Plans (13) r T s T.LU l S-- �Q S-S- 1
36'-0"
9-6" 101-00.
9-6 10-0, 16-6, . R 1PfiED.
ALL TRUSS TO BUILDING CONNECTIONS ARE THE AUG 2 6 2015
RESPONSBILITY OF THE BUILDING DESIGNER OR EOR
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QD Copyright CompuTrus Inc.2006
BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS
PLACEMENTRER TO
STONEBRIDGE 08/14/15 TRUSS CA COULAT ONS AND
ENGINEERED STRUCTURAL
PROJECT TITLE: REVISION-1: WINGS R/ENGI EER FURTHER Paw
u�ber J-1839 STONEBRIDGE 8-12-15 INFORMATION BUILDING
DESIGNER/ENGINEER OF RECORD
PLAN: DRAWN BY: LARRY M REVISION-Z: RESPONSIBLE FOR ALL NON TRUSS
TO TRUSS CONNECTIONS.BUILDING
J / 1839-A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO
COMPANY
T R U S S
REVIEW AND APPROVE OF ALL
DELIVERY LOCATION: SCALE. REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. '•.,a
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.
i
Re: J-1839 STONEBRIDGE 8-12-15
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: K1354139 thru K1354157
My license renewal date for the state of Oregon is December 31,2016.
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
D P R OFF`sd'
�NGINE�R i02
89782PE 9�
9i9 RY 15
PAUL
1 16
' August 14,2015
Rivera, Mark
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer,per ANSI/TPI 1.
Re: J-1839 STONEBRIDGE 8-12-15
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: K1354139 thru K1354157
My license renewal date for the state of Washington is December 20,2015.
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
PAUL RIL p
�0 WASFJtI,�`Y
J
51976 w�
I�NALG
----- August 14,2015
Rivera, Mark
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer,per ANSI/TPI 1.
This design prepared from computer input by
PACIFIC LUMBER: Larry M
LUMBER SPECIFICATIONS TRUSS SPAN 10'- 2.0" [COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. 4,
TC: 2x4 KDDF N15BTR LOAD DURATION INCREASE= 1.15 Design conforms to main windforce-resisting
BC: 2x4 KDDF Nls BTP. SPACED 29.0" O.C. system and components and cladding criteria. _
TC LATERAL SUPPORT 0= 12"OC. DON. LOADING Wind: 140 mph, h=20.6ft, TCDL=4.2,BCOL=6.0, ASCE 7-10,
BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir),
Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=1.6,
considered for this design. Truss designed for wind loads '
in the plane of the truss only.
LL = 25 PSF Ground Snow (Pg)
Note: Outlooker truss. Upper top chords require same material
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL as structural top chord. Connect with M-3x5
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. min typical 36"oc (uon).
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Gable end truss an continuous bearing wall U
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals.
Refer to CompuTrus gable end detail for
5-01 5-01
e c mpletcifications.
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JOB NAME : STONEBRIDGE J-1839 — Al �
Scale: 0.6737 .A.OREGON
X40
WARNINGS GENERAL NOTES unless thndse noted: may �Y� G 1 v�O
1.Builder and erection contractor should be advised of all General Notes t This designbased only upontheparameters shown and Is for an IndNldual 7 L q RY i`� 1�,�"
Truss: Al d wang before construction commences. building component.Applicability Ida p parameters and proper (�
2.204 compression web bracing must be installed where shown..
incorporation of component is the responsibility of the building designer. 'iUL `�
3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and boded/chords to be laterally braced at j1A {1
is the responsibility of me erector.Additional permanent branng of Y o.c.and at 10'o.c.respectively unless braced throughout their length by 1•'• T -
D.ATE: 8/14/2015 the overall structure lame responsibility one building deli continuous sheathing such as plywood sheathing(TC)b and/or drywau(BC).
ponsi ty o g gner. 3.25 Impact bridging or lateral bracing required where shown..
SEQ. : K 11 3 CJ 4 13 9 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor.
Y fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are b n.
be used in a nocorrosne environment,
TRANS ID LINK deaignleadabeapplledle.nycemppnenl. and are for"dry conditin'ofuse. EXPIRES: 12/3.1/2016
S.ComWTrus has no control over and assumes no raaponstbilily for the 8 nDecegssa assumes full bearing at all supports shown.Shim or wedge it
labrkalkn.handing.shipment and malelationst components. ry• August 14,2015
7.Design assumes adequate both
age k press, .
6.This design is furnished subject to the Nmitalbns set fodh by B.Mates shall be located on both faces of truss,and placed so their center
TPNWTCA in SCSI.sepia of which will be furnished upon request Ones coincide with joint center lines.
9.Digits indicate see of plate in inches.
MiTek USA,Inc./CompuTrus Software 7,6.7SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) -
f
`
This design prepared from computer input by
PACIFIC LUMBER: Larry M -,
LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF kl&BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 50 2- 9-) -96) 234 2- 3=(-379) 201
BC: 2x4 KDDF 41519TP. SPACED 24.0" O.C. 2- 3=( -84) 207 9- 7=(-111) 236 4- 9=(-368) 242
WEBS: 2x4 KDDF STAND 3- 4=(-256) 145 9- 5=(-452) 172 11
LOADING 4- 5=( -88) 279 9- 6=(-409) 258
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -86) 273 6- 7=( -45) 45 ,y
BC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-370) 200
TOTAL LOAD = 42.0 PSF 7- 0-) 0) 50
LETINS: 2-00-00 0-00-00
LL = 25 PSF Ground Snow (Pg)
OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -81/ 444V -101/ 101H 5.50" 0.71 KDDF ( 625)
vertical members (won). 10'- 0.0" -134/ 1041V 0/ OH 123.50" 1.67 KDDF ( 625)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 20'- 0.0" -77/ 423V 0/ OH 123.50" 0.68 KDDF ( 625)
•
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
ICONS. 2: Design checked for net(-5-psfLuplift at 24 "oc spacing.
REFER TO COMPUTRUS STANDARD VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
GABLE END DETAIL FOR DETAILS MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
NOT SHOWN. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TL CREEP DEFL = 0.106" @ 4'- 11.2" Allowed = 0.617"
MAX LL DEFL = 0.002" @ 21'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 21'- 0.0" Allowed = 0.133"
MAX BC PANEL LL DEFL = -0.216" @ 4'- 10.2" Allowed = 0.449"
10-00 10-00 MAX HORIZ. LL DEFL = 0.004" @ 20'- 0.0"
.- - 1-•-- - - - f MAX HORIZ. TL DEFL = 0.006" @ 20'- 0.0"
1-10 3-02 5-00 4-10-02 5-01-14 Design conforms to main indforce-resisting
1 1 i T T system and components and cladding criteria.
IIM-4x4 Wind: 140 mph, h=21.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir),
12 4.0" load duration factor=l.6, -
6.00 - M-3x5 r-I M-3x5 12 Truss designed for wind loads
Q 6 00 in the plane of the truss only.
M-2.504 or equal at non-structural diagonal inlets.
M-1.5x9 M-1.5x4
Truss designed for 4x2 outlookers. 2x4 let-ins
M-3x5 l't ! M-3x5 of the same rze and grade as structural top
M-1.5x3 M-3x4 chord. Insure ti. ..f -ach end of let-in.
outlookers m w a and are
q SOO 6 permrssib a rnllgyk'lud are o ly.
M-3x4 M-1.5x3 {d
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JOB NAME : STONEBRIDGE J-1839 - B1 ir " -
Scale: 0.2876 - 4.00 40
OREGON l/.h� 40
- - -- -- - WARNINGS: GENERAL NOTES, unless otherwise noted'. 4. T4 '"""E"ON(�Q
1 Builder and erection contractor should be advised of all General Notes 1 This design based nN upon the parametersh d' for an'nddiduaI 416,46 YY&A y ' ' t''}._ -
Truss: B 1 and Warnings belconstructionbuilding component Applicability I design parameters and proper 1 _�t�j�(
2.2x4 compression bb bracingmust binstalledwhere shown+
incorporation of component itheresponsibility of the building designer. V
3 Additional temporary bracing 1 - stability during construction
2 Design assumes the top and bottom chords to be laterally braced alAUL -
o permanent g o 2 o c and at 10'o.c respectively less braced throughout their kngih by
is the responsibilityf the erector.Additional t brat n 1 continuous sheathing such as pNwootl sheath ng(TC)and/or tlrywall(BC). � � 11
DATE: 8/14/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a+
SEQ. : K1354140 4.No load should be applied to any component until after CU bracing and 4.Installation ofPuss isthe responsibility slthe respective contractor.
fasteners are complete and at no time should any bads greater than 5 Design assumes trusses are to be used in a non-corrosive environment r'� �'f/� - �
TRANS ID• LINK design bads beapplied toany component and are for"dry condition"of use. EXPIRES: 12�J p.1 12016
6 Dedgnassumes lullbearing atall wppodsshown.Shim orwedge if August 14,2015
5.CompuTrus has no control over and assumes no responsibility b'IRy for the necessary
fabrication,handling shipment and instalation of components.• 7.Design assumes adequate drainage is provided.
6.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both faces of truss,and placed so their center
TPINVICA in SCSI,copies of which willbe furnished upon request, lines coincide with joint center lines.
9.Digits indicate see of plate in inches.
MiTek USA,IBC./CORIpulrus Bef wale 7.6.7-SP2(1 L)-E /0.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) •
This design prepared from computer input by
PACIFIC LUMBER: Larry M
LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 =
TO: 2x4 RIDE #158TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=1-187) 934 2- 3=1-1350) 387 -
BC: 204 KDDF #158TR SPACED 24.0" O.C. 2- 3=( -83) 203 10- 8=1-219) 934 4-10=) -209) 212
WEBS: 2n4 KDDF STAND 3- 4=1-1125) 310 10- 5=1 -45) 451 e
LOADING 9- 5-) -915) 224 10- 6=) -209) 212
TC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -915) 229 7- 8=(-1350) 387
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1125) 310 ..
TOTAL LOAD = 92.0 PSF 7- 8=I -83) 203
LETINS: 2-00-00 2-00-00 8- 9=( 0) 50
LL = 25 PSF Ground Snow (Pg)
OVERHANGS: 12.0" 12.0"
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 SQ.IN. (SPECIES)
0'- 0.0" -142/ 954V -101/ 101H 5.50" 1.53 KDDF ( 625)
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20'- 0.0" -192/ 954V 0/ OH 5.50" 1.53 KDDF ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
COND. 2: Design checked for net(-5 psfLuplift at 24 "oc spacing. -
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL= -0.069" @ 10'- 0.0" Allowed = 0.959"
MAX TL CREEP DEFL = -0.133" @ 10'- 0.0" Allowed = 1.272"
MAX LL DEFL - 0.002" @ 21'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 21'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = 0.014" @ 19'- 6.5"
10-00 10-00 MAX HORIZ. TL DEFL = 0.023" @ 19'- 6.5"
f -.. I Design conforms to main windforce-resisting
1-10 -02 5-00 5-00 3-02 1-10 system and components and cladding criteria.
- 1 I T f IWind: 140 mph, h=21.8ft, TCDL=4.2,BCDL-6.0, ASCE 7-10,
12 IIM-4x9 • 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir),
6.00 1-= Q 6.00 load duration factor=l.6,
4 VTruss designed for wind loads
5 in the plane of the truss only.
1II
1.1
M-1.5x3 M-1.5x3
PAUL Jay
M-3x4 ---
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./ / M-3x9 ov wA$j Y 7
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1-00 20-00 -_. 1-00 c �� E° 9 �S1:2
1111111411118- 1-9:7-14:::PE
JOB NAME : STONEBRIDGE J-1839 - B2 •
Scale: 0.2876
T.._- �
WARNINGS:•
•
GENERAL NOTES, unless otherwise
noted, OREGON 1.Builder and erectioncontractor should be advised of all General Notes 7 Thisdesign le based only upon the parametersshownand f nindry dual (��v� _
''i Truss: B2 and Warnings bele construction commences b'ld'g component Applicability of design parameters and proper /, ny a -
2.2v4 compression b bracing must be installed cozen shown v.
incorporation of component b the responsibility of the building designer. „s'1� Vq RY 1 V �q,
• 3.Additional temporary bracing to insure stability during constructor 2 Design assumes Me top and bottom chords to be laterally braced at 7
is the responsibility of the erector.Additional permanent bracing or 7 o.c.and at 10'o.c.respectively unless braced throughout their length by
Niiii
continuous sheathing such as plywood sheathing(72)and/or drywalk8c). lc- p'/�t t
DATE: 8/14/2015 the overall structure IS the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown.4 A'f V
SEQ.: K 13 5 4141 4.No bad should be applied to any component until ever all bracing and 4.Inslalatbn of truss is the responsibility of the respective contractor. -
fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used In a non.comosive environment.
I TRANS ID' LINK design loads be applied to can)component, and ate Icr dry condition on use.
5.eompuTrushasnocontroloverandassumesnoresponsibilityforthe 6.Decelegs�saumea/ulbearingat allsuppodsshownShimorwedgeI EXPIRES; 12/3.1/2016
m.
fabrication,handling,shipment and instalahon of components. ry.
6.This design b furnished subject b the limitations set forth T.Deter assumes located
a adequate drainage is truss.an
a b by 6.Pfascoinlbe eotthoinoenerlines. ltrueLantlpbwdwthebcenter d. August 14,2015
TPUNRDA In SCSI,copies of winch coil be furnished upon request lines coincide with joint center linea.
9.Digits indicate size of plate in inches.
MITek USA,InoyCampaTrus Software 7.6.7SP2(1 L)E 10.For bask connector plate design valuer s.ESR4311,ESR•1555(Miles) •
This design prepared from computer input by
Pacific Lumber and Truss-BC
..
LUMBER SPECIFICATIONS 20-00-00 GIRDER SUPPORTING 39-09-00 FROM 0-00-00 TO 12-02-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TO: 2x4 KDDF #1&BTR 20-00-00 GIRDER SUPPORTING 36-06-00 FROM 12-02-00 TO 20-00-00 1- 2=(-11308) 2502 1- 6=(-2122) 9696 6- 2=( -682) 3300
BC: 208 0DDF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=) -8062) 1892 6- 7=(-2109) 9604 2- 7=(-2894) 686 -
WEBS: 2x4 ROOF STAND; 3- 9=( -8062) 1842 7- 8=(-2156) 9750 7- 3=(-1558) 6882
2x6 DE SS A; LOADING 9- 5=(-11484) 2566 8- 5=(-2178) 9848 7- 4=(-3066) 798
206 KDDF #2 B LL = 25 PSF Ground Snow (Pg) 4- 8=( -746) 3980
TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 0.0" V
TO LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 409.9)+DL( 298.4)= 707.6 PLF 0'- 0.0" TO 12'- 2.0" V BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA
BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 12'- 2.0" TO 20'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ,.
BC UNIF LL( 931.2)+DL( 293.2)= 729.5 PLF 12'- 2.0" TO 20'- 0.0" V 0'- 0.0" -1729/ 7770V -90/ 906 5.50" 12.43 ROOF ( 625)
( 2 ) complete trusses required. 20'- 0.0" -1772/ 7953V 0/ DH 5.50" 12.72 KDDF ( 625)
Attach 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
) naris staggered: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
9' oc in 1 row(s) throughout 204 top chords,
"i)I 6" oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
9" oc in 1 row(s) throughout 2x4 webs, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.115" @ 10'- 0.0" Allowed = 0.959"
9" oc in 2 row(s) throughout 206 webs. MAX TL CREEP DEFL = -0.233" @ 10'- 0.0" Allowed = 1.272"
MAX HORIZ. LL DEFL = 0.032" @ 19'- 6.5"
MAX HORIZ. TL DEFL = 0.054" @ 19'- 6.5"
Design conforms to main windforce-resisting
system and components and cladding criteria.
10-00 10-00 Wind: 190 mph, h=21.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
f - - I 1 load duration factor=l.6,
5-05-03 4-06-13 4-06-13 5-05-03 End vertical(s) are exposed to wind,
(. T T Truss designed for wind loads
in the plane of the truss only.
12 12 i
6.00 moi" M-5x6 ' 6.00
6.0"
3 r-__,
2.6"
M-3x8 M-3x8
2 4
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5-03-07 4-08-09 4-08-09 5-03-07 S
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20-00 {l✓ 04 "T <Q.
Q 9782PE <`
JOB NAME : STONEBRIDGE J-1839 - BGIRD .
Scale: 0.3196 •••••
lir
WARNINGS GENERAL NOTES, unless otherwise noted G/' x'40
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parametersn and is for an indnlduel T OREGON A
Truss: BGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper //� Y nY(
2 2x4 compression web bracing must be installed where shown..
incorporation of component s the responeibil ry of the building designer. S//1 R y f_. 9"�
3 Additional temporary bracing to insure stability duringconstruction 2.Design assumes the top and bottom chords 10 be laterally braced at ^/( J �'
's the responsibility of the erector.Additional permanent bracing of c e c and ate o c respectively unless braced throughout their afllB by
ir
DATE: 8/14/2015 the overall structure's the responsibilityof the building designer. oil pacts sheathing such as acing required
eod u re sheathing(TC)here s cssancVar drywall(BC) I Pik U 1 l
g3 2x Impact bridging lateral bracing q tl where shown+• {� r
S E K135 4 1 4 2 i 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-' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, -.
TRANS ID: LINK design mads be applied teeny componem. 6.Design aand are for"dry condition"
rutbearing of
fuse.supports shown.Shim erwetl wedge _
5.CompuTrus has no control over and assumes no responsibility for the necessary.assumesa ppor g EXPIRES. 12/3.1/2016
• { EXPIRES: G J !G
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. August 14,2015
' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center
TPIMRCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines.
9.Digits indicate see of plate in inches.
MiTek USA.Inc./CompuTlaS software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,EON-1980(MITek)
This design prepared from computer input by
Pacific Lumber and Truss-BC -
LUMBER SPECIFICATIONS TRUSS SPAN 34'- 9.0" ICOND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing.
TC: 2x4 KDDF H16BTR LOAD DUSPAIED I24R0ASE = 1.15
RC: 2x4 KDDF His BTA. SPACED 24.0" O.C. Design conforms to main windfoxce-resisting
system and components and cladding criteria.
-
TC LATERAL SUPPORT <= 12"OC. UON. LOADING
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
TOTAL LOAD = 42.0 PSF load duration factor=l.6,
Unbalanced live loads have been End vertical(s) are exposed to wind, •
considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads
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 _
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP as structural top chord. Connect with M-3x5
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. min typical 36"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.
17-06 17-03
17-09-09 17-09-12 •
r T f
HM-4x4
2
12
4.00 D
M-3x5(5) 12
M-3x5(5) '. .14.00
�'"P qe pAUL -
---‘Kb -
P/1-16:4:1:Y11-21-13:'
�
, , Si. (;).? ,
M-3x6+ ieel
ce j M—:x6+
�I _ ��
4 6 5
M-3x5(5) •et• as GIST .
ifYA
tA
— — 17-06 17-03 � �II _t E 9 512
1-06 39-09 j782PE�^ pf'
JOB NAME : STONEBRIDGE J-1839 - Cl 111���"'
Scale: 0.2459
74 OREGON WARNINGS: GENERAL NOTES, unless omerwue noletl. nQ
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 individua •l Gip I/
Truss: Cl and Warnings before construction commences bu lit ng component.Applaabldy of design parameters and proper a4/r `t
2.2r4 compression web bracing must be instaled where shown.. incorporation of component is the responsibility of the building designer. (�
• 3.Additional temporary bracing to insure stability during construu 2.Design assumes the top and bosom chords to be laterally braced al r 7�,q tj` tn`
is the responsibility of the erector.Additional permanent bracing of .o.c.and at 10'o.c.rssuch as ptynless braced throughout their length by !^" L T,
DATE: 8/14/2015 the overall structures the responsibility of the building continuous sheathing r lbracing'Arwood required in ere s Nor tlrywall(BC). -
p<nsi ty g designer. 3.2r Impact bridging or lateral where shown..
SEQ. : K 13 5 414 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor
fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina nonaorroswe environment EXP[RES: 12/31/2t]16
TRANS ID' LINK designladsbeapplied toany componem. and are for tlry<o^arks^o use.
'.. S.CompuTrushasnocontroloverandassumesnoresponablityforme 6 OaCegKaassumes full bearing atall wpponuhown.Shim orwedge lf August 14,2015
fabrication,handing,shipment and installation of components. ry.
7.Design assumes adequate drainage Is provided.
6.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both faces of truss.and placed so their center
TPIM/TCA in SCSI.copies of which will be banished upon request. lines coincide with joint center lines. t.
•
• 9.Digits indicate sue of plate in inches.
MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 1o.For bask connector plate design values see ESR-1311,ESR-1980(Mired) -
I
L
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 204 KDDF H15BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 59 2-10=(-540) 2663 2- 3=(-3255) 790
EC: 2x9 KDDF 015BTR SPACED 29.0" S.C. 2- 3=) -168) 379 10-11=(-980) 2570 9-10=) 0) 189
WEBS: 2x9 KDDF STAND 3- 9=(-2907) 626 11-12=(-957) 2526 10- 5=( 0) 315 IP
LOADING 4- 5=1-2859) 577 12- 9=(-546) 2675 5-11=1 -799) 237
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2139) 996 11- 6=) -159) 1010 -
BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2136) 506 11- 7=1 -697) 228
TOTAL LOAD = 92.0 PIP 7- 8=1-2851) 585 7-12=1 0) 336
LETINS: 3-00-00 0-00-00 8- 9=( -331) 174 12- 8=1 -26) 152
LL = 25 PSF Ground Snow (Pg) 8- 9=1-2659) 989
OVERHANGS: 16.0" 0.0"
For hanger - See roved Tans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA
77 ge specs. app P REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
0'- 0.0" -243/ 1637V -81/ 918 5.50" 2.62 KDDF ( 625)
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 34'- 9.0" -180/ 1459V 0/ OH 5.50" 2.39 KDDF ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
ICOND. 2: Design checked for tf-5_ps/)_uplift at 24 "oc spacing.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150"
MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200"
MAX LL DEFL = -0.223" @ 11'- 6.3" Allowed = 1.692"
MAX TL CREEP DEFL = -0.451" @ 11'- 6.3" Allowed = 2.256"
MAX HORIZ. LL DEFL = 0.068" @ 34'- 3.5"
MAX HORIZ. TL DEFL = 0.112" @ 34'- 3.5"
Design conforms to main
indforce-resisting
system and components and cladding criteria.
Wind: 190 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir),
load duration factor=1.6,
End vertical(s) are exposed to wind,
Truss designed for wind loads -
in the plane of the truss only.
17-06 17-03
[ 1 T
2-10-07 2-10-15 5-09-07 5-11-03 5-11-03 5-09-11 5-06-02
I" 4 -. ( 1 1 T T T
12 12
4.00 c-- M-4x6 a 4.00
4.0"
.Q�f.UZ. DD,,
M-5x8(S) 6 ,C. M-5x6(S)
`�(�
_! �a wAs
0.25" 3.0„ 0.25" se
00 00 d`�o
M-1.5x3 ::-14-4x4 114
9 8 i'
M-3x6 M-1.5x3 r1�ilQ7b � r
� �'
/ -- \,� L�'/.77 / 9 � Qrt 'CrIS CSS
0 2 f`- --- 10 1 12 0 'dee
0.25" �Ry1 '
M-5x6 M-3x4 M-3x4 M-5x8 i� .-
M-5x6(5) �CO N 1 EF cS' C1.4.,-
-....,
�
1-06 ------------- ) b '\, V
8-09 8-09 8-09 8-06 :9782PE r'
17
_ - 34-09
Air .a/r
JOB NAME : STONEBRIDGE J-1839 - C2 - /
Scale: 0.1839 C.,,, 40
-5/ OREGON Ns,
WARNINGS: GENERAL NOTES, unless otherwise noted- 4/ '�y 2�
t Builder and erection contractor should be advised of all General Notes I This deg based My upon the para met ho .d is for an tndrvdual ��. � � .\ -
Truss: C2 and Warnngs before construction commences b Itlng p l Applcablily of dectgnp t nd proper
2.2a4 compression web bracing must bem installed where shown+ _,4`c-
incorporationof components Inc responsibility of the building designer.
3 Additional temporary bracing to insure stability dur na construction 2 Design assumes the top and bottom chortle I b laterally braced at q {
s the responsibility of the erector.Additional permanent bracing of sac and at 10'oc respectively unless bracedth shut their length by PJ""\u j,,. �� 5l
[)ATE: 8/14/2015 the overall structure is the responsibility of the buildtn desine
continuous sheathing lis hlbacingas euiredsheathing(TC)eves dlordryII(BC). _,!
0 ry g designer. 3.2wImpact brkging lateral bredngr required where shown++ -
SEQ.: K 13 5 414 4 4.No wad should be applied to any component unm after aft bracing and 4.Installation or truss me respensm rty or the respeaive contractor. ..
fasteners are complete and at no time should any wads greater man 6 m
Design ass ea basses are to be used In a non-corrosive environment.
and are for udry condition"of use EXPIRES: 12/31/2016 -
TRANS ID• LINK design loads be applied w any component.
6.DeeGeg�as es NM bearing a1 all supports shown.Shim or wedge if
6.CompuTruc has no control over and assumes no responetbdity forma August 14,2015
fabrication.handling,shipment and Installation of components. arssum
7.Design assumes adequate drainage is provided.
to
6.This design is furnished subjectthe Imitations set forth by e.Plates
s ahashallbe locatedcaf
located on both races of truss,and placed so their center
TPWVTCA in SCSI.copies of which will be furnished upon request lines coincide with joint center Ines.
9.Digits indicate sae of plate In Inches.
MiTek USA,Ino./CompuTtus Software 7.6.7)1L)-E to.For bask connector plate design values see ESR-7311,ESR-1988(MiTek) -
This design prepared from computer input by
Pacific Lumber and Truss-BC -
LUMBER SPECIFICATIONS TRUSS SPAN 36'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 r
TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 55 2-10=(-838) 3417 2- 3=(-3703) 956 13- 8=1 -12) 165
BC: 2x4 KDDF 11158TR SPACED 24.0" O.C. 2- 3=( -318) 286 10-11=(-778) 3793 3-10=( -45) 523 8- 9=(-2852) 544
WEBS: 2x4 KDDF STAND 3- 4=1-3941) 844 11-12=(-593) 2993 10- 4=1 -38) 150 -
LOADING 4- 5=(-3226) 733 12-13=(-522) 2731 4-11=1 -843) 199
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2370) 569 13- 9=(-597) 2868 11- 5=( -22) 435
BC LATERAL SUPPORT <= 12"0C. 00N. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2371) 576 5-12=(-1014) 300
TOTAL LOAD = 42.0 PDF 7- 8=(-3069) 646 12- 6=( -209) 1163
OVERHANGS: 24.0" 0.0" 8- 9=( -347) 179 12- 7=( -679) 222 "
LL = 25 PSF Ground Snow (Pg) 7-13=( 0) 337
.. For hanger specs. - See approved plans
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 5Q.IN. (SPECIES)
0'- 0.0" -274/ 1781V -76/ 94H 5.50" 2.85 KDDF ( 625)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 36'- 9.0" -189/ 1543V 0/ OH 5.50" 2,47 KDDF ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci g.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL - 0.040" @ -2'- 0.0" Allowed = 0.200"
MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267"
MAX LL DEFL = -0.263" @ 13'- 6.4" Allowed = 1.792"
MAX TL CREEP DEFL = -0.531" @ 13'- 6.4" Allowed = 2.389"
MAX HORIZ. LL DEFL = 0.085" @ 36'- 3.5"
MAX HORIZ. TL DEFL = 0.142" @ 36'- 3.5"
Design conforms to main
n windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=22.3ft, 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) axe
exposed to wind,
Truss designed forwind loads
in the plane of the truss only.
8-00 11-06 17-03 Truss designed for 4x2 outlookers. 2x4 let-ins
1' '1 1' of the same size and grade as structural top
3-08-10 4-03-06 5-09-14 5-08-02 5-10 5-10 5-07 chord. Insure tight fit at each end of let-in.
, -- -- (-- T T T T T -) outlookers must be cut with care and are
12 12 permissible at inlet board areas only.
4.00 17 M-4x6 _r 4.00
4.0" PAUL ,t, _
12 6 .,� Ay WAS �a�
3.00 F il�
M-1.5x4
M-3x4 ii5 3.0" 7M-3x4r // {,lq •
M-3x8 02 ",d l.. 1.44
M-3x8 M-5x6 \1_J•
3 - IM-1.5x3 .44ftiiii
ci 13
�M-6x6 M-3x4 M-3x4 0.25" M-3x4 M-5x8
b
M-5x8(S) �� 14 I .-E•
�L�fd
7-08-08 5-09-14 5-11-10 8-09-14 l 8-05-02 1
2-00 36-09 •
$�782PE
•
• JOB NAME : STONEBRIDGE J-1839 - C3
Scale: 0.1800 c,. try
>ti -
7 WARNINGS GENERAL NOTES, unless otherwise noted.
-9 OREGON Ngo A
1.Builder n0 erection contractor should b advised of all General Notes 1.This designs based oily upon the parameters shown and is bran Individual /�Y
Truss: C3 and Warnings before construction commences building component.Applicability of design parameters and proper
*TA* �q R Y A ,1�j�
incorporation of component k the responsibility of the budding designer. l- V
2.204 compression web bracing must be installed where shown.. /{'
3.Additional temporary bracing to stability during construction 2.Design assumes the by and bottom chords to be laterally braced at Fit
�"
is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10 o.c./such a very unless braced)TC)rid/their kngih by •-A U` R
-
continunussheathingsuchasplywood required
sheathing(TC)and/or drywall(BC).
DATE: 8/14/2015 the overall structure is the responsibility of building designer. 3.2k Impact bridging or lateral bracing required where shown..
SEQ. : K 13 5 4 1 4 5 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.
fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment,
and are for"dry condition'.of use. EXPIRES:
PIRES. 2,31/201
,-
TRANS ID: LINK design loads be applied is any component.
5.CompuTrus has no control over and assumes no responsibility fon the 6.Design ass es full bearing at all supporta shown.Shim or wedge it
fabrication,handing.shipment and installation of components ryAugust 14,2015 r
7.Design assumes adequate drainage k o ,and
provided.
5.This design k Nb rnkhed subject the Imitations set forth by 8.plates shall be located on both faces of truss, placed so their center
TPNNICA in BC51,copies of which will be rurnkhed upon request Ines coincide with joint center lines. -
' 8.Digits innate ske Opiate,n inches.
MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,EBR-tees(M,Tek) -
`
This design prepared from computer input by
Pacific Lumber and Truss-BC -
LUMBER SPECIFICATIONS TRUSS SPAN 36'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00
TC: 2x4 ROOF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 55 2-10=1-838) 3917 2- 3=(-3703) 958 13- 8=( -12) 165
BC: 2x4 KDDF 416BTR SPACED 29.0" O.C. 2- 3=( -318) 286 10-11=1-778) 3793 3-10=( -95) 523 8- 9=(-2852) 549
WEBS: 2x9 KDDF STAND 3- 9=(-3991) 894 11-12=(-593) 2993 10- 9=( -38) 150 .-
-
LOADING
-LOADING 4- 5=(-3226) 733 12-13=(-522) 2731 9-11=1 -843) 199
TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=1-2370) 569 13- 9=(-597) 2868 11- 5=) -22) 435 _
BC LATERAL SUPPORT <= 12"OC. EON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-2371) 576 5-12=(-1019) 300
TOTAL LOAD = 92.0 PIE 7- 8=1-3069) 696 12- 6=1 -209) 1163
OVERHANGS: 24.0" 0.0" 8- 9=( -347) 179 12- 7=( -679) 222
LL = 25 PSF Ground Snow (Pg) 7-13=1 0) 337
For hanger specs. - See approved plans
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE 55.I5. (SPECIES)
0'- 0.0" -279/ 1781V -76/ 99H 5.50" 2.85 KDDF ( 625)
BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD. TOP 36'- 9.0" -189/ 1543V 0/ OH 5,50" 2.97 KDDF ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ''��
!COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200"
MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267"
MAX LL DEFL = -0.263" @ 13'- 6.4" Allowed = 1.792"
MAX TL CREEP DEFL = -0,531" @ 13'- 6.9" Allowed = 2.389"
MAX HORIZ, LL DEFL = 0.085" @ 36'- 3.5"
MAX HORIZ. TL DEFL = 0.142" @ 36'- 3.5"
Design conforms to main windforce-resisting !',
system and components and cladding criteria.
Wind: 190 mph, h=22.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir),
load duration factor=1.6,
End vertical(s) are
exposed to wind,
Truss designed forwind loads -
in the plane of the truss only.
8-00 11-06 17-03
T
3-08-10 4-03-06 5-09-14 5-08-02 5-10 5-10 5-07
r I1 T ( T T 1
12 12
4.00 G,- M-4x6 OJ 4.00
4.0" ?AUL ji,Il,
, o,wise4.+,,
12 M-3x9 3.0'r M-3x4 .lrili' �
3.00 L�
5 7 F6 (�
j e+ :' "A
M-5x6 -1.--M-4x4 \1
4 8 ../.,
M-4x6 = * J�",
M-1.5x3 "�,�519763
MI•�6..: \� ,/ / 5o �+r$' �1 ' W ..
2Be
l0 11 0.2512 M-3x9 13 +# 9 7,411
'.
II 10-6x6 M-3x4 M-3x4 _ C-
__ _. _
M-5x8(S) - -'--- y �`� �14 ' EF4 C1:0
7-08-08 5-09-14 5-11-10 8-09-14 8-05-02 y cttr 89 7 82 P E II
2-00 36-09
., ,'
JOB NAME : STONEBRIDGE J-1839 - C4
Scale: 0.1800
97 OREGON 'N.
WARNINGS: GENERAL NOTES, unless otherwise noted n
1 Bulder and erect on contractor should be adv sed of all General Nates t This des gn s based Duty upon the parametersh and's for an individual „sy e„ Y Y
Truss: C4 and Warnings before struct on commences. buildng component.Applicability o/design parameters and proper T (•f J tee,
2v4 compress b bracing must be Installed where shown+
incorporation of component s the respans b IAy of the building designer. J V
3 Addrtonal tamp ry bracing to Insure stability during construction 2 Design assumes the lop and bottom chords 10 be laterally braced at 71� 7�\
I s the responsibility of the erector.Addt oval permanent bracing of c o c and at 10 a c respectively unless braced throughout their length by f-AUL ` 1;,
DATE: 8/14/2015 the overall structure Is the responsibility of the building designer.
continuous sheathingor
tast h l bs adsg sheathing(TC)lhoe re s Wor dryII(BC). �- _
P ty B 9 en 3.25 Impact brbg g lateral bracing required whore shown++
SE K 13 5 414 6 4.No load should be applied to any component until after all bracing and 4.Installation of trucc is the responsbilty of the respective contractor. -
4 fasteners are complete and at no time should any bads greater than 5 Design assumes trusses are to be used in a nonconosrve environment,
des gn loads be applied to any component. and are for'dry condition"of useEXPIRES: 12/3112016
TRANS ID: LINK6 Design assumes full bearing at all supports shown Shim or wedge if
s.CompuTrus has no control over and assumes no respo„stbtrty for ecebbary. August 14,2015
Bb,natbn handing shipment and installation of components. 7.Design assumes adequate drainage is provided.
6.This design Is furnished subject to the hmitattons set forth by 8.Mates shall be located on both faces of truss.and placed so their center a
TPVWTCA In BCBI,copies o/which will be furnished upon request. lines coincide with joint center lines.
9.Digits indicate sire of plate in inches.
MITek USA,Inc./CornpuTrus Software 7.6.7(1L)-E 10.For bask connector platedeslgn values see ESR-1311,ESR-1988(MiTek) "
This design prepared from computer input by
Pacific Lumber and Truss-BC -
LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF k15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 54 2-12=(-498) 2686 2- 3=(-3266) 746
BC: 2x4 KDDF R15BTR SPACED 24.0" O.C. 2- 3=( -169) 379 12-13=(-442) 2598 4-12=( 0) 192
WEBS: 2x4 KDDF STAND 3- 4=(-2932) 619 13-14=(-469) 2598 12- 5=( 0) 313
LOADING 4- 5=(-2887) 569 14-10=(-530) 2686 5-13=( -747) 238
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-2170) 498 13- 6=( -156) 1040
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2170) 498 13- 7=( -747) 238
TOTAL LOAD = 42.0 PSF 7- 8=(-2887) 569 7-14=( 0) 313
LETINS: 3-00-00 3-00-00 8- 9=(-2932) 619 14- 8=( 0) 192
LL = 25 PSF Ground Snow (Pg) 9-10-) -169) 379 9-10=(-3266) 746
OVERHANGS: 18.0" 18.0" 10-11=( 0) 54
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -242/ 1641V -90/ 90H 5.50" 2.63 KDDF ( 625)
35'- 0.0" -242/ 1641V 0/ OH 5.50" 2.63 KDDF ( 625)
OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed - 0.150"
MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200"
MAX LL DEFL = -0.254" @ 17'- 6.0" Allowed = 1.704"
MAX TL CREEP DEFL = -0.515" @ 17'- 6.0" Allowed - 2.272"
MAX LL DEFL = 0.013" @ 36'- 6.0" Allowed = 0.150"
MAX TL CREEP DEFL = -0.014" @ 36'- 6.0" Allowed = 0.200"
MAX HORIZ. LL DEFL= 0.069" @ 34'- 6.5" '
MAX HORIZ. TL DEFL = 0.114" @ 34'- 6.5"
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir),
17-06 17-06 load duration factor=l.6,
- ---- - T -( End vertical(s) are exposed to wind,
2-10-07 2-10-15 5-09-07 5-11-03 5-11-03 5-09-07 2-10-15 2-10-07 Truss designed for wind loads
) ) ) f f - T 1' 1' in the plane of the truss only.
12 12
4.00 G' M-4x6 a 4.00
4.0"
M-5x8(5) 6 M-5x8(S) PAUL lop. a
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I i' .9782PE -V
1-06 35-00 1-06
JOB NAME : STONEBRIDGE J-1839 - C5 ...000,
Scale: . 8111111
0.1846 *�d/-y OREGON 4`'
1 WARNINGS GENERAL NOTES unless otherwise notetl � 2QN
I.Builderand cion contractor should badvised of all General Notes I.This design k based only upon the parameter ho and's to individual I��..�^��
Truss: CS °e¢ 7 'l
and Warnings before construction buddingo component.fcomponent
Anna is the
of designnsi parameters d prop
2.2a4 compression b bracing must be installed where shovm..
incorporation of component rs me respons bldY Orme budding aesg�er. `, /
3.Additional temporary bracing t insure stabil fY during construction 2.Dewgn assumes the top and bottom chords to be laterally braced al `
e me responsbi:18 of me erector.Additional permanent bracing or Cnc.and at 10 oc respects plywood
unless braced throughout(heir length M' PAUL -
DATE: 8/14/2015 the overall structure la the responsimi of building asci
continuous sheathing such as plywood sneammg(TG)and/or drywau(BC).
tv a gner. 3.lir Impact bridging or lateral bracing required where shown..
SEQ.: K 1 3 5 4 1 4 7 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor.
fasteners are co mpkte and at n°lime should any loads greater than 5 Design assumes trusses are to be used In a noncorrosive environment
• TRANS ID: LINK desgnloadsbeappliedtoanycomponenl and aref¢rudrywnd4°^of use. EXPIRES: 12/31/2016
B.OompuTrus has no control over and assumes no responsibility for the 6 Dnesign assumes mi bearing at an supports shown.slam or wedge n August 14,2015
fabrication,handing.shipment andinstallation of components. sary. '-
7.Design assumes adequate drainage Arovide.truss,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
TPI,WlCA in BG51,copes of which will be furnished upon request lines coincide with joint center lines.
9.Digits indicate size
of In inches.
Mack USA,Inc./ComPuTrus Software 7.6.7(1L)-E 1I Dorbasic connector platedesign values
eigcvalues see ESR-1311,ES R•1988 Wei) -
This design prepared from computer input by
Pacific Lumber and Truss—BC I .+
LUMBER SPECIFICATIONS TRUSS SPAN 35'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 " spacing. —
IC: 2x4 KDDF 4163TR LOAD DURATION INCREASE = 1.15
BC: 2x4 KDDF 4158TR SPACED 24.0" O.C. Design conforms to main di claddingxcriteriq
system and components and cladding criteria.
TC LATERAL SUPPORT <= 12"0C. UON. LOADING Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
BC LATERAL SUPPORT 0= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32;0 PSF
DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.s, MWFRS(Dir),
Unbalanced live loads have been TOTAL LOAD = 42.0 PSE load duration factor=l.6,
considered for this design. End sial(s) are exposed to wind,
LL = 25 PSF Ground Snow (Pg) Trusss designed for wind loads
in the plane of the truss only.
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note: Outlooker truss. Upper top chords require same material
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. as structural top chord. Connect with M-3x5
min typical 36"oc (uon).
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 'Gable end truss on continuous bearing wall U .
M-1x2 or equal typical at stud verticals.
Refer to CompuTrus gable end detail for
complete specifications.
17-06 17-06
17-04-04 17-07-12
IIM-4x4
12 2
12
9.00 D — a 9.00
M-3x5(S) `� M-3x5(5)
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•
JOB NAME : STONEBRIDGE J-1839 — C6 ir, -
Scale: 0.2346 U� (��'
WARNINGS: GENERAL NOTES, unless otherwise noted V&OREGON ny:. �'`
I.8k and erection contractor should be advised of all General Notes 7 This design's based oNy uponthep et h d' forindividual As„� ,Sr {," -
Truss: C6 and Warnings before construction commences building component.Applicability Idesignparameters and proper 7 '""(((� yJ
2.2x4 compression web bracing must be nstalled where shown+,
incorporation of component theresponsibility of the building designer. 4
3.Additional temporary bracing to Insure stability during construct on 2.Design assumes the top and bottom chords to be laterally braced at P` �s U y , l
11.
is the responsibility of the erector.Additional permanent bracing of 2'o and ate o c such as plyplywood unless braced(TC)throughout theirwall(S).length by f'{ 1..
DATE: 8/14/2015 the overall structure is the responsibility of the buildingdesigner. ,Impact
maccontinuous rhgingioorrlt h b a required where
and/or dryII(BC). -
p ly Ber. 3.2x1 p fbridg g lateral bracingrq dwhara shown++ i
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. : K 13 5 914 8 4.fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to Be used in a nanaarrosve environment
and are for'dry condition"o/use. 7•f-` y /3 EXPIRES:RE /201 f_
design bads be applied to any compocent. i/
TRANS ID: LINK 6.Design assumes NU bearing at allsuppodsshown.Shimorwedgeit August 14,2015
s.CompuTrus has no control over and assumes no responaibuiry for the ne esaary
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided.
6.This design is furnished subject to the limitations set forth by 8.Plates shall belocated on both faces of truss,and placed so their center
TPINITCA in SCSI,copies of which will be furnehed upon request. lines coincide with joint center Imes.
9.Digits indicate size of plate In inches.
Maek USA,Ina./CompuTrus Software 7.6.7(1L)-E 11.For basic connector plate design values see ESR-1311,ESR-1986(MiTek)
This design prepared from computer input by
PACIFIC LUMBER: Larry M
-
LUMBER SPECIFICATIONS TRUSS SPAN 1'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 -,
TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-11) 50 2-5=(-1) 0 2-3=1-84) 55 =
BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-59) 77
WEBS: 2y.4 KDDF STAND 3-4=( -9) 20
LOADING
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LETINS: 1-04-05 1-04-05 0'- 0.0" -44/ 215V -6/ 41H 18.00" 0.34 KDDF ( 625)
LL = 25 POE Ground Snow (Pg) 1'- 5.2" -23/ 50V 0/ OH 1.50" 0.08 KDDF ( 625)
OVERHANGS: 12.0" 0.0" 1'- 6.0" 0/ 15V 0/ OH 0.00" 0.00 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. rDOND. 2: Design checked for net(-5 psLL uplift at 24 "oc 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 = 0.003" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -
1-06
) 1 MAX HORIZ. LL DEFL = -0.000" @ 1'- 5.2"
MAX HORIZ. TL DEFL = -0.000" @ 1'- 5.2"
12
Design conforms to main windforce-resisting
6.00 F.' 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=l.6,
Truss designed for wind loads
in the plane of the truss only.
M-3x4 4
3
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IDGE J-1839 - D1 ;, _,_ -' _
JOB NAME : S T 0 N E B R
Scale: 0.6936
WARNINGS GENERAL NOTES, unlessotherwisenMed, (/
1.Budder and erectoncontractor should beadvised ofall General Notes 1.Thisdesign isbasedonlyup theparameters shownandstoranindrvdual ,� -y2 OREGON RNs Q„ -
Truss: Dl d Wbefore construction commences building icomponent.Applicability ftl g parameters and proper I & n
2.2 4 compression web bracing must D installed where shown+. incorporation of component theresponsibility of the building designer. ,, rQ n `` Y ��+ I
• 3.AddN 11 p rary brac ng tons t D l ty tl ring construction 2.Design assumes the tap and bottom chords 1 be laterally braced at /�� �R Y i J "'lis
is the of the erector.Additional permanent bracing of 7 o c.and al IO o.c.respectively I braced throughout their length by
continuous sheathing or
such asbracing
dsheathing(TC)own"tlrywall(BC) P'A U L lift\
DATE: 6/14/2015 the overall structure's the responsibility or the budding designer. 3.2s Impact bridging ng or lateral brac ng requ red where shown++ _
SEQ. : K135 414 9 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 5.Design assumes trusses are to be used in a non-corrosive environment, •
I TRANS ID: LINK design loads be applied to any component. and are for n ccnmron"muse. •
5.compuTrus has no control over and assumes no responsibility forme 6.Design
a scumes full bearing at all supports shown.Shim or wedge d EXPIRES: 12/31/2016
fabrication.handling.shipment and installation of components. 7
7.Design assumes aderainageisprovided. August 14,2015
6.This design is furnished subject to the limitations set forth by 8.Plates shall be locateddonon both faces onruss.and placed so their center _
TPIANTCA in SCSI.copies of which will be furnished upon request. Ones coincide with joint center lines.
d 9.Digits indicate sac of plate in inches.
MiTek USA.Inc./CompuTrus Software 7.6.7-SP2(1L)-E to.For basic connector plate design values see EBR-1311,ESR-1988(MiieN)
This design prepared from computer input by
PACIFIC LUMBER: Larry M
J
LUMBER SPECIFICATIONS TRUSS SPAN 1'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00
TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 -11) 50 2-5=(0) 0 2-3=(-271) 190
BC: 2,4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-195) 193
WEBS: 2,9 KDDF STAND 3-9=1 -97) 29 -
LOADING
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"00. VON. UL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 1.
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LETINS: 1-09-05 1-04-05 0'- 0.0" -61/ 310V -6/ 418 5.50" 0.50 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 1'- 3.2" 0/ 13V 0/ OH 5.50" 0.02 KDDF ( 625)
OVERHANGS: 12.0" 0.0" 1'- 6.0" -83/ 28V 0/ OH 1.50" 0.05 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRO 2012 NOT BEING MET. 'COND. 2;_Design checked for net(-5 psf uplift at 29 "oc spaciJtg.
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 = 0.003" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133"
1-06 MAX TC PANEL LL DEFL = -0.001" @ 0'- 8.5" Allowed = 0.084"
-- i MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.5" Allowed = 0.126"
12 MAX HORIZ. LL DEFL = -0.002" @ 1'- 5.2"
6.00 n MAX HORIZ. TL DEFL = -0.002" @ 1'- 5.2"
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10,
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6,
Truss designed for wind loads
in the plane of the truss only.
M-3x4 4 _
3
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o
i
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(PROVIDE FULL BEARING:Sts:2,5,9 S
VI
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89782PE c'
JOB NAME : STONEBRIDGE J-1839 - D2 '-+"""
Scale: 0.6936 r _.�
WARNINGS: GENERAL NOTES, unless otherwise noted W.s� OREGON
�4
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/J,OREGON O e,
Truss: D2 and Warnings before construction commences building component.Applicability of design parameters and proper �C�f, A �"(
2.2x4 compression bb g must be metalled where shown x, incorporaton of component s the responsibility of the building designer. rt"J Vt1/1y AS _ _
3.Additional temporary bracing t Insure stability during construction
2 Design assumes the lop and bottom chortle to be laterally braced at T '1 }:.7
-s Me responsibilty of the erector.Additional permanent bracing of 2 o c and at 70 o c respectively unless braced throughout their length by �s �{
DATE: 6/14/2015 1 overall structure is the rec oncibiN f the building designer. continuous sheathing such as plywood sheathing(TC)andror drywall(BC) Pq j ({ '
p ty o 9 g 3 2x Impact bridging or lateral bracing required where shown e e PA 4./4+ `
SE K 13 5 4 1 5 0 4.No load should be applied to any component until atime after all bracing and 4 Installation of truss c the responsibility of the respective contractor.
4 fasteners are complete and at no me shoultl any loads greater than 5 non-
corrosive
Design ass mes trusses are to be used n a nonorrosive env ronm enl -
TRANS ID: LINK design wads be applied to any component. and are mrdryoondNon ofuae
5 CompuTrushasnocontroloverandassumesnoresponsbiltyforthe 6 nDecessacsumeclullbearingalallsupportsshown.Shmorwedgef EXPIRES: 12/31/2016
Design..,
fabrication,handling,shipment tallalwnofcomponents. 7.Design assumes adequate drainage is provided. August 14,2015
tothe
6.This design is furnished subject to the Nmitationc set forth by 8.Plates shall be located on both faces of truss,and placed so their center
TPVWTCA in SCSI,copes of whwh will be furnished upon request. lines coincide with joint center lines.
9 Digits indicate sae of plate in inches. -
MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10For basic connector plate design values see EOR-1311,ESR-1985(Wok)
This design prepared from computer input by
PACIFIC LUMBER: Larry M
LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x9 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 2-3=(-240) 60
BC: 2x9 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-86) 208
WEBS: 2x4 KDDF STAND 3-4=1-92) 34
LOADING
TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA -
TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LETINS: 2-00-00 2-00-00 0'- 0.0" -43/ 302V -11/ 62H 5.50" 0.48 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 2'- 9.2" 0/ 28V 0/ 011 5.50" 0.04 KDDF ( 625)
OVERHANGS: 12.0" 0.0" 3'- 0.0" -38/ 81V 0/ OH 1.50" 0.13 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 29 "oc spaGl ng.
3-DO 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"
I -""1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = 0.011" @ 1'- 8.4" Allowed = 0.104"
12 MAX TL DEFL = 0.010" @ 1'- 8.4" Allowed = 0.139"
6.00
MAX HORIZ. LL DEFL = -0.005" @ 2'- 11.2"
MAX HORIZ. TL DEFL = -0.005" @ 2'- 11.2"
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,
9 _ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
i•' load duration factor=l.6,
'j
Truss designed for wind loads
M-3x4
in the plane of the truss only. 1•
•
3
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(PROVIDE FULL BEARING;Jts:2,5,4 I V. r�T- V
. .�11 'PLR � "n
•
Ar• :9782PE Hr.
JOB NAME : STONEBRIDGE J-1839 - D3 • ,r -woe
Scale: 0.6829
WARNINGS GENERAL NOTES, unless otherwise noted: (,,." 110
OI"IE��IV
1,Builder and erection contractor should be advised of all General Notes 1.Thisdesign Is based odd upon the parameters h d' for an individual -� (�
Truss: D3 d Wabefore construction commences budding component.Applicability al design parameters and proper o nV
2.2 4 p ession web bracing must be installed where shown•. of component Is the responsibility of the building designer, j V V 4,',-
incorporation 'l
•
3.Adds I temporary bracing to Owe stability during construction 2 Design assumes me top and bottom chords to be bterally braced et RY NI
O the responsibility of the erector.Additional permanent bracing or continuous a.c.and at 1 a o.c.rstool a vely unless braced throughout their length by 4
DATE: H/14/2 015 the overall abucture is the res nil M althe desi tsheathing such l bracings plywood requsheatired
n ere s and/or arywaWeq. �'A UL R
pe i RY budding designer. 3.2a Impact bridging lateral required where shown•• -
SEQ.: 1<135 4151 4.No bad should be applied to any component until altar all bracing and 4.Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment,
TRANS ID: LINK design loads be applied to any component, adore for"dry condition'of use.
5• .CompuTrushas nocontrol over and assumes noresponsibility for the EDeecsegsnassumesNllbearingatallsupportsshown.Shimorwatlpeit EXPIRES: 12/31/2016
fabrication.handling,shipment and installation of components. nary,
• 7.Design assumes adeatedrainage isprovided. Augusta
14,2015
B.This design is furnished subject to the limitations set forth by 8.Plates shall be looteddan both faces of truss,and placed so their center -
TPWQTCA in SCSI.copies of which MU be Swished upon request. Ines coincide with joint center lees.
9.Digits indicate size of plate in inches m
MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek)
This design prepared from computer input by
Pacific Lumber and Truss-BC
LUMBER SPECIFICATIONS TRUSS SPAN 3'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00
TC: 209 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 2-3=(-240) 60
BC: 209 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-86) 208 -
WEBS: 209 KDDF STAND 3-4-(-42) 39
LOADING
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 0'
TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LETINS: 2-00-00 2-D0-00 0'- 0.0" -93/ 302V -11/ 62H 5.50" 0.98 KDDF ( 625) ;
LL = 25 ASP Ground Snow (Pg) 2'- 9.2" 0/ 28V 0/ OH 5.50" 0.09 KDDE ( 625)
OVERHANGS: 12.0" 0,0" 3'- 0.0" -38/ B1V 0/ OH 1.50" 0.13 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(-5psf) uplift at 29 "oc spacing.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180
3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
1-- - - , MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL - 0.011" @ 1'- 8.9" Allowed = 0.104"
12 MAX TL CREEP DEFL - 0.010" @ 1'- 8.4" Allowed = 0.139"
6.00
MAX HORIZ, LL DEFL - -0.005" @ 2'- 11.2"
MAX HORIZ. TL DEAL = -0.005" @ 2'- 11.2"
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,
9 - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
�! load duration factor=1.6,
End vertical(s) are exposed to wind,
M-3x4 / ,.-- Truss designed for wind loads
3 j"/j in the plane of the truss only.
/ N
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(PROVIDE FULL BEARING;Jts:2,5,9 "s 41411 , 0
Q :9782PE Yr"
JOB NAME : STONEBRIDGE J-1839 - D4I,rr1
Scale: 0.6829 no '
WARNINGS: GENERAL NOTES, unless otherwise note d' (,., /'�/'��`
1 Builder and erection contractor should be advised of all General Notes 1 This design is based oNy upon the parameters shown and is for an ndrvival it
S-EGON �"
Truss: D4 and Warnings before construction commences building component.Applicability of design parameters and proper -V,
2 2x4 compress web bracing must be installed where shown+. cr
ncorporat°nof<omponents the responsibility of the bu ldng designer. aT C/Aq� G. -
3 Additional temporary bracing t insure stability during consiructbn 2 Design assumes the top and bottom chords to be laterally braced at 7 '-1 j`�" '�:.3 ��j-.
s the responsibility of the erector.Additional permanent bracing o/ lac and at 70 ec respectively ply unless braced throughout their length by V
continuous sheathing such as plywood aheatn ng(Tc)and/or drywell(BC). p/A U y r''
DATE: 6/14/2015 the overall structure is the responsibility of the building designer. 3 2x Impact brdging or lateral bracing required where shown++ r'{ {.- _
SEQ.: K1354152 4.No bad should be applied to any component until after all bracing and 4 Installation of truss Is the responsibility of the respective conned°r.
fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, _
-
TRANS ID' LINK design bads be applied to any component. and are f°r dry conditionof Pae. �/[� p 9{ I�(y y
5.CompuTrus has no control over and assumes no responsibility for the a nDecessa esign assumes full bearing at all supporta shown.Shim or wedge if EXPIRES. 1 2/3 1/201 6
ry
fabrication.handling.shipment and installation or components. 7.Design assumes adequate drainage is provided. August 14,2015
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
TPUWTGA in 0051,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(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek)
This design prepared from computer input by
PACIFIC LUMBER: Larry M
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-87) 89 2-3=(-226) 105
BC: 204 KDDF kl&BTR SPACED 24.0" S.C. 2-3=( -63) 192 4-6=(-193) 190
WEBS: 204 KDDF STAND 3-4=(-104) 99 -
LOADING 4-5=( -10) 5
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. MN. DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 P5F BEARING MAX VERT MAX HORZ BRG REQUIRED SRI AREA
LETINS: 2-01-02 0-00-00 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LL = 25 POE Ground Snow (Pg) 0'- 0.0" -53/ 382V -44/ 117H 3.50" 0.61 KDDF ( 625)
OVERHANGS: 12.0" 0.0" 6'- 0.0" -34/ 253V 0/ OH 5.50" 0.40 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '�II
M-1.5x4 o equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �{'DND. 2: Ds sipi>_che cLted for net fIkap]ift at 24 "or �n
vertical members (uon)n ps spm g•
-
" For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, 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 TEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = 0.075" @ 1'- 8.7" Allowed = 0.263"
1-10-04 4-01-12 MAX TL CREEP DEFL = -0.074" @ 1'- 8.7" Allowed = 0.350"
I.._ -__ _ _,r -_-.._ ___.__._. _
REFER TO COMPUTRUS STANDARD MAX HORIZ. LL DEFL = -0.001" @ 5'- 8.2"
GABLE END DETAIL FOR DETAILS 12 MAX HORIZ. TL DEFL = 0.001" @ 5'- 8.2"
NOT SHOWN. 6.00
M-3x4Design conforms to main
windforce-resisting
5
system and components and cladding criteria.
4
Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
j / IilI load duration factor=l.6,
End vertical(s) are exposed to wind,
Truss designed for wind loads
--
,--'
rn the plane of the truss only.
M-3x4 o'
ilI3 M I
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M-3x5 M-1.5x3 .•.a
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1-00 6-00 ,
89782PE r'
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JOB NAME : STONEBRIDGE J-1839 - El41111
;
Scale: 0.5727
WARNINGS GENERAL NOTES la th noted +� "p OREGON
1.Builder d tion contractor should be advised Wall General Notes 1.Th design based N P theparameters h d N for an individual ky
(17
TTUSS: El dW g before construction building component.Applicability fd g parameters and proper 7rRye _�`
r
Incorporation of component Is to responsibility of the budding designer. ,V2.254 p bbracing must be t d here shown+. 2.Design assumes the top and bottom chords to be laterally braced at
3.Additional temporary b g t insuret bTty during construction
is the responsibility of the erector.Additional permanent bracing of c.respectively unless braced(TC)hout their length by �A U L. -
c and at loo
.-
continuous sheathing such as plywood 'ng(TC)and/or dryII(BC).
LATE: 8/14/2015 the overall structure is the responsibWly of the balding designer. 3.25 Impact bridging or lateral bracing required where shown++
SEQ.: K 13 5 415 3 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. 12/31/2016
Js�/�N�+
fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment EXPIRES: {2/31!Gtl 1.V.
TRANS I D' LINK design loads be applied to any component, and are for"dry condeion"of use.
.CompuTrus has no control over and assumes no responsibility for the 6.Desas es full bearing al all cupPortc Chown.Shim or wedge If
5August 14,2015
fabrication,handling,shipment and installation of components. 7.Design ossasue s adequate drainage la provided.. -
6.This design is furnished subject to the limitations set forth by 8.Plates shall belocated on both faces of truss,and placed so their center .-
TPINJICA in BCSI,copies of which sell be furnished upon request, lines coincide with joint center Ines,
9.Digits indicate size of plate in inches.
MiTek LISA.Inc./COrnpUTras Software 7.6.7-SP2(1L)-E II.For basic connector plate design values see ESR4311,ESR-196a(MITeo)
'
This design prepared from computer input by
-
PACIFIC LUMBER: Larry M
(-
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(0) 0 2-3=(-181) 95
BC: 204 SOOT #16BTR SPACED 29.0" O.C. 2-3=(-80) 128
WEBS: 289 KDDF STAND 3-4=(-83) 80
LOADING
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT 0= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PST BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA r
TOTAL LOAD = 42.0 PST LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LETINS: 2-00-00 2-00-00 0'- 0.0" -36/ 390V -21/ 1041-1 3.50" 0.62 KDDF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 59V 0/ OH 5.50" 0.10 KDDF ( 625)
OVERHANGS: 12.0" 0.0" 6'- 0.0" -86/ 184V 0/ OH 1.50" 0.29 KDDF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
" For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. "oc
COND. 2: Design checked for net(-5 psf) uplift at 24 spa cifIg.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = 0.129" @ 1'- 8.4" Allowed = 0.263"
6-00 MAX TL CREEP DEFL = -0.140" @ 1'- 8.4" Allowed = 0.350"
MAX HORIZ. LL DEFL = -0.047" @ 5'- 11.2"
12 MAX HORIZ. TL DEFL = 0.045" @ 5'- 11.2"
6.00 Design conforms to main windforce-resisting
4 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,
/ / Truss designed for wind loads
in the plane of the truss only.
/.
ro
M-3x41
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1-00 6-00 S G
rt
(PROVIDE FULL BEARING;7ts:2,5,9 '' 3'+.y�G `s
19
9782PE �'
JOB NAME : STONEBRIDGE J-1839 - E2
Scale: 0.5727
.,.
WARNINGS G. hRAe NOTEsb unlessotherwise
mete (,,.r4,OREGON N
1.Builder d ereGbn contractor should be advised of all General Notes 1 Thisdesign s based only upon the parameters shown and n for an ndivtlual .7A O
Truss: E2and Wam ngs before construction commences. building component.Applicablty of design parameters and proper /, (((���
2.2x4 compression web bracing must be^staled where shown..
incorporation of component is the recponsbllY of the building designer. w'J tJ�a„� +�
3 Additional temporary bracing to stability duringconstruction 2.Design assumes the top and bottom chords to be late ho braced at 77 � fi :3 -
s the responsibility of the erector.Additional permanent b g of 2 a c and at 10 a c respect vel unless braced throughout their length by y,
DATE: 8/14/2015 the overact structure is the responsibility al the building designer. continuousxImsheathing suchrl bs plywoodrequired sheatn ere s ownand/•r drywall(BC). �,}'/,I p y . \
3.2x Impact bridging or lateral bracing where shown.. s.
AUL
SEQ. : K13 5 415 4 4.No load should be applied to any component until after all bracing and 4.InstaMatton of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-woos.environment,
TRANS ID' LINK design bads be applied to any component. and are for"dry contlition''of use. _
•
5.C p T has no control over and assumes no responsbilty for the fi Design assumes lull bearing at all supports shown Shim or wedge if EXPIRES: 12/3.1/2016
hb t handing,shipment installation of tom ecessary. EX `a •
g a Amancompone7.nts. August 14,2015
6.This design is furnished sub)ecl to the Imitations set forth by a Plates assumes
beebcaledadequate
onebeth fa drainage faces
of etruss,and placed no their center
TPIANICA in BCS(.copies of which coil be furnished upon request. lines coincide with joint center lines.
9.Digits indicate size of plate in inches. I
MiTek USA,Inc./CompuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values sae ESR-1371,ESR-1988(MiTek)
This
design prepared from computer input
9 P P by w
PACIFIC LUMBER: Larry M
LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF lel&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-202) 597 6-3=( 0) 226
BC: 2x4 KDDF 415BTR SPACED 24.0" O.C. 2-3=(-679) 131 6-7=(-206) 591 3-7=(-649) 182
WEBS: 2x4 KDDF STAND 3-4=( -88) 81 7-4=(-130) 105 -
LOADING 4-5=( -7) 3
TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PST
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 BRG AREA
OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
M-1.5x9 or equal at n -structural LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -71/ 537V -41/ 119H 3.50" 0.86 KDDF ( 625)
M-Sxal members (uonln 10'- 0.0" -51/ 427v 0/ OH 5.50" 0.68 KDDF ( 6251
verticLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ''II
** For hanger - Seeapproved REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Design chgsload. for net(-5 p.sfl uplift at 24 "oc spa�ng.
specs. plans !COND. 2: Des'
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0
REFER TO COMPUTRUS STANDARD AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
GABLE END DETAIL FOR DETAILS MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
NOT SHOWN. MAX LL DEFL = -0.013" @ 5'- 3.1" Allowed = 0.463"
5-04-14 4-03-06 0-03-12 MAX TL CREEP DEFL = -0.026" @ 5'- 3.1" Allowed = 0.617"
r 7 I ' MAX HORIZ. LL DEFL = 0.004" @ 9'- 6.5"
12 MAX HORIZ. TL DEFL = 0.007" @ 9'- 6.5"
4.00 Cr--
Design conforms to main windforce-resisting
system and components and cladding criteria.
M-1.5x3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
M-3x5 4 _i load duration factor=1.6,
End vertical(s) are exposed to wind,
m Truss designed for wind loads
M-1.5x9 in the plane of the truss only.
M-3X5 Truss designed for 4x2 cutlockers. 2x9 let-ins
M-3x9 _ 9 of the s size and grade as structural top
illIlchord. Insure tight fit at each end of let-in.
M-3x5 N Outlookers must be cut with zea and are
permissible at inlet board areas only.
I
I--
0
M-1,5x4 rn
..,, Gr
o M-3x9 M-1.5x3 M-3x4 "�'
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5-03-02 4-08-14
3.
1-00 10-00 .Pt
> CGS i � '� °�9
?
4t" 897821E <`'
JOB NAME : STONEBRIDGE J-1839 - Fl
,,,,,i'.; 7 ' .
Scale:1e: 0.4859 4,,a O� REGON '+1!}. -
WARNINGS: GENERALNGTES unlessotherwimn&ed V ` 09G. �
1.Builder and tion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s for an individual + +
Truss: Fl and Warnings before construction commences building component.Applicablily of design parameters and proper '/�.I�_ "1 RY 1 J V -
2.204 compression web bracing must be installed where shown e. ..-
incorporation of component is the responsibility of the building designer. i ! `�,
3.Addition temporary bracing to insure stability during construction
2 Design assumes the top and bottom chords to be laterally braced al R�v
s the responsibility of the erector.Additional permanent bracing of 2 o c and at 10 o c respeclvey unless braced throughout their length by PA U • -
DATE: 8/14/2015 the overall structure is the responsibility offhe building designer.r. continuous sheathing such as plywood sheathing(TC)andlor drywall(fiC).
ponsi ty g g 3.2x Impact bridging or lateral bracing required where shown+0
SEQ.: K1354155 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no foe should any loads greater than 5 Design assumes trusses are to be used in a non.norroswe environment, EXPIRES: 12/3.1f2016
TRANS ID LINK and are fordrycon tion of use
design loads be applied to any component.
5.CompuTrus has no control over and assumes no responsibility for the
S.Design assumes full bearing of all supports shown Shim or wetlgeg
fabrication,handling,shipment and installation of components. .scaryAugust 14,2015 _ �,
6.This design is furnished subject to the imitations sal forth by7.Design assumes adequate drainage la truss,e.
gI 8.Plates shall be located on both faces+(truss,and placed so their center -
TPIANTCA in SCSI.copies of which wip be furnished upon request. lines coincide with joint center lines.
MITek USA,Inc./CompuTrus Software 7.R.7SP2(1L)-E 10 Forb issdicolnne ectorrze of lata in ign values
-
platedesign values see ESR-1311,ESR-1088(MITea)
This design prepared from computer input by
PACIFIC LUMBER: Larry M
LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x9 KDDF #150TH LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-202) 597 6-3=( 0) 226
BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-679) 131 6-7=(-206) 591 3-7=(-649) 182
WEBS: 2x4 KDDF STAND 3-9=( -88) 81 7-4=(-130) 105 '-
LOADING 9-5=( -7) 3
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF s.
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
For hon ger s ecs. - See a LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -71/ 537V -41/ 119H 3.50" 0.86 KDDF ( 625)
g p pproved plans
10'- 0.0" -51/ 927V 0/ OH 5.50" 0.68 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 fornet(75 psfL yolift at 24 "oc spa g.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = -0.013" @ 5'- 3.1" Allowed = 0.463"
MAX TL CREEP DEFL = -0.026" @ 5'- 3.1" Allowed = 0.617"
5-04-14 4-03-06 0-03-12 MAX HORIZ. LL DEFL = 0.004" @ 9'- 6.5"
MAX HORIZ, TL DEFL = 0.00?" @ 9'- 6.5"
12 Design conforms to main windforce-resisting
9.00 L" M-1.5x3 system and components and cladding criteria.
5
Wind: 190 mph, hts),t, close4,2 .0, ASCE WERS(
(All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir),
load duration factor=1.6,
j End vertical(s) are exposed to wind,
/ Truth designed for wind loads
in the plane of the truss only.
M-3x4
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o
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M-3x4 M-1.5x3 M-3x4 (6iV/Astt,,----N\\:'tr,f_ (+i /O c � max
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5-03-02 4-08-14 yt5�p �.4,:ir
1-00 10-00 -411 '"..,
( - �I9 /OO
89782PE 'r"'
JOB NAME : STONEBRIDGE J-1839 - F2 •
Scale: 0.5109
WARNINGS: G. hRAe is b, unless otthee oted � ��� u"
1 Wilder M erection contractor should be advised of all General Notes 1.This designs based aNy upon parametersan and for an IndNidual Q
)
Truss: F2 and warnings before commences budding component.Appl cebilif of design parametersand proper /L/y J (�
2 2v4 compression bb g must be installed where shown+.
incorporation of component eche reeponsibilry of the building designer. '"*9 c` y �r+_ {+'
3 Adddional temporaryb g1 st bilty during construction 2.Design assumes the tap and bottom chords to be laterally braced at T J
s the responsibility of the erector.AtltlO I permanent bracing of Y o c.and at 10'o c respectively unless braced throughout their length by 4
DATE: 8/14/2015 me Owston structure a the responsibilityr Ins pmidn aei continuous sheathing each as plywood sheathing(TC)and/or arywall(ec). / A p y c
a a designer. 3 2w Impact bridging or lateral bracing required where shown++ �"5 V L
SEQ.: 1<135 4 15 6 4.No load should be applied to any component until atter all bracing end 4.Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment,
TRANS ID: LINK design loads be applied to any component. and are forr
dry condition"of use. �/[ pct y j p�(}
5.Compulnus has no control over and assumes no responsibilay for the 6.Design aassumes Os bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/201
fabrication,handling,shipment and installation of components. nets ry.
7.Design assumes adequate drainage is provide. August 14,2015
6.This design is furnished subject to the limitation set forth by 8.Plates shall be locateddonon both faces of truss.and placed so their center
TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines.
9.Digits indicate see of plate in inches.
MiTek USA,Inv./COmpuTrus Software 7.6.7SP2(1L)-E 10.For basic connector plate design values see E5R-1311,65R-10813(Mask) -
This design prepared from computer input by
PACIFIC LUMBER: Larry M
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 -
TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-50) 65 3-5=(-256) 178
BC: 209 ROOF #1&BTR SPACED 29.0" O.C. 2-3=(-105) 87
WEBS: 2x4 KDDF STAND 3-4=( -7) 3
LOADING
TC LATERAL SUPPORT <= 12"00. UON. LL( 25.D)+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 ERG REQUIRED BAG AREA
TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -65/ 462V -32/ 95H 3.50" 0.79 KDDF ( 625)
** For hanger specs. - See LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -90/ 337V 0/ OH 5.50" 0.59 KDDF ( 625)
g p approved plans
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacibq.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = -0.296" @ 3'- 11.7" Allowed = 0.973"
MAX TC PANEL TL DEFL = -0.397" @ 3'- 11.7" Allowed = 0.709"
7-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2"
( MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2"
12 Design conforms to main windforce-resisting
9.00 D
system and components and cladding criteria.
M-1.5x3 Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10,
9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
3
load duration factor=1.6,
End vertical(s) are exposed to wind,
------)----- 311
Truss designed for wind leads
in the plane of the truss only.
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M-3x4 M-1.5x3 ov' . .$J0'r. .
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7-08-04 0-03-12 ��.,t '� G$ -
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JOB NAME : STONEBRIDGE J-1839 - F3 s
Scale: 0.5625
WARNINGS: GENERAL NOTES, unless otherwise noted Ir ..a� �x` 47 -
1.Bolder and erection contractor should be advised of all GeneralNtes 1.This design:s based only upon the parameters shown ands for an indivdual 7 oREGo,V ('ala
Truss: F3 and Warnings before construction commences building component Applicability of design parameters and proper .4„, nom/ �"
2.2x4 compression web bracing must b installed where shown*.
incorporation of component u:the responsibility Male budding designer. ,may CC// V
3.Additional temporary bracing to insstability during constructor 2.Design assumes the top and bottom chorda to be latently braced at 11 64 '', �,j
s me responsibility of the erector.Additional permanent bracing of 2onf nuouc ctheatli n rasph ats ely unless brand lhrcughout the y length by a V
DATE: 8/1 4/2 015 the overall structure is the respons b 1 of the buildin desl c g lata plywood sheath here s armor tlrywall(BL). q t r y
N g goer. 3 2x Impact bridgingsheathing
or lateral bracingwo required where shaven** A"1 V 1..
SEQ.: K1354157 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of he respective contractor.
Fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment,
and are for"dry condition"of use.
design loads be appI:d to any component.
til TRANS ID: LINK 5.CompuTrushasnocontroloverandassumesnoresponsibilityfo,the 6.Designassumes rut:bearing at all suppodsahown.Shim orwedge if w.
EXPIRES: 12/3.1/2016
fabrication,handling, aN
fabrication,
g,shipment and installation of components. 7.Design assumes adequate drainage is provided. August 1 4,2015
ISI 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both races of truss,and placed so thein center
TPIM/TCA in SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. -
MiTek USA,ins./Com uTrus Software 7.8.7SP2 1L-E g.Digitsrindicate ecto r plate in inches.values
P ( ) 1g.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)