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Plans (71) i Z 0c0 scv AC 0e 52 40'-0" RECEIVED E 4'-0" I 18'-0" I 18'-0" DEC 2 8 2015 CITY OF GARD o BUILDING DIVISION SIO CO N1 o :12 o a a • ' 4:12 s S a. • m 2 p a I y r I I 4 I 1' !i' I 4, to,-. co ! to •ca 4 , , , I : \ , , , • 4 N_rn 4:12 �• HUf.26 C. u 6 12n fi:-12\F2 (3).... *ism, \ D2 (2).. -5:12 6 •12,E2- ..4:12 -i-7 e2 4, x•12 E3 .� . ' 6:1202 6'-6' T-6" 21 " I 19'-0" jt 71-0' I 14'-0' I ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 12/16/15 PLACEMENT ONLYREFER TO . „;.. TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER J-1860 STONE BRIDGE INFORMATION.BUILDING DESIONSR/ENFINEAR OF RECORD paibiri 1111111ber RESPONSIBLE FOR ALL NON-TRUSS PLAN. DRAWN BY: JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 16\ 304 / J-1860 CHECKED BY: DESIGNER/ENGINEER OF RECORD TO TRUSS REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE.* REVISION-3: DESIGNS PRIOR 7o coNsrRucrloN. 0.11"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MUM MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-1860 STONE BRIDGE ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1602798 thru K1602814 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 4\ 04G1 NI7,5, /0 89782PE 9� OREGON O,., - ' :' /2016 December 16,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 _ TO: 2:44 KDDF 1i15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=1-300) 459 3-5=(-501) 282 RC: 25.4 RDDE k1SRTR SPACED 24.0" 0.0. 2-3=(-533) 250 5-4=(-126) 101 WEBS: 2:Y9 KDDF STAND 3-4=( -84) 81 LOADING • • TC LATERAL SUPPORT 6= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' BC LATERAL SUPPORT 9= 12"00. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA • TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) oVEPHANGS: 12.D" 0.0" 0'- 0.0" -75/ 554V -41/ 119H 5.50" 0.89 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -49/ 412V 0/ OH 5.50" 0.6E KDDF ( 625) •• M-1.5'x.4 n equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL xREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (uon). COED. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ii Far hanger specs. See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP -- - -- _- -- -- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.278" @ 5'- 1.0" Allowed = 0.423" 5-04-14 4-07-02 MAX BC PANEL TL DEFL = -0.278" @ 5'- 1.0" Allowed = 0.564" r MAX HORIZ. LL DEFL = 0.004" 0 9'- 8.5" • 12 MAX HORIZ. TL DEFL = 0.005" @ 9'- 8.5" 4.00 M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x5 4 I Wind: 190 mph, h=15f t, TCDL=9.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.R, 101800(Dir), /�, P load duration factor=l.6, End vertical(s) are exposed to wind, M-1.5x9 Truss designed for wind loads M-3x5 • / I in the plane of the truss only. M-1.5x3 %- - ®® I j M-3x5 3/_ to Truss designed for 9x2 outlookers. 204 let-ins of the same size and gradeas structural top o chord. Insure tight fit at each end of let-in. M-1.5x4 , Outlookers must be rut with rare and are permissible at inlet board areas only. M-3x5 i � •, 1 2= o M-3x4 M-3x4 ',.• • • 9-08-08 0-03-08 • y • 1-00 10-00 -__---- 1 <' t3n PAQpes 4t* 9782PE r JOB NAME : J-1860 STONE BRIDGE - Al �- Sca e. 0.4735 WARNINGS: GENERAL NOTES, unless otherwim noted'. I.B ld d erection contractor should be advised of all General Notes 1 This design is based onN upon the parameters shown and is for an indivkival '7 O(-T EGON (� , Truss: Al and Warnings before construction commences. building component.Applicability fdesign parameters and proper /1/j, no H= 2.2x4 p web bracing moat binstalled where shown.. Incorporation of component Is the responsibility of the building designer. . f CV//� V • 3.Additional temporary bracing to insstability during construction 2.Design assumes the tap and bottom chords to be laterally braced at /,�(''S '-1 ti Y ''`. ' �!- le tM1 responsibility of the erector.Additional p anent bracing of 2 0.0.and at 10 o c respectively unless braced throughout their length by `v7 J�s ` '�/ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7""A y �w PiTE: 12/16/2015 �, the oran structure is the responsibility of the building desgner. 3.ax Impact bridging or lateral bracing required where ahown.. /"1 l.. SEQ.: K l 60 2 7 9 8 4.No load should be applied to any component until after all bracing and 4 Installation of truss's the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than s Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK designloadsbeappliedtoanycamponent. eedereaS6UTeoondten^ora e 5.CompuTrushas nocontrol over and assumes noresponsbittyfor the 6 Denecsign sfullbearing !allsuppodeshown ShreorwetlgeT EXPIRES: 12/31/2016 fabrication,handkn Bary g,shipment and Or nation or cot taHh lite. 7.Design assumes adequate drainage is provided. December 16,2015 • 6.This design is furnished subject b the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WiCA in BCSI,copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E ie.For bask connector plate design values see ESR-13t1,ESR-1986(MiTek) • • This design prepared from computer input by • Jp • LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF 015070 LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-300) 455 3-5=(-501) 282 BC: 23:4 0DDF 14160TR SPACED 24.0" O.C. 2-3=(-533) 250 5-4-(-126) 101 WEBS: 2n4 KDDF STAND 3-4=( -84) 91 LOADING TC LATERAL SUPPORT <= 12"0C. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -75/ 554V -41/ 119H 5.50" 0.89 RIDE ( 625) • LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -49/ 412V 0/ OH 5.50" 0.66 KDDF ( 625) "' For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ONI. 2: Design checked for n t(-5 psf) uplift at 24 "cc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP -- - AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.278" @ 5'- 1.0" Allowed = 0.423" MAX BC PANEL TL DEFL = -0.278" @ 5'- 1.0" Allowed = 0.569" I MAX HORIZ. LL DEFL = 0.004" @ 9'- 8.5" MAX HORIZ. TL DEFL = 0.005" @ 9'- 8.5" 5-04-14 4-07-02 • 12 Design conforms to main windforce-resisting system and components and cladding criteria. 4.00 I/ M-1.5x3 4 -0 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), li load duration aerex.o, End vertical(s)) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 /----- , �j \_ 1_ o M-3x4 M-3x9 • • • 9-08-08 0-03-08 1-00 10-00 ,,,,<<;?, 1J P R es :9782PE r" JOB NAME : J-1860 STONE BRIDGE - A2 Scale: 0.4735 P,. - _MN WARNINGS: GENERAL NOTES unless otherwisenoted: 4, •• 1.Builder d erection contractor should be of all General Notes f Thisdesign based only up theparameters h d' I n individual 1�`� e Truss: A2 and Warnings before construction mences buld ng component Applicability f design parameters and proper i// 92 � ` incorporation of component the of the bottling designer.2.2.1 compression web bracing must be installed where shown+. A/+^ ^Py .Y - \NI(<,72 Design assumes the lop andD h chords to be laterally at ' 3.Additionaltemporary bracing to ns stability during construction • lac and at 10 oc. unless braced throughout their length by -ix 'is In responsibility of the erector.AtldB Ipermanent bracing of continuousshetosuchasplywg e inandfordrywall(BC). A Vt DATE: 13/16/2015 the overall structure's the responsibility N ot the buildingdeoicier. 3 2a Impact bridging or lateral bracing required whereshowna •• SEQ. : K1602799 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, • • • TRANS ID• LINK desgnloads beapplied toany component. and are for dry conditionof use 5.CompuTrus has no control over and assumes no responsibility for the 6 nDecessary C C G / (�signssume5lullbearngatallsupportashown.Shimorwedge11 EXPIRES: 12/31/2016 • fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 1 6,201 5 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center TPIIWrGA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc.lCompuTrus Software 7.6.7SP2(1L)-E 10.For bask connector plate design values see E5R-1311,ESR-1988(MiTek) • • • This design prepared from computer input by JP •• • LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" COND. 2: Design checked for net(-5 psf) uplifta t 24 "oc spacing. 1111 T::: 2+9 KDDF ii 15 BTR LOAD DURATION INCREASE = 1.15 - _ PC: 2c4 NODE #11025.. SPACED 24.0" 0.C. Design conforms to main windfor.e-res i.sting system and components and cladding criteria. TC' LATERAL SUPPORT <= 12"00. 0011. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TCP CHORD = 32.0 PSF Wind: 190 mph, h=22.1ft, TCDL=4.2,RCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), • TOTAL LOAD = 42.0 PSF load duration factor=l.6, ' Unbalanced live loads have been Truss designed for wind loads • considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP min typical 36"oc (von). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. :'. Refer to CompuTrus gable end detail Per complete specifications, • • 18-06 18-06 M-4x8+ 12 \ ', 4.00 M-3x5(5) �A M-3x5(S) r I v f 1\ • M-3x60 • • � • - - • M-3x6+ 0 0 • • • M-3x5(5) • {{, �^-y R/fit- �t • • 18.-06 -..._. _ .... -' 16 06.. ��co V�GIN - > • 0 37-00 'Z- 8•782-F. _t"- • • JOB NAME : J-1860 STONE BRIDGE — B1 ►/ Scale: 0.2257 -7 OREGON sWARNINGS GENERAL NOTES k otherwise noted: li:e -II 1.Builder d erection contractor should be advised of all General Notes Th design based only upontheparameters shown ands for 'ntldualTLU$S- B1 and Warnings be/ore construction commences building component.Applicability Itl g parameters and proper h�, Pi,Y 1incorpIon o/component's the p 'b'I'ty of the building designer.24 compression web bracing must be where shown Jhi 7 �".j 2.Design assumes the top and boll chords t be laterabraced at3.Additional temporary bracing to insurestability tl rng construction 2 d at 10 o c.respect' N k based throughout their length by PAs the responsibility of the erector.Additional permanent bracing of • UL • D TE: 12/16/2015 I the overall structure is the responsibility ohne bulling designer. 20 continuous sheathing such as plywood sheathing(TC)and/or arywall(BC). 4.No load should be applied to anycomponent r g and3 2x Impact bridging or lateral bracing required where shown n a — SEQ. : K 16 0 2 8 0 0pp com t until after all bracing 4.Installation of truss is the responsibility of the respective contractor, Fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK deaignloadabeappkeamanyp¢mpaneM. and are for"dry'condftkn efuse. EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim orwedge if December 16,2015 fabrication,hantlkng,shipment and installation of components. necessary. 7.6.This design is furnished subject to the limitations set font by Design assumes adequatedrainage is provided. Plates shall be locateddon both faces of truss,and placed so their center TPIIN/ICA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. • • 9.Digits indicate size of plate in Inches. • MiTek USA,Inc./CompsTrus Software 7.6.7-SP2(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP • • LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4W11/DDF/Cq=1.00 TC: 224 EDGE 415670 LOAD DURATION INCREASE - 1.15 1- 2-( 0) 36 2-10=(-573) 3018 2- 3=(-2081) 577 • RC: 2>:4 KDDF 4156TR SPACED 24.0" O.C. 2- 3=( -483) 183 10-11=1-475) 2744 3-10-) -116) 168 W FRO. 2x4 KDDF STAND 3- 4=1-3140) 614 11-12=(-497) 2744 10- 4-( 0) 404 • LOADING 4- 5=(-2302) 532 12- 8-(-592) 3018 4-11=( -778) 247 TC LATERAL S'UPPJRT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-2302) 525 11- 5=( -168) 1092 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3140) 618 11- 6-( -778) 247 TOTAL LOAD - 42.0 PSF 7- 8=( -483) 195 6-12-( O) 404 • :OVERHANGS: 12.0" 18.0' 8- 9=( 0) 54 12- 7=( -116) 168 LL = 25 PSF Ground Snow (Pg) 7- 8=(-3106) 650 • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -233/ 16650 -97/ 948 5.50" 2.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 37'- 0.0" -254/ 1728V 0/ OH 5.50" 2.76 LODE ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • [COND. 2: Design checked for net(-5 psf) uplift at 29 c pponi q. • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.219" @ 18'- 6.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.444" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL - 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 36'- 6.0" Allowed = 0.200" • MAX HORIZ. LL DEFL = 0.080" @ 36'- 6.5" MAX HORIZ. TL DEFL = 0.132" @ 36'- 6.5" • Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 18-06 18-06 load duration factor-1.6, •__._ ___.... _-...-__-. _- _._ _...I.. ..__._. __ -_ End vertical(s) eexposed to wind, 5-11-15 6-09-01 6-02. 6-02 6-02 6-02 Truss designed for wind loads 1 I '( in the plane of the truss only. 12 12 4.00 I-- M-9x6 '1 4.00 4.0" M-5x6(5) 5 M-5x6(8) 0.25" - -'� 3.0" 0.25" 6 • T\ 0 j "-M-4x4 V� �� M-3x8 • ',0 3 7 M-I.5x3�, . o• • 0 a) _. - - - -- 10.25" -.---- -- - M-3x9 M 5x6..;8877-00-....._.9 -_.._ " lm o I M-5x6 M-3x9 0 9 M 5x 8 S <��D P R Qfi�0- • 9-03 9-03 9-03 r 9-03 • 1 I GG r- I O' f-C �-�4.0, 17' 1-00 37-00 1-06 • JOB NAME : J-1860 STONE BRIDGE - B2 Scale: 0.1666 J,„ 9 OREGON O t2 • • WARNINGS GENERAL NOTES, unless 1h t tl. Truss: B2 1.Builderand erectionb advised of all GeneralNotes 1 Thisdesign based onlyp theparameters shownd for an ndrvdual '1:1 ,,g' [} , and Warnings bel construction commences. building component.Applicability /designparameters and proper 1/5),.., /." 141AY -b. " `(- • 2.2x4 compresson web bracing must be installed where shown+ incorporation of component s the responsibility of the building designer. T'S i { _` • 3.Addtonaltemporary bracing to insure d ting construction 2 Design assumes the top and bottom chords to be laterally braced at \`� • -s the responsibility of the erector.Additionalps anent bracing of 2'Ac.and at 10 oc respectively unless braced throughout their length by PA UL • DATE: 1 /16/2O15 the overall structure is the responsibility of the building designer. 2s Imp continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). v 4.No load should be applied to an 3 2x Impact bridging o lateral bracing re ouired where shown a e• SEQ.: K1602801 pP y component until after all bracing and 4.Installation of truss is the responsibility f the respective contractor. '.. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, • TRANS ID: LINK design loads be applied to any component. and are far'dry condition"or use. EXPIRES: 12/31/2016 • • 5.C p T shasnocontroloverantlacsumecnoresponsibiltyforthe 6.DesgnassumeslullbearingatallcupPodcshown SM1imorwedgeif December 16,2015 • necessary. fabrication. shipment and installation of components T Design assumes adequate drainage Is provided. 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 • TPI/WTCA in SCSI,copies of which will be furnished upon request. linescoincide with joint center lines. 9.Digitdicate size of plate In Inches. • MiTek USA.Ino./CompuTrus Software+7.6.6SP2(1L)-E M.For basic connector plate design values see ESR-1311,ESR-f988(MiTek) i This design prepared from computer input by • JP LUMBER SPECIFICATIONS TRUSS SPAN 36'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cg=1.00 TC: 2x4 KDDF 81FBTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 36 2- 9=(-594) 2993 - 3=(-2970) 571 7- 8=(-2837) 518 BC: 2x4 NODE SPACED 24.0" O.C. 2- 3=( -481) 184 9-10=(-501) 2716 3- 9=( -119) 168 STAND WEBS: 294 KDDF STAND 3- 4=(-3112) 618 10-11=1-488) 26869- 4=( 0) 405 LOADING 4- 5=(-2271) 525 11- 8=(-583) 2885 4-10=( -779) 246 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2271) 533 10- 5=( -169) 1073 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-3050) 620 10- 6=( -743) 240 TOTAL LOAD = 42.0 PSF 7- 8=( -376) 194 6-11=( 0) 372 • OVERHANG'S: 11- 7=( -56) 156 LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA '. For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -233/ 1661V -88/ 95H 5.50" 2.66 KDDF ( 625) 36'- 9.0" -192/ 1543V 0/ OH 5.50" 2.47 KDDF ( 625) '.. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing Ili VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ! MAX LL DEFL = 0.002" @ -I'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.211" @ 18'- 6.0" Allowed = 1.792" MAX TL CREEP DEFL = -0.427" @ 18'- 6.0" Allowed = 2.389" MAX HORIZ. LL DEFL = 0.077" 8 36'- 3.5" MAX HORIZ. TL DEFL = 0.128" @ 36'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 18-06 18-03 Truss designed for wind loads --_-- - -- '-' - • in the plane of the truss only. 5-11-15 6-04-01 6-02 6-02 6-02 5-11 (--- - - T - - ---- ) f_ T 12 12 4.00 I- M-4x6 0 4,00 4.0" M-5x6(5) 5 , , M-5x6(S) • • 0.25" % 3.08 _ 0.25" • • M-9x9 � S �� ;M-9x9 llo 11 M-1.5x3 j /. �M 1 Sx 1 M-5s6 M-3x4 0. e o.25" M-3x4 M-5x8 RM-5x8(S) �T • M-5x1-(S) J ?��. P11VrV 9-03 9-03 --.- - - 9-D3 _._.... 9-00 r:Z., {�,\'+ 1N .9 / 1-00 36-09 JOB NAME : J-1860 STONE BRIDGE - B3 .r► ,, ' Scale: 0.1737 y - WARNINGS GENERAL NOTES. unless th noted: I.Bulkier nd erection contractorshould be tl- tl of all General Ntes 1 This design based only upon the parameters h d is for an individual 17 OREGON `Truss: s3 and Warnings before t G' commences. building P t Applicability of design parameters d proper 2.2 4 p n web bracing must be nstalled where shown+ incorporation of compo vont c the re sponsibilty of the building designer. .may ( �� 3.AddA It p rary bracing tons t bltytl rng construction 2 ° '9n assumes the tap and bottom chords to be lalerabraced at I ll '`:,J •. 'the of the erector.Add tw I permanent bracing of 2 c and at I0 o c respectively unless braced throughout their length by 4' C�FATE: 12/16/2015 the overall structures the responi b'I'ty f the building designer. continuous sheathing sucherl bs plywood required where s ownand/+r tlrywall(BC). ,a�. 3.20 Impact bridging or lateral bracing shown++ A SEQ. : Ki60 2 8 0 2 4.No load should be applied to any component until after all bracing and 0 Installation of truss's the responsibility of the respective contractor. • fasteners are complete and at no time should any loads greater than S.Design a es trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component and are tosr tory conditionof use. S.CompuTrushasnoconboloverandassumesnoresponsibillyto,the 6 Desgnassumes funbearing atall supports shown Shim or wedge it EXPIRES: 12/3.1/2016 fabrication,handling shipment and installation of components, necessary 6.This design is furnished subject la the limitations tet forth by ' °`°'g"assumes ondrainage th to '°provided. December 16,2015 • e.Plates shall be located on both laces of buss,and placed so their center TPEWTCA in SCSI,copies of which 9411 be furnished upon request lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Jr LUMBEP. SPECIFICATIONS TRUSS SPAN 36'- 5.0'. COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. T C': 2x4 ROOF k15 BTR LOAD DURATION INCREASE = 1.15 RC: 7.x.4 KDDF k1SRTP SPACED 29.0" O.C. Design conforms to main windforce-Yes i.s ti nq system and components and cladding criteria. TC' LATERAL SUPPORT <_ 12"01. LION. LOADING BC LATERAL SUPPORT <= 12"01. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PST (ADD Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material • as structural top chord. Connect with M-365 BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP non typical 36"00 (tion). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. end truss o ontrnuous bea ri nq wall SON.'�M-1x2 o equal typical at stud verticals. '.Refer to CompuTrus gable end detail for • omplete specifications. • • • 18-03 18-06 M-4x8+ lip ./ a 4.0 0 M-3x5(5) \m_1-• M-3x5 S • M-3x6+ • a11 il 'II ,� M-3x6+ M-3x5(5) 3�I 18-03 --- _ 18-06 ---- I N f � ,,/0`Y -09 --_ 4r- —8*7 8 21RE x JOB NAME : J-1860 STONE BRIDGE — B4 ,: Scale: 0.2362 4: 9 OREGON N. WARNINGS: GENERAL NOTES, unless otherwisenoted: �tT 1.Builder and erection contractor should b advised Mall General Notes 1 Th design based my upontheparameters h d' f individual � � V� Truss: B4 and Warnings before construction c building component.Applicability I tl 'g parameters and proper t "'Fs 2.2a4 compression web bracing must be where shown+. incorporation fcomponent'the of the building designer. �.. 3.Additional temporary bracing to insure stability during construction 2 Design thetop and bottom chords t be laleralty braced et PA �l Is the responsibility of the erector,Additionalp permanent bracing of 2 tl 1respectively I braced throughout the,length by J"" continuous sheathing h as e h th'ng(TC)and/or drywalHBC). DATE: 12/16/2015 the overall structure's the responsibility of the building designer. 3.2v Impact bridging or lateral busacing ng required where shown++ • SEQ. : El60 2 8 0 3 4.No load should be applied to any component until after all bracing and 4.Installation of russ is the responsibility of respective contractor 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, • design loads be applied to any component. and are for"dryondewn of use TRANS ID: LINK ` EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown Shim or wedge if fabrication,handing,shipment and instalatanorcomponents. .aary. December 16,2015 6.This designfurnished subject to the imitations set forth by7.Design assumes adequate botdrah rage is provided. • is j B.plates shall be joitl o e Doth faces of truss,and placed so their center •• Tel in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7-SP2M L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by TO LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" [COND. 2: Design checked for et(-5 psf) uplift at 24 "oc spacing. TC: 204 KDDF 4I513TR LOAD DURATION INCREASE = 1.15 BC: 204 KDDF R158TR SPACED 29.D" 0.C. Design conforms to mainindforce-resisting system and components and cladding criteria. C LATERAL SUPPORT <= 12"0C. UON. LOADING SC LATERAL SUPPT PT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.2 PSF Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, .ASCE "-10, UL ON BOTTOM CHORD - 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.D POE load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL - 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRO 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M-3x5 '.. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP min typical 36"oc (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall 00N. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 7-00 7-00 I I P1-4x9 2 iI � I M-3x6+ --V A M-3x6+ co o 4 5 1-00 19-00 ( Iof�i - OVt ' NGN � r c,`. ��ct '9 4 :9782PE vC JOB NAME : J-1860 STONE BRIDGE Cl a=aathe�aengted Seale: 0.5366 v EGON WARNINGS: GENERAL NOTES, ,j�f (� I.Builder and erection contractor should be advised of all General Notes I,This deign s based only upontheparameters shown and is for an indvkual �� ,,ei ^ y Truss: Cl and Warnings before construction commences. bu Idng component.ApplicabTt f dg parameters and proper 7„CS el i-y "`Je 2.2 4 compression web bracing must be installed where shown" incorporation of component the p ibibte of the building designer. +�I/ e,t 3.Additionaltemporary bracing to insureitl during construction 2.Design assumes the tap and bosom chords to Be laterally braced et •i h��, �1V is the responsibility of Me erector.AtldS I permanent bracing of 2'o c and at 10 o c respectively unless braced throughout their length by l'"' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/16/2015 the overall structure is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown++ SEQ. : K 1 6 0 2 8 0 4 4.No lead 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 loath greater than S Deign assumes trusses are to be used in a non-corrosive env moment and are far dry contlfton"of use EXPIRES: 12/31/2016 TRANS ID LINK deign loads be applied to any component. 5.Compvfrus has no control over and assumes no responsibility' for the 6 Deign assumes full bearing al all supports shown Shen or wedge 1 fabrication,handling,shipment and installation of components. chary December 16,2015 J.Design""...v. assumes adequate drainage is provided. it 6.This design is furnished subject to the limitations set forth by B.Plates shall be locateddoon both faces of buss,ss,and placed so their center TPI/WTCA in SCSI,copies of which MI be furnished upon request, lines co node with font center lines. es. M'ITek USA.Inc./Com uTrus Software 7.6.7 -E o Digitsrindicate seeconnector pplateign val P ( ) 1.Dor bask feplatein design values see ESR-1311,ESR-1980(MiTek) I I This design prepared from computer input by CE LUMBER SPECIFICATIONS TRUSS SPAN 14'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 - TC: 284 [(DIE #101TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 - 8=(-33) 495 2- 3=(-838) 205 BC: 2x4 KDDF #16BTP SPACED 24.0" 0.0. 2- 3-( -76) 196 8- 6=(-33) 495 8- 4-( 0) 320 ODE 284 KDDF STAND 3- 4-1-631) 145 5- 6=(-838) 205 LOADING 4- 5=(-631) 146 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=( -76) 196 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7-( 0) 50 TOTAL LOAD = 42.0 POE' LETINS: 2-00-00 2-00-00 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HOAZ BRG REQUIRED BRG AREA IIS OVERHANGS: 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -109/ 702V -73/ 73H 5.50" 1.12 KDDF ( o25) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14'- 0.0" -109/ 702V 0/ OH 5.50" 1.12 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP '.. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net uplift "ospacing. g psf) at 24 c I VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.100" @ 12'- 3.6" Allowed = 0.654" MAX TL DEFL = 0.106" @ 12'- 3.6" Allowed = 0.872" MAX LL DEFL - 0.002" @ 15'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ 15'- 0.0" Allowed - 0.133" 7-00 7-00 MAX HORIZ. LL DEFL = 0.005" @ 13'- 6.5" MAX HORIZ. TL DEFL = 0.008" @ 13'- 6.5" 1-10 5-02 5-02 1-10 12 12 Design conforms to main windforce-resisting 6.00 IIM-4x9s tem and components and cladding criteria. q 4.0" Wind: 140 mph, h=2l.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, / Truss designed for wind loads in the plane of the truss only. . M-3x4 M-3x4 5 m 0 0 .1('-'''(1-1 u" m o _ _ 1 2r-18 �6 IM-3x6 M-1.5x3 M-3x6 7-00 7-00 'ry �-ypa Pen 1-00 .--- 14-00 1-00 Cog' �GINE� 06,,>� `� .,...Nr. :9782PE "<' JOB NAME : J-1860 STONE BRIDGE - C2 Scale( 0.3616 WARNINGS: GENERAL NOTES, unless otherwisenoted C.d" Truss: C2 I 1.Builder and yon contractor shold badvisedot all GeneralN les 1 Th design based only upontheparametersh and f individual ��V *EGON Q, d Warnings before construction cobuilding p 1 Appf blity of design parameters and proper 2.24 p web bracing must be whe eshown+ incorporation of component u thep 'bIty of the budding desger. ,may 3.Additionaltemporary brac ng to'nsstabilityd gconslrucl on 2.Design assumes the top andb h chords t be laterally braced at AI _5:1_. '` �`I the responsibility of the erector.Adde Ip end bracing of 2 and at f0 oc respectively 1 braced throughout theirte length by +'y}' RY '�/ iv D:tiTE: 12/16/2015 the overall structure c the responsibility f the building desgneicontinuous sheathing such asplywood h thing(re s anther drywall(SC) PA 4.No load shout tea applied W an gait 3.2v Impact bridging or lateral t ngrequiredwhpre shown++ P UL C'k SEQ. : K 1 60 2 8 Q rJ ', PP Y component until after all bracing and 4 Installation oMruss s the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design a mes trusses are to be used in a non-corrosive environment. - TRANS ID: LINK design loads besppuedto any component. and are forr"dry condition.'ofuse. 5.Com Trus has no control over and assumes no responsibility6.Design assumes fug bearing stall supports Chown.Shim or wedge it EXPIRES. 12/31/2016 p for the ssary. fabrication,handling,shipment andinstallation ot components. 7 Design assumes adequate drainage is provided. December 16,20 15 15 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 trait center TPIAA'ECA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. '.. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CornpuTrus Software 7.6.7SP2(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1955(MiTek) • • This design prepared from computer input by JP LUMBER SPECIFICATIO117' TRUSS SPAN 21'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8=( -82) 117 2- 3=( -89) 153 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-300) 174 - 9=( -39) 197 3- 8=(-371) 230 WEBS: 204 KDDF STAND 3- 4=) -47) 228 9- 6=(-120) 597 8- 4-(-615) 115 LOADING 9- 5=(-591) 4- ( ) 193 -9= 1 -94) 472 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-173) 143 9- 5-(-265) 208 BC LATERAL SUPPORT <= 12"0C, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 50 5- 6=(-724) 148 TOTAL LOAD - 42.0 PSF • OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 o equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -71/ 337V -106/ 106H 89.50" 0.54 KDDF ( 625) • vertical members ()Ion). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 0.0" -112/ 966V 0/ OH 89.50" 1.55 KDDF ( 625) 21'- 0.0" -113/ 689V 0/ OH 5.50" 1.10 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CON D. 2 "oc Design checked for net psf) uplift at 24 spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.019" @ 15'- 9.8" Allowed = 0.654" MAX TL CREEP DEFL = -0.028" @ 15'- 9.8" Allowed = 0.872" • MAX LL DEFL = 0.002" @ 22'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 22'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.005" @ 20'- 6.5" MAX HORIZ. TL DEFL = 0.007" @ 20'- 6.5" • 10-06 10-06 • 5-03 5-03 5-03 5-03 • --- -------- - f ----- ----f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12 M-4x6 6.00 Q 6.00 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 �,� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-399.59 14-3x5 Truss designed for wind loads ��„\- in the plane of the truss only. M-1.5x4 ��/ ,:�M-1.5x4 M-3x5 \ M-3x5 M-2.5x4 or equal at non-structural diagonal inlets. �� Truss designed for 402 outlookers. 204 let-ins M-3x9 3�////� ��� \ 6M-3x9 of the same size and grade as structural top •• M-3x5+ i \ 1 - chord. Insure tight fit at each end of let-in. • �= _ . ` 1,; M-3x5+ Outlookers must be cut with c and are M-5x6 M .5x3 '"� .•\\\ ,M 3 ,M-1.5x3 permissible at inlet board areas only. i e • M 3x5+ / i i M 3x5+ o � • , M3 X6 • -1,,,B 0.25" g - 0 M-3x4 • M-5x6(5) 14-00 7-00 0,0PROfie • I. 1-00 21-0000C? •ir : 7g f E JOB NAME : J-1860 STONE BRIDGE - D1 . _. Scale: 0.2586 ,,, WARNINGS: GENERAL NOTES, 1 u otherwisenoted • Builder and should advised tall General Notes .Th designsb d only upontheparameters shown and tl'for an ndry tlual -7,,, . EGON �Truss' DI d Warnings bel construction building co p nent.Applicability f design parameters and proper $ n, incorporation component the responsibility of the building designer. V2.24 p bb bracinginstalled wh re shown+ 2 D 'g assumesthe top and b g chords be laterally braced al 11,9 "q RY 1 S �< • < ,3.Additionaltemporary bracing t 'nsstabilityd 'ng construction 2 and a110 0<respectively unlessbraced throughouttheir length by responsibility f theector.Additional permanent bracing of continuoussheathing such as plywoodsheathing(TC)asdior drywall(BC). A �VDATE: 12/16/2015 theverag structuretheesponsb'liy f the bking designer. 3.2x Impact bridging or lateral bracing required here shown++ UL • SEQ. : K1602806 4.No load should be applied to any component until after all bracing and 4 Installation of truss's the responsibility of the respective contractor. •• fasteners are complete and al no time should any loads greater than 5.Oesign assumes mes trusses are to be used in a non-corrosive environment, • nloatls be y component. and are ford condition"of use des TRANS ID: LINK a applied ° 6 Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 12/31/2016 • 5.CompuTrus has no control over andresponsibility /or the necessary fabrication,handling shipment and installation I components. 7.Iesign assumes adeqoele drainage is provided. December 16,2015 6.This design is furnished subject to the limitations set forth by S Plates shall be located on both faces of truss,and placed so their center TPUWICA in SCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. Mack USA,Inc./Com uTrus Software 7.6.7SP2 1 L-Z S.Bigits indicate size of plate In inches. P ( ) t0.For basic connector plate design values see ESR-1311,ENR-191313(MiTek) This design prepared from computer input by Jp LUMBER SPECIFICATIONS TRUSS ,SPAN 21'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 - TC: 2,4 'ODE HC&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-179) 1030 2- 3=1-1471) 377 BC: 254 I(0DF 41aBTR SPACED 29.0" O.C. 2- 3=) -83) 203 10-11=) -94) 795 4-10=1 -184) 189 WEBS: 2�s4 KDDF STAND 3- 4=(-1239) 300 11- 8=(-209) 1030 10- 5-) -83) 383 LOADING 4- 5=(-1123) 303 5-11=( -83) 383 TO LATERAL SUPPORT <= 12"0C. NON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32,0 PSF 5- 6=(-1123) 303 11- 0=( -184) 189 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1239) 300 7- 8=1-1471) 377 TOTAL LOAD = 92.0 PSF 7- 8=( -83) 203 LETINS: 2-00-0D 2-00-00 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) OVERHAN�.2: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PDF. 0'- 0.0" -148/ 996V -106/ 1069 5.50" 1.59 HEIDF ( 625) 21'- 0.0" -148/ 996V 0/ OH 5.50" 1.59 I(DDF ( 625) GOND. 2 Des' p Design checked for net(-5 p f) uplift "oc patio ' __-_- at 24 spacing. j 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.078" @ 7'- 0.0" Allowed = 1.004" MAX TL CREEP DEFL = -0.157" @ 7'- 0.0" Allowed = 1.339" MAX LL DEFL = 0.002" @ 22'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 22'- 0.0" Allowed = 0.133" 10-06 10-06 MAX HORIZ. LL DEFL = 0.014" @ 20'- 6.5" ,� MAX HORIZ. TL DEFL = 0.024" @ 20'- 6.5" 1-10 3-05 5-03 5-03 3-05 1-50 12 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 1:I M-4x6 6.00 4.0" Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I. load duration factor=1.6, '� Truss designed for wind loads � : � in the plane of the truss only. \., Truss ��M-1.5x3 M-1.5x3 4,„,-----/-2- A6 M-3x4 s ., \\ M-3x4 ® m ere 9 o Z 11IM-310 0.25"11 "e Jo x6 M-3x4 M-3x6 M-5x6(S) et 7 00 7-00 (._.-_ 7-00 -- - -I' ¢�'D P11134- h 1-00 21-00 1-00 I 00l WC?�-� � `N �� O O c' 89782PE r JOB NAME : J-1860 STONE BRIDGE - D2r► ''Scale: 0.2586 J -` r '� WARNINGS GENERAL NOTES unless thnoted.. I.Bulkier d erection contractor should be advised of all General Notes 1 Th design based only upontheparameters h d t individual 7OREGON �Truss: D2 d Wg before construction building p t Applicability f dparameters andProf . C) incorporation of components the responsibility of the building designer.2.24 p web bracing must be whe a shown+ 2 Design assumes the top and bottom chords to be laterally braced may� " Y "J /(' 13.Additional tp ry bractngt sure stability dng construction CIr1 IsIh p ibility f m t Additional permanent brat ng of 2 o c and al 10 o c respectively unless braced Throughout(heir length by t 1T E: 1 2/1 6/2l)1�i 1., thea structure 1h po c b'ely f the building tlesgnercontinuous sheathing such as plywood sheath ng(TC)and/or drywall(8C). `s� 4.No load should be a a 3.2x Impact bridging or lateral bracing required where shown++ PUL SEQ. : K16�28�7 pplietl to ny compo moan(unfl ager all brat ng and 4.InsInstallation cllruss's lha responsibility ns b'llty ofthe lhe respective contractor. 1 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are toi"dry conditron''of use. [} p 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown Shim or wedge it EXP I RES: fabrication,handling,shipment and installation of components. necessary fabr g° pm°^ 7.Design assumes adequate drainage isprovided. December 16,2015 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 TPkWTCA in SCSI,copies of which wig be furnished upon request, lines incitl thjt centerlnes. 9.Digits indicatef plto in inches Mack USA,Inc./COnlpuTfus Software 7 6.7SP2(1L)E 10 For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by JP LUMBER SPECIFICATIONS 21-00-00 GIRDER SUPPORTING 37-00-00 IBC 2012 MAX MEMBER FORCES 400/DDF/C 1.00 TC: 2x4 KDOF 410679 -= LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12626) 2806 1- 6=(-2386) 10850 6- 2=( -796) 3768 RC: 2x9 ROOF SS 2- 3=( -8902) 2026 6- 7=(-2366) 10750 2- 7=(-3352) 804 WEBS: 204 ICDDF STAND; LOADING 3- 4=( -8902) 2026 7- B=(-2366) 10750 7- 3=(-1718) 7614 2x4 REDO 41OBTR A LL = 25 PSF Ground Snow (Pg) 4- 5=(-12626) 2806 8- 5=(-2386) 10850 7- 4=(-3352) 804 • TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 21'- 0.0" V 4- 8=( -796) 3768 TC LATERAL SUPPORT <= 12"0C. DON. BC UNIF LL( 437.5)+GL( 317.5)- 755.0 PLF 0'- 0.0" TO 21'- 0.0" V BC LATERAL SUPPORT 0- 12"0C, UON. • BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1919/ 860OV -94/ 94H 5.50" 13.76 ((DIP ( 625) ( 2 1 complete to trusses required. 21'- 0.0" -1919/ 85997 0/ OH 5.50" 13.76 ICDDF ( 625) • Attach 2 ply with 3"x.131 GIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP ails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. n9" oc in 1 row(s) throughout 204 top chords, '.. row(s) throughout 2x8 bottom chords, ---- - --- ----. - __. - ___ 6 no. in 2 net(-5 ^o spacing.oc- in 1 row row(s) throughout 2x9 webs. `COND. 2. Design checked for psf) uplift at 24 c VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.139" @ 10'- 6.0" Allowed = 1.004" MAX TL CREEP DEFL = -0.281" @ 10'- 6.0" Allowed = 1.339" MAX HORIZ. LL DEFL = 0.038" @ 20'- 6.5" MAX HORIZ. TL DEFL = 0.063" @ 20'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 10-06 10-06 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-08-13 4-09-13 4-09-13 5-08-03 load duration factor=1.6, • 21 _-- - 7" T Truss designed for wind loads .• • in the plane of the truss only. 12 12 6.00 r„, =M-6x6 6.00 6.0" 3 1 6\, M-3x8 M-3x8 -- A M-8x14 , i • M-8x14 •0 M 3 m o • • 1 5 .. _ 7 -'1-- B .. _. BSO x10 0.25" M-3x10 1 -M-10x10(5) • No • OFel 5-06-07 4-11-09 4-11-09 5-06-07 �� f�`. D E� 1 21-00 <r`` :9782PE r* JOB NAME : J-1860 STONE BRIDGE - D3 Scale: 0.2866 • _ - -- - - ,„• ( WARNINGS: GENERAL NOTES, unlessotherwiset d. I.Bubb and erection contractor should badvised /all GeneralNotes 1 Thisdesign based only upontheparameters M1 d' tindividual • �/s .T7 01=E. � 7©N -v, Truss: D3 and Warnings before construction building p t Applicability of design parameters and proper incorporation of component theresponsibility of the building desgoer. 92 44),r- 1 amy. 2.24 p bb g tbeinstalled whoashown+ 4fiT i • • �2 Design assumes the top and b h chords t be laterally braced at3.Additionaltemporary bracing tstabilityduring constructon (r. 12 arid at respectivelyloo braced throughout therlength bythresponsibility of the t Additional permanent bracing of continuous sheathing teh a plywood sheathing(TC)andtor drvwall(BC) ^ L nDATE: 12/16/2015 the overall structure is the responsibility Ito building designer, 3.20 Impact bridging r lateral bracingrequiredwhere shown++ `.' • SEQ. : 8(1602808 4.No load should be applied to any component until after aN bracing and a Installation of truss is the responsibility onhe respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used to a noncorrosive environment, • TRANS I D: LINK . design loads be applied to any component. and are for condition"of use. ry ry I�/� y� 5.C p T has no control over and assumes no responsibility for the 6 Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2016 fabrication,handling shipment and installation of components. necessary, • 6.Thisdesign furnshedsubjedtothe limitations set forth by 7 Design scameladedneothfagekpruss, December 16,2015 B Plates o • shall be located on both laces of truss and placed so(heir center • TPIIWiCA in BCS),copies of which will be furnished upon request. lines coincide with joint center lines. • • MITek USA,Inc./CompuTrus Software 7.6.75P2(1 L)-E N.Digits indicate size of plate In inches. 1o,For basic connector plate design values see ESR-I311,ESR-1968(MiTek) • This design prepared from computer input by • JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0. IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 ` TC: 2x4 KDIF 410070 LOAD DURATION INCREASE - 1.15 1-2=( 0) 50 2-6-(-14) 270 6-3=(0) 168 BC: 224 KDDF #10070 SPACED 24,0" O.C. 2-3-(-363) 76 6-4=(-14) 270 WEBS: 204 KDDF STAND 3-4=(-363) 76 LOADING 4-5-( 0) 50 TC LATERAL SUPPORT 0= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 Put BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD= 10.0 P5F • TOTAL LOAD = 42,0 P5F BEARING MAX VERT MAX HORZ BRG REQUIRED BPS AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 P5F Ground Snow (Pg) 0'- 0,0" -64/ 429V -38/ 38H 3.50" 0.69 KDDF ( 625) 7'- 6.0" -64/ 429V 0/ OH 3.50" 0.69 KDDF ( 625) • M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DDE TO THE SPATIAL erti cal meir�bers (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TO • P ON - - -' ---"- - ---- --- - --- - CD. 2 Design checked for net(-5 psf) uplift at 24 "o spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - - ---.. -- _. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 li MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - 0.002" @ 8'- 6.0" Allowed - 0.100" 3-09 3-09 MAX TL CREEP DEFL = -0.003" @ 8'- 6.0" Allowed - 0.133" ---_-- _ -- - "-_-'- - --- _- -- -_----- -----j MAX TC PANEL LL DEFL = -0.006" @ 2'- 0.3" Allowed = 0.228" MAX TC PANEL TL DEFL = 0.027" @ 5'- 4.3" Allowed - 0.342" 3-09 4-09 MAX HORIZ. LL DEFL = 0.001" @ 7'- 2.5" 12 12 MAX HORIZ. TL DEFL = 0.002" @ 7'- 2.5" 6.00 17, " iIM-9x9 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" M-3x5 3.,",! M-3x5 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor-1.6, \I Truss designed for wind loads in the plane of the truss only. M-1.5x4 - - M-1.5x9 / '/---,,,,,l_.1 1 Truss designed for 4x2 outlookers. 2x4 let-ins M-3x5 % IP /x M-3x5 of the same size and grade as structural top chord. Insure tight fit at each end of let-in. � Outloo lee rs mast be cut with care and are Ad rn permissible at inlet board areas only. • . .i kik.. o i a 0 0 z 6 ,......,44 ...\ M-3x9 M-1.5x3 M-3x4 • 3-09 3-09 • • 1-00 7-06 1-00 _co PROpen 2r :9782PE c JOB NAME : J-1860 STONE BRIDGE - El ,, ,r _ -.-. _ - - __ _. Scale: 0.5358 , , • WARNINGS: GENERAL NOTES, otherwise t d: .. OREGON 40 T r 1$S E I I.B ld tl ct hold b d lsed of ll Ge I N ties 1 Th d g b d ly p th p h d f dWidual "8 ' d Wg before sl ct' building P 1 Applicability of design parameters and proper L� � � �" 2.2 4 compression bb g must be whereshown+ incorporation of component is the responsibility of me building dis Bier. 3.Additional temporary b g 1 stability during construction 2 Design assumes the lop and bottom h d to be laterally bracetl of is the responsibility of the 1 Additional permanent bracing of 2 d at 10°.c.respectively unle.braced throughout their length by C!,5TE: 12/16/2015 theoverall structure is the responsibility f thebuilding desgner. continuoussin\N xIpatsheathing such asplywood ah th'here s and/or drywall(BL). h a 3.2x Impact bridging or lateralb grequiredwhe re shown++ !'^'A 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the res SEQ. : K1602809 s Design vobeusedinano respective corrosive fasteners are complete and a1 no time should any mads greater man a assumes trusses are to e.used in a noncorrosive environment TRANS ID: LINK design loads be applied to any component. aedaremr'tlry=andman•Ofuee. 5.Ca mpuTrus has no control over and assumes no respons blty forfhe 6.Oes gn assumes full bearing at all supporta shown.Shim ar wedge it EXPIRES: ��� �� 01 • li t handling,shipment andinstallationf components. necessary6 fabrication.' 7.Design assumes catedot hta°ecpr°wtled. December 16,2015 6.This design is furnished subject to thelimitations set forth by a Plates shall be located on both faces of truss and placed so their center TPIIW7CA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. G.Digits indicate size of plate In inches. MiTek USA,Inc./ColnpuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- E.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 NIDE 015170 LOAD DURATION INCREASE - 1.15 1-2=( 0) 50 2-6=(-49) 178 6-3=( 0) 140 BC: 2x4 KDDF 6168TR SPACED 24.0" O.C. 2-3=(-258) 73 6-5=1-49) 178 4-5=1-290) 102 WEBS: 2o4 KDDF STAND: 2:56 KDDF 62 A 3-9-(-226) 112 LOADING 4-5=( -16) 41 LL( 25.0)+DL( 7,0) ON TOP CHORD = 32,0 PSF 'PC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORE - 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON, TOTAL LOAD - 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA • • LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) LETINS: 0-00-00 2-00-00 LL - 25 PSF Ground Snow (Pg) 0'- 0,0" -64/ 395V -26/ 34H 3.50" 0.63 KDDF ( 625) 6'- 6.0" -33/ 2807 0/ OH 5.50" 0.45 KDDF ( 625) OVERHANGS: 12.0" O.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP --- -------- --- _.-_.- --__ �COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. ii For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. --_. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 '.. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" 3-09 2_09 MAX TL CREEP DEFL = -0.006" @ 3'- 9.0" Allowed = 0.383" MAX TC PANEL LL DEFL = -0.011" @ 2'- 0.3" Allowed = 0.228" 3-09 0-11-06 1-09-10 MAX BORIZ. LL DEFL = 0.001" @ 6'- 0.5" ('. - .--_ -_-. _ --_, MAX HORIZ. TL DEFL = 0.001" @ 6'- 0.5" 12 12 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, IM-9X9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 34):07 in the plane of the truss only. INIM-3x4 Av I m o o '1 o o . ' 1 6 6 • M-3x4 M 1.5x3 M-3x10 I • 3-09 2-09 • • • 1-00 6-06 ..[} PROp • `c3 �e� tNEFq ip 89782PE JOB NAME : J-1860 STONE BRIDGE - E2 • • Scale: 0.5051 •..L , WARNINGS: GENERAL NOTES, unless otherwise noted, 4,,, 1,Builder and erection contractor should be advised of all General Notes 1.Th design is based only upontheparameters h d' f individual "7 O�3. " OREGON T ru s S: E 2 d Warnings before construction commences building mponent Applicab lily of design parameters nd proper � 42 ` incorporation acomponent theresponsibility of the bdld'ngdesigner. 2.24 p web bracing must be nr shown+ 2 Design assumes the tap and bottom chords t be lateral lybraced at apy .3.Additional tp ary bracing to stability during construction In responsibility or the erector.Atldl Ip permanent bracing of 2 and at l0 oc respectively I baa throughout their length by 'fir DuTE: 12/16/2015 theII structure is the responsibility f thebuilding desgner, continuousmpactsheathing steno plywoodsheathing(TC)reshow .tlrywalllBC) h� � IF S4 4.No load should be applied to an component after all bracing 3.20Impac(bridging osr lateral0 bracingrequiredowhere shown++ - Ti s SEQ.: K_602810 any gand 4 Installation of truss the responsibility f the respective contractor. • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are la be used Ina non-corrosNe environment, TRANS ID' LINK design loads be applied to any component, and are or"dry condition.'of use. p p c 12/31/2016 y /��y 5.C p T has no control over and assumes no responsibility Dr the 6 Design assumes full bearing al all supports shown Shim or wedge if EXF-IREi7. 1GI 1JCV V ry fabrication,handling,shipment andinstallation f7.D 'g assumes adequate dranage's provided. December 16,2015 6.Ths design s eded subject to thelimitationsset forth by 8.Plates shall be located on both faces of truss and placed so their center /W • TPIICA in Boot,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate see of plate in inches. MiTek USA,Inc,/CompuTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ES R-1988(MiTek) I This design prepared from computer input by '.. JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6-(-42) 207 6-3=1 0) 124 BC: 25.4 I<DDF NISRTP SPACED 24.0" O.C. 2-3-(-251) 84 6-5=(-42) 207 4-5=(-305) 111 WEBS: 254 ICDDF STAND 3-4=(-253) 101 LOADING 4-5=(-309) 111 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <= 12"OC. RON. DL ON BOTTOM CHORD - 10.0 PSF • TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 0-00-00 2-00-DO LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -66/ 915V -28/ 35H 3.50" 0.66 ROOF ( 625) 'OVERHANGS: 6'- 11.5" -35/ 301V 0/ OH 5.50" 0.48 KDOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C OND. 2: Design checked for net(-Spsf) uplift at 24 c spacing. BOTTOM CHORD CHECKED FOR lOFSF LIVE LOAD. TOP --- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-09 3-02-08 MAX LL DEFL = 0.008" @ 5'- 2.8" Allowed = 0.310" I_-- --- --- - "_-- T MAX TL CREEP DEFL - 0.009" @ 5'- 22.8" Allowed = 0.414" MAX LL DEFL - 0.000" @ 0'- 0.0" Alloweo - 0.003" 3-09 1-04-04 1-10-04 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.004" 12 12 MAX HORIZ. LL DEFL - 0.001" @ 6'- 6.0" • 6.00 ........]6.00 MAX HORIZ. TL DEFL = 0.002" @ 6'- 6.0" Design conforms to main windf orce-resisting IIM-9x9 system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, End vertical(s) are exposed to wind, • '/ - Truss designed for wind loads '' �� M-3x4 in the plane of the truss only. I /% 1 1 N / � - m t o V -':‹ ,M-3x4 M-1.5x3 M-3x4 • 3-09 3-02-14 1-00 6-11-08 • gyp L ,,j �GtNE �SA, 144 8.782PE JOB NAME : J-1860 STONE BRIDGE - E3 ' . .:. Scale: 0.5038 1 WARNINGS GENERAL NOTES s otherwise t d: y OREGON "‘�' Truss: E 3 1.Builder d tion contractor should be advised of all General Notes 1 Th d g based only up theparameters shown and is for an individual and Warnings before construction commences building component.Applicability ofd 'g parameters and proper "�./,, ., 4iiY { 2.2 4 p web bracing must binstalled where shownincorporation of component lathe responsibility of the building designer. +1♦!� e-f 7 3.Additional temporary brat ng to ns stability during construction 2 Design assumes the lop and bottom chortle to be laterally braced at ,4 n\ is the of the erector.Additionalp ane nl bracing o! 2 tla110 o.c respectively unless braced throughout their length by UL Ti C`.o TE: 12/16/2015 Ii continuous sheathing such as plywood 'ng(TC)and/or drywall(BC). the overall structure is the mspons b I N of the building designer. 3.2x Impact bridging or lateral bracing required where shown<< - 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the res SEQ. : K1602811 P h corros contractor.environment, fasteners are complete and at no time should any logits greater than 5 Design assumes busses are to be used in a non-corrosive env ronmenf EXPIRES: 12/31/2016. TRANS ID: LINK aesgnloads beapplied many componeM and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6 Design assumes full bearing al all cuppoac shown Shim or wedge f fabrication,handling,shipment natagafon of components. neeeaaary. December 16,2015 g s pmen 7.Design assumes adequate drainage is provided. 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 li TEl in BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. '.. • 9.Digits indicate size 0tplate in inches. Mask USA,Inc./CompuTrus Software v7.6.6SP2(1L)-Z 10.For basic connector plate design values see ESR-1311,ES R-19138(MiTek) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 19'- 0.0" IBC 2012 MAX MEMBER FORCES 405/DDF/Cq=1.00 TO: 2:<4 KDDF h16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-7=(-273) 1053 3-7=1 -369) 251 BC: 2:04 KDDE Sh BTR SPACED 24.0" O.C. 2-3=(-1254) 339 7-6=(-204) 876 7-4=( -74) 493 WEBS: 2x4 KDDF STAND; 3-4=( -900) 218 7-5=1 -174) 187 206 KDDF 62 A LOADING 4-5=( -893) 232 5-6=(-1016) 238 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -106) 118 TC LATERAL SUPPORT <= 12"0.C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -107/ 910V -86/ 929 3.50" 1.46 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19'- 0.0" -96/ 805V 0/ 0H 5.50" 1.29 KDDF ( 625) • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1.504 or equal at non-structural vertical members (uon) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP '.� AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ., For hanger specs. - See approved plans - - --- COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.030" @ 5'- 2.5" Allowed = 0.913" MAX TL CREEP DEFL = -0.056" @ 5'- 2.5" Allowed = 1.217" i. MAX BORIZ. LL DEFL = 0.014" 8 15'- 6.5" MAX HORIZ. TL DEFL = 0.022" @ 18'- 6.5" ' 10-00 9-00 Design conforms to main windforce-resisting •• 5-03-04 4-08-12 4-06 4-06 --. - system and components and cladding criteria. r f T 12 72 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • 6.00 ',f „�.M-4x4 6 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads M-3x3 1� M-3x5 in the plane of the truss only. \ M-1.5x9 M-2.5x4 or equal at non-structural diagonal inlets. M-1.5x4 \�1 M-3x5 / / M-3x5 Truss designed for 4x2 outlookers. 2x4 let-ins M-1.5x3 �. of the same size and grade as structural top M-3x9 chord. Insure tight fit at each end of let-in. ® outlookers must be cut with rare and are M-3x5 3 M-3x5+ permissible at inlet board areas only. ® M-3x5+ M-1.5x4 ® M-1.5x3 M-3x5 / ›- .-1-"' • • • 6 0 o I 1M-3x9 -3x8 M-3x10 I 10-00 9-00 -\ ,cv PRo fi4.h ` 1-00 19-00 •�� �GtNE4- -37' :9782PE r • JOB NAME : J-1860 STONE BRIDGE - F1 , .,n • Scale: 0.3112 w WARNINGS GENERAL NOTES, otherwisenoted: r - J y OREGON ''N Builder and tion contractor should badvised of all General Notes 1 This designbased up the parameters shownand for an indRidual � � rTrUSS: F1 • d Warnings before construction balding co ponent Applicability of design parameters and proper • • incorporation of component k the of the building designer.2.2x4 compression web bracing must binstalled here shown+ 2 Design ss the top and bottom chords to be laterally braced al 1:44b •Iiiy {S ,• 3.Additional temporary brat ng to nsstability during construction i`V2oc and at10'o.c.respectively unless bated throughout Mer length by . 1 is the responsibility of the erector.AdditWnalp nent bracing of continuoussheathing h plywood sheathing(TC) drywall(BC). PAU• L C;\ 11/16/2015 theoverall structure is the responsibility f thbuilding designer. 3.2x Impact bridging t I bracing requiredwhere shown ++ • SEQ. : K1602812 4.No load should be applied to any component until l after all bracing and 4.Installation of truss's the responsibility the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design umes trusses are to be used in a non-corrosive environment, TRANS ID: LINK desgnloadsbeappliedtoanycomponent d 1 raryc°nation mode b Design e¢f°"bearing at all supports¢^°w^.51;m or wedge it 5.CoepuTrus has no control over and assumes no responsibility for the EXPIRES: 12/31/2016 • fabrication,handling, h necessarysum ¢ Pmenland installation of components.nenls 7 Design assumes adequate drainage isprovitletl. December 16,2015 • 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 TPIANTCA in BCSI copies of which will be furnished upon request. lines coincide with loint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompaTrus Software 7.6.7-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 19'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2,4 KDDF 9168TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 8-(-273) 1051 3- 8-1 -369) 251 BC: 2,4 KDDF H 6BTR SPACED 24.0" 0.0. 2- 3=(-1252) 338 B- 7=(-192) 818 8- 4-) -67) 457 WEBS: 2"4 KDDF STAND; 3- 4=) -898) 218 8- 5=( -118) 171 2,6 KDDF 42 A LOADING 4- 5-( -87E) 229 0- 7=(-1174) 303 LL) 25.0)-EL) 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-1013) 298 TC LATERAL SUPPORT <= 12"0C. UON, DL ON BOTTOM CHORD - 10.0 PSF 6- 7=( -22) 71 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD - 42.0 PSF LETINS: 0-00-00 2-00-00 LL = 25 POE' Ground Snow (Pg) BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -107/ 910V -86/ 92H 3.50" 1.46 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NCT BEING MET. 19'- 0.0" -96/ 805V 0/ OH 5.50" 1.29 KDDF ( 625) '.. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP For hanger specs. - See approved plans 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.053" @ 14'- 6.8" Allowed - 0.912" MAX TL CREEP DEFL = -0.105" @ 14'- 6.8" Allowed - 1.217" MAX HORIZ. LL DEFL = 0.014" @ 18'- 6.5" MAX HORIZ. TL DEFL = 0.022" @ 18'- 6.5" 10-00 9-00 T Design conforms to main windforce-resisting 5-03-04 4-08-12 4-06 2-08-06 1-09-10 system and components and cladding criteria. 12 Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 6.00 -"' IN-4x4 6 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ',, load duration factor=1.6, 4.0" Truss designed for wind loads 4 in the plane of the truss only. � I/ 1.1 ..›)(--,�1 M-1.5x34 �\ M-1.5x3 3 ~5 64 M-3x9 \ , Imo/ \ m �a I A -! �' o o M-3x4 M-3x8 M-3x10 ' 10-00 19-00 9-00 �c4E1D PRQFs 1-00- _. - - --- -- 0 -37 8.782PE <' JOB NAME : J-1860 STONE BRIDGE - F2 Scale: 0.2987 '..s.. I WARNINGS: GENERALNOTES I th t d ,,, OREGON J 1.Budder d erection contractor should be advised of all General Notes 1 Thisdesign based only upontheparameters shownand is forindividual OREGON as Truss: F2 d Wg before construction commences. building component.Applablity of design parameters d proper 2.24 compression web bracing must be where shown+ incorporation at component theresponsibility of the building designer. /� f � 3.Additional temporary braing to stability during construction 2 Design assumes the tap and bottom chords t be laterally braced al 11/9.,.... ''7 ',/ '�;,,) is tM1 p tatty of the erector Addti Ips nl braing of 2 and at to he re spectl ty I ss braced throughout the rlength byr.s �a DATE: 12/16/2013 continuous sheathing such as plywood sheathing(TC)and/or drywau(8C) ,-AUL ` the overall structures the responsibility of building 3 29 Impact hrdgng or lateral bracing required where shown+. +'S t.. SEQ. : 101602813 4.No load should be applied to any component until eller all bracing and 4 Installation of russ is the responsibility of he respeccve contractor, fasteners are complete and at no time should any loads greater than 5.Design a non- corrosive trusses are to be used in a nonorrosive environment, TRANS ID: LINK !� design loads be opted to any component. and are for dry or on of use. cc 5,C p Trus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if E^P+RE,J. 12/31/2016 f b t n handing shipment and installation of components. necessary 6.This designs furnished subject to the limitations set forth by7.Design assumes be c ted one drainage o Crus provided December 16,2015 B.tPlatesines s shall be located on both faces of truss,and placed co their center TPNARCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. Wick USA,Ins./CompuTrus Software 7.6.7SP2(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • • This design prepared from computer input by i'. JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.0O TC: 204 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 36 2-4-(-16) 18 3-4-(-62) 42 BC: 204 KDDF #16RTR SPACED 24.0" O.C. 2-3-(-50) 22 WEBS: 2:.4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. 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"0C, UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -66/ 297V -9/ 31H 5,50" 0.48 KDDF ( 625) OVERHANGS: 12.0" 0.0" 2'- 6.0" -7/ 85V 0/ OH 5,50" 0.14 KDDF ( 625) • LL = 25 POE Ground Snow (Pg) " For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL _._ Ic .._ p f at "oc spacing. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. iCOND. 2 Design psf) uplift 24 checked for neti, BOTTOM CHORD CHECKED FOR lOPS'F LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.003" @ 1'- 1.8" Allowed = 0.098" 2-04-04 0-01-12 MAX TC PANEL TL DEFL - 0.003" @ 1'- 1.8" Allowed - 0.147" 12 MAX HORIZ. TL DEFL - 0.000" @ 2'- 4.3" 4.00 • Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, 11=15ft, TCDL=4.2,BCDL-6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor.-41.6, '.. End Vertical(s) are exposed to wind, • Truss designed for wind loads M-1.5x3 in the plane of the truss only. • 11 11 Do o :i 1/ �- -i j _ 2 -l *c 4 / M-3x4 M-1.5x3 • • •1 1-00 2-06 • ���ED P R CIF 6' C' 89782PE 17' JOB NAME : J-1860 STONE BRIDGE - G1 -»rw(r - Scale: 0.7395 411,4,: WARNINGS: GENERAL NOTES Ih 1 d Truss: Cil 1.Builder and tion contractor should be advised of all General Notes 1 Thisdesign-based only upontheparameters h d' f individual -'� EG0 d Wag before construction commences building p t Applicability f deparameters and prop t, 2.2 a p bb g tbinstalled here showne incorporationot component'theresponsibility of the building designer. ,sy � � f {.+ �� 3.Additional t 2 Design assumes the lop and bottom chords to be laterally braced at 7 :! temporary bracing stability g construction enc and t10 . theis responsibility f tht Additionalp t bg f respectively bated throughout their length by DATE: 12/16/2015r Incoverall structurethe responsibility of the building tl go mucussheathing h plywood sheathing(TC)reshown ..rywall(eC). + n�y Ql 4.No load should be applied to any c t until after ell bracing 3.Installation 11 tionofact bridging tlat Ib grequirederespeshown�a ,(.4 L. l 5`EQ. : KI6 2814 component gantl 4 Installationofts trusses sthe are to beutyoftherespectvecontrairon '., I fasteners are complete and et no lime should any loads greater Than 5.Design assumes trusses are to be used in anon-corrosive environment, TRANS ID: LINK design mads be applied to any component. and are for condition"of use. 5.G p T s t andresponsibility for the 6 Design ass IIIb 'ng at all supPorlc shown.Bnim or wedge it EXPIRES. 12/3.1/2016 jl li b t handling,shipment dinstallation fcomponents. ssary 7.Design assumes adequate drainage ispro"ded. December 16,2015 6.Thls design is fur h d subject to the limitations set forth by a Plates shall be located both faces of truss and placed so their center li TPI/WTCA in BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.6.7-SP2 1t.-E 9.Digits indicate size of plate in inches. MiTek USA,Inc./Com P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) SymbolsN umbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. NIL. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See SCSI. 0.1/16' 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ O IIi4 p bracing should be considered. 1 311.1 r; �-� U3. Never exceed the design loading shown and never ME O � stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cz s co-? cs-b designer,erection supervisor,property owner and plates 0 'A6' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. j connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in Mitek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362,ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that it Indicated by symbol shown and/Or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSO approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports) occur. Icons vary but 16. ©2012 MiTek®All Rights Reserved approvalDonotcut ofor an engineer.altertruss member or plate without prior ... reaction section indicates joint - number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. f�11.11 1.--'-::101MI I18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTeIC20.Design assumes manufacture in accordance with r Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate i Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013