HomeMy WebLinkAboutTRUSS SPECS - 07-00174 - 773 Griffin St - New SFRCD
SI be
S
00174
773 Griffin -Mair
0'—
M -
P 0—b
Truss
5353 !
U 1-x-1 M } TnMC �
--0-o
-0-0
,If
# 44 =
-1-2
f-
-2-
--
B-1-10
9
Tri )e
COMMON
2X4 \\
10
3x4 w
1 --0
--
3x4
Qty
5
i V2
j Ply
17-9-9
--
5-9-9
-9-
L'
I
Job Reference (optlanal
6.300 3 Jul 11 2QC6 MiTek lndustr es, Inc. Mori Apr 16 fi 1 2007 P@9= I�
..NO 1 . - CNrM�., 14
24-0-0 1 26-0-0
1
6-2-7 2- -0
SIe
2X4.
4
4 4k5
4-0-0
15
1 8-1-10 7-8-12
I
LOADING
TALL
35.0MLOINU
PIate Increase
1.15
L
�.�
Lumber Increase
1,15
ALL
�.�
p Stress 1ncr
YES
BCDL
8,0
i
Code 1R 200 /rP1200.2
LUMBER
TOP CHORD
2 X 4 SPF
No -2.
BOT CHORD
2 X 4 SPF
No.
VVEBS
2 X 4 SPF
No.2 *Except*
1 2 X 4 SPF StLid, VVI 2 X 4 SPF
Stud
REACTIONS (l isi e) 2=1399/0-5-8,
MaxHc)rz - (1oad case
Max plift == 7(load case ), 6=-32 0 (load case
1 L EFI"_ in (Io I/deft Ud PLATES IP
TC 0-54 Vert(LL)-0-10 2-10 > 6
BC 0,44 r
Vert(TL) -0.23 2-10 >9 180
"� 0.21 Hor (TL) C).0 rl/a n/
(Matrix) nd(Lf-) o,o4 8-10 >999 240 ;
Weight: 96 Jb
BRACING
TOPCHORD
BOT CHORD
StructurV wood -rhea hing directly appiied or -0-11 oc purJfn_
Rigid ceifing d[rectJV applied or 10-0-0 oc bracing.
FORCES (Ib) - Maxjirnrjrn OMP ession/Ma irrum Tension
T P CHORD 1- - /"fOC), =-1706/`271,3-4=-1474/338,4-5=-1474/338,5-6=-1706/271,6-7=0/100
E3T ORD 2-^10__189/1 82, -10=-19,x$ 7 , 8-9=_191876, i�8r-111/1282
�
SDS -10 --428/241, 4-10=-149/571, 4-8 =- 1491571, 5- =-428/241
NOTES
1) Unbalanced roof lire loads have been Considered for this resign.
Wind: ASCE -02. 0rnph; h=2fit; iDL=4.8Pf; 8L-4.8pf; Ca,tegarY !ITnol�edr
vertical left and right exposed; Lumber .D L=1. plate grip COOL=1.3 L 1 1i 1= gable end zone, e rxt�l r J f r rr e c sed ; end
This, l�.ss has been designed rye or a 10.0 pf bottom
chord five load ncinc.oncu rent vjith any other lire loads -
4) This truss requires late inspe6on per the Tooth Gaunt Method when this truss is chosen for quality
Prov rnecha€�icaI conne t on (b others) of truss to hearing Plate pabl -of thstandin 3271 pec27 l
This truss i designed in accordance with the 2003 International Residenti�i ode sections L� �.rplift �t ��1rtit rid � lb ��ii� �t joint .
R 502. `11.1 and 1 802,10 _ and referenced' standard ill I P 1 1,
LOAD CASE(S) Standard
7
7
c
J o b
5353
-2-0-0
2-0-c
Truss 7r
Al
--
)e
COMMON
1-0-
2
IN Qty
3
PI
cr �� _
.--T 1
Job Reference (optional)�
6-300 S J ,1 11 2006 %fiT I Ir7duLrr , Inc,. Mon Apr 16 12r: 13.-33 200
17-9-9 -0-
- - _ --7
calx 1-42.
0
T
.. 1 -
Plate Offsets (X,n., 2 -Ed e,0-0-
61-
00,0--4
-
I - - CSI DE in Jc r f<
TALL 35.0 Plates fricrease 1 15 Lfd
TDL 8.
ELL 0.0
Lumb rIncrease 11.1
Rep Stress Incr YES
L L , V Code I 2t !0 /TP12002
,LUMBER
TOP CHORD 2 X 4 SIF Nc.2
BOT CHORD 2 X 4 SPE No.2
WEBS 2X4 SPF No.2 *Except*
VV 1 2 X 4 SPF Stud, VV1 2 X 4 PF S=tud
REACTIONS(Ihlsrz) 6=1191/0-5-8, =140910-5,,8
Max Horz =2 0(Ioad case 4)
Max Uplift=-207(1aad case ), 2=- (foal case )
V.4
BC 0.59
'B x!.27
(Matrix)
FORCES (rte) - l l rirnurn OrnpressiO /Maxi - um Tension
T P HOOD 1-2=0/100, 2- =-17 278, . -4= -1490'342, 4-- =-1lx`376, - =-1750/305
130TCHORD 2-9=-223112-95,8-9=-54/890,7-8--54/890,6-7=-156/1329
WEBS -9 28/242, 4- =,-143/570, 4-7`-190/622, 5-7--4x/262
Vert(LL)
-0-10
-7
>999
360
ert TQ
-0.25
6-7
>999
iso
Horz(TL)
0.05
6
ri/a
n/a
Wind(LL)
0.08
-7
>99!9
240
BRACING
-1-10
PLATES
MT20
Weight;93 1b
GRIP
197/144
TOP CHORD StrIuCtural wood sheathing directly applied or -M oc purlins.
BOTCHORD Rigid Ceiling directly applied or 10-D-0 c bracing,
NOTE
1) Unbalanced roof live loads have been considered for this design _
rid. ASCE 7-02; 90mp h, h= ft• 1_` DL=4. p f; B DL=4. psf; Category 11, Exp C,enclosed; MVVFRS gable
verticai left and right pc)d, Lumber DOL -1. plate grrp� DOL=1 � n n h rpt l r- rift n� ra ht p n
3) This truss ha s been designed for a 10.0 PSf bottom Chord live load n on con c u rre n t with a ny other live Ioad
`]`bis truss requires plate inspection per the Tooth Count Method when this truss i chosen for quality s. t
5) I�rovrde rnecbanical connection shy others) of tars to hear�ng plate capable Of withstanding 7 �.s�r�rr�� inspection,
This truss i designed in accordance with the 20-03 lritrnatiorial Residential odeet' � 1k� uplift �f joint��d � 1��I�ft �t joint 2�
��n R0.1 1.1 and R802.10,2 and referenced standardANSI/-FPI "I .
LOAD CASE(S) Standard
RN
5353
Truss
M
59,-91b[T�4 7i LJ SR I AI!-97hr,A-A, h.St.....,
A
a
--
--7
Tr De
COMMON
Qry Ply
2
1 -0- 17-9-9
--
3
--
1
Job Reference (optional')
6-306-s Jul 11 2006 MiTek Industries, i r , Man Apr 16 12,13:34 0
4-0-0
6-2-7
F'!ate f t - _ .0- ,0-0-4
LOADING
(psi
TOLL
35.0
T DL
8.0
BOLL
0.0
BDL
8.0
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress. Incr 'SES
Code IF 003/TP1 00
LUMBER
TOP CHORD 2 X 4 SPF N0.2
E30T CHORD 2 X 4,SPF 1 o.2
WEBS 2 X 4 SFF No.2 -Except*
W1 2 X 4 SPF Stud. 1 2 X 4 SPF Stud
ACTIONS lb/size) 1=1201/0-5-8,5_12-01110-5-8
M
=1. 01/0-5- , =12-011 - -
M ax Horz 1= (land case 4)
Max U PI ift I =- 210 10 ad case ), 5=-21 Po d case
i
AX t-
15-10-6 -0-
-1 -1-1
CSI
DEEL
in
00c)
J/dell
L}d
TC 0,52
Vert(LL)
-0,11
5-6
>999
3 ()
13C 0..60
' r#(T Q
-0 -26
5-6
>999
180
B 0.27
FI or (TL)
0-05
5
n/a
n1a
(Matrix)
Wind(LL)
0.08
1-8
>999
240
FORGES (Fb) - Maximum OM -Pre ion/M imam T nsiion
T P JPO D 1- =-1765/309, - =-1537/"38 7, -4=-1537/380, -z, / /C)
B T H D 1-8=- 1 /1343, 7-8=- / c), -7 65/905, 5- ;-164 "1343
E B2-8=-454/262,3-8=-188/621, 2 M=-188/621, 4-6=-454/263
.RAGING
TOPCHORD
E30T CHORD
PLATES GRIP
MT20 197/144
)iVe i h t: 90 Ifs
tWCWrail wood sheathing directly applied or 3-9-4 cc purlins.
Rigid ceilirg directlry applied or 10-0-0 oc bracing.
.COTES
1) Unbal nced roof Jigs loads have been considered for this design,
)Wind: ASCE 7-02, 190mph, h'_eft TSL=4.8psf; BDL=4.8pf„ Category rI- Exp C, enclosed; MWFRS
vertical left and right exposed,, Lumber COOL=1. 3 plate grip DOL=1..33, gable end �en�; c ntrJev�r left and right c p� ed ;and
Th is tru ss. has been de i ned far a "10.0 p sf bottom chord live Ioad nOncon curren# with an other Iiv
e loads,
This toss requires plate inspection per the T -doth Count Method when this t " is chosen for qualityassurance iris
Provide mechanicaI connection (by' others of truss to bearing plate capable ofwithstand in10 J u Inspection.
This truss i designed in accordance with the 03 Ir,terr�ataonal Residential Codesections F�01 � 1 'nt .
� � �� +�trl� '� �rld � 1� t� lift �� +�1
`I � �� �n� R802-1.0.2 and referenced standard ANSIITPI 1.
LOAD CASE(S) Standard
t-
16
Job
i Truss
Tr
5353 IA Qty Pi
GABLE
Summit Truss. h, )! ray, ID, � r' v ar; I- : -
T
2
4X6 --
aDO rT2
8-1 - C,
hate ftseta .. * :D --0-0,D-0-41, f4:0-1-).0--1
LOADING
(ps
TCL
35.0
TDL
8,
KILL
0.0
B ILL
8.0
3x4 ��
3x4 11
r
3x4 11
5X6 =
4
a
3x4 _
3x4 fl
_ I
7-8-1
- 0.0-0-1 .0-1-8 _
PA I -0-0
Plates Increase 1.15
Lutuber hors e 1.1
Rep Strays Incr YES
Coda IRC2003TPI OD
CSI
DEFL
in
(Ioc)
I/defi
TC 0.54Vert(LL)
-0.10
2-10
>999
SC 0.44
Vert(TL)
-0,23
2-10
>999
V 0,21�frTL
(Matrix)rid
(L L)
0.04
-10
>
LUMBER
TOP CHORD 2 X 4 SPP No.2 BRACING
BOT CHORID 2 X 4 SPF No,2 No,TOPCHORD
VIERS 2 X 4 SPI` No.2 -Except* BOTCHORD
1 2 X 4 SPF Stud, W1 2 X 4 SPF Strad
TSI ERS 2 X 4 SPF Stud
REACTIONS (Ibf lza) 2=1399/0-5-8,6=139910-M
Max H0rz =- 0(1oad case
MaxUPlj =- (load case ), -- 7(load case
P RCE 1b) - I I imunn CornpressionfMaximum Tens on
T O I H I� D 1 '0+ 1 00 ,3 2- =- 1 7 0 J' 2 1 1•1 3-4" 1 474/a3a3 .d - }yfr ,fir -y5. 6 _ r 0{
10 {
, 4-8=-149/571, 8=-4281241
-'NST, - SPEC 4
�I
_iJq
b Refference ti al
6.300 s J 11 2006 MiTek Industries, Inc- Mon Apr 16 11� 2007
- -0
26-0-0
6-2-7 -o-o
-scale = : 4,c;. if
3X4
5
Ud
36Q
180
n!a
244
4-0-
8-1-1
PLATES GRIP
MT20 197/144
Weight, 147 Ib
Structural wood sheathing directly applied or 4-0-11 oc puri -ins.
Rigid telling directly applied or 10-0-0 oc bracing,
NOTES
1) Unbalanced roof live loads have been considered for this design.
) 'nd: AS C E 7-00rn ph ; h=ft} TC D L-4. 8pf; B C DL=4.pf; ate +` � � CI E
, erroloed, ''aI end zer�rrtilee I## rite
osed en d
al
VertrJ Celt and right e�cpo�f; Lumber L=11.33 plate g�p DL=1 ..
Rd 11n thelane f #1 "SS
ru only. For studs a��s�d �� v�irtidr�orm�l to
4 This true has been designed for a `] 0.0 p� f bottorn hord live load nonca cur-r�ent � the face),sI iTaf� "Standard Gable End Detail"
with �� other live loads,
5) All Plates are 2x4 MT20 un[ess otherviise indicated,
This truss requires plate inspection per the Tooth Count Method when this truss is chosen
Gable studs spaced at -0-0 oc. firliturry inspection.
" 8) Provide mechanical Certnetion (by others) of truss to bear7n plate capable pabJa of withstanding 327 Ib uplift at joint 2 and 327 Ib uplift at joint 6.
This truss is designed in accordance with the 2W2 InternationQ1 Fie:ideF1tiZ1lC We 5ectforl s R502.1 1.1 =and R8 02,110.2 0. and referenced standard A N S UTPI 1.
LOAD CASE(S) Standard
A
4x& =
-1-
7
Job
NTruss-�
5353
BG CABLE
ummit True, t Ai lth4r'l 11 I� k --,V �ian g �Lj'
a
-0-0
pe
5
4x4 =
Qty
1
Ply
1
Job Reference (ODtionel)
_ 5 .cul 11 2006 Ali � ek Indutri�es, Jr�_ 1In fpr 10 1
6-0-0 -0-0
SCala �:.
s
I'
LOADING (ps�
TOLL
35,0
TCL
_0
BULL
0.0
B CSL
8.0
ILUMBER
TOP CHORD a x a SPF ug.z
Bor CHORD z x 4 SPF fVo.2
OTHERS Z X 4 SPF Stud
PACT -0-0
Plates Increase 1,1
Lumber Increase 1.15
Jeep Stress In r NO
Code II 00 JTJ ]200
CSI
TC 0.51
BC 02)
10.05
(Matrix)
1--0
12-0-0
DEFL
in A
(Jo )
I/defl
Ud
Vert(L.L)
-0,06
n1r
180
Vert(TL)
-0.09
9
Wr
80
Horz(TL)
0,00
8
n/a
n/
BRACING
TOPCHORD
E3T CHORD
PLATES RIP
T 0 1971144
Weight: 49 Ib
Structural Wood sheathing directly applied or -C)_0 0c pur in:s_
RIgid ceifing directly applied or 10-0-0 o bracing _
.I EA TIO (Ib/size) 2=393112-0-0, 8=393/12-0-0, 12= 158/1 -0-0, 1,3=237/12-0-0, 1 4_8 `l -0-0 11
Max Uplift2=-1 (o d case ), =-200(load case ), 13--1 10(load ease 5 ., 14=-1 load c
Maxrav _ (load case 1), = O �I� d ��se � , 1 ="I 58(load � � �s� ��, 11=-10 (load case 6), 10=-1 (load case
� � iso 1 �, 1 ��J��d +��� 0� P 14,
O�Joa�d Case ), 1 i =Iod as
), 10=90(load Case )
FORCES (ib) - Maximum CoMpressionlMaximurn Tensicri
TOS' CHORD 1- =0/97, - 3 -IC)1 /9 , --4 =-69/80, 4- 5-- 76 '123, - = -76/11 , 7-y / 7- =-
B T CHORD FAD 2,1 = /1 7, 1 --14'-0/"f 7WEBS, 1 -1 =- /1 7, 11'1 =- /1 7, 10-1 �-- 11 P 1�1�� a -OrO�
27
5-1 `-136/0, 4-1 =-194/11 , 3-14=--117/ , 6-11-=194/111 �'-10=- 7', -1 ,- 1
NOTES
1) Unbalanced roof live loads have been considered for this desi n -
)Wind: ASC E 7-02, Wrnph; h=ft T'DL=4.psf; BSL=4. S�psf; Category J I; :F enclosed- �
vertical left acrd � ht exposed-, LumberIDOL=1.33 plate dp IDOL=1.33. � P F ak�i and zone,, cantilever left and rfght exposeda end
Tess designed for mind loads err the plane of the truss oil, For surds. pod �� Er�d �� AA
This toss has been designed for a 10.0 psf bottom chord live load noncon urrent with n �! t� tffi� ds. s�� J`�d��l� "Standard Gable Fid i��t�iIAA
� Ta� other 1�
5) JI ,plates are �4 MT20 unless otherwise indicated -
6)
loads.
6) This truss r quires plate inspection per the Tooth Court Method when this trU 'r
7 -able requires continuous bottom chord bearing. S c�aosen for quality assurance inspectior�.
abJ e studs s p acedi 2t 2-0-0 o .
Provide rn ech a n i c I connection (by others) of truss to bearing p Ia t�capable �f vii#
1 lb uplift at JoInt 14, 10 lb uplift at anint 11 and 1-5 IIS uplift a# joint `� 0. l�st,eradin 180 Ih upiiat joint00 Ib UP1ift t joint 8, 110 1b uplift at joint 13,
1 0) This truss is designed in accordance rth the 2003 IrptrnationaJ Ies.JdntJaJ Code sec#ions
F0,1 1.1 and R802.10.2 and refr.r-Ced standardANSI/TPI 1.
LOAD CASE(S) Standard
3
Truss
--�.rp -7 ,rua c110 CW11LA115�:4L I
-8-7
Mate 0ffr,P-t C1 na i ,i
LOADING (psf}
7CLL
35.0
TCDD
$.0
BGLL
0.0
BCL
8.0 i
SPACING G-0
Plates Increase 1,1
iLurnber Increase 1.1
Rep Stress [ncr YF
Code IF 0 1TP[200
LUMBER
TOP CHORD 2 X 4 SPF Ne.
BOT CHORD 2 X 4 SPF No,
VVEBS 2 X 4'SP1= Stud * x ept'
VV2 2 X 4 SPF No,2, W3 2 X 4 SPF Jho_
TJ
SPECIAL
CSI
TC 0,o
BC 0,63
Dr56
(matrix)
Qty
1 -0-n
1 --0
7-0-0
Pl
0-
Ply
M1 Ii T., - SPEC 4
Job, Reference (o tional
'-300 , I 1 2000- MiTek Ind u tries, Ino, Mor? Apr 16,12, 1 : 36 20
24-7-4
--
DEFL
in
�I0o)
Vdefl
erk(LL)
-0.1
1-11
>999
Vert(TL)
-0.37
1-11
>677
Hor z(TL)
0,02
8
nia
nd(LL)
0,09
1-11
>9
BI LING
TOPCHORD
ROTCHORD
JOINTS
REACTIONS (lb/size) 1;--982/0-5-8,7=235/D-,3-8. 8=1854/0 -5 -
Max Horz 1=309(load ca -se 4)
Max Uplitt`i=-17. (load ease 5), =-1 2W10ad case
Max G rav1= 982 (load case 1), 7= (1oe-d Case 10),=1854(lioad case 1).
FORCES �Ib) - MaXimum Compression/Maximum Tension
TOP CHORD 1- --13401249, - --1033/252,=-133512371 4-, =- 5/:57
237,/92
BOT H RID 1-11=-238/1020,10-11=-21247,9-10=-2/247,8- 9=01250 , --
011 81, -=-1 4491253, 5-8--772-/274, 5-7=-1 011
5-10-12
ScaJa = 1:50.
e1
3X4 11
4x6 a
L/d PLATES GRIP
360 MT20 197/144
180
240 Weight, 124 lb
tri Ctu ra l wood sheathing directly applied or 4-4-2 0C purfin , except erld Verticals
and -0-0 oc purl in (6-0-0 Max.), 4-6. j
Rigid ceiling directly applied Or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 7-8,
1 Brace at Jt(:
NOTES
1 Unbalanced roof lave- loads have been considered for this design,
Wind, ASCE -0; 0mph; h^5; TSL-4.Bpsf; l3CDL= 4_8qsfi CategOFY 1l; E ; enclosed; MW
FIRS lei and right exposed, Lumber DOL=1 _ plate'gn-p DOL=1.33. � #Fl gable er�� ���; �er�tFle�er left er�d riga exposed ;end
Provide adequate drainage to prevent water ponding,
truss b�� been designed 10.0nod for � �.� �.f bot�ern chord lure lead nencoincurrent with any ether five lead.
This
true requ-
rres plate inspection per the Tooth COUrit Method when this truss Is cho-sen for quality i
) Provide mechanical connection (b others) Of thus to bearing plate capable of withstanding � � � ur�l�c �r��p �tic�r�.
. 1 d b upl-
ift at 10i rpt 1, 129 lb uplift at joint 7 and 267 lb U Pl ift at joint
7) Thi s true is d eigrtd in aeordnce with the 2003 Internatie11al Iesidential C ods s ection s
B) D�es1grt ass ur P -s 4x2 01at orientation) purlIn- e
at 0C FPQGJri9 indicated, faslt� d to truss T %V/ 2-1 U n1 Is,
�� . ��_ and referenced stand�rd Ni�`P� 1.
LOAD CASE(S) Standard
9
rN
�+u I I -i lass
I x.353 I D 1
T -S ( n thhony� J ,Islar i an um
_-7
--7
.rte
T pe
SPECIAL
�
--
4x6
3
1-0-0
5-0-0
ter
-------- JMt
PJY
Job Referpnrp f4 tior�al
6.300 s Jul 11 2006 MITek Industoas, Inc- VTo-n Apr 1 6
-- 0--
-J-u
9
4x = 3X3_ �x4
4
m
am
LOADING (psf) SPACING -0-0
TOLL. 35.0 Plates Increase 1.15
T DL 8.0 Lumber Increase 1.15
B LL 0.101 Rep Stress Incr YE
BCDL &0 Code rl 003FrPl 00
LUMBER
BOT CHORD 2 X 4 5PF N0.
WEBS 2 X 4 SPF Stud *Except*
PF No- , VV3 2 X 4 FBF No.
RF -ACTIONS (]b1s ze) 1;--153(3/0-5-8, 7=153610- -8
Max Hor 1-331 (load case 4)
aX UPIif 1-251(Icad case 5), 7=- 3 1 (load case 4)
9-1-2
I _ 0---0
r
DEFL in loci I/defi Ud
T 0.86 rt(ILL) -0.19 360 P TE GRID'
G 0,77 ` ert((T L.) -0,37 11 5 1 PAT .0 197/144
4 I Ho rzTL) 0,11
nla n/a
(Matrix) od(LL) 0A0 1-11 >9.9!9 240 1 lk
BRACING
TOPCHORD
BOTCHORD
WEBS
JOINT
+FORCES
� E [}-�] (lb) - Maximum r5�y ornp�rression/Maximum Tensi.o �
C P I� D 1 - --JL 4 d P 82, i.' - 078 428 } =- 1 38 7 /324, 4-5=-245 140 7, - -57 6 = ,r
107
BT CHORD 1-11=-
,367M 8+G4J�, 10-11 —`/Ga 9-1 0=-37712468,8-9--381/1755, mfr ��yY r1� —�!
55
�B-11 ='44 +, 3-11--279/1428, �11 'IiY��ti 4°'=",'�L�L--r��r�� { NJ"r}'p r+��-yr�{{��7��3 r 8 0+ 5-7=-20911393,
T
9
trQctur-a[ woocl -sheathing directly applied or 3-1-12 0C purlins., except end verticals,
and 0--0 cc purlins (-0-1Max.)'4-6.
Rigid ceiling directly appried or -4-1" oc bracrn-
R Row at midpt X11, -
.1 E3 race at it s)
NOTES
1) Unbalanced rOOf lire loads have been considered for this design.
21) Wind,, ASCE 7-00mph; b,fta TSL=4.psf; BLL=4,pf; a#ec lJ; EcneJ�se
rtiCal left and rightright exposed; LuL.=1. plate grip D L=1. . � ` � d, ���ti
FJ gable end zone; cantilever left and right posed ;crud
Provide adequate drainage to prevent water ponding,
4) This truss has been designed for a 10.0 pf bottom chord live load nonconcurrent with any other
5) This truss requires piate inspection per the Tooth Count Method when thistruss Fs chosen lrl� loads-
5)
seg fir �quafit assurance inspection.
Provide mach
anicaC connection (by other) of tru-ss to bearing Plate capable of#hstandiri 1
7) Tf�r #� is designed inaccordance with the 0International Residential' Code sectio�ns >� l� uplift at jcrr�t 1 and 1 l� uplift a# joint 7.
Design a Urge 4x2 (flat orientation) puffin at cc spacing indicated, fastened to truss T 11.1 and F� � ,� �. and referenced standard I�T�I � _
/ -10d narJs.
LOAD CASE(S) Standard
Job
5353
Truss
D
N6nthn, fk I1er
Tr
De
SPECIAL
12-0-0
im
3
-0-0
tl
Qty
1
P�y
--0
7--0
Ml
�NST - SPEC
1
Job Reference tionef.
6.300 s Jul 112006 M!Tek Industrres, Inc. Mon Apr 16 12:1,3,37.0 f e 1
7--0
-1-
Plate Offsets (Xy): [1, -0-
LOADING (ps
TC LL
35.0
TOOL
8.0
BOLL
0.0
DL
8.0
a1 10 9
3x4 _ 3x.4 =
2)(4 11.
3X6
--7
-8-7
SPACING -0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Inr YES
Code IJP 003ITP[00
15-0-0
--
-9-
--0
]
DEFL
in
(foe)
11deti
TC 0,92
Vert(LL)
-0,16
8-9
>
E3C 0.69
Vert(TL)
-0.30
8.9
>999
VVB 0.82
Hor (TL)
0_09
7
n/a
(Matrix)
VVind(LL)
0.o9
s-9
>999
LUMBER—
I
BOT CHORD 2 X 4 PF No_
VVEBS 2 X 4 SPF No. *Except*
REACTIONS (Ib/size) 1=1536/0-5-8,7;-1536/0-3-8
Max H rz 1= 353( load ca 4)
MaX Uplift I 4 (load Case ), =-375(1-oad case 4
13I I
TOP HOR[D
BOT CHOKE)
WEBS
JOINTS
FORCES 0b - Maximum ompres ion/Ma innum Tension
T P HORL) 1 2=-.2360/377, 2- =- 170 `472.3-4--2471 /482, 4- -19491 (3,9, 5-6--55/83
T F1 D I-11=-450/"18 29, 10-11=-344/13 85., 9--10 `- 344/1385, 8-9 =,417/1532 7-8=-'
� _- 1/125
`EB -
2-11 =-,447/2 -11--21 8�' --2�'1 4r -'-1 77 _- 41 ��12
Lld
360
180
n/a
240
7--0
PLATES
MT20
Weight, 139 lb
GRIP
197/144
—1-
Structural wood sheathing directly applied or 3-0-3 oc. purlins, except end Verticals,
and G-0 oo purlin (2-2-0 rna .): 4-6.
Rigid ce -Ili ng directly applied or 8-7-10 coo bracing,
1 Row at rnidpt 6-7. 4-9, 5-7
1 Brace at it(s),
NOTES
1 Unbalanced roof lige loads have been considered for this design.
) Wind; ASCE 7-0; 99mph; h=ft; TDLi4.8psf; 8CDL=4.piF; atgoII;. �n���e .
vertical lett and right expo d; Lumber DCL=1.33 plate grip COOL=1.33. l� � �, '�"�''� gable ��� or��; o��tile�er lett �r�d r`wc�iht ��cpo�ed ;end
Provide adequate drainage tO prevent water ponding.
4) This truss has been desi g ned for a 10.0 p sf bottom chord live Ioad noncencurrent with any tithe
5) This truss requires plate inspection per the Tooth Count Method when this mss is chosen for r llt I��d�,
connection (b ' ethers) of truss to bearir� plea capable f tf� tar�din ���IFf�,+ �ur�r�ee rr� peotJ+�r�.
I�r�ld� rr�e�l��I'��o�! oo �
7) T�'ll truss Is designed in accordance +i�th the 00Ir`kter-rratiorl.�J Residential ode pec ' � fb uplift of ��ir`rt �! �rr� `�� �h uplift �t �oit�� 7'.
) Dean ar,�r�,es 4 flat orientation) �c�r� X2.11 _`I .�r�� R802.1 0.2 �.n� referenced #�r�d�rd l�i'�I 1 _
purlins at c c spacing indicated, fastened to truss TC w/ 2-10d nails-
7-3-9
ails_
LOAD .A E() S#andard
j' Job r ru
5353
" uV1 s r uss, ---)z, .rntnany, ILS_ MarK Mangum
--7
6-2-7
T,
:
SPEC, L
12-0-0 13-0-0
i
-- - -
5X6
3
5c1 2 =
Qty "�
)HJT:SPEC 4
Jpb (optional)
6-300 S Ju[ 112006 M1 i ek Industries,, Inc. Mon Apr 16 12:13:38 2r � R
' 1
- - -0—
II C
—1
-- --
Plate Offsets(X,y):
4Ed �:
LOADING � (psi SPACING -0-0 �e
TOLL 35.E DEFL in 0C) Vd f� d PLATES PJP
T DL .0 Lumber Increase i .1 .TC 6 � Vert(LL) � � i I` T 0 1971144
BOLL 0.0BCDL 8.0 erf 'L� -a � -10 > ' f
I e -P Stress Incr 'SES WB 0.74 Horz(TL) 0.09 8 n/
0.09 9-10 >999 240 Weight: 152 ld
LUMBER ---
TSP CHORD 2 X 4 SPF No,2
BRACING
BOT CH0RD 2 X 4 SPF 1`40,2 TOP CHOPD StrUCtural Wood sheathing directly applied or 3-1-�1purlins
ply �� , �� � end ��r �i��
WEBS . 4 SPF Stud *Except* .rid -0-0 0c purlins 0--3-7 max.): 4-7. p' f�,
4 SPF No. , W8 2 X 4 SPF No -2 BOT CF ORD Frigid ce lin darectl appli-ed or 7-10-9 oc .bracing.
WEBS 1 Row at m id pt 7-8. 4-10..4-9, -8
:
JOINTS 1 Brae at Jt):
MaxHorz 1=375(foad ca 4
Max Uplif#1=- 4 (load case 5), 8=4280 gad case 4
FORCES jb) -Maxi rirrrw1
1rnUrn Tension
T P H J D 1-2=-2376Y3(37, 2-3=-1789/322, =-1746/372, 4-5=-1492/34!9, =-1282/2 282/258, 6-7=-73197,7-8=-229/86
B TCHORD 1-1 =_5 37/1X3 6, 11-12;---537/1836, 10-11 =-5 7/1836, -10=-47311,547,
=-473�8-9=-36811012
��1.EL'1iJ/235, i1 0=-77r4i3-10=-300/14491'4-1 0®-1 1j7
4-9=-284/167,
} 924i 08/762,
''' `-
NOTE,
1) Unbalanced roof Jive loads have been considered Fo
) mind. B 7- 02; r thr d�ir�.
90mph r h=2 5ft: TC D Lw4_8psf; B C DL=4o Sp f; Category j [; Exp s enclosed;I' FJ ab]e
vesical left and ight posed; Lumber DOL=1.33 plate grip. IDriL="1. ;�_ � end ��� � c�r�til ��r J� end right expo ��d ;end
P'r'ovide adequate drafnage to prevent water ponding.
4) This truss h a s been designed for a
10.0 p f bottom chord live load r1oriconcurrent with any other five foad -
) This truss requires ,plate inspection ,per the Tooth Count Method when thls truss chose
6) Provide Mechanical connection (b other.) Of truss to bearing P18te capable of +� s ch n for quality assurance in pectlon.
7) Thr true designed in a o rd r ce with #ho fr- tem tic l F osidentiaf withstanding 246 Jb UP[ift at joint 1 and 428 Jb uPiiff at joint .
[��r�r� ���,rr�� � fist cr��r�t�tin � sic#ic�ns J0. 11. �I ar��f R802.1 0. end r.�ferer�ed #ar�dard NI�'TTPJ 1.
purlins at or. sPacing indfcatod, fastened to truss T / -1 cid alike,
LOAD CASE(S) Standard
Job Truss T pe
5353 D4 MON H I P
Qty
0"it Truss, St Anthony, I D. Mark Mangurn A -�
13-0-0
4.
Ply I NJ,,
Cq I.
1I
Jiab ReferenceOptimal
6.300 !tri 112 DO i e k indUstfleS, Inc Mori Apr 16 1213.- 9 2 0q JP -29 e I
24-5-11
30-6-0
SCa rig = 1, AS.
3X4 =
--7
platy �i���t ," � �f .0-2- ,Edgy , _0-4-12, 0---
1 -0-0
6 -,Edge,()-3-
--
'Edea()-3-18
LOADING
(pso
SPACING
2-0-0
TOLL.
35,0
Plates Increase
1.15
T I L
8.0
Lumber Increase
1.15
BOLL
0.13
hep Stress ancr
YES
8 E)IL
8.0
Code IRC2003fTP12002
LUMBER,
,
TOP CHORD 2 X 4 SPF No.
BOT CHORD 2 X 4 SPF No -2
VVEBS 2 X 4 SPF No. *Except-*
'1 2 X 4 SPF Stud, VV2 2 X 4 SPF Stud
REACTION (11b./size) 1=153610-5-8,7-1536/0-3-8
MaxHort 1= 5 (load case 4)
Max Uplift1=- 4 (load case ), 7=-341f,10ad case 4)
- - :x4
6
CSI
DEFL,
in
(10C)
I/deff
LJd
TC 0-61
Vert(LL)
-0-13
-
>99-9
0.75
Vert(TL)
-0,29
-8
>-999
lac)
B 0,77
Horz(TL)
0.08
7
n/a
rr/a
(Matrix)
' ind(LL
0.08
7-
>9
BRACING
TOP CHORD
BOT CH OFD
EB
JOINTS
FORCES (Ib) Ma irriurm CornpessiorljMaximurri Ten-sion
TOPCHORD 1- =-23601369, - --1750/329, -4_-1332/341, - =-10901 - ;---7
W28278/859
EBS
HORD 1-11--44611818,10-11=-446/1818,9-10= -44611 1 , 8-9,-363/11 1 -� '`1
VERB —1 =0/243, a---fi3-9=-2(3/369,--{�7�—`^
P
' , 5-a =-91/742. 5- =-1496/366
4x5
:;--
9-1-2
�..
`�n_yn
PLATES GRIP
TO 197/144
Weight' 1491b
Structuriall wood sheathing directly appiied or 2-11-6 0C purlins, except end v rtf afs,
and 0-0 cc purlins(4-9-4 max.)': 3-6. j
Rigid ceiling directly applied or - -
I� � 1 oc br•acin q .
1 Flow at mid -7, 4-8, 5-7
1 Brace at Jt ( :
NOTES
1) mad. ASCE 7-00rnph, hi -ft, TSL,-4.8p$f. BCDL--4.8pf, Category fl, E , enclosed; 'F
vertical Ieft an i rght exposed; Lurnb r CS L=1. plate grip L-1 _ p 1igable and n antif r left d fight exp ad Arad
Provide adequate drainage to prevent grater ponding.
This truss has been, designed for a 10,0 p f bottom chord lire load noncoricurrent with any other lire i0ads
4) 7his truss requrres plate inSp�eCtiar� per the Tooth Count Method -when this tars rs chosen for qualityassurance
Providemechanical COnr�ctior� (by others) Of tri to bar7r�g plate capable of withstanding 4 p inspect -ion,) ThItrue i� designed in accordance with the 0Jr-wter�atronal Residential ode sects lb uplift �rr�� 1 and X41 ab upli �t joint 7,) Design assumes 4 (flat oriar�tati�n �tAan I�. � � .1 end 10,1 d end referenced standard AIIfT>�'f 1 .
purling at ac pacing Indicated. fastened to truss TC wl 2-10,d nails.
LACE CASE(S) Standard
k
Peat Offsets
L 0A Df N (P so
I`LL
:O
TDL
8.0
CLL
0,
BDL
8.0
SPACiNG 2-0-0
Plates Increase 1.1,E
Lumber Increase 1.1
Rep Stress Incr YES
Cede IRC2003iTP12002
LUMBER
TOS' CHORD 2 X 4 SPE No.
BOT CHORD 2 X 4 SPF No. *kept*
E31 2 X 4 SPF 1650F 1.58
WEBS 2 X 4 SPF Stud * cept-
RFEACTIONS (ab/!size) 1=1536i0-5-8, 8=153610-3-8
MaX H orz 1=41 (Icad case 4
1 ax UpCid1=- 5 30cad case 5), =- (load case
SPECIAL
F
7-11-0
CS]
TC 0_,
DC 0.79
B U7
(Ma#rix)
-- Jeb Reference(optional)
.0rJ 10 —Te k Apr 1 61'�1O 2 0 e 2g e1
--0
7-10-12
ScalML
-7-4
7--
DBFL
in
(10c)
I1det1
Lid
Vert(LL)
-0:32
10-11
>999
360
Vert(TL)
-
0_11
> 5,0
180
o r (T L)
0,45
8
n/a
n1a
Wind(LL)
0.18
10.11
>999
240
BRACING
TOP CHORD
BOT CHORD
BES
JOINTS
-0
PLATE
MT20
Weight: 136 I
941 u2
I:
Structural wood sheathing directly applied or 2-2-8 or, purlins, except end verticals,
and 2-0-0 oe pudins (2-2-0 max.); 5-7.
Rigid ceiling directfy applied or C-5-5 or, bracing.
I Row at midpt _9
Rows t 1/3 pts 7-8
1 Brace at Jt(s): 7
FORCES (115) - Ma imurn Comp*es ion�Maximurn Tension
O H D 1 - =-42501 T , 3=- 0 7 8. 3"T-- f +J0 f 1 p 4- `-281 /5 A `r' =' 4 1 9151 T _ f 7} ,r
B T HO D i-1 l;- I6!3560, 10-11 .�413057i 9-10=-431/1 3 ,; 8- =-99/1 �- 1 1 f + �' l
WEBS 2-11=-255/215,4-11=-132/474,4-1 ='663 331, 5-10--160/970' 6-10=-354/1 o _ _
MOTES
1) Wind: ASCE 7-02; 90mphi h=25ft, TJL-4e8psfr BCDL=4:Bpsfa Category II� E er��1�s
vertroai leftand right a posed; Lumb r DOL=1.33 plate grip IDOL=1. p ,� '1 .+'F1� gable end zone, cantilever left and ri i'rt exped ; end
Provide adequate drainage to prevent grater pond -Ing.
), Tie is tru s s ha s been des Ig n ed for a 10.0 psf h ottem chord f i v e lead nonco n eurr n t wi th a ny oth er
Jrve Ica ds_
This truss requires plate inspection per the Teeth C OUnt Method when this truss is chosen for q u '
5Bearing at joint(s) 1. 8 considers parallel to grain value using �
�Pi 1 angle t� r��� forr��ia_ alit ��s�rar��e ,�spee�or�.
6) Provide mechanical connection(� others) �� truss to bearing Plate ��1� �f withstanding Building desir�er should veal eapac-of bearir�g surfae.
7) This Muss is designed in aCcordr7ee with the 00Ir�tarnataenal Residentiale ���td��g 1h uplift �t joint I and 343 J� �.r�1i at joint.
� ��sr�� ass�rrn� 4x2 (flat �r1��t�ti�n �� sectrar`xs i�502.11. �I and F�80. �f 0, and referenced#ar�dard hJIITF�f 1.
( ) puri i n s at C Spacing indicated, fastened to truss TC w/ -10d nails,
LOAD CASE(S) Standard
Truss T pe t
CJ OR
-- 10-7-1
15-4-0
Um
4
2040-1
--1
_
Jul iTek IndustF e , Jr r�, "Jon Apr 1 122-13,40 200
0,300 $
---
--0 i
--
SCaJO = :49.
co
7-6-14
HJ ate offs ets (X, Y) = 1 3. E dae
LOADING (pso
DEFL
TOLL
35.0
TC 0.92Vert(LL)
TDL
8.0
ELL
0,10
BDL
8-0 i
Wo 0-63
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Cocke 1RC20o:3/TP12002
1-�U IVI B E
TOP CHORD 2 X 4 SPF No.2
BOTCHORD 2 X 4 SPF 165OF 1.5E *Except*
132 2 X 4 SPF N0,2
VVESS 2 X 4 SPF Stud *Except*
''4 2 X 4 SPE lo.
SLIDER Dight 2 X 4 SPF No. -10-1
REACTIONS (lb/size) 1=15-3210-5-8,8=1632/0-5-8
Max Horz 1= 4(load case 4)
Max UplifIl =- 2680oad case ), 8=Y (load case )
1- -0
7--
I I.0-3-0,0-3-4
SRACING
TOPCHORD
BOT CHORD
-1-
--
Ildefl Lid PLATES GRIP
>884 360 MT20 197/144
>488 180
Wa n/a
>9 240 Weight: 117 lb
Structural wood -sheathing directly applied.
Rigid Ceiling directly applied or B-1-7 cc bracing.
FORCES (IIS) -- MaXI nuM OMPFeS ion/Ma imurn Tensic)n
TO,,+rHORD 1-2--4235/816,- 2-3=-3849R32. 3-4=-2774/443, 4-5- .- x`79/4 , 5-6--3697157 6-7--
-4044/635
B O
TC1 -1 1=-7 1 3549 , I �-1 1 -4581' 2999 r g-1 =-, J 3 498 , 9=-47 71337 1 r3944/653 -'
S 4-1 Q-- 73/ , -11 - 11x'230, 3-11 =- 152/54 ', 3-1 0=-7111331 , 10=-696/332} 5-9=-1361437 2
22
NOTE
1) Unbalanced roof live loads have been considered for this design.
"mind: ASCE 7-02, 90mph, le ft; T DL=4_ p f; ECRL= 4,8psf-, Category If; � ; enclosed: MVVF
vertical deft and night expos d; Lumber COOL="1. plate grip 001-=1.33. RS
�abde end o�ae; cantilever left and right exposed ;end
This truss has been designed for a 10.0 pf bottom chord lire load nonconcurrent with any other live i
� old.
4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen foruali
� assurance InpectGon.
5) Bean -ng t joint() 1, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building
Provide mechanicalot�ne�ction (bothers) Of tri to t�ar�n plat capable f withstanding designer should ��raf� parr �� hoar�n surface.
�� This true is deigned fry accordancewiththe � intar�r.atior�al Resident[a]o� � l� uplift at joint "l and 267 Ih uplift at �ornt ,.
�� .���ctr�rls R502,11 1.1 and R802-10.2 and referenced standard ANSUTPI 1 -
LOAD CASE(S) Standard
DEFL
in
TC 0.92Vert(LL)
-0.41
E C 0.811Vert(TL)
-0.74
Wo 0-63
Horz(T'L)
0..
(Matrix)
nd(LL.)
0.21
SRACING
TOPCHORD
BOT CHORD
-1-
--
Ildefl Lid PLATES GRIP
>884 360 MT20 197/144
>488 180
Wa n/a
>9 240 Weight: 117 lb
Structural wood -sheathing directly applied.
Rigid Ceiling directly applied or B-1-7 cc bracing.
FORCES (IIS) -- MaXI nuM OMPFeS ion/Ma imurn Tensic)n
TO,,+rHORD 1-2--4235/816,- 2-3=-3849R32. 3-4=-2774/443, 4-5- .- x`79/4 , 5-6--3697157 6-7--
-4044/635
B O
TC1 -1 1=-7 1 3549 , I �-1 1 -4581' 2999 r g-1 =-, J 3 498 , 9=-47 71337 1 r3944/653 -'
S 4-1 Q-- 73/ , -11 - 11x'230, 3-11 =- 152/54 ', 3-1 0=-7111331 , 10=-696/332} 5-9=-1361437 2
22
NOTE
1) Unbalanced roof live loads have been considered for this design.
"mind: ASCE 7-02, 90mph, le ft; T DL=4_ p f; ECRL= 4,8psf-, Category If; � ; enclosed: MVVF
vertical deft and night expos d; Lumber COOL="1. plate grip 001-=1.33. RS
�abde end o�ae; cantilever left and right exposed ;end
This truss has been designed for a 10.0 pf bottom chord lire load nonconcurrent with any other live i
� old.
4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen foruali
� assurance InpectGon.
5) Bean -ng t joint() 1, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building
Provide mechanicalot�ne�ction (bothers) Of tri to t�ar�n plat capable f withstanding designer should ��raf� parr �� hoar�n surface.
�� This true is deigned fry accordancewiththe � intar�r.atior�al Resident[a]o� � l� uplift at joint "l and 267 Ih uplift at �ornt ,.
�� .���ctr�rls R502,11 1.1 and R802-10.2 and referenced standard ANSUTPI 1 -
LOAD CASE(S) Standard
Job
Trus
5353 ,l D7
Summit Trus thongI -, Ma-r—k�
Mangum
um
�-� -4
--u
--4
T P
SCISSORS
1
4x3 I I
11
Qty I PIY( - IIT, _P 4 -
1 Job Refer -once o onaj)
—s-10 r lliTIr�d lstrie ' In Mon APF —6ff7 '
30-6-0
.kale
PlateOffsets
LOADING (ps
TLL
35.0
TDL
8,0
B LL
0.0
B D,L
8.0
7--1
4-1-14,Ed. e
SPACING2-0-0
Plates Increase 1.15
LUMber increase 1,15
Rep Stress I n c,r YES
Code PR00/fP100
LUMBER
TOFF CHORD 2 X 4,SPF Flo.
BOT CHORD 2 X 4 SIFF NOL2 *Except*
1 2 X 4 SPF 16,50F 1.5E, 131 2 X 4 SPF 1650F `f . E
VVEBS 2 X 4 SPF Stud * oept*
W4 2 X 4 SPF Jo_
REACTIONS T1 ([b/size) 9=1524/0-5-8,2=1738,10-5-8
M
=1524 °0- T8, =1738,10-5--
Horz 2=349(load ease )
Max UPIM =- (load case ), =- 6(foad case
1;G-1-12,0-33-4
T;1
BRACING
��TOP CHORD
8 TCHORD
Lid
3150
180
11/a
40
PLATES
TO
Weight; 116 fb
-!1
GRIP
197/144
nctural wood sheathing directly applied or 2-2-5 0c purlins.
Rigid ceiling directly appii or 8-9-4 or, bracing_
TOPCHORE) 1-=01 -=-1/7, -4=-16,51 s 5_-6, 5-=-7�4
8 T H 0 RD -14=- 66013436, 13,-14;---42 6/2925, 12- 1 =-425/2965,11-1 =- �1, - 3 �; - �- 1 '
WEBS - - ,X14-- � -- � �- {�yyy��y, fjj7 ^}} '��J�T� 11=-299/2948,h� f� —10=- 4941 5
7 5.l1P147 1—�—• SY Ti4�fi 7",1 e+=-1 71fri 4, 1 4.1--f YJ 0IL4
NOTES
1) Unbalanced roof live loads have been considered for this design,
) .rind: ASCE 7-0r 90m.ph, heft; TSL=4_Bp.f, �'�L=4.�psf Category� a !IT ' enol
vertical left and right exposed; Lumber CCL=1,3'3 plate grip L) �=1,33, o,�ed, F.F� ably nd zone; oar,#iie�e� Pei and r1 ht ��c�o�ed ; end
Thj s fru ss has been designed for• a 10.0 p sf bottom chord live Icad n0nconcurrent with
I 4This a� ot'b�r 1
i truss requires plate inspection per the Tooth Count Method when this trussis rhos �li Pads
Bearing at 10int( , considers parallel to grain value rising A 1/-rpl 1 angle t� �� dor quality a �ra�c� Ire {� �tiort_
Provide mechanical ar�i al r n ti lir b others) # to bearing i a able ofwithstandinggain forrmula. Building r#esr in r should veri Mach of bearing surfa e,
) Thi tr�.�sr deigned in accordance vweth aha .00Jr�trr�ationaf leider�tal � lb �r�lrft at joint and lb ��P�ft at ��i�� .
Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOADCASE(S) Standard
DE.FL
in
(Joc
TC 0.68
(LL)
-0.4212-14
>860
SC 0.82
Ver-t(TL)
-0.77
12-14
WB 0.62
Ho (TL)
0.66
n/a
(Matrix) f
Wind(LL)
D,22
12-14
BRACING
��TOP CHORD
8 TCHORD
Lid
3150
180
11/a
40
PLATES
TO
Weight; 116 fb
-!1
GRIP
197/144
nctural wood sheathing directly applied or 2-2-5 0c purlins.
Rigid ceiling directly appii or 8-9-4 or, bracing_
TOPCHORE) 1-=01 -=-1/7, -4=-16,51 s 5_-6, 5-=-7�4
8 T H 0 RD -14=- 66013436, 13,-14;---42 6/2925, 12- 1 =-425/2965,11-1 =- �1, - 3 �; - �- 1 '
WEBS - - ,X14-- � -- � �- {�yyy��y, fjj7 ^}} '��J�T� 11=-299/2948,h� f� —10=- 4941 5
7 5.l1P147 1—�—• SY Ti4�fi 7",1 e+=-1 71fri 4, 1 4.1--f YJ 0IL4
NOTES
1) Unbalanced roof live loads have been considered for this design,
) .rind: ASCE 7-0r 90m.ph, heft; TSL=4_Bp.f, �'�L=4.�psf Category� a !IT ' enol
vertical left and right exposed; Lumber CCL=1,3'3 plate grip L) �=1,33, o,�ed, F.F� ably nd zone; oar,#iie�e� Pei and r1 ht ��c�o�ed ; end
Thj s fru ss has been designed for• a 10.0 p sf bottom chord live Icad n0nconcurrent with
I 4This a� ot'b�r 1
i truss requires plate inspection per the Tooth Count Method when this trussis rhos �li Pads
Bearing at 10int( , considers parallel to grain value rising A 1/-rpl 1 angle t� �� dor quality a �ra�c� Ire {� �tiort_
Provide mechanical ar�i al r n ti lir b others) # to bearing i a able ofwithstandinggain forrmula. Building r#esr in r should veri Mach of bearing surfa e,
) Thi tr�.�sr deigned in accordance vweth aha .00Jr�trr�ationaf leider�tal � lb �r�lrft at joint and lb ��P�ft at ��i�� .
Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOADCASE(S) Standard
P1
N
Job Tis FTF - "Pe
tY PIS
5353 DG
GABLE
Summit True n thorny, J0, Iar M a �np rim
BLL
BLL
SPACING -0-0
Plates Increase 1.15
LurriberIncrease 1.15
Rep Stress I n cr N 0
Cede 1R 0 /TPI 00
15-4-0
Ni
--
15-4-0
34 �- 7
1
TC 0.51
0.16
S 021
Wa tri)
1 LUMbb
TOP CHORD, 2 X 4 SPF No,
80T CHORD 2 X 4 SPF No,2
OTHERS 2 X 4 SPF Stud *Except*
T7 2 X 4 SPF No,2. ST6 2 X 4 SPF N0.2, ST6 2 X 4 SEF Io.
4MA =
10
DEFL
Vert(LL)
+ert(TL)
H orz(TTL
Jai t
dl t. -bFdE= 4
Job Reierence f o tfor,ei
15,300 S Jul 112006 M[Tek Jr'Idust,riss, Inc. Von Apr 16 -12,-13-'42
in _0
� �-�
15-4-0
in
00 C )
LIdefJ
Lid ITE
-0.06
19
nir
180
MT20
-0.08
1
rn/r
80
0.01
18
n/a
n/a
GRIP
197/144
BRACING Weight., 168 lb
TOP CHORD Structural weed sheathing directly applied Or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing-
VVEE35 I Row at midpt 10-26, 9-27,11-25
REACTIO
- ,11-
(Ib/size) 18-40713 -8 -0, 26=176/30- -0, 27-204/30-8-028=20,3130-8-0 29;--204/30-8-0
Max Hort = 8(Jead ease 4)
Max UpJift18'-107(load case , 2 7=- 6 6(foad case ), 2 8--87(10ad case ), =T `lea case
7 1 d Case 5), 1=-100(load case ), =- 0 load case 4 , =- 1' (load case .
- 890oad case ), =- load ease ), =-77(lead case ), 1=-100(le,�•d case , 0=-4 roa '
Maxrav 1=40'I�lnad case �! ), =252(Ioad se , .7,11 (load ca� �-� load - � 20=-49(load ��s� ��, �-1 ��I��� �
� � ease 1), =04(1oad case )„ 0=205(Ioad ens 1), 31=1 (load case ), =3ro
5=211(load case 10). 4= [ (road case 1), = 04(1oad ease 10), = 0 `lead case "1 , 1=1 8 !encase d case F
FORCES Ib) Maximum er,npres ion/M imurn Ten-sion
TOPCHORD 1-=0/97, -_-��`1 0,3-4=-2121189. �5=-1 70/189, r)-6--125/172, -7�--1191182, 7- _� _
11' 1 --`��, 12-13=-74/15i, 13-14=-26/92, 14-15=-74/82, "l -1 �8 1 • �0��, �---�'��'9-1 0=74/286, 10`"I 1=����.��,
EST F-1 D -=-1245, 1-=-�4124, .0-�f--45/245, 0-0=-45�r�45,28-29=-4:5/245, , 1 �'=,�1[y`��J�f'�j+^}. `1 `£�-126-27=-45/245,
'+}.$--"I �j�'f•.,r�� 1 1 �=��'�'
-ir4=l T5,22-2.3=-451245.
���� fF /a��.f'p L` ] f �( �� aa-+..��P �� i-L����M
- =-451245,21-22=-45/245. 20 -21 =-45/245, 18-20--45/245
WEBS 10-26=-233/0, 9-27=-1 79185, 8-28;---1 721107, 7-29=-1 721100, 5-30=- 175/1 01, 4-31 =-169/
13-23=-1172/100, 1 =-175'101, 16-21=-1591100,17-20=-21611 11 1 �I ,3-32=-216/112,11- =- ] ' , 1 - �- I '1 .
NOTES
1) Unbalanced roof live loads have been considered for this design.
nd. ASCE 7-0 , 90nnph, h-2 ft, T DL=4-8psf; B DL=4.ap� f, Category Jl; E endo
Vertical left and right exposed; Lurnb r DOL= n e[ ; c ntEle r I t arti right e
1.; pltrJL "f _ exposed , end
Truss designed for wind leads �n the plane of the truss ony- For studs exposed to wincl (Florrnal to the face) see ��
4) Lids truss has been designed for a 10.0 p f bottom chord live load nonce ncurr�ent with en �, �iTek. " r7der eI�Je End Detaii"
1 plates are 2x4 MT20 wn.les-s otherwise indicated, ether la�� le���.
6 This truss requires plate inspection per the Tooth Gaunt Method when this truss is chosen foru
7) able requires cont nuou bottom chord bearing. � alit} assurance inspection,
8) Gable studs space -d at -0- oc..
) Pr-vfde mechanl coraneetion (by others) of t russ t0 bean -ng ��
82 p pable of With stand'iE'1g 107 l b up1ift at jolnt 18, 66 1b uplil=t at mint �', �` Its upI'a�t at P�i�t
Ib uplift at joint 9, 77 lb �Epiif# at joint 0, 100 IIS upr7ifit at joint 1, 50 db � ii1� at '�ir�t � a
lb �rpfift at joint , 100 lb uplift t joint 1, 4 lb uplift t joint 0 and 1 lb � � I� ���� �t ����t I� ��l��t �� ��rJ�� �a I� Er►plifl �t j��nt , ��
10) This true i designed in accordance with the 0 f t�trnati�0�na1 Residential� I��t �t ��nt .
� J
Code sections X0.11, 1 and R802.10.2 end referenced standard ISI/Ti Jul 1 -
LOAD CASE(S) Standard
--0
--
Scale = 1:55.7
JOb
a 5
353
T
Tru s s
LZ
0 U I f II FI1C 1 FIU �jS, b [ AilMony, ID, Maw J
T rpe
COMMON
moire
3
A -
Qty
5
I PJY i M1
1NZ� 1, -�
y
F eference o tional
_Jul 112006 MiTekIndu � qQj,_ o. Mon fpr 1 12:13:43 2007 Page ,j
--
3-60
-0-
1
LOADING ( psi I N 1-r)
TALL
35.0
Plates Increase 1.15 -
I
TC 0.54
Lf
T DL
8.0
Lumber Incresse 1 15
0.1
B -C8
LL
' ert(TL)
Rep Stress inr 'SES
we 0_06
>
LCBDL -
8.0
Cede 100[TJ�I
Iitrll
TOPCHORD
BOT CHORD
VVEB
4 PF No.
SPF No,2
4 SPF Stud
REACTIONS TIO O b/size) 2=532J0 -5,8.4=5:32J0-,9,3
Max Herz 2 =-81 (loa d case 3)
Max UP lift.=-18900ad Case ), 4,-18 Jeal case )
FORCES (Ib) - a imumompressierr�,Ma urn Tension
TOIL CHORD 1-2:0/1 0.0, 2-3;---297/8. -r4=-297/8, 4-5=011 OC)
ET H FAD 2-6=0/154,4-6=0/154
SBS --011 4
DEFL
in
(10C)
lfdeff
Lf
Vert(LL)
-0,00
2-6
>999
36D
' ert(TL)
-O. C)i
-
>
180
Hor (T L)
0.00
4
n/a
Wa
Wind(LL)
-0,00
2
>999
240
BRACING
TOP 1CHORD
BOT CFO FAD
PLATES
MT20
Weight: 26 Jb
GRID'
1 9711 44
Structural wood sheathing directly appJled OF 6-0-0 oc purlins.
RVdceiling directly applied or 10-0-0 cc bracing -
I MOTES
1 Unbalanced 1700f Jive leads have been considered for this design.
+'ind_ ASCE 7-02; 90mph, h=25ftt} T UL=4_8pst 8CDL=4. psf; Category 11 Exp ; en.clesed• MVVF �
vera al left and Fight €pe d' Lumber D L=1. 3 plate grip D L="1. . gable end zone, cantilever left and right exposed end
1 ) This truss has been des-Igned fora 10.0 psf botto ren chord live load rt n oncurrent
4) This truss requires plate 1nsp�ectior-r per the Tooth Count Method when this truss ise rtJ� �n other Ir�� I��d�.
as
) 1�rovide mechancal con r�tior`M (by athers� of ter�ss to k��earf r� plate capa �� �t chosen for qualityqualitysu�r�lnee inspection.inspection.p' hsfendin189 Ib r�PJi1� at Joint and 1 lb upla�t at joint 4.
This truss i designed in accordance with the 2003 International Res'ldentiaf Code sect -
ons CAS
1.1 and J80.10_ and referenced standard IVI}T�I 1.
LOAD ��� to �i d� rd
Job Truss
5353 F
Summit Truss,t i�hon, ID, Mark M@ngum
1
.T f
COMMON
--0
2
54 1'
Qty
I
Ply � �1 -S- - T FSE C -4
2 h P f
—0_LJ0-b1Re11erenc9 (optlonal�)
6.300 s Jul 11 2006 �liT k Industdes, Inc_
1 -o-
Mori Apr 16 12- gf 4007 Page I
elate Offsets
LOADING (pso SPACING
TOLL 35.0 pjates Increase 1.1
T DL 8.0 Lumber Jncreas 1.15
BOLL D'O Jeep Stress f ncr H
E DL 8.0 Code 1 RC2003 TP1 00
LUMBER
TOP CHORD
BOTCHORD
'iE B
G RUCTIONS
4 SPF No,
2X6DFSS
4 SPF Stud
O bls rza) 1-515010-5-8, 3=5150/0-5-8
M
= 150/0--5-
Hort 1=-1 240oad rasa
Max Upliffl =-1154(Jaad case ), =-11 4(laad case
FORCES (lbMaxirn.urn ornpras ion/ a irr u m Tension
TOP CHORD 1-2=-6464/1447,2-3=-6464/1447
B T H RD 1-5=-1147/5255,.4-5=-791/3670,3-4=-1131/5255
)E BS 2-5=-8271372C), -4 -828/3720
7-9-6
tJZX
DER
ire
TC 0,51
Vert(LL)
-0,07
BC 0.62
`art(TL)
-0.1
I3 ac I
Ho (TL)
0,02
Mata) o^Wind(LL)
n/a
0.04
BRACING
TOPCHORD
BOT HIPC
1-0-0
4-2-10
(100
1/d t
LJd
PLATE
4-5
> 99 9
360
MT20
4-5
>999
0
180
n/a
a/a
GRIP
1971144
4-5 >999 240 Weight: 103 lb
Structural wood sheathing directly applied or 4-5-11 oc, purlins,
Frigid ceiling directly applied or 10-0-0 cc bracing.
NOTES
1) 2 -pJy truss to be connected together with 1 Od 0,1 11F Y") ria iIS as folly s:
Top chords connected as fol I -Ow : 2 X 4 - 1 row at o-9- 0 G.C.
Bottom c h orris connected as follows: rows at 0-7-0 oc_
Webs connected a follows: 2 X 4 - 1 row at 0_9-0 cc,
WJE loads ars considered equal[applied to all plies, except if noted as front (F) or bakE�
been Prov ded to distribute Onlyloads noted as F) or (B), unless otherwise indicate back(13) f�� in tl�� L D E� section. Pry t� �l connectionhave
Unbalanced roof lava loads have Leen considered for this design. d.
'nod: ASCE 7-00nnph; h=ft TSL=4.psf; EDL=4.psf; Category Jl; Exp rrrload
vertical Jet and right exposed; Lumb r D Lm1.33 plate grlp� [SQL=1.33. ; EJ gable end zone; can#�ie�rer [eft and ri ft posed ; end
This truer has been designed for a 10, 0 psf bottom chord five load nonconcurr nt with
any other live loads -
6) This truss requires plate inspection per the Toth Count Method hari thistruss iS chosen for quality assurance inspection -
7) Provide Mechanical connection (by others) of truss to bearing �f �thtardin�
`f 1 il� uplift at joint I 11�' 1154 !b uplift at ji�artt .
Is truss i designed ire accordance with the 2003 International Residential Coda sections 1 02.1 1-1 and
Girder carries tie-in span(s)-. 0-0 from 0-0-a to 12-0-0 02,10 - ani referenced standard ANSIfTPI "I .
LOAD A .E() Standard
1 Regular- Lumber In r as X1.1 , 'lata Jncraasa,l.1
Uniform Load (lel
Vert: 1-3--805(F=-790),1-2=;-86, - =-B
b')b k�
N
snra 1 :,
Job
5353
a WrlMif Tr, ire. C-* A —&z.
1
Truss
LFG
1
--_ -- 11.r ..+.r%,Wu, -1-Jt +"ti PLI 1UJ J.Ya J �7K man gum
K
4 =
3
ST1
i
QtY Ply
GABLE
.11
$T2
1�
4x4 =
5
6
,Jct F Terence tIonal-)
6.300 s Elul 112006 MITMifek 'nd tires, Inc. Mon Apr 16 1Z 1 3-4 4 2007 Page 1
Scale 1:213,
S71
7
N
9
12-0-o
12-0-0
I InX 2;0-04&0-4..:Ed 8,13-0-4
L OA DJ J _
TSL _�
o I .
ar1o�) Vdet
d
TLL .0 Plates lrcrea� 1,1fi 0.51 rl(LL) -{.06 n/r 180
I PLATES
FIS
BOLL �. Lumber Jrcrease 1.1� �.� Vert(TL) -0.0rIr lT� 197/144
BCDL p Stress lrr No S 0.05 Hor-z(TL) 0.c n/a n/a
Code 1RC21003fTP12002 (Matrix)
Weight: 49 lb
TOFF CHORD 2 X 4 SPF No.2 BRACING
T CHORD 2 X 4 SPF No.2 TOP CHORD StruCturM Wood sheathing directly applied or 6-0--0 oc
� T CHORD Rigid' �eil1ng directl 1, d Of 10-M ,bracin purlins -
OTHERS
�F 4�� ��" �
REACTIONS (lb/size) 2;--39:3/12-0-0, 8=393/12-0-0, 12=1 58112-0-0, 13=237/12-0-0,14=82/12-0-C),
11 Max Hor 1 (load case=237/1200
--, 10=8211 -0-0
Max UP11 t2=-1800ca case 5), =-200(1oad case ), 1 =-110(load case ), 14 -1 load case
Max ra = Goad Cass 1), 8g (load case 1 , 1 = l d case � , 11 = 1 I d =-1 I
_ �, 4��Ic�ad case ), 14;0(1oa�1 a ), 1 `1 =244(Ioad case 1 o), 10=90(load a
FORCES�I�� - i.ir��.tr� �rnpressi�t��'I��i,�rm�r�n Tension
TOP CHORD 1- =0/97, - =-101/93, -4=-69/80, 4-5=-76/123, 5-6=- 61116, 6-7=- 9/
0197
BOT' HO l D 2-14=-91127, 1 -14=-9/127, 12-13=-9/127, 11-1 =-9/12 1 10-11;- - '-1 , - --
�B5-12=-13610, � 13,;--- �4
-194/11 , -14=-117/53, 6-11 �`- i 1 ~ �1 �, {53
�1 �-- ,�1 �
NOTE'S
1) Unbalanced roof live loads have been considered
) end: E 7L0OMph; h=5; TL�L=4. for this design-
2)
BCD 4. p f, Category J1, F p , encJ used •
vertrc i left .end right exposed- Lumber DOL.=1.33 plate grip D LT1. N �J �bi� end ��n�; cantilever left and right exposed; n�
Truss desrned for wind leads in the plane of the truss on[y. For Studs exposed to wind rr
4) This trus has been designed for a 10.0 psf bottom chord lire Ioad n on conc u rrent with (normal other
iv Ica
ds. � l iT� ter���1"� ��I� Er�� Detail"
lJ plates a r�e 2x4 MT20 unless otherwise indicated -
6) berg �tl� r Ir�r� l�� ds.
This tru s s re quire s p late Ins pectic n p er the To oth C Du nt M etho d wh am #h e s T runs is chos e
7) Gable requires continuous bottom chiord bearrin � for �ueir��r �ssr�rer�� rr�spe�ti�r� _
8) Bible studs spaced' at -M cc.
�.
9) Provide
al connect -ran (by other) Of truss to bearing plate capabie Of withstanding 180 its uplift at joint
1 Ib Uplift at joint 14, 109 Ib OPlift at joint 11 and 1 1b u f�flt at joint I �� l� uplift t joint �, 110 Ib UPIA at joint 1
1 ) Tri -Is truss IS designed in accordance with the 2003 lnternationaC Residential` COde sectfans R502.11.1 and R802.10-2 and referenced standard illTPI 1.
LOAD GASES) Standard
Job Truss T
rpe s
5353
MOD.QUEEN .6.
Tlr it Tri. ss, St nthony lD, f�lark lvlangum
594
21-10-6
5-9-4 5-4-6
-10-
1
�11
4
1 ' ST. - SPEC 4
1.
F gfere iCe c ticral)
300 s,cul 11 2COS Iife Indu tries, lnc_ cn .pr 1 121�
4 v2 p �
-2.12 -0-0_0-;� I
- -
-o-
Sccale ;; 1, 5s-
Plate Offsets (X
8-5-7
8--
a . 1, 0-0--131 E_ . -e.
9=0
LOADING (pso
SPACING
2-0-0
CS1
TOLL
35.0
Plates increase
1,15
TC 0,54
T DL
8.0
Lurnber increa c
1-15
0.72
E LL
0.0
Rep Stress tncr
YES
VVB 0-64
EDL
8.0
Code rlfTPi00rt
1-14
X999
LUMBER
a
TOP CHORD 2 X 4 SPF Nc.
HOT CHORD 2 X 4 SPF Io.
SBS 2 X 4 SISI- Stud -Except*
W3 2 X 4 SPIE c-, VV4 2 C 4 SPFlice-, W3 2 X 4 SPF No.2
9
RE-ACTONS (Wsize) 1=1 53iC-5-8 , 9-1865/0-5-8
Max HOrz I =—
-.1865/0-b-
=_ J
Max Uplif#'I =- 8 Icad case ), = 408(lcad case
--
DEFL
in
(l )
Vdefl
Lid
Vert(LL)
-0-14'11-12
>999
360
Vert(TL)
-0,31
1-14
>999
180
Hor L)
0.11
9
n/a
n/a
' nd(LL)
0,09
1-14
X999
240
13RA IN
TOP CHORD
ESOT CHORD
SBS
-o-O
PLATES GFZIP
MT20 197/144
Weight: 146 lh
Structural Wood sheathing directly applied or 3-1-10 cc purlin_
R.igid ceiling directly applied or 9-1 - 12 cc bracing -
1 Row at m id pt 4-12. 6-12
FORCES (Ib) - Maximurn Comp.FessionlMaxlmum Tension
TOPCHORD 1-,-•532j41, Y -2280/4, -z--145147, 4---11��� 1 a �-�-i�1��1� ��
BOTCHORD 1-14=-39011 _ � � 11;���, �-�=�-�'� 1 _-�1 -1 �-��1 �
1 -14-- 15/1623, "1 -13`-21,x/1623, 11-1 =-13211 1 . -1l -222'1955
2-14=-373 229, 4-14--121/486. 4-12=-686/3015-12=-296/1180,6-12=-666/286,i-1
1 =-84/439, -11=-344/206
NOTES
1 Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-0; 90mph; h=25ft; TCL=4.pf; 13GDL=4.psf; Category II; E ; enclosed, ll` -
vertical left and right exposed, Lumber IS L=1,33 Plate gdp DOL=1 _ � S gable end Mcrae; c�r+trle�r�r lei ��d right exposed ;end
g F bottom chord lire lead nonce ncurrent with an other Imre le-
ads -4) This truss requires pfate inspection per the Tooth Count Method when thistruss i ch S n 1`cr u�lr
) Provide Mehanaai cr�r�ectior� (bether cif t� # bearing plate ca�bte of withstanding 1b ty ��ur�rlee �a�R��trcr�,
6� This tri r� der�rled in a�r�a��e itl� the � Iraterna�lr�n��.l Residential �d� sectionsR502-11
�fal��t at 1�rnt 1 �n� ��� Ib uplift at ��ir�t .
��_ 11..1 and 1��.'i �.. and referenced standard ll('rPf 1
LOAD CASE(S) Standard
Job T
15353
�rrlmit Tru_ntP-��nya JD, r�1er Ianum
- -0�
-0-0
3
i T /P "
I LY Ply M' ")NST - SFEC 4 - --
Job Reference °o tionaf _
_ Ju,
20
0 P iTek Indo tiie , Inc- Mon Apr 16 12:IjLl5f0
4
-4-
3x4
A
8.00112
2X4 1 J
i
N
LZIG
17
I qx4 — 4 —
'9-1-2
1 --0 --
-4- - :
4X5 I
M
4x6
7
16
M3
�1
1s
6.00112
-0-,
--
IW
-0-0
14
6X6 =
13
5-9-4 11-1-1019-6-8 _
21--6 8-- 0-- -
Plate 0ff et � :OL - 'f . `"f-
13:13-4-0,0-2-
lJ
LOADING (pso SPACING 21-0-0 CS1
TSL _0
TSL PlateIncrease 1.15 TC 0.64
L L
Lumber Increase 1.1 p B 0.7
ECRL .0 Rep Stress Incr YES WB 0.93
Code IR 00317 200 (Matrix)
LUMBER
TOP CHORID 2 X 4 SPF Io.
BOT CHORD 2 X 4 SPF leo.
WERS 2 X 4 SIPIF Stud -Except*
4 2 X 4 SPP No.2, W5 2 X 4 SPF No -2, W6 2 X 4 SIF No.2
DEF L
in
(Pec)
l/d efl
Lid
erl (LL)
-0,2214-15
> 99
360
e (TLS
-0.43
14-15
>sqq
180
Horz(TL)
DA 9
11
n/a
n/a
Wind(LL) 0.11 14-15 >999 240
13IN
PLATES
MT20
,height: 171 1b
GRIP
197/144
T P CHORD Structural wood sheathing directly appl-Jed or 2-6-8 oo purf in
BOT CHORD Frigid ceil'in l directly applied Or 10-0-0 oC bruin .
WEBS I Row at mid,pt 7-1
11
7 Pne I
--
-0
SIe = 1:60.D
REACTIONS orb/size) 2;--185810-5_8, 11=1853/0-5-8
I MaxHera=353Io
� gid case 4)
M ax U p I Ift2 =-406 (load ca s e ), 11=-40load case
FORCES Ih) - Maximum um empre ion/Max murn Tension
TOP CHOR[) 100, 2-3=-25271393,3-4=-2070/379. 4-5'-1942095, 5-6=-2072/579,6-7;---1796/529,7-8;---22-BO/442,
;•+''- =-2072/579,, 6-7--179 / 9, -8-- O
BOT H RD2-19=-332/1955.18-19.=-332/1955,17-18=-332/1955,16-17=-38/1214
-1 =:332/1 x'55. 18-1 .=-3 "l 955, 17-18= 1 5 , 1 - �17=- / __ _8-9=-3430/477,9-10=-3549/452.-11=,. 111-12=01100
} � r
VVEBS 3-19=0/1 80, 7 4, 15-1 '881157 14--15 225/2241, 13-14-=-241/2080,1J-13=-230J1 930
7-16=-14201326.7-15;---147/1363, &-15=-747/273,8-14---51/977, 10-14--40/1055,10-13=-10221155
TE
1) Unbalanced rOOf lire loads have been considered for this dein.
0mp%; h= ; T DL=4_8p f, 8CDL=4:8psf; Category IJ; Esc endo ed•
vertleai left and right exposed; Lumber DOL;--1.33;plate gnip DOL=1. P ; � PR gabJe end zone, cantilever legit and right exposed ; er,d'
This truss has been designed fora 10.0 P f bof%onn chord IiVe load r}eneon urrentwith any other
live loads -
4) This truss requires plate Inspection per the Tooth Court Method when this truss i chosen for
� J�rc��ide mechanical connection �� 'otl���` of truss to �ar�� plate ����Je �f itl*it�I�di� quality assurance inspection.
) This t� i� designed in acordancwith the 00 Ir�te��rr�tc�rai Residential Code4� I� uplift at jointand 4�� I� �,�Jift �t Joint "l1.
�eot�r�s I0. `i 1 -1 and R802.102 and referenced standard ANSVTPI 1.
LOAD CASE() Standard
LM
Job Truss
rp 19 5363 Td���PI
Q
umm it Tru V. fly` nth ony' I D, Marls Ma ngu m
JL-
-2-0-0
-0-0
5-9-4
5`4-6
r-Gdle UFrsel y
LOADING (p sfi
TELL
35.0
TDL
8,0
SLL
0.0
13DL
8.0
�U-x-13, ��� , "i �:�-�-"I 3, �t� �
I
SPACING - -
Plates Increase 1.1
LumberIncrease 1.1
Rep Stress In r YE
Code 1-0D3[TP1Q0
I
--
Ew
N1'
1
I Job R efertn ce (a p tic nab
6.305 s Jul 11 2006 MITek In35-0-0
iu tri s, rn I � rr fpr 1 f 1
i�
;3X4 .
5x
9`1-2
11
I
16-6-0 _ I 24,E-
- _0_
T4
CSI
TC 0-54
E F L
Vert(LL)
floc)
I/def]
>999
L/d PLATES GRIP
Chi
-0,1413-15
ESC 0_57
Vert(TL)
-.0.2912-1
>999
160
VVB 0-62
or (T L)
0.,1
1
n/a
n/a
(Matrix)
VVind(LL)
0.0813-15
>99q
qAn
LTJMBE.F
TOP CHORD 2 X 4 S PI' No.2
BOT CH0RD - X 4 SPF leo_
SSS 2 X 4 SPF Stud *Except*
3 2 X 4 SPF No.2, W4 2 X 4 SPF No.2. VV3 2 X 4 SPF No,2
REACT I ONS (Ib/size) 2 =185,5/0- , 1 0= 185810-5-8
M ax. Hort2=353(loa d case 4)
Max LSPIice?= 4 6(10ad case 5), 10=-406(1oad case )
• t�Ellt_ 14& 10
BRACING
TOP CHORD Strurj,uraj
,0,0d sheathIng directly applied or --2 oc purlins.
BOTCHORD R ig id c iIing directly applied a 9-1 oc br2cing.
WEBS 1 leo+ at idpt 5-13,7-13
FORCES �Ih) - Nlax[Murn CompressionlMaximum Tensfon
' TPARD 1-=0/1 00, 2-3=-2509/412, 3-4=-2231/410. 4-5=-2100/436. �-130217-8=-_
BOT CHORD2-15=-347/1944,14-115=-19811602, 13-14--1!98/1602,12-13=-124/1602, 1�1 �`-1 4 , - -� � � a'- �I -
944
15=-44f0r 1 -8''h/439, 1 tiiy-lL8 �1�-28811169,7-13=-666/286,7-12=-84/439,012=- 41206
f ����
'�
34
NOTES
1) Unbalanced roof live loads have been considered for this -design,
) end: ASCE -02; 9OMph, h=ftp TCDL=4.psfj eCIDL=4_pf, Category ila E.� r��I���d. �'I'+F
vertical left acrd d ht expo d; Lumber D L�1. plate grip 00L=1.33. RS gable end zone; cantilever left and right exposed � end
This truss has been designed for a 10.E p f bottom chord We load nonco current with any other I`r
4) Th'S truss requrr plate inspection per the Tooth Court Method when thistruss i chosen for �� loads.
) I�rovtd eher,ral corn ection b other) oftrr�s to bearir� platy ca pa of �,{itl�arr ��aJlt assurance inspection.
) Thistrr� � designed in a���rdan�� nth tae �� Ir�tmatior�ai Residential oded�r�� 4� Ib �Iplif� at �nlrrt and � Jh u�rif� a� j�irt 10 m
��#ionR502,11 1.1 and F0.10. and referenced standardANSI/TF]
LOAD CASE(S) Standard
�1
lob Tress IT rpe
5353 G G GABLE
i
V [tTrJss, SitAnthony, ISD. Mark Mangum
r iate offsets
Ll �O - 2- �11, CL2 -
19:0-2-11 "C�--0
LOADING (psSPACING
I
-0-0
TOLL
35.0
Plates J nicreas a
1.1
T C L
8°0
Lumber InCrease
1,1
BOLL
0.0
Rep Stress Incr
NO
B DL
&0
Code II 00 /TP1200
C1
TC 0.51
SC C.19
WB 0.18
Wa#d )
LUMBER
TOP JI RD 2 X 4 SPF J c.
1 T CHORD 2 X 4 SPE X10.2
OTHERS 2 X 4 S P F Stud *Except*
ST8 2 X 4 SPF No - 2, ST7 2 X 4 SPF J ic- , ST6 2 X 4 SPF No -2, ST7 2 X 4 SPP: ri
STS 2 X 4 SPF No.2
4x4 =
10
-0
33'0"0
Pi
M1
I
Job Reference optional
. 300 s Jul 11 2006IiT Industrie , I —Mon—Apr
_r7Apt _16 1213.4 2007 Iia e
DEL
in f c)
I/defl
Lid
VertLQ
-0,07 20
n/r
180
Ve rt(T L)
`0.09 20
n1r
80
Hor (TL)
0.01 19
n1a
n/a
BFZACING
TOPCHORD
BOT CHORD
EB
PLATES
MT20
Weight,188 lb
GIMP
197/144
Structural wood sheathing d[rect[ applied OF &0-0 cc pur.[ir,s.
Rigid Cei11 ng directly app fi d 0r 10-0-0 oc bracing.
R+' at rTl l p1 10-2 9,9-30, 8-31 " 1 1 -7, 12-2
REACTIONS (Usize) 1=14 ' 9/33 0! 29=175./3. 75/33-0-0, 30;--202/33-0-0, 31-20613 0`0, 32=203133'-0-0, =203183-0-34=209/33-0-0. . _ 183/33-()-() f8 f33
03/33- 0, 4=206138-0-0p =198/3a-0-0" - 61,33-0-0, 1=1401. 394
0-0, 1 =/33-0- 0 '� �, -270/33`0-0, 27--20 +'33-0-0, . 0 8'0-0,
Max Flc rz 1=-374(doad case 8)
Max Plift"f --0oad ca ), 0=-83(ioad ca5) , 31--90( lead case ), =Y801oad case 5 _-
° �'�-��l�ad �� �-°�I€�a�d �� �,=,�Jc��d ��� � �" B(Ioad case ),=-34Ioad case ), _-�'load ,�e ), _-°� �l Jc�ad ase
), 4=-84(Ioad case 6)" =- 5fload ease ),='109(load case , 1„ load case ,
Maxrav1 �l !fir dread case 4"=7>°oad .�. ), 0=209(Iaad �. 9), 1 =20�Ioad ca1 � � �, 1 _�1 ���lcad �� �
=70�(Ioad case ),=1�]�(ioad �.�.e `1 0P 6=20Ioad case �l -0 J �p ��l��d � �, 8�.�.�I�ad �a�� ��,=��1'aad asp �, �-� �B�I��d �� ��
e 10), 24=206(load case V, 23=198(load case 10), 22=226(foad case lo)
FORCES 0b) - Maxiirnurri Compress[on/Maximu.m Tension
T F' HORD 1-2=-312/221, -3=-2551209, -4=-21211 , 4-5=-X071205. -8=-167/1 7=-
12'211 . 7-8=-78�`22 -=-76/
10-1 1=-75/298,11-12;---76/244, 12-13=-75/173,13-14=-76/1 10, 14-1.5 -75170, 15-16=_82176, 1 -17--1,17-18=-127169,18-19=-176/95,
" -10=-75/306,
19-20=0/97
�" 118=`121, 1 -�I=� 1 -y
f x�'i
SOT CHORD 1-36=-50/259, 35-36--501259,
- -, 0134-35=-50/259, 34--50125:.32-33=-50/259, 31-32=-501269,
1- __ � =-501259, —k--0 9 , 28-29;-VVEBS --501259, 2,5-26=-50/259, 24-25=-50/259,=-�d4��� 4="50i23 — 50/259, 21-22=-50/259,
170/99, 16- 1 79J 11, 18-2 -15317
NOTES5 2-36=-2111125
1
1) l..Jnba[ancad ri live load have hewn considered fo.r this design-
Wind, ASCE 7-02; 90rinpb; h=,5ft, TL=4.8psf; 8DL=4.8psf} Category II; Exp ; enclosed; MWFRS
verticial left and Fight exposed: Lumber D L=1.33 plate grid DOL=1.33. �ab[e end zone-, rant iever left and right exposed end
3) Truss designed for wird loads in the plane of the truss Only. For studs exposed to grind nori �,
4) This truss has been designed for a 10.0 psf bottom chard lire l` ad rtionconcurrent with to ell ds. d IIT standard ably End Detail"
All plates are 2x4 MT20 unless otherwiseindicated. b ani �tf�er fJ�� 1�a�ds.
This truss requires plate [nspetioni per the Toot o-urlt Method when this truss is ch
7) ab�ie requires - ontinuou bottom chords bearil�g. �s�� for quality assurance inspection.
�.
Gable studs spaced at 2-0-0 cc.
) Provide mehaniaJ connection (by others) of tress to baring plate capable of withstar-d-Ing 98
8D lb Wift at joint , B Ike upi[ft at -flint .3 F lb �+pdif� at j�ir�t �, � Ib �r�lil�t �t �ir�t � 11 � I Ib epi ft at ��Rr�t 1 S Ib �r Rift t ��irtit �, � Ib u�li� �t j�dr�t 81 "
ib UPdFft at joint " Ib uPJii;r at joint 4, 7Ib rJplift at joint 2r 109 db U�1ift at .���t r b uplpft at 1Ir�t � Ib ��ilfit at joint �, Jb rrpii� �t J�irlt , 7
1 0) This truss Is designed If7 a��Ordar�crfth the 00International Residential J i� uplift �t ���r1t 1 and fi X01 i� uplift �t joint 1 �.
d ode sectii R502.1 1.1 and R802.10.2 and referenced standardANSI/TPI `1! .
LOAD CASE() Standard
H
Joky Truss
5353
A
Irpr-rr^4 T i c Q cz t o + -+.,a r erg. a ip -._j .. m
,fir -.'y' - - ��.-,.., tira r 51 I'Li f1L1 ly I Imo'. , ��ar A I.jd 6g 4r#A 1 7
�-101,
T /rpe
GABLE
4x41 =
Qty Pty W .DIST_ AE 4
%J00b I ef�erence 0Ptionaf
_300 s Elul 11 2006 Phi i ek fndustrias, Inc, Mon Apr 16 12-.13,49 2007 p
age I
32-9-0
Scala -1;61
LOADING
(psi
TOLL
35.0
TCL
8.0
BOLL.
0+0
BDL
8.0
SPACING -0-0
Plates Increase 1,15
Lumber Increase 1,1
Flap Stress Incr YES
Code IRC2003qP[2002
3X4 =
1
TC 0.1
13C 0.0,E
VVU 0.22
(Matrix)
LUMBER
BOT CHORD 2 X 4 SPF No.2
OTHERS 2 X 4 SPF Stud -Except'
ST8 2 X 4 PF No - 2, STS' 2 X 4 SPF No -2, T-' 2 X 4 SPF lo_
RIE -ACTIONS
4
32-9-0
DFL in (lo) I/defl L/d PLATES
Vert(LL) n/a - n/a 999 P
' IIT � 1 ��1
1�rtTL� .��� � n1a 999
44
Weight: 174 I
EII N
TOP H FLS Structural wood sheathing directly applied or 6'0-0 0o purlins.
ROT CHORD Rigid ceiling directly applied or 1e-0-0 oo bracing,
VVEDS 1 Rom at midpt 9-25,8-26,10-24
, 7 --0:, = ` 74/`'9-0, 6 _
04`/--0, 8 2 04} -0, C)4/ ' -0i 0_ Of{ -0, 1'0fL 0, -1 y/Ji --a VJ-LLr
s-
- { - - ,/-iO4"d-07 22 04+3^0,21-04/ -0, 20`05-J32-9-0, 1 =199/32-9-0, 18=226/82- - Max Horz 1=-8 (load case )
i - ), 4='�(Ioad aF 8-'B�o�d �� �'�-1 �f���� 1-� I���
�)50=-(Ioad case 6), 1 =-O(load case 18-- I ad 6)
Max (10ad as8)p 17=-3(Ioad ase 4, _-6load se r 28=-88(load case 29=-81 (load , 8i8load �;_ld p=-
+
80lid
33=-9cas1 (load
Maxrav I -1 4(1oad e 417;--100(load case i5=2340oad case 6)r26=211(Poad case )t = 04(loadcase 1), = 0 �Pad ���� �w�=�l�ad �� 1 �, 1=orad ase 9),
32= 1 �[o ad c as e 1), 8=2 26 1oan a , .4� � � �loadcas e 10), 2 8=204(1oad ca -s e 1 =2 05 (fa case 21load cas e 10=00 oa d ca s 1, 199(1 Dad cas e 'l
I 8=226(load case 10)
FORCES (Ib) - l aximijm Compression/Maximum Tension
T P H1D 1---09/.0"P , --5/'P 4r 4 =-22 "f J 18 9, 4-=_176/18 3, 5--6-T1:31117 ;-- _ _ _
11-12--7C>/135,12-13=-76/-8`-9.13-14--76/61. 14-1 5=-98/66, 15-1 --1 ' � , - 1 -- , -1 -- ` a 1 -1 �! -7.6/205,
130-TCHORD ++1�}.-x'81 6a -8=-�1 "�, 81�-=-�'�11 , 30-31 =-62/196. e'��! -r/y1 �=-1 ���+, +
L�5=-VP 14Jr 23-24--621196, . 22-23=-62/196, .1-#„'--'� _ I �€.--� ice, 27-28=-6211-96. i�-^ti1� y2,r>-26=-62j1 ,
"1 6, 20-21
- 14-20=-172-1101,
=--62/1!96, 1 9-20- _
/ 1 r18 -19=-=6211
8-1 =-=6I#1 , 17-1 8=-62/196 �B-5_'110r 8T -1i, 7-8=-1 7107, -94-1 7311��, -8�=-1 72-/101�1--1Lf101r 3-32-170/101r-}--1�J/1 �, 10-24=-1
/8 111-23--172/108,12-22=-1731100,13-21=-1721101,
}-1�/�08,1--^1���iV,1"L1=-J7I01, I 0--1 2-f 01, 11=ff101, 103 ,
NOTES
1) Unbalanced roof live loads have been Considered for this design.
Wind: ASCE 7-02, 90mph, h= ; T DL , psf B C L=4. p f- Category fl; E �
verti ai left and dght exposed; LUmber � L="l . plate tri DOL1, a P enclosed- - MWF gable end zone- cantilever left and right exposed end
Th l s, truss b a s b een deli g ne d fer a 10.0 Psf botto m cho rd IJ ve load n onoon CLI rren t 'moi th a n y other-
4) 11 Plates. are 2x4 MT20 unfe -S ath r i e indicated,aiv� Io���_
Tip i :5 truss requires plate " Pe ctla n Per the Tooth Count Method When tb t� i �
) Gable requires continuous bottom chord bee ing. hosen for quart assurance �r�speetlar�.
i�ro�ri�de rr�ech�r�ie�a oo��eotic�r� �b�' �th�r� +�� tr�s� to bearing Plat capable �f �4�athtandir� +
88 lb UpfIft at joint 8, i u 1if# t int r Pb uplift at joint t � 8 !b u irft t - r # 81 1 P Jwft at 1 int 1, Ib uplift t � ir�t 1 lb uplift et joint
P Ib upliftat 8 1 Jb uplift at joint lb UPI- at: j�arrt 4r 8 Ib
�aPiift at joir�t , 81 lb up�iift at a0in�t , 8 Jb �r�li �t point 1, I� uPai"t at ��i�t `o, � J� u Ian �t
Tl�i f��s �� de�gnd in ����rd�n� with tt�� .�� I r�t�rr�ati�rtal lei _ � aoirt# 1 and 1 lb uplrt# at joint 18.
�l�ntiaf cede sect -Ions R502.11,1 and 180.1+' and referenced standard.fYTPl 19 +
LCA GASES) Standard �