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Plans (2) i 3' /1/l 57-..0/s - c )l ci ' "' l.Z U F 7 S Gtru77-rr-,-r -cv 29'-0" 10'-0" 19'-0" RECE IV IIIII�IIIIiIIIIIIlIIIIIII�I I II�I I�I I II��I I IIiI II�I II�IIlII!IIIIIIIiiIII�IIIII OCT 2720151 I I ,11 � Ii,4l '11111111111 � BQG GARD r p1v/s1Q vti ib 1111 ,11 1 \nrr) Apimmomennummi-• r UUirmisII!I%Sram= I l I l '15.1 1 10:112m 10:1 zr, ___ e am B1 12'-0" _ t 9,-0" I 19-6 � r I 9'-6" 7'-6" I 12'-0" 29'-0" ©Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 10/20/15 ONLYPLACEMENT TRUSS CALCULATIONS AND PROJECT TITLE REVISION-1 ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER ill ' ' ungi er J-1857 STONE BRIDGE INFORMATION BUILDING DESIGNER/ENGINEER OF RECORD aci 1 PLAN DRAWN BY JP REVISION-2 RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS BUILDING 364A / STD-J1857 CHECKED BY DESIGNER/ENGINEER OF RECORD TO TRUSS ', REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION SCALE REVISION-3 DESIGNS PRIOR TO CONSTRUCTION 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. r0 MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-1857 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: K 147291 1 thru K 1472924 My license renewal date for the state of Oregon is December 31,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3. These truss designs rely on lumber values established by others. _0) PROP4- "\<<-�NGN�FRs�O 2 <4./ 89200PEct 9� © 4 OREGON 4.4/ -.q) 14, V� � SFR R I L0- 6P� October 20,2015 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 y particular building is the responsibility of the building designer, per ANSI/TPI 1. This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0 0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC 2.4 KDUF 415BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 43 2-4=1-57) 75 3-4=1-211) 171 BC 2.4 RIDE 41uBTF SPACED 24 0" 0.0 2-3=1-113) 99 WEBS 2,4 RODE STAND LOADING TC LATERAL SUPPORT <= 12"00 UON. LL( 25.0)nSL( 7 0) ON TOP CHORD = 32 0 PSF BEARING MAX VERT PAY HORZ BRG REQUIRED BRG AREA -7 BC LATERAL SUPPORT <= 12"DC UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ IN (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -67/ 440V -35/ 105H 5.50" 0 70 KDDF ( 625) OVERHANGS 12 0" 0 0" 7'- 0 0" -32/ 279V 0/ OH 5 50" 0 45 RDOF ( 625) LL = 25 PIE'Ground Snow (Pg) M-1 5v4 of equal at no -structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members luon)n REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. ICOND 2 Design checked for net(-5 psf) uplift at 24 "oc spacing i -' For hanger specs - Sem approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD TOP VERTICAL DEFLECTION LIMITS LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LORDS 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" FLAX TC PANEL LL DEFL = 0 183" @ 3'- 7.5" Allowed = 0 437" MAA TC PANEL TL DEFL = -0.219" @ 3'- 7 6" Allswes = 0 656" 7-00 MAX HORIZ LL DEFL = 0.001" @ - 10 3" MAX HORIZ TL DEFL = 0 001" @ E'- 10 3" 1 12 5 00 (.-.7'- M-1 Sia Design conforms to main windforce-resisting system and components and cladding criteria M-3s5 3 -' Wind. 140 mph, h=15ft, TCDL=4 2,BCDL=6.0, ASCE 7-10, � (All Heights), Enclosed, Cat 2, Exp B, MWFRS(Int), 121 load duration factor=1.6, End vertical(s) are exposed to wind,Truss designed for wind loads _ // In the plane of the only M-1.5x4 -- /// ~o Truss designed for 4,2 outlookers Sad let-ins ./77'--C, / 1 of the same size and grade as structural top '; // o chord Insure tight fit at ecareend of let-in outlookers must be cut with c and are /, r" permissible at inlet board areas only M-325 - / o / l o j M-3X9 M-1.5x3 1 1-00 7-00 `,,0 PR()Fess ��\� ANG'N EF6) /�2 c''' 89200PE ter' JOB NAME : J-1857 STONE BRIDGE - Al Scale D 5762 - ' WARNINGS GENERAL NOTES, unless otherwise noted ete OREGON tCZj I 9u,Wer and erection contractor should be advised of all General Notes I This design is based orgy upon the parameters shown and is for an indxdual Truss: Al and Warnings before constructon commences building component Applicability of desrpn parameters and proper G �� oil^ /` 2 21/4 cone b brac t rroorporatan of component sine reaponubdiN of the Dudtlinp decipher 2 �� compression we ag must be installed where mown. /O '4 1 L 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced al s the responsibility of Me erector Additional permanent bracing of 7 o c and at 10'o c respectively unless braced throughout then length by ' continuous sheatnug such as plywood sheathing(TC)anNor drywall(BC) /`[7 p-2 I l DATE. 10/20/2015 the overao structure is the responsibilityresponsibilityof the bulling designer 3 2+r Impact bridging or lateral bracing required where shown.. 111 1+1� SEQ. : K 14 7 2 911 4 No load should be applied to am component until ane,all bracing and 4 Installation of truss 1s the responsibbty of the respective contractor fastens are complete and at m lame should any bads greater than 5 Design assumes trusses are to be used m a nen-corrosve environment, TRANS ID: LINK designycomponent am are mrd condition' true be applied to an 6 Design assumes full bearing at all supports shown Shim or wedge if 5 Compurrua has no control over and assumes no responsibility for the necessary EXPIRES: 12/31/2015 Iabrrcotwn,handy nece ng,shipment and of components 7 Design assumes adequate drainage s provided October 20,2015 6 This design s furnished subject to the Imitations cit forth by B Plates than be located on both laces of truss and placed so their center TPNMCA in BLS',copies of which sri be furnished upon request lines coincide with pert center lines MITek USA,Inc/Com uTrus Software 767SP21L-E9 FDoe basts ic concate nector pplateein lmnea P ( ) II For basic wnne ichor plate design values see ESR-1 JI I,ES R-1985(MIT<k) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1 00 - TC 2,4 KJUF 11115TR LOAD DURATION INCREASE = 1.15 1-2=1 0) 43 2-4=)-57) 75 3-4=1-211) 171 BC 2.4 AIDE' R1&BTP SPACED 29 0" 0 C 2-3=(-113) 99 WEBS 2 4 KDDF STAND LOADING .. NC LATERAL SUPPORT 5- 12"OC UON LL( 25 0).DL( 7 0) ON TOP CHORD = 32 0 PSE BEARING MAX VERT MAY HORZ BRG REQUIRED BRG AREA _ BC LATERAL SUPPORT <= 12"OC UON. DL ON BOTTOM CHORD = 10.0 PSP LOCATIONS REACTIONS REACTIONS SIZE SQ IN (SPECIES) TOTAL LOAD = 92 0 PSF 0'- 0.0" -67/ 440'V -35/ 105H 5 50" 0 70 KDDF ( 625) OVERHANGS 12 0" 0.0" 7'- D.0" -32/ 279V 0/ OH 5 50" 0 45 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 chec)•ed for net(-5 psf) uplift at 24 c spacing i BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS LL=L/240, TL=L/IB0 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 = 0 183" @ 3'- 7 5" Allowed = 0 437" MAX TC PANEL TL DEFL = -0.219" @ 3'- 7 6" Allowed = 0 656" 7-00 MAX HORIZ. LL DEFL = 0 001" @ - 10 3" r MAX HORIZ. TL DEFL = 0 001" @ 6'- 10 3" 12 5 00 i.77' M-1.5/3 Design conforms to main windforce-resisting system and components and cladding criteria /" Wind (140 mph,ehts), close9,2 at.2, .x, ASCE WFRS '�I" (All Heights), Enclosed, Cat.2, Exp B, MW FRS(Di r), / !JJ load duration ) are End vertical(s) re exposed to wind, j Truss designed for wind loads �" in the plane of the truss only rZ j o 15 O iCce/ ,L 1- 2I ., y — j M-3-.4 M-1.5X3 ( 1-00 7-00 ���E� P R OFFss �,5... �NGINEF9 /O�y 89200PE r• JOB NAME : J-1857 STONE BRIDGE - A2 : � Scale• 0.5782 �. WARNINGS GENERAL NOTES. unless otherwise mica Tl� OREGON �Zi,j CC 1 Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an indrodual Truss: A2 and Warnings before construction commences buibmg component Applicability of design parameters and proper i 2 lad compression web bracing must be installed where shown• incorporation of component w the responsibility of the building designer <O �'/ 14 i 2.04`')'. �O` �� 3 Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bosom chortle to be laterally braces at L the responslbilay of the erector Additional permanent bhang of C'^c and al 10'o c respectively unless bread throughout their length by is DATE 10/20/2015 the overall structure is the responsibility of budding designer omuctbridingous ogsuchaspNwuoaweresh shher own /14 -RR \_"- pons ry o g rai`g ] 2a Impact bridging or Ste rel bracingsherequired where shown•• rl R SEQ. : K 1 4 7 2 91 2 a No bad should be applied to any component until after al bracing and a Installation of truss is the responsbibty of the respects:contractor fasteners are complete end at no time should any loads greater than S Design assumes trusses are to be used m a nomeorresxe environment , TRANS I D• LINK design bads be applied to any component and me ler'dry condition of use 5 GompoTrus has no control over and assumes no responsibiley for the 6 Dee.��asumes DU Dearing at all supports shown Shim of wedge d EXPIRES: 12/31/2015 rabrcatsn handing shipment and installation of components ry 7 Plagnassumes cedon drainage¢provided s, October 20,2015 s This design a furnished wbKn to Inc kimtmmna set form by a Plates shag be located on both faces of truss,and placed so their center TPIMRCA in BCSI copies of which will be furnished upon request Imes coincide aNh pmt center lines 9 Digits inchoate a¢e of plate in inches MiTek USA,Inc/CompuTrus Software 767-SP2(1L)-E 10 For basic connector plate design values see ESR•1311 ESR•1988(MITek) This design prepared from computer input by Je LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 _ TC 2'4 EIDE d1/BTR LOAD DURATION INCREASE = 1 15 1-2=( 0) 60 2-6=(-10) 207 6-3=(0) 211 BC 2'4 KDDF lila BTR SPACED 24.0" O.C. 2-3=(-368) 97 6-4=(-10) 207 WEBS 2'4 KDDF STAND 3-9=(-368) 87 LOADING 9-5=( 0) 60 TC LATERAL SUPPORT <= 12"OC UON LL( 25 0)iDL( 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 BRC, AREA OvEPHAIIGS 10 0" 10 0" LOCATIONS REACTIONS REACTIONS SIZE SQ IN (SPECIES) LL = 25 PSI'Ground Snow (Pg) 0'- 0 0" -70/ 499V -95/ 959 5 50" 0 79 KDDF ( 625) 9'- 6 0" -70/ 999V 0/ OH 5 50" 0 79 KODF ( 625) M-1 5 9 or equal at no -structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vert tical luum7ers luon)n REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET BOTTOM CHORD CHECKED FOR DIPSF LIVE LOAD TOP CON0 2• Design checked for net(-5 psf) uplift at 24 'oc spacing 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1-/180 MAX LL DEFL = -0 001" @ 0'--10 0" Allowed = 0.083" MAX TL CREEP DEFL = -0 001" @ 0'--10 0" Plloweo = 0 111" MAX LL DEFL = -0 001" @ 10'- 9 0" Allowed = 0,083" 4_09 4-09 _ MAX TL CREEP DEFL = -0 Vol' @ 10'- 9 0" Allowed = 0 111" I I I MAX. TC PANEL LL DEFL = 0 042" @ 6'- 8 B. Allowed = 0 371" 4-09 5-07 MAX TC PANEL TL DEFL = 0.107" @ 6'- 8 9" Allowed = 0 5500" MAY HORIZ LL DEFL = 0.001" @ 11- 0 5" 12 12 MAX HORIZ TL DEFL = 0 012" @ P.'- 0 5" IIM-4x4 lO 00 110 00 34.0" -_ Design conforms to main windforce-resisting M-3\5/ r1�j !9-3>.5 system and components and cladding criteria 111 /1'� I. � 140 mph, h=15f t, TCDL=4 2,9C DL=6 0, ASCE 7-10, 1111.,,- 1 Wind (All Heights), Enclosed, Cat 2, E'p B, MWFRS(Dir), ,2 ' / '1.1" load duration factor=l 6, \ Truss designed for wind loads in the plane of the truss only M-1 5/4 / \ M-1,5x4 , Truss designed for 4<2 outlookers 2x4 let-ins /7/1,_ , N, of the ame size and grade as structural top chord insure tight fit at each end of let-in. outleoYers must be cut with care and are oermissiole at inlet hoard area only. M-3r5 �� M-3 r.5 i i o M-3x4 M-1.5r3 M-3x4 0 I 1 4-09 4-09 ( 0-10 9-06 0-10 `�Q.- PROFF�,s �r\� �. 'NE fiR / 4 89200PE �t- JOB NAME : J-1857 STONE BRIDGE - B1 � Scale 0.4273 >~ T WARNINGS GENERAL NOTES, unless otherwtse noted OREGON I Builder and ere..contractor should be advised of all General Notes I This design is based only upon the parameters shown and is for an iMrvkual 44/ Truss:s s: B 1 and Warnings before construction commences building component Applicability of design parameters and proper L A i,k^ i ie4 compression web bracing must be installed where shown mcorporatton of component ts the responsibility of the budding designer < -7 Y `2-°\ ` y1.. 3 Arida temporary bracing to ensue stability during construction 2 Design assumes the top and bottom chorda to be laterally their al O / 1 j1,t L�"�(�1 2 o c and al 10'o c respedrveht unless braced throughout their length by //�y�j `_ is the responsibility of the erector Additional permanent bracing of continuous sheathing such as ptywood sheathing(TC)andlor drywall(BC) =f []R10, c.- DATE. 10/20/2015 the overall structure is the responsibility of the building designer 3 2v Impact bridging or lateral bracing required where shown v. 11 1-1 4 No load should be applied to any component until alter all bracing and 4 Installation of truss is the responsibility of the respective contractor SEQ. : K 19 7 2 913 fasteners are complete and at no time should any loads greater than 5 Design assumes trusses are Io be used In a non-corrosNe environment, design loads be applied to any component and are tor'dry condition"or use 6 Design TRANS ID: LINK assumes full beating at all supports shown Shim or wedge if 5 CompuTrus has no control over and assumes no responsibility for the necessary EXPIRES: 12/31/2015 fabwatron handling shipment and installation ofcomponents 7 Design assumes adequate drainage Is provided October 20,2015 6 This design is furnished subject to the limitations set forth by 8 Plates shall be located on both laces of truss and placed so their center TPIWTCA in BCSI copies of which will be furnished upon request lines coincide with pint center lines 9 Digits indicate size of plate in inches MiTek USA Inc/CompuTrus Software 767SP2(1L)-E 10 For basic connecter plate desgn values see ESR-131I,E517-1986(MiTek) This design prepared from computer input by OP L01IBER SPEC?FIC AT IONS TRUSS SPAN 9'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 _ TC 2,4 KDDF p16BTR LOAD DURATION INCREASE = 1 15 1-2=( 0) 60 2-6=1-10) 207 6-3=(0) 211 BC 2.1 RODE d16BTP SPACED 24 0" O.C. 2-3=(-368) 87 6-4=1-10) 207 WEBS 2,4 RUDE ST>ND 3-4=1-368) 87 LOADING 4-5=( 0) 60 V 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 = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVEPHASGS 10 0" 10 0" LOCATIONS REACTIONS REACTIONS SIZE SQ IN (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -70/ 494V -95/ 95H 5 50" 0 79 KDDF ( 625) 9'- 6 0" -70/ 494V 0/ OH 5.50" 0.79 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 lOPSF LIVE LOAD. TOP 'COND. 2• Design checked for net)-5 psf) uplift at 24 "oc spacing. J AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY -- VERTICAL DEFLECTION LIMITS LL=L/240, TL=L/180 MAX LL DEFL = -0 001" @ 0'--10 0" Allowed = 0 083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0 111" MAX LL DEFL = -0 001" @ 10'- 4 0" Allowed = 0 083" 4-09 4-09 MAX TL CREEP DEFL = -0 001" @ 10'- 4 0" Allowed = 0 111" i , -- - 1 MA" TC PANEL LL DEFL = 0 042" @ 6'- 8 8" Allowed = 0 371" MAX TC PANEL TL DEFL = 0 107" @ 6'- 8.9" Allowed = 0.556" 12 12 10 00 IIM-9>'4 7.71 10 00 MAX HORIZ LL DEFL = 0 001" @ - 0 5" 3 4 Or, MAX HORIZ TL DEFL = 0 DOT" @ .9'- 0 5" rt i I Design conforms to main vii cid force-rests a ng / / I I system and components and cladding criteria / 1 1" Wind. 140 mph, h=15ft, TCDL=4 2,6CDL=6 0, ASCE 7-10, )All Heights), Enclosed, Cat 2, Exp B, MWFRS(Dir), Z. load duration 'actor=l 6, Truss designed for wind loads ` in the plane of the truss only _ rn M ti 1 ri lN I V 1 2��-� 6 4\6 Oj M-3/4 M-1.5x3 M-3x4 I I 1 4-09 4-09 l I 0-10 9-0e 0-10 �(zE) PROFF 74olNE4\ 89200PE 9r JOB NAME : J-1857 STONE BRIDGE - B2 Scale. 0.4523 -.)44‘41,"415157. WARNINGS GENERAL NOTES, unyuotherva noted y ORECC GON CV Truss: B2 1 Builder and election contractor should be advised of all General Notes I This design is based only upon the parameters shown and is for an Individual 1.� cid Warnings before construction commences building component ApplrcabAiN of design parameters and proper G s^ 2 2v4 compression web bracing must be installed where shown. incorporation of component la the responsibility of the building designer L 42.0\ �� 3 Additional temporary bracing to insure stability durugconstruction 2 Design assumes the top andbogomlesschords tobelaterallyttheirbraced al /O 14r nine responsibility of the erector Additional permanent bracing of 7 o c and at 10 o c respectively unless braced throughout their length by + p aTE. 10/20/2015 the overall structure Is the responsibility of the building designer continuous sheathing such l b plywood 5lf d here s ownandfdrywall(BG) �R R'L_," 3 2v Impact bridging or lateral bracing required where shown�� a SEQ. : K 1 4 7 2 91 4 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 loads greater than S Design assumes trusses are to be used m a nonaancan.environment TRANS I D' LINK design loads be applied to any component and are for'dry condition-of use S GompuTrus has no control over and assumes no responsibility for the 6 Design assumes lug bearing al all supporta shown Shim or wedge it EXPIRES: 12/31/2015 fabrication handling shipment and installation of components acussry 7 DDesign assumes aderainageisprovided October 20,2015 6 This design n furnished subject to Inc Imitations set forth by 8 Plates shag be locateddon on boboth faces of truss,and placed so Thee center TPIANTGA in SCSI copies of which wig be furnished upon request Imes coesde with pet center lines 9 MiTek USA,Inc/CompuTrus Software 76 7SP2)1L)-E 10 For baits sic connector icate sqe 01p a deslate in) a p gn values see ES19-1311,ESR-1988)LMTeN) This design prepared from computer input by JP LUTHER SPECIFICiTIOIIS TRUSS SPAN 8'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC 2'4 HIDE 0110TR LOAD DURATION INCREASE = 1.15 1-2=) 0) 60 2-5=1-13) 181 3-5=( 0) 173 BC. 2.4 RIDE d16 BTP SPACED 24 0" 0 C -3=1-340) 83 5-6=1-19) 29 5-4=1 -3) 169 WEBS 2'4 riDDE STAND 3-4=1-313) 95 4-6=1-323) 138 LOADING 1 TC LATERAL SUPPORT <= 12"OC UON. LL( 25.0)*DL( 7.0) ON TOP CHOPD = 32 0 PSF BC LATERAL SUPPORT <= 12"OC UON DL CN BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42 0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO IN (SPECIES) 0/EPHANGS 10 0" 0 0" 0'- 0.0" -73/ 488V -85/ 105H 5 50" 0 78 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 9.0" -41/ 353V 0/ OH 5.50" 0 56 HOOF ( 625) •' For na ng er specs - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET ICOND 2 Design checked for net(-5 ps=) uplift at 29 "oc spacing. 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 = -0 001" @ 0'--10 0" Allowed = 0 083" MAX TL CREEP DEFL = -0 001" @ 0'--10 0" Allowed = 0 111" MAX TC PANEL LL DEFL = 0 042" @ 2'- 9 2" Allowed = 0.371" MAX TC PANEL TL DEFL = 0 107" @ 2'- 9.1" Allowed = 0 556" 4-05 4-00 ( MAX HORIZ LL DEFL = 0.001" @ 8'- 7 3" MAX HORIZ. TL DEFL = 0 001" @ 8'- 7 3" 12 12 1101-4>4 10 00 -71 10 DO 4,O" Design conforms to main windforce-resisting system and components and cladding criteria [", �I Wind. 140 mph, h=l5ft, TCDL=4 2,BCDL=6 0, ASCE 7-10, N I (A11 Heights), Enclosed, Cat 2, Ecp B, PIWFRS(Dir), IN load duration factor=l.6, End vertical(s) are exposed to wind, // 7 1 1" Truss designed for wind loads /- in the plane of the truss only N\ M-3x4 \4 --- --- o _ X13 1 2hr---! 5 .• 6 M-3x4 M-3x4 M-1.5x3 1 4-10-12 3-10-04 ! 1 n-lo 8-05 `�"<<" N ��S/0 :9200P i- JOB NAME : J-1857 STONE BRIDGE - B3 / ''� - Scale• 0 4523 -! -- WARNINGS GENERAL NOTES, unless othersese soled O OREGON CvCC 1 Buibel and erecten contractor should be adosed of al General Notes I TMs design is based only upon the paianeters shown and is for an ends/Oust �/ w Truss: B3 and Warnings before construction commences building component Applicability of design parameters and proper 4 >,V 2 2r4 cnmpresslen web bracing must be installed where shown• incorporation of component n the responsibility of the butldinp designer Y r� ` .1y.. 3 Additional temporary bracing to insure Motility during cpnstiuclen 2 Design assumes the lop sur bottom chords to be laterally braced al O 1[�1 40��\� m me reeppnstdlliry of me erector Addeenal permanent Oraceng of Y o c and al 10'o c respectively unless braced throughout thea length by continuous ahealhog each as plywood aheaeang(TC)and/or drywall(BC) '✓' [7 R i 1 DATE. 10/20/2015 the overall sbucmre is the responsibility of the building designer 3 2s Impact bodging or acral breorg required where shown.• fl 1.. SEQ. : K1472915 4 No road should be applied to any component until after all bracing and 4 Installation of buss a the respansuauty of me respective conbacmr fasteners are complete and at no time should any wads greater man 5 Design assumes bm trusses are to be used in a non-corsNe environment. TRANS ID: LINK design loads be aPPuealiasy cm onent and are for"dry condition'of use 5 CompuTrus has no control over and assumes no responsibility for the 6 Design assumes tae bearing al all supports shown Shore or wedge it EXPIRES: 12/31/2015 _ labricaten handing shipment and installation of components necessary 6 This designs furnished subject to the iniatwns set forth BR 7 Design assumes adequate drainage is provided 0 ctobe r 20,2015 S Pa Plates shall be located on both laces of truss and placed so their center TPIMRCA in 8051,copes of whet mg be furnished upon request lines concede WOO punt center lines Digits Wel,Wel,USA,Inc/CompuTrus Software 7 6 7-SP2(1L)-E 10 Fir basic connectorlinches plate design pn values see ESR-1311,E517- 19681MiTal) This design prepared from computer input by ,Ip LUMBER SPECIFICATION; TRUSS SPAN 12'- 0.0" COND. 2• Design checked for net(-5 psf) uplift at 24 "oc spacing TC. 2.4 KOUT 01507R LOAD DURATION INCREASE = 1 15 BC 2 4 DF I10BTP SPACED 24 0" 0.0 Design conforms to main windforce-resisting system and components and cladding criteria TC LATERAL SUPPORT <= 12"0C DON LOADING BC LATERAL SUPPORT <= 12"0C. ION LLI 25 0)cDL( 7.0) ON TOP CHOP.D = 32 0 PUP' Wind 190 mph, h=21 Bft, TCDL=4.2,BCDL=6 0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat 2, Exp 5, MWFRSIDir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design LL - 25 POE Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material as structural top chord Connect with M-3x5 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD TOP min typical 36"oc loon) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall UON M-1x2 orequal typical at stud verticals IPefer to CompuTrus gable end detail for 6-00 6-00 `complete specifications. 12 IIM-4y4 12 10 00 171 lS.0o C'_1 i / N ' H / // i \ 1 N. z /IM-8,c8 // '' \-M-8x6 \ A ri/'. — - I \\\1 Wo I I I 0-10 12-00 0-10 ,\<ockED PRQFess ���� �NGINEF9 /02 :9200P 9r' JOB NAME : J-1857 STONE BRIDGE — Cl '� Scale• 0 9314 / �"' .- WARNINGS GENERAL NOTES, unlessonthe se noted OREGON CVCC 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 iMNdual Truss: Cl and Warnings before construction commences building component Applicability of des parameters andG a,N gn proper 2 2r4 compression web bracing must be instaUed where shown• incorporation of component k the responsibility I the building designer }/ rT ...1s� 3 Additional temporary g stability during cons 2 Design assumes the top and bottom chords to be laterally braced al /O • -14 t 40 �1 cora brawn to insure smbei dui construction 2'a c and at 10'o c«speclrveN unless braced through.,their length by u Inc responsibility al the erector Add4nnal permanent bracing of continuous sheathing such as plywood sheathing(TC)angor drywall(BC) Ili [7 R'1V. w. C, TE• 10/20/2015 Inc overall structure es the responsibility of the building designer 7 2s Impact bridging or lateral bracing required where shown•• `J7 L SEQ. : El4 7 2 916 4 No road should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the iespectrve contractor fasteners are complete and at no time should any loads greater man 0 Design assumes trusses are to be used m a non-corroswe environment, TRANS ID: LINK design loads be applied to any component and are for'dry condition"muse B cpm Trus has no control over and assumes no tea y 6 Design assumes lug bearnp at all supports shown Shim or wedge it EXPIRES: 12/31/2015 vu pons�bn4 for n awry tabricatan handling,shipment and installation of components 7 Devon assumes adequate drainage is provided Octobe r 20,2015 0 This design is turmshed subject to me Imitations set fort by B Plates shag be located on both faces of truss,and placed so men center TPIWTCA in SCSI copies at which will be furnished upon request Imes coincide with pint center Ines gTlUS Software 7 6 7-SP2 1 L E 9 Digits indicate size of plate in inches MiTek USA,Inc/Com P I )" f0 For basic connector plate design values see ESR-1311,ESR-1988(MrTek) This design prepared from computer input by JP i. 1UIIBER SPECIFICATIONS TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 - TC 2/4 ROOF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 60 2- 8=(-17) 273 2- 3=1-607) 109 BC 2 4 KDDF 1416BTP SPACED 24 0" 0 C 2- 3=) -30) 164 9- 6=)-17) 271 8- 4=( 0) 272 WEBS 244 KDDF STAND 3- 4=1-429) 123 5- 6=1-607) 109 LOADING 4- 5=(-429) 123 TC LATERAL SUPPORT <= 12"0C UON LL( 25.0)+DL( 7 0) ON TOP CHORD = 32.0 PSF 5- 6=( -30) 164 BC LATERAL SUPPORT <= 12"0C UON DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 60 TOTAL LOAD = 42.0 PSF LETINS 2-00-00 2-00-00 LL = 25 PS6 Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA O"EPHADGS 10 0" 10 0" LOCATIONS REACTIONS REACTIONS SIZE SQ IN (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -94/ 599V -134/ 134H 5 50" 0 96 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12'- 0.0" -94/ 599V 0/ OH 5 50" 0.96 KDDF ( 625) BOTTOM CHORD CHECKED FOP lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2• Design checked for net(-5 psf) uplift at 24 "oc spacing 1 VERTICAL DEFLECTION LIMITS LL=L/240, TL=L/180 MAX LL DEFL = -0 001" @ 0'--10 0" Allowed = 0 083" 6-00 6-00 MAX TL CREEP DEFL = -0.001" @ 0'--10 0" Allowed = 0 111" 1 1 i MAX LL DEFL = 0 103" @ 10'- 6 6" Allowed = 0 554" 1-07-10 4-04-06 4-04-06 1-07-10 MAX TL DEFL = 0 106" @ 10'- 6.6" Allowed = 0 739" MAX LL DEFL = -0 001" @ 12'- 10 0" Allowea = 0 083" I I MAX TL CREEP DEFL = -O 001" @ 12'- 10 0" Allowed = d 111" 12 12 10 DO [IM-4X9 10 00 MAX HO RIZ LL DEFL = 0 212" @ 11'- 6 5" 4 9.0" MAX 000I1. TL DEFL = 0 004" @ 11'- 6 5" /II' t\' Design conforms to main windforce-resising \ J system and components ens cladding c_1ueria III i V/ 1 1" Wind 140 mon, h=21 8ft, TCDL=4 2,BCDL=6 0, ASCE 7-10, / N N (All Heights), Enclosed, Cat 2, Exp B, MWFRS(Dir), N. load duration factor=1 6, Truss designed for wino loads / in the plane of the truss only M-3/.4 - M-3x4 3 2 \ CO o %"1_ Ll 0 1 . J —_—_ L3 M ] i o 2ii B - '—f\ -IM-4x4 M-1 5ti3 TM-4x4 l 1 I L 6-00 6-00 • 0-10 12-00 0-10 -c7� 2-9 `x' 89200PE r JOB NAME : J-1857 STONE BRIDGE — C2 - Scale• 0 3564 MVO, { WARNINGS GENERAL NOTES, unless olnerwisenoted IP OREGON �Cr 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 individual A- Truss: C2 and Warnings before construction commences budding component Applicability of design parameters and proper �`,� 17 ��A ^�I` 2 2s4 compression web bracing mull be installed where shown v incorporation of component Is the responsibility of the building designer `. 3 Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced al 1L�1frt �(� is the responsibility of the erector Additional permanent bracing of 2'o c and at 10'o c respectively unless braced throughout their length by r' o g designer continuous sheathing such as ptywood sheathing(TC)and/or drywall(13C) vIgsR R I LL DA1E: 10/20/2015 the overall structure is the responsibilityfthe buildin deo 3 2v Impact brulgtng or lateral bracing required where shown.• SEQ. : 111472917 4 No load should be applied to any component until alter all bracing and 4 Installation of buss 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 nonaprmsve environment, design loads be applied to any component nl and are for'dry condition"of use TRANS ID: LINK 6 Design assumes full bearing at all supports shown Shan orwedge if EXPIRES: 12/31/2015 5 CompuTrus has no control over and assumes no responsibility for the necessary fabrication handling shipment and installation of components ] Design assumes adequate drainage is provided 6 This desw is mrnrsned sub)ect to the Imitations set forth by 8 Plates shag he located on both faces of truss and placed so their center October 20,2015 TPI/WTCA in SCSI copies of which sea be furnished upon request lines coincide with Joint center Ilnes MOTek USA,Inc/Cam uTrus Software 767SP21L-E 9 Digits indicate conecor platein igches P ( ) 10 For basic connector plate design values see ESR-1311,ESR-1988(MINI) This design prepared from computer input by TRUSS SPAN 19'- 6.0" JP - LOAD DURATION INCREASE = 1 15 LUMBER SPECIFICATIONS SPACED 24 0" O.C. IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 ' TC 2,4 1<DDF 6158TR 1-2=1 0) 49 2-8=1-146) 691 3-8=1-292) 264 BC 2 4 ROOF b16BTR LOADING 2-3=1-966) 295 9-6=1-128) 616 8-4=1-192) 518 WEBS 2 1 KDDF STAND LL) 25.0)uDL( 7 0) ON TOP CHORD= 32 0 PSF 3-4=1-725) 275 8-5=1-254) 243 DL ON BOTTOM CHORD= 10.0 PSF 4-5=1-724) 27D 5-6=1-879) 150 TC LATERAL SUPPORT <= 12"3C UON TOTAL LOAD = 42 0 PSF 5-6=1-187) 133 BC LATERAL SUPPORT <= 12"OC UON 6-7=( 0) 60 LL = 25 PSF Ground Snow (Pg) OvEPHANGS 10 0" 10 0" 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 SO IN (SPECIES) 14-1 5,4 or equal at non-structural 0'- 0 0" -139/ 8925 -213/ 2028 95 50" 1 43 KDDF I 625) ✓ C1 cal it ebersqual (lion) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD TOP 19'- 6 0" -147/ 9365 0/ OH S 50" 1 50 ROOF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY 'COND. 2 Design checked for net(-5 psf) uplift at 24 " c spacing. VERTICAL DEFLECTION LIMITS LL=L/240, TL=L/180 MAX LL DEFL = -0 001" @ 0'--10 0" Allowed = 0 083" MAX TL CREEP DEFL = -0.001" @ 0'--10 0" Allowed = 0 111" MAX LL DEFL = -0 020" @ 9'- 9 0" Allowed = 0.554" MAX LL DEFL = -0.001" @ 20'- 4 0" Allowed = 0 083" MAX TL CREEP DEFL = -0 001" @ 20'- 4 0" Allowed = 0 111" MAX EC PANEL TL DEFL = -0.116" @ 14'- 9 1" Allowed = 0 595" 9-09 9-09 MAX HOPIZ. LL DEFL = 0 010" @ 19'- 0 5" 1 1 MAX HORIZ TL DEFL = 0 015" @ 19'- 0 5" 9-10-09 9-10-07 4-11-13 9-09-03 12 �12 Design conforms towi ndforce-resistin 10 00 [ Ilhl-9x.4 \1 10 00 system and components ma a sand cladding criteria 4 0" Wind 140 mph, h=23 Oft, TCDL-4 2,&.DL=6.0, ASCE 7-10, M-3,(.45III t1-30.5 (All Heights), Enclosed, Cat 2, Exp.B, MWFRS(Dir), ,,,—":„I'..:\,.. I load duration factor=l 6, Truss designed for wind loads / I 1. 1r, in the plane of the truss only 1 )4-1.54 // N M-1.509 M-2 5r4 or equal at non-structural diagonal inlets M-3 5 1 \N 19-3/5 -, M-1 5/3 . M-374 Truss designed for 4x2 outlookers. 2x4 let-ins M-3i5 3 (� 5 of the same size and grade as structural top chord Insure tight fit at each end of let-in 1 Outlookers must be cut with care and are permissible at inlet hoard areas only /1 ',\\ ,, / of M-1.5.(9 • % /j \.:',...1.9-1 5x3 ‘.,. i ... 1 ,,,, ,,,-; o _ 1I 1 _ vi/' N. ✓ �� ' 7 J! M-3X8 _M-4x.4 ci c pR —- 9-09 1 9-09 ( 0 ��� e..1 N 4 ss/Q 0-10 19-06 0-10 !L �/.,9, `� 89200PE c' JOB NAME : J-1857 STONE BRIDGE — D1 Scale 1.2244 WARNINGS. GENERAL NOTES, unless othenese noted 'y OREGON £4j Truss: D 1 I Bulkier and sOson contractor should be advised of all General Notes I This design is based only upon the parameters shown and is for an tndNMual t and Warnings before construction commences building component Applicability of design parameters and proper G a,N 2 2v4 compression web bracing must be installed where shown• incorporation of component Is the responsibility of the budding designer �y" 2.-Q:\, ?..-1-1- 3 3 Additional temporary bracing to insure stability during construction 2 Design assumes the lop and Sodom chords to be laterally braced el /O • 1 4 a LO�A� e the responsibility of the erector Adtlitonal permanent bracing of 2'e c and at ID'o c respects plywood unless braced throughout then length by r__ continuous sheathing such as plywood sheathhq(TC)ander drywall(BC) '✓/ .R III 1 1 DATE' 10/20/2015 the overalstructure isthe responsibility ofthe budding designer 3 le Impact bridging or lateral bracing required where shown•• /'1 L�+ SEQ. : K1472918 4 No load should be applied to any component unto ager all bracing and 4 Installation of truss is the responsibility of the respective contractor fasteners are complete and at m lime should any loads greater man 5 Design assumes trusses are to be used on a ton-corrosive environment, TRANS ID: LINK deluge wads be applied to any component cedar.ioi'dry oOnduilon"of use 5 CompcDrus has no control over and assumes no responsibility for the 6 Pespn assumes lug bearing at all supports shown Shun or wedge if labnolon handle a nesignas EXPIRES: 12/31/2015 n9 seamen!and it jest tan of components 7 Dares assumes adequate drainage a provided October 20,2015 6 The design a fuiroshed subject to the Weston,set forth by 6 Plates shat be located on bath laces of buss,and placed so mew center TRINVTCA in BC51 copes of which will be furnished upon request Lines coincide wah pint center Imes 9 Digits indicate sae Opiate in orches MiTek USA,Inc/CompuTrus Software 7 6 7SP2(11.(-E IO For basic connector plate design values see ESR•1311,ESR-1686(Mi Tek( This design prepared from computer input by JP - LUMBER SPECIFICATIONS TRUSS SPAN 19'- 6 0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1 00 - TC 2,4 ISUUF 4180TR LOAD DURATION INCREASE = 1 15 1- 2=1 0) 60 2-10=1-111) 629 2- 3=1-1085) 282 BC 2"4 KDDF B101Tc SPACED 24.0" 0 C 2- 3=( -35) 192 10- 9=1-1111 584 9-10=1 -239) 240 WEBS _ 4 KDDF STAND 3- 4=1-862) 259 10- 5=) -158) 461 LOADING 4- 5=1-697) 252 10- 6=) -239) 240 ` TC LATERAL SUPPOPT <= 12"OC UON LL( 25.0)'DL( 7 0) ON TOP CHORD = 32 0 PSF 5- 6=1-697) 252 7- 8=(-1085) 282 BC LATERiL SUPPORT 0= 12"OC UON. DL ON BOTTOM CHORD = 10 0 PSF 6- 7=1-862) 259 TOTAL LOAD = 42.0 PSF 7- 8=) -35) 192 LETINS 2-00-00 2-00-00 8- 9=( 0) 60 LL = 25 PSF Ground Snow (Pg) O•JEPhAIIGS 10 0" 10 0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ ERG REQUIPED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET LOCATIONS REACTIONS REACTIONS SIZE SQ IN (SPECIES) 0'- 0.0" -143/ 914V -212/ 212H 5 50" 1 46 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 19'- 6 0" -143/ 914V 0/ OH 5 50" 1 46 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY ICOND 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-09 9-09 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/l80 MAX LL DEFL = -0 001" @ 0'--10 0" Allowed = 0 083" 1-07-10 3-02-14 4-10-07 4-10-07 3-02-14 1-07-10 MAX TL CREEP DEFL = -0 001" @ 0'--10.0" Allowed = 0 111" I I 1 I 1 I 1 MAX LL DEFL = -0 048" @ 9'- 9.0" Allowed = 0 929" 12 MAX TL CREEP DEFL = -0 094" @ 9'- 9.0" Allowed = 1 239" i-- IIM-4y4 12 MAX LL DEFL = -0.001" @ 20'- 4.0" Allowed = 0 083" 10 00 N10 00 MAX TL CREEP DEFL = -0 001" @ 20'- 4.0" Allowed = 0 I11" 4.0" 6 MAX HORIZ LL DEFL = 0 009" @ 19'- 0 5" /rn MAX HORIZ TL DEFL= 0 014" @ 19'- 0 5" 1 N Design conforms co irwindforce-resisting system and componentsand cladding criteria i Wind 140 mph, h=23.4ft, TCDL=4 2,BCDL=E 0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp e, NWFRS(D3r), - load duration factor=1.6, ^!-1.53 M-1 5x3 Truss designed for wind loads a e in the plane of the truss only M-3o1 \ \M-3x9 3 / Li NS IT o - -— IO .,22.8\I --'o 1M-4x4 M-3x6 -M-4x4 ! I 9-09 9-09 <�PEC} PROFFss 0-10 - 19-06 10 0 �Cr�\� <Gr1GIN�F'9 /'2 89200PE 9r JOB NAME : J-1857 STONE BRIDGE - D2 'e Scale: D.2651 WARNINGS GENERAL NOTES,Budder unlessom nsenoted l OREGON CVS Truss: r D2 1 uer and erection contractor should be advised of all General Notes I This design is based oNy upon theeparameters shown and is for an individual 7 b and Warnugs before construction commences building component Appbcabildy of design parameters and proper G a,1.� 2 2.4 compression web bracing must be instilled where shown• incorporation of component is the responubddty of the building designer )/ 2 0 Addlional temporary bracing to Insure stability during construction 2'0 c and at 12 Design assumes the top and bottom chorda to be titeraey braced et /O • (} 4� �� a the responsdbIty of the erector Additional permanent bracing of 0 o c respectively unless braced INougMM their length by _ o continuous sheamug such as plywood sheathing(TC)and/or drywaliBC MFR R t�� YT DE: 10/20/2015 the overall structure is the responsibilityI Mie budding desgn 3 2i Impact bridging or lateral bracing lammed where shown•• ) SEQ. : Ni 4 7 2 9 1 9 4 No load should be applied to any component until after al bracing and 4 Installation of buss Is the responsiady of the respective contractor fasteners are complete and at no tune should any dads greater than 5 Design assumes trusses as to be used In a nomconoswe envuonment TRANS ID: LINK design bads be appbed to any component and are lot'dry condition-of use 5 CompuTrus has no control over and assumes no responsdbitity for the 6 Design assumes dl bearing at all supports shown Shim or wedge d fabrication handing, necessary EXPIRES: 12/31/2015 _ s0 subject and mstaWian 01 components 7 Design assumes adequate drainage a provided October 20,2015 6 Dna desgn a'w'washed subject to the imitations set forth by 8 Plates Nal be located on both faces of truss and placed so thea center TPWWTCA in BEST,copies of whirls viol be furnished upon request lines coincide wah pint center lines 9 Digits indicate sae of plate in Inches Marek USA.Inc/CompuTrus Software 7 6 7.SP2(1L).E 10 For basic connector plate design values see ESR-I311,ESR-1988 IMITesl This design prepared from computer input by 35 1011550 SPECIFICRTION; 15-06-00 GIRDER SUPPORTING 40-03-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1 00 - IC 2.4 ODOR 018570 LOAD DURATION INCREASE = 1 15 (Non-Rep) I- 2=(-9400) 2106 1- 6=(-146B) 6750 6- 2=( -832) 3894 BC 2.8 ODDF SS 2- 3=(-6366) 1520 6- 7=(-1458) 6704 2- 7=1-2630) 698 ODOR 2 4 ROOF STAND, LOADING 3- 4=(-6366) 1520 7- 8=1-1458) 6704 7- 3=)-1852) 7760 2,8 KDDF 42 k, LL = 25 PSF Ground Snow (Pg) 4- 5=(-9400) 2106 B- 5=(-1468) 6750 7- 4=1-2E301 698 •-• 2 4 KDDF 41/BTP B TC UNIF LL( 50 O)+DL( 14.0)= 64 0 PLF 0'- 0.0" TO 19'- 6.0" V 9- 8=( -832) 3894 BC UNIF LL( 478 1)-EDL( 395 1)= 823 2 PLF 0'- 0.0" TO 19'- 6 0" V TL LATERAL SUPPORT <= 12"OC UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00 EON LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ IN (SPECIES) PEQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1950/ 8651V -192/ 192H 5 50" 13 84 KDDF ( 625) 19'- 6 0" -1950/ 8651V 0/ OH 5.50" 13 84 KDDF ( 625) ( ^_ ) complete trusses required. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD TOP Attach 2 ply with 3"r. 131 DIA GUN AND BOTTOM CHORD LIVE LORDS ACT NON-CONCURRENTLY. nal lo staggered 9" oc in 1 row(s) througnout 2r4 top chords, ICOND 2• Design checked for net(-5 psf) uplift at 24 "or spacing { " on in 2 row(s) throughout 2r8 oottom chords, oc in 1 rows) throughout 2r4 webs VERTICAL DEFLECTION LIMITS LL=L/2-10, TL=L/120 MAX LL DEFL = -0 087" @ 9'- 9 0" Allowed = 0 929" MAX TL CREEP DEFL = -0.176" @ 9'- 9 0" Allowed = 1 239" 9-09 9-09 ----— 1 MAX HORIZ LL DEFL = 0 022" @ 19'- 0 5" 1 MAX HORIZ TL DEFL = 0 035" @ 19'- 0 5" 5-02-11 4-06-05 4-06-05 5-02-11 1 I i 1 12 12 Design conform, to main indforce-resis;Ing 10.00 r M-5x6 system and components and cladding criteria \I 10 00 5 0" Wind 140 mph, h=23 4ft, TCDL=9 2,BCDL=6 0, ;SCE 7-30, , (All Heights), Enclosed, Cat 2, Exp e, MWFRS(Sir), I'll '\ load duration factor"! 6, / Ii i\\H Truss designed for wind loads , / in the plane of the truss only �. 3:6" r- N. M-3x8 M-3x8 2 4 i, 11-10,10 -� / Nii,,, ,:"81-10x10 -- �--- in II \_ Ir. ill�� _f fI �A � i II � i_ 1l•11 � �_ II �I Io O 1 7 8 X76 O M-4x10 M-7x10 M-4x10 5-00-15 - 4-08-01 4-08-01 5-00-15 �f1�,V PRQx�ss --- 19-06 wr`� C�.c1GINEfi-9 /?,. 89200PE �t- JOB NAME : J-1857 STONE BRIDGE - D3 1557 rrr. , - Scale: 0 2726 Q WARNINGS GENERAL isb, unless onthrmse notedeparamete .L 47 OREGON �Ze" 1 Builder and einem,contractor should be advised of all General Nates 1 This design is based only upon the parameters shown and is for an,ndrytlual / w Truss: D3 and Wamings before construction commences building component Applicability of design parameters and proper AN 2 2r4 compression web bracing must be installed where shown. incorporation n of component s the responsibility of the building designer / -1)- L 2 ` y1. 3 Additional temporary bracing to insure stability during construction 2 Design assumes the fop and bottom chums to be laterally braced at O 7[,, bo�y At s the responubiliry of me erector Additional permanent bracing of 2'o c and at 10'o c respeciwely unless braced throughout their length by V D=iTE 10/20/2015 the overall structure is the responsibility 1 the bundm designer continuous edging org suerasaung re aired heres00natlrywall(e C) `v/�'[�I"1 V r pori ry o g ging 3 2s Impact bridging or lateral braano d sheathing(TC) he t where shown and/or d• F'�1-1 1� SEQ. : K1472920 4 No bad should be applied to any component until alter ell bracing and 4 Installation of truss is the responsibility of the respecirve contmcmr fasteners are complete and at no time should any loads greater than 5 Design a es trusses are to be used Ina non-corrosive environment TRANS I D: LINK design loads be applied to any component and age msuary candimnon-corrosive 5 CompuTrus has no control over and assumes no re spcesibiltty for the 6 Design assumes lull bearing al all supports shown Shim or wedge if fabrication,handling shipment and tnstallabon of components Designry EXPIRES: 12/31/2015 7 DesgnhallReassumes adequate donbodrainage isprovided October 20,2015 6 This design s lumtshed subject to the Imitations set forth by 8 Plates shall be located on both faces of truss and placed so her center TPRRCA,n BCSI,copies of whew will be furnished upon request lines cotnc,de with pint center Ines MiTek USA,Inc fCompuTrus Software 767SP2(1L)-E to oFor base conneits indicate ctplateedampe of plate in connector values see ESR-1311,ESR- 1988(MiTek) This design prepared from computer input by - Op CUMBER SPECIFICATIONS TRUSS SPAN 40'- 6 0" COND. 2. Design checked for net(-5 psfl uplift at 24 "oc spacing Ti 2.4 KIM' HISBTR LOAD DURATION INCREASE = 1 15 BC 2 4 cDOF 1.11i2TP SPACED 24.0" O.0 NOTE•Design assumes moisture content does not exceed 19' at time of manufacture. WEBS 2 4 ICDDF STAND LOADING Design conforms to main wlndforce-resisting TC LATERAL SUPPORT <= 12"0C. 1105 LL( 25 0)/DL( 7 0) ON TCP CHORD = 32.0 PSF system and components and cladding criteria BC. LATERAL SUPPORT <= 12"OC DON DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind. 140 I1-1 5 4 o equal at n -structural mph, h=23 6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, vee Li cal members (uon)n LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat 2, Erp B, MWFPS(Dlr), load duration factor=l 6, I1-3 4 where shown, its.2-4,6-8 End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL :1-3x5 wn_re shown, J[s 10-15 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET Truss designed for wind loads In the plane of the truss only lnba lanced live loads have been considered for this design BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD TOP Note' Outlooker truss. Upper top chords require same material AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. as structural top chord Connect with 19-3,5 min typical 36"oc (lion). Note.Truss design requires continuous bearing wall for entire span DIN. 20-03 20-03 12-10-06 7-04-10 7-04-10 12-10-06 8-03 5-04 5-04 1-04'1-04 5-04 5-04 7-11-05 12 12 5.00 C " M-1x6 'C) 5 00 M-3x.5(0) ;j,. -ri' . 14_3x5 M-3>.Si / I 1\ __7 M-3x5(5) M-3',6- = � - 1-. 1 j' , I. 10 11 12 13 14 15 ---.--_.-_-�- ----_.�, o M-3x5(S) M-3x5(5) ( I I I I c1{�'.r�ITP R 8-03 5-04 5-04 2-08 5-04 5-04 8-03 ,t��`v O�Fss 16-02-06 8-01-03 16-02-06 �'Cr��� ��• yG`�NE -R /OiL"9 -Oo 40-06 Cr— 892Q1Q E V JOB NAME : J-1857 STONE BRIDGE — El '. , Scale 0.2049 0 OREGON �� WARNINGS GENERAL NOTES, unless olhervnse noted I Bolder and erection contractor should be advised of all General Notes I This design n gh based or y upon the parameters shown and n for an indkltlual G<4 4 y V 1 4 s �(�\��� Truss: El and Warnings before construction commences building component Applleab0y of design parameters and proper incorporation of component n the respeeslbibry of the building designer P ce 2 gra ntpression web bracing must be installed where shown• arpn 2 Deassumes the lap and belt m chortle to be bre gi '✓braced at 3 Addrtrona Temporary bracing to inure aabdiry during construction espectively unless braced throughout their length by 'FR R I L\- is the responvbilrIF al the erector Addi anal permanent braceg of continuous sheathing such as plywood sheathrng(TC)and/or drywall(BC) V r !ATE: 10/20/2015 the overall structure is the responsibility of the building designer 3 20 Impact brdging or lateral bracing required where shown•• SEQ. : K1472921 a No load should be applied to any cenpensnl until acer all bracing and trussaInstallationmyorue istheresponsibilftherespeocontractor fasteners are complete and at no time should any loads greater than 5 Design assumestrusses are to be used n a nanaorresme environment EXPIRES: 12/31/2015 TRANS ID' LINK design loads m beappliedanycenponsel and arelor-drycandnon'ofuse 5 CompuTrus has no control over and assumes no responsibility for the 6 Design assumes Ng bearing al all supports shown Shim or wedge if ry tabricalon,handing,shipment and mstallaton of cent Sri as October 20,2015 ed poo 06 7 Design assumes adequate tainage is provided 6 This design is furnished aubiea to the limitations set forth by a Plates shag be located on both races of russ and placed so their center TPpwrcA in DCII copies or which MI be furnished upon request lines coincide with)otnl center lines 9 Digits indicate sae of plate in inches Marek USA,Inc/CompuTrus Software 0766-SP1)11.5E 10 For basic connector plate design values see ESR.1311 ESR•1968(MITeM) Tn_s design prepare° from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 40'- 6.0" IBC 2012 MAX MEMBER FORCES 4WP/DDF/Cq=1.00 - TC 2,4 KDDF rflaBTP LOAD DURATION INCREASE = 1.15 1- 2=1 0) 43 2-10=(-1037) 2855 2- 3=1-2837) 936 7- 8=1-3017) 1091 BC 2,4 KDDF hl6BTP SPACED 24 0" 0 C 2- 3=1 -531) 354 10-11=( -844) 2522 3-10=( -157) 237 WEBS 2 4 KDDF ST>ND =1-3061) 1304 11-12=1 -543) 1882 10- 4=( -145) 420 LOADING 4- 5=1-2491) 1179 12-13=1 -888) 2475 4-11=( -643) 463 - TC LATERAL SUPPORT <= 12"0C. UON LL( 25 0)+DL( 7 0) ON TOP CHORD = 32.0 PSF 5- 6=1-2491) 1171 13- 8=1-1046) 2920 11- 5=( -358) 924 IC LATERAL SUPPORT <= 12"OC 00N DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-3061) 12E6 5-12=( -359) 923 TOTAL LOAD = 92.0 PSF 7- 8=1 -531) 3E512- =1 -643) 963 OVERHANGS 12 0" 20 0" 8- 9=1 0) 73 6-13=( -118) 920 LL = 25 PSF Ground Snow (P°) 13- 7=( -157) 216 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT FLAX HORZ BRG REQUIRED BEG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -271/ 1812V -174/ 170H 5 50" 2 90 LODE' 1 625) 40'- 6.0" -300/ 1694V 0/ OH 5 50" 3 03 KDDF 1 625) COND. 2. Design checked for net(-5 psfl uplift at 24 "cc spacing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0 003" @ -1'- 0 0" Allowed = 0 100" MAX TL CREEP DEFL = -0.003" @ -1'- 0 0" Allowed = 0 133" MAX LL DEFL = 0 204" @ 24'- 3.6" Allowed = 1.979" MAX TL CREEP DEFL = -0 390" @ 24'- 3 6" Allowed = 2 039" MAX LL DEFL = 0 022" @ 42'- 2 0" Allowed = 0 1E7" MAX TL CREEP DEFL = -0 021" @ 42'- 2 0" Allowed = 0 222" MAX HORIZ. LL DEFL = 0 075" @ 40'- 0 5" MAX HORIZ TL DEFL = 0 125" @ 40'- 0 5" 20-03 20-03 Design conforms to main w-ndforce-resisting _- _ __ _—_ __ system and components and cladding criteria. 6-09 6-09 _ 6-09 _ 6-09 6-09 6-09 Wood. 140 mph, h=23 Eft, TCDL=4 2,BCDL=E 0, ASCE 7-10, ' I I (A11 Heightsl, Enclosed, Cat 2, Eup B, EWFRS(Dr r), 12 12 load duration factor=l 6, 5 00 '- l') 46 15.00 Truss designed for wind loads 4 Oji In the plane of the truss only 5 ^ M-5s9(S) -0 M-5x8(S) 0.25" ce/ /�\3.0" ---1------ ��, 0 25" V\ \ M-3....5 ‘\, M-3x5 M-1 5y3 ..--- \ / \/ \1------•-\,..,.....„9M-1.5x3 0 21 1 10 11 12 13 o M-546 M-3s4 0.25" 0.25" M-3x4 M-5x611 M-5x6(s) M-5x6(5) L/—///77��t�Ep unQf ,s 1 �CO OA po �O 8-01-03 8-01-03 8-01-03 8-01-03 8-01-03 �V. V '7 29 1-00 40-06 1-081 ct' 9200PE 1` JOB NAME : J-1857 STONE BRIDGE — E2 Scale. 0.1563 t ! GENERAL NOTES. unless othercase noted O Q Builder y OREGON �, I Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and is for an indrvqual 1.� Truss: E2 and Warnings before construction commences budding component Applcablldy of design parameters and proper G /� a,V• A 2 2v4 compression web bracing must be installed where shown• Incorporation o1 component a the responsibility or the budding designer / 2 ` ..1{- 3 Additional temporary bracing to insure pabmty during wnsiruGan 2 Design assumes the top and bottom chords w be laterally brautl al O 1 4 4o A! s the responsibility of the erector Additional permanent bracing of 7 o c and at 10 o c respacW<1y unless braced throughout then length by `_ continuous sheathing such as plywood aheatmrg(TC)and/or drywaRISG) EER R 11_\- DATE. 10/20/2015 Ins menu structure is the responsibility of the building designer 3 h Impact bridging or lateral bracing required where shown•• SEQ. : K 1 4 7 2 9 2 2 4 No bad should be appbed to any component until after all bracing and 4 lestaflatoe of truss is the responsibility of the respective contractor fasteners are complete and el no time should any loads greater than 5 Design assumes trusses are to be used In a noncorrosre environment TRANS ID: LINK design loads be applied to any component and are for dn/condition"of use 5 Dampens has no control over and assumes no responsibility for the 6 Design assumes fud bearing at all supports shown Shim or wedge.f EXPIRES: 12/31/2015 tabrcaton handling shipment and installation or components ecessary 7 Design assumes adequate dan provided OCtober 20,2015 6 This design n furnished subject to the khubtans set forth by b Plates shall be located on boththfaces of truss and placed so then center TPNMCA in SCSI copies of which will be furnished upon request Imes corrode with pint center Wes Wel,USA.Inc/CompuTrus Software 767SP2(1L)-E fo Dos baigits sic icate sae of plate in Mises connectors plate design values see ESR-13I I.ESR-19881NIITek) • Tnis design prepared from computer input by JP LOMBER SPECS FIC AT IONS TRUSS SPAN 40'- 3 0" IBC 2012 MAX MEMBER FORCES 4WR/DG F/Cq=1.00 • TC 2,4 PROF 4168TR LOAD DURATION INCREASE = 1 15 I- 2=4 0) 43 2- 9=I-1050) 2826 2- 3=(-2829) 927 12- 7=1 -107) 241 BC 0 KDDF 141iITP SPACED 24 0" 0 C 2- 3=1 -529) 353 9-10=1 -893) 2491 3- 9=) -159) 239 7- 8=(-2721) 938 WEBS 2 4 KDDF STAND 3- 4=1-3038) 1294 10-11=1 -549) 1851 9- 4=( -146) 423 LOADING 4- 5=1-2465) 1172 11-12=1 -873) 2428 4-10=1 -644) 462 • TC LATERAL SUPPORT <= 12"OC UON. LL( 25 0)IDL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2453) 1181 12- 8=(-1051) 2708 10- 5=1 -358) 924 EC LATERAL SUPPORT <= 12"OC UON DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2961) 1312 5-11=1 -347) 898 TOTAL LOAD = 42.0 PSF 7- 8=( -412) 461 11- 6=1 -615) 452 OVERHANGS 12 0" 0 0" 6-12=4 -152) 357 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA •• For hanger specs - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0 0" -272/ 1807V -161/ 168H 5.50" 2.89 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP 40'- 3.0" -229/ 1690V 0/ OH 5 50" 2 70 KDDF 1 625) !COND 2 Design checked for net(-5 psf) uplift at 24 "or: spacing. 1 VERTICAL DEFLECTION LIMITS LL=L/240, TL=L/180 MAX LL DEFL = 0 003" @ -1'- 0 0" Allowed = 0 100" MAX TL CREEP DEFL = -0 003" @ -1'- 0 0" Allowed = 0 133" MAX LL DEFL = 0 199" @ 16'- 2 4" Allowed = 1 967" MAX TL CREEP DEFL = -0 378" @ 16'- 2 4" Allowed = 2 622" MAX HORIZ LL DEFL = 0 073" @ 39'- 9 5" MAX HORIZ TL DEFL = 0.122" @ 39'- 9 5" Design conforms to main windforce-resisting system and components and cladding criteria Wind. 140 mph, h=23 Eft, TCDL=4 2,BCGL=E 0, ASCE 7-10, 20-03 20-00 (All Heights), Enclosed, Cat 2, Exp B, MWFRSIDir), _ load duration factor=l 6, L l Truss designed for wind loads 6-05 6-09 6-09 6-09 6-09 6-06 in the plane of the truss only. • i i - 12 12 5 00 M-9r6 '-5 00 4 0" 5 M-5x8(S) -T`--- , M-5x8(0) 3 0" 0 25" \r 0 25" / - i M-3<5 i \/// \ M-3x.5 \ / \ M-1 Sri - / \� M-1.5x3 \ / co \, \ m 0 21'- -9 i 1 12 .,B o IM-5/6 M-3o4 25" 0.25" M-3x4 M-5x8 IA-5x6(S) h1-5x6(9, � ��D PR0FFss/ ( l l ( i � 6-01-03 8-01-03 8-01-03 9-01-03 7-10-03 �•c, V�G' EF7 �iL - 89200PE sir- 1-no 40-03 JOB NAME : J-1857 STONE BRIDGE - E3iiiIIIIIP, Scale 0.1535 i 4Ci�M^� --'—1 WARNINGS, GENERAL NOTES, unless otherwise noted Tfv� OREGON �� 1 Builder and erection contractor should be advised of all General Notes I This design is based only upon the parameters shone and is for an individual J ic,Truss: E3 and Warnings before construction commences building component Applicability of design parameters and proper G �� 2 Tia compression web bracing must be installed where shown• incorporation of component k the responobgdy of the building designer /O -7 1 1 4 .1y,� 3 Additional temporary bracing to insure Wa l Ary during construction 2 Design assumes the top and bottom chords to be Ole rally braced at 71 4 2.6\ (�\ is the responsibility al the erector Additional permanent bracing of 2 o c and at ea o c rzspectrvary unless bread mroughdl their krrth)b0. D:AT E 10/20/2015 the overall structure is the responsibSty of the building designer 3 2w Impact continuoubstl ichor such as aciplyng re quite d where)own•r drywall(BC) 'V/�[][)'1 V a No load should be lied to an component g a P guns or there bracing requited the where shown•• n I l L SEQ. : K1472923 psi otgm danyload greater and 5 Design gnassuation estruss siesrretobereansibility In.respectivecontractor fasteners are complete and at no time should any bass pre aler than 5 Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component arid are tar dry condrion of use 5 6ompuTrushasnocontroloverandassumesnoresponsibdayforthe 6 Design assumes Rd bearing at all suDpodsshown shim or wedge it EXPIRES: 12/31/2015 fabrication hands `signs rig,shipmentdsubleand ie keoatgn of 7 Design assumes adequate drainage n provided October 20,2015 6 This design h furnished wepct to the Ynutatnns set forth by B Plates shag be located on both faces elates,and placed so thee center TPNNTOA in BGSI copies of which will be furnished upon request Ines coincide with pint center lines 9 Digits indicate see of plate in Inches MiTek USA,Inc/CampuTrus Software 76 7SP2(FL)-E 11 For basic connector plate design values see ESR-1311 ESR.1988IMITel) • This design prepared from computer input by = op LUMDEP SPECIFIC=TIONS TRUSS SPAN 40'- 3 0" GOND 2 Design checked for net(-5 psf) uplift at 24 "oc spacing TC 2 4 ROOF 1)15ETF LOAD DURATION INCREASE = 1 15 - BC 2.9 ROOF 0153TP SPACED 24.0" 0 C. NOTE:Design a _o moisture content does SEAS 2 4 ROOF STAND not exceed 195 attime of manufacture LOADING Design conforms to main windforce-resisting TC LATEP'.L SUPPORT <= 12"OC UON. LL( 25.0)•DL( 7 0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria BC LATERAL SUPPORT <= 12"OC. UON DL ON BOTTOM CHOPS = 10.0 PSF TOTAL LOAD = 42.0 PSF I1-1 5.44 o equal a t n -structural Wind 140 mph, h=23 6ft, TCDL=S 2,6CDL=6 0, ASCE 7-10, verde.). members (urn)on LL = 25 POE Ground Snow (Pg) (All Heights), Enclosed, Cat 2, Erp 0, MWFR5(121r), load duration factor=l 6, I1-3 4 where shown, Its 2-4,6-0 End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-3,5 where shown, Jts•10-15 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET Truss designed for wind loads in the plane of the truss only Unbalanced live loads have been considered for this design BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP Note• Outlooker truss. Upper top chords require same material AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. as structural top chord Connect with M-305 min typical 36"oc (lion) Note Truss design requires continuous) Ibearing wall for entire span�ON. 20-03 20-00 12-10-06 7-04-10 7-04-10 12-07-06 8-03 5-04 5-04 1-0411-04 5-04 5-04 8-00 12 12 - 5.00 M-'r6 —1 5.00 I,-±\6 M-3x5(5) — M-3 x5------- -- m-3<5 M-3:5 i - _ � /4-3y5(s) x5(6)3 -- , � tomi/ / I I \� a2-- / i �rI � I M-3.6* - 1 1 ! \ B o . ! C = )) u FI 'i.ii I, — te _—-- _ 10 11 12 13 14 15 1,1-3Y5(S) 11-3X5(5) O 8-03 5-04 5-04 2-08 5-04 5-04 8- (c,g_D PROFe, 16-02-06 8-01-03 15-11-065 �1t'tN �R `S/029 1-00 40-03 :,9�2200PE r JOB NAME : J-1857 STONE BRIDGE - E4 '" Scale. 0.2132 SO"7 OREGON (V� I WARNINGS GENERAL NOTES, unless othervnu noted 1 i, � I Builder and mech.n contractor should be advised of all General Notes I This design Is baud only upon the parameters shown and is for an individual �"/O -41)'' q y 14 r \ 4 Truss: E 9 and Warnings before construction commences building component Applicability of design parameters and proper O 2 294 campressron web bracing must be insWAed where shown• incorporation of component rs the responsibilityof the buildingdesigner 3 Additional temporary bracing to Insure slabanry during rensiruGron 2 Deur assumes the lop and bottom chords to be laterally brand at n the responsibday of the erector Adtldonal permanent bracing of C^c end at 1V o c respeuwery unlet brand throughout Theo length try �R RIO,4 DATE 10/20/2015 me overall structure is the responsibility of the budding designer 3 2i Impact a t bnC snip such as plywoodcig rerredsheatwhere a se.r drywall(BC) p.c puss iswere)paesb recurredeetveco•. SEQ. : K1472924 4 No load should be avphmm•rry component rota alter al bracing and 4 Installation of btu is the responsibility of the respective contractor fasteners are complete and at no ane should any bads greater than 5 Design assumes trusses are to be used in a nontonoswe environment EXPIRES: 12/31/2015 des bade beapplied be and are for-dry condition of use TRANS ID: LINK g^ ny component 5 EeepuTrus has no control over and assumes no responsibility for ore 6 Design assumes Nn beanie al all supports shown Shin or wedge if fabrication handling, necouary fabrOctober 20,2015 rid,smpmanl end rnstana(nn ol7 Design assumes adequate drainage a provided 6 This design is furnnhed sub(ed to the imitations set bus by B Plates than be located on both faces of truss,and placed so their canter TPIIWDCA in SCSI,copies of which will be lurmshed upon request lines coincide ugh port center lines MrTek USA.IncCom uTrus Software+766-SP11L E S Foraswteee ectrve platete design P ( )' 9 Dorbredsatnecte of plate desgn values see ESR-1311 ESR-1988(With) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property -÷ /4 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MM. Dimensions are in ft-in-sixteenths. iirrio‘,. Apply plates to both sides of truss 1 2 3 1 Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI TOP CHORDS 1 2 truss bracing must be designed by aln engineer For 0-1/16" wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I MIEM 16,6,1111mi ! bracing should be considered ■_ or O3. Never exceed the design loading shown and never stack matenals on inadequately braced trusses O 4 Provide copies of this truss design to the building For 4 x 2 orientation,locate c�S co- cs-s designer,erection supervisor,property owner and plates 0 ''r' 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 I. 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. 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 bysymbol shown and/or SYP represents values as published specified �/ by text in the bracingsection of the by AwC in the 200pr012 NDS SP represents ALSC approved/new values 13 Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design if indicated. 14.Bottom chords require lateral bracing at 10 ft spacing, BEARING or less,if no ceiling is installed,unless otherwise noted 15 Connections not shown are the responsibility of others II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■.1.� reaction section indicates joint aWia number where bearings occur. 17.Install and load vertically unless indicated otherwise Min size shown is for crushing only. ME BEng (q 18 Use of green or treated lumber may pose unacceptable =/ environmental,health or performance risks Consult with Industry Standards: project engineer before use ANSI/TPI1: National Design Specification for Metal MIE 19.Review all portions of this design(front,back,words and pictures)before use Reviewing pictures alone Plate Connected Wood Truss Construction. 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, MiTekANSI/TPI 1 Quality Criteria Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev 01/29/2013