HomeMy WebLinkAboutTRUSS SPECS - 05-00139 - 578 Golden Willow Dr - New SFRqd
E
r*
irk
Durfee SFR
OMNI
1,01 39
- 7180 Arctic Willow
I
E3 1PK
I `� FIT
f �
a
--
1 1-2-2
t
I
e
Job Reference( ton -al)
- 1 �' _
r.
2-4-
4A M120=
G
-4-3
L-WIV,Mr-
TOS' CHORD 2 X 4 SPF 1650E 1.5E
T C 'H JR D 2 X 4 5 PF 1650E 1.5 E
OTHERS 2 X 4 PF Stu c#d
fn Joc)
Vcfeti
L/d
22-4-3
Plate Offsets (X,Y)'
p —._
[C
0-
of a
s
i
i LOADING (Psf)
SPACING 2-M
T—,—
CSj
r a.
TOLL X5.0E��
T L L �__a
''late Iryer a e 1.1
T 0,1
eM# LL)
BOLL 0.0
r Lura ber I ncrea.se 1.15
Rep mss I r�er
BC 0-0
eT�
BCDL 7.0
Code I R 0c)3/T ' 1200
VV I• 0.1 9
(Matrix)
HCFZ.)
L-WIV,Mr-
TOS' CHORD 2 X 4 SPF 1650E 1.5E
T C 'H JR D 2 X 4 5 PF 1650E 1.5 E
OTHERS 2 X 4 PF Stu c#d
fn Joc)
Vcfeti
L/d
n/a -
n1a
ggg
of a
rVa
999
0.01 M
rVa.
r a.
B IN
T P CHORD
T CHORD
WEBS
1
PLATES GRIP
M 11 20 197/14
VVQight 147 lb
tructural Wood sheathing directly applied or 6-•0-0 oe purtins,
Ji rd ceiling directly applied or 1 M-0 0 bracing,
1 Row at m i cl pt r I -Q, H - R, E , F -T
Sra:D = 7. 5.71
REACTION S 0 ize) - 9 U22-4-3, S=67122-4- , N=194122-4-3 0--191/ -4-3, P� 0 ` . -4- I 0 312 2 4--3191122-4-3,_ _
M'�'D -4-3 '1 � - - , . -194122-4-3, .f- -4- , U=203122-4- , T,1 2J22-4- 31
N1 a
J2-4-
1N1a 1-1o.7 A=;-394( ad case )
MaxUgly_-14 (10:acase , =-150(load case )} = 0��150�load s , P=-1 57(load ca
--1 Coed _ =�1 'C le a e! ), Q=17 (load case ), �-51(load case 6)9 = 1 ioad case 5), VV --1 50(Ioad case
). - (load case ), -- 8(laad case 4)�a
MaX GravA=337(load case a38Jeal case .y i 1 4Joa:d se �'
1 1(loa d case 8). P= 0 (lead case 1) . 0 ( a d case 8 R -157 log
i =1 °1(lead ca e 7), =202(Iread case 1), U` 03(load case 7 T=1 7Joad capcase �. � � �� � =1 4(lead case 1),
F?CE (Eb) - a irnurn C0mPres510nqAaxjrntjm Tension
TOP1= ORO) - -469121 , B - =-34'x.201, CD=; - 2511187, D -.E= -1551170 F - F= -95M9
-_ _
F-� . �", ', F- 1217, I•'I=-65 04, H-I=-yam�.,11 0a I `-- 1/ 4,
- --1411
01, . _ I- - 7,x'11 , L- kl =-421 '129
BOT CHORD A-. _ 9-01317, 0 17, V- =-871320, - =- OF T- U -87 [x, T=-371320, R -, =-8 7 1 :0 > =s
C-> 8713 0kN-0=-86/315, M- �- 1 3 , l-- 871320,
EB =--23110, L N= -1.5511K-0-1617. -x'=1 31 , I- -1 .{ �+y
�} =1
, Lel [ 31,;-1 511 --11174'=-'I 174,
NOTES
1) Unbala aced roof we fonds have been considered for this design,
porchleft SCE 7-98, omph; h=251 C T L=4: p } 6C0L=4- p t, Category II, Exp ; enclosed, N1 FR able end zorze-
cv
anti right exposed- Lumber DCL=1.33 plate grip DOL=1.33_ ar7tileer lett and re_qht exposed
True des Ig rye 1 %r wind to afs In the plane. of the triiss O rIl . For studs exposed to Wird n e rr
to the o ), seg P Tek "`� nda rd able End D e jl"
Th' truss has been des ig reed to r a 10.0 p t bottom m c Nord live toad non on u rre nt Ith any ether live loads.,
5plates are 1.5x4 I' 1120 unless other i e ind[cated,.
Th' truss requires pliate in pe ton per the Tooth Count Method when this truss is chosen for ual assurance i
7) Gable requires co rrdnuous bottom chord beadin . �r� tlo .
8) Gable studs spaced at -" oo_
Pfov ide rn echa nicaI cOnnedbn (by others) of truS-9 to bearing plate capable of vvkhstanding 14
Ike u,pa�t at joint AC 15-, 0 lb uplift atjoint N# 150 Ib upiiit at
ft
J int OO 1 7Ihu uplift IRR at ie . , 172 l uplift at jo1nt - , 51 lb :ti Ih at joint Fit 150 1b uplift at joint . 1 � pl � 158 rb xis at
� � rpt P
t �r�rrt end �p+intnt F a 1irtt 1, Ifsa
10) Th is truss is des -;fined ri accordance with the 2 OC)3 Iint? rnationaI es[dentraI Code sections R50 _11.1 n _ 1
1. 0.- and referenced standard ANSUTPC
L ) smandarci
r
i
m
A
LOADING )
TOLL 35.0
TOOL 7.0
Rio
MONO TRUSS
'7Q_N -ply-
30
ig
F a
R
�.. _ Job Reference ( fional)
2-0-0
SPACING
Plates Increase
Lum b r I ncrea se 1.15
U•i .1 -ep stress Ivor YES
B DL 7.0 CodC, IRC20031FP12002
LUMBER
TOP CHO RD 2 X 4 D1= 240OF 2.0E
I
SOT CHORD 2 X 4 Sly F 1 5 F 1 6E
RF-AC11ONS
M a H 0 rz 6;-- 223 Voa d case
MaxUpl = 03(load ease ),
B= 274(Ioaa case
FORCES �Ib - Max'[MU M Compressi,onlMaximum Tans -ion
TOP H R.DA-8---0177, B- =-1 111 0 , C -D;---2911149
E30T CHORE) B-0=010
NOTES
1) Wind, ASCE 7-98 90mph h=251t T DL= . pst E3DL-4. pa �
DOL -1.33 plate grip DOL =1. _
This truss has been designed fo ra 10.0 psf bottorn c�10rd [1ve I0a,
This truss requires plate. inspection per the Tooth Count klethod a
4) Refer to girder(s) for truss to truss connections,
Prov de mechanical connection (by others) of truss to fearing pla
6) This truss Is des ned in accordance with the 2003 International F
LOX) CASEP Standard
TOP CHORD
SOTCHORD
i
1 224.7
1 5x4 W2011
C
tructuraI wood she;t'hing d 1- re cby app] -led or -M cc purine ,
Rigid ceiling direcW a.ppiled or 10-0 oc bracing -
B04234-5 1
r U S�SM P e
HIP
2 1
i
Job Reference
-2-0 -
I_
35,0
13--6-14
1
4-5-
0.
E3D L
-0�
4
MH20=
Jr
1.5AA m 11
E
2119 M1.120 11
JU524 X524
Mq.20-- JUS24
JUS714
5-6-14
M920=
-11-4 37-10- ,
3-11 A -11
AC 4x"2 MJ1
JUS24
24-5-2 3M-0 33-114 10
- 4 -1 -5- -5-2
_.late ets C�:�_ �[� �- -�[D'0-6-U-2-41,x.04-0 01?
i �O-8,0-2-4x. J-0-11 0-2- -4-0 0-4-81 O - 8[P:0-3-8,0-3-01
-
LUAI U (PST)
STC LL
35,0
TCDL
7.0
DOLL
0.
E3D L
7.0
SPACING 2-0-0
Plates Increase 1-15
Lumber Increase 1.1
Rep Stress I n Gr No
Code IRC20031T'P12002
1
TC 0.54
BC 0,68
B 0.45
( atriX)
rLUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
80T CHORD 2 Y, 6 DP 180OF 1.6E
VVEBS 2 X 4 SPF ft td *Except,,
4 SPF 1 55 F 1.5E, VV2 2 X 4 SPF 1650F 1.5E, VV2 2 X 4 SPF 15OF 1.5E
4 SP F 165OF 1, 5E
REACTION (Ik sjzo) J=486310.4-0, 6=46
Max Horz 1=14(load case
MaxU p lilt J=24 79(Io d case 3) B=-227 7 (loa.d case )
FL
eLL)
e TI -
I -I rzL)
BRACING
TOP HOR D
SOT CHORD
PLATES
N11120
i
Weight 382 lb
SIructural Wood sheathing d1irectly a ppl led or 4-1 -11 eC purli n.
i
Rigid ceiling directl .aOied or 7-11-13 cc bracitig-
FORCES (lb) — M:a irf'dd..fmCompress-ron a Crr a Tension
TOP HO RD A- = 0f8 ., B-- = -39 40 '4557, D=-9 Q / 71 , D -E=1101 /5 8 4a E- F=-1 '101 5 4, F- --10 15 7 -H =-108 881H -1-8817/4r,588.
I -J =�-9522/4867 a,
BOTCHORD B -07--4062f7859, F - 7--406 859, P- Rm-42291811 , R- =-4229/8116, --4 `291811 , T=-62159/11967, T U =-626911 1967,
U -V=-6269111967, hi- =-6269111967, N - M -- 259f 11'967, �,"'�=-6269111967 , -Y 6269111967, M-I`m-69/119673 rv1- =-405717898,
Z -AA= -4057 d 898, L 4057/7898, L—ALS=427 1 , —AB— 4273 5y I mo" --427 /ak a aJ— C--4273 8
355
' a - ---3081144, --- 9W6, -P;---884/1506, -1 47 , E- -44111 r F --1P-=-I4 F -i =-
G- =44111 7 f -1 -ISI_ 4, FI -L=-8()8/13 , I -L= -5701399. I -I � 01/454 74
NOTES
1) - ply truss to be connected together with 0.1 1 " 5t N a -11s as to Ns..
Top chords connected as follows: 2 X 4 - 1 row at C�0 oC.
BDttom chords connected :as follows: 2 X 6 - 2 roars t ci-7-[) 0 _
Webs connected ss follows° 2 X 4 - 1 row at a-9- oo_
All loads a re consid. red eq ua11y ap lied to all plies, ex ce.pt 9 noted as trout F) or back 8face in the LOAD
have been provided to distribute only loads note(I as (I') or (8). unless o er ise 'Indicated-
3)E� � . F I�+ �� p1 �� �e o�� ns
Unbalanced roof lrVe loads have been, oomi ereci for thfS design,
4) Wind, ASCE 7-98; 90mph- h=25% TCDL=4. psf, B DL=4, f Category 11# Exp C, enclosed; MVVFRS gable end zone, cantilever teff �ri°d ri ht e
porch I and light exposed, Lumber DOL=1.33 plate grip DCL=1.33. � sed
:5Provide 3clequate drainage to prevent water po ridin -
This truss has been designed for a 10.0 Psf bottom chord live load r7onconcu Trent Wth any other We load -
T his truss re's u ares plate I aspect on per the To oth Co U rrt M ethod when this truss is chosen to r qualty as u ra nye -�r�.
n ide la eeFr i ] ot�t� tr r r #i r.� s r n pable of withstan+dln 247a IRS lup]i at joint acid 2277 1b i��a111`� �t oint 6.
9) This truss is designed in accordance with the 2003 I rna bo r a l Re ide nba l Code sectors I� 0 _ 1
1 �l 1.1 # F _ 1 ka am i refie r rl d standard ANSI/TPI
1 � USP 1- J r�ail� _into Girder & 10-01 nails into Truss or eqw alent at 8o f ft the leend t connect truss(es)l 4
1 I 4 �Fto fro 001 �1 p PF),
face of bottom ch
11) Use USIA J US24 Mfth 1Od naii-Is Inti) Girder & lad trails into Truss ore urvalent s � .�
to � � oe d at -�-� oo �. start! rr �t 1 -11 � fro the i ft orr� to �0- 1
connect truss(e) 001 f 1 ply 2 X 4SPF) to front f2.oe of bottom chord_
1 Fill all nail holes where hanger is in contactwith lumber_
LOAD CASE(S) Standard
1) Regular., Lumber Increase -1- 1 , Plate Increase=1,1
°
U00rm Loads (pl
'het A -D =-84; D --H=;-84, H-J=-�4, -1=-14
Concentrated Loads (]b)
Vey P=1022( L- 3 3 1 K;---331 R - 331 F) =- 31 T- 1( U;---331 =-
_-
AA= -331(F) B -3031(F ACS- 31(F 1 =-331 i' - 1 F _ 1 F
I
9
B04234-5
"
)i
m
0 1 E
GABLE
{
-2-0-0
I 12-2-12
12-2-12
C
4 min
C
2*4 M1120,:-,
DE
F
c G", 1?
0
H
4A MII 0_
E
I a
.fob Reference (optional)13 B
�. - `-- Y-es,
e , -1—.-
24-5-8 '.
� �� e , disc. ' ' � �;� o
4- i
_ 26-5-8
12-2-12 i
S. le 1.4'
J
L
24-5-8
Plate Offsets
-� .. 3
LOAD �psfSPACING
-o-o ) DEFL in r0 Vdefl d
T L _ 'late Increase 1,1 � p � � PLATE
T p r L l� k -U-V rVr 120 M 1120 197/144
T[�L �, Lul�l��r` ir�crae 1 _ �� �, � eTL) -0_��7 �
BOLL 0.0 Rep Stress Irlcr 120
B DL 7. B 0.14 Horz(TTL) �,�1 R rda r a
odeC STI Matrix)
Weight 1031b
e
TOP CHORD 2 X 4 SPF 165OF 1-5F BRACING
BOT CHORD 2 X 4 SPF 1650F I -5E TSP H RD tru ral Feed sheathing directly applied or 8-0-0 oc purlins.
OTHERS 2 X 4 SPF Stud/Std aCT CHORD Rigid ceffi lg cflreotly applEed or 10-0-0 oc bracing-
REACTIONS
s
{)
�I
I
Y=20,6124-5-81,P-t375/24-5-8
Max Hort 13==151 (load case )
i
a_ )' � ( - ` ad case ), T=- 4(1oad case ), =-74([o cage i5), VV -- fo it case
a LJ IIS--I�� Icad s� � F�- �foad case -�
case 5), 7. (1crad case ), w._7 toad se ), ;PT-17G(load case
�--1 d came - loa d y-rb I I
I
"
Max rav B- 7 load hues 1), =233 (Load case 1). d -8 (J oad case , .(I o a d ca. -Fe 1), T-- 18 Ioa d ca 8), U =195 load case 1
B= 6(lead case 1), .=189(load case 71 -195(load case fi), = 16(load case 7), P= 7 load 1 a =21lead , = a d :
FORCES maximum pampressioi aximurn Tension
TOPCHORD I ° a
K- L= 11 7 9, L -W--53143, M- =-62f37, 5&29, O -P=-83111 , P- 01-(5
T CHORE) R -A =011 37, A2,-AC=0f1 37, A - X011 7 =011 37, - =01137,- '=011. 7 ` -X=0'13 , Y`W.1 iii =0/ { 1
, -YV 7ti}}`-1,
i
WEDS l- =-170 , O-Rm-113.43, y =182/99; L -T=-1561'84,
I
U =166189, J- =-187 1, - =-113144, C- B=-18 F_
1 f ,- " 166M, - =-1871
TE
i
1) Unbalanced roof I] e loads have been considered for this design,
Wind- ASCE 7i 8; OMph; h=25k T DL=4. psf; B DL=4- f, ' a go i 1 Exp ; enclosed, FR
gable �1�zone', porch Jefand ng exposed; Lumber CL=1. cantilever left and right exposed ,���.
Truss designed r wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), sea ryliT k
� �. �n��:�d Gable ��� �el��a
4) This truss has been -d igned for a 10.0 p f i chord live loald nonconcurrent with any cater live loads -
5) X111 plates are 1,5x4 M 112 0 unless t ther~ ase indi acted,
6) This truss requires plat, inspection per the Tooth Court Method Yvh en this truss is chosen for quality
7) Gable requires continuous bottom chord bearfrl a irils cti r�.
8) Gable s d :s paced at 2--0-0 oc_
Provide mechanical conne ian (by others) of truss to bearing Oa.to capable of wfthstandlnq 147 lb U101ft alt joint S. 9 Ib uplift at Point I _
j , 84 lb UNIft at Joint T, 74 lb uplift atJoin U° 9 lb uplr at joint , 9 iib uplift at joint Ib p � a � IIS up1 at�ei�ct
7 lb uplift at joint Y and 176 Ib upii�t at joint I�_ J �pllft �t�ei�lt �1�, �� Ib uplil� at��l�t � J� r,�plift a# jolr�t
10) T leis truss is designed in accordance with. the 2003 l n ternal b o na l beside n is I ode section R 502.11.
pp 1y 1 and R802-10,2 and referenced stahnclard NSLrTP1
LOAD CASE(S) $0 nda rd
1101%
Q02 I MONO TRUSS
-2-9-15
2-9-15
F
7-1
�Pry----
2 � 1
if s, nc. eTWa-Y-'j `. 1:
11-3-1
7-'
D
W
Scale= 1;24
MR20 I I
5-714
5-7-14
-1.111-3-12
V lale meets ; B _-- Q- -1 o.-1
[D. -O-3-10- E _
LOADING (pst)
F SPACING 2-0-0 CS1
T LL 5.0 Plptns I n rennIf _ 1 FL I fl L/d PLATES
TDL 7_0 Lumber i ncrease 1.15
BOLL 0.0 Rep Stress incr NO
E GL 7.o CQde IRC2003/TP12002
LUMBER
TCP CHORD 2 X 4 SPF 1 5OF 1-5E
SOT CHORD 2 X 4 SPF 166OF 1.5P
WEBS 2 X 4 SPF Stud/ *Excepto'
T U.�01
BC 0.4"
B 0.63
r
REACTIONS(Wsiz) E=70 1 eCh.anica1, B=913/G-8-
Max Hort = 2 Goad case 3)
Max Uplii =- 94(foacl case 3), 5=426(load case 3)
FORCES (Ib) - PA Eix"Im Ulm cornpressi0rt a x imu m Tension
TOP CHORD-E�--.Ola0, E�--w 1 -65.442, - _-920/453, -H=- 15/66, D -H= - x'10, D -E=-302/156
BOT CHORD B -1T-5010, F -f=-5011920, F -J=-496/0 1 7, P -J=4961917
EB P=-11 7131 8, E -8761473
Vert(LL) 0-07 E -F >999 24o M1120
V TL -0.11 E -F >999 1 so
HcrzUL) 0.02 E a
Weight 43 lb
BRACING
TOP CHORD
BOT CHORD
uctural wood sneathin irecdy applied or -M oc purlins,
Rigid ce-IFang directly applied or 9-9-13 oc bracing.
:IFS
197/1'
N TFS
1) Wind. ASCE 7-98 90r°r°ph h= eft TC DL==4 -2 psf- BC D L= . ,psf- t g0 FY 11; Exp Q enclose d, MWF RS gable erid zone, pant I
PC rch left and r ght pc)sed; Earn r D L=1.33 plate grip D L=1,33. cr lett right t >
rthi truss has be en cie s ig n erg tc r a 10, 0 pat b0tto m chord Eire lead no rico roc u rre nt wth a ny e the r five loads.
1 ) This truss requires plate Ins p ctton pe f the Tooth Cc u nt M etho d whets this truss is c.hee,rp for aa assurance ins
Rafe r to 91rder(s) for truss to,truss cnnnect-jons. � �e ��rr.
i d e Mac ha n jca I ccnn ction b others) of truss to .bearing plate capable Of i sta ndi 394 ib a l-
Thisate and lb f pint B_
tress is designed
rr d fly ccordanc ith the 200 Int rnat ora[ Residential Code sectors 8502.11..1 a.nd 8802.10.2 and re renoa lis ndar-d
_ N S VrP l
7) H a rigors) c r other Con nection dev Ice f s s ha 1.1 be provided sic ie nt to s u p post cc nco fisted Ica ci s) 1 Ib down a n d 1 1 b U at - - 1 1 b dam
U � r� a rid 1.� J b
r - p , 10 1b down and 7 lb up at 8-62, and 8 Ib down at 2-•10-4, and 8 tb down t -10-4 on c c
� � � 03 @b d�� �r�d 70 lb u �t - � rd
and I down lb down and 1 Ib Up at - 10-41 1 lb dowel and 1 Ib up at -°I 4, 9 lbdown and 1 Ib up at 5-8-3, ' b down and 1 ib u t 5-&-3, and
63 1b
nd 26 1b tAp at 8-6-2, a rid 63 1b down and 26 1b u p at &-6-2 on boftm chord. The desigrY election of such con n ctio-n device(s) is the
responsibility of others.
8) I n the LOA D CASE(S) se oto n. Ioa ds a ppl i ed to th e fa ce of th e V -a re noted as too rpt (F) or bac k (B),
LOAD CASE(S) S-ta nd a rd
1) Regular: Lumber In-cr =1. Piste Increase 1.1
Uniform Loa -ds (ptf)
eft A-1)_-84, E=-14
Concentrated Loads (lb)
e rt C= -2(F -z- 1, B-1) FT. 4(F 1 2, z 1 ) H;--- 15(F=- 108, 9 10 8) k- F=1, B=1 J= -52(F=-26, =
ept end efticis_
,.J0 -7-S:S--r=Y-P e
russ
I
B04234-5 D
IL [�t IA—H—L l
s
0
MUD=
24-6-10
5-6-10
v
Job Ref r nC o ortai
R
,IFC—.'VVed MAY—N-08-37`592006
30-3-0
5-8-6
v 317`- 1
-3-9-0
1.SX1 M 1120 11SO &A PAII20 =
49 2D 1 �5�� F,�11217 !I
2 F �.
Plate Offsets (X
LOADING ( f
...I
3-10-8. �-
7-M
13-5
2-0-0
3-10-8
-10
t3[:)L
MUD=
24-6-10
5-6-10
v
Job Ref r nC o ortai
R
,IFC—.'VVed MAY—N-08-37`592006
30-3-0
5-8-6
v 317`- 1
-3-9-0
1.SX1 M 1120 11SO &A PAII20 =
49 2D 1 �5�� F,�11217 !I
2 F �.
Plate Offsets (X
LOADING ( f
TOLL
35:0
T CL
7.0
A LL
0.0
t3[:)L
7.0
MR20 i1
4YA W20= J UW4 -�U S24 N JUS24 3:A M1120 11 X524 �� '���� _ JUS2� JUS24 4X4 �1 N20 JUS24
:I�126R JUS24 JUS24 .1U-524
JU JU824 JU,�5-94
5-6-10
-1 - -f D_0-5- 0-2-4 F;0-4-0, -3-01 [11:0-5- ,0 -41, [J -Ed
a -_1-�Q - :� -
81
I�s a ., 0
K
MR -20 if
JLJ:S? I
AC 4xt2 Mfrs
JQ24
ILi
LUMBER
TOP CHORD 2 X 4 SPF 1 5OF 1:5E
BOT CHORD 2 X 6 Dl= 1-800F I ZE
WEBS 2 X 4 SIF S.Itid *kept*
4 SPF 1650F 1-5E, 4 SIF 1 U50F 1.5 E. VV2 2 X 4 SPF 1650F "1.5E
4 F' F 1 5 F 1.5E
REACTIONS (l si e) J=4862fMochanical, B=464610-5-8
MaX Mor x=13 I0ad case 5)
MaX UP4fLJ=- 485 I0a.d ca , l3= -2270(I .d case 5)
8MCIN
PLATES
M 1120
Weight 379 1b
RP
197/144
TOP CHORD Structura I W ood s heath i nq d ir.octl y a ppl led or 4-0-11 oc leu r1i rrs-
13TCHORD- Rigid ceiling directly applied OF 7-10-7 oc br:acin -
F I - rO axiMUIre 0MPressF0r aXiMLM Tension
F F1 F i -B=0/82, B=-88991454 D--9065/4729, D- --1 123615940, E -F -j 1236/5° 49 F- =-1 1 0;8515865
I -J,=-9 7/47 a,I��11086/5864a I-1-1- 8 4l4569,.
T CHORD B-- -40! 1, ' 1, P -Q=4 0 1 ft'1, P- R 4 4118130, I - =-4 '41181, 0; =.4241181 0 0-` =-
U-'6436/12264, T�U=-64361122634.
--4f � � � l�-' _� X11 4, j11- =- T
X6112 '64, , =-6436112204 - s -- 4 6/12264, I - =-6436/12264, -Z=-4043.17855,
WEBS
,�
-A -4043/7855 L- =-404 855. L -AB= -41 C ),5148, - =-4 1 76181 48, =-41761814 , J -A =-4176/8148
-332/157, P=-2621506, D -F _-86511471. D-0---2051/3853, E- -451117 � F-0= -1328J695, F
v13 -M=-4611171, H- I =2127114004, 1 -I -L=-1 x° 111261); I -L=-3901303, I-K=-� 8 i417 =-1530/1 F -M -1617 1,
I
NOTES
r 0, 4 'I x N a ils as follows:
s TOP Chords connected 36 fWOWS. 2 X 4 1 roe: at -9-0 0c_
Botto rn chords connected s fellows; 2 X 6 - 2 rows at 0--t'7-0- ()C.
VVebs connected as fol lows- 2 X 4 - 1 row at C40,0 cc.
� All loads are considered equally applied to all lies except if noted as Tro nt (F or back (B) face in the LOAD CAS
hair pro r E(S);secton- Ply to ply con etons
i dod to d istribut only loads noted as ff) or ( E3); a nless tithe wse indicated
3) Unbaianced roof lire loads have been considered for this design.
14) Wired: ASCE 7-98-1
- 8; 0 Mpft =251. TCDD. -4_ p ; 8 DL=4_ p'sfa Category 11- p , enclosed- tai o We end zine; can
porch Ieft and right e soda 1,umt r DOL =1.3 plate grip DC L= 1,33, tiler lift and rr t o scd
5 Prov Ide a d quate d ra. inage to prev rpt wato r po rid in .
This truss has been designed for a 10.0 psf bottom chord live load n orirO ncu r ent with r �rr�any other o i
7) ibis itr`t� fa# errs= �n f� toads. the Tooth COO U fit M ethod he n this truss is oh o se n fo r qua lAy a ssura nce it ttaon
-9).) Refert� g3 rd er(u) for truss to truss c o n nec:tro n , _
Provide rrrechani a1 connection (by other) of truss to bear!ng plate capable of tkh:standirig 2485 1b a pI`
10) This truss as designed In aocordar a with th 2003 lnternat0naI side nba 1 Code s ons R5 .41. and d lF upl at � �rrt B.
1. 0.2 and referenced standard AN IfFPI
11). We LRSP H F? 16d nails into Girder & NA90nails into Truss) or egurvalent at 7-9-0 from the
SPF) tO C face of bottom -chord, S ' ed 45_D de _to tie tight, sloping 0.0 deg. down,I�tk rid ��� �� �� � s� �1 �i
1 ) Use USP JUS24 (With 1 Od nails into Gircfer & 1 [fid nails into Truss) or equiv a lent spaced at 2;(�-O 0C Max- sbrUng
to cc n nect tru8s(es) 1 (1 ply 4 P F back tie of boom C Ford, �t 0-1 tarn the left end to 36-0- 1
1) Fill all nail holes where haler i ire contact w lumber.
s LO CA ) Standard
1) Requ[ar. Lu m ber Incre se="x.15, p1;a te increase=x,15
n ifo rM Lo ads :(p
Vert A -D=- , D -H=-84! H -J= 4, =-14
Continued �n page
SPACING 2-"
r Plates Increase 1.15
CS1
DEFL
in (�
�d'e�fi
�'�
L um b Ira
r I nc 101 5
T 0_7
BC
r LL)
-0:54 N-0
>83o
240
,
Rep l nor NO
0-70
� �_ ��
�`'� �
-�_ �� -
`�'
180
Code I 20� P1 00
i
(matrix)a
Ho rzTL
0,18 1.
LUMBER
TOP CHORD 2 X 4 SPF 1 5OF 1:5E
BOT CHORD 2 X 6 Dl= 1-800F I ZE
WEBS 2 X 4 SIF S.Itid *kept*
4 SPF 1650F 1-5E, 4 SIF 1 U50F 1.5 E. VV2 2 X 4 SPF 1650F "1.5E
4 F' F 1 5 F 1.5E
REACTIONS (l si e) J=4862fMochanical, B=464610-5-8
MaX Mor x=13 I0ad case 5)
MaX UP4fLJ=- 485 I0a.d ca , l3= -2270(I .d case 5)
8MCIN
PLATES
M 1120
Weight 379 1b
RP
197/144
TOP CHORD Structura I W ood s heath i nq d ir.octl y a ppl led or 4-0-11 oc leu r1i rrs-
13TCHORD- Rigid ceiling directly applied OF 7-10-7 oc br:acin -
F I - rO axiMUIre 0MPressF0r aXiMLM Tension
F F1 F i -B=0/82, B=-88991454 D--9065/4729, D- --1 123615940, E -F -j 1236/5° 49 F- =-1 1 0;8515865
I -J,=-9 7/47 a,I��11086/5864a I-1-1- 8 4l4569,.
T CHORD B-- -40! 1, ' 1, P -Q=4 0 1 ft'1, P- R 4 4118130, I - =-4 '41181, 0; =.4241181 0 0-` =-
U-'6436/12264, T�U=-64361122634.
--4f � � � l�-' _� X11 4, j11- =- T
X6112 '64, , =-6436112204 - s -- 4 6/12264, I - =-6436/12264, -Z=-4043.17855,
WEBS
,�
-A -4043/7855 L- =-404 855. L -AB= -41 C ),5148, - =-4 1 76181 48, =-41761814 , J -A =-4176/8148
-332/157, P=-2621506, D -F _-86511471. D-0---2051/3853, E- -451117 � F-0= -1328J695, F
v13 -M=-4611171, H- I =2127114004, 1 -I -L=-1 x° 111261); I -L=-3901303, I-K=-� 8 i417 =-1530/1 F -M -1617 1,
I
NOTES
r 0, 4 'I x N a ils as follows:
s TOP Chords connected 36 fWOWS. 2 X 4 1 roe: at -9-0 0c_
Botto rn chords connected s fellows; 2 X 6 - 2 rows at 0--t'7-0- ()C.
VVebs connected as fol lows- 2 X 4 - 1 row at C40,0 cc.
� All loads are considered equally applied to all lies except if noted as Tro nt (F or back (B) face in the LOAD CAS
hair pro r E(S);secton- Ply to ply con etons
i dod to d istribut only loads noted as ff) or ( E3); a nless tithe wse indicated
3) Unbaianced roof lire loads have been considered for this design.
14) Wired: ASCE 7-98-1
- 8; 0 Mpft =251. TCDD. -4_ p ; 8 DL=4_ p'sfa Category 11- p , enclosed- tai o We end zine; can
porch Ieft and right e soda 1,umt r DOL =1.3 plate grip DC L= 1,33, tiler lift and rr t o scd
5 Prov Ide a d quate d ra. inage to prev rpt wato r po rid in .
This truss has been designed for a 10.0 psf bottom chord live load n orirO ncu r ent with r �rr�any other o i
7) ibis itr`t� fa# errs= �n f� toads. the Tooth COO U fit M ethod he n this truss is oh o se n fo r qua lAy a ssura nce it ttaon
-9).) Refert� g3 rd er(u) for truss to truss c o n nec:tro n , _
Provide rrrechani a1 connection (by other) of truss to bear!ng plate capable of tkh:standirig 2485 1b a pI`
10) This truss as designed In aocordar a with th 2003 lnternat0naI side nba 1 Code s ons R5 .41. and d lF upl at � �rrt B.
1. 0.2 and referenced standard AN IfFPI
11). We LRSP H F? 16d nails into Girder & NA90nails into Truss) or egurvalent at 7-9-0 from the
SPF) tO C face of bottom -chord, S ' ed 45_D de _to tie tight, sloping 0.0 deg. down,I�tk rid ��� �� �� � s� �1 �i
1 ) Use USP JUS24 (With 1 Od nails into Gircfer & 1 [fid nails into Truss) or equiv a lent spaced at 2;(�-O 0C Max- sbrUng
to cc n nect tru8s(es) 1 (1 ply 4 P F back tie of boom C Ford, �t 0-1 tarn the left end to 36-0- 1
1) Fill all nail holes where haler i ire contact w lumber.
s LO CA ) Standard
1) Requ[ar. Lu m ber Incre se="x.15, p1;a te increase=x,15
n ifo rM Lo ads :(p
Vert A -D=- , D -H=-84! H -J= 4, =-14
Continued �n page
b Fuss
b 234-
LOAD () Sta nda rd
Concentrated Loads Cb
Vert P=-1 022(B)
D
FRO
1 �, � m
H I P 1
jJob Reference r iii
4 nai)
Feb 21
- -
L--331 (B) =331(B) R =3 31(B) - -33 1(B) Tm- I (B) U= -331(B) V_-331() VV= -3:31 (a) X=-33 1 B Y— 3 31 B = -
1, Uri ..I1 y
3- QE
'GABLE
s
A
Plate Crfsets
LOADING (psf)
T!LL
-0
TDL
_
LL
0_0
[B
BVDL
7_0
LUMBER
TOP CHORD,
BOT CHO RD
OTHERS
REACTIONS
3M M 112 0
N
D
4xA M1120; --
E
sT7�
11-6-0
�f
X 4 SPF 1650F 1. E
4 SPF 1650F 1.5F_
4 SPF StUCVStd
0
F1
PLATES GRIP
M1120 1971144
I
Weight 42 Ib
BRACING
TOPCHORD StrucfuraI wood Sheath i ng d.i rectly applied or -0-0 oc purlins.
BOT CHO RL) Rigid ceiling directly applied Q 1C�-0 o braoing-
Nlax Horz R -=- (load case
Max UPlift[3 - I86(load case )�i=- 04(load oar 6), J=- (load case , =-92Ooad case 6), N r-9(Iuad case 4), Ill= -94 Ioad case
MaxGray 13=370 lead case 1 , H=37E (load case 1), L=13 load case 1), J=86(Ioad case ), =224(Poa.d case 8) =8 (loa
d case 21 W::;224(load case 7)
FORCE (lb) - klaxlinnum C=PreiOnftaxlmum Tension
TOFFH D -S=OUr�5, ,,��-N==_73/, '1� 1,-D=-��47F , ++E_-50/97, E -F=-50191, F- =-4 14 ,-H=-7�4, H -4=U 5
' BOT CHORD B-N-0/81�4, 018 +, L' =0/84_ -L. =0184, J-' mO184, H -J -o/ 4
sVVEBS E- L =- 12 0, G -J--115/44, F--=-130/93, 0-r =-115144, D -M-180/94
NOTE
1) Unbalanced roof ii've loads have been Considered for this design.
Wind- ASCE 7-98 90 m ph, h`° 25M T C L=4- Psf, P DL=4. psf; Category I I; Exp C ; e nclose d, MWFR gable end zone, cantilever legit and r ht e
por h left a.nd right exposed: Lru-ml r DQL=1.33 plate grip DOL=1.3.3. �# ��
Truss designed for wind load r ri the plane of the tfuss only, Forstuds exposed to wind (ne rm f to the fare),, seerTek "Standard Gable End betai l"
4 This truss has been +designed for a 10.0 bottorn chord Ise load nonconcurrent with an other live loa
ds.
I] prates are 1. 6x 4 PA 1 Q o unless oche Nvise ndicated_
q P p otiorr per the Tooth Count Method where this truss is chosen fOr qUa a:s ura roe inspe Mon,
�s tfuss re �i re s Ia �e ins �
7) Gable requires cortnuous bottom chord bearing -
3) Gable ids spaced at 2-D-0 ec_
9) Provide mechanical con nect-on (b others) of truss to bearing date capable of w itfis n d i n g 18 1b uplift at joint B, 204 l b u i at joi t � I
J, Ib uplift at joIrpt K. Ib uplift at joint and 4 lb upift at ic�int l , I joint
10 This truss is designed in acourdat oe with tme 2 003 1mernationaI Reside [ ode sections R5�D _
1 1.1 1rrd ifererce tarda rd1TPl
LOAD CASE(S) Standard
I
i
-
Plates Increase 1-15
T
a DEFL
i n (Io c)
Vdefl
Lid
Lumber Inr _ 1:
.3
B 0.15
e LL
' ert[TL)
_ _ I
-0-D l
r
nlr
+
120
Rep Stre5s Incr NO
B 0.05
Horz(TL)
0..00 H
1171/81
n/a
Code I R 00 PI .002
W atri
X 4 SPF 1650F 1. E
4 SPF 1650F 1.5F_
4 SPF StUCVStd
0
F1
PLATES GRIP
M1120 1971144
I
Weight 42 Ib
BRACING
TOPCHORD StrucfuraI wood Sheath i ng d.i rectly applied or -0-0 oc purlins.
BOT CHO RL) Rigid ceiling directly applied Q 1C�-0 o braoing-
Nlax Horz R -=- (load case
Max UPlift[3 - I86(load case )�i=- 04(load oar 6), J=- (load case , =-92Ooad case 6), N r-9(Iuad case 4), Ill= -94 Ioad case
MaxGray 13=370 lead case 1 , H=37E (load case 1), L=13 load case 1), J=86(Ioad case ), =224(Poa.d case 8) =8 (loa
d case 21 W::;224(load case 7)
FORCE (lb) - klaxlinnum C=PreiOnftaxlmum Tension
TOFFH D -S=OUr�5, ,,��-N==_73/, '1� 1,-D=-��47F , ++E_-50/97, E -F=-50191, F- =-4 14 ,-H=-7�4, H -4=U 5
' BOT CHORD B-N-0/81�4, 018 +, L' =0/84_ -L. =0184, J-' mO184, H -J -o/ 4
sVVEBS E- L =- 12 0, G -J--115/44, F--=-130/93, 0-r =-115144, D -M-180/94
NOTE
1) Unbalanced roof ii've loads have been Considered for this design.
Wind- ASCE 7-98 90 m ph, h`° 25M T C L=4- Psf, P DL=4. psf; Category I I; Exp C ; e nclose d, MWFR gable end zone, cantilever legit and r ht e
por h left a.nd right exposed: Lru-ml r DQL=1.33 plate grip DOL=1.3.3. �# ��
Truss designed for wind load r ri the plane of the tfuss only, Forstuds exposed to wind (ne rm f to the fare),, seerTek "Standard Gable End betai l"
4 This truss has been +designed for a 10.0 bottorn chord Ise load nonconcurrent with an other live loa
ds.
I] prates are 1. 6x 4 PA 1 Q o unless oche Nvise ndicated_
q P p otiorr per the Tooth Count Method where this truss is chosen fOr qUa a:s ura roe inspe Mon,
�s tfuss re �i re s Ia �e ins �
7) Gable requires cortnuous bottom chord bearing -
3) Gable ids spaced at 2-D-0 ec_
9) Provide mechanical con nect-on (b others) of truss to bearing date capable of w itfis n d i n g 18 1b uplift at joint B, 204 l b u i at joi t � I
J, Ib uplift at joIrpt K. Ib uplift at joint and 4 lb upift at ic�int l , I joint
10 This truss is designed in acourdat oe with tme 2 003 1mernationaI Reside [ ode sections R5�D _
1 1.1 1rrd ifererce tarda rd1TPl
LOAD CASE(S) Standard
I
i
- Ti'�
aype
B04234-5
W
LOAD (psf)
TOLL 35,0
TL
7,0
6 LL
0-0
8 OL
TO
LU BIFER
TOP HD
BOA' CHORD
I
04 i
I Job ererrce ( conal
- - I Tn- d u , .. a
.. As-�
1-91-'f 1
f
SPACING -M
Plates Increase 1 15
Lumber Increa a 1.1
Rep Stress I nc r YES
Code IRC20031FP12002
4 XPi' 1650F 1,5E
4 SPF 1 e5OF 1.6E
C1
i
TU U. 60
ac 0.03
VV B 0, 00
(Matrix)
REAC"'nONS(lb/size) B=369/0-5-8, 0=113/Mechanical, =- 0 chanical
M ax HOrz 8=1 000oad case 8
MaxpI =- 14(l d case 5)' D=-14(load case 3), r,=- 0(Icad cam 1)
Max Grav 8=3459(load canis 1), i=33(ioad case ); =3 (joa l case 5)
FORCES (ib) - Ma imurn ompressior w aximum Tension
TOP CROWD A-E3=O r U - =-x84/14
BOT CHORD i -D=0
NOTES
BRACING
TOPCHORD
150TCHORD
Ur-turaI Wood sheathi
Rigid c fl[ng directs aP
Seg Ie- = 1-3.
1) Windy ASC, E 7-9;B; 90 mph; h=25 T D L= . pst; B QL=4.. psr. CEttegory 11; p ; encioseci; FR gable end 7 -one- Cantil r -left and ri
DOL -1.33 plate grip DOL; -1-33, t : � r l� loftar and right d; #�umber
This truss h as be en designed for a 10_() f battom chord live load nonconcurr nt VVtb -any other I-Ue Icads.
This truss requires Plate u7specton per the, Tooth COUnt Method when this trans is chosen lbr qualm assurance inspection.
4 fir to gird 0r(s) fio r% truss co nnectrcns_
Provide m echa n - l connection ( others) Of truss tO bearing ptate capable of withstanding 214 ib u
iointC.fl atjrlt B, Itsuplift tjrnt and uplfft
b I nia truss is designed in accordance wit the 2003 International cside nti a Iode section 502.1 �
1. 1.1 and f30 referenced standard AIiTII
LOA[ Sta nda rd
i
J
DEFL
in(Joe)
Vdein
Ltd
PLATES GRIP
e LL)
-0-oo
B
>999
2413
1120 1971144
Vert L)
-0.00
E3 -D
>999
18-D
Horz(TL)
-x.00
C
n/a
d
BRACING
TOPCHORD
150TCHORD
Ur-turaI Wood sheathi
Rigid c fl[ng directs aP
Seg Ie- = 1-3.
1) Windy ASC, E 7-9;B; 90 mph; h=25 T D L= . pst; B QL=4.. psr. CEttegory 11; p ; encioseci; FR gable end 7 -one- Cantil r -left and ri
DOL -1.33 plate grip DOL; -1-33, t : � r l� loftar and right d; #�umber
This truss h as be en designed for a 10_() f battom chord live load nonconcurr nt VVtb -any other I-Ue Icads.
This truss requires Plate u7specton per the, Tooth COUnt Method when this trans is chosen lbr qualm assurance inspection.
4 fir to gird 0r(s) fio r% truss co nnectrcns_
Provide m echa n - l connection ( others) Of truss tO bearing ptate capable of withstanding 214 ib u
iointC.fl atjrlt B, Itsuplift tjrnt and uplfft
b I nia truss is designed in accordance wit the 2003 International cside nti a Iode section 502.1 �
1. 1.1 and f30 referenced standard AIiTII
LOA[ Sta nda rd
i
J
i Tru Qty Ply
0�COMMON
UjDaF2
M14
TUXIU M102.0=
Amis
f
70x1ED M1`120H=
TH[8
1
i
Job i efr o
_. z (opt on00
1210 M1120=
-spatial
24-0-0
PLATES GRIP
N11120 197/144
nre = 1:46
Rep Stress I ncrVVB _ I III H 148/10 8 I
Horz L) 0-03 L a a:
I L 7:0 Code 11 20D TF1 002 (Matrix) a
Weight 253 fb
TOP CHORD D 2 X 4 SPF 1 5 F I - 5E 8RACING-
P HORD StrucMral wood sheathing directly applied or -3-13 oc puflin ,
VVEBS 2 X 4 SPF Std "Except"
T CHORD Rigicilceil'ing directly applfed or M cc bracing, 1
4 SPF 16 OF 1,5E. VV3 2 X 4 SPF 165OF 1.5E, W3 2 X 4 SPF 165OF 1.51F
5 2 X 4 SPF 1 5OF 1.5E
REACTIONSfsIze
B-7864 5-8, L=11995/1 -11- ' K= 11911 -114Br J=-693/12-11-8, Ht=7'7/12-11-3
Max ICOM S-1 51 (load case 5)
I MaxU P l iffy 3428 (load case ), L=-4 979 ( load ease 5 =- 45 Io ad
Maxrav B=7 4(load case 1 , L=1 1995 1o:ad case 1): K=5184(1 ad case ); J=4 (lo8d ease 4), H 10 load care 5
FORCES (Ib) Ma frnum Com .re sp
p raxrmL,m Ten-slon
TOP CHORD A- _018 , B- =438 512882, [)=-17221726? D -E=11 /2949, E -F=- l 18312945, F G=-76711 701 -H=- 7/837 H-1=0=
BOT CHORD &-G=-259'016083 - lam' 2590/6-083,
: N -P 2590/60 3I- - 15/5 91 0 -2 51 /5 10, —R--581114 82, L- R=-68 1 / 14 82, L- =-1 652/ 831 `— l 652J831 "72
9138P9 J N—'IIF y J—V.1I 1 J JLii�L=��4 a VL te"— J i1 f. 004ID—/485:
l, — =—r l+p H—Jt-
32,
NOTES
i
1) -ply truss to be Connected tog ether With 09131"'A3" Fails as follows,
Top cho rds co n rye cted as fo llows2 X 4 - 1 row 3t 0-9-0 c c,
c hords co n n ecte d as fo it cis= rows at -- -0 oo.
Fobs connected .aa follows: 2 X 4 - 1 rove t 0-9-0 oc,
All loads are considered squally applfcd to all plies, except if noted as front (F) or back B) face In the LOADCASE(S) on, Ply to ply connecto n
have been provided to d it>r i bute o nly loads noted as (F) o r (B, ur1less oierie indicated.
3 U n ba is n ce d roof I ive l0a ds have be e n co nside red for this d esign .
4) WJnd; ASCE -7-931 90mph; h= TC D L = 4.2psf, BCD L=4.2#P Categor 1I; Exp C ; enclosed; MARSable and zone, can
pooch deft acid dg ht posed- Lumber [SOL=1.3 plate grip DOLL 1. � t�l� er left and rig ht �� ,
b Thi, -5 tress has been des iq ned fb r a 10.0 psf botto m c hord live load no roc o roc u rren t wkh a ny othe r live I
6) l I pla to s a re M T2 lc' later u al as tithe rwis a indicated _ o d .
7) This true re u ire 1�t� lits �
q p � ctionpe ,
r the Tooth Court Method when this truss is chosen for quaIity assurance inspection
atat -� inechanical connection (b others) of true to bearing plate capable of withstanding 3428 lb u lift at -ofnt B 4979
int , 947 1b uplift at joint j and 250 Ib uplift atioint H, p � � lbs upiil;k atioint L, 254 1b uplift
This truss is designed in accordance with th88 00.3 I nterrn a t ons l Residential l Ode Le bons b0
1 11. and R ,1 �. and r f r rbcs tar ,lard i l l i
1 c),Use USP to connect tr�s �s� 1 16d nfls into irdeir . �lD nails into Taus car equivalent spaced at -�- oc a_ startingat 1-2�4 �'orr, � left ��
8 (1 ply 2X 4 PF), Q18 (1 ply 4 DF) to back face of bottom chord- d to 14-2-4 �
1, 1) Fill all nail hol'as where hamar is in contact wig lumber, r
f 1 ) H ng r( .) or 0111 er connection d ev ice f s) shall be provided suffic ie rpt to su ppo rt coil c e ntrated loads 2298 1b do vvn
do 2nd 2493 Ib up at 16-1-8 on bottom chord, Tfidesign/seIect[on of such connection device(s) is tole res d 101 7 Ib u pa t -2-12, and 48 1bi
po nsi hi I of others.
LOAD CASE(S) Standard
1 R eg ullar- Lu rnber increa e�t 1,15, Plate Increasem 1.15
i
Unro rm Loads ptf
Vert A -E--84, E-11=-84, B -I-1=-14
O nce ntrat d Loads (i b)
Veit f3=-2298 (B) N =-I81 (8) M =181 B) L= 814(B) K-4848 B
4-0-0
-0
`
20
-3-ol[H:C�-a-10.0-2-01.
[H:10.0 --:O- , L:0- -O,
LOADiNG (psf)
SPACING 2-M
4
CS1
F EFS.
_
TOLL 35,0,15
TDL 7.
i n Vo c) P/d 11
LLJ/d
PzrL � n
Lurnber Ir7caze 1_ 1
B0.� Vert(TL) TL)
-0 14 P- > o�
I �n i
24-0-0
PLATES GRIP
N11120 197/144
nre = 1:46
Rep Stress I ncrVVB _ I III H 148/10 8 I
Horz L) 0-03 L a a:
I L 7:0 Code 11 20D TF1 002 (Matrix) a
Weight 253 fb
TOP CHORD D 2 X 4 SPF 1 5 F I - 5E 8RACING-
P HORD StrucMral wood sheathing directly applied or -3-13 oc puflin ,
VVEBS 2 X 4 SPF Std "Except"
T CHORD Rigicilceil'ing directly applfed or M cc bracing, 1
4 SPF 16 OF 1,5E. VV3 2 X 4 SPF 165OF 1.5E, W3 2 X 4 SPF 165OF 1.51F
5 2 X 4 SPF 1 5OF 1.5E
REACTIONSfsIze
B-7864 5-8, L=11995/1 -11- ' K= 11911 -114Br J=-693/12-11-8, Ht=7'7/12-11-3
Max ICOM S-1 51 (load case 5)
I MaxU P l iffy 3428 (load case ), L=-4 979 ( load ease 5 =- 45 Io ad
Maxrav B=7 4(load case 1 , L=1 1995 1o:ad case 1): K=5184(1 ad case ); J=4 (lo8d ease 4), H 10 load care 5
FORCES (Ib) Ma frnum Com .re sp
p raxrmL,m Ten-slon
TOP CHORD A- _018 , B- =438 512882, [)=-17221726? D -E=11 /2949, E -F=- l 18312945, F G=-76711 701 -H=- 7/837 H-1=0=
BOT CHORD &-G=-259'016083 - lam' 2590/6-083,
: N -P 2590/60 3I- - 15/5 91 0 -2 51 /5 10, —R--581114 82, L- R=-68 1 / 14 82, L- =-1 652/ 831 `— l 652J831 "72
9138P9 J N—'IIF y J—V.1I 1 J JLii�L=��4 a VL te"— J i1 f. 004ID—/485:
l, — =—r l+p H—Jt-
32,
NOTES
i
1) -ply truss to be Connected tog ether With 09131"'A3" Fails as follows,
Top cho rds co n rye cted as fo llows2 X 4 - 1 row 3t 0-9-0 c c,
c hords co n n ecte d as fo it cis= rows at -- -0 oo.
Fobs connected .aa follows: 2 X 4 - 1 rove t 0-9-0 oc,
All loads are considered squally applfcd to all plies, except if noted as front (F) or back B) face In the LOADCASE(S) on, Ply to ply connecto n
have been provided to d it>r i bute o nly loads noted as (F) o r (B, ur1less oierie indicated.
3 U n ba is n ce d roof I ive l0a ds have be e n co nside red for this d esign .
4) WJnd; ASCE -7-931 90mph; h= TC D L = 4.2psf, BCD L=4.2#P Categor 1I; Exp C ; enclosed; MARSable and zone, can
pooch deft acid dg ht posed- Lumber [SOL=1.3 plate grip DOLL 1. � t�l� er left and rig ht �� ,
b Thi, -5 tress has been des iq ned fb r a 10.0 psf botto m c hord live load no roc o roc u rren t wkh a ny othe r live I
6) l I pla to s a re M T2 lc' later u al as tithe rwis a indicated _ o d .
7) This true re u ire 1�t� lits �
q p � ctionpe ,
r the Tooth Court Method when this truss is chosen for quaIity assurance inspection
atat -� inechanical connection (b others) of true to bearing plate capable of withstanding 3428 lb u lift at -ofnt B 4979
int , 947 1b uplift at joint j and 250 Ib uplift atioint H, p � � lbs upiil;k atioint L, 254 1b uplift
This truss is designed in accordance with th88 00.3 I nterrn a t ons l Residential l Ode Le bons b0
1 11. and R ,1 �. and r f r rbcs tar ,lard i l l i
1 c),Use USP to connect tr�s �s� 1 16d nfls into irdeir . �lD nails into Taus car equivalent spaced at -�- oc a_ startingat 1-2�4 �'orr, � left ��
8 (1 ply 2X 4 PF), Q18 (1 ply 4 DF) to back face of bottom chord- d to 14-2-4 �
1, 1) Fill all nail hol'as where hamar is in contact wig lumber, r
f 1 ) H ng r( .) or 0111 er connection d ev ice f s) shall be provided suffic ie rpt to su ppo rt coil c e ntrated loads 2298 1b do vvn
do 2nd 2493 Ib up at 16-1-8 on bottom chord, Tfidesign/seIect[on of such connection device(s) is tole res d 101 7 Ib u pa t -2-12, and 48 1bi
po nsi hi I of others.
LOAD CASE(S) Standard
1 R eg ullar- Lu rnber increa e�t 1,15, Plate Increasem 1.15
i
Unro rm Loads ptf
Vert A -E--84, E-11=-84, B -I-1=-14
O nce ntrat d Loads (i b)
Veit f3=-2298 (B) N =-I81 (8) M =181 B) L= 814(B) K-4848 B
f Tn j
B04234-5
L iaD114 (ps
WM
fl
my -JNRyAFDUR EE
.
4�
P
!Job R eferen ce (optional
s T , roc_
SPACtNG o -n -
T LIL 35.0 Plates lncmase 1.15 TC 0.41
TGCL 7,0 Lumber Increase 1-15 8C 0.10
BOLL 0-0 Rep Stress 1ncr YES WB 0,00
B DL 7-0 C -Ode IR 003frPI 00
:LUMBER
TOP CHORD 2 X 4 SPF 165OF I. 5E
BOT CHCRD 2 X 4 SPF 1 5OF 1.5E
R 4CT1ON (f 'siz) =55/ echanircal, x=429/0-5-8. D= 1 IecI ni f
M ax o.rz B=1 8Ocad Case
MaxUp=;---load case ), E=-223(toad -case 5), D=-260oad case 3
MaX Grav C=85fload ca:se 1), B 4 fbad arse 1), D= (laad case )
FORCES Ob - Maximum CompressioWAaximum Tension
BOT CHORD B --z-0
NOTES
DEFL
eLL)
Ver L
Horz(TL)
3-11-11
in a) Vde fl Lid i PLATES RIP
0.01 B - D >999 240 ! 14,1120 197/144
-0.02 B -D >999 180
Weigh -L 12 lb s
Sr ke = 1.1zi
BRACING
TOPCHORD
BOT CHORD
h uct=l Wood sheathing directly applied or -11-11 oc puO ns,
Rigid ceiling directly applied or 10-0-0 ac bracing,
1 find- ASCE 7 -98a 90 rn ph; h 255 T D L=4_ p:sf; E3CSL-4- p , Gategory Iii, Exp Q enclosed- MVVF;RS gable rld zone_ cant iev r l
DOL 1.33 PIat grip D0L=1. and right exposed : perch left and i1c�ht exposed; Lumber
This truss has been designed far a 10.0 prsf bottom chord live load nonconcurrent with any other live. leads.
3 This truss requires 1313to insPeCtron per the Tooth Count rvl thud when this truss is chaser for quality
4) Refer frd r(s) fo r truss trus conflecticns.
assurance inspection,
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 fly uplift at .oint � I� uplift �t �i
joint D_ R p ] rpt 6 and 26 Ib a plift ;:t
This truss is d si rted in accordance with the 003 international Resi e r tia 't ode sec -hens R 5 2. -11.1 and �. d R80.1 0. and referenced standard N`.iYTPI
LOAD CASE(S) Standard
F
JoF--
-045
I ;COMMON
I
[-._ - 4-11-6
4-11-6
5 "1J2:0=
C
1
i Job Reference (op tiion al) e
n� ' ff.0
14-1-
19-9-10
4-11-
stale = 1:33,1
4 20
i 4-11
-113
4-11-6
o_ Dista of t$ :0-i-1 .10- E'0-1-1 - - _ - ,
LOADING n ) Q 0Af-mr -
TSL
-0
-
Plates Increase 1.15
n 1a
CSI
i LL
0.0
Lumber Increase 1.1:5
T 0.35
BC 0.11
Rep Stress fner NO
iE 0.19
B C L
7.0
Cede IIS 003/TF1200
° f 1�ri) i
LUBBER
TOP CHORD 2 X 4SPF 16 OF1.5F
BOT CHORD 2 X 6 Dl` 1300F IZE
1PV E 13S 2 X 4 SPF StucUStd
w
w
14-10-3
4-11-7
DEFL
In (10C) Vtlef1
e LL)
n 1a
e TL)
Tva - n/a.
Horz(TL)
0-00 E n1a
BRACING
I
TOP CHORD
BOT CH RD
LId
999
999
n!a
4-11-
PLATES
MfI 0
Weight 89 Jb
GIMP
1 9711 44
Struckiral wood sheathing dire ly applied or 6-0-0 oc purlins.
rigid ceiling dfrectly applied or 10-0-0 cc brach -g.
r
REACTIM (Vsize) A=22:5/19-9-10. E=225119-9-10,
" 2511 ° -10, H=521119-9-10. 0=449/1-9-9-1o,
Max UPMA=- 4(load Case )x E= 4 (lead case ). H=-145(1 ad ca 5), =-7 I ad case ): c_-1 load ease
)
Flax Gray = 5(load case 1), E= 5(lead case 1) H= 8(Ioa�d case 7), =44 (foad case 1), F;-523 l ad cast
FORCES (Ih) - Maximum om ressior a imum Tension
TOP CHORD A -B---167157, B-- =;-136177: - D --z- 13 rV6 g, D -Ex- 1671 ;
BOT CHORD A -H= -2O '4, G - H= -20f74, F- =0171, E- F= g 1
WE H =-40 61 16 : B- =-52167 , =-374/83, D -G =-52 8 , D -F= --40 1 5
1 Unbalanced roof I€ie leads have teen eo ns id e red for this design.
Wind' ASCE 7-98•7 graph; h _ � TCDL,4_ p o 9CDL=4.2psf, Category 11. Exp a enclosed, A FI able
Parch Defte: r7d �g Int exposed: Lumber [SOL=1. Plate grip DOL=1.33. � �� �o �e� cantilever lei end ri int es��f
Tl1is truss has been de s rg ned fb F a 10,
,ice bottom chord live F0 d n 0 r1c0 nC U rre nt with a ray ether live loads,
Iw 4) This truss requires plate inspection per the Tooth Count Method kiihen this truss is chosen for quality assurance e
5) Gable requires conuoras inspection_
m chore{ bearing -
9s � �r�i�o mechanical conerorr fby others) of Truss to bearing �?ate
a piief withstanding 34 1b uI t i rpt w k at i i nt E, ILS �!f at dei
H, 76 f r��lirlt at joint and 1 lb uplift at joint E_
7) T h �s truss is designed in accordance with the 2003 I n rna fio a f Reside roti l Code se � o ns 8 502 _
1. o a rid R302-10.2 referenced standard A' I`l`I
LOADS CA S-ta nda rd
ob
r� r`r
c
ED4234-5 Q05
ComJDA
-
r
LOADING ( T)
T LL_
TCD L
B LL 0.0
BDL 7.O
LUMBER
r
Ti
4
Job RefeFen ce f`OP Don N)
c0 -
SPACING -0-0
Plates increase 1.15
Lumb r increase 1_1
Rep Stress Incr YES
Code I Ro13P100
TUB CH RD 2 X 4 SPF 16:50F 11,5117
BOT CHORD 2 X 4 SFE 165017 1_5E
1
TC 0.41
BC 0.24
B 0.00
(atTik)
RE TIO (IbIsIze) C_ 19 K4echsrtical, 13=50410- - , D= /Mechanical
M aX Hort B=17 (load case )
Max Upli 4-9(Iead case ), L=- 44(Ioad case 5), D®-4111(Ioad case
M ax G rav C=1 (load case 1), B= 04(Ioa d case 1), D= 7(io 3:-d case. )
m
FORCES (lb) - axjrnu mompre!iionAla ir-7um Te,nsio
ri
j TOP CHORID A -87;-W77, B- =-1 '7/68
"BOT CHORD B -D=010
BRACING
TOP CHORD
6T CHORD
'eight 17 Ib
StructUrail Wood Sheath -Ing Cfirectly applied or 5-11-11 oc puilin _
RI id ceiling directly applied or 10-0-0 oc bracing.
TE
1) VVind' ASCE 7--98; 9-Ompb' h� bt TC L=4_ psi~ B DLt=4, psF-tegoll; Expenclosed; f�R agile
n���re� cantilever
DOL plate grrp DOL=1.33. left and Tight exposed ; porch
This truss Inas been designed for s 10.0 psf J ttol-n chord live load nonccncurren
t with any other We loads -
3) This truss req ujres plate inspection per the Tooth Ceunt Method when this truss is c boson for q ua.Ift ass uran
4) Defer to i rd e r(s)fo r truss to truss co n nett ons_ ee rns pe icy .
provide M echan1cal -connection (by, otheFs) of truss to erin Plate capable of withstanding Ili
joint D. putt at joint C, 244 lb uplift at jo It l B and 41 lb u pl ft at
111 r truss is des Pegned in accord-arice girth tihe 2 003 Fteternatorial e�idenbal ��e errs F �i� _
1. 11. I and R 8 02.10.2 and referenCed stanile rd AN I/7PI
L A,O CASE(S) St's nciiard
eft -and TI-Qht exposed; Lumber
I �,
1. 10-0-0
-0-0
''1
e
1 -0
6-00
Ply
10MN
,� U E
efer tior�ai� RTS irr, a
ge Ia
i -1 C'
-11-4 4-11
Scale = 1..68.
54,M II20=
3A Mf120=
P Q C c
ME20-ZL,
28-D-0 37
4 L!-8
Plate 3.J %J 'iJ S- 1 43
Offsets - ,E 0,0- -7 I E. - , -x- 1, 0: -0 0-2- ' I� d JWP -3-12.0-3 - ,
LOADING ( f)
TCL-! 5.0
TCJC L 7_ D
DOLL 0.0
BCDL 7,o
LUMBER
TOIL CHORD
BOT HD
VVEBS
-
Plates [ncrease 1.15
Lumb r Increase 1.15
Rep Stress lnorIE
'Code 100fTP 1 002
4SPF 165OFI. E
lel= utd
�jlax How B=14 (load case )
1`03_x Uplffl -7 10(ioad case ), B= 1 (load Case :5
C1
TC 0.48
B0 0,68
B 0.52
(Matrix)
BRACING
TOP HO Rid StrUCtural wood sheathing directly applied or ?4-7 oc pu d i n s.
EK)T CHORD R i id cei1in d-Tectly appl-fd car -11-11 o bracing.
E B8 1 Row at i dt E -L, F -J
FORCES (1b) -Maxim urn COMpre!sl 01`00aximUm Tension
TOP CHORD A- X 0/`7, 8 -C; -z-344-5/1 327, -]D= 06211286; D-E=w 7 f 1 18 . E -F=-, 36811487,, F- =- B/j I a I
EDT � FSO R D B- L =-1204/2958., -i =-1401 / 1 J- =-1 77 3 7 . I -J=-1134/2 8 -H-- 1 i�� I = 4 1324
E BC. -L=-337[21:5, D- L=-42318374 E -L-- l 022J441, E- I�-1 0111 65i F- =-97/1
NOTES
1) Unbaian d root We, leads have been oons1dored for this design-
2)Wind- ASCE 7-9 ; 90 Mph! h= 5f� T DL=4. p ; l3DLt--4_2p f: Category 111, Exp ; enclosed- MFR a I
porch left and right exposed; L umber D QL s 1 _ plate grip DOL =1. � � � n d zo r�e; cantilever left and right eed
Provide adequate dry ina a tO PFevent water ponding,
4) This truss has been designed for a 10.0 psf botbm chord live loac[ nonconcurr nt With a
This tr€as� requires Tato -inspection r1 other We mads,
r id F alp n o or r o Tooth urrt otbc �� n this truss is chosen for quality assurance inspeajon.
Eby OtheF) Of tru S to Issuing Plate capable Of wlths- anding 710 ib upiift at jairlt 1 and 819 iii upl at Joint B.
7) This truss i designed i r , accordance 4/Y0 the 00 1 n term ti o na I Reside retia i ode sections �
o
1. ,11. and x.802:10. and ref rented standard ANSYTRI
LO., E() Sta ndard
11
ri
I�
BULL 7.0 Code I C1)/fTP1200
ILUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
j BOTFORD 2 X 4 SPF 165017 1, 5E
VVEBS 2 X, 4 SPF StucUStd
ig
OWru
i
B04234-5 Q07g
HIP
-SPAC I L ), I CVM LD
—ID -U402 --
L_:2-0-0 1
-
0-0
I
1,0r
&7
Qty
1
�q.
I
. ;' Job Refefence
eb IMM MiT i7dusiries, In , 'a - R O .38:= aa�i
-D
t-11-47-10-8
r -I
-11-4 -11
74 M[120t;�- I
C.Fx,4 -M V29 iI 7X6 MIUQZ�
REAC710N-S(lb/size) H=183110-4-0; Elm 0 5 -
(matrix) -- Weight 1 lb
BRACING
� � _-
T F HORD structural woad sheathing directly applied or 4 ec purlins,-
BOTCHORD JRI91d telling directlY aPplred Or 6-7-11 oc biac-in ,
Ph ax H om 8=161(10ad case 5)
MaxPIiftl-;=-721(load case ), F3=-84 10;ad case
FORCES (Ib) - Mei imurn Corn PressiorVIVI s imum Tension
TOP CHORD A-8=0 7, B- =-345411275, -D=-2877/11281 D`E=-2389/1207 E -F -288
BOT C H O RD B- _-11 O 5 L- 1=-"11581 952, - L-- 69 4 8 J-1 =- 895/492, ]-J=- I D 5 995,H -I=-109512995
rVVE EC,-M;---89/206, -L--542: 48: D -L=-2 4 51; D- =- -1 =- 2 47 F -
K= -313f747, 47. F-J__� 2661356, -J=T -8 7, G -1=-10012_0,q
NOTES
1) Unbalanced roof fire loads have been considered fOrthis design -
2) Mind ASCD x-.98; 0mph: h-25ft T 0L=4.2p ; B DL=4y p F Category ]l EXP enclosed. MVVFR b�le e
rcf� lett n-ght exposed, Lom r D L=-1.33 plate grip LOLL1. _ d cine, car�tlle er Jett and rift ,plod
3) P rov-1 de adequate d rainage to prevent water poncding,
4 This truss has been designed for a 10.0 Psf b0tta M Chord I(ve load nlenconcur ent with a nother I e loads,
5) This truss requires Plate inspection .r the �
Tooth Count Method Igen this ss is chusen f rualty assurance inspection.
rcvide M cha.nicai c o n n ectiorr (by Other) Of truss to be;arin g Plate capable ofwtlbstandIn 721 �b up1� at jo[nt J-1 and 842 Jb ulift a
7) T b is `truss is designed In acc rda rice itJ� the 2003 J nterna to n a l Residential retia l ode sectio i7 R � � t �c int 13.
_ , � 1. � a nd ��2.1 �.2 �r�d referenced standardANSI/TPI
LOAD A F() to ndard
i
I
B-5
_UFMW(D T 71 r F ,
D
rLiss f yp a
HIP
7 b
I
eiei
0
FTI
Job Referen
ceLT on
&A MUD= 5 h#UD
30-114 7-10-8
-11-4 -11
I.�xa IWu0;u 4 M1120 = r
14-04D 24-D-0
30-11-4
10-0-0 6-114
,0- -Q 0 0-4-0�0-1-15 1, rF- 4- , •
1J '{�L j�y� pqy � '�yL LOADING� SPACING I a
TOLL 35.0 IEFL in (Ioc Udell d s
Plates increase 1-15
TC D LL 7. T . 67 erLL) 0.38 ,1- >9 240 i
Lumber � r�cr��s� 1.15 B 0.72 'erTL) -0.59 J -i 76
8 LL 0.0 Rep Stress Incr YES 180
BCD L - B 0.9 � Hor TL) Q 18 H } ref
Godo I R 00 .iP [200
i LUMBER
TOFF CHORD 4 SPF 15OF 1, 5E BRACING
80T CHORD 2 X 4 SPF 165OF 1,5E TOP H RID Str UcturaI wood S hea thirT9 directly a ppli d or t-110-10 oc puAris.
VVE B 4 SPF StucVStd 130T CHORD Rigid ceiling directly aPOW or 6-5-8 o brq�i��
I
REACTIONS
'weight 152 Ib
37-10-8
RIP
197844
VVEBS 1 Row at midpt E E J
R
0
(lb/size) B-203510-5-8, H=1831 A_o
I
max Hort 13=I8500ad case 5)
M ax U P E =-8 (load Cas0 ): ,H=�-74 (load Case 6)
I FORCES (id) _ Maximum COMPress[OtVVIXimum Tension
T CHORD A -B- W77. B= -C --3 M 295, - D-- 270 71 1 027, D -E=-230 7 /9 78, E -F= -23081986, 1� -.- 270,9// c)3
WEBS
HOOD B- 119171,2927, K -Lm -118{ 1 9 5, J-[� - 854)2428, I-,�=-109712953, H-a^a1 a&H.!=-346011331
fid . —L- �— 9 L, =-71 4428, D— =-326/ F 1� E—K- —4 f f 1 , E—J--4 } 3111 F J=— rr r�
NOTES
1) U rtba [a nce d roof Iive load h;@vP, beep considered for thi s design.
2) blind- ASCE 7-:983 90mph; h=25% TC DL;-- 4.2 p ; BC DL=4. psf Category 11 Exp ; enclosed; MVVF RS gable end z
porch left and right exposed, LL�T'F'1fuer DCL=1,33 plate grip D=
OL' �� �a��til� �r J� �r�� 719 x�d ,
Provide adequate drainage to prevent water ponding.
4) This truss has been design d for a 10,0 W b0Wrn chord live load nonconcurrent with any other We loads.
This trU s requires plate inspection ler 1he Tooth Count Method when this truss Is chosen for quality asSur n
8) Provide mechanical connection (b others) of truss to bearing plate capable of +ths� � �� inspection,
7) Th- fs r s i d ig din cccrd I c with the lr�t En rr � Reid rr I d sR1302-1
62 lb up �t Join B and 742 J upl at jornit H.
1 _ �_ 11,1 and R802.10.2 a rid referenced -aoda;Fd ANSIITPJ
LOAD CASE(S) cb r?da rd
i
ig
I
1504234-5
NI F
a
ST (MARTrA 7r
E
BIG Ko .LYA-N-]�E�7-
I
Job Reference (o tjon"
:
s
1 29-11-4
8_ClL0 6-0-0 7-11-4
1 12Xf f] MJr2
E
x.00 i
MR 20
37-10-8
7-11
8ca If! = 1.68.
I
37-10-8
P Ian, : ; -11 _ - ,0,� l, (D: - [- - - , , , :-- [H:O:- [K,0-3-
OARING ( PACING 2-0-o CS1 i DEFL i� f�c
T LL 35.0 Plates Increase � .1 Vde ff L/d PLATES RIP
TCDL 7.0 T ID. 1 crl�LL) 0.27 J -K >999 240 N11120 197/144
Lumber Increase 1. 1 5 B 0_80 0
LO 'ert(TL) -0. J-1 9 I LL 0.0 Rep' s I r E� ' �� �_� I M1120H 1481108 i
70 Code IF GD3/ P12002ctrl) l
ei9 ht 151 k ,
LUBE
TOP CHORD 2 X 4 SPF 1650F 1.5E BRACING
T CHORD 2 X 4 SP F 1 5OF 1, 5E TOP HORDE StructLira.1 wood sheathing direly applied,
'REBS 2 X 4 SPF Stud[Std 60T CHORD Rigid ceiling directly applred or 6-4--9 nc br��in
E B 1 Boer t m i dpt _J, D-1, F-
0
REACTIONS (lb/size) 13=2035f0,5-8,
MaX I--Iorz 6=03(Ioad case
Max U PI=-880(1oad case ,=-76D(Poad ca
i
FORCES 0b Maximum COmPressfOrIlMaximum Tension
T P HO RD - E�- D�77, E�- = -3393/1 1 , --D=-2516/9 '3, D -E=- f 1 / 945,E -F= -25201986,F -G=-342211348
BOT CHORD — 1221f2890, J-�-1 18f B87F I -J=-750} 11 S. H -f=-110 /2909, -�I=-1105/2912
VVEBS
-1 W96, -J=- 74L5 : D -J- 336 489, D-���3351331, E -i=-333'501 I=k=-g[� /� 7, F-H=-14510[�
NOTES
i
1 Unbalanced rooT lire loads have been considered for this design.
2) rnd, .SCE 7- - 90 ph; h= 5 T DL=4. psf- 5 DL=4,2 t; Category II; Exp - enclosed: N4 gable end zone- cant -lever lei
Porch left rtid rig t pose'
Lum r DOL=1.33 plate grip SOL= f .�3_ a end ri��t ed-,
P rovide a deq uate dralnage to preventwaterpondi igirl r
4) Thifs truss has been designed for a 10.0 bottom chord live load nnnooncurrent with any other Iii loads,.
5) All plates are NIT20 plates unless other se indicated,
I ) This truss requires plate inspecton Per the Tooth Count Method when this truss 1s chosen 1b r quality assurance f.mpection.
R 7 ) Prorde rr1echarlaca1 connect
on Eby othe) of iruss to ItFlng plate capable of withstanding 88
8 ) Tb is t rues i dcs i n ed i r� aI�c rd rice I� e 00 F rite ra�at�or1 I R erde Intl� I bode �e� � r� u�l�r� e.t 1�, rpt � and � � b u �f itt �t �o int G.
i
1 .1 _1 end .1 end r n d .nd a rd A N SIITPI
R LOAD C E(S) 51a rid-. rd
Imo- - -�
B D4234-5; 60
SHIP
jBXC VVEM( )A-FFG-I—LL) )-ATTULL
e
—'-"
ype
0601
"11211=
I
5�2 R!a2�
3x8m"m= 541A420=
l Job Reference (optional')
� 1 - r ji'6971-n eked
7-108
8�-1 1-4
—" 8-11
Folate
e#1-1 _-��- :0 �_3
24LLE-_0-5-8-F1- -
s
, ,
i —o6() 41 3-0 0-3— =Q-3-0,0— 4
LOADING (1 f) SPACING -0-0.)
TOLL 36.0 s ire �' r) r1dar-F I fH
F1ate0 i"crease 1.1 TG 0.50
T C L 7,0 Lumber Increase 1.15 BC 0.66
BLL0-0
Rep mss Igor YES W8 0.67
B DL 7-0 Code IFS 00IT'PI 00 kiatriX
LUMBER TOP C I -CORD 2 X 4 SPF 1 OF 1.5E
130T CHORD 2 X 4 SPF 1650E 1. E
!�WEBS 2 X 4 SPF Studl td
R C O (1 size) B=203510 -5-8a 1-183-1/0-4-0
i
1`41 2X IH0rz B=;;221 (load case
MaxP -8 6(load case 5), 1 -7 7 (iloa case 6)
37-10-8
Weig
10-
Weight 167 1b
BRACING
TOP H RD Stimicturaj wood sheathing directly applied or 1 oc purl!ina,
BOTCHORD Rigid rl i ng d rre y applied or 6-2-8 o c br2cing-
VVEBS 1 Row at midpt L, F -L, -1
FORCES (1b) - Ma lrnum ernpression+Maxil.num Tension
TOP CHORE) -B-D 7, B - -3441/1365, -D--3094/1320, D -E=- 0/949, E -F-1 15/895, F- =- �
BOT HORD 6-r 13001294 3 L- 11,1 4 WEBS, -L-� 1 1 =- 4 �, P- =- 1 4 4 `- =- 11 1 , H4:;--3465113-97
NOTE .230
1 Unbalanced roof live f0ads have been considered for this design_
,Ind: ASCE-98- rph: h=25ft TL`4.�IL�4rf; ate 11; enclosed, rFF
porch left and right exposed, Lumber DL=1.33 Plate grip L OL=1.- ekie endor�e,r�tileer Cel and right sed ;
Provide adegUate drainage Prevent water pondin ,
4) '1- h is truss has be e n d esig reed ro r a 10. 0 f borto fn c ho rd five load nonco nc u rren t with a ny o the r lire load-,
5) This truss reCjuiteS plate inspection per the Tooth Count Method when this truss is chosen for quality . assurance oe inspection, Mechanical oorneoton (b ethers) of truss to bearing plate capable of ith5bndin 1���1�t���rrt B and 776 i
b upliftat 10 irt 1.7) This truss is deirred in accordance with e 0 I rternaonaleid�ti� I ode sections r 1�i,i_ and n
arci SV TPI`
LOAD CASE(S) SM. nda rd
Jou rWis Tr e-
OOM MON
6-4-0 -4-
Plate Offsets
I_ o Jodi Reference (opfionaf)
Inc. T
19 2543-8
- -343
W20
- ,-1 o-
-
3-8
-
3-8
- .. 2$-4-44 37-10-8
9-4-14
el, -10-3-0,0- 0,-
�+
LOADING (psf)
SPACING - I C EFI�
TOLL in (Jeo Vdef1 Lt
l�'P�tes � re���e 1 _'I T _ '�erLL) 0.3 w -f-1 >9 41
TALL ', Lumber fr or a e 1.15 R 0.R 4I-.-W-ri � .% �A
LL 0.0 l � ep Stress I node J 100P 10cr 02 YE , , :
BLL 7.0 WB �, �
I
(Matrix)
R
LUMBER
TOP CHORD 2 X 4 PF 16,50F 1,.5F
BOT CHORD 2 X 4 SPF 1 650F 1-5E
I VVE BS 2 X 4 SPP StudfStd
REACTIONS (Ib/size) .= 0 1D-5- . N=1 1 -4-
Max Hort 1=0Ioad case
Max Upl€ft =-903 Toad Ca se 5)4 H= 7 (load vaso
BRACING
TOP H RD
BOT HORI)
WEB
Weight 150 Ib
Structuml wood sheathing directly applied or 3-1-15 oc purlins_
Rigid ceiling directly applied or 6-1-11 ac bra fin -
R Rear at m %d pt D -J, E -J , FJ
FORCES (Jb) - MaximuM COMPressionWayimum Tension
TOP CHORD -B--0 7, E3 -C=-343111-371; CD30601134 D -E-- 1 1 5 E-F�y- 1 6
T HO R 0 B I=-1 1 9 .8, J -K - 4/ 4-0 E f-4=-8 4 12411' , H -I =-117 0' 95 43 i=-
1.Ch1=- 1399
VVE BS - _- , D-1 =- �J=-848 '483, E -J=--675112951 l* -J--868/492, F -I =-3621532 I=-4
1
NOTES
1) Unbalanced roof jive fonds have been co.risidered for th f s design -
2)
Wind: ASCE 7-98; 90mph; h=2k TC D L=42ps , B DL -4_ p f Category I IEEXp C a enolO d MWFRS gat fe end zone-, oantiI:ev
porch left and rght exposed, LUrnb r DOL=1.33 Platte grip D L=133, � e lei ar�d ri htex
posed ;
This truss h -as k ern desligned for a 10,0 psf ttom chard live load .nonConcurrenf with a. ny othe r five foals.
3
This truss requires plate ire p Ction per the Tooth Count Method when this tress is chosen for quallity assurance inspection.
Provide mechanical Connection (b thers of truss to bearing plate capable of thste.ndin 903 Ib uplift p
This truss is designed in ac rdarr a With the 2003 International Residential Code sectons 5 1 ft at j�fnt � and � � l� ��l �t atjoint H.
1, R 0 ,1 _1 R802-10,2 and referenced standard ANSV7PI
e
LOAD ASECS) Standard
a
t
U
SS
77ru�sType
B04234-5 I 1
COM Mo N
w
. 1D � _—
—
A
12-7-0
-3-8 -
3-8
_ lob Reference o . tionai
-1 25-24)
0
O
7-M
--4
bkll f fr1 1I�u — 0 1
)hi.1 . 112 SJ — .�p ��•yy
M 112 �.—
"[&-10-8
9 9`5-4 -54
Plate; -- 7.4]= 1=:0- 4 hl: - - f1. - -t ,�� J'0 0- -
a TLL 35.0 Plates Increase 1.1 %EFS
In
T DL 7.0 Lumber Increase 1.15 TC . eLL) n/a
SCLL 0.0 Rap Stress Jnr YC0.43 Verja
0,56 Horz(TL9.o
1B DL
Code Ili 00 1TP1200
_ . .�.. (Matrix)
I LUMB E
TOP CHORD 2 X 4 PF 1650F 1.5E BRACING
BOT CHORD 2 X 4 SPF 16,50F 1,5E TOP CHORD
VVE B 4 SPF tucU td
BOTCHORD
D
WEBS
9-54
(10C)
G
ME
I/def. Lid I PLATES GRIP
rt/a. 999 '11120 197/144
a 999
a. rk'
eight 147 lb
121v =1.&41
1,3 m qA.
atructuraa Wood Sheathing direct ap l -red or 6-0-0 oo purlins.
Rigid ceiling directly applied or 6-9-9 oc bracing,
1 Row at midpt C-6, D-1. E-1
REACTION (ibisi e) A=390AIeChanlcal. J=,986/Mechanical, 1 948)TvIeohanicl, H=986/Mechanical, =390/: echanrcai
Max Hort A=17 (load case
v MaxUplJ ,=- 8(l ad case ), J =- 0(lo:ad ase � I=-11(io-ad Case ), H=-2 ,(Coad case ),=-87(load case
Max ra.v =3 3(load case 7), J _1009(load case 7), 1=94 load case 1), I-1='�00 (lead case 8). = 3 load case �
FORCES (1h) - Maximum COMPMMOryMaxlmum Tension
I TOP CHORD - B=- 111 , B- =-7 68, D= -98117c, D -E=-98/ 170. E- F= 012 66, F G _3 1 AB7
BOT HORI)A-J=;-107)25311-i=-13/177,H-1;;-1,31118'G-H;---4f253
WEBS B_J=-546 269, -J= 1/1 r 0, I= 184/158, D-11=-57897, E -J!1841 F : E-lL =-521/1 =4
6461268
NOTES
1) U nbalan d roof live loads have beery co r sidered for his design,
Bind, ASCE 7-98; o m ph b= ft TCD D. = 4 - p ; B DL= 4. p t' Category 11' E . e.n to d,
Exp , 1� FI kyle na; cantilever left and right exposed
p�oroh Ie and gl t exposed; Lumber D0L=�I_ plate grip E)0L-1, 3 3.
Th is truss has be en desig reed to r 10,0 pst bottom c bord live toad noricoricurrerpt wkh aray other Ilve loads,
4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection -
5) Gable requires contnuous bottom chord bearing.
6) Reisr to girder() for truss to truss con nections_
7) Provide rn echani aI connection (by others) of truss to bearing plate ea pa. bla of w ith tand
joint I, 5 1b upJJft at joint l-1 and 7 ]b upl i at joint In S lb �.lpl�t at faint 70 Ib uplift at Ioi�11" ,J 1 �1 1I� uplift at
This truss is do lg nedl in accordance with the 2003 l rite rnabona I 1 e id nt a I Code sections R 5 02,11,1 and l 02.1 ,
and rind standard ANSIITPI
LIDAD CASE() Standard
B04234 -5 � Q12 PEJL
r , 1L, iD
--
1_7
- _
3-8
Job Reference (opt o nal
26-1-12
1M .39-1
-
-3--
scale. T .
6x6 h
� ��.a a I ��s I L I
8 LL 0.0 Rep Stress I ncr YES V ert(TL) -0
WB .
95
. _0 Code IR Q,03/TP[2002�f�.tre� HOr (TL) 0.32
LUMBER
TOP CHORD 2 X 4 SIF 165OF 1.1E BRACING
130T CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD
VVEBS 2 X 4 SPF to td *Except* ESOT CHORD
6 2 X 4 SPF 165OF 1.5E WEBS
R 77(:Ibisi e) 1-229810-5-8, �l 71/Mecban ica
Max H OTz A=-228(lo ad case 61
Max UpliFtf:�=1017(I0ad case ), =-7 0 0cad case
K -L >668 180
I rVa
d
tyi ai._U 1W1144
'weight 144 ib
ructusI Wood he:.thin dErectly app] ied or 2-7-2 oc purlins_
Rigid ceiling directly appfied Or -1-0 cc bracing,
I Row at midpti E-[
FORCES
iy�, I - fi 'r
i t�r ompresssor i�. imurn Tension
TOP l--IF�D A-5---4369/1 925, &0=-394711848, �
BOTCHDA=-18041383!9,K-L=-1256/30,35,J-K,-664/1357-L.—!�-- `� f $ - �� i `, f-
, 6 l4 0 rG-I;---'D3/492
WEBS B -L,-431 35, L=-483171 , C - K= -868i492, D-[ = 'I 86, E- �-228 `254. E -J=-659/1 _ F- I }
4F i L F F-]=-2100/851
NOTES
1) Unbalariced roof live load have beer) considered for this desi n.
mi. ASCE 7- 8; r�, h; fir= TCD p ; BCD L= . p f tegOFY I I_ Exp nc b d M F`F
Porch I ft nd right exposed= Lumber DOLL=1.33 plate grip CCL -1,33. t bl erti c rFe; roti a er le an
nd0rrig ht ex posed
;
This tress his been designed for a 10.0 psf bottom chOA IiVe 10 id nc)nconcurrent with a ny other Ii a load
I4) This truss requires p[ate inspe ton per the ToothCOU-nt Method 5=-vhen thils truss is chosen forunlit
) Refer to grrder(s) -To r truss to truss ccnnectiions, ase r rice irs pe ion.
.
Frev ide mechaniea1 connection (by others) Of trUSS to :ring piste capable of ° ith tan in 1a 17 f
up 7) Tf�is tress is design ed in accor�ia nee with �e 0� l�irr�a��r��f Reside rrf� I cede ec�� . � I �t �i nt I end �� Ib uplift �.t point _
1 _ r� F��7.11. � end R�C�.� �_ end rfer�rrce d stt-andard ANfIT PI
6 LQAID CASE(S) Standard
ru ss
B04234-5 i 13
4-1 M
4-10-8
Trussyr7
rr
/_ ON7RTAVD - -
SPECIAL
Job Keferen honalI
-
in
1
-7-�
28
4-10
3-7-
-7-
1.
-7
-7-8
:AXE Wu
x10 rrl= c41W JI 7x13 hf11"0
� f 2 m17D
E P
- 7-M -
4- 4-"
aA M1120 11
D.X:13 ME
5X3 MUD
- - 17 -7 28-3-07
7-3-0 -7-
Platedef -�--P- :0-- _O--1-� I-�_i�- ,: fe.�'i-;
�_[. — —� s L-0 -8.0-2-8 1 0— —8,G—�4 F -0 -4 -8,0 -3-
7 -
LOADING -�
TLL.0Plates Increase 1,15 T 0-99
T GL 0-0 Lumber Inc a e 1.15 � D 0, 1
�-� ! ReP Stress leer YES 13 0.99
B DL 7-0 Cade IRr,2003UP12002 (Matrk)
LUMBER
TOFF CH0RD 2 X 4 SPF 1 5 0 E 1.5E *Except*
T3 2 X 4 DF 240OF -0E
BOT CHORD 2 X 4 DF 2400F 2.71E *F_eept*
B3 2 X 4 SPF 1 B,550 F I.5 E, 812 4 SPF 165OF 1.6E
WEBS 4 SIF Sty; 'Std *ace pt*
4 DF 2140OF 2,017, W2 2 X 4 DF 240OF 2.OE, VVI 2 X 4 DF 240OF 2.0E
REACTIONSCIII ize) J=1840 2-8, E3=204910-5-,8
Max Hort 6 = 58(lo .d case )
MaxUpl =-71 (load case , 113=7 51 ad case 1)
REFS,
in
(lo)
Vdefl
Ve LL
N
>410
o r T L
_1.10
1.79
N
>250
Hor TL
0-74
,1
rr/
BRACING
LSI
240
ISO
PLATES
ryl 11 20
M I120H
VVei. ht; 167 Ih
IOPCHORD StructUra I wood sheathing directly applied,
BOT CHORD Rigid ceiling directly applied or 49-3 0C bra inn.
WEBS I Rove at Mfdpf E -P, I
FLIP
197/144
1481108
FORCES (Ib) - Maxim urn COMPressioruMaximum T nSfon
TOP CHORD -B--O 4; B- = 1 7 7 ,-D=4764f 44, D -E=-4 B/18677 E -F=-9345/4
BOT CHORD moi= ,0, -P±= -2874/6312.M-0-25/182. F-0=:-,333/126, I' J-_ . L 4 = ; -H®a 7 03 '1184, H-1309511289, I -J=-3443}1321
EB P-- 3 l 16, D -P=-783,11643:. E-P�2 7 }1165). E-0--15141,3488. L- -161 `3 '76' - L�- 41 1-, !-I 8-11 ��
26541609 , �L�1 1 1 �1 , H- =-4471906 1- �-3 1
NOTES
1 unbal nced roof live loads have been considered for this -d es iqn.
Ind" A
E 7-98: 0 rnph; h - 2:5M T DL`4. p BGDL;--4.2psf, CategOFY I l; Exp Q enclosed -M FRS abl
Perch left a rid fight exposed; Lumber LC L=1- 3 plate grip DOL=1.33, a � � nd zo ne e�r7til �r 1�ft ar�d rightex
Posed
3 Provide adequate dry inacge to proven# meter Dorrdln -
4) This truss h as bean d signed for a 10.0 Psf botto m eherd I frve load noncorroorrent smith anotoer 1 e Ioads
All ol[ates are MT20 plates unless otherwise Indicated, y
6) This truss quires piste inspection per the Tooth Count Method when this truss i
- ehort for quality assurance inspection.
7) Bearing atjoin 5 comld:ers paralleil to grain value usIng ANS1fTpi 1 a ng1e to grain ferrn uia. buil d
mechanl'ca1 connection Eby others) of truss to 1 arIn plate ofJ -pint s� r�or h aid Tori poi 01` bearing surface,
Provide � � J,
9 Provide mechanical connection (by others) of truss to Learing plate capable of v!ithstandin 71 Ib U �I
10) This tris is designed its accordance with #�1 00.� intr�o�l��.l �sid`en�a1 cede � � �.t joint �I and I� uplift t��ir�t .
1. �.1 antic i and referenced rd l SI:I
LOADCASECS1 Sbndard
W1120:z
MIN
.Ole 1,68
4
6
g
a
Truss lype
B042,34-55 014SPECIAL
(ICAHO AUS), 10Aa
--o5-10-8 1-
P.
5-10-8
MN2D=
1 7-
��
E A
_ l f Job Reference (o t nal )
page 117
� - 26-3-0 32--0-0
37
- -9-0 5Scale
-
_ N4 MAW If 4X8MUG- :%,SMff20=
17 [ E W -
4 N1II20 11 1 W11120= 1
6 M 1120 _
- -0
5-10-8
Plate O ets _ _C- - E-dqe ].JCr - - [ : - - �_�J
- - I _
Q-e:_�J�{L
FACINGSPACING
PACIN -
T°LL , 0 fates Ioorea 1.15 SSI
DEFL in (io c) V
do fl L/d
PLATES
TDL TO Lug ��r Inc�� �0-67 e LL� .7 >56 40
LL 0_ 13C 0.8 eTL) -1.27 M > MIli
BCDL _ P rcrEG 0.30 wTL _ �
Code IR 00 1TPI o nfaMat) _
LUMBER - - .. _ _ _ ��
W e lg.ht 164 1b
TDP CHORD 2 X 4 SPF 1 P5oF 1.5E BRACING
GRID
19711 44
t5U I UHORD 2 X 4 SFF 1616017 1,5E *Except"' T P ISO RD `truo :ra I wood s Beath "rng directly a ppl red o r 2-4-2 0c purl fel s-
1135 4 OF 240OF .QE BOT HOOD Rigid c il-In dir CUY applied or4-11,3or, bracing,
VV'WEBS "
4 R.� tudfStd "Except*Row �dpt -rid, F-
REACTIONS 1bf i,Z) 1=184010-2-8, B= 4 f0-,,5-
Max Harz 19=76(.Ioad case
MaX Upliffl=-71 load case ), - 18(load case
FACE (Ib) -Maximum orrrpres ior Ma imam Tension
TOFF CHORD -B--01774, B- ---520942016, D=-452411819.. D -E=-608112524, E -F=-6028`24 78 I
�0T I --IIID 1�,0414�74r +�P_-02314561Y I�I-0=-1757�'40L-��J=�41225, E-�1�_411/157 �=����'1�D�'1,-F-1=-�44�.�14, I�-14411
WE E3S- = 3 1 4aC-0=-67W93. [)-C=-2 x`0 45, D -I =-,143 f2 721, t -N=-11551/3931. F-, =_1114/ - 078/2985
_
l �- ' 166/925, -K=- 47U01, -J � 44 P� , H -J -z-397,230
NOTIES
1) Unbalanced roof Nve rads have been cronsidoroid for this design.
Wind -E 7-85 0
rrph, h= TSL=4.psf; BCDL=4. l �P category 11' ExP C-: enclosed, MVVFRS gabie
end ye; cantilever If and right oporch left a nd right e c; Lurn berL=1m plate grip IDOL= It .3Poiide adequate drainage to prevent ter
;
ponding,
4) Th is truss has been designed fo r a 10_0 pat bottom chord live load nonconc u rrr nt Wfth ariy other
We
This truss requires fate irr pectio�ln per the Tooth Count Method when this �r�SS is cf�c an for uf tioads.
Searir�g �t jci-r�t�) R corsa�dor parallel to grain value r_,irrg 11°�P1 I ar�1e to ire forr�ula- � � �.ss r.t:rrtoe i��eior�_
7) Provide m char)acaI Connector (b other) of tri, to alir� late at °oInt(s)
��I�irng ole igr��r I�o�r�1 ��r o�paoit� �f I arir�� �rface_
p J i.
8) Prov fde mochanIca] Con necton o or oftru to alyd plate ca ble of d In 718
� T�,I� tris � des [g n � � � Ib +�p�Ir �►t joint � aid 1 "
1 � �� r+pil"ft at jorrrt a,.
d ire a cordance with the 2003 1 nte rna flo n a I Res identia l Cede Sectorts 8502.11.1 a nd R8 02.10.2 a.nd refer
P
LOAD CASE(S) Standard
OnAe"x a-
-1 �
0
russ I ype
PEDAL
k
QW ply BIG -Hu,
Job Refei
13-9-0 17-M-3-0
24
6-10-8
:5:� MM
3HFIT D
--0
7YO M1120-,
r
1 -M
:37-9-0
-
L K
�112� 11
j
5XID =11 =
1
MUD=
-1 6-10-8 - I.
EMT Onsets ( 13= -2- , E d ,
LOADING (psf) SPACING
T SL F% n r)PF1
Plates increase 1-15
TCDL To
TC 0.86I
r" hoc)
Due
Ud
PLATES GRIP
S LL O_ fress
Lumber I nc re ae. 1.1 L
� B x}_ 92
I
p ar. �TQ
-0.99 L
>455
ISO
1120 197/144
B DL 7 -YES
Code IRC2003/TP1201)2
Horz(7L)
0.50 H
rr'a
r a
LUMBER _
I TOP CHORD 2 X 4 SPF 1 5O F I - 5E BRACING
SOT HO R 4 SPE 16-50F 1.5E * ce " TOP CHORD
B4 2 X 4 SPF StudfStd ROT HOOD
E 53 2 X 4 SPF Stu CVStd *E cer JOINTS
4 SPF 1 5 OF 1,5E, W1 2 X 4 SPF 165OF 1.5 E
0
2051/0-5-8
Max Hort Bm394(load case 5)
Max UpIit-l=-740(load case . dt:40(load ca 5)
Weight: 160 lb
truotur:l wood sheathing directly appiiod or -2-0 0c puriip .
Rigid ceiling direotJy applied oro -10-9 0c bracing,
I Brace at Jt(s): M
FORCES0b)- Maximum CompressionRviaximum.Tension
TOP CHORD A-84474, 6-0---522612057, -D=-425311599, D-rz=-449 /1 7
E30T CHORD! 3- -2099/4592, N-0=-2069/4,594, Py1-N=--1521 ,3725; - =- fit/1 g9, E M-449JI 81 -L=O
NOTES
1) Unbalanced roof JrVe Joads have been Considered for this design.
2Wind- ASC E 7-98; 90ImPh; h= 25A -rDL=4.lasf; ESL=4Fp - Categ 0 rV I f ` E -
Po Fch left a nd right exposed; L um r D0L=: 1- plate grip DOL- 1,33. [ n l � k le end r� utile r left ani Ti-ght exposed ;
3) Provide adequate drai-nage to per vent -5iate r po indirt,_
This true h as be erg des igned for a 1
bottorn Chord iiue lead n a ncoric u rre nt with a ny other
5) This truss requires pfateinspection per the Tooth Count PAethod when this truss is chosen for u f . sur
inspection -
6)
6Refer g onnectior r
�r Ird�r � for truss truss �
.
� � at � ��ni�er rzlfel tQ rain value using NiJTPir 1 anile to grain formula. Building
uildfn dei r� r �� � l d verifyr.
C�
arof ba
a rrrg surface.
8) Hr�l�e ���r���i ��nr�ti�r�� ierg� f tr� lea r1� pl�ge � a bl f withstandndlr�lb��1at oirtHa.nd84Olbuplftatloii
9} This truss is designed in accordance we 2003 irtemationI Residential ode ecdorR502. 1�.1 �rrd R802.10.2 and referenced standa,rd ANLP11.
LOAD A E(S) Sta rid a rd
5xu 120
Stale =1 158.7
0
B04234-5
--0
-M
7-1
60
russ I ype
1 PE JAL
-10-
I
722-3-0
'�-
1-3-0
1 Oki 0 MI1I2N
A X1112011 1 OX10 Mill 213H
I) E F
o
Job Reference (Ophcn )
7- -
:3 7-9
T -D
Plate offseLKy
Li+..� til.— —
T LL I.5—. ii%
T DL TO
BOLL 0-0
BCL 7,0
7-10-8 1 -
Plates increase 1.15
Lumber f ncrease 1..15
Rep Stress Incr YES
Code IRG2003 FP1200
-
LUi1EF - �..
I TOP CHORD 2 X 4 SPP 1 5OF 11-5E *Except*
T1 2 X 4 DF 240OF 2,0E
I.
BOTCHORD 4 SPF 1650F 1.5E "Except
P4 4 SPF Stu l td
VVESS 2 X 4 SPF tulS-tcf -E ce pt -x
4 SPF1 OF 1-5E, W1 2 X 4SPF 165OF 1.517
7-10-8
REACTIONS CTION (Ib/size) H=184 11VIchanlcal, B=205Ifo- -
Hort B=41(Icad case
MaxU p 11f``t:H=- 7 lead case 6, B=-88(ioa d case 5)
rel
K j
axe P4112D II :5�e,;Q M1�'20
� — —M i
—M
5X8 M1!20=
[G,0-3-0.0-3, .Ed -1-0- 0f 0-3-81, 1[.C�-,0,Q- 0
7— t
IDL=FL
T
in
(100
Wdefl
L/d
PLATES
-go
E3C 0.88
erKL:L)
-0:50
N
>904
240
I MIJ20
eJjL)
-0.83
> 541
180
M 110H
VVB 0.46
Hor (TL)
0-45
H
n/a
ref
Weight, 166 i1b
13RACIh
TOP HOOD StrUctur-a I wood sheath Ing di rectl applied.
E€ T c F -I Rigid ill 1`19 -dIirectly -directlyapplied or 4-9- ac bracing.
WEBS E I Row at m id pt M, F -J, -j
J I NTS I Brace at Jigs); L.
FORCES (Jb) - Maximam omp ssion fa [mum Tension
TOP d 1 RD moi.` SJ 4. r= 1 3 l .01 , D=— 58 1 5 1 D- E=-3 4 l 4l 8 E --F= -3,553{ 1 4 1 F 3 9 u l{ 3
42
BOT CHORD B-0---2149/4561, M- =- 113/445 8, L- ;-I 392!3451, -L=-61146, E -L.--162/101 K-N=]D, , J- .=01 I -J:--1097
E -1�-1281282, CM= -1 1091681, D-kl= 16J 18 , D -L=1991733, J -L=-860 + $5, F -L=-74 '� 944 , F-J=-84I� 4 - G- 4 -58]� �i -°I�,929
NOTES
1) Unbalanced roof live loads have been considered for this design_
) Wind- ASCE 7-98,, 90mph h=20 -M T QLA4- p ; B DL=4. p f; Category Il; : . enclosed°
� a 11FF gable end ane cantilever left and right exposed
porch left and fight exposed, Lurri r DOL=1- plate grip D0L=1,33_
provide adequate dra i nage to PreVe nt water r)onding.
4) This truss has been designed for a 10.0 psf bottom chord Ise load nonconcu rrent ithany offer lige kcads,
5) Al f plate s a re MT20 plates un le ss othe rwise indicated,
! ) This truss requires plate inspection per the Tooth Count Method wilen this tuss Is chosen for
}) Refer to girded,) for truss to truss Connections. dual �s l�ran�e ins ctio�l .
8) Bearing at join s) B considers parallel torain a We usingANSlf-FPI 1 angle to gran! form uta. BU I1d n
�'rovIde r�ecl�arlical ccnnoc#io n (b.ot�er� of �.u.s to designer should verify capacity of rig surface.
bearin plate ca ble of Ith tandI n g 759 lb Uplif# attic Int H and 858 I Uplirft at jo[nt 6,
10) Th is truss Is des fig n ed in a-ccorda nae with the 2 003 1 nter n 2t a n a l Reside nba I C ode sect o ns 10 .11.1 a n d 1 8 02.10-
1. ani refereolced slan rd 1�,lfPl
LOAID CASE(S) Standard
GRIP
197f144 1
1 4811 08
e
D
Job
Truce ire
B04234-5 17 SPECIAL
-Hoi _
1-4-0
17-M
1
0-
20,3
011120 -le,
- Mu2o;z
E F
0
j Job Reference ( tonal)
, Fed f 0 Tc m age:
5-1
.5-10-0
LUMBER
. -
TOE CHORD 2 X 4 PE 1650F 1,5E
E30T H O RD 4 ,SP F 1650E 1. E* cepr
B4 1.5 X 9.5LSL Truss Grade
VVEBS 2 X 4 SPF Stu cfltd *Except;
4 SPF 165OF 1.5E, W1 2 X 4 SPF 16!50F! 1.5E
RE CON (!bl ue) 1=1844/Mechanical, 5=205310- 8
Max Hort E3=4 0(ioad case15)
Max Uplif =-774(Ioad case , B= (load case 5
BRAC
lug lu
T0P CHORD Structuraii wood sheathing direCtly applied or -7-7 cc puri -In _
BOT HORD Rigid ceiling directlyapplied or 4-8-3 oc bra ci ng. t
WEBS 1 Row at midpt F - K, _
FORCE (lb) - Maximum CompiressiorUMax.imum Tension
TOP HOOD -3=O , B -C=-5 1912174, -D=-480 7 - C- �-3601 /1 X449, E -E=- 7 '1 11, F Gam -2299.953, -H=- 143f l 4 i H- =-
BOT CHORD B -E-22461'4591, -0--1836/4030_ L- =01557 E -N--5841131 L-1 9- - =E4 -1 =-S�� 4_ I-=-116V29�18 5 1
388
VEB C-0-8571188, 0-0=348/485, D -W-9 6144, K- ---- 16)'482, F -N=-7 94.11949, F- �_ 123 01 K=-787/46 r�87/46 1. G -J=-33 914 92. H- -J=-413/2
NOTES
1 U nbaIan ced roof lana loads have been co n ide ried for t h -is des ir, n
ind- ASCE 7-!98: 90mph, V1= T DL=4_2p: B DL=4_ p f, Category li; E p C, enclosed, MVVFRS gable end zone:
ntfle.rer left and right exposed
POrch left and flight exposed- DOL -138 plate grip C)L,-- 1.33.
Prov -Ede adequate drainage to prevent water ponding.
4) Th is true has been de ignod for a IO.0 PSf bottoM chord lire load norrcorocurrent �h a ny other live to
T h is truss requires plate inspect on per the Tooth Count M ethod w hen this true is cho seo for gUaI ura nce insa ion
Refer to girder(s) for truss totruss connections,, p
7) Bearing at join B considers para Ile] to grain value using ANSIff Fri 1 a ngle to g rain forma Ia.. Building de
i rte r -should ' erif-Y cape, of bearing su ace.
� Provide r�ec.har�icoi �o�n���n �b �t�r���� of �'�a tc� �.rf�, Ito o��I of itar�t�i� �� � ik� UPai� at -oe!nf d a.�� �'� I" uplift i at joint B.
This truss is designed in accordance with the 2003 1 n fornatfo na. l Residential Code sections x.502 ,1 1.1
and and refefend standard ANSIITPI
LOAD CASE(S) to r)dard
N
D
Fuss
17
�� -�
0
17--M �
EX6 MIT20 11
hid LFF =RPrE�'-
0 p Job Referee ce (pt!0na]
FT� i
v
x5-3-0
--0
-`'
B-3-0
--01
P F4
�
PA
aur ,JAIo JAaU=
_ i 17
.25 -3 -0
-
PI et, =-4-,Ed-- [J.0 -3-0,0-3-0L --
LOADING (f) SPACING CS1
_
7 EPTLin
(
Plates lo
c)crTC 0,60T DLease
_0 Lur bea Increase i LL I
5 LL Rep Stress Incr YES ° r TL) -0.90 N
SGL 7°a Cod� IR.00fTpi00 B 0,84 HoreffL 0.44
(Matrix)
I -
LI MR _
TOIL CHORID 2 X 4 SIPF 14650E 1.5E BRACING
BOT CHORD 2 X 4 SPF 165OF 1.5E "Except* TOPCHORD
E34 2 X 4 SPF StUdIStd BOT h O RD
VVEBS 2 X 4 SPS StudfStd * c pt -A VVESS
. 4 SPF 165OF 1.5 EI VVI 2 X 4 SPF 1650F f _5E
REACT11ONS (I Nsize) I � 1 42jVI ec ha nice a, 13=2051/11VIechanical
Max H ofz 8=441 (10 iard Case 5)
MaX UpJifl`-784,(1 d case 6). = H3(I0ad case 5)
Vdefl
X816
500
rda
lld
240
180
n/a
-M
5' -Cs ,jao')o,,-
MUG=
PLATES
II0
Weigh: 172 Ib
GRIP
1971144
Structural v-w0od sheathing directly applied. or 2-7-15 oc purlins.
Rigid ceilino directly applied or 4-7-11 -oc bracing.
I Row at midpit F -
FORCES (1b)- M2 Jrr UM COM pression/M aximunn Tension
TOIL' CHORD A- = 4, - =- 1 . ". -D=- $'l i l7r -E--36531151 a E -P=,3463/1547, F- =-28128 O =-
T I RB -0=- , I` - -�430
8/40 r L -N- 04, E N=-305/1 , L- -0/ ; L- _ �, I -, '= 1 d- =_ 4 � i -1= �
EELS -3135/186, t O- 30/45 , D -d =- 0 / , N=-973/2590, F-N;z-11701. 4591 i=- -416/34 1 G-Ks-M/44-J�
-48/810, H -j=-467,248
TLS
1) Unbalanced roof lige loads have leen co nside red for this design.
e
2 r ASCIe E 1-98; 0mpl1; t,=251 T DL=4_ p , D DL,=4_ p .fy _ Category IIY Exp ; enclo d FIS gable ncf gene- cantilever
ft grid right e posed- Lum r ENOL --1.3 plate grip DCL= 1.3 left �r�c� rf� t e posed ;
This true has been des ig ned for a. 10.. 0 psf bottom chord live load n o nconc a rre nt with a r tither live e Ica.ds,
I his t truss q u . r s pia to i n spection per the Tooth 'eu�t iethod wheln thfs truss is chosen for quality ass uranc In.3 ct-10r _
��
o girders) fQ r truss to truss COnnections°
6) Provide mechanical connecton (by others) of truss to bearing plate Capable Of it ta nding 784 lb u lift t _joint i and 883
7) This truss i de figned in ccordance with tine 2003 1nternatona] .Re side ntja I Code sermons R50 .1'1- - and I _10. a I� Cpl ifs at joint n.
�1 ° gad refrer�ce�1 st�d�rd A�JI�rF�I
L.A0 CASE(S) Sta rid a rd