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REVISIONS AS SHOWN E]CON REVIRMS NOTED DESIGN CONCEPT WITH
❑ NON-CONFORMING-R ❑NON-CONFORMING—REVISE&RESUBMIT
THIS SHOP DRAWING H.AS BEEN REVIEW D FOR GENERAL CGIiFOR6tANCE 20' cv x us eee E.EM :Y n Eca '.—
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FA3RICATORIVENDIOR OF RESPONSIBIL: Y FOP.CONFOR MCE WITH THE n> aH
DESIGN DPAWIN^u-5 AND 5?ECIFICATION _Lr By Alexia Fukui Dace 9/22/14
OVER THIS SHO?DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS. MILBRANDT A R C H I T E C T S
By: Todd R. Eaton Date: September 19, 2014
CT ENGINEERING INC ®copyright CompuTrus Inc.2006
E DATE: ABOVE PLAN PROVIDED FOR TRUSS
PLACEMENT ER
POLYGON NW 03/27/14 TR C�TIo SAAND°
CTURAL
PROJECTTITLE, REVISION-1: DRAIMNJENGIN AEERED LL FURTHER
FREC Peafi umber
PLAN 5-A COFFER INFORMATION.BUILDING
DESIGNER/ENGINEER OF RECORD
SS
PLAN: DRAWN BY:JP REVISION-2: TO�TRUSS COONBLE FN°ECTI'IOONS.BUILLDING
5-A / A-A CHECKED BY: °EREVIEW�AND"APPPRo E OCAALRDL TO R TUSt COMPANY
DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR To CONSTRUCTION. 1 I[
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.
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CONFORMS TO DESIGN CONCEPT WITH � THIS SHOP DRAR'iNG HAS DEE'REVIEWED FOR GENERAL CONFORMANCE
REVISIONS NOTED WITH THE DESIGN CONCEPT O LY AND DOES NOT RELIEVE THE
NON{ANFORMING—REVKEi RESUBMR
IAr FABRICATORIVENO'DR OF RESP SIBILITY FOR CONFORIUMCE WITH THE
`!V DESIGN DRAWINGS AND SPEC' ICA-IONS ALL OF WHICH HAVE PRIORI7
OVER THIS SHOP DRAWING. NT TOR.SHALL VERIFY ALL DII�NSIONS.
hx T=*x--sem,
E..............___Alexia F.W. Cate.._9(.M114
M I Lilt A N D T ARCHITECTS By; Todd R. Eaton C T ENGINEERING 11flT�pp�dght CompuTrus Inc.2006Date: September 19, 2014
BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS 1�VC�
POLYGON NW 03/27/14 TR�USSCCAALLCULATIOONS REFAND
ENGINEERED STRUCTURAL
PROJECT TITLE: REVISION-f: pRAWINGSTI N.BU LDINGFURTHER
PLAN 5—A COFFER INFORMATION.BUILDING
DESIGNERIQJCINEER OF RECORD
RESPONSIBLE FOR ALL NON-TRUSS cm
PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING Uumber
RVIWAND APPROVE
PDESIGNER/ENGINEER OF RECORD TO T R U S S COMPANY
5-A / A-A CHECKED BY: REVIEwANDROFRECOALL
DELIVERY LOCATION: SCALE: REVISIONS:
DESIGNS PRIOR TO CONSTRUCTION.
1/8"= 1'
All designs are property of-Pacific Lumber and Truss. All designs are null and void N not fabricated by-Pacific Lumber and Truss.
L
iTek USA Inc. l Com
M uTrus Software
p
Warnings & General Notes
WARNINGS:
1. Builder and erection contractor should be advised of all General Notes
and Warnings before construction commences.
2. 2x4 compression web bracing must be installed where shown+.
3. Additional temporary bracing to insure stability during construction
is the responsibility of the erector.Additional permanent bracing of
the overall structure is the responsibility of the building designer.
4. No load should be applied to any component until after all bracing and
fasteners are complete and at no time should any loads greater than
design loads be applied to any component.
5. CompuTrus has no control over and assumes no responsibility for the
fabrication,handling,shipment and installation of components.
6. This design Is furnished subject to the limitations set forth by
TPI/V TCA in BCSI,copies of which will be furnished upon request.
GENERAL NOTES, unless otherwise noted:
1. This design is based only upon the parameters shown and is for an individual
building component.Applicability of design parameters and proper
incorporation of component is the responsibility of the building designer.
2. Design assumes the top and bottom chords to be laterally braced at
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).
3. 2x Impact bridging or lateral bracing required where shown++.
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non-corrosive environment,
and are for"dry condition"of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss,and placed so their center lines
coincide with joint center lines.
9. Digits indicate size of plate In inches.
10. For basic connector plate design,values see ESR-1311,ESR-1988(MiTek).
10
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24N2 10 )126,"
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EXPIRES 6!3{3tla
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5' IBC 2012 MAX MEMBER FORCES 4WR/DOF/C =1.00
TO: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-10=(-799) 2686 3.10=?•300) 336
BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 2- 3= •3018 1136 10.11=(-562) 2250 10- 4=1.235 629
WEBS: 2x4 KDDF STAND; 3. 4= •2885 1241 11.12=(•258) 1671 4.11= -736 574
20 OF STAND A LOADING 4- 5= •2255 1147 12.13= -597 2094 11. 5= -460 1077
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= •2255 1147 13- 8= -834 2444 5.12= -460 1077
TO LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= •2885 1241 12- 6= -736 574
BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7. 8= •3018 1136 6-13= •235 629
8- 9= 0 114 13. 7=(•300) 336
OVERHANGS: 24.0' 24.0' LL = 25 PSF Ground Snow (Pg)
C�CNeC18 Cctor Np18t(eorrnolpretix natCampuTrus, Inc LIVE OM CHORD CHECKED LOAD AT LOCATION(S) A 20 PSF SPECIFIEDLBYIIBC STORAGE BEARING MAX VERT MAX LOCATIONS REACTIONS REACTIONS SIZE SO INpEDBRG(SPECIESA
M,M20HS,M18HS,1116 = MiTek M series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 01• 0.0' -378/ 2067V -323/ 323H 5.50' 3.31 KDDF ( 625)
JT 2, 8: Heel to plate corner 2.25'
431- 9.5' -378/ 2067V 0/ OH 5.50' 3.31 KDDF ( 625)
=
ICOND, 2D Design checked for net(-5 psf) uplift at 24 *oc spacing.1
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.036' @ -21- 0.0' Allowed = 0.200'
MAX TL CREEP DEFL = •0.043' @ -2'- 0.0' Allowed = 0.267'
MAX LL DEFL = -0.167' @ 17'- 11.0' Allowed = 2.144'
MAX TL CREEP DEFL a -0.321' @ 17'- 11.0' Allowed = 2.858'
MAX LL DEFL = •0.036' @ 451• 9.5' Allowed = 0.200'
MAX TL CREEP DEFL = -0.043' @ 45'- 9.5' Allowed = 0.267'
MAX HORIZ. LL DEFL = 0.076' @ 43'- 4.0'
21-10-12 21-10-12 MAX HOAIZ. TL DEFL = 0.121' @ 43'- 4.0'
7-05-13 7-02-08 7-02-08 7-02-08 7-02.08 7-05-13 NOTE:Design assumes moisture content does
not exceed 194 at time of manufacture.
12 12 Design conforms to main windforce-resisting
7.00 M-4X6 Q 7 00 system and components and cladding criteria.
4.0" Wind: 140m h h=25.6ft, TCDL=4.2,BCDL=6.0 ASCE 7.10r
5 All Heights), Enclosed, Cat.2, Exp. , MWFAS(Dir),
sad duration factor=l.6,
M-W(S) Truss designed for wind loads
1 in the plane of the truss only.
0.25" M-5x8(S)
0.25"
0
+ +
co
I? M-1.5x3 M-1.5x3
v
0 0
A A �
2 113
M M3x4 M 3x4 M-3x8 B o0
M-5x8(8) M-5x8(S)
L L 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 .-�
2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00
JOB NAME : 5-A POLYGON NH - B2 Eo PRO
Scale: 0.1445 � �'N�L�p_ s�Qy
WARNINGS: GENERAL NOTES,unless otherMse noted: 9/ I j/P�IEy
B i.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual �' 9r
Truss: E!2 and Warnings before construction commences. bulling component.Applicability of design parameters and proper
2.2s4 compression web bracing moat be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ^-�, r.
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to d t muggyaterally braced at
DES. BY' E E Is the responsibility of the erector.Additional permanent bracing of r o.c.sous at 10'hies respectively as ply unless braced throughout their length by
DATE: 8/22/2014 g 2x Impact
bridging
or such ea adng req head where s own-dryweA(BC). Q
Me overall structure le the responsibility of the bWldl designer. 3,ar I act i or lateral brad required where shown+
4.No load should be applied to any component until after all bradrig and 4.Installation of truss Is the rasponalbllty of the respective contractor. OREGON
SEQ. : 6037152 fasteners are complete and at no time should any bads greater then 5.Dealgn assumes trusses are to be used In a non-corrosive environment. 4 ,�b
design loads be applied to any component and are for'dry condition'of use. / '9 y
TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Lull bearing at all supports shown.Shim or wedge It O 14 2
fabrication,handing,shipment and Installation of components. necessary. �`
7.Design assumes adequate drainage la pwlded. `'R R t 1��^
6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of toss,and placed so their center
IIII VIII VIII VIII IIII VIII VIII IIII IIII TPINYfCA in SCSI,copes of which will furnished upon request. Dig coincide with joint center Ines.
9.Dipils indicate size of plate in Inches.
MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by ,
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00
TC: 20 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1. 2= 0) 114 2. 9=(-843) 2654 3- 9=(-300) 335 7. 8=(-2357) 628
WEBS: 2x4 KDDF STANDp SPACED 24.0' O.C. 3- 4= -2865 11127 9.1 232 10.11=1- 267) 1637 4.10=(-607) 2217 9- 234 630
737 574
2x4 OF STAND A LOADING 4. 5= -2234 1138 11.12= -584 2045 10. 5= -460 1077
LL( 25.0)+DL(( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2229 1164 12. 8= -829; 2355 5.11= -450 1055
TC LATERAL SUPPORT - 12'OC. UON. 6L ON BOTTOM CHORD = 10.0 PSF 6- 7= -2794 1278 11- 6= -713 566
BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -595 713 6.12= -258 552
12- 7=(-240) 354
OVERHANGS: 24.0' 0.0' LL = 25 PSF Ground Snow (Pg)
plate
BEARINGONS MAX VERT MAX HORZ BRG REQUIRED BRG AREA
ConnPECIES
C,CNeC18,,CN18Leorrno1prefixgnatCompuTrus, Inc LI E0�ADORD CHECKED AT LDCATION(SR A 20 PSF SPECIFIEDLBYITED IBC STORAGE1 . LO01- 0.01 -380/ACTIONS 2064V -302/ 316H 5NS .50' 3.30ZE N KDRF 625
M,M20HS,M18HS,�16 = MiTek MI series THE BOTTOM CHORD DEAD LIAD IS A MINIMUM OF 10 PSF. 431- 6.2' -281/ 1855V 0/ OH 5.50' 2.97 KDDF f 625
JT 2: Heel to plate corner = 2.25'
** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.036' @ -21- 0.0' Allowed = 0.200'
MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267'
MAX LL DEFL= -0.163' @ 171- 11.0' Allowed = 2.130'
MAX TL CREEP DEFL = -0.314' @ 17'- 11.0' Allowed = 2.840'
MAX HORIZ. LL DEFL = 0.074' @ 43'- 0.7'
MAX HORIZ. TL DEFL = 0.117' @ 43'- 0.7'
NOTE:Design assumes moisture content does
not exceed 19,assumes
of manufacture.
21-10-12 21-07-08
Design conforms to main windforce-resisting
7-05-13 7-02-08 7-02-08 7-02-08 7-04 7-01 system and components and cladding criteria.
Wind: 140 m ht h=25.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.101
12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir),
y Tr
7.00 M-4X6 Q 7 00 load duration factor=l.6
5 440" inuthedplaneeoffthewtrusso nly.
M-5x8(S) 1 M-5x8(S)
0.25" 0.25"
0
o M-1.5x3 M-3x5
.5x
CO o
0
A r
12
M-3x8 M 3x4 0.25" 0.251" M-3x4 M-4x66" o
M-5x8(S) M-5x8(S)
8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 L
2-00 43-06-04
0 PROF�ss
JOB NAME : 5-A POLYGON NH - B1
Scale; 0.1411 ���
WARNINGS: GENERAL NOTES,unless otherwise noted: 92. P E
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 1�
Truss: Ell
and Warnings before construction commences. building component.Appacabill of design parameters and proppeer
2.20 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building dealliner.
1.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: EE le the nspons MWy of the erector.Additlonel pe m�nent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by
dwnbnwm sheathing such as plywood sheathirg(lC)and/or drywai(BC).
DATE: 8/22/2014 the overall structure Is the responsibility of the bulking designer. 3.2x Impact bridging or lateral bracing required where shown++ Q
4.No bad should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '� OREGON ((�
SEQ. : 6037153 fasteners are complete and at no time should any loads greater than 5.Design assume trusses are to be used in a noncorrosive environment,
design bads be applied to any component. and are for"dry condition'of use. / 0
TRANS I D: 406556 5.CompuTrus has no control war and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If
fabrication,herds necessary. (�
ng,shipment and installation of components. 7.Design assumes adequate drainage Is provided,
S.This design is furnished subject to the Imitations set forth by 8.Plates shag be locatedonboth faces of truss,and placed so their center
lines
nc
ide with
IIIIII IIII VIII VIII VIII VIII VIII IIII IIII MT)TPekUSA,IncJCompuT s Software 7 6 6(1 L EI,copies of which will be furnished upon request 10.Forr basiic con ectoraplato decenter
sign veto"see ESR-1311,ESR-1988(MITek)
9.Digits Indicate size of late In Inches.
EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3- IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00
TO: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2-11= -1431 2572 3-11=( -152 192 15-10=(-182) 108
BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2- 3= -3025) 992 11.12= -1288 2429 11. 4=( -49I 296
4=
WEBS: 2x4 KDDF STAND; 3- -2875) 987 12.13= -1034 2330 4.12=( -445 367
2x4 OF STAND A; LOADING 4- 5= -2453 910 13.14= -850 2024 12. 5= -216 868
2x4 KDDF A168TR B LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5. 6= 0 0 14.15= -541; 1259 12- 7= -443 150
L ON BOTTOM CHORD = 10.0 PSF 5. 7= -2076 878 7.13= -254 324
TO LATERAL SUPPORT <= 1210C. UON. TOTAL LOAD = 42.0 PSF 7. 8= -2241 822 13- 8= -226 582
BC LATERAL SUPPORT <= 1210C. UON. 8. 9= -1563 594 8.14=( -966 497
LL = 25 PSF Ground Snow (Pg) 9.10= -141 157 14- 9=( -329 1300
9.15=(-2078) 770
NOTE 2x4 BRACING AT 24'OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
01- 0.0' -340/ 2071V -179/ 367H 5.50' 3.31 KODF 625)
OVERHANGS: 24.0" 0.0" 43'- 6.3" -259/ 1936V 0/ OH 5,50' 3.10 KDDF � 625)
M-1.5x4 or equal at non-structural
vertical members (uon). ICOND. 2: Desion ch
Connector pplate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200'
M,M20HS,MIBHS,M16 = MiTek M series MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267'
MAX LL DEFL = 0.165' @ 15'- 9.7' Allowed = 2.130'
JT 2: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.296' @ 22'- 6.6' Allowed = 2.840"
" For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.080' @ 43'- 2.8'
MAX HORIZ. TL DEFL = 0.114' @ 43'- 2.8'
0-04-15 NOTE:Design assumes moisture content does
(( not exceed ill, at time of manufacture.
19-11-11 23-06-09 Design conforms to main windforce-resisting
5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 system and components and cladding criteria.
Wind: 140mph h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10,
All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir),
15 09 12 load duration factor=1.�
Truss designed for wind ioads
12 in the plane of the truss only.
7.00 M-4x6 M-5x6(S)
M 3x4 =M-
0BP5" 9x4 M 1�0 x3
M-5x6(S)
0.25"
v
v
0 0
c° M-1.5x3 + + + o
+ On
0
2 M-3x8 13
M 3x4 10.25" M-3x4 0 25t4 ts•
=M-4x4
M-5x8(S) M-5x8(S)
L L 7-11 7-06 9-05-08 9-03-12 9-04
2-00 43-06-04
JOB NAME : 5-A POLYGON NH - AH3 � PROF�s
Scale: 0.1504 � GIN s�O
WARNINGS: GENERAL NOTES,unless otherwise noted: 4y �/Z
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 92 PE 9r
Truss: AH 3 and Warnings before construction commences, building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be installed where shaven+, Incorporation of component Is the responslblAty of the building designer.
3.Additional temporary bracing to Irreurs stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: EE is the responelbllly of the erector.Additional permanent bracing of c nfin end at ta'o.c,respectively plywood
Warad throughout their length).
DATE: 8/22/2014 gH 9 9 continuous bridginsheag
such ea bracing
where
s and/or drywaN(BC).
the overall structure la the responsibility of the building designer. 3.D�Impact b I or lateral Wed required where shown++ �Q�"
4.No bad should be appled to any component until after all bracing and 4.Installation of truss Is the responsibllly of the reapective contractor. -�` OREGONO� �+v
SEQ. : 6037154 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be toed In a non-conoolve environment, v b
design bads be applied to any component and are for'dry condition"of tae. /
TRANS I D: 406556 5.CompuTmc has no control over and assumes no responsibility for the 6.Design assumes full bearing at sA supporta shown.Shim on wedge Ifneco `Z
fabdcaVon,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provlded. `-
6.This design Is fumlahed subject to the Imitations set forth by 8.Plates shall be locatedonboth faces of trues,and placed so their center rl
CA In
I,copies of
ch will be furnished
IIIIII IIII VIII VIII VIII VIII VIII IIII IIII MiiTPekU SA,Inc./CompuT S)Software 7.6.6(1 L Zn request. 10 For basiccconnector pale design values see ESR-1311,ESR-1988(MITsk)
joint center In".
9.Dlglts Indicate size of Tats In Inches.
EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 43'• 6.3' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2.11= -1431) 2572 3.11=( -152 192 15-10=(•182) 108
BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2- 3= -3025) 992 11.12= -1288 2429 11. 4=� -49 296
WEBS: 2x4 KDDF STAND; 3- 4= -2875) 987 12.13= -1034 2330 4.12= -445 367
2x4 OF STAND A; LOADING 4. 5= -2453 910 13.14= -850 2024 12- 5= -216 868
2x4 KDDF #16BTR B LL( 25.0)+DL� 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 14.15= -541 1259 12. 7= -443 150
L ON BOTTOM CHORD = 10.0 PSF 5- 7= -2076 878 7.13= -254 324
TC LATERAL SUPPORT <= 12'OC. ION. TOTAL LOAD = 42.0 PSF 7- B= •2241 822 13. 8= •226 582
BC LATERAL SUPPORT <= 12'OC. UON, 8. 9= -1563 594 8.14= -966 497
LL = 25 PSF Ground Snow (Pg) 9.10= •141; 157 14. 9= -329 1300
9.15=( 2078 770
NOTE: 2x4 BRACING AT 24'OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
__________ THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
01- 0.0' -340/ 2071V -179/ 367H 5.50' 3.31 KDDF 625
OVERHANGS: 24.0" 0.0' 43'• 6.3' -259/ 1936V 01 OH 5.50' 3.10 KDDF 625
Connector plate prefix designators:
C,CN,CI8,CN18 for no prefix) = CompuTrus, Inc
M,M20HS,M18HS, 16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.036" @ -21- 0.0' Allowed = 0.200'
JT 2: Heel to plate corner = 2.25" MAX TL CREEP DEFL= •0.043' @ -2'- 0.0' Allowed = 0.267'
•" For hanger specs. See approved plans MAX LL DEFL= 0.165' @ 15'- 9.7' Allowed = 2.130'
MAX TL CREEP DEFL= -0.296' @ 221- 6.6' Allowed = 2.840'
MAX HORIZ. LL DEFL = -0.080' @ 43'- 2.8'
MAX HORIZ. TL DEFL = 0.114' @ 43'• 2.8'
NOTE:Design assumes moisture content does
0-04-15 not exceed 19% at time of manufacture.
15-11-11 f5 27-06-09 Design conforms to main windforce-resisting
system and components and cladding criteria.
5-03-05 5-00 5-03-08 6.06-14 6-11-13 6-11-13 7-00-01 Wind: 140mp h h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t
(A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.A
15-09-12 Truss designed for wind loads
in the plane of the truss only.
12 M-5X6(S)
7.00 p M-4x6 6 M-3x40825" =M-9x4 M-1 o x3
M-5x6(S)
0.25"
v �
0
+
o + +M-1.5x3 + B o
o +
0
A
13
M•3x8 M-3x4 10.25" M-3x4 0.25(4 =M-4x41s•
M-5x8(S) M-5x8(S)
L L 7-11 7-06 9-05-08 9-03-12 9.04
2-00 43-06-04
JOB NAME: 5-A POLYGON NH - AH2 PROFFss
Scale: 0.1504 � G�N !
WARNINGS: GENERAL NOTES,unless othervAse noted: 92 P E
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�
Truss: AH 2 and Warnings before construction consrences. building component.Applicability of design parameters and proper
2.2x4 compression web bredng must be installed where shorn Incorporation of component is the responsibility of the building designer.
3.Additional m
onal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: EE Is the responsibility of the erector.Additional pemsnenl bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by
continuous sheathing such as plywood sheathing(TC)and/or drywall BC).
DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !r
4.No bad should be applied to any component unlit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� OREGON 1(f
SEQ. : 6037155fasteners are complete and at no Lim should any bads greater than 5.Design assumes busses are to be used In a non-corroaive amm
ironent, L �tk
design bads be appled to any component. and are for"dry condition"of use. 1 4
TRANS I D: 406556 5.CompuTrus has no control over and assumres no responsibility for the 6.Design assume*full beadng at ati supports shown.Shim or wedge If (j ` {
fabrication,handing,shipment and installation of components. necessary. adequate.Design assurnes pr
6.This design is furnished subject to the Irritations set forth by 8.Plain shag be locatedondrainage i both faces of truss, placed so their center
TPIANfCA in BCSI,copies of which will be furnished upon request. Ins*coincide with joint center Ines.
9. Digits Indicate size of plate In Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITe1)
EXPIRES:12/3112015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 43.06.04 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00
TC: 2x6 KDDF M18BTR; LOAD DURATION INCREASE = 1.15 (Nan-Rep) i- 2= 0 114 2.11= -1639 4875 11. 3= 0) 300 9-16=(-4391) 1805
2x4 OF 240OF TI 2. 3= -5879 1836 11.12= -1642 4872 3.12= -366 286 16-10= -342) 255
BC: 2x6 KDDF 818BTR LOADING 3- 4= -5549 1890 12.13= -2387 5968 12. 4= •428` 1623
WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= 0 0 13.14= -2428 5968 12. 6= •1761 953
2x6 KODF M2 A, TC UNIF LL� 50.0J+DL� 14.0 = 64.0 PLF 0.0' TO 12'- 0.0' V 4. 6= -4731 1764 14-15= -2082 4966 6-13= 0 419
2x4 OF STAND TC UNIF LL 100.0 +DL 28.0 = 128.0 PLF 12'- 0.0' TO 43'- 6.3' V 6- 7= -6028 2379 15-16= -1257 2945 13. 7= 4 166
2x4 KDDF STUD BC UNIF LL 0.0 +DL 40,0 = 40.0 PLF 0'- 0,0' TO 43'- 6.3' V 7. 8= •5543 2225 7.14= -967 519
I- 9= -3514 1448 14. 8= -312 1314
TC LATERAL SUPPORT <= 12"OC. LON. TC CONIC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 121- 0.0' 9.10= -100 112 8-15= -2455 1086
BC LATERAL SUPPORT <= 12'OC. UON. 15. 9= •684) 2397
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA
NOTE 2x4 BRACING AT 24'OC LON. FOR THE BOTTOM CHORD DEAD L AD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES)
ALL FLAT TOP CHORD AREAS NOT SHEATHED 01- 0.0' -1099/ 3690V -131/ 270H 5,50' 5.90 KDDF ( 625)
_ _ _ _____---- 43'- 6.3' -1506/ 3729V 0/ OH 5.50' 5.97 KDDF ( 625
OVERHANGS: 24.0' 0.0' 1COND. 2o Design checked for net(-5 psf) uplift at 24 "oc lw�
Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180
C,CN,CI8,CN18 (or no prefix = CompuTrus, Inc MAX LL DEFL = -0.032' @ -2'• 0.0' Allowed = 0.200'
M,M20HS,M18HS,M16 = MIT it M series MAX TL CREEP DEFL = -0.039' @ -2'- 0.0' Allowed = 0.267'
** For hanger specs. - See approved Tans MAX LL DEFL = 0.290' @ 19'- 5.3' Allowed = 2.130'
9 P PP P MAX TL CREEP DEFL = -0.569' @ 19'- 5.3' Allowed = 2.840'
MAX HORIZ. LL DEFL = •0.108" @ 43'- 0.8"
MAX HORIZ. TL DEFL = 0.171' @ 43'- 0.8'
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 mphh=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10
All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir),
11.11-11 load oad duration factor=l.6,
5-11-14 5-05-02 0-06-10 5-10.05 6-05 6-05 6.05 6-05-04 Truss designed for wind loads
in the plane of the truss only.
11-09-12
640q
12 M-7x8(S)
7.00 M-5x10 5 =M-6x6 0,,25" =M-86x6 =M-10x10 M-130x6
M-3x4 v
C + A o
o A
r•
m
o M-4x12
B
2 11 12 1 14 I5 1Ss
M-1.5x3 M-3x10 �•25" =M-4x4 0.25 M-4x10
::M-W(S) =M-10x10(S)
L L 5-10.02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 L
2-00 43-06-04
PR
JOB NAME: 5-A POLYGON NH - AW ox�ss
Scale: 0.1519 �j ('jIN
WARNW03: GENERAL NOTES,unless otherwise noted: �4.1� v /r�2 ZI O-r'fr
1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for an Individual 9L P E
Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression
we
bredrp must be Installed where shown+, Incorporation of component is the responsibility of the building designer.
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords c be throughout
braced at
DES. BY: EE by
Is the responsibility of the erector.Additional permanent bracing of continuous
and at 10'sheathing
respectively unless braced throughout their length).
continuous bridging
or such as plywood quired here s own + C).
DATE: 8/22/2014 the were)structure Is the responsibility of the building designer. 3.2n Impact brldglrq or lateral bracing required where shown++
4.No bad should be applied to any component unlit seer all bracing and 4.Into etlon of truss Is the responalbllty of the respective contractor. '� OREGON L(/
SEQ. : 603 715 6 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corroslve environment,
design bads be applied to any component. and are for"dry condition"of use,
TRANS I D: 406556 5.Comm
puTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If [1 14 P
fabrication,handing,shipment and Installation of components. necessary.
7. assumes adequate drainage M wised.
furnished
B.This design Is furnished subject to the limitations Desig
m
mitetiorre set larch by 8.Plates shall be bested on both heel of fuss,and placed so their center
ch will be furnished upon
lin
nt
VIII VIII VIII VIII VIII VIII VIII IIII IIII MTiTPBSAlnBCSI,copies of lnc/CompuT 9lSoflWefe 7.6.6(1 L)E request 10.For
beak coincide
rd etcenter
design elves see ESR-1311,ESR-1988(MITek)
9.Digits Indicate size of to in Inches.
EXPIRES:12/31/2015
IIIIIII I�IIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 20 KDDF R18BTR LOAD DURATION INCREASE = 1.15 1. 2= 0) 114 2.11= -1212) 3463 11. 3=( -236) 849 17. 8=(-300) 336
BC: 2x4 OF 240OF0 KOOF 111 1 BTR;B5 SPACED 24.0' O.C. 3- 4= •3073 1177 12.14= -7971544 11-12= ) 2720 12) 3226 -14=( 500; 350
348
WEBS: 2 x 4 KDDF STAND; LOADING 4. 5= -2541 1132 13.15= 0 0 4.14-( •567 259
2x4 OF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= -2298 1240 14.15= -626 2374 5.14=( -288 1055
L ON BOTTOM CHORD = 10.0 PSF 6- 7= -2207 1142 15.16= -261 1600 5.15=(•1419 749
TC LATERAL SUPPORT <= 12'OC. LON. TOTAL LOAD = 42.0 PSF 7- 8= -2812 1243 16-17= •595 2048 15. 6=( •558 995
BC LATERAL SUPPORT <= 12'OC. UON. 8. 9= -2957 1138 17. 9= -836) 2403 6.16=( •434) 1178
LL = 25 PSF Ground Snow (Pg) 9.10= 0 114 16. 7= -722) 578
OVERHANGS: 24.0' 24.0' 7.17=( -243) 599
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
Connector pplate prefix desi nators: LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
C,CN,CI8,CN18 (or no prefix = CompuTrus, Inc THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES
M,M20HS,M18HS, 16 = MiTek M series 01• 0.0' -379/ 2067V -323/ 323H 5.50' 3.31 KDDF 625
JT 9: Heel to plate corner 2.25'
43'• 9.5' •378/ 2067V 0/ OH 5.50' 3,09 OF � 670
=
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.036' @ -21• 0.0' Allowed = 0.200'
MAX TL CREEP DEFL = -0,043' @ -2'- 0.0' Allowed 0.267'
MAX LL DEFL = 0.211' @ 14'• 6.0' Allowed = 2.144'
MAX TL CREEP DEFL = -0.393' @ 14'- 6.0' Allowed = 2.858'
21-10-12 21-10-12 MAX LL DEFL = -0.036' @ 451- 9.5' Allowed 0.200'
MAX TL CREEP DEFL = •0.043' @ 45'- 9.5' Allowed = 0.267'
2-09 5-10-08 5-10-08 7-04-12 7-02-08 7-02-08 7-05-13
MAX HORIZ. LL DEFL = 0.102' @ 43'- 4,0'
12 1 12 MAX HORIZ. TL DEFL = 0.166' @ 43'- 4,0'
7.00 M-4X6 Q 7.00 NOTE:Design assumes moisture content does
4.0" not exceed 19% at time of manufacture.
6 N Design conforms to main windforce-resisting
system and components and c
M-5x8(S) M-5x8(S)
ladding criteria.
1
Wind: 140 mph h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10
load
Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
0.25" 0,25" load duration factor=l.6
Truss designed for wind loads
in the plane of the truss only.
0
m M-3x4
M-1.5x3
c
M-3x4
M-4x6
A u;
2 M 5x6 M 3x4 o M-5x1015 0.25)6 M-317 x4 M- X8 9 0 0
0 2 75x6 + 2.04 aM-4x10 M18HS-506(S)
12 12
?t-05-01 5-10-08 6-02 0-11-1? 10-04-12 8-11-15 8-11.01 L
L ?-05-08 12-00-08 1 10-04 27-05-04 �2-00
L2-00 14-06 29.03.08
2-00 43-09-08 2-00
JOB NAME : 5-A POLYGON NH - B3 �o PRo�Fts
Scale: 0.1309 � GN��p_ s�O�
WARNINGS: GENERAL NOTES,unionotherwise noted: Zlel y
0 1.Builder and erection contractor should be advised of all General Notes 1.IN*design is based only upon the parameters shown and is for an IndMdual �' 92 W P E 9�
Truss: 03 and Warnings before construction commences. bulking 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.
3.Additional temporary bracing to Insure stability during construction 2•Design assumes Me top and bottom chords to be laterally braced at e
DES. BY: EE le the responaibillly of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
DATE: 8/22/2014 9 continuous sheathing such as plywood sheathing(TC)and/or dryweN(BC).
the overall structure Is the responsibility of the build designer. 3.2x Immppact b Ir or lateral bracing required where shown++ Q
4.No bad should be applied to any component until after all bracing end 4.Inste agon of Wait is the reaponaibik of the respective contractor. OREGON
SEQ. : 6037157 fasteners are complete and at no time should any lads greater than 5.Deaign assumes trusses are to be used In a non-corrosive environment ��„
design bads be applied to any component. and are for"dry condition-of use.
TRANS I D: 406556 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
P-
fabrication,handing,shipment and Installation of components. necessary.
7.Design assumes adequate drainage is provided.
S.This design is furnished subject to the imitations set forth by 8. Plates shall be located on both faces of tans,and placed so their center n 04
IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIANfCA In SCSI,copies of which will famished upon request. ansa coincide wJoint center ices.
B.Digits Indicate size of late in Inches.
M ITek USA,Inc./Com uTrus Software 7.6.6(1 L)-E 10.For basic connector 4e design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C'o1.00
TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1. 2= 0) 114 2.15=(-1177) 3199 15- 3=( -99 614 22.13=( 87 221
BC: 2x4 KDDF X18BTR SPACED 24.0' O.C. 2. 3= •3891) 1497 15.16= 931 2763 15. 4= •277 430 13-14=(-2471 843
WEBS: 2x4 KDDF STAND; 3. 4= -3508) 1481 16-18=' -757 2413 4.16=!•342 253
20 OF STAND A LOADING 4- 5= -29381219 17.19= 0 0 i6- 5= -121 527
LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6= •2368 1115 18.19=' -556 2143 5.18= -543 368
TC LATERAL SUPPORT <= 12'OC. UON. dL ON BOTTOM CHORD = 10.0 PSF 6. 7= 0 0 19.20=( -544 2087 18. 6= -405 964
BC LATERAL SUPPORT <= 12'OC. UON, TOTAL LOAD = 42.0 PSF 6. 8= -2028 1048 20-21=( -542 2142 18. 8= -92 159
113
LL = 25 PSF Ground Snow (Pg)
9.111= -1914 1992 22-14=' 16-818) 2248 045 21-22m -720) 211218.20=( 493 265
NOTE: 2x4 BRACING AT 24'OC UON. FOR 10-11= 0 0 20- 9= -33 154
ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2294 1043 9-21= 49;5 193
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -2668 1116 11.21= -327 826
THE BOTTOM CHORD DEAD LEAD IS A MINIMUM OF 10 PSF. 13-14= -367 444 21.12= •434 341
OVERHANGS: 24.0' 0.0' 12-22=( -68 268
11-1,51401.:g'al at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
verical ms (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES
01- 0.0' -349/ 2064V -211/ 224H 5.50' 3.30 KDDF ( 625`
Connector plate prefix desi nators: 431- 6.2' -254/ 1828V O/ OH 5.50' 2.92 KDDF ( 625)
C,CN,CI8,CN18 or no prefix4 =CompuTrus, Inc
M,M20HS,M18HS, 16 = MiTek M series 1COND. 2a Design checked for nett-5 psf) uplift at 24 'oc 4ma-mi
For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
19-11-11 3-10-02 19-08-07 MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200'
MAX TL CREEP DEFL = -0,043' @ -2'- 0,0" Allowed = 0.267'
4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 MAX LL DEFL = 0.174' @ 17'• 8.5' Allowed = 2.130'
-,�� ���� MAX TL CREEP DEFL = -0,335' @ 22'- 10.8' Allowed = 2.840'
2-07-4 4-04-07 0-04-15 5-05.12 0-04-15 5-01-08 MAX HORIZ. LL DEFL = 0.095' @ 43'• 0.7'
1,-� '� 1`-� MAX HORIZ. TL DEFL = 0.158' @ 43'- 0.7'
15-09-12 15-06.08 NOTE:DesigIt assumes moisture content does
not exceed 19� at time of manufacture.
12 M-3x8 M-3x4 12 Design conforms to main windforce-resisting
7.00� Q 7.00 system and components and cladding criteria.
M 5X6(S) M-467 8 9 M-40 Wind: 140 m ht h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.101
M-5X6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6
0.25" Truss designed for wind loads
0.25" in the plane of the truss only.
2
o M-3x4
M + + + + ?-3x5
M-1.5x3 M-1.5x3
M-4x6 0 °D
CD 0
2 M-5 x10 M-3x4 0 17 19 20 ) 22 1a" n
0
M-4x6+ o M-500 M-3x4 0.252' M-3x4 M-4x6 0
a 2,75 1,89- M-4x8 M-5x8(S)
12 12
6 6 1-QOti 2
R-05-00 6-06-10 5-05-14 8-O? 5-07-14 5-05-12 7-06 7-07-12
-05-08 13-01-04 2-00 25-11-08
14-06 29-00-04
2-00 43-06-04
�9 PRoxFss
JOB NAME : 5-A POLYGON NH - BH3
Scale: 0.12865 Gi N}ati'/(p7�_'
WARNINGS: GENERAL NOTES,unless otherwise noted:
1.Builder and erection contractor should be sdvised of all General Notes 1.This design is based only upon the parameters shown and Is for an IndMdual 92 PE 91'"
Truss: B H 3 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing moat be Installed where shown*. Incorporation of cto antis the responsibility of the building designer.
3.Addltlonal temporary bracing to Insure stability during conatmctlon 2.Design assumes the top and venom chords c d t Toughy braced at
DES. BY: EE 2'ntinendat10'hin such as y oodsaeagedthroughouttheirlen@Qth). '7
Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaA(9C).
DATE: 8/22/2014 the overaA structure is the responsibility of the bulkNng designer. 3.2x Impact bridging or lateral bracing required where shown++ it
4.No bad should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� OREGON
SEQ. : 6037158 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L, 4 �tK
design bads be applied to any component. and are for"dry condition"of use. / 1✓ rLO.TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the
S.Design assumes NII bearing at all supports shown.Shim or wedge If 14 P
fabrication,handing,shipment and Installation of components. necessary. MFS (��0
7.Design as eadequate drainage le provided. r'1
B.This design le furnished subject to Me Imiletiona set hath by 8.Plates shag
bb le located on both feces of tuns,and placed so their center
VIII VIII VIII VIII VIII VIII VIII IIII IIII TPIANICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines.
9.Digits Indicate size of
plateIn Inches
.
MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015
IIIIIIIIIInII This design prepared from computer input by
N PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 43'• 6.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2-15=(-1177) 3199 15- 3=( -99 614 22.13=( 87 221
BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2. 3= -3891 1497 15-16= 931 2763 15. 4= •277 430 13-14=(-2471) 843
WEBS: 2x4 KODF STAND; 3- 4= -3508 1481 16.18= •757j 2413 4.16=1•342 253
2x4 OF STAND A LOADING 4. 5= -29381219 17.19= 0 0 16. 5= -121 527
LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= -2388 1115 18.19= .5561 2143 5.18= -543 368
TC LATERAL SUPPORT <= 1210C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 19-20= •544)) 2087 18- 6= •405 964
BC LATERAL SUPPORT <= 1210C. UON, TOTAL LOAD = 42.0 PSF 6- 8= •2026 1048 20.21= -542 2142 18. 8= -92 159
8- 9= -2115 1045 21-22= -720 2182 19- 8
486 183
LL = 25 PSF Ground Snow (Pg) 9-11= -1914 992 22-14= -818 2248 8.20=' -93 265
CING
T 24'OC
EATHED
BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 1 1 01 10403 271� 5 193
49
ALLEFLAT4TOPACHORDAAREAS NOTOSH------ LIVE
EHE BLOAD AT LOCAORDDEAD(LOADSPECIFIED
S A MINIMUIBC
OF2012.10 13.14= -?387 1116
11-21z 434 82
341
OVERHANGS: 24.0' 0.0' 12.22=( -68 268
Connector plate prefix designators: BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
M,M20HS,M18HS,M16 = MiTek M series 01• 0.0' -349/ 2064V -2111 224H 5.50' 3.30 KDDF ( 625`
43'- 6.2' •254/ 1828V 0/ OH 5.50' 2.92 KDDF ( 625)
*` For hanger specs. - See approved plans
VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180
MAX LL DEFL = •0.036' @ -21- 0.0' Allowed = 0.200'
MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267'
MAX LL DEFL = 0.174' @ 17'- 8.5' Allowed = 2.130'
15-11-11 11-10-02 15-08-07 MAX TL CREEP DEFL = -0.335' @ 22'- 10.8' Allowed = 2.840'
4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 MAX HORIZ. LL DEFL = 0.096' @ 43'- 0.7'
���� ���� MAX HORIZ. TL DEFL = 0.158' @ 43'• 0"7'
2-07-04 4-0 0-04� 15 5-05-12 0-0 15 5-0 notE xceedn assumes moisture content does
not exceed 19+k at time of manufacture.
15-09-12 15-06-08 Design conforms to main windforce-resisting
system and components and cladding criteria.
12 M-5X6(S) M-4X6 7 M-iX8 MT4 1 -4x 12 12 Wind: 140 a ht h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.101
7.00 M-5X6(S) Q 7.00 All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.bt
0.25" Truss designed for wind loads
0.25" in the plane of the truss only.
2
v
M-3x4
+ + + + 3x5
0
o M-1.5x3 M-1.5x3
� 3AL--.- ,tw:? -
7�24M
0 111 0M-3x4 o 1920 ,� 221x10 c
M-4x6+ o M-5x10 M-3x4 0.2� M-3x4 M-4x6 0
M-5x8
a 2.75 1.89-M-4X8 (S)
12 -0I L L L L
?1-05-0 6.06-10 5-05-14 11L08.0F 5-07-14 5-05-12 7-06 7-07-12
?x•05-08 13-01-04 L 2-00 25-11-08
� 14-06 29-00-04
� L
2-00 43-06-04
IED
JOB NAME : 5-A POLYGON NH - BH2 1 E 'Jso
Scale: 0.1286 � �`�IZZ�� 2
WARNINGS: GENERAL NOTES,unless otherwise noted: -7
92 P E
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 r
Truss: BH 2 and Warnings before construction commences, building component.Applicability of design parameters and proper
2.2x4 compression wale bredrq must be Installed where shown+, Incorporafion of component Is the responsibility of the building designer.
3.Addibona[temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords c d t roughoaterally braced at
DES. BY: EE Is the res sdbi of the erector.Additional permanent brad of 7 continuous
and et to'hino.csuchrespas plyely ood sheathing(TC)and/or dryweA(BC).
DATE' 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Imppact bridging or lateral bracing required where shown++ Q
4.No bad should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'j7 OREGON��
S E: dv should at no time shouany bus
ads greater than 5.Design assumes trusses are to be ed In a non<onrmive environment, L" t'
design bads be applied to any component and are for"dry condition"of use. /O
TRANS I D: 406556 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
fabrication,handl necessary.
ng,shipment and Installation of components. 7.Design assumes adequate drainage is previded. fiR R►��-
S.This design is furnished subject to the Imltabons set forth by 8.Plates shall be located on both faces of truss,and placed so their center
lllill till lllll VIII I'll IIID VIII(III IIII TPINYTCA In BCSI,copies of which will be famished upon request. Anes coincide wjcenter Ines.
9. Digiti Indicate size
of pe of plate In Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 43.06-04 HIP-D SETBACK 6.00.00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00
TC: 2x4 OF 240OF; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2= 0 114 2.15= -1844) 6771 15- 3=( -359) 1675 21.13=(-366) 278
2x6 KDDF #18BTR T2, T3 2. 3= -8240I 2291 15.16= •1727 6287 3-16=1 •728) 178 13.22=( 0) 299
BC: 2x6 KDOF #16BTR LOADING (( 3. 4= -6514 2010 16.17= -1666 5567 16. 4= 0 371
WEBS: 2x4 OFFDSTANDNA; TC UNIF LL 50.0 +DLLL =14SOPSF Ground
PLF Snow lYP9) 0.0' TO 12'- 0.0" V 5. 6= -6050 2100 16.19= -2095 619207 4 17-15= -494 262
631 2092
2x6 KDDF STAND B TC UNIF LL 100.0 +DL 28.0 = 128.0 PLF 12'- 0.0' TO 31'- 8.2" V 5. 7= -5197 1853 19.20= -201 8298 17. 7= -1786 823
TC UNIF LL 50.0 +OL 14.0 64.0 PLF 31'- 6.2' TO 43'- 6"2' V 7. 8= •6026 2221 20-21= -2060 5951 7.18= -465 1243
TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0 +OL 40.0 = 40.0 PLF 0'- 0.0' TO 43'- 6.2' V I. 9= -5957 2233 21-22= •1418 4762 18. 8= -19 222
BC LATERAL SUPPORT <= 12'OC. UON. 9.10= -6194` 2281 22-14= -1415 4785 19. 8= •779) 384
TC CONC TC CONC LL( 500.0`+DL' 140.1 40 0= 640.0 LBS @ 31'- 6.2' 10_;2= -47490 1690 19.20= -282 35411 3817
NOTE: 2x4 BRACING AT 24'OC LION. FOR 12.13= •5572 1920 20.10= -89 673
ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13-14= -5833 1764 10.21= -1904 912
LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 12.21= •481 1760
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
OVERHANGS: 24.0' 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES
Connector pplate prefix desi nators: O'- 0.0' -1078/ 3764V -151/ 164H 5.50' 6.02 KODF 625)
C,CN,CI8,CN18 (or no prefix4 = CompuTrus, Inc 431- 6.2' •994/ 3527V 0/ OH 5.50' 5.64 KOOF 625)
M,M20HS,M18HS,:16 = MiTek M series
*•
For hanger specs. - See approved plans ICOND. 24 Design checked for net(-5 patl uplift at 24 'oc
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed = 0.200'
MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267"
MAX LL DEFL = -0.350' @ 21'- 11"8' Allowed = 2.130'
MAX TL CREEP DEFL = -0.695' @ 21'- 11.8' Allowed = 2.840'
MAX HORIZ. LL DEFL = 0.150' @ 43'- 0.7'
MAX HORIZ, TL DEFL = 0.249' @ 43'- 0"7'
11-11-11 19-10-02 11-08-07
NOTE:Design assumes moisture content does
4-04 0-06-10 2-03-08 5-02-05 0-06-10 5-08-10 not exceed 19" at time of manufacture.
2-09 4-04 02 1 5-05-13 - 1 4-07-11 f 5-05-02 f Design conforms to main windforce-resisting
system and components and cladding criteria.
11-09-12 11.06.08 Wind: 140 mph h=22.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-101
(All eights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
640# � 40# load duration factor=l.6
12 M-7x8 S 12 Truss designed for wind loads
7.00 M•5 12 M-3x5 ( ) M-5x10 Q 7.00 in the plane of the truss only.
7T 9 0.25" ::M 10x4 112
M-3x4
d M-3x4
+ + +
o M•3x8
°D M18HS-3x18 M-7x12 00
16 -AB �o
2 =M-8x8 M 3x4 M-417 ::=M-8x8 19 0,2,r M•21 M-1225x3 14 • o
M-4x6+ M-4x6+M18HS-7x14
a 2.75 2.75- -M-M(S)
12 12
L L
L -05-01 4-04 4-05-12 3-02.11 L2-OOL 8-01 7-11-04 5-05-02 5-06-14
L2-01-05-08 12-00-08 2-00 27-00.04 L
2-00 43-06-04
JOB NAME : 5-A POLYGON NH - BH1U PROF�srs
Scale: 0.1366 ��CJ lZZ��
WARNINGS: GENERAL NOTES,unlessotherwlse noted: /!G
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 on Individual 92 PE 9{'
Truss: B H 1 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x{compression web bracing rout be Installed where shown�. Ineorporatlon of component Is the responsibility of the building designer.
3.Additional temporary bracing to Insure stability during construction 2.Design:.and
at 10'the lop and bosom chorda c be throughout
braced at
DES. BY: EE Is the responsibility of the erector.Additional 2'o.c.and at 1a'o.c.respectively unless braced throughout their length)y
po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(C).
DATE: 8/22/2014 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 responsibiRy of the respective contractor. '� OREGON
SEQ. : 6037160fasteners are complete and at no me should any bads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment. ,�b
design bads be applied to any component. and are for"dry condition"of use.
TRANS I D: 406556 5.CompuTrus has na control over and assumes no responsibility for the 6.Design assumes full bearing at all support shown.Shim or wedge If 14 2
fabrication,handlrg,shipment and Installation of components. necessary.
7.Design assumes adequate drainage b provided. �n`4�
6.This design is furnished subject to the Imitations set forth by 6.Plates shall be located on both faces of rub ss,and placed so their center rl
IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIANTCA In SCSI,copies of which will be famished upon request. Tines coincide with Joint center Ines. -
9,Digits Indicate size of plate In Inches.
MiTek USA,Inc./Com uTrus Software 7.6.6(1 L)-E 1a,For basic connector plate design values see ESR-1311,ESR-1966(MRek)
EXPIRES:12/31/2015
IIIIIIIIIIII�I This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KODF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 86 2. 8=(-10a 734 3. 8=(-401 388
BC: 2x4 KDDF M13BTR SPACED 24.0' O.C. 2- 3= -1004 238 8. 9=( _48I 481 8. 4=�-295 595
WEBS: 2x4 KDDF STAND 3- 4= -885 459 9- 6= 74 602 4. 9= -294 595
LOADING 4- 5= -885 459 9. 5=(•401 388
TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -1004 238
BC LATERAL SUPPORT <= 12'OC. LION. L ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 86
TOTAL LOAD = 42,0 PSF
OVERHANGS: 12.0' 12.0'
p LL= 25 PSF Ground Snow (Pp) BEARING MAX VERT MAX HORZ ERG REQUIRED BRIG AREA
Connector IES
C,CN,C18 CN18t(e(orrrno1prefix1g1natCompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE L00CATIONO' -184EACT975V -360/ONS ACT360H 5IONS .50' 1ZE o56N KD�FPEC625
M,M20HS,M18HS,416 = M1Tek MT series LIVE
EBLOAD AT LOCAORD DEAD(LOADPICIFIEDS A BY IBC
OF2012.10 20'- 6.0' -184/ 975V 0/ OH 5.50' 1.56 KODF 625THE I
10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = •0.002' @ -1 - 0.0' Allowed= 0.100"
5.02 5-01 5-01 5-02 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133'
MAX LL DEFL = -0,024' @ 6'- 10.9' Allowed = 0,979'
MAX TL CREEP DEFL = -0.043' @ 6'- 10.9' Allowed = 1.306"
MAX LL DEFL = -0.002' @ 211• 6.0' Allowed = 0.100'
12 M-4X6 12 MAX TL CREEP DEFL = -0.003' @ 21'- 6.0' Allowed = 0.133'
14.00 4.0'
14.00 MAX HORIZ. LL DEFL = 0.011" @ 20'- 0.5'
4 MAX HORIZ, TL DEFL = 0.015' @ 20'- 0.5'
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 ■pht h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.1Ot
All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6
Truss designed for wind loads
in the plane of the truss only.
M-1.5x3 M-1.50
v
u;
0
c%>
C'
_ o
o g g o
C3 M-3x4 0.25" M-30 M-3x4 0
M-5x6(S)
6-10-15 6-08-02 6-10-15
1-00 20-06 1.00
JOB NAME: 5-A POLYGON NH - C2 ,tD PRpF�ss
Scale: 0.20aa � � GINE /Q�
WARNINGS: GENERAL NOTES,unless otherwise noted: 9
�+ 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 P E
7 2 ♦'
Truss: C2 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.
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 'oA
ntlnuoua sheathing such:respectivelyunless:rnl�l(Tcj a�cior a IrynBcj
DATE: 8/22/2014 the overall structure is the responsibility of the bulling designer. 3.2x Ing act 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. -F7 OREGON
SEQ. : 6037161 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nonorrosive environment,
design bads be appled to any component and are for"dry condition"of use. ..Fr-
TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes mil lees ng at ail supporta shown.Shim or wedge If O 14 0P
fabrication,handl necessary. r `
ng,shipment and installation atlon of components. 7.Design assumes adequate drainage le provided.
a C R R V 04
S.This design le famished subject to the limitations sat forth by a.Platen shah be located on boil feces of true,end placed so their center
IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIANTCA in BCSI,copies of which will famished upon request. Mmes coincide with Joint center Ines.
9. Digits Indicate size of a In Inches.
MiTek USA,Inc./Com uTrus Software 7.6.6(1 L)-E 10.For basic connector to design values sea ESR-7311,ESR-1988 QvliTek) EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' ICOND. 2: Desion checked for net(-5 pal) uplift at 94 loc-1plining
TC: 2x4 KDDF A18BTR LOAD DURATION INCREASE = 1.15
BC: 2x4 OF N16BTR; SPACED 24.0' O.C. NOTE:Design assumes moisture content does
2x4 KDDF M18BTR B2 not exceed 19% at time of manufacture.
LOADING Desi n conforms to main windforce-resitting
TC LATERAL SUPPORT <= 1210C. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 9 9
BC LATERAL SUPPORT <= 1210C. UON. OL ON BOTTOM CHORD= 10.0 PSF system and components and cladding criteria.
TOTAL LOAD = 42.0 PSF
Connector pplate prefix designators: Wind: 140 mph h=25.2ft, TCDL=4.2,BCDL=8.0, ASCE 7.101
C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) IAll 94ghts), Enclosed Cat,2, Exp.B, MWFRS(D1r),
M,M20HS,M18HS,M16 = MiTek M series load duration factor=l.�
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 Gable end truss on continuous bearing wall UON.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal on
at stud verticals.
Refer to CompuTrus gable end detail for
cont late Co
late
10-03 10-03
12 M-4x4 12
14.00 14.00
v
ro
0
m
o M-3x4
0
Ct
0
o M-W(S) o
M•3x4
L L �
6-10-15 13-07-01
1-00 20-06 1-00
JOB NAME : 5-A POLYGON NH - C1 �D PROFFs
Scale: 0.2158 5 ! GIN
WARNINGS: GENERAL NOTES,unless otherwise noted: <tr� v /2Z1 / O
1.Builder and ereW on contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an individual 92 P E {
Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proppeer .
2.2x4 compression web bracing moat be Installed where shown+. Incaporatlon of component is the responsibility of the building dedgner.
3.Additional temporary bradrg to insure stability during construction 2.Design assumes the top and bottom chords c d t laterally braced at
gth by
DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous
and at 10'o.c.respectively woods bathed throughout their IKB by
DATE: 8/22/2014 a g ro continuous sheathing such ea acing required whore s and/or drywell(BC).
the overaN structure Is the rs nsibil of the bulking designer. 3.2x 1rtq act bridgingor lateral brad required where shown++
4.No load should be applied ro any component unlit after al bracing and 4.Insteaatlon of truss Is the responsibilty of the respective contractor, "�L ,/_QRE:GON�
SEQ. : 603 716 2 fasteners are complete and at no time should any bads greater than 5.Design assumes"am are to be used In a noncorrosive emironment, '7� tk
design bads be appled to any component and are for"dry condition"of use. n S
TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsidaly for the 6.Designecen
assumes full bearing at al supports shown.Shim or wedge If /O 14
4��AT
fabrication,trending,shipment end Installation of component. 7.Dealgn assume adequate drainage is provided. b p 1 `-
6.Thy.
is design is furnished subject to the initstions set forth by 8.Plates shag be locatedonboth faces of truss,and placed au their center rl R 4
lines
de
IIIIII IIII VIII I III VIII VIII IIII IIII IIII MiTPI/WrCA In ek SA,Inc.6I,copies of/CompuTr s which
Softw B 7.6 6(1 L Eupon request 10 For basica connectltordplate design values see ESR-1311,ESR-1 Us(MITek)
nt center Ines.
a.Digits Indicate size of late in Inches.
EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 20-06.00 GIRDER SUPPORTING 43-09.08 FROM 7.00.00 TO 20-00.00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/CV.00
TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( O) 86 2. 9=(-1252 5318 1: 3= -8954) 2004 12. 7- -820) 282
BC: 2x8 KDDF #18BTR 2- 3= -8954 2004 9-10= -1252 5318 9. 3= -102 114 7.13= -474 2142
WEBS: 2x4 KDDF STAND; LOADING 3. 4= •6738 2060 10.11=�-1284 5552 3.10= •192 616 7- B= -10200` 2302
2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5= -6390 1840 11-12= -1154 5472 10. 4= •900 3994
TC UNIF LL 50.0 +DL 14.0 = 64,0 PLF 0'• 0.0' TO 20'- 6.0' V 5. 6= -6390 1640 12-13= -1320 6044 4.11= -2838 804
TC LATERAL SUPPORT <= 12'OC. UO N. BC UNIF LL O.OI+DLI 20.0 = 20.0 PLF 0'- 0.0' TO 7'- 0.0' V 6- 7= -8600 2028 13. 8= -1324 6066 11. 5= -2388 9292
BC LATERAL SUPPORT - 12'OC. UON. BC UNIF LL 522.4 +DL 375.2 = 897.6 PLF 7'- 0.0' TO 201- 0.0' V 7- 8= -10200 2302 11. 6= -2680 760
BC UNIF LL 0.0)+DL( 20.0 = 20.0 PLF 201- 0.0' TO 201- 6.0' V 6.12= -842 3752
OVERHANGS: 12.0' 0.0'
p ADOL: BC CONC LL+DL= 3751.0 LBS @ 61- 0.0' BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA
Connector C,CN,C18 CN19teoprno1prefix1gnatCompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS' 0.00 1718/AC7507V -337IONS 1ACT345H 5IONS .50' 12ZE a61N KDUPEC825
M,M20HS,M18HS,�16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'• 6.0' -2153/ 9494V 0/ OH 5.50' 15"19 KDDF S 625I
M ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP
n together 2 ply with 3'x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
9' oc in 1 row(sI throughout 2x4 top chords, MAX LL DEFL = -0.001' @ -1'- 0.0' Allowed = 0.100'
5' oc in 2 rowlla throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001' @ -11- 0.0' Allowed = 0.133'
9' oc in 1 row s throughout 2x4 webs, +++ HANGER TO APPLY CONC. MAX LL DEFL = •0.069' @ 14'- 7.7' Allowed = 0.979'
9' oc in 2 row(s) throughout 2x6 webs. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0,175' @ 10'- 3.0' Allowed = 1.306'
MAX HORIZ. LL DEFL = -0.016' @ 20'- 0.5'
10-03 10-03 MAX HORIZ. TL DEFL = 0.034' @ 20'- 0.5'
3-02-04 2-11-08 4-01-04 4-01-04 2-09-12 3.04 NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
12 12 Design conforms to main windforce-resisting
M-5X8 system and components and cladding criteria.
14.00� 5.0, �14.00
5Wind: 140111 h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101
(A1ights), Enclosed Cat.2, Exp.B, MWFRS(Dir),
Iced duration factor=l.I
Truss designed for wind loads
5. " in the plane of the truss only.
M-3x8 M-3x6
v
+ A
0
m M-4x12 M-5x12
M-5x16 M-5x16
0 0
o __ �o
C) M-1 50 M- x12 10.25" M-61x10 M- x10 6 Co
3751VM-1Ox10(S)
L3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04 L
1-00 20-06
JOB NAME : 5-A POLYGON NH - C3 �g PRO�Fss
Scale: 0.1681 � /�NQ.�
WARNINGS: GENERAL NOTES,unlessotherwise noted: qty
1.Bulkier 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 92 PE 9f
Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and paper
2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the bWlding designer.
3.Additional temporary bracing to Insure stability during construction
2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: 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 sheaths such as
DATE: 8/22/2014 responsibility g b d8 n9� plywoodghaed where show lir drywa#(Bc). �
the overall structure la the res naibili of the building designer. 3.Zz Immppel bri i or lateral Marin required where shown++ n
4.No bad should be applied to any component until after all bracing and 4.Instellabon of truss Is the responsibility of the respective contractor. '�! OREGON
SEQ. : 6037163 fasteners are complete and at no time should any bade greater than S.Design assumes trusses are to be used in a noncorrosive environment. L Rb
design beds be applied to any component and are for"dry condition"of use. / .9
TRANS I D: 406556 5.CompuTnn has no control over and assumes no responsibility for the 6.Design assumes IuN bearing st an supports shown.Shim or wedge If 14
fabrication,handling,shipment and installation of components. necessary.
7.Design assumes adequate drainage is pwiled. r�1
8.This design is fumished subject to the Imitations set forth by 8. Plates shall be located on both feces of fuss,and placed so their center `r r'1 1
IIIIII VIII VIII I III VIII VIII VIII IIII IIII TPINVTCA In BCSI,copies of which will be famished upon request. vines coincide with joint center ices.
9.Ugite Indicate size of�late in Inches.
MiTek USA,Inc./CompUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR•1311,ESR-1988(MITek)
EXPIRES:12/31/2015
IIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2-6=(-24) 286 6.3=(0) 307
BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2.3= -506) 111 6.4=(-24) 286
WEBS: 2x4 KDDF STAND 3-4= -506) 111
LOADING 4.5= 0) 86
TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12'OC, UON. L ON BOTTOM CHORD = 10,0 PSF
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA
OVERHANGS: 12,0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SO IN. 1(SPECIES
LL = 25 PSF Ground Snow (Pg) 01- 0.0' -111/ 604V -210/ 210H 5.50' 0.97 KDR ( 625
Connector pplate prefix designators: 111- 8.0' -111/ 604V 0/ OH 5,50' 0.97 KDDF ( 625
C,CN,CI8,CN18 �or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
M,M20HS,M18HS, 16 = MiTek MT series LIVE LOAD AT LOCATION($1 SPECIFIED BY IBC 2012. iCOND. 2: Design checked for net(-5 pstl uplift t 24 loc ivu�
THE BOTTOM CHORD DEAD LbAD IS A MINIMUM OF 10 PSF.
5-10 5-10 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002' @ -11- 0.0' Allowed = 0.100'
Ir f MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133'
MAX LL DEFL = -0.002' @ 121- 8.0' Allowed = 0.100'
12 M-4X6 12 MAX TL CREEP DEFL = -0.003' @ 12'- 8,0' Allowed = 0.133'
14.00 14.00 MAX TC PANEL LL DEFL = 0.281' @ 8'- 6.5' Allowed = 0.557'
3 4.0a MAX TC PANEL TL DEFL = 0.497' @ 8'- 4.1' Allowed = 0.835'
MAX HORIZ. LL DEFL = 0.003' @ 11'- 2.5'
MAX HORIZ. TL DEFL = 0,004' @ 11'- 2,5'
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 11'.
ph h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10
lAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
oad duration factor=1.6
Truss designed for wind loads
in the plane of the truss only.
0
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0
o
0 0
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0 6 0
M-3x4 M-1.5x3 M-3x4
5-10 5-10
L �
1-00 11.08 1-00
Eo PRO
JOB NAME: 5-A POLYGON NH - D2 GIN
Scale: 0.3596 ��`J
WARNINGS: GENERAL NOTES,unless otherwise noted: 92
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 r pE
Truss: D2 and warnings before construction commences. building component.Applicability of design parameters and proper
2.�4 compression web bracing must be Installed where shown�. Incorporation of componerd Ili the responsibility of the bulldi ng dealpner.
3.Additional temporary bracing to Insure stability during construction 2.Dedgn and
at 1,the top and twdom chords c be laterally braced at
by
DES. BY: EE is the responsibility of the erector.Addmonal permanent bracing of 2•continuous
and at 10'sheathing
respectively unless braced throughout their length).
continuous aidging r such as plywood aired sheathing(TC))erwn,drywati(BC).
DATE: 8/22/2014 tM overall structure le the responsibility of the building designer. 7.an Imp ed bridging or lateral bracing required where shown++ Q
4.No load should be applied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. -}a A_OREGON L(/
SEQ. : 6037164 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment,
design bads be applied to any component and are for"dry condition'of use.
TRANS I D: 406556 5.CompuTrus has no control war and assumes no responsibility for the 6.Design assumes full bearing at as supports shown.Shim or wedge If Q 14 ` 0P
fabrication,handl necessary.
ng,sMpment and Installation o1 components. 7.Design assumes adequate drainage is provided. FR R 1��-
6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces ofrtruss,and placed so their center
IIIIII VIII VIII VIII IIII VIII VIII IIII IIII TPINVECA In SCSI,copies of which wil be famished upon request. lines coincide with joint center aces. ,
e.lines IM1Icale adze of plate to In".
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values me ESR-1311,ESR-1988(MTek) EXPIRES:12/31,12015
IIIIIII II IIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' ICOND. 2: Design checked for net(-5 psf) uplift at 24 -oc iiiii—aJ
TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assuees moisture content does
BC: 2x4 KDDF NIABTA SPACED 24.0' O.C. not exceed 19� at time of manufacture.
TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF system and components and cladding criteria.
DL ON BOTTOM CHORD = 10.0 PSF
Connector pplate prefix designator:: TOTAL LOAD= 42.0 PSF Wind: 140 mph h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed Cat.2, Exp.B, MWFAS(Dir),
M,M20HS,M18HS,M18 = MiTek M series LL = 25 PSF Ground Snow (Pg) All
duration factor=l.�
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 Emplete
ble end truss on continuous bearing wall LION.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1x2 or equal typical at stud verticals.
fer to CompuTrus Bible end detail for
5-10 5-10 specifications.
12 1iM-4x4 12
14.00 V 14.00
0
v�
0
co
0 0
0 0
C3 M-3x4 M-3x4
1-00 11-08 1-00
fl PR
JOB NAME : 5-A POLYGON NH - D1
Scale: 0.3526 � IN
WARNINGS:
WARNINGS: GENERAL NOTES,unless otherwise noted: ��
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 92 P E
Truss: D 1
and Warnings before construction commences. =comp Applicability,of design parameters and proper
2.2x4 compression web bracing must be Installed where shown+. incorporation of oomponam is the responsibility of the building lesigner.
2.Design assumes the top and bottom chords to be laterally braced at
7.Additional temporary bracing to Insure stability during construction
DES. BY: EE Is the responsibility of the erector.Additional permanent brad of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by .+t�►"'
bracing continuous sheathing such as plywood sheething(TC)and/or drywall(BC).
DATE' 8/22/2014 the overall structure Is the responsibility of the bulking designer. 3.2x Impact bridging or lateral bracing required where shown++ Qr
4.No bad should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. '� OREGON
SEQ. : 6037165 fasteners are oomplete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L, r��
design bads be applied to any component. and are for"dry condition"of use. /^ r
TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Poll beadng at all supports shown.Shim or wedge If
fabri bon,handing,shipment and installation of components. Design ass
7.Design assumes adequate drainage Is provided.
6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of Was,end placed so their center
IIIIII VIII VIII VIII VIII VIII VIII III IIII TPIA1n'CA In SCSI,copies of which will be tumlahed upon request. linesDigit coincide with Joint center Inas.
9.gglb Indicate size of plate center
to Inches.
MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design vokies see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS 11-08.00 GIRDER SUPPORTING 43.09.08 FROM 0.00.00 TO 4.08.00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1. 2= -5126 1156 1. 7=(-684) 2978 7. 2=( •566) 2502
BC: 2x6 KDDF #16BTR 2- 3= -3372 842 7- 8= 680 2954 2- 83=1-11360 424
WEBS: 2x4 KDDF STAND; LOADING 3- 4= -3378 838 8. 9=�-372i 1990 8- 3=�-1214 4854
2x8 OF SS A; LL = 25 PSF Ground Snow �Pg) 4- 5= -3446 750 9. 5=(-370) 1988 8. 4= •156 306
2x6 KDDF #2 B TC UNIF LL(( 50.0 +DL 14.0 = 64.0 PLF 0.0' TO 11'• 8.0' V 5- 6= 0� 86 4. 9=' -176; 84
BC UNIF LL( 522,4+DL( 375.2= 897.6 PLF 0'• 0.0' TO 4 - 8.0' V
TC LATERAL SUPPORT <= 12'00. UON. BC UNIF LL11 0,0 +DL 20.0 = 20.0 PLF 4'- 8.0' TO 11'- 8.0' V
BC LATERAL SUPPORT <= 12'OC. UON. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA
ADDL: BC GONG LL+DL= 3551.0 LBS @ 5'- 8.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
OVERHANGS: 0.0' 12.0" 0'• 0.0' -1280/ 5692V •197/ 189H 5.50' 9.11 KDDF 625
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0' -688/ 3059V 01 off 5.50' 4.89 KDDF 625)
Connector pplate prefix desiQnators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
C,CN,CI8,CN18 (or no pretixl = Cc puTrus, Inc
M,M20HS,M18HS,M16 = Mi Tek M series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOPICOND. 9: Oasion checked for net(-5 psf) uplift at 24 'oe
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = 0.021' @ 3'- 1.3' Allowed = 0.537'
� 2 ) complete trusses required. MAX TL CREEP DEFL = -0.058' @ 3'- 1.3' Allowed = 0.717'
oin together 2 ply with 3'x.131 DIA GUN MAX LL DEFL = -0.001' @ 121- 8.0' Allowed = 0.100'
nails staggered at: MAX TL CREEP DEFL = -0.001" @ 12'- 8.0' Allowed = 0.133'
9' oc in 1 rows throughout 2x4 top chords,
5' oc in 2 rows throughout 2x6 bottom chords,
*** HANGER TO APPLY CONC. 9' oc in 1 row's throughout 2x4 webs, MAX HORIZ. LL DEFL = -0.005' @ 11'- 2.5'
LOAD(S) EQUALLY TO ALL MEMBERS. 9' oc in 2 row(s) throughout 2x6 webs. MAX HORIZ. TL DEFL = 0.011' @ 11'- 2.5'
NOTE:Design assumes moisture content does
5-10 5-10 not exceed 19% at time of manufacture.
3-03 2-07 2-07 3-03 Design conforms to main windfarce-resisting
system and components and cladding criteria.
12 12 Wind: 140 mphl h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101
M-4X6 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
14.00� 4'0„ 14.00 load duration factor=l.6
3 Truss designed for wind loads
in the plane of the truss only.
M-3x5 M-3x5
o B
CD
0
ao
M-5x10
C) r
. A A o
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N
0 1 u7 7 u7 8 9 0
M-3x8 M-800 M-1.50 M-5x10 c
L
***j3551#
L �
3-01-04 2-08-12 2-08.12 3-01-04
11-08 WEDGE REQUIRED AT HEEL(S). 1-00
JOB NAME : 5-A POLYGON NH - D3 ��g�o PRo�fis
Scale: 0.2557Gj ! (�j,�I}Nq
WARNINGS: GENERAL NOTES,unbaa othervdae noted: �� v V/LG O�
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 2QWQPE
Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be Installed where shown+, 2 DesiIncogn assunnofs the top and bottom chords to lest the building
py braced signer.
at
DES. BY: E E 3.Additional resp temporary bracing to sir.Ad stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
Is the responsibility of the erector.Additional pemanant Ixadng at continuous sheathing such as plywood sheathing(TC)and/or drywall C). !�
DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q
4.No bad should be applied to any component unlit after all bracing and 4.Installation of truss is the responsibility of the respective contractor.SEQ. : 6037166 yL� OREGONO�
fasteners are complete and at no time should any bus
ads greater then 5.Design assumes trusses are to be ed In a noncorrosive environment, b
design bads be applied to any component and are for"dry condition'of use.
TRANS I D: 406556 5.CompuTrus has no control war and assumes no responsibility for the 6.Design assumes full boadng at all supports shown.Shim or wedge If
fabric lion,handing,shipment and Installation of components. necessary.
7.Design assumes adequate drainage Is provided.
8.This design Is furnished subject to the Imitations act forth by 8.Plates shag be located on both faces of truss,and placed so their center 1••
IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIANfCA In BCSI,copies of which will be Wmished upon request linea coincide wjoint center lines.
9.Olgda Indicate size of plate in Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek)
EXPIRES:12/31/2015
IIIIIIIII�IIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF A18BTR LOAD DURATION INCREASE = 1.15 1-2=1 O) 86 2.4=(0) 0
BC: 2x4 KDDF Ili SPACED 24.0' O.C. 2-3= -217) 180
TC LATERAL SUPPORT <= 1210C. UON. LOADING
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL� 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -32/ 399V -117/ 260H 5.50' 0.64 KDDF ( 625
5'- 9.2' -164/ 198V 0/ OH 1.50' 0.32 KDDF 625
Connector plate prefix dasi nat0rs: LL= 25 PSF Ground Snow (Pg) 61- 0.0' 0/ 139V 01 OH 5.50' 0,22 KDDF 625
C,CN,CI8ICN18 ((or no prefix = CompuTrus, Inc
M,1120HS,M18HS,1116 = MiTek M series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND. 2e Design checked for net(.5 psfl uplift at 242A"Pilciii]
LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012.
5-10 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 TC PANEL LL DEFL = 0.300' @ 31- 6.1' Allowed = 0.559'
MAX TC PANEL TL DEFL = -0.260' @ 3'- 4.1' Allowed = 0.838'
MAX HORIZ. LL DEFL = -0.004' @ 5'- 9.2'
MAX HORIZ. TL DEFL = -0.004' @ 5'- 9.2'
NOTE:Design assumes moisture content does
not exceed 194 at time of manufacture.
12 Design conforms to main windforce-resisting
14.00 7system and components and cladding criteria.
Wind: 140 m ht h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10
lAll Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir),
oad duration factor=l.6
Truss designed for wind loads
o in the plane of the truss only.
Cl)
0
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co
0
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un
0 4
M-3x4
i. I.
1-00 6-00
Ea PROFEss
JOB NAME: 5-A POLYGON NH - J13
Scale: 0.4281 �� ! GIN� �Q
WARNINGS: GENERAL NOTES,unless otherwise noted: v(]��
1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameter:shown and Is for an Individual 92 PE {
and Warnings before construction commences. building component.Applicability of design parameters and
Truss: J13 2.2x4 compression web bracing muproper
met be Installed where shown+, Incorporation of component Is the responsibility of the building designer.
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: EE le the reaponsibiwy of fhe erector.Additional pe manent bracing of 2'o.c.and at 10'o.c,respectively union braced throughout their le�$hg by
continwua sheathing such as plywood sheathing(TC)endlor drywal(BC).
DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Int act bridging or lateral bracing required where shown++
4.No bad should be applied to any component until after all bracing and 4.InstalPetion of truss is the responsibility of the respective contractor. OREGON b,
SEQ. : 603 7169 fasteners are wmplete and at no time should any bads greater than 5.Design assumes trusses are to ba used in a noncorrost"environment,
design bads be applied to any component and are for-dry condition'of use. IO �Y '4
TRANS I D: 406556 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 �yPa
fabrication,handing,shipment and installation of components. necessary. /i„fC`H R I�� V
7.Design assumes adequate drainage is provided. `
6.This design is furnished subject to the Imitations set forth by 8. Plates shag be located on both faces of truss,and placed so their center
IIIIII VIII VIII VIII VIII VIII VIII IN IIII TPINVECA In BCSI,copies of which will be famished upon request. tines coincide vjoint center Ines.
g. Diene Indicate size of plate In Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITeI) EXPIRES:12/31/2015
11111 111111111 This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1.2=( 01 86 2.6=(0) 0
BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2.3=1.581 500
3.4= •164 90
TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=( -21 0
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
tlL ON BOTTOM CHORD = 10.0 PSF
OVERHANGS: 12.0' 3.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ((SPECIES)
Connector pplate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 375V -204/ 454H 5.50' 0.60 KOOF ( 625)
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF ( 625)
M,M20HS,M18HS,M16 = MiTek M7 series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 51- 11.2' -421/ 476V 0/ OH 1.50' 0.61 KDDF t 6251
LIVE LOAD AT LOCATION(S)1 SPECIFIED BY IBC 2012. 101- 0.0' -125/ 122V 0/ OH 1.50' 0.16 KDDF i 625
THE BOTTOM CHORD DEAD �OAD IS A MINIMUM OF 10 PSF.
1COND. 2e Design checked for neti-5 nsf) uplift at 24 'oc spacing.]
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002' @ -11- 0.0" Allowed = 0.100'
MAX TL CREEP DEFL = •0.003' @ -1'- 0.0' Allowed = 0.133'
MAX LL DEFL = •0.000' @ 101- 3.0' Allowed = 0.025'
MAX TL CREEP DEFL = -0.000' @ 10'- 3.0' Allowed = 0.033'
MAX TC PANEL LL DEFL = 0.144' @ 3'- 4.8' Allowed = 0.576'
MAX TC PANEL TL DEFL = -0.145' @ 3'- 2.5' Allowed = 0.864'
MAX HORIZ. LL DEFL = -0,012' @ 9'- 11.2'
MAX HORIZ. TL DEFL = -0.012' @ 9'- 11.2'
NOTE:Design assumes moisture content does
12
not exceed 19% at time of manufacture.
Design conforms to main windforce-resisting
14.00 system and components and cladding criteria.
o Wind: 140 Isht h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t
(All eights), E
Hnclosed Cat.2, Exp.B, MWFRS(Dir),
Lo load duration factor=l.�
T Truss designed forwind loads
o a in the plane of the truss only.
0
uj
0 6
C> M-3x4
1-00 6-00 4-03
JOB NAME : 5-A POLYGON NH - J 12 ���''Ed PROFFs
Scale: 0.2960 � lZi��
WARMNGS: GENERAL NOTES,unless otherwise noted: k,y � WW/
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 Q 92 PE {
Truss: J12 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 resporrsibiBty of the building designer.
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be throughout
braced at
DES. BY: EE is the responsibility of the erector.Additional permanent bracing of o o.c.and at 10'hies such as
wows braced throughout their length by Jr�amr�
the overall structure le the responsibility of the builds designer. continuous sheathing or such es acingptywr uir ed where s andlor drywaA(BC).
DATE: 8/22/2014 Pe lir ng b 3.ar ImpactofIrbridging s the re pradnp required where Live c ++ (r
4.No bed should be applied to any component until after all bracing and 4.DesigInstallationss of truss is the re t responsibility of the respective contractor. �L OREGON �((�
SEQ. : 6037170 fasteners are complete and at no time should any loads greater than 5.Design assumes huesea are to l»used In a noncorrosive environment, a
design bade be applied to any component. and are for"dry condition"of use.
TRANS I D: 406556 5.CompuTrus has no control war and assumes no responsibl8y for the 6.Design sesames fuH bearing at as supports shown.Shim or wedge If �Q 1.q 2Q
fabrication,
handing,sN necessary.
pment and Installation of components. 7.Design assumes adequate drainage is provided. Me.
6.This design Is furnished subject to the imitations set forth by 8.Plates shelf be locatedonboth faces of trues,and placed so their center R F3 1-
lin
IIIIII VIII IIIII IIII IIII IIIII IIIII IIII IIII MiTek USA,Inc./CopuT s Software 7 6(1 L)-E of which will be furnished upon request. 10.For basic cionnector;9te design values see ESR-1311,ESR-1988(MITek)
de with joint center Ones.
9.Digits Indicate size of late in Inches.
EXPIRES:12!31!2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KODF /16BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2.6=(0) 0
BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2.3=I-636) 500
3.4= -243) 97
TC LATERAL SUPPORT <= 12'0C. UON. LOADING 4-5=( -76) 0
BC LATERAL SUPPORT <c 12'OC. UON, LL( 25.0)+DL(( 7.0) ON TOP CHORD = 32.0 PSF
tlL ON BOTTOM CHORD = 10.0 PSF
OVERHANGS: 12.0' 10.6' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZESQ.IN. SPECIES
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 01- 0.0' -22/ 376V -213/ 495H 5.50' 0.60 KDOF ( 625`
C,CN,CI8ICN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 01 138V 0/ OH 5.50' 0.22 KDDF ( 625
M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2' -415/ 473V 0/ OH 1.50' 0.61 KDDF 625
LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 101- 0.0' -210/ 207V 0/ OH 1.50' 0.27 KDOF 625
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF.
5
VERTICAL DEFLECTIONLIMITS: 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 = -0.002' @ 101- 10.6' Allowed= 0.088'
MAX TL CREEP DEFL = -0.002' @ 10'- 10.6' Allowed= 0.117'
MAX TC PANEL LL DEFL = 0.144' @ 3'- 4.8' Allowed = 0,576'
MAX TC PANEL TL DEFL = -0.145' @ 3'- 2.5' Allowed= 0.864'
MAX HORIZ. LL DEFL = -0.014' @ 9'- 11.2'
MAX HORIZ. TL DEFL = -0.014' @ 9'- 11.2'
NOTE:Design assumes moisture content does
not exceed 1996 at time of manufacture.
12 Design conforms to main windforce-resisting
system and components and cladding criteria.
14.00 Wind: 140 m h h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10f
rn (All Ne�ghts), Enclosed, Cat,2, Exp.B, MWFRS(Dir),
load duration factor=l.6
Truss designed for wind toads
o in the plane of the truss only.
ci C;
0
v
0
o 6
C) M-3x4
k--,6 L
1-00 6-00 4-10-09
��E° PR
JOB NAME: 5-A POLYGON NH J11
Scale: 0.2753 GJ� !``1�fG,IN s/
WARNINGS: GENERAL NOTES,unless otherwise noted: �� v vl�yZ O�
1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an Individual ridual 9 P E
Truss: J 11 and Warhirgs before construction commences. building component.Applicability of design parameters and proppesr
2.2x4 compression web bracing must be Instaled where shown+. Incorporation of component Is the responsibility of the bulldkg d ner.
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally brach ai
DES. BY: E E is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at t0'o.c.respectively unless braced throughout their length by
DATE: 8/22/2014 qtly bulking g 2K Imp us sheathing or each ea plywood sheathing(TC)uwhsowndrywaA(BC).
the overall structure Ili the responsibility of the bulks designer. 3.co Impact bridgingor lateral bred required where shown and/or d Q
4.No bad should be applied to any component until after all bracing and 4.Instalotion of truss is the responsibility of the respective contractor. "� OREGON
SEQ. : 6037171 fasteners are compote and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment,
design bads be applied to any component. and are for"dry condition"of use. / Q
TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beadng at aA supports shown.Shim or wedge If Q 1 4 Z nP
fabrication,handing,shipment and Installation of components, necessary. pr { ` V
6.This design la fumished subject to the Irritations set forth by 8,Design
be locatessurnes d uoneboth faasi of trusldseand placed so their center R I yy
IIIIII IIII 11111111111111111111111111111
III VIII VIII ILII VIII IIII IIII TPINVECA In SCSI,copes of which wiA famished upon request sines coincide v size
joint center Anes.
9. Digits Indicate size of plate in Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)
EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00
TC: 2x4 KDDF k1&BTR LOAD DURATIONINCREASE = 1.15 1.2=( O� 86 2-5=(0) 0
BC: 2x4 KDDF IfI&BTR SPACED 24.0' O.C. 2-3=5.562 497
3.4= -139 88
TC LATERAL SUPPORT <= 12'0C. UON. LOADING
BC LATERAL SUPPORT <= 12'OC. LION, LL( 25.0)+DLI 7.0) ON TOP CHORD = 32,0 PSF
L ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
0'- 0.0' -22/ 375V -199/ 435H 5,50' 0.60 KDDF 625)
Connector pplate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' O/ 138V 0/ OH 5.50' 0.22 KDDF 625
C,CN,CIB,CN18 or no ref lx1 = Cols uTrus, Inc 5'- 11.2' -417/ 474V 0/ OH 1.50' 0.61 KDDF 625
M,M20HS,Ml8HS,M16 = M1Tek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6' -94/ 108V 0/ OH 1.50' 0.17 KDDF ' 825`
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012,
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2, Design checked for net(-5 psf) uplift at 24 "oc 411-4:1
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' @ -11- 0.0' Allowed = 0.133'
MAX TC PANEL LL DEFL = 0.144' @ 3'- 4.8' Allowed = 0.576'
MAX TC PANEL TL DEFL = -0.146' @ 3'- 2.5' Allowed = 0.864'
MAX HORIZ. LL DEFL = -0.012' @ 9'- 10.8'
MAX HORIZ. TL DEFL = -0.012' @ 9'- 10.8'
NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
Design conforms to mein windforce-resisting
system and components and cladding criteria.
12 Wind: (140 Tih=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
hts14.00 load duration factor=ld6 Cat.2 , Exp.B, MWFAS(Dir),
AllTruas designed for wind coeds
C?
in the plane of the truss only.
v
0
N N
O
O
M-3x4
1-00 6-00 3-11-09
[PROVIDE FULL BEARING;JtsD2.5.3.41
PR
JOB NAME : 5-A POLYGON NH - J10 �g otherwiseIZz
OF�Ss
Scale: 0.2937 � �` C
IN
WARNINGS: GENERAL NOTES,union otherwise noted: �/ 9/ P G -�
1.Builder and erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and is for an Indivldual r
Truss: J 1 0 and Warnings before construction commences. b�INal .-mponent.A -1.1aly of design parameters and proper
2.28x4 compresslom web bracing mxnt be Installed where shown+. incotlon of component Is the respunalbmly of the building designer.
3.AdAibmal temporary bracing to Insure stability during conatmcdon 2.Design assumes the top and bottom chorda to be lalereay braced at
DES. BY: E E la the responsibility of Me erector.Additional pemnenant bracing of T o.c.and at to'o.c.respectively union braced throughout their length by
wntInuous sheathing such as plywood sheathlrg(TC)and/or drywall BC).
DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.Dr Impact bridging or lateral bracing required where shown++
4.No bad should be applied to any component until after all bracing and 4.Inste stlon of truss Is the responsibl: of the respective contractor. -� OREGON
SEQ. : 603 717 2 fasteners are complete end at no time should any loads greater than 5.Deaign assumes trusses are to be used In anon-corroaNso
environment
design bads be applied to any comporent. and are for"dry condition"of use.
TRANS I D: 406556 S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at aN supports shown.Shim or wedge If V ��
fabrication,handing,shipment and installation of component&. necessary.
7. m
Design assumes adequate drainage Is provided.
6.This design la furnished subject to the Irritations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center
TPI
CA In BCSI,copies of
ch will be
ished
lines
nt
IIIIII VIII VIII VIII VIII
11111111111111 IIII MiTakU A,Inc./CompuT 9lSoftw a 7.6.6(1 L En request 10.Far basic coincide
plate design values see ESR-1311,ESR-1988(MITeW
r Inn.
9.Digits indicate size of to In Inches.
EXPIRES:12/31/2015 -
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00
TC: 2x4 KDOF M/&BTR LOAD DURATION INCREASE = 1.15 1-2=(( 0 86 2.5=(0) 0
BC: 2x4 KDDF q1&BTR SPACED 24.0' O.C. 2.3=I-483I 427
3.4= -111) 48
TC LATERAL SUPPORT <= 12'OC. UON. LOADING
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL(( 7.0) ON TOP CHORD = 32.0 PSF
bL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
0'- 0.0' -24/ 378V -1791 391H 5.50' 0.60 KDDF ( 625
Connector pplate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF ( 625i
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -3771 439V 0/ OH 1.50' 0.56 KDDF 625
M,M20HS,M18HS,M16 = MiTek M7 series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6' -50/ 55V 0/ OH 1.50' 0.09 KDDF ' 625`
LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. licked for net(-5 psf) uplift at 24 'oc jjjEjjj:1
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002' @ -11- 0.0' Allowed = 0.100'
MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133'
MAX TC PANEL LL DEFL = 0.153' @ 3'- 4.8' Allowed = 0.576'
MAX TC PANEL TL DEFL = -0.156' @ 3'- 2.5' Allowed = 0.864'
MAX HORIZ. LL DEFL = -0.009' @ 8'- 10.8'
MAX HORIZ. TL DEFL = -0.009' @ 8'- 10.8'
NOTE:Design assumes moisture content does
not exceed 19b at time of manufacture.
Design conforms to main windforce-resisting
12 system and components and cladding criteria.
14.00 Wind: 140 mph h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101
(All Ne�ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1.6,
No Truss designed for wind loads
in the plane of the truss only.
v
0 0
O
N
O
7
O
O 5
M-3x4
L L L �.
1-00 6-00 2-11-09
JOB NAME: 5-A POLYGON NH - J9 ����a PRQ�Fss
Scale: 0.3208 CJ GIN �
WARNINGS: GENERAL NOTES,unless otherwise noted: �./� 4 /2Z
Z
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 92 P E 9{
Truss: J9 and Warnings before construction commenoes. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be Installed where shown+. Incorpore8on of component Is the responsibility of the building designer.
3.Additional temporary bracing to Insure stability during construction 2•Design assumes Me toD and bottom chords to be laterally braced at
DES. BY: EE le the responalbilny of the erector.Addltlonal permanent braclrg of 2'o.%and at 10'o.c.respectively unless braced throughout their length by
DATE: 8/22/2014 9 9 continuous sheathing such as plywood hesthing(TC)and/or drywalIMC).
the overall structure is the responsibility of the bulking designer. 3.2x Impad bridgingor lateral brad required where shown++ Q
4.No bad should be applied to any component until after as bracing and 4.Instapation of truss is the responsibility of the respective contractor. '� OREGON 1(/
SEQ. : 6037173 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment,
design bads be applied to any component and ere for"dry condition"of use. / -7 r Q
TRANS I D: 406556 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 Q 1 4
fabdcation,handing,shipment and Installation of components. necessary.
7.Design assumes adequate drainage Is provided. p f �,
6.This design Is furnished subject to the imitations set forth by 8.Plates shell be locatedonboth faces of truss,and placed so their center ++ll R 1�
ch will be
e with
nt center Inn.
IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MTekU SA, cCA In s/COmpuT s I,copies of (Software 7.6.6(1 L)_E upon request 10.Forlinbasicbasiicconnectorapfais design values see ESR-1311,ESR-1988(MITeIQ
9. Digits Indicate size of to In Inches.
EXPIRES:12/31/2015
11111111111111 This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1.2=� 0) 86 2.5=(0) 0
BC: 2x4 KDDF N15BTR SPACED 24.0' O.C. 2.3= -4171) 361
3.4= -107 44
TC LATERAL SUPPORT <= 12'OC. UON. LOADING
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL� 7.0) ON TOP CHORD = 32.0 PSF
L ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
01- 0.0' -24/ 378V -159/ 348H 5.50' 0.60 KDDF 625)
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ ON 5.50' 0.22 KDDF ' 625)
C,CN,CI8,CN18or no refix = Com uTrus, Inc 5'- 11.2' -359/ 432V 0/ OH 1.50' 0.55 KDDF 625
M,M20HS,MIBHS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6' -20/ 11V 0/ OH 1.50' 0.02 KOOF 825`
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012,
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. CQND2: Design ch acked for net(-5 psf) uplift at 24 'oj:
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 TC PANEL LL DEFL = 0,197' @ 2'- 11.6' Allowed = 0.576'
MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6' Allowed = 0.864'
MAX HORIZ. LL DEFL = -0.008' @ 5'- 11.2'
MAX HORIZ. TL DEFL = •0.007' @ 5'- 11.2'
NOTE:DesAn assumes moisture content does
not exceed 19, at time of manufacture.
12 Design conforms to main windforce-resisting
14.00 system and components and cladding criteria.
Wind: 140 mph h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.101
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=1,6
o Truss designed for wind loads
o, in the plane of the truss only.
0
0 0)
0
0
Ln7J�
�
C?
0 5
M-3x4
L 1, L
1-00 6-00 1-11-09
PROVIDE FULL BEARING;Jts:2T5.3T4
JOB NAME: 5-A POLYGON NH - J8 PROF�ss
Scale: 0.3559 ��cJ /���
WARNINGS: GENERAL NOTES,unless otherwise noted: -y
1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an Individual /dual 7 PE
Truss: J 8 and Warnings before construction commences. building componam.Applicability of design parameters and proper
2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the buildh g designer.
3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes the top and bottom chords to be laterally braced at _
2'o.c.and at 10'o.c.respectively unless braced throughout their fanpth by
DES. BY: E E Is the responddlly of the erector.Additional permanent bract g of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC).
DATE: 8/22/2014 the moral structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ Q
4.No bad should be applied to any component until after as bracing and 4.Inste stion of truss Is the responsibility of the respective contractor. '�7OREGON �(,y
6037174 fasteners ars complete and at no time should any loads greater than 5.Design assume trusses are to be used in a non-corresWe actor.
L, .4-
SEQ. :
design bads be applied to any component. end are for"dry condition"of use.
TRANS I D: 406556 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 �A
fabrication,handing,shipment and installation of components. necessary.
7.Design assumes adequate drainage Is provided. 'R
S.This design Is furnished subject to the imitations set forth by a.Plates shelf be located on both faces of truss,and placed so their center
CA In
lin
s coincide
IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MTek USA,Inc.S/CompuT s which
Softw B 7.6 6(1 L)-E request. 10.For basic connector late design values see ESR-1311,ESR-1988(MiTek) ,
center Inn.
9.Digits indicate size of a in Inches.
EXPIRES:12/3112015
II�IIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1.2= 0 86 2.5=(0) 0
BC: 2x4 KDDF MIABTR SPACED 24.0" O.C. 2.3=I-334I 185
3.4=( 83 0
TC LATERAL SUPPORT <= 12'OC. LON. LOADING
SC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
OVERHANGS: 12.0' 11.6' TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES)
01- 0.0' -34/ 393V -133/ 325H 5,50' 0.63 KDDF ( 625
Connector pplate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 146V 0/ OH 5.50' 0.23 KDDF ( 625`
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 61- 0,0' -288/ 272V 0/ OH 1.50' 0.35 KDDF ( 625)
M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.
THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1COND. 2@ Design checked for net(-5 pof) uplift at 24 'oc
4 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 = -0.002' @ 61- 11.6' Allowed = 0,096'
MAX TL CREEP DEFL = -0.003' @ 6'- 11.6' Allowed= 0.128'
MAX TC PANEL LL DEFL = 0.295' @ 3'- 7.3' Allowed = 0.576'
MAX TC PANEL TL DEFL = -0.290' @ 3'- 5.2' Allowed = 0.864'
MAX HORIZ. LL DEFL = -0,006' @ 5'- 11.2'
MAX HORIZ. TL DEFL = -0.006' @ 5'- 11.2-
12 NOTE:Design assumes moisture content does
not exceed 194 at time of manufacture.
14.007 Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mphh=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.101
o IAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6
c Truss desid for wind �oetls
gne
in the plane of the truss only.
co cc
0
o>
0
71
0
0 5
M-3x4
1-00 6-00 0-11-09
JOB NAME: 5-A POLYGON NH - J7 ����o PRfifiOFFs
Scale: 0.3882 � /ZZ�!
WARNINGS: GENERAL NOTES,unless otherMse noted: ZL/ L. Ill 7
1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for an Individual Q' 92 PE �{
Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the building designer.
DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be late braced at -�
M the responsibilly of the erector.Additional permanront biadrg of 2'o.c.and at 10'o.c.respectively unless braced throughout their le 1
continuous sheathing such as plywood sheathing(TC)and/or drywal(BC).
DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Imp actbridging or lateral bracing required where shown++ Q
4.No bad should be applied to any component until after all bracing and 4.Instadoil. of Was Is the responsibility of the respective contractor. "� OREGON
SEQ. : 6037175 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-cormalve environment, �, O,�D
design bads be applied to any component. and are for"dry condition"of use. / y
TRANS I D: 406556 5.Coml has no comma over and assumes no responsibility for the S. Design assumes PoII bearing at all supports shown.Shim or wedge If Q 14
fabrication,handing,shipment and installation of components. necessary. �1 �n'�+ `-
7.Design assumes adequate drainage le provided. fl 1.
8.This design Is furnished subject to the IrNtetlona sat forth by
B. Plates shag be locatedonboth faces of truss,and placed so their center
IIIIII IIII VIII VIII VIII IIIc VIII IIII IIII MTiTpekU SA,IncCA In ./COmpuT s Software 7.6.6(1 L)-E I,copies of which will be furnished upon request. 10.For basic connlines coincide ector gtjoint center
design values see ESR-1311,ESR-1988(MITek)
9. Digits Indicate size of late In inches.
EXPIRES:12/31/2015
IIIIIII II IIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 VAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.4=(0) 0
Be: 2x4 KDDF NIRBTR SPACED 24.0' O.C. 2-3=(-223) 184
TC LATERAL SUPPORT <= 1210C. LION. LOADING
Be LATERAL SUPPORT <= 1210C. UON. LL( 25.0)+DL7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRIG AREA
k ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. SPECIES
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -34/ 402V -1191 265H 5.50' 0.64 K06F ( 625`
5'- 9,2' O1 145V 01 OH 5.50' 0.23 KDDF 625
Connector pplate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -1641 201V 0/ OH 1.50' 0.32 KDDF 625
C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek M series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND, 21 Design checked for net(-6 psf) uplift at 24 cc sw�
LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012.
5-11-09 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 TC PANEL LL DEFL = 0.333' @ 3'- 7.0' Allowed = 0.572'
MAX TC PANEL TL DEFL = -0.285' @ 3'- 4,9' Allowed = 0.858'
MAX HORIZ. LL DEFL = -0.004' @ 5'- 10.8'
VAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8'
NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
12 Design conforms to main windforce-resisting
system and components and cladding criteria.
14.00
Wind: 140 mht h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101
lAll Heights), Enclosed Cat.2, Exp.8, MWFRS(D1r),
oadduration factor-1.k
Truss designed for wind ioads
o in the plane of the truss only.
u7
0
Go
Q -
o -
0 4
M-3x4 7
L L L
1-00 6-00
PROVIDE FULL BEARIjC2EE'ZK�
JOB NAME: 5-A POLYGON NH - J6 PRo�fiss
Scale: 0.4179 r_5 GIN
WARNINGS: GENERAL NOTES,unless otherwise noted; �Jv v✓l �r I , 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 92 PE "Sym
Truss: J 6 end Warnings before construction commences. building component.Applicability of design parameters and proper
2.2z4 compression web bracing must be Installed where shown�. Incarporatlon of component is the responsibility of the building dealgnor.
3.Additional temporary bracing to insure afahtNly during conatmction 2.Design assumes the lop end bottom chords to he fatereNy braced et
DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of Y o.c.end at 10'o.c.respedlvey unless Laced throughout their le ptl by
continuous sheathing such as plywood sheething(rC)and/or drywel(BC).
DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q
SEQ.
4.No bad should be applied to any component unfit after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "'� OREGON
S E Q. : 6037176 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive emtronment,
design bads be applied to any component and are for"dry condition"of use. / Q
TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If Q 14
fabrication,handing,shipment and Installation of components. 7.resign as.surnes provided. f-
S.This design Is furnished subject to the limitations set forth by 8.Plain sap beateedpuoneboth faces of truss, nd paced so their center
PINVrCA In SCSI,coples of which will be furnished
r Inn.
VIII VIII VIII VIII VIII VIII VIII IIII IIII Mi7T@k USA,Inc./CompuT s Software 7.6.6(1 L En request. 10 For basic connector plate deesign values see ESR-1311,ESR-1988 p 1iTe Q
9.Digits Indicate size of late In Incas.
EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 20 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2= 0 86 2.4=(0) 0
BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=5.180] 157
TC LATERAL SUPPORT <= 12'OC. UON. LOADING
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SGAN. (SPECIES
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -22/ 375V •100/ 227H 5.50' 0.60 KDDF 625
4'- 10.8' "166/ 179V 0/ OH 1.50' 0.29 KOOF 625
Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 61- 0.0' 0/ 70V 0/ ON 5.50' 0.11 KDDF 6255
C,CN,CI8IC118 Sor no prefix' =CompuTrus, Inc
M,M20HS,M18HS, 16 MiTek M series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 29 Design checked for net(-5 psf) uplift at 24 *oc saw�
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100'
4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = "0.003' @ •1'• 0.0' Allowed = 0.133'
MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.029'
MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.039'
MAX TC PANEL LL DEFL = 0.140' @ 2'- 10.1' Allowed = 0.470'
MAX TC PANEL TL DEFL = "0.132" @ 2'- 10.3' Allowed = 0.705'
MAX HORIZ. LL DEFL = -0.003' @ 4'- 10.8'
MAX HORIZ. TL DEFL = -0.003' @ 4'- 10.8'
12 NOTE:Design assumes moisture content does
not exceed 19� et time of manufacture.
14.00 Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mphh=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7.101
All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D>r),
o load duration factor=l.6
Truss designed for wind loads
CO in the plane of the truss only.
� o
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0
n
C.
Lo -
o -
0 4
M-3x4
1-00 6-00
JOB NAME: 5-A POLYGON NH - J5 PROF�ss
Scale: 0.45495 ! GINE'/iJ�7]�y_q
WARNINGS: GENERAL NOTES,unless otherwise noted: 4.t� v✓ Zl
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 92 PE 9r
Truss: J5 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 dealpner.
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: EE s the responsibil ly of the erector.Add tional pe manenl bred g of 2'o.c.and at IT o.c.respectively unless braced throughout their length by
the overall structure is the responsibility of the building designer. continuous sheathing such as plywood aired where s own+drywa BC).
DATE: 8/22/2014 Po ty 9 9 3.In Imp act of true or lateral predrg required where shown++ y OREGON ((/�
�]7 4.No load should be applied to any component until eller all bracing and 4.InstaAatlon of truss Is the responsibility of the respective contractor.
SEQ. : 603/1 77 fasteners are complete and at no time should any bads greater than S.Design assumes trusses are to M used In a noncorrosive environment,
design bads be applied to any component and are for'dry condition"of use.
TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beading at eA supports shown.Shim or wedge If O 14
fabdcation,handing,shipment and Installation of components, necessary. p
7.Design assumes adequate drainage Is provided.
6.This design Is furnished subject to the imitations set forth by 8. Plates shall be located on both faces ofrutr ss,and placed so their anter
(VIII VIII VIII VIII VIII IHII Iglu Ilii IIII TPIANfCA In SCSI,copies of which will be furnished upon request. Ines coincide IwithJoint center e.9. Digits indicate size of plate In Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITsk)
EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0 86 2.4=(0) 0
BC: 2x4 KDDF H18BTR SPACED 24.0' O.C. 2.3=(-132 131
TC LATERAL SUPPORT <= 12'OC. LON. LOADING
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA
�L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE $0 IN SPECIES
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -10/ 346V -81/ 189H 5.50' 0.55 04 ( 625
31- 10.8' -165/ 160V 0/ OH 1,50' 0.26 KDDF 825
Connector plate prefix desi ,,tors: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 60V 0/ OH 5.50' 0.10 KDDF 625
C,CN,CI8,CN18 (or no prefix4 = CompuTrus, Inc
M,M20HS,M18HS, 16 = MiTek M series 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 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100'
3-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0,133'
MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.079'
MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.105'
MAX TC PANEL LL DEFL = 0.054' @ 2'- 2.1' Allowed = 0.367'
MAX BC PANEL TL DEFL = -0.037' @ 3'- 1.4' Allowed = 0.339'
MAX HORIZ. LL DEFL = -0.002' @ 3'- 10.8'
12 MAX HORIZ. TL DEFL = -0.002' @ 3'- 10.8'
14.00 NOTE:Design assumes moisture content does
not exceed 196 at time of manufacture.
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mphh=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-101
0 lAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
oad duration factor=l.6,
Truss designed for wind loads
v
o in the plane of the truss only.
u7
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0 4
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4 ,L ,L
1-00 6-00
JOB NAME: 5-A POLYGON NH - J4 �Eo PRG
� Gx
z �0�
WARNmJ68: GENERAL NOTES,unless otherwise
0.5091
noted:
1.Builder and emotion contractor should be advised of a,General Notes 1.This design Is based only upon the parameters shown and is for an Individual 92 PE
Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proger
2.20 compression web bracing must be Installed where shown*. 2.DDesip assam�n,:%P and bottoresponsibility be laterally braced mer.
3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively union braced throughout their Is pth by
DES. BY: E E Is the responsibility of the erector.Additional permanent bracing of continuous sheathing each as plywood sheathlrq(TC)andlor drywnm(eC).
DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown.♦ Q
/1 4.No bad should be applied to any component until after al bracing and 4.Installation oftrun Is the responsibility of the respective contractor. OREGON 1(�
SEQ. : 6037178 fasteners are compote and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, ,G/ �� O,�b
design bads be applied to any component and are for"dry condition'of nee. /1
TRANS I D: 406556 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design rym
ues full bearing at all supports shown.Shim or wedge If Q 14
fabrication,handing,shipment and installation of components. 7,Design resumes adequeta drsinage is provided.
6.This design is furnished subject to the Imitations set forth by 6.Plates ahaA be located on bond faces of truss,and placed so their canter
IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINVECA In BCSI,copies of which be furnished upon request. ,nes coincide with joint center Ines.
9.Dlgiln Indicate size of plate in Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1 988(MiTek) EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0' IBC 2012 MAX MEMBER FORCES 4WRIODF/Cq=1.00
TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2= O) 86 2.4=(0) 0
BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3= 1) 106
TC LATERAL SUPPORT <= 12'OC. UON. LOADING
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL� 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -5/ 318V •621 153H 5.50' 0.51 KDOF ( 625
2'- 10.8' •160/ 141V 01 OH 1.50' 0.23 KDDF 625
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 01 53V 01 OH 5.50' 0.09 KDDF S 625
C,CN,CI8,CN18 (or no prefix, =CompuTrus, Inc
M,M20HS,M18HS,M16 MiTek M series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L1240, 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 LL DEFL = 0.000' @ 01- 0.0' Allowed = 0.129'
2-11-09 MAX BC PANEL LL DEFL = •0,009' @ 2'- 8.6' Allowed = 0.254'
MAX TC PANEL TL DEFL = -0.016' @ 1'- 8,2' Allowed = 0.398'
MAX BC PANEL TL DEFL = •0.030' @ 3'- 1.4' Allowed = 0.339'
12 MAX HORIZ. LL DEFL = -0.001' @ 2'- 10.8'
MAX HORIZ. TL DEFL = 0.001" @ 2'- 10.8'
14.00 NOTE:Design assumes moisture content does
not exceed 19k at time of manufacture.
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 140 mphh=21ft, TCDL=4.2,BCDL=6,0, ASCE 7-10,
C1.1 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.
v cj
0
0
LO
C>
7[
LO
o -
0 4
/7 M-3x4 7
1-00 IPROVIDE FULL BEARING 6-00
JOB NAME: 5-A POLYGON NH - J3 ���' PR1c�Ffiss
Scale: 0.5712GIN
� Z��WARNINGS: GENERAL NOTES,unless otherMse noted: I/11�7
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 2 PE
Truss: J3 and Warnings before construction commences. building component.Appicabimy of design parameters end proper
2.2x4 compression web bracing meet be Installed where shown+. Incorporation of component Is the responsibility of the building designer.
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: EE is the responalbinty of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c,respectively unless braced throughout their length by G
continuous sheathing such as plywood sheathing(TC)andlor drywan(BC). T
DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown i+ ,s
4.No bad should be appled to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor.SEQ. : 6037179 "� OREGON
fasteners are complete and at no time should any bads greater than 5.Design aaaumee trusses are to be used In a non-corrosNe environment, `
design bads be appled to any component. and are for-dry condition'of use.
TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes Nn bearing at an supports shown.Shim or wedge If Q 14
fabrication,handing,shipment and installation of components. necessary. f-
7.Design assumes adequate drainage is prmolded. e.[f p`��
8.This design In furnished subject to the imltetiore set forth by S.Plates shag be located on both faces of fuss,and placed so their center �rll R 1
Ililll VIII VIII IIID VIII VIII(IIII IIII IIII TPINVTCA In SCSI,copies of which will be famished upon request. Imes coincide with Joint center Ines.
8.Digits indicate size of plate in Inches.
MiTek USA,Inc./Com uTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1688(MiTek) 1
EXPIRES:12131/2015
IIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00
TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1.2=( O� 86 2.4=(0) 0
BC: 2x4 KDDF 816BTR SPACED 24.0' O.C. 2.3= -62 83
TC LATERAL SUPPORT <= 12'0C. UON. LOADING
BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL� 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZESQ.IN. SPECIES
OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -34/ 295V -44/ 117H 5.50' 0.47 KDDF ( 626)
11- 10.8' -139/ 127V 0/ OH 1.50' 0.20 KDDF ( 625
Connector plate prefix n
demi ators: LL = 25 PSF Ground Snow (Pg) 61- 0.0' 0/ 50V 0/ ON 5.50' 0.08 KDDF ( 625
C,CN,CI8,CN18 (or no prefix = CompuTrus, Inc
M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Desinn cited for net(-5 psfi uplift at 24 'oc
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. chi
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'
1-11-09 MAX TC PANEL LL DEFL = 0.004' @ 0'- 12.0' Allowed = 0.163'
MAX TC PANEL TL DEFL = -0.005' @ 1'- 1.4' Allowed = 0.244'
MAX BC PANEL LL DEFL = 0.009' @ 2'- 8.8' Allowed = 0.254'
MAX BC PANEL TL DEFL = -0.023' @ 3'- 3.8' Allowed = 0.339'
12
MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.8'
14.00 MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.8'
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 m h h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.101
04 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
o load duration factor=1.6
Truss designed for wind loads
o in the plane of the truss only,
N
O
M O
O -
0 4
M-3x4
1-00 IPROVIDE FULL BEARI 6-00
JOB NAME : 5-A POLYGON NH - J2 PROFFss
Scale: 0.6380CjIN�' /
WARNINGS: GENERAL NOTES,unlesa otherwise noted: 44.t�� v r�/Z O�
�f
1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is Mr an Individual �' 92 PE �{
Truss: J 2 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 bulldlrg designer.
3.Addss
Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et
DES. B Y: EE Is the responsibility of the erector.Additional pesnent bracing of 2'o.c.and at 1 or o.c,respectively unless braced throughout their length by
DATE: 8/22/2014 lir g W continuous sheathing ouches acing required
where
and/or drywag(BC). Q
the werea structure M the responsibility of the building designer. 3.2x I ct bri l or lateral bred r uirad where shown rd
4.No bad should be applied to any component unlit after as bracing end 4.Insta anon of Watt Is the responsibility,of the respective conb.aor. '� OREGON 4t/
SEQ. : 6037180 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a no"ormalve environment, 4 �b
design Mads be applied to any component and are for"dry condition"of use.
TRANS I D: 406556 5.CompuTrus has no control wer and assumes no responsibility for the S.Design assumes full bearing at a8 supporta shown.Shim or wedge If Q 14
fabrication,handing,shipment and Installation of components. necessary. Is pr p
6.This design Is furnished subject to the limitations set forth by 8.PlatDeses shell be located ppn assumes uloaaneboth faces of truss,and placed so their center �rl
nt center
111111111111111 IN 1111 MTekUSA,IncCA In ./CompuT s Software 7.6.6(1 L)-E I,copies of which will be furnished upon request 10 Folinr
basic cionnectorde with ctplate design values see ESR-1311,ESRA988(MiTek)
9.Digits Indicate size of to in Inches.
EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF g18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0j 86 2.4=(0) 0
BC: 2x4 KDDF 816BTR SPACED 24.0' O.C. 2.3= •99 174
TC LATERAL SUPPORT <= 1210C. UON. LOADING
BC LATERAL SUPPORT <= 1210C. UON. LL( 25.0)+DL7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
k ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO IN. (SPECIES,
OVERHANGS: 12.0' 0.0' TOTAL LOAD a 42.0 PSF 01- O.O' -170/ 327V -261 82H 5.50' 0.52 KDDF ( 625)
01- 10.8' -74/ 166V 0/ OH 1.50' 0.27 KDDF ( 625
Connector plate prefix des.1nators: LL = 25 PSF Ground Snow (Pg) 61• 0.0' 0/ 48V 01 OH 5.50' 0.08 KDDF ( 625
C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc
M,M20HS,Ml8HS,M16 = MiTek Mt series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf� uplift at 24 'ac sma'cing-.1
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
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 = 0.001' @ 0'- 8.2' Allowed = 0.059'
MAX TC PANEL TL DEFL = -0.001' @ 0'- 7.9' Allowed = 0.088'
MAX BC PANEL LL DEFL = 0.007' @ 2'• 8.6' Allowed a 0.254'
MAX BC PANEL TL DEFL = •0.020' @ 3'- 3.8' Allowed a 0.339'
0-11-09 MAX HORLL DEFL a •0.001' @ 0'- 8'
Z. TL DEFL = 0.00@ 0 - 0.8MAX HORI
12 NOTE:Design assumes moisture content does
14.00 not exceed 19% at time of manufacture.
Design conforms t0 main windforce•resisting
system and components and cladding criteria.
ANCHOR TO RESIST UPLIFT
Wind: 140 aph h=19.8ft, TCOL=4.2,BCOL=6,0, ASCE 7-10
lAl.l Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r),
oad duration factor=l,6
Truss designed for wind loads
in the plane of the truss only.
0
r`
0
v o
0 0� -
N o 4
3x4
1-00 PROVIDE FULL BEARING Jta:2 3 4 6-00
�o
JOB NAME : 5-A POLYGON NH - J1 � PRfiQFF
Scale: 0.6505 G�N
WARNINGS: GENERAL NOTES,unless otherwise noted: 9Wf P(7E, 9
1.Bulkier and erection contractor should be advised of al General Notes I.This design Is based only upon the parameters shown and Is for an Individual 92 92 ♦'
Truss: J 1 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 wrnponent Is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during eonstructlon 2•Design assumes the top and bottom chords to be laterally braced at
DES. BY: E E Is the responsibility of the erector.Additional pennarrerd brecirg of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by
Don Ry continuous sheathing such as plywood sheathing(TC)and/or drywall(BC).
DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ Cr
4.No bad should be applied to any component until after all bracing and 4.InstaNation of truss Is the responsibility of the respective contractor. y OREGON
SEQ. : 6037181 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used In a non-corrosive environment,
design beds be appled to any component and are for"dry condition"of use. /^ '9 '4 rLQ. .♦K.
TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full beadng at all supports shown.Shim or wedge If V �Q
fabrication,handl necessary.
ng,shipment and installation of components. 7,Design assumes adequate drainage Is provided. e`FiR 0-
6.This design Is famished subject to the Imitations get forth by 8.Plates shall be located on both faces of truss,and placed so their center
IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIANTCA In BC51,copies of which will b.furnished upon request. pies coincide with Joint center Ines.
9.Digits Indicate size of plats In Inches.
MiTek USA,Inc./Com uTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF kt&BTA LOAD DURATIONINCREASE = 1.15 1. 2=( 0) 86 2. 8=(-50) 53 8. 7=( 0) 18
BC: 2x4 KDDF q1&BTR SPACED 24.0' O.C. 2. 3=(-446) 269 7. 9=(-60) 63 7. 3=( O) 52
WEBS: 20 KDDF STAND 3. 4=(-411) 287 3. 9=(-77) 73
LOADING 4. 5= -237) 93
TC LATERAL SUPPORT - 1210C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=� -83) 0
BC LATERAL SUPPORT - 1210C. UON. DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF
OVERHANGS: 12.0' 11.6' BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA
LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES
Connector pplate prefix designators: 01- 0.0' 0/ 287V -133/ 325H 5.50' 0.46 KDDF ( 625`
C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8' -159/ 259V 0/ ON 1.50' 0.33 KDDF ( 625)
M,M20HS,M18HS,M16 MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 51- 8.8' 0/ 65V 0/ OH 5.50' 0.10 KDDF ( 625)
BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 51- 11.8' -209/ 221V 0/ OH 1.50' 0.28 KDDF ( 625)
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2s Design checked o a 'o
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'
6-11-09 MAX LL DEFL = -0.003' @ 61- 11.6' Allowed 0.096'
MAX TL CREEP DEFL = -0,003' @ 6'- 11.6' Allowed = 0.128'
MAX TC PANEL LL DEFL = 0.007' @ 1'- 2.4' Allowed = 0.196'
MAX TC PANEL TL DEFL = 0.007' @ 1'- 2.4' Allowed 0.295'
MAX TC PANEL LL DEFL = 0.011' @ 4'- 8.8' Allowed = 0.290'
MAX TC PANEL TL DEFL = -0,012' @ 4'- 7.5' Allowed = 0.434'
MAX HORIZ. LL DEFL = -0.006' @ 51- 10.8'
MAX HORIZ. TL DEFL = -0.006' @ 5'- 10.8'
12 NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
14.00[;7 Design conforms to main windforce-resisting
o system and components and cladding criteria,
Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7.10,
r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
M 4X6 co load duration factor=1.6,
o Truss designed for wind loads
in the plane of the truss only.
0
7 LrI0
n Ln 9
o
o N e M-1.5x3
M-3x4 M-3x4 M 3x4
2-03-12 3-08-04
1-00� 2-05-08 4-06-01 L
6-00 0-11-09
P OVIDE FULL BEA G'J s:2 4 9 5
JOB NAME: 5-A POLYGON NH - VCO PRp�Fs
Scale: 0.2881 � N�'p- s�O
WARNINGS: shown and Is for an Individual GS: GENERAL NOTES,unless otherwise noted: �
{ty IWWII�Ijy
1.BuZer and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters92 PE 9{
Truss: J 7 C and Warnings before construction commences. building component.Applicability of design parameters and pro early
2.2z4 cortgrecelon web bracing must be installed whore shown+, 2.ID ggnorasaunin t Tot p it bottom heresc orris toybef laterally braced at
nen.
3.Additional temporary bracing to Insure stability during construction 2'o.c.end at t0'o.c.respectively unless braced tat hoot a el
DES. BY: EE is the responsibility of the erector.Additional permanent bracing of os.ancontinuous t I sheathing such as ty length by
DATE: 8/22/2014 responsibility ng g bridging plywood here)owndrywaN(BC).
the overall structure la the rea nalbi of the bulla designer. 3.lir Impact bri I or lateral bred required where shown and/or+
4.No bad should be applied to any component unfit after as bracing and 4.Installation of truss lathe responsibimy of the respective contractor. -�` 1 EG` O�should any bmc
SEQ. : 6037182 fasteners are complete and at no time ads greater than S.Dealpn assumes trusses are to be used Ina noncorrosive emlrenmera, 0Rd (V
7 r
design bads be applied to any component and are for"dry condition"of use.
TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If
fabrication,handing,shipment and Instaaafion of components. 7.
Design assumes adequate drainage is provided. MF 1 v
6.This design is furnished subject to the Imitations set forth by 8.Plates shall be locatedonboth faces of buss,and placed so their center
nished
nt center Ines.
IIIIII VIII VIII IIII IIII VIII IIII IIII IIII MTiTpekU SA,Inc.CA In /CompuTrus s of which
Sofwarea+7.6.6(1 L)E Uect 10.For basic connector. Ones coindds with iplate design values see ESR-1311,ESR-1988(MiTek)
9.Digits Indicate size of late in Inches.
EXPIRES:12/31/2015
IIIIIIIIIIII�I This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KOOF k11BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2.7= -32 52 7-6=( 0 18
BC: 2x4 KDDF M1&BTR SPACED 24.0' O.C. 2.3=5.372) 267 6-8= -39 62 6.3=( Oi 52
WEBS: 20 KDDF STAND 3.4=(-338) 286 3.8=(-76) 48
LOADING 4.5=(-112) 82
TC LATERAL SUPPORT <= 1210C. LION. LL( 25.0)tDL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT - 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA
OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LL = 25 PSF Ground Snow (Pg) 01- 0.0' 0/ 268V -119/ 265H 5.50' 0.43 KDDF ( 625)
Connector pplate prefix designators: 2'- 10.8' -205/ 274V 01 OH 1.50' 0.35 KDDF ( 625)
C,CN,CI8,CN18 or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 51- 8.8' 01 61V 01 OH 5.50' 0.10 KDDF ( 625)
M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6' -83/ 100V 01 OH 1.50' 0.16 KDDF ( 625)
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1COND. 2l Design checked for net(-5 s 'o s
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002' @ -11- 0.0' Allowed = 0.100'
MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133'
MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.6' Allowed = 0.196'
MAX TC PANEL TL DEFL = 0.007' @ 1'- 2.4' Allowed = 0.295'
5-11-09YAX TC PANEL LL DEFL = 0.016' @ 4'- 7.5' Allowed = 0.290'
MAX TC PANEL TL DEFL = 0.015' @ 4'- 7.5' Allowed = 0.434'
MAX HORIZ. LL DEFL = -0.004' @ 5'- 10.8'
MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8'
NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
Design conforms to main windforce-resisting
12 system and components and cladding criteria.
14.00 Wind: 140 mphh=22.7ft, TCDL=4.2IBCDL=6.0, ASCE 7.101
(All Heights), Enclosed, Cat.2, Exp.B, YWFRS(Dir),
o load duration factor=1.6
Truss designed for wind loads
M-06 in the plane of the truss only.
v
ro
0
ao
0
8 0
o M-1.5x3
C) M-3x4 M-73x4 0
M-3x4
2-03-12 3-08-04
1-00 2-05-08 3-06-O�
6-00 FP-ROVIDE FULL BEAR
PR
JOB NAME: 5-A POLYGON NH - J6C IN s
Scale: 0.3244 � ` GZZ�/7'
WARNINGS: GENERAL NOTES,unless otherwise noted: LCt /ry4.4/�!X7
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shorn and Is for an Individual 9G PE f
Truss: J 6 C and Wamings before construction commences, building component.Applicability of design parameters and proper
2.D14 compression web bracing moral be installed where shown i. Incorporation of component Is the responsibility of the bWldIng designer.
3.Additional temporary bracing to Imurs stability during construction 2.Design assumes the lop and bottom chords to be late NY braced at
DES. BY: EE ts the responsibility of the erector.Additional permanent bracing of c ntin and al 10'hin suchresprivet unless braced throughout their length by
DATE' 8/22/2014 responsibility 9 b continuousa lisping sucheaplywoodgheathwherCs own drywaA(BC).
the overall structure Ili the re meld of the buskin designer. 3.�Imp ad b Ir or lateral Wed required where shown,+ Q
4.No bad should be applied to any component unfit after all bracing and 4.Ingle
of Wss is the responsibility of the respective contractor. '}7 OREGON
SEQ. : 6037183 fasteners are complete and at no time should any loads greater then 5.Design assumes busses are to be used In a non-corrosive environment,
design beds be applied to any component, and are for"dry coni on"of use. / Q
TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full beefing at ell supports shown.Shim or wedge If c F 14
fabrication,handling,shipment and Installation of components, necessary.
7.Design assumes adequate drainage Is provided. �ry y�`„
6.This design Is furnished subject to the ImAtations set forth by 6. Plates shall be locatedonboth faces of buss,and Placed so their center rl f-1
nished upon
th joint center Ines.
IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MiiTPekU SA, nc./CompuT 9 SofwareCA In BCSI,copies of which will be n+7.6:(1 L)-E request. 10.For basicccconnecttor of
design alias see ESR-1311,ESR-1999(MITeW
a. Digits Indicate size of late in Inches.
EXPIRES:12/31/2015
IIII IIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.7=(-32) 52 7.6=( 0) 18
BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2-3=1•372� 267 6-8=(•39) 62 6.3=( O) 52
WEBS: 2x4 KDDF STAND 3.4= •338 288 3.8= -76) 48
LOADING 4.5=(-112) 82
TC LATERAL SUPPORT <= 12'OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT - 1210C. UON. DL ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA
OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LL = 25 PSF Ground Snow (Pg) 01- 0.0' 0/ 268V -119/ 265H 5.50' 0.43 KDDF ( 625)
Connectorplate prefix designators: 2'- 10.8' -205/ 274V 0/ OH 1,50' 0.35 KDDF ( 625)
C,CN,CI8,0N18 (or no prefix1 = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8' 0/ 61V 0/ OH 5,50' 0.10 KDDF ( 625)
M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6' -83/ 100V 0/ OH 1,50' 0.16 KDDF ( 625)
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = •0.002' @ -1'- 0.0' Allowed = 0.100'
MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed a 0.133'
MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.6' Allowed a 0.196'
MAX TC PANEL TL DEFL = 0.007' @ 1'- 2.4' Allowed = 0.295'
AX TC PANEL LL DEFL = 0.016' It 4'- 7.5' Allowed = 0.290'
5-11-09 M
MAX TC PANEL TL DEFL = 0.015' @ 4'- 7.5' Allowed = 0.434'
MAX HORIZ. LL DEFL = -0.004' @ 5'- 10.8'
MAX HORIZ. TL DEFL = •0.004' @ 5'- 10.8'
NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
Design conforms to main windforce-resisting
12 system and components and cladding criteria.
14.00 Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6,0, ASCE 7.101
(All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
o loadduration factor=l.6
Truss designed for wind loads
in the plane of the truss only.
M•4x6
to
0
m
6 0
_ 8
7 M-1.5x3
M-3x4 M-3x4
M-3x4
2-03-12 3-08.04
1-00 L 2-05-08 3-06-08 L
6-00
JOB NAME: 5-A POLYGON NH - J5C ���EO PR
Scale: 0.3224
GIN
WARNINGS: GENERAL NOTES,unlemotherw (ZZ
isenoted: 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 Ind W ual 92 P E
Truss: J 5 C and Warnings before construction commences. building component.Applicability of design parameters and proper
2.2x4 compression web bracing mut be installed where shown�. Incorporation of component Is the responsibility of the building designer.
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: EE is the responsibility of the erector.Additional permanent bradng of 2'o.c.and at 10'o.c.respectively unless braced throughout their lent,by
continuous sheathing such as plywood sheathing(TC)andlor drywall C).
DATE• 8/22/2014 the overall structure Is the responsibility of the bulking designer. 3.2x Impact bridging or lateral bracing required where shown++
4.No bad should be applied to any component unfit after as bracing and 4.Installation of truss is the responsibility of the respective contractor. '�7 OREGON .y
SEQ. : 6037184 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncomosive environment, L �a
design bads be applied to any component. and are for"dry condition"of use. y
TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes NN bearing at all supporta shown.Shim or wedge If
fabrication,handl necessary.
ng,shipment and Installation of components. 7,Design assumes adequate drainage Is provided.
Iu'
S.This design is furnished subject to the Irritations set fold by 8.Plates shall be locatedonboth faces of twos,and placed so their anter
nished
IIIIII IIII VIII VIII VIII VIII VIII IIII IIII
MiTek SA,IncCA In ./CompuTrus s I,copies of which
Softw ea+7 6.6(1 upon E request. 10.For basic lines connector plate design akies see ESR-1311,ESR-1988(MiTek)
e with joint center In .
9.Dlpts indicate size of late In Inches.
EXPIRES:12/31/2015
This design prepared from computer input by
IIIIIIIIIIIIII PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1,00
Tc 2x4 KODF #11BTR BC: 2x4 KDDF M168TR LOAD DUSPACED INCREASE C 1 15 2-3=1-2=�-15OC 80 6.8=�-70) 98 6-3=82 � Oj 18
52
WEBS: 2x4 KDDF STAND 3.4=� -14� 44 3-8=(•119) 86
LOADING 4.5= 0 0
TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12'OC, UON, �L ON BOTTOM CHORD = 10.0 PSF
TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA
OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LL = 25 PSF Ground Snow (Pg) 01- 0.0' -341 317V -63/ 154H 5.50' 0.51 KDDF ( 625)
Connectorplate prefix designators: 2'- 10.8' •1011 127V 01 OH 1.50' 0.16 KDDF ( 625)
C,CN,CI8,CN/8 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' 0/ 88V 0/ OH 5.50' 0.14 KOOF ( 625)
M,M20HS,M18HS,M16 = MiTek M series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND, 24 Design ch f) uplift at 24 *0C j"jEjj
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002' @ -11- 0.0' Allowed = 0.100'
MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133'
MAX TL CREEP DEFL = -0.004' @ 2'- 3.8' Allowed = 0.159'
MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.129'
MAX TC PANEL LL DEFL = 0.006' @ 1'- 2.4' Allowed = 0.196'
3-11.09 MAX BC PANEL TL DEFL = -0.008' @ 3'- 9.4' Allowed = 0.201'
MAX HORIZ. LL DEFL = 0,005' @ 5'- 8.8'
MAX HORIZ. TL DEFL = 0,006' @ 5'- 8.8'
NOTE:Design assumes moisture content does
12 not exceed 19% at time of manufacture.
14.00 Design conforms to main windforce-resisting
system and components and cladding criteria.
M-4X6 Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.101
o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6
r; Truss designed for wind loads
o in the plane of the truss only.
v v
N
O
O
0 6 -- co
1 18
U) - o M-1.5X3
o `� M73X4 0
M-3x4 M-30
2-03-12 3-08-04
1-00 4 2-05-08 3-06-08
6-00 PROVIDE FULL BEARING•Jts:2 4 8
JOB NAME: 5-A POLYGON NH - J4C EO PRpxF�s
Scale: 0.072 (A�j �jGIN�' /
WARNINGS: GENERAL NOTES,unless otherwise noted: VJv ✓I�ZI Oy'9
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 92 PE
Truss: J 4C 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.
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: EE ie the responsibility of the erector.Additional pemrenent bradnp of 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by
continuous sheathing such as plywood sheathing(TC)and/or drywall C).
DATE' 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ Q
4No bad should be applied to any component until after all bracing and 4.irate ation.nitrate is the responsibility of the raspecdw.e contractor. OREGON
SEQ. : 6037185 fasteners are compote and at no time should any bads greater than 5.Design assumes bc
trusses are to be used In a noncorrosive environment, ��,
design bads be applied to any component and are for"dry condition"of use.
TRANS I D: 406556 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 O 14 P
fabrication,handing,shipment and Installation of components. necessary.
7.Design assumes adequate drainage Is provided.
6.Thls design Is furnished subject to the imitations set forth by 9.Plates shag be located on both aces of truss,and placed so their center
IIIIII IIII VIII VIII(IIII VIII VIII IIII IIII TPIIWfCA in BCSI,copies of which will be furnished upon request. Anes coincide Iwith joint center Ines.IIA 9. Digits Indicate of plate In Inches.
MiTek USA,Inc./CompuTrus Software+7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1g88(MITak) EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF g1&BTR LOAD DURATION INCREASE = 1.15 1-2-(( 0 86 2.6=(-58) 82 6.5=( 0) 18
BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2.3=(•150 0 5-7=(-70) 98 5.3=( O� 52
WEBS: 2x4 KDDF STAND LOADING 3.4=11 14 44 3-7=(•119 86
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12'OC, UON. �L ON BOTTOM CHORD = 10,0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES
OVERHANGS: 12.0' 0.0" 01- 0.0' -33/ 317V •62/ 153H 5,50" 0.51 KDDF ( 625I
LL = 25 PSF Ground Snow (Pg) 2'- 10.8' -108/ 72V 0/ OH 1.50" 0.11 KDDF ( 825
Connector plate prefix designators: 6'- 0.0' 0/ 88V 0/ OH 5.50' 0.14 KDDF ( 625)
C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2, Design checked for net(-5 psf) uplift at 24 *oc spacing.]
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
2-11-09 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 TL CREEP DEFL = -0.004' @ 2'- 3.8' Allowed = 0.159'
MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.129'
12 MAX TC PANEL LL DEFL = 0.006" @ 1'• 2.4' Allowed = 0.196'
M-4X6 MAX BC PANEL TL DEFL = •0,008' @ 3'- 9.4' Allowed = 0,201'
14.00 MAX HORIZ. LL DEFL = 0.005' @ 5'- 8.8'
MAX HORIZ, TL DEFL = 0.006' @ 5'- 8.8'
NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
Design conforms to main windforce-resisting
v�
system and components and cladding criteria.
Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
Cl) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
load duration factor=l.6
Truss designed for wind loads
o in the plane of the truss only.
o 5
ti
- " M-1.5x3
CD V-30'0
M-3x4 M-3x4
2-03-12 3-08-04
1.00 2-05-08 3-06-08
6-00 FPR-OVIDEFULL BEARING•Jts: 4 7
JOB NAME : 5-A POLYGON NH - J3C tiU PROF�tS
Scale: 0.5570 � GIN
WARNINGS: sed
WARNINGS: GENERALNOTES,union otherwise noted: 4Gr / /AlI7
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 2 PE
Truss: J 3 C and Warnings before construction commences. building component.Applicability of design parameters and proppesr
2.2z4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building de ner.
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced e[
DES. BY: EE Is the responsibility of the erector.Additional permanent bradng of 2'o.c.and at to'o.c.respectively unless braced throughout their Is M by
DATE: 8/22/2014 responsibility g b continuous sheathing such as plywood sheathing(TC)and/or drywo;r').
the overal structure Is the res nsibi of the building designer. 3.2x ImmppeaAc1 I or lateral bracing required where shown++ Q
4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. '� OREGON
SEQ. : 6037186fasteners are complete and at no Units m
should any loads greater than 5.Design assumes Mines are to be used In a noncorrosive environment, �, X
design bads be applied to any component and are for"dry conditlon"of use. / n0
TRANS I D: 406556
S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at as supports shown.Shim or wedge If
N necessary.
fabrication,handing,a
pment and Installation of components. 7,Design assumes adequate drainage ie provided.
6.This design Is furnished subject to the Dons set forth by 8.Plates shall be locatedonboth faces of buss,and placed so their center f7
CA In
ished upon
Ones
IIIIII VIII VIII IIID VIII VIII VIII IIII IIII
MiTek USA,Inc./CompuTrus Software 7I,copies of which will be m6 6(1 L)-Z request. A.
For ba is connector plate design values see ESR-1311,ESR-1988(MiTek)
joint center lines.
9.Digits Indicate size of late In Inches.
EXPIRES:12/31/2015
111111111111This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 20 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.6=(-30) 39 6.5=( 0 8
WEBS: 2x4 KODF STAND 3-4=
SPACED 24.0' O.C. 2-3=3.4=�-33` 35 5.7=(-43) 53 3-7=�-56� 45
LOADING
TC LATERAL SUPPORT <= 1210C. UON. LL( 25.0)+DL7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 1210C. UON, 6L ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRIG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES)
OVERHANGS: 12.0' 0.0' 01- 0.0, -33/ 281V -44/ 117H 5.50' 0.45 KDDF 625
LL = 25 PSF Ground Snow (Pg) 11- 10.8' -144/ 97V 0/ OH 1.50' 0.16 KDDF ' 625`
Connector plate prefix desi rotors: 6'- 0.0' 0/ 62V 0/ OH 5.50' 0.10 KOOF ( 625)
C,CN,CI8,CN18 (or no prefix4 =Co�puTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
M,M20HS,M18HS, 16 MiTek Mt series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
1-11-09 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 = 0.001' @ 1'- 4.2' Allowed = 0.069'
12MAX LL DEFL = 0.000' @ 5'- 4.7' Allowed = 0.179'
MAX TC PANEL TL DEFL = 0,004' @ 0'- 10,4' Allowed = 0.140'
14.00 MAX BC PANEL TL DEFL = -0.013' @ 3'- 4.2' Allowed = 0.222'
MAX HORIZ. LL DEFL = -0.002' @ 5'- 4.7'
M-4x6 MAX HORIZ. TL DEFL = 0.002' @ 5'- 4.7'
NOTE:Design assumes moisture content does
not exceed 19% at time of manufacture.
o Design conforms to main windforce-resisting
M system and components and cladding criteria.
Wind: 140m hl h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,
N (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),
v
load duration factor=l.6
Truss designed for wind oasis
oin the plane of the truss only.
Cl) 0 5 -
17,711
7
C _ N M-3x4 o M•1.5x3
0 6 0
M-3x4 M-3x4
1-03-12 4-00-15 0-07-05
1-00 1-05-08 4-06-08
IPROVIDE FULL BEARING'Jts:2 4 7 6-00
JOB NAME : 5-A POLYGON NH - J2C DPR�FFss
Scale: 0.6194 � GIN
WARNINGS:
WARNINGS: GENERAL NOTES,union otherwise noted: 41J G A !7
�]
1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameter;shown and is for an Individual 92 PE {
Truss: J 2 C 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.
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'continuous
end at 10'hin suchrespas ply unless Laced throughout their lenpth by
the overall structure is the responsibility of the builds d contlnuoua sheathing such as plywood aired here)own drywal(BC). r
DATE: 8/22/2014 po ltty n9 designer. 3.Insta
Imp ad br dglrp s lateral bracing required where shown+. Q
4.No bad should be applied to any component until load ep bracing and 4.Design assumes
of truss Is the re t responsibility un of the respective contractor. ')7 OREGON L(/
SEQ. : 603 7187 laatenere are compble and et no time,should any bads greater then 5.Design assumes trusses are to be used In anon-corroaNe environment, j, � �Q
design bads be applied to any component and are for"dry condition"of /
TRANS I D: 406556 5.CompuTrus hes no control over and assumes no responsibility for the 8.necessary.Design assumes full bearing atuselle.supporta shown.Shim or wedge If Q 14
fabrication,handling,shipment and installation of components. n
7.Design assumes adequate drainage Is provided.
furnished `L`„
AM
8.This design is furnished alibied to the limitations eel forth by 8. Plates shall be located on both laces of fuse,and placed Rted so their center i-5
IIIIII IIII VIII VIII VIII VIII VIII IIII IIII TPIfCA In SCSI,copies of which will be furnished upon request. Ines coincide with I )ocanter Ines.9. Digits Indicate Nze off plate
late in Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values we ESR-1311,ESR-1988(MITek)
EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 114 2.4=(0) 0
BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2-3= -159) 91
TC LATERAL SUPPORT - 12'OC. LION. LOADING
BC LATERAL SUPPORT - 12'OC. UON. LL( 25.0)+DL� 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. ((SPECIES
OVERHANGS: 24.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -82/ 513V -57/ 192H 5.50' 0.82 KDO ( 625
1'- 9.2' -113/ 294V 0/ OH 5.50" 0.47 KDDF 825
Connector plate prefix desi nators: LL = 25 PSF Ground Snow (Pg) 7'- 11.8' -101/ 192V 0/ OH 1.50' 0.31 KDDF 625
C,CN,CIB,CNIB (or no prefix = CompuTrus, Inc
M,M20HS,M18HS,M16 M1Tek M series 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/180
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -21- 0.0' Allowed = 0.200'
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267'
MAX BC PANEL LL DEFL = 0,007' @ 1'- 0.1' Allowed = 0.054'
MAX BC PANEL TL DEFL = -0.008' @ 1'- 0.1' Allowed = 0,072'
MAX HORIZ. LL DEFL = -0.001' @ 7'- 11.1'
MAX HORIZ. TL DEFL = -0.001' @ 7'- 11.1'
NOTE:Oesign assumes moisture content does
not exceed 19% at time of manufacture.
12 Design conforms to main windforce-resisting
7.00
system and components and cladding criteria.
Wind: 140 mph h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.101
lAll Heights), Enclosed, Cst.2, Exp.B, MWFRS(Dir),
oad duration factor=l.6
Truss designed for wind loads
in the plane of the truss only.
0
,n o
0
0
71
U"
0
0 2 4
M-3x4
2-00 2-00 5-11-13
PROVIDE FULL BEAR ING'Jts:2 4 3
0 PR
JOB NAME: 5-A POLYGON NH - SJ2
Scale: 0.4859 �`�J GINE
WARNINGS: GENERAL NOTES,unless otherwise noted: 9/' P E
1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual9r
Truss: S�2 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 responsibli ty of the building designer.
3.Additional temporary bracing to insure stability during construction 2.2' % assumes the top and bottom chorda c be muggy braced at
DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.e,and et io'o.e.respectively union braced throughout their IarrpM by
coo.(
sheathing such as plywood sheathing(TC)and/or drywasal(BBC).
DATE: 8/22/2014 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 unfit seer all bracing and 4.Insta f ton of truss Is the responaibiRy of the respective contractor. "� OREGON
SEQ. : 6037188 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noniorroaNe ernironment, ,�b
design bads be applied to any component. and are for us
r"dry condition"of e. /^ h
TRANS I D: 406556 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes fug bearing at as supports shown.Shim or wedge If Q ;!4 2
fabrication,handl necessary. f-
ng,shipment end Installation of component. 7.Design assumes adequate drainage is provided. R`��
6.This design Is furnished subject to the knitations set forth by 8.Plates shas be located on both faces of buss,and placed so their center
I/VVTCA In
1,copies of
ch will be furnished upon
Ines
IIIIII VIII VIII VIII IIII VIII IIII IIII IIII MTek SA,Inc.6/CompuTrus(Software 7.6 6(1 L)-E request. 10.For basic connect r lits design values see ESR-1311,ESR-1988(MiTek)
Ont center Inn.
9.Digit Indicate size of a In Inches.
EXPIRES:12/31/2015
IIIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 2x4 KDDF p16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2.4=(0) 0
BC: 2x4 KDDF III 1✓EBTR SPACED 24.0' D.C. 2.3= -90) 48
TC LATERAL SUPPORT <= 12'OC. UON. LOADING
BC LATERAL SUPPORT - 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO IN. SPECIE$
OVERHANGS: 24.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -1601 578V -301 119K 5.50' 0.92 KD�F ( 625`
1'- 9.2' .1231 62V 0/ OH 5,50' 0.10 KDDF 625
Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 3'- 11.8' -44/ 94V O/ OH 1.50' 0.15 KDDF 625
C,CN,CI8,CN/8 (or no prefix' = CompuTrus, Inc
M,M20HS,M18HS,M16 = M1Tek M4 series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Dosion ch cked for net(-5 pif) uplift at 24 'oc soacincD
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. II
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.036' @ -21- 0.0' Allowed = 0.200'
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267'
MAX BC PANEL LL DEFL = 0.003' @ 1'- 0.1' Allowed = 0.054'
12 MAX TC PANEL TL DEFL = 0.007' @ 1'- 5.1' Allowed = 0.407'
7.00(7 MAX HORIZ. LL DEFL = -0.000' @ 3'- 11.1'
MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1'
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=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10
(All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir),
0o load duration factor=1.6
0
Truss designed for wind loads
o in the plane of the truss only.
47 N
cf
0
Cl)
O -
V7
O
2 4
M-3x4
1
I L L L
2.00 2-00 1-11-13
PROVIDE FULL BEARING•Jts:2 4 3
PRO
JOB NAME : 5-A POLYGON NH - SJ 1 �0 INIF s
Scale: 0.6869 {� C/?�N �p �0,
WARNINGS: GENERAL NOTES,unless o9rerwise noted: 4�y r Z
c� 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 92 P E
Truss: SJ 1 and Warnings before construction commences, building component.Applicability of design parameters and pro ori ner.
2.2x4 compression web bracing must be Installed where shown�. Incorporation of on
Is the recponsldYty of the%bra bidet g
3.Additional temporary bracing to insure stability during construction 2.Dedgn assumes the top am bottom chords to be kterally braced at
by
DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'continuous
and et 10'o.c.suchrespas ply unless bathed throughout their length).
continuous aheething such as plywood sheathing(M)andlordrywa8(BC).
DATE: 8/22/2014 the overall structure Is the responsibility of the bulking designer. 3.2x Impact bridging or lateral bracing required where shown++ Q
4.No bad should be applied to any component unlit after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "y7 A_OREGON b,
SEQ. : 6037189 fasteners are complete and at no time should any bc
ads greater than 5. Design assumes trusses are to be used In a nonomoslve environment. �. -+7 R
design bads be applied to any component and are for-dry condMon'of use.
TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at al show.supports sho .Shim or wedge If O 14 0P
fabrication,handl necessary.
ng,shipment and Installation of components. 7•Design assumes adequate drainage is provided.
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
IIIIII IIII VIII VIII VIII ILII VIII IIII IIIITPIANTCA in SCSI,copies of which will be famished upon request. Imes coincide with Joint center Ines.
9. gess Indicate size of to In Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector ate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015
IIIIIIIIIIIII This design prepared from computer input by
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.5' IBC 2012 MAX MEMBER FORCES 4WR/DOF/C =1.00
TC: 20 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 72 2.5=(-37) 50 3.5=(-178) 140
BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2-3=I.82) 64
WEBS: 2x4 KDDF STAND 3-4= 7 3
LOADING
TC LATERAL SUPPORT <= 12'00. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12'OC. LION. �L ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 80 IN. (1SPECIES)
OVERHANGS: 24.0' 0.0' 01- 0.0' -128/ 546V -22/ 80H 5.50' 0.87 KDOF 625
LL = 25 PSF Ground Snow (Pg) 5'- 9.5' -27/ 235V 0/ OH 5.50' 0.38 KDDF } 625`
Connector prefix designators:pplate
C,CN,Cl8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IGOND, 2l Design checked for net'
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP MAX LL DEFL = 0.040' @ -21- 0.0' Allowed = 0.200'
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267'
MAX TC PANEL LL DEFL = 0.059' @ 3'- 1.6' Allowed = 0.318'
5-05-12 0-03.12 MAX TC PANEL TL DEFL = -0.072' @ 2'- 11.4' Allowed = 0.476'
12 MAX HORIZ. LL DEFL = 0.000' @ 5'- 5.8'
MAX HORIZ. TL DEFL = 0.000' @ 5'- 5.8'
4.00 -
NOTE:Design assumes moisture content does
not exceed 194 at time of manufacture.
M-1.5X3 Design conforms to main windforce-resisting
3 a system and components and cladding criteria.
Wind: 140 mphh=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-tO
lAll Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir),
oad duration factor=1.6
Truss designed for wind loads
N in the plane of the truss only.
0
v �
0
O N
N LO
(7l O
O 2 5
1 M-3x4 M-1.50
7
5-05-12 0-03-12
-L .L
2-00 5-09-08
JOB NAME : POLYGON PLAN 5A NH - H2tig PRpFFss
Scale: 0.6156 CJ I Ng
WARNINGS: GENERAL NOTES,union otherwise noted: 4;r� v r pa//I O�
H2 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 �' 92 PE
Truss: I L1 2 and Warnings before construction commences. building component.Applicability of design parameters and proppeer
2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building desfpner.
3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at
DES. BY: 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
the overall structure le the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywal(BC).
DATE: 9/3/2014 po ty g g 3.2x In2Dact bridging or lateral bracing required where shown++ Q
4.No load should be applied to any component until after all bracing and 4.Inst dation of truss la the responaibiny of the respective contractor. 'j7L OREGON �(!�
SEQ. : 604 8198 fasteners are compote and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 1b,
design bads be applied to any component and are for"dry condition"of use.
TRANS I D: 407311 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 p f' 14
fabrication,handling,shipment and installation of components. necessary.
7.
Design assume adequate drainage Is provided. R R y
S.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
IIIIII IIII VIII VIII VIII VIII IIII IIII IIII TPINVTCA In SCSI,copies which will be Nmished upon request. Ines coincide wJoint center Anes.
9.Digits Indicate size o/Wate In Inches.
MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015
IIIIIIIIIIIII) This design prepared from computer input by '
PACIFIC LUMBER-BC
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00
TC: 20 KDDF N16BTR LOAD DURATION INCREASE = 1,15 1-2-( 0) 72 2.4=(0) 0
BC: 20 KDDF M1d8TR SPACED 24.0' O.C. 2.3=(-57) 13
TC LATERAL SUPPORT <= 12'OC. UON. LOADING
BC LATERAL SUPPORT <= 12'OC. UON" LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES
OVERHANGS: 24.0' 0.0' TOTAL LOAD = 42.0 PSF 01- 0.0' -144/ 476V 0/ 48H 31.00' 0.76 KOOF ( 625`
2'- 6.2' -29/ 61V 0/ OH 1.50' 0.10 KDDF 6251
Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 7.0' -70/ 22V OI OH 0.00' 0.00 KDDF 625
C,CN,CI8,CN1B (or no prefix) = CompuTrus, Inc
M,M20HS,M18HS,M16 = M1TeIt M series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND. 2: Desion ch
REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.040' @ -2'- 0.0' Allowed = 0.200'
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267'
12 MAX HORIZ. LL DEFL = -0.000' @ 2'- 6.2'
4.00 i7 MAX HORIZ. TL DEFL = -0.000' @ 2'- 6.2'
NOTE:Design assumes moisture content does
not exceed 19� at time of manufacture.
Design conforms to main win dfarce-resisting
system and components and cladding criteria.
Wind: 140 m ht h=15ft, TCDL=4.2 BCDL=6.0, ASCE 7.10,
All Heights), Enclosed 6at.2, Exp.B, MWFRS(Dir),
3 load duration factor11 6
Truss designed for wind loads
in the plane of the truss only.
0
N
O
Cl)
O
O
4
M-3x4
2-00 2-07
PR OFfiS
JOB NAME: POLYGON PLAN 5A NH - H1 1qNaEA� si
Scale: 0.7788 �
WARNINGS: GENERAL NOTES,unless otherwise noted: 79/2 PTE,
H1 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual
Truss: 1 I 1 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 do liner.
3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom combs c d t muggyaterally braced at
DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'ritn and at t0•hin suchrespas ply ood s braced throughout their length by
corImpact sheathing such as plywood aired where s and/or dryweA(BC).
DATE' 9/3/2014 the overall structure Is the responsibility of the building designer. 3.an Impact bridging or lateral Mednp required where show++ Q
4.No bad should be appled to any component until after all bracing and 4.Installation of Kusa Is the responslbilty of the respective contractor. '� OREGON
SEQ. : 604819 9 fasteners ere complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a nonrorroslve environment,
design bads be appled to any component. and are for"dry condition"of use.
TRANS I D: 407 311 5.CorrpuTms has no control over and assumes no responsibility for the 6.Design assumes fuN bearing at all supporta shown.Shim m wedge If Q 14
fabrication,handing,shipment and Installation of components. necessary. � ��
7.Design assumes adequate drainage Is provided.
6.This design le fu
subject to the Imitations set forth by 8.Plates she#be located on both faces of truss,and placed so their center
INVTCA
BCSI,copies of which wil be furnished upon
nt center Inn.
IIIIII VIII VIII VIII
111111111111111 IIII IIII MTTP6SAInlnc./CompuTrus Software 7.6.6(1 L)E request. 10.For
baeicconectowith rolplate design values see EBR-1311,ESR-1688(MITek)
9.Digits Indicate size of late In Inches.
EXPIRES:12/31,2015