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Plans r /A03 ��SGJ I.ys? Wert, 30'-0" 1 RECEIVE• / JUL 16 2015 ' 'CITY OF TIGARD ASJ1 _.__ __._ ASJ1 BUILDING DIVISION ASJ2 —_.—.— --._— ASJ2 / / .._ ,14/2,. 5:12 . . ._. .. ...AH5 .. .W. .. ..... .. .5) 5:12 ti J Al (9) . . zq 5:12 ... • . . , AH5 .. ..._M. - - - • , .. .. '1 3 _... . - ... .�6', ._. . . ... .B111(2) -- 5:42', ------- .=�\__ BSJ2 P,A IBM& ..k, BSJ1 ,. .■.- I la CSJ2 —___----- -----:fmt'c■fl_._. 1 \ NI CSJ1 _. / � I, - _ L1ls21 5.1L ti Q ��\ co 21.,C,- __r,a�iwi- 3 V' 3 U 01 3 •- t N Cl / / I18'-6" 11'-0" 0'-3° ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 07/13/15 PRu SCA CALCULATIONS AND ENGINEERED STRUCTURAL t PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER i fiiI � J-1853 STONE BRIDGE HOMES INFORMATION BUILDING DESIGNER/ENGINEER OF RECORD PLAN' DRAWN BY: JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS p TO TRUSS CONNECTIONS.BUILDING 362B / OPT3-J-185 CHECKED BY: DESIGNER/ENGINEER OF RECORD TO 9c TRUSS. REVIEW AND APPROVE OF ALL C O M P A N T DELIVERY LOCATION: SCALE: REVISION-3. DESIGNS PRIOR TO CONSTRUCnoN. `,\ 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. iii ' MiTekA MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-1853 STONE BRIDGE HOMES 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: K1301207 thru K1301239 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. co v\GINE - 2 <4. 89782PE v� 5�2 OREGON 94 FiT PAULR� VEXP/1(1r;r: 2/31/2016 July 13,2015 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. mit MiTekt MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-1853 STONE BRIDGE HOMES 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: K1301207 thru K1301239 My license renewal date for the state of Washington is December 20,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ?AUL RI` 0�WAS c � 11 +,51976 4 `I• . V14 ` July 13,2015 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 I. This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF 1416BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2- 8=1-332) 1958 2- 3-1-2220) 503 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3=( -464) 232 8- 9=1-168) 1331 3- 8=1 -386) 272 WEBS: 2x4 KDDF STAND 3- 4=(-1983) 447 9- 6=1-385) 1958 8- 4=1 -113) 694 LOADING 4- 5=(-1983) 447 4- 9=1 -112) 694 TC LATERAL SUPPORT 0= 12"DC. UON. LL( 25.01•DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1 -4641 232 9- 5=) -386) 272 BC LATERAL SUPPORT <= 12"DC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 87 5- 6=(-2220) 503 TOTAL LOAD = 42.0 PSF OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -237/ 14880 -121/ 121H 5.50" 2.38 KDDF ( 625) _•LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 30'- 0.0" -237/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. .CQNR._2:_.Ddisign checked-1oz_nel.L-_5_..p=-f1.upliLC_at_29 oc_spicing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 " MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.343" 8 -2'- 0.0" Allowed = 0.267" MAX LL DEFL - -0.103" @ 20'- 0.0" Allowed = 1.454" MAX TL CREEP DEFL - -0.207" @ 20'- 0.0" Allowed = 1.939" MAX LL DEFL - 0.040" @ 32'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 32'- 0.0" Allowed = 0.267" MAX HOP.IZ. LL DEFL = 0.039" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.064" @ 29'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 15-00 15-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -- -------- - -- -- load duration factor=1.6, Truss designed for wind loads 7-06 7-06 7-06-09 7-05-07 in the plane of the truss only. 12 12 5.00 M-9x6 `x]5.00 9.0" 3:0 pp'' M-3x4 M-3x9pAUT, aV� wns �`� t M-1.5x3 M-1.5x3 Fv /. [a. �,�. CO r • 0 1 2LM-4x6 80 9 MI6 �, - o �"(! �, 51976 �4' - 5" M-3x4 M-4x6 OA, ' IST �G. ' 10-00 10-00 10-00 �\c; C4 j E.E(S, 30-00 2-00 ,, :9782PE ' JOB NAME : J-1853 STONE BRIDGE HOMES - Al . Scale: 0.2121 V .• WARNINGS: GENERAL NOTES. unless omerwse noted' I (�� REGON I.Builder and erection contractor Mould be advised of all General Notes I.This design is based only upon the parameters shown and is for an indwdwt j •• ON. Truss: Al and warnings before construclon commences. building component.Applicability of deagn parameters and proper i ♦ Q 2.2r4 compression web bracing must be eslabd where shown•. incorporation of component s the neaponab4ay of me building higher. v V n+ 3.Additional temporary bracing to insure wabaiy during construction 2 Deign assumes the top and bottom chords to be laterally brawl at �� q RY 15 _1��(- rs me responsibility m the erector.Additional permanent bracing m 2'o.c.and at m'p.p.respectively unku braced throughout their tenpin M Q V DATE: 7/13/2015 Ins overall structure is the responsibility ontinuous sheathing such as plywood sheathing(%)and/or drywall(BC). PA U L a'\ ponsibiXN of the building designer. 3.2r Impact budging or lateral bracing required where shown•• SEQ.: K 1 3 012 0 7 4.No road should be applied to any component until after a bracing and 4.Installation of truss is the responsibility of respective contractor. • fasteners are complete aria at no lime should any bads greater man 5.Design assumes trusses are to be used in a ran-corroswe environment. TRANS ID' LINK design loads be applied to any component. end,:,Ic 25 condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge it ne fabrication.handling shipment and installation of components scary EXPIRES: 12/31/2016 7.Design assumes adequate drainage aprovded. July 13,2015 6.Ths design is furnished subpG to the lmtalwns set forth by 6.Plates shall be located on both races of truss and placed so their center TPINTCA in BCSI copies N conch will be furnished upon request. lines coincide with pint center lines. ' MrTek USA,InclCOmpuTrus Software 7.6.7SP214L1-E . 9 Dfgd.indicate see of plate�n exiles. 10 For basic connector plate design values see ESR-1311.ESR-1960(1ATek) This design prepared from computer input by - JP LUMBER SPECIFICATIONS 30-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=1 0) 86 2- 9=(-1472) 4494 9- 3=1 -350) 1388 BC: 2x6 KDDF #16BTR 2- 3-(-5052) 1726 9-10-1-2692) 7256 9- 4-1-2984) 1318 WEBS: 204 KDDF STAND; LOADING 3- 4=(-4494) 1576 10-11=(-2712) 7330 4-10=1 0) 368 2x4 OF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=1-7286) 2780 11-12=(-2712) 7330 10- 5=1 -46) 50 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6-1-4492) 1576 12- 7-1-1472) 4492 11- 5=1 0) 368 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 24'- 0.0" V 6- 7-1-5048) 1726 5-12=1-3056) 1336 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 24'- 0.0" TO 30'- 0.0" V 7- 8=1 0) 86 12- 6-1 -346) 1380 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 30'- 0.0" V NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+01,I 70.0)= 320.0 LBS @ 24'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -851/ 2684V -53/ 53H 5.50" 4.29 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 30'- 0.0" -851/ 2684V 0/ OH 5.50" 4.29 KDDF ( 625) OVERHANGS: 24.0" 24.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP CONS. 2: Design checked for net(-5 psf) uplift at 24 "oc soaci�lg. Attach 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered: MAX LL DEFL = 0.010" @ -2'- 0.0" Allowed = 0.200" ' ' ' 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.011" @ -2'- 0.0" Allowed = 0.267" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.211" @ 11'- 11.8" Allowed = 1.454" 9" on in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.415" @ 11'- 11.8" Allowed = 1.939" MAX LL DEFL = 0.010" @ 32'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.011" @ 32'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.045" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.074" @ 29'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 5-11-11 18-00-10 5-11-11 - --- ---------- ( -._.----------- ----._. 7 5-11-11 5-08-09 6-05-11 5-10-05 5-11-11 _-.-_._ --. - 320# 1--_- T +3206 1 5.00 [7.:,-- M-9x6 M-9x6 ��7 5.00 PAUL RI M-3x5 M-3x10 RI, 4 5 ov WAS '+ /1..,-. , (61 ' 3 M-3x6 j j.- 3x6 �� O�4 i • o 1 2 9 10 11 12 i. M 0.25" \ $'76,c1 M-3x5 M-1.5x3 M-3x5 z, *a1ST M-7x8(5) s 0I L y 140 ij 424R• •(1 5-07-13 6-03-15 6-02-03 6-02-03 5-07-13 1 )�/ E N 2-00 30-00 �` 9 I 9 - 4 :9782PE r JOB NAME : J-1853 STONE BRIDGE HOMES - AH1 - Scale: 0.2371 u + WARNINGS GENERAL NOTES, unless othenwise noted: C/' I.Builder nit erection contractor should be advised clad General Notes I.This design is based oNy upon the parameters shownandisforanindivklual '74,,&•R EGON o Q` Truss: AH 1 and Warnings before construction commences building component.Applicability of design parameters and proper [T 2.2x4 compression web bracing mull be installed where shown.. incorporation of component is the responsibility of the building designer. ''1,9, . (� i' 3.Addition&temporary bracing to insure stability during construction g�Deugn assumes the lop and bottom chords to be late ra IN braced at � Y `✓' is the responsibility ul the erector,Additional permanent bracing of Y o.c.and e110'o.c,respectively unless braced throughout their length by \ DATE: 7/13/2015 the overall structure is the responsibility of the building designer. continuous shea^hino such as plywoo h athing(TC)and/or drywall(BC), �}/{u L �' p N g g er. 3.]x Impact bridp p lateral bracing required where shown.. r'S SEQ.: K1301208 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 lime should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be app lied to any component. adarefarudryconddion'awee- 5.CampuTrus has no control over and assumes norespo nsibiliylorthe 6.DecsegnaasaumeslvibearingataSsupponashown.Shimarwedoell EXPIRES: 12/31/2016 fabrication,handing,shipment and installation of components, °ry - 7.plates auumelocatedon drainage is truss. July 13,2015 6.This design le furnished wbkct to the imitations set forth by 8.Plates shall be located on both laces o/truss.and placed so their center TPVWTCA to SCSI,copes of which will be furnished upon request. Ines coincide with pint center Ones. 9.Digits indicate sae of plate in inches, MiTek USA.Inc./CompuTrus Software 7.6.75P2(1L)-E 10,For basic connector plate design values see ESR-1311.ESR-1900 IY4Tek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2-11=1-511) 2054 2- 3■(-2336) 702 BC: 2x4 KDDF 815BTR SPACED 24.0" O.C. 2- 3=( -428) 326 11-12=1-901) 3379 11- 3=( -96) 689 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 12-13=1-928) 3403 11- 5-1-1441) 445 LOADING 3- 5=1-2054) 664 13-14=1-928) 3403 5-12-) 0) 248 TC LATERAL SUPPORT <= 12.3C. UON. LL) 25.0)00L( 7.0) ON TOP CHORD- 32.0 PSF 5- 6=1-3394) 1003 14- 9=1-579) 2053 12- 6=( -47) 51 BC LATERAL SUPPORT <= 12"DC. VON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8-1-2053) 664 13- 6=) 0) 244 TOTAL LOAD- 42.0 PSF 7- 8=( 0) 0 6-14-1-1462) 447 8- 9=( -428) 326 14- 8=( -94) 685 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 87 8- 9-1-2336) 703 ALL FLAT TOP CHORD AREAS NOT SHEATHED - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 24.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP 0'- 0.0" -286/ 1488V -55/ 55H 5.50" 2.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 30'- 0.0" -286/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.043" @ -2'- 0.0" Allowed = 0.267. MAX LL DEFL ■ -0.229" @ 11'- 11.8" Allowed - 1.454" MAX TL CREEP DEFL - -0.465. @ 11'- 11.8" Allowed = 1.939" MAX LL DEFL - 0.040. 8 32'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL - -0.043" @ 32'- 0.0. Allowed - 0.267. MAX HOP.IZ. LL DEFL = 0.064" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.108" P 29'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 7-11-11 14-00-10 7-11-11 5-04-05 2-07-06 3-08-09 6-05-11 3-10-05 2-07-06 5-04-05 I - - , ,-- -_-_ _ I 1 I 1 6-00 6-00 q 7 T 12 12 PAUL RI.� 5.00 G' M-4x12 �� M-4x12 a 5.00 WAS �' M-3x5 M-3x10 p� itiA, �� 6 6 141111111414111111114040.44144441.14414004.M-1.5x3 �' Qa M-1.5x3 + M y� `• P.,co - _ o .off 5197b k)�0 2 i-' 11 1 13 lq 9 0 Jo t ,,,,�� M-4r.6 M-3x5 U•25r� M-1.5x3 M-3x5 M-4x6 CIt'� 4'Gis = . M-5x6(5) At 5-07-13 6-03-15 6-02-03 6-02-03 5-07-13 y t-„\ 04 �- 1 1E� VA')�O2 2-00 30-00 2-00 89782PE yr • JOB NAME : J-1853 STONE BRIDGE HOMES - AH2 ,•_,,,�' , r - . Scale: 0.2121 --_, WARNINGS - GENERAL NOTES, unkuoh tetl' Truss AH2 I.Budder ra erection contraclor should be advised f all General Notes This daalg is based orgy upon parameters shown and is for an individual 9i OREGON O'� • and Warnings before construction co building component.Applicabday I design parameters and proper �/&'1 Z 4:<- 2.2.2a4 compression web bracing must b died wbere shown•. incorporation of component.IM ago aegay of me budding designer. "T RY 15 3.Adddional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to M laterally braced at �� is me responppilBy aline erector.Additional permanent bracing of o.c.and.t 10 o.c.'such a ply wens saIhin)TC)an throughout their length by !!11\ continuous sheathing such as plywood sheathing(TG)s andrnr drywall(BC). p/e U l R DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.c2„Impact bridging or lateral bracing required where shown.. PAUL SEQ.: K 13 012 0 9 4.No load should be applied to any component until after el bracing and 4.Installation of russ is the responsibility of respective contractor. a 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 design loads be applied to any component. and are tor"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility forme B.Design assumes fog bearing n,11 eupppna shown.Shim or wedge d EXPIRES: 12/31/2016 fabrication.handling.shipment and installation of components. necssary.um 7.Design assumes adequate drainage is prodded. J Uly 13,2015 6.This design is furnished subject to the lmibMns sat forth by B.Plates shall be located on both laces of truss.and placed so their center TP WdiGA in BC 51.copies of whie.h MI be 1wnmMd upon request. lines coincide wall pmt center lines. _ S.Nils indicate see of plate in inches. Wel<USA,Inc./CompuTrus Software 7.6.7-SP211LFE 10.For basic connector plate design values see ESR-1311 ESR-1988 PATO) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2-10=(-411) 1897 2- 3=(-2333) 674 BC: 2x4 KDDF 1$16BTR SPACED 24.0" O.C. 2- 3=( -251) 372 10-11=(-415) 2146 3-10=( -49) 163 to WEBS: 214 KDDF STAND 3- 4=(-2050) 478 11-12=(-415) 2146 10- 4=( -31) 447 LOADING 4- 5-(-1838) 476 12- 8=(-467) 1897 10- 5=( -389) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1838) 476 11- 5=( 0) 109 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2050) 478 5-12=( -389) 176 TOTAL LOAD = 42.0 PSF 7- 8=( -251) 372 6-12=( -31) 447 - - ---- -- B- 9=( 0) 87 12- 7=( -49) 163 NOTE: 2x4 BRACING AT 24"OC ION. FOR LL - 25 PSF Ground Snow (Pg) 7- 8=(-2333) 674 ALL FLAT TOP CHORD AREAS NOT SHEATHED --- --- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 24.0" 0'- 0.0" -227/ 1488V -83/ 83H 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 30'- 0.0" -227/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "occcspacijtg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.115" @ 15'- 0.0" Allowed = 1.454" MAX TL CREEP DEFL = -0.230" @ 15'- 0.0" Allowed = 1.939" MAX LL DEFL = 0.040" @ 32'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.043" @ 32'- 0.0" Allowed - 0.267" MAX HORIZ. LL DEFL = 0.045" @ 29'- 6.5" MAX HORIZ. TL DEFL - 0.074" @ 29'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9-11-11 10-00-10 9-11-11 Truss designed for wind loads in the plane of the truss only. 1 4-09-14 5-01-13 5-00-05 5-00-05 5-01-13 4-09-14 -I- i 1 1 1 12 12 5.00 M-4x6 M-4x6 a 5.00 M-3x8 5 \ pAUL M-3x5 3 7 M-3x5 01r wASAr ��/"'�:N, J M-1.5x3 j� - /�� jj=15x3 I V► t:>. cep ° 2- 10 11 12 0.25" k29 ?-4x6 M-3x8 M-3x8 M-4x6 1-sT G' .4 M-5x6(8) 4::.V . G Y I ) y i I' 9-06-01 5-05-15 5-05-15 9-06-01 4010r IA -EF `.P.C1 2-00 30-00 _ R 29 �' 89782PE r JOB NAME : J-1853 STONE BRIDGE HOMES - AH3 • Scale: 0.2371 "�"..,- QJ''' WARNINGS: O.The de gn I,NOTES, unless o the vnse mete: "9,e OREGON I.Bieber and erectbn contractor should be advised of all General Notes 1.TIPS design is based oNy upon I parameters shown and is for an individual ,�/ h� Truss: AH3 and Warnings before construction commences. building component.Applicability of design parameters and proper /, f1 V 2.2sa wmpreevon web bracing must be installed where shown.. incorporation of component is the responsibilly of the building designer. �.�g C/ Y �4 �.AtldAional temporary bracing to Insure stability doing construction 2.Design assumes the lop and bottom chords to be laterally braced at 7,9 4 R A 6' ,, is the responsibility of the erector.Additional permanent bracing or 2'o.c.and at 10 o.c.respectively sink.braced...ghoul their kngth by DATE: 7/13/2015 Me overall structure is the rea biu of building des co^linuousshealgi or auerlbacng ieuited w9resanmo,erywaIIIBC). �.7A' I} �� ponsi b o g gne r. 3.2e Impact britivinp or lateral bracing required where shown.. �"5 u L SEQ.: K130 1210 4.No bad should be applied to any component until after al bracing and 4..Installation ionoftts truss the responsibility a biltseof n.e respective or.environment, fasteners are complete antl at no time should any bads greater than g TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CO pulruehasncontrol erandassumes no responsibility for the 6.Dasignas esfaabeatlngalallaupportsswwn.ammorwedge:1 EXPIRES: 12/31/2016 j fabrication,handling, rysum shipment and installation orcomponents. 7.Design assumes adequate drainage is provided. July 1 3,201 5 1 8.This design Is furnished subject to the limitations set forth by B.Plates shat be located on both faces of buss and placed so their center TPI N/oGA In BGSI,copies of which wi4 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(sosTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Bl&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2-12=1-524) 1897 2- 3=1-2333) 811 BC: 2x4 KDDF 411&BTR SPACED 24.0" O.C. 2- 3=1 -251) 372 12-13=1-618) 2146 3-12=( -49) 148 WEBS: 2x4 KDDF STAND 3- 4=(-2050) 647 13-14=1-618) 2146 12- 4=( -47) 447 LOADING 4- 5=( 0) 0 14-10=1-592) 1897 12- 6=( -389) 222 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1838) 626 13- 6=( 0) 109 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8=(-1838) 626 6-14=( -389) 222 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 0 8-14=1 -47) 447 --- 8- 9=(-2050) 647 14- 9=( -49) 148 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 -251) 372 9-10=(-2333) 812 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 87 _• LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 24.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -291/ 1488V -83/ 83H 5.50" 2.38 KDDF ( 625) 30'- 0.0" -291/ 148BV 0/ OH 5.50" 2.38 KDDF ( 625) - !COND. 2: Design checked for net1-5 psf) uplift at 24 "oc spyi}Ig. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.115" @ 15'- 0.0" Allowed = 1.454" MAX TL CREEP DEFL = -0.230" @ 15'- 0.0" Allowed = 1.939" MAX LL DEFL ■ 0.040" @ 32'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 32'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.045" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.074" @ 29'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-11-11 6-00-10 11-11-11 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), I T load duration factor=1.6, 4-09-14 4-09-14 2-03-14 3-00-05 3-00-05 2-03-14 4-09-14 4-09-14 Truss designed for wind loads -- 1 I I I T T 1 in the plane of the truss only. 10-00 10-00 -T 1 12 M-4x6 7 M-4x6 12 5.00 M-3x8 a 5.00 6 �, pAUL RI, Q • / % WASg M-3x5 \ .M-3x5 ,O V I� h /r'7'" C_X Fri 4 9 M-1.5x3 M-1.5x3 co ' _ - �t o .0 v"; o l z 12 ee 19 m10 0 ,� 5197b ct� iM-4x6 M-3x8 �•25= M-3x8 M-4x6 �.y��,s�Cl$'j'E1Z�G, ' M-5x6(S) •1 1 I / 1, b b 11:. el 9-06-01 5-05-15 5-05-15 9-06-01 y �\�� VN � E.4 iv 2-11 30-00 2-00 " 89782PE 9r JOB NAME : J-1853 STONE BRIDGE HOMES - AH4 • Scale: 0.2121 - Z 1 WARNINGS: -- GENERAL NOTES, unba oth noted'. I C/ \ Truss: AH4 1.Butlderand erectincontractor should be advised ofaB Genets!Notes This design is based onyupo the parameters shown andiaforanindNkwal '7 OREGON Da�� and Warnings before construction commences. building component.Appliub lay I design parameters and proper /, Q VC- ' 2,2 4 p Sion web bracing must be bbd where shown.. p lion or component*the responsibility of the binding designer. ,,�y (/ Y 3.Additional temporary bracing to insure stebil ly during construction 2 Design St I S the top and bottom chord.to be men+ly braced at 7/�� R Y 1, NI Ls the responsibility of be erector.Additional permanent bracing of 2 o c and et 1D'o c recpeclMely unua.bused throughout their length by DATE: 7/13/2015 the overa structure is the tespondbi ty of the building desgner. continuous sheathing in r such as acng le cored where anaon arywan(ec). p^ y '� 3.z.Impost bridging or laterm bracing regbrea where Mown.. �'S t- SEQ.: K1301211 4.No load should be applied to any component until new all bracing and 4.Installation of truss is the responsibility of the respective contractor, s 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°d condition"of use. TRANS ID: LINK 6.Design assumes full bearing at all supports shown.Shim or wedgeif EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the nary 1 �} fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage u provided. • July 13,2015 6.This design Is furnished subject to me limitations set forth by B.Plates shag be located on bath faces of)ruse,and placed so their center TPIANTCA in BC51.copies of which will be furnished upon request. lines coincide with pint canter 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-19B8(MiTek) This design prepared from computer input by JP • LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 8160TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2-12=(-635) 1897 2- 3=(-2333) 950 BC: 2x4 KDDF 8168TR SPACED 24.0" O.C. 2- 3=( -251) 372 12-13"(-860) 2146 3-12■( -49) 148 WEBS: 2x4 KDDF STAND 3- 4=(-2050) 803 13-14=(-B60) 2146 12- 4"( -101) 447 LOADING 4- 5=( 0) 0 14-10=(-706) 1897 12- 6-( -389) 325 TC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1838) 768 13- 6-( 0) 109 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- B=(-1838) 768 6-14-) -389) 325 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-14-) -101) 447 -----------------_________""""----__= B- 9-(-2050) 803 14- 9"( -49) 148 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -251) 372 9-10"(-2333) 951 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 87 _--- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 24.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uo n). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -356/ 1488V -83/ 83H 5.50" 2.38 KDDF ( 625) 30'- 0.0" -356/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) [COND. 2: Design checked for net(-5 pat) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL ■ 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFT. " -0.043" @ -2'- 0.0" Allowed - 0.267" MAX LL DEFL " 0.125" 9 10'- 0.0" Allowed = 1.454" MAX TL CREEP DEFL = -0.230" @ 15'- 0.0" Allowed - 1.939" MAX LL DEFL = 0.040" @ 32'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL - -0.043" @ 32'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.045" @ 29'- 6.5" MAX HORIZ. TL DEFL - 0.074" @ 29'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 2-00-10 13-11-11 • T T I Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL"6.0, ASCE 7-10, 4-09-14 4-09-14 4-00 1-04-0304-03 4-00 4-09-14 4-09-14 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1 1 Truss designed for wind loads in the plane of the truss only. 10-00 10-00 f M-4x6+ M-4x6+ q >( 5 7 12 12 5.00 G- e°-------- 45.00 M-4x6 M-3x8 M-4x6 S"- pAUL jI� 6 �F WAS • L� M-3x5 ��. .�. M-3x5 ti� q - - O M-1.5 - .M-1.5x3 ,r r .--"" ire �° Q �� 76 .c) w� - 2' 12 13 14 -30 l oftl`n CI+S � �' M-4x6 M-3x8 0.25" M-3x8 M-4x6 SS L /�� M-5x6(S) �I1n - _ y 1 y y 5� I `SS/ 9-06-01 5-05-15 5-05-15 9-06-01 �G� Fi� �9 2 30-00 y 2-0c) ) :9782PE •��` JOB NAME: J-1853 STONE BRIDGE HOMES - AH5 ' • Scale: 0.2121 1 7 OREGON 4, Q„ WARNINGS: GENERAL NOTES, unless otherwise noted. & 2d� Truss: AH5 I.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an'ndrvdual 15, 'V&CRY .\ �� and Warnings before construction commences. building component.Applicability of design parameters and proper /� 2.2a4compresson web bracing must be installed wtrere shown•, incorporation of component is the responsibibtr of the builtlinp designer. /�/� -. • 3.Additional temporary bracing to insure stability during cunsiructbn 2.Design assumes the tap and bottom chards to be laterally braced at '°A UL '-'n\ �1 the responsibility of the erector.Adtl4io sal permanent bracing of 2'o.c.and at 10'ex.respectively unleu braced throughout their length by DATE: 7/13/2015/13/2015 me overall structure�a theJea bd� one bu�um tlea� continuous sheathing such as plywood sheathmgeTC)and/or drywall(BC). ponsi ty a g goer. 3.2x Impact bridging or Weral bracing required where shown.. SEQ.: K1301212 4.No load should be applied to any component unit after all bracng and 4.Installation of truss is the responsib■bty of the respective contractor. esleners are complete and at no lone should any loads greater tnan 5.Design assumes trusses are to be used in a non-corrosive environment. • 4ugn bads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 6.Design assumes EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. J u IY 13,2015 :et .handing.shipment and installation of components. 7.Design assumes adequate drainage IS provided. • 6.This design Is furnished subiect to the Ymitat ons set fortn by B.Plates shad he located on both faces of truss.and placed so their center i 'I TPNMCA in 8C51,copies of which will be furnished upon request Ines coincide with Dint center Imes.size indicate a ph gLMe MiTek USA,Ina/CompuTrus Software 7.6.7SP2(1L)-E t 0.For bas connector plate design values see ESR-1 J11,ESR-19 (Welt) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0'r IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-5=(0) 0 2-3=(-638) 343 BC: 204 KDDF 815BTR SPACED 24.0" O.C. 2-3=(-273) 485 WEBS: 214 KDDF STAND 3-4=1 -88) 41 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)ODL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. 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: 1-05-00 1-05-00 0'- 0.0" -129/ 600V 0/ 62H 5.50" 0.96 KDDF ( 625) LL = 25 PSF Ground Snow (PO 1'- 10.9" -183/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) OVERHANGS: 24.0" 0.0" 6'- 0.0" 0/ 58V 0/ DH 5.50" 0.09 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 p fj uplift at 24 "oc spaci}tg. 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 = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.008" P 1'- 2.8" Allowed = 0.070" MAX TL CREEP DEFL = 0.009" @ 1'- 2.8" Allowed = 0.093" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL TL DEFL = -0.040" @ 3'- 1.4" Allowed = 0.328" 1-11-11 MAX HORIZ. LL DEFL = -0.007" 8 1'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 1'- 10.9" 12 Design conforms to main windforce-resisting 5.00 system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 a 3 O O . • c • 1 2 ,-- - - : QAUL RI, M-3x6 WASj� �Qp, INft Jr 2-00 (PROVIDE FULL BEARING:Jts:2,4,5 1 6-00 O�'ns��GISTER�G. �r:, e i EF9 s/°2y 89782PE r • JOB NAME : J-1853 STONE BRIDGE HOMES - AJ1 • Scale: 0.6406 ) WARNINGS: GENERAL NOTES, unless otherwise noted Truss: AJ1 I.Builder and erection contractor should be advised at all General Notes 1.This design is based only upon the parameters shown and is for an indnaual yy OREGON o�`° Q and Warnings before construction commences. building component.Applcabiley of deugn parameters and proper 2.2aa compression web bracing must be"staled where snows incdrparatwn of cpmponeM.the reaponubiley of the building designer. li -9,4 Lq RY 1 b 2 Q' 3.Addmm�al temporary bracing to insure sabdrry during construction 2.Design assumes the top and bosom cnorda to be tateraN braced at �! a the re sponubil4y of the erector.Adds anal permanent bracing of 2'p.c.and at 10'o.c.respectively unkss biased throughout their length by \ (/ DATE: 7/13/2015 ttw overact structure is the rest tail f the bwldin des continuous sheathing such as plywood NealMng,TC)anddr drywall(BC). PA, 1 L pons ty o g goer. I.2s Impact bridging or lateral bracing required where shown.. ^U SEQ. : K 1301213 4.No load should be applied to any component until seer as bracing and 4.lnslallatnn of truss is the responsibility of the respective contractor. • hNeners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used in a non-corrosve environment. TRANS ID' LINK 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 it fabrication.hand, t and installation of cram necessary EXPIRES: 12/31/2016 re shipment ponema. 7. esignaslmesadequatedrainageiofbuned. July 13,2015 S.This design Is fumbled subpq to the limitations set forth by 8.Plates shatl be located on both laces of buss.and placed so their center TPIANTCA in SCSI.copies of which IA be furnished upon request. tines coincide with net center lines. 9 Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2)IL)-E to For basic connector late design gn values see ESP-1311.ESR-1988(1ArTel) This design prepared from computer input by e JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1.15 1-2=1 0) 87 2-5=(0) 0 2-3=(-607) 292 BC: 2x4 KDDF 1{16BTR SPACED 24.0" O.C. 2-3-(-294) 532 • WEBS: 2n4 KDDF STAND 3-4=( -48) 41 LOADING TC LATERAL SUPPORT t= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"01. 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: 2-00-00 2-00-00 0'- 0.0" -102/ 528V -4/ 88H 5.50" 0.85 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) OVERHANGS: 24.0" 0.0" 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacifig. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL- -0.043" 8 -2'- 0.0" Allowed = 0.267" MAX LL DEFL- 0.022" @ 1'- 9.2" Allowed = 0.170" 3-11-11 MAX TL CREEP DEFL = -0.027" @ 1'- 9.2" Allowed = 0.226" ___ MAX LL DEFL- 0.000" 8 0'- 0.0" Allowed = 0.078" 1' .1 MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed = 0.105" 12 MAX HORIZ. LL DEFL = -0.011" @ 3'- 10.9" 5.00 L. MAX HORIZ. TL DEFL = -0.012" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h-20.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ' Truss designed for wind loads % in the plane of the truss only. M-3x9 i / I i 0 mr O j.. 1 2 m �<5 4AUL jk, M-3x6 OV WASFJ4C+ , "CCC,,,�� X07 vet� 5197�a, y I 16-00 o �Aars1 �° 2-00 PROVIDE FULL BEARING:Jts:2,4,5 6-00 ��s �� 89782PE �<' JOB NAME : J-1853 STONE BRIDGE HOMES - AJ2 ,•. ,�..-0- '40"" Scale: 0.6406 , WARNINGS' GENERAL NOTES unless othenuise noted, CI �4) °'" 1.Builder and erection contractor should be advised of all General Notes 1.This design based only upon the parameters silo and for an individual "57, OREGON ° Cr' ; Truss: AJ2 and Warnings before construction commences. building component.Applicability of design paameters and popes /, [L 2.294 compression web bracing must be installed where shown•, incorporation of component is the responsibility of building designer. C/ I.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bosom chords to be Laterally braced at �� R Y • _ s the responsibility of erector.Additional permanent bracing of continuous one at 10'o.c.re apecti ply cods braced(TC)and/or N their length by \ DATE: 7/13/2015 the overall structure is the responsibility f the building designer. 2u Impact sheathing such l b plywood required a where s ooe arvwalgaq. /�/t UL pour ry o p goer. 3.2v Impact bridging or lateral badnp regiured where Mown•• �'1 SEQ.: K1301214 4.No bad should be applied to any component unt:after all bracing and 4.Installation of truss is the responsibilea of the respective contractor. baieners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. 6.Dc rare for"dry c p bearing all supports shown.shim or coca f ' 5.compurms has no control over and assumes no responaibimy for the go assumes p a ppo wedge EXPIRES: 12/31/2016 n • labrkalbn.handing,shipment and installation of components. ).necessary.ign assumes adequate drainage sprovided. July 13,2015 - 8.Ths design 4 furnished subject to the Imitations set forth by B.Plates shat be located on both faces of truss.and placed so their center TPIWIGA in BGSI,copies of which 01 be furnished upon request. line coincide with joint center lines. 9.Digitcnldicate sire of plate in inches. • MiTek USA,Inc./CompuTru6 Software 7.6,7SP2):L}E 10.For basic connector plate design values see ESR-1311.058-1580 SATek) • • This design prepared from computer input by JP - LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1aBTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-5=(0) 0 2-3=(-615) 262 BC: 2x4 KDDF #19BTR SPACED 29.0" O.C. 2-3=(-292) 528 WEBS: 2s4 KDDF STAND 3-9=1 -67) 66 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -108/ 556V -7/ 113H 5.50" 0.89 ROOF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) OVERHANGS: 29.0" 0.0" 5'- 11.7" -83/ 177V 0/ OH 1.50" 0.28 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" 5-11-11 MAX TL CREEP DEFL = -0.093" @ -2'- 0.0" Allowed = 0.267" - ,� _. MAX LL DEFL= 0.102" @ 1'- 9.2" Allowed = 0.254" MAX TL CREEP DEFL = -0,116" @ 1'- 9.2" Allowed = 0.339" 12 MAX HORIZ. LL DEFT. = -0.044" @ 5'- 10.9" 5.00 I77. MAX HORIZ. TL DEFT. = 0.044" @ 5'- 10.9" 4 Design conforms to main windforce-resisting system and components and cladding criteria. „--------------1/� Wind: 140 mph, h=20.6f t, TOOL=9.2,BC DL=6.0, ASCE 7-10, / (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=1.6, j.� Truss designed for wind loads in the plane of the truss only. M-3x4 _i � / o M i. PAUL /.. M-3 x 6 (g.VT�.S.4k ri'S Itr '8\ , '� S 1976 , 2-00 6-00 (PROVIDE FULL BEARING;Jts:2,5,4 I .... 4 s\�� N 1 E. 9 fO 8•782PE r JOB NAME : J-1853 STONE BRIDGE HOMES - AJ3 !' Scale: 0.6281 � -' ... WARNINGS: GENERAL NOTES unless otherwise noted: t,r O R C O7 V �(0 1.Builder and erection contractor Mould be advised of all General Notes 1 This design i based oNy upon the p t s shown and is for an indhidual Truss: AJ3 and Warnings before construction commences building component.Applicability of design parameters and proper r �/1/& 2© ' ' 2.2 4 p b bracing t b - totl d where shown. incorporation of component is the of the building designer. 'A R y {i + �� S.Additional temporary b g t u stability during construction 2.Design assumes the lop and bottom chords t be lets ratly braced at KJJJ�-_ i l� N the responsibility of the to Additional permanent bracing or 2 c c and at 10'o c respectiv N k braced throughout their kiglh by '1 `,, DATE: 7/13/2015 the overall structure's the responsibility of the building desgner continuous t sheathing or atchb pN dsheathing/1'C)shown drywall(81). p/{�y 3.2a Impact bridging lg or lateral b bracing required where Mown.. A L • SEQ.: K1301215 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. nt. and are for"dry condition.'of use. TRANS ID: LINK 6.Design assumes full bearing at all supports the shown.shim or wedge it EXPIRES: 12/31/2016 S.CompuTrus has no control over and assumes no responsibility for e ssary. fabrication,handling.shipment and installation 01 components. Cegn assumes adequate drainage is provided. July 13,2015 7.Design tle to tlraina bed. ..6.This design is furnished subject to the limitations Mt forth by S.Plates shall be located on both faces of truss,and placed no their center TPLMRCA in SCSI.copies of whbh will be furnished upon request. lines coincide with pet center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.7-SP2(tL)-E 10.For basic connector plate design values see ESR•1311,ESR.19138(MiTek) This design prepared from computer input by a JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF NISBTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-6=(0) 0 2-3=(-612) 226 BC: 2x4 KDDF #1813TR SPACED 24.0" O.C. 2-3=(-293) 529 WEBS: 2r4 KDDF STAND 3-4=(-114) 79 LOADING 4-5=( -59) 27 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD - 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LETINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -86/ 545V -9/ 139H 5.50" 0.87 KDDF ( 625) OVERHANGS: 24.0" 0.0" 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -169/ 360V 0/ OH 1.50" 0.46 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.7" -23/ 35V 0/ OH 1.50" 0.06 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP [COND. 2: Design checked for nett-5 psfl yplift at 29 "on sp �lg. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL= 0.063" @ 1'- 9.2" Allowed = 0.254" 7-11-11 MAX TL CREEP DEFL = -0.074" @ 1'- 9.2" Allowed = 0.339" 1 T MAX HORIZ. LL DEFL = -0.028" @ 5'- 11.2" MAX HORIZ. TL DEFL = 0.028" @ 5'- 11.2" 12 5 5.00 G . Design conforms to main windforce-resisting system and components and cladding criteria. / Wind: 190 mph, h-21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4 (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. ti M-5x6 t rn 3 pAULI� � p� s, ; / / 1_2, Fowas 9• r M-3x6 ti itk... het b Z. 2-00 6-00 1-11-11 �s ii 6 . •[PROVIDE FULL BEARING;Jts:2,6,4,5 " � f5 CO Q' :9782PE r JOB NAME : J-1853 STONE BRIDGE HOMES - AJ4 ,,, ,/ Scale: 0.5389 .IV • WARNING6 GENERAL NOTES, unless otherwise noted: TYllb$• AJ4 1.Builder and ckn contractor should be advised of all General Notes 1 This design isbasedonlyupo the parameters shownandis foranlndNidual QN. • and Warnings bet construction c building component.Applicability of proper P2 OREGON gs gcomponen pp 'ry g parameters rs and �(I� n 2.Add Itesson b bracing t b installed where shown.. incorporation o/compo rant the responsibility of Me building designer. �y ,T r� V 2 Design assumes the top arMb d chords 1 be laterally braced at 7, '-(�+j/ "1 ,J !. 3.Add tronal temporary bracing f - stability during construction 2 a c and at 10 o c respecl'vety unless braced throughout their length by Via `(� is the responsibility o f the 1 Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor tlrywall(BC), PA UL.e y . DATE: 7/13/2015 the overall structure is the responsibility of building desgner. 3.2x Impact bridging or lateral bracing required where shown a a /'S 1„J 4. SEQ.: K 1301216 4.No load should be applied to any component until after ale bracing and 4.Installation of truss is the responsibility of the respecnve contractor. fasteners are complete and at no time should any bads greater than 5.Design a es trusses are to be used in a non<orrosNe environment, TRANS ID: LINK design Wads be applied to any component. and are Loud conddion°oruse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Oecsegn assumes ruu bearing al all supports shown.Snim or wedge if EX P I RES: 12/31/2016 fabrication,handfn shipment and installation of com necessary. g.s smen p05 yts. T.Design halll,b el adequate drainage m provided. an July 13,2015 8,The 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 TM/YWCA WCA in BCSI,copies of which oru be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate sue of plate in inches. MiTek USA.Inc.lCompuTrus Software 7.6.7SP2(1L)-E 10.For bask connector plate design values see tsn.ls11,ESP-1988(MiTek) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF I18BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-6=10) 0 2-3=(-610) 191 BC: 204 KDDF H16BTR SPACED 24.0" O.C. 2-3=1-294) 530 WEBS: 2x4 KDDF STAND 3-4=(-148) 80 LOADING 4-5=1 -67) 31 TC LATERAL SUPPORT 0= 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 42.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -71/ 539V -12/ 165H 5.50" 0.86 KDDF ( 625) OVERHANGS: 24.0" 0.0" 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.09 RODE ( 625) _ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -180/ 383V 0/ OH 1.50" 0.49 NODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -39/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) 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 = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFT. = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.059" @ 1'- 9.2" Allowed = 0.259" MAX TL CREEP DEFL = -0.071" @ 1'- 9.2" Allowed = 0.339" 9-11-11 _ ___ _ MAX HORIZ. LL DEFL = -0.026" @ 9'- 10.9" n I MAX HORIZ. TL DEFL = 0.027" @ 5'- 11.2" Design conforms to main windforce-resisting 12 system and components and cladding criteria. '' 5.00 C ,-- Wind: 140 mph, h=21.Oft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 4 cy m 0 v. / M-5x6 - 3 PAUL �� o Ail 4 l�iiiw ^. M-3x6 ` / i° F ), 2-00 6-00 'PROVIDE FULL BEARING;Jts:2,6,4,5 ]3-11-11 ',s,1 4 ,. e o�� ct :9782PE .v JOB NAME : J-1853 STONE BRIDGE HOMES - AJ5 Scale: 0.4834 Yr 1.Builder O, hRAe ignisb, unyuon the e: tie-y,OREGON Q" ' 1.B'Itl and erection contractor should be advised of all General Notes 1 This design is based only upon th parameters shown and is bran MNidual h Truss. AJ5 and Wa e before constructions es building Applicability f d 9 parameters and proper V Z.2a4 p web bracing must be installed wh eshown. incorporation of component is the responsibility of the binding designer. 1:41,c, Ga1RY AS 2 �Qes 3.Additional temporary bracing to insure stability during construction 2.Design at I S the lop ash bottom chords to be laterally braced at ^i J e the responsibility of the erector.Additional permanent bracing of 2 o c and at 70'o c respectively unless braced throughout their length by DATE: 7/13/2015 the overall structure is the responsibility of the building designer. continuous oe riging'or such as acwg required aired where s nwn•orywa9(BC). .n/�' t l '+� 3.20 Impact bridging or lateral bracing required where shown�� P{�/{." SEQ.: K1301217 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • fasteners are complete and at no time should any bads greater than 5.Design a mes busses are to be used in a nun<ormsNe environment, TRANS ID: L INK design loads be applied to any component. and are fo'dry condition"of use. '.. 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes lull bearing al all supports shown.Shim or wedge it EXPIRES: 12/31/2016 labrioatbn.handing.shipment and installation of components, necessary.es 7.Design gn assumes adequate drainage kprovided. July 13,2015 6.This design is furnished subject to the imitations set forth by S.Plates shag be located on both laces of truss,and placed so their center TPNMCA in SCSI,copes of which ore be furnished upon request. lines coincide with joint center Ines. • ] 9.Digits indicate size of plate in inches. MITek USA,Ine.JCoerpuTrus Software 7.6.7SP2(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by • JP LUMBER SPECIFICATIONS TRUSS SPAN L1'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1EBTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-7=(0) 0 2-3=(-611) 157 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=)-294) 530 WEBS: 2m9 KDDF STAND 3-9=(-180) 89 LOADING 4-5=1 -76) 30 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -37) 14 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF LETINS: 2-00-DO 2-00-00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 29.0" 0.0" 0'- 0.0" -59/ 541V -15/ 192H 5.50" 0.87 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -174/ 372V 0/ OH 1.50" 0.48 KDDF ( 625) 9'- 11.2" -81/ 220V 0/ OH 1.50" 0.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 11'- 11.7" -23/ 49V 0/ 0H 1.50" 0.08 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I0090. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.090" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.093" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.065" @ 1'- 9.2" Allowed = 0.254" MAX TL CREEP DEFL = -0.073" @ 1'- 9.2" Allowed = 0.339" 11-11-11 MAX HORIZ. LL DEFL = -0.030" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.029" @ 11'- 10.9" 6 -, Design conforms to main windforce-resisting Vsystem and components and cladding criteria. 12 5 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5.00 C - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 4/ a, r Cs u1 2., Y ,cam 0, co. I / A t..," 2 01. 2 7 _` M-3x6 i„';l 2-00 6-00 5-11-110 '� + [PROVIDE FULL BEARING:Jts:2,7,4,5,6 .N% �� - i9 O 4l - 89782PE pc' JOB NAME : J-1853 STONE BRIDGE HOMES - AJ6 . Scale: 0.9191 WARNINGS: GENERAL NOTES, unless th - noted' Truss AJ6 1,Bulderand erection contractor should b eadvsedof all General Notes I.This design' based only upon the parameters shownandisforanindNidual y OREGON rs''�' and Warnings before construction commences building mp 1 Applicability f design parameters and proper 2 , �' 2.264 compression incorporation of component the responsibility of the building r ' L'�RY +� V pressian wee bracing mud be installed where shown« incorp mpon spo ty g deg gne :.7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be Wte rally braced at Is the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'o.c.respectively unless braced throughout their length by �Y^ Ni DATE: 7/13/2015 the overall structure is the res bill of desi continueussdgingngsucha sacingrduired rr hownxdrywall(BC). �1UL responsibility N o g designer. 3.2s Impact bridging or Lateral bracing required where shown«• SEQ.: K 1301218 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1C fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to e,used in a non-corrosive environment, TRANS ID: LINK design leads be applied to am cemponem. and are tor condition of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports dawn.Shim or wedge if EXPIRES: 12/3.1/2016 _ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 13,2015 6.This design is furnished subject to the limitations get roan by 8.Plates shall be located on both faces of truss,and placed so their center TPIVRCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sue of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E to.For basic connector plate design values see ESR-131 I,ESR-1988(MITek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=I 0) 87 2-7=(0) 0 2-3=(-611) 123 BC: 2x4 KDDF 9l&BTR SPACED 24.0" O.C. 2-3=(-295) 530 WEBS: 2x4 KDDF STAND 3-4=1-212) 99 LOADING 4-5=(-113) 52 TC LATERAL SUPPORT <= 12"OG. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5-6=1 -59) 26 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-DO BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -46/ 543V -18/ 216H 5.50" 0.87 KDDF ( 625) - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 58V 0/ OH 5.50" 0.09 RIDE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -167/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) 9'- 11.2" -119/ 290V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.7" -52/ 110V 0/ OH 1.50" 0.18 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 pot) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.073" @ 1'- 9.2" Allowed = 0.254" MAX TL CREEP DEFL ■ -0.075" @ 1'- 9.2" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.034" @ 13'- 10.9" 13-11-11 MAX HORIZ. TL DEFL = -0.033" @ 13'- 10.9" r. I Design conforms to main windforce-resisting 6 _ system and components and cladding criteria. Wind: 140 mph, h.22.2 ft, osed, RICE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MW FNS)D i r), load duration factor=1.6, • 12 j Truss designed for wind loads 5.00 L.-- in the plane of the truss only. 5 / in j/ PAUL RIL M-5x6 % NSWASIIi. '� O 2 1 - _ 7 se_-- ./,fir M-3o6 ,1, 51976 <>' 24.4e,, 4CISTER,. ' L 1 2-00 6-00 7-11-11 \C ' �N E - c/, (PROVIDE FULL BEARING;Jts:2,7,9,5,6 I ,t 2J `Z' 89782PE v' JOB NAME : J-1853 STONE BRIDGE HOMES - AJ7 ..---A----- .-- ._ -+"" Scale: 0.3623 WARNINGS: GENERAL NOTES unless otherwise noted' C/ OREGON vJ 1.Builder and recta contractor should be advised of all General Notes I.This design-based Ny upon the parameters shown and is for an Individual c" Truss: AJ7 and Warnngsbef construction commences buildngcomponent.Applicablitof design parameters and proper '5. 1�j� 2Q Q` 2.234 compression web bracing must be Installed where shown., incorporation of component s the respon4biley of the building designer. 9 r'-y • 3.Additional temporary bracirp to insure stability during construction 2.Design saunas the lop and bottom chords to be laterally braced at "�I RY i 1� s the responsibility of the erector.Additional permanent bracing of C'o.c.and a110'o.c.respec9vaty unless braced throughout their length by -Jet•' `V DATE: 7/13/2015 the overall structure is the res bill of building des y Impact sheathing at atet asplywooduired sheathing(TC)heresown drywaWBC). p^ po i ro o g pne�. 3.23 lmpad mkging or m.rel bredng required where snows.. A • SEQ.: K1301219 4.No load should be apWed w any component until after all bracing and 4.Installation of truss is the responsibility of respect we contractor. fasteners are wmpkte and at no time should any wads greater than S.Design assumes trusses are to be used in a nonporreswe environment TRANS ID: LINK design loads beappked to any component, and are for condition'of use. 5.CompuTras has no control over and assumes no responsibility or the 6.Design sae ee iota bearing at all supports shown.Shim or wedge EXPIRES: 12/31/2016 fabrication.hang shipment and installation of components. scary um ng. Amen 7. sign assumes adequate drainage 6provided. July 13,2015 6.The designs furnished cabled to the Imitations sit forth by B.Plates shall be located on both faces of husk and placed so their center ' TPI,WTCA in BCSI,cooks of which wfi be furnished upon request. lines coincide with pint center lines. • ' i 9.Digits indicate size of plate in inches. ' ' MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L).E 10.For bask connector plate deagn values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by • JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 87 2-5=(0) 0 2-3=(-639) 344 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-282) 506 WEBS: 2x4 KDDF STAND 3-4=) -84) 41 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: 1-07-05 1-07-05 0'- 0.0" -153/ 560V 0/ 62H 5.50" 0.90 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 24.0" 0.0" 1'- 11.7" -183/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci}Ig. 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- 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL- -0.043" 8 -2'- 0.0" Allowed - 0.267" 1-11-11 MAX LL DEFL= 0.006" 8 1'- 4.9" Allowed - 0.054" T r MAX TL CREEP DEFL = 0.006" @ 1'- 4.9" Allowed - 0.072" 12 MAX HORIZ. LL DEFL = -0.005" @ 1'- 10.9" 5.00 D MAX HORIZ. TL DEFL = -0.006" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 4 >' 3/ I N 0 i o i M-3x6 PAUL IZJ, 4,Leg WASI�%'el / 2-00 2-00 X11 4,,519760 q, PROVIDE FULL BEARING;Jts:2,5,9 I ��5 PG `r cNC:0 ,N 1 -E&-9"6 s/009 `.c 8•782PE v' JOB NAME : J-1853 STONE BRIDGE HOMES - ASJ1 "1' Scale: 0.7090 s'• e• WARNINGS: GENERAL NOTES unless otherwise road' v Truss' ASJl 1.Builder and ectoncontractor should b eadvlxdst all General Notes This design based only upon the parameters shownandIsforaniMNldwl ,y y OREGON R and Warn rags before construction commences. building component orient Applicability of design pay or and proper ! 261.4 n0 �" compression web bracing must be installed where shown�, incorporation of component is the responsibility of the building designer. �/ V �� • 2.254 cam i^<orp P ago ry g rr�±-y 3.Addbional temporary bracing to Insure stability during construction 2.Design assumes the sip and bottom chortle to be laterally braced al / R i 1 1 _ Is the responsibility of the erector.Additional permanent tinting of T'o.c.end at I I'o.c.respectively unless bread throughout their length by ♦ C(71/4\ N4 overall structure is the responsibility of building designer, continuous sheathing each a plywood sheathing(TC)and/or drywall)81). PAUL DATE: 7/13/2015 3.za impact bridging or stem bracing required where shown•• A SEQ.: K130 122 0 4.No load should be applied to any component until altar all bracing and 4.Insalation of truss is the responsibility of the respective contractor. fesieners are complete and at no time should any bads greater than S.Design assumes trusses are to be used in a non-corrosive environment, • TRANS ID: LINK do cign bads be applied to any component. and are for'dry condition.of use. 5.CompoTres has no control over and assumes no responsibility for the 6.Design assumes NI bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2016 bbrinfan,handling.shipment and Installation of components. ne sans. 7.Damp assumes caednon drainage e kprovided. July 13,2015 B.This design is Nrniahed wbject to the Ymiatiom set Corm by N.Pates Mal be bond on both sus of truss.and placed so(heir center TPYWTCAin BCSI,copes of which vnl be furnished upon request Ines Coincide with joint carder lines. ', MITek USA,Inc./COmpuTrus BOliware 7.6.7-SP211L)-E D.Forbaw connector pieta design Ign salon sae ESR.1311.ESR-1988(WO) This design prepared from computer input by JP - LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF tit&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-5"(0) 0 2-3=(-607) 292 BC: 204 KIDF kl&BTR SPACED 24.0" O.C. 2-3=1-294) 532 WEBS: 2c4 RODE' STAND 3-4=1 -98) 41 LOADING TC LATERAL SUPPORT <= 12"JC. 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: 2-00-J0 2-00-00 0'- 0.0" -126/ 988V -4/ 88H 5.50" 0.78 KDDF ( 6251 LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 29.0" 0.0" 3'- 11.7" -53/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psfLuplift at 24 "oc spacijtg. 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 = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" • MAX BC PANEL LL DEFL = 0.000" @ 0'- 10.1" Allowed = 0.046" MAX BC PANEL TL DEFL " -0.000" @ 1'- 1.4" Allowed = 0.062" 3-11-11 MAX HORIZ. LL DEFL = -0.012" @ 3'- 10.9" I"__. _ -__ -. MAX HORIZ. TL DEFL = -0.012" @ 3'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 5.00 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDirI, load duration factor=1.6, 4 Truss designed for wind loads in the plane of the truss only. M-3x4 ' rn 0 " , • -pAUL p 1 2 _ __ _ 5. ' M-3x6 !II DI wASkj� � C • • I SA e0� 441'919 76 w4 z 00 2-00 1 11-11 O4' '. PROVIDE FULL BEARING;Jts:2,5,4 _ - ` ' ll . �\c; �N I E - s,Q ,c� :9782PE r JOB NAME : J-1853 STONE BRIDGE HOMES - ASJ2 .rr -/ - - , Scale- 0.6177 OMR WARNINGS: GENERAL NOTES unkuomerwaserned. ,/ ' OREGON 4 1.Builder M erection contractor should be advised of all General Notes I Thus design based ^n/upon me parameters mown aM s for an iMrvrtluaI 0� Truss: ASJ2 and warnings before construction commences. bolding component.Applicability of design parameters and proper (� 2.2sa compression web bracing must be installed where shown•. incorporatnn of component c the responubrlay of the building designer -9,9241/:?y f V 3.Addmonal temporary bracing to Insure Wabdiry during constructwn g.Design assumes the top and bosom chords a be laterally brand al 1 J �!. is the re sponubilrty of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by ` �/UL DATE: 7/13/2015 the overall structure is the responsibility of building des xIm act sheathing We asaMwnoduired where shown drywanteci. p^ pane N c 9 acing ].co Impact bridging m such bracing required where shown•• A SEQ. : K1301221 a No load should Pe applied to any component until alter all bracing and a.Installation of russ is the responsibility of the respective contractor fasteners are complete and at no Poe should any loads greater than 8.Design assumes trusses are to be used in a non-coupsrve environment. TRANS ID' LINK design loadsbe applied to any component. and aremr'"dry condition'of tree. 5.CompuTrus has no control over and assumes no responsibiley for Me 6.Design assumes full bearing s1 all supports shown.Shim or wedge d EXPIRES: 12/31/2016 ebrcatun.handing.shipment and installalnn of components. s ry 7.Design assumes adequate drainage is truss.dean July 13,2015 6.This deaen a wrmsnee subject to the vmminna set forth W e.Plates shall be located on both faces onruu,and vta«d so their center TPIM/TEA in SCSI,copies of which vna be furnished upon request. lines coincide with pint center lines. • MITek USA.Inc/CompuTrus Software 7.6.7SP211L)-E to.For basic connector plate design values see ESR-1 Jt 1,ESR-1988 IMiTesl This design prepared from computer input by • JP LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF A15BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 87 2-11-1 -39) 123 11- 3-1 0) 194 BC: 2x6 KDDF H16BTR SPACED 24.0" O.C. 2- 3-( -147) 78 11-12=1 -44) 118 3-12-1 -650) 193 WEBS: 2x4 KDDF STAND: 3- 4-( 0) 0 12-13=1-132) 726 12- 5-1 -389) 233 " 2x4 DF STAND A LOADING 3- 5-) -100) 509 13-14=1-136) 723 12- 6-(-1377) 340 LL( 25.01+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-( -100) 509 14-15-1-248) 1081 13- 6-1 0) 160 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7-( -832) 252 15- 9-1-245) 1084 6-14■( -31) 61 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8-1 -846) 254 14- 7-) -38) 329 8- 9-(-1274) 305 14- 8-( -410) 159 ___________"'---- LL - 25 PSF Ground Snow (Pg) 9-10=( 0) 87 8-15-( 0) 193 NOTE: 2x4 BRACING AT 24"OC (JON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL --- - REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 24.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -149/ 558V -85/ 86H 5.50" 0.89 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10'- 2.8" -197/ 1464V 0/ OH 5.50" 2.19 KDDF ( 625) 30'- 0.0" -183/ 1017V 0/ OH 5.50" 1.63 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL- -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL - 0.015" @ 6'- 0.0" Allowed = 0.477" MAX TL CREEP DEFL- -0.016" @ 6'- 0.0" Allowed = 0.636" MAX LL DEFL- -0.030" @ 20'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL - -0.061" @ 20'- 0.0" Allowed = 1.272" MAX LL DEFL - 0.040" @ 32'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL- -0.043" @ 32'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.009" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.015" @ 29'- 6.5" 7-11-11 7-03-03 4-09-02 10-00 Design conforms to main windforce-resisting r 1 1 f { system and components and cladding criteria. 5-07-13 2-03-14 2-03-01 4-08-10 5-00-10 4-09-03 5-02-13 i• wind: 140 mph, h=21.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, _- - -T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS Mir), load duration factor=l.6, 6-00 Truss designed for wind loads I in the plane of the truss only. 12 12 12 5.00 ) 5.00 17 I IM-4x9 3 5.00 4.0" 7 Allikill PAUL Rl, -M-6x6 4 M-1.5x3 M-5x12 1.0" M-3x4 `Q� M-3x5 % A� % M-3x5 m _ ! ° J 2 _:_ ll "12 �3_ 1, 5 g 0 p �� .� $197b �a" M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 7 o,��s 41C/s-re G M-7x8(5) - - L 1 1 1 5-06-01 4-08-11 4-10-06 4-10-14 4-10-15 5-01-01 �� ' yE Sol 1 J r:::, `� '9 02 ; • This design prepared from computer input by JP . LUMBER SPECIFICATIONS TRUSS SPAN 30'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2-11=1 -43) 126 11- 3-) 0) 194 BC: 2x6 KDDF #16BTR SPACED 24.0" O.C. 2- 3=) -147) 76 11-12=1 -49) 120 3-12=1 -650) 181 WEBS: 2x4 KDDF STAND; 3- 4=( 0) 0 12-13=1-123) 726 12- 5=( -389) 319 2x4 OF STAND A LOADING 3- 5=( -981 509 13-14=1-127) 723 12- 6=1-1377) 328 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( -98) 509 14-15=1-245) 1081 13- 6=1 0) 160 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -832) 248 15- 9-1-242) 1084 6-14=1 -31) 55 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD= 42.0 PSF 7- 8=1 -846) 250 14- 7=( -35) 329 8- 9=1-1274) 301 14- 8=1 -410) 160 LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 87 8-15=1 0) 193 NOTE: 204 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -- - - REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 24.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -155/ 558V -85/ 86H 5.50" 0.89 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10'- 2.8" -254/ 1464V 0/ OH 5.50" 2.19 KDDF ( 625) 30'- 0.0" -182/ 1017V 0/ OH 5.50" 1.63 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.040" @ -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL■ -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL= 0.019" @ 6'- 0.0" Allowed = 0.477" MAX TL DEFL= 0.017" @ 6'- 0.0" Allowed = 0.636" MAX LL DEFL= -0.030" @ 20'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL= -0.061" @ 20'- 0.0" Allowed = 1.272" MAX LL DEFL = 0.040" 8 32'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL = -0.043" 8 32'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL = 0.009" @ 29'- 6.5" MAX HORIZ. TL DEFL = 0.015" @ 29'- 6.5" 9-11-11 5-03-03 4-09-02 10-00 Design conforms to main windforce-resisting -- - - - - __--- -- I I T T system and components and cladding criteria. 5-07-13 4-03-14 0-03-01 4-08-10 5-00-10 4-09-03 5-02-13 91 f , T / Wind: 140 mph, h=21.4ft, TCIL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 6-00 Truss designed for wind loads -1 in the plane of the truss only.12 12 5.00 712 5.00 I/ IM-4x4 J 5.00 4.0" 4 7 ,en NM\ ?AUL _:M-6x6 I� -- M-1.5x3 M-5x12/- 1.0" M-3x4 `Og w�Sp l / +a C„ �- y r e M-3x5 \\ \\ / - 1 M-3x5 o A _- ! 1 >-1 ' \ - _,�, A \` - m 'f r ,. 2`=; - -___--_ __.-. .--__ �a12 �� 14 15 '9\�`�\ 0 �o ��O 4..51976-41 ,�'�11 M-1.5x3 M-3x8 0.25" M-3x8 M-1.5x3 .r4',, 'Ci1S1' � .,' M-7x8(5) S.0 it p,��,- ----� - 1, I ; 1, y I _ .• L- 5-06-01 4-08-11 4-10-06 4-10-14 4-10-15 5-01-01 y ! j - � 0.61 O2 2-00 !PROVIDE FULL BEARING;Jts:2,12,9 I 30-00 2-00 ,w 87702 P E l JOB NAME : J-1853 STONE BRIDGE HOMES - BH2 ,,,,�- '.1066► • . Scale: 0.2121 MI i WARNINGS: GENERAL NOTES, unless th noted: Truss: BH2 I.Builder rid erection contractor should be advised of all General Notes Tt design isbasedonlyupo the parameters shownandisfa ndnwual S 1' OREGON Okay Q" and Warnings before S d c building component.Applicability f design parameters and proper - 2.2e4 lop b bracing t b installed where shown.. incorporation of component s the of me building designer. Drys !!� V �s 3.Add4 I temporary b g t stability during conslructmn 2 Design assumes the lop and bottom chords to be laterally braced at 7/+s/ •RY 1 �G` • is the of the erector.Additional permanent bracing al 2 and at 10 o.c.respectively unless braced throughout their length by J ` V DATE: 7/13/2015 tha overall structure is th pcnsro kty of the building designer. continuous b dg sheathing such as acwaod aired ng(TC)and drvwall(611 �'A U� J 2s Impact br d9 rig or lateral lancing required where Mown.. SEQ.: K1301223 4.No mad should be applied to any component un after al bracing and 4.Inslallalion oftruas is the responsibility of respective contractor. _• fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and an for°dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for Me 6.Design assumes ndbearmpalallsuppoceSwwn.Shimorwedgeit EXPIRES: 12/31/2016 fabrication handling,shipment and installation of components. scary. 7.Design assumes adequate drainage is provided. July 13,2015 6.This b m k design furnished subject the mibtkns net forth by 8.Plates shat be located on both taus of truss,and placed so then center TPYWICA In BCSI,copes of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits indwale silo of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.8.7SP211L)-E 10.For bask mnnedor plate design values see E5R-1311,ESR-1966(WM) • This design prepared from computer input by • JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-5=(0) 0 2-3=(-639) 344 BC: 204 KDDF 816BTR SPACED 24.0" O.C. 2-3=1-282) 506 WEBS: 204 KDDF STAND 3-4=1 -84) 41 • LOADING TC LATERAL SUPPORT A. 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 NSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 1-07-05 1-07-05 0'- 0.0" -153/ 560V 0/ 62H 5.50" 0.90 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF 1 625) OVERHANGS: 24.0" 0,0" 1'- 11.7" -183/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacilSg. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL- 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL= -0.043" @ -2'- 0.0" Allowed - 0.267" 1-11-11 MAX LL DEFL- 0.006" @ 1'- 4.9" Allowed = 0.054" T '1 MAX TL CREEP DEFL - 0.006" @ 1'- 4.9" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.005" @ 1'- 10.9" 5.00 D MAX HORIZ. TL DEFL = -0.006" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 4 -! �3 ut 0 mil dum o i_ 1.--- 2 5 M-3x6 PAUL Rr� ..4;3/-1,;(PWAI .y\ • L 2-00 2-00 °,P '197b 4/4i 'PROVIDE FULL BEARING;Jts:2,5,4 O��' FGIST'ERY N. �NJ �� ,E-t-- S. :9782PE -7..... JOB NAME : J-1853 STONE BRIDGE HOMES - BSJ1 • - • Scale: 0.7090 .� ` WARNINGS GENERAL NOTES, unless BrarM tall. I- GQN 1.B tl and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and Is for an IndNldual "9 q 2� �� Truss: BSJ1 still Warnings before construction commences building component.Applicability of design parameters and proper 2.2v4 compression web bracing must be installed there Chown.. incorporation of component Is the responsibility of the building designer. ,//�� +,ys 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced at �/% "RY ''7..„\ ,q‘-( j is the responsibility of the erector.Additional Permanent bracing of and at 10'o.c.reach as sly unless brand throughout their kngih by ! •ont continuous sheathing such as plywood sheathing(Ci and/or drywall/BC). PAUL DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.2x Impact braging or lateral braarg required where shown.. SEQ.: 1<1301224 4.No load should be applied to any component unu aver se bracing and 4.Installation of truss 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 noncorrosive environment TRANS ID' LINK de"gnloads be applied to any component. and arefor"dry condition•ofuse. • 5.CompuTrus nos no control even and assumes no responsibility for the 6.Design assumes fun bearing at all supports sown.Shim or wedge it tabr icatinhandbng.shipment and installation of components. necessary. EXPIRES: 1 213 1/20 1 6 7.oesgnassumes adequate drainage isprovided. July 13,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of hues.and placed so their center TPWVTCA in SCSI.copies alwhich wE be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ina./ConlpuTrus Software 7.6.7SP2(1L)-E to For basic connector plate design values see ESR•1811,ESR•t98B(Mask) I This design prepared from computer input by JP -LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-5=10) 0 2-3=1-607) 292 BC: 204 KDDF 816BTR SPACED 24.0" O.C. 2-3=1-294) 532 WEBS: 2x4 KDDF STAND 3-4=1 -48) 41 LOADING TC LATERAL SUPPORT 4= 12"OC. VON. LL( 25.0)*DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. VON. 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 SQ.IN. (SPECIES) LETINS: 2-00-00 2-00-00 0'- 0.0" -126/ 488V -4/ 8BH 5.50" 0.78 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'= 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) e OVERHANGS: 24.0" 0.0" 3'- 11.7" -53/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacihg. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL- 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL- -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL- 0.000" @ 0'- 10.1" Allowed = 0.046" MAX BC PANEL TL DEFL = -0.000" @ 1'- 1.4" Allowed - 0.062" 3-11-11 MAX HORIZ. LL DEFL = -0.012" @ 3'- 10.9" 1 MAX HORIZ. TL DEFL - -0.012" @ 3'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 5.00 7 Wind: 140 mph, h-20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads 4 ,.4 -1 in the plane of the truss only. 1 M-3x4 n7 o N N - o ' a •° / ' PAULA i 1 -- /` 2 5 - try 'C-Ac M-3x6 4°V V�A 14V 7 ti� ago 4. "t 51976 w 2-00 2-00 1-11-11 "��,�4CISTL � [PROVIDE FULL BEARING;Jts:2,5,4 j ,r► `l _ry'_ '. �<0 �N ' 1 lr r '6:51 l2 Qw :9782PE 9v-- JOB NAME : J-1853 STONE BRIDGE HOMES - BSJ2 ∎•l'i,...✓l, . Scale: 0.6177 . ''ww WARNINGS: GENERAL deign is unless o thetiseroele, OREGON vJ Truss: BSJ2 I.and ereefornconstructonco oe advised ofas General Notes 1.This ligco component. pplcabnwhopesign aashownantlipforanindivdual 1 "9 O� and VAmkgs De/one construction commences. incorporation comp onent.ponent is Applicability of design parameters and proper ryf n 2.2st compression web bracing must be installed where shown.. IneorPOralkn olcomponent s the responsibility of the building designer. q RY 1b V 3.Additional temporary bracing to insure stability during construction Z.Design assumes the lop and bottom chords la be hie raNy braced at �� j s the responsibility of me ancestor.Additional permanent bracing of 2'o.c.and at 10 o.c.reuch as plywood unless braced throughout their length by ` V DATE: 7/13/2015 1 the overall structure is the res bile of the building de continuous sheathing such l b acingre mead here s andor tlrywall(BC). A'l Vl O 1 ponsi 1Y o g signer. ].2a Impact banging or lateral bracing required where shown.. ! /`S `_ SEQ.: K 13 0 12 2 5 4.No load should be applied to arty component until alter al bracing and 4.Installation of truss is the responsibility of the respective contractor. ■ fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NI bearing of all supports shown.Shim or wedge it EXPIRES: 12/31/2016 fabrication,handling, ssery. q rag.shipment and installation olcompt components. ].Design assumes adequate drainage s provided. July 13,2015 6.This design s furnished subject to the Imitations set forth by 9.Plates shall be located on both faces oftruss,and placed so their center TPNNTCA In SCSI,copies of which will be furnished upon request. lines coincide with pint center lines. • 9.Digits Indicate size of plate in inches. • MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR.19881MiTek) This design prepared from computer input by e JP LUMBER SPECIFICATIONS 19-10-08 HIP SETBACK 4-06-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TI: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 86 2- 7=( -756) 2270 7- 3=( -142) 664 BC: 2x6 KDDF p16BTR 2- 3=(-2592) 890 7- 8-(-1482) 3714 7- 4-(-1568) 760 WEBS: 214 KDDF STAND: LOADING 3- 4=(-2270) 804 8- 9=(-1482) 3714 8- 4=( 0) 296 e 2x4 DF STAND A LL - 25 PSF Ground Snow (Pg) 4- 5=(-2268) 834 9- 6=) -786) 2268 4- 9=(-1516) 728 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 6.0" V 5- 6=(-2590) 910 9- 5=( -132) 644 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 81.2)+DL( 22.8)- 104.0 PLF 4'- 6.0" TO 15'- 4.5" V BC LATERAL SUPPORT <= 12"01. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 15'- 4.5" TO 19'- 10.5" V BC UNIF LL( 0.0)+DL( 32.5)= 32.5 PLF 0'- 0.0" TO 19'- 10.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ----------- -- - LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 131.2)+DL( 36.8)= 168.0 LBS @ 4'- 6.0" 0'- 0.0" -518/ 1598V -20/ 39H 5.50. 2.56 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 131.2)+DL( 36.8)- 168.0 LBS @ 15'- 4.5" 19'- 10.5" -425/ 1336V 0/ OH 4.00" 2.14 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. OVERHANGS: 24.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL 0.010" @ -2'- 0.0" Allowed - 0.200" Attach 2 ply with 3'•x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.011" @ -2'- 0.0" Allowed = 0.267" _ nails staggered: MAX LL DEFL - 0.070" @ 10'- 0.0" Allowed = 0.954" i 9" oc in 1 row(s) throughout 2x4 top chords, )..1,j 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL -0.132" @ 10'- 0.0" Allowed = 1.272" •-_.-, 9" on in 1 row(s) throughout 2x4 webs. MAX HORI2. LL DEFL - -0.015" 8 19'- 6.5" MAX HORIZ. TL DEFL - 0.024" 8 19'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 4-05-11 11-00-10 4-04-03 4-05-11 5-06-05 5-06-05 4-04-03 I +16811 .f' 10.68A ' 12 12 5.00 o 4 5,00 M-4x6 M-4x6 M-3x8 4 PAUL I ee e,;,- �T r OF'94"1-41,'Pi M-3x5 M-3x4 4E' '�O A 2 T4 coo ./'/ A EMI / i -`__- - `b m y \\\ 't. a. 1, 2 7 8 9 6 I _ '' M-3x4 M-1.5x3 M-3x4 rd � 51976 �, . I - l � i( ,� 4-01-13 5-10-03 5-10-03 4-00-05 O 19-10-08 C7o: N EF,�/'02 89782PE 9r • JOB NAME : J-1853 STONE BRIDGE HOMES - CH1 Scale: 0.3172 • WARNINGS: GENERAL NOTES, unless otherwise noted-. '4 OREGON N. I 1.Buller and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and a for an individual Truss: CH1 and Warnings before construction commences Watling component.Applicability of design parameters and proper 2/, yl, 05"' 2.2 4 p web bracing must b installed where shown.. 'ncorporatan or component k the responsibility of the biding designer. �� V^ r ,t� • 3.Adds Itemporary bracing to ins al E try during construction 2 Design assumes the tap and bottom chords t be laterally braced at ^f :J m p SIM of the erector.Additional permanent bracing of 2 o c and at 10 o.c,respect N I braced throughout heir length by continuous sheathing such as plywood sh tM1 ng(TC)and/or drywall(BC). Aq U U R DATE: 7/13/2015 the overall structure re the reepona b kty of the bu king desgner. 3.2s Impact bridging or lateral bracing required where shown.. SEQ.: K1301226 4.No bad should be applied to any component until after al becing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non�orrusbe environment, deagn bads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 6.Design assumes Li bearing at all ' ' 5.GompuTmshasnocontroloverandassumesnorespansimls.for the necessary. July 12/31/2016 fabrication.handing.shipment and eim:llbn of components.ills. 7.Flat,,assumeb adequate drainage a provided. JUIy 13,2015 6.This design a furnished subject to the limitations set forth by 6.Plates shat be located on both faces of truss.and placed so then center • TPPN?CA in SCSI,copies of which coil be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.75P2(1L)-E to.For'basic connectoof ee design ( ) p ion values see ESR-1311.ESR-1988 MITek This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF 815BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 87 2-11=1-414) 1229 2- 3=1-1871) 705 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2- 3=1 -290) 520 11-12=1-728) 2116 11- 4=( -51) 392 WEBS: 2x4 KDDF STAND 3- 4=1-1385) 520 12-13=1-728) 2116 11- 6=1-1001) 393 LOADING 4- 5=( 0) 0 13-10=1-403) 1232 12- 6=1 0) 256 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1229) 490 6-13=1 -930) 342 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=1-1232) 479 13- 8=1 -41) 380 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 9-10=1-1509) 503 8- 9=1-1385) 507 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 52 • ALL FLAT TOP CHORD AREAS NOT SHEATHED ----------------------- - -- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -240/ 1086V -22/ 40H 5.50" 1.74 KDDF ( 625) OVERHANGS: 24.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19'- 10.5" -150/ 829V 0/ OH 4.00" 1.33 KDDF ( 625) " (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL= -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.145" @ 10'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.300" @ 10'- 0.0" Allowed = 1.272" MAX HORIZ. LL DEFL = 0.026" @ 19'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 19'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 6-05-11 7-00-10 6-04-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I 1 3 1 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, 1-10-09 2-03-04 2-03-14 3-06-05 3-06-05 2-03-14 2-01-15 1-10-06 load duration factor=l.6, f f 1 1 3 Truss designed for wind loads in the plane of the truss only. 4-06 4-04-08 F- 1- -1 1 12 12 5.00 I/ Q 5.00 5 7 M-4x6 M-4x6 M-3x8 4 8 pAUiL 6 M-3x5 ji 4 - M-3x9 ��w' IJ`r�7 •oo % '/ ,/ice \ ° % x o o ° • i 2 Ir{ 31 12 13 '10 col /rel M-3x6 M-3x4 M-1.5x3 M-3x4 M-3x8 .P 51976 47' (,)(0.� * 1ST � 4-01-13 5-10-03 5-10-03 4-00-05 S2-00 19-10-08 r? 01 I EFL j0 � �� 89782PE JOB NAME : J-1853 STONE BRIDGE HOMES - CH2 Scale: 0.3023 �� NW WARNINGS: GENERAL NOTES unless th noted: Truss CH2 1.Builder and erection contractor should be advised of all General Notes 1.This design-based my upon the parameters shown and is for dividual ..tl OREGON pN. and Warnings be lore construction commences. budding component.Applicability I design parameters and prop 4, (1 2.2a4 p web bracing must beinstalled where drown. Incorporation of component N the of the bolding designer, G 'V Q� 7.Additional temporary braingto insure during construction 2.DeignassumestheloPandb bottom chords I befateragybracedat 7(�S °1Ay 1:..J �G`. N the of the erector.Additional permanent bracing of 2 o c.and at 10 o.c respectvetp unless braced throughout their length by a)' �V V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). AA,r DATE: 7/13/2015 the structure s the responsibility of the building designer. 3 2v Impact bridging or lateral bracing required where shown•• u r SEQ.: K1301227 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any bads greater than 6.Design assumes trusses are to be used in a rwncorrosNe environment, and are for'dry condition"of use. //�� TRANS ID: LINK design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. li July 13,2015 8.Tha design n furnished subject to the limitations set form by 8.Plates shall be located on both faces of truss,and placed so their center • TPbWICA in BCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 8.MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E o.For�basic connectorplate�decgn vat 1g88 p design values see ESR-1311,ESR- This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 • TO: 2x4 KDDF 1116BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 87 2-11=( -536) 1229 2- 3=(-1871) 868 BC: 2x4 KDDF N168TR SPACED 24.0" O.C. 2- 3=( -288) 520 11-12=(-1050) 2116 11- 4=( -109) 392 WEBS: 2x4 KDDF STAND 3- 4=(-1385) 659 12-13=(-1050) 2116 11- 6=(-1001) 585 LOADING 4- 5=( 0) 0 13-10=) -543) 1232 12- 6=( 0) 256 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1229) 612 6-13=( -930) 534 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 8=(-1232) 618 13- 8=( -100) 380 TOTAL LOAD = 42.0 PSF 7- 6=( 0) 0 9-10=(-1509) 671 8- 9=(-1385) 663 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 52 ALL FLAT TOP CHORD AREAS NOT SHEATHED -- --- '-- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -303/ 1086V -22/ 419 5.50" 1.74 KDDF ( 625) OVERHANGS: 24.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 19'- 10.5" -213/ 829V 0/ OH 4.00" 1.33 KDDF ( 625) M-1.5x4 or equal at non-structural - vertical members (non). ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.180" @ 10'- 0.0" Allowed = 0.954" MAX TL CREEP DEFL = -0.300" @ 10'- 0.0" Allowed = 1.272" MAX HORIZ. LL DEFL = -0.031" @ 19'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 19'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 8-05-11 3-00-10 8-04-03 ' '0 T Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1-10-09 2-03-04 4-00 1-10-03 1-10-03 4-00 2-01-15 1-10-06 (All Heights), Enclosed, Cat-2, Erp.B, MWFRS(Dir), 1 r '0 '0 1' ' .( '0 '0 load duration factor=l.6, Truss designed for wind loads 9-06 9-04-08 in the plane of the truss only. I T 1 1' 12 12 5.00 d7' `771 M-4x6+ 4 5.00 5 7 M-4x64 M-3x8 a-4x6 Qw��1-1 ri� M-3x5 3 9 M-3x4 ��lG` .: QrOx. e _ 1 .2_ - -- 11 12 13 10 M-3x6 M-3x9 M-1.5x3 M-3x4 M-3x8 J° - . 5197�!\�(Y GIST . ' L b b b mil}•4-01-13 5-10-03 5-10-03 4-00-05 X44' �N SEE. 6> 2-00 19-10-0e $9782PE -vim . JOB NAME: J-1853 STONE BRIDGE HOMES - CH3 Scale: 0.3023 V 40 92 OREGON '` Q WARNINGS GENERALNOTE6 unless th t d: L 21' 1.Budder M 1 contractor should be advised or all General Notes 1 This design's baud Doty upon 1h parameters drawn and is loran Individual �f Truss: CH3 dWarnings before construction building Apptcatilty Ill 'g parameters and proper ,7J1 � 2.2xa compression bb bracing sib tiled where shown. incorporation o/component the p blry of the building designer. `` 3.Additional temporary bracing 1 insure stability during construction 2 Design assumes the tap end b h chords t be laterally braced at �y 0.\ir s the responsibility of the erector.Additional permanent bracing of Y and at 70 o c respect very unleu brand throughout their length by PA UL - DATE: 7/13/2015 the overall structure is the res nsibiA of designer. 2vImnacaahg:ng0,ltehaaaunNreuired nersooeooywau(BC). l>a ty g 9 r 3.2a Impact 1 bshe th a lateral bracing required where shown e SEQ.: K 13 0122 8 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. 1t. fasteners are complete and at no See should any bads greater than 5.Design assumes trusses are to be used in a noncanosre environment, TRANS ID: LINK design loads be applied to any component. and are for"tlry condition)ofuse. EXPIRES: 12/31/2016 5.CompuT:us has no control over and assumes no responsibility for the 6.Design assumes wit bearing at an supports shown.Shim or Waage it July 13,2015 fabrication,handlin scary. g,shipment and installation of components. 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 TPUWTCA in SCSI,copes of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA.Inc.ICompuTrus Software 7.6.75P2(1L)-Z 10.For basic connector plate design values see 058-1311,ESR-1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 87 2-6=10) 0 2-3=1-609) 259 BC: 209 ROOF #1&BTR SPACED 29.0" O.C. 2-3=(-299) 531 WEBS: 2n4 ROOF STAND 3-9=( -90) 57 LOADING 9-5=1 -42) 22 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ 950 REQUIRED BRG AREA LETINS: 2-00-0D 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -98/ 521V -7/ 113H 5.50" 0.83 KDDF ( 625) OVERHANGS: 29.0" 0.0" 9'- 3.2" 0/ 93V 0/ OH 5.50" 0.07 KDDF ( 625) - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 5.2" -121/ 25BV 0/ DH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.7" -11/ 62V 0/ OH 1.50" 0.10 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design ch€liked for net(-5 psf) uplift at 24 "oc NpGC1119• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL = 0.090" @ -2'- 0.0" Allowed = 0.200" 5-11-11 MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" q MAX LL DEFL = 0.024" @ 1'- 9.2" Allowed = 0.179" MAX TL CREEP DEFL = -0.027" @ 1'- 9.2" Allowed = 0.239" 12 5.00 MAX HORIZ. LL DEFL = -0.011" @ 9'- 5.2" MAX HORIZ. TL DEFL = -0.011" @ 9'- 5.2" 8 Design conforms to main windforce-resisting / system and components and cladding criteria. / Wind: 190 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,_ All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, --- Truss designed for wind loads / in the plane of the truss only. M-5x6 / / , 3 0 en ow o 1 III PAUL ,it, o 1 2 0� 6 NE -,./ ++++��,,,,,,,,, / M-3x6pt wAS 40 _A. . , f , , 519'76 w4 2-00 4-06 1 1-05-11 l Q�,�SGIS'T•Sg_ (PROVIDE FULL BEARING;Jts:2,6,9,5 I it 410114011 rav+yl, •A.S �' 8•782PE r' JOB NAME : J-1853 STONE BRIDGE HOMES - CJ3 Scale: 0.6057 r . - WARNINGS: GENERAL NOTES, unless noted: I.Builder and erection contractor be advised fall General Notes 1.This design is only upon the parameters sewn and s for an'ndrvldual OREGON h V N. Truss: CJ3 and Warnings before construction co bui ldi ng component.Applicability of de g parameters and proper �/`v incorporation f component'the of the building designer.j 2.2v p b bracing t be installed wT a shown 2 Design the top db II chords 1 be laterally braced at �� "1 r 1 A 7 3.Additional t p ry bracing i r e stability d 'ng construction is the p -p IM f the 1 Add t permanent bracing of 2' and 110 respectively k braced throughout their length by DATE: 7/13/2015 Ih e al structure is the responsibility of the building tlecigner continuous sheathing h plywood sheathing(TC)and;or drywall(BC). /1 PA U L \`` 4.No load should be applied to a 3.2v Impact bridgi g lateral bracing required where shown•• SEQ. : K 1 3 012 31 pplie any component until after all bracing and 4.Installalbn of truss is the responsibility of the respective conlradui. Fasteners are complete and at no time should any loads greater than 5.Design a es trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. adetcordry eanddfonofuse. s.Design assumes full bearing at all supports sewn.Shim or wedge if 5.Compurrus has no control over and assumes no responsibility for the EXPIRES: 1 2/31/'2716 fabrication.handling.shipment and installation of components. ecessasum 7.Design assumes adequate drainage is provided. July 13,2015 6.This design is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss.and placed so their center TPWJTCA in BcSI.copies of which will be furnished upon request. lines coincide with joint center lines. • B.Digits indicate see of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.7SP2(1t)-E 10.For bask connector plate design values see 650.1311,65 R.19138(MiTek) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 87 2-6=10) 0 2-3=(-606) 223 BC: 2x4 KDDF )11&BTR SPACED 24.0" O,C. 2-3=1-295) 532 • WEBS: 2x4 KDDF STAND 3-4=1-1261 58 LOADING 4-5=1 -541 25 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 BAG REQUIRED BRG AREA LETINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -81/ 510V -9/ 139H 5.50" 0.82 KDDF ( 625) OVERHANGS: 24.0" 0.0" 4'- 3.2" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 5.2" -139/ 296V 0/ OH 1.50" 0.38 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.7" -40/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP •,s s- . spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0,267" MAX LL DEFL = 0.026" @ 1'- 9.2" Allowed = 0.179" 7-11-11 MAX TL CREEP DEFL = 0.027" @ 1'- 9.2" Allowed = 0.239" T T MAX HORIZ. LL DEFL = -0.013" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.014" @ 7'- 10.9" 12 5 5.00 Design conforms to main windforce-resisting system and components and cladding criteria. .' Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 4 + M-5x6 M 3 43111111111).°.' �� • At j gV r o � .1 2► fi► ! • M-3x6 �� 61--" Ox t y 1. y ,�� SP4-'08114Q''` ,w. •2-00 9-06 3-05-11 �S_ �s(yy`A,'.'(,{ • 'PROVIDE FULL BEARING;Jts:2,6,4,5 ' ";�• "�� f} wc›c.P OA EFq ip9 e :9782PE r JOB NAME : J-1853 STONE BRIDGE HOMES - CJ4 - - Scale: 0.5189 ..V _ WARNINGS: GENERAL NOTES, unless nn noted 1 e v 1.Builder and e' contractor advised of all General Notes This is y parameters h and pan individual 4 •R EGO N �•Truss: CJ4 d Wa 'rg before ommenubuilding com oneat.Applicability f design parameters nd pr 72 O T incorporation of component is the responsibility of the building de signer.' 2.2 p b bracing t b installed w h e r e shown• y 'I f AS G 3.Additional temporary b g t - stability d g construction 2.Design assumes the tap and bottom chords to be laterally braced at 2 o c.and at 10 o.c.respectively unless braced throughout their length by <V h responsibility h erector.Additional permanent brat rag of continuous sheathing such a s is plywood uired ng(TC)and/or drywall(BC) PR 1 t L DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown•• {J SEQ,, K1301232 4.No load should be applied to any component until after aN bracing and 4.Installation of truss is the responsibility of the respective contractor. • }C fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a ronaorrosNe environment, TRANS ID• LINK design loads be applied to any component. and are tor"drycondition/of use. 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes t N bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design s assumes umes adequate drainage is provided. July 1 3,2015 • 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 TPWJICA in SCSI,copes of which MI be furnished upon request. lines coincide whh joint center lines. 9.Digits indicate site of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6,7SP2(1L)-E 10.For basic connector plate despn values see ESR-1311,ESR•1986(MITek) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 IBC 2112 MAX MEMBER FORCES 42-3=(-606) 87 89 7ER BC: 2x4 KDDF 816078 SPACED 24.0" O.C. 2-3=( 0) 37 2-7 7==(0) 0 2-3=(-606) 189 2-4=1-258) 570 WEBS: 2X4 KDDF STAND 3-9=1-158) 70 LOADING 4-5=( -72) 54 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -40) 15 BC LATERAL SUPPORT <= 12"30. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-00 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -67/ 510V -12/ 165H 5.50" 0.82 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 3.2" 0/ 43V 0/ OH 5.50" 0.07 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4'- 5.2" -139/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) B'- 5.2" -93/ 246V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 10.9" -10/ 10V 0/ OH 1.50" 0.02 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. FOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spad pg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.026" @ 1'- 9.2" Allowed = 0.179" MAX TL CREEP DEFL = 0.028" @ 1'- 9.2" Allowed = 0.239" MAX HORIZ. LL DEFL = -0.013" @ 9'- 10.2" 9-10-15 __ _ MAX HORIZ. TL DEFL = -0.014" @ 9'- 10.2" 1---- 6f Design conforms to main windforce-resisting 7 system and components and cladding criteria. 12 5.00 p 5 0 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 Truss designed for wind loads in the plane of the truss only. 4 0o I cn 0 M-5x6 a 3 /-004As4/4,-ti, 0 .a/ mow ' , �� 1 m ti`s o 1 21. 7 - , rM-3x6 - 14. ' Zr ,0� 'PPG 1_ �qry� �_ I ) 44 �,{A G� 2-00 4-06 5-04-15 Irtt '�71'0.' ,S (PROVIDE FULL BEARING;Jts:2,7,4,5,6 CO.` N I 4-., C2V/D 4� :9782PE 9<' JOB NAME : J-1853 STONE BRIDGE HOMES - CJ5 Scale: 0.4491 I WARNINGS: GENERAL NOTES. unrseolh noted v Truss: CJ5 I.Builder and erection contractor should be advised ot all General Notes I This design based only upo to parameters shownandiforanindividual �"a OREGON ' Q„ and Warnings before construction commences building component.Applwabidy of design parameters and proper "(/ { tic))• • III 3.a,4 compression web Orating must be insbled where Mown e. incorporation of component a the responublay or the building designer. "T, �,7 RY } r ,/� J.Additional temporary bracing to insure sbbAity during construction 2.Dew assumes the res and bottom chortle to be laterally braced al "t r the responsibility 0 the erector.Additional permanent bracing of Y o.c.and a110'a.c.rsuch a plywood unless braced throughout)and/or their length by ` continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). PAUL 1 Rl DATE: 7/13/2015'7 I the overall structure is the responsibnly of the building designer. 3.2a Impact brldging or lateral bracing required where shown•• U SEQ.: K 13 0 12 3 3 4.No bad should be applied to any component until after all bracng end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS ID: LINK design wads be apphed to any component. and are for Udry condition of Use. 5.CompuTrus has no control over and assumes no:esponsrbady for the fi.Design assumes b bearing at all supports shown.Shen or wedge A EXPIRES: 12/31/2016 tabricatwn.handing.shipment and inshlaldn of components. esignas 7. adequate July 13,2015 6.This design r furnished wbrect w the imitations set forth by e.Plates shall be located on both faces of buss.and placed so their center TPLWTCA In BC51.copes of Much wit be furnished upon request lines coincide with pint center lines. • 9.Digits indicate size of plate in inches. MiTek USA,Inc.lCompuTrus Software 7.6.7SP2(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-11158(WTek) • This design prepared from computer input by • JP LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 CC: 2x4 KDDF Bl&RTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-5-701 0 2-3=(-639) 344 BC: 2x4 KDDF 1116BTR SPACED 24.0" O.C. 2-3=7-282) 506 e WEBS: 2x4 KDDF STAND 3-4=) -84) 41 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 5Q.IN. (SPECIES) LETINS: 1-07-05 1-07-05 0'- 0.0" -153/ 560V 0/ 62H 5.50" 0.90 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 24.0" 0.0" 1'- 11.7" -183/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc_spaE5g. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL ■ -0.043" @ -2'- 0.0" Allowed - 0.267" 1-11-11 MAX LL DEFL ■ 0.006" @ 1'- 4.9" Allowed = 0.054" T - MAX TL CREEP DEFL - 0.006" @ 1'- 4.9" Allowed - 0.072" 12 MAX HORIZ. LL DEFL - -0.005" @ 1'- 10.9" 5.00 D MAX HORIZ. TL DEFL ). -0.006" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 4 -a -ij P N O 1 co o '� l / � 2 5 i M-3x6 QAUL „pi, of wAS414, •er [� 'o ``1 r r y y r0 1976 2-00 2-00 �Q.k �fiGISTER� (PROVIDE FULL BEARING:Jts:2,5,4 ks G 40146 OR - . ��\�� N 1 E.E9 s1o2 `z' 89782PE �V- JOB NAME : J-1853 STONE BRIDGE HOMES - CSJ1 +OW . Scale: 09 WARNINGS. GENERAL NOTES, unless othentese noted' 'Cr, Truss: CSJ1 I.Builder and erection contractor should be advised of ad General Notes 1 This design' based only upon the paameten shown and i for an individual 11:1/ OREGON ' and Warnbgs before consirucon commences. building component.Appfub8oy of design parameters and proper n0 �Q` 2.2v4 compression web brabmg must be installed where shown.. incorporation of component V Ms respgnaib4ily of the budding designer. ."1/9,2...&,1 Y • 3.Addaional temporary bracing to insure stabiiiry during construction 2.Design assumes the lap and bottom chortle to be laterally ffhe:n at R Y 1 �� s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.reapeclivaly unless braced throughout their length by ` DATE: 7/13/2015 the overall structure is the responsibility of the bcildtng desgne:. continuous sheathing such as plywood required i here s own.drywaglBC). �'^U'1 3.h Impact bndgirg or tetanal bracing required where shown.. ^u I.• SEQ.: K1301234 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. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used m e non-corroswe erwironment. • TRANS ID• LINK dedgn loads be applied to any component. and are tor condition-of use. 5.CompuT,us has no control over and assumes no responsibility Iorthe a Wwpnassumeslupbearing alwppods shown.Shim ar wedge lt EXPIRES: 12/31/2016 sry fabrication.handl g s hi pmen t and InstaWtion or components.e 7. Plates assumesadequate donbotdrainage sprowled. July 13,2015 B.This design u furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss.and placed so their center TPNMtA in KM.copies of which will be furnished upon request. Ones coincide with pint canter Imes. 9.Digits Indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7SP2(71)-E to nor basic connector plate design values see ESR-1311.ESR-1980(MWTek) This design prepared from computer input by JP . LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N15BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 87 2-5=(0) 0 2-3=(-607) 292 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=1-294) 532 WEBS: 2x4 KDDF STAND 3-4=1 -48) 41 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"7C. VON. 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: 2-00-00 2-00-00 0'- 0.0" -126/ 988V -4/ 8BH 5.50" 0.78 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" 0/ 18V 0/ OH 5.50" 0.03 KDDF ( 625) OVERHANGS: 24.0" 0.0" 3'- 11.7" -53/ 113V 0/ OH 1.50" 0.18 KDDF ( 625) s LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. -.- __--- -- - -_-- [CONU. 2{ Design checked for neJ75 psf) uplift at 24 4 "oc s3aciilg. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" • MAX BC PANEL LL DEFL = 0.000" @ 0'- 10.1" Allowed = 0.046" MAX BC PANEL TL DEFL = -0.000" 0 1'- 1.4" Allowed = 0.062" 3-11-11 MAX HORIZ. LL DEFL = -0.012" @ 3'- 10.9" r-- -- - - - - -- MAX HORIZ. TL DEFL = -0.012" 0 3'- 10.9" 12 Design conforms to main windforce-resisting 5.00 I2 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 4 in the plane of the truss only. • M-3x4 I (N.I _-- wili011irilli.' m _,/_ •N• 1 % z�� -- 5 -' PAUL X,r�T,j M-3x6 01 ,L 0 • _ 4. \ s 1976 �`r p��P\�GjsTewc'", 2-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,5,4 7 #. 4R1*► • C'ef; �N 1 EAR s/6 `r :9782PE 9r JOB NAME : J-1853 STONE BRIDGE HOMES - CSJ2 . ..,,e Scale: 0.6177 , W IN ARNINGS: GENERAL NOTES. unless otherwise noted v GON • Truss: CSJ2 I.Bulderam erection contractor mo uld be advised of all General Notes I.This design s based only upon meparameters shown and s for anndndual A '1 • O^ P and Warnings before construction commences. building component.Appbcabibly of design parameters and proper ,e /, 2.2e4 compressor web bracing must be installed where mown•. incorporation of component a the nesponubniN of the building designer. �� Vq RY -16 f L Q. 3.Adderonanemporary bracing to insole stability during construction 2 Design auumes the top and bottom moms m be throughout braced at -`(G to the respons bAN of the erector.Additional permanent bracing of z'o.c.and al fo'o.c.respectively unless brand lhrouphgut then length by \V ontinuo us sheathing such as pbwood Beath here)ardor drywall,BC). PA 1 'L •� DATE: 7/13/2015 the ave..structure is the responsibility or the building designer. 3 zs Impact bridging or lateral bracing required where shown•• u SEQ. : K1301235 4.No bad mould be applied to any component until alter all bracing and a.Installation of truss is the responsibility of the respective contractor. . fasteners are compkle and at no time should any bads greater than 5.Destgn assumes trusses are to be used in a non-corrosive environment, des. roads be applied to an and are for uery condition'of use. TRANS ID: LINK pr pp component. 5.CompuTrus has no control over and assumes no nesponsbdity for the 6.Design auumes full Deanne al all supports dawn.Shim or wedge it EXPIRES: 12/31/2016 fabrication hand) N sary. "4 shipment and diebo.t lien glglts:Ih as. 7 Design assumes adequate drainage Is provided. July 13,201rJ 6.This design n furnished subject to the imitations set form by B.Plates oral be located on both laces of truss.and placed so theft center TPIWTCA in SCSI.copies of which ml be banished upon request. lines coincide with pint center lines. • 9.Digits indicate sae of plate m Inches, MITek USA,Inc./CompuTrus Software 7.6.7SP211L)-E to For basic connector plate deign values see ESR-1311,ES R•1961(MtrTes) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 4116BTR LOAD DURATION INCREASE- 1.15 1-2 ( 0) 43 2-4-(-60) 80 3-4=(-227) 180 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. 2-3"(-121) 105 . 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 6- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 42.0 PSF 0'- 0.0" -68/ 460V -38/ 112H 5.50" 0.74 KDDF ( 625) OVERHANGS: 12.0" 0.0" 7'- 6.0" -35/ 300V 0/ OH 5.50" 0.48 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) •. 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. !COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL"L/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 - 0.249" @ 3'- 10.4" Allowed = 0.473" MAX TC PANEL TL DEFL - -0.303" @ 3'- 10.7" Allowed - 0.710" 7-06 MAX HORIZ. LL DEFL - 0.001" @ 7'- 4.3" I 1 MAX HORIZ. TL DEFL ■ 0.001" @ 7'- 4.3" 12 5.00 17 M-1.5x3 Design conforms to main windforce-resisting - system and components and cladding criteria. /J Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, M (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. j co co i / v1 0 / rn o _ PAULA 1,..------ 2.Ali ,,,g. / 9 ov WAS I o C�, M-3x4 M-1.5x3 y%' /� re O y r i \ .`P 4 51976 w� 9A�, -6CISTSR: fn, A> 00 7_06 S G s5� N i � , \�e 902p r:9782PE JOB NAME : J-1853 STONE BRIDGE HOMES - D1 ,r Scale: 0.5681 - - WARNINGS: GENERAL NOTES, uMeaa otherwise noted: �/ (/' 1.Builder and erection contractor should be advised eat General Notes 1.This dealpn is based only upon the paramekn shown and N for an IMNklual 1.1,&OREGON ('AN. Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters end proper '� (,V ‹P 2.2a4 co mpression web bracing must Dc instated whir re shown.. incorporation of component is the responsibilm/of the building designer. V !I 3.Additional temporary bracing to insure stability during construction g•Deeipn assumes the tap and bottom chords to be tale rely brand at "99� Al RY 1`� _tom(// N the responsibitily of the erector.Adtleonal permanent bracing of Z o.c.and at 10'o.c.raspeclNely unless braved throughout their length by ` DATE: 7/13/2015 the overan structure is the responsibility t the buildw des. 2s Impact ahe ing or aterasadng requited where shown PA UL designer. lateral requited .. • SEQ.: K 130123 6 4.No load should be applied to eny component until after al bracing and 4.Installation on oruss 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 ron-corrosive environment. TRANS ID: LINK design wads be applied to any component. and are for conanwn'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NS bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 falicatwn.handing.shipment and installation of components. ssary. . 7.Design assumes adequate drainage is truss. July 13,2015 6.This designs furnished subject to the lineations set form by s.Plates shall be located on both laces of truss.and placed so their center TPW(TCA in SCSI.copies of:which will be furnished upon request. lines coincide with joint center lines. MiTek USA.Inc./Coto uTrus Software 7.6.7SP21L E 9.For Digits isdoc sae Ate inign vat • P ( 10.For basic connector sac pbls design values see ESR-1311,ESR-1988 Mink) • This design prepared from computer input by JP e LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #155TH LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-4=(-60) 80 3-4=(-227) 180 BC: 204 KDDF #1aBTR SPACED 24.0" O.C. 2-3=(-121) 105 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 HORS BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -68/ 460V -38/ 112H 5.50" 0.74 KDDF ( 625) OVEP.HANGS: 12.0" 0.0" 7'- 6.0" -35/ 300V 0/ OH 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" • MAX TC PANEL LL DEFL = 0.299" @ 3'- 10.4" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.303" @ 3'- 10.7" Allowed = 0.710" 7-06 MAX HORIZ. LL DEFL = 0.001" @ 7'- 4.3" r- T MAX HORIZ. TL DEFL - 0.001" @ 7'- 4.3" 12 5.00 l '" M-1.5x3 Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads / in the plane of the truss only. - i 0 ul 0 OE o - M pAU.T. ,k} W lx of 1 �� a• 9 -, �a'k l�/'aJ o / M-3x4 M-1.5x3 , Q�p i.,C,' it■fir 1-00 7-06 ,_0 • -" IPDIR'a' �� `9NC,0 /0 �' 89782PE -17_,.. JOB NAME : J-1853 STONE BRIDGE HOMES - D2 ,." 1 Scale: 0.5681 ; WARNINGS: GENERAL NOTES, unless otherwise noted: (;r Truss: D2 1.Builder and erection contractor should be advised of all General Notes This design based only upon the p a h d 1 an indNidual 1' OREGON 0e% -Q" and Wa irg before constructions ncec building component.Applicability fdesign parameters and proper (� 2.2 4 p web bracing must b installed where shown+, incorporation of component k the of the building designer. n(1 4/4/ q2( V' A 8.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords t be laterally braced at e� ' RY ',J � ` N the sp 'b'liy of the eregor.Additional permanent bracing of 2 o.c.and at 10 o c respectively unless braced throughout their length by ' t \ DATE: 7/13/2015 the veralstructure is the responcblty of9,e building desgner continuo.v Impact rhea@ iorwehaaeongreuiredwersowno•arywancec). PA UL �` 3.2x Impact bridging or lateral bradrg required where shown.. v SEQ.: K1301237 4.No load should be applied to any component until alter al bracerg and 4.Installation of truss is the responsibility of the respective contractor. • fasteners are complete and at no time should any loads greater than 8.Design assumes trusses are to be used in a non-carrosNe environment, TRANS ID: LINK design loads be applied to any component. and are for'drycana4kn•muse. 5.GompuTrus 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: 12/31/2016 fabrication.handing.shipment and installation of components. necessary. 6.This design is furnished subject to the Imitations set forth by 7.Design assumes adequate drainage u provided. 8.Plates shall be located on both faces of truss,and placed so their center July 13,2015 TPIMTCA in KS!,copes of which will be furnished upon request. lines coincide with joint center lines. • 11 9.Digits indicate size of plate in inches. i MiTek USA,Inc./CompuTrus Software 7.R.7-6P2(1L)-E 10.For basic connector plate design values see ESR-1011,ESR-7988(NYTek) __1 This design prepared from computer input by • JP LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 43 2-4=1-24) 27 3-4=1-B0) 79 BC: 2x9 KDDF N1SBTR SPACED 24.0" O.C. 2-3=(-59) 33 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.01051( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS 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" -64/ 305V -14/ 46H 5.50" 0.49 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 0.0" -11/ 107V 0/ OH 5.50" 0.17 KDDF ( 625) For hanger specs. - See approved LL = 25 PSF Ground Snow (Pgl g p pproved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for nett-5 osf) uplift at 24 "oc spAclilg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.006" @ 1'- 7.5" Allowed = 0.198" MAX TC PANEL TL DEFL = -0.006" @ 1'- 7.5" Allowed = 0.222" 2-10-04 0-01-12 MAX HORIZ. LL DEFL = 0.000" @ 2'- 10.3" 1' 1 1 MAX HORIZ. TL DEFL = 0.000" @ 2'- 10.3" 12 5.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-1.5x3 in the plane of the truss only. 3 -, II 1 j r 0 0 1_,---- / i2 .. 4 --s M-3x4 M-1.5x3 PAUL D. VASINio 4e1 '4001 fi . °x .,1 y ",1 51976 1-00 3-00 �QAIN�4b/SISIL � ' Win.%., � i9 O `r' :9782PE c` JOB NAME : J-1853 STONE BRIDGE HOMES - D3 , .aer -•0' Scale: 0.7009 / AM • WARNINGS: GENERAL NOTES, unleu otherwise noted. Truss: D3 1.Binder and erection contractor should be advised of all General Notes This design based only upon the parameters shown and is for an individual y 94 OREGON �s ` d Warnings before commences. binding component Applicability of design parameters and proper !I". n �" , 2.2s4 compression bb g must be tagdwhereshown. Incorporation ol component icthe responsibility ormebilahgaesgner „/� 'QRY 1'6 V�� (�?. �' 3.Atloil I temporary b -g t stability during construction 2.Design assumes the tap and bottom d t be laterally braced at V i the responsibility f the 1 Additional permanent bracing of 2'o.c.and at 10 o c respectively unless braced throughout their length by DATE: 7/13/2015 the overall structure is the neconsbk of der. 2a Impctbridging aorlatcha Dly d h Ilwhere)antllordrywall(BC) PAUL far responsibility o building igner, 3.2a Impact or lateral bracing required where shown.. SEQ.: 1<1301238 4.No mad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design a es trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.GompuTrus has no control over and assumes no responsibility for the 6.Design assumes flip bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components, ssary. 7.Design assumes adequate drainage is provided. July 13,2015 a S.This design is furnished subject to the kmibtlona set forth by S.Plates shall be located on both facet of truss,and placed so Ihek center TPI WfCA in SCSI,copies of which will be furnished upon request. line coincide with pint center lines. 9.Digits nldicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MITek) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 3'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 TC. 2x4 KDDF 414BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'rIC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor-1.6, For hanger specs. — See approved plans Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. e 11,IMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5.00EOUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 1 M-1x2 or equal typical at stud verticals. ■ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. (Complete specifications. i • 3 - 0 0 0 2.! .-I / / j J 4 M-3x4 PAUL AIL / x L t ��+0.E.,44'IS9TER��4 1-00 3-00 s G �� c ' -ii- '')L9 S/Q . `t- 89782PE JOB NAME : J-1853 STONE BRIDGE HOMES - D4 ...-......e. .. "0"' Scale: 0.9534 ' WARNINGS: GENERAL NOTES, unless otherwise noted. -9 OREGON 'ate I.Builder and erecton contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an inundual 0% Truss: D4 and wamags hemrc construction commence:. bmlGng component.Applioabley of design parameters and proper �/ 2Q ' 2.2sa compression web bracing must be installed where shown.. incorporation of component is the reaponubilly of the building designer. �� 4�y A+ 3.Addeonal temporary bracing to insure stability during construction 2.Design assumes the top and bosom unless chords,to be laterally bond at � �(- o me responsibility of the erector.Atletonet permanent bracing of 2'p.c..cu al 10 o.c.respectively plywood s braced throughout ineu length by \ �/ continuous sheathing such as plywood ahealmngiTC)and/or drywall(BC). p^U L DATE: 7/13/2015 the overall structure is the responsmbry of the building designer. 3.2s Impact bridging or lateral bracing required where shown•• r5 SEQ.: K1301239 4.No bad sMUb be applied to any component until ode;all bracing and a.Installation of truss is the responsibility of respective contractor. • fasteners are complete and at no nine should any beds greater than 5.Design assumes b non- corrosive are to be used in a nonorrosive environment TRANS ID: LINK design bads be applied to any component. and are Corr"dry condition'of use. 5.compuTrue has no control over and assumes no responsibility or the 6.Design assumes fug bearing at al supports shown.shim or wedge d fabrication naval N necessary. EXPIRES: 12/31/2016 shipment sjrnrrfrnof components. 7.Desgn assumes adequate drainage uprowled. July 13,2015 6.This dew d furnished subject to the ImNnuns set forth by B.Plates shall be boated on both taus of truss.and placed so thee center TPIWTCA in SCSI.copes of which wig be furnished upon request, lines coincide wah pint center Ines. • 9.Drgric indicate sac of plate in inches. MITe,LISA,Inc./CompuTrus Software 7.6.7SP2(1L)-E to For basic connector plate design values see 650-1311,ESR-199a(MATOI) • Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION ■ ' 3 � /4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. I Damage or Personal Injury r= Dimensions are in ft-in-sixteenths. h.446. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 0 „ 2. Truss bracing must be designed by an engineer.For -1/1 6 wide truss spacing,individual lateral braces themselves may require bracing,or alternative for I • 11111110111*1 p bracing should be considered. 1-440, z 3. Never exceed the design loading shown and never O 0 stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building C7-8-8 ca- cs-a g supervisor,property owner and For 4 x 2 orientation,locate designer,erection su ervisor, plates 0 'nd' 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. 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 131 1, ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that /# Indicated by symbol shown and/or SYP represents values as published specified. �/ by text in the bracing section of the by AWC in the approved/new NDS Y 9 SP represents ALSC approved/new values 13.Top chords must be sheathed or puriins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MTek®All Rights Reserved approval of an engineer. 1111%=40 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Dem Min size shown is for crushing only. MIN=I 18.Use of green or treated lumber may pose unacceptable r_� environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI l: National Design Specification for Metal project engineer before use. 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, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek• ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate • Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 Page 1 N:\JOBS Stone• Bridge\1855\1855 Beams\1855 BEAM A.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 10:36:09 WARNING RECEIVED *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO JUL 1 6 2015 ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, CITY OF TIGARD INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. BUILDING DIVISION COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM A STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2250Fb-1.5E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 2.000' 0.000' TOP L/360 L/240 ROOF 30 15 6.000' 0.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2425 10759 2153 0.320 0.885 ALLOWABLE 3938 15442 7897 0.596 0.894 STRESS INDICES 0.62 0.70 0.27 L/670 L/242 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 60" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 18.000' TOTAL SPAN: 18.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 18.000 +ALL 1 UNIF DEAD ROOF TOP 45.0 PLF 0.000 18.000 +ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 0.000 18.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 18.000 +1 1 UNIF LIVE ROOF TOP 67.5 PLF 0.000 18.000 +1 1 UNIF LIVE FLOOR TOP 30.0 PLF 0.000 18.000 Page 2 • 1855 BEAM A.dsn . +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 18.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 18.000 +3 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 18.000 +4 1 UNIF LIVE ROOF TOP 90.0 PLF 0.000 18.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 10759 2153 1.00 2 6865 1378 0.90 3 8463 1696 1.00 4 10460 2093 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2425 2425 2 1547 1547 3 1907 1907 4 2357 2357 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1547 1547 2 1547 1547 3 1547 1547 4 1547 1547 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 878 878 2 0 0 3 360 360 4 810 810 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 1.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.320 0.596 L/670 0.885 0.894 L/242 2 1 0.000 0.596 0.565 0.894 L/380 0.565 0.847 3 1 0.131 0.596 L/1633 0.696 0.894 L/308 4 1 0.296 0.596 L/726 0.860 0.894 L/249 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.70 0.27 2 0.49 0.19 3 0.55 0.21 4 0.68 0.27 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN Page 3 1855 BEAM A.ddn TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 • N:\JOBS Stone Bridge\1855\1855 Beams\1855 BEAM B.dsn • • LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 10:36:45 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM B STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2250Fb-1.5E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 0.000' 17.750' TOP L/360 L/240 ROOF 30 15 0.000' 2.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 4648 5044 3284 0.048 0.087 ALLOWABLE 4648 15442 7897 0.245 0.368 STRESS INDICES 1.00 0.33 0.42 L/1851 L/1012 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 7.500' TOTAL SPAN: 7.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 225.0 PLF 0.000 1.000 +ALL 1 UNIF DEAD FLOOR TOP 133.1 PLF 0.000 7.500 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 7.500 +ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 7.500 Page 2 1855 BEAM B.dsn +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 7.500 ALL 1 CONC DEAD ROOF TOP 953.3 LBS 1.000 1 1 UNIF LIVE ROOF TOP 337.5 PLF 0.000 1.000 +1 1 UNIF LIVE FLOOR TOP 266.3 PLF 0.000 7.500 +1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 7.500 1 1 CONC LIVE ROOF TOP 1430.0 LBS 1.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 1.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 7.500 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 7.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 1.000 +3 1 UNIF LIVE FLOOR TOP 355.0 PLF 0.000 7.500 4 1 UNIF LIVE ROOF TOP 450.0 PLF 0.000 1.000 +4 1 UNIF LIVE ROOF TOP 30.0 PLF 0.000 7.500 4 1 CONC LIVE ROOF TOP 1906.7 LBS 1.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 5044 3284 1.00 2 2286 1430 0.90 3 4672 2385 1.00 4 3708 2946 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 4648 2413 2 2011 1117 3 3343 2448 4 4196 1514 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2011 1117 2 2011 1117 3 2011 1117 4 2011 1117 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2637 1296 2 0 0 3 1331 1331 4 2185 397 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.771 1.500 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 953.3 1.000 3.000 1 LIVE 1906.7 1.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.048 0.245 L/1851 0.087 0.368 L/1012 2 1 0.000 0.245 0.040 0.368 L/2231 0.040 0.059 3 1 0.041 0.245 L/2157 0.080 0.368 L/1098 4 1 0.023 0.245 L/3789 0.063 0.368 L/1412 Page 3 • 1855 BEAM B.dsn **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.33 0.42 2 0.16 0.20 3 0.30 0.30 4 0.24 0.37 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 N:\JOBS Stone Bridge\1855\1855 Beams\1855 BEAM C.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 10:37:22 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM C STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 11-7/8" LP LVL 2250Fb-1.5E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 18.000' 11.500' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2469 3551 1615 0.031 0.043 ALLOWABLE 3937 15442 7897 0.196 0.294 STRESS INDICES 0.63 0.23 0.20 L/2274 L/1630 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 6.000' TOTAL SPAN: 6.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR TOP 221.3 PLF 0.000 6.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 6.000 +1 1 UNIF LIVE FLOOR TOP 590.0 PLF 0.000 6.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 6.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF Page 2 • 1855 BEAM C.dsn 1 3551 1615 1.00 2 1006 466 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2469 2469 2 699 699 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 699 699 2 699 699 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1770 1770 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 1.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.031 0.196 L/2274 0.043 0.294 L/1630 2 1 0.000 0.196 0.012 0.294 L/5754 0.012 0.018 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.23 0.20 2 0.07 0.07 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 10:35:33 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM D STATE: OR CODE: IBC PRODUCT: 1-PLY 7" X 11-7/8" LP LVL 2900Fb-2.0E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 0.000' 10.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 6928 28052 6568 0.580 0.824 ALLOWABLE 11408 39805 15794 0.586 0.878 STRESS INDICES 0.61 0.70 0.42 L/364 L/256 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 17.750' TOTAL SPAN: 17.75 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD FLOOR SIDE 145.9 PLF 7.000 17.750 +ALL 1 UNIF DEAD FLOOR TOP 75.0 PLF 0.000 17.750 ALL 1 UNIF DEAD FLOOR SIDE 52.6 PLF 0.000 7.000 +ALL 1 UNIF WEIGHT BEAM 23.8 PLF 0.000 17.750 1 1 UNIF LIVE FLOOR SIDE 389.1 PLF 7.000 17.750 +1 1 UNIF LIVE FLOOR TOP 200.0 PLF 0.000 17.750 1 1 UNIF LIVE FLOOR SIDE 140.4 PLF 0.000 7.000 2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 7.000 17.750 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 17.750 2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 7.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 28052 6568 1.00 2 8316 1943 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS Page 2 ' REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 5478 6928 2 1647 2043 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1647 2043 2 1647 2043 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3830 4885 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.173 2.173 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.580 0.586 L/364 0.824 0.878 L/256 2 1 0.000 0.586 0.245 0.878 L/861 0.245 0.367 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.70 0.42 2 0.23 0.14 SLENDERNESS RATIO = 1.70 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 10:41:51 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM E STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 19.250' 0.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 6757 23577 6242 0.413 0.760 ALLOWABLE 6757 27280 11845 0.529 0.793 STRESS INDICES 1.00 0.86 0.53 L/461 L/251 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 6" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 ROWS OF 16d (3-1/2") NAILS AT 6" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. *** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 529 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 46" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 16.000' TOTAL SPAN: 16.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 150.0 PLF 0.000 6.000 Page 2 • +ALL 1 *UNIF DEAD FLOOR SIDE 144.4 PLF 0.000 16.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 16.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 16.000 ALL 1 CONC DEAD ROOF TOP 333.3 LBS 6.000 +1 1 *UNIF LIVE FLOOR SIDE 288.8 PLF 0.000 16.000 1 1 UNIF LIVE ROOF TOP 225.0 PLF 0.000 6.000 1 1 CONC LIVE ROOF TOP 500.0 LBS 6.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 6.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 16.000 2 1 CONC LIVE ROOF TOP 0.0 LBS 6.000 +3 1 *UNIF LIVE FLOOR SIDE 385.0 PLF 0.000 16.000 4 1 UNIF LIVE ROOF TOP 300.0 PLF 0.000 6.000 4 1 CONC LIVE ROOF TOP 666.7 LBS 6.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 23577 6242 1.00 2 10717 2769 0.90 3 22736 5823 1.00 4 16383 4345 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 6757 5142 2 3037 2391 3 6117 5471 4 4916 2979 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 3037 2391 2 3037 2391 3 3037 2391 4 3037 2391 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 3719 2751 2 0 0 3 3080 3080 4 1879 588 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.716 1.500 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 333.3 6.000 3.000 1 LIVE 666.7 6.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.413 0.529 L/461 0.760 0.793 L/251 2 1 0.000 0.529 0.347 0.793 L/549 0.347 0.520 3 1 0.395 0.529 L/483 0.741 0.793 L/257 4 1 0.158 0.529 L/1205 0.504 0.793 L/377 Page 3 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.86 0.53 2 0.44 0.26 3 0.83 0.49 4 0.60 0.37 SLENDERNESS RATIO = 2.26 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 ' LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 13:13:23 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM F STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 0.000' 2.000' TOP L/360 L/240 ROOF 30 15 0.000' 6.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2757 13563 2555 0.245 0.690 ALLOWABLE 7914 27280 11845 0.661 0.991 STRESS INDICES 0.35 0.50 0.22 L/972 L/345 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 70 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 105" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 20.000' TOTAL SPAN: 20.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 20.000 +ALL 1 UNIF DEAD ROOF TOP 45.0 PLF 0.000 20.000 ALL 1 *UNIF DEAD ROOF SIDE 23.3 PLF 0.000 1.500 Page 2 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 20.000 +ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 0.000 20.000 +1 1 UNIF LIVE ROOF TOP 67.5 PLF 0.000 20.000 1 1 *UNIF LIVE ROOF SIDE 35.0 PLF 0.000 1.500 +1 1 UNIF LIVE FLOOR TOP 30.0 PLF 0.000 20.000 +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 20.000 2 1 *UNIF LIVE ROOF SIDE 0.0 PLF 0.000 1.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 20.000 +3 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 20.000 +4 1 UNIF LIVE ROOF TOP 90.0 PLF 0.000 20.000 4 1 *UNIF LIVE ROOF SIDE 46.7 PLF 0.000 1.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 13563 2555 1.00 2 8753 1637 0.90 3 10719 1994 1.00 4 13200 2504 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2838 2757 2 1812 1780 3 2212 2180 4 2779 2682 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 1812 1780 2 1812 1780 3 1812 1780 4 1812 1780 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1026 977 2 0 0 3 400 400 4 967 903 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.071 2.010 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.245 0.661 L/972 0.690 0.991 L/345 2 1 0.000 0.661 0.445 0.991 L/534 0.445 0.668 3 1 0.100 0.661 L/2379 0.545 0.991 L/436 4 1 0.226 0.661 L/1051 0.672 0.991 L/354 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI Page 3 • 1 0.50 0.22 2 0.36 0.15 3 0.39 0.17 4 0.48 0.21 SLENDERNESS RATIO = 2.26 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 N:\JOBS Stone Bridge\1855\1855 Beams\1855 BEAM G.dsn LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 13:16:05 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM G STATE: OR CODE: IBC PRODUCT: 1-PLY 1-3/4" X 11-7/8" LP LSL 1.55E DESIGN CRITERIA FOR COMBINATION ROOF AND FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL FLOOR 40 15 NO 20.000' 0.000' SIDE L/360 L/240 ROOF 30 15 0.000' 0.000' TOP FLOOR SPAN CARRIED IS NOT CONTINUOUS. ROOF SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 7771 6993 4153 0.068 0.095 ALLOWABLE 7771 8101 5680 0.200 0.300 STRESS INDICES 1.00 0.86 0.73 2L/709 2L/507 LOAD CASE 1 1 1 4 4 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . NOTES *** PROVIDE ANCHORAGE FOR UPLIFT AT SUPPORTS. ANCHORAGE DETAIL TO BE PROVIDED BY PROJECT DESIGNER. *** COMPRESSION EDGE BRACING REQUIRED AT 43" O.C. OR LESS. STRUCTURAL GEOMETRY LEFT CANT SPAN 1 2.000' 2.500' TOTAL SPAN: 4.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL L UNIF DEAD FLOOR SIDE 150.0 PLF 0.000 2.000 +ALL L UNIF DEAD WALL TOP 100.0 PLF 0.000 2.000 +ALL L UNIF WEIGHT BEAM 6.6 PLF 0.000 2.000 ALL L CONC DEAD FLOOR SIDE 774.5 LBS 0.000 +ALL 1 UNIF DEAD FLOOR SIDE 150.0 PLF 0.000 2.500 +ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 2.500 +ALL 1 UNIF WEIGHT BEAM 6.6 PLF 0.000 2.500 +1 L UNIF LIVE FLOOR SIDE 400.0 PLF 0.000 2.000 1 L CONC LIVE FLOOR SIDE 2065.5 LBS 0.000 +1 1 UNIF LIVE FLOOR SIDE 400.0 PLF 0.000 2.500 2 L CONC LIVE FLOOR SIDE 0.0 LBS 0.000 +2 L UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 2.000 +2 1 UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 2.500 +3 1 UNIF LIVE FLOOR SIDE 400.0 PLF 0.000 2.500 Page 2 1855 BEAM G.dsn • 4 L CONC LIVE FLOOR SIDE 2065.5 LBS 0.000 +4 L UNIF LIVE FLOOR SIDE 400.0 PLF 0.000 2.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 -6993 4153 1.00 2 -2062 1288 0.90 3 -2062 1559 1.00 4 -6993 4153 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 7771 -1977 2 2434 -504 3 2934 -4 4 7271 -2477 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2434 -504 2 2434 -504 3 2434 -504 4 2434 -504 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 5338 -1472 2 0 0 3 500 500 4 4838 -1972 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 5.075 1.617 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) L DEAD 774.5 0.000 3.000 L LIVE 2065.5 0.000 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 L 0.066 0.200 2L/727 0.093 0.300 2L/516 1 1 -0.005 0.074 L/5482 -0.006 0.111 L/4163 2 L 0.000 0.200 0.027 0.300 2L/1779 0.027 0.040 2 1 0.000 0.074 -0.002 0.111 L/17265 -0.002 -0.002 3 L -0.002 0.200 2L/28786 0.025 0.300 2L/1896 3 1 0.002 0.074 L/11374 0.001 0.111 L/24065 4 L 0.068 0.200 2L/709 0.095 0.300 2L/507 4 1 -0.007 0.074 L/3741 -0.009 0.111 L/3085 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.86 0.73 Page 3 1855 SEAM G.dsn 2 0.28 0.25 3 0.25 0.27 4 0.86 0.73 SLENDERNESS RATIO = 6.79 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 • • LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 13:30:48 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM H STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 11-7/8" LP LVL 2650Fb-1.9E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 12.000' 17.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 5999 20410 6142 0.244 0.361 ALLOWABLE 8946 27280 11845 0.393 0.589 STRESS INDICES 0.67 0.75 0.52 L/579 L/391 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 61" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 12.000' TOTAL SPAN: 12.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR TOP 217.5 PLF 0.000 12.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 7.000 ALL 1 UNIF DEAD FLOOR TOP 76.9 PLF 0.000 7.000 ALL 1 UNIF DEAD FLOOR TOP 43.6 PLF 0.000 7.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 12.000 +1 1 UNIF LIVE FLOOR TOP 580.0 PLF 0.000 12.000 1 1 UNIF LIVE FLOOR TOP 205.1 PLF 0.000 7.000 • Page 2 • 1 1 UNIF LIVE FLOOR TOP 116.4 PLF 0.000 7.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 12.000 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 7.000 2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 7.000 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 20410 6142 1.00 2 6642 2037 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 7579 5999 2 2506 1862 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2506 1862 2 2506 1862 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 5074 4136 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.874 2.272 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.244 0.393 L/579 0.361 0.589 L/391 2 1 0.000 0.393 0.117 0.589 L/1209 0.117 0.175 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.75 0.52 2 0.27 0.19 SLENDERNESS RATIO = 2.26 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 • • • LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 11:01:58 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM H1 STATE: OR CODE: IBC PRODUCT: 2-PLY 1-3/4" X 9-1/2" LP LVL 2250Fb-1.5E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 18.000' 12.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2295 3014 1590 0.040 0.056 ALLOWABLE 3937 10131 6318 0.179 0.269 STRESS INDICES 0.58 0.30 0.25 L/1610 L/1157 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3-1/2") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3-1/4") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. NOTES *** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 5.500' TOTAL SPAN: 5.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR TOP 225.0 PLF 0.000 5.500 +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 5.500 +1 1 UNIF LIVE FLOOR TOP 600.0 PLF 0.000 5.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 5.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF Page 2 1 3014 1590 1.00 2 847 452 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 2295 2295 2 645 645 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 645 645 2 645 645 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 1650 1650 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 1.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.040 0.179 L/1610 0.056 0.269 L/1157 2 1 0.000 0.179 0.016 0.269 L/4119 0.016 0.023 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.30 0.25 2 0.09 0.08 SLENDERNESS RATIO = 2.71 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION. Page 1 LOUISIANA-PACIFIC CORPORATION / WOOD-E DESIGN 2014.1 06/23/15 13:38:45 WARNING *** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY *** WOOD-E DESIGN 2014.1 EXPIRES ON 3/31/2016. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD-E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND/OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW, LLC JOB ID: 1855 BEAM I STATE: OR CODE: IBC PRODUCT: 3-PLY 1-3/4" X 16" LP LVL 2900Fb-2.0E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 1.500' 1.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 6193 43051 6187 0.492 0.773 ALLOWABLE 6193 51954 15960 0.662 0.994 STRESS INDICES 1.00 0.83 0.39 L/484 L/308 LOAD CASE 1 1 1 1 1 **** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . CONNECTION *** DESIGN ASSUMES ALL "TOP" LOADS ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ***ATTACH TWO PLIES WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 ROWS OF 16d (3-1/2") NAILS AT 12" OC. TO THE UN-NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131". 16d SINKERS (3-1/4") MAY BE USED. *** CONTACT HANGER MANUFACTURER TO VERIFY ABILITY OF HANGER TO DISTRIBUTE LOAD *** CONCENTRATED SIDE LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. THIS CONNECTION AND RESTRAINT OF THE TORSION INDUCED BY THE SIDE LOAD ON THE MEMBER ARE THE RESPONSIBILITY OF THE PROJECT DESIGNER. ***MAXIMUM SIDE LOAD FOR MULTI-PLY CONNECTION DESIGN MAX. LOAD: 41 PLF LDF: 1.00 NOTES *** COMPRESSION EDGE BRACING REQUIRED AT 38" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 20.000' TOTAL SPAN: 20.00 FT LOAD PATTERNS Page 2 CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 12.500 +ALL 1 UNIF WEIGHT BEAM 24.0 PLF 0.000 20.000 +ALL 1 *UNIF DEAD FLOOR SIDE 22.5 PLF 0.000 20.000 ALL 1 *CONC DEAD FLOOR SIDE 2067.3 LBS 12.500 +1 1 *UNIF LIVE FLOOR SIDE 60.0 PLF 0.000 20.000 1 1 *CONC LIVE FLOOR SIDE 5512.7 LBS 12.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 20.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 12.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB-FT) SHEAR (LBS) LDF 1 43051 6187 1.00 2 14660 2141 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG#1 BRG#2 1 4767 6193 2 2100 2148 REACTIONS FOR DEAD LOAD CASE BRG#1 BRG#2 1 2100 2148 2 2100 2148 REACTIONS FOR LIVE LOAD CASE BRG#1 BRG#2 1 2667 4045 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 1.500 1.573 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 2067.3 12.500 3.000 1 LIVE 5512.7 12.500 3.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG-TERM 1 1 0.492 0.662 L/484 0.773 0.994 L/308 2 1 0.000 0.662 0.282 0.994 L/847 0.282 0.423 **** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 **** **** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. **** **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L) . STRESS INDICES CASE MSI VSI 1 0.83 0.39 2 0.31 0.15 SLENDERNESS RATIO = 3.05 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED . Page 3 • ' LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI-JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA-PACIFIC CORPORATION.