Loading...
Plans (37) I Y1 1'/k ST--0I S---.0 � ' i I c;3 U 5cv Kyrn el J41t ti �0 , C. 14'-0` I 6'-0' 20-0' SY irp.s S-5 irt T-21/2' Sip B1 `` '�' 2415 bcri N B2(2) nip 1�.T-LONCDiv ��AV) v - _ - - C2(10) 40• m ' 0 t ` - \ - - I- - \ - I t C3(B) CD C2 cn b `12 b • - 16'-6' - - - b , C4(19r+ _ .- _ __ - .-. N \ E2(11) C4(11) 13-0" 13'-0' 13'-0. Ei CS 7 - - V .... %b1 b "' b / / ' E w 3'-6' I 8'-0' F-0 13'-0' I 13'-6" 40'-0' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 09/11/15 PLACEMENT RS SM CALCULATIONS AND `} PROJECT TITLE- REVISION-1 ENGINEERED STRUCTURAL Dili ' ; DRAWINGS FOR ALL FURTHER J-1838 STONE BRIDGE INFORMATION BUILDING ,. DESIGNER/ENGINEER OF RECORD pam 1--.,,,., um er PLAN. DRAWN BY JP REVISION-2 RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS BUILDING 390 / J-1838DESIGNER/ENGINEER OF RECORD TO D TRUSS US C CHECKED BY: REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE- REVISION-3: DESIGNS PRIOR TO CONSTRUCTION 3/32"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. Me ME Mffek 9, MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-1838 STONE BRIDGE ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1399806 thru K1399818 My license renewal date for the state of Oregon is December 31,2015. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. P R OFFss o2 (z- 89200PE -7c ,�OREGON\� �tt✓� 'O -1)-- 14, 2°0,0' /1/ F? `' Ara* ° p " r ,11 September 11,2015 Baxter, David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by JP V L12BER SPECIFICATIONS TRUSS SPAN 7'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 'i'C' 2,64 I<UDE #16070 LOAD DURATION INCREASE = 1.15 1-2=( 0) 64 2-6=)-10) 172 2-3=1-247) 0 BC: 2::4 tIDDF P0017P SPACED 24.0" 0.0 2-3=(-170) 206 6-4=(-10) 172 6-3=( 0) 161 WEBS: 2,4 RIDE STAND 3-4=1-170) 205 3-4=(-247) 0 LOADING 4-5=( 0) 64 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 PIE BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA O'VEP.HP.N2S: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -61/ 917V -63/ 63H 3.50" 0.67 RODE ( 625) 7'- 2.5" -61/ 4170 0/ OH 3.50" 0.6.7 KDDF ( 625) - -- 5x4 of equal at no -structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ver)/cal members (uon).1 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -. - - - - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" FLAX TL CREEP DEFL = -0.003" @ -I'- 0.0" Allowed = 0.133" 3-07-09 3-07-04 MAX LL DEFL = -0.002" @ 8'- 2.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 8'- 2.5" Allowed = 0.133" I I MAX TC PANEL LL DEFL = 0.026" @ 5'- 1.7" Allowed = 0.272" 12 MAX TC PANEL TL DEFL = -0.011" @ 2'- 0.8" Allowed = 0.408" M-5x6 8.15 MAX HORIZ. LL DEFL = 1.101" @ 6'- 11.0" 26.0" MAX NORI2. TL DEFL = 0.001" @ - 11.0" - M-3c5+ I,"'\ M-3x5- Design conforms to main wrndforce-resisting I system and components and cladding c I I feria. 1 , 2,:_/ ,.,„,,, Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 �� `O 9, M-1.5x3 (All Heights), Enclosed, CaC.2, Exp.B, P:W ERSIDi r), load duration factor=1.6, 7' \ Truss designed for wind loads ti, � /✓, in the plane of the truss only. M-3x5+ i V " `,. /.�\ M-3x5+ / \ Truss designed for 4x2 outlookers. 2x4 let-ins h1-385 Y M-3x5 of the same site and grade stdtfal top chord. Insure tight fit at each end of let-in. \ each eno Outlookers must be cut with care and are of I / ,n, \ ISI permissible at inlet board areas only. oI� o y o 7'L-J -_ NJ \ .5 211. --7- o4 \ M-1.5x3 \ 3-07-04 3-07-04 1-00 7-02-08 1-00 <c`?_� P R opess ,5\� �NGiNE9 /O2� 89200PE c' JOB NAME : J-1838 STONE BRIDGE - Al � Scale: 0.5448 4,,,_,., , OP- I WARNINGS: GENERAL NOTES, unless OtherWise noted Ill. OREGON �Q' I Budder and erection contractor should be advised of all General Notes I TMs design is based only upon the parameters shown and is for an individual 1. Truss: A 1 I and Warnings before construction commences. balding component Applwabroto of design parameters and proper G ry a,1^ 2 2r4 compression web bracng must be reslagea where shown•, incorporation of component Ie the responsibility of the lou riling designer LO` P} _ 3.Addawnal temporary bracing to insure Wabuny during construction 2 Design assumes the top and bottom chords to be latently braced at /O �' y 4 is the re aponvbibl of erector.Additional t bracing I 2'o c and at 11'o c respectnely unless braced throughout then length by , t y o permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). iti R R(1-\- v. 1!,,'!F: 9/11/2015 the overall structure is the responsrbrbry of the building designer, 3 21,Impact bridging or lateral bacng required where shown•• SEQ. : K1399806 a No load should be applied to any component until alter all bracing and a Installation of truss rs the nesponsibibry of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes cusses are to be used in a noncorrosive environment. TRANS I D- LINK design loads be applied to any component and are msUary condition muse. 5 CompuTrus has no control over and assumes no responsib:bly for the 6 Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 1 2131/201 5 rwatwn,handling, lab g,sMpme rel and installation of components nls 7.Design assumes adequate drainage iprovided September 11,2015 o 6.This design m furnished subject to the Imitations set forth by 8 Plates shall be located on both faces of truss,and placed so their center TPINJRCA in BCSI,copies of which will be furnished upon request lines coincide wall pint center lines. 9.Drgrts inchoate s¢e of plate in Inches. MITek USA.Inc./CompUTrus Software 7,6 7SP2(1L)-Z 10 For bask connector plate design values see ESR-1311,ESR-1986(MRek) This design prepared from computer Input by JP LUMBER SPECIFICATIONS TRUSS SPAN 20'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/550000=1.00 rc: 2,4 KDDF 911BTP LOAD DURATION INCREASE = 1.15 1- 2=( 0) 64 2- 8=(-87) 160 2- 3=1-126) 59 HC' 204 0050 910520 SPACED 24.0" O.C. 2- 3=1-186) 146 8- 9=(-30) 172 3- 8=)-320) 245 WEBS: 2::9 EDDY STAND 3- 4=( -99) 176 6=(-91) 455 8- 4=(-542) 106 LOADING 4- 5=(-503) 224 4- 9=1-133) 424 _ TC 1.ATERA). SUPPORT <= 12"02. UON. LL( 25.0)nDL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-237) 136 9- 5=1-282) 238 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 64 5- 6=1-534) 57 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED) BRG AREA. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.504 o equal at no -structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -62/ 372V -161/ 161H 3.50" 0.60 RODE ( 625) -..ca- members luon).1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- D.P" -84/ 911V 0/ OH 3.50" 1.32 KDDF ( 6_25) 20'- 5.5" -85/ 663V 0/ OH 3 50" 1.06 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS 2: Design checked for net(-5 psf) uplift at 24 "or. spacing. - -J VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -I'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 10-02-12 10-02-12 MAX LL DEFL = -0.011" @ 15'- 5.1" Allowed = 0.648" I i MAX LL DEFL = -0.002" @ 21'- 5.5" Allowed = 0.100" 5-01-06 5-01-06 5-01-06 5-01-06 MAX TL CREEP DEFL = -0.003" 9 21'- 5.5" Allowed = 0.133" ---- MAX EC PANEL LL DEFL = -0.037" 0 - 5.0" Allowed = 0.320" 12 12 MAX EC PANEL TL DEFL = -0.091" @ 3'- 5.0" Allowed = 0.427" M 4p68.15 MAX BC PANEL TL DEFL = -0.023" 0 17'- 0.5" Allowed = 0.427" 8,15 I 4.0" MAX HORIZ. LL DEFL = 0.004" @ 20'- 2 0" M-3x5/r.-�=� M-3x5 MAX HO RI Z. TL DEFL = 0.006" @ 20'- 2.0" A r-\� \ ''\"\,\'',':,,,,...:-1.5x43Design conforms to main windforce-resisting M-1.5x4 // system and components)and cladding criteria. q , wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �1-3x5 (.All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 i / ' `‘, 11-3x4 load duration factor=1.6, M-3x43' �5 Truss designed for wind loads \\ � ,� In the plane of the truss only. M-3x5+ �v. M-3x5+ M-2.Sr:9 or equal at non-structural diagonal inlets. M-1.5x.3 % i�'��ii- V ////'''''N'''''''' M-1.5x3 / .\\ / Truss designed for 40..2 outlooker . 2x4 let-in / \ / M-3x5+ of the same size and grade a structural top s M-3x57 • ../,..,:\ \ / \, \ chord. Insure tight fit at each of let-in. \\/ / Outlookers must be cu[ with care and are M-3x5 V permissible at inlet board areas only. o i `/\� _. \ nm 1 ;, -- - -- -- r_I_ ,-- I - - �I� ,moi M-3x4 M-3x5(5) M-3x4 M-3x5 : 1 7-00-12 6-04 7-00-12 10-00 10-05-08 : �ED PR�FFSs ,F....? I�ANAc� ANG I N EFR ./ 1-00 PROVIDE FULL BEARIN_Jts:2,8,6 20-05-08 1-00 Vv Ij `x' 89200PE yr JOB NAME : J-1838 STONE BRIDGE - B1 Scale: 0.2549 r��+� ,ggg�,�+�s�I111�ww�rr4� '.. WARNINGS. GENERAL NOTES, unless°thecese noted' Truss: B 1 ll CZ" 1.Builder and erection contractor should be advised of all General Notes I This design is based only upon the parameters shown and is for an mdrviduai OREGON and Warnings before construction commences building component Applicability of design parameters and proper -G '[.1 \ A. 2,Z.4 compression web bracing must be installed where shown• incorporation bon of component is the responsibility of me building designer �O i- t 'I° O QIN�4 _ 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at 1/ G is me responsibility of me erector.Additional permanent bracing of - and at 10'a c respectively unless braced throughout their length by \., DATE: 9/11/2015 the overall structure is the responsibility I the building desi continuous sheathing such as plywoodre acted there s awNor drywaIllBC). ��R R Lv const ry a g finer. 3 ]w Impact bridging or lateral bracing required where shown SEQ. : K1399807 4,No bad should be applied to any component until after all bracing and 4 Installation of truss is me responsibility al me respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corroswe environment. I and are for"dry condition'of use, design loads be applied to any component TRANS ID: LINK 6.Design assumes lull bearing al all supports shown.Shim or Wedge it - 5.0ompuTrus has no control over and assumes no responsibility for the neee EXPIRES: 12/31/2015 fabrication,handbn scary. g,shipment and installation of component: 7.Design assumes adequate drainage is provided. 6 This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so thee center September 11,2015 TPIkVTCA in BCSI,copies of whicd vo9 be furnished upon request lees coincide with joint center lines 9 Digits indicate sae of plate in inches. M1Tek USA.Inc)CormpuTrus Software 7,6.7SP2(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1999(Muck) This design prepared from computer input by JP LUMBER SPEECIFICATIONS TRUSS SPAN 20'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC' 2,4 KUDF 611B7R LOAD DURATION INCREASE = 1 15 1- 2=( 0) 64 2-10=1-126) 187 2- 3=1-225) 181 BO: 2',1 6DDF H168TR SPACED 24.0" 0.0. 2- 3=( -49) 160 10-11=( -51) 195 4-10=(-317) 238 WEE-5: 2:-.4 KUDF STAND 3- 4=(-183) 178 11- 8=(-107) 460 10- 5=(-581) 71 LOADING 4- 5=1-169) 224 5-11=1-1143) 484 TC LATERAL SUPPORT <= 2"OC. UON. LL( 25.01+0L1 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-533) 279 11- 6=1-270) 235 BC LATERAL SUPPORT <= 12"00. UON. DL CN BOTTOM CHORD = 10.0 PSF 6- 7=1-610) 217 7- 5=(-730) 223 TOTAL LOAD = 42.0 PSF 7- 8=( -35) 1766 =INS: 2-00-0D 2-00-00 8- 9=( 0) 64 LL = 25 PSF Ground Snow (Pc) OVERHANGS. 12 0" 12.0" .. BOTTOM CHORD CHECKED FOP. A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORD BRG REQUIRED BUG AREA LIVE LOAD AT LOCA.TION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -99/ 343V -1E1/ 1516 3.50" 0.55 RUDE ( 625) -42/ 956V 0/ UH 3.50" 1.53 KDDF ( 625) 20'- 5.5" -104/ 648'v 0/ OH 3.50" 1.04 KUDF ( 625) COND. _: Design checked for net(-5 psf) uplift at 24 'oc spacing. t VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 10-02-12 10-02-12 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed - 0.100" --- - - - - -- . - - -- - - -1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.022" @ 1'- E.7" Allowed = 0.442" 1-06-11 3-09-11 5-01-06 5-01-06 3-09-11 1-08-11 MAX LL DEFL = -0.017" @ 15'- 5.1" Allowed = 0.648" -- - i --- i -i i MAX TL CREEP DEFL = -0.034" @ 15'- 5.1" Allowed = 0.064" 12 12 MAX LL DEFL = -0.002" @ 21'- 5.5" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 21'- 5.5" Allowed = 0.133" 8.15 I c ',.I8.15 MAX BC PANEL LL DEFL = 0.026" @ 4'- 2.4" Allowed = 0.320" 4.0" s MAX HORIZ. LL DEFL - 0.005" @ 20'- 2.0" 'F",), MAX HORIZ. TL DEFL = 0.007" @ 20'- 2 O. / \ 3.I Design conforms to main windforce-resrsu ng system and components and cladding criteria. '",..'/) Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 \ M-1.5x3 (All Heights), Enclosed, Cat.2, EXp.B, MWFRS)Dir), / load duration factor=l.6, �7 \', 6 Truss designed for wend loads \\\\ / in the plane of the truss only. M-304 /, M-3x4 - 3 V / ./- \ / ',..)//)-1, co o 1 _ o ' r -- - - -- -'10 I 11 "'\l 'o 0.25" I hi-3x5 14-359 M-3 r.5 M-5x6(S) 7-00-12 6-08-06 6-08-06 `tLQ.E� PROFFss mac' GAG I N E,c Li 1-00 PROVIDE FULL BEA.RING;Jts:2,10,8 J 20-05-08 1-00 ' /L `'- 89200PE vr' JOB NAME : J-1838 STONE BRIDGE - B2 ;,,.- __ Scale: 0.2E74 /% ) .� I iNGS: GENERAL isb, unless othhe par meteoted '/ 4/OREGON �� I Builder and erection contractor should be advised of an General Notes I This design is based only upon the parameters clown and is for an individual 4 Truss: 82 and Warnings before construction commences building component Applicabihly of design parameters and proper 2.2.a compression web bracing must be installed where shown. incorporation of component n�:the responsibility of the building designer, �O " 1 4, O'\ >Q.-1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom thorns to be lateragy braced al ^ T is the responsibility of the erector Adtldanal permanent bracing o1 2'p.c and at 10'o c respectrveh/unless braced throughout rhea length by DATE: 9/11/2015 me overall structures the responsibility f me bu idm designer continuous sheathing such as plywood sheathing(TC)and/or dowan(ec). ER R I O, V ponsi ty o p gner 3 2x Impact bridging or lateral bracing required where shown•• SEQ. : K 13 9 9 8 0 8 4 No mad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosrve environment, design loads be applied to an and are for"dry condition"of use TRANS I D: LINK 9n pp y component. 6.Design assumes lull bearing at all supports shown Shim or wedge d 5 CompuTrus has no control over and assumes no responsibility for the e�eaaa EXPIRES: 12/31/2015 fabrication.handing,shipment and installation of components 7 Design assumes adequate drainage is provided 6 This design is furnished sub(ect to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so thee center September 11,2015 TPIM40A in KS!,copes of which ono be furnished upon request Imes coincide with joint center lines 9.Digits indicate sae of plate in inches MITek USA,Inc/CompuTrus Software 7 6.7SP2(4L)-E 10 For basic connector plate design values see E5R-1311,ESR-1998(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1 00 Tr,: 2.4 ROOF 41513TP LCAD DURATICN INCREASE = 1.15 1- 2=1 0) 64 2-12=)-111) 621 3=(-623) 47 1E- 9=1-242) 304 EC: 2.4 KDOF 415BTP SPACED 24.0" D.C. 2- 3=1-240) 312 12-13=(-116) 335 3-12=1-257) 306 9-10=1-658) 52 WEBS: 2..1 KUDF STAND 3- 4=1-534) 345 13-14=1-279) 370 12- 4=)-14E) 425 LOADING 4- 5=1-101) 243 14-15=1-259) 374 4-13=(-602) 460 TC LATERAL SUPPDTT <= 12"7C. 0011. LL( 25.0).DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) -47) 359 15-16=( -36) 274 13- 5=(-298) 609 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=) -47) 359 16-10=1-140) 570 5-14=1-911) 379 TOTAL LOAD = 92.0 PSF 7- 8=1-125) 267 14- 6=1-279) 158 .. OVERHANGS: 12.0" 12.0" 8- 9=1-671) 367 14- 7=(-972) 386 LL = 25 PSF Ground Snow (Pg) 9-10-1-243) 313 15- 7=1-299) 727 10-11=1 0) 64 15- 8=1-643) 480 19-1.5:.4 or equal at n -structural BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 6-16=1-144) 989 1._'lca1 ,nembers (con). LIVE LOAD AT LOC.ATIONIS) SPECIFIED BY IBC 2012. THE HOTTER CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. REAPING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) -90/ 744V -281/ 261H 5.50" 1.19 KDUF 1625) 19'- 9.2" -257/ 2075V 0/ OH 5.50" 3.11 KDDF ( 625) -92/ 769V 0/ OH 5 50" 1.23 ROOF ( 625) ICCND. 2. Design checked for net(-5 psf) uplift at24 _pacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/150 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAO TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.025" @ 11'- 0.5" Allowed = 0.954" MAX TL CREEP DEFL = -0.045" @ 8'- 4.1" Allowed = 1.272" MAX LL DEFL = -0.027" @ 31'- 7.9" Allowed = 0.977" MAX TL CREEP DEFL = -0.047" @ 31'- 7.9" Allowed = 1.303" MAX LL DEFL = -0.002" @ 41'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 9 41'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.011" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.017" @ 39'- 6.5" 16-08-04 6-07-08 16-08-04 5-06-12 5-06-12 5-08-08 12-11-043-04-121 5-08-08 5-06-12 5-06-12 ( Design conforms to main windfome-resisting i 1 1 I l i I i system and components and cladding criteria. M-5x8 M-1.5x3 M-5x8 M-3x5 M-3};5 [q-3 5 Wind: 190 mph, h=15.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 5 6 7 .-3:{5 -eGa e-aej- load duration factor=1.6, M-1.5x:4 M-5x6 / 1--;,.., Truss designed for:tdl M-259 or equal anon-structural diagonal inlets. I4-3x5 /\VI 1/1'1.25" Truss designed for 482 outlookers. 2x9 let-ins V M-1.5x4 / /,% M-1.5x4 o /� \\ � ,/ of the same size and grade a structural top rI <,w // �� chord. Insure tight fit at each end of let-in. ti M-3x4 - /' \\ i .J/ \M-3o5 oo Outl.00kers must be Oct with c and are 3 / l permissible at inlet board areas only. M-1 //Y' x5+ /,�� j �� A ,. �-9 M-3x9 permiesi M-1.5x3-3x5+ /� \M-1.5x3 WxM-3z6 //71;8',2' N1-8„8. �o E pRrOE p 12 1371 lA' 15 16 �i1J 1 `a n(� M-3x4 0.25" l 0.25" M-3x9 M-3x6i t \```0401 N�. �UV/ M-5x6(5) M-3x8 M-5x6(S) ,�J FR QI, i [ i 1 T 8-04-02 8-05-14 2-11-043-04-12 8-05-14 8-04-02 l C ' 89 2 00 P E fir- 1-00 40-00 ROVIDE FULL BEARING;Jts:2,14,10 I 1-00 „^ • JOB NAME : J-1838 STONE BRIDGE - Cl .� Scale: 1/0" Q. WARNINGS: GENERAL NOTES. unlessothervose noted 'T', 47 OREGON �� I Builder and erection contractor should be advised of all General Notes I This design is based only upon the paramelers shown and is for an indridual Truss: Cl /O 1/- I �O` �S and Warnings before construction commences budding component.Applicability of design parameters and proper I T 2 204 compression web bracing must be installed.mere shown. incorporation al component 5 me responsibniry m the building desrgnet. �y 3 Adeatonal temporary bracing to insure etabAity during construction Design assumes the lop and bosom cords to be laleralry braced a1 r�R'\-\_ V is the ie soca neibility of the erector Additional permanent bracing of 2'o c,and at 10'o c respeavely unless braced throughout their length by ontinuous stealing such as plywood sheathing(TC)and/or drywall(8C) L.AT`: 9/11/2015 the overall structure is the responsit Arty of the battling designer 3,2e Impact bridging or lateral bracing rammed where shown.. ' SEQ. : Ki3 9 9 8 0 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibildy of the respectwe contractor fasteners are complete and at no time should any loads greater than 5 Design assumes Trusses are to be used in a nan-corroswe environment and arefor"drycondition.ofuse, EXPIRES: 12/31/2015 TRANS ID: LINK designmatlsbeappkedmamcomponem. 5 Comsulruc has no control over and assumes no responsibility for the 6 Design assumes lap nearing al all supports snows Shim or wedge September 11,2015 fabrsation.handling,shipment and installation of components 7 Designs ry. drains 6.Thu designfurnished subject to the Imitations set forth by assumes adequate ge a provided. d. is Ir8 Plates snap be locatedloton ter faces of Vass,and placed so their center TPVWICA in SCSI.espies of which vnp be lurnuned upon request Imes coincide with joint center lines 9.Digits indicate awe of plate In inches. MITek USA,Inc./CompuTrus Software 7.67-5P2)1L)-Z to,For bass connector plate design values see E0R•1311,ESR-1988(Mired) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 451R./DDF/Cq=1.00 TO: 2.n4 BIDE 1.16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) E9 2-12=(-111) 683 2- 3=) -623) 47 10- 9=1-242( 304 BC: 231 KDDF k1IBTF. SPACED 24.0" O.C. 2- 3=(-240) 312 12-13=(-116) 377 3-12=) -250) 306 9-10=1-0058) 52 WEBS: 2r-0 RODE STAND 3- 4=(-545( 395 13-14=1-274) 370 12- 4=( -146) 498 LOADING 4- 5=1-101) 293 14-15=1-254) 374 4-13=( -648) 480 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -47) 359 15-16=( -36) 271 13- 5=) -298) 733 - AC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -47) 359 16-10=1-140) 567 5-14=1-1027) 374 TOTAL LOAD = 42.0 PSF 7- 8=1-125) 2E7 14- 6=( -279) 158 OVERHANGS: 12.2" 12.0" 8- 9=(-668) 367 14- 7=(-1016) 386 LL = 25 PSF Ground Snow (Pg) 9-10=1-243) 313 15- 7=( -299) 770 10-11=) 0) 64 15- 8=( -642) 480 - BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 8-16=) -144) 487 LIVE LOAD AT LOCATION(S) SPECIFIED BY IEC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HOBO BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) -90/ 744V -281/ 281H 5.50" 1.19 KUUF ( 625) 19'- 9.2" -257/ 2D75V 0/ OH 5.50" 3.11 RUDE ( 6251 -92/ 769V 0/ OH 5.50" 1.23 KDUF ( 625) COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.027" 0 8'- 4.1" Allowed = 0.954" MAX TL CREEP DEFL = -0.046" @ 8'- 4.1" Allowed = 1.272" MAX LL DEFL = -0.027" @ 31'- 7.9" Allowed = 0.977" MAX TL CREEP DEFL = -0.048" @ 31'- 7.9" Allowed = 1.303" MAX LL DEFL = -0.002" @ 41'- 0.0" Allowed = 0.100" 16-08-04 6-07-08 16-08-04 MAX TL CREEP DEFL = -0.003" @ 41'- 0.0" Allowed = 0.133" 5-05-05 5-08-03 5-10-04 2-09-08 3-03 5-10-04 5-06-12 5-06-12 MAX HCRIZ. LL DEFL = 0.013" @ 39'- 6.5" t 'I 1 t MAX HCRIZ. TL DEFL = 0.018" @ 39'- 6.5" 12 12 M-5x.8 M-1.5x3 3M-5x8 8.15 0.11 1 5 �Y "i,' Design conforms to main windforce-resisting M-5x6(S) j t //I. M-5x5(S) system and components and cladding criteria. Wind: 140 mph, h=15.1f C, TCDL=4.2,BCDL=E.O, ASCE 7-10, _ 0.25" �� 0,25" (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), / �.8 load duration factor=l.6, /\ M3x4 Truss designed for wind loads ��\`� in the plane of the truss only. W-,-_ T id-3x4 /' \' N''''''''''''''''''' 9 3 y 9 / Pi-1.Ss:3 � ;. M-1.5x3 i \1; \ of 1 i- - _.. .n ,� - r_. h- 11 17 2' -__ 12 13 14,_. 15 to Al\I -10 X14-3x6 M-3x4 0.25" II 0.25" M-3x4 M-3x61 M-3x8 C'aEd PROF M-Sx.E(S) M-5x6(5) �'<``` `ss • - 1 1 l t �NC ��G11 N FF9 /c) 8-04-02 8-04-02 3-01 3-06-08 8-04-02 8-04-02 2 1-00 PROVIDE FULL BEARING:Jts:2,14,10 j 40-00 1-00 '' 89 2 00 P E JOB NAME : J-1838 STONE BRIDGE - C2 Scale: 0.1371 .' � WARNINGS: GENERAL NOTES, unless otherwasenoted ' 10 Ct ' OREGON £j I.Builder and moron contractor should be advised of all General Notes I This design is based on/y upon the parameters shown and is for an indrvldual / AA�� Truss: C2 and Warnings before constructs commences. building component.Applicability of design parameters and proper : G ♦N � 2 2r4 core incorporation of component s the res pons 5(5 of the building designer. t" !'� ` y1.. pression web bracing must be iutalled where shown•. 2 Design assumes the cop and bottom chums to be laterally braced al /O '4,t LO a>l 3.Addn,o nal temporary bracing to insure stability during construction +• and at lig o c.respechrvely unless braced throughout their length by /( s the re sponsmdity of the erector Additona(permanent bracing of continuous sheathing such as plywood shealhind(TC)andlor tlrywa11(80). '✓��[��'` t DATE: 9/11/2015 Me overall structure a the responsmmry of the budding designer. 3 20 Impact bridging or lateral busing required where shown o o ('1 1=Y SEQ. : ("1399810 4.No load should be spoiled to any component until after all bracing and 4 Installation o1 truss is the responsibility of the respective contractor, fasteners are complete and at no lane should any mads greater man 5 Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK designloads be a anycomponent. and are for"dry condition'of use. " _ 6.Design assumes fug bearing at all supports shown Shim or wedgeEXPIRES: 12/31/2015 5 GompuTrus has nood to control over and assumes no responsibility for the fabrication.handling,shipment and installation of components necessary. 7 Design sarues adequate drainage is provided. September 11,2015 6.This design Is furnished subject to the Imitations set forth by 8.Plates shag be located on both faces of and placed so then center TPVWTCA in BGSI.copies of which val be furnished upon request. Ines coincide wdh pmt center toes. 5.Digits mgtate sae of plate In utchet. Mack USA.Inc/GompuTrus Software 7.6.75P2(1L)-E 10 For base connector plate design values see ESR-1311,ESR-1998(MiTek) This design prepared from computer input by JP LOOSER SPECIFICATIONS TRUSS SPAN 13'- 6.0" TEC 2512 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 0C' 2r.4 SOUP SI58TR LOAD DURATION INCREASE = 1.15 1-2=1 0) 64 2-7=1-240) 407 2-3=1-590) 137 BC: 2,4 KDDF 4158TP. SPACED 24.0" O.C. 2-3=( -54) 207 7-8=1-241) 406 7-4=( 0) 227 WEBS. 2,4 0DDF STAND; 3-4=(-407) 143 4-6=(-367) 200 2x4 SLOE' STUD A LOADING 4-5-1-317) 323 8-5=1-344) 270 74, LL( 25.0)nDL( 7.0) ON TOP CHORD = 32.0 PSF 5-6-( -86) 47 TC LA.TEPAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT <_ 12.DC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HONE ERG REQUIPED ERG AREA. LETISS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pa) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _ -45/ 538V -146/ 298H 5.50" 0.86 KDDF ( 625) O'✓EPHANA.S: 12.0" D.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.5" -139/ 570V 0/ OH 5.50" 0.91 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 6.0" -47/ 88V 0/ OH 2.00" 0.14 RIDE ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-OS-11 3-03-05 4-10-04 3-07-12 MAX LL DEFL = -0.002" @ -1'- 0 0" Allowed = 0.100" I 1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 17 _ MAX LL DEFL - 0.045" @ 1'- 6.7" Allowed = 0.454" ' 15 p MAX TL DEFL = 0.049" @ 1'- 6.7" Allowed - 0.606" fl MAX HORIZ. LL DEFL = -0.032" @ 13'- 5.0" I MAX HORIZ. TL DEFL = -0.031" @ 13'- 5.0" II M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. , /, Wind: 140 mph, h=15ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) a e exposed to wind, Truss designed for wind loads in the plane of the truss only, 0 M-3X.4 /7 of 5. A - M-3x4 3 - �� - o .-fl. -- ---�'- M-3c6 M-1.5x3 M-3x4 -- - 4-10-04 4-10-04 __ r<0� D PRop = 1-00 rpRO'✓IDE FULL BEAPING;Sts:2,8,6 1 13-06 4/_\J ,_I GINL A'T ,0A 89200PE 17_,. JOB NAME : J-1838 STONE BRIDGE - C3 • ///� -__- Scale: 0.2929 ,'''().'11-5t, -^ Y _ !- AAAA-- "-ll WARNINGS: GENERAL NOTEdesign unyuplhhepara parameters ted 1 TI OREGON 4 rr I Budder and erection contractor should be advised of all General Notes I This tle sign Is based only upon the parameters shown and Is for an IMrvldual J A- t)� Truss: C 3 and warnings before construclwn commences building component.Applicability of design parameters and proper I G '% a, x 2 2rd compression web bracing must be installed where shown incorporation al compact n v:the responslbrbly of the building designer. �8' !'s ` �-1s. - 3 Addnronal tem bracing to insure stability dura 2 Design assumes the tap and bottom chortle to be!Merely Braced al O 1 4,t LO Al temporary g ry ng construction 2'o.c.and al 10'o c respectively unleu braced throughout their length by 1 ti _ f'- is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood shealhmg(TC)and/or drywall(BC). MER R 11., ',TE: 9/11/2015 the overall structure is the respanstbNry of the budding designer 3,2w Impact bridging or lateral bracing required where shown•• SEQ. : Ki3 9 9 811 4 No Isad should be applied to any component until ager all bracing and 4.Installation of Truss s the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are to be used in a noncorrosive environment, TRANS ID' LINK design loads be applied to any component and are for"dry condition"of use • 5.CompuTrus has no control over and assumes no res bail for the 6 Design assumes loll hearing at all supports shown Shim or wedge,r EXPIRES: 12/31/2015 pons, yrte scary. tabr,cat,on,Handling,shipment and installation of components 7 Design assumes adequate drainageis provided September 11,2015 6.This design is furnished subject to the limitations set forth by 8 Plates shay be located on Doth faces of true,and placed so their center TPIM?CA in BCSI,copies of which will be furnshed upon request lines coincide vnth joint center lines. 9.Digits indicate sine of plate in inches MITek USA.Inc,/CompuTrus Software 7.67-SP2(1L)-E 10 For basic connectorlate design gn values see ESR-1711,ESR-1988(MlTekj - i This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cq=1.00 TC: 2.64 RODE 415BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 64 2-6=1-329) 559 2-3=1-813) 220 BC: 264 KDDF Ru STP SPACED 24.0" O.C. 2-3=( -52) 200 6-7=(-330) 559 6-4=) 0) 314 WEBS: 2.1 KDDF STAND: 3-4=(-581) 189 4-7=(-524) 276 2x4 KDDF 618BTR :, LOADING 4-5=(-247) 273 7-5=1-262) 225 74. LL) 25.0)1DL( 7.0) ON TOP CHORD = 32.0 PSF TC TATEPAL SUPPORT <= 12"70. DON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"70. DON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIPED BRA AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LET'.NS 2-00-00 0-00-00 LL = 25 PIF Ground Snow (Pa) 0'- 0.0" -70/ 6970 -1E4/ 334H 5.50" 1.12 KDDF ( 625) 13'- 6.0" -119/ 5710 0/ 014 5.50" 0.91 KDDF ( 625) OVERHANGS: 12.0" 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 - spacing. I " For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. _. - - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-09-11 5-02-01 6-07-04 MAX LL DEFL = -0.091" @ 1'- E.7" Allowed = 0.629" MAX TL DEFL = 0.089" @ 1'- E.7" Allowed = 0.839" 12 MAX HORI2 LL DEFL = 0.007" @ 13'- 2.5" 6.15 M-1.5:6.3 MAX HORIZ. TL DEFL = 0.009" @ 13'- 2.5" 5' Design conforms to i indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15it, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Uir), load duration Factor=1.6, End vertical(s) a " exposed to wind, ' Truss designed for wind loads ,/ in the plane of the truss only. /4-3x477,7-7 o /62IN -t-L,' .-, \\ 5-314 N. / \ V GD o 6 M-3x.6 M-1.5x3 M-3x4 '-'� -- 6-09- 6-09 '�```Lv PRoF6ss 1-00 13-06 ' F .5`04GINEF9 /-0 3 9200PE r' JOB NAME : J-1838 STONE BRIDGE - C4 r Scale: 0.2775 , W I Builder G.This design unlessyupormse n the �� 'Li OREGON o, ztV I Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual Truss: C4 nd Warnings before construction commences building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown•, imorpdratron of component is the responsibility of the bucking designer /O .41 Y 14, 2.0 Q� 3 Additional temporary bracing to insure stability during construcme 2 Design assumes the top euf ve5bottunmless chords to be laterally braced at A is the responsibility of the erector.Add4anal permanent bracing of 2'e c and at Ig'o.c.respectively unless braced throughout their length by V CASTE: 9/11/2015 the overall structure Is the responsibility I the budding designer. continuous,,Imp sheathing such l b plywood shed where)andlor drywall(BC) 4i -RR �} V po nsi h a 9 9^er� 3 2v Impact bridging or lateral bracing required where shown.• (� L SEQ. : K13 9 9 812 4,No load should be applied to any component until after all bracing and 4 Installation of russ is the responsibility of he respective contractor fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are for 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 EX P I RES: 12/31/2015 fabrication.handhe hi ssary g shipment and Imitate of components nts p7 Design assumes adequate drainage is provided. September 11,2015 6 This design is furnished subted to the limitations set forth by B Pates shall be located on both races of truss,and placed so their center TPNMCA in BC51.copes of which w05 be furnished upon request lines coincide with Joint center lines. 9.Digits rndrcate site of pate to inches. MITek USA,Inc./CampuTrus Software 7 6 7SP2)1L)-E 11 For basic connectorate design gn values see ESR-1311,ESR-19881MrTek) This design prepared from computer input by JP LUMBER. SPECIFICATIONS 13-06-00 GIRDER. SUPPORTING 10-00-00 )COND. 2: Design checked for net(_5—psf) uplift at 24 ..oc spacing. TC: 2'+.4 RIDE 0160TP LOAD DURATION INCREASE = 1.15 (Non-Rep) E_: 2n4 ROOF Ol.IRTP. Design conforms tmain wi nd force-resi5ii ng LOADING system and components and cladding criteria. TO LATERAL SUPPORT 0= 2=DC. LION. LL = 25 PSF Ground Snow (Pg( 'BC LATERAL SUPPORT a- 12"JC. DO)). TC SNIP LL( 50.0).DLI 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 6.0" V Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 0'- 0.0" TO 13'- 6.0" V (All Heights), Enclosed, Cat.2, Enp.B, MWFRS(Dir), load duration factor=1.6, - For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IR.0 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR li/PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2 _ Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with 0-305 min typical 36"oc ()Ion). Gable end truss on continuous bearing wall DON. 1 M-1x2 or equal typical at stud verticals. // Refer to CompuTrus gable end detail for complete specifications. �12 / II 8.15 1/ M-3Y6= (' c, _�� F l IJ - - 4 cik0 P R°Fess • !NGINEF 1-00 -- -- 13-06 �R DiL9 8920OPE V JOB NAME : J-1838 STONE BRIDGE - C5 4gop.. Scale: 0.372° • WARNINGS: GENERAL NOTES. unless ku athervnse notetl 4,7 OREGON A Truss: C S and Warnings before constV 1.Builder and erection contractor should be advised of all General Notes 1.Tdesign is based only upon the parameters shown and is for an individual /O -'1)_ 1 Y 14 t 20` -- buunn commences building component Appinabrbty of design parameters and proper 2.204 compression web bracing must be installed where shown• :ecorporallon of component Is the responsibility of the building designer. 2 2.Design assumes the top and bottom chords to be laterally braced at �J� J Addrllonal temporary bracing to Insure OablOry during construction 2'o c.and at 10'o c.respecwery unless braced throughom then length by FR R 11.-�- is the responslbddy of the erector. bnal permanent bracing of continuous sheathing such as plywood sheathing(TC)and,or drywan(ee). yI D.TE: 9/1 1/2 01 5 the overall is the respansibmItyry of the building designer 3,2v Impact bridging or lateral braomg required where shown. SEQ. : K1399813 a No lead should be applied to any component until Beer al bracing and 4 Installation of russ Is the responsibility of the respective contractor. - lasleners are complete and et no rine should any bads greater than 5.Design assumes trusses are to be used lin a non-corrosve environment. TRANS ID• LINK design loads be applied to any component. and are for'thy contlrtpn'oluse. EXPIRES: 12/31/2015 5.CompuTrus has no control over and assumes no responslbuty to,the 6.Design assumes NO bearing at all supports shown.Shim or wedge it Wbncatcn.handing.shipment and installation of components September 11,2015 7.Design assumes adequate drainage is provided. 6.This design b furnshed subpq to the!mutations set forth by B.Plates shall be located on both faces of buss.and placed so thea center TP VWTCA lin SCSI,copies of wnich wit be furnished upon request Ines camdde oath pnl center Ones. g.Digitsindicate saeof plate in inches. MITek USA.Inc/Com uTrus Software 7.6.7SP2(1LI-E I.Far hat connector plate design values see ESR-1011,ESR-Igoe(Wei) • This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 7C': 274 HOOF P15BTR LOAD DURATION INCREASE = 1.15 PC: 2'+.4 RODE d11BTP. SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TO LATERAL SUPPORT <= i2"OC. SON. LOADING RC LATERAL SUPPORT <= 12"OC. UON. LL( 25.01-DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCOL=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 POE' load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (Gable end truss on continuous bearing wall UON. --7 11-1x2 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. Truss designed for 47.2 outlonkers. 2x4 let-ins of the same size and grade as structural top chord. Insure tight fit at each end f let-in. Outlookers must be cut with care and are permissible at inlet board areas only. 8-01-12 1-10-04 M-5x6 •3 M-3x5 -----i—II 'i--� 11-3x5 �,./ co o O M-3x5 / / p l C — - ,�, -,�, /, iii: — -,/,‘///////, /////// // // /. J 0 M-3s`4 5 1 1-00 10-00 �S���NG F EFR`s./o `i. 29 89200PE s- JOB NAME : J-1838 STONE BRIDGE - D1 Scale: 0.5860 iy ,. WARNINGS: GENERAL NOTES, uNeuolhervaurotetl OREGON �� I.Buitrler and melon contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an ands/dual ww� Truss: Dl and Warnings before construction commences budding component.Appb abbry of dosage parameters and G N 2.2v4 cam aq mus proper A presvon web brat 1 be tnstaled where shown incorporation of component¢the responubndy of the buikup desgner. ` +1{� ].Atltluional temporary looting m ireure brit DNty tlurog coeslmUan 2 Design assumes the top and bottom chords to be crampy braced al /O 14, LO �l ts the responsibility of the erector.Additional permanent bracing of and at IV o.c.respeclrveN unless braced throughout then length by DFrNE: 9/11/2015 the overan tlrudum is the responsibility continuous slralhmg such as plywood aheatru g(TE)andror drywatl(BC). /1/ -R °" �j 1{ ponsi ty of the building desgner, 3.2r Impact bridging or lateral braang required where shown•• fl R L- a No load should be applied to any component until after an braung and 4.Inslallzlan of truss is the responsihk /the res t SEQ. : K1399814 aaeneraare complete and atnobmeshould any kadegreater than 5.Design assumes trusses are mDenseemanon<orrosrveetn contractor. design loads beapplied toa pones and are lot"dry condition'of use _ TRANS ID: LINK 9nnycom 6 Design assumes full bearing at all supports shown.Shim orwedgeif EXPIRES: 12/31/2015 6 CompuTrus has no control over and assumes no responsibility for the scary fabrication,handling.shipment and installation of components. ].Desnecign assumes adequate drainage a provided. 6 This design is furnished subject to the limitations sot forth by 8.Males sha8 be located on both faces of truss.and placed so their center September 11,2015 TPyWTCA in BCSI.copies of whch van be furnished upon request lines coincide with pint center lines. M:Tek USA,Inc/Com aTrus Software 7,6.7SP2 tl-E 9.Dgds indicate We of plate in inches P ( ) 10.For basic connector plate design values see ESR•1311,ESR.1988(MiTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2:4 RUDE 0110TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=1-209) 597 5-3=( 0) 226 BC. 2'.0 ROOF 0110TF, SPACED 24.0" O.C. 2-3=1-691) 130 5-6=1-213) 591 3-6=1-645) 198 WEBS: 2.4 KDDF STAND 3-4=( -84) 81 6-4=1-126) 101 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)oDL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 0= 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) OVERHANGS: -75/ 554V -41/ 109H 5.50" 0.89 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -49/ 412V 0/ OH 5.50" 0.66 KDDF ( 625) _ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. N , 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. JI BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP - - - AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.013" @ 5'- 4.3" Allowed = 0.454" MAX TL CREEP DEFL = -0.026" @ 5'- 3.1" Allowed = 0.600" MAX HORIZ. LL DEFL = 0.004" @ 9'- 9.5" MAX HORIZ. TL DEFL = 0.007" @ 9'- 8.5" 5-04-14 4-07-02 Design conforms to main windforce-resisting 12 4.00 M-1.5:!3 system and components and cladding criteria. 4 . -. Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cac.2, Exp.e, MWFRS(Dir), �•I load duration factor=1.6, / ,, End vertical igned arepexposed to wind, /7---------- Truss designed f truss loads in the plane of the wind only. M-3o4 3 i / mi a ill 1 --n-20------ - 2 I 5 I6 o I IM-3x4 M-1.5x3 M-3x41 ! I 5-03-02 4-08-14 • 1-00 10-00 ���ED PROF-, �� :3 �NGIN�F44 /02 cc :9200PE ��' JOB NAME : J-1838 STONE BRIDGE - D2 1. Scale: 0.9735 t ��. - - og1ARNINGS:aHera GENERAL NOTES, unless o erm.the mete 'y 47 OREGON �f J oted 1.ButWer and erection contractor should be advised of all General Nates I.This design is based only upon the parameters mown and n for an udvdual . A Truss: D2 I and Warnings before construction commences building component.Applicability of deign parameters and pro V pee A 2 21,4 compression web bracing moat be installed where shown. ,ncorporalion O(compp component is the respOnubdiry of the bonding designer. Y O 2 Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing t0 insure stability during construction 2'o.c and at 10'o c respectively unless braced throughout their krgth by O 41 , 2 „Di -A.- 2 the responsibility of the erector.Additional permanent bracing of Onmp us sheathing h as sheathing(TC)anNor tlrywa1118C,. MFR R II LL D.S'f c: 9/11/2015 the overdo structure.a me responsibility ° ^e sus plywood sheathrn Te ponsibibry of the bulling designer, 3,2.Impact bodging or lateral braung required vAere shown•• SEQ. : K1399815 4 No load mould be applied to any component until after a0 bmcmg and 4 Installation of buss is the responstdsry of the resoechve contractor, fasteners are complete and at no time should any loads greater man 5.Design a mes trusses are to be used in a n-corrosve environment, TRANS ID' LINK design loads be spoiled to any component and are lo" m dry condhon'of use. 5 CompuTrus has no control over and assumes no responsibility for the 6 Design as es lop bearing al all supports Showa 5Nm m wedge d pons, y EXPIRES: 12/31/2015 necessary. labrcamn.handling,ad subject and malagatan or components ; gn assumes adequate drainage is provided. September 11,2015 6 This design rs Nrnrshed subject to the tun atnns set forth by 8 Plates mall be located on both laces of truss,and placed so their center TPUWICA in SCSI,copies of which vug be furnished upon request. Imes coincide with pmt center Ices. MiTek USA,Inc/Com uTrus Softs are 7.6.7SP2 1L E 9 Digits Mica.size of plate in inches P ( )- 10,For basic connector plate design values see ESR.131I.ESR-1988(MiTek) This design prepared from computer input by Jr LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 I'tAX MEMBER FORCES 4WR/DDE/Cq=1.00 IC: 204 RUDE 141613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-209) 597 5-3=( 0) 226 BC: 2,4 NODE 01(0TP SPACED 24.0" O.C. 2-3=(-691) 130 5-6=(-213) 591 3-6=(-645) 199 WEB:. 204 KDDF STAND 3-9=( -94) 81 6-4=(-126) 101 LOADING 1. CC LATERAL SUPPORT 0= 12"20. LION. LL( 25.0).DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVEPHAIIOS 12.D" 0.0" 0'- 0.0" -75/ 554V -41/ 1196 5.50" 0.89 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -49/ 412V 0/ OH 5.50" 0.06 NODE ( 625) _ M-1.504 of equal at no -sti uetux al LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical member luon)n REQUIREMENTS OF INC 2012 AND INC 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 - ---- A.ND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/190 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL - -0.013" @ 5'- 4.3" Allowed = 0.454" 5-04-14 4_07_02 MAX TL CREEP DEFL = -0.026" @ 5'- 3.1" Allowed = 0.606" - -I MAX HORIZ. LL NEEL = 0.004" @ 9'- 9 5" 12 MAX HOPIZ. TL DEFL = 0.007" @ - 9.5" 4 00 M-1.5:<3 Design conforms to main windforce-resxotinn system and components and cladding criteria. M-3x5 4_1 -. Wind: 140 mph, h=15ft, TCDL=4.2,ECOL=6.0, ASCE 7-10, FO (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, lr,_t Syq ��-I End vertical(s) are exposed to wind, M-305 / / Truss designed for wind loads 0-304 in the plane o_ the truss only. '4>..------- --- M-3x5 3 rn Truss designed for 402 outl oo kers. 204 let-ins -----y„--,-, / V ''1 �,\�i of the same size and grade a structural top C y ) \ \`` ro chord. Insure tight fit at each end of let-in. i,�_1 5x4 , Outlookers must be cut with careand are // en permissible at inlet board areas only.r �b I \ M-3x5 %� - �� 1,�, i A I-l=l_ -__ 6 - 2 r 5 1 7 0 M-3x4 M-1.5x3 M-3x4 i I 5-03-02 4-08-14 1-00 10-00PR . -i GINE- t EFq s'o ,�' 2v 89200PE r JOB NAME : J-1838 STONE BRIDGE - D3 ,/ Scale: 0.9735 WARNINGS: GENERAL NOTES, unless otherto,se noted ft' OREGON Cv� I Builder and erection contractor should be advised of all General Notes I This design is based only upon the parameters shown and is for an indsOual +A/� 1. Truss: D3 and Warnings before construction commences. bolding component.Applicability of design parameters and proper 1...-• £1 N incorporation al component re the reeponelbll 2 2v4 compression web bracing must be installed where shown• lty of the bulWing dewgner q Y ..3 Additional temporary bracing to insure stability during constructor 2 Design assumes the lop and bottom chords to be laterally braced al O / 1 4 1 LO las�� Is the responsibility of the erector.Additional permanent pissing of 2'o.c.and at 10'o c.respectively pts unlass braced mroughoN Mee length by Et-,TE: 9/11/2015 the avetsu structure is the res bio I the bu,td:n deslcontinuous sheathing such as pcwood shedsheatng(TC)andlor drywail(BC), �"-R R t L.\., pansi ry o 9 designer. 3.2v Impact bridging or lateral bracing required where shown•• SEQ. : K1399816 4 No load should be applied to any component until after all bracing and 4,Installation al truss is the responsibility of the respective contractor fasteners are complete and at no lime should any loads greater than 5 Design assumes trusses are to be used Ina non-corrosive envunnment, TRANS ID' LINK design loads be spelled to any component and are fforry contl:bon"of use 5 CompuTtus has no control over and assumes no responsibility for the 6 Design assumes lup bearing at all supports shown Bhlm of wedge if EXPIRES: 12/31/2015 fabrication,handln necessary g,eMpme nt to the laps ton of compone nts 7 Design assumes adequate drainage is provided September 11,2015 6 This design Is furnished sub)ect to the limitations set forth by B.Plates shall be located on both laces of truss,and placed so their center TPIANICA In BCSI,copies of which vetl be furnished upon request. Tines coincide with pint center Imes. 9.Digits Ideate sae of plate en Inches. MITek USA,Inc/CompuTtus Software 76 75P2(1L)-E 10 For basic connector plate desgn values see ESR-t311,ESR-1988(Mack) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2n4 KDDF N15BTR LOAD DURATION INCREASE = 1.15 1-2=(-454) 424 1-4=(-19) 338 1-2=(-305) 105 BC: 2x4 NODE t11&BTR SPACED 24.0" D.C. 2-3=(-454) 424 4-3=(-19) 338 4-2=( 0) 300 WEBS: 2x4 ROOF STAND 2-3=1-305) 105 LOADING - TC LATERAL SUPPORT <= 12"JC. UON. LL( 25.0)•DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BP.G REQUIRED BRG AREA EC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 POE 0'- 0.0" -65/ 546V -97/ 97H 5.50" 0.87 RODE ( 625) -65/ 5461/ 0/ OH 5.50" 0.87 KDDF ( 625) ..-).5::4 or equal at non-structural LL = 25 PSF Ground Snow (PG) - .ertrcal members (oon). LIMITED STCRAGE 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. I BOTTOM CHORD CHECKED ('OR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/ll0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IC PANEL LL DEFL = -0.111" @ 9'- 2.9" Allowed = 0.517" MAX TC PANEL TL DEFL = -0.137" @ 3'- 9.2" Allowed = 0.776" MAX HORIZ. LL DEFL = 0.003" @ 12'- 6.5" MAX HORIZ. TL DEFL = 0.005" @ 12'- 6.5" 6-06 6-06 12 Design conforms to vain winciforce-resrstrng M-4210 system and components and cladding criteria. S.15 4.0" wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Eup.B, MWFRS(Dir), /�I ,, load duration factor=l.6, Truss designed for wind loads / in the plane of the truss only. I Note: Outlooker truss. Upper top chords require same material /- as structural top chord. Connect with (204 TC) C-2.5x4.3 or 2'9 (2x6 TC) C-404.3 min typical 36"oc loon). . I M-3x6 �• � 14-3x6 o of LI 4 f3 M-1.5X3 I I I 6-06 6-06 13-00 ,��ED P R OF4-ss ti�\� ��GINEF'9 QO2 4 89200PE v� JOB NAME : J-1838 STONE BRIDGE - E1 .+� Scale: 0.4172 -4411140' , WARNINGS. GENERAL NOTES, unless otherwise noted, TJ OREGON <v I Builder and erection contractor choub be advised of all General Nates I.This design Is based only upon the parameters shown and is for an indrvMual J A� Truss: El antl Warnings before construction commences. bmlding component.Applcabdity of design parameters and proper G n a, ^ - 2,2.4 compression web bracing must be Installed where shown•. .2- incorporation of component u the respond or the pmmmg designer. / 4 40`ei.�� - 3 A0tl41oeal temporary bracing to insure stabibry during construction 2 Design assumes the top and bottom chords to be laterally bated al O 1 4., L is the rsponsibdgy of erector Additional permanent braang of o.c,and al 10'o c respectively unless prated throughout their length by D=+)L: 9/11/2015 the overs)structure is the res pro 1 the puimin dee cpnnnuous the atheng each as DA'wootl NeatNnglTC)andlor drywall(BC) ��R R!l-\- ponan ty^ g designer. 3,2r Impact bridging or lateral bracing required where shown•• SEQ. : K1399817 4 No mad should be spoiled to any component until after al bracing antl 4 Installation of truss*the responsibility of he respective contractor fasteners are complete and a1 no time should any loads greater than 5.Design assumes trues are to be used in a non<erresve environment, TRANS I D• LINK design mads be applied to any component, and are for" ssdry condition"of use, - 5 CompuTrus has no control over and assumes no responvb,pty for the 6.Design assumes full beating at all supports shown Shim or wedge d EXPIRES: 12/31/2015 fabrication,handy shipment and installation of components, necessary. handling, 7. nassumes adequate donbodrainage isprcvded September 11,2015 6.This demon a furnished subject to the limitations set IoM by B.Plates shag be located on both faces of truss,and placed so their ice Mer TPWJTCA In BCSI,copies of which vol be furnished upon request Imes coincide wrh pull center Imes 9.MITek USA.Inc./CompuTrus Software 7.6.7SP2(1L)-Z II Dor baigits sic t basic cosae nnector Inches. plate design qn values see ESR.131I,ESR I9BBIMrTeY) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 20.4 RODE B15BTR LOAD DURATION INCREASE = 1.15 1-2=( -30) 42 1-6=1-22) 342 1-2=1-561) 73 BC: 204 RODE #155TH. SPACED 24.0" O.C. 2-3=1-504) 134 6-5=(-22) 342 6-3=) 0) 296 WEBS: 2::4 RODE STAND 3-4=1-504) 134 4-5=1-561) 73 LOADING 4-5=) -30) 42 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA • LETINS: 2-00-00 2-00-00 LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -65/ 54EV -97/ 97H 5.50" 0.87 NODE ( 625) - 13'- 0.0" -65/ 546V 0/ OH 5.50" 0.87 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD. TOPICOND. 2: Design checked for net(-5 psf) uplift at 21 'oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - - - -- - - - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/110 MAX LL DEFL = 0.101" @ 11'- 5.3" Allowed = 0.604" MAX TL DEFL = 0.103" @ 11'- 5.3" Allowed = 0.806" 6-06 6-06 MAX HORIZ. LL DEFL = 0.003" @ 12'- 6.5" I I MAX HORIZ. TL DEFL = 0.005" @ 12'- 6.5" 1-08-11 4-09-05 4-09-05 1-08-11 i i I i Design conforms to main indforce-resisting 12 12 system and componentsand cladding criteria. 1M-4x4 1 8.15 8.15 Wind: 140 mph, h=20.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), :21'r, load duration f - :=1.6, !,� Truss designed ? wind loads i-- in the plane of the truss only. i 11'.1" M-3x4 -.. M-3x4 - ;;• � \ ILA 0 ... C7 �o .v=5 't4-3o6 M-1.5x3 M-3x6 1 6-06 6-06 13-00 ///ei.76PFC(57[ N\\\ NF `��O 89200PE r` JOB NAME : J-1838 STONE BRIDGE - E2 Scale: 0.3847 WARNINGS: GENERAL design unuolhhee mretl C3 CC Tl� 47 OREGON A. I.Burden and erection contractor should be advised of all General Notes I This desgn is based only upon the parameters shown and u for an iMrvidual 7 Il���� Truss: E2 and Warnings before construction commences building component Applicabley of design parameters and proper N 2.2.a compression web bracing must be installed where shown. incorporation of component k the responsibility of the building designer /O -'q t 2.0.\ �4 3.Additional temporary bracing to insure stability during conshucten 2.Design assumes the lop and bottom chums to be throughout their al i-f is the responebil,ry of the erector.Additional permanent dmcirp of o.c.and at 10'o.c.respedseN unless braced throughout their bigm by continuous sheathingor such as plywood where andfor drywall(BC). -/E[1 R l L' v ar,T E: 9/11/2015 the overall structure a the responsib0ry of the building designer. 3 20 Impact bridging or lateral bracing required where shown•0 f'7(l SEQ. : 011399818 a No load should be applied to any component until after all bracing and a.Installation of russ is the responsibility of the respeurve contractor fasteners are complete and as no time should any loads greater than 5 Design assumes trusses are to be used on a non-corrosve environment. TRANS ID: LINK design loads be applied to any component. and are for-dry condtion of use. N.Design assumes full bearing al all supports shown.Shim orwedge if EXPIRES: 12/31/2015 5 CompuTrus has no control over and assumes no responsibnbly for the neva fabrication,handyshipment antl installation of core nary handling. components yts 7.Deugnassumes adequate anbadrainage nprusdea September 11,2015 s rhe design a wowed wbpa le me Ymmtnns set men by a Plates snarl be Iowted on mm faces onruss,and placed w mein anter TPUWTCA In BC51,copes of which eel be furnished upon request, lees coincide with pill center Wes. 9 Digits mdrate see of plate In incne.. MrDek USA,Inc/CompuTrus Software 7.6.7SP2(1L)-E 10.For baste connector plate des gn values see ESR-1311,ESN-1988 IMLTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/ 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 4 offsets are indicated. Damage or Personal Injury raMDimensions are in ft-in-sixteenths. im Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See SCSI. TOP CHORDS 2. Truss 0-1/16" 4 wide bracig truss spacing,mustbe individual lateraldesignedbyan bracesengineer themselvesFor may require bracing,or alternative Tor I 111L\Illillitel p bracing should be considered. O■_� O O= 3. Neverkexceed the inadequately loading and never stack materials on inadequately braced trusses. F- 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 'Agfrom 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 I. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 1 I.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 bysymbol shown and/Or SYP represents values os published specified. �/ bytext in the bracingsection of the by AWC in the 200prNDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, 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 MiTek®All Rights Reserved approval of an engineer. •md/ reaction section indicates joint 11.. 1111111 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MI_ 18.Use of green or treated lumber may pose unacceptable �� environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI I: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, DSB-89: DesignMIEand pictures)before use.Reviewing pictures alone Standard for Bracin is not sufficient. Bracing. � M BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. - Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013