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ARIEL TRUSS
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MiTek
MiTek USA, Inc.
250 Klug Circle
Corona, CA 92880
951-245-9525
Re: DR HORTON 3709 A
The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision
based on the parameters provided by Ariel Truss Co..
Pages or sheets covered by this seal: K2483871 thru K2483884
My license renewal date for the state of Oregon is December 31,2017.
Lumber design values are in accordance with ANSI/TPI I section 6.3
These truss designs rely on lumber values established by others.
� .��° P R°FFs
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4,
89200PE r
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174. , OREGON �4,
<0M ' 14 2'3�p�'
FRRILL
October 19,2016
Baxter, David
IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed
in the jurisdictions(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters
shown(e.g., loads,supports,dimensions, shapes and design codes), which were given to MiTek.Any project specific
information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation
of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any
particular building.Before use,the building designer should verify applicability of the design parameters and properly
incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2.
This design prepared from computer input by
GREG ARIEL TRUSS
LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF t116BTR LOAD DURATION INCREASE = 1.15 1- 2=( -34) 57 2- B=(-472) 1106 3- 8=(-327) 225
BC: 2x4 DF#1&BTR SPACED 24.0" O.C. 2- 3=(-1373) 614 8- 9=(-273) 730 B- 4=) -49) 349
WEBS: 2x4 DF STAND 3- 4=1-1053) 412 9- 6=(-472) 1108 4- 9=1 -49) 349
LOADING 4- 5=)-1093) 412 9- 5=(-327) 225
TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=(-1373) 614
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7-( -34) 57
TOTAL LOAD = 42.0 PSF
OVERHANGS: 12.0" 12.0"
LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -151/ 1038V -1E3/ 163H 5.50" 1.66 DF ( 625)
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 22'- 0.0" -151/ 1038V -163/ 163H 5.50" 1.66 DF ( 625)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = 0.035" @ 8'- 9.8" Allowed = 1.054"
MAX TL CREEP DEFL = -0.080" @ 13'- 2.2" Allowed = 1.406"
MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL= -0.018" @ 21'- 6.5"
11-00 11-00 MAX HORIZ. TL DEFL= 0.028" @ 21'- 6.5"
f f 1'
4-11 6-01 6-01 4-11
fDesign conforms to main windforce-resisting
system and components and cladding criteria.
12 12
7.00 M-4x6 ' 7.00 Wind: 110 mph, h=loft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
4.0" Enclosed, Cat.2, Exp.B, MWFRS,
4 4.-7f interior zone, load duration factor=1.6,
ID
\ End vertical(s) not exposed to wind„
Truss designed for wind loads
in the plane of the truss only.
M-1.5x4 M-1.5x4
3
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JOB NAME: DR HORTON 3709 A - Al Scale: 0.2550
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Wim= GENERAL INOTEb, unleedB»rwise eparamete OREGON bi ��
1.Builder and enaction contractor should be advised of cep General Notes 7.This design M based only upon the parameters shown and Is ler an individual
Truss: A l and Warnings before contraction commences. building component.Appl abplty of design parameters and proper w
2.2s4 compression web bracing must be installed where shown.,
incorporation of component I the responsibility of the building designer. �� O
3.Additional temporary bracing to insure ehbplty during construction 2.Desppt asatanes the top and bottom chords to be INanly braced N O 7 1 4
la the reaponstlpy of the erector.Additional permanent bracing of Y o.c.and Nes o.c.scab as respectively unless braced throughout their length M d�
continuous sheathing such es plywood shesthing(TC)and/or drywell(BC). 'e'/ � t �J
DATE: 10/18/2016 the°veal structure k Me responsibility of the building designer. 3.2tt Impact bridging or lateral bracing required ware shown.. l�
4.Ne bed should be applied to any component until after ell bracing era 4.Installation of lone k Bre n of the respective
SEQ.: K 4 8 3 8 71 fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment,
TRANS I D: LINK dedgn loads be applied to any component and are for'dry condition'of use.
5.CompuTrus he no control over end assumes o responsibility ler the 6.Design mimes alp bearing at al supports shown.Shim or wedge n EXPIRES: 12/31/2017
fabrication,handling,shipment and Inaaletlon of components. rMaaery.
7.Pates WWI
tared drainage k na.,an October 19,2016
8.This design k furnished cabled to the limitations set font by 6.Plates chap be baled on both hoes of tows,and planed so fair center
TPINVrCA M SCSI.copies of which MI be banished upon request. lines coincide with pint center Inas.
M(Tek USA,Inc./Com uTnfa Software 7.6.7-SP2 1 L E 9,�eo indicate eke of pas In Inches.
p ( )' 10.For base connector plate design values see ESR-1311,ESR-t968(Mitek)
at i
This design prepared from computer input by
GREG ARIEL TRUSS
LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF f$16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -34) 57 2- 8=(-472) 1108 3- 8=(-327) 225
BC: 2x4 OF f116BTR SPACED 24.0" O.C. 2- 3=(-1373) 614 8- 9=(-273) 730 8- 4=1 -49) 349
WEBS: 2x4 OF STAND 3- 4=(-1093) 412 9- 6=(-472) 1108 4- 9=1 -49) 349
LOADING 4- 5=(-1093) 412 9- 5=(-327) 225
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1373) 614
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -34) 57
TOTAL LOAD= 42.0 PSF
OVERHANGS: 12.0" 12.0"
LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORS BAG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -151/ 1038V -163/ 163H 5.50" 1.66 DF ( 625)
vertical members (uon). REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 22'- 0.0" -151/ 1038V -163/ 163H 5.50" 1.66 DF ( 625)
BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160
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= 0.035" @ 8'- 9.8" Allowed = 1.054"
MAX TL CREEP DEFL= -0.080" @ 13'- 2.2" Allowed = 1.406"
MAX LL DEFL= -0.002" @ 23'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL= -0.003" @ 23'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = -0.018" @ 21'- 6.5"
11-00 11_00 MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5"
4-11 6-01 6-01 4-11
f f f f ,f Design conforms to main windforce-resisting
12 12
system and components and cladding criteria.
7.00 M-4x6
Q 7.00 Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
4.0" Enclosed, Cat.2, Exp.B, MWFRS,
4 .fey interior zone, load duration factor=1.6,
End vertical(s) not exposed to wind„
AL Truss designed for wind loads
in the plane of the truss only.
\3. M-2.5x4 or equal at non-structural diagonal inlets.
M-1.5x4 M-1.5x4
3 .
4
N
O N
1
'- 8 94. -
+ O
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i-oo 22-0o i-0o 4$' 2
89200PE -9f
JOB NAME: DR HORTON 3709 A -A2 Scale: 0.2550
, �wtie:9Q
WARNINGS: GENERAL NOTES, unless otherwise noted: Ille
1.Builder and erection contractor should be advised of al General Notes 1.This design la based only upon to parameters shown and Is for en individual OREGON
Truss: A2 and Warnings before construction commences. building component.Apptabllty of design parameters and proper
2 2x4 compression web bracing must be Installed where shown., lncorporetbn of component lathe responsibility of Me bulking designer. //1�
3.Additional temporary bracing to Insure stability during conahuvtbn 2.Design assumes the top end bosom chords to be laterally braced at LSV �" 14 2O A.
Is IM respore6lRy of the erector.Additional Dominant bluing of 7 ex.and at 10'o.c.respectively unless braved throughout thea length by V�
continuous sheathing such as plywood shad*tore
end/Or drywal(BC). '_/ -R p'1...\--
DATE: v
10/18/2016 the overall Mrudure le the responslbity of the building designer. 3.2x knead bridging or IaNrsl bracing required where Worm+. 1 1
No bm
ad eold be applied id
to Orly component until el blueing and 4.IeetaeNbn of bH the
u responsibility of to respective contractor.
SEQ.: K2 4 8 3 8 7 2 4.fasteners are a and et no time should anybeds 5.a assumes busses ere to be used Ina non-corrosive environment
complete greeter than sign
and are for'dry condition'of use.
TRANS I D: LINK design loads W applied to any component.
s.Deign assumes full bearing at w
al supporta shown.an or wedge t EXPIRES: 12/31/2017
n
5.CompuTnn has no control overbllth
and assumes no reaponey for e nemmnr
tebrkalon.h.ndta,g.shipment and ind.kNbn of vomponOrds. 7.Design assumes adequate drainage H provided. October 19,2016
8.This design is furnished sub)ed to the limtNbns set forth by e.PMNs shill be located on bath faces of true.and
TPUWTCA In SCSI,copies of which MN be furnished upon request knee coincide wen joint anter lines. Placed so their center
9.Digle Indicate eke of plate in Inches.
MtTek USA,IncJCompuTrus Software 7.6.7-SP2(1 L)-E 10.For Peek connector piste design values see ES12-1311.ESR-19118(MWTek)
This design prepared from computer input by
ARIEL TRUSS VANCOUVER WASH 360-574-7333
LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" Design conforms to main windforce-resisting
TC: 2x4 DF 4148TR LOAD DURATION INCREASE - 1.15 system and components and cladding criteria.
BC: 2x4 DF 4148TR SPACED 24.0" O.C.
Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
TC LATERAL SUPPORT <= 12"OC. UON. LOADING Enclosed, Cat.2, Exp.B, MWFRS,
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor=1.6,
DL ON BOTTOM CHORD - 10.0 PSF Truss designed for wind loads
Unbalanced live loads have been TOTAL LOAD = 42.0 PSF in the plane of the truss only.
considered for this design. LL = 25 PSF Ground Snow (Pg)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SFATIAL Gable end truss on continuous bearing wall UON.
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. ef
Rx2 or equal typical at stud verticals.
Refer to CompuTrus gable end detail for
complete specifications.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
11-00 11-00
T
12
7.00 2 IIM-4x4 12
3 `C..17.00
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M-2.5x4
M-2.5x4
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-0 22=00 -1 00 EFS s/02
� :9200P �v
JOB NAME: DP. NORTON 3709 A = A3 _ ,,� i
Scale: 0.3425 O •
t�
WARNINGS: GENERAL NOTES, unless otherwese noted NO /'I--
1.Builder and erection contractor should be advised of all General Notes 1.Th.design.based Dory upon the parameters shown and Is for an individual �� OREGON w- ��`+•
Truss: A3 and Warnings before construction commences. bail component.A 1�
Ing po Applies bOty of design perimeters and proper
2.b14 compression web Dieting must be Installed where shown.. incorporation of component Is the responsibility of the building designer. 2�� ,c'-
3.Additional temporary bracing to nsure stabdlty during conNrucllon 2.Deign ed.1 15 the top and bottom chorda to be latera Ay braced at /O / -t A
s the reeponsibAlty or the erector.Additional permanent bracing of 2'o c.and al ee c.c.respectively unless braced throughout Meir length by /�t
DATE: 10/18/2016 continuous sheathing such es plywood sheathing(TC)endror drywatl(BC). 4//, F?rl
the overall structure Is me responsibility of the building designer. 3.2v Impact bridging or literal bracing required where shown.+ L
SEQ.: K2 4 8 3 8 7 3 4.No bad should be eppied to any component until■Rbr all brining end 4.InsknatIon of trues la the responsibAty of the respect..contractor.
fasteners are complete and at no time should any beds greater men 5.Design assumes trusses are to be used in a non-corrosive environment.
TRANS I D: LINK design bads be applied to any component. end are/or dry con6tbn'of use.
6.Design assumes Nearing a
II bearing all supports snows.Shim or wedge If EXPIRES: 12/31/2017
m
5.CompuTrus has no control over end assumes no responsibility fore d9
necessary.
hbekehse.handling.shipment and Iecte Aetbn of components. 7.Design assumes adequate drainage s provided. C
Th.6.Thdesign b furnbhed subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center October 19,201 L7
TPL TCA In SCSI,copies of which will be famished upon request. Imes coincide with joint center Anes.
0.Digits Indlcete size of plate in inches.
MiTek USA.Inc.ICompuTn s Software 7.6.4 SP4(1 L)-E
10.for basic connector plate design values see ESR-1311,ESR-1948(MITek)
This design prepared from computer input by
GREG ARIEL TRUSS
LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 -34) 57 2- 8=1-376) 1149 3- 8=(-312) 204 4-14=(-106) 647
BC: 2x4 DF B16BTR SPACED 29.0" O.C.
WEBS: 2x9 DF STAND 2- 3=(-1439) 511 8-11=(-242) 875 8- 9=(-163) 522 12-14=(-174) 0
3- 4=1-1395) 477 11-13=1-168) 998 9-10=1-174) 0 14-15=1-163) 522
LOADING 4- 5=(-1395) 477 13-15=(-242) 875 9- 4=1-106) 647 15- 5=1-312) 204
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.01+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1439) 511 15- 6=1-376) 1149 11-10=( 0) 93
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -34) 57 10-12=1-372) 0
TOTAL LOAD= 42.0 PSF 13-12=( 0) 93
OVERHANGS: 12.0" 12.0"
LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
ADDL: BC CONC LL+DL= 62.5 LBS @ 11'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
M-3x4 where shown; Jts:2,6,9-10,12,19 0'- 0.0" -132/ 1069V -163/ 163H 5.50" 1.71 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 22'- 0.0" -132/ 1069V -163/ 163H 5.50" 1.71 DF ( 625)
Unbalanced live loads have been REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET.
considered for this design.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100"
MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed - 0.133"
MAX LL DEFL= -0.050" @ 12'- 7.8" Allowed - 1.054"
MAX TL CREEP DEFL= -0.218" @ 12'- 7.8" Allowed = 1.406"
MAX LL DEFL= -0.002" @ 23'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = -0.016" @ 21'- 6.5"
MAX HORIZ. TL DEFL = 0.028" @ 21'- 6.5"
11-00 11-00
T Design conforms to main windforce-resisting
5-08-15 5-03-01 5-03-01 5-08-15
' system and components and cladding criteria.
12 12 Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
7.00 M-4x6 ''':]7
00 Enclosed, Cat.2, Exp.B, MWFRS,
6.0" interior zone, load duration factor=1.6,
9 , End vertical(s) not exposed to wind„
WV Truss designed for wind loads
in the plane of the truss only.
M-1,5x4 M-1.5x4
3
i r
r 1
10 12 14
/, i , Kb
1 r" 1 » f M �+'a
9 11 13 15
o y M-4x6 M-2.5x6 M-2.5x6 M-4x6 1
0
M-3x6(S)
y l l �6�.so#y ,, ,
y 0!`Elp PR°FFs
5-10-11 0-11-042-06-05 3-03-09 2-06-05 0-11-04 5-10-11
y
y 11-11 l 10-01 �`Gj` (GNGS Nt�E9 �i0
1-00 22-00 i-00 Q� ,7 I,...
89200PE
JOB NAME: DR MORTON 3709 A - A4 Scale: 0.2425
: ice,'
2'hinted WARNINGS: GENERAL NOTES, unless emends.noted.
I.Balder and erection contractor should be advised of all Genera)Notes 1.TN.design N based only upon the psnmetn shown and N for an individual -74. / OREGON ,e/97
4.1I
Truss: A 4 and Warnings before construction commences. bolding component.Applicability of design parameters
10 proper i/ry-
2.20 eompresdon web bredng mud a InsliPed where shown+. N1cerporeB.n of component is Me rsaponelblly of the building designer. /0
3.Additional temporary bracing to Insure stability during construction ``2.Design assumes the lop and bottom dards b be Merely braced at A 2���"�
Is the responsibility Old erector,Additional permanent bracing of 7 OA.and at IV or.,respectively unless braced throughout their length by `t
DATE: 10/18/2016 the dwell structure h the continuous sheatsuch ss plywood sheathing(TC)armor d'ywall(BC)• �itiR R ILA_
responsibility of the building designer, 3hinted bridgingg on or'ateret txactrg required where shorn..
SEQ.: K2 4 8 3 8 7 4 4.No bad should be applied to any component unto slier sA bracing end 4.InetMatbn of trues is the maponsibi ly of he respective con rector.
fdeners are complete end at no)lana should any bads greeter Ian 5.Design sower,..tnnees are to be used In s nancorroshre environment.
T RAN S I D: LINK design beds be applied to any component, and m for-dry condition'of use.
5.CompuTm hes no control over end.slums'no responsbNly for Me 6.Design mum.full daring et A supports shown.Shim or wedge X EXPIRES: 12/31/2017
'abridge°,handling.shipment and Installation of components. mammy.
8.This design b furnished subject to the limitations wt forth by 7.RatesDeaighalbeassumes oted otfenoainage o muss,provida October 9,2� 6
D.Rates shall healed one both fads of hug,and placid so their ismer
TPWVTCA In SCSI,copies of which Al be furnished upon request. Imes coincide with joint center Anes.
NNTek USA,IneJCor11(nlTrua Software 7.6.7 SP2(1 L}E
B.Digits indicate.One of plate In Inches.
10.For basic connector plate design values see 000-1311,ESR-1966(MITek)
This design prepared from computer input by
ARIEL TRUSS VANCOUVER WASH 360-574-7333
LUMBER SPECIFICATIONS TRUSS SPAN 11'- 4.0"
Design conforms to main windforce-resisting
TC: 2x4 DF #1&BTP. LOAD DURATION INCREASE - 1.15 system and components and cladding criteria.
BC: 2x4 DF #1&BTR SPACED 24.0" O.C.
Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
TC LATERAL SUPPORT 0= 12"OC. CON. LOADING Enclosed, Cat.2, Exp.B, MWFRS,
BC LATERAL SUPPORT ,c= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor=1.6,
DL ON BOTTOM CHORD = 10.0 POE Truss designed for wind loads
TOTAL LOAD = 42.0 PSF in the plane of the truss only.
LL = 25 PSF Ground Snow (Pg)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall LION.
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET.
Ref
Rx2 or equal typical at stud Verticals-
Refer to CompuTrus gable end detail for
complete specifications.
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
5-08
5-08
f T
12
7.50 V IIM-4x4 12
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89200PE 9r"
JOB NAME: DR HORTON 3709 A - Bl Scale: 0.5586
WARNINGS: GENERAL NOTES. unless otherwise noted:
1.Budder end erection contractor should be advned of all General Notes 1.This desgn x based only upon the parameters shown and is for an Individual '7 ,e OREGON
w
Truss: B1 and ings before construction commences. buildingcon L ,liw 1�
component.Applicability of design parameters and proper A
2.244 compression web bracing must be installed where shown+. intarporation of component Is the resporwibili[y of the building designer, t ` 1
2.Design aaeumes the top and bottom chords to be lasers braced at �O r 14 (2-(3(2-(3 ��71�-
7.Additional temporary bracing to insure stn bAity during conahuctbn ly `f
is the fesponse lily of the erector.Additional permanent bracing of 2'o.c.and at 10•o.e.respectively unless braced 1Motghwd their length by
DATE: 10/18/2016 the overall structure h em respsesib Fty er the budding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 114R R I Lv.
3.2s Impact bridging or lateral bracing required where shown••
SEK2 4 8 3 8 7 5 4.No bed should be applied to any component until after all bracing and 4.Installation of truss is the re onsb
4 ctive contractor.
fasteners are complete end at no time should any beds greeter than 5.Design assumes trusses are to be used in a nonaco sive environment
TRANS I D: LINK design loads be applied to any component and ere for'dry condition'of use.
5.CompuTrus has no control over and assumes no responsbAhy for the 6.Design assumes lull bearing et all supports shown.Slum or wedge if EXPIRES: 12/31/2017
necessary.
febncshoe.handling,shipment and installation of components. 7.Design assumes ado /� �+
6.This design h furnished s� a pante drainage is provided.
October 19 r 2 d 16
g Ikt to the limitations sol forth by 6.Plates abet be touted on both faces of truss,and placed so their corder
TPI/WTCA In BCSI•copies of whsch v dl be furnished upon request. Ines coincide with Joint center Imes.
MiTek USA,Inc./CompuTrus Software 7.6.4 SP4(1L�E 9.Digits indicate size of plate in inches.
10.For basic connector plate design values see ESR-1311.ESR-19ee(MTek)
This design prepared from computer input by
ARIEL TRUSS VANCOUVER WASH 360-574-7333
LUMBER SPECIFICATIONS TRUSS SPAN 5'- 7.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF#189TR LOAD DURATION INCREASE = 1.15 1-2=( -38) 57 2-5=(-90) 4 3-5=(-170) 119
BC: 22x9 DF #16BTR SPACED 24.0" O.C. 2-3=(-100) 78
WEBS: 2x9 DF STAND
3-4=( 0) 0
LOADING
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -63/ 380V -92/ OH 5.50" 0.61 DF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 7.0" -26/ 225V -92/ OH 2.00" 0.36 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2009 AND IRC 2009 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"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = -0.077" @ 2'- 10.0" Allowed = 0.357"
MAX TC PANEL TL DEFL = -0.089" @ 2'- 10.0" Allowed = 0.536"
MAX HORIZ. LL DEFL = 0.001" @ 0'- 5.5"
5-03-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 0'- 5.5"
12 This truss does not include any time dependent
7.00 M-1.5x4 4 deformation for long term loading (creep) in the
-/ total load deflection. The building designer
shall verify that this parameter fits with the
intended use of this component.
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 110 mph, h=ZOft, TCDL=9.2,BCDL=6.0, ASCE 7-05,
moEnclosed, Cat.2, Exp.B, MWFRS,
Iinterior zone, load duration factor=l.6
t End vertical(s) not exposed to wind.,
OTruss designed for wind loads
rn in the plane of the truss only.
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JOB NAME: DP. HORTON 3709 A - CIA Scale: 0.5510
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1. et
Builder: GENERALThis
linIs NOTES, unless*ntpee mete 7, OREGON �/
1.Bolder and erection contractor should be arNhed of all General iotas 1.Tete design b based only upon the perimeters shown and Is bran Individual
Truss: CIA and Warnings before construction commences. building component.App oaheb of design parameters and
proper A
ucit
2.2r4 eompressbn web bracing must be Installed where shown., incorporation of component b this nsponslbiRy o}the building designer.
L
3.Addebnal temporary bracing to neon stability during conahuetion 2.Design assumes the top and bottom chords to be laterally braced a1 `0 ` '�4 2O P-�-
Is the responsbUly of the erector.Additional permanent bracing of 2'o.e.and at f Cr o.c. shy wiles*braced throughout ler length by V
continuous sheathing such es plywood shealdng(TC)and/or drywel(BC). 'i -R R I O, el
DATE: 10/18/2016 the*verse structure is the responsibility of the budding designer. 3.2r hoped bridging or lateral bracing required where shown..
SEQ.: K2 4 8 3 8 7 6 4.No load should be spelled to any component until after al bracing end 4.Installation entrust*the responsibility of the respecWe contractor.
fasteners are complete and at no Urns should any bads greeter man 5.Design assumes trusses are to be used in a non-corrosive environment.
TRANS I D' LINK design bade be applied to any component and are for'dry condition'of use.
5.CompuTnn hes no control over and assumes no reeponsbity for the e.Design assumes full bearing at al supports shown.SNm or wedge M EXPIRES: 12/3112417
necessary. LL,,
fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drained*is provkied.
October 19,2016
6.This design Is honhhed sub)ect to the lmeatbns set brat by 6 Metes shell be located on both feces of truss.and placed so their anter
TPINWCA In SCSI,copies of which vee be furnished upon request. Ones coincide wdh Joint center lues.
NllTek USA Inc./Com uTrus Software 7.6.4 SP 1 L E 9.Digits Indicate site of plate in Inches.
p )- t0.For bask connector plate design rabies see ESR-1311.ESR•1966(MRek)
This design prepared from computer input by
ARIEL TRUSS VANCOUVER WASH 360-574-7333
LUMBER SPECIFICATIONS TRUSS SPAN 5'- 7.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-38) 57 2-4=(-104) 0
BC: 2x4 DF #16BTR SPACED 24.0" O.C. 2-3=(-73) 95
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 SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -50/ 345V -105/ OH 5.50" 0.55 DF ( 625)
3'- 11.0" -79/ 111V 0/ OH 2.00" 0.18 DF ( 625)
LL = 25 PSF Ground Snow (Pg) 5'- 7.0" 0/ 92V -105/ OH 2.00" 0.15 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.071"
MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.094"
MAX BC PANEL LL DEFL = -0.015" @ 2'- 7.2" Allowed = 0.246"
5-07 MAX BC PANEL IL DEFL = -0.028" @ 3'- 2.0" Allowed = 0.328"
1 '1 MAX HORIZ. LL DEFL = 0.001" @ 3'- 11.0"
12 MAX HORIZ. TL DEFL - 0.001" @ 3'- 11.0"
7.00
This truss does not include any time dependent
deformation for long term loading (creep) in the
total load deflection. The building designer
3 shall verify that this parameter fits with the
intended use of this component.
(4
Design conforms to main windforce-resisting
system and components and cladding criteria.
N Wind: 110 mph, h=loft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
co interior zone, load duration factor=1.6,
Truss designed for wind loads
in the plane of the truss only.
N
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y y y
1-00ROVIDE FULL BEARING;Jts:2,3,9 I 5-07 P R OFFS
$ s,(92
89200PE lir'
JOB NAME: DP. NORTON 3709 A - C1B Scale: 0.6308110
r�
WARNINGS:a GENERAL NOTES, unless otherwisepar me te' "7 OREGON
1.Builder and erection contractor should be advised of all General Notts 7.This design is based only upon the parameters shown and Is bran IrWNldud
Truss: Cl B and Warnings before construction commences. building component.Applicability of design parameters and proper A
2.2x4 compression web bracing must be Mhkd where Itowau o. tx
IneorporNbn of component k the resporWbiry of Ms building designer. '2-°\
O 1 fe,��
3.Additional temporary bredng to insure debility during construction 2.Design assumes the top and bosom sherds b W leerily braced at i 4 L
Is the responsbliy of the erector.Additional permanent bracing of o.c,and et Id c.c,respectNey union braced throughout their length by
DATE: 10/18/2016 the overall structure k the responsibility of the buridlg designer. 3 wunuoue sheathing such as plywood requiredsheetwhere
s■rMlor drywal(BC). R p 1 l V"
Impact bridging or Word bredrg where shovm«*
f�f1 1 l�
SEQ.: K2 4 8 3 8 7 7 4.No ked should be applied to any uamponeM cell after all bracing and 4.hnektbn Whims Is the responsibility of the respective contractor.
fasteners m complete and at no erne should any bade greater then 5.Design assumes hums unto be used Ina noncorrosive erwironment,
TRANS I D: LINK design bads be applied to any component and are for dry Gond tIen of use
5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes cul bearing Hal supports shown.Shim or wedge t EXPIRES: 12/31/2017
nese they. L, C
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 1 9,2016
6.This design is banished au blest to the Frnifations set forth by 6.Plates shell be located on both faces of trust,and plead so their center
TPIWrCA In BCSI,poples of which will be furnished upon request. lines coincide with Joint center Ines.
9.Digits indicate size of plate in inches.
MiTek USA,Inc.CompuTrus Software 7.6.4SP4(1 L)E 10.For basic connector piste design values sea ESR-1311,ESR-1906(Wok)
This design prepared from computer input by
ARIEL TRUSS VANCOUVER WASH 360-574-7333
LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x9 OF $1&BTR LOAD DURATION INCREASE = 1.15 1-2-(-38) 57 2-5-(-65) 4 3-5=(-115) 56
BC: 2x9 DF II1&BTR SPACED 24.0" O.C. 2-3=(-7B) 59
WEBS: 2x9 DF STAND 3-4-( 01 0
LOADING
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -55/ 315V -66/ OH 5.50" 0.50 DF ( 625)
LL = 25 PSF Ground Snow (Pg) 3'- 7.0" -10/ 139V -66/ OH 2.00" 0.22 DF ( 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/186
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003^ @ -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = -0.012" @ 1'- 8.8" Allowed = 0.203"
MAX TC PANEL TL DEFL= -0.012" @ 1'- 8.8" Allowed = 0.309"
3-03-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 0'- 5.5"
MAX HORIZ. TL DEFL = 0.000" @ 0'- 5.5"
12 This truss does not include any time dependent
7.00 17 deformation for long term loading (creep) in the
total load deflection. The building designer
shall verify that this parameter fits with the
intended use of this component.
M-1.5x4 4
WiriliLl, ..2
Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
Enclosed, Cat.2, Exp.B, MWFRS,
in interior zone, load duration factor-1.6
0 End verticals) not exposed to wind.,
in Truss designed for wind loads
tp
I in the plane of the truss only.
N
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1-00 3-07 4(5°) P R OPR-.., '
�`c."3 �NGI{NE�ci9 /O
2
..‘_•44' 89200PE yr
JOB NAME: DR HORTON 3709 A - C2 Scale: 0.6053 .. /
WARNING.: GENERAL NOTES, unless°teniae noted.
y OREGON ��
1.Builder and erection contractor should be advised of al General Notes 1.This design le based only upon the parameters shown and is for en hdlrldusl
Truss: C 2 and Warnings before conahudion commences, bulding component Applatillty of deelgn parameters and proper !j �b {I`
2.2s4 compression web bracing mud be braided where shown., iuwrtwnlan of component N the renponsiblky erne building designer. I/� / 2-°\
�Q +�..
S.Addlbnal temporary bracing b insure stability during construction 2.Design assures the top and bottom chords to be latently braced at CJ e)v i
k the negotiability of the erector,Additlonsi permanent bracing of z o.c.and M t0 0.0.respedivety mine braced throughmd thet length by }rte `_
continuous'tweeting such as plywood aheethi g(TC)aria drywvl(BC). `R R RA.'
DATE: 10/18/2016 the overall dtnrdue is the respomlbily of the building designer. S.2a Impact bridging or lateral braetg required where shorn+•
S E K2 4 8 3 8 7 8 4.No bMould ould be applied to any component until sittebracinglati
r el bracing and 4.Instaon of hues Is the responsibility of the respective contractor.
Q' fasteners aro complete and at no time should arty bads greater Mian 5.Design assumes trusses are to be used Ina non-corrosive environment,
design bade be applied b any cemponant. and are br"dry condition'of urn.
TRANS I D: LINK 6.Design sesames ted bearing et sit supports shown.Shim or wedge if EXPIRES: 12/31/2017
5.CompuTnn hes no control over and assumes no responsbty for the
necessary. I,,
fabrication,trending,shlpnam and Indakion of components. 7.Dele Design assumes adequate drainage provided. October 1 9
6.This design is furnished subject to iM Nmd lion'set Forth by 8.Plates dui be located on both faces of hose.and placed so I at center ,2016
TP WufICA In SCSI.copies of whish rote be furnished upon request, lines coincide with Joint center Ines.
9.MITek USA,Inc./Co Trus Software 7.6.4-SP 1 L E B Digb indicate siro m plate inerts
mPu � � 10.For base connector piste design values see ESR-1311.ESR-1966(HgTek)
This design prepared from computer input by
ARIEL TRUSS VANCOUVER WASH 360-574-7333
LUMBER SPECIFICATIONS TRUSS SPAN 3'— 7.0" Design conforms to main windforce—resisting
TC: 2x4 DF 61&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria.
BC: 2x9 DF g1&BTR SPACED 24.0" O.C.
WEBS: 2x4 DF STAND Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
LOADING Enclosed, Cat.2, Exp.B, MWFRS,
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE interior zone, load duration factor=l.6
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF End vertical(s) not exposed to wind.,
TOTAL LOAD= 92.0 PIE Truss designed for wind loads
in the plane of the truss only.
LL= 25 PSF Ground Snow (Pg)
M-1.5x4 or equal at non—structural
vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Note:Truss design requires continuous
bearing wall for entire span UON.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY.
3-03-04 0-03-12
1 T T
12
7,00
M-1.5x4 4
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JOB NAME: DR HORTON 3709 A — C3
Scale: 0.6475WA
1. CC
RNINf�i: GENERAL.T, gnisb. unless upon the
"�OREGON �4/
Truss: C 3 Bolder and erection contractor should be advised of all General Notes 1,Thte dselgn is based oHy Ma p■remetere shown and is for an trrdMdusl
and Warnings before construction commences. bolding eamponenl ApplicabEly of design Decameters and proper GDc
2.bn4 cemprasbn web bracing moil W InMaMd where sfewn+, kdxrperedon of component k the responsibility of the building designer, 'A q l� 1 4 2-C)1\ 4
2 Design assumes Me top and bottom chords to be Mere breed al v r ��
S.Addlionel temporary bracing to Insure stability during construction 7 o.c,and at 1G os,respectively unless braced throughout thele length by Q
M the of the enactor.Addilon al r)emit M�s i R I LA-
DAT E: 10/18/2016 the overall structure Is the of the permanent braang et
Continuous sheathing each as plywood sMalMng(TC)mrYw drywal(BCi.
resprnaPoRy bulling designer. S.Zd lmpaq bridging or littoral bracing required*ere a1n01M1•+
SEQ.: K 2 4 8 3 8 7 9 4.No lead should be applied to any component unite atter al bracingM
and 4.Irelatien of tons is the responsibility of the respective contractor.
fasteners m complete and at no arm should any loads greater than 5.Design assumes tenses are to be used Ina non-corrosive emlronment.
TRANS I D• LINK deNgn loads be applied to any component. and are tor-dry condition"of use.
5.CompuTrus Ms no control over and assumes no responsibility for the 0.Deegn assumes full bearing al sl supports shown.SNm or wedge I
•�•ry. fS EXPIRES: 12/31/2017
fabrication,handling.shipment and Mstotalon of components. 7.Design assumes adequate drelmge is provided. October 1 9
6.This design Is furnished subject to the limitations set tote by 6.Plates shot be located on both faces of truss.and ,2016
TPliWTCA In SCSI,copies of which wit be furnished upon request. Ines cekncids,Na, D so their Center
Joint poled Ines.
9.Digits Indicate sire of pts in inches.
MfTek USA.InciCompuTrua Software 7.6.4-SP4(1 L)-E 10.For basic convector plate design valves see ESR-1311,ESR-1666(MiTek)
w
This design prepared from computer input by
ARIEL TRUSS VANCOUVER WASH 360-574-7333
LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x9 DF#16BTR LOAD DURATION INCREASE = 1.15 1-2=1-38) 57 2-5=(-43) 7 3-5=(-103) 38
BC: 2x9 DF#1&BTR SPACED 24.0" D.C. 2-3=(-85) 61
WEBS: 2x9 DF STAND
3-4=(-12) 9
LOADING
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.D) ON TOP CHORD = 32.0 PSF
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" 0'- 0.0" -58/ 301V -45/ OH 5.50" 0.98 DF ( 625)
12 LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -19/ 69V -45/ OH 2.00" 0.11 DF ( 625)
7.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" 9 -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133"
MAX TC PANEL LL DEFL = -0.002" 9 0'- 11.9" Allowed = 0.080"
MAX TC PANEL TL DEFL = 0.003" 9 0'- 11.3" Allowed = 0.120"
MAX HORIZ. LL DEFL = 0.000" 9 0'- 5.5"
MAX HORIZ. TL DEFL = 0.000" 9 0'- 5.5"
This truss does not include any time dependent
M-1.5x4 4 1 deformation for long term loading (creep) in the
total load deflection. The building designer
3 shall verify that this parameter fits with the
intended use of this component.
I I
N Design conforms to main windforce-resisting
o system and components and cladding criteria.
l
,.o
o Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
.It Enclosed, Cat.2, Exp.B, MWFRS,
interior zone, load duration factor=1.6
N/- I I End vertical(s) not exposed to wind.,
0 Truss designed for wind loads
1 - I I in the plane of the truss only.
c
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M-2.5x4 M-1.5x4
y J, y
1-00 2-00 ' -, D PROF4-,
�.5 ANG`NEEi9 /0
89200PE -9_,JOB NAME: DR HORTON 3709 A - C44101/�
Scale: 0.9973 • 44PP _
WARNINGS: GENERAL NOTES. tinkles otherwbe noted: Cr
1.Bunter and erection contractor should be advised of an General Notes 1.This designr
Truss: C4 Abate.1pIuponthepsromep r shownandIsspanIrWNldual �� OREGON ��/
• and Warnings before construction ammenaa building component.Applkabney of design parameters and proper A
2.2,14 compression web bracing mud be Metalled whore shown+,
incorporation of amporant is the responsibility Mew building designer. O 1
3.Additional temporary beading to kreuro stability during construction 2 Design assumes the top and bottom chorda to be Weirdly braced d 'O '4 T
k the responeftity of the erector.Additonal permanent bracing of 2'e.o.and et 117 o.c.rsect,as ply unless braced throughout their length by `_
DATE: 10/18/2016 the overall structure is the responsibility or the building designer. D01Woad bri sheathing such b acing re vied when sown) ..drywen(BG). �� i i��
3.2a Impact bridging or lateral bracing required where drown+« 1
4.No bad should be applied to any component unafter Si bract end 4.Installation of truss is the responatbt ttie y o1 respective contractor.
SEQ.: K2 4 8 3$8 until Profaners are complete and d no lane should any beds greater than 5.Design assume trusses ereto be used in a non-corrosive environnant,
and are for'dry condition'of use.
TRANS I D: LINK dedgn bads be applied to any component. 6.Design assumes Nn bearing d aftauppods shown.Siem or wedge if EXPIRES: 12!3112017
5.CompuTrue has no control over and assumes no reaponalbNM
ly for a necessary
fabrication.handing,shipment and installation of components. 7.Design assumes adequate driftage is provided. October 19,2016
6.This deign Is furnished tabled to the limitations set forth by S.Plates shall be bated on both fans of truss.and
placed**their centerTPrCA In SCSI.copies of which eel be furnished upon request, Ines coincide with joint center Ines.
YW
9.Digits Indite%etre of plate N Inches.
MITek USA.InciCompuTrus Software 7.6.4SP4(1L)-E 1o.For beak connector plate design virtues see ESR-1311.ESR-1966(MITek)
This design prepared from computer input by
ARIEL TRUSS VANCOUVER WASH 360-574-7333
LUMBER SPECIFICATIONS TRUSS SPAN 2'— 0.0" Design conforms to main windforce—resisting
TC: 2x4 DF #16BTR LOAD DURATION INCREASE= 1.15 system and components and cladding criteria.
BC: 2x4 DF dl&BTP. SPACED 24.0" O.C.
WEBS: 2x4 DF STAND Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
LOADING Enclosed, Cat.2, Exp.B, MWFRS,
TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF interior zone, load duration factor=1.6
BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 POE End vertical(s) not exposed to wind.,
TOTAL LOAD = 42.0 PSF Truss designed for wind loads
in the plane of the truss only.
LL = 25 PSF Ground Snow (Pg)
12
7.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note Truss design requires continuousREQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. bearing wall for entire span DON.
BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY.
M-1.5x4 4
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0
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1151).111111111111111111.11111I
I
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JOB NAME: DP. HORTON 3709 A — CS Scale: 0.9973 ,41111111111k.°5"
WARNINGS: GENERAL NOTES, unless n the se noted' I.—7 OREGON E G O N ��/�
1.Budder end erection co ntrador sMukt be advised of all General Notes I.Thio design Is based only upon the peramete rs shown and Is for an Individual v w
Truss: C5 and Warnings before construction commences, bulding component.Applicability of design parameters and proper A[V'
2.2x4 compression web bracing must be Installed where stews., incorporation of component n the responslM'Ffy of Me budding designer, r2-C'''\
O` � '
3.Additional temporary bracing to nwre stability during constructionigildas2.Design assumes Me top and bottom chords to be laterally braced at O 14 L
Is the responsibility of the erector.Addhonal permanent bracing of 2'o,c.and at 10'p.p.respectively Led 5 braced throughout Meir s fl)B by
continuous sheathing..ch es plywood sheething(TC)and/or drywed(BC). L7 R I 1
DATE: 10/18/2016 Aythe overall struchxe b Me responsibility of the building designer. 3.2x Impact bridging or tete.bracing required where shown.. f�fl 1—
SEQ.: K2 4 8 3 8 8 1 4.No bed should be applied to any component until after all bracing and 4.Installation of Inns Is the responsibility of the respective contractor.
V O O fasteners are complete end at no lime should any toads greater then 5.Design assumes trusses are to be used in a non-corrosive environment.
TRANS I D• LINK design bads be applied la any component. and are br dry eeeAtce el use.
5.0empcTe s hes ee control over and assumes ee responsibility for the 6.Design assumes full bearing et al supports shown.Shim or wedge if i EXPIRES: 12/31/2017
necessary.
fabrication,handling,shipment and installation of components- 7.Design assumes adequate drainage is provided.
6.This designs furnished subject to the dmlatlons set forth by 8.Plates shad be located on both feces of truss,and placed so Meir center October 19,2016
TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint anter fines.
MTek USA,InciCo uTrus Software 7.6.4-SP4 1 L E 9.FDor
b indicate cote ectstyofplatea ign values
fT1P ( � 10.For basic connector plate design values see ESR-1311,ESR-1968(MTek)
This design prepared from computer input by
ARIEL TRUSS VANCOUVER WASH 360-574-7333
LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x9 DF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=1-38) 57 2-4=(0) 0
BC: 2x9 DF #I16BTR SPACED 24.0" O.C. 2-3=(-77) 61
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 SQ.IN. (SPECIES)
OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -67/ 322V -69/ OH 5.50" 0.52 DF ( 625)
1'- 11.0" 0/ 54V 0/ OH 2.00" 0.09 DF ( 625)
LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -33/ 96V -69/ OH 2.00" 0.15 DF ) 625)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET.
VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180
BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX BC PANEL LL DEFL = -0.002" @ 1'- 0.6" Allowed - 0.067"
MAX BC PANEL TL DEFL = -0.003" @ 1'- 0.6" Allowed = 0.089"
4-00 MAX HORIZ. LL DEFL = 0.000" @ 0'- 5.5"
I l' MAX HORIZ. TL DEFL = 0.000" @ 0'- 5.5"
12 This truss does not include any time dependent
7.00 deformation for long term loading (creep) in the
total load deflection. The building designer
shall verify that this parameter fits with the
intended use of this component.
3 -/
per' Design conforms to main windforce-resisting
system and components and cladding criteria.
Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
N Enclosed, Cat.2, Exp.B, MWFRS,
o interior zone, load duration factor=1.6,
aho Truss designed for wind loads
o in the plane of the truss only.
N
CV
1
O
1
d
O
M-2.5x4
y y y
1-11 2-01
y ), y
(PROVIDE ITT7D BEARING;Jts:2,4,3 I 4-00 ,<ikV) P R Op
p40u
6-c-a v„.. NEF}4 /d
2
.489200PE 9!
JOB NAME: DR HORTON 3709 A- C6 Scale: 0.5999 'AggiiiiiiiiR .
WAf1NwOt: GENERAL NOTES, unless ofherwl..noted: OREGON [vQ
1.Builder and erection contrsder should be eddied of all General Notes I.This design Is based only upon the parameters shown and la for en Individual A�
Truss: C 6 and Warnings before conabucfbn commences, building component.Applicability of design parameters and proper % K. /`
1 2n4 oompresdon web bradng must be iotagad Mare shown•, loorporelbn of component N the responaiibtilly of IM burg designer. ,•�O��4
3.Additional temporary bracing to bourn dabdAy dung construction 2.Design assumes the top and bottom dards to be laterally braced at O 14 (�
Is the resporldbily of the erector.Addgloetal permanent bracing of I o.c,and stiff o.a respectively unisse bawd throughout their length by
DATE: 10/18/2016 the overall structure Is the respon,Pollty of the building designer. 3.Dt Impact
*mating or t lb plywood aired W g(TC)andlor uiyweg(BC). 41&'R p l
mpad dglg or altered bracing required wAtarc shown++ f1 L
SEQ.: K2 4 8 3 8 8 2 4.No load should be applied to any component until alter ell brecing end 4.Indaflaf tion of truss Is the responsibility oil.respective contester.
listeners are complete end at no lime should any bads greater than 5.Design assumes busaas are to be used M a noncorrosive environment. .
TRANS I D: LINK design bads be espied to wry component. g.p�,g„are:eunnr"drys n ,rdrr pf sl use.supports atawn.Shim or w.ege If
5.CempuTrus has o control over end assumes no responsibility br the ,„w„ay. EXPIRES: 12/31/2017
fabrication,handing,shipment and instigation of components. 7.Design assumes'claques drainage Is provided. October 1 9,201 6
N.This design Is furnished sub)ed to the limitations set form by 8.Plates shag be boated on both faces of hues,and paced w Meir center
TPWVTCA In SCSI,copies of which se be furnished upon request. lines coincide with Joint center lines.
MTek USA,InciCompuTrus Software 7.6.4-SP4(1 L)E 10.For Digits ce need of pate M ludas
pate design valva nae ESR-1311,ESR-i 988(f MTek)
This design prepared from computer input by
GREG ARIEL TRUSS
•
LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00
TC: 2x4 DF #168TR LOAD DURATION INCREASE = 1.15 1- 2=( -30) 43 2- 8=(-447) 1082 3- 8=(-310) 201
BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1240) 539 8- 6=(-447) 1082 8- 4=) -47) 459
WEBS: 2x4 OF STAND 3- 4=) -926) 327 8- 5-(-310) 201
LOADING 4- 5=( -926) 327
TO LATERAL SUPPORT [= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-1240) 539
BC LATERAL SUPPORT (= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( -30) 43
TOTAL LOAD= 42.0 PSF
OVERHANGS: 12.0" 12.0"
LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA
LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -122/ 828V -89/ 89H 5.50" 1.32 DF ( 625)
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 17'- 0.0" -122/ 828V -89/ 89H 5.50" 1.32 DF ( 625)
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180
MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133"
MAX LL DEFL = 0.033" @ 8'- 6.0" Allowed = 0.804"
MAX TL CREEP DEFL = -0.075" @ 8'- 6.0" Allowed = 1.072"
MAX LL DEFL = -0.002" @ 18'- 0.0" Allowed = 0.100"
MAX TL CREEP DEFL= -0.003" @ 18'- 0.0" Allowed = 0.133"
MAX HORIZ. LL DEFL = -0.014" @ 16'- 6.5"
MAX HORIZ. TL DEFL = 0.022" @ 16'- 6.5"
8-06 8-06 Design conforms to main windforce-resisting
4' f f system and components and cladding criteria.
4-06-04 3-11-12 3-11-12 4-06-04 Wind: 110 mph, h=loft, TCDL=4.2,BCDL-6,0, ASCE 7-05,
4' 1' 4' 1' 4' Enclosed, Cat.2, Exp.B, MWFRS,
12 12 interior zone, load duration factor=1.6,
))M-4x4
5.00 G' d5.00End
windexposed
wind„
4.0" in the plane of the truss only.
4 ¢-e(
11111 Z
M-1.5x4 1.0"
M-1.5x4
3 5
r
c
1
.-I - Allillbbcai.7 c
I rn 1 2 sora iii Rix 7
6
o M-2.5x4 M-3x8 M-2.5x4 0l
y
y y 8-06 y 8-06 y �G�vO r ROp�ss
1-00 17-00 y 1-00 y r�5 `�NG`INEF� Wo
�c,
89200PE of
JOB NAME: DR HORTON 3709 A - D1 Scale: 0.3584 �_
/S%-41-1111.- All I
WARNINGS:[: O.ThI NOTES, unless the see noted: p� OREGON lV�
1.Builder and erection contractor should be advised of all Goner&Notes 1.This design le based only upon the parameters shown and Is for art Individual
Truss: D1 and yyerry before construction commences. building
2.2x4 compression web brains meet be Swilled when shown..
incorporation o sld.AppgeaN at of design parameters and proper /�
component Is the responsibility of the building designer.
3.Additional temporary bracing to meow W pity during construction
2.Design mums the top end botlom d+erds to be Nterany braced at ,O '�(� 23 �#
Is the responsibility of the erector.Additional permanent bracing of 7 o.n.and at 117 e.a rospedNsy unless braced throughout their length by Q
10/18/2016 Ine overall structure h rat. continuous',warning or
sIs as plywood dreg ng(TC)and/or drywen(sC), •✓/ -i R10-
DATE: �J
nsponsmlRy or the building designer. 3.2x impact bridging or%WM brains required when shown.. !�
S E K2 4 8 3 8 8 3 4.No bad should be applied to any component until arts,al brechg end 4.Indelletbn of trues is the respective of the
Q- fasteners are eanple%end*no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment.
T RAN S I D: LINK design bads be applied to any component. and are for"dry condition'of use.
5.CompuTrus hes no control over and assumes no responsibility for the
s.Design assumes �• et el unmade shown. ,or wedge tl EXPIRES: 12/31/2017
nedsory.
fabrication,handing,shipment and Installation of components. 7.arraign assumes arhquste drainage Is provided.
6.This design Is furnished subject to the Rash.'set forth by 8,Metes shell be located on both laces oftheir a
dimes,and pieced so nter October 19,2016
TPVNRCA In SCSI,copies of WMCt will be furnished upon request. lines colndde wnh Joint carder lines.
MfTek USA,Inc/Co Trus Software 7.8.7SP2 1 L E 9.Digits Indicate size of plate h inches.
mpu ( 10.For basic connector plate design values sea ESR-1311,ESR-1986(Welt)
This design prepared from computer input by
GREG ARIEL TRUSS
LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" Design conforms to main windforce-resisting
TC: 2x4 DF 111&BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria.
BC: 2x4 DF ill&BTR SPACED 24.0" O.C.
Wind: 110 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-05,
TC LATERAL SUPPORT <= 12"OC. UON. LOADING Enclosed, Cat.2, Exp.B, MWFRS,
BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor=l.6,
DL ON BOTTOM CHORD = 10.0 PSF End vertical(s) not exposed to wind„
TOTAL LOAD = 42.0 PSF Truss designed for wind loads
in the plane of the truss only.
LL = 25 PSF Ground Snow (Pg)
LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON.
REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M-1x2 or equal typical at stud verticals.
Refer to CompuTrus gable end detail for
BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications.
AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.
8-06 8-06
12
12
5.00
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TIM-4x4 Q 5.00
3
1111
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ail
0 1 57" /// ///i% o
0
0
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M-2,5x9
yy
D PROF
1-00 17-00 - \c, NGIN '^'s/d
Q :9200P yr
JOB NAME: DP. NORTON 3709 A - D2 Scale: 0.4584
/� r
man 41101-11
A'
WARNINGS: GENERAL NOTES, unless a t,e rise noted
72+
� O R E G O i V li
��
1,Builder and erection contractor should be advised of al General Notes 1.This design p based only upon the parameters sMvm and is for an indNldual A_
47 Truss: D2 and Warnings.fore construction commences. building component.Appoeabiliy of design parameters and proper A 1�
2.2x4 compression web bracing must be inetakd where shove•. incorporation al component*the responslbilly of the building designer. /0 1�
3-Addl..'tem , brat 2.se e.assumes the top and bosom chorda to be lt,xgt'y footed at r (2-C)' )
temporary bracing*Insure eta bury during construction 7 o-c.and at is o.c,respedNely unless braced throughout their length by ///......
1r
Is the retpoesiblirly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywet(BC). , - R 4
DATE: 10/18/2016 the overall structure is the respono55ty of t.building designer. 3.2x Impact bridging or lateral bracing required where shown••
SEQ.: K2 4 8 3 8 8 4 4.No bad should be applied to any component until attar a1 bradrg and 4.Installation of truss is the responsibility of the respective contractor.
fasteners are complete and at no time should arty bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment.
TRANS ID• LINK design bads be applied to any component. end are for"dry condition"of use. n/ i CompuTrus6.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES. L/ I/20 i 1
5.CompuTrus has no control over end assumes no responsli the
e necessary
fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided.
October 19,2016
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
TP WVTCA In SCSI,copes of which roll be furnished upon request. Tines coincide with pant center Ines.
9.Digits indicate Sr.of plate in Inches.
MiTek USA.Inc./CompuTrus Software 7.6.7-SP2(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek)
Symbols Numbering mbering System A ► General Safety Notes
PLATE LOCATION AND ORIENTATION
1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property
4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury
r��= Dimensions are in ft-in-sixteenths.
NIL Apply plates to both sides of truss
and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g.
TOP CHORDS diagonal or X-bracing,is always required. See BCSI.
0-116" c1-2 c2-3 2. Truss bracing must be designed by an engineer.For
I wide truss spacing,individual lateral braces themselves
116\1111:41)444may require bracing,or attemative Tor I
311,-11/11111
Obracing should be considered.
Ai Oip,
�� UO= 3. Never exceed the design loading shown and never
CJ stack materials on inadequately braced trusses.
0 a
p 4. Provide copies of this truss design to the building
For 4 x 2 orientation,locate C7 8 C6 7 cs s designer,erection supervisor,properly owner and
plates 0- '!i/'from outside BOTTOM CHORDS all other interested parties.
edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint
INNINIMII required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1.
connector plates. THE LEFT.
7. Design assumes trusses will be suitably protected from
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1.
*Plate location details available in MiTek 20/20 NUMBERS/LETTERS.
software or upon request 8. Unless otherwise noted,moisture content of lumber
shall not exceed 19%at time of fabrication.
PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for
ICC ES Reports: use with fire retardant,preservative treated,or green lumber.
The first dimension is the plate 10.Camber is a non-structural consideration and is the
4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to
to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection.
the length parallel to slots.
11.Plate type,size,orientation and location dimensions
indicated are minimum plating requirements.
LATERAL BRACING LOCATION
12.Lumber used shall be of the species and size,and
Southern Pine lumber designations are as follows: in all respects,equal to or better than that
i� Indicated bysymbol shown and/or SYP represents values as published specified.
�� y by AWC in the 2005/2012 NDS
by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at
output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design.
if indicated.
14.Bottom chords require lateral bracing at 10 ft.spacing,
BEARING or less,if no ceiling is installed,unless otherwise noted.
15.Connections not shown are the responsibility of others.
II Indicates location where bearings
(supports)occur. Icons vary but O c 16.Do not cut or alter truss member or plate without prior
■ O reaction section indicates joint 2012 MiTek®All Rights Reservedapproval of an engineer.
�
_ number where bearings occur. 17.Install and load vertically unless indicated otherwise.
Min size shown is for crushing only. ��
x 18.Use of green or treated lumber may pose unacceptable
environmental,health or performance risks.Consult with
Industry Standards:
project engineer before use.
III
ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words
Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone
DSB-89: Design Standard for Bracing. is not sufficient.
BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with
Guide to Good Practice for Handling, MiTeka,
ANSI/TPI 1 Quality Criteria.
Installing&Bracing of Metal Plate
Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013
I
Standard Gable End Detail ST-GE120-SP
MiTek USA,Inc. Page 1 of 2
\ /
I ) I Typical x4 L-Brace Nailed To
V 1 J� I 2x,Verticals W/10d Nails,6"o.c. Vertical Stud -_\`__
r7-_
I i ,i 1 Vertical Stud (4)-16d Common
r- Wire Nails _ DIAGONAL
TS14 J 1L � �I\ ' BRACE
MiTek USA, Inc. w •
SECTION B-B + ►I'�
�- Wire Nails
DIAGONAL BRACE /-- _-lb- P. Spaced 6"o.c.
�_ 4'-0"O.C.MAX — — (2)-10d Common �--_2x6 Stud or
TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 _ 11111:1,..we \ 2x4 No.2 of better
SHOWN ARE FOR ILLUSTRATION ONLY. ��
f _ Typical Horizontal Brace
Nailed To 2x_Verticals
\: 12 \ W/(4)-10d Common Nails
�� SECTION A A 2x4 Stud
-.-A .. --j Varies to Common Truss
(4 Ar ..oro'.� �r/!�o►1Ir�/./il.Mari��, SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST
DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING
/ A ,\ TO TRUSSES WITH(2)-10d NAILS AT EACH END.
*.*. ATTACH DIAGONAL BRACE TO BLOCKING WITH
L13
B 13 ` \ (5)-10d COMMON WIRE NAILS. /
• 3x4
, /%� ( 0su G Q (4)-8d NAILS MINIMUM,PLYWOOD
/ .�/.f I lA/, SHEATHING TO 2x4 STD SPF BLOCK
/
* -Diagonal Bracing ** -L-Bracing Refer „, /
Refer to Section A-A to Section B-B /
24”Max Roof Sheathing 1 \
NOTE: __
1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. y' v = V
2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND ! , ,, . \./
WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. I 11-3" (2)-10�{' l�
3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. I Max. / -'
�(2) 1 NAILS
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT
BRACING OF ROOF SYSTEM. / 1/ '
4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB / '.
OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C.
5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF '. >TrusOs @ 24" O.C.
DIAPHRAM AT 4'-0"O.C. 1 , !�L
6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A ,.
2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL / r—
BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. i Z�
ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. % /2"x6 DIAGONAL BRACE SPACED 48"O.C.
(REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d
7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 point COMMON WIRE NAILS AND ATTACHED
8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 4 TO BLOCKING WITH(5)-10d COMMONS.
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed .,
TYPE TRUSSES. -
10.SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE
06-01-12 BY SPIB/ALSC. End Wall —HORIZONTAL BRACE T .=
. (SEE SECTION A-A)
I—
DIAGONAL ��
Minimum Stud Without 1x4 I 2x4 DIAGONAL BRACES AT
Stud Size Spacing Brace L-Brace ; L-Brace BRACE 1/3 POINTS
Species I — —
and Grade Maximum Stud Length
2x4 SP No.3/Stud 12"O.C. 4-3-2 4-9-13 6-9-13 8-6-4 12-9-5
2x4 SP No.3/Stud 16"O.C. 3-10-7 4-2-1 5-10-13 7-8-14 11-7-5
2x4 SP No.3/Studl 24"O.C. 3-3-11 , 3-4-14 , 4-9-13 _ 6-7-7 l 9-11-12
X Diagonal braces over 6'-3"require a 2x4 T-Brace attached to
one edge. Diagonal braces over 12'-6"require 2x4 I-braces
attached to both edges. Fasten T and I braces to narrow edge
of diagonal brace with 10d common wire nails Bin o.c.,with 3in minimum
end distance Brace must cover 90%of diagonal length.
MAX MEAN ROOF HEIGHT=30 FEET
CATEGORY II BUILDING
EXPOSURE B or C
ASCE 7-98,ASCE 7-02,ASCE 7-05 120 MPH —
ASCE 7-10 150 MPH — STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. -- i
DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS.