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Plans (95) /lac. ,c 7"d. Ol.5--- on9 Q_ `' 29'.0■ l 2•U S3--S I.J 7 - n4 et.c5 /11:1 L c� . 19'-0" I 10'-0" J C 1 E 2 I MAY 21 '&O15 BUILDING D'VIS! ' � 9 5:12 i` Cl Q LUSS4 ' 8 b I I U N t; . s. 5:12 : I cam. ._.. U U / I I i d' .( ! ! ( / 3 T c• T W i i i 7 i I 5'3.12 ` / , , / B 2) _ 10:12\ : : . . 10:12 HUS26 •ffl- -- - 'X26 kRi B2 B _ .> .� B1 10:12 — � • �/� 051:12 rn " 12'-0■ A7 .. t it 91-6" 19'-0"I I 12'-0" I 7'-6" I 9,-6" 29'-0" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 05/12/15 PLACEMENT ONLY REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL : ,;,\ PROJECT TITLE.- REVISION-1: DRAWINGS FOR ALL FURTHER Pae�fi umber INFORMATION.BUILDING J-1864 STONE BRIDGE DESIGNER/EN ZEBROFRECORD Fa PLAN: DRAWN BY: JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS BUILDING 364A / STD-A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO , REVIEW AND APPROVE OF ALL TRUSSCOMPANY 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. } Job Transmittal USA, Inc.MiTekI�IIIIIIIIII1111IIII101IIIII e c. 250 Klug Circle, Corona, CA 92880 (951) 245-9525 Fax(951) 273-0040 Transaction ID: 427365 TO: PACIFIC LUMBER & TRUSS DATE: 5/12/2015 ATT: Bob Cairns Drawings Repairs Sequence #'s Description 14 0 6262744-6262757 J-1864 STONE BRIDGE1 - PLAN 364A-STD Transmittal Notes: Design Notes: FTP:427365.zip 5/12/2015 1:12:47 PM Page 1 HMI III This design prepared from computer input by t JP L'7.FO SPECIFICATIONS TRUSS SPAN 8'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 24 FDDF 911070 LOAD DURATION INCREASE = 1.15 1-2=(-313) 95 5-6=(-75) 103 5-1=1-323) 138 BC: %;4 :JDF 016BTR SPACED 24.0" O.C. 2-3=(-340) 83 6-3=1-11) 193 1-6=( -3) 169 WEBS: 2>:4 F�DDF STAND 3-4=( 0) 72 6-2=( O) 173 LOADING TC LATERAL SUPPORT <= 12"3C. SON. 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 7'IERHANGS: 0.0" 12.0" 0'- 0.0" -41/ 353V -107/ 85H 5.50" 0.56 KDDF ( 625) n LL = 25 PSF Ground Snow (Pg) 8'- 9.0" -80/ 510V 0/ OH 5.50" 0.82 KDDF ( 625) " .Dr hanger specs. - .See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ 9'- 9.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ 9'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.038" 8 5'- 11.8" Allowed = 0.371" 9-00 4-09 MAX TC PANEL TL DEFL = 0.118" @ 5'- 11.9" Allowed = 0.556" '1 1' T 12 12 MAX HORIZ, LL DEFL = 0.001" @ 8'- 3.5" 10.00 r- IIM-9X4 10.00 MAX HORIZ. TL DEFL = 0.002" @ 8'- 3.5" 2 9.0" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. ISDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 o i 68 M-3x9 1 o _ M o c y 6 �� �Q`�0 PR(}pFss M-1.5x3 M-3x4 M-3x4 4 �c.sl. I N EFS v0?r 4, 78 E st- b b > Alf - .. 3-10-09 4-10-12 10 1, -7 b 1 OREGON "s 8-09 1 00 1i9 it/ "C:) 5 2d cr Q ��PA UL 9‘1 `�� EXPI114,1E01...:4 12/31/2016 JOB NAME : J-1864 STONE BRIDGE - A3 ut Scale: 0.4613 i WARNINGS:1 44 GENERAL NOTES,unless otherwise noted: 4. 4ASJ.y,. 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 individual ``�V/{�t` Truss: A 3 I and Warnings before construction commences. budding component.Applicability of design parameters and proper r'. , 1 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. y. �,.,, p 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y �, DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of f continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .• DATE: 5/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. SEQ. : 6262744 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, vci'In ,;,� 976� 44, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 427365 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the g` L fabrication,handling,shipment and installation of components. necessary. ` 7.Design assumes adequate drainage is grossed. i 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center A+�'1 *� 1 I IIII I VIII III III IIII III III 1111 IIII TPIMfTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center tines. r 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III IIII This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 4'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 T": 234 KDDF 610011'R LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-10) 208 6-3=(0) 211 BC: 234 FDDF 41403112 SPACED 24.0" O.C. 2-3=1-368) 87 6-4=(-10) 208 WEBS: 2:4 FDDF STAND 3-4=(-368) 87 LOADING 4-5=( 0) 72 TC LATERAL SUPPORT <= 12"3C. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF RC LATERAL SUPPORT <= 12"32. OON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRS REQUIRED BRG AREA 0'/ERHANG7: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -76/ 513V -98/ 98H 5.50" 0.82 KDDF 1 6251 9'- 6.0" -76/ 513V 0/ OH 5.50" 0.82 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-09 4-09 MAX LL DEFL = -0.002" @ 10'- 6.0" Allowed = 0.100" ( ( MAX TL CREEP DEFL = -0.003" @ 10'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 6'- 8.8" Allowed = 0.371" 12 M 9x1 12 MAX TC PANEL TL DEFL = 0.118" @ 6'- 8.9" Allowed = 0.556" 10.00 1, 7110.00 3 4,0" MAX HORIZ. LL DEFL = 0.001" @ 9'- 0.5" r �� MAX HORIZ. TL DEFL = 0.002" @ 9'- 0.5" ��� NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting AlliiihilL 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) are exposed to wind, �i Truss designed for wind loads 62.) in the plane of the truss only. Co m 1 f- �' o ll o 6 �o �,0) PR f}FF 1 M 3x9 M-1.5x3 M 3x4 5 �Co GINe. .saw kr cr 7$ ►► 9{ 9-09 9-09 44) /, 1 ), ), 9 OREGON 1-00 9-06 1-00 i9 y Ry 5 L 2° '`r NI ir PA UL 0 EXPIRES: 12/31/2016 • JOB NAME : J-1864 STONE BRIDGE - A2 Scale: 0.4548 PAUL Jo WARNINGS: GENERAL NOTES,unless otherwise noted: aV VIA% I 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 individual Iit���"` `W Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper rl �,� 2.2o4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. li fly .A,,, Q 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Ny t- 1, DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 f '. DATE: 5/12/2015 the overall structure is the responsibility of the building designer. 3.20 Impact badging or lateral bracing required where shown++ • 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. S E Q. : 6262745 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, !'Gh 51976 4, design loads be applied to any component. and are for"dry condition"of use. •Q ,A.. .,rC1 `'r{r TRANS I D: 4 2 7 3 6 5 6.Design assumes full bearing at all supports shown.Shim or wedge if G T' Y 5.CompuTrus has no control over and assumes no responsibility for the If� Jay"f �' fabrication,handling,shipment and installation of components. necessary. s 1 7.Designlaesassumes adequate one thdrainagefcisprovided.truss, -:y it 5 6.This design is furnished subject to the limitations set forth by B.Plates shall be located both faces of truss,and placed so their center S�0NJ'i.1+ "•�.kf„„ 1 IIII I Hill III I I ill II MEN I III TPIIVJiCA in BCSI,copies of which will be furnished upon request. toes coincideidiatwith joint center lines. r 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III'Hlll III This design prepared from computer input by t JP .,DUFE.P SSKSIFICP,77ONS TRUSS SPAN 9'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: ::_4 FDDF 4168TR LOAD DURATION INCREASE = 1.15 I-2=( 0) 72 2-6=(-10) 208 6-3=(0) 211 BS: 7::4 FUDF (11bYTR SPACED 24.0" O.C. 2-3=)-368) 87 6-4=(-10) 208 WEBS: 2s4 KDDF STAND 3-4=(-368) 87 LOADING 4-5=( 0) 72 7C 7iCUSRSS. C7PPOFT <_ :2"SC. CON. LL( 25.D)+DL( 7,01 ON TOP CHORD = 32.0 PSF S7 7777-?:. 'SC4.4:6. 5= 12"7C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C7-=:'.A`::7C: ii.., 17.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) - LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -7E/ 513V -98/ 98H 5.50" 0.82 KDDF ( 625) 1^.-. - )gal a- .,in-structural 9'- 6.0" -7E/ 513V 0/ OH 5.50" 0.82 KDDF ( 625) 6::::c"1 prem:-)er (uon', LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. . BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-09 4-09 MAX LL DEFL = -0.002" @ 10'- 6.0" Allowed = 0.100" 1 4' '( MAX TL CREEP DEFL = -0.003" @ 10'- E.0" Allowed = 0.133" 4-09 5-09 MAX TC PANEL LL DEFL = 0.038" @ E'- 8.8" Allowed = 0.371" f '1' ,I MAX TC PANEL TL DEFL = 0.118" @ E'- 8.9" Allowed = 0.556" 12 IIM-4x4 12 MAX HORIZ. LL DEFL = 0.001" @ 9'- 0.5" 10.00,, ' 110.00 MAX HORIZ. TL DEFL = 0.002" @ 9'- 0.5" 34.0" NOTE:Design assumes moisture content does M-3x5 rii M-3x5 not exceed 19% at time of manufacture. ® 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(, ! M-1.54iili)ii . M 1.5x9 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. o Truss designed for 4;:2 outlookers. 2x4 let-ins ,_,I of the same size and grade as structural top M 3x5IL". M 3x5 chord. Insure tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. i Cc o - D PR(FFp 6K<(.. 1J 1M-3X4 4 1.5x3 M-3x4 5 ��... �NG'NE�R S/O2 c%/2',;9'; '5 9r 4-09 4-09 y y 1' 9 OREGON o'h 1-00 9-06 1-00 �1,9 tiGgRv Ay 2<�� lr PAUL Ck\J EXPIRES: 12/31/2016 JOB NAME : J-1864 STONE BRIDGE - Al Scale: 0.4298 ?AUL jilt, • WARNINGS: GENERAL NOTES,unless otherwise noted: 0v WA.s � keel 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 individual 'SS. -`4v Truss: A l and Warnings before construction commences. building component.Applicability of design parameters and proper r OJ. 2.2x4 compression web bracing must be installed where shown i*. incorporation of component is the responsibility of the building designer. it �;^ 9 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at No �1 `.. DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dnywall(BC). .•:I 411,4 19 DATE: 5/12/2015 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. i ni SEQ. : 6262746 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon corrosive environment. w�+O 51776 ,e design loads be applied to any component. and are for"dry condition"of use. ,� TRANS I D: 427365 6.Design assumes full bearing at all supports shown.Shim or wedge if G R 5.CompuTrus has no control over and assumes no responsibility for the ! + 1$'j'$ necessary. .e fabrication,handling,shipment and installation of components. s 7.f 7.Design assumes adequate drainage is provided. S / 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IQNAL '�. 1111111111111111111111110.TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. - 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II VIII III This design prepared from computer input by Op pn998 SPECIE:79,11L`d5 TRUSS SPAN 19'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 r 2-4 :'UDF 4''.69,19 LOAD DURATION INCREASE = 1.15 1- 2=1 0) 60 2- 8=( -96) 755 3- B=(-283) 262 B': 2:`4 KDDF k16BTR SPACED 24.0" 0.0. 2- 3=1-983) 237 8- 9=( -54) 493 8- 4=(-173) 462 dF.BG: 2u4 UDF STAND 3- 4=1-868) 340 9- 6=(-101) 664 4- 9=(-172) 402 LOADING 4- 5=1-868) 340 9- 5=(-283) 262 . . .,.CERAL S'RPCPT / 12"5C. UON. LL( 25.0)+DL( 7.0! ON TOP CHORD = 32.0 PSF 5- 6=(-983) 237 ... l69E96i, _.,.r_. . :2"5O. TON. DL CN BOTTOM CHORD = 10.0 PSF 7=( 0) 60 TOTAL LOAD = 42.0 PSF 9 10.E LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BIG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -150/ 914V -207/ 20-H 5.50" 1.46 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 19'- 6.0" -150/ 914V 0/ OH 5.50" 1.46 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-09 9-09 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" 1 T MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 5-00-07 4-08-09 4-08-09 5-00-07 MAX LL DEFL = -0.019" @ 6'- 7.3" Allowed = 0.929" MAX TL CREEP DEFL = -0.038" @ 6'- 7.3" Allowed = 1.239" f f f f f 12 MAX LL DEFL = -0.001" @ 20'- 4.0" Allowed = 0.083" 2 M 4x6 MAX TL CREEP DEFL = -0.001" @ 20'- 4.0" Allowed = 0.111" 10.00 ) 10.00 4.0" MAX HORIZ. LL DEFL = 0.010" @ 19'- 0.5" i 4 MAX HORIZ. TL DEFL = 0.015" @ 19'- 0.5" J� NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. / Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, / (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir(, load duration factor=1.6, M-1.5x3 / M-1.5x3 End vertical(s) are exposed to wind, 35 Truss designed for wind loads `' no. in the plane of the truss only. ED i �c,i1,Ep PR OFFS M 7$ r y o '� ' y_� M3r.9 M-3x4 M-3x4 M-3x4 i, 1 b y 9 OREGON N,IK. 6-07-05 6-03-06 6 07-05 y b x'9,4 �qRy 15 2, ,, -10 19-06 0-10 /r PAUL Ck\ EXPIRES: 12/31/2016 JOB NAME : J-1864 STONE BRIDGE - B4 Scale: 0.2730 pA.UL WARNINGS: GENERAL NOTES,unless otherwise noted: oV Rf`i1AS , 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 individual '+! Truss: B4 and Warnings before construction commences. budding component.Applicability of design parameters and proper r 2.204 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the Dulling designer. ' ti� -' 2.Design assumes the top and bottom chords to be laterally braced at - `"' 3.Additional temporary bracing to insure stability during construction v! '�+ DES. BY: E E 2'o.c.and at 10'o.c.respectively unless braced throughout their length by // ,,��LL is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC) rywall(BC). /_ ,�lais� 111, plywood in re and/ord DATE: 5/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. , �`I S E Q. : 6262747 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A 51976 ` design loads be applied to any component. and are for"dry condition"of use. 4, �V TRANS I D: 427365 6.Design assumes full bearing at all supports shown.Shim or wedge if (t, 5.CompuTrus has no control over and assumes no responsibility for the Ai, GJ R 1 fabrication,handling,shipment and installation of components. necessary. s 7.Designassumes ne drainage a prruss,a. sIfl i -y 1 6.This design is furnished subject to the!irritations set forth by 8,Plates shall be located on both faces of truss,and placed so their center NAL * k y i 5 IIII I VIII I III IIII VIII VIII III I IIII IIIITPl/WTCA in SCSI,copies of which will be furnished upon request. Dies coincide with joint center Goes. r 9.Digits indicate size of plate in inches, MiTek USA,Inc./CompuTrus Software+7,6.6-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) i 11E11111 ill This design prepared from computer input by jP LUMPER SPE:IFICUTIONS 19-06-00 GIRDER SUPPORTING 40-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: [::4 FIUDF 8155TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-1-9682) 2170 1- 6=1-1558) 7160 6- 2=( -848) 3962 - BC: Z;:A FUDF 171&BTR 2- 3=1-6584) 1566 6- 7=1-1548) 7112 2- 7=1-2968) 770 3EBS: 2:-.4 ROUE STAND; LOADING 3- 4=(-6584) 1566 -- 8=1-1548) 7112 7- 3=(-1914) 8052 2>:4 F:,56 kisETR A LL = 25 PSF Ground Snow (Pg) 4- 5=(-9682) 2170 8- 5=(-1558) 7162 7- 4=(-2968) 770 TC UNIF LL( 50.01+DL( 14.u)= 64.0 PLF 0'- 0.0" TO 19'- 6.0" V 4- 9=1 -843) 3962 _.,.T:;RAL .:,UPPORT =2"70. UON. BC UNIF LL( 481.2)+DL( 347.2)= 828.5 PLF 0'- 0.0" TO 19'- 6.0" V BC. :.,,.E._.. sjippORT .r= :2^7r. [ION, BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) '-'..,- A.i2 ; complete 'russes required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1957/ 8702V -189/ 189H 5.50" 13.92 KDDF ( 625) r.L,:n 2 c:v wi'h 3"::.131 DIA GUN 19'- 6.0" -1957/ 8702V 0/ OH 5.50" 13.92 KDDF ( 625) _.�. nails staugered: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP /tk. 0" u: in 1 now(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. /'I 6" -,c in 2 rows) throughout 2x8 bottom chords, 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 07 in 1 cow;sl throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.093" @ 9'- 9.0" Allowed = 0.929" 9-09 9_09 MAX TL CREEP DEFL = -0.189" @ 9'- 9.0" Allowed = 1.239" 4' '( 1' MAX HORIZ. LL DEFL = 0.024" @ 19'- 0.5" 5-09-10 9-09-06 4-04-06 5-04-10 MAX HORIZ. TL DEFL = 0.041" @ 19'- 0.5" f 1' T '1 '1 12 12 NOTE:Design assumes moisture content does IIM-6x6 not exceed 19% at time of manufacture. 10.00 r J 10.00 36.0" Design conforms to main windforce-resisting T' i\ system and components and cladding criteria. PIN Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9. load duration factor=1.6, End verticalis) are exposed to wind, Truss designed for wind loads '1 in the plane of the truss only. M-3x8 11 M-3x8 2 4 Ii,c. (1116\ ,X,. iik0 ° aD M-5x16 M-5x16 �S‹��NG��F'SS/O I ' � .kit . ® mak ® d �� 78 �r 7-- M-4x10 M-7x10 M-4x10 0 �t y 40 i y y y 9 OREGON K. 5-02-19 9 06 02 9-06-02 5 02 19 S-T (/-1fy 15 2� 54. 19-06 lr PAUL AJ EXPIRES: 12/31/2016 JOB NAME : J-1864 STONE BRIDGE - B5 Scale: 0.2822 ?AUL p1.� WARNINGS: GENERAL NOTES,unless otherwise noted: 0�WAS ff' 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 individual 7 Truss: B5 and Warnings before construction commences. budding component.Applicability of design parameters and proper w e. QT 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. (, J( Q 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Cg l�,Ak ' DES. B Y: E E 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 40 ill, DATE: 5/12/2015 the overall structure is the responsibiity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '(` SEQ. : 6262748 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 51976 #and are for"dry condition"of use.desgn loads be no con to any component '�I D: 427365 6.Design assumes full bearing at all supports shown.Shim or wedge if 0 4.0 ,n�P B. 5.CompuTrus has no control over and assumes no responsibility for the ID 1>w'' necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'i sslO ° 1 6.This design is furnished subject to the limitations set forth by 8.Plates shay be located on both faces of truss,and placed so their center NAL !'... 1 IIII I VIII I III VIII VIII VIII VIII IIII IIII TPIMlTCA in BCSI,copies of which will be furnished upon request. it coincideidit with jointainn nche. 9.Digits indicate size of plate line Inches. MiTek USA,Inc./CompuTrus Software+7.6.6-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) MO 0 III This design prepared from computer input by JP :''14RE?. SPECIFIC67IC5S TRUSS SPAN 19'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 w T:: ..>:4 FLOE Ol&8TE LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 8=(-70) 453 3- 8=(-301) 268 Bi': 2::4 KDDF pl&PTS SPACED 24.0" O.C, 2- 3=1-590) 131 8- 9=1-761 196 8- 4=(-179) 421 4 :!'5: 2:c4 KDDF STAND 3- 4=(-483) 231 9-10=1-761 196 4-10=(-414) 93 LOADING 4- 5=1-111) 141 10- 6=(-451 114 10- 5=(-329) 280 ,,,,"ERA.i. SUPPORT 12"CC. L:L. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- E=(-213) 95 . c.• .. .:, ".',,.',z?.:...:.��... . SUPPOPT •_ 12":C. OOP;. DL ON BOTTOM CHORD = 10.0 PSF 10.0„ TOTAL LOAD = 42.0 PSF 5':4 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BUG REQUIRED BRG AREA - equal �t nen-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ,,rtical members (eon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -105/ 655V -209/ 209H 5.50" 1.05 KOH 1 625) !'nbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 6.5" 0/ 141V 0/ OH 95.50" 0.23 KDDF 1 625) :'.sidereri for this design. 12'- 10.7" -184/ 725V 0/ OH 95.50" 1.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 19'- 6.0" -44/ 388V 0/ OH 95.50" 0.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 9-09 9-09 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T T T MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" 5-00-07 4-08-09 4-08-09 5-10-07 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T T '( T MAX LL DEFL = -0.010" @ 4'- 11.3" Allowed = 0.554" 12 12 MAX LL DEFL = -0.001" @ 20'- 4.0" Allowed = 0.083" 10.00 M-4x6 1000 MAX TL CREEP DEFL = -0.001" @ 20'- 4.0" Allowed = 0.111" 4 0.. . MAX BC PANEL TL DEFL - -0.023" @ 3'- 0.7" Allowed = 0.400" 4 j M-3x5 I M-3x5 MAX HORIZ. LL DEFL = 0.004" @ 19'- 4.0" �,Jtv,� MAX HORIZ. TL DEFL = 0.006" @ 19'- 4.0" M-1.5x4 +2x4 web brace required. Laterally brace to roof diaphragm. M-3x5 �� 1( i M-1.5x4 NOTE:Design assumes moisture content does M-3x5 not exceed 19€ at time of manufacture. M-3x5 M-3x5 Design conforms to main windforce resisting M-1.5x3. 'I 1111 M-1.5x3 system and components and cladding criteria. o M-3x5 3,� 5 M-3x5 Wind: 140 mph, h=23.3ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, ' $± (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 ( \ '� load duration factor=l.6, End s dticallsl are exposed to wind, a Truss designed for wind loads M-1.5x9 M 1.5x9 in the plane of the truss only. si �� M-2.5x4 or equal at non-structur" ..sal inlets. Truss designed for 4;: .igW?ii O. . -ins 14-3x5 M 3x5 of the same size an. n;.� chord. Insure tigh• �GL •.• .. , y• ac �.. 1, 6 i Outlookers must b• uu 'r' care and .re o A - R a. permissible at i 0-1... : g L''' M M-3x4 M 9x6 9 M-196x6 to •i` bp M 3x9 J 'w"".../a'"""" 6-07-05 5-09 0-06-06 6-07-05 �I��9RYGON2a`�Q1T C-10 1 19-06 0-10 -AUL RVQ EXPIRES: 12/31/2016 . JOB NAME : J-1864 STONE BRIDGE - B3 Scale: 0.2605 pAUL Rip _ .. WARNINGS: GENERAL NOTES,unless otherwise noted: OV gtAS4 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 individual .� Truss: B 3 and Warnings before construction commences. building component.Applicability of design parameters and proper .( , ), 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. AR" .,,r-,-,;. 0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: E E 2'e.c.and at 10'a.c.respectively unless braced throughout their length by • is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC)and/or drywall(BC). 4 411//P I ' plywood DATE: 5/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. , �C ` SEQ. : 6ZF2749 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, •0 y design loads be applied to any component. and are for"dry condition"of use. '� �, 51976 LC/ TRANS I D: 427365 6.Design assumes full bearing at all supports shown.Shim or wedge if O 8 S1 E 5.CompuTrus has no control over and assumes no responsibikty for the necessary. +' Gj R fabrication,handling,shipment and instalabon of components. 7.Design assumes adequate drainage is provided. .6;',.?,. �� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IONALVI 6 JIM I VIII I III VIII OP IIII VIII Ell TPI/WTCA in BCSI,copies of which will be furnished upon request. Noes coincide with joint center Goes 9.Digits indicate size of plate in inches. • MiTek USA,Inc./CompuTrus Software+7.6.6-5P2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 111)1 11 III This design prepared from computer input by JP C LUMBEP SPECIFICATIONS TRUSS SPAN 12'- 0.0" 1COND. 2: Desion chected for net(-5 psf) uplift at 24 "oc spacing.) TC: 024 EEDF 41&BTA LOAD DURATION INCREASE = 1.15 , BC: 03.4 BhUF 11&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TA :.ATEPCL SCPPOPT <= 12"JC. CON. LOADING Design conforms to main windforce-resisting BC LATERAL OTPPOPT z= 12"JC. CON. LL( 25.01+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOP lOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall SON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 6-00 6-00 complete specifications. T T T 12 12 HM-4x4 10.00 3 ,110.00 `- i► IN , 0 5 o �� ti 9 29 C. ::78 <" • M 3x9 M-3x4 a . /� 0� � ' 46.,.— y * > 9 OREGON rh Q 0-10 12-00 0-10 l' ./ v6'4 6'9RY 15 .- c., k PAUL a\ EXPIRES: 12/31/2016 JOB NAME : J-1864 STONE BRIDGE - B1 Scale: 0.4233 ?AUL'"'CCCC. `Rip. WARNINGS: GENERAL NOTES,unless otherwise noted: 0 1 WILi r, ' 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 individual Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper '� C . .)t 2.2x4 compression web bracing must be installed where shown i*. incorporation of component is the responsibility of the building designer. f.. 4., 0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Vj ! �. DES. B Y: E E 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `� is the responsibility of the erector.Additional permanent bracing of >< continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 DATE: 5/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ar 4No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,Q S E Q. : 6 2 6 2 7 5 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 511176 design loads be applied to any component. and are for"dry condition"of use. �O ,,� 17 TRANS I D: 427365 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if (j1S S B necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. sts - tt 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IpNAL f1r 1 1111111111111111111111 TPIMlTCA in BCSI,copies of which will be furnished upon request. lines coincideindtwith joint tecenter lines. . 9.Digits indicate size of plate in Inches. • MiTek USA,Inc./CompuTrus Software+7,6.6-SP2(I L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) i J II This design prepared from computer input by III JP l'05,ER SPECIFI'.'.nT:cNS TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C 1.00 ' F': 3:,.4 KDDE H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-14) 279 6-3=(0) 274 8,:: 204 KDDF H16.BTF SPACED 24.0" 0.0. 2-3=(-481) 106 6-4=(-14) 279 WEB : 254 KDDF STAND 3-9=(-481) 106 LOADING 4-5=( 0) 60 0,5 ..ITERAL SUPPORT 12"75,:. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF ... „A'iERA' SUDPCPT :2 ON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 12.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA '50.BK° "' :D.O" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -101/ 599V -130/ 130H 5.50" 0.96 KDDF ) 625) 12'- 0.0" -101/ 599V 0/ OH 5.50" 0.96 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 6-00 6-00 MAX LL DEFL = -0.001" @ 12'- 10.0" Allowed = 0.083" ,� MAX TL CREEP DEFL = -0.001" @ 12'- 10.0" Allowed = 0.111" 1 MAX TC PANEL LL DEFL = 0.118" @ 8'- 0.3" Allowed = 0.479" 12 12 MAX TC PANEL TL DEFL = 0.274" @ 8'- 6.8" Allowed = 0.719" 10.00 1114-4 x9 10.00 34.0" MAX HORIZ. LL DEFL = 0.002" @ 11'- 6.5" f- aMAX HORIZ. TL DEFL = 0.004" @ 11'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor=1.6, Ahhhihilih... End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. of m n I � ti Plg1_LMIMIMIIMIIMIMmggmumkmmnmimimiLrr elo ��gED PR OFFss e s �o �0 0NGI N 4;" <2, Iv I. M 3::9 M-1.5x3 4-3x4 ��? 17 CC „„:007g , r" Y y j` .. r 6-00 6-00 v y 1 , 92� o OREGON '• 0-10 12-00 0-10 "9i4 4RY 15, C's k PAUL 0 EXPIRES: 12/31/2016 ' JOB NAME : J-1864 STONE BRIDGE - B2 Scale: 0.3962 PAUL RI WARNINGS: GENERAL NOTES,unless otherwise noted: A w v� 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 individual 0 Truss: B 2 and Warnings before construction commences. building component.Applicability of design parameters and proper e�� w'�i), 2.204 compression web bracing must be installed where shown«. incorporation of component is the responsibility of the budding designer. Q' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y it - «" �I, DES. B Y: E E 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 14 I DATE: 5/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown«« / S EQ. E)2 6 2 7 S Z 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. ,t `- fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A ¢�+ design loads be applied to any component. and are for"dry condition"of use. '� ,� 51926 Qr TRANS I D: 427365 6.Design assumes full bearing at all supports shown.Shim or wedge if o 8 STT 5.CompuTrus has no control over and assumes no responsibility for the necessary. A` Gj R fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. �s"""O ..,n1 t 6.This design is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center NAL GG''__ A `�y,f 5 IIIIII VIII I III VIII VIII IIII VIII III IIIITPIM/TCA in SCSI copies of which will be furnished upon request. Dies coincide with joint center tines. L 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1a88(diTek) 111111111 III This design prepared from computer input by f JP LUMBEP SPECIFICLTIONS TRUSS SPAN 40'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: C.:4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 73 2- 9=(-1208) 3091 3- 9=1-357) 309 ' BC: 2:-:4 KDDF H1&BTR SPACED 24.0" C.C. 2- 3=1-3463) 1386 9-10=1 -940) 2568 9- 4=1 -78) 560 WEBS: 2:-:4 F'ODF STAND 3- 4=1-3141) 1279 10-11=( -905) 2545 4-10=1-841) 492 LOADING 4- 5=1-2191) 1027 11- 8=1-1212) 3000 10- 5=1-500) 1271 li :.ATEPPI. ^IIPPCRT 12"3C. NON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP 5- 6=1-2191) 1050 10- 6=1-810) 481 9L: :.r.._07..:. :9PFOPT 12"9S. UON. DL ON BOTTOM CHORD = 10.0 PSE - 7=(-3089) 1311 6-11=1-113) 521 TOTAL LOAD = 42.0 PSF 7- 8=1-3384) 1432 11- 7=1-298) 351 .5" _ LL = 25 PSF Ground Snow (Pg) .-. .. ..19_ specs. - See apprc.ved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATIONIS) SPECIFIED BY IBC 2012. 0'- 0.0" -299/ 1887V -159/ 170H 5.50" 3.02 KDDF 1 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 3.0" -228/ 1690V 0/ OH 5.50" 2.70 KDDF ( 625) 1COND. 2: Design checked fornet(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL REEL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" • MAX LL DEFL = 0.234" @ 20'- 3.0" Allowed = 1.967" MAX TL CREEP DEFL = -0.432" @ 20'- 3.0" Allowed = 2.622" MAX HORIZ. LL DEFL = -0.086" @ 39'- 9.5" MAX HORIZ. TL DEFL = 0.140" @ 39'- 9.5" NOTE:Design assumes moisture content does not exceed 19h at time of manufacture. Design conforms to main windforce-resisting 20-03 20-00 system and components and cladding criteria. '1 T T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-02-03 6-06-06 6-06-06 6-06-06 6-06-06 6-11-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I 9' 1' T T T T load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 5.00 -- M-4x6 '7-7 5.00 Truss designed for wind loads 4.0" in the plane of the truss only. M-5x8(S) 6M-5x8(S) 0.25" 3'0.25" 4 6 iV oV 01p M-1.5x3 v +' M-1.5x3 �Co- vVaI EEFe�`�/O 4 $878)11,11; u-) nc CD -L 1 -;iso - AB '10 e`l ....... .. 9 10 11 +.8 0 Ir 4) ' ✓ T.-3x8 0.25" M-3x8 0.25 M-3x8 i 9 OREGON '`" M-5x8(S) M-5x8(S) "9 4t/ 15 95'4�Q' 10-05-06 9-09-10 9-09-10 10-02-06 �ir pA U L fktx -,- 3 1-08 40-03 EXPIRES: 12/31/2016 JOB NAME : J-1864 STONE BRIDGE - C3 Scale: 0.1581 PAUL WARNINGS: GENERAL NOTES,unless otherwise noted. 01 WASIN, t 1.Builder and erection contractor should be advised or all General Notes 1 This design is based only upon the parameters shown and is for an individual Q Truss: C 3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,3w Jr. 2.204 compressionincorporation of component is the responsibility of the building designer. - `G- web bracing must be installed where shown�. h 2 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y 0000( a ! 10 DES. BY: E E is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I 2'a.c.and at 10'o.c.respectively unless braced throughout their length by 1 1104 DATE: 5/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown...... 4.No load should be applied to any component until after all bracing and 4,Installation of truss is the responsibility of the respective contractor. ,i-,7 • - S E Q. : 6262752 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ! 000, " 51976 ' design loads be applied to any component. and are for"dry condition"of use. ,,� TRANS I D: 4 2 7 3 6 5 6.Design assumes full bearing at all supports shown.Shim or wedge If (� 5.CompuTrus has no control over and assumes no responsibility for the IS T necessary. ; � fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ssl 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ANAL 11111111111111111 TPINJTCA in BCSI,copies of which will be furnished upon request. lines iwith joint center lines. " 9.Digits indicate size of plate in inches. • MiTek USA,Inc./CompuTrus Software+7.6.6-SP2(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II DI III This design prepared from computer input by JP 71111FER SPECIE-1=1011S TRUSS SPAN 40'- 3.0" !COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. T)': 22:4 KDDF #10010 LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does Br': 224 hOOF kl&BTR SPACED 24.0" O.C. not exceed 19" at time of manufacture. 1.: LATEPA0 SUPPORT <= 12"JC. CON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT ,e 12"CC. UON. LLI 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF - _1 live Icads have been TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.4ft, TCDL=4.2,BCEL=6.0, ASCE 7-10, s :iere i c -i::silty. P LL = 25 PSF Ground Snow IP ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), g load duration factor=l.E, End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF 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-3x5 min typical 3E"oc (uon). Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 20-03 20-00 ( T '( 12-10-06 7-04-10 7-04-10 12-02-09 T I 1 1' q 12 M-4e8+ 12 5.00 — as -..1 5.00 !II M-3x5(5) o M-3x 5(S)M 3x5(S)+ p M-3x 5111(5)+ s0 nor III <cco PR0F IIIIIIIIed, IGINEc > /1 y l �� q � 111111ra, � 9f_ , ' & ,,�< „„. --- M-3x5 m M 3x5(S) __.__., M 3x5(S) a 11-3s4 • ,' bI"xq ' 4 ` �-v OREGON 9'•t`''T 2 10-05-16 19-07-03 10-02-06 '9jr P.ULyIiv . 90-03 EXPIRES: 12/31/2016 • • JOB NAME : J-1864 STONE BRIDGE - C4 scale: 0.2052 'AUL RI WARNINGS: GENERAL NOTES,unless otherwise noted. 0V WAS rep 1 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 individual c',,,, `'y Truss: C 4 and Warnings before construction commences. building component.Applicability of design parameters and proper �4' e'"; A, 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �T 1 0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ha �, • DES. B Y: EE 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4' ', DATE: 5/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,7r 4.No lead should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. r S E Q. : 6 2 6 2 7 5 3 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .d $1976 TRANS I D: 427365 design loads be applied to any component. and are for"dry condition"of use. ,� F{J 5.CompuTrus has no control over and assumes no responsibikty forme 6.Design assumes fug bearing at all supports shown.Shim or wedge if 0�� A-GIST'aR� fabrication,handling,shipment and installation of components. necessary. s t • 7.Design assumes adequate drainage is provided. s .,`Z� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I0NAL 1 IIII I VIII I III I III IIII IIII VIII I II IIII TPIJWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center fines. 9.Digits indicate size of plate in inches. t MiTek USA,Inc./Compolrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111111 11III This design prepared from computer input by r JP LUPREP SPECIFICATIONS TRUSS SPAN 40'- 6.0" rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2z4 FDDE 61&BTR LOAD DURATION INCREASE = 1.15 BC: 2::9 EC'UF kl&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL, SUPPOP? c= 12"OC. UON. LOADING Design conforms to main windforce-resisting B(. ,J,TF,RA(, ;:i)PPORT 12"CC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD - 10.0 PIE '_4.I._arced live *eels have heen TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.4ft, TCDh=4.2,BCDL=b.O, ASCE 7-10, r, f._ i ian. • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSP Ground Snow (Pg) load duration factor=1.6, End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR TDPSF 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-3x5 min typical 36"oc (uon). Gable end truss on continuous bearing wall DON. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 20-03 20-03 • 4 T 12-10-06 7-09-10 7-04-10 12-10-06 ' - < 4 4 '( 12 M-43x8+ 12 5.00 G• 5.00 M 3x5(S) M-3x5(5) • M-3x5(5)+ +r 0 r M-3x5(5)+ +M 0 r o' i JI 5,) ^^ rn 'I o •<�tiO PROj46+ . 9 rF iid��� •578 ' i r" b ----- M-3x5 „,,,,,,,,,,,-,,,,,,,,.,_„,_,,,,,,,,,,.,,,.._,_.,_„.M 3x5(S).,,..,,.,,,,,,,,,,,,,,,,,,,,,.,,,,,_,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,„,,,,,,,,,,,,.,,,,,,,,,,,M-3,,5(S),,.,,,,,,,._,,,.,,._,._,,._,,,,,,..,,,,,,,,,,,, ,o �r Air M-3x9 s - x9 ,L OREGON v Q 10-05-06 19-07-03 10-05-06 • 4Ry j5 2 �, 1-33 90-06 -u. EXPIRES: 12/31/2016 JOB NAME : J-1864 STONE BRIDGE - Cl Scale: 0.1996 ?AUL Rip WARNINGS: GENERAL NOTES,unless otherwise noted. OF WASi. 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 individual `V�! Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper AV `r �iT 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. (y ,s +. O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ” '4 DES. B Y: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � � is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 4� I4 DATE: 5/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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.SEQ. : 6262754 !I � fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �O 51976 4 design loads be applied to any component. and are for"dry condition”of use. .Q 7 TRANS I D: 427365 6.Design assumes full bearing at at supports shown.Shim or wedge if • 5.CompuTrus has no control over and assumes no responsibifty for the + GI$ g' fabrication,handling, necessary. shipment and installation of components. 7,Design assumes adequate drainage is provided. s3, '� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ONAL� "-' 2,15 IIII I Ell I III I III I III IIII III IIII 1111 TPIM/TCA in SCSI,copies of which will be furnished upon request. git coincidewith joint center lines. 9.Digits indicatep size of platete in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II III • This design prepared from computer input by JP ..1.BI:P `.PECIFI::;T:(1NS TRUSS SPAN 40'- 6.0" IBC 2012 MAX MEMBER FORCES 414R/DDF/Cq=1.00 • 2-:4 RUDE N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 73 2-10=(-11511 3114 3-10=1-356) 309 B:: 27.4 ROLE N10TR SPACED 24.0" O.C. 2- 3=1-3488) 1373 10-11=( -882) 2592 10- 4=( -79) 559 WON: 2:_4 RODE STAND 3- 4=(-3166) 1266 11-12=( -919) 2592 4-11=1-840) 492 LOADING 4- 5=1-2217) 1038 12- 8=(-1188) 3114 11- 5=1-492) 1200 TC LI)TERAL SUPPORT o 12"CC. UON. LL( 25.0)+DL( ".0) ON TOP CHORD = 32.0 PSF 5- 6=(-2217) 1038 11- 6=(-840) 492 PO ,,A,':ERA.L SOPPOPT c= 12",C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-31661 1266 6-12=1 - 9) 5c0 TOTAL LOAD = 42.0 PSF 8=(-3488( 1373 12- 7=(-3561 309 20.0" 8- 9=1 9) 73 LL = 25 PSI' Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG 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" -298/ 1891V -172/ 172H 5.50" 3.03 KDDF ( 625) 40'- 6.0" -298/ 1891V 0/ OH 5.50" 3.03 KDDF 1 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.236" @ 20'- 3.0" Allowed = 1,979" MAX TL CREEP DEFL = -0.448" @ 20'- 3.0" Allowed = 2.639" MAX LL DEFL = 0.022" @ 92'- 2.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 92'- 2.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.087" @ 40'- 0.5" MAX HORIZ. TL DEFL = 0.144" @ 40'- 0.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 20-03 20-03 Design conforms to main windforce-resisting 19- 1 1' system and components and cladding criteria. 02-03 6-06-06 6-06-06 6-06-06 6-06-06 7-02-03 T f T T T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir(, 5.00 -- M-4x6 5.00 load duration factor=l.E, 4 0' End vertical(s) are exposed to wind, 5 ,� Truss designed for wind loads M-5x8(5) ! M-5x8(S) in the plane of the truss only. 0.25" 3•°" 0.25" q 6 )'�� PROFF s M-1.5x33 +e /1\11.01,8" M-1.5x3 ��' SGtyG{NEFR /O 782' r .1110411110. * A/ , 0 040,7/9 o rM-3x8 �.25" M-35.8 0.25;� M-3x9+ io y OREGON '� M-5 x 8(S) M-5 x 8(S) 'li,9 �U� 20 QP - 10-05-06 9-09-10 9-09-10 10-05-06 �� 'AUL A�� y 1-08 40-06 1-08 EXPIRES: 12/31/2016 • JOB NAME : J-1864 STONE BRIDGE - C2 Scale: 0.1496 TAW, v WARNINGS: GENERAL NOTES,unless otherwise noted: 0v q1 i+(,_�r- `'y 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 individual • Truss: C 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4' J, 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Arm ,l O • 2.Design assumes the top and bottom chords to be laterally braced at - i.•' 3.Additional temporary bracing to insure stability during construction u! - '� DES. B Y: E E 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 continuous sheathing such as plywooding(TCand/or drywa8(BC). • 4 DATE: 5/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown a+ 6262755 • 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S EQ , `. • : fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 51976 design loads be applied to any component. and are for"dry condition"of use. '� '�4 TRANS I D: 927365 6.Design assumes full bearing at all supports shown.Shim or wedge if O� GUMS' 5,ConpuTrus has no control over and assumes no responsibility for the necessary. CJ R fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage'rs provided. oS' } 5 • 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center SIONALE� �'` If 1111111 VIII I III VIII VIII VIII VIII IIII IIIITPIM/rCA in SCSI copies of which will be furnished upon request. indicate coincide with joint center lines. 9.Digits ndicatt e size of platete in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIA II III This design prepared from computer input by JP L':YBEP 0PECIFICAT10Nc TRUSS SPAN -'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 Tr: _;._G EDDF #ItiBTP LOAD DURATION INCREASE = 1.15 1-2=1 0) 43 2-4=(-57) 75 3-4=(-211) 171 • BC: ..:4 FDDF #168TP SPACED 24.0" O.C. 2-3=1-113) 99 WEBS: ::::9 FDDF STAND LOADING PCP? o= 12"2C. JOY. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA _ - i_7PPOPT <_ 12CON. 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) O'dEPHAN I: I2.f" (HO" 7'- 0.0" -32/ 279V 0/ OH 5.50" 0.45 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) •• . .. -,.-HI' ;re. . - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" • BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LICE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.183" 8 3'- 7.5" Allowed = 0.437" MAX TC PANEL TL DEFL = -0.219" @ 3'- 7.E" Allowed = 0.656" 7-00 T 'f MAX HORIZ. LL DEFL = 0.001" @ 6'- 10.3" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 10.3" 5.00. M-1.5x3 NOTE:Design assumes moisture content does not exceed 19n at time of manufacture. 3 -/ Design Pier" onforms lel windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, Telirnu wsino =6.0, ASCE "-10, 1 it Isle Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads m- n the plane of the truss only. cp M 0 r- 1 o rn on 04 � i 0 = o 1 .. 4 - M-3x4 M-1.5x3 ����D PROpe,, ��\� ��GtNS�R 1s.9 Ct. :s787 r b y b 1-00 7-00 ` �yti OREGON 's• 92oQ 9 ...NkpAUL EXPIRES: 12/31/2016 JOB NAME : J-1864 STONE BRIDGE - D2 Scale 0.5797 pAUL WARNINGS: GENERAL NOTES,unless otherwise noted: • "O'F V1A,$Itli.R 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 individual ' ``�/W�! Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper •.y 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer. Fv , p, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 10 F *! 'A DES. B Y: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by '� is me responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). ��., DATE: 5/12/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w, 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ! a 1`" SEQ. : 6262756 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, d 1 76 k design loads be applied to any component. and are for"dry condition"of use. O .Qt .� TRANS I D: 427365 5.CompuTrus has no control over and assumes no responsibiFry for the 6.Design assumes full bearing at all supports shown.Shim or wedge if o $R • necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. sasj t 6.This design is furnished subject to the 4mitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center NAL i `, �} 11111111111111111111 ' TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. • MiTek USA,Inc.ICompuTrus Software 7.6.7(10-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) • IIII II This design prepared from computer input by JP _2 BF8 SPECIFICATICNS TRUSS SPAN 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 T_: 2'.4 KDDF kl&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 43 2-4-(-57) 75 3-4=(-211) 171 e BC: 2a4 KDDF 41(BTR SPACED 24.0" 0.0. 2-3=1-113) 99 WEBS: 2:c4 KDDF STAND LOADING T7 LATERAL SUPPORT r_ 12"CC. CON. LL( 25.0)+DL( 7.0) ON TOP CHURL = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA B2 LATERAL SUPPORT <= 12"3C. CON. 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/ 1058 5.50" 0.70 KDDF ( 625) RPANG 0" 0.0" 7'- 0.0" -32/ 279V 0/ OH 5.50" 0.45 KDDF ( 625) _ LL = 25 PSF Ground Snow (Pa) ..-. _ e3ua1 structural ..:sal ��aembere [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Fur Ranier specs. - See approved plans REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" BUTTON CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.183" @ 3'- 7.5" Allowed = 0.437" ,_DO MAX TC PANEL TL DEFL = -0.219" @ 3'- 7.E" Allowed - 0.65E" T T MAX HORIZ. LL DEFL = 0.001" @ 6'- 10.3" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 10.3" 5.00 M-1.5x3 NOTE:Design assumes moisture content does 3 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 14-3x5 , 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.E, 9 1.5x9 End vertical(s) are exposed to wind, Truss designed for wind loads cu n the plane of the truss only. rn o 0 I Truss designed for 4o2 outlool:ers. 2x4 let-ins r" of the same size and grade as structural top " chord. Insure tight fit at each end of let-in. M-3x5 'lIllIllIll Outlookers must be cut with care and are permissible at inlet board areas only. igigi o 1 0 4 -/ ,_ M-3x4 M-1.5x3 ��Q,EO PROFen ��c, NGINFF'T 102 `t• :%78 91.-- 1-00 7-00 �`9,L OREGON o^•Q `9,4GAlRY152%Q PAUL R\� EXPIRES: 12/31/2016 • JOB NAME : J-1864 STONE BRIDGE - D1 Scale: 0.5878 PAUL�,1 WARNINGS: GENERAL NOTES,unless otherwise noted: w ,` Jp • 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 individual d 4j(�, "t,� Truss: D 1 ' and Warnings before construction commences. building component.Applicability of design parameters and proper °ice 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ti 2.Design assumes the top and bottom chords to be laterally braced at 'l `' DES. B Y: E E 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa9(BC). � DATE: 5/12/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,�'4 SEQ. : 6262757 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. A design loads be applied to anycomponent. and are for"dry condition"of use. ,,A ,C4 TRANS I D: 427365 9 Dp p 6.Design assumes full bearing at all supports shown.Shim or wedge if �O ��51976ATO-� t 5.CompuTrus has no control over and assumes no responsibility for the - necessary. �,. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. s' 2,1k5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center `sIONALE� " IIIA'VIII i III I III IIIA VIII IIII IIII IIII TPIMfrCA in BCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. a 9.Digits indicate size of plate in inches. MiTek USA,Int./CompuTfus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)