes. 9.Digits indicate sizeo fplate in icenter nches. g p{ Ci p !'Xj f 70.For basic connector plate design values see ESR-1371,ESR-1988 EXPIRES " `+" (MiTek) ���sumin This design FICLUMBEpreparedR from computer input by CI IIIIIIIIIIIIIII IRC 2009_( M61)ME980ER2F5R(EOj 0 4283(F961)1.00 578 TRUSS SPAN 5'- 10.9" 2-3=(-569) 785 LOAD DURATION INCREASE = 1.15 3-4=( •50) 54 LUMBER SPECIFICATIONS SPACED 24.0' 0.C. TE; 2x4 KDDF STAND1NR BC: 2x4 KDDF #1&BTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA WEBS: 2x4 KDDF LL( 25.0)+DL( 7.0) ON TTP CLORD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC DL ON BOTTOM CHORD = 10.0 PSF p _ 0.0" 2031 601V 571 178 5.50" 0.96 KDDF ( 625) - LETINS: SUPPORT <= 12"0UTOTAL LOAD = 42.0 PSF OH 5.50" 0.03 KDDF ( 625) BC LATERAL SUPPORT <= 12'OC. UON. 6'- 10.9" 80/ 118V 57/ 178 1.50" 0.28 KDDF ( 625) 2-07-09 2-07-09 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 30.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND 2: Desitn checked for net -5 rs urlift at 24 "oc sracina. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: Lu.lift0'Allowed80 0.250" ir Connector plate prefix designatCom uTrus, IncMAX LL DEFL = -0.100" @ -2'- 6.6.0" Allowed = 0.333" C,CN,CI8,CN18 (or no prefix) P ANDNDTBM TOMRD ORDCLIV FLR 1SPAC LIVE LOAD. TOP MAX LL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.159" M,M20HS,M18HS,M16= MiTek MT series BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.166" @ 2'- 4.6" MAX TL DEFL = -0.171" @ 2'- 5.9" Allowed = 0.167" llowed = 0.252' MAX TO PANEL LL DEFL = -0.004" @ 1'- 1 4" Allowed = 0.057" 5_10_15 MAX BC PANEL TL DEFL = -0.000" @ 1'- MAX HORIZ. LL DEFL = 0.048" @ 5'- 10.2" MAX HORIZ. TL DEFL = 0.049" @ 5'- 10.2" 12 This truss does not include any time dependenthe 4.00 deformation for long term loading (creep) total load deflection. The building designer shall rthat this comer fits with the intendeduseofthiscomponent. 10 NOTE: Design assumes "Dry Doug. Fir Lumber' used �� throughout. Not to exceed 19%moisture content. Design conforms to main windforce-resisting M 2.5x4 o system and components and cladding criteria. Wind: 110 mph,,h=25ft, TCDL=4 2MWFRS 6.0, ASCE 7-05, EnclosedCat.2 Exp.B, N interior zone, load duration factor=l.6 aoPP ,will ••0 I L_ B '' G•Jt • 5 ' ,t � 2� 5►2 M-3x6 2-06 2-00 3-10-15 For 6; lk .14 �j r#,'¢ 0r.r fit, ,rC Scale: 0.5931 : BRIDGE AJ3 t x ► i ' �t JOB NAME: J -1432 STONE - GENERAL NOTES,unless otherwise noted: �y WARNINGS: pi CEe 4 and approval is the responsibility of the designer,not the f.ander nand ereceio rn contractor co be advised of all General Notes f ands ppr goer or trussrespuosibitttn is adequate for 01he designbuilding parametersdesigner, r,not Review t26 and Warnings before construction commencest' / ;>' t Truss: AJ 3 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally at �t Y r ^ and permanent wood s braced thio and/or braced length . 3.All lateral force resistingelements sucdas 9ner ofrc mplete stmcture, continuous sheathing such asvp8 unless braced throughout their by 242e r -`�� DES. BY: Comstabpo bracing assumes no designed by 3.2x Impact bridging or lateral bracing required where shown++ a ► t J vei Co load sh uld be ap d to responsibility forsuchu bracing. *;' i4... .'" f/ f� DATE' 7/6/2012 5.Design assumes trusses are to be used in a noncorrosive environment. 71 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 greaterhan and are for'dry condition"of use. '"tii'F{t, ..- { SEQ. : 5234073 design loads be applied to any component. 6.Design assumes full baa ng at all supports shown.Shim or wedge ii a it 1 5.CompuTrus has no consul over and assumes no responsibility components.for the necessary. , TRANS I D: 343348 shipment and installation of 7.Des gn assumes adequate drainage is provided. 1 liffti fabrication,desiissfurnis 8.Plates shall be located on both faces of truss,and placed so their center tY f� _ 6.This design furnished subject to the limitations set forth by fines coincide with joint center lines. a TPIANTCA in SCSI,copies of which will be furnished upon request. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111111111111311111 Iliiiiliilillil This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER TC: 2x4 KDDF #i&BTR TRUSS SPAN 35'- 9.0" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IRC 2009MAXMEMBER2892 FORCES 3 3337) 157=1.70 WEBS: 161 : 2x4 KDDF STAND SPACED 24.0" 0.C. - 2=( -61) 90 2- 9_ - 2- 4=( -719) 425 9-11=( 757) 2892 2- 3=(-3330) 1157 7. 8=(-2734) 745 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3- 4=(-3015) 747 10.11=(-757) 2630 3-2595 9- 4=( -106) 393 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF 4- 7=(-2943) 790699 11- 8=(-816) 2788 0-16=( -752) 207 OVERHANGS: 30.0" 5- 6=(-2201) 648 10- 5=( -155) 1041 0,0' TOTAL LOAD = 42.0 PSF 6- 7=( 2943) For hanger specs. - See approved plans 7- 8=( -373) 189 16. 6=( -716) 226 LL = 25 PSF Ground Snow (Pg) 6-11=( 0) 357 Connector plate prefix designators: 11- 7=( -64) 153 MC,M2OHS,A1OHSCN18 (or no prefix) P LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA = Com uTrus, Inc REQUIREMENTS OF IBC 2009NOAND IRC 2009 NOT BEING MET. LOCATIONS Connector plate = MiTek MT seriesREACTIONS 0'- 0.0" -279/ 1800V -137/ 118H 5NS I5D" 2.88ZE N KDDFR(C625) ANDTBOTTOMRCHORDCLIVEFLLOADSPACTLNON-CONCURRENTLY. 35'- -137/ 118H 5.50' 2.40 KDDF ( 625) 9'0" -204/ 1501V COND. 2: Desi.n checked for net -5 .sf u.lift at 24 "oc s.ac'nt. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = -0.198" @ 18'- 0.0" Allowed = 1.'42" MAX TL DEFL = -0.333" @ 18'- 0.0" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.073" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.120" @ 35'- 3,5" This truss does not include any time dependent deformation for long term loading (creep) in the 18-00total shall verifyethat tthis parameter dfitsdesiwithnthe 10.08-04 17-09 intended use of this component. 7-03-12 NOTE: Design assumes "Dry Doug. Fir Lumber" used 5-09-15 6-02 O1 17-09 throughout. Not to exceed 19% moisture content. 6-00 5-11 5-11-05 12 5-10-11 Design conforms to main windforce-resisting' 4.00 D M-4x6 12 ---� system and components and cladding criteria, 4.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6,0, ASCE 7-05, 4.0" Enclosed, Cat.2, Exp.B, MWFRS, M-3x6(S) interior zone, load duration factor=1.6 M-2.5x4 • 3.0a M-2.5x4 MN - M-3x8 M- M-1.5x4 Z 4x4 4 o M-1.5x o _ 2-- M-5x6 M-2.5x4 ge'e 10.25" 11_ 8o M-5x8(S) M-2"5x4 M-5x8 8-11-04 9-00-12 2.06 8-09-12 8-11-04 35-09 JOB NAME: J - 1432 STONE BRIDGE - B1 ,.30.44, PROPP61- WARNINGS: Scale: 0.1837 41. jx �t.� ° " :, T p 1. NiNer and erection contractor should be advised of all General Notes 1GENERAL NOTES,unless otherwise noted parameters v ( ,. ,{ 4' , o and Warnings before construction commences. This and approval vdallis tis adequate for theodesign ngdesigner,shown.Review s -- "t, " x 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. " i pprigne is the responsibility of the building not the DES. BY: BC 3.Alt lateral force resisting elements such as temporary and permanent Designassumes the topand bottom chords to be laterally braced at stabiFty bracing must be designed by designer of complete structure. • 2. DATE: 7/6/2012 2'o.c and at 10'o.c.respectively unless braced throughout their length by SE/1 CompuTrus assumes no responsibiFly for such bracing. continuous sheathing such as e� N W, 5234, �� 4.No load should be applied to any component until after all bracingand q, pNW0O1t ofthe respective cont actor. 343348 design loads be applied to any component. 2b fi ^+ / 5.CompuTrus has no control over and assumes no responsibiely for the Ded Design assumes MI bearin f at all supportsyam, v r R fabrication,handling,shipment and installation of components. 6. g shown.Shim or wedge if34.„ 'wSdt 11111111111111111111111111111111111 IIIIII VIII VIII VIII VIII IIII 6.This design is furnished subject to the limitations set forth by necessary. j' IIIIII IIII IIII 7.Design assumes adequate drainage is provided. t hh Ar�ft J� k • TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 1 JdY}ry,Z"' t4 7' 8.Plates shall be located on both faces of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.4 1L-E 9.Digits indicate size of plate in inches. fALLi� pj � n� ( ) 10.For basic connector plate design values see ESR-1317,ESR-1988 ' (MiTek) ��� - - This design prepared from computer input by PACIFIC LUMBER 111111111111111111111111111111111111111111111111111111111111111111111.1111111.11 IIIIIIIIIIIIIII IRC 2009 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 L TRUSS SPAN 36'- 0.0" 1- 2=( C1) 90 2-10.(-723) 2911S 2-4W /DDFIC26) 11160 44 LOAD DURATION INCREASE = 1.15 2- 2=( -720)- 1429 12-10=(-723) 2969 2-13=( -96) 3844 BC:CMBER SPECIFICATIONS SPACED 24.0" O.C. 3- 3=( 3720) 733 11-12=(-728) 2669 10- 4=( W TC: 2x4 KDDF ST BTR 4- 5=(-2234) 632 12- 8=(-723) 2911 14-16=( -139) 1052 208 2x4 KDDF p1&BTR LOADING 5- 6=(•2234) 632 g=( -758) 208 TCCBS: ERA KDDF OTAND 6- 7=(-3040) 733 1-15=( 0) 352 LL( 25.0)+DL( 7.0) ON OTA CHORD = 42.0 PSF 7- g=( -720) 429 16. 2=( -96) 160 LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM HORD = 42.0 PSF - =( -61) 90 11-78.(-3326) 1144 OVERHANGS:C LATERAL SUPPORT <= 12"0 3. UON. 30.0" 30.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING REACTIONS REACTIONS BIGE REIN. (SPECIEE) Connector plate prefix designators: 0'- 0.0" 2781 11371 137H 5.50" 2.88 KDDF ( 625) Cnnect8,CNla (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. y 136'- 0.0" -2781 1797V -137/ 137H 5.50" 2.88 KDDF ( 6 M,M20HS,M18HS,M16 = MiTek M series BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COED. 2: Desirn checked for net -5 rsf urlift at 24 "oc s°acint VERTICAL DEFLECTION LIMITS: LL=LL/224O, TL L/18wed 0 0 .250° MAX LL DEFL = -0.087" @ -2'- MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = -0.205" @ 18'- 0.0" Allowed = 1.754" MAX TL DEFL = -0.346" @ 18'- 0.0" Allowed = 2.339" MAX LL DEFL = -0. 87MAX TL DEFL = -0.100" @ 38'- 6.0" Allowed = 0.333" MAX HORIZ. TL DEFL = 0.124" @ 35'- 6.5" This truss does not include any time pendenthe deformation for long term loading erde total load deflection. The building designer shall intendedusethats fits with the 18-00Fir Lumber" used 18 00 NOTE: Design. assumes "Dry Doug. 9-05-13 8-06-03 throughout. Not to exceed 19%moisture content. 8 03 9-05-13 5-11-07 6-01-03 5 11 07 Design conforms to main wicladdie-resistingia 6-'1-08 6-01-03system and components and cladding criteria. 5-09-05 t2 a 4.00 Wind: 110 mph, h=25ft, TCDL=4.2,800E=6.0, ASCE 7-05, 12 4.0" Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6 4.00 I� 4.0" 132.5X 3x6(5) co op M-5x6 3x810.25" M-2.5x4 M 5x6 M-2. 5x4 M-5x8(5) 9-00 9 00 9-00 9-00 2-06 iDPROp$s., 36 00 IN,. 30114, mac`' � , r.. " 2-06 ,. >t v -4, , �' tri :4 .rt Scale: 0.1680 �,., o ;. ` ► is s =.,i,- JOB NAME: J -1432 STONE BRIDGE - 62 GENERAL NOTES,unless otherwise noted: �* � .. 1.Builder to yy,,}} and approval is the responsibility of the building designer,not the �Fit� 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review r *.�, and Warnings before construction commences. truss designeror truss engineer. O R if r > '�n aii 2.Design assumes the top and bottom chords to be laterally braced et ,# - t,, Truss: B Z 2.7x4 compression web bracing must be installed where shown+. 2'o c.and at 1 n'o.c.respectively unless braced a throughout endlor drywall(th by a t' 3.All lateral force resistingmubeelements such as temporary and permanent continuous sheathing such as elyw 424 , ,,�#3" '""" "" DES. BY: Bstability bracing assumeseno designed by designerfosbracing.f complete structure. 3 2x Impact bridging or lateral bracing required where shown++ T v� `6 � CompuTrus d anynsicom for such ,r J ,, -'.,' t 1 DATE' 7/6/2012 5.Design assumes trusses are to be used in a noncorrosive environment, 4.No load should be applied to component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no mpo should anyloads greater than nand are for'dry condition"of use. ort shown.Shim or wedge if sf SEQ. : 5234076 compdesign T aha control aver and assut. e.Design assumes full bearing at all Supp (, 3°r Exi[1 � TRANS T 343348 5.CompuTrus ns has no ,shipmentipl over and assumes no rcomo compontyents. for the Des gn assumes adequate drainage is provided J /#7 _ " i This d tion,handling, and installation limitationsagon of components. on both i � ' 8.This design is furnished subject to the set forth by 8. fines coincide with joent center fines of truss,end placed so their center =Writ� Tpek U A, nc./ copies of which will ber furnished upon )-E request. g Digits indicate iidesize of plate in inches. «�. 111111111111111111 MiTek USA,BCCI,o pies of s Software furnished L)-E 10.For bases connector plate design values see ESR-1311,ESR-1988(MiTek) 111111111 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER TC: 2x4 KDDF ; 35-09-00 HIP SETBACK 8-00-00 FROM END WALL 2x6 #1&BTR T2, T3 LOAD DURATION INCREASE = (Non-Rep) BC: 2x6 KDDF #1&BTR IRC 2009 MAX MEMBER FORCES 4W3-11=(Cq=1.00 WEBS: 2x4 KDDF STAND; 2x4 KDDF STAND A LOADING 1- 2 ( 60) 90 2-11=(-1642) 6924 3.11=( -388) 1804 _ 2- 3=( -7702) 1848 11-12=(-3222) 11994 11- 4=( -188) 1492 IC UNIF LL( 50.0)+DL(L 1250PSF Ground Snow (Pg) 3. 4=( -8764) 2096 12.13=(-3526) 13010 11. 5=(-4110) TC LATERAL F SUPPORTTN <= 12"OC. UON. TC UNIF LL( 150.0)+DL( 14.0)= 160.0 PLF 8'- 0.0" TO 28'• 0.0' V 4- 5=( -8296) 1990 14.10_ - ( -660) 1358 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 25.0)+DL( 15.0)= 64.0 PLF 28'- 0.0" TO 35'- 9.0" V 5- 7=(-12428) 3224 14-10=(•3222) 11896 6-13=( -2) 892 BC UNIF LL( 0.0)+DL( 50.0)= 6- 7=(--8428) 3222 ( 1580) 6420 12- 6=( -660) 372 50.0 PLF 0'- 0.0" TO 35'- 9.0" V 7- 8=( -8030) 1940 6-14.1 -718) 372 NOTE: 2x4 BRACING AT 24"OC UON. FOR IC CONE LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 8- 9=( -8486) 2046 13- 7=( 0) 932 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 27'- 9-10=( -7256) 1790 7-19=(-4266) 1416 9.0" 8-14=( -214) 1468 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL14- 9=( -402) 1836 OVERHANGS: 30.0" D 0" REQUIREMENTS OF IBC 2009NOAND IRC 2009 NOT BEING MET. BEARING MAX VERT AREA LOCATIONS REACTIONS MAX HO 7Z 5.50"BRG REQUIRED.21KFRG 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0' 0.0" -833/ 3882VREACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: I8,CN18 (or no prefix) = Compuirus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'• 9.0' -90/ 74H 6.21 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series -768/ 3583V -90/ 74H 5.50" 5.73 KDDF ( 625) ** For hanger specs. - See approved �' ( 2 ) complete trusses required. CORD 2: Desirn checked for net -5 plans Join together 2 ply with 16d Common nails staggered at sf u'lift at 24 'Sc srac n. 9" oc throughout 2x4 top chords VERTICAL DEFLECTION LIMITS• LL-L/240, TL=1/180 9° oc throughout 2x6 bottom chords, MAX LL DEFL = -0.044" @ -2'- AA 9" oc throughout webs. MAX TL DEFL = -0.050" @ -2'- 6 0' Allowed 0.?33" MAX LL DEFL = -0.410" @ 18'- 0.0" Allowed = 1.7.2" MAX TL DEFL = -0.676" @ 18'- 0.0" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.087" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.143" @ 35'- 3.5" This truss does not include any time dependent eein t deformation for long otalloaddeflection. Theloading builingrg designer4he shall verify that this parameter fits with thl intended use of this component. NOTE: Design assumes "Dry Doug. Fir Lumber" usled throughout. Not to exceed 19% moisture content. 7-11-11 Design conforms to main windforce-resisting 20 00-10 3-07-15 4-03-12 7.08.11 system and components and cladding criteria. 4-08-03 5-04-02 5-04-02 5-04-02 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 12 597.30# 3-07-13 3-04-15 Enclosed, Cat.2Exp.B, MWFRS, 4.00 D 5'7.30# interior zone, load duration factor=1.6 M-5x8 M-7x8(S) 12 M-3x8 0.25" M-3x8 M-5x8 4.00 M-1.5x4 e P...i 44,tr. M-1.5x4 M-4x6 .I M- 7X10 � � cno _0 2 . 11 12 13 14 10*.M M-5x8 M-2.5x4 M-2.5x4 M-5x8 M18HS-5x16(5) 7-02 7-03-04 7-01-08 7-03-04 15-09 6-11 2-06 20-00 JOB NAME: J- 1432 STONE BRIDGE - BH1 35-os WEDGE REQUIRED AT HEEL(S). 0 WARNINGS: Scale: 0.1780 ""W I' ) r{�} ,.f Truss: BI I 1.Builder and should be advised of a8 General Notes 1. `. ' ,, A.4 4 'a« i. and Warnings and erection oe contractorotorish b commences. G.ThishsAL sNOTES,is adequate uerforte deli 498 truss v al istie for to a he buil paramsign shown.Review }/BY• 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. ;eI j�� '„,.7... BC and approval is theresponsibility pon and oft of the building designer,not the �* .' I i 3.All lateral force resisting elements such as temporary and permanentDesign assumes the top and bottom chords to be laterally braced at �� r v 2. a� - DES.: 7 ��1 2 stability bracing must be designed by designer of complete structure. 2'o.c.and at ea in and respectively unless braced throughout their length by +i✓ SEQ CampuTrus assumes no responsibility for such bracing. 52'3401 2 4. No load should be ay c2x Impact ontinuous sheathing such as plywood sheathing(TC)shown/or drywaN(BC). "'c ice',( i r fasteners are complete andeat no time should any loads greater than and 5.Design assumes sussor es are to be used wren where ++ component until 94.Installation of truss is the responsibility of the respective contractor. TRAN ` I D: 34334 8 design • loads be applied to an com .,,k. .. ♦ ex- continuous Compuirus has no control over and omponent s no responsibility for the and arefor "dry condition" dbeadn ouse.f as supports shown.Shin a im orwedgeive 24 a3 t rr �'"�`^! r �+ fabrication,handling,shipment and installation of components. 6.Design9 ,98,„, } :' .,�`++ I IIIIII VIII IIID VIII VIII VIII VIII IIII IIII 8 This design is furnished subject to the limitations set forth by necessary. PPg 3^+ C" �y "� ,`° TPINVTCA in BCSI,copies of which will be furnished upon request 7.Design assumes adequate drainage is provided. .t•<0..- fabrication, +Y ''f ;aTN 8.Plates shall be located on both faces of truss,and placed so their center t „viva 7r,4,/:(,l hoes coincide with joint center hoes. ` MiTek USA,Inc./CompuTrus Software 7.6.4(11)-E ) t 1e.Digits 9�basic�conne for platetdes design values see ESR-1311,ESR-1988(MiTek) +WLL EMPIRES 6/30/1 This design prepared from computer input by PACIFIC LUMBER IIIIIIIIIIIIIIIIRC 2009 MAX MEMBER FORCES 4WRIDDFICq=1199) 615 1- 2=( -2001) 90 M.MBE( ORC2779 DDF/Cq 00652 TRUSS SPAN RE'- 9.1. 2- 2=(_3-61) 927 12-13=(--766) 4501 13- 3=( LUMBER 6PKD SPECIFICATIONS LOAD DURATIONAINCREASE. " 0 C 1.15 2. 3=(-3/11) 1004 13-14=(-1423) 4934 13- 4=( -49)14 ) 652 SPACED 24.0" O.C. 4- 4=( 0 14-15=(-1525) 4459 3-16o( -300) 525 35 WEBS: 2x4 KDDF qt&BTR; 4492591 14- 4=( 2x6 KDDF STAND8TR T2, T3 LOADING 4- 6=(-3103) 947 16.12=( -935) 4-17=( -310) 133 BC: 2x6 KDDF qt&BTR 6- 7=(-4710) 1417 17. 5=( 0) 403 386 2x4 KDDF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 7- 8=(_ggg2) 1435 8-16=(-1590) 495 _ 2x4 DFS RT < DL ON BOTTOMA CHORDA = 10.0 PSF 7-10=(-4682) 1001 10-18=( -85) 623 ATOTAL LOAD = 42.0 PSF 0.11=( 0) 0 9 16.11=) -76) 502 TC LATERAL SUPPORT <= 12"OC. UON. ;1.12=(-2946) 1074 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA v NOTE: 2x4 BRACING AT EAS NOT UON. FOR LOCATIONS REACTIONS MAX 5150„ SQ UIRE DF ( 62A ALL FLAT TOP CHORD AREAS SHEATHED O�- O.S" 332E 1IONS 13 REACTIONS 47H SIZE SQ.I KDDF(SPECIES)( S ) BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP 35 9 0, -268/ 1501V -130/ 2.40 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OVERHANGS: 30.0"cs0.p' ** For hanger specs. - See approved plans COAD 2: Desirn checked for net -5 "sf uplift at 24 "oc s.ac>.nr VERTICAL DEFLECTION net LI5ITS:.sf Lu.lip OatA24 ed"o 0.250" in" Connector plate prefix designators: MAX LL DEFL = -0.087" @ -2'- 6,0' Allowed = 0.333" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TL DEFL = -0.106" @ 18'- 0.0" Allowed = 1.742" M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.306" @ 18'- MAX TL DEFL = -0.513" @ 18'- 0.0" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.066" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.110° @ 35'- 3.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall rthat this componenter fits with the intendeduseofthis NOTE: Design assumes "Dry Doug. Fir Lumber' used 9-08 11 throughout. Not to exceed 19% moisture content. 9 11-11 16-00-10 2-Q6 03 2 07 15 3 07 13 3 04 15 sysstem and components mainorms to comp nentsandlcladdingrcriteriaesisting. 5-04-02 5-04-02 3-07-15 3-07-13 2 07 15 2-08-03 7-09 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 8-00 12 interior zone, load duration factor=l.6 M 7x8(S) 9 M-5x6 a 4.00 12 4.00✓ M 5X6 5 =M 4X4 7 0.25" M s_------ a, M 1.5X4 4 6 MN 1 M-1.5x4 �° Du � � M-5x6 3 �� o M 3x6 i 16 1Al* o o 14 1s M 3x10 13 M-2.5x4 M-2.5x4 2 M 3x10 MHS-5x12(S) WEDGE REQUIRED AT HE L(S). 7-02 7-03-04 7-01-08 7-03-04 6-11 20-00 15-09 1{ . PR0F4,0 35-09 ' a�° yt ' 2-06 zro, Scale: 0.1875 4 vii-., • �, ` 1 JOB NAME: J -1432 STONE BRIDGE - BH2 s^ ► r lok GENERAL NOTES,unless otherwise noted: rPi�;"' WARNINGS: OR' e04 and trussapprdelis the responsibility for of the design parameters designer,not the 1.Builder and erection contractor should be advised of all General Notes 1.truss designerveli er truss the shown.Review f R f ; BI 12 and Warningsmebefore bracing mution commences. _, 4 +«+ Truss: 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at r 2'o.c.and at 10'o.c.respectivelYaoodss braced g(TC)throughouttheir len(BCj byth 3.All lateral force resistingmuelements such as temporary and permanent f_ C DES. BY• BC3.2x Impact bridging or lateral bracing required where shown++ D '' •joy, J ¢1 7 ,C.dr L G� stability later bracing must be designed designer of complete structure. continuous sheathing such as plywood CompuTrus assumese li d to responsibility for such bracing. trus �;y a DATE• 7/6/2012 any greater5.Design assumes trusses are to be used in a non-corrosive environment, 4.No load should be applied to any component until after all bracing and 4.land bridging condition"l biaciog responsibility of the respective contractor. _ SEQ. : 5234078 dfastenersignto are complete and at no time should loads tha ;A .. ){ design loads be applied to any component. 6.Design assumes full bearing al all supports shown.Shim or wedge if r j _ E� 6� I 1 343348necessary ry 6 TRANS I D. 5.fabrication, has no ,control rand installation of components for the T Design assumes adequate drainage is provided. laced so their center t f K fabrication,handling,shipment 8.plates shall be located on both faces of truss, p P t 6.This design is furnished subject to the limitations set froth by Goes coincide with joint center lines. MiTek CA in BCSI,copies of will furnished upon request. g Digits indicate size of plate in inches. 1111111VIIIVIIIVIIIVIIIVIIIVIIIIIII1 PIN USA,BC./Comps of which Swill bee furnished upon 15.Forbasicconnectorplatedesign values see ESR-1311,ESN-1988(Mi7ek) c,...... - I111111 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER TC: 2x4 KDDF #1&BTR TRUSS SPAN 35'- 9.0" BC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 IRC 2009 MAX MEMBER FORCES 4WR/DD118 -1 00 WEBS: 2x4 KDDF STAND SPACED 24.0 O.C. 1- 2=( -61) 90 2- 9=(-733) q 2- 3=( -702) 454 9-10=( 733) 2949 2945 9- 3=(-3425) 1185 12- 7=( -145) 95 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3- 4=(-2927) 786 10-11=(-860) 3215 3-10=( -221) 258 -18 ( 0) 222 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 2722) 716 11-12=(-860) 3215 10- 4=( -29) 525 ( 28351 778 DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-2688) 737 12.13=(-814) 2834 10-1- 5=( -607) 168 NOTE: 2x4 BRACING AT 24"OC UON. FOR TOTAL LOAD = 42.0 PSF 6- 7=(-2892) 809 13- 8=(-811) 2838 11- 5=( 0) 267 ALL FLAT TOP CHORD AREAS NOT SHEATHED 7- 8=( -328) 147 5-12=( -620) 143 LL = 25 PSF Ground Snow (Pg) 6-12=( -38) 514 BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT OVERHANGS: 30.0" 0.0' REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LOCATIONS MAX REACTIONSHORZ BRG REQUIRED SPECIES) REACTIONS SIZE SQ.IN. (F ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -268/ 1800V51 -99/ 81H 5.50" 2.88 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -204/ 1501V -99/ 81H 5.50" 2.40 WOOF ( 625) M,M20HS,M18HS,M16 = MiTek MT series * For hanger specs. - See approved plans COND. 2: Desi•n checked for net -5 •sf urlift at 24 "oc srac'n.. VERTICAL DEFLECTION LIMITS: LL=L/240, 80 MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6,0" Allowed = 0.333" MAX LL DEFL = -0.242" @ 18'- 0.0" Allowed = 1.'42" MAX TL DEFL = -0.409" @ 18'- 0.0" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.080" @ 35'- 3,5" MAX HORIZ. TL DEFL = 0.133" @ 35'- 3.5" This truss does not include any time dependent dfor long eceein formation Them o buildingrdesignerthe shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes "Dry Doug. Fir Lumber" u ed throughout. Not to exceed 19% moisture contest. Design conforms to main windforce-resisting', 11.11-11 system and components and cladding criteria. 12-00-10 Wind: 110 mph, h=25ft, TCDL=4,2,BCDL=6.0, ASCE 7-05, 5-11-02 6-00-09 6-00-05 11-08-11 Enclosed, Cat.2, Exp.B, MWFRS, 12 6-00-05 6-00-09 5-08-02 interior zone, load duration factor=1.6 4.00 M-5x6 M-3x8 M-5x6 12 a 4.00 M-4x12 111 . 1 mmiminnomi LjjlmmlmlmImlmimmnn:jr:l M-1.5x4 M-3x10 o .'. 11.11.1.1.1.1.1.1.1.111 li ,M-1.5x 2M M 5X6 9 10 Imrn M-1•5x4 M-3x8 1u.25" 72 13 �' � M-3x8 M-1.5x4 6** o M-5x6(S) M-5x8 5-09-06 5-07-10 6-07 6-07 2-06 5-07-10 5-06-06 35-09 JOB NAME: J - 1432 STONE BRIDGE - BH3 .- l p'* ,t,IN, , r 0- WARNINGS: Scale: 0.1837 C ''� G Truss: 1.Builder and erection contractor should be advised of an General Notes 1.This sttruss design isL NOTES, adequatefor the design parameters shown.Review a # BH3 and Warnings before construction commences. less otherwise noted: A. ' army' dor 2.2x4 compression web bracing must be installed where shown+, truss and designer or trussl is the sengineety of the building designer,not the f :'Nit t- 11 DES. BY: BC 3.All lateral force resisting elements such as temporary and permanent Designassumes the top and bottom chords to be laterally braced at ir • stability bracing must be designed by designer of complete structure. 2. m DATE: 7/6/2012 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �t CompuTrus assumes no responsibility for such bracing. continuous sheathing such assheathing(TC) a 4"'",0,,, r 1 ;q SEQ. : 5234079 4.No load should be applied to anycomponent3.2x Impact bridging or lateral pons bracing f the where howo+d contractor. C). Jl���> - all fasteners are complete and at ntimhould any loads greater than and 5.Design assumes are to be used a noncorrosive environment, 42 ep TRANS bracingInstallation mos trussesf truss is the responsibility in the respective D,, use. I D: 343348 design loads be applied to any component. re for 4243 . }� y 5.CompuTrus has no control over and assumes no responsibility for the and gn assumes fug bearing of alt supports yq� .fit v fabrication,handling,shipment and installation of components. 6.Desi g pports shown.Shim or wedge if .tit tr �� ������������������������������� 6.This design is furnished subject to the limitations set forth by necessary. ry{,�S IIII IIII IIII 7.Design assumes adequate drainage is provided. '°t! '�p pe x j LI+' mumujil TPINYTCA in BCSI,copies of which will be furnished upon request. 8.Plates shall be located on both faces of truss,and placed so their center t^�is°rs'it+ f / MiTek USA,Inc./CompuTrus Software 7.6.4(10-E goes coincide with joint center lines. >'/ 'I/La cate size of pp ! "- .... ,.. e in 10.Digits basic connector platetdaign values see ESR-1311,ESR-1988 • (MiTek) ..-._. ����� } This design prepared from computer input by PACIFIC LUMBER IIIIIIIIIIIIIII IRC 2009 MAX MEMBER FORCES 4WR/DDFICq=1.00 TRUSS SPAN 35'- g.0" 90 2.11=( -897) 2949 2- 3=(-34250; 1340 9-10-(-2835) 933 BCMBER 4PECIFICATIONS LOAD DUSPAIED I24R0ASE C 1.15 2- 3=1 -710) 454 11.12=( -900) 2945 11- 3=( 56 WE: 2x4 KDDF S1ABTR SPACED 24.0" O.C. 3- 4=(-2927) 1011 12.13=(-1132) 3215 3-12=) -221) 525 BC: 2x4 KDDF #1&BTR4- 5=( 0) 0 13.14=(- 1 ) 2834 12- 4=( -607)- 231 WEBS: 2x4RKDDF STAND LOADING 4- 6=(-2722) 935 14-15=( -973) 0) 267 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 8=(-2688) 955 15-10=( -969) 2838 13- 6=( -620) 209 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 7- 9=( 0) 0 -48) 514 TOTAL LOAD = 42.0 PSF 8- 9=(-2892) 1032 14- 9=( -14564 N BC LATERAL SUPPORT <= 12"OC. UON. g-10=( -328) 167 9-15=( 0) 222 LL = 25 PSF Ground Snow (Pg) ALLLLE:FLATT4 BRACING AT EAS NOT UON. ATR BEARING MAX VERT MAX-1 =) BRG REQUIRED BRG AREA TOP CHORD AREAS SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL v REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) 0'- 0.0" -3321 1800V -1391 50H 5.50" 2.88 KDDF ( 625) OVERHANGS:apecs Opp ANDNDTBM TOMRD ORDCLIV FLR tSPAC LIVE LOAD. TOP 30'- 0.0" -268/ 1501V0 -139/ 50H 5.50" 2,40 KDDF ( 625) ** For hanger specs. - See approved plans BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Desiln checked for net -5 rsf urlift at 24 "oc sracint Connector plate prefix designators: VERTICALADEFLDE . -0I08 LIMITS: -L6.0' llowed = Cnnect8,CN18 (or no prefix) = CompuTrus, Inc /180 MAX LL = -0.087° @ -2'- 6"0" Allowed = 0.250" M,M20HS,M18HS,M16 = MiTek MT series MAX TL DEFL = -0.144" @ -2'- 6.0" Allowed = 1.742" MAX TL DEFL = -0.409" @ 18'- 0.0" Allowed = 2.322" MAX HORIZ. TL DEFL = 0.133" @ 35'- 3.5" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall rthat this fits with the intendeduseofthis component. NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. Design conforms to main windforce-resisting 8-00-10 13 08 11 system and components and cladding criteria. 13-11-11 5-08-02 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4-00-05 2 04 15 5-07-10 Enclosed, Cat.2 Exp.B, MWFRS, 5-11-02 5 07 10 2-04-15 4 00 05interior zone, load duration factor=l.6 11-09 12-00 t2 M-5x6 12 4.00 12 M 5x6 M-3x8 4.00 Vt a M 3x10 M 4x12 • -1.5x4 M-1.5x4 u. o 1i o 1a** o 1� 14 M 1155X4 M 5X8 11 12 u°25" M-3x8 2 M-3x8 M 5x6 M 1.5x4 M-5x6(S) 6-07 5-07-10 5-06-06 5-09-06 5 07 10 6-07 j 'FZC�F 35-094.9 ,. ] tN c', 2-06 Scale: 0.1837 ! t. t:iseli . c?s i ' , - JOB NAME: J -1432 STONE BRIDGE - BH4loi , GENERAL NOTES,unless otherwise noted: WARNINGS: end approval is the responsibility of the building designer,not the & ?� 1.Builder and erection contractor shouts be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review �� and Warnings before construction commences. truss designer or truss engineer. -may+�, ,,,_ . �' v ;' . Truss: BH 4 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be lateraly braced at y .O r 26: 0 3.All lateral force resisting elements such as temporary and permanent2 o.c.and at 10'o.c.respectively unless braced throughout their length by .J continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). A243': ,, •_A DES" BY' Bstability bracing must be designed by designer of complete structure. 3.2x Impaht bridging or lateral bracing required where shown++ �pp fg *x No load should assumeslde li d to responsibility tonen untilh bracing. -.e45 "^',, � `?(f 11'. DATE: 7/6/2012 2 5.Design assumes trusses are to be used in a noncorrosive environment, tf (r P 4.No load should be applied to any component after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Cb 5 dfesign loadso arecomplete applied p li a andoat no timempo should any bads greater than and are for"dry condition"of use. `°�.) TRA" : I D: 340 design has nu con to any over and assn 6.Design assumes full bearing at all supports shown.Shim or wedge if A + ' 4 TRANS I D: 343348 5.CompuT us no control and assumes no responsibility for the necessary. D F EXPIRES 1 y 7.Design assumes adequate drainage is provided. f{_) ^] , fabrication,handling,shipment and installation of components. 8.Plates shall be located on both faces of buss,end placed so their center 6.This design is furnished subject to the limitations set forth byAnes coincide with joint center lines. i CCM' ' gil3 , 7pek U A innc./copies of which will be furnished upon request. 9.Digits indicate size of plate in inches. 11111111111111011111111111 MITIN USA,BC.IComps fw Software 1 upon 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11101111 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER TC: 2x4 KDDF CATBTR TRUSS SPAN 35'- BC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE 9.0" ,15 WEBS: 2x4 KDDF STAND 1- 2=( -61) 90IRC 2009 MAX MEMBER9 FORCES 3_ 4WR/ODF00 SPACED 24.0" D.C. TC LATERAL SUPPORT <= 12"OC. UON. 2- 3=( -717) 454 11-12=(-1046) 2945 11- 3=( 34205) 1483 9-10=(-2835) 1075 BC LATERAL SUPPORT �= 12"OC. UON. LOADING 3- 4=(-2927) 1204 12-13=(-1437) 3215 3.12=( -221) 56 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF4- DL ON BOTTOM CHORD = 10.0 PSF 4- 8=(-2688) 1120 15.15 (:1111) 2838835 12- 6=( -97)0267 NOTE: 2x4 BRACING AT 24"OC UON. FOR TOTAL LOAD = 42.0 PSF 6- 8=(-2688) 1138 15-10=(-1111) 16=34 12- ( -607) 351 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ 7- 8=( 0) 0 LL = 25 PSF Ground Snow (Pg) 8. 9=(•2892) 1224 6-14=( -620) 351 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9.10=( -328) 181 8.14=( -106) 514 OVERHANGS: 30.0° REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 14- 5=( -145) 46 0.0" 9-15=( 0) 222 M-1.5x4tor equal (uat non-structural BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (non). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. 0'- 0,0° -396/ 1800V -179/ 67H 5.50" 2.88 KODFp(C625) ** For hanger specs. - See approved plans 35'- 9,0° -333/ 1501V -179/ 67H 5.50" 2.40 KDDF ( 625) ** For hanger no1prefixjparoved run Inc (or COND. 2: Desirn checked for net -5 rsf urL/24 at 24 "oc s.ac n1. tors: C M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0,100" @ -2'- 6.0" Allowed = 0,333' MAX LL DEFL = 0.278" @ 12'- 0.0" Allowed = 1.742" MAX TL DEFL = -0.409" @ 18'- 0.0" Allowed = 2.322' MAX HORIZ. LL DEFL = -0.086" @ 35'- 3,5" MAX HORIZ. TL DEFL = 0.133" @ 35'- 3,5" This truss does not include any time dependen: deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component, 15-11-11 4-00-10 15-08-11 NOTE: Design assumes "Dry Doug. Fir Lumber' used 5-11-02 5 07-10throughout. Not to exceed 19% moisture content, 4-00 2-05-04 2-05-04 4-00 5 07-10 5-08-02 Design conforms to main windforce-resisting 12-00 system and components and cladding criteria,' M-4x6+ 11-09 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-0$, 12 $ M-4X6+ Enclosed, Cat.2, Exp.B, MWFRS, 4.00 D '�i! 12 interior zone, load duration factor=l.6 M-5x6 M-5x6 -i 4.00 �� M-3x8 �` M-4x12 " �� iiiiII M-1.5x4 100000.. .M-3x10 co . M-1.5x4 o ; 2 11 12- ...am 1411. rn M-5x6 M-1.5x4 M-3x8 t(�.25" 14 15 o M-3x8 M-1.5x4 to*, o M-5x6(5) M-5x8 5-09-06 5-07-10 2 06 6-07 6-07 5-07-10 5-06-06 35-09 JOB NAME: J - 1432 STONE BRIDGE - BH5 WARNINGS. Scale: 0.1837 >f i .;* `'"1r Truss: BH5 i.Builder and erection contractor shouts be advised of all General Notes 1.This truss design is adequate for the design V vsw . and Warnings before construction should commences. an GENERAL NOTES,unless otherwise noted: // 2.2x4 compression web bracing must be installed where shown+, truss adesigner or truss engineer. g parameters shown.Review , it:it, " r`DES• BY: BC3.All lateral farce resisting elements such as temporary and ponsibility of the building designer not ther2.Desi n tt ' _ �' 7 6 2�1.� permanent g assumes the tap and bottom chords to be laterally braced at 3 DESDAT.: stability bracingmust be designed by designer of complete structure. Ip o.c.and at 10'o.c,respectively unless braced throughout their length by CompuTrus assumes no responsibility for such bracing. contlnuous sheathing such astr^�, �q SEQ. : 5234081 4.No load should be applied to any component until after all bracing and plywood required sheathing(TC)and/or drywall(BC). ri? ;q 3.2x Impact bridging or lateral bracing where shown++ a +»' TRANS I D; fasteners are complete and at no time should any loads greater than 5. Installation tassumtes trusses are to be used in a noncorrosive environment, `J r, 343348 design loads be applied to any component. responsibility of the respective contractor. C� t� 5.CompuTus has no control over and assumes no responsibility for the and Design assumare for es fol bearindition"g all supports shown.Shim or wedge if 24243 26 r " ~ fabrication,handling,shipment and Installation of components. 6.Desi g PP '- 111111111111111 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8.This design is furnished subject to the limitations set forth bynecessary, g . ,,rrll �,,),,. TPIANTCA in BCSI,copies of which will be furnished upon request. 7.Design assumes adequate drainage is provided. p t '"€, t T �} j 8.Plates shall be located on both faces of buss,and placed so their center ^y, d krl+ t/f`'rr f MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-Z Digits fines coincide withizjoint center lines, I es. /{h j/3"7 w 10.For basicindicate connector e plate desie in gn values see ESR-1311,ESR-1988(MiTek) f '�F" lr EXPIRES y�: 6/30/1 ' Expiate'- « ft ' Ili"[ V LJ�I SIt i This design prepared from computer input by PACIFIC LUMBER IIIIIIIIIIIIIII IRC 2009 MAX MEMBER FORCES 4WRIDDFICq=1.00 TRUSS SPAN 36'- 0.0" 1- 2=( -61)C90 2-12.(-1032)BR 2E73 2- DDFJCq=1. 1471 LOAD DURATION INCREASE = 1.15 12-- 2c( 6 ) 455 12-13=(-1035) 2969 12- 3=( LUMBER SPECIFICATIONS SPACED LOADING" D.C. 4. 4.(-2957) 1189 14-15=(-1414) 3261 13-3261 14=( -216)93534 55 TE: 2x4 KDDF STAND1TR 4- 5=(BC: 2x4 KDDF #16BTR 4- 6=(-2750) 1106 15-16=(-1035) 2969 13- 6=( -600) 267 W TCB LATERAL: A KDDF LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 6=(-27500) 11066 15-16=( 1035) 2973 13-16=( -600) 362 DL ON BOTTOM CHORD = 10.0 PSF 7- 8=( 8_16=( -93) 534 - 62 TC SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 8- 9=(-2957) 1189 15- 9=( -216) 55 BC LATERAL SUPPORT <= 12"OC. UON. 9-10=( -720) 455 9-16=( 0) 228 LL = 25 PSF Ground Snow (Pg) 19-10=( -20) 90 9-10=(-3417) 1471 NOTE: 2x4 BRACING AT 24"OC UON. FOR $ ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ 9- REQUIRED 8 AREA REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS67H 5.50" 2.88N KDF ( 625 0'- O.S° 39 R1 1797V 17967H S5IZE 2.88 KD(SPECIES)( IE ) OVERHANGS: 30.0" 30.0" NDTBM TOMRD ORDCLIV FOR tSPAC LIVE LOAD. TOP 30'- 0.0" -3951 1797V -179/ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uon). COND. 2: Desire checked for net -5 °sf u.lift at 24 'oc sracint. VERTICAL DEFLECTION ne LI5I.sf L =6at 24 ed'oc 0.250" Connector plate prefix designators: MAX LL DEFL = -0.087" @ -2'- C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.283" @ 24'- 0.0" Allowed = 1.754" MAX TL DEFL = -0.424" @ 18'- 0.0" Allowed = 2.339" MAX TL DEFL = -0.1100"87@ 38'- 6.0" Allowed = 0.333" MAX HORIZ. TL DEFL = 0.0137" @ 35'- 6.5" This truss does not include any time pendnthe deformation for long term loading (creep) in total load deflection. The building designer shall rthat this fits with the intendeduseofthis component. 15-11-11 NOTE: Design assumes "Dry Doug. Fir Lumber" used 15 11-11 4-00-10 throughout. Not to exceed 19%moisture content. 4-00 5-07-10 5-11-02 5-07-10 4 00 2-05-04 2 05 04 Design conforms to main windforce-resisting 5-11-02 system and components and cladding criteria. 12-00 12-00 M-4x6+ Wind: 110 mph, h=25ft, TCDL=4.2,BCDL 6.0, ASCE 7-05, M 4x6+ 12 Enclosed, Cat.2 Exp.B, a 4.00 interior zone, load duration factor=1.6 12 1�� M-5x6 4.00 M 5x6 '� $ M 3x8 �`- - M-4x12 M-4x12 "� M-1.5x4 44400/111111 I M-1.5x4 � T � o 1 0 Me 15 16 10 o 13 M-1.5x4 M-5x6 2' 12 10"25" M-3x8 M-5x6 M 1.5x4 M 3x8 M-5x6(5) 6-07 5-07-10 5-09-06 5-09-06 5 07 10 6-07 , JCR. i P C PE:c., . 36-00 �' 1.p • t '': 2 06 BH6 Scale: 0.1805 , >rfi� t�'� t/ f^.t illohlillr.�4`.JOB NAME : J -1432 STONE BRIDGE - T i4 , A - . t j ; # , ti GENERAL NOTES,unless otherwise noted' ,,.�, ryrye+, WARNINGS: s • irk '4 } and approval is the responsibility of building designer,not the 1.Builder and erection contractor should be advised of all General Notes 1�trussldes goer or trussn is enginquate eer. the design parameters shown.Review andvWarningsmbeforewebracing must commences. . ♦R BH6 2.Design assumes the top and bottom chords to be laterally braced at +. 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless sheathing(TC)b aed throughout ghoul their iy lengBCb , .ak= T r���� B I I� 2.2x4 compression web bracing be installed where shown+. continuous sheathing such as plyv+ s ,A� ;} DES BY, 6/ stability bracing must be designed by designer of complete structure. 3.20 Impact bridging or lateral bracing required where shown+* jh+" 2 QN CompuTsh uld be ap li d to anyicom fonent uh bracing. 1 l E ,.�, r 4•+` I� i° , SEE" 7 5 2 2012 y 5.Design assumes trusses are to be used in a non-corrosive environment, '�i,J C�1 rf 4.No load should be applied s any component until after ail bracing and 4. Imla0on of truss is the responsibility of the respective contractor DAT 5 234 8 ry fastens a are complete and at no time should an loads greater than and are for"dry condition"of use. 4 SEQ, G design loads a applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 3 - 343348 5.fabripuTms has lin ,ship/over and assumes no roery for the ne Design assumes ft j ry" EXPIRES TRANS I D' shipment todhe installation s components.y7.e.Design assumes adequatetedondrainage is fprovided.ru , (Cr ' fabrication,handling, p 6.Plates shall be located on both(aces of truss,and placed so their center � 6.This design is furnished subject the limitations set forth by fines coincide with joint center lines. TPINVECA in BCSI,copies of which will be furnished upon request. y Digits indicate size of plate in inches. "Oil ! 1111111111111111111111111111 MiTek USA,InC.lCompuTNS Software 7.6.4(114-E 10.For basic connector plate design values see ESR-1317,ESR-1988(MiTek) «� r 111111111 This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER TC: 2x4 KDDF N1&BTR TRUSS SPAN 36'- 0.0" BC:U2x4 KDDF CATION LOAD DURATION INCREASE'- 1.15 WEBS: 28 C: 2x4 KDDF STAND SPACED NC.E° O.C. IRC1 2009 MAX MEMBER 90 .(-10 FORCES) 42- 3°(-3417)01 TC LATERAL SUPPORT <= 12°OC. UON. 2- 3=( -720) 455 12-13=(_1032) 2973 2- 3=(-3417) 1471 362 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0)LONOTOP CHORD 32.0 PSF ING 43-- 5=( 2950) 1189 13-14=(-1414) 3261 13.13=2- ( -216) 255 DL ON BOTTOM CHORD = 10.0 PSF 4- 8=(-2750) 1106 16-16=(-1035) 2973 13-3261 13- 6=( '90) 5346 NOTE: 2x4 BRACING AT AREAS24" NOT UOS. FOR TOTAL LOAD = 42.0 PSF 6- 8=(-275D) 1106 16-10=(-1032) 2973 14- 6=( -600)0 267 ALL FLAT TOP CHORD SHEATHED 7- 8=( 0) 0 LL = 25 PSF Ground Snow (Pg) 8- 9=(-2957) 1189 6-15=( -600) 362 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9 10=( -720) 455 8-15=( -93)17 534 30.0° 30.0" REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 10.11-( -61) 90 15- 9=( -216) 55 9-16=( 0) 228 OVERHANGS:RetS plate 0.0° A BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9-10=(-EQ REQUIRED 1471 M,M2oHS, 18HS (16or no MiTek prefix)T = riepuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, BEARING MAX VERT Connector plate prefix e MT designators:oLOCATIONS REACTIONS/ 179MAX/ HO 6Z 5.5 .88KFRG .25) 0'- 0.0" -395/ 1797V -179R/ 67H 5ONS .50"ZE 2885 KODFP(C.2 5) ies 36'- 0.0" -395/ 1797V -179/ 67H 5.50" 2.88 KDDF ( ;25) - COND. 2: Desi"n checked for net -5 rsf u.lift at 24 "oc s°ac'MMI VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.087' @ -2'- 6,0" Allowed = 0.2,0" MAX TL DEFL -0.100° @ -2'- 6.0' Allowed = 0.343' MAX LL DEFL = 0.283" @ 24'- 0.0" Allowed = 1.7.4° MAX TL DEFL = -0.424" @ 18'- 0.0' Allowed = 2.319" MAX LL DEFL = -0.087" @ 38'- 6.0" Allowed = 0.2.0' MAX TL DEFL = -0.100" @ 38'- 6.0" Allowed = 0.3;3" MAX HORIZ. LL DEFL = -0.085' @ 35'- 6.5" MAX HORIZ. TL DEFL = 0.137" @ 35'- 6.5" This truss does not include any time dependen dfor long term eformation Theo buildingrdesignerceeintlhe 13-11-11 shall verify that this parameter fits with the 8-00-10 intended use of this component. 5-11-02 5-07-10 5-07-10 13-11-11 NOTE: Design assumes 'Dry Doug. Fir Lumber" used 4-04-15 2-00-0�-00 05 4-04-15 throughout. Not to exceed 19% moisture content. 12-00 -�-- 5-11-02 n systesiefmainorms to lr m andcomponentsandcladdingcriteria 12 5 12-00 M-5x6 4,00 D 7 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6,0, ASCE 7-05, M-3x8 M-5x6 12 Enclosed, Cat.2, Exp.B, MWFRS, O. interior zone, load duration factor=1.6 M-4x12 - ; 4.00 I 1111111111111111°. M-1.5x4 f M-4x12 11,111111:1-11:x4 212 13 1115 M-5x6 M-1.5x4 M-3x8 1 M $°25" M-3x8 76 oto 10 M-5x6(5) -1°5x4 M-5x6 5-09-06 5-07-10 2-06 6-07 6-07 5-07-10 5-09-06 36-00 JOB NAME: J - 1432 STONE BRIDGE - BH7 �. �._ u Scale: 0.1805r "` • Truss: 61 17 1.WARNINGS:Ier and erection contractor should be advised of all General Notes GENERAL NOTES,unless otherwise noted: `s ,,.y# t �, and Warnings before construction commences. 1 Thistrussdesign s ie adequate for the design parameters snot the Review j,„,,. � aL�` et, Y 2.2x4 compression web bracing must be installed where shown+- truss designer or truss engineer. rt ' ('( '' ' and approval is the eiAty of the building designer,not fp # DES• BY: BC 3.All force resisting elements such as temporary.and permanentDesign assumes the to and bottom chords to be laterally braced at DATE: 7 6 All lateraler bracing must be designed by designer of complete structure. 2. P „tet 2O 12 2'o.c.and at o.c.such 8vely unless braced throughout their length by / CompuTrus assumes no responsibility for such bracing. continuous idgingsheathingor such as �tr3 ��77 SEQ. : 5234083 4.Na load should be applied to any component until after all bracingand 4. plywood in ere shown and/or drywall(BC). ,f R, IN r 3.In tmptot bodging thterel prsdng ityrequiredowhere co t a TRANS fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used a noncorrosive environment, t Installation of truss is the responsibility in the respective contractor. I D: 343348 design loads be applied to any component. re for 2$243 r, w 5.CompuTms has no control over and assumes no responsibitty for the and gn assumescelldbeadngition" f at all supports shown.Shim or wedge if ° V , fabrication,handling,shipment and installation of components. 6.Desi 11111111111111111111 IIIIII VIII VIII VIII VIII 11111 11111 III 8.This design is furnished subject to the limitations set forth by necessary. g - it , ` ` I IIII TPIM?CA in BCSI,copies of which will be furnished upon request. 7 Ines coincide locatedith int centetrl nes is provided. at J ' i 8.Plates shall be on both faces of buss,and placed so their center �/1 ^� 410NAL "' / MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-Z 9.Digits indicate size of plate in inches t 31 /l✓ 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1;x1 E3 # f3. This design prepared from computer input by PACIFIC LUMBER IIIIIIIIIIIIIII IRC 2009 MAX MEMBER FORCES 4WRIDDFI183 Cq=1.00 TRUSS SPAN 36'- 0.0" 1- 2=( •61) 90 2-11=(•731) 2973 RC 3=( 34170) 1228 8- 9-(-3417) 1188 CMBER 4PECIFICATIONS LOAD DUSPAIED I24R0ASE C 1,15 2- 3=( -705) 455 11-12=(-735) 2969 11. 3=( SPACED 24.0" O.C. 3. 4=(•2957) 784 12-13=(-856) 3261 3.12=1 -216) 534 57 TC: 2x4 KDDF #1&BTR 4. 5=(-2750) 714 13.14=(-856) 3261 12- 4=( BC: 2x4 KDDF #1&BTR LOADING 5- 7=(-2750) 728 14.15=(•741) 2969 12- 5=( -600)0 67 ICCBL: 2x4RSUPPORTUF STAND<= 6- 7=( 0) 0 15- 9=(-738)1 2973 13- 5=( -600) 1671 LL( 25.0)+DL( 7.0) ON TOP CLORD = 42.0 PSF 7 8=(-2957) 797 5-14=( DL ON BOTTOM CHORD = 10.0 PSF7.14=( -16)0 267 LATERAL 12'OC. UON. TOTAL LOAD = 42.0 PSF 50 8. 9=( -706) 455 14- 4=) -216) 55 BC LATERAL SUPPORT <= 12'OC. UON. g_tp=( -61) 90 8.15=( 0) 228 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT EAS NOTC UON. ATH BEARING MAX VERT MAX ) BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2009 AND IRC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 1797V -991 92H 5.50" 2.88 KDDF OVERHANGS: 30.e" 30.0" NDTBM TOMRD ORDCLIV FOR tSPAC LIOE LOAD. TOP 30'- 0.0" -271/5/ 1797V -991 92H 5.50" 2.88 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. Connector plate prefix designators: CONN 2: D-sitn checked for net -5 .sf u•lift at 24 "oc sracinl C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L1240, TL=0180 MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250' MAX IL DEFL = -0.100° 9 -2'- 6.0" Allowed = 0.333" MAX LL DEFL = •0.251" @ 18'- 0.0" Allowed = 1.754" MAX TL DEFL = •0.424" @ 18'- 0.0" Allowed = 2.339" MAX LL DEFL = -0.087" 9 36'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ 38'- 6.0° Allowed = 0.333" MAX HORIZ. LL DEFL = 0. 829 35'- 6.5" MAX HORIZ. TL DEFL = 0.137" 9 35'- 6.5" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: er" 12-04-04 throughoutgnNotstoeexceed Doug.19� moisturebcontenta 11 -08-01 Design conforms to main windforce-resisting 11-11 11 5-11-02 system and components and cladding criteria. 6-00-09 6-00-05 5-07-12 0-09-08 5 0710 5-11-02 Wind: 110 mph, h=25ft, TCDL=4.2�WFR8�6.0, ASCE 7.05, 12-00 Enclosed, Cat.2, Exp.B, interior zone, load duration factor=l.6 M-5x6 12 12 M-5x6 M-3x8 • 2 4.00 , 4.00 v ;M-4x12 444i 1 M-4x12 '`> M-1.5x4' 1.5x4 m o o o ' 15 4•-.. 1.=_I 00 2 11 10 9 M 5x6 M 1.5x4 M-3x8 . 5 M-15x4 M-5x6 M-5x6(5) 5-07-10 5-09-06 6 07 6 07 fit) O P R , 5-09-06 5-07-10 ' 2-06 36-00 P+. 1JOH*Vs C 4�` iN �',1 . r scale: 0.1605 in } ti JOB NAME: J-1432 STONE BRIDGE - BHS ,', GENERAL NOTES,unless otherwise noted: v 111" mS . WARNINGS: +� 1,�'irri } and approval is the responsibility of the design parameters designer,not the 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the shown.Review 8 and Warnings before construction commences. {rues designer or truss engineer. t 2.Design assumes the top and bosom chords to be laterally braced at ), Truss: �� 2.2x4 compression web 3.All lateral forceresisting r elements such as tempo ary and ed where shown permanent C and/or at BC). Y t. . Fj,`. R . . P 2'o.c.and at 10'a.c.respectively unless braced throughout their length by w,,, f^'" { continuous sheathing such as plywood sheathing(TC)) 24243 p - ' DES. BY" BC stabiaty bracing must be designed by designer of complete structure. 3.2x Impact bridging or lateral bracing required where shown r* "r+F 3 C,'� Co load should�assumese li d to responsibility fon such bracing. lt�+T$tyt,2 VV -g j f DATE. 7/6/2012 2any greater5.Design assumes trusses are to be used in a non-corrosive environment, • `°ST."^L.rs. I 4.No load be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. design to ares complete applied tood any no time should loads than and are for"dry condition"of use.supports shown.Shim or wedge it JL7 y TRANS, : 5234084e.Design assumes full bearing at all Supp `IONp try C 1 design loads has applied component p necessary. i'lf a lly +;7 TRI D: 343348 5.Compal ns no,shipmentipl over and assumes no rco ponents for the 7 Design assumes adequate drainage is provided. 7 J 7 fabrication,handling, and installations components. 8 Plates shall be located on both faces of truss,and placed so their center j ✓" 8.This design is furnished subject to the limitations set forth by tines coincide with joint center lines. TPI CA in BCSI,copies of which will be furnished upon request. 9.Digits indicate size of plate in inches. MiTek USA,BCSI,c mpuTfws Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) 11111111111111111111111111111111 IIiiIIIiIIIIIiI This design prepared from computer input by LUMBER SPECIFICATIONS PACIFIC LUMBER TC: 2x4 KDDF #1&BTR; TRUSS SPAN 36'- 0.0" 2x6 KDDF #1&BTR T2, T3 LOAD DURATION INCREASE = 1.15 I62009 MAX MEMBER.( FORCES 43-14=) -222 BC: 2x6 #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 1- 3=( -61)2101890 4-15=( -848)127884178 4-14=( -222) 6180 ' 6 KDDF STAND 2- 4=(-3322) 15-16=(-1765) 14- 6=( -121)33506 LL( 25.0)+DL( LOADING CHORD = 32.0 PSF 4- 5_( 332 ) 1112 16.17=(-1783) 4928 14- 5=(-1390) 506 IC LATERAL DF A= 12'OC. UON. DL .ON0 BOTTOM CHORD = 10.0 PSF ( 0) 0 16-17=(-1783) 4936 5-17=( -90) 489 BC LATERAL SUPPORT <= 12"OC. UON. 4- 7=(-4232) 1046 18.19=(-173) 4936 15- 6= , TOTAL LOAD = 42.0 PSF 6- 7=(-4342) 1471 18-19=(-1713) 4292 7-16=(8 -826)0168 7- 8=(-4938) 1704 19-13=(-1130) 2800 16- 8=( -24) 92 NOTE: 2x4 BRACING AT 24"OC UON. LL = 25 PSF Ground Snow (Pg) 9-11=(-4340) 1713 ALL FLAT TOP CHORDIAREAS NOT N. FORORED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9 11-( 0) 0 17- 8=( 0) 163 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 12-13=(-3133) 1198 1-8-19=( -696)1785 11-12=(-3328) 1278 18-10=( 0) 445 OVERHANGS: 30.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 12-13=(-3133) 1275 10-18=(-1374) 604 0.0' 11-19=( -197) 691 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19-12=( -86) 399 M-1.5x4 or equal at non-structural vertical members (uon). BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPEC,ES) Connector plate prefix designators: 0'- 0.0' -360/ 1811V -130/ 49H 5.50" 2.90 WOOF ( 625) M,M2OHS8)18HS (or no MiTek prefix) = riepuTrus, Inc 36'- 0.0° -327/ 1512V -130/ 49H 5.50" 2.42 KDDF ( 625) M,M20HS,M18HS,M16 = MT series COND. 2: Desitn checked for net -5 rsf u"lift at 4 'Sc s.ac'n1. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.087° @ -2'- 6.0' Allowed = 0.250° MAX TL DEFL = -0.100" @ -2'- 6.0° Allowed = 0.333" MAX LL DEFL = 0.308" @ 20'- 2.0° Allowed = 1.754" MAX TL DEFL = -0.513" @ 15'- 11.7" Allowed = 2.339" MAX HORIZ. LL DEFL = 0,067" @ 35'- 6,5" MAX HORIZ. TL DEFL = 0.112" @ 35'- 6.5° This truss does not include any time dependent dfor long eformation Them o buildingrdesigner he 9 11-11 shall verify that this parameter fits with the intended use of this component. 13-05-01 9-11-11 12-07-04 8-00-05 NOTE: Design assumes "Dry Doug. Fir Lumber" used 8-00 10-00 8-00 throughout. Not to exceed 19% moisture content. 12 8-00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.00 :=M-4x4 Wind: 110 mph, h=25ft, )CDL=4.2,BCDL=6.0, ASCE 7-09, M-5x6 M 5X6(S) = -M-4x4 12 Enclosed, Cat.2, Ex B, MWFRS, M-2.5x4 M-3x8 '_ M-5x6 a 4.00 interior zone, load duration factor=1.6 M-1.5x4 ee 8B M 3x6 co co . MI= �' M-1.5x4 � I. M 3x6 M-3x8 M-2.5x4 M-2.5X4 M-1.5x4 M-2.5x4 0 MHS-5x12(S) M 3x8 18-00 WEDGE REQUIRED AT HEEL(S). 2-06 18-00 36-00 JOB NAME: J - 1432 STONE BRIDGE - BH9 WARNINGS: Scale: 0.1807 talk Truss: BH9 1 Builder and erection contractor should be advised of all General Notes 1GENERAL NOTES,unless otherwise noted: �"' "i1 . and Warnings before construction commences. This truss design is adequate for the design parameters shown.Review a �' 2.2x4 compression web bracing must be installed where shown+- truss designer or truss engineer. r % yri ) t �`� and approval is the reengiineer.y of the building designer,not the y DES• BY: BC 3.All lateral force resisting elements such as temporary and permanentDesign assumes the top and bottom chords to be laterally braced at +, 4 pq�-E• stability bracing must be designed by designer of complete structure. 2. 7.7/6/2012 2'o.in and at 10'o.c.respectively unless braced throughout their length by ` Cry CompuTrus assumes no responsibiIty for such bracing. continuous bridging or suchr al g r'�4'.3 t 'kt SEQ., : 5234 Q$1j 4.No load should be applied3.2x Impact bddging lateral bray plywood sheathing(TC) uired where showand/or dactor. C)' .p c1R�3: tY:vs:b:, omponent until after all TRANST fasteners are complete and at no time should any loads greater than and 5.Design assumes trusses are to be used in a noncorrosive environment, t � �. o I gDesignInstallass oftruss r is the responsibility of the on-cor osi contractor. `•,L'!Y D: 343348 design loads be applied to any component. are for 24243 ' f t r� + 5.CompuTrus has no control over and assumes no responsibility for the Daed gn assumes hill dbearing f at all su &'`" fabrication,handling,shipment and installation of components, 8.Desi , 2 8.This design is furnished subjet to the limitatlons set forth by necessary, PPorts shown.Shim or wedge if I 11111111111110111111111111111 1111111111 III IIII IIII 7.Plates shall beDesign assumes adequate drainage is provided. ^^ t p' +1 `' Q*` "7 f/ 1 7PIANTCA in BCSI,copies of which will be furnished upon request. 8 Ones coincide with joint enterr lifnes.9.Digits s of truss,and placed so their center {j f j tltfiL+�'` I S r&° ` MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basicconnetorplicate size of atedesign values see ESR-1311,ESR-1898 / ( --�yy�ryt7}}C�ry} �++ try/q(f (MiTek) - - - This design prepared from computer input by PACIFIC LUMBER IIIIIIIIIIIIIII IRC 2009 MAX MEMBER FORCES 4WR/DDFICq=1.00 TRUSS SPAN 36'- 0.0" 1. 2=( 60) IR90 0093=(-AX1M) E404 3-13-(_4 /DDF 2228 18-11=(-116) 1006 T LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 12-. 3=( -9340) 1378 13-14=(-2006) 13530 13- 4=( -254) 2074 SPACED 24.0" O.C. 3- 3v(-10712) 1538 14-15=(-1970) 12678 13- 5=(-4168) 678 BC: 2x46 KDDF #1&BTR; 4- 44v(-10732) 1452 14-15=(•1970) 10934 3.15=( -228) 1708 2x6 KDDF STAND; T2, T3 LOADING 5- 5=(-10136) 452 15-16=(-1804) 10934 15. 4=( -214) 100 92 BC: 2x6 KDDF #1&BTR LOADS AS GIVEN LL( 25.0)+DL( 7.N) BN TOM CHORD = 10.0 PSF 6- 7=(-12580) 1954 17-18=(-1556) 8538 6-15=( -878) WEBS: 2x4 KDDF STAND; DL ON BOTTOM CHORD = 10.0 PSF 7- g=( -8702) 1566 18-12=( -942) 4912 18- �_� -206)0 1940 - 2R4 OF STANDT A TOTAL LOAD = 42.0 PSF 7.19=( 0) 0 5-17=(-26) 278 9.10=( -5748) 1040 17- 7=( -100)1 1278 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 10-10=( -6108) 1108 g.1g=(-3272) 1604 48 BC LATERAL SUPPORT <= 12"OC, UON. 10-12=( -6408) 10541 10-16=( -186) 14460 ADDL: TC UNIF LL+DL= 160.0 PLF 8'- 0.0" TO 11'- 2.0" ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 11'- 2.0" V MAX VERT MAX HORZ(-3 BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24'OC UON. FOR BEARING OVERHA ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ADDL: BC CONC LL+DL= 2207.0 LBS @ 11'• 2.0° 0'- 0.0" -706/ 4669V -90/ 49H 5.50" 7.47 KDDF ( 625) M-1.5x44Go: l0.t" 0.0"cRIQIIRD ENTSAOF IBCBCS 009 ANDLY DUE TO THE SPATIALI 30'- 0.0" -451/ 2524V -90/ 49H 5.50" 4.04 KDDF ( 625) REQUIREMENTS OF 2009 AND IRC 2009 NOT BEING MET. or equal at non-structural vertical members (ass). BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP COND. 2: Desitn checked for net -5 .sf u.lift at 24 "or. s•acinl.DEFLECTION LIMITS: LL=L1240, TL=L1180 Connector plate prefixodesignators:= AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX VERTICAL LEDLL -TION4" M -2'- L/26.04 Allowed = 0.250" C,M2OHS, 18HS (or = eprefix) = CompuTrus, Inc ( 2 ) complete trusses required. MAX LL DEFL = -0.044" @ -2'- 6.0" Allowed = 0.250" ' Join together 2 ply with 16d Common nails staggered at MAX LL DEFL = 0.257" @ 15'- 8.2" Allowed = 1.754" M,M20HS,M18HS,M16 = MiTek MT series 9" ox throughout 2x6 top chords, MAX TL CREEP DEFL = -1.134" @ 15'- 8.2" Allowed = 2.339" �� 9° oc or. throughout 2x6 bohout 2x6 ttom mochords, MAX HORIZ. TL DEFL = -0.135" @ 35'- 6.5" „t' 9" ox throughout webs. MAX HORIZ. TL DEFL = 0.135" @ 35'- 6.5" NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 10 00 05 interior zone, load duration factor=l.6 15-05-01 12-07-04 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 7-11-11 10-00 8-00 Enclosed, Cat.2, Exp.B, MWFRs, 3-07-15 4-03-12 2-10-03 4-10-06 4-0 -12 3-02-12 1-03 4-00-08 3-07-13 3-07- 8-00 lir598# 12 12 M-5x6(5) =M-4x4 M 5x6 a 4.00 4.00 1: -- M-5x10 M-3x8 M-2.5x4 M-3x8 Imo_ o n eels a M-1.5X4 M-2.5x4 M-3x6 Iill � -_� 00 M 5x8 I `�� co 11.I-�re --12 A � ® BB 18 17 18 o ' 1 14 15 M-2.5x4 M-1.5x4 =M-4x4 M-3X10 M-3x10 M 7X8 2207# MHS-5x12(5) WEDGE REQUIRED AT HEEL(S). 3-11-06 4-10-06 4-0 -04 4-02-04 4-05-12 7-02 7-02 18-00 , , 18-00 36-00 �.I �' .. � 2-06 ,%451,144, Scale: 0.1769 A ` 4j ' JOB NAME: J -1432 STONE BRIDGE - BH10 " ` " ^ �; f" GENERAL NOTES,unless otherwise noted' t , # WARNINGS: parameters shown.Review y; and approval is the responsibility of the building designer,not the �r tom' R° „N 3 ' 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design and Warnings before bracing construction commences. truss designer or truss engineer. T • s sy i � .r.,' Truss: B H 10 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally at 2'o.c.and at 10'o.c.respectively unless braced throughout ndlor braced at length by .-'' $'``T e *"� 3.All lateral force resistingmuelements such as temporary and permanent continuous sheathing such as plywood sheathing(TC) 4 3 a DES. BY BC stability bracing must be designed by designer of complete structure. 3 2x Impact bridging or lateral bracing required where shown*' h�i` i { a CompuTrus assumes li d to any com for such tilat bracing. g k 1 A•T+'f v! a DATE• 7/26/2012 any greater5.Design assumes trusses are to be used in a non-corrosive environment, c Ci 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 loads than and are for"dry condition'of use. °"i� rt€ac.+ f�__^�/ $EQ, : 5234086 design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 tt��ryry � ' 5.CompuTrus has no control over and assumes no responsibility for the necessary. it{ f^- , G�rn Ei`�* TRANS I D: 343348 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. }1 t . 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center j f a lines coincide with joint center lines. II IIII TPINYTCA in SCSI,copies of which will be furnished upon request. y Digits indicate size of plate in inches. 1 I1111VIIIVIIIVIIIVIIIVIIIVIII1 MIPIN USA,InC./Comps fw Software furnished L)-E 10.For bases connector plate design values see ESR-1311,SSR-1988(MiTek) 111111111 This design prepared from computer inpt{t by LUMBER SPECIFICATIONS PACIFIC LUMBER TC: 2x4 KDDF #1&BTR TRUSS SPAN 17'- 10.9" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 INC 2009 MAX MEMBER FORCES 42.3=(-/2O 601 • WEBS: .00 : 2x4 KDDF STAND SPACED 24.0" D.C. 1-2=( -61) 90 2-8=(0) 0 2.3=(-820 601 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 2-3=(-603) 763 P BC LATERAL SUPPORT <c 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( -59)2108 DL ON BOTTOM CHORD = 10.0 PSF 4-5=( -98) 58 LETINS: 3-00-00 3-00-00 5.6,(_122) 49 • TOTAL LOAD = 42.0 PSF 6-7=(-142) 58 OVERHANGS: 30.0" 0.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009NOAND INC2009 NOT BEING MET. LOCATIONS /REACTIONS679V REACTIONS 5I5E 1.09 M,M20HS,M18HS,(or = MiTek MT series7'- 0.2" -174/ 8 -137/ 50H 5.50" SQ.IN..02 KDDFP(C625) r BOTTOMTCHOOM RDHCHED CKIDEKED FORAR 1OPSFDS LIVE•LOAVE D. TOP 11'-1'- 11.2" 2877// 484V V 0/ OH 5.50" 0.12 KDDF ( 625) 0/ OH 1.50" 0.62 KDDF ( 625) 15'- 11,2" -1185/ 245V 0/ OH 1,50" 0.29 KDDF ( 325) A17'- 10.9° -42/ 28V -137/ 50H 1.50° 0.05 KDDF ( 625) COND. 2: Desi.n checked for net -5 .sf u.lift at 24 "oc s.ac n.. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6,0" Allowed = 0.333" MAX LL DEFL = -0.227" @ 2'- 9,4" Allowed = 0.354" MAX TL DEFL = -0.257" @ 2'- 9.4" Allowed = 0.472" MAX HORIZ. LL DEFL = 0.054" @ 7'- 11.2" 6-10-12 MAX HORIZ. TL DEFL = 0.058" @ 7'. 11.2" 11-00-03 17-10-15 This truss does not include any time dependendefort totalmloadnfor deflection. Them obuildingrdesigner in he shall verify that this parameter fits with the intended use of this component. i2 :' NOTE: Design assumes "Dry Doug. Fir Lumber" used 4.00 throughout. Not to exceed 19% moisture content. Design conforms to main windforce-resisting system and components and cladding criteria. !' Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M-3x6(S) Enclosed, Cat.2, Exp,B, MWFRS, o interior zone, load duration factor=1.6 0 M-5x6co M-3x6 Is o 0 m 2' 2-06 8-00 j9-10-15 JOB NAME: J -1432 STONE BRIDGE - BJ9 ,.31 , ; cits. . Scale: 0.2917 ( �j" f WARNINGS: ' t+Ay's?) �g,� ,� '....N,> . Truss: p I 1.Builder and erection contractor should be advised of oil General Notes GENERAL1 Thiuss design s adequate for the design parameters shown.Review > .� w � � t DV and Warnings before consaucron commences. L�jr, >, , r� ii 2.2x4 compression web bracing must be installed where shown+, truss and designer or trussis the sengineety of the building designer,not the T 'Wit, t �� DES. BY: BC 3.All lateral force resisting elements such as temporary and permanent Design assumes the top and bottom chords to be laterally braced at y DATE: 7 6 stability bracing must be designed by designer of complete structure. 2. - eb X2012 2'o.c.and at 10'o.c,respectively unless braced throughout their length by -. �q p� CompuTrus assumes no responsibifiry for such bracing. continuous sheathing such as i.7R r e.tti SEQ. : 5234087 4.No load should be applied to any component until after all bracingand 3.2x Impact bridging or lateral bracing requiredoresile shown+d ll(BC), , ;♦ SV fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, .fi J � �'" TRANS I D: design loads be applied to any component. 4.Installation of truss is the responsibility of the respective contractor. ,x'� ' 343348 42a 6, . 5.CompuTrus has no control over and assumes no responsibility for the and assumfor escfulldbeadn on"of all supports fi�gg,,,, fabrication,handling,shipment and installation of components. 6.Designg pports shown.Shim or wedge if �`•L,/ ����������������11111 11111���� 8.This design is furnished subject to the limitations set forth by necensary. 5 VIII III 7.Design shall be assumes adequate drainage is trussed 4.10NAL 7i f TPI/WTCA in BCSI,copies of which will be furnished upon request. 8 Ines coincide with joint center lness of truss,and placed so their center j t^•r 3'f!'4t+ ', MiTek USA,Inc./CompuTrus Software 7.6.4(1L)-E 9.Digits indicate size of plate in inches. 7I t -i EXPIRES /' tt14 10.For basic connector plate design values see ESR-1311,ESR-1988 ' ' f (MiTek) EXR1AeS / �?? This design prepared from computer input by PACIFIC LUMBER 11E411This 2009 MAX MEMBER FORCES 4WRIDOFICq=1.00 TRUSS SPAN 24'- 10.0" 1- 2IR -009 31 1- BE(-FORC 1803 1- F/cq=1.00 638 LOAD DURATION INCREASE = 1.15 2- 3=(•1960) 6t7 9.10=(-405) 1316 3- 914-247717) 492 LUMBER SPECIFICATIONS SPACED 24.0" O.C. 3- 4=(-1799) 506 10- 7=(-470) 1803 9.19=1 0) 483 TC: 2x4 KDDF #1&BTR 4- 5=(•1799) 447 10- 5=( -241) 83 BC: 2x4 KDDF #1&BTR LOADING 5. 6=(•1960) 530 6- 7=(-2662) 1102 TWEBS:LATERAL2x4 SUPPORTUF STA <D6- 6=( -553) 832 LL( 25.0)+DL( 7.0) ON TOP CHORD = 10.0 PSF 7- 7=( -61) 90 TC <= 12"OC. UON. DL ON BOTTOM CHORDA = 10.0 PSF - BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 3-00-00 3-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0' 30.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL O�. O.S" -140/E 1043V -83/ 99H SIZE" SQ.I1.67 KDDF ( IES) - REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 24'• 10.0° -230/ 1348V -83/ 99H 5.50" 2.16 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS Inc M,M2OHS, 18HS M16(or no MiTek prefix) s BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP CONE, 2: Desitn checked for net -5 rsf urlift at 24 "oc s aclnt. M,M20HShange ,spa= MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: Lu.lift0, T24 "oc0 ** For hanger specs. See approved plans MAX LL DEFL = -0.150" @ 16'- 6.7" Allowed = 1.194" MAX TL DEFL = -0.250" @ 16'- 6.7" Allowed = 1.594° MAX TL DEFL = -0.100" @ 27'- 4.0" Allowed = 0.333" MAX HORIZ. TL DEFL = 0.050" @ 24'• 4.5" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 12 05 intended use of this component. 12 05 2-10-07 3 04-01 6 02 08 6-02-08 3-04-01 2 10 07 NOTE: Design assumes 'Dry Doug. Fir Lumber' used throughout. Not to exceed 19%moisture content. 12 Design conforms to main windforce-resisting -':14.00 system and components and cladding criteria. t2 M-4x6 4.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4°0"411110 Enclosed, Cat.2, Exp.B, MWFRS, 4 ,51 interior zone, load duration factor=1.6 uu 1 M-1.5X4 M-1.5x4 0 M-3x6 / . M 3x6 `� m � o, .' 8B _7 I(�1 9 10 M-4x6 M-3x8 M-2.5x4 M-3x6(S) M-2.5x4 8-03-05 8-03-05 8-03-05 14-00 10-10 2 06 24-10 � ��1�� OF� I Scale: 0.2501 7 4 4, ,�t' �'_ 3 JOB NAME: J -1432 STONE BRIDGE - D1 `� 1111 1g' WARNINGS: t� GENERAL NOTES,unless otherwise noted: t. �} - and approval is the responsibility of the building designer,not the 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review and Warnings before construction commences. ands designer or engineer. .. �` " Truss: D 2.Design assumes the trussoe and bottom chords to be laterally braced at ,, 2.2x4 compression web bracing must be installed where shown+. 0 A r ' 3.MI lateral force resisting elements such as temporary and permanent 2'o.c.and at i6'o.c.respectively unless braced throughout their length _•e continuous sheathing such as plywood s braced and/or drylength by ti t j:,„. . , DES. BY: BC stability bracing must be designed by designer of complete structure. 3.2x Impact bridging or lateral bracing required where shown++ L24- ,y SE CompuTrus assumes no responsibility for such bracing. `Alm /2 ,+`f a � "){ DATE: 7/6/2012 4.No load should be applied to any component until after all bracing and 4.Designtassumes trusses are responsibilityo be ein a respective environment, /! %" fasteners are complete and at no mine should anyloads greater than and are for"dry condition"of use. .ti AY r (t TRANS° : I D: 3433480 design loads be applied to any component. 6.nDesign assumes full bearing at all supports shown.Shim or wedge if 87 i+ EXPIRES TRI D: 5.Comcanhas no handling,shipmentpl over and assumes no responsibility for the T Design assumes adequate drainage is provided. { E A. fabrication,desiiuriand installation limitations of components. 8 plates shall be located on both faces of truss,and placed so their center ( • r. 8.This design is furnished subject to the set forth by lines coincide with Joint center lines. TPIIVVTCA in BCSI,copies of which will be furnished upon request. y Digits indicate size of plate in inches. _ ' i IIII VIII VIII IIIII VIII III1 IIII MiTek USA,Inc.ICompUTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Iilllllllllll �rM 1111E1111This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 24'- 10.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1- 2=( -11) 31 1- 8=(-601) 1803 1- 2=(-2027), 673 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-1960) 650 8- 9=(-442) 1316 3- 8=( -241)1 194 WEBS: 2x4 KDDF STAND 3- 4=(-1799) 541 9- 7=(-601) 1803 8- 4=( -49) 483 LOADING 4- 5=(-1799) 541 4- 9=( -49) 483 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1960) 650 9- 5=( -241) 194 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -11) 31 6- 7=(-2027) 673 TOTAL LOAD = 42.0 PSF LETINS: 3-00-00 3-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -144/ 1043V -83/ 83H 5.50" 1.67 KDDFP) 625 M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 24'- 10.0" -144/ 1043V -83/ 83H 5.50" 1.67 KDDF 625) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 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/240, TL=L/180 MAX LL DEFL = -0.127" @ 12'- 5.0" Allowed = 1.196° MAX TL DEFL = -0.220" @ 8'- 3.3" Allowed = 1.594' MAX HORIZ. LL DEFL = 0.030" @ 24'- 4.5" MAX HORIZ. TL DEFL = 0.050" @ 24'- 4.5" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 12-05 12-05 intended use of this component. i 2-10-07 3-04-01 6-02-08 6-02-08 3-04-01 2-10-07 NOTE: Desiotstoes ceed D9%. oir urebco" ent throughout.. Not to exceed 19% moisture content. 12 12 Design conforms to main windforce-resisting 4.00 V M-4x6 4.00 system and components and cladding criteria. 4 4.0" Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7 05, Enclosed, Cat.2, Exp.B, MWFRS, ainterior zone, load duration factor=l.6 1 M-1.5x4 M-1.5x4 M-3x6 M-3x6 --/ cD o c Of- CD m I7-1:1m �o 8 9 _7 M-3x8 M-2.5x4 M-3x6(S) M-2.5x4 M-3x8 1- y 1, y 8-03-05 8-03-05 8-03-05 J, y 10-10 14-00 y 1, y 24-10 JOB NAME : J -1432 STONE BRIDGE - D2 , , ,?i� ` , Scale: 0.2690 II, ,+�r fid (" N WARNINGS: GENERAL NOTES,unless otherwise noted: 'lllC � r' I "r 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review t - 1 4, ' II: Truss: D2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the +�" '' 2.2r4 compression web bracing must be installed where shown+- truss designer or truss engineer. .. t 3.At lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at + DES. BY: BC stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'e.c.respectively unless braced throughout their length by ar V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '• f, Q1 DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracingrequired where shown++ )... •+ t r,) 4.No load should be applied to anycomponentg g q ,1 ., . .., 1 r� ppf until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 24243 P♦�� SEQ. : 5234091 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, y�., v�✓ OP TRANS I D: 343348 design loads be applied to any component. and are for"dry condition"of use. �^S«+r i.3 oO 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �'F `fi f/ fabrication,handling,shipment and installation of components. necessary.sY RA (!t&� 7.Design assumes adequate drainage is ed. • F`! >, B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center f /p 1^� �� atilt . ;#�'..' 11111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request 9.fines coincide with joint center lines. . t.{,+r ' " 'rmepm 0 Digits indicate size atetd sincvas. ,a i MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) t 11111111111This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS 24-10-00 HIP SETBACK 8-00-00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&8TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 20( -60) 90 2-12=( -880) 4138 2- 3=(-5010) 1142 BC: 2x4 KDDF #1&BTR 2- 3=( -568) 660 12-13=(-1550) 6324 4-12=( -236) 1312 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-4586) 984 13-14=(-1550) 6324 12- 5=( 0) 564 LL = 25 PSF Ground Snow (Pg) 4- 5=(-5436) 1156 14-10=) -880) 4138 12- 6=(-1320) 508 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5. 6=(-5164) 1104 13- 6=( 0) 248 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 16'- 10.0" V 6- 7=(-5164) 1104 6-14=(-1320) 508 IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 16'- 10.0" TO 24'- 10.0" V 7- 8=(-5436) 1156 7-14=( 0) 564 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 24'- 10.0" V 8- 9=(-4586) 984 14- 8=( -236) 1312 NOTE: 2x4 BRACING AT 24°OC UON. FOR 9.10=( -568) 660 9-10=(-5010) 1142 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 10-11=) -60) 90 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 16'- 10.0" LETINS: 3-00-00 3-00-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA REQUIREMENTS OF IBC 2009 AND IAC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 30.0" 30.0' 0'- 0.0" -497/ 2722V -72/ 72H 5.50" 4.35 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 24'- 10.0" -497/ 2722V -72/ 72H 5.50" 4.35 KDDF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "or. spacing. M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 9" ox throughout 2x4 top chords, MAX LL DEFL = -0.044" @ -2'- 6.0" Allowed = 0.250" 9" ox throughout 2x4 bottom chords, MAX TL DEFL = -0.050" @ -2'- 6.0" Allowed = 0.333" 9" ox throughout webs. MAX LL DEFL = -0.159" @ 12'- 5.0" Allowed = 1.196" MAX TL DEFL = -0.258" @ 12'- 5.0° Allowed = 1.594" MAX LL DEFL = -0.044° @ 27'- 4.0" Allowed = 0.250" MAX TL DEFL = -0.050° @ 27'- 4.0" Allowed = 0.333" MAX HORIZ. LL DEFL = 0.047" @ 24'- 4.5" MAX HORIZ. TL DEFL = 0.077" @ 24'- 4.5" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 7-11-11 8-10-10 7-11-11 intended use of this component. 2-10-070-09-03 4-04-01 4-05-05 4-10-04 3-11-02 0-09-03 2-10-07 NOTE: Design assumes "Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. T T 597.30# w97.30# 12 Design conforms to main windforce-resisting 12 M-5x6 M-5x6 a 4.00 4.00 V system and components and cladding criteria. M-3x8 6 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M-1.5x4 -e Enclosed, Cat.2, Exp.B, MWFRS, M-1.5X4 interior zone, load duration factor=1.6 M-3x6 . M-3x6 cp C `. E38 y _-411111 --- al'dIIIIIIIIIIIIIIII., 1 o o� 12 13 14 10 M-4x6 M-3x8 M-1.5x4 M-3x8 M-4x6 M18HS-3x18(S) 1, ), y } y 7-05 5-00 5-00 7-05 y y /, 10-10 14-00 1, y 1, y 2-06 24-10 2-06 • J0 PRQ- ' JOB NAME : J -1432 STONE BRIDGE - DH1 A ` r, ''"gyp ( p $ �' ` - Scale: 0.2362 IlkIt A v�� # WARNINGS: GENERAL NOTES,unless otherwise noted: f t � ;F A (i 1 e i i 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ^f .fir li Truss: DHi and Warnings before construction commences. and approval is the responsibility of the building designer,not the I truss designer or truss engineer. ORt �, 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the topand bottom chords to be laterallybraced at eJ 3.All lateral force resisting elements such as temporary and permanentg DES. BY: BC stabi6 bracingmust be designed designer of complete structure. 2'0.0.and at 10'o.c.respectively unless braced throughout their length by 2-‘ Qi a ty 9 by 9 P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rm < 4),,2S N' ' "`+ DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 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. re SEQ. : 5234092 fasteners are complete and at no time should any loads greater than 5.Design assums trusses are to be used in a non-corrosive environment, - IP " 49 1 T /0 f design loads be applied to any component. and are for"drycondition"of use. i`' , . /e TRANS I D: 343348 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /;' P ;' tpo J ` necessary. �°' xt; fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '^� q dtb"+ {.. )ryf1� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center J i, X 7I j s S' d atli 111111 11111 VIII VIII VIII VIII VIII IIII IIII 7PIANfCA in BCSI,copies of which will be furnished upon request gindicate with joint center che. /// `4" v ° y - " 9.Digitstcoincide size of platein inches.li . MiTek USA,Inc,/CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) mmumialliall , 11111111111 This design prepared from computer input by PACIFIC LUMBER p LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 24'- 10.0" BC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 IRC 2009 MAX MEMBER-1FORCES7 ) 4WR23=(-2298) v( 2 001 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3o( -61) 90 4.15=(-818) 16710 2- 4=(94 )11374 2- 3=( -551) 743 14-15=(-818) 2250 4-14=( -141) 1 374 TC LATERAL SUPPORT <= 12"OC. SON. LOADING 3- 4=(-1837) 551 15-16=(-818) 2250 14- 5=( 0) ',296 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1972) 647 16.12=(-475) 1671 14- 7=( -464) 240 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 15- 6=( 0) 140 TOTAL LOAD = 42.0 PSF 5- 7=(-1844) 607 9-16v( -464) 240 NOTE: 2x4 BRACING AT 24"OC UON. FOR 7. 9=(•1844) 607 9-16=( 0) 296 ALL FLAT TOP CHORD AREAS NOT N. FORED LL = 25 PSF Ground Snow (Pg) 8- 9=( 0) 0 16-10=(1 -141)8 374 9-12=(-1552) 647 11-12=(-2298) 1086 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=(-1837) 551 LETINS: 3-00-00 3-00-00 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 1 .13=( -551) 743 122-13=( -61) 90 OVERHANGS: 30.0° 30.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG REA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN" M,M2OHS, 18H8 16 = MiTek prefix)T = CompuTrus, Inc 0'• 0.0" -266/ 1328V -112/ 39H 5.50" 2.12 KDDFP(C 25) (orM,M20HS,M18HS, = MT series 24'- 10.0" -266/ 1328V -112/ 39H 5.50" 2.12 KDDF ( 25) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soac'no.j VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0. 50" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0, 3' MAX LL DEFL = 0.118" @ 12'- 5.0" Allowed = 1.1 6" MAX TL DEFL = -0.190" @ 12'- 5.0" Allowed = 1.5 4" 0 T 9 T 3 0-09-03 MAX LL DEAL = -0.087" @ 27'- 4.0° Allowed = 0.2 0" MAX TL DEFL = -0.100" @ 27'- 4.0" Allowed = 0.3 3" 9-11-11 4-10-10 9-11-11 T f MAX HORIZ. LL DEFL = 0.035" @ 24'- 4.5" T T ( MAX HORIZ. TL DEFL = 0.058" @ 24'- 4.5" T 2-10-07 3-11-02 f 2-04-15 2-05-05 2-05-05( T 2-04-15 f 3-11-02f This truss does not include any time dependent ( ( deformation for long term loading (creep) in the total load deflection. The building designer 8-00 shall verify that this parameter fits with the 8-00 Tintended use of this component. 12 I NOTE: Design assumes "Dry Doug. Fir Lumber" used 4.00 D M-4X6 M 4X6 12 throughout. Not to exceed 19% moisture content. M-3x8 4 .00 7 Design conforms to main windforce-resisting'.. M-1.5X4 system and components and cladding criteria. M-3x6 M-1.5x4 Wind: 110 mph, h=25ft, )CDL=4.2,BCDL=6.0, ASCE 7-05, �� 1M-3x6 interior, one,2, adp,u, ion factor=1.6 n -. interior zone, load duration 111111141a _/co 14 15 I\3 M-3x8 M-3x8 M-1.5x4 M-3x8 M-3x8 12 M-3x6(S) y y 7-05 5-00 5-00 7-05 10-10 y y 14-00 2-06 24-10 2-06 JOB NAME: J - 1432 STONE BRIDGE - DH2 ' 1E'k . Scale: 0.2237 41.t� V .. ik WARNINGS: GENERAL NOTES,unless otherwise noted: Truss: DH 2 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review j/ r and Warnings before construction commences. and approval is the responsibigly of the building designer,not the , ;: .'' # 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. F{i. DES. BY: BC 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at DATE: 7 stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 6 2�1 2 CompuTrus assumes no responn,hihty for such bracing, continuous sheathing such as plywood sheathing(TC)and/or drywall C. R fit. SEQ. : 5234093 4.No load should be applied to any component until after all bracing and 4.Installatioactn of truss is thor e responsibilityral of the where respective contractor. ) *C'') .4'26 Xyl r y 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 I D: 343348 design loads be applied to any component and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if i; Xe }"#x �� fabrication,handling,shipment and installation of components. necessary. '"^'„« 1 t'\ AU 6.This design is furnished subject to the limitationso set forth by7.Design assumes adequate drainage is provided. �y p+A s7�t /6 1111111 11111 VIII VIII 11111 11111 VIII 1111 IIII TPI/hVTCA in BCSI,copies of which will be furnished upon equest. 8. lines shall be coincide with joint center lines. of truss,and placed so their center / 1 II'/F'a+ c. MiTek USA,Inc./CompuTrus Software 7.6.4 1 L-E 9.Digits indicate size of plate in inches. f fy ;^ EXPIRES 6/301 ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) iunlum_ This FIC LUMdesign BER prepared from computer input by IIIIIIIIIIIIIII IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS SPAN 24'- 10.0" 1. 2=( -61)0 90 2-EMB( -606) 1671 /2-D F/Cq=1900 1230 LUMBERC: SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2- 2=( -554) 743 12-14=(-- 06) 2250 2.13=( -199) 374 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 3- 4=(-1837) 697 14-16=(-1158) 2250 14- 5=( -37) 296 BC: 2x4 KDDF #1&BTR 4- 5=(-1972) 838 16-12=) -606) 1671 14- 7=( -464) 421 WEBS: 2x4 KDDF STAND LOADING 0 15- 7=( 0) 142 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1840) 788 5-17=( -464) 142 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 7- 7=(-1844) 788 7-16=( -37) 2961 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 8- 9=( 0) 0 16.10=( -199) 374 9.10=(-1972) 838 11-12=(-2298) 1230 LL = 25 PSF Ground Snow (Pg) 19.10=(-1972) 837 NOTE: 2x4 BRACING AT ETOS. FOR $ 10-12=( -554) 743 ALL FLAT TOP CHORD AREAASS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-12=( -61) 90 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. w LETINS: 3-00-00 3-00-00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 30.0" 30.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -3301 1328V -152/ 56H 5.50" 2.12 KDDF ( 625) M-1ica or equal non-structural 24'- 10.0" -330/ 1328V -152/ 56H 5.50' 2.12 KDDF ( 625) ver tical members (uon). Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for nett-5 psf) uplift at 24 'oc spacing. M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0. MAX TL DEFL = -0.100" @ 2'• 6.0" Allowed = 0.333" MAX LL DEFL = 0.142' @ 12'- 5.0" Allowed = 1.196" MAX TL DEFL = -0.190" @ 12'• 5.0' Allowed = 1.594" MAX LL DEFL = -0.087" @ 27'- 4.0' Allowed = 0.250" 0-10-04 0-09-03 MAX TL DEFL = -0.100" @ 27'- 4.0" Allowed = 0.333" 0-09-03 0 T MAX HORIZ. LL DEFL = -0.038" @ 24'- 4.5" T T 11-11 11 ,' MAX HORIZ. TL DEFL = 0.058" @ 24'- 4.5" 11-11-11 0�0-�0 4-00 0-10-04 4-00 3-11-02 2-10-07 This truss does not include any time dependent 2-10-07 T ' 3 11'02 ' ' ' '' deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 8-00 intended use of this component. 8-00 M 4x6+ M 4x6+ T NOTE: Design assumes "Dry Doug. Fir Lumber" used 12 throughout. Not to exceed 19%moisture content. 12 a 4,00 �� Design conforms to main windforce•resisting 4.00 M-4X6 �� M-4X6 system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, ee M-1.5x4 Enclosed, Cat.2, Exp.B, MWFRS, M 1.5X4 0 1M-3X6 interior zone, load duration factor=1.6 M-3x6 cof- :. _ ; ...111111104 12 3 -�o o� �y t4 M-1155x4 M 3x8 M-3x8 M-3x8 M-3x8 M-3x6(5) y ), y > 5-00 > 7-05 7-05 5-00 y y 10-10 y 14-00 y y y y 24-10 2-06 P 2-06 JOB NAME : J -1432 STONE BRIDGE - DH3 scale: °.223' f 1 ; t WARNINGS: GENERAL NOTES,unless otherwise noted' f - 1 ' 1.Builder and erection contractor should be advised of all General Notes 1.This truss and approval is the responsibilityn is adequate rthe af the building designer, UiReview tY Truss: DH3 and Warnings before construction commences. truss designer or truss engineer. v t�] 2.2x4 compression web bracing must he installed where shown*. y,Design assumes the top and bottom chords to be laterally braced at ti ;' 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 14 p continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !.�?' r„N,- 1-" #`�r1.: DES. BY" stability bracing must be designed by designer of complete structure. p DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 24243 � '' _J 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. 0� "T.JVA' 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, • 'J t {/, SEQ. : 5234094 and are for"dry condition"of use. . peAy design loads be applied to any over and assn 6.Design assumes full bearing at all supports shown.Shim or wedge if �I�r�M+ j7 j i TRANS I D: 343348 5.CompuTrus has no control and assumes no responsibility for the T Design a sumes adequate drainage is provided. ! 3 t V � WON S fabrication,handling,shipment and installation of components. ) .�,r j I S;:.l` 6.This design is furnished subject to the limitations set forth by 8.linets coincide with joent plate incenteinched on both s of truss,and placed so their center I �t' v Y 111111111111111111111111$11 TPek U A inBCSI,copies of which ft arbe furnished upon request. y Digits indicate size of in inches. IZMfillEIIIIIIIII MiTek USA,In SI, iesof w Software 1 upon 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIIl This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS IC: 2x4 KDDF BTR 7-04-00 TERMINAL HIP SETBACK 3-08-00 FROM END WALL BC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IRC 2009 MAX MEMBER FORCES 41-2=(-/Cgy1.00 89 ` WEBS: 2x4 KDDF STAND 1-2=(-102) 93 1-6=(•128) 564 1-2=(-564)' 89 LOADING 2-3=(-604) 124 6-5=(-128) 564 6-3=( 0)I 195 3-4=(•604) 124 4-5=(-564) 89 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) ' BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 7'- 4.0" V 4-5=(-102) 93 BC UNIF LL( 0.0)+DL( 28.3)= 28.3 PLF 0'- 0.0" TO 7'- 4.0" V LETINS: 3-00-00 3-00-00 TC CONC LL( 163.0)+DL( 45.6)= 208.6 LBS @ 3'- 8.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG REA Connector plate prefix designators: LIMITED LOCATIONS4. -63/ 4IONS 43V -24/ 24H 3.50" 0.71N KDDFP(C 25) C,CN,CI8,CN18 (or no prefix) = riepuTrus, Inc REQUIREMENTSAOF DBCS2009 ANDAPPLY IRCDUE 2009 NOT BEING MET. SPATIAL 7'- 4.0" -63/ 443V -24/ 24H 3.50" 0.71 KDDF ( 625) C,CN,C1 ,CNIR ( r n MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1COND, 2: Design checked for net(-5 psf) uplift at 24 'oc specjng.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ 2'- 9.4' Allowed = 0.338" MAX TL DEFL = -0.013" @ 2'- 9.4" Allowed = 0.450" - MAX HORIZ. LL DEFL = 0.003" @ 7'- 0.5" 3-08 3-08 MAX HORIZ. TL DEFL = 0.005" @ 7'- 0.5" T This truss does not include any time dependent 2-10-07 -09-09�-09-09 2-10-07 deformation for long term loading (creep) in the total load deflection. The building designer 12 shall verify that this parameter fits with the 4.00 4 00 intended use of this component. 208.60# 1 1 NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. Design conforms to main windforce-resisting, system and components and cladding criteria,. M-4x6 Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4.0" Enclosed, Cat.2, Exp.B, MWFRS, M-2.5x4 3 m-2.5X4 interior zone, load duration factor=1.6 111%41 1 .11 ill Hii.i,11.0, 11 4.y/itittitititittt.i 1.1/01' i 3.0 coo W m o ��5 M-3x6 M-1.5x4 M-3x6 y y y 3-08 3-08 y 7-04 y JOB NAME: J - 1432 STONE BRIDGE - E2tO Scale: 0.5596 :/:5 :1;/1)21:::°1'''N: '°° 0 WARNINGS: r „ y�7�t . a L NOTES, 1.Builder and erection contractor should be advised of all General Notes 1.GThisAtrus design Is adequate for the design parameters shown.Reviewess otherwise noted: a Truss: E2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the t t T2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. F 1�41111, DES. BY: BC3.All lateral force resisting elements such as temporary and pe manent 2.Design assumes the top and bottom chords to be laterally braced at iDATE 7 stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c,respectively unless braced throughout their length by c,"'{ 3 f6 2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood aired ing(TC)and/or drywall(BC). c f.SEQ. : 5234096 4.No load should be applied to any component until after all bracing and 4.3.In tallImati nact boftrss is thor e responsral bility of the espective contractor, x 'fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment,TRANS ID: 343348 design loads be applied to any component. and are for"dry condition"of use. �-gam 2 r ,... r5.CompuTrus has no control over and assumes no responsibifty for the 6.Design assumes full bearing at all supports shown.Shim or wedge if {y-�xl*�afabdcation,handling,shipment end installation of components. necessary. � JVV t ?6.This design is furnished subject to the limitations set forth 6 a Design asumes adequate drainage is provided. yr, f //f 1111111111111111IIIII IIIII IIIII IIIII 1111 IIII TPIMlTCA in BCSI,copies of which will be furnished upon request. a tines coincide ewith joint centerr lines. of truss,and placed so their center "f� } 410NAL 3"+ f? 1 L" r V qq MiTek USA,Inc./CompuTrus Software 7.6.4 1 L-E 9.Digits indicate size of plate in inches. ;* kPIR S 8/3t t 1 ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ezmigi ±m m'. -.. This design prepared from computer input by 1E1111PACIFIC LUMBER IRC 2009 MAX MEMBER FORCES 4WR/DDFICq=1.00 LUMBER SPECIFICATIONS 7-04-00 TERMINAL HIP SETBACK 3-08-00 FROM END WALL 1. RC( -61)990 2- ER(FOR) 565 R/2- DF/Cq=1.0 407 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-552) 689 8- 6=(-30) 565 8- 4=( 0) 195 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 3- 4=(-604) 36 5- 6=(-1034) 407 BC: 2x4 KDDF STANDLOADING 4- 4=(-604) 36 5- 5=(-604) 636 2x8 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 7'- 4.0" V 6- 6=( -61) 90 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 28.3)= 28.3 PLF 0'- 0.0" TO 7'- 4.0" V BC LATERAL SUPPORT <= 12'OC. UON. TC CONC LL( 163.0)+DL( 45.6)= 208.6 LBS @ 3'- 8.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 3-00-00 3-00-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 7'- 4.0" -175/ 728V -41/ 41H 3.50" 1.16 KDDF ( 625) OVERHANGS: 30.0" 30.0" 7'- 4.0" -175/ 728V -41/) 41H 3.50" 1.16 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.087° @ -2'- 6.0" Allowed = 0.25 " MAX TL DEFL = -0.100" @ -2'- 6.0' Allowed = 0.333" MAX LL DEFL = -0.014" @ 2'- 9.4" Allowed = 0.338" MAX TL DEFL = -0.021" @ 3'- 8.0" Allowed = 0.450" 0-09-09 MAX LL DEFL = -0.087" @ 9'- 10.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ 9'- 10.0' Allowed = 0.333" 3-08 3-08 ' MAX HORIZ. LL DEFL = 0.003" @ 7'- 0.5" MAX HORIZ. TL DEFL = 0.005' @ 7'- 0.5' 2-10-07 0 09 09 2-10-07 T f f f 12 This truss does not include any time dependent deformation for long term loading (creep) in the 12 v 4.00 total load deflection. The building designer 4.00 i 208.60# shall verify that this parameter fits with the intended use of this component. IIM-4x4 NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19%moisture content. M-2.5x4 q 4.0" M-2.5x4I I Design conforms to main windforce-resisting system and components and cladding criteria. ~ Wind: 110 mph, h=2Oft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, A interior zone, load duration factor=1.6 2.0" o o H II o 8 S6 ' o`- -� 2g M 3x6 M-3x6 M-1.5x4 y y ), 3-08 3-08 y 2-06 y 7-04 y 2-06 ; � �N ts6 JOB NAME: J -1432 STONE BRIDGE - EH1 Scale: 0.4995 w ' ;~ u k� ' � 0 ' ^` , . WARNINGS: GENERAL NOTES,unless otherwise noted: s ., 1.Builder and erection contractor should be advised of all General Notes 1.This approval del ign is adequate for the tity hf the signing parametersn eshown. ha .Review '. Lt Truss: EH 1 and Warnings before construction commences. truss designer or truss engineer. OR''�" t4l tb 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ? _a E4::::):30,717, 12 a"' Cjy 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a DES. BY: BC stabiFty bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) 1.f$ ' - %":,,,,,i° ',s 26 a § �( X5243 ' r' DATE' 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ fq k • 4.No load should bem applied to any component until after all bracing and 4.Installation of truss is the 5. assumes trusses are to be used in a non-corrosive oenv environment 1k? 4 , 'c•', ''34,+# j i.- 15:'`k7 SEQ. : 5234097 fasteners are complete and at no time should any loads greater than and Designre for"dry condition"of use. 4 Ya f ,J, design loads bes appliedocto any component.u6.Design assumes full bearing at all supports shown.Shim or wedge if � K9x TRANS I D: 343348 5.CompuTrus has no control over and assumes no responsibility for the necessary. F i+ t r R^ t fabrication,handling,shipment and installation of components. 7,Design umes adequate drainage is provided. ' J- (^ ! [-+.' 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (� f 1/ �' ,. VIII VIII VIII VIII I11I 1111 TPIANTCA in BCSI,copies of which will be furnished upon request. nes. 9.Digits indicalines te size de vrith lof plate inoint rinches. acsurnmsaNN11111111111111 MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 18.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TC: 2x4 KDDF BTR TRUSS SPAN 3'- 8.0" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IRC 2009 MAX MEMBER FORCES 42-3=(-/96x1.00 WEBS: 2x4 KDDF STAND SPACED 24.0' O.C. 2-3c( -61) 90 2-5=(-64) 19 2-3=(-786) 541 2-3=(-448) 649 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0)LING ONDTOP CHORD = 32.0 PSF 3-4=( -83) 66 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG REA ' LETINS: 1-04-15 1-04-15 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. OVERHANGS: 30.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -199/ 666V -65/ 20H 3.50" 1.07 KD DFP(I25) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 18.0° 210/ 36V -65/ 20H 5.50" 0.06 KDDF ( 625) C,CN,CI8,CN18 prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. (orx) M,M20HS,M18HS, orM16 no MiTek x)MT series ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spac-n BOTTOMKED OR SF IVE LOAD. TOP g VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250' MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333° Allowed = 0.078" MAX TL DEFL = 0.012" @ 1'- 2.7" Allowed = 0.'04" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.062" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.082" MAX HORIZ. LL DEFL = -0.007" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 1'- 10.9" 12 This truss does not include any time dependent 4.00 D deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the M-2.5X4 intended use of this component. NOTE: Design assumes "Dry Doug. Fir Lumber" u&ed throughout. Not to exceed 19% moisture content. '' ANCHOR TO RESIST UPLIFT. Design conforms to main windforce-resisting' M system and components and cladding criteria, co 0 o o Wind: 110 mph, h=loft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, m interior zone, load duration factor=1.6 21110. M-3x6 2-06 3-08 (PROVIDE FULL BEARING:Jts:2,4,51 • JOB NAME : J - 1432 STONE BRIDGE - EJ 1 O P OPPA, Scale: 0.6978 WARNINGS: ag�5�4d: f 1.Builder and erection contractor should be advised of all General Notes 1.GThis truss designs NERAL NOTES, adequate for the dess otherwise esign parameters shown.Review - �: 4119 � 1 Truss: EJ 1 and Warnings before construction commences. J g r F 409 2.2x4 compression web bracing must be installed where shown+, truss and designer or truss roval is the engines biRly of the building designer,not the #f i DES. BY: BC 3.All lateral force resisting elements such as temporary permanent 2.Desi n assumes the top and bottom chords to be laterally braced at pore and 9 DATE: 7/6/2012 stablity bracing must be designed by designer of complete structure. 2'o.c,and at 10'o.c.respectively unless braced throughout their length by r at Oil' , CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood required in ere s and/or d SEQ. : 5234098 3.2z Impart bridging or lateral bracing where shown+ all(BC). f 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. 1,..v' ,,S" . t}� �" fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 443 id irk TRANS I D: 343348 design loads be applied to any component and are for"dry condition"of use. ks,/C e 5.CompuTrus has no control over and assumes no responsibility for the g gsupports shown.Shim or wedge if _ fabrication,handling,shipment and installation of components. 6.Desi n assumes full beadn at all su - +' f M necessary. 6.This furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. �111111 11111 11111 11111 11111 1111111111 1111 1111r6. coincidetoesncilewithjoinoenter esoffruss andplacedsotieircenter ��r40N � r/ This designCA i is Burni,hedisulewhiche will limitations dorth request. Plass st loctedtcenter lines.e7/,*c / ). size of : EXPIRES 813011 a MiTek USA,Ino./CompuTrus Software 7.6.4(1 L)-E 10 DigitsFor basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by 111111111This LUMBER IRC 2009 MAX MEMBER FORCES 4WR/DDFICq=1.00 TRUSS SPAN 3'- 8.0" 009=( -61)X90 2-OR(ES 0 R/DDF/Cg= 549 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2-2=)-564) 694 B BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -34) 46 E: 2x4 KDDF #1&BTR WEBS: 2x4 KDDF STAND LOADING IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LBEARINGS MAXCVIRTS MAXCTIOZS SIZE RE UI. BRG(SPECIES) LBLATERAL SUPPORT3-00-00<= 13.00. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -181/ 581V -43/ 11H 3.50" 0.93 KDDF KDDF ( 625) . LETINS: 0. 3-00. LL = 25 PSF Ground Snow (Pg) 3'- 6.9' -50/ 106V -43/ 13'- 5.2" 0/ 36V 0/ 14 1.50" 0.17 KDDF ( 625) OVERHANGS: 30.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing, Connector plate prefix designators: DEFLECTION LIMITS: LL=L1240, TL=L1180 C M,M2OHS, 18HS (16 no MiTek prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX VERTICALLL LEDLL -TION7" M -2'- 6.0" Allowed = 0.250" N,M20HS,M18HS,M16 = MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333' 3-06-15 MAX TL DEFL = -0.020" @ 2'- 9.4" Allowed = 0.194" MAX HORIZ. TL DEFL = 0.007' @ 3'- 6.2" This truss does not include any time dependent 12 deformation for long term loading (creep) in the 4.00 / total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber" used M-2.5X4 throughout. Not to exceed 19% moisture content. f Design conforms to main windforce-resisting 1110 '' Ci system and components and cladding criteria. Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, o Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6 m o 411111 0 ill 2►, 'S M-3x6 (PROVIDE FULL BEARING:Jts:2,5,4' y y 2-06 y 3-08 i� lir`-' Gine - ,, , ,> JOB NAME : J -1432 STONE BRIDGE - EJ2 B°ale: G.672B It) e,° , WARNINGS: GENERAL NOTES,unless otherwise noted: . *r3 i . . ,i 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review *°. and.approval is the responsibility of the building designer,not the py t $$: EJ 2 and Warnings before construction commences. truss designer or truss engineer. R oh Tru 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at lengthIF. .��ttq 3.All lateral torte resisting elements such as temporary and permanent 2'continuous and at 10'o.c.respectively unless braced throughoutCnd/or deir wall BCby °r fit-;+,>''' . " 0 � . sheathing such as plywood sheathing(TC)) ry ( ) 0 DES. BY: 6/ Compu bracing et no designed by designerfosbracing.complete structure. d24S 'II, I `x DATE 7/6/2012 No load should assumeselidto anyico tyfonenuof truss is theresponsibility lbrsGngiy of the wheretve contractor. vF. 'i r 4.No load should nip applied to any component until after all bracing and 9.DesignInstallation assumes trusses are to be usedin anon-pcorroseve environment, 0 i' l $ f SEQ. : 5234099 fasteners are complete and at no time should any loads greater than and re for"dry condition"of use. shown.Shim or wedge if design loads has no controlon to any over and assut 6.Desi n assumes full bearing at all supports * Ar x TRANS I D: 343348 5.CompuT us no and assumes no responsibility for the necessary. ` ! r tt L� EXPIRES . fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. J1 3 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center f +/ f/2y ' Ines coincide with joint center lines. t 111111111111111111111111111111 MiTek CA in BCS(,copies of which will be furnished upon request. y Digits indicate size of plate in inches. USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TC: 2x4 KDDF BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 9-00-00 TERMINAL HIP SETBACK 4-06-00 FROM END WALL 1 BC: 2x4 KDDF #1&BTR IRC 2009 MAX MEMBER FORCES 4WR/pDF1.00 + WEBS: 2x4 KDDF STAND 1.2=( -54) 57 1.6=(-130) 802 1-2=(-89089g 141 LOADING 2-3=(-873) 140 6-5=(•130) 802 6-3=( 0 253 TC LATERAL SUPPORT <= 12°OC. DON. TC UNIF LL( 50.0)+DL(L 14.0). 64.0 Ground dPLFow (Pg) 3-4=(-873) 140 BC LATERAL SUPPORT <= 12"OC. UON. ) 0.0" TO 9'- 0.0" V 4 5=( -54) 57 4-5=(-890 141 BC UNIF LL( 0.0)+DL( 32.5)= 32.5 PLF 0'- 0.0" TO 9'- 0.0" V LETINS: 3-00-00 3.00-00 TC CONC LL( 262.5)+DL( 73.5)= 336.0 LBS @ 4'- 6.0" BEARING MAX VERT MAX REACTIONSHORZ SIZEBRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS SQ.IN. Conner 8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -80/ 602V 30/ 30H 5.50' 0.96 WOOF P( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IAC 2009 NOT BEING MET. 9'- 0.0' -80/ 602V -30/ 30H 5.50" 0.96 KDDF ( ',625) BOT OM D KED OR SF IVE LOAD. TOP ANDTBOTTOMRCHORDCLIVEFLLOADSPACTLNON•CONCURRENTLY. COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.025" @ 6'- 2.6" Allowed = 0.404" MAX TL DEFL = 0.026" @ 6'- 2.6" Allowed = 0.039" - MAX HORIZ. LL DEFL = 0.005" @ 8'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 8'- 6.5" 4-06 4-06 This truss does not include any time dependent deformation for long term loading (creep) in the T 2-10-07 total load deflection. The building designer 12 336# T shall verify that this parameter fits with the 4.0017 12 intended use of this component. v 4.00 NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. Design conforms to main windforce•resistingl M 4X6 system and components and cladding criteria. 4.0° Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 3 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 M-2.5x4 IIM-2.5x4 � 3.0" Ao1111111111111111111 o� m m o 1► ill o M-3x6 6 ��5 -/ M-1.5x4 M-3x6 y a-os y a-os y y 9-00 y JOB NAME: J - 1432 STONE BRIDGE - F1 f), t Ilitp sl - P ` 5 Scale: 0.5429 " * rt \ ( p WARNINGS: +e1e ,: i' j•' "a;+' � "erre 1.Builder and erection contractor should be advised of all General Notes 1.GThisL NOTES,unless otherwise trussdesigns adequate for the design parameters shown.Review44 if V 4 + "G+ Truss: F 1 and Warnings before construction commences. Ili t w dor 2.2x4 compression web bracing must be installed where shown+, truss and approval designer or truss engineer bility of the building designer,not the y� 3 t '" +` DES. BY: BC . `` 41 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at DATE: 7/6/2012 stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +f t^ct� �q /1 CompuTrus assumes no responsibility for such bracing. 3.continuous idgi ngin r suer l b aywg re su red where s own vdrywall(BC). ....;,';'00 z �" ,t,,,..i r¢iP tY fly S EQ• 5234101 4.No load should be applied to any component until after all bracing and 4.I stallImati nact boftru s�s theeresponsibil y of the espective 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, Y-r a < TRANS I D: 343348 design loads be appl ed to any component, and are for"dry condition"of use. 4,,t;':-; y 24243 a , " ^''fy`"" 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports0 'f *' �t fabrication,handling,shipment and installation of components. necessary. shown.Shim or wedge if °'r�li ` r t*�*ar, 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. �' A S 1101111111111111111111101 VIII VIII Int TPUWTCA in SCSI,copies of which will be furnished upon request. 8 nes coincide w thjoist center lines. faces of truss,and placed so their center ) 1 q �f .1 MiTek USA,Inc.lCompuTrus Software 7.6.4 1 L-E 9.Digits indicate size of plate in inches. f.f // ) ,' ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MMI 11 111111111 IIIIIIIII IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 9-00-00 TERMINAL HIP SETBACK 4-06-00 FROM ENO WALL 1-2=( -55) 57 E-BE(-FOR) 725 1 /DDF/03) 131 LUMBERTC: SPECIFICATIONSKDD #18BTRLOAD DURATION INCREASE = 1.15 (Non-Rep) I-2=(•-65) 157 1-6=(-122) 717 1-2=(-863) 134 WEBS:E: 2x4 KDDF N1&BTR 3.4=(-799) 136 2x4 KDDF qt&BTR LOADING 4-5=(-869) 174 2x6 KDDF S2AAD; LL = 25 PSF Ground Snow (Pg) 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V BC UNIF LL( 0.0)+DL( 32.5)= 32.5 PLF 0'- 0.0' TO 9'- 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12'OC. UON. LBEARINGS MAACVIRTS MAXCTIONS SIZE REIN. (BPGCIRE) BC LE LATERAL SUPPORT3-00-0 <= 13.00. UON. TC CONC LL( 262.5)+DL( 73.5)= 336.0 LBS @ 4'- 6.0" O.- 0.0" -76/ 568V -30/ 57H 5.50" 0.91 KDDF ( 625) 8'• 6.0" -108/ 637V -30/ 57H 5.50' 0.95 KDDF ( 625) LET INS: 3-00-00 3-00-00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Unbalanced live loads have been REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 4 ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing, I considered for this design. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP L12 0 VERTICAL DEFLECTION LIMITS: LL= 40, TL=L/18 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL DEFL = 0I028" M 2'- 9.4L/2 Allowed 0.379' C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc MAX TL DEFL = 0.004" @ 2'- 9.4" Allowed = 0.050" M,M20HS,M18HS,M16 = MiTek MT series MAX TL DEFL = -0.006" @ 9'- 0.0" Allowed = 0.067" MAX TL DEFL = -0,006" @ 9'- 0.0" Allowed = 0.067" MAX HORIZ. LL DEFL = 0.004" @ 8'- 0.5" 4 06 MAX HORIZ. TL DEFL = 0.007° @ 8'- 0.5" 4-06 f This truss does not include any time dependent 1-07-09 1-07 04 2-10-12 f deformation for long term loading (creep) in the 2-10-07 ( total load deflection. The building designer 12 shall verify that this parameter fits with the T 12 intended use of this component. 4.00 L------ 336# a 4.00 NOTE: Design assumes 'Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. Design conforms to main windforce-resisting M 4x6 system and components and cladding criteria. 4.0" Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, ORIENTATION AS SHOWN. 3"( ( Enclosed, Cat.2, Exp.B, MWFRS, M-2,5X4 �I� NOTE: TRUSS NOT SYMMETRICAL M-2,5x4 interior zone, load duration factor=l.6 4 M-2.5x4+ 13.0" 0PEt3c o 8 iii tiiiii..........dij....1111111111111111.1.11111a Will 1 ' 'orik ` M-3x6 . 4� 1� 6 M-1.5x4 M-3x10 - OR' ,���.. . 4-06 4-066/3011 J, yEXPIRES y 8-06 0-06 y iP -1432 STONE BRIDGE - F2 Scale: 0.5054 44` ' �l 0 JOB NAME: J �+ WARNINGS: GENERAL NOTES,unless otherwise noted: ��' 1.Builder and erection contractor should be advised of all General Notes 1.This truss and approval is n is responsiMl responsibility the the building designerarameters n shown.he Review .t � n; C and Warnings before construction commences. and designer the truss engineer. �:` ;�� Truss: I 2 2.All compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ' 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10,o.c.respectively unless braced throughout their length by DES. BY: BC stab lily bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y�1„.,rite Y CompuTrus assumes no responsibility for such bracing. 3.2z Impact bridging or lateral bracing required where shown++ re °-3.r DATE: 7/6/2012 4.No load should be appled to any component until after all bracing and 4.5.Design assumes trusses aion of truss is the re to be used of a non-corrosive he contractor.environment, ?- i�,yp�# # SEQ. : 5234102 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. t sJi'a Sr design loads hasbe ao controlon to any over and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge if )y f�/I TRANS I D: 343348 5.CompuTrus no and assumes no responsibility for the necessary. 1_Y£ t • fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,. lines coincide with joint center tines. IIII VIII VIII VIII VIII VIII IIII IIII CompuTrus, in BCSI,copies of which Will be furnished upon request. 9.For Digits indicate size of plate in inches. 11111 I CompuTrus,Inc.Software 7.6.4(1 L)-E lo. sic conn 11 E t, plate 88 design values see ESR-2529(CompuTrus) and/or IIIIIIIIIIIIIII This design prepared from computer input by IFIC LUMBER LUMBER SPECIFICATIONS 9.00-00 TERMINAL HIP SETBACK 4-06-00 FROM END WALL TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IRC 2009 MAX MEMBER FORCES 4WR/DD-890), 11 BC: 2x4 KDDF #1&BTR •890)', 111 WEBS: 2x4 KDDF STAND; LOADING 2.3=(-873) 111 7.5=( -99) 802 7-3=( 0)',253 2x8 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4-5=(-565) 711594 4-5=(-1572) 570 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 9'- 0.0' V 5-6=(•-65) 790 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 32.5)= 32.5 PLF 0'- 0.0" TO 9'- 0.0' V 5-6=( -61) 90 LETINS: 3-00-00 3-00-00 TC CONC LL( 262.5)+DL( 73.5)= 336.0 LBS @ 4'- 6.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG REA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL L00C- 00.0 -68/ACTIONS -30/ACT147H .50" 0.96N KDDF (SPECES OVERHANGS: 0.0" 30.0" REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 9'- 0.0" -198/ 947V -30/ 47H 5.50" 1.52 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for net(-5 psfl uplift at 24 "oc spec-ng.l - M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.047" @ 6'- 2.6" Allowed = 0,404' MAX TL DEFL = -0.042' @ 6'- 2.6" Allowed = 0.539" MAX LL DEFL = -0.087" @ 11'- 6.0" Allowed = 0.250° 4-06 4-06 MAX TL DEFL = -0.100' @ 11'- 6.0° Allowed = 0.333" T MAX HORIZ. LL DEFL = 0.005" @ 8'- 6.5" 2-10-07 1-07-09 1-07-08 2-10-08 MAX HORIZ. TL DEFL = 0.008" @ 8'- 6.5" T T This truss does not include any time dependent deformation for long term loading (creep) in the 12 12 total load deflection. The building designer 4.00 336# 4.00 shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes °Dry Doug. Fir Lumber" uaed M-4x6 throughout, Not to exceed 19% moisture content. 4.0" Design conforms to main windforce-resisting' 3,( ,,' system and components and cladding criteria. M-2.5x4 v M-2.5x4 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MINERS, interior zone, load duration factor=1.6 16.°111° � A 3.0" co o - --/ H o it o /- 1X 7 M 3x6 >C5 �� M-1.5x4 M-3x6 4-06 4-06 y 9-00 y y 2-06 JOB NAME : J - 1432 STONE BRIDGE - FH1 Scale: 0.5418 4 -vi ? ' ,i .�v - 'I' r C., i WARNINGS: GENERAL NOTES,unless otherwise noted: A f pa' ` Ct../#' #. 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Y ,, 7 Truss: FH 1 and Warnings before construction commences, and approval Is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. .,J 1111t.:, V X DES. BY: BC 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at !� �I stabitiry bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by w� ,, V{ ) ;q ! DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywoodaired sheathing(TC)and/or drywall(BC). t 4.No load should be applied to any component until after all bracing and 4.Installation of act truss s thor te resperal onsibility of the respective contractor. •,}� ,[�, 2- ,.x�' z, ' � TSEQ. : 5234103 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ,, - 4 ,�1C43 5"•" � ;.., 4)-26` ' RANS I D: 343348 design loads be applied to any component. and are for"dry condition"of use. / ++yy 'ttC! 5.CompuTrus has no control over and assumes no res onsibiW for the 6.Design assumes full bearing at all supportswedgeL7 + [.f�y R P y shown.Shim or if � �•... 'I 1O". fabrication,handling,shipment and installation of components. necessary. s =` N V j /y 7. ]r a 6.This design is furnished subject to the limitations set forth byg,Design assumes adequate drainage Is provided. t S i t t'4�r 1111111 VIII VIII VIII VIII HE 11111 gill TPIANICA in BCSI,copies of which MO be furnished upon rquest. 8 tinePlas coincideew with joint enter liness of truss,and placed so their center / ! j t✓ p ry�y MiTek USA,Inc./CompuTrus Software 7.6.4 1 L-E 9.Digits indicate size of plate in inches. J /. 1:"� f*�t^+� ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) l This design prepared from computer input by IIIIIIIIIIIIIII PACIFIC LUMBER TRUSS SPAN 4'- 6.0" INC 2009-61)AX9MEMBERFORC)S26 42p3=(f894)1620 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2-3=(-484) 694 TC: 2x4 KDDF N1&BTR SPACED 24,0" 0.0. 3-4=(-106) 78 BC: 2x4 KDDF STABTR WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ 8flG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 1-1(1014:111)!I : OATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0 - q 0" 2141 748V 811 270 5.50° 1.20 KDDF ( 625) LET INS: 1-05-02 1.05.02 LL = 25 PSF Ground Snow (Pg) 1 - 10,9" -289/ 47V 01 OH 1.50" 0.08 KDDF ( 625) 4 - 6,0" 01 43V -81/ 27H 5.50" 0.07 KDDF ( 625) OVERHANGS: 30.0" 0.0° LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0,087° M -2'- 6.0" Allowed = 0.250' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.100" 0 -2'- 6.0" Allowed = 0.333" 1-11-11 MAX LL DEFL = 0.012" 9 1'- 2.9" Allowed = 0.070" MAX TL DEFL = 0,013" 0 1'- 2.9" Allowed = 0.093" T MAX LL DEFL = 0,000" 8 0'- 0.0" Allowed = 0.103" MAX BC PANEL TL DEFL = -0.006" P 2'- 4.4" Allowed = 0,221' 12 MAX HORIZ. LL DEFL = -0.010" 9 1'- 10.9" 4.00 V MAX HORIZ. TL DEFL = -0,011" 0 1'- 10.9" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component, NOTE: Design assumes "Dry Doug. Fir Lumber" used M-2.5X4 throughout. Not to exceed 19% moisture content. ANCHOR TO RESIST UPLIFT. �. Design conforms to main windforce-resisting tai-31,x6 system and components and cladding criteria. o Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, C T interior zone, load duration factor=l,6 o -+ o I I `�5 -/ 2�< (PROVIDE FULL BEARING:Jts:2.4,51 / I I 2-06 4-06 JOB NAME : J -1432 STONE BRIDGE - FJ1 A w i, .4tiv , 'J .-AGP .$-. Scale: 0,7012 - `IFF te i � , f r ' '+ ,. WARNINGS: GENERAL NOTES,unless otherwise noted: 7 � }; 1.Builder and erection contractor should be advised of all General Notes 1.andThiapproval del is thesign e adequate forility of tdethe signdparg meters designer,o shown.Review "fir tt••��,, t,} Truss: FJ 1 and Warnings before construction commences. truss designer or truss engineer. t� tTg '` 2.2o4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at . ,4 3.All lateral force resisting elements such as temporary and permanent2'o.c.and at 10'o.c.respectively unless braced throughout their length by a .�i f, t?y ' DES. BY: BC stabitty bracing must be designed bydesigner of complete structure. plywood sheathing(TC)C and/or d II BC. }' � g g p continuous sheathing such as g(T ) ry ( ) t. '.- �•°` .` DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ ^ r_ ',_ � 4.No load should be applied to any component until after all bracing and 5.Designason of truss is the sumes trusses are to be used in a non-corrosivehe respective contractor. u environment, *f � !✓ ii �{ '`� ))�� SEQ. : 5234104 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. J •' /1 CE 1 r . t design loads be noplion to any component. 6.Design assumes full beating at all supports shown.Shim or wedge if ti. TRANS I D: 343348 5.CompuTrus has control over and assumes no responsib Fty for the necessary. ; t21 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. `} / y 1=" } t wi 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center j p-'2. �, . -"` i.- 111111 VIII VIII VIII VIII VIII VIII IIII IIII TPI WTCA in SCSI copies of which will be furnished upon request 9.For basic cote size r pate di signhes 112:12Mrlir -. t MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I10IIIIIIIIIIJThis design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 4'- 6.0" l TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 IRC 2009 MAX MEMBER FORCES 42-3=(-/Cq=,1.00 } BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( -61) 90 2-5=(-54) 15 2-3=(•832)'570 WEBS: 2x4 KDDF STAND 2-3=(-554) 785 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3.4=( -33) 48 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG REA ` LETINS: 3-00-00 3-00-00 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPEC ES) OVERHANGS: 30.0° 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -176/ 615V -55/ 16H 5.50" 0.98 KDDF ( 25) 4'-3'- 16.0" 50% 143V -55/ 16H 5.50" 0.07 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spac_no.J BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.087" @ -2'- 6.0' Allowed = 0,250" 3-11-11 MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" I MAX LL DEFL = -0.037" @ 2'- 9.4' Allowed = 0. 70" MAX TL DEFL = -0.037" @ 2'- 9.4" Allowed = 0.226" 12 MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.003" 4.00 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.005° MAX HORIZ. LL DEFL = 0.012" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.011" @ 3'- 10.9° This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer M-2.5x4 shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes "Dry Doug. Fir Lumber' used throughout. Not to exceed 19% moisture content. Design conforms to main windforce-resisting f- system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=4,2,BCDL=6,0, ASCE 7-05, o Enclosed, Cat.2, Exp.B, MWFRS, oidll.IIIIIIIIIIIIIIII... interior zone, load duration factor=l,6 ill 2► 1111.--- 115 5 M-3x6 (PROVIDE FULL BEARING:Jts:2.4.51 y y y 2-06 4-06 JOB NAME : J -1432 STONE BRIDGE - FJ2 JOHN. s 4 i" r Scale: 0.6637 & 'fl '� .._,6046.,,..4. WARNINGS: GENERAL NOTES,unless otherwise noted: ., Wilk A. "` ro C n 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review 'f . ;' <* �/ ' Truss: 1 J 2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the ` ; y 2.2x4 compression web bracing must be installed where shown+, truss designer or buss engineer. at DES. BY• BC 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at OR` stabifty bracing must be designed by designer of complete structure. 2'o.c.and at 10'c.c.respectively unless braced throughout their length by "'' iIt DATE: 7/6/2012 CompuTrus assumes no responsibility for such continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �� 4.,:e, � ; bracing. 3.2z Impact bridging or lateral bracing required where shown++ 'i•1 fg.,,,,.:.. �.aV ),,61 A SEQ. : 5234 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. b fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, b. g� 1 t, `` 41 _„,t,- TRANS I�: 343 A p design loads be applied to any component. and are for"dry condition"of use. 'f JY O 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if , ,1q j ' a fabrication,handling,shipment and installation of components. necessary. ', - • i t..z 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. irsimmi '^y // '.‘3,57-ON Al I Ili El IIIII IIIII IIIII 11111 IIIII IIII ill TPI/WTCA in BCS(,copies of which will be furnished upon request. 8 Platesnecoincide with pent on center mess of truss,and placed so their center / t f , _ #eEXPIRES y MiTek USA,Inc./CompuTrus Software 7.6.4 1 L-E 9.Digits indicate size of plate in inches. ( t =. L.Iart-[ « j.J ( ) 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) r This design prepared from computer input by IIIIIIIIIIIIIII PACIFIC LUMBER TRUSS SPAN 2'- 0.0" IRC 2(09 1 MAX MEMBER FORCCE;O) 40WR/DDF/C44) 44 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2 =(•13) 13 TC: 2x4 KDDF #16BTR SPACED 24.0" O.C. BC: 2x4 KDDF #1&BTR WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AR TC LATERAL SUPPORT <= 12" .)Cl : ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -17/ 103V -15/ 6H 5.50" 0.16 KDDF ( 625) 1'- 9,2" 0/ 18V 0.03 KDDF ( 625) LETINS: 1-06-14 1"06.14 LL = 25 PSF Ground Snow (Pg) I'- 11.7° 221 46V 151 6H 1.50" 0.07 KDDF ( 625) - Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/24), TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" 9 1'- 4.6" Allowed = 0.054" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = 0.001" P 1'- 4.6° Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001' 9 1'- 10.9" MAX HORIZ. TL DEFL = -0.001" 9 1'- 10.9" This truss does not include any time dependent deformation for long term loading (creep) in the 1 11 11 total load deflection, The building designer 1' shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. 12 4.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7.05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6 M-2.5x4 � o co -- o 1 o H 1 �� 4�i M-3x6 'PROVIDE FULL BEARING;Jts:1.4,3( * * 2-00 JOB NAME : J - 1432 STONE BRIDGE - FSJ 1Scale: 0.7640 WARNINGS: GENERAL NOTES,unless otherwise noted: ' A. , , ir i , .. iAlkj# lit # 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review tp, , ' " and Warnings before construction commences. and approval is the responsibility of the building designer,not the Lry} Truss: FSJ 1 truss designer or truss engineer. /R�t t f 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at ,"''^ !� y 3.All lateral force resisting elements such as temporary and permanent 2'a.c.and at 10'o.c.respectively unless braced throughout their length by v �i:Yj r• ',. DES. BY: BC stahaty bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f,.' ..` r .+ DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.D Impact bridging or lateral bracing required where shown++ • 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. 24t=,,'p, ` ; SEQ. : 5234107 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, JI {d! S and are for"dry condition"of use. "`'9 J t� design loads hase applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 343348 5.CompuTrus no control over and assumes no responsibility compon .for the necessary. SIONAL i' fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. `j EXPIRES 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center if ;•: " 1.- i' 11111 VIII IIII IIII TPIANTCA in BCSI,copies of which will be furnished upon request. 9.Digits indicate size tines coincide with lof plate inoiM ri lines. / � � � 111111111311111 11111 MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) ...4_ IIIIIIIIIIIIIII This dFICesiLUMgn BER prepared from computer input, by LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cg=).00 ! BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-34) 29 1-4=(0) 0 1-2=(-15) 27 WEBS: 2x4 KDDF STAND 2-3=(-34) 34 LOADING TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG EA ' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPEC ES) LETINS: 2-07-09 2-07-09 TOTAL LOAD = 42.0 PSF 0'- 0.0" -44/ 164V -27/ 11H 5.50' 0.26 KDDF ( 25) LL = 25 PSF Ground Snow (Pg) 3 _ 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 25) Connector plate prefix designators: 11.7" -53/ 113V -27/ 11H 1.50" 0.18 KDDF ( 25) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 'COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing., y BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.029" @ 2'- 4.6" Allowed = 0. " MAX TL DEFL = 0.026" @ 2'- 4.6" Allowed = 0.112323" MAX BC PANEL LL DEFL = 0.000" @ 0'- 5.5" Allowed = O.C43° - MAX BC PANEL TL DEFL = -0.000" @ 1'- 1.4' Allowed = 0.057" MAX HORIZ. LL DEFL = -0.008" @ 3'- 10.9' 3-11-11 MAX HORIZ, TL DEFL = -0.007" @ 3'- 10.9" T This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 4.00 L12 NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. Design conforms to main windforce-resisting system and components and cladding criteria. --/ Wind: 110 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, M-2.5x4 , interior zone, load duration factor=1.6 riA 0 7 A- c T 0 Ion o IIII PROVIDE FULL BEARING;Jts:1.4,3I /- 11110- 111 4►1 M-3x6 ), 1, y 2-00 1-11-11 JOB NAME : J - 1432 STONE BRIDGE - FSJ2 e � - Scale: 0.6387 �I" (t,`'` ,AN. ��'fi ,' WARNINGS: GENERAL NOTES,unless otherwise noted: I k}:o y c� I.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review "' '.; t,* i ,j Truss: FSJ 2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.204 compression web bracing must be installed where shown+, truss designer or truss engineer. + DES. BY" BC 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at ,r ee��RR4T^�� ��..}} stabilitybracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • 6,,4JP�.' P`1 L13 ` DATE: 7/6/2012 CompuTrus assumes no responsib tity for such continuous sheathing such as plywood sheathing(TC)and/or drywall C. f !!!!! ~ bracing. 3. Impact bridging or lateral bracing required where shown++ ) �,"'2574.' ,1 e b 1"26 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. Il SEQ. : 5234108 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, hp 24243 F t TRANS I D: 343348 design loads be applied to any component. and are for"dry condition"of use. T / .9 ~ 5.CompuTrus has no control over and assumes no responsibility for the 6.Designassumesfull bearing at all supports shown.Shim or wedge if } ""�� '^-„ .-- t 2 nfabrication,handling,shipment and installation of components, ry' 4`���t�ir-aA� i f. ; 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. l tiitro3,� ., ' 1111 1111111 11111 IIIII IIIII IIIII IIIII IIIII 1111 1111 TPIANTCA in BCSI,copies of which will be furnished upon request. 8 tinePlas coincidewithjoint center both lines. of truss,and placed so their center f 1 EXPIRES (pp 9.Digits indicate size of plate in inches. f / .,e, 6d a30� MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(tvliTek) X IIES !1, X Jf j I �i IIIIIIIIII11111111111TPhACIFIC LUMBEis design prRepared from computer input by 9-08-00 MONO HIP SETBACK 8-00-00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -61) 90 2- 7=(-131) 794 2- 3=(-1447) 659 TC: 2x4 KDDF #1&BTR 2- 3=(-539) 770 7- 8=( -56) 67 4- 7=( -222) 153 BC: 2x4 KDDF S18NDR LOADING 3- 4=(-860) 134 7- 5=( -503) 254 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-739) 52 7- 6=( -66) 1086 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-697) 49 6- 8=(-1219) 213 BC LATERAL SUPPORT <= 12"OC. UON, TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 9'- 8.0" V BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED0'- 0.0" -133/ 1021V -72/ 94H 5.50" 1.63 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -245/ 1177V -72/ 94H 5.50° 1.88 KDDF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. LETINS: 3-00-00 0-00.001COND. 2: Design checked for net(-5 esf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 OVERHANGS: 30.0" 0.0° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100° @ -2'- 6.0" Allowed = 0.333" CConnector plate prefix designators:. CumMAX LL DEFL = -0.023" @ 8'- 0.0" Allowed = 0.438" M,M2OHS, 18HS (16 no MiTek prefix) = CompuTrus, Inc MAX TL DEFL = -0.033" @ 8'- 0.0" Allowed = 0.583" M,M20HS,M18HS,M16 = MT series 7-11-11 1-08-05 MAX HORIZ. LL DEFL = 0.004" @ 9'- 6.3" MAX HORIZ. TL DEFL = 0.007" @ 9'- 6.3" 2-10-07 0-09-03 4-04-01 1-08-05 This truss does not include any time dependent T ( T 4597.30# T deformation for long term loading (creep) in the total load deflection. The building designer 12 shall verify that this parameter fits with the 4.00 M-4X6M-3x4 intended use of this component. NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. eli � ee Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, in Enclosed, Cat.2, Exp.B, MWFRS, M 2.5X4 interior zone, load duration factor=1.6 wd o 00 a7 COase R o m 7 �8 2146:214 M-3x6 M-3x8 M-1.5x4 ), y ), 7-05 2-03 y 1, y 2-06 9-08 X17 J C PROPE4,9/: JOB NAME: J -1432 STONE BRIDGE - GH1A ,4 0 "` ' ale Scale: 0.4701 WARNINGS: GENERAL NOTES,unless otherwise noted: t a .) ..� 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review -'_ ,< / Truss: GH1 and Warnings before construction commences, and approval is the responsibility of the building designer,not the 4Jtt truss designer or truss engineer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at rt?;,t„ 7 3.All lateral force resisting elements such as temporary and permanent y o.c.and at 10'o.c.respectively unless braced throughout their length by �" .,a r t r. DES. BY: BC stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). { !j ^ ' �.r DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ «r a. vr[` 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. yt 24243 SEC). : 5234109 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ; } and are for"dry condition"of use. '°'4i 'ft r design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if ..�, )t f i4fi' t% TRANS I D: 343348 5.CompuTms has no control over and assumes no responsibility for the necessary, i1� i �,r(''}}�^�r-� f ii fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '"� ) t tirt~}f€'1�i" E►13,01i 3t!f, 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 tip. ,e 1r, [�.Tii' P#'1� I III IIIII IIIII IIIII It ill HI III IIII 7PI kU Ain nc./ copies of which will r furnished upon request dings coincideewith joint center lines. f t ��/>f� 4. 9.Digitssndsize of plateein lines. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) IIIIIIIIIIIIIII This design prepared from computer inpu' by PACIFIC LUMBER LUMBER SPECIFICATIONS TC: 2x4 KDDF CATBTR TRUSS SPAN 5'- 5.9" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 WEBS:: 2x4 KDDF STAND SPACED 24.0" O.C. 2.3=(-529) 767 3-6=(-257) 86 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(5 -65) 705 6-4=( -98) 81 LL( 25.0)+DL( TC LATERAL SUPPORT <= 12"OC. UON. 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10,0 PSF r OVERHANGS: 30.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG REA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -172/ 6230 -58/ 71H 5.50" 1.00 KDDF ( 25) C,CN,C18 CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5 - 5.9" -27/ 230V -58/ 71H 5.50" 0.37 KDDF ( 25) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ** For hanger specs. - See approved plans ICOND. 2: Design checked for net/-5 psf.) uplift at 24 "oc spacing.' + BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" 2-06-08 2-07-11 0-03-12 MAX TL DEFL = -0,100" @ -2'- 6.0" Allowed = 0.333" - T f T T MAX BC PANEL TL DEFL = -0.028' @ 2'- 9.0" Allowed = 0.263" MAX HORIZ. LL DEFL = 0.001" @ 5'- 0.4" MAX HORIZ. TL DEFL = 0.001" @ 5'- 0.4" 12 4.00 2 M-1.5x4 This truss does not include any time dependent deformation for long term loading (creep) in the _/ total load deflection. The building designer shall verify that this parameter fits with the I intended use of this component. M-2.5x4 m NOTE: Design assumes "Dry Doug. Fir Lumber" tsed throughout. Not to exceed 19% moisture content. Design conforms to main windforce-resisting Up system and components and cladding criteria. N Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, f-. interior zone, load duration factor=1.6 opo o � o ,m ��� /- 21101 . -- M-3x6 M-2.5x4 ** 1, y /, y 5-00-07 0-05-08 y ), 2-06 5-05-15 JOB NAME : J - 1432 STONE BRIDGE - H1 440P'`41° �' 16' Scale: 0.5936 ; i' mayy��' , 1# -4e t* WARNINGS: /""B (ti . GENERAL NOTES,unless otherwise noted: y H1 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review #161,4 "v Q yr* T Truss: 1 I 1 and Warnings before construction commences, and approval is the responsibility of the building designer,not the # 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. tre DES. BY: BC 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at 1 , O ! N stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by R DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. continuous Impact sheathing such as cwooequ r d where s andor drywall(BC). .,A,� ,R" Z ` 3.In2x boiftrus is lateral bracingonsirequired where showncontractor. SEQ. : 52341 1 1 4.No load should be applied to any component until titer all bracing and 4.Installation is is the responsibility the respective contractor, ill, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 42A3 f✓ .t TRANS I D: 343348 design loads be applied to any component. and are for"dry condition"of use. ±I "' ACJ, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if "..`^` �'^'"f%� J 0;3, fabrication,handling,shipment and installation of components. necessary. t+ S f y 6.This design is furnshed subject to the limitations set forth b 7.Design assumes adequate drainage is provided. "� SIO t g 7 S IIIIII IIIII IIIII IIIII IIIII IIIII II IIII IIII ITek UCA in BCSI,copies of which wfll ae famished upon equest, 8 nes coincideewith joint center lifnes$of truss,and placed so their center //41112' '„`" fw f RPS t o f all MiTek USA,Inc./CompuTrus Software 7.6.4 1L-E 9.Digits indicate size of plate in inches. f j '/ "- �' S d LJ ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) i This design prepared from computer input by IIIIIIIIIIIIIII PACIFIC LUMBER TRUSS SPAN 5'- 5.9" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATi2e027TD:ouNS LOAD DURATION INCREASE = 1,15 1.2=( -61) 90 2-5=(-101) 34 2.3=(•891) 620 TC: 2x4 KDDF #1& R SPACED 24.0' O,C. 2.3=(-478) 686 BC: 2x4 KDDF #1& R 3.4v(-106) 89 WEBS: 2x4 KDDF STALOADING TC LATERAL SUPPORT = 12"OC. UON. LL( 25.0)+DL7.0) NTOP CHORD = 0PSFBEARINGMXVERTMAXHORZBRGREQUIREDBRGAREABCLATERAUPPORT = 12"OC. UON. DLONOTTOM CHORD = 0PSFLOCATIONSRACTIONSEACTIONSSIZSQ.IN. SPECIES) 'TOTALLOAD = 0PSF 0'- 0 0" - 0275V -10 / 35H5.5 " 1.21KDF ( 625)LETINS: 1-04-11-04.12LL = 25PSFGroundSnow (Pg1'- 10.9" 896V01OH1.50" 0.10KDF ( 625)5'- 5.9" 0/ 53V 101135H5.50" 0.08KDF ( 625)OVERHANGS: 30. 0.0" LIMITEDSTORAGEDOSNOTAPPLYDUETESPATAConnectorpateprix designatrs: REQUIREMENTSOFIB2009ANDIRC200TBEINET. �COND. 2: Designcheckedfornet(-5psflupliftat24 "ocspacing. +,CN,CI8,CN8 (orprefix) = ompuTrus, Inc VERTICALDFLECTINLIMITS: LL= 1240, TL=L1180M,M2OHS,M18HS,M16 MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.087" M -2'- L/24 Allowed = 0.250" AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLV, MAX TL DEFL = -0.100" 0 -2'- 6.0" Allowed = 0.333" MAX LL DEFL = 0.012" 0 1'- 2.6" Allowed = 0.070" MAX TL DEFL = 0.014" P 1'- 2.6" Allowed = 0.093' 1 11 11 MAX LL DEFL = 0.000" 0 0'- 0.0" Allowed = 0.153" T MAX BC PANEL TL DEFL = -0.017" 0 2'- 10.3" Allowed = 0.288" 12 MAX HORIZ. LL DEFL = •0.010' 0 1'- 10.9" MAX HORIZ. TL DEFL = -0.012" 0 1'- 10.9" 4.00 This truss does not include any time depen ant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19t moisture content. M 2.5X4 Design conforms to main windforce-resisting system and components and cladding criteria, M-3X6 ' ANCHOR TO RESIST UPLIFT. T Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, o ®t m Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor=l.6 Co o i I ` 5 f 2X (PROVIDE FUll BFARING;Jts:2,'_,5I y ), y 2-06 5-05-15 is, JO.!f' t pRQAz,S - X11 > .4, , - '� W �Y w� �ear' ��I �k'* ` ' � JOB NAME: J -1432 STONE BRIDGE - HJ 1 Scale: 0.6666 , , x,,, 4 �. iii WARNINGS: GENERAL NOTES,unless otherwise noted: of + 11r A -� "" � I.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review < .:6 and Warnings before construction commences. and approval is the responsibility of the building designer,not the .� .l der Q t Mkt (^ Truss: HJ 1 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. ,,,,*1t� 2.Design assumes the top and bottom chords to be laterally braced at av' 3.All lateral force resisting elements such as temporary and permanent 2'a c.and at 10'a c.respectively unless braced throughout their length by ,'<.q";; +ti DES. BY: BC stability bradng must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). )4, ,�° l }' .Ik• �( DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ -At4J '* t • 4,No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4+' +„ . �, SEQ. : 5234112 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, gy,� ` v f f ; and are for"dry condition"of use. '�Cz J (ij design loads be applied to any component. 6.and assumesr"dryfull bearing at all supports shown.Shim or wedge if TRANS I D: 343348 5.CompuT us has no control over and assumes no responsibility for the necessary. , °r cJ;l py,� ihQ fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. ,j i T' f r` d J 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (f oint center lines. ffFALA;' ' L-. w 1 1 lines coincide with 111111 1111 VIII VIII IN VIII VIII IIII IIII 7pek U A in nc./ copies whichrwill bear 7.6.4(1 L)-E request. 9 Digits indicate size of platetein ignInches.al empriffiiirmill MiTek USA,IBCSI,corps of Software furnished upon 10.For basic connector plate design values see EBR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIll This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 5'- 5.9" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 IRC 2009 MAX MEMBER FORCES 42-3=(-/Cq=1.00 BC: 2x4 KDDF #1&8TR SPACED 24.0' O.C. 1-2=( -61) 90 2-5=(-74) 23 2-3=(-832) 570 WEBS: 2x4 KDDF STAND 2-3=(•-33) 785 TC LATERAL SUPPORT <= 12"0C, UON. LOADING 3-4=( -33) 48 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF m TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG REA LETINS: 3-00-00 3-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPEC ES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0° -166/ 625V -74/ 24H 5.50" 1.00 KDDF ( 25) OVERHANGS: 30,0" 0,0" 3'- 10.9" -61/ 112V 0/ OH 1.50° 0.18 KDDF ( 25) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 5.9" 0/ 53V -74/ 24H 5,50" 0.08 KDDF ( 825) x Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 psfl uplift at 24 "ox spacng. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0,250" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" - MAX LL DEFL = -0.037" @ 2'- 9.4" Allowed = 0.'69" MAX TL DEFL = -0.037" @ 2'- 9.4" Allowed = 0.226° t 3-11-10 MAX LL DEFL = 0,000" @ 0'- 0.0" Allowed = 0.053" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.071" 12 MAX HORIZ. LL DEFL = 0.011' @ 3'- 10.9" 4.00 MAX HORIZ. TL DEFL = 0.011" @ 3'- 10,g" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. -/ M-2.5x4 NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. ' Design conforms to main windforce-resisting', 1110 v system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, f Enclosed, Cat.2, Exp.B, MWFRS, ao •- interior zone, load duration factor=1.6 o o 2 -415 �5 -' M-3x6 PROVIDE FULL BEARING:its:2.4,5j k y 2-06 5-05-15 y 116, JOB NAME : J -1432 STONE BRIDGE - HJ 249 i •' Scale: 0.6186 t W rt + !: 1 AGl E": e I' WARNINGS: GENERAL NOTES,unless otherwise noted: V lit. �1y 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review • - �x,* ' 43 Truss: HJ 2 and Warnings before construction commences, and approval is the responsibility of the building designer,not the ( v 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. DES. BY: BC 3.All lateral force resisting elements such as temporary and permanent 2-Design assumes the top and bottom chords to be laterally braced at OW 3 7 stability bracing must be designed by designer of complete structure. 2'o.c,and at 10'o.c.respectively unless braced throughout their length by t ;JC[j �N DATE: 7/6/2012 CompuTrus assumes no responsibilty for such bracing. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . (.' E 4.No load should be applied to any component until after all bracing and 4.Installation tallation oact ftr ss or the responsibility ral gof the uired where spective contractor. t )',.�•. }.�? ' SEQ. : 5234113 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. 24243 AN. TRANS I D: 343348 design loads be applied to any component. and are for"dry condition"of use. } t '' *Co CompuTrus has no control over and assumes no responsibipty for the 6.Design assumes full bearing at all supports shown.Shim or wedge if r t" 1i^° fabrication,handling,shipment and installation of components, necessary. (c+ r�;f 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. I "uri } x (p I IIIIII IIIII IIIII IN VIII VIII 11111111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. 8 InePlas coincidewithjoint centerhnes faces of truss,and placed so their center /j i".l J^q i+ 7 9.Digits indicate size of plate in inches. ( �rmim �� �'*!'f" MiTek USA,Ino./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) l This design prepared from computer input by IIIIIIIIIIIIIII PACIFIC LUMBER TRUSS SPAN 6'- 8.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICAT!0,,27TD<<f:!=misxpi LOAD DURATION INCREASE = 1.15 1-2=( 90 -124) 44 2- 621 TC: 2x4 KDDF #1& 2-3=(•484) 695 BC: 2x4 KDDF #1& SPACED 24.0" O.C. 3-4=( 116 WEBS: 2x4 KDDF STALOADING TC LATERAL SUPPORT12"OC. UON. LL25.0DL7.0) ON TOP CH = 32.0PSFBEARINGMERTHOAREABCLATERALSUPPORT12"OC. UON. ON BOTTOM CH = 10.0 PSFLOCATIONSIONSTIEIES) -TOTAL L = 42.0 PSF 0'- 0.0 -1769V / 0625)LETINS: 1-05-01-05-03L 25 PSF Ground S (Pg) 1'• 10.9 277V / 0625)6'- 8.0 / 64V / 0625)OVERHANGS: 30. 0.0" LIITEDOREDOES NOT APPLUEO THE SPATIALConnector plateprdesignators: REUIRETSFIBC 2009 AND 209 NOT BEINGMET. ICOND. : Desincked ft -5fr. cing,'C,CN,CI8,C18 (orrefix) = CompuTrus, Inc VEIDEFLIMI28M,M20HS,M1HS,M16Tek MT series BOTTOM CHORD CHECKED FOR tSPAC LIVE LOAD. TOP MAX LL DEFL = @6.0" Allowed = 0.250" AND BOTTOM CHORD LIVE LOADS ACT NONCONCURRENTLY. MAX TL DEFL = @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = 0.012" @ 1'- 2.9" Allowed = 0.070" MAX TL DEFL = 0,013" @ 1'- 2.9" Allowed = 0.093" MAX LL DEFL = 0.000" @ 0'- 0,0" Allowed = 0,212" MAX BC PANEL TL DEFL = -0.044" @ 3'- 5.4" Allowed = 0.366" MAX HORIZ. LL DEFL = -0.010" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.011" @ 1'- 10,9" 1-ti-11 This truss does not include any time dependent deformation for long term loading (creep) in the 12 total load deflection. The building designer 4.00 i shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout, Not to exceed 19%moisture content. Design conforms to main windforce-resisting system and components and cladding criteria. M 2.5x4 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, ANCHOR TO RESIST UPLIFT. interior zone, load duration factor=l.6 � - o 0 oH X5 -/ s 2X M-3x6 [PROVIDE FULL BEARING;Jts:2,4,51 ), > y 2-06 6-08 J JOB NAME : J -1432 STONE BRIDGE - IJ1 Scale: 0.6046 t vi, i, "err0 ID P ROPE, ; WARNINGS: GENERAL NOTES,unless otherwise noted T _ _ jM,. 1.Builder and erection contractor should be advised of all General Notes 1.This trussapprdesign is responsibilityadequate for the of the building par meters shown.1Review r •iy" Truss: I J 1 and Warnings before bracing construction commences. truss designer or truss engineer. 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at +`y 3.All lateral force resisting elements such as temporary and permanent2'o.c.and at 10'o.c.respectively unless braced throughout their length by .�me.qq y DES. BY: BC stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t'?-ft-'9,--1.', .- ;0:4°,}:R:611,,INNA..'"v()' DATE: 7/6/2012 CompuTrus assumes no responsibitty for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ X4243 `C 4.Noload should be appliedtoany component until averall bracingand 5.Desl Ilnatassumestrusss esreestoo nbeasedioanoncomsiveenvironment, !$a„, rqf1aSEQ, : 5234115 fasteners are complete and at no should any loads greaterthan and are for"dry condition"of use. � .It dtiJ 7/re,ii{i2 design loads has applied to any component.u6.Design assumes full bearing at all supports shown.Shim or wedge if ``fi'sdn TRANS I D: 343348 6.CompuTms no controledover and assumes no responsibility for the necessary. IOF A� 3E3! fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. r t XPIC r 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 7 i i/2, ' a _ a TPIIWTCA in nc./ copies of which will be famished upon request. 9 Digitcoincide onidicate size of plate Inoint riliines. ches. 7 � 11111111111111111111111111131111111 MITek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 6'• 8.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -61) 90 2-5=(-97) 33 2-3=(•833) 570 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 3-4 (-555) 785 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -33) 71 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF t TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX BRG REQUIRED BRG AREA LETINS: 3-00-00 3-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. 0'- 0.0' -154/ 637V -98/ 33H 5.50" 1.02 KDDFP(C625) OVERHANGS: 30.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -98/ 113V 0/ OH 1.50" 0.18 KDDF ( (25) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6 - 8.0" 0/ 64V -98/ 33H 5.50" 0.10 KDDF ( $25) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0,087" @ -2'- 6.0" Allowed = 0, 0" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = -0.037" @ 2'- 9.4" Allowed = 0.170" MAX TL DEFL = -0.037" @ 2'- 9.4" Allowed = 0.226" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.112' 3 11'11 MAX 7L DEFL = 0.000' @ 0'- 0.0" Allowed = 0.149" T 12 4.00 MAX HORIZ. LL DEFL = 0.012" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.011" @ 3'- 10.9" This truss does not include any time dependen: deformation for long term loading (creep) in :he total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. M-2.5x4 -/ NOTE: Design assumes "Dry Doug. Fir Lumber" led throughout. Not to exceed 19% moisture content. f 6 Design conforms to main windforce-resisting WO system and components and cladding criteria. T Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, co 111111141511. interior zone, load duration factor=1,6 o lIls 2►1 ►�5 M-3x6 'PROVIDE FULL BEARING:Jts:2.4,5I y 2-06 y 6-08 y JOB NAME: J - 1432 STONE BRIDGE - IJ2 '' � s Scale: 0.6046 �r i ri ! a=.,'GIN6-. F , at WARNINGS: GENERAL NOTES,unless otherwise noted: 1 f ',Co S T I 2 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review �� "� ,F i r,. t ' and Warnings before construction commences. and approval is the responsibthty of the building designer,not the411009 y y.- 2.2x4 compression web bracing must be Installed where shown., truss designer or truss engineer. �f' k DES. BY: BC 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at ✓ stabiNty bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4,1 ,. _ V( ( Ar- continuous r DATE: 7/6/2012 CompuTrus assumes no responsib lily for such brae n sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC).where shown r-, f.#j : f 4.No load should be applied to any component until after all bracing and 4.In InIstallaacttion obridging is the or e responsiral bility f the respective contractor. ,"-1"" S SEQ. : 52341 16 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, rt oe TRANS I D: 343348 design loads be applied to any component. and are for"dry condition"of use. ryj} t1 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if "wyf `^',,, 1 i"1 fabrication,handling,shipment and installation of components. necessary. �,: d V / j f 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. '^y arIO p A I1011111111111111111111111111 IIIII'III Ilii TPIMITCA in BCS',copies of which will be furnished upon request, 8 Noes Plateco coincide with joint centetr tiness of truss,and placed so their center j,i j`„{j") f� _ ' t u j L %� !'l iI3Q11` MiTek USA,Inc./CompuTrus Software 7.6.4 1 L-E 9.Digits indicate size of plate in inches. + ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Ex11 # 7 This design prepared from computer input by 11E111111This LUMBER TRUSS SPAN 6'- 8.0" IRC 2009 61MAX) 9MEMBER FORCES22 4WR/D(F8Cg8=1.00 601 LUMBERSPECIFICATIONSKDD18,BTRLOAD DURATION INCREASE = 1.15 2-2=(--61) 776 TC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=( -36) 54 BC: 2x4 KDDF STANDR WEBS: 2x4 KDDF STAND 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 BOG REQUIRED BOG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE S0'- 0.0" -166/ 648V -71/ 22H 5.50" 1.04 KDDF ( 625) Q.IN. (SPECIES) . LETINS: 3-00-00 3-00-00 LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -83/ 177V 0/ OH 1.50" 0.28 KDDF ( 625) 6'- 8.0' 0/ 64V -71/ 220 5.50" 0.10 KDDF ( 625) OVERHANGS: 30.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) + M,M200S, 18HS (16 = MiTek prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = -0.169" @ 2'- 9.4° Allowed = 0.270" MAX TL DEFL = -0.177" @ 2'- 9.4" Allowed = 0.359" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.012" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.016" MAX HORIZ. LL DEFL = 0.041" @ 5'- 10.9" 5-11-11 T MAX HORIZ. TL DEFL = 0.043" @ 5'- 10.9" This truss does not include any time dependent 12 deformation for long term loading (creep) in the 4.00 V total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. j) Design conforms to main windforce-resisting system and components and cladding criteria. M-2.5x4 v Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, 101 O interior zone, load duration factor=1.6 CV co PPO Ail O1111 ►�5 A- -/ 2►� M-3x6 1PROVIDE FULL BEARING;Jts:2,4,51 y y y 2-06 6-08 PROP. JOB NAME : J -1432 STONE BRIDGE - IJ3 sale: D.5546itt �, , 01) IA WARNINGS: GENERAL NOTES,unless otherwise noted: # + . 1.Builder and erection contractor should be advised of all General Notes 1.This truss and approval is the n is iespansib responsibility the the buildn ing designerarameters n shown.he Review C3 Truss: I J 3 and Warnings before construction commences. truss designer or truss engineer. R, •7 2.204 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at zN C, 3.All lateral force resisting elements such as temporary and permanent ). °'�,, 2'o.c.and at 10'o.c.respectively unless braced throughout their length is „� te ^.�i�'� DES• BY• BC stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywaltmc) ' j ° eb DATE• 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 0 • 4.Na load should be applied to any component until after all bracing and 5.4.Design assumes of fru s isthe responsibility eepo nbi usediof the h respective contractor. ontr environment, �y, JOY" -� a SEQ. : 5234117 fasteners are complete and at no time should any loads greater thanand gre for"dry trul s s a e use. , `^t✓ A a O t tb design loads be applied to any component. 6.and assumes ys full bearing at all supports shown.Shim or wedge it TRANS I D: 343348 5.CompuTrus has no control over and assumes no responsibility for the necessa % f3A1 EXPIRES 6/3011 fabrication,handling,shipment and installation of components. 7,Design s umes adequate drainage is provided. /1C�' - i�..f'. f i`AL-*,7 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ` TPIMITCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center linche. .... � 111111111111111111111111111111111111111 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 4'- 8.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -61) 90 2-6=(-128) 180 2-3=(-706) 567 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2.3=(-531) 767 3-6=(-255)'143 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5 =( -55)- 61 -4=( -92)' 76 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 30.0° 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -177/ 611V -48/ 62H 5.50' 0.98 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 8.0' 23/ 196V -48/ 62H 5.50" 0.31 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IAC 2009 NOT BEING MET. Y ** For hanger specs. See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spac'ng.I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.087" @ •2'• 6.0" Allowed = 0.. 0" � 3-�2 MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0. 43" 2-01-09 2-02-11 0 MAX TC PANEL LL DEFL = -0.007" @ 1'- 0.6' Allowed = 0.1.6" MAX BC PANEL TL DEFL = -0.012" @ 2'- 4.0" Allowed = 0.219" MAX HORIZ. LL DEFL = 0.001" @ 4'- 2.5" MAX HORIZ. TL DEFL = 0.001" @ 4'- 2.5' 12 This truss does not include any time dependen 4.00 M 1.5X4 deformation for long term loading (creep) in he total load deflection. The building designer shall verify that this parameter fits with th intended use of this component. M-2.5x4 m NOTE: Design assumes "Dry Doug. Fir Lumber' u.ed throughout. Not to exceed 19% moisture conte t. Design conforms to main windforce-resisting) '; system and components and cladding criteria. N 0 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, N Enclosed, Cat.2, Exp.B, MWFRS, Nil II _111 '111 11411 o interior zone, load duration factor=1.6 11...1A o N 21111.- 11 6 M-3x6 M-2.5x4 ** I y I 4-02-08 0-05-08 ,k y 2-06 4-08 y JOB NAME : J - 1432 STONE BRIDGE - IJ4 Scale: 0.6065rlr '1 t#.‘- '-',Ge.-‘' = _ WARNINGS: GENERAL NOTES,unless otherwise noted' ft ,�I1 p.: a'� 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review t -- "* ;' 1 +F* 1 'd Truss: I J 4 and Warnings before construction commences, and approval is the responsibility of the building designer,not the r- 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. DES. BY: BC 3.All lateral farce resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at rf 41919 f� stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��: r x,rrE' :\seNA; DATE: 7/6/2012 CompuTrus assumes no responsibility for such continuous sheathing such as plywood aired in ere s and/or drywall(BC). * ' bracing.be3. Impact bridging iors lateral bracing required the where shown++ .�`L t p ,rt�., SEQ. : 52341 18 4.Na load should m applied to any component until after all and 4.Installation oft truss is theareresponsibility be e the respectivenon-corrosive contractor. v.J fasteners are complete and at no time should any loads greater than a.Design assumes trusses are to be used In a noncorrosive environment 24243 0TRANS ID: 343348 design loads be applied to any component. and are for"dry condition"of use. p�y�5.CompuTrus has no control over and assumes no res onsibifi for the 6.Design assumes PoO bearing et all su g *f s r '� �p ty necessary. pports shown.Shim or wed a if ` 4! rfabrication,handling,shipment and installation of components. p q /r4�jfa•76.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. ^y I1111111IIIIIIIIIIIIIIIIIIII IIIII IIIII 111IIII a.Plates shall be located an bo h faces aft uaa,and placed ate their center /J ,] , TPI/WiCA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. f G 1 MiTek USA,Inc./CompuTrus Software 7.6.4 1 L-E 9.Digits indicate size of plate in inches. �' .+ .mmis �" e ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) i This design prepared from computer input by 11111111111This LUMBER TRUSS SPAN 6'- 8.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS RLOAD DURATION INCREASE = 1.15 1-2=( -61) 90 2-7=(-98) 211 2-3=(-835) 699 TC: 2x4 KDDF 1&BTR SPACED 24.0° O.C. 2-3=(-533) 776 4-7=(-272) 112 BC: 2x4 KDDF 1ANDR 3-4=(-276) 153 7-5=(-122) 101 WEBS: 2x4 KDDF STAND LOADING 4-5=( -78) 89 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( -7) 7 BC LATERAL SUPPORT <= 12"00. UON. BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSFTOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 3-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ' OVERHANGS: 30.0" 0.0' 0'- 0.0" -171/ 650V -61/ 85H 5.50" 1.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0° 7 / 50V -61/ 85H 5.50" .04 KDDF 625 Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP CORD. 2: Design checked for net(-5 soft uplift at 24 "oc spacing.VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" ** For hanger specs. - See approved plans MAX TL DEFL = -0.100" @ -2'- 6.0° Allowed = 0.333" MAX BC PANEL LL DEFL = -0.037" @ 3'- 4.0" Allowed = 0.255" 2-10-07 0f 05 T 3-00-04 0,'3�2 MAX BC PANEL TL DEFL = -0.074" @ 3'- 4.0° Allowed = 0.340" T MAX HORIZ. LL DEFL = 0.001" @ 6'- 2.5" 12 MAX HORIZ. TL DEFL = 0.002" @ 6'- 2.5" 4.00 V M-1.5X4 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes "Dry Doug. Fir Lumber" used M1.5x4 throughout. Not to exceed 19%moisture content. Design conforms to main windforce-resisting iromigaiiii, ill M-2.5X4 system and components and cladding criteria. d o Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, al Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 coc '11 .1111111111r A M-3x6 M-2.5x4 ), ; ,1 6-02-08 0-05-08 y y y 2-06 6-08 NI/ r, vli ... GINS -. .. JOB NAME : J -1432 STONE BRIDGE - IJ5 Scale: 0,5546 ttl r t <let 4 ` WARNINGS: GENERAL NOTES,unless otherwise noted' -�, 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review »� and approval is the responsibility of the building designer,not the �# Truss: I J 5 and Warnings before construction commences. truss designer or truss engineer. F OW t4 itrg 2.244 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at a z, 3.All lateral force resisting elements such as temporary and permanent 2•o.c.and at 10'o.c.respectively unless braced throughout their length by 3. +�"3.a �"�b .0.s- ' • ' DES. BY: BC stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ) &j - ( �.+ DATE 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bodging or lateral bracing required where shown++ 4243 j_ /� 4.No load should be applied to any component until after all bracing and 4.5.Desallntion of truss is the a assumes trusses are Po be used of a he respecrosivecontractor. nment, ` t✓"C7•Jy` (�} S EQ. : 5234119 fasteners are complete and at no time should any loads greater than and are for"dry condition'of use. il' /., design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 343348 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, � � fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. '" j ra 'VY} 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ' le " fli' III VIII VIII 11111 11111 VIII VIII IIII IIII TPek U A in BCSI,copies of which will be furnished upon request. nes. y Digits itines ndicate sizencide with ofplate innt rinches, K IIIMiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" r TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 INC 2009 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( -61) 90 2-5=(0) 0 2.3=(-895) 622 WEBS: 2x4 KDDF STAND 2-3=(-487) 698 i LOADING 3-4=(-105) 78 TC LATERAL SUPPORT <= 12'OC. ION. 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 BOG •'EA LETINS: 1-05-06 1-05-06 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) '- 0.0" 7/ 1'- 9.2" 240/ 718V 30/ OH 5.50" 0.03 KDDF ( .25) LL = 25 PSF Ground Snow (Pg) OVERHANGS: 30.0" 0.0" 6H LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1/ 1'- 11.7" -289/ 107V -31/ 6H 1.50° 0.17 KDDF ( :25) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc !COND. 2: Design checked for net(-5 ttsf) uplift at 24 "oc spec' g.( M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.087' @ -2'- 6,0' Allowed = 0. .0" 1-11-11 MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0. '3" , MAX TL DEFL = 0.013" @ 1'- 3.1' Allowed = 0.0 2° MAX HORIZ. LL DEFL = -0.009" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.011" @ 1'- 10.9" 12 This truss does not include any time dependen 4.00 deformation for long term loading (creep) in he total load deflection. The building designer shall verify that this parameter fits with th intended use of this component. NOTE: Design assumes "Dry Doug. Fir Lumber" u:ed M-2.5x4 throughout. Not to exceed 19% moisture conte t. Design conforms to main windforce-resisting', M-3x6 system and components and cladding criteria. �t /' ANCHOR TO RESIST UPLIFT. v Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, CO Enclosed, Cat.2, Ezp.B, MWFRS, o interior zone, load duration factor=1.6 o1111111111111111 A- I� '- 2 5 y 1, 2-06 2-00 PROVIDE FULL BEARING:Jts:2,5,4I JOB NAME: J - 1432 STONE BRIDGE - ISJL1 �t '� ' :� .00P1130% JOB ' Scale: 0.7004 A.\ ' ir � 5 , INE.,'. C WARNINGS: GENERAL NOTES,unless otherwise noted: 1. 4{; *A0 A ( 6,1144-• 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review t `t '� f,` Truss: ISJL1 and Warnings before construction commences. and approval is the responsibifty of the building designer,not the . 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. DES. BY: BC 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at rr , y} stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Y �r�`': 5YY DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). , 3.2x Impact bridging or lateral bracing where shown++ .�-j,,.,' d. o£A 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. .24240 SEQ. : 5234121 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, h qtr t fi f` t-4'. W TRANS I D: 343348 design loads be applied to any component. and are for"dry condition"of use. "rid 'r i U ( , 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if • r fabrication,handling,shipment and installation of components. necessary. , yettrA} 7 t 1 2 6.This design Is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. ,,,"'°°°CCC���a t�r4yi+ " 1111111 IIIII IIIII 11111 IIIII IIIII 11111 1111 I e.Plates shah be locatedin on both faces otruss,and placed so their center ; ;, h � , ,,; ,,,, III TPINVECA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.4 1 L-E 9.Digits indicate size of plate in inches. /^w ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ( 1r ti' ,.+' IIIIIII1111111 This design prepared from computer input by PACIFIC LUMBER TRUSS SPAN 3'- 11.7" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS#1&BTR LOAD DURATION INCREASE = 1.15 1.2=) -61) 90 2-5=(0) 0 2-3=(-852) 582 BC: 2x4 KDDF IC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-541) 790 3-4=( -41) 48 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOMCHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAA L LOAD = 42.0 PSF 0'- 0.0" -199/ 590V -441 11H 5.50" 0.94 KDDF ( 625) LET INS: 2-07-09 2-07-09 LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) • 3'- 11.7' -53/ 113V -44/ 11H 1.50" 0.18 KDDF ( 625) OVERHANGS: 30.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc LECTION LIMITS: LL=L/240, TL=L/180 L M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSC LIVE LOAD. TOP MAX LL DEFL VERTICAL DEFL -0.087" @ -2'- 6.0" Allowed = 0.250" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.100' @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = -0.050" @ 2'- 4.6" Allowed = 0.092" 3-11-11 TMAX TL DEFL = -0.050° @ 2'- 4.6" Allowed = 0.123" MAX BC PANEL LL DEFL = 0.000" @ 0'- 5.5' Allowed = 0.043" MAX BC PANEL TL DEFL = -0.000" @ 1'- 1.4" Allowed = 0.057° MAX HORIZ. LL DEFL = 0.016" @ 3'- 10.9" MAX HORIZ. IL DEFL = 0.016" @ 3'- 10.9" This truss does not include any time dependent deformation for long term loading (creep) in the 12 total load deflection. The building designer 4.001/ -s shall verify that this parameter fits with the intended use of this component. M-2.5x4 0 NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. ✓ Design conforms to main windforce-resisting M 3x6 system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, aiiiiiiiiiiiiiitifil ✓ Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor=l.6 o o o -s 2► 5 11110. 11 (PROVIDE FULL BEARING:Jts:2,5.41 2-06 2-00 1-11-11 6559 � {� ' \ JOB NAME: J -1432 STONE BRIDGE ISJL2 sale: 0- tt, 4, WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review f� "y,i x Truss: ISJL2 and Warnings before construction commences. and approval is the responsibifily of the building designer,not the T2t611A,14 truss designer or truss engineer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at � fi;.. ` 3.All lateral force resisting elements such as temporary and permanent2'o.c.and at 10'o.c.respectively unless braced throughout their length by " '" DES. BY: BC stab lily bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). F j °• DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 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. h 2'243 P� A SEQ. : 5234122 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, `T {[''� and are for"dry condition"of ase. 811'' I 14 J!"f' �` / - design loads be applied controln ro any card assn e.Design assumes fun bearing at all supports shown.Shim or wedge if TRANS I D: 343348 5.CompuTrus has no over and assumes no responsibility for the necessary. / � ? t t fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. "I � +b .� y�•tirf Ci' ',S q� Qt E , e.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center i! �°. jul, i�..1'A f 4"'a I(IIIII IIIII IIIII IIIII IIIII IIIII IIIII 1111 TPVWTCA in BCSI,copies of which will be furnished upon request. y Digits is con lines coincide s sithize of plate centeroint lines. inches. amirignms • MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wick) I VIII IIIIIIII This design prepared from computer input j by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IRC 2009 MAX MEMBER FORCES 4WR/DDF/C =1100 • TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=( 569) 785 2-5=(0) 0 2-3=(•850) 578 WEBS: 2x4 KDDF STAND 3-4=( -50) 54 LOADING IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSFwo BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG A EA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI S) LETINS: 2-07-09 2-07-09 0'- 0.0' -204/ 602V -57/ 17H 5.50" 0.96 KDDF ( 6 5) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF6 5 OVERHANGS: 30.0" 0.0" 5'- 11.7" -83/ 177V -57/ 17H 1.50" 0.28 KDDF ( 6 5) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 Inn uplift at 24 "oc spacing,' M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'• 6.0" Allowed = 0.333" MAX LL DEFL = -0.170" @ 2'- 4.6" Allowed = 0.192" MAX TL DEFL = -0.176" @ 2'- 4.6" Allowed = 0.257" 5-11-11 MAX TC PANEL LL DEFL = -0.004" @ 1'- 3.5" Allowed = 0.167" MAX BC PANEL TL DEFL = -0.000" @ 1'- 1.4" Allowed = 0.057" 12 MAX HORIZ. LL DEFL = 0.049" @ 5'- 10.9" MAX HORIZ. TI DEFL = 0.050" @ 5'- 10.9" 4.00 This truss does not include any time dependen: deformation for long term loading (creep) in :he total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 0 NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. M-2.5x4 Design conforms to main windforce-resisting system and components and cladding criteria. ^o Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, w interior zone, load duration factor=1.6 00CD 0ilia d101111111111111111.111 �- 2� 5� (PROVIDE FULL BEARING:Jtsl2,5.41 - M-3x6 ), y y 1, 2-06 2-00 3-11-11 JOB NAME: J - 1432 STONE BRIDGE - ISJ L3scale: 0.5675 4: 4 W r� ' 1 d =4i .` ° ` ; . WARNINGS: GENERAL NOTES,unless otherwise noted: SFE .+ cc ; t+ ') t 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review t ".t ,. s.• Truss: I SJ L3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. �yfl q�s 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at OR(� N DES. BY: BC stability bracing must be designed by designer of complete structure- 2'o.c-and at 10'o.c.respectively unless braced throughout their length by t ;J $3 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). z -:.Y ✓ � , DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown+-i- 4. } �r +' No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,,A 24243 SEQ. : 5234123fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Yf LsX4�+p� design loads be applied to any component. and are for"dry condition"of use. 76,0•1„.„`T ,.{ .t TRANS I D: 343348 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifSni. V A.J O.?", / r;-, necessary. 1 tn ff fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. j I'sl/♦ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,andplaced so their center �jy ^] ,�jury tr t / moa 111111111111111111111 VTPI,WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. / 'L� !'l [i 1C- 7 i+.+�� 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0° IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=( -61) 90 2-5=(-151) 55 2.3=(-896) 618 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-486) 703 WEBS: 2x4 KDDF STAND 3-4=(-105) 147 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) LETINS: 1-05-10 1-05-10 0'- 0.0" -173/ 783V -151/ 55H 5.50" 1.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -289/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) - OVERHANGS: 30.0" 0.0" 8'- 0.0" 0/ 78V -151/ 55H 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 'COND. 2: Design checked for net[-5 psf) uplift at 24 "oc spacing. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 - AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = 0.011" @ 1'- 3.4" Allowed = 0.070' MAX TL DEFL = 0.012" @ 1'- 3.4" Allowed = 0.093" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.278" MAX BC PANEL TL DEFL = -0.103" @ 4'- 1.4" Allowed = 0.455' MAX HORIZ. LL DEFL = -0.009" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.010" @ 1'- 10.9" This truss does not include any time dependent 1-11-11 deformation for long term loading (creep) in the I I total load deflection. The building designer shall verify that this parameter fits with the 12 intended use of this component. 4.001 NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M-2.5x4 • -/ Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 f ANCHOR TO RESIST UPLIFT. r 401 A ci 0 o T o II 2 Z X5 M-3x6 'PROVIDE FULL BEARING:Jts:2,4.51 y ), )' 2-06 8-00 . gr y PRop s; a.. L1r • - JOB NAME : J -1432 STONE BRIDGE - J1 .4 V' `4 ' diN` r - " I Scale: 0.5612 v}r�'� tts 'fir < WARNINGS: GENERAL NOTES,unless otherwise noted: T d* !u"` Ilk, rrt ty y. 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review VII�, - `i 6 and Warnings before construction commences. and approval is the responsibility of the building designer,not the � .� Truss: t�1 truss designer or truss engineer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at l dig ` 14 3.All lateral force resisting elements such as temporary and permanent . 4* DES. BY: BC stabilitybracingmust be designed bydesigner of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 ' 9 9 W continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,t-p -� 'rY rrww,, DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ -VI, 4a 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. 24243 7 �"`�r e SEQ. : 5234124 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, d1�yy�y.., (p9, 1 } i t design loads be applied to any component. and are for"dry condition"of use. a• 0" %r'�t r. t „ A,,J fl t j -/>>+� i TRANS I D: 343348 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full beefing at all supports shown.Shim or wedge if �; f 7 necessary. y NAt fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. '} II'f fel+ _ CS/ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 7/1.,ct/fit s,m - EXPIRES 1CT3 1 'IIIII IIIII IIIII IIIII 11111 IIIII IIIII'III'IIITPI MiTek U Ain BCS',copies of which will r furnished upon request. lines coincide with joint center lines. f $( milli" 9.Digits indicate size of plate in inches. e USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III11111IIIIIII This design prepared from computer input by LUMBER Y LUMBER SPECIFICATIONS TC: 2x4 KDDF BTR TRUSS SPAN 8'- 0.0" BC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 IRC 2009) -61)MAX MEMBER 24 42-3=(-832) 570 BC: 2x4 KDDF STAND SPACED 24.0" 0.C. 2-3=( 3 90 2-5=(-124) 44 2-3=(-832) 570 2-4=(-534) 785 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3-4=( -34) 101 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRGAREA r LETINS: 3-00-00 3-00-00 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. OVERHANGS: 30.0" 0.0' LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -141/ 650V -125/ 44H 5.50" 1.04 KDDFP(C 25) 3'- 10.0" 14 / 1 5/ 4H .50" 0.18 KDDF ( 25) 0 78V 5 / .50" 0.12 KDDF ( 625) 78V Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0' 0 125/ 44H 5 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT series [COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing"1 L BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0"087' @ -2'- 6"0' Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.233" MAX LL DEFL = -0.036" @ 2'- 9.4" Allowed = 0.170° MAX TL DEFL = -0.036" @ 2'- 9.4" Allowed = 0.226" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL TL DEFL = -0.103" @ 4'- 1.4" Allowed = 0.455" MAX HORIZ. LL DEFL = 0.011" @ 3'- 10.9" 3-11-11 MAX HORIZ. TL DEFL = 0.0)1' @ 3'- 10.9" T I' This truss does not include any time dependent 12 deformation for long term loading (creep) in the 4.00 total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes "Dry Doug. Fir Lumber" u ed throughout. Not to exceed 19% moisture content. M-2.5x4 Design conforms to main windforce-resisting' system and components and cladding criteria. VI Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 1010 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 co o o T II 2>� ><5 - M-3x6 (PROVIDE FULL BEARIN_;Jts:2.4,51 y ), 2-06 8-00 y JOB NAME: J -1432 STONE BRIDGE - J2p,.3fji� � " Scale: 0.5487 """ r WARNINGS: e, �` •€� { , t„,:,i '` � `'"S+4 - OTES, 1.Builder and erection contractor should be advised of all General Notes GENERAL1.This tru s design is adequate foess r the design parameters shown.Review s ��, �;�, rA' �t 4 Truss: J2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the E7A 4 r ifi 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. ^ ' F{ DES. BY: BC 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at stampu bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by lfir r DATE: 7/6/2012 CompuTrus assumes no responsib lity for such bracing. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). g SE Q" 5234125 4.No load should bee applied to anycomponentng3.2x Impact bridging or lateral bracing required where shown++ ;.Q,T j , -.t" 1• C I Qs fasteners are complete and at no timhould any loads greater than and 4.5.Desiglntion of truss is assumes trusses ae e responsibilityo be eion a non-corrosivehe environment, `' ..°' 7• V 1 TRANS I D: 343348 design loads be applied to any component. and are for"dry condition-of use. 24243 .,,fi�rr 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all support shown.Shim or wedge if , "" �' ® a fabrication,handling,shipment and installation of components. 7necessary. , c+ S LJ i is 6.This design is furnished subject to the limitations set forth byDesign assumes adequate drainage is provided s t er�� j p y " 111111111111111111111111 11111 VIII VIII VIII VIII VIII VIII(III(III TPVWTCA in BCSI,copies of which will be furnished upon request. 8 Ines coincide with joint center trlines.s of truss,and placed so their center / f�4+ _. fit;- MiTek USA,Inc./CompuTrus Software 7.6.4 1L-E 9.Digits indicate size alate sInches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) pin • I This design prepared from computer input by IIIIIIIIIIIIIII PACIFIC LUMBER IRC 2009 MAX MEMBER FORCES 4WR/DDFICq=1.00 TRUSS SPAN 8'- 0.0" 1-200 -61) 90 25=(-97) 33 2-3=(-827) 599 LUMBER SPECIFICATIONS LOAD DURATION !TATE:Aisuip0: < 1nsc. uoEASE = 1.15 2-3=(-603) 776 TC: 2x4 KDDF qt&BTR SPACED 0" O.C. 3-4=( -36) 67 BC: 2x4 KDDF S1&BTR WEBS: 24 (DDF STAND GCR = 2 . UON. LL( 25.0)+DL7. P CHORD = 32.0PSFBEARINGMAXVERTMAHORZBAGREQUIREDBRG AREABCLATEALSUPOR <= 2" C. UON. L OM CHORD = 10.0PSFLOCATIONS REACTONSECTIONSIZESQ.IN. SPECIES) 'AL LOAD = 42.0PSFB.- 0,0^ 153! 62V91335.50" .06KDF ( 625)LETINS: 300- 03-00-00LL 25und Snow ( ) 5'- 10.9" 112177V / OH1.50" .28KDF ( 625)g'- 0.0° 0178V -98133H5.50" .12KDF ( 625)OVERHANGS: 30.0° 0.0" LIMITEDSTORAGE APPLY DUEO THESPAALConector plaeprefix designators: REQUIREMENTS OF AND IRC 29 NOT BEING MET. COND. 2: Design checked for nett-5 psfl upliftat24 "ocspacing., N,CI8,CN18 (ornoprefix) = CompuTrus, Inc BOTTOM CHORCHECKED 1OPSF LIVE LOAD. TOPVERTICAL DEFLECTINLIMITS: LL=L/240, TL=L/180 - M,M20HS,M18HS,M16 = MiTekMTseriesAND BOTTOMCHORD LIVADS ACT NON•CONCURRENTLY. MAX LL DEFL = -0.087" @ -2'- 6.0' Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = -0.164" @ 2'- 9.4" Allowed = 0.270° MAX TL DEFL = •0.172" @ 2'- 9.4" Allowed = 0.359" MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX HORIZ. LL DEFL = 0.040' @ 5'- 10.9' 5 11 11 MAX HORIZ. TL DEFL = 0.042" 0 5'- 10.9" This truss does not include any time dependent 12 deformation for long term loading (creep) in the total load deflection. The building designer 4.00 shall verify that this parameter fits with the intended use of this component. -1 NOTE: Design assumes "Dry Doug. Fir Lumber" use throughout. Not to exceed 19°"moisture content, �) Design conforms to main windforce-resisting � system and components and cladding criteria. M-2.5x4 T Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor=l.6 N c CD �5 2► M-3x6 (PROVIDE FULL BEARING:Jts:2.4.51 J, J' y 2-06 8-00 t�.t PROi LS �✓y .,J0141 ,q . 5487 ' '` . Miall t Cr `., I &' JOB NAME : J -1432 STONE BRIDGE - J3 Sale: D. � % GENERAL NOTES,unless otherwise noted: 411 1 t ' ., 0" ,r 1 s• i WARNINGS: s It 1.and Warnings and erection cconstructon co be advised of all General Notes 1'and approval is the adequate sib I tytof the design designer,noshown.he Review ) L} Truss: J 3 and before bracing construction commences. truss designer or truss engineer. •'' t4 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �r ,��� Qy +.,,, 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10 o.c.respectively unless braced throughout their length by ,. "'�, tt 'c DES. BY: BC stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywa9(BC). ,, j „, ..`"4)- 4 „ CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ �. ' •' - �";e DATE: 7/6/2012 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. py i '*` fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, cit d ,"T 7'f J f: .SEQ° : 5234126and are for"drycondition"of use. •#•3��6,L"3r�•`"YtLa " t7 o design loads has appliedocontrol to any over and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge if !tea °'r®'xAa!p 3.+ TRANS` I D: 343348 5.CompuTrus no and assumes no responsibl6ly for the necessa 3!d) �yk �°, � fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. j. ALA rririmmii'1 8.This design is furnished subject to the limttations set forth by 8.Diets co node withated onj'o joint atcee in lineh s of truss,and placed so their center 1 n 11111 VIII lilt VIII VIII Int TPI k U A in Bnc.I copies t'f which will bear +7.6.4 1uponrequest.- 9 Digits cicon size of plate in n inches. ib,MiTek USA,Inc./CompuTrus Software furnished (1 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) 1111111111 This design prepared from computer input Irby PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/C 00 + =1 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 ' BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( ) 90 2-5=(0) 0 2.3=(-5611) X68 (-793) 551 WEBS: 2x4 KDDF STAND 3.4=( -61) 75 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 A EA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECI S) LETINS: 5-02-06 5-02-06 0'- 0.0' -183/ 701V -71/ 22H 5.50' 1.12 KDDF ( 6 5) LL = 25 PSF Ground Snow (Pg) 7'- 9.2' 0/ 78V 0/ OH 5.50" 0.12 KDDF ( 6 5) OVERHANGS: 30.0" 0.0" 7'- 11.7" -113/ 242V -71/ 22H 1.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 esf) uplift at 24 "oc spacirg.( M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.323" MAX LL DEFL = -0.345" @ 4'- 10.4" Allowed = 0.354" MAX TL DEFL = -0.442" @ 4'- 10.4' Allowed = 0.472" MAX HORIZ. LL DEFL = 0.044" @ 7'- 10.9" MAX HORIZ. TL DEFL = 0.055" @ 7'- 10.9" 7-11-11 '' T This truss does not include any time dependent deformation for long term loading (creep) in the 12 total load deflection. The building designer 4.00 shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes "Dry Doug. Fir Lumber" used '' throughout. Not to exceed lot moisture content. M-2.5x4 , Design conforms to main windforce-resisting system and components and cladding criteria.', Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M 1.5x4GOO v Enclosed, Cat.2, Exp.B, MWFRS, T interior zone, load duration factor=l.6 M-1.5x4{ 0 `MCD 11, /- OD 0 o 1 1 /-•• 2 5,S M-3x6 (PROVIDE FULL BEARING:Jts:2.5.4I )' ), .)- 2-06 2-06 8-00 b. SW/A. • , JOB NAME : J - 1432 STONE BRIDGE - J4 v, i ' , g Scale: 0.5237 r t r o -, " � -,`s y - /// lit i Y WARNINGS: GENERAL NOTES,unless otherwise noted: • lir • Oi, € t ,, '� 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review t i� and Warnings before construction commences. and approval is the responsibility of the buildingdesigner,not the ' jr�' Truss: J4 9 PP p r. g 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. • 3.All lateral force resistingelements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at �J ri1+,r �7 DES. BY: BC p ry P 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' OR *ty$3 stability bracing must be designed by designer of complete structure. l"3 - cr' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - ' (;;, 4),' .10- DATE: 7/6/2012 CompuTrus assumes no responsibiity for such bracing. 3.2n Impact bridging or lateral bracing required where shown++ f. f r"' ' (}g<_ 4).,26 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. 24243 - 4,„ SEQ. : 5234127 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, p�, SCb design loads be applied to any component. and are for"dry condition"of use. , ,( yf14+ TRANS I D: 343348 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if t [;� 1 f/- necessary. i A�q Y ;t ,�, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ''^} JiM�'}.1,,, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center )/t.,,/} �y� 1111111111111111111 TPINYfCA in BCSI,copies of which will be furnished upon request. tines coincide withizjoint center lines. I 1�&'(7 • _ ' ifw lam► ... 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ( , Milk IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -61) 90 2.6=(0) 0 2-3=(-820) 603 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-610) 763 WEBS: 2x4 KDDF STAND 3.4=( -58) 90 LOADING 4-5=( -92) 41 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 LETINS: 3-00-00 3-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -174/ 678V -84/ 28H 5.50" 1.09 KDDF ( 625) OVERHANGS: 30.0" 0.0' 0/ 78V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -247/ 526V 0/ OH 1.50° 0.67 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 9'- 11.7" -110/ 52V -84/ 28H 1.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF 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/1B0 MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = -0.235" @ 2'- 9.4" Allowed = 0.354" MAX TL DEFL = -0.253" @ 2'- 9.4" Allowed = 0.472° MAX HORIZ. LL DEFL = 0.056" @ 7'- 11.2" MAX HORIZ. TL DEFL = 0.060" @ 7'- 11.2" This truss does not include any time dependent deformation for long term loading (creep) in the 9-11-11 total load deflection. The building designer T I shall verify that this parameter fits with the intended use of this component. 12 -/ 4.001- NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. if Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, d- interior zone, load duration factor=l.6 ,- M-5x6 CO 1111 0 p II '- 2=z 6>< M-3x6 'PROVIDE FULL BEARING:Jts:2.6.4.5I y J' 1, y 2-06 8-00 1-11-11 JOB NAME : J -1432 STONE BRIDGE - J5 A '�7* Tr cli ,i'i" c . , tNE- ` °� Scale: 0.4429 WARNINGS: GENERAL NOTES,unless otherwise noted: ''0 f +' 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review ° "; 9 and Warnings before construction commences. and approval is the responsibility of the building designer,not the / ` TTT Truss: J5 truss designer or truss engineer. yP r/0�� 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 'O43 DES. BY° BC 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ../'a , x stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,: /afi ;: , 'L 4),,26 .« "." DATE' 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 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. 24243 SEQ. : 5234128 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, , f y, } �% /� �ry a design loads be applied to any component. and are for"dry condition"of use. • 0 MTV"b`' ^ 4 JO‘At' /" TRANS I D: 343348 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �r ;' necessary. y'i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '^. •r� 3'M{ + EXPIRES � r 6.This des-n is furnished sub ect to the limitations set forth b 8,Plates shall be located on both faces of truss,and placed so their center ) / (2, 6/30/1 III IIIII III 11111 IIIII III IIIII'III'III TPIANTCA in BCS',copies of which will be furnished upon request Digs coincideintwith joint ain che. f ��YY''t F 1 v 9.Digits ndsize of plateein inches.li . MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) t s 11111111111 , This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IRC 2009 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 e TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -61) 90 2-6=(0) 0 2.3=(-820) 605 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-613) 764 WEBS: 2x4 KDDF STAND 3-4=( -59) 89 LOADING 4-5=( -98) 44 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 ATEA LETINS: 3-00-00 3-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -174/ 677V -97/ 33H 5.50" 1.08 KDDF ( 6Z5) OVERHANGS: 30.0" 0.0" 7'- 9"2" 0/ 78V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -231/ 493V 0/ OH 1.50" 0.63 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 11'- 11.7" -31/ 85V -97/ 33H 1.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacilg.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100° @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = -0.249" @ 2'- 9.4" Allowed = 0.334" MAX TL DEFL = -0.268° @ 2'- 9.4" Allowed = 0.472" MAX HORIZ. LL DEFL = 0.059" @ 7'- 11.2" MAX HORIZ. TL DEFL = 0.063" @ 7'- 11.2" This truss does not include any time dependent deformation for long term loading (creep) in the 11-11-11 total load deflection. The building designer T ,1' shall verify that this parameter fits with the intended use of this component. 12 NOTE: Design assumes "Dry Doug. Fir Lumber" used 4.00 1---- ( throughout. Not to exceed 19% moisture contest. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7.05, 0 Enclosed, Cat.2, Exp.B, MWFRS, �( v interior zone, load duration factor=1.6 ,- r:-- c, M-5x6 v 111 A- _ o 'PROVIDE FUIL BFARING:Jts:2.6.4,51 c, II 2 - 6"' M-3x6 2-06 8-00 3-11-11 JOB NAME : J -1432 STONE BRIDGE - J6 Scale: 0.4106 r u "� � �` '; c -,k- 4, tip tr 0, :,, WARNINGS: GENERAL NOTES,unless otherwise noted: f�� �A ,, '''' . *< f q r�, I j 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review i (.. 6 Truss: J6 and Warnings before construction commences. and approval is the responsibility of the building designer,not the '"* `' NI 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at y t'�1�y �f 3.All lateral force resisting elements such as temporary and permanent y N t. 'lJC' L W DES. BY: BC stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - c- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ ' f ' ' 4 .( ' <„ }'26 `sl -' 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. 24243 s * y. SEQ. : 5234129 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, " `6) 6y /` /y r •and are for"drycondition"of use. +" o til , design loads be applied to any component. g k i f1 L i � �,WI (, TRANS I D: 343348 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes toll bearing at all supports shown.Shim or wedge if J OI fabrication handling,shipment and installation of components. Dnecessary. trri� s 7.Design assumes adequate drainage is provided. ^^� { c/N y,,, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center j r I,J�1 EXPIRES 6,/30!I^ 111111111 VIII 101111111110111111111 TPIANTCA in BCSI,copies of which will be furnished upon request. git coincidenctwith joint tecenter lines. I t tF'l 1 ALA 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ircmuirimmim IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1-2=) -61) 90 2-7=(0) 0 2-3=(-820) 602 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-606) 764 WEBS: 2x4 KDDF STAND 3-4=( -59) 89 LOADING 4-5=( -98) 42 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-111) 44 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF LETINS: 3-00-00 3-00-00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 30.0" 0.0" 0'- 0.0" -174/ 678V -111/ 39H 5.50" 1.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.2" 0/ 78V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 7'- 11.2" -233/ 496V 0/ OH 1.50" 0.64 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 11'- 11.2" -66/ 175V 0/ OH 1.50" 0.22 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 13'- 11.7" -34/ 72V -111/ 39H 1.50" 0.12 KDDF ( 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/240, TL=L/180 MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = -0.232" @ 2'- 9.4" Allowed = 0.354" MAX TL DEFL = -0.254" @ 2'- 9.4" Allowed = 0.472" MAX HORIZ. LL DEFL = 0.055" @ 7'- 11.2" MAX HORIZ. TL DEFL = 0.059" @ 7'- 11.2" This truss does not include any time dependent deformation for long term loading (creep) in the 13-11-11 total load deflection. The building designer T f shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes "Dry Doug. Fir Lumber" used 12 1) throughout. Not to exceed 19> moisture content. 4.00 I--- Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, v interior zone, load duration factor=1.6 11 c%) 0 Li, M-5x6 :r r ." t. o an o,,- m 2'"7----'. 7�� M-3x6 y , y y 2-06 8-00 5-11-11 -cl IN JOB NAME : J -1432 STONE BRIDGE J7 scale: 0.3585 , 'n.'1 = Go 6'k.'., q WARNINGS: GENERAL NOTES,unless otherwise noted: f OZ ok i f 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review r 'tb - $ Truss: J 7 and Warnings before construction commences. and approval is the responsibility of the building designer,not the ,0 2.204 compression web bracing must be installed where shown+, truss designer or truss engineer. �yt�f 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at ) 4.+R' t'�N DES. BY: BC stabilitybracingmust be designed designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by T r, 9 by 9 P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ys� ...}„ 'ti DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.Zr Impact bridging or lateral bracing required where shown++ fi 26 r ♦` C 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. 24243 `.. 7�, ` ,. �.� SEQ. : 5234130 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,#k�yy..,�, rj design loads be applied to any component. and are for"dry condition"of use. °:L.i + , " t° "-, TRANS I D: 343348 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ? fabrication,handling,shipment and installation of components. necessary. c N g7 / 7.Design assumes adequate drainage is provided. ''°g ``ri 5{si. rjt q 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center j i/1.,1 `j ". = xp;RES /3 f S IIIIII IIIII IIII I III IIII)I III IIIII IIII IIII TPI/VVTCA in BCSI,copies of which will be furnished upon request Digit indicate with joint ate in che. / t$'f tr ,. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) cznuffiromm AMMIIIIii IIIIIIIIIIIIIII This design prepared from computer input Iby PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 a TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -61) 2-70(0) 0 2-3= -820 90 ( ) 802 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-604) 763 ` WEBS: 2x4 KDDF STAND 3-4- -59) 94 LOADING ( TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-123) 52 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF LETINS: 3-00-00 3-00-00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AFEA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 30.0" 0.0" 0'- 0.0" -174/ 679V -124/ 44H 5.50" 1.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.2° 0/ 78V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 7'- 11.2" -224/ 478V 0/ OH 1.50" 0.61 KDDF ( 625) ' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 11'- 11.2" -97/ 255V 0/ OH 1.50" 0.33 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 15'- 11.7" -56/ 119V -124/ 44H 1.50" 0.19 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacirg.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.323" MAX LL DEFL = -0.230" @ 2'- 9.4" Allowed = 0.354" MAX IL DEFL = -0.258" @ 2'- 9.4" Allowed = 0.472" MAX HORIZ. LL DEFL = 0.055° @ 7'- 11.2" MAX HORIZ. TL DEFL = 0.059" @ 7'- 11.2" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 15-11-11 shall verify that this parameter fits with the T T intended use of this component. NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. 12 Design conforms to main windforce-resisting 4.00 system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 :i ,- LO M-5x6 10 co/- PflOVIDE FULL BEAflIN;Jts:2,7.4,5,6 o 2- 7�=� M-3x6 ), ), y y 2-06 8-00 7-11-11 JOB NAME : J - 1432 STONE BRIDGE - J84pvi,.3f? , � 9* , I Scale: 0.3198 4 rx ...P v, t iN �r" , WARNINGS: GENERAL NOTES,unless otherwise noted: + 1.� s+' l*`° ,' i rt t ""� 0 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review $ • Truss: J8 and Warnings before construction commences. and approval is the responsibility of the building designer,not the _" 2.204 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and 2.Design assumes the top and bottom chords to be laterally braced at r°0 t�ill 9 p ry permanent } DES. BY: BC stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by QR S continuous sheathing such as plywood sheathing(7C)and/or drywall(BC), t +,„ ` ! DATE: 7/6/2012 CompuTrus assumes no responsibimty for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ ^f ,x*.}'°26 v 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 24243 �' °''`>> SEQ. : 5234131 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G C� design loads be applied to any component and are for"dry condition"of use. et•q.;, ,r� �ry -S TRANS I D: 343348 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �b t^ -1/4,/,7 fabrication,handling,shipment and installation of components. necessary. 4/01$4/‘1, t /f, 6.This design is furnished subject to the limitations set forth byT.Designlaesassumes adequate onne drainage iso sa 111111 IIIII IIIII IIIII IIIII IIIII II Platesshag be located both facesof truss,and placed so their center (f 3 7y p , ,, III IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. tines coincide with joint center lines. P @' f! ;�.. ALA.` F1 [ 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ": IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS 13-00-00 MONO HIP SETBACK 8-00-00 FROM END WALL IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -61) 90 2- 8=(-264) 1531 2- 3=(-2228) 561 BC: 2x4 KDDF #1&BTR 2- 3=( -542) 746 8- 9=(-304) 1130 4- 8=( -119) 349 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1681) 287 8- 5=( -267) 213 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1775) 279 8- 6=( 0) 781 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-1681) 266 6- 9=(-1663) 436 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 13'- 0.0" V 6- 7=( -57) 62 9- 7=( -176) 103 BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0' TO 13'- 0.0" V NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -209/ 1391V -72/ 94H 5.50" 2.23 KDDF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 13'- 0.0" -362/ 1493V -72/ 94H 5.50" 2.39 KDDF ( 625) LETINS: 3-00-00 0-00-00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. OVERHANGS: 30.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.050" @ 8'- 0.0° Allowed = 0.604" MAX TL DEFL = -0.075' @ B'- 0.0" Allowed = 0.806" ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = 0.013" @ 12'- 8.5" MAX HORIZ. TL DEFL = 0.021° @ 12'- 8.5" This truss does not include any time dependent deformation for long term loading (creep) in the 7-11-11 5-00-05 total load deflection. The building designer shall verify that this parameter fits with the T intended use of this component. 2-10-07 0-09-03 4-04-01 2-01-15 2-10-06 NOTE: Design assumes "Dry Doug, Fir Lumber" used T 1 597.30# throughout. Not to exceed 19%moisture content. 12 • 4.001- M-4x6 Design conforms to main windforce-resisting -- M-4x4 M-1.5x4 system and components and cladding criteria. 6 7 -/ Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, GO El U Enclosed, Cat.2, Exp.B, !MFRS, interior zone, load duration factor=l.6 M-1.5x4 0 M-3x6 �� o 110' o, .,,,- I o . d o� -/ 2m 8 9 ** M-3x8 M-3x8 =1M-4x4 y 1, ), 7-05 5-07 y J' y 2-06 13-00 t PROrp. JOB NAME : J 1432 STONE BRIDGE KH1 Scale. 0,3822 ,, C) �z- ,4.r , WARNINGS: GENERAL NOTES,unless otherwise noted' 'liltIF ,* � 1 ii : f i i� 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review 'i,. „ r and approval is the responsibility of the building designer,not the po^� Truss: KH1 and Warnings before construction commences. truss designer or truss engineer. >+ t 2.2x4 compression web bracing must be installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at z x,7Yi 4iw} 3.All lateral force resisting elements such as temporary and permanent i+' stabilitybracingmust be designed bydesigner of complete structure. 20 o.c.and at 10'o.c.respectively unless braced throughout their length by ,Y'� DES• BY BC 9 9 P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown.+ n �]r� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 24243 tt��� SEQ. : 52341 32 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y� +^'4`# /�t -J design loads be applied to any component. and are for"dry condition"of use. . '"litS Elt-/"e'"" "`. {o f '"'r J/ TRANS I D: 343348 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if &i necessary. i(� y fabrication,handing,shipment and installation of components. 7,Design assumes adequate drainage rs provided. `� F'o hlil fry( /1 ^ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11a'/',r/a, yPI y 5d 301 6 . 111111111111111311 TPIANTCA in BCSI,copies of which will be furnished upon request. Digs coincidenitwith joint ate in che. ( K t I 9.Ines ndsize oplate in inches.li . MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 IIIIIIIIIIIIIII This design prepared from computer input py PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 1 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -61) 90 2- 9=(-159) 739 2- 3=(-1357) 701 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-536) 772 9.10=(-119) 390 4- 9=( -184) 142 WEBS: 2x4 KDDF STAND 3- 4=(-799) 249 9- 5=( -36) 35 LOADING 4- 5=(-662) 254 9- 7=( 0) 295 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 7-10=( -575) 272 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-598) 230 10- 8=( -78) 51 TOTAL LOAD = 42.0 PSF 7- 8=( -58) 61 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) j ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIE) '- REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -198/ 878V -112/ 94H 5.50" 1.40 KDDF ( 623) LETINS: 3-00-00 0-00-00 13'- 0.0" -110/ 539V -112/ 94H 5.50" 0.86 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP OVERHANGS: 30.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.I Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.25)" M,M2OHS,MI8HS,M16 = MiTek MT series MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" ** For hanger specs. - See approved plans MAX LL DEFL = 0.020" @ 8'- 0.0" Allowed = 0.604" MAX TL DEFL = -0.028" @ 3'- 7.1" Allowed = 0.803" 9-11-11 3-00-05 T f ' MAX HORIZ. LL DEFL = 0.006" @ 12'- 8.5" 2-10-07 0-09-03 3-11-02 2-04-15 0-01-15 2-10-06 MAX HORIZ. TL DEFL = 0.009" @ 12'- 8.5" T T T T TT T This truss does not include any time dependent deformation for long term loading (creep) in tie total load deflection. The building designer 8-00 shall verify that this parameter fits with the f T intended use of this component. 12 NOTE: Design assumes "Dry Doug. Fir Lumber" used 4.00 v throughout. Not to exceed 19% moisture content. M-4x6 M-2.5x4 M-1.5x4 Design conforms to main windforce-resisting 7 8 system and components and cladding criteria. mia Wind: 110 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, M-1.5X4 interior zone, load duration factor=1,6 M-2.5x4 , to fry 0 0 o M-3x6 oo 0 o� i . 2- - 9 10** M-3x8 M-2.5x4 ,1 y y 7-05 5-07 ), I, y 2-06 13-00 tflp �. JOB NAME : J -1432 STONE BRIDGE - KH2 , N.JOIlk ` w /, , � , yN - Scale: 0.3822 R� A . N'4 „ WARNINGS: GENERAL NOTES,unless otherwise noted: + i T ,, *' 4._, �0, 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown-Review t '� Ir ,,, Truss: KH 2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the r 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resistingelements such as temporary and 2.Design assumes the top and bottom chords to be lateral braced at �», } P rY permanent �, Oft *N1 DES. BY: BC2'o.c.and at 10'o.c.respectively unless braced throughout their length by ss� $3 stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(rC)and/or drywall(BC). Wy DATE: 7/6/2012 CompuTrus assumes no responsibitty for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ �'i°1'a ."c 1�2£� � = .1 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. 24243 °,_ j 'rt SEQ. : 5234 1 33 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, V design bads be applied to any component, and are for"dry condition"of use. t�rg,�, ,r�� { /ten- ' / TRANS I D: 343348 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if '4"J {/tF j 1- necessary. yv�� fabrication,handling,shipment and installation of components. a#� NAIL 7,Design assumes adequate drainage is provided a/t7A5w� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center j 1t •' 7f P} 6/30/1 1113111111111111111111111 TPIMfrCA in BCSI,copies of which will be furnished upon request, 9. lines coincide with joint center lines. I J „ ` /fit-`T i'w.«S 0 Digits indicate sizetplate in inches.n /�IC� MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) fr1 CC! mommommom IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 -61) 90 2- 8=(-161) 751 2- 3=(-1369) 791 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-537) 772 8- 9=(-145) 48 4- 8=( -177) 142 WEBS: 2x4 KDDF STAND 3- 4=(-812) 249 8- 5=( -135) 192 LOADING 4- 5=(-679) 261 8- 7=( -184) 668 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 7. 9=( -492) 318 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-619) 244 TOTAL LOAD = 42.0 PSF NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) LOCATIONSBEARING MAX VERT MAX REACTIONS REACTIONSHORZSIZE RSO IIG RED(BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -205/ 884V -152/ 94H 5.50" 1.41 KDDF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 13'- 0.0" -163/ 533V -152/ 94H 5.50" 0.85 KDDF ( 625) LETINS: 3-00-00 0-00-00 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "ox spacing. OVERHANGS: 30.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" vertical members (uon). MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = 0.067" @ 8'- 0.0" Allowed = 0.604" Connector plate prefix designators: MAX TL DEFL = -0.058" @ B'- 0.0" Allowed = 0.806" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 11-11-11 1-00-05 MAX HORIZ. LL DEFL = 0.004" @ 12'- 10.3" T MAX HORIZ. TL DEFL = 0.007" @ 12'- 10.3" 2-10-07 0-09-03 3-11-02 4-00 1-05-04 This truss does not include any time dependent T '( '1 '1 T T deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 8-00 M-4x6+ intended use of this component. 12 NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. 4.00 li oitium Design conforms to main windforce-resisting M 4X6 II I system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, irlp M-2.5X4 interior zone, load duration factor=1.6 M-1.5x4 0 iii M-2.5x4 �� o COo mA- oMgr.' °114'' 11r Gliai I o� 2 m� 8 =�9 M-3x6 M-3x8 M-1.5x4 7-05 5-07 y y y 2-06 13-00 30 DP O JOB NAME : J -1432 STONE BRIDGE - KH3 scale: Q.36,7 ` , ' '� ' • ., �F '46r, 'WARNINGS: GENERAL NOTES,unless otherwise noted: .3 0 `' 111) a ,'fr 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review „f Ty. jk and Warnings before construction commences. and approval is the responsibility of the building designer,not the Truss: KH3 2.204 compression web bracing must be installed where shown+, truss designer or truss engineer. ft., tr^gy�pC^�> pptt 2.Design assumes the top and bottom chords to be laterally braced at ,,,,'10„",.:, r x.ti"i� tV 3.All lateral force resisting elements such as temporary and permanent is , 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,,;, Qy DES. BY: BC stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). s 1 , ," , ; Ne ' DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ ,e,f 26, ,t 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. 24 �" iii a T `< r ACJ SEQ. : 5234134 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y fyJ design loads be applied to any component. and are for"dry condition"of use. •,, hirI` ° TRANS I D: 34334 8 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if t' { necessary. i+yr�Ap'�xx xx • fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. / t j °"fgttd3�F L I�-�-�,r�1-�t 1��*' r (�} - 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 7/t 4,t�+ .x y Ll;,i"E1 F Q/3Lft I C f j 11111111111111111111111111110111111111 TPIIVVTCA in BGS1,copiespof which will be furnished upon request. lines coincide with rJoint incenteri nes, (MiTek) t=lt #�w 9.Digits indicate size of plate in inches. rl MiTek USA,Inc./CompuTrus Software 7.6.4 1 L-Z 10.For basic connector plate design values see ESR-1311,ESR-1888 MiTek IIIIIIIIIIIIII This design prepared from computer input Icy PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( -61) 90 2.5=(0) 0 2.3=(-897) 623 - BC: 2x4 KDDF lit&BTR SPACED 24.0" O,C. 2-3=(-493) 707 WEBS: 2x4 KDDF STAND 3-4=(-105) 78 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. (SPECIE) LETINS: 1-05-14 1-05-14 0'- 0.0" -247/ 723V -31/ 6H 5.50" 1.16 KDDF ( 62 ) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 62 ) OVERHANGS: 30.0" 0.0° 1'- 11.7" -289/ 107V -31/ 6H 1.50" 0.17 KDDF ( 62 ) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9 REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc �COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.087' @ -2'- 6.0" Allowed = 0.250" 1-11 11 MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" ' MAX LL DEFL = 0.011" @ 1'- 3.6" Allowed = 0.054" MAX TL DEFL = 0.012" @ 1'- 3.6" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.009" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.010" @ 1'- 10.9" This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer 12 shall verify that this parameter fits with the 4.001 intended use of this component. NOTE: Design assumes "Dry Doug. Fir Lumber" used M-2.5x4 -> throughout. Not to exceed 19% moisture content. Design conforms to main windforce-resisting system and components and cladding criteria. ANCHOR TO RESIST UPLIFT. cr Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-0$, Q interior, Cat.2, Exp.B, ionR o o interior zone, load duration factor=1.6 021111111111111111101111111 ,- o 111 2 5► M-3x6 y y ,1 2-06 2-00 (PROVIDE FULL BEARING:Jts:2,5,4I JOB NAME : J - 1432 STONE BRIDGE - SJ1 " N. � - Scale: 0.7004 vt. i :,.l(/ N"4 WARNINGS: GENERAL NOTES,unless otherwise noted: +" a i It r,,t f ,,iii 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review j�,,, - "" „j "` Truss: SJ 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the 1ET^! IF ' 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at I OR, eN DES. BY: BC stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by c 41,34 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - } +�+l DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ f ..'" L". C�.261'N 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. 24243 a,.,"`4J 4" ' .d` SEQ. : 5234136 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4✓ i design loads be applied to any component. and are for"dry condition"of use. _ �y^c:(,�,.�, 0 }q�,y' TRANS I D: 3433486.Design assumes full bearing at all supports shown.Shim or wedge if %T � 4vf t j 5.CompuTrus has no control over and assumes no responsibility for the " aM.YCC.� kxt � > 740/12 fabrication,handling,shipment and installation of components. 7.Design assumesnecessaadequate drainage is provided. j �,°'IO7'r1[L W e.. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,andplaced so their center '{y 1/ #�^�/ 6( �-+ /30/ III II 11111 IIIII ill 11111 III IIIII(III IIII TPIIWTcA in BCSI,copies of which will be furnished upon request. 9.Ices coincide with joint center lines. ( i t/ A.A. i„,.l• '',' i 0 Digits indicate size of platetin inn vas. try 3 � + MiTek USA,Inc./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1[i AJ IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -61) 90 2-5=(0) 0 2-3=(-852) 582 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-541) 790 WEBS: 2x4 KDDF STAND 3-4=( -41) 48 LOADING IC 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) LETINS: 2-07-09 2-07-09 0'- 0.0" -199/ 590V -44/ 11H 5.50" 0.94 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 30.0" 0.0" 3'- 11.7" -53/ 113V -44/ 11H 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 nsf) uplift at 24 °oc spacing. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.087" @ -2'- 6.0" Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" 3-11-11 MAX LL DEFL = -0.050" @ 2'- 4.6" Allowed = 0.092" MAX TL DEFL = -0.050" @ 2'- 4.6" Allowed = 0.123" MAX BC PANEL LL DEFL = 0.000" @ 0'- 5.5" Allowed = 0.043" MAX BC PANEL TL DEFL = -0.000" @ 1'- 1.4" Allowed = 0.057" MAX HORIZ. LL DEFL = 0.016" @ 3'- 10.9" MAX HORIZ. IL DEFL = 0.016' @ 3'- 10.9° This truss 12 deformation dfor longoes not ltermde gi(creeme p) inn the loading (creep) 4.001-- total load deflection. The building designer -/ shall verify that this parameter fits with the intended use of this component, M-2"5X4 gNOTE: Design assumes "Dry Doug. Fir Lumber" used FA throughout. Not to exceed 19% moisture content. 010.41 v Design conforms to main windforce-resisting system and components and cladding criteria. M-3x6 Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 co o IS II o'er 2 5 -V 'PROVIDE FULL BEARING:Jts:2.5,4I y ), ), y 2-06 2-00 1-11-11 P+•J , ' JOB NAME : J -1432 STONE BRIDGE - SJ2 '� 0" c ,-` ;`� ' > Scale: 0.8559 } / WARNINGS: GENERAL NOTES,unless otherwise noted: T�* I ' � 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review T J Truss: SJ 2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the truss designer or truss engineer. p� 2.2x4 compression web bracing must be installed where shown+. ,,./. t 2.Design assumes the top and bottom chords to be laterally braced at OR!t 1 N 3.All lateral force resisting elements such as temporary and permanent N' rntGy i t- . DES. BY: BC stabifitybracingmust be designed designer of complete structure. 2'o.c.and at 1p'o.c.respectively unless braced throughout their length by 9 by g P continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.20 Impact bridging or lateral bradng required where shown++ 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. �r, 2424$ SEQ. : 5234137 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, [�1,� and are far"dry condition"of use. 0 {Li f JOY' design loads be applied to any component. Till► TRANS I D: 343348 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if7 1 necessary. c+t A 7t fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. I °INA t�g (( {'�}}t ✓< 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 71e1,z . ..: Sl3# IIIIII I III IIIII IIII IIIII IIIII IIIII IIII IIII TPIMlrCA in BCSI,copies of which will be furnished upon request. 9. git coincide with joint tecenter nche. tF' - .,, - „ 0 Digits indicate size of plate in inches.vas. � � r�� , MiTek USA,InC./CompuTrus Software 7.6.4(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1. 0 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -61) 90 2-5=(0) 0 2.3=(-850) 5 8 i BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=( 5692-3= - 69) 785 85 WEBS: 2x4 KDDF STAND LOADING r TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -204/ 602V -57/ 17H 5.50' 0.96 KDDF ( 625) LETINS: 2-07-09 2-07-09 LL = 25 PSF Ground Snow (Pg) i - 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 30.0" 0.0" 5'- 11.7' -831 177V -57/ 17H 1.50" 0.28 KDDF ( 625) ` LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ICOND. 2: Design checked for net(-5 psi) uplift at 24 'oc soacing.1 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.087" @ -2'- 6.0' Allowed = 0.250" MAX TL DEFL = -0.100" @ -2'- 6.0" Allowed = 0.333" MAX LL DEFL = -0.170" @ 2'- 4.6' Allowed = 0.19?" MAX TL DEFL = -0.176" @ 2'- 4.6" Allowed = 0.257" MAX TC PANEL LL DEFL = -0.004" @ 1'- 3.5" Allowed = 0.167" 5-11-11 MAX BC PANEL IL DEFL = -0.000° @ 1'- 1.4" Allowed = 0.057" MAX HORIZ. LL DEFL = 0.049° @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = 0.050" @ 5'- 10.9° 4.00 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer -,, shall verify that this parameter fits with the intended use of this component. 0 NOTE: Design assumes "Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. M-2.5x4Design conforms to main windforce-resisting, sr system and components and cladding criteria. _ r` Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, c, Enclosed, Cat.2, Exp.B, MWFRS, cq interior zone, load duration factor=1.6 A co CD CD m (PROVIDE FULL BEARING;Jts:2.5,4I 2�1 5►0 M-3x6 2-06 2-00 3-11-11 PRQP ,�► W A ori .,gAIVZcx'., 4,... JOB NAME : J -1432 STONE BRIDGE - SJ3 sale: 0.5875yr. lip C cry WARNINGS: GENERAL NOTES,unless otherwise noted: r 1 Itt ,N. lA 4t ) , T 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review t 6 Truss: SJ 3 and approval is the res onsiba of the building designer,not the and Warnings before construction commences. PP, P tY 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. Q ? 2.Design assumes the top and bottom chords to be laterally braced at cb 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � -,� �`5 ++�, DES. BY: BC stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). j f:,;•,'" v •, ),.26 r\t, 't www DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral braving required where shown++ ,r� +J 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. 42�3 f.' " �.`� SEQ. : 5234138 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, B I . 9 f {�yi s.A. / design loads be applied to any component. and are for"dry condition"of use. Cv�'- �- J 5,J L i tk< L 6.Design assumes full bearing at all supports shown.Shim or wedge if ` TRANS I D: 343348 5.CompuTme has no controldtover and component. no responsibility for the necessary. c�i� �e yy mom fabrication,handling,shipment and installation of components. 7.Desi n assumes ade uate drainage is rovided. "')/ ? 'IONAL ) /{ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces otruss,and placed so their center f1 tr d r t# III IIIII IIII IIII IIII TPINYTCA in BCS(,copies of which v411 be furnished upon requeeL lines coincide with joint center lines. r' 111111I 11111 III IIIII II 9.Digits indicate size of plate in inches. ..- MiTek USA,Inc./CompuTrus copies of Software furnished L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4 111111111111111 This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS B-00-00 GIRDER SUPPORTING 24-10-00 IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2684) 380 1.4=(-354) 2432 4-2=( -205) 1912 BC: 2x8 KDDF SS 2-3=( -84) 105 4-5=(-341) 2316 2-5=(-2586) 371 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) 5-3=( -107) 69 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 285.4)+Dl( 214.1)= 499.5 PLF 0'- 0.0" TO 8'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) ngle member as shown. 0'- 0.0" -318/ 2301V -69/ 96H 5.50° 3.68 KDDF ( 625) Si Sngles attached to the bottom chord LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" -310/ 2207V -69/ 96H 5.50" 3.53 KDDF ( 625) will have 1.5" max, nail penetration. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 ysf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.031" @ 4'- 3.0" Allowed = 0.354" C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc MAX TL DEFL = -0.052" @ 4'- 3.0" Allowed = 0.472" M,M2OHS,M18HS,M16 = MiTek MT series • MAX HORIZ. LL DEFL = 0.006" 0 7'- 8.5" MAX HORIZ. TL DEFL = 0.010° @ 7'• 8.5" This truss does not include any time dependent 4-04-13 deformation for long term loading (creep) in the 3-07-03 total load deflection. The building designer T i' shall verify that this parameter fits with the intended use of this component. NOTE: Design assumes 'Dry Doug. Fir Lumber" used throughout. Not to exceed 19% moisture content. 12 M-1.5x4 Design conforms to main windforce-resisting 4.00 i system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, I Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=l.6 M-3x8 v 0 w M-7x8 /- . Agi ./iiMieMb _ ir.m co 0 1►/ 4 5 5 ** t M-3x10 M-7x10 y .1 1, 4-03-01 3-08-15 y y 8-00 JOB NAME: J - 1432 STONE BRIDGE - ZGIRD p,. T N �` °4 `'S ° Scale: 0.5609 ,., l'"'"'t . G1 +", , ^ WARNINGS: GENERAL NOTES,unless otherwise noted: a� ; .;Alli 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review T 'y -^ ' Truss: ZGIRD and Warnings before construction commences. and approval is the responsibility of the building designer,not the 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. irr 4// j DES. BY: BC 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at �r� OR rA# stability bracing must be designed by designer of complete structure. 2'0.c.and at 10'o.c.respectively unless braced throughout their length by ?, Lr"t.JR 57E SY -'M continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' _ �✓,, DATE: 7/6/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ K t y A 26 C SEQ No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. + S EQ. : 5234139 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, h e : ,TRANStri I D: 34334 p design loads be applied to any component. and are for"dry condition"of use. 'i" e �.7 o O 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. Ll,i:"+ 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. ^� 3 ^ 1111111101111101110 IIIII IIIII 11 B Plates shall be located on both faces of truss,and placed so their center /late in inches. �'/7LjttSt! 11111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. f // "` !�: d 0,i MiTek USA,IAC./CompuTfus Soft Ware+7.6.4(1 L)-E 10.FForrlbasiciconnector plate design values see ESR-1311,ESR-1988(MiTek)