HomeMy WebLinkAboutTRUSS SPECS - 05-00332 - 594 & 596 Eaglewood Dr - New Twinhomeum
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7 F,agewood Dr
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-----------�.TrussType
- -- —� -truss 4�
.dab
` RaaF TRuSS
Al
F4820
ply
IF1548 EAGLEW110D
7120 DG
I II . -- —
�� _ v :23.47 200 -' ob, Rqt!,,r. nr-e- (05 page
"6100
200 li�i I ndustrI , Inc
JI Wil vv..,. _.._ �'1 G G
11-9.12
5-7-10
-0-
�m
4
5-7-10
79 - - ---2-0-0Sealle ;: 1
(�ac�
6-2-2 11-9-12 r
R-2-2
6-7-410
--
-2-2
5-7-10
Ed T
0 � D,�-3 0 .—_ �I PLATES
PfauoffsetsloklYj� — — _. , ,�
lop
�QAaING P9
TCLL 35.0
(Root Stow -35-0)
TnDL
RCLL
LUMBAR
TOPCHORD
gDT CHORD
WEBS
� c�� I RrL ill
SPACING 2-0-0 � �
TC 0.65 ����� -o.as
Plates Increase i -I S ' BC 0,40 Vert(TL)-0.1 i
Lurnber Increase 1.15 ! WB 0.83 i Korz(TL) 0.07
Rep Strm InG YDS � (Matrix)
J.
P.�, lied or 4-b-2 ac purlins
�truc�il��� wood S�l����l111g 01TOY PP
Rigid ceiling direcUy applied or 10-0-0 oe braying.
4 sp� mm
2 7i 4 SPF 165(} 1.f E
2 X 4 SPF 5tud!Std
REACTIONS (lb/size)/� 38010-3-8
MSX 110[j E.NtIvWgaqe 7
fax lJP]iit2--159(1oad cage 7}, 6=-159(loa��
asa
Max Grav2= 1700 (load case'�), �= 1700 (10AM50}
+
1-3=R2302/97,
W � 0
TO HORD
BOT CHORD 2-1 Om -7811885;
W C B -1 0= y
-�+�, =—fir, —9":=-963/95, 9
Dl
Iidell U0
9 X999 240
�;'999 190
E n1a nla 'I Weight: 89 !b
-fop CHORD
DOT VQhQ
NOTES ^. EYP l
i nd, ASCE 1
D L;7- 1 -33 plate grip D L=A .33. • E , Fuil EXP.
Unbalanced snow loads have been ccnsid � cl 10T Illl!> a r,25ig` � � .�f or 1.00 t rn es flat roof load 6135.0 SX Oil Ove"10"
4) This truss has n
designed for rat r of min roof We load o p
14
Jvp
—�— � Muss � Truss Tv
F4820
A1G (ROOF muss
STOCK GOMPaNENTSIF, Idaho Fails, ID 8SRI, Robin
11-9-12
—
_
11-9-12
W -
E LE 1 V20 D Ply1
Job Reference 0 i9pa -- Pagel
- � .4
6.200 s Feb 11 2005 IiT Indu ripe Inc.Ing{�� Aug.� 1 � °
23-7-8 - -
11-912
2-0-0
�talE � tfl4 �
Plate �}ffsets NYL _ _
LOADING (p5f) ACING 2-0-0 C51 =
kid 1 0.t
TOLL 35.0 1.15 T 0.66
Goof Snow-35.0)Lumber increase 1.15 BG 0.24
7CDL 8.fl Rep Stress kncr NO ! WB x.15
BCLL 0.0 Code IRC204317!'I2002 _ J _ Natr'W
BCDL
LUMBER
TOP CHORD 2 X 4 SPF 1650E 1.5E
BOT CHORD 2 X 4 SPF 1654E 1-5E
oiy��� i ri
4 SPF Stud/Std11
-
DEFL
Horz{TLj
in (!ac) iidefl Ltd
a,00 14 nla Ufa
BRACING
TOP CHORD
BOT HOR D
PLATES
MT20
I h i ; 0.
VUeioht: 1(}0 !b
GRIP
1971144
Stmtural wood shealhing directlYapplied or -0-0 Oc purlins-
Rigid
urlin -
Ri id ceiling directly applied or 1.0-0-0 oc bracin .
�2f23-7.8� 20=243f23-7-8, 19-206I23-7-8,
18=196,'23-7-8, 17=237123-7-8, 16=62123-7-81 94=386123-7-8
Mny Hr 2's7(jOaL� Gf�S�+ 7)25!!-;53(1Ndase 9 20=-�$ load case
Max UPI ift2— 111 load case 7j, 22^-31(laat� case 7), 23=-37(iaad case 7�, ��=-����b�� ease 9� 4 -29ad case }���-��t���� �-._
19--38{ioad case 85, 1 6---mlca'd ���� 8}, 17,63(10AU Cale 0), 16U?(I�a� �-�- �� � �5=349(Iaat� case �], K=920898
Max Grav 2=582{land case 2}, 21-18G(1o2�d 0501), 22=309(101d Cc�SB 2), 23259 (load case 2), 24=285 (load case 2),
20=309(iaad case 3), 19=299(Iead case 3), 18=285(1oad case 3), 17=349(load case 3), i 6=82(1oad case 4),1 d^582(laad easy 3)
r I k) n
34---69/50, 4-5=80/6-91 5-6=-77/89, 6-7=-77 11 _ �- - - -
TOP CHC)RD 2-3=
10 1 1 Y 11; -12. 901210, 12-13 00/161 14 -15-0/11BOT CHORD _ � ���"
f r25-26--0/961 4-
225=M61 4 4� �' , 22-23-0/' , , 0 ,
17-18=0/961 17=0 9,1Et 16-0/96
-77y 83 10-19=,-265/561
WEBS 17 ^ _26 --{{151, 4-25=-29M213,-26---157/38,
-L--M� -yyy157/J�3'{
NOTES
,
�- - ��;.8� f• Bbl,--�-.pf; Category r�
I1 �� ; �ao��; FIS interior oLumber
1) Wind: ASCE 7-98, omph; 1�� 0ft� �
- - e-11% X-% 4 4 .n 0 � ,.1 d6 t T _ 1 . i F e -1 a- ._. A
— Truss TYP8
Job _ Truss
F4 620 A i _ --
- 6_2-2 -
--1
5
4
ply � iF15�k8 �AGL�1Nc�uU rrru vu ��� �•
dLIStCleSWed Aug 3� 23:54 2005 gage
17_56 23-7.8
S 7-i6 6'2'2
Scale = 1-41,
6 2 2 5-7-10 5-7-10 _ --. —.--
Plate Offsets {x�,Yl�O-2-2.Ed e116:0-2.-2,Edge],-E8_4-4—i],Q-3_Ol
LOADING (Psf) �1 SPACING � 2-0-0 f, CS]
8G 0.64
WB 0.91
TOLL
(Roof Snow -35.0) °
TCDL 8•01111 -J
E3GDL 8.0
i
11
Plates increase 1.1
Lumber Increase 1.15
Rep Siress I n r YES
Code IR 003/
LUMBER
TOP CH6M � V � P4 ICS5 I -IR
BdT GFEDRa 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF Stud/Std
REACTIONS (1b/size) 6=1181/0-3-832;----138910-3-8
Max HDrz 2=109fload case 7)
Max �119ft6=•74[koad case $}, 2=-
�159{load ease 7J
Max Grav fi=1382(1aad case 31�, �=1 91 loaI �111 �I
DEFL
U1�(LLI- 0. 1 fl-,
in
Vers{ I L) -E3.21
Horz(TL) 0,07
KNOW
TOPCHORD
FORGES (Ib) -Maximum Compress ionlMaximum Tension
Tor
��0Dl�23 2306I98,3-4=-1443!121, 4-5=-14451113, 5-8=-24051132
I 1 it 9
BST CHORD 2-9=-9 11889, 6- --
WFBS 3-9=0!224, 3-8--964}952 4-$=-18[7 9, 5-8=-ia�'�E126, 5-7=01229
Mn
��1
6-7
6
23`x'8 -;
PLATES GR,1P
TO 197/144
Weight: 87 Ib
Structural wood sheathing directly applied or 3-7-5 oc pur1ins.
R148 cel ing diracliy
NOTES DL= . C f; B L=4.8p t; Category lie, Exp aenclosed' FFA Int ribr' zone: U M e?
1 'Wind. � �� ���; �=f�i T
DOL=1,33plate grip DOL_=1, .
Ti CLL: ASCE 7-98; Pf= -0 p f (flat. roof now); Exp , F-u1l ' Exp.
l...a n balanox:-;d z -no tO--Ic49 k, avc- htm-c-Ln origid� rod for this e Ion,
This truss has been erg des ned for greater of min roof live load of 18.0 p f OY i .00 bines flat r001 yoau or 35.O p5f
ron-concurrent with other lige loads.
5) This t bn designed for a 10.0 psf bottom chord live load n o ncon u rrnt with any other lire loads.
i hu nth, p rcz) of tri i s to b �"i nci plate capes l of 'it1� tar� ding7Ib up Lift at jai nt and 1 ,� 11 upL �
I��
Job
Truss
Truss Ty,pe
e
STOCK10 63403, Robin
MPO ,
HOOPTRUSS
2-0-6
r 3-7-12
3-7-1
5
Ply 40 ;C[WOOD 1120 DG OD) fl
2JQb Reference a Vona _ -
6.200 sFeb 11 2005 MiTek Industries, inc. Wei A491
3-7-12
23-7-8 _1
--
1
-4 --
t
-- -7-1
-7-1
-7-1
Plate OffY)
satS._
T.. . -
_,:_:. DEfr'L in (Ioc) I/defi U
SPACING 2-0-0
Vert LL -0.26 1 a >999 240
TG1
Ll d 1, 10
sofSnow-35-0) B 0.90 ' e rt(TL) -6.44 10 6 180
�� Lumber 1.�
N
TC0L 8.0 Rep Stress IterNO VVB 0.85
BOLL 0.0
r� i Gude Ioo._,1TP1 (Matrix)
BDL
8.
LUMBER
SOP CHORD 2 X 4 SPF 1 G5OF 1.5E 'Exeeptk
T2 2 X 4 SPF 21 DOF 1.8E
8D7 CHORD 2 X 8 DF 1950E 1,7E
7 0 11 L�� � I i k � ON001*
W2 2 X 4 SPF Stud/Std, W4 2 X 4 SPF StudlStd
1N4 2 X 4 SPF Studl5td, 1JV2 2 X 4 SPS Stud/Std
WEDGE
Right: 2 k 6 OP 0.1
rioll'ON10
��1���$-�41$10-5-2input: 4-3-8) 2-6859!(}-3-i3 {input: D-3-8}
t 1J 1
Max Horz 2=1 14(load ease 7)
Max Up11#t8=-865(laad case 8), 2--686(4oad case 7)
Max Gray 8=9629(load case 3), 2=71$1(load case 2)
_-1
PLATES
MT20
"height; 279 Ib
nnum 1-1
TDP CHORD Structural wood sheathing directly applied or 2-8-6 flc Purlins.
BOT CHORD Rigid ceiling directly applied ❑r 10-0-4 oc bracing -
FORCES (1b) - Maximum Corn p _ _ _1 �' 4- =-6774�r6 ,5-6=-8773,'823, 6-7--12658/1156, 7- ; -1 X789/1508
TOPCHORD 1- =0 �1 j. y�-12621 /1 062 1 4- r
12-13=-974111215, 11,1 -- er r 11-14=-939/1 1 9, 10-14-93911229, -1 -1 15/14989,
BOT CHORD 2-13=-974/11215,
�-€����� �� � �, � ���� �. �_� --
�-� ����� _ -1 1716�s �1 1 �-6,�� -� � �-1 -1 0_-46�I1.,
vv - 3 3
7-10---4362/436, 7-9=-291/3405
OTE
1) -ply truss to be connected together with. 0.1 1" 3r" Mails as follows'
Top chords connected as follows: 2 X 4 - I row at 0-9-0 OC.
Bottom chords connected as follows: 2 X 8 - 2 rows at 0-7-
0 Orl.
phs nonnect d as follows* I row at 0-9-0 c'. 01 i C n fel") A q F( ) rg rteon- P 1v to
Truss Truss Type QTY
,JO�
TRUSS i
compoNENT3-IF Idaho VAI, ID B0, Rokn
NOTES �rr�� tip -ire span(s)- 17-6-8 from 0-0-tO 14 ��� -�� �r�r 1 � �� -���
`� 1 ) Girder � �
LOAD CAR(b) 51AY�
1) Snow: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
�i@rt: i-5=-8GI 5-8=-86, 2-1 4=-405(F=-389), 8-1 47.;-895(F;_--879)
7p_jy i�i��s E�aGLEw000 7i20 DG
(0) R
6200 5 Feb 112005 MITWed AU9 31 1224:01 2005 Page 2
C
Job
:a
l
W094
--,�vzq 'ZD�T-- (tr.>] L—S n
— —
h
•r
v
• f
I
eF
F
• iF
iiF�
p
a
• � rt
h
!
--,�vzq 'ZD�T-- (tr.>] L—S n
Jeb - True Truss Type -
F-E�820 31 ROOF TR USS
STOCK COMPONENTS -IF, Idaho F IJ , IIS 83403, Robin
5x8
6.00112
3X10 _
7
2A II
4--0
Qty PJY ILE W -00D 1-0– DG (I
1
f
--- . a Job Reference otionaJ
6200 s Feb 11 2005 MiTek Industries; Inc. 'fed Aug 31 12:24:05 20_05 Pale I
46
3
6
3x4 �.
1--o
4-'0-
1-0-o
4--0
DEFL
-0-0
lr'd fI
-_--
-
8-0-0
>999
240
Vert(TL)
4--o
>999
180
Herz(TL)
°4-_0
_ PW offsets J am ).- [1:0-5-0-0-1-7],.L2,0-5-810-2-4]
n/a
[ '_'0
, i - �
LOADING
(p f)
I
TOLL
SPACING
-0-
CSI
(Roof Sno =. 5.o
Plates Increase
115
I T
O.7
T L
I
Lumber Increase
1.15
B
0.x-2
f3CLL
0.0
Rep Stress [ncrB
0.31
BC L L
Code J o 03/T P
12002
! (Matrix)
L_
Qty PJY ILE W -00D 1-0– DG (I
1
f
--- . a Job Reference otionaJ
6200 s Feb 11 2005 MiTek Industries; Inc. 'fed Aug 31 12:24:05 20_05 Pale I
46
3
6
3x4 �.
1--o
4-'0-
1-0-o
4--0
DEFL
in (Ioc)
lr'd fI
Ud
Vert(LL)
-0.0 -7
>999
240
Vert(TL)
-0.07 6-7
>999
180
Herz(TL)
0.0 4
ri/
n/a
LUMBER BRACING
T F' HORD 2 X 4 SPF 165OF 1.5E TOP IB RD
BOT CHORD 2 X 6 CSF No.2 E T H RD
EBS 2 X 4 S P F Stud/Std
REACTIONS (lb/size) 1=8 7I1 e hani .l, 4=1070/0-5-8
MaxIgor 1 --ale ad case
MaxUpllftl=-(load ease ), 4=-1 (load case )
ax G ray 1 `1 4 (load ease ), 4= 13 8 (lo ad case
FORCES (Ib) - Ma lrnumCompress io n/Maximum Tension
TOP HOR[) 1-2=_1 /1 30P 2-3=-1 424/1 , -4=-1704/1 7, 4-5=0/1 29
BOT CHORD 1-7=-84/1595, 6-7:;-.-87/1629, 4-6--67/1402
'REBS 2-7---45/45312-6---270/65, 3-6=-48/508
14-0-0
-0
Scale = 1-22.7
4
3x1 0
PLATES GRIP
i` T 0 1971144
ei.ft 51 1b
Structural wood sheathing directly applIed or 4-11 -a oc purlins.
Rigid e itIng directly applied or 10-0-0 oc bracing.
NOTES
1)Wind: ASCE 7-984 90mph h= ft; T DL=4, p f; I3DL= 4.8 . t; Category 11, Exp ; enclossd; MWFRS interior zeas; Lumber
DOL=1.33 date grip DOL=1.1
TOLL; ASCE 7-98, Pf=35.0 p -f (flat roof now) Exp ; Fully Exp,
Unbalanced snow loads have been considered for this design -
4) This true has been designed for greater of min roof live load of 18,0 P f or 1.00 times flat roof lead of 35,0 psi on overhangs
non-ccrcurrent with other liver leads.
5 Provide adequate drainage to prevent water ponding.
This truss has been designed for a 10.0 p f bottom chord live load inoncon-current with any other live loads.
Refer to girder() for true to truss connections.
Provide rnechani al connection (by others) of truss, to bearing plate capable of with tan d i ing 68 Ib uplift at je I pt 1 and 162 lb uplift atjolnt 4.
This runs i designed in accordance with the00 n .
International Residential l Code sections 1 502.11.1 and R80 .10. and referenced
t
standard ANSIITPI1.
10) Girder rcarries hip end with 4-0-0 end setback.
11 Hanger(s) orother connection device(s) shall be provided sufficient to support concentrated io
ppad(s) 170 Ib down and 28 Ib up at
8-0-0, and 170 wb down and 28 Ib up at 4-0-0 on bottom chord. The design/selection of such connection device the
responsibility of others. device(s)
1 ) In the LOAD CASE(S) section, .loads applIed to the face of the truss are noted as front (F) or back (E).
LOAD CASE(S) Standard
1) Snow; Lumber Increase --1.15, date Increased r1
Uniform Leads (p It)
Ve rt: 1-2:=-861 -3:-_-43 F== )1 3 - -86, 1- 7=-1 , 6 -7 19 7(F=-91) , 4-6---1
Continued on page
5
6
Job Tru—S s Truss Type
F4.820 g� RQCdF TRUSS
�
STOCK COMPONENTS -IF
LOAD CASE(S) Standard
once ntraied Loads (lb)
'pert..'?= -17-0 (F) =-1 0�F)
I s I LP' D 7/20 D e I[ ---
- .,fly Ref e rl
6.200 s Feb 11 2065 Wek Industries, Inc.
vveO L) 1 1:24:05 2005 Page
4x12
True
Tr—us-'s-Type
B ROOFTRUSSi
IIET-I F, fdacal bin --
6. 0 o 12
Qty ply F1548 E LE D 7/20 D (ID) R
Job Rfer ncp Lopior.jg
.0 s Feb 11 200—'--
5 Industries, Inc. Wed
Wed' Aug 31 122461 2 2005 P_age____ �
6-0-0 -- 12-0-0
fi-0-0
1
2
3
-0-0
Scale m 1:22A
4
.11
Plate Offselsl
'-
LOAD I s f )
TALL FSI -0-0
Plates Increase CS1
(Roof Snow=35.0)
Lurr�f��r Jr��r
1.15 TC 0.64
TDL .0 1-15 E 0.51
E t_L 0 R P Stress In r YES WB 0,13
B DL .0 Code IR 0 7PI200 Petri
LLQ ER
TOFF CHORD 2 X 4 SPF 1650E 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SIT lud/ td
REACTIONS (Jb/slze) 1=578J'Mechanicaj, 3=814/0-5-8
Max Harz 1=- load case 8)
Max UpaGft 7(Ioad case ), =-1 0(load case
Max ra1=x'01 Joad case
FORCES (lb) - Maximurn Compression/Maximum Tension
T P ISO R D 1-2-882/461 -=-852/623 3-4-0/121
BOT CHORD 1-5=-61656, 3-5=-6/656
EBB -5=0/243
REEL
Vert(LL)
Vert(TL)
Herz(TL)
w
12-0-0
6-0-0
in
(Joy,)
I/d fl
L/d
-0.10
1-5
>999
240
_0.1
1-5
>942180
0.01
3
n/a
n1a
BRACING
T'P CJS ORD
BOTCHORD
4€12
PLATES
TO
i ht' !b
GRID'
1 97/1 44
Structural wood sheathing directly appJi d or -11-1 4 ocurlin ,
Rigid ceiling di.r fr applied or10-0-0 oc bracing,�
MOTES
[nd: ASCE 7-98; 90mph; hz�ft; TSL-4.8Psf; BSL-. f' Category
DOL --1.33 Plate grip DOL -1.33. 1[,,Eenclosed; IRrrtrirzone; Lumber
TOLL: ASCE 7-98; P'f=35.0 psf flat roof nova
Unbalanced snow loads have been considered for this design.
4This truss h2been deigned for greater of m%n root live 10acf
Of 18.0fir 1,00 times flat roof load 35,0froverhangs
non -concurrent with other le loads.
) This truss has been designed for a I 0x0 pf bottom chord lig loadi
1 Refer to girder(s) for truss tO truss connections. r��r���� err rpt With �� other li J� d�.
4
r��lde mechanical connection (by ofher) of truss to bearingI�t� capable �f withstanding J �1ijoint �d r rl_f
fftjoint
8) This truss is designedR��d In accordance with the 2003 International Resid
standard Aa/TPI 1. 11t1 1 Code sections.1 1.1 and R802,10.2and referenced
LOAD CASE(S) Standard
! Job � � — —�russ --
� --- — - — � Truss Type
f F4820
STOCK CQMPOiJENTS-IF, Idaho Falls; ID 83403, Robin
6.01D 1
-- 11-4-4
-- ,-
K
1.5x, 11
A
16-8-8 - +
5-4-4
3x4
m
Ply
Ir/ 4b LAULEWOOD 7/20 D (Ili) R
i
B
21job Reference tonal
Feb 11 2005 MiT [ndustries , Inc. Wed Aug 31 1224:15
28-10-D 30-10-0:
2-0.0
Scale - 1.50.4
22-10-0
6-1-8
28-1
-
-1-
f.'NJ
DEFL
in (Ioc)
11-4-4
Lied
Vert(LL)
-0.38 9-11>907
--0
-
5-4-4
rf(TL)
5-4-4
F�I—a
Frt
fft� 1:E-- --1 :--10
- -
8.11 6
LOADING (psf)
n/a
TCLL
.7
SPACING - - 9
(Roof
now=35.0)
Plates increase e 1.1
TC
0.55
TCDL
8.0
Lumber Increase 1.15
0.66
B L
0.0
Rep Stress Incr NO
WB
0.51
DL
8.0
Code lR'00 ,rrP120o
(,Matrix)I
22-10-0
6-1-8
28-1
-
-1-
f.'NJ
DEFL
in (Ioc)
J/defI
Lied
Vert(LL)
-0.38 9-11>907
240
rf(TL)
-0,56 9.11
>615
180
FIorz(TL)
8.11 6
n/
n/a
LUMBER ---
T F CHORD 2 X 4 DF 2400F 2.OE BRACING
BT CHORD 2 X 6 CSF 1 SOO F 1.6E TF CHORD
WEBS 2 X 4 SPF Stud/Std *Except* SOT CHORD
4FF 18OF 1.E, W5 2 X 4 SFE 18F 1.,E
REACTIONS (JbIsii e) 1-8 0 j' l Chani al, 6=2825/0-5-8 Hcrz 1=-0(ioa case 8)
Max Uplift I =;:-251 (lead casig =- 1
oad case 8)
Max ra 1=432 lead case
w
0-0
PLATES
MT20
MT20H
'tight: 275 Ib
GRID'
197.144
165/146
Structural wood sheathing directly appii d or 4-8-2 oo purlins.
Rigid ceiling directly applied or 10-0-0 cc bracing.
FORCES (1b) - Maximum Compression/Max[ um Tension
TOP CHORD 1-2=-9098/5 75, - =-1091 2/7381. 3-4---1 07/73714-5= - 1 /
BOT CHORD 1-1 2=-480/8006, 11-12=-477/7921 r 10-11=-� /1 1 1 P -10=-685111 15, 8-9=-338/629016-8=-335/6295
WEBS 2-12;---66/16R 2-11 =-290/3789, 3-11;---854/115, 4-11 =-543/32, 4-09=-7541125, 5-9=-440/5828, 5-8-0/240
NOTES
- =-
NATES
1) 2 -PJY tru ss to be co n nected togeth e r with .0. 13 1 'P " N aiJs as f I lows,
Top chords connected as follows.: 2 X 4 - 1 row at 0-9-0 cc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 cc_
Webs connected as follows-, 2 X 4 - 1 row at 0-'9-8 o.
All i0ads are cnidred equally applied to I:I Plies, except If noted as front � � �r
�o � �� face in the L�
CASE(S) s��#inn. �I #�I connections have �r�rcrF���t� distribute ��i loads noted �s �F� �r (8), Unless otherwise irdiatob.'irb:.E 7-98, 90mph; hz--ft; TCDL=4a8sf• L_ sf; Category Ilp Exp G; enclosed; MWFRS interior on • Lumber
D0L=1 . plate grip SOL=1.
4 T'LL: ASCE 7'98; Pf=35.0 psf (flat roof snow); E Full E
Unbalanced n cw loads have been corgi p ; p
considered f�� this drn,
) This truss has been designed for greater of min roof lig foil of 18.0 ,f Or
non -concurrent with other lige loads times flit roof load Of psf on rh r
gs
Provide adequate drainage 'to prevent eater p nd In
This triss has been cfei rd for a 10.0
psf bottarn chord live load nonconcurrent with any other live leads.
All plates are MT 0- pates unless otherwise indicated.
10 Refer to girder() for truss to true connections.
1 1 ) Provide rnechancal connection (by others.) of truss to bearing late .
g able of withstanding r
fart� din 1 Ib uPlrft at joint 1 and 0 1b uplift at
1 ) This truss is diad in accordance with -the 2003 International Resid
I�
referenced" standard N ' VTPI 1. ential ode sections R502.1 i -1 and R8 .1 0, and
13) Girder carries tie-in span(s): 6-0-0 from -0-0 to 16-8-8
4) Hanger(s) or other cera recti c n device (s) s ha fI be provided sufficient tosucr
-�-�, nd 14i� ��n and 9 f� �� at 1 -_ �� bottomchar Ply t concentrated load(s) 1ib down and 8ib up at
c nfPW %@f th r .
�'. the desin�'fectio�n of such c�n.n�ot��r� device(S) is the
L
6
■AAN
russ
Truss Type
F4820 C1
ROOF TRUSS
STOCK COM F F T -1 F, Idaho Falls, ID 83403, Robin
LOAD CASE(S) Standard
I now: Lu beim + 15, Plate Increase= 1.1
Uniform Loads (plf)
Vert: 1-2=-86, 2-5;---86, 5-7=-86t 1-1 s-1 6, 9-12=-1 12(F---96), - =-1
Concentrated Loads (tile)
Vert,. 1 =-887(P) =-1004 (F)
2
Ply
i t/ o r - LL 0D 7/20 DG VD) R
— I-- 11111111il� 1112111111 Joky Referee pto na [
6.200 s Feb 11 2005 Mi1Tel_ Ir_Cu frt s, Inc+ Wed Aug1 12:2 :15X005 P� e
i
Truss Type
FQ0 : ROOF TRUSS
STOCK COMPONENTS'-IF'
Idaho Falls,
83403, Robin
-- 0 -_
-.--
4-3-4
I ( ) I
E
I Reference O ticnal I
6.200 Feb 11 2005 Jek industries, Inc. WedU _ _J
:1 Fags 1
_20-10-024-6-12 -1 -. _
� -1 0
--,o 3-8-12 4-_
Scale , 1 ;50.3
.5x4 1 i 5X8
-
10-0
8-0-0
a0_ I -
S My): [.1,0-2-5,Edg -4-0 0-1-15' 5:04-0 0-1-15 7,0-2-5 Ed e
I LL 35.0 -0-0 ]
(Roof Snolv=35.0) Plates Jncr a e 1.15 TC o.86 DER an
T D L 8.0 Lumber Increase 1.1 L 0.27
Vert(TL) -0,40
.�LL 0.0 � �� tri lr��.r � � B 0.76
BCDL 8.0 Code ll� -0 03,r- ' P' 1 00 r ��
LUMBER -- - - -- — - .. s..
TOP CHORD 2 X 4 SEE 1650F 1.5E BRACING
-1 -
L/d PLATE
240 MT20-
180
ria
Weight: log Ike
FLIP
1971144
EUI NUH U 2 X 4 SPF 165 0 E 1� E TUB' H R D Structural wood sheathing dire ti
y applied or 2-8-8 oc purlins,
EBS 2 X 4 SISI` Stud/Std BOTCHORD Rigid coiling directly applied or 10-0-0
oc bracing,
REACTIONS (lb/size) 1 � 144 echa nica1, =1657/0-.5-8
Max FfOr 1=- (load case
Max Upfiftl =T5(load case , i=-1 (load case
Max Gray 1 - 1 990 toad case 2), 7-2306(load case 3)
FORCES (ib) - Maximum GompresSiOnlMaxirnum Tension
TOP CHORD 1-2=-3729 '11 50P 2-3=-3301/142, 10-11 r 4/15-6=-31891140,
-6=T1 8911 40,6-7=-3568/144, 7-=0/1 1BOTHORD 1-11 �-11 /1�, =T���i _1 --7.9=-77/301EBS 2 -11--37411NOTES - �'4,-10- 104/1225,
4-10=-978/137, 5-10=-1 10/1269 5-9=:;:0/283 6-9=-2 /
9*1
1 )Wind.- ASCE 7-98, 90rnph: h= ft; TCDL=4.pfa BGDL=_pf} Category 11� T
ti inter' pite rip DOL -1.33. or Zone; Lu
mber
TOLL, ASCE 7-943; p'f=35.0 p f (flat roof snow); E ; buil E
Unbalanced snow fowls have beer? consider � s gyp.
� for the desIgn.
4) This true has been dsined for greater of min roof live load
non -concurrent with other dive loads.f 1 p 1. f l t r f I dl f p f n overhangs
5) Provide adequate drainage to prevent water ponding,
This true has been designed for a 1 o -0 pf bottom chord live Riad nonconcurrnt with any other live loads.
Refer to girder(s) for truss to truss connections.
Provide mechanical connection (by others) of truss to bearing
joint g capable 1 of nth andi ng 58 lb uplift at joint 1 and 143 lb uplift 1`t at
) This truss Is designed in accordance with the 2003 International R�d nt� l .
standardANSI/TPI 1 nd � � 1 ,1 end FSB 02-10.2 referenced
LOAD CASE(S) Standard
10
>999
9-10
>845
n/a
-1 -
L/d PLATE
240 MT20-
180
ria
Weight: log Ike
FLIP
1971144
EUI NUH U 2 X 4 SPF 165 0 E 1� E TUB' H R D Structural wood sheathing dire ti
y applied or 2-8-8 oc purlins,
EBS 2 X 4 SISI` Stud/Std BOTCHORD Rigid coiling directly applied or 10-0-0
oc bracing,
REACTIONS (lb/size) 1 � 144 echa nica1, =1657/0-.5-8
Max FfOr 1=- (load case
Max Upfiftl =T5(load case , i=-1 (load case
Max Gray 1 - 1 990 toad case 2), 7-2306(load case 3)
FORCES (ib) - Maximum GompresSiOnlMaxirnum Tension
TOP CHORD 1-2=-3729 '11 50P 2-3=-3301/142, 10-11 r 4/15-6=-31891140,
-6=T1 8911 40,6-7=-3568/144, 7-=0/1 1BOTHORD 1-11 �-11 /1�, =T���i _1 --7.9=-77/301EBS 2 -11--37411NOTES - �'4,-10- 104/1225,
4-10=-978/137, 5-10=-1 10/1269 5-9=:;:0/283 6-9=-2 /
9*1
1 )Wind.- ASCE 7-98, 90rnph: h= ft; TCDL=4.pfa BGDL=_pf} Category 11� T
ti inter' pite rip DOL -1.33. or Zone; Lu
mber
TOLL, ASCE 7-943; p'f=35.0 p f (flat roof snow); E ; buil E
Unbalanced snow fowls have beer? consider � s gyp.
� for the desIgn.
4) This true has been dsined for greater of min roof live load
non -concurrent with other dive loads.f 1 p 1. f l t r f I dl f p f n overhangs
5) Provide adequate drainage to prevent water ponding,
This true has been designed for a 1 o -0 pf bottom chord live Riad nonconcurrnt with any other live loads.
Refer to girder(s) for truss to truss connections.
Provide mechanical connection (by others) of truss to bearing
joint g capable 1 of nth andi ng 58 lb uplift at joint 1 and 143 lb uplift 1`t at
) This truss Is designed in accordance with the 2003 International R�d nt� l .
standardANSI/TPI 1 nd � � 1 ,1 end FSB 02-10.2 referenced
LOAD CASE(S) Standard
Job
'Truss
C !
,0 GRI
STOCK -1 ,
;daho Falls, 10 83403,Robin
—2-9-15--
Y
--1
Truss Type
ROOF Tri USS
4--2
4--
LY L 1 f D 7F b! (ID) R
Job Reference (gp���na j) _ 1
6.200 s Feb 11 2005 d ,'Te -k Industries, 1no. Wed'—Au'g 31 12.,24:17 2005 15 �e
8-5-1
3-11.15
A
Pal e m 1: 18.2
1-5X4 11
5
i
1
4--
x,45_2
LOADING (psf) SPACING 1-0-0
TOLL 35.0CS1
.1 I DEFL in
(RoofSnow;-_35,0) Plates 1. T
O.55 Ver t�LL) -o. o 1
TGDL 8.0 Lumber Increase 1.15 BG 0.0 TL - .
8CLL 0.0 Rep Stress Incr NO W8 0.14
02
B DL .0 o i1 2 J r2 (Matr'i )
LUMBER
TCP CHORD 2 X 4 SPF 21 OF 1.8E REN
DOT CHORD 2 X 4 SPF 2100E 1,8E TOFF CHORD
VVEBS 2 X 4 SPF Stud/Std BOT
CHORD
REACTIONS (Ib/size) =- 651 Chani aJ, 2=234/0-7-12
Max ,Hc rz 2= (load case )
Max UPI M =-4 � load case 5), 2=- Goad case
MaxG ray 6=447(J oad case
FORCES (lb) - Maximum Compression/Maximurn Tension
TOP CHORD 1-8=0/551 2-8_0/55¢ 2-3=-386/0a3-4=-67/5914-5=_-12/0, 4-6=-272/69
BOT CHORD 2-7=-15/322, 6-7=-15/322
WEBS 3 -7-0/94 r - 6 =-350/16
PLATES GRIP
MT20 197/144
Weight: 32 Ib
Structural woodsheathing directly app lied a r 6-0-0 0c purlins, e c t
end verticals.
Rigild ceiling directly applied or 10-0-0 oc bracing.
NOTES
1)Wind: ASCE 7-98; 0mph; h -- ft; T DL=4. p f-, 13.DL= 4. p f; Cate 11; Esc
IDOL=1.33 plate grip DOL--1,33,Jl�d,R interior Zone- Lumber
TOLL: ASCE 7-98; Pf=35.0 p f (flat roof snow); E . Full
Epp.
Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 19.8 sof or 1.o0 fJ
non -concurrent with other live loads. �' � flat roof lead �t .� p f �n over -hang
This truss has been designed for a 10.0 p f bottom chord live load
nononcurrent with any other live lads,
Refer togirder(s) for truss to truss connections.
7) Provide mechaWsal connection (by other) of truss to bearing plate able of iths
r�
joint . capable tadJng 4 lb uplift at joint and 52 IIS uplift at
8) This truss is dined in accordance its the 2003 International Residential Code
tars dard I.�'TP l 1. ectioJ�I R502.11.1 r~id 19 8 0 .1 0. anreferenced
In the LOAD CASE(S) section, loafs applied to the face of the truss are rioted as front
LOAD CASE(S) Standard
1) S now.- Lu.,n 'be r Increase 1 , Folate In crease= 1.1
Uniform Loads (pif)
Vert: 1-8=-43
Trapezoidal Loads (pif).
Vert: 8=43(F=43, 8=43) -to -4–_-133(P=-45, ��yj 3 }j� yy� ��'+jj q fJ fir+
�i[ �--��7 �- � V4..F��=_��' �—�.��'L.�_.-J--� ti+��P.r —+�,�� �—.—�Y.�� �'^P `}M. 17
dyf. loo
1/defil
L.
7
>999
240
6-7
>999
ISO
n/a
n /a
i
PLATES GRIP
MT20 197/144
Weight: 32 Ib
Structural woodsheathing directly app lied a r 6-0-0 0c purlins, e c t
end verticals.
Rigild ceiling directly applied or 10-0-0 oc bracing.
NOTES
1)Wind: ASCE 7-98; 0mph; h -- ft; T DL=4. p f-, 13.DL= 4. p f; Cate 11; Esc
IDOL=1.33 plate grip DOL--1,33,Jl�d,R interior Zone- Lumber
TOLL: ASCE 7-98; Pf=35.0 p f (flat roof snow); E . Full
Epp.
Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 19.8 sof or 1.o0 fJ
non -concurrent with other live loads. �' � flat roof lead �t .� p f �n over -hang
This truss has been designed for a 10.0 p f bottom chord live load
nononcurrent with any other live lads,
Refer togirder(s) for truss to truss connections.
7) Provide mechaWsal connection (by other) of truss to bearing plate able of iths
r�
joint . capable tadJng 4 lb uplift at joint and 52 IIS uplift at
8) This truss is dined in accordance its the 2003 International Residential Code
tars dard I.�'TP l 1. ectioJ�I R502.11.1 r~id 19 8 0 .1 0. anreferenced
In the LOAD CASE(S) section, loafs applied to the face of the truss are rioted as front
LOAD CASE(S) Standard
1) S now.- Lu.,n 'be r Increase 1 , Folate In crease= 1.1
Uniform Loads (pif)
Vert: 1-8=-43
Trapezoidal Loads (pif).
Vert: 8=43(F=43, 8=43) -to -4–_-133(P=-45, ��yj 3 }j� yy� ��'+jj q fJ fir+
�i[ �--��7 �- � V4..F��=_��' �—�.��'L.�_.-J--� ti+��P.r —+�,�� �—.—�Y.�� �'^P `}M. 17
Job
CUSS
Truss Type
MONO Tl LJ
STOCK COMPONENTS -W, fdaho Falls, ID 83'403, Robin — — —_
-- 1
-9,15
Qty Pier IF/54 FLEW' -00
D 7120 Df ID -- — — e.
R
i
— -- Job Reference (o lionai
6-200S Feb 11 2005 MiTek Industries Inc. WedAir 224-18 2005 _ -- .� .
--
3
1,14. 0
1.5x4
4
I
LOADING {p _
I SPACING ��
TOLL 35.0 Ao- I CS -
Flates increase 1,15
TEFL l
T D L 8,0 Lumber Increase 1.1
E3LL 0.0 ! ReP Stress Incr No
DL 8.0 Code IRC20017P12002
LUMBER — —
T P HORD 2 X 4 SPF 165OF 1,5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 4 SPF Stud/Std
TC 0.67
BC 0.13
W13 0.00
L (Matrix)
REACTIONS (Ib/sr ) 2=300/0-5-8,5=227 0-5-8
Max Hort (Cod case
MaxUplift =-76(J ad case 5J, . ,- 9(ioad case
Max Gray -4 4(load case J ioad case 2)
2
FORCES (1b) - maximum om,pr ssion/Ma imurn Tension
TOP H OR D 1- =0/61, - =-81 '47, - = -11 /(), - =-23 2/52
T CHORD -5=0/0
� II � uc) Va efl L/d
Vert(LL) -0.0 - ->999 240
ert(TL). -0.05 2-5,
180
Hor (TL) o.00 n/a n/a
BRACING
TOIL FIFA
BOT HOR D
PLATES RIP
M T 0 197,1144
eight. 1lb
Structural Wood sheathing directly applied or -7- 0o• urI
end rrcals, � fr�sa except
Rigld ceiling directly applied or 10-0-0 o bracing.
NOTES
Indy AF -8; omph; h=eft; TDL=4-8slt E3CD-=4.
sf}CategoryJI; c rld;Firterl r on •
Lumber pfate grip D L=1.;
TOLL: ASCE 7398; Pf=35-0 psf (flat roof snow); E C- Fully
Unbalanced snow loads have been considered dor this �.
desrn.
4) This tress has been designed for greater cf min ra0f lige 1 .
a of 19.8 psf or 1. ties flat roof load of sf
non -concurrent Itl� other lige load's p ou���a�s
) Tip i s truss has been designed for a 1 0s 0� bottom chord live load nonconurrent ifh: any other live loads.
Provide mechanical connection (by others) of truss to bearing plat
e capable ofrtar�i lb uplift act and IIS lift at
) This truss is designed in accordance with the 2003International .
or tial soda s s F .1 1 .1 and referenced STF11.
In the LOAD GASES) section, loads applied to the face of the truss are noted as fret (F) or hail (B.
LACE CASE(S) Standard
1 now: Lumber Increase=1.1 , Plate Increase=1.1
Uniform Loads ( I f
Vert: 1-1-4
Trapezoidal Loads (p lf)
Vert: :-O�F�4, B;4) -to- =- 22
(F= -7F f3= -7),2=-5(F= 1 , E=1 -to- �- -- =-
B= - )-to-4=-1 0 ( =- , 8^ -1 �� - �- 1 �- ,
Jib Truce Tt,�ss r _
Qty ' (D)
ROOF THUSSi
T COMPONENTS -F, Idaho Falls—ICS 83403, Robin Job Reference6.200 s Feb 11 M
05 MiTek Industries, Inc. Wed Aug 31 1224:19 2005. Page T
Y -
�� i
-- 1
I
5-f,5lZ
5-5-2
L-0
Scale 1:21.5
5
LOADING (psf) -T TOLL Cl -0-
( Roof Snow=35.0) I P f ates Increase 1,1
T DL .0 Lumber Increase 1.1
BC
LL Rep Stress I ncr NO
LUMBER
TOP CHORD 2 X 4 DF 240OF 2.0E
ESOT CHORD 2 X 4 SPF 16 OF 1.5E
VVEBS 2 X 4 SIF SitudlStd *Except*
4 SPF 165OF 1.5E
Y
1
T .p
BC +' ,p 6
B 0� 1
(Matrix)
REACTIONS (Jd1 r.ze) = 87/Vlechauccaf, =755/0-4-1
MaxHo r =1 0 (load case )
Max Uplift =-I :(load case ), �-1 (10 d case )
Max ray =110 (load case 2), 2=11 4(io d case )
FORCES (Ib) - Maximum OMPress to nXMa im u m Tension
TOP CHORD 1-240/123 - �-12 5/0, - = r� , 4-5:---2T/0=-5761?
T HORD - =-73/11 p -7,- .*111 ' � -���
E
WEBS 3 -7=0/211, - 10 77/64
DEFL
in (Io)
J/def l
L/d
Vert(LL)
0.04 2-7
>999
240
Vert(TL)
-0.07 _7
>999
180
Hor (TL)
0,0
n/a
n a.
BRACING
TOP CHORD
BOT CHORD
--0
PLATES GRIP
MT201971144
i
Weight, 42 lb
Structural wood sheathIng directly applied or 6-0-0 or, u rf j ns
end erfi al . p' pt
Rigid cefling directly applied or 1 o--o-o oc br c[n .
TE
)Wind: ASCE -8; 0mph; hyft; TSL=..
pf a 8DL=4. psf; Category 11, F� ; �r�i���; ERS interior zone,- LD L=1.3 plate grip DCL=1. . umber
TOLL: ASCE 7-99; Pf=35,0 p f (flat roof Llsnow)- Exp ; Fu[l Exp.
.
nbalartc d snow loads have been consider d' fo
This truss has been designed for ire r this d � :
r' �r� r fir Jo2t,d cf 1 9.8 por-1. Q times f rc 1 load 1 . f �'
noirconcurrent with other live loads. � overhangs
) This truss has bin designed for a 10,0 pf bottom chord dig Io
Refer to g irder(s) for truss to trussconnections. ad � � r� �n �rr�� rpt with a� other liar I�ad�,
Provide mechanical connection (by others) Of truss to b�a��l� �
joint p ate ap.blf Ftltar�dirg 1 1b uplift t dirt r -r 1 It uplift
at
This truss is designed Cn accordance Mth the 2003 I ntrn
atIonal standard ANSI/TPI 1 * and referenced
) In the LOAD E(S) section, loads applied to the face of the
tris are noted as front (F) or bac(8),
LOAD CASE(S) Standard
1 Snow, Leumber Increase= 1.1 , Efate Increase =1.1
Uniform Leads (plf)
Birt: 1-2=-86 del Loads ( plf
3 -t=8) -t0 -6=-42(F;---131 B=-1 y] 1 - , �=_ -
67)t0-5:;:--224(F=-G9, �_ F =-_
J 't 7
i Truss
I F4820 I D1
STOCK ClVlP0 T_S 14F Idah c) F__ I D 8345 , Robin
Truss Tip u.
ROOF TRUSS
1 l
2
-_ p.Job B f r nCe tRon�_ - _
6.200 s Peke 11 2005 MiTek Industries, i no. Wed Aug 1 12:25:00 2005 -Page_j
1
�
2-0-' -0-0
-0- a7-9-8, 13-11-0 16-9-0 22-4-0
27-11-0
2-0- 3-0-0 3-0-0 1-9-8 -1- _10-0
-i
1010MT0
6M. ;2
10x10
IRA 2 MT1 SH -- 7
5X0
a
5X6
q
31-10-12 3-- --,
r -- 9
-11-1 4-10-4 2-0-0
c aie nn 1=07.6
X 10 2x4 A 5xa _ UE1 = x4 11
4x
3649-
Lld
--0 -- _9-
240
13-11-0 __
22-4-0
MT20H
T 1 H
- 1--
-1 2-10-0
' _
'f�yy
3.f
5-7 -0 f
_Plate Offsemts
---_ p
-1 0--1� -0,
_ _ _ � . -
-
--
- -1 -6-1 E� e , 11:0-5-1 �!
- _ -_
-
LOADING (psf)
-
-
T LL 35.0
I SPACING
-0-
CSI
DE1=L
inlog
�
fidafJ
(Roof r�o = .�}
Plates l��ra�s�
� . � �
�
r T 0,95
' rt(L.L)
-0.60 18-20
7 1
T DL 8.0
I Lumber Jn r'aasa
Reap Stress Incr
1.15
BC 0.95
Vert(TL)
-0.86 18-20
5 08
B LL 0.0
BOOL 8.0
Code IFS 00 /TP1
NO
WB 0.94
(Matrix) 1
Hor(TL)
0,21 11
n/a
LUMBER
-
--
T P H R D 6
DF No,2, *Except*
BRACING
3649-
Lld
PLATES
240
M720
180
MT20H
T 1 H
i Weight: 424Id
GRIP
197/144
148/108
197/144
TC S' UHURD Structural wood s heath i ng directly applied or 2-4-0 Oc purlins.
T1 2 X 4 DF 240OF 2.0,E
1130T CHORD RVd ceiling directly applied or 10-0-0 oc bracing.
E30T CHORD 2 X 6 DF 1 0OF 1.6E
'REBS 2 X 4 SPFStud/Sid *Except*
3 2 X 4 SPF 1650F 1_ EP W5 2 X 4 SPF 1650F 1.51E
4 SPF 165OF 1,517, W9 2 X 4 SPF 165OF 1.5E
REACTIONS (Ib/size) 2==;5370/0-5-8, 1 1=2863/0-5-8
Ma
f 2863/ - -
a Hort ;---(foad case )
Max Uplift L- (load case ), 11 ^- (load ease
Max G r'av =77 (load case )r 11 -3 7 (]oad case )
FORCES (Ib) - Maximum Compression/Maximum Tension
BOT H;Ori D 2-22=-692/12965p 21-22=-704/13050,20-21;=-976117596I 19-20.-z-976117596,,
16-17--397/6344, 1 '1 _-/8844 14-15=-397/8844, 5819, 11-13=-246/5819 , 17-18=-840/16989,
WEBS 4-21=-360/6_229, - 1 =;�-58 ! 6 , -20.x-229/4358,-18=-944116-18=-
.-1 �'--1 �� 1, �-1 =�r�1, �-1 ��- -1 �- ryi 1.0-14=-211/301,
y�� � �y6-17=-8682/534517-17--245/49745
�y{�
3-21-- 83 7 0/1181
NOTES
1) -ply truss to be connected together with _1 31 " " Nails as folmaws
Top chords connected as follows- - 1 row at 0-97-0 0c, 2 X 6 - rows at 0-9-0 o .
Bottom chords connected as follows" 2 X 6 - 3 roars at 0-4-0 oc.
VVebs connected as follows: 2 X 4 - I row at 0-9-0 0c, .Except member 5-20 2 X 4 - 1 row
,) til load'sars considered equaPl�r applied to all plies,except if n�f� at �--� �.
J� � � front E� �r �� ��) face in the LD E(S) otherwise
tiplyconnectionshave ba rprovided to distribute Ori loads acted a F� or �E�i ��l��rdt�atd. or. Plyto
) irdASCE -8' 90mph; ,���; T DL=4b8p f B DL= . psf; Category
Ila Exp ;enclosed -,Fly interior
DOE -1.33 plate grip DOL=1,33., EumJr
TOLL: ASCE 7-98; Pf= . _4sf fflat roof now) E ' Full E
Unbalanced ry d snow loads have been considered `� p
� �:� fir this design.
This truss has been dpi
tied for awaatezr of min re -of five JO,�Ld Of 18,0 Psf Or 1,00 times flat row load 0t .
non -concurrent with other leve toads. .0 � t on overhangs
7) Provide adequate drainage to prLavent wator ponding,
This truss has been designed for a 10,0 p f bottom chord lura load - onconc�rr nt with any other We loads,X11Plates are IIT platurf s otherwise ise
fndicat d.
1 The followIng tint rl �� nspection the Tooth Count Method whenhl truss is chon for quality assurance irlspection:
on rnued on page
Il
rF4
b . Trust
Truss Type
0 ROOF TRUSS
JPONENTS4F, Idaho F -I sa ICS 83403, Robin - --
NOTES
Qty !pry
I fri
I Ju b Referen ceQtLon a ..
6.200 s Fete 11 2005 M!Tek Industries, Inc
Wed Aug 31
i
0
1 2:25:00 2005 Page
11) Provide mechanical connect[on (by others) of truss to
1 ) ThIs. truss is designed 4n accordance with the 2003 International
bearing ppofwithstandinglb Uplift t � li`1�i � �� L.I �Ift � j+�l
13) Hanger(s) or other torishall ProviI I,.
Residential Code sections ded 1.1 and x.802.1 . and referenced
a -g e ( fro r�-d chord- i li cE)( Ierlt tO s uPPOrt 0rlcBMat d d ad 1 1 standardi ' 1
eclion of u h connection device � bad(s) down �� �� � � -�-
t_ D CASE(S) is the resPonsibil'ity of and 4735 �b down 2nd �1 2 �� �� at
1) Snow,Lumber increase1.1=Mate pncr.
Uniform Loads (plf)
•.•••,�..uucuaUS �f[]J
Vert' 21--887{F} 20,-3249(F)
Fi-
True Tru s Type -
I I �
F4 0 D10 GOOF TRUSS
L _- I
Tl flPlFT I
hQtyply
11 F/548
D, 0 DG FJD� --
M �
Idaho FajI , 1U 53403, Robin I Job R e fe ren ce (o tico n al)
6.200 s Fab 11 2005 MiTek Industriasr Inc, Wed Aug 31 1 .02 2005 - Pae I-
6-2-8
- r 1 -4
5.x8 _—
11't
!ti� i Jl r
30-2-3
--
6-6-13
I -5X4 g
6� -
3x8
11-10- 17-3-12 _1776-13.
5-5-4 0-2-1
Plate Offsets( 1 _ _ -
LOADING (psf)
T L L 35,0 SPACING 2-0-0 CS1
DEFL
TDL Lumber increase 1.1
BO LL 0.0 ReP Stress Incr YES ' E3
OM
B DL A n Code al 00 jTPI nn
in pc
-0.2010-11
-0.41 10-11
0,05 10
)
LUMBER
TOP CHORD 2 X 4 DF 240OF 2.OE *Except* BRACING
T1 2 X 4 SPF 165OF 1. Es T1 2 X 4 SPF 165OF 1.5E TOPCHORD
BOT CHORD 2 X 4 DF 240OF 2.OE *Except* BOT CHORD
B1 2 X 4SPF 1 F1,E,132 2 X 4 SPF1 OF 1,E
VVEBS 2 X 4 SPF Stud/Std
WEBS
REACTIONS (lb/size) 1=582/Mechanical, 15=-2424/0-5-8,
e ).
Max UPiift1�- (1oad case 7), 1 -10 (Toad case 10--88
I/fl L/d PLATES GRIP
>999 240 MT20 197/144
>568 180 O
ria n/a
Weight: 164 IIS
Scale!, 1'.60.4
3X ---
27-2-13
-
Structural wood sh eathin di rectfy appiied or 3-5-10 0c
Rigid ceiling directlyappiiecf or -0-0 o bracing��rli� .
Except -
4 -6-3 c bran : 14-15P :
1 0-0-0 cc b raci ng: 1 o,1 1
1 Row at rr1.idpt -1
FORCES (lb) - Maximum imam OMPVe on/Ma irnu Tenn
on
34-r-373/4771 4 ' =-48;1329', - =- 1 �r 90, -7=-56/994
9-1 0=:;-2558/267 j7-8=-1-335/144, 8-9==-1 10/1
BOT CHORD 1-17=-203/1207, 16-17==;-203J1207,, 1 -1 .mow14-15:;---2383,/126 r
1 {{�� df f�+�r 1 �f1 �, x,14;-1 4�'1 1 1-14�-.� }�y{
WEBS
, 11-12==;-130/724,
1- d �—{1},+y /724, 10-1 1=-1 Pi L 1 5 ,/ 4 r 1 —1 ; —1 25/755
2-17=0/2
4-16=-45/516F 14-16==-5001':543, 4-14--1153/162 r -1 L-12/1
7-13=- 1553/23 6 P -11=-32'984, -11=- /20 1, -1 -11 11 t
NOTES
1)Wind: ASCE 7.98; '0mpht h= ft; T DL -4,. p f; 8CDL= . f; Date
fl� F enclosed; , FRFrt�irD L=1.33 plate grip D L-1.33 zone Lumber
TOLL. ASCE 7-, P#=_0 pf (fiat roof snow), Exp , Sheltered
Unbalanced snow loads have been Considered for this deli n,
4) This trusshbeen designed for 10.0 f ��tt�� �
� herd I� load nonancurrnt wit.h any other live loads.
5 Refer to girder(s) for truss to truss connections.
Provide m eh n i caI connection (by others) of truss tobearing Plate.t
1 end Ib uplift t joint 1 o. �tandin I u lift t lr t 1, 1 Ib uplift f .pint
7) This truss is deigned in accordance rth the 2003 International Residential
standard NS TPI 1. d sections .1 and F; ,1 0. d referenced
LOAD F() Standard
V
Job
TTr-u-ss
Truss Type' --
F4820
i 1 ROOF TRUSS
STOCK C6_MP_cNCN_fS—_1F---
I's, JE) 83403, Robin
C11
0'
— 17
®—
-- --o --0
6.06
" ' PIS I F L L - - _
mob Reference optional'
ir,dustris, i.We
d u 1 1 2,5:05 P
age I
1-4- 24.3-
;
0-10-0
q on
1 2x72`
5-10-14 6-6-13
_f—
-9-
2-0-0
Scale rw 1,62,6
10-4-0
11-10-8
—8a0�-+! - - . - - - _' '__ - -
5-_4 .y{}may
-12
0-10-0
Plate ff-t _
�:�U�io . .
LOADING (p f) — g
TGLL 35.0 -SPACING 2-0-0 CS1
Plates Increase .1 i DEFL in (Io)
T : L�` T 0 . i Vert(LL)-{.
D.L 8 � increase 1,15 1 B, 0,66 14 1
LL 0.0 Rep Stress Incr �E rt T� -0-31 10-1
SC -OL &01 Code « 003/TEJ 0 Horz(TL) 0,05 10
LUMBER
Top CHORD 2 X 4 DF 240OF 2,01E *Except* BRACING
36-9-0�
—
--
I/defI L/d PLATES GRIP
An i
>742 180
n1 n/a
120
Weight; 1 7 Jb
197/144
T1 2 A 4 rF 1 bbOF 1. E, T X 4 i�'J= i 0 1.5E T r 1 OHL)Structural wood sheathing
BOT J�J�� � F 4��i= .�� }�� f� �T f-Jl�� Jar i�f illi �ire#f applied or -- oed or 4-6-12 oc bracing. puriin.
1 2 X 4 SPF 1650F 1.5E, 82 2 X 4 SPF 1650F,1.5E WEBS 1 Row at midpt -1
WEBS 2 X 4 SPF Stud/Std
REACTIONS (IbI i 1=595/J I han 1, 1 =2384/ -
Max Upliftl= 68(load case ), 16==;-94 (load case 7), 1 =-1
940oad case 8)
), 4(load case 1), 1 0=1305(ioad case
FORCES (rb) - Maximum m re iO /Ma imurn Tension
-1 G-_260
XY474, 4-5=-,l /1303, 5- =0/872,6-7=-26/980,7- �-
T CHORD 1-18=-201/1127,1 17-18=-2-01/11271
k
� �1 _-� �'� �� � -1 =-411 '� 5-15=-1 77.E
12-13=0/7891 10-1 =-118/2238 T 14-1 L-1148/295, 13-14=W820
EB2-18=0/230
2-17-±=-890/1223
4-17=-4
y4 a
8/514,
7-14=-1 �i �r 0s 7-12=0/932,9-12--854/186� r� r - � � - =:-I
.
NOTES
1 ) Wind. ASCE 7i8; 90mph, h-ftF TDL=pf; 13DL=--;4r8f
DOL --1.33 plate grip DOL=1.33. � t Category rl; Exp ; enclosed; 1 1' FIS inter -for rior zor-� ; LumberTOLL+ ASCE 7- ; Ft=35.0 p f (f 2t roof snow); E� • Sheltered, L� 4 _
�LJnballan ed snow loads have been considered � fir
thidesign.
) This truss has been beined for greater of min roof 11ve load of 18.0
Ori -concurrent with other live loads pf air 1,00 times flit roof load �f � ,� p� f �r� ���r[� r�
)
This trus s has been dig ned f or a 10 . 0 psf b
o m chord Fig load non conu rant with a ny other J «e I oads.
Refer to girder(s) for true to truss connections.
7) Barin g at joint(s) 10 co nsicfer's paraflel to g rin vaIu e Lii ng A("UJorTpJ 1
capacity f bearing surface. rel to g g des J�rdve rifr
Provide mechanical connection (by others of truss to bearing plate capabJe otet.�t�.r��l�r
and 1 4 Jb up]if� at joint 1 { . ib uplift at inf 1, Ib u} li t *ir�f 1
) This tris is designed in accordance, with the 2003 International ReidntiaJod
standard �' S I TP l 1 F sections 1 .1 -1 r� d i ,. art referenced
LOAD CASE(S) Standard
.
1
C
I
JC5
v
JOE)
Truss
F48"20 D12
STOCK dho ls0F NT,aFal,ID8343Robin
4-2-13
Truss Type
ROOFTRUSS
Im
1
-TIN �48 E ------
Ply AGLEWOOD 7120 DG (ID) R
1I
Job R'efer�ence ti
6.200 Feb 11 o0 l li e It�d tra , I n . Wed Aug 31 12:25:09 2005 Page 1
30-2-3--0 --
4-10-8
i-1 0-10-0 1-1 -1- 6-6-13 -
-
ie - 11 -.
5X8
I2.x1
-
13-7-10
0-10-0
ate
Ots 6-0
-- - --- _ a --3 - 0:0-3-5.0-0-13 1 --1 _ —_
-� _ O -L
LOADING (p�f)-
TOLL 3S n SPACING 2-0-0
(Root
Snow=35.0)
i Plates Increase 1.15
TC 0.91
in (loc)
Tl,
8.0
Lumber Increase 1,15
B 0, 6
rt TL
BCLL
0.0
Rep Stress Inor YES a
Harz(TL)
� . �
0,06
10
IV air; )
LUIBF
TOP CHORD 2 X 4 LSF 240OF 2.0E
BOT CHORD 2 X 4 SPF 1650F 1 • E
WEBS SPFStud/,Std
BRACING
TOP CHORD
BOT HIS D
WEBS
REACTIONS (Ih1 ize) 16=2334/0-5-81 1 = 0'Mo hani 1 1
MaxHort 1'9;---1 load .ca � 10=ase
-
8
Max pliftl =- 4(io d case 7), 1 9=- 0(lo d case, 1=-1 I
Max ry 1 =1 lead 1 � 10=-199(load � �
�
), 1 4 (load case 2), 1 0= 1 1 (load case
l/d of I
> 642
nrla
Ud PLATES GRIP
240 MT20 1971144
180 I° T 0 H 148/108
n/a
Weight, 1 lb
S
T_
a
Tr
Structural wood sheathing directly ppl i d or 4-7-6 opurlins,
cept
end verticals.'
Rigid oiling directly applied or 4-7-7 or, bracing..
1 Boer at m dpt 14, 1-1
FORCES (lb) - Maximum ompres ion/Max mum Tension
p -1 =-2599/258, 10-11 =0/1 , 1-19;---2,72/42 a
BOT CHORE) 18-19=-98/'635, 17-18;---48, 111 6r, 16-17=-20/4, 15-16-2306
=
/91, _1 =-171 /O, 14-15.-=-1 172/282.13-14=0/8061
WEBS 2-18=-172/75, 3 -18= -267138j4 -18=:-25/640j 4-17=-16815911 15-17=-693/301 4-15=:-102511690 5-1'4=0/15943
6-14---1191/890 7-14=-1593/220,7-12=0./932,9-12=-_-8'63/182,
-1 = /932, -1 =-_-8' 3/1 82-19=-813/205
NOTES
1 )Wind.- ASGE 7-98; 90mph-'
h-ftp TSL.=4.psf; ESL=4, f�
DL=1.33 plate grip LCL -1 �& aCalegor fI; Exp Q enclosed, MWFRS interior zone; Lumber
T LL: ASCE 7-98; Pf= S-0 pst (fiat roof neer); E ; h ft red- -
Unbalanced snow loads have been onsid re� for this design.i Li ��� -
) This truss has been designed for grater of min root live lead of 18.0
non -concurrent with other Ileo load p f or 1.00 tir�'I�E's Etat roof C���d �f .� � f �7� overhangs
ProvIde adequate drainage to prevent water ponding.
This truss has been designed for a 10.0 p f bottom chord five load nonco cur
All plate.& are T 0 plates unless otherwise indicated.. rent with any other live loads.
I"
Refer to girder(s) for tru.ss to truss connections,
Bearing t joint(10 considersparallel to grin value using AVTP1
1 angle to grain tormula. Building designer of bearingsurface.
1 ) Provide mechanical connection (by ether) of truss to bearing plate capable of'ithst
1 and 1 1b upUt at joint 10.
rr ir 11 �r Jl t t J .I # 1 lie uplift t it t
1 1) This truss is designed in accordance with the 2003 Jriternalional Residential Code sections R502.1
referenced standard ANSI/ -TPI 1 . 1.1 end R802.10-2 end
LOAD CASE(S) Stand2rd
J J o -
Trus .
Type
Typ
L 1Qty T 154 F L E D '712 0 G a l D
_ _ I ROOF TIT
P T -IFl — _
Idaho Fi, Ir 46bnL-- fob frn
ce 6.200 Feb I —t�. —
�T ir�dutrs, Ire. Wed Aug 3 F1 :1
18-4-8
38-9-0
1-1 -1-1 1.64.7
2-8-14
6x6 11
6X D 2A 11
syin
G
2
�-6-5_1 0-- , _
-- -_1 — — -
-- -y
late f _ -
-`0
-- _ 0- -
T LL 35.0 SPACING -0-0 —
Plate Increase ,� DEFL ire Ioc F
f r� - 1,1 ti L/d
� Lumber T ��71 � �r� L� -.
TCDL 8-0 lr 1. 9 1 -14 7 240
Vert(TL)SCLL 0.0 Rep Stress Incr YES 084 -1.081 -14 >403 180
WB _.. 63 r TL B DL Ode i 0 /TP1 10 nr
-------- Mar)
-
LUMBER
TOP CHORD
E T HORD
WEBS
4 DF 24aOF 2.0E
4 SPF 165OF 1.,E kE pt*
f35 2 X 4 SPF 2100 1.8E
4 SIF Stud/Std *Except*
4 SPF 165OF 1 a E, WS 2 X 4 SPE 1650E 1,5E
W10 2 X 4 SPF 165OF 1.5E, VV 1 2 X 4 SIDE 1650F 1.5E
4 SPF 10P 1,E
.+`LDE
Right' 2 X 4 SPF tud,/ tdl
REACTIONS (Ib/size) 19=1849/Mechanical. 10= 0 iO-
5-8
M-aHort 19=- 1 0 Ioad case 8)
Max UPlift 1 =`1 0(load Case 7), 10=-201 load case
Max Gray I9=7 L
1 ), 10=2267(load case
13R IN
TOP CHORD
.SOT CHORD
'SEES
-6-3
P LTE ISI P
MT20197/144
TH 148/108
I
'lit: 185 Ib
Structural wood sheathing directly plied or 2-4-13
ept end Verticals, rte i ,purlins,
Rigid ceiling directly applied or 10-0-0 0C bracing.
1 Row al midpt 3-171 -1
FORCES �I - Maxjrnum Compression/Maximum Tension
TOPCHORD 1 -2= -2069/14612 -3= -2142/191 3 -4--3940/24114-5=-3957/2391;5-6=-4085/185,6-7=-4138/187i 7-8=-5539/163
8-9=;-5661/149, -10=--z-6402'268, 10-11=0 1 04P 1-1 =-1 /14
2 P
BT CHORD, 18-1 =,11, 17-1 =;-/17F 16-17=0140, 1 -1 - r
71, 4-15--5701715 14-15=-1:02/4278P 13-14--63/4778,
12-13=-74/4747, 10-1 =---1 4/5
WEBS EBS —1 —70 `190,2-17=.281282, 3-17=-1613/57,
-17=-161y,,]5Y , 1 5 o 1 =-aO/2 S..r —1 — — --
6-14=-1 4�{4, 7-14=-14��0p 7-1 =0��9-12--694/182,a �`� 1 � 1 ����5-14--1102/152 ,
I 1-1 8=-80/1802
NOTES
1) Wind: ASCE 7-98; 9 0 p h; h e ft; T D L=4. Psf; L L=4.8 Psf; Category 11-3 E ; ncl oed; MWFRS interior
DOL=1.33 plate grip DOL =1.33.
TCLL: ASCE 7.98; Pf=35.0 psf (flat roof now); Exp ; Sheltered; L, 45-0-0
Unbalanced snow I-oads have been considered for this design.
4) This truss has been designed for greater of r� In roof live Ioad of 18, 0 P f Or 1,00 times flat roof l
no's -concurrent with other live loads, Io ad �t .� � � �� ���rh ng
Prcvfde adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 p f bottom chord five load nonconcurrent with an other live loads.
7) All plate. are MT20 plat unless otherwise indicated. �`
8) Refer to girder(s) for truss to truss connections*
Hearing at joints) 10 considers parallel to grain value using STP! 1 angle to
grain forrrrui Building dergner shc)uld verify
capacity of bearing surface.
10) Prov[de mechanical connection (by others) of truss to bearing plate capable of withSt2ndin 1 Ib uplift at joint
t glint 1 0. 1 and 201 lb �rl�ft
1
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 r�
onfW�,W
and ANSI/TPI 1 -
and I� ��.1 �� ���
co
T
`Type —
�4��Q�ooF Tess
STOCK COMPQNEN75-IF3 Idaho Falls, !d 83403, Robin
LOAD CASE(SStandard
t Ply IF/548 EAG L EO D 7120(ID) R
1 1
Jo Rqf r nc f � t��n�J
. 0 Feb 11 2005 liTE?k Industries, I n c. Wed Aub_J_11 2:25:1 2005 Page
Job
I Truss
Truss Type
F432.0 D14 11 ROOF TRU
STOCKIIP I"iT -I , Idaho Falls, ID 83403, Robin
"A� F I JX -5 = 8x 1 = 3X4 11
PIS I I F1548 EAGLEWOOD 7120 D (T%) .R _ -
I
0
_ Joky Reference (o6.200 s rI
Feb 11 2005 MiTek Industries, Inc, VVed Aug 31 12-2'521 1 2005 Page 1
12-9-2 115-0-01
6-6-5 6-2-13 2-2-14 -1- 5-7-14 5-7-14 6-3-13 2-0-0
1
8
3
4
I1BFf=
;1
6-6-5- - 12-9-2 _
1 _0.0 , 1 - '
r� - -1,
--
6-6-5 6-2-1 - -1 -4- -1 _
6-3
-a
LOADING �psf) SPACING
T LL .0 P in 10C) 1/def! L,�d
(Roof Snow -35.0 Plates Increase � .1 T �.. � Vert(LL) ,0.65 11-13
>667 240
T DL
Lumber Increase .1 � I ert(TL) -1.15 11-13 >379180
BOLL Rip , l r E a B 0.85 Hor (TL) , 0x9 9 n/ � �
BCO
L I Code I R0 P C00(Matrix)E
� nr�
LUIRtK
FSI NG
TOP CHORD
2 X
4
DF 240OF 2.0F
TOP H RD
BT CHORD
2 X
4
SPF 1650F 1.5E *Except-
135
2
X 4 SPF 210OF 1.8E
BOT CHORD
WEBS
2 X
4
SPF tudl/ td *Except*
4 SPF 1650F 1.5E, W7 2 X 4 SPF 165OF 1,5.E
WEBS
W6
2
X 4 SPF 165OF 1.5E, W1 2 X 4 SPF 1650E 1,5E
4 SPF 165OF 1.5E
BCF
Right: X 4 SPF StudlStd
REACTIONS (lb/size) 18:-_1849/Mechanical, 9=205910-5-8
Max Hort 18=-1 8(load ca
Max Uplift1 =- (load case )., =--1 8(load case
Max Gray 1 8=191 (load cars �, = 37 (lca case
FOLATES GRIP
f T 0 1971144
MT20H 1481108
MTA 8H 197/144
t: 1841b 197/144
Structural wood sheathing directly applied or 2-3-11 Go purlins,
except end vertical's.
Rigid ceiling directly applied or 10-0-0 cc bracing., Except:
--0 oc bracing: 11-13-
1 Row at midpt 2-1613-16, -1
FORCES (fb) - Maximum Compress lon/Ma ii mum Tension
TOP CHORD 1-2=-2116/114, 2-3=-2086/142, 3-4--33491117, 4-5=-40271761 5- _-4368/73, 6-7--6070/147,7-8=-6211/13
8-9=;-6966/260, r� -1 g= 7, 1-1 =-1 8571113 F
POT CHORD 17-18=-29/180116-17=-5411759, 15-16=0/58, 14-1 -0/25, -14=-1291/52. 13-14=01,'4422, 1 -12-W 71 11-12-0/524
-1 1 =-136/6206
WEB -17=-567179, 2-16;:---1 66/3301 3-16=-3060/0, 14-1 =0'3578,3-14--0/4018,4-13---8/1142, -6-13;---1 �
1 �'1 �� , 336/216
r -110/608, -11=-589/18211-17=-32/1760
NOTES,
1) Wind,, ASCE 7-98; 0mph; h= ft; T DL=4. p f; B L=4. p f; Category 1.1; Exp ; enclosed; MWFRS interior one;
Lumber
IDOL= 1.33 plate grip DOL=1.33,
TOLL. ASCE 7-98; Pf=35.0 pst (flat roof snow); Exp ; Sheltered
3 Unbalanced snow leads have been considered for this design.
4) This truss has been designed for greater of rain roof [acre load of 1.3.0 p f or 1.30 times f[at roof load of
.0 ps# on overhangs
non -concurrent with other We loads.
Provide adequate drainage to prevent water ponding_
This tri s has been designed for a 10.0 p f bottom chord live load nenconcurr nt with any other lire loads.
7) All plates are MT20 plates unless other Ise indicated.
8) The follow -Ing joint(s) require plate inspection per the TQatlj court Method ellen this truss is chosen for quality assurancein
Refer to girder(s) for truss to truss connections,
1 g) Bearing at joint(s) 9 considers parallel to grain valUe usingANSI/TPI 1 angle torain formula. E
capacityof bearing surface,
g Building designer should��-if.
1 1 Provide mechanicai connection (by others) cf truss to bearing plate capable of withstanding 86 [b uplift at joint 18 and 198 !b uplift at
Con fA. o n paci
p t
r
D14
STOCK COMPONENTS -IF, Idaho Falls, I 83403, Robin
Truss Type aty
IAF TRUSS 1
Ply r f F/54 LEWOO D 7120 D G (I'D) -
1
II -Job Reference (opfional)
6.200 s Palo 112005 MiTek in du triesIre . Wed u g j � 1 2005 Pa
ge 2
NOTES
1 ) This truss 'I's designed in accordance with the 2003 International Residential Code sectmns R502.1 and 11802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss- - Truss Type
F4&20 D 1 5 ROOF TR USS
STOCK MPO El4T -eF, Idaho Falls, l`D 83403, Robin -
5-1-6 � 9-11-4
4-9-14
14--4 - --
w
4--14 --4 1--
M.
6X10 -
6X1}
�12
1
1F1548 EAGLEVVOOD -7,120 E) («) R
e Job Rete rence ( qqqa
6.200 s Feb 11 2005 MiTekIndustries , '1n .. Wed Aug 31 12:2 k Page I
30-0-6
-9-1,5
--,
kale ! 1.6 -5
3x4 1', 3A= 3X1 D
7-1-
ateff tts MY):1 EdagLQ �-� �m � -0-5-.C)201 -� t � �..• _.-4 a - _ - - Lel��pf� -
TOLL 35.0 SPACING -0-0 CS1 DEFT� -
ucfefi L/d PLATES GRIP
Plates Increase s Roof n0 .o) TC o.90 Fart(I-L) -0.64 11-1 >679
40 MT20 197/144
T C L 8.0 Lumber Increase 1J5 BC 0�93 Ve rt (T L) -1-15 11-13 >378 180 MT20H 14
Rep Stress I n r E ' .' I r T L `1
E3LL 0.0 A I 1 n' ni
BCD Code ii 003/TF'I 00(Matrix)
Weight. 193 ib
LUMBER
TOP CHORD 2 X 4 GF 2400E 2.OE BRACING
TOP CHRid Structuraj Food sheathing directly applied or 2-0-2 cc purlins,except
B5 2 X 4 SPF 2100E 1. SE rid verticals.
SOT IS D rigid -ceiling directly applied or 10- -13 o bracing, Ee t:
W7 2 �'� Stud/Std "Except*
X 4 SPF 1 5 F 1.5EF W9 2 X 4 SPF 1 5OF 1.5E- -0 oc bracing. 11-13,
REBS 1 Row t midpt -1 , 5-1 F -14r -1
X11 X AFF 1 E 1,E, W14 ISI` 1650F 1.E
4 SPF 1650F 1.5E
WEDGE
Right 2 X 4 SPF Stud/Std
REACTIONS (IIS/ I e� 1 =1 1 h nic it 10=1855/0-5-8
Ma
0=1 5/0- -
Ma Hort 19;---1 51(load case 8
Max U pI ift 1 =- Ioad case ), 1 =-1 (I oad case
Max Gray 1 =18 (load case 1), 10= 0 8(lcad case
FORCE` (lb) - Maximum Corn. pression/Maximum Tension
TOPCHORD I-,2;---1 924/118, 2-3=.;-2132/156, 3-4"-3057/163, 4-5=-2684/15,-6---3434/ - -- -
-9-- 164 '266, -10--x` /401 r 1-1 =-1805/11 1 � 41 1 --Z1 ,
ROT CHORD 18-19=-63/1 8, 17-18=-93/163-9, 1 -17=0/23,1 -16=0/84,4-15=-6/964,
-15=- i9 14-15=0/3138, - _ r
5026,
11-12=-94/4999, 10-11---31616301
WEEDS 2-18=-716/77, 2-17=-8/373t3-17=-1441/491 15 -17= -70/2239,3 -15z --0/1166o
-1 4=-5�'1 ��r�1 �, -1=-14����� -i 1 �-��r�� �',-14--114/�-1.�,
NOTES
1 ) Wind: ASCE 7-: 0rnpiri h�5#t;
DOL --1,33.
TDLT4' � f' BC;D�4.pt� �t�g�i I ; E ��f�da '�� i���
r��r ��� Lumber . Prate grip
TOLL: ASCE 7-98; Pf=35.0 Psf (flat roof row); Exp ; Sheltered
Unbal'anced snow loads have been considered for this design.
4) Provide adequate drainage to prevent eater ponding.
This truss has been designed for a 1 0. pf 'bottom chord live Coad rronanurrent with ta another ile loads.
#f plates are MT20 plates unless otherwise indicated,
Refer to girder(s) for truss to truss connecticns.
Rearing t jolnt(s). 10 considersparallel to grain value Lysin lf/TP'I 1 angle t g
capacity of bpa.rin surface. grain formula. Building r r r verify
) Provide mechanical onn e ctio n (by others) of truss to bearing plate
joint 1 0. gif withstanding Puplift ir 1 1 Rift at
1 This truss is designed i n accordance with the 2003 f me rn ti n l Residential Code aections R502.1
referenced standard AGNS TPP 1. 1.1 and I �� ,1 �. and
LOAD CASE(S) Standard
sF80
Truss Truss Type—
D16 ROOF TRUSS
STOCKCOMPONENTS-IF, Idaho Fafis, ID 83403, Fon
Inc
i
1
� 5-2-5 10-1-3 , 15-0-0 1 §-1 1
-_-
HAM
-1 -1 4-10-13 0-11-4 -_
5x8 11
3X4 1 � 5
$_ I Qty
1
4--
--1
I F/548 EAGLEWOOD 7120 'D (I D) R
,J Iferrr tirral
6.200 s Feb 112005 IT k Industries, Inc. Wed Aug 31 124,25,26 2005 Page 1
11.
1
1
0
3x4 H 3x8 = 6X10 _ 2x4 11 .:��
5-2-5- 10-1-3
15-D-0
-1-
b -;e -b 4-10-13 4-10-13 3-4-8 8-8-14 9-7-10
Plate Offsets1 1:Ed e -1-12.I 10:O- -1 E 1 :0- -� -0-. 1 :0- -(),0- - 0 1 :0- - 0- -1 y 1 :0- - -
__ �.
LOADING (psi)
T LL 35,ESPACING - - i FL in (loe) lr'defI Ud i FOLATES
RIP
(Roof no = , Plates Increase 1.15 TC 0.96Vert(LL) -o.6o 11-13 >729 240 MT20 197/144
T DL 8.0 Lumber Increase 1.1 ESC 0.91 Vert(TL)-1,06 11-1 41.0 1 � 44
ITS ��/1
BC LL 0.0
Rep Stress i n r YES WS 0.67 Ho r (TL) 0.64 10 n/a n/a
Code 112003/TR F2
BGDL 80
X02 (Matrix)
Weight: 189 1b
LUMBER BRACING__..
TOP CHORD 2 X 4 DF 240OF ZGE TOP CHORD Structural wood she
PST l•-ll�� �1= 1 .�F 1.E *E��t* E athing dirt[appl�ed, except end verticals.T HRD Rigid coiling directly applied or 10-0-0 oc bracing, Egypt:
135 2 X 4 SPF 210OF 1 2-2-0 cc bracing. 10-11.
WEBS 2 X 4 SIF Stud/Sld *Except*
1 flow at midpt 4-14
2 X 4 SPF 1650E 1. E, W9 2 X 4 SPF 1 5OF 1.8E WEDS 1 Row at -1 midpt
1 4 SPE 1 65 F 1.5E. 2 X 4 PF 1650F 1.5E � ,7-
1
'EDGE
Right- 2 X 4 SPF tud,'td
REACTIONS (Ibolsr e) 18=1855/Mechanical, 10=1855/0-5-8
Hort 18=-1 58(load case 8)
Max Upllft1 8=-1 0(load case ) 10--124(102,d case )
M ax C3 rav 18=18 8 4(load case ), 10= 2101(1ead case
FORCES (Ib) ., Maxiirnum Compress ion/Ma imurn Tension
TOP H RD 1-2=-1 936/1 , � a-21 4/1 64, -4=-3036'1 841, 4-5=-2943/221, 5-&=-41231200
8-9=-6281/281, 9-10 -7206/4151 1-1 8=-1832/123
BOT H R D 17-18=-711154a 1 -17=--105/1648, 15-16=021241 14-15=0181, 4-14=-282/80a 13-14=01'2651,12-13=-99/51061
11-12--110150761 1 ()-11 329,6460
WE13S 2-17=-705/.80P 2-16---7/358) 3-16=-1 478162P 14-16=-89/2268, 3-14-0/1115 -14=-158,{64' 5-13=-1
6-13-526/1261 7-13=- 15,561230, 7-11;---27/906, 9-11--801/2041 1-17=-6311744
NOTES
1) Wind. ASCE 7-98; 0rnph; h=2 ft; TOOL=4. p f; B L=4.8p f; Category Iik Exp ; enclosed; MWFRS interior zcrl • Lurn
ber
DOL_ 1.33 plate grip D L=1.33,
2) TOLL: ASCE 7-98, Pf=B ,0 p f (flat roof now), Exp ; Sheltered, L= 45-0-0
Unbalanced snow leads have been considered for this design.
4e This, truss has been designed for a 10.0 p f bottom chord lige load noncen urrent with any other lire loads.
All plates are I ST 0 prates unless otherwise indl at d.
6) Refer t rrder( ) for truss to truss eO n n etion .
7) Baring at joint() 10 on rders parallel to grain value using ANSI/TPI 1 angle to r
capacity of bearing surface.
� am formula. Building d'ekgnr should verify
Provide mechanical connection. (by others) of truss to bearing plate capable f withstanding 103 lb uplift at joint 18 and 124 Ib u lift at
joint 10.
This truss is designed in accord.ance with the 2003 Jnt rnalional Residential Cede sections R.11.1 and R802.10.2 and referenced
standardANSI/TPI 1.
LOAD CASE(S) Standard
a
u-9
91
. e -_� Truss 'Trus Type
F48 0 ID17
STOCK COMPONENTS -117, Idaho Falls, ID 83403, Robin
Q�
--1
7-4-13
ROOFTRUSS
14-6-2
7-1-5 2-10-4
5x1
X 10
3 4
Qty i Ply
1 1 1
--1
IFr548 EAGLEwooD 7/20 DG t111Da R
job Reference (optional
8.200 s Feb 11 2005 MiTek Indu trlesl Inc. Wed AuR 31 12:25:3111
. K
-2-1
scale = 1:61,5
3A i
4. j C -1t C-0 &�� z 1 2u 1 � 18 17 16 15 14 13 12 11 10
3x4 = 3x6 - 3A ._ - M = qyk
_ --1 14-6-2
17-4-6 26-8-12
36-9-0
9
x 1 _
Platesets ; [1: Edi-
[4:0-5-010-11-711 [6-0-2-4
:0- - -._. --- - _.
21
SPACING
TOLL 35.E 0 CSI DEFL in (Ioc) Ildefe Clod KATES KATEGRIP
Plate Increase 1.18 ! T 0..x'1 Vert(LL) n /a 1 T2�
beef ����,�� � � 197/144
T DL 8.8 Lumber Increase 1.1 0.60 ' ert(TL) n/a - ��a 9
BC LL ,, Rep Stress I n r j B O. 1 , H o rz (TL) 0.01B n1a n a
Code I R 200 ,TP 12002 (matrix)
Weight'. 288 Ib
LCL �-
LUMBER
Riff
TOP CHORD 2 X 4 DF 240OF 2.0E TOPS CHORD Structural wood sheathing ng di retl applied or 6-0-0 cc purlins, sept
80T CHORD 2 X 4 SPF 1650F 1.5E end verticals,
WEBS 2 X 4 SPF lud/Std *Except* BOT H E:R Rigid ceiling directly lied
1 4 IAF 1 OAF 1,E �� �r -�-� � bracing -
W1 1 Row at rn [d pt 2-22t 8-22P 8-20, 4-20D 8-2
OTHERS 4 SPF Stud/Std
REACTIONS (Ib/size) 30=391 /M echanical, 27=51 DIM ech an i al, 2 =402IM hanical, 20= 780/M ec h n i .al , I 3=813/M eeh an ical
8=265IMechanlcal, 1 =2 / echa.ni 1, 21=28/Mechanical, 28= 1/ echan{ 1,
25=34/Mechanical
26=16/Mechanical, 8 = 6/l erhanjcaif 29=- 0IM hani al, 18=33/Mechanical,
1 = 1/Mechanic i
16=33/Mechanical, 14=22/Mechanical, 12:;z26/Mechanical, 11= 47/Me h art i al,
1 - /Mec hanf al,
9-216/Mechanical
Max Hort 0=-14 (load ease )
MaxLJplift o== 7(Ioad case 8), 7=-101(load case 7).F 22=- (lead case ), 20=-10 (Ie d
case 8), 13 =-1 lead case 8
� ),
8=-31 (load case 8), 29==;-3 (lead case 2), 10=-8 lead case 9= -(load ,r,ase 8)
Max r�,�-88 E�a� � 2) 27=671(lead case 2), 2= 8 (lead case 2), 20= 7 Goad
case ), 13=1 092Ica case 8
� �,
8=351(leaad case ), 1 i8 (load ease 4), 21= 8(lead case 4), 28=70 load case
� �
�,-���le�d cap 4�r
26=31 (load case 4), 2 = 8(Io d case 4)T 2 - 4(lo d case 4), 18� 4(load case
4), 17-71 (load cage
1 = 74 (lead case 4 �, 14 -84 (lead case 4), 12- 8 i oad case 4), 11-x'
),
9-268 load case )
F R L (b) - MaximumCc) mpression/I Iaximum Tension
T F FS R D 1-2=-362/79, 2-3=-201/168, 8-4=0/11 F 4 -5 -z ---83/228p 5-6-0/345, 6-70/67. 7-8=-510
1-30=-4621'59
T H Old 29-30=-83/176P 28-29=-83/1761 27-28=-83/1761 2 - 7=-27/1 4, -2 �- /174 r 24-25=-27/174
23-24=-27/174P
22-23=-27/174, 21-22=-36/1-61, 20-21=-36/161 a 19-20=-24/105P 18-19--24/1051 17-18=-24/105
I 16-17=-24/105,
,
15-16--241105P 14-15=-24/1055 13-14=-241105o 12-1 =0/ 1 111-12= 1 12, 10-11=0/, 12, -10=0/312, 8-9=-:;0/31 2
WEBS 2-27-.- /10 2-22=--2i /1 GG, 8-22--357/ 0, 3-20=-2,89/38, 4-28L-802/45,
0 5-20=-2571106,
7-13=---697/1673 1-27=-29/72,
5-12==-638/81
81
N TF
1)Wind: ASCE 7-98; 0mph; h=28ft; T DL=4.8P f; B DL=4. p f; Category lI; Exp ; enclosed; MWFRS interior zone. Lumber
[SOL=1.33 plate grip DOL=1.88.
2) Truss designed for grind leads in the plane of the true only. For stud exposed to wind (normal to the face
able End Detail„ �� see MiT e " tand�r�l
TCLL: ASCE 7-98; F1=35.0 p t (flat roof snow), Exp C, Sheltered
4) Unbalanced snow loads have been considered for th[s design.
Provide adequate drainage to prevent water ponding,
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any ether lige lc
7) All platen are 1.5x4 MT20 unless other i e indicated.
8) Gable requires continuous bottom chord bearing,
at 2-0-0 0C.
Cq
r
Ir-
M
OIL
Job
F4820
STOCK EENT -IF, Idaho Fabs, ID 83403, R&61
Truss Type
ROOFTRUSS
t s_ Ply 117/548 E. LEOD 7/20 D
ii_ Job Beierence (00flonal)
6.200 s Feb 112005 MiTek JndUStfses,
ID R
'fed Aug 1 12:25:31 005 Page 2
oa
MOTES
10) Refer to girder(s) for truss to truss connections.
11) Prov[de mechanical connect cn (by others) of truss to bearing PI ate capable of withstanding � Ib upICf# at joint 30, 1 01 Ike upllift at joint 27, 76 Ib u pliff at joint 22,
at joint , 10 rb uplift at joint 13, 1 l uplift t joint , I Uplift at joint lig uplift at joint 10 and � t Ib uplift t `oint
1 ) This truss is designed in accordance with the 2003 I ntern atlon al residential Code sections R502.1 1A and 8802.10.2 and referenced standardANSI/TPI 1.
LOAD CASE(S) Standard
108 lb uplift
Joh - Truss Truss Type - -
F48 0 D 18 ROOF TRLJ
STOCKPONENT -IF, Idaho Falls, ID 83403, Robin
-- 11--1 17-- --1
-- -- --7 --7
Qty Ply IF/548 EA. 7./20 D (ID) P
1 1
-Job ReferenQe(optional)
6a200 Feb 11 2005 MiTek Industries, Inc, Wed Aug 31 12:25,33 2005 Page 1
28-4-3
33-10-11
39-5-2-
45-7-8
5-6-7
5-6-7
5-6-7
6-2-6
Scale = 1,75.6
%J,L? Oki 01+ �%D
3xB
3x6 =
26 2-5
4
3)c 8
23 22
17-3-5 22-9-1 a . -4-
I j
-0- 9-2-12 5-6-7 5-6-7
.Plate Offsets ,Y): [1:0-5_-1 5,Q -g-0 � 1.0-1-1 - - - - -
TC LL
35.0
- n/a
9;
4 -U -U
LIZ 1
U EFL in
(Roof ��_�.�
Plates Increase 1,15
T 0. 3
' rt LL n/a
TDL
.
Lumber Increase 1.1
BC 0,58Vert(TL)
n/a
B LL
0
Rep Stress in r NOj
8 0.73
Horz(TL) 0.31
BCD L
Code IFS DD3,7P1
(Matrix) r
LUMBER
BRACING
T P CHORD
2 X 4
DF 240OF
2,OE
TOP CHORD
BOT CHORD
2 X 4
SPE
165OF 1.5E
BOT CHORD
"+BEDS
2 X 4
SPF
Stud/ tai
OTHERS
2 X4
S PF
Stud/Std
WEE
EDGE
Left: 2 X 4 SPF
Strad/Std,
dight: 2 X 4 SIF StudlStd
21 20 19 18 17 16 15 14 13 12
3X6 = 3x6 _. 3X6 _
--1 -0-8
I0) I/dfI
Ud
- n/a
9;
- n/a
999
n/
n/a
PLATES
J T 0
M1120
R eight. 344 lb
6x6 M1120 -
GRIP
197/144
197/144
Structural wood shBathing directly applied or -0-0 CC pUrlin ..
RIgid ceiling directly applied or 10-0-0 oc bracing, Except.
6-0-0 oc bracing: - 7, - 6, 4-3 , - 4 X22- 3 � 1- .
1 Row at midpt 5-27, 15-2416-24, 7-24, 7-21
REACTIONS (Ilb/size) 1=270/45-7-81 3 =7 /45-7- , 7=510/45-7-31 24=786/45-7-81 21=510/45-7-81 15=75914,E-7-8: 1 1=270/4 -7-
1-7- 3=38/45-7- =30/45-7-1 31=33/45-7-, =29/45-7-1 34-44/45-7-r ,
=-14./45-7-, 3 =1 61/45-7-85 23=3.4/45-7-8 , 22--25/45-7-81 20=38145-7-8t 18-=-30/45-7-81 17=33/45 n7`,
16=29/45-7-8, 14=44/45-7- , 11---14/45-7-8, 1 =1 1/4 -7-8
M ax Ho rz I =- 1320cad case
Max Uplift1=- 3(I0ad a ), 33=-17 (load case 7), 7=-1 3(lead case 7), 4=- 7(Ioad case 7), 21=-11 �Ioa case ,
15=-1 660oad case ), 11=- 3(load case 8), 35=-41 (load case ), 8=-1 (load case 7), 13=-410oad case 3),
12=-1 (load case 8)
Maxrav 1=434(load case ), 33=1 0(load case ), 7=332(load case 2), 4= 08(load case ), 21=332(load case 8
1 =1 50(load case 1 11=44(Ioad case , =7 (load cage 4), = 7(load' case 4)., 3=35(10 d case 4),
30= 8 (I o ad case 4), 31=7 ( load ease 4), 3 = 0 (load case 4), 34=70 (load case 4), = 8 (l o d case 4),
3 = (load case ), 3=75�loadl case 4), = 7(load case 4), 0=8 (load case ), 18� 8(load case 4),
17 - 75 (lead case 4), 1 = 60 (I read case 4) 14=70(I o ad case 4), 13= 5 (I ead ease 4), 1 = ; (load case
FORCES (Ib) - Maximum Compression/Maxim Lim Tension
TOP H RD 1-2::=-532/865 2-3;-_-77/275, 3-4=:-2,46/1005 4-5=-221/124, -8=,129/218, 6-7z---1 29/218, 7-3=-2211131, 8-9=-2461695
-1 0=-77/275, 10-11 =-53 2/39
BOT CHORD 1-36---51/316, 35-36=-51/316, 34-3 =-51/31 , 33-34=-51/316, 32-33=-21/287, 31-3 =- 1f 8 , 30-31 =- 1/2871
29-30=-21/287P 28-29=-21/287P 27-28;_--211287P 26-27=-21/1541, 25-26=-21/1541 24-25;---21/154, 23-24--21/137,
22-23--f=-21/137P 1- =- 1 /1'37} 0- 1=01287, 19-20=0/287, 1 -19=x/287, 17-18=0/28.7, 16-17=0/287o 15-16=0/2871
14-15=0/3161 13-14=V1 , 12-13=0/316, 11-12=0/316
WEBS 2-33=-768/146,t 3-33;---717/65) 3- 7=-3161'99, 5-27=-570/71 o - 4=-226/74' 6-24=-539/8, 7-24=-226/86, 7-21 =-570/57,,
9-21 =- 1 /1 3, -1 _-x`17/58} 10-15=-76M413
NOTES
1) Wind. ASCE 7-98; 0mph; h= ft; T DL=4,8psf; 13IDL=4.8p f; Category II; E o ; enclosed; MWFRS interior zone; Lumber
D 0 L;-- 1. 33 plate gr1p DOL=1.33.
Truss designed for w1nd loacfs In the plane cf the truss o-nly. For studs exposed to wind normal to the face), see I iTe "Standard
Gable End D ta`l,i
3) T LL: ASCE 7-96; Pf=3 .0 psis (flat roof snow); Exp- Fully Exp,; L= 45-0-0
4) Unbalanced snow loads have been considered for this design.
This truss has been designed for a 10.8 p f bottom chord live load nonco current with any other live loads.
T plates uni ss otherwise indicated.
F4920 D1
Job Truss
Truss Tie
ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Fal I, ID .834031 Robin
ply _ IF/548 EAGLEWOOD 7/20 D (ID)
r
Job Reference (owional)
6.200 s Feb 11 2005 M!Tek Industries, Inc. Wed Aug 31 12.25M 2005 Page
NOTES
All plate are 41T 0, unless other G e indicated.
Gable requires continuous bottom chord bearing.
Gable studs spaced at -0-0 oc.
10) Provide mechanical connection (by others) of tares to bearing plate capable of withstanding 33 Ih uplift at joint 1, 172 lb uplift at joint 33, 123 Ib uplift at joint 27, 8 [b uplift
at joint 24, 11 ld uplift at joint 21, 166 Ib uplift at joint 15, 28 lb uplift at Joint 1 1, 41 [b uplift at joint 35, 12 lb uplift at joint 36, 41 Ib uplift at joint 13 and 12 lb uplift at joint 12.
11) This true is designed in accordance with the 2003 International Residential Cede sections X502.11.1 and R802.1 0.2 and referenced standard ANSI/TPI I
LOAD CASE(S) Standard
4
FJ-ob'---' p Truss - Truss Type
F4820 D19, ROOF TRUSS
STOCK I IP E T ,IF, Idahc Falls, iD 83403, Robin
I
5-10-3
5-10-3
--4
1
Ply 1F/ 48 EAGLEWOOD 7/20 I (ICS) R
�s
- ' Job RefeTeD Lpptioa
8.200 s Feb 11 2005 MiTe : Industries, Inc. Wed Aug 31 122538 2085 Page 1
1-- 4-- --0 30-8-15t --1 37-8-14 41-2-13
--4 -- -0-8 --1 ---1 3-5-15 3-5-15
2.
6.00 r2 6,
6$
45-7-8
4-4-
-
4-4-11
U8 M N
8X10
7-6-15
-1
5 24 23
5x14 NAT20ri WB
--
22 21
8A 2 3A i
16-.2-12 1-- 24-4-0 -- --1
5 B ~-
5xi2
Ln
CDP
REACTIONS (lb/ i e) 1;--2308/0-3-8,14=2308/0-5-8
Ma
; -- 08/0-3- ,14=2308/0-5-
a Hort 1=-1 4(load case )
MaxUplift1 140-(1-o :d case ), 14=-140(load case
Marc Grav 1 T (load case )t 1 (load case 8
FORCES (lb) - Maximum mpres ion/Ma imu Tension
TOP CHORD 1-2±=-5220/284, 2-3=-4862 4, 3-4;z-364111219, 4-5=-33932'2395 5-6---28771230, 6-7=-37771217, 7-8..Q-4241/233,
8-9=-62261'230, -1 -7630/ , 10-11= -8755/895; 11-12-8906/388) 12-13=-9007/457, 1 3-14=-9280/470
20T CHORD 1-25--314/4530, 24-25--22113808t - 4=- 1/ DB' 22-23=-1 1 / 138, 21-22=0134, 20-21=0/47P 7-20=-9011 570,
19-20=-491'5632, 1 -1 =-81/6739, 17-18=-183/7800, 16-17=-192/77871 15-16---314/85251 14-1 --3921831
WEBS 2-25;---581/133, 3-25---40/7721 3- 3=-9771148, 5-23=-35/8175 5-22=-1288/158, 6-22=-2515/0, - =- 8?14031,
6-2'0=0/36825 8-20z-3505/1311 8-19=-60/3657P 657, 9-1 =-1450/1 , 9-18=-72/1140P 10-18==;-990/1391 10-16=-61/7871
12-16=-371/1081 1 -1 =-4 5/30, 13-15=-79/114
NOTES
1) Wind: ASCE 7-98, 90Mph, h= 5ft, T DL.=4.8p f; B DL�4. p f; Category il; Exp '-, enclosed; MWFRS interior zone; Lumber
IDOL=1.33 plate grip DOL=1.83.
T t_t_: ASCE 7-98; Pf=' .Q p f (flat roof now); Exp ;Sheltered; L.- 45-0-0
3 Unbalanced snow loads h ave been considered for this design.
4) Prov'[de adequate drainage to prevent water ponding.
5) This true has been designed for a 10,0 pst bottom chard live load non oneu rrent with any other live loads.
All plates are MT20 plates unless othempise indicated.
All plates are 3x6 MT20 unless otherwise indicated.
8) Bearing at joint(s) 14 considers parallel to grain value, using SI;ITPI 1 angle to grain formula. Building designer should verify
apac ity of bearing surface.
Provide mechanical connection (by others) cf truss to bearing plate capable of withstanding 140 Ib uplift at joint 1 and 140 lb uplift at
jcirit 14.
10) This truss is designed in accordance with the International Residential Code seclions R502.1 1.1 and R802.10.2 and
on f r&y and ANSVTPI 1
j b-2-4 -11-0
-11-0
3-5-15 5-2-15
4-4-7
- -
5-3-3
Plat ff t
Plat
[1-8], X6:0 -6-0s0-0-1 51, [7,0-4-1 ,Edge]:
[14:0-2-13, Edge], [1 :0- -D, Edge], [1 :0- -1 ,Ed e], [1910-8-0
[114:0-10-13,0-0-6],
LOADING (p
TOLL
f)
35.0
SPACING -0-0
CS1
DEFL
In
I I/d fl L./d
PLATES
GRIP
(Roof naw=35.0)
Plates Increase 1A5
TC O�88
Vert(EL) -0.98
18-19 >556 240
i T 0
197 144
T D L
8.0
Lumber Increase 1A5
BG 0 96
Vert(TL) -1.60
18-19 3 180
MT20H
148 108
BA LL
0-0
Rep Stress In r YES
WB 0.98
Horz(TL) 1 -02
14 n/a n/a
MTI 8H
197JI 44
B Dt_
8.0
Code IIS 0,g3/TPI 00
(Matrix)
t: 248
lb 197 144
LUMBER
BRACING
TOIL CHORD
2 X 4
DF 240OF 2.OE
TOFF H,ORD
Structural wood sheathing directly applied or 1-8-5
oc purlins,
ESOT CHORD
2 X 4
SPF 1650E 1.5E *Except*
BOT H RD
Rigid ceiling directly applied or
10-0-0 cc bradn
, Except:
B 1 2
X 4 SPF 21 O E 1. BE, B5 2 X 4 DF 240OF 2,OL
2-2-0 oc bracing: 1-.
B7 2
X 4 CSF 240OF 2.OE
WEBS B
1 Row at m idpt 3-2315-22,
6-22,
WEBS
2 X 4
SPF Stud/Std A Except*
2 Rows at 113 pts B-20
4 SFF 165OF 1,5E] WS 2 X 4 SPF 165OF 1.5E
7 2
X 4 SPF 1650F 1.5E, W 10 2 X 4 SPF 165OF 1.5E
WEDGE
Left. 2 X 8 CSF
195OF 1. E, Right. 2 X 4 SPF Stud/Std
REACTIONS (lb/ i e) 1;--2308/0-3-8,14=2308/0-5-8
Ma
; -- 08/0-3- ,14=2308/0-5-
a Hort 1=-1 4(load case )
MaxUplift1 140-(1-o :d case ), 14=-140(load case
Marc Grav 1 T (load case )t 1 (load case 8
FORCES (lb) - Maximum mpres ion/Ma imu Tension
TOP CHORD 1-2±=-5220/284, 2-3=-4862 4, 3-4;z-364111219, 4-5=-33932'2395 5-6---28771230, 6-7=-37771217, 7-8..Q-4241/233,
8-9=-62261'230, -1 -7630/ , 10-11= -8755/895; 11-12-8906/388) 12-13=-9007/457, 1 3-14=-9280/470
20T CHORD 1-25--314/4530, 24-25--22113808t - 4=- 1/ DB' 22-23=-1 1 / 138, 21-22=0134, 20-21=0/47P 7-20=-9011 570,
19-20=-491'5632, 1 -1 =-81/6739, 17-18=-183/7800, 16-17=-192/77871 15-16---314/85251 14-1 --3921831
WEBS 2-25;---581/133, 3-25---40/7721 3- 3=-9771148, 5-23=-35/8175 5-22=-1288/158, 6-22=-2515/0, - =- 8?14031,
6-2'0=0/36825 8-20z-3505/1311 8-19=-60/3657P 657, 9-1 =-1450/1 , 9-18=-72/1140P 10-18==;-990/1391 10-16=-61/7871
12-16=-371/1081 1 -1 =-4 5/30, 13-15=-79/114
NOTES
1) Wind: ASCE 7-98, 90Mph, h= 5ft, T DL.=4.8p f; B DL�4. p f; Category il; Exp '-, enclosed; MWFRS interior zone; Lumber
IDOL=1.33 plate grip DOL=1.83.
T t_t_: ASCE 7-98; Pf=' .Q p f (flat roof now); Exp ;Sheltered; L.- 45-0-0
3 Unbalanced snow loads h ave been considered for this design.
4) Prov'[de adequate drainage to prevent water ponding.
5) This true has been designed for a 10,0 pst bottom chard live load non oneu rrent with any other live loads.
All plates are MT20 plates unless othempise indicated.
All plates are 3x6 MT20 unless otherwise indicated.
8) Bearing at joint(s) 14 considers parallel to grain value, using SI;ITPI 1 angle to grain formula. Building designer should verify
apac ity of bearing surface.
Provide mechanical connection (by others) cf truss to bearing plate capable of withstanding 140 Ib uplift at joint 1 and 140 lb uplift at
jcirit 14.
10) This truss is designed in accordance with the International Residential Code seclions R502.1 1.1 and R802.10.2 and
on f r&y and ANSVTPI 1
t
lob Truss I Truss Type
=4820 D19 ROOF T'RUSS
,TOCK COMPONEkt-IF, Idaho Falls, ID 83403, Robin
LOAD E(Standard
Ply IF/548 EAGLEWOOD 7120 DG (ID) R
Job Reference (optional
6.200 s Feb 11 2.005 Wek Indu tdes, Inc. Wed Aug 31 121-25;39 2005 Page 2
..
Job Truss� �� Trus Type
F4820 D2 ROOF TRUSS
-STOCK COMPONENTS -IF, ldaho Emla ID 83403, Robin
1-2-0-0, 4-3-4
a 1
2-0-
- -
-o-- --
11
r_Vr__-
Qty Ply IF/548 EAGLEWOOD 7/20 D (ID) R -
�1 1
Job Reference o tienai _
-- — 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Aug 31 12+25;43 2005 Page 1
-11- 2-10-0 --0 5-1-12 --4
Scale = 1,65-3
6x 12 fAT20N
x 12 MT'j 8H _
15x8
a
TA
U4 . .
4 6
6.0 12 4A
1_5xZ7Z
Fr �.
�
g10
WAI
-�a
17 16 15 14 13 12 11 5x12
8X8 48 6x 12 MT10 H _ 44 = 5X8 -= 4x8 _ 4 1.5x4 11
1—
8-0-0
1 —11=
18-9-0
r_Vr__-
Qty Ply IF/548 EAGLEWOOD 7/20 D (ID) R -
�1 1
Job Reference o tienai _
-- — 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Aug 31 12+25;43 2005 Page 1
-11- 2-10-0 --0 5-1-12 --4
Scale = 1,65-3
6x 12 fAT20N
x 12 MT'j 8H _
15x8
a
TA
U4 . .
4 6
6.0 12 4A
1_5xZ7Z
Fr �.
�
g10
WAI
-�a
17 16 15 14 13 12 11 5x12
8X8 48 6x 12 MT10 H _ 44 = 5X8 -= 4x8 _ 4 1.5x4 11
1—
REACTIONS Objl izo) 10z1849/Mechanical, 2=2059/0-5-8
Horz 2=10 (load case 7)
MaxUplift-I 0=-770oad case ), =- 1 (load case
Max Gray 10=22 0(lead case ), 2=3021 (load case )
FORCES (1b) - Maximum Compression/Maximum Tension
T P H R D 1-2=01120, 2-3=-4996/215, -4=-4 11/1Olt 4-5=-4016/200, 5- _- 92/23 , 6-7=-4777/199, 7-8---4248/194'P
8-=-3463/1493 -10=-4262/143
BOT CHORD 2-17=-1 96/4255,16-17=-2021519;3, 15-16=-202/51!93, 14-1 =T176/5575, 13-14=-42/3098, 12-13;---42/3098r
11-1 .=-74`36411 10-11 =-741'3641
WEB 3-17=-222/615 4-17;:--0/1367, -17=-1833{101, -15=0/844, 6-15=508/4916-14=23-14/1425 7-14=-24/11511
8-14---81/1429, B-12=0,1477, 0-12=-747/117, -11=0/1 78
NOTE
1) 'Find: ASCE 7-!98,, 0mph = °fit; T DL=4.8pf; B L-4. p #; Category 111; Exp ; enclosed; MWFRS interior zone; Lumber
DOL=1_plate grip COOL=1,33,
2) TOLL: ASCE -08; Pf=35.0 p f (flat roof now); Exp i Fully Exp,
Unbalanced snow leads have been considered for this design.
4) This truss has been designed for greater of rein roof live load of 18.0 p f or 1.00 times flat roof load of 05,0 psf on overhangs
non -concurrent with other live leads.
5) Provide adequate drainage to prevent orator ponding.
T his true has been designed for a 10.0 ps f bottom chord live load nen oncurrent w1th any other live Coad .
All plates are MT20 plats unless otherwise indicated.
8 Refer to girder() for truss to truss convections_
9) Provide mechanical connection (by other's) of truss to bearing plate capable of w1th tanding 7 Ib uplift at joint 10 and 213 Ib uplift at
joint 2.
10) This truss is designed in accordance with the 2003 I ntorn at[on al Residential Code sections R502.11.1 and R802.10.2 and
referenced standard A B I.TPI 1.
LOAD CASE(S) Standard
8-0-0
1 —11=
18-9-0
2-11-0
s 1-0-1
—-
- -0
7-11-0
-10-
7-2-0
-1-12
5-8-4
to Offsets
,
( ), [2:0 -8 -gel
_..y---
-
LOA
DING (psf)
SPACING
2-0-0
i
EFt_
n (Ioc Ildef I
L ld
PLATES
RIP
.
Roof now=5.)
Plates Increase
1,15
TO
0.81Vert(LL)
-0.4715-17 >926
240
MT20
107,144
DL
Lumber Increase
1.1
0.01
Vert(TL)
i_ 1
1
3 H
141T 08
BELL
0.0
Rep Stress incr
YES
WS
0.86
Herz(TL)
0.25 10 n/a
ni`a I T1 8H
10 1144
EDL
8,0
Code I R 2003/T P [200
(Matrix)
Weight,,
7 1
LUMBER
BRACING
TOP CHORD
2 X 4
DF 240OF 2.OE
TOP CHORD
Structural wood
sheathing directly applied
or 2-6-5 oo purlins -
BOT CHORD
2 X 4
SRF 1680E 1.5E
BOT FO RD
rigid ceiling directly applied or 10-0-0 eo bracing.
EBB
2 X 4
SPF Stu /Std
WEBS
1 Flow at m idpt
5-1'71,6-14
WEDGE
Left. 2 X 6 DF
No,2
REACTIONS Objl izo) 10z1849/Mechanical, 2=2059/0-5-8
Horz 2=10 (load case 7)
MaxUplift-I 0=-770oad case ), =- 1 (load case
Max Gray 10=22 0(lead case ), 2=3021 (load case )
FORCES (1b) - Maximum Compression/Maximum Tension
T P H R D 1-2=01120, 2-3=-4996/215, -4=-4 11/1Olt 4-5=-4016/200, 5- _- 92/23 , 6-7=-4777/199, 7-8---4248/194'P
8-=-3463/1493 -10=-4262/143
BOT CHORD 2-17=-1 96/4255,16-17=-2021519;3, 15-16=-202/51!93, 14-1 =T176/5575, 13-14=-42/3098, 12-13;---42/3098r
11-1 .=-74`36411 10-11 =-741'3641
WEB 3-17=-222/615 4-17;:--0/1367, -17=-1833{101, -15=0/844, 6-15=508/4916-14=23-14/1425 7-14=-24/11511
8-14---81/1429, B-12=0,1477, 0-12=-747/117, -11=0/1 78
NOTE
1) 'Find: ASCE 7-!98,, 0mph = °fit; T DL=4.8pf; B L-4. p #; Category 111; Exp ; enclosed; MWFRS interior zone; Lumber
DOL=1_plate grip COOL=1,33,
2) TOLL: ASCE -08; Pf=35.0 p f (flat roof now); Exp i Fully Exp,
Unbalanced snow leads have been considered for this design.
4) This truss has been designed for greater of rein roof live load of 18.0 p f or 1.00 times flat roof load of 05,0 psf on overhangs
non -concurrent with other live leads.
5) Provide adequate drainage to prevent orator ponding.
T his true has been designed for a 10.0 ps f bottom chord live load nen oncurrent w1th any other live Coad .
All plates are MT20 plats unless otherwise indicated.
8 Refer to girder() for truss to truss convections_
9) Provide mechanical connection (by other's) of truss to bearing plate capable of w1th tanding 7 Ib uplift at joint 10 and 213 Ib uplift at
joint 2.
10) This truss is designed in accordance with the 2003 I ntorn at[on al Residential Code sections R502.11.1 and R802.10.2 and
referenced standard A B I.TPI 1.
LOAD CASE(S) Standard
STOCK COIP ENT -IF, Idaho Falls, 10 83403, Robin
-4- ®_ - 1 --7 14-8-12
i ..
-4- 4--4 4--4
x.00 T
6.200 s Fab 11 2005 MiTek Industries, Inc. Wed Aug 81 12,25:47 2,005 Flage 1
--
19-5-0 1 24-4-0- - 30-8-15 34-2-15 I 37-8-14 41 -2 -13__i__' -4.5-7-8'-..i
..� I Ir -ale = 1 '76.8
4-8-4 4-11- 1-10-8 3-5-15 3-5-15 3-5-15 3-5-1 4-4-11
900 MT18H-
45 _-
6 7 2All
8X40 _ x10 MT20H= 8x12 = U4 !!
-10-1 14-8-12
7-9-13
27-3-0
6-10
-
19._5-0
Truss
Truss Type �
Qty
Ply
IF154$ EAGLEWOOD 7120 DG {ID) R
30-8-15
D20
R DF TRUSS
4-8-4
SFT 165OF 1.5E *Except*
4-11-0
B1
1-10-8
3-5-15
Job Reference (optional)
STOCK COIP ENT -IF, Idaho Falls, 10 83403, Robin
-4- ®_ - 1 --7 14-8-12
i ..
-4- 4--4 4--4
x.00 T
6.200 s Fab 11 2005 MiTek Industries, Inc. Wed Aug 81 12,25:47 2,005 Flage 1
--
19-5-0 1 24-4-0- - 30-8-15 34-2-15 I 37-8-14 41 -2 -13__i__' -4.5-7-8'-..i
..� I Ir -ale = 1 '76.8
4-8-4 4-11- 1-10-8 3-5-15 3-5-15 3-5-15 3-5-1 4-4-11
900 MT18H-
45 _-
6 7 2All
8X40 _ x10 MT20H= 8x12 = U4 !!
-10-1 14-8-12
7-9-13
27-3-0
6-10
-
19._5-0
�f
24-4-0
TOE CHORD
8-2-
30-8-15
IAF 240OF 2.0E
-
4-8-4
4
SFT 165OF 1.5E *Except*
4-11-0
B1
1-10-8
3-5-15
B4PF1OF1,8E
4-4- i
4-4-
4--8
--
j1�
1--
1 t Offsets ( ,. [1:0-4-910-1 -L3jyj1 .- - -4a ' - j, [ :0-4-1 ,Ed [8:0-4-4,0-1-0, [15.0-2'1 ,Edpla [45:0-11-910-2-12l![.1810-3_01' I ' ' 1 ,E' d
LOAUNG (p f) TOLL 35.0 +
Elates Increase 1.1
T��t_ ,� I Lumber Increase1.1
Reg Stress Incr YES
BCDL 8-0 BALL. �.� Code I003/TEI
TC g.1
BC 1,00
B 8.84
I' atr% )
LUM13ER
TOE CHORD
2 X
4
IAF 240OF 2.0E
BOT CHORD
2 X
4
SFT 165OF 1.5E *Except*
B1
2
X 4 SPF 210OF 1.8E, 135 2 X 4 SPF 210OF 1. E
B4PF1OF1,8E
VVEBS
2 X
4
SPF Stud/Std *Except*
W8
2
X 4 SBF 1650 F 1. F, W7 2 X 4 SPF 165OF 1.5E
1
1
2 X 4 SPF 165017 1.5E
EDGE
Left: 2 X 8 CSF 19 OF 1.7E, Right: 2 X 4 SPF Stud/Std
REACTIONS (Ibispz) 1=230810-3-8, 15;--2308/0-5-8
Max Horz 1=-11 (lo ad case 5
MaxLJpliftl=-1 31(load case 7), 15=-131 (load case 8)
Max Gray 1=2495( I o ad cas 8 ), 1 =2492 (lo ad case
H
X11 � UcI 1 ut-, I L-1 U
Vert(LL) -0.8719-20 >623 248
Vert(TL) -1,4719-20 >369 18
Horz(TL) 0,91 15 n/a n/
BRACING
TOE CHORD
BOT CHORD
WEBS
r' I Co urlir
e
MT20 197/144
MT 0 H 1481108
IVIT18 H 197/144
Weight: 250 fL
Structural wood sheathing directly applied or 1-11-7 oc purlins.
Rigid ceiling directly applied or 2-2-0 oc bracing.
1 Row at mldpt 5-4, -4
FORCES (1d) - Maximum Compresslion/Maximam Tension
TOP CHORD 1-2---4967/265F 2-3-46632742 -4 - / 7T 4-5=-3514122515-6=-30731216; 6-7=-462611941 7-8=---4791/1721
8-9=-5786/196, -10=-6032/179, 10-11---7214/254, 11-12=-8277/3531 1 -1 =-8410/846, 13-14=-851514211
14-115=-8769/435
B+ T H FAD 1- 7-- OJ4 1 , 26-27=-207/3716, 25-26=-207/3716,,24-25;;---1 16/3143, -24=0/42, 22-23=0/90, 7-22=_1 250/70 3
21-22=-1 7 4691, 20-21 =0/4847, 19-20=-33--'6371, 1 -1 --l 44/73701 17-1 �-1 53/7355, 16-17=-276/8053,
15-16==;-360/7859
EBS 2-27=-483/120, 3-27=-36/651-1 3-25=-838/134t 5-25=-35/7101 01 5-24=-1072/1455 6-24=;_1 59/03 22-24=-55/3417,
6-22=0/3133, 7-21 149/690, 8-21 8-20=-99/2940P 9-20=01375P 10-20--1423/1591 10-19..Z-69/1 105,
11-1' =-920/1.871 11-17=-6 117401 1 -17=- 5511 10, 13-1 6=-441/43, 14-16=-70/158
NOTES
1 ': ASGE 7-98,gmph; f= t; T L=4. f B C L=- . p f; Category I1; enclosed; 'I FH interior zone- Lumber
DOE=11738 plate grip LCL=1,3.
-FCLL- ASCE 7-98; Ff=05.0 psi (flat root snow); Exp ; Sheltered
Unbalanced snow loads have been considered for this design.
4) Provide adequate drainage to prevent water ponding.
This truss has been designed for a 10.8 p f bottom chord live Coad non co c u rr nt with any other live loads.
6) All plates are MT20 plates unless otherwse Indicated.
7) All plates are 8x8 MT20 unless otheniiise indicated.
Bearing at joint() 16 considersparallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
Provide mechanical con nect'lo n (by others) of truss to bearing plate capable of withstanding 131 Ib uplift t joint 1 and 131 lb uplift at
joint 1.
Continued on pugs
t
Joao _._ Truss Trus Type
Y
F4820 020 IROOFTRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin
Qty. Ply IF/548 EAGLEWOOD 7120 DG (ID) R
1
Job R f reD opfional)
6.200 s Feb 11 2005 M!Tek Industries, Inc. Wed Aug 31 12'25:4 ' 2005 Page
MOTES
1 ) This truss is designed in accordance with the 2.005 International Residential Code sections R502.1 and R802.10.2 and referenced standard ANSIfFPI 1,
LOAD CASE(S) Standard
-7rJob -�_ Tu T Type
F 1 : ROOF TRUSS
STOCK K COMPONE T -IF, � ahc Falls, 1D 83403, Robin
7 -0- 4-9-2 -11-1 13-2-6 17-5-0
-o- -9- 4-2-10 4-2-10 4-2-10
6X10 _-
7
0-M
6-11-0
Qty Ply IF/548 EAGLEWOOD 7/20 bd(I D)
v
Job Reference ontioraf) _
6.200 s Feb 11 200.E MiT k Industries, Inc. Wed Aug 31 12:25:52 2005 Fags 1
28-2-8 _ 32-4-12 -
3 J.
x i 0 MT1 8H
46
a 9
36-7-1 E o- - 45-7-8
4-2-
- -
4--- 4-- 4-10-3
�7-7-q
5oale = i :82.2
xt _ 3x6 = 4 x l O T0H 6X12 4x4 11 6X 10
3X6 =_
1— 6-2-0 13-2-6
Zwk
NEI -me
17-5-0
4--1
-11-0
0-11-8
-7-
--' TM 4-f
--o
Plate Offsets - :0 --1 ,r 0- 1-' 0 - 1-11 a Edge] [4dO-O .0 w -0t 1 -b -E�, 1: -1-� - -01,114:0-10-11 r -0-9]1 14-0-2-7
[17:0-4-4
- E pr -0--0 .[ 1: -11`0,0_5-0 -Tcf Edge],te._
LOADING (psf)
TCL SPACING- - i F in (ioc) I/defI L/d PLATES
I cof n = I Plates Increase 1.1. T o. LL
TDL I LumberIncrease 1,1 0.95
Rep Stress Incr YES B 0.62
LL .� �dlF����[Tl�loo
B I (Matrix)
LUMBER
TOP CHORD 2 X 4 DF 2400F 2.0E
BOT CHORD 2 X 4 SPF 1 f 01= 1.5E *Except*
131 2 X 4 DF 240OF 2 _oE, E35 2 X 4 SPF 21GOF 1.8E
E37 2 X 4 DF 240OF 2,OE
WEBS x 4 SPF Stu d/Std *Except*
4 SPF 1650F 1.51E, W7 2 X 4 SPF 1650F 1 � E
10 FF 165OF 1.5E
' E C) ` E
Left. 2 x 6 DF No.2, RI ht: 2 x 4 SPF Stud./ tat
REACTIONS TIO (ib/sl e) 2=2498/0-3-8, 14=2505/0-5-8
Max Herz�-1 (load case )
Max plift =_- -0 (load case 7), 14=- (Coad case 8)
MaxGray = (lead ease ), 14= 0(l ad ease
rLk -U. Z� -1
'ert(TL) -1.48 18-19
Her(TL) 0,92 14
BRACING
TOP HFI
BOT CHORD
WEBS
11 qu MT20 197/144
!>366 180 I T 0 H 148/108
n/ a n 'l T 18 H 1'97/144
Weight. 243 lb
Structural wood sheathing directly applied or 1-9-7 oc purlins.,
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
2-2-0 eC bracing,, 20-21,14-16.
1 Raw at rn icl pt 6-23t 7-23
1b) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=011 0 1 1 - =- 64 °1 � 3-4;---4702/194, 4-5;---4509/203, 5-6=-3928/196, -
8--5508/149,
8- =-6069/107, 9-10= [10 , 10-11=-8101/185F 1 ! 1 2=-87541212, 12-13-8927/202, 1, -14�-9197/271, 14-15=0/97
BOT CHORD 2-26-.7--201/4281' 25-26=--! 58/38921 24-25=-1 56/38921 23-24=-85/3413, -230/4.8, 21-22=0011 2, B-21 =_ i 56119
20-21=-1 1 /5601, 19-20=0/5851, 15-19=-0/6883, 1 -18=-44/7981116-17=-5417966, 14-1 =r1 52/8231
WEBS - 6=- 12/87? 5-26=0/425, 5-24=-702/1071 6-24=-31/602i 6-23--858/125, 7-23=- 1253/511 21-23=-39/3376.0
7-21 8/3: 74, 8-20=0j'964, 9-20=-72/2089, 9-19=-6518313 1()-19=-1 14611 0, 10-18--55/1035P 1 -1 8=-702/1161
11-16-0 , 1 14/293
NOTES
1 in E - ;mh; h= ft; T C = psf; E i DL=4, p f; Category 11; Exp ; enclosed; K4WFRS interior zone; Lumber
00L=1.33 plate grip G L=1 .31
TOLL: ASCE 7-98- Pf=35.0 psf (flat re -of snow); Exp C, Sheltered
Unbalanced snow loads have been considered for this design,
This truss has been designed for greater of miry roof live load of 18,0 psf or 1.00 times flat reef load cf 65.0 p f on overhangs
non -concurrent with ether live Coady.
Provide adequate drainage to prevent eater pending -
6) This true has been d es Ig ned for a 10.0 psi bottom chord live load noncon-current with any anther live leads.
7) All plates are MT20 plates unless otherwise indic2.teal_
Bearing at joint() 14 considers parallel to grain value using I I I/TPI I angle to green formula. Building desi neer should verify
capacity of bearing surfacer
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 Ib uplift at joint 2 and 205 lb uplift at
joint 14.
ontinUed on page
;5_Z j ,
w
Jolt
4L.
43 __ Truss_1 Truss Type
i I
A
F480 D1 ROOF TRUSS
0
I
STOCK COMPONENTS -IF, Idaho Falls, ILS 83403, Robin
Qt'�+ Ply
i
� I I
I F548 EAGLEWOOD 7,120 DO I 9
;Job Hef r n _qp ignal )
6,200 s Fete 11 2005 MiTek Industries, Inc.
Wed Aug 31 12:25:52 2005
NOTES
10) This irus is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and x.802.10.2 an d referenced standard ANSI/TPI I
LD CASE(S) Standard
Page 2 �
IL
Truss
D22
Truss Type
ROOFTRUSS
Qty
1
117/548 EAGLEWOOD 7/20 DG (ID) R
owl
61
lo -5-8 I _-1 5-5-0 19-10-4 24-3-8 27-3-0 31-8-2 -1-5 40-6-7
4-11- 4-11-8 T-5-4 4--4 2-11-8 -- --- 4--
5X6 _—
8V O T18H_
6x 10 MTI 8H a
-1-1 -0-0
Scale - 1 ,82.2
Z-3 ZZ Zi ;du I
fiX8 _ 3X6 = 5x14 MT 0H WB= 30 8XIO 3x4 ; , X10
7-11-12 15-5-0 19-1 q-4 , 24-4-0 , 27-3-01 33-1-14
7-11-12
--4 4--4 4--1 -11- 5-10-14
-- _-0-11 I 4--
5-10-14 ----13
W
Plate Offsets (X,Y).- [2:0-1 -11 , Edge], [ :0-7-1 , -1- 1, [7.-0-5-0 t,0-1 -0], 11 :0-x-`0,0-3 -01P [112.0-2-7, Edge], (12:0-10-11 p -0-9], [14:0- 1 -010- 1 -1 1r [15:0-6-2,0-0-01 16,0-7- 1,Edge]
--
--- 1 :0-19-0 ro3 -101;
118:0-9-4,0-5-12],
[20:0-3-8, Edge]
-
LOADING 3�.�
SPACING 2 -c
1
.T
- - _
L/d
.FOLATES GRIP
DEPL in
log laidefl
��
-o
TALL
(Roof now; -35,0)
Plates Increase 1.15
TC 0.80
rt(LL) -0.99
17-13 >551
240
MT20 197/144
T IDL
8.0
Lumber Increase 1.15
Etc 0.89
Vert(TL) -1.67
17-18 >326180
MT20H 143110
BCLL
Rep Stress In.cr YE -S
WB 0.87
Horz(TL) 1.02
12 n/a
n/a
OIT1 8H 1971144
B DL
_0
8,0
Code IR 2 0 P 12002
(M at.ri)
Weight, 238 IIS
LUMBER
BRAGING
TOP H RD
2 X
4
BF 240OF 2.OE
TOPCHORD
Structural wood
sheathing directly applied or -1-0 or, purlins.
BOT CHORD!
2 X
4
SPP 1650 1.5E *Except*
BOT H RD
Rigid coiling directly applied or
1 G-0-0 oc bracing.
1
2
X 4 OF 24 OF 2.0 E, B4 2 X 4 SPF 2.1 OOF 1.8E
VVEBS
1 Flow at midpt
6-2116-2017-17
5
2
X 4 SPF 210OP 1, E, B7 2 X 4 DF 24 OF 2,OE
WEBS
4
SPF Stud/Std *Except*
W6
2
X 4 SPF 1650F 1.5E, W8 2 X 4 SPF 1650F 1.5E
72
X 4 S PF 165OF 1T EP r10 2 X 4 SPF 165OF 165O1.5E
WEDGE
.eft- 2 X 6 DF
No.2,
Fight- 2 X 4 SPF Stud/Std
REACTIONS (Ibf iz) 2=2498/0-3-8, 12=2505/0-5-8
Hort 2=1 1 (lead case )
ax Up I ift2=-2 (lo ad case 7), 12=-210 (load case 3)
Max Gray 2=2 4 load case )0 12=2 6 6 7 (Icad case
PONCES (1b) - Maximum Compresslan/Maximum Tendon
TOP CHORD D 1-2= /104, 2-3=-5157/3211 3-4=-4750/3121 4-5=-3868/306P 5-6=-3350/298, 6-T::;-7004/4275 7-8=-5972/325,
8_9z-_-5990i3-28j 9-10--7447/3205 10-11=-81 7712850 11-12-,-8425/304P 12-13=0/1 04
BOT FIORD 2-23=-31414448, 22-23=-244/3919, 21-22=-244/3919, 20-21 -165/3584, 19-20=0/60, 1 -1 =0181 r 7-18;---1 136/36,
17-18=-295[7131. 16-17=-176/6359, 15-16--196/7311, 14-15=-206/7295, 12-14=-236/7529
EE 3-23=-45W106, 4-21-4/504, 4-21 zz-81 8/1221 5-21=-42/111 r -'21=-686/77, 6-20;---3172/1941 18-20=-22 /4x 7�
6-18=-1 6414606, 7-17=-2758/2421 8-17=-238/4961, -17=-1360/1 1, 9-16=-56/1 1113 10-1 =-828,11 26, 10-14=0!4611
11-14m-1801201
MOTES
1)Wind: ASCE 7-98; 0rnph; h=2 ftt TCDD=4,8p f, f3DL=4. psf Category il; Exp : en:closed, MWFRS interior zona; Furber
DOL=1.33 plate grip IDOL -1.3.
2) TOLL: ASCE 7-98, Pf=35.0 p f (flat roof snow); Exp C, Sheltered; L= 45-0-0
Unbalanced snGw loads have been considered for this design.
4) This true Inas been deigned for greater of ruin roof lige load of 13,0 psf or 1,00 times flat roof load of 35.0 p f on overhangs
non -concurrent with other live loads.
Provide adequate draincae to prevent water pond'rng-
1-ris 1russ nas neen oe i n ci for a 10.0 p t boTtom Chord live load nonconcurrent with any other live loads.
7) All plates are MT20 plates unless otherwise indicated.
The fol low[ rig joint(s) require plate inspection per this Tooth Count Method when this truss is chasen for quality ass ur nc i np ctio n:
1 7-
'1 Bearing at joints) 12 considers parallel to gain value using ANSUTPI 1 angle to grain formula. Building dearer should verify
2p261Y of bearing surface.
Continued on page 2
e
F 8 0 7D22
Job Truss
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin
Truss Type
ROOF TRUSS
Ply . �F/548 EAGC r OD 7/20 DG (ID-) l
o
1�
�
'Job Reference (optional)
6,200 s Feb 11 2005 MiTek Industries, Inc. Wed Aug 31 12:26-ff200-5 Page
NOTES
10) Provide mechan°Ecal connection (by others) of truss to bearing plate capable of wlthstandng,2551b upil t at joist 2 and 2101b uplift at joint 12.
11) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and 8802.10. and �eierenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job...._ -. Trus — , Truss Type"
F4820 D23 R00F TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Rchin _-
I
I i
W
CD
---1 6-11-1_2
13-5-0 17-10-4
--
4--
r Qty Fly ll`�548 EAGLCWOOD 7120 D (ID) R --
i
i Job reference (optional)
6.200 s Feb 11 2005 M[Tek tndu tries, Inc. Wed Aug 31 12:26 hl 2005 Page I
22-3-
24-4-Q
SPACING
27-3-0,
Roof now= .0)
31-8-
1.15
T DL
8.0
Lumber Increase
1.15
4-5-4
-0-
Rep Stress lncr
-11-
197/144
4-5-2
I
Ox 10 �� a
1- 40-- -- --
4-- -- 5-1-1 Scalett - 1,82,2
6x6 2A 11 4x 10 M720 H = U8 12x12 = 3x6 I WO
X6
6-11-12 13-5-0 � 17-1 �}-4� 22-3-$ _ 24-4-0 27-3-0 33-1-14 39-Q-11� 45-7-$
I
-11-1 6-5-4 4-5-4 4-5-4 2-0-8 -11- 5-10-14 5-10-14 6-6-13
Plate Offsets ( k )i [2.0-7-12,0-1 -41, [ -.0-1 y11,Ed el, [4.0-4-0a -1-1 1e [6:0-5-4:0 Edg ], [10,0-4- ,0 0], [1 .O -7, Edgel, 1 .0-10-11 5 0-0.9 14+0-1-0 1 0-1- 16-:0-7- -1 Edge]
[17:0-7-0,0-3 -101
TALL
k I I
35.0Plates
SPACING
-0-0
Roof now= .0)
Increase
1.15
T DL
8.0
Lumber Increase
1.15
BOLL
0.0 1
Rep Stress lncr
YES
197/144
Cade IR0P [2002
LUMBER
TOP CHORD 2 X 4 DF 2400 F 2.0E *Except*
CS1
TC 0.80
BG 0.83
WB 0.93
Matrix}
T3
2
X 6
DF Na.2,
BOT CHORD 2 X
4
DF
, 4 OF 2.0E *Except*
B3
2
X 4
SPF 1650E 1e F1 B4 2 X 6 DF 1800 1.6E
EBS 2 X
4
SPF Stud/,ltd *Except*
197/144
4
SPF 2100E 1. E, W5 2 X 4 SPF 21OOF 1.8E
W8
2
X 6
DF 18 OE 1.6E1 W7 2 X 6 DF ale,
W 10
TOP CHORD
2 X
4 SPF 165OF 1 _ E
WEE
Left: 2 X 6 DF No.2p Right4 2 X Right4 SPF Stud/Std
REACTIONS Ob/size) 2=2498/0-3-8, 12=250510-5-8
Herz 2=1 1 (lead case
Max Uplift: -255 (load case 7)t 12=-21 0(load case 8)
Max ra = 40(l ad case ), 1 = 667(load case )
FEEL in
(1oc) I/d fi L/d
PLATES
RIP
Fart(LL) -1,03
17-18 X529 240 1
MT20
197/144
Vert(TL) -1.7
17-18 >313 1 ao
IIT 0H
148'.108
Horz(TL) 1.04
12 n/a /a
MTI SH
197/144
j
Weight: 260 lbw
BRACING
TOP CHORD
Structural wood s he ath i ng directly applied or -1-0
ec purlin s.
80T CHORD
Rigid ceiling directly applied or
10-0-0 cc bra in .
'REBS
1 Row at midlot 7-17
Rows of 113 pts 6-20
FORCES (IIS) Max[mum Compressicri/Maximum Tension
TOP H R D 1- =0/ 104 P - =-511 2/306, 0 -4=-4217/30 , 4-5;---4045/317 5 5-6=-4042/31 1 w 6 -7i- 7756/461 ' 7-8---5863/3151
8-9=-6053/3295 0-10=.-7442/321 10-11 =- 176/284, 11-12;---8422/303, 1 -1 -0/104
BOT CHORD 2-24=291/4388, 23-24=-291/4388022-23=-291/4388, 21-22=-1 9 813623, 20-21 =-I 97/4059 , 19-20=-6/121, 1 -1 9=0/56,
7-18=-1 96/2562, 17-18=-28816963, 16-1 =-175/63 5, 15-16;---1 9617309, 14-15=-207/7204, 12-14=-236/7526
E B 3-24-01254, 3-22=-864/107P 4-22=-3/532P 4-21 �-001885; 5-21 =-578/91, 6-21 =-5081541 8-20;---7691/4101
18-20±----424/87'51 F 6-18;:z-1 35146961 7-17=-2452/2241 B-17=-222/4791 F -17=-1271/1 71 9-16=-5911110, 10-16=-834/126
, 10-14=0/463-p 11-14=-178/202
NOTES
1) Wind, ASCE 7-98; 0Mph; h= ft; T DL=4.8p f B DL=4.8p ,f ate ory Il; Exp ; enclosed; MWFRS interior zone; Lumber
DCL=1.33 plate grip D L=1. M.
TOLL: ASCE 7-98; rf=35.0 psf (flat roof snow); E p ; Sheltered; L= 45-0-0
Unbalanced snow leads have been considered for this design.
4) This truss has been designed for greater of min roof It e load of 18.0 p t or 1600 times flat roof load of 35.0 psf on overhangs
non -cornu rre nt with ather I ive loads.
Provide adequate drainage to prcveni water ponclin ..
This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live leads.
7) All plates are MT20 plates unless otherwise indicated.
B arIng at joint()12 considers parallel to grain vafue using NSI/TPI 1 an le to grain formula. Building designer hou[d verify
capacity of bearing surlace.
0) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 255 lb uplift at joint 2 and 210 IL uplift at
CoiRAH-on page
t
Job Truss
0
820 D23
STOCK COMPONENTS -IF, Idaho FaV , [D 83403, Robin
Truss Type
ROOF TRUSS
- ' Qty Ply ' I FY548 EAGLEWOOD 7120 D (ID) R
I
w
Job Reference �q tjonal)
6,200 s Feb 11 2005 f iTek Industries, Inc. 'fed Aug 31 12,26-15 2005 Page
NOTES
1 ) This truss is designed in accordance with the 2003 International Residential, Code sections R502.1 1.1 nd R802.1 0.2 and referenced standard ANSVTP1 I
LOAD E() Standard
Jk Truss Truss Type
F4ff20 9A
PF TRUSS
I_ _
STOCK COMPONENTS -IF, Idaho Falls, ID 83403,
Begin
Qty
Pfy s I FI X48 EA G 7/20 D (I D) l
. 11
Job Referen pt! onall)
6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Aug 31 12:26;20 2005 Page 1'-
11-5-0
11- - 15-10-4 20-3-8_ 44-27-3-0,___31-8-2 -1- 40-6-7
-0-0 511-1 -- --4 4 --4 4-- 2-11-0 4-- 4-- 4--2
8x10 MT18H=
.:
4-7- 47-7-
._- —_ .,
-1-1 --
c:a1 e = 1.82.2
2A 11 6x8 MT1 8H WB 20 0 9x1 B MT18H = 3x4 8x1 D
4x8
5-11-12 11--0 5 d 15-10-4 _ -- --0 ---. __. _ -1 -14 --1 1 4--
_ -� �_ —� - -_r- _ I
-11-12 - -4. 4-5-4 -5-4 -0- -11- -10-1 -10-14 -6-1
Plate Offsets (X,y): 0-1-81 [2-10-1-145 Ed 1, [4-0-4-0,0-i-_151, 1, [10:0-4-0,0= -0]1 [12.0-2-7 p Ed ], 112:0-10-11 10-0- ]7 [14-0-1- 10-1- ], �17:�
l -�-
[16.0-7-1. ,Ed � , _.----
- -
,0-3-1013 [18-40-10-410-4-4]
�
LOADING (psf)SPACING
TOLL. 35.E ! TEFL llo Neff L,�d. PLATES GRIP
(Roof no = . Plates Increase 1.15 TC 0.80 Vert(LL) -0, 17-18 >554 240 MT20 197/144
Lumber it r e 1.1T SL 8. Vert(TL) -1. 17-18 >328 180 MT20H 165./146
BC LL Rep Stress Incr E E 0.95 �-lorz(TL) 0_ �- 1 n/a n/MTI 8I� 197/144
Cele f 1� 00 �`T P 1 0 (Matrix)
DL .o _ _ s I I Weight: 2471b
LUMBER BRACING
1` P CHORD 2 X 4 DF 2400F 2,OE *Except* TOPCHORD Structural weed sheathing dilrectly applied or -1-0 oo urfirir
T3 2 X 6 DF No,2 No,E T HORD Rigid oeilling directly applied or 10-0-0 oc brraein. .
ESOT CHORD 2 X 4 DF 240OF 2.0E *Except* WEBS 1 Row at midlpt 5-2316-20
B3 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 S P F Stud/Std *Excepts'
5 2 X 4 SPF 165OF 1, E} WS 2 X 4 SPF 165OF 1.5E
4 SPF 21OOF 1.8,E, W7 2 X 4 SPF 165OF 1.5E
10 2 X 4 SPF 1 5OF 1.5E
„ ED E
Left: 2 X 6 CSF NO,2, Right: 2 X 4 SPF Stud/Std
REACTIONS (Ib/size) 2--249810-3-8112==;250510-:5-8
Max Horz
--249810- -811 � o 1 - -
Horz 2=1 1 load case 7)
Max Upfift =- (load case 7), 12=_-21 0(Io d case
Maxrav = 40(leadcase ), 1 = ](load case
FORCES (Ib) - I f airr um o pr ssion/Ma imam Tension
TOP CHORD 1-2--0/104, 2-3=-5150/302, 3-4-z:-4454/311, 4-5=-3B48/30615-6=-47940'336, 7-8=-6020/326.
B-9--6029/330, -10=-7444/320, 10-11=-8175/284, 11-12_-8422/304, 12-13=0/1 04
BOT CHORD 2-2'4--295/4433F 23-24=-295/4433122-23;---260/459"2, 21-22t:=-260/4592, 0- 1-- O/4 7 1 - 0=-1 / 1 , 18-19=0/795
7-18=;-145/2028, 17-18==-291/69445 16-17z---175/63581 1 -1 --1 x/7310, 14-15;---206/729-5) 12-14--236/7526
WEBS 3-24=0/208, 3-23=-638178, 4-23=-36/13301 5-23=-1 239/531 5-21 =0/1 56P 5-20=;-51/6433 6-20=1-4731/2885
18-20_-360e'6612, 6-18==-19/21867 7-17=-2190/219; -17=-233/4882, 9-17=-1292/167T 9-16=--56/1 110 / 10-1 6=-833/126,
10-14;--0/461, 11-1 =-179/202
NOTES
1)Wind: ASCE 7-98;
0 mp h; h= ft; T I L= .8psf 7 B D L -4.8p f7 Category 11, Exp , enclosed; MWFRS f me rJor zone; Lunn
ber
DOL=1.33 plate grip D L=1. .
TOLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp ;Sheltered; L- 45-0-0
Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live lead of 18.0 W c)r 1.00 times flat roof load of 35.0 psf on overhangs
nor-conClLcrrent with other live loads.
5) Provide adequate drainage to prevent grater ponding -
8) This truss has been designed for a 10.0 psf bc)ttom chord Jive load r- on on urr nt wilth any other lire loads.
All plates are MT20 plates unless Otherwise lndld at d.
Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Buil6ng designer should verify
capacity of bearing surface..
Provide mechanical connection (by others) of truss to bearing plate capable. of withstanding 255 Ib uplift at joint
1 and 210 lb uplift at
049b `on page
I�
6
0
L
f
0
Job Truss .._.
F0 X24
Truss Tia
T P E INT -I Fj Idaho Fails, ID 83403, .Robin
ROO TRUSS
Ply
I
IFY548 EAGLEWOOD 7 20 D (ID) R
Job Refer ptionai)... -- '
MG s Feb 11 2005 MiTek Industries, Inc, Wed Haug 31 12-.26.-20 2005 Page
NOTES
'10) This truss is designed in accordance with the 2003 International Reside nfial Code sections R502.11.1 and R802.10. and referenced studard ANS VTP 1 1
LOAD CASE(S) Standard
-Job
T-F�j 55 Ty p e
F48-20
D25 ' ROOF TRUE
S
STOCK COMPONENTS -1-F, Idaho Falls, ID 83403, Robin
L
00
Qty Ply P548 FAGLF' 001) 71,20 DG �ID� R
Job Reference (optional)
6.200 s Feb 11 2005 M!Tek Industries, Inc. WedAu_g31 12:27.04_2_ 008'
4-11-12 9-5-0 13-10-4 0 0
24-4-0 27-3-0 31-8-2 36-1-5
2-0-0 4-11-12 4-5-4 4-5-4 4-5-4 6-0-8 2-11-0 4-5-2 4-5-2
8X10 IT18
r%__0% _1
40-6-7
4-5-2
45-7-8
5-1-1
4-11-12
22 21 20
4x4 :5x6 —_ Sx 10
19
1 OxTO MT1 8H
; .9
6x1 M71 8H
13-10-4- 18-3-8 24-4-0 27-3-0 33-1-14 39-0-11 45-7-8
J.
_AJ -1t 2-11-0 5-10-14
Plate Offsets LXIY), [2';0_0-jo
,fid j1_0._O-_ 0-3-0 12-0-4- o16-.
0-6-0 0-51 i
-8-0o1
LOADING (psf)
TOLL 35.0 SPACING 2-0-0 CS] DEL in (loc) I/cfefj
(Hoof now= 5.o) P.lates Increase 1.15 TC 0.77 Vert(ILL) -1.03 18 >528
TGD-L 8.0Lumber Increase 1,15 BC 0,85 aVert(TIL) -1.72 18 >313
8CLL 0.0 Rep Stress Iner YES WB 0.97 Horz(TL) 0.91 12 n/a
BODL 8.0 Code IRC200,3/-FP12.002 (Matrix)
LUMBER BRACING
TOPCHORD 2 X 4 nF- 94r)01 2 np: *pvrex
5-10-14 6-6-13
L/d fPLATES GRIP
240 MT20 197/144
ISO MT 0H 1481108
n/ I MT1 8H 1971144
Weight. 266 lb
Scale ;-- 1,82.2
T3 2 X 6 DF No,2 . F, TUR Structural wood sheath[ng d1ractly applied or 2-0-12 ac purlins.
BOT CHORD 2 X 6 DF 18 o F 1.6E *Except* 130T CHORD Rlgi�d ceiling d[rectly applied or 10-0-0 oc bracing.
131 2 X 6 DF No.2, E33 2 X 4 FBF 16 OF 1, .5E, 132 2 X 6 DF No,2 WE BS I Row at midpi 6-1917-16
WEBS 2 X 4 SPF Stud/Std *Except*
1w+V8 2 X 4 SPF 21 OF 1.8E2 W7 2 X 4 SP F 1 1.5F
x''10 2 X 4 SPF 165OF 1.5E
REACTIONS (lb/size) 2=2503110-3-8, 12=2303/Mechanical
Max Hort 2= 145 (] cad case 7)
Max Llplift 2=255(load case 7), 12=-12 (load case 8)
Max Grav 2;--2,865 (load case 2), 12.=2303(lo ad case 1)
FORCES Cb) - Maximum Compression/Max1gum Tens[on
TOR CHORCT 1-2=0/11111 2-3=;-5071/294, 3-4:z--4613/321, 4-5=-5097/369, 5-6;---5094/368, 6-7=-8491/500, 7-8.-z-6163/349,
8-9--6168/348, 9-1 0=;-7282/3321 10-11 =-7956/3683 11-12=-8255/419
BOT CHORD 2-23-::;-311/4406, 22-23=-311/44065 21-22=-274/4045, 20-21= —274[404 , 19-20=-352/5584, 18-1 9=-3/1003 17-18=011 17,
7-17=-160/'2760i 16-17==;-354/7500P 15-16=-203/6407, 14-15=-224/7154, 1:3-14=---237/7135, 12-13=-343/7435
WEBS 3-23---391128, 3-22=-402/43t 4-22-0/3751 4-20=-83/1604, 5-20=-570Y/93, 6-20==;-972/581 6_19=7-373013011
17-19=-434/6767, 6-17=0/1 859, 7-16=-3055/270, 8-1 6=-260/5027, 9-16=-111 /177, 9-15=-60/B1 -5, 10-15=-763/148r
10-13=-88/415, 11-13=-309/124
NOTES
1 ) W ind . ASC E 7-98; 9 0 mp h, h=2 ft; TC D L=4. Spsf B C D L=4, Spsf Category II; E xpenclosed; M W FRS interior zone; Lumber
DO L_ I - 33 plate grip DO L= 1,33,
2) TCLL, ASCE 7-98; Pf;--35.0 psf (flat roof snow); Exp C; Sheltered
3) Unbalanced snow loads have been considered for th[s design.
4) This truss has been designed for greater of min roof live load of 18.0 p or 1 .00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 p bottom chord live load nonconcurrent with any other live loads.
7) All plates are 1 T20 plates unless otherwise indicated,
8) The following jolnt(s) require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection:
2,
9)
Defer to girders) -for truss to truss corine ctions.
10) Providemechanical connection (by others) of truss to bearing plate capable of withstanding 255 ib upllft at joint 2 and 125 1b uplift at
joint 12,
1 ) This truss is designed in accordance with the 2003 International ResIdential Code sections R502.1 1 .1 and R802.10-:2 and
referenced standard NS TPI 1.
LOAD CASE(S) Standard
6
Job Truss _ ° Tress Type ..._
F4820 D26 HOOF TRUSS
STOCK PONEI T -I F, Idaho .Falls, ID 83403, Robin
-- 0 -q 3-6-0 7---
-0-0 3-6-0 11-0
-9-gyp 13-0-0 16-3-8
Qty
t Ply IF/548EiLE00[ CI
2 Job Reference (optional)
6.200 s Fedi 11 2005 MiTek Industries, Inc. Wed Aug 31 12:27:33 2005 Page 1
20-3-12 1 4-4-0 27-3-0
31-6-1 35-9-3 40-0-4 1 45-7-8
4-3-0 3-3-8 4-0-4 4-0-4 -11- 4-3-1
WO 1 T18H 11
10
4.3-1
4--1
5.7.4
'Scale =1,B .4
�. T
to
T
10 X 10 lox 10 6x12 MT 18 H 4x4 = 12x 16 i T 18H _ 3X6 11
2x4 11 3X10 11 4x4
--0 , 7-5-0 f
13-0-0
20-3-12 24-4-0 27-3-0 32-11-2
38-773 45-7-8
3-6-0 -11- 1-4-0 4-3-0 3-3-8 4- 4-0-4 11- 5-8-2 -8-2 7-0-5
Plate
- -
Plate Offsets (X,Y): ), [2.1-4-4, - -0], [2:0-4-010-1-121, [ .OT -0 0-3-101, 12.0-3:40- -4 1 e0- -0 0- -11
LOADING fosf)
TOLL
IN a -0-0
I
DEFL
in (le)
I�befl
L/d
PLATES
GRIP
R
.0
r 04P '=
Plates Increase 1.1
T {0.08
Vert(LL)
-1,0 0
1
40
MT
1971144
T D L
8r,0
Lumber Increase 1.15
BC 0.79
Vert(TL)
-1.59 20
>341
180
MT20 H
165/146
ESC LL
2
Rep Stress incr NO
W8 0.79
Hor (TL)
0,74 14
n/a
n/a
MT18H
197/144
E3DL
Codi IR 00 /TP1 0
(Matrix)
W 14
2 X
o Weight. 574 1b
LUMBER
TOP CHORD
2 X
4
DF
240OF 2.OE *Except*
T2
2
X 0
DF 240OF _OE, T 0 DF No.2p T4 2 X 6 DF No.
BOT CHORD
2 X
0
DF
240OF 2.OE *Except*
83
2
X 4
SPF 1650E 1.5E
WEBS
4
SIPF Stud/Std 'Except*
W3
2
X 4
SPF 1650F 1 _ E, V15 2 X 4 SPF 16 OF 1. E
4
SPF 1650F 1.5,E, kAJ9 2 X 4 SPF 16 OF 1.5E
12
2 X
4 SRF 21 OOF 1.8E? VV11 2 X 4 SPF 165OF 1.5E
W 14
2 X
4 SRF 165OF 1.5E
WEDGE
Left: 2 X 8 DF 1 O OF= 1.7E
REACTIONS f lbs' iz) 2=5964/0-5-8, 14=3068/Mechanicall
Max H or =14 0 oad case 7)
Max Uplift =- (Io d case 7), 14=-1 O(Ioad case )
Max Grav _ load case ), 14= (load case
BRACING
TOPCHORD
ROT FSR[
Structural wood sheathing directly applied or 1-8-1 oc purlins.
Frigid ceiling directly applied or 10-0-0 cc bracing.
FORCES (b) - Maximum u o m pre ion/M axi mum Tension
TOP CHORD 1-2;-_0/1 1 1 2-3=-1'7691/944P -4=-18074/1085, 4-5=-16861/989-, 5-6=-19153/1 1 41 - ==;'17923/10b , 7-8;---12062/727,
8-9=-16148/943, 9-10=-1 1448/667, 10-11 =-1 133&`671, 11-1.2=-1 1503/650, 1 -1 ®-1 2091/6691 1 -14--1251 r{71
80T CHORD 2-27=-!902115635, 26-27=-91 2/15704, -=-1 0.951108303 24-25;---1 095/18830, 23-24=-1 095/19830,
22$23=-1120/19153, 21-22=-1 051/179565 20-21 =-1 11203119-20=01911 -10=R JI5 ' 18-19--=;-754/14576,
17-18=-492/10520, 16-17=-507/10045, 15-16---:;-519/10-928, 14-1 =-604?011300
WEBS 3- 134/161 71 4-26=-3671'7008F 5-26=-4922/2771 5-25=-230/4619, 5-23=-33/1139, 6-23=-401/2453 6-22=-1 75-5/1921
7-22;-_-931960p 7- 1=;-9652/5911 B-21 =-3!92812401 19-21=-839114800, 8-19=1 47/3957, 9-18=-5683/405;
10-1 8;-_-53119719, 11-18;---976/1641 11-17 -62/810) 12-17=-679/137, 12-15=-376/249, 19-15=-20312051 3-27=;-790/1 1
NOTES
1) -ply truss to be eennetted to etherwith 0.1 111x3r" Nails as follows:
Top chords connected as follows. 2 X 4 - 1 row at 0-9-0 o , 2 X 6 - 2 rows at 0-9-0 0c.
Bottom chords connected as follows., 2 X 6.- 3 rows at -4-0 oc, 2 X 4 - 1 row at 0-9-0 o c.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc,, Except member 5-25 X 4 - 2 rows at 0-6-0 oe.
All loads are considered equalfy applied t0 all plies, except if noted a front (F) or back (B) face ire the LOAD CASE(S) section- Ply to
ply cornEwtions have been provided to distribute only loads noted a (F) or (13), unless otherwise indicated.
Wind: ASCE - 8; 90mph, h= ft-; T DL.=4. psf, 8GL=4t p t; Category II; Exp G, enclosed; MVVFRS interior zone, Lumber
COOL=1.33 plate grip DOL=1.33,
4) TOLL: ASCE 7-98; Pf=35.0 psf (flat roof now); E p ; Sheltered
Unbalanced snow loads have been considered for this design.
Th[s truss has been designed for greater of rain roof live load of 18.0 psf or 1.00 times flat roof load of 35.0 psf 0n overhangs
0p 'per Hr Vv�th other live Coad .
6
F4820 D26 ROO TRUSS
STOCKPONE lT —IF, Idaho Paha, JI) 83403, RobIn
2 JJob Reference (cpflonal)
6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Aug 31 12,27:33 2005 Page
TE
7) Provide adeq u ate drainage to prevent water ponding.
This truss has been desIgned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
All plates are MT20 plates unless otherwise is indicated.
10) The following joint(s) require plate inspection Per the Tooth Count Method when this truss is chosen for quality assurance inspection: 19.
11 ) Defer to girder(s) for truss to truss connections.
1 ) Provide me h nical connection (by others) of truss to bearing plate capable -of withstanding 589 1b uplift at joint 2 and 199 lb uplift at joint 14.
1 ) This truss is designed in accordance Wfth the 2003 International Residential Code sections R502.11 1.1 and R802,10.2 and referenced standard ANSI/TPI 1.
14 Hanger(s) or other connection device(s)s bill be provided uffi lent to support concentrated load(s) 1566 lb down and 85 lig ups at 7-5-0, and 5.882 lb down and 320 Ike up at
8-9-0 ori bottom chord, The design/selection of such connection device(s) is the responsibility of others.
LOAD .E(). Standard
1) Snow: Lumber Increaso=1.1 , Plate Increase; --1.15
Uniform Loads plf
'pert. 1-4--86, 4-7=-86P 7-10=-86, 10-14=-86, - 0--1 1 18_19_Z___16114-18=_16
Concentrated Loads (1b)
Fart: 26=-8B7(F) 25=-3332(F)
'TrussJob
ru Ply' IF1548 EAGLE `O D 7/20 D (I ) R
F4820 D3 ROOFTRUSS1 I 1
_JJob Reference (optional)
STOCK COMPONENTS -IF, Idaho Fails, ID 83403, Robin 6.200 s Feb 11 2005 M Tek Industries, I n . We d Aug 1 12.27.3-7 2005 P__ -'a--g—el
1-2-0-01 5-3-4 p 10- 13-11-8 17-11-0 20`9`0 k237.11-0 30-0-12 36` -
--, -- 4--1 3-11-8 3`11- 2-10-0 3'2`0 6-8-4
Scale = 1 :65,3
LAER
6X6 =
- 7
... — � I i I D 15 14 13 12 11 5xi
6x10 1.5x4 19 5x 14 l T 0H WS 3x4 6X6 = 3x8 = 1.5x4 11
3x$ - 4x8
--
� SPACING
rr - _
17-11-0
--
-11-0
Plates Increase
--4
TC 0.62
4--1
7-11-0
2-10-0
--0
Plate Offsets :0-
- -i -PJ5
:0- -U-Q L4:0 -4-0t0-1-1[6:0-5-010-2-0],-1
hep Stress Incr
YDS
10:0- - , Ed
LVAi711vG (psr)
TCL 35.E
� SPACING
2-0-0
CS!
(Roof
Snow=35.0)
Plates Increase
1.15
TC 0.62
TCDL
8.0
Lumber Increase
1.15
BC 0.85
-0.64
1 -1
hep Stress Incr
YDS
WB 0.79
BCDL,
g,p _ �
Code ]RC2(103/TPi2i)02
(Matrix)
n/
LUMBER
TOP CHORD 2 X 4 DF 240OF 2.OE
BOT CHORD 2 X 4 SIF 165OF 1.5E
WEBS X 4 SPF to d/ td *Except*
W7 2 X 4 SPF 165OF 1.E, W7 2 X 4 SPF 165OF 1-5E
EDGE
Left, 2 X 8 DF 195OF 1.7F
REACTIONS TION (lb/size) 10=1849/Mechanical, 2=2059[0-5-8
Max Herz 2=1 14(lbad case .7)
Maxpliftl o=. 890cad case ), 2=-221 (load case )
Max Gray 10= 147(load case ), = -906(lad case )
BRACING
TOP HIPC
BOT CHORD
'EBS
36-9-0
--4
PLATES GRIP
e l T 0 197/144
e
ITH 148108
Weight., 175 lb
Structural wood sheathing directly applied or 3-2-4 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at rnldpt 6-14t 7-13F -1
FORCES 0b) - Maximum ornpres ioniMax[ urn Tension,
TOP CHORD 1-2=0112812-3=-4767 21713-4=-4126/225, 4-5;;---355612'26, 5-6=-4166/227, - =-3554/210 - --
2612/166,
-=-2952'1 , -1 0=;-3989/163
P 'T CHORD 2-18=-206140571 17-18=-206/4057P 16-17---183/4136t 15-16=-183/4136P 14-1 =-150`41 4,1 -14=- 1/3065
12-1 3=-85/33861 11-12=-85/3386, 10-11=-85/3386
EIB3-18!:=0/1 39, 3-17z---547/643 4-1 =-7/11 10;5-17=-912/98, -1 =-9/571,6-15--328/9716-14=-221 _ f
_ � 14�, � 14i-1 r 1 4�
7-13=-984179, -1 --24/1041 , 9-13;-- - 10 69/1 ¢ -1 1=0/245
NOTES
1) Wind-- ASCE 7- 8; mph; h aft; T DL=4. p f, E DL= .8pst; Category Il; Exp C, enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.33,
TOLL. ASCE 7-98F Pf= 5.0 p f flat roof snow); Exp C,, Fuil[y Exp.
Unbalanced no loads have been considered for this design.
4) This 'truss has been designed for greater of min roof live load of 18.0 p f or 1,00 times flat roof load of 35.0 p f on overhangs
non -concurrent with other live loads.
Provide 2dequ to draInage to prevent water pandin .
6) This truss has been designed for a 10.0 pst bottom chord lire load nonconcurr nt with any other five loads.
7) All plates are I T 0 plates unless otherwise indicated.
Refer to gird s-() for truss to truss connections.
9) Provide McGhanioal connection (by others) of truss to bearing plate capable of withstanding 8 1b
joint .
p � uplift at joint 10 and 1 lb uplift at
10) This truss is designed in accordance with the 2003 Int rnational Residential Code sections R502.1 1 .1 and 8802,10. 2 and
referenced standard AC'S IfTP l 1.
LOAD CASE(S) Standard
I
[TEFL
i n
(Ioc)
Vd eti
L/d
Vert(LL)
-0.37
115-17
>999
240
Ve rtjL)
-0.64
1 -1
180
Hort jL)
0.22
10
n/a
n/
BRACING
TOP HIPC
BOT CHORD
'EBS
36-9-0
--4
PLATES GRIP
e l T 0 197/144
e
ITH 148108
Weight., 175 lb
Structural wood sheathing directly applied or 3-2-4 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at rnldpt 6-14t 7-13F -1
FORCES 0b) - Maximum ornpres ioniMax[ urn Tension,
TOP CHORD 1-2=0112812-3=-4767 21713-4=-4126/225, 4-5;;---355612'26, 5-6=-4166/227, - =-3554/210 - --
2612/166,
-=-2952'1 , -1 0=;-3989/163
P 'T CHORD 2-18=-206140571 17-18=-206/4057P 16-17---183/4136t 15-16=-183/4136P 14-1 =-150`41 4,1 -14=- 1/3065
12-1 3=-85/33861 11-12=-85/3386, 10-11=-85/3386
EIB3-18!:=0/1 39, 3-17z---547/643 4-1 =-7/11 10;5-17=-912/98, -1 =-9/571,6-15--328/9716-14=-221 _ f
_ � 14�, � 14i-1 r 1 4�
7-13=-984179, -1 --24/1041 , 9-13;-- - 10 69/1 ¢ -1 1=0/245
NOTES
1) Wind-- ASCE 7- 8; mph; h aft; T DL=4. p f, E DL= .8pst; Category Il; Exp C, enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.33,
TOLL. ASCE 7-98F Pf= 5.0 p f flat roof snow); Exp C,, Fuil[y Exp.
Unbalanced no loads have been considered for this design.
4) This 'truss has been designed for greater of min roof live load of 18.0 p f or 1,00 times flat roof load of 35.0 p f on overhangs
non -concurrent with other live loads.
Provide 2dequ to draInage to prevent water pandin .
6) This truss has been designed for a 10.0 pst bottom chord lire load nonconcurr nt with any other five loads.
7) All plates are I T 0 plates unless otherwise indicated.
Refer to gird s-() for truss to truss connections.
9) Provide McGhanioal connection (by others) of truss to bearing plate capable of withstanding 8 1b
joint .
p � uplift at joint 10 and 1 lb uplift at
10) This truss is designed in accordance with the 2003 Int rnational Residential Code sections R502.1 1 .1 and 8802,10. 2 and
referenced standard AC'S IfTP l 1.
LOAD CASE(S) Standard
I
- - -
Job Truss
Truss Type
Qtr Ply IF/548 ELECT 7/20 DG OD) B
IF4820 [ J ROOF TB °
�
i Job Refereq e pi ti r� r
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin x.200 s Feb 11 2005 MITek Industries, Inc, "fed Aug 31 121-27:40 2005 Page 1
--0 --4 --1 -11- -11- --0 6-11-4 --1
4
5X8 _.
8x14 MT20H 11
8x10 _ 7
c;aIe: 3/16"-1'
GX10 1.5x4 11 3A _ 6X8 = 48 = 1,5x4 11
1-0
22-4-0
29-3-4 1 36-9-0
q
Plate Offsets (X,Y)-.,. - :0-7-1 0-1- X2:0 -1-11,E gg [4:0-4- LQ -1-1 s0- - Edgef .0- - � , 4y0-,4-1 0- -O _ T
T LLSPACING S1 [TEFL i n (1o) Vdeft L/d PLATES GRIP
(Roof no _, ..) 'I tes Increase 1,15 TC O.76Vert(LL) -0.30 13-14 >999 240 f T 0 197/144
TSL .0 C�ul!�hr lr�ras 1.1 i Dn.1
LL- 0.0 Rep Stress I nr YES WB 0,72
B DL 8.0 Code IRC2003ITP12002 (Ma,trlx)
LUMBER
T FC CHORD 2 X 4 DF 240OF 2.OE
ESOT H RD 2 X 4 SPF 1 5OF 1.5E
WEBS 2 X 4 SPF #ud/ td *Except*
7 2 X 4 SPF 1650F 1.5E
'ECCE
Left: 2 X 6 DF I.
REACTIONS (Ibels i e) =1849 /Mec ha ni al, = 9/0, -8
Max Hort 2=1j (lad case 7
Max Uplift =A 8(Ioad case )r _- 10 d case 7)
Max Gray = 0 (load case , = 14(load case )
veru i L)
Herz(TL)
-U.7 16-14
0.20
BRACING
TOP CHORD
BOTCHORD
WEBS
>Ibb 1 bu ; MT20H 148/108
n/a n /a
Weight: 169 115
Structural wood sheathing directly applied or -8-14 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt -1 2, 8-1
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0011 27P 2-3=-4557/234, 4=-3656/2341 4-5=-3127/238P 5-6=-3086/217, 6-7--2678/205;7-8--2659/204,1
8-9=-373 178
BOT CHORD 2-15---223/3862114-15=-223/3862P 1 -14=-1581331, , 12-13;---121/3091; 11-1 �-9313143, 10-11,-93/31435
-1 0=-93/3143
WEBS 3-15;--0/199, 3-14=-845/!91, 4-14=0!82 ,-1 l- 0/ 7,, -1 =-41 j 051 6-13=-1 56/4071 6-12==;-2084/1441
7-12;---1 16/211 , 8-12--1277/1531 8-1 =0/287
NOTES
1 i nd : ABC E -9 8} 90mph t h= tt; T DL=4, f; BWL=4.8pst; Cate go ry 11; Exp Q erg [os e d; MW EFS S i nt ri o r zon e; Lu m be r
00L=1 .33 plate grip DOL=1,33.
TCLL.. ASCE 7- T Pf= �O psf (flat roof snow); Exp Q EuIlir Exp.
Unbalanced snow loads have been considered for this design.
4) This truss has been desfgned for greater of miry roof live load of 18.0 psf or 1.00 ties flat roof load of 35.0 psf on overhangs
non -concurrent with other lige loads.
Provide adequate drainage to prevent eater pGn di n .
This truss has been designed for a 10.0 ,psf bottom chord live load noncon urr nt with any other live loads.
7) All plates are MT20 plates unless otherwise indicated..
(Refer to girder(s) for truss to truss connections.
Provide me ha n iea l connection (by ethers) of truss to bearing plate capable of withstanding 98 Rb uplift at joint 9 and 226 1b uplift at
point 2,
10) This truss is dosigned in accordance with the 2003 9nternaUlonal Residential Gode sections R502.1 1 .1 and R802.10.2 and
referenced standardNSIITPI 1,
LOAD CASEP Standard
Job si Truss _ - Truss Type :_..
F40 D5 ROOFTRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403E Robin.
11
-2-0-0 3-6-0
aty
I Ply 'IF/549 F.AGLEWOOD 7J20 DG (ID) R
- ----- - -�_ Job Reference (optiongj .
6,200 s Feb 11 2005 M[Tek Industries, Inc. Wed Aug 1 1227:41 2005 Page I
-- 10-2-12 14-0-0 18-4-8 --0 --
-0-0 --0 2-11- --
®_ 4-- -4-
6X8 _
1,Sx4 11 5X8 _
7 8
4--
1-7-11 --
4-- -1-
Scale = 1:65.3
v I ko OM1
6x6 US ,1
-0 6-5-8 14-0-0 J 18-4-8 22-9-0 29-5-1
-- -11-
(P f)
7--
4-4-
-4- --1
4 aPlate :-'1,-1-
--1
,Ege4-q-1-1
,-
�--{,�-1..�.
LOADING
(P f)
TOLL
35.0
Roof rwow_35.0}
T DL
8.0
BOLL
0.0
E D L
8.0
FAING 2-0-0 CSI
Plates Increase 1.15 TC 0.91
Lumber Increase 1.15 BC O.831
Rep Stress In r YES WB 0.82}
Code IR 00 /TP1 00 (M'atrix)
LUMBER
in
(Ioc)
I/deft
TOP CHORD
2 X
4
SPF 165OF 1.5E
BOT H R D
2 X
4,
SPF 165OF 1.5E *Except*
12-14
85
2
X 4 SPF 210OF 1.8E
EPS
2 X
4
SPF Stud/Std *Except*
4
2
X 4 SPF 165OF 1,E5 W5 2 x 4 SPF 165OF 1.5E
7
2
X 4 SPF 165OF 1 -SET W7 2 X 4 SEF 1 5OF 1.5E
WEDGE
Right: 2 X 4 SPFStud/Std
DEFL
in
(Ioc)
I/deft
Ud
Ve rt(LL)
-0.61
12-14
>597
240.
e rt(TL)
-0.91
12-14
>399
18-0
Hor (TL)
0.55
11
n1a
n/a
BRACING
T P H IP C
BOT CHORD
WEBS
_-1
PLATES
TO
MT20H
Weight: 147 Ib
RIP
1971144
1481108
Structural wood sheathing directly applied or 1-11-5 oc purlins.
Rigid ceiling directly applied or 3-6-15 oc bracing.
1 Row at m[cfpt -17
REACTIONS (lb/size) 11=139 3/ lechan i ai, ;----1 6/6-5-8118--294916-5-8, 1 9= -415/6 -5 -
Max Hort =11 load ease 7)
Max Upliftl I =- 7(l o ad case 8), -47(lo ad case , 1 ,-8 (load case 7) r 19;---81 load case )
Maxrav 11=1944( load case ), = 0 0 (load cage , 1 = 6 (load case 2), 1 = 7 (Io ad case )
FORCES (Ib) - Maximum ernpre ion/ aximum Tension
TOP CHORD 1-2=0/1 1 , - =-45!1146, -4--17137061 4-5=-1/3619$ 5-6i-2243.83, 6-7=--4466/9817-8_--4466/985 8-9=-4167/1 10
-1 =-57511226¢ 10-11 =6426/31
HOT CHORD 2-19z-.-1014 47, 18-19;---153/0, 17-18---3260/89, 4-17--5B5/891 16-17=-70/960, 1 -1 =-30/2026,14-15=0/ 717E
13-14=-78/483-01 12-13=-86J48151 11-1 --243/5715
WEEDS 3-19=-41/1356117-19--976/69, 3.17=-2285167, -17=-4594171, 5-1 - All 74016-16;=;-1083/6116-15=;z-62/31661
7-15---693/94r -15= S/1 552, 8-14-40/7371 - =-1 x ,9_12=-18/6029 10-12=-531114B
NOTES
1 'mind: ASCE 7- 8; 90mphF h= ; T [ L= -.8p 1; BCD .= , p f: Category II; Exp ; enclosed: MWFRS Interior zone; Lumber
DOL=1.33 plate grip DOL=1. .
T LL: ASCE 7-98; P#=35,0 pst (flat roof snow); Exp ; Fufly Exp.
Unbalanced snow leads have been considered for th design.
This truss has been designed for greeter of miry roof We load of 18.0 psf or 1.00 times flat roof load of 35.0 p f on overhangs
non -concurrent [th other We loads.
ProvIde adequate drainage to prevent water ponding.
This truss has been designed for a 10.0 p t bottom chord live lead n on conu rrent with any ether live leads.
7) All plates are MT20 plates unless otherwise indicated.
Refer to irder(s) for truss to truss. connections,
Provide mechanical C0nf1BCt1Gn (by ethers) of truss to bearing plate cap: l Of 1t�sler�dir� 97 Ib uplift at joint 11 1 427 Ili �uplift at joint
a Ib r�p1i t joint 1 �d 1 I� uplift at joint 1 .
1 ) This truss is designed in accordance with the 2003 International Residential Code sections x.502.1 1,1 and R802.10.2 and
referenced standard f I[TPI 1,
LOAD CASE(S) Standard
co
4
Jo _ � - � Trues
F4820
STOCK M PON E T -I F, Idaho Falls, ID 80403, Robin
Truss Type p{y-
ROOFTRUSS ; I
- -0-0 v 3-6-0 1 6-5-8 11-2-12 16-0-
-0-0 3-6-0
EXILGIVA,
Ply I IF/548 EAGLEN100ID 7120 DC (ID) R
1
; Job Roferon optional)
8.200 s Feb 11 2805 M!Tek Industries, Inc. Wed Aug 31 112:27:42 2005 Page 1
5X8 -
7 8
25-10-6 30-11-11
--
--
Scale = 1;65,3
!SX5 19 18
3x4 = 4x4 it
LUMBER
--
-- _ _
16-0-0 - _ 18-4-8
--1
TOIL CHORD
2 X
4
--0
2-11-8
-- -4- -4-
--1
2
Plate
Offsets ( � ){ [ .,0-i
-11, Edge], J7:0-6-0 a0-0-1 ],�
:�-�-�,�-1-151} L11. '0- 2 -7, EqgJ�.Fd� ,0- 3 -8
4
SPF 165OF 1.5E *Except'
WEBS
LOADING
r1_ LL
(pst)
35.0
SPACING -0-0
X 4 SPF 21 OOF 1.8E
CS1
DEFL in
(Io) I/def l
Ud :.
Roof
now=8 .0
Plates Increase 1.15
44SPF
TC 0.80
Vert(LL) -0.5212-14
>705
240
TOLL
8.
Lumber Jncroa 0 1t1
E 0.81
' rt(TL) -0.8012-14
4
180
PSL
0.0d
Rep Stress I n r YES
E 0.95
Hort T L 0.47
1
BCDL
8.0
IP088P10
latri
LUMBER
GRIP
I T 0
197/144
BRACING
TOIL CHORD
2 X
4
SPF 1658E 1.,E "Except*
TOP CHORD
T4
2
X 4 SPF 21 O8F 1.8E
30TCHORD
BOT CHORD
2 X
4
SPF 165OF 1.5E *Except'
WEBS
B5
2
X 4 SPF 21 OOF 1.8E
WEBS
2 X
4
SPFStud/Std *Except*
44SPF
1850E 1.5E
WEDGE
Right_ 2 X 4 SPF Stud/Std
REACTIONS Ob/s l ) 11=1448/ ch n ical, -40/0-8-8, 18- 4 /0- -8
MaxHarz 2=1 (load cap. 7)
Max Upliftl l =-1 (load case ), =- (load case , 18=-10 (load case 7)
Max G rav 11=10 52 (1oad case ), 2=3(load case )r 1 8=266(load case
-- -- ---
--i
PLATES
GRIP
I T 0
197/144
MT20H
14B/I0
Welght' 149 lb
Structural wood sheathing directly applied or 2-2-0 oc purlins.
Rigid ceiling directly applied or 4-2-6 oo bracing.
1 Row at mldpt 0-1
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP GHORD 1- =0i 1201 - 6011139, -4=-39/223 T 4-5=-2 8/2250, 5 -6=0/21 47, 6-7=-251 0/76, 7-8=-3052/75, - -3610/101
a
-18=-55910'248, 10-11 =-6439/341
ROT CHORD -19--998'84, 18-1 =-181/0, 17-1 8 =-2840/1043 5-17=-665/105116-17=-75/1740, 15-16=0/2224, 14-15=0/3171 r
18-14=-72/4 44, 12-13=-81/4523, 11-1 --288 `5733
EE -1 =-11/545, 17-19=;;-982/104, 3-17=-1 003/73, 6-17=-3800/115; 6-16;--0/1 244P 7-16---623/63, --623/83, 7-1 5=-29/1581
a-1 5=-51/509, 8-14=-43/871, 9-14;:;;- 1 49/198, 9-12;---22/792'110-12=-713/173
NOTES
1) Wind: ASCE 7-98; 90mph, h= ft; T DL=4.8psf; E CRL= .8p f; Category Il,, Exp ; enclosed; MWFRS interior zone; Lumber
DOL=.;;l _33 plate grip DOL -1.33,
TOLL: ASCE 7-98, Pf;--35.0 psf (flat roof snow); Exp+- Fully Exp.
Unbalanced snow loads have been considered for th[s design.
4) This truss has been designed for greater of min roof lire load Of 18.0 psf or 1.0-0 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads,
Provide adequate drainage to prevent water ponding.
0) This truss has been designed for a 10.0 psf bottom chord rive load non concu rrent with any other live leads
All plates are MT20 plates unle si otheRvi a Indicated.
8 Refer to girder(s) for truss to truss -connections.
Frovide rrn otianfoal connection �Ioy otnors) of truss t0 nearing plate capable of withstaanding 106 Ib uplift at joint 11 1 445 1b uplift at
joint 2 and 102 Ike uplift at joint 18.
18} This truss es designed in accordance with the 2888 Iante rn atic n al Residential Code sections R502.1 1.1 and R802.1 0.and
referenced standard VTP[ 1.
LOAD CASE(S) Standard
f
I
Job
F4820
STOCK Idaho Fails, i D 83403, Robin
u`5
0' 3-5-0 -- 6`5-8
2-0-0 3-6-0 -11-
--
runs Type. t PI p IF/548 EAGLEWOOD 7/20 D (ID) l
100E TRUSS
Job Reference? q tl��
6.200 s Feb 11 2005 MjTek Industries, Inc. Wed Aug 31 12:27:43 2005- Page 1
5x6=
5Y5
24-6-6
Scale ; 1.67,6
7 3X 6
a P"n I in
3x4 4x4 11
-- -- 12-2-12 1 ,�- 7--1
--
2-11-8
--4
--
Plate Offsets , s ,0-1-4,0-g
}, - ���1. :0-5-8 3-3--9-Ede,_-3-87
0-9-0
5x6=
5Y5
24-6-6
Scale ; 1.67,6
7 3X 6
a P"n I in
3x4 4x4 11
-- -- 12-2-12 1 ,�- 7--1
--
2-11-8
--4
-1 -12
Plate Offsets , s ,0-1-4,0-g
}, - ���1. :0-5-8 3-3--9-Ede,_-3-87
LOADING (psf)
I/dafl
Vert(LL)
-0,41 14-16
>879
TIGLL 35.0
-P IN
-0-
1
130
Snow-35.0)ates
Pl(Roof Increase
1.1
T
0. 1 j
TSL 8,0
Lumber Increase
1.1
B
0.90 I
l
f3LL 0.0
Rep Stress I n r
YES
I WB
0.83 i
CDL 3.0
Code IR 0 3eTPl 00
(Matrix)
LUMBER
TOPCHORD 2 X 4 DF 240OF 2,OE
ET GHR D 2 X 4 SPF 135OF
1.5E
W E B -S 2 X 4 S P F Stud/
Std *Except*
4 2 X 4 SPF 18 OF 1.5E
WEDGE
Fight; 2 X 4 SPF Stud/Std
13R INN
TOP CHORD
BOT CHORD
WEBS
REACTIONS (ib/l e) 2--51/0-3-8, 19=2401/0-5-81 1 =1646/0- -
ax Ho rz 2=1 7 ( 1 ead ease )
Max lip 1 ift =- 0(I o ad ease 3),19=-1 1(load case 7), 1 = -206 (l cad case 8)
Max Gray 2: 338 ( load case , 1 =2453 (load case ), 1 = 035 (Coad case 3 )
--
� PLATES
j M7zo
MT20F-i
'Weight, 176 Ib
GRIP
197/144
148/108
Structural Lural wood sheathing directly applied or 2-9-12 oc purlins.
Rigid ceiling directly applied or 4-5-3 oc bracing.
1 Row at m id pt -18
FORCES alb) - Maximum Cornpression/Maximum Tension
TOE CHORD 1 -2z -_0/108t -3`-66, 965, 3s°4=-34/2095, 4- - - 109/10 , a =-1918/11 -7=- 4 !7 7 33
/873
3.1 =-4421181 10-11 =-46571 187, 11 -1 =-5453/.8, 12-13=0/1 4
POT CHORD - 0 z-83 /50, 19-20=-93/0N 18-19=-2429/1 1, 4-18;;---22341160, 17-18=-1 8581,1 , 16-17-=-59/1939, 1, -16,0,'37
36
14-15-0/3705) 12-14=1 60/431,
WEBS 3-20=0/478, 18-20=-845/66. 3-18=-1 0191148, 4-17=-38/32021 8-17s-889/ 6-16=z-23/721 r 9T14-87.8, 11-14=-62111791
8-16=-21/7893 7-16:=-1 /1.042, 9-16=z-1 535/225
NOTE
1) Find: ASCE 7-98; 0mph; h- 5ft TGDL=4. ;p f; 13DL=4.8p t; Category fl; Exp ; enclosed; Fly interior zone. Lumber
DOL_ 1.33 plate grip DOL=1.33.
TGILL ASCE 7-98; Et=35.0 pst (flat root snow); Exp C, Sheltered; L= 45-0-0
3) Unbalane d snow loads have beer= considered for this design.
Thi tares has been designed for renter of min roof live load of 13.0 p f or 1..00 times flat roof load of 35.0 sf on overhangs
non -concurrent with other live loads. �
5) Provide adequate drainage to prevent water ponding.
P' . n urr nt with ars gather live loads.
� hCG truss h been designed ��� a 1 �.f� �f ��tt�n�r �I��rd Ili I��d n����
7) All plates are S IT 0 plates unless otherwise indicated.
8) Bearing at joint(s) 12 considers parallel tG grain value using ANSI/TPI 1 angle t� rain formula, P
� � ulldlri� designer should verify
capacity of bearing surface.
Provide mechanical connection (by others) of truss to bearing plata capable of withstanding 280 lb Uplift at joint 2, 116 ib uplift at .
1 9 and 206 lb uplift at joint 12.
,it
1 ) This truss Is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10-2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
4n
I-+
DEFL
in (jo)
L/d.
I/dafl
Vert(LL)
-0,41 14-16
>879
240
e t(TL)
-0.71 14-16
>510
130
Ho (TL)
0.37 12
n/a
n/a
13R INN
TOP CHORD
BOT CHORD
WEBS
REACTIONS (ib/l e) 2--51/0-3-8, 19=2401/0-5-81 1 =1646/0- -
ax Ho rz 2=1 7 ( 1 ead ease )
Max lip 1 ift =- 0(I o ad ease 3),19=-1 1(load case 7), 1 = -206 (l cad case 8)
Max Gray 2: 338 ( load case , 1 =2453 (load case ), 1 = 035 (Coad case 3 )
--
� PLATES
j M7zo
MT20F-i
'Weight, 176 Ib
GRIP
197/144
148/108
Structural Lural wood sheathing directly applied or 2-9-12 oc purlins.
Rigid ceiling directly applied or 4-5-3 oc bracing.
1 Row at m id pt -18
FORCES alb) - Maximum Cornpression/Maximum Tension
TOE CHORD 1 -2z -_0/108t -3`-66, 965, 3s°4=-34/2095, 4- - - 109/10 , a =-1918/11 -7=- 4 !7 7 33
/873
3.1 =-4421181 10-11 =-46571 187, 11 -1 =-5453/.8, 12-13=0/1 4
POT CHORD - 0 z-83 /50, 19-20=-93/0N 18-19=-2429/1 1, 4-18;;---22341160, 17-18=-1 8581,1 , 16-17-=-59/1939, 1, -16,0,'37
36
14-15-0/3705) 12-14=1 60/431,
WEBS 3-20=0/478, 18-20=-845/66. 3-18=-1 0191148, 4-17=-38/32021 8-17s-889/ 6-16=z-23/721 r 9T14-87.8, 11-14=-62111791
8-16=-21/7893 7-16:=-1 /1.042, 9-16=z-1 535/225
NOTE
1) Find: ASCE 7-98; 0mph; h- 5ft TGDL=4. ;p f; 13DL=4.8p t; Category fl; Exp ; enclosed; Fly interior zone. Lumber
DOL_ 1.33 plate grip DOL=1.33.
TGILL ASCE 7-98; Et=35.0 pst (flat root snow); Exp C, Sheltered; L= 45-0-0
3) Unbalane d snow loads have beer= considered for this design.
Thi tares has been designed for renter of min roof live load of 13.0 p f or 1..00 times flat roof load of 35.0 sf on overhangs
non -concurrent with other live loads. �
5) Provide adequate drainage to prevent water ponding.
P' . n urr nt with ars gather live loads.
� hCG truss h been designed ��� a 1 �.f� �f ��tt�n�r �I��rd Ili I��d n����
7) All plates are S IT 0 plates unless otherwise indicated.
8) Bearing at joint(s) 12 considers parallel tG grain value using ANSI/TPI 1 angle t� rain formula, P
� � ulldlri� designer should verify
capacity of bearing surface.
Provide mechanical connection (by others) of truss to bearing plata capable of withstanding 280 lb Uplift at joint 2, 116 ib uplift at .
1 9 and 206 lb uplift at joint 12.
,it
1 ) This truss Is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10-2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
4n
I-+
Job Truss
F4 D
Truss Type
.RDOFTRUSS
STOCK P E T -I F, Idaho Falls, ID 83403, Robin
-2-0-0 .
_ 3-6-0
0- -
; 6-5-8
5-11-8
LOADING (psf)
12-5-0
( ,`) [11;0- - Edge], [1 5:0-5-0,0-3-111 0], [1 .Ed1q
0- -
5-11-8
5X8 =
ty I' P IV ' I 548. EAGLEWOOD 7/20 D (ID) R
I
i
0
I Job Deference (optional')
6.200 s Feb 11 2005 MjTek Industries, Inc. Wed Aug 31 12:27:44 2005 Page 1
0-1
30-2-3 � 36-9-0
2-0-0
Scale = 1-65.7
4A = 4A 11
3-6-0 2-11-
1 12!5-0 w 18-4-8 27_2-1 36-9-0
5-11-8 5-11- -1
Flats Offsets
( ,`) [11;0- - Edge], [1 5:0-5-0,0-3-111 0], [1 .Ed1q
0- -
LOADING (psf)
TOLL
35.0
SPACING
2-0-01
(Roof no m .
Plates Increase
1.1
TC 0.90
TCL
8.0
Lumber Increase
1,15
BG 0.73
BELL
0.0
1 Rep Stress. Incr
`SES
P 0.58
B C L
8.0
Code I 00 /Tip
12002
(Matrix)
LUMBER
R
TOPCHORD
SDI` 1 650F 1 .5E *Except*
T1 2
X 4 SPF 21 OOF 1.8E, T1 2 X
4 SIF 21OOF
1,8E
BOT CHORD
2 X 4
SPF 165OF I.SE *Except*
835 2
X 4 SPF 21 OOF 1.8E
WEBS
4
SPF Stud/Std *Except"
W4 2
X 4 SPF 165OF 1, EI W7 2
X 4 SIP 165OF 1.5E
WEDGE
Right, 4 SPFStud/Std
DEFL in (Ice) [/d fl Ud
i Vert(LL) -0.5213-15 >692 240
e rt(TL) -0.8413-15 >429 180 y
H rz (TL) 0.42 11 n1a n/a
BRACING
TOPCHORD
BT CHORD
WEBS
REACTIONS (Ib/size) 2-9/0-3-8p 1 8=2451/0-5-85 11 ttt163x/0- -8
Max Hort 2=1 1(loadcase
MaxtJpIlft =-363(Ioad case ,,, 18=-1 7(load case 7), 1 1=-205{Toad case
M ax G ray 2=3 86 (load case ), 18= 28 0 8 (I.o ad ease , 1 1 =2343 (lead case )
--
PLATES
I X20
II T 0H
IT1 8H
Weight: 146 Its
GRIP
1 97/1 44
148/108
197/144
Structural wood sheathing directly applied or 2-1-6 or, purlins.
Rigid ceiling directly applied or 4-1-9 cc bracing.
1 Row at midpt B-1
FORCES (lb) - Ma [mur n ompr ion/ a irn urn Tension
TOP CHORD 1-2;--0/1291 - =-83/11 , -4=-66/25111 4-5=-2332/102, 5-6=-2130/115t -7=-2528/829 - =-2697/96' 8-9;-_-5013/179 T
-1 0=-521301165, 10-11 =-6258/285P 11 -1 2=011 24
BOT CHORD 2-19=-1023/621 18-19=-109/0, 1 -18--2783/1 , 4-17=-25651172, 16-17=-22171128, 1 -1 =-49 "1984, 14-15=0/4080,
13-14--0/40493 11-1 =-158/5525
WEB 3-19=-6/583, 17-1 =-1047/81, 3-17=-1 191/60, 4-1 =-61/3459, 6-16---884/72, 6-15=-23/959, 7-15=0/1
8-1 5=-1 784/218, -13_0/933, 10-1 =-883118
NOTES
1) Wind: ASCE 7-98; 0 pli; h= 5ft; T DL=4. psf, 8CDL= .8p f; Category 11; Exp enclosed; MWFRS interior zone; Lumber
DOL;;;1.33 plate grip CSO L=1.33.
TELL: ASCE 7-98; Pf=3-, 0 psf (flat reef snow); Expo ; Fully Exp. -,L= 45-0-0
nbalanc d Snow loads ha e been consider d fo r this desig an..
This truss Inas been designed for greater of min roof five load of 18.0 psf cr 1.00 times flat roof lead of 35.O psf on overhan s
non -concurrent with other live blade.
This true has been designed for a 10.0 psf bottom chord live load nonconeurrent with any other live loads.
All plates are MT20 plates unless otheRvise indicated.
7) Bearing at joint(s) 11 consIders parallel to grain value using l I) T'PI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by ethers) of true to bearing plate capable of withstanding 363 Ib uplift at joint 2, 127 1b uplift at joinl
18 and 205 ]b uplift at joint 11,
This truss is designed in accordance with the 2003 [nterrnational Residential Code sections !.502.11.1 and R802.10.2 and referenced
standard ANS17PI1.
LOAD E() Standard
co
Jo6 1 Truss I Truss Type
F4820 D9 ROOFTRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin
2-0-o 5-6-0
7-11-o
64 MT18H
IS
Qty Ply IF/ 48 E L'a.. LE 7 ! + 01) 7/2 ffG (1D) .__... __.. _..
I
Job RefgE nc -. tiorIjI 0
6.2bO s Feb 11 2005 MiTek Industries, Inc. Wed Aug 31 12.27:45 2005 Page �
-
2,4-3-6.. o-- - -_o _ --
5-10-14 5-10-14 6-6-13 2-0-0
:Scale = 1:65.7
3x4 = 4A 11
-- 10-5-8
I
-o 4-11-8
late Offsets � ,) : [ 1 - -. , 0-0-1_�� =_���. e s'�- - 1..
18-4-8 7-2-1 --
-11-01 0- --
LOADING (psf)
in NO
l/d fl
Lid
Ve rt(LL)
TALL
�:��
240
SPACING
-�-�CSI
8
180
(Roof now= .0)
0.27 10
Plates Increase
1.15
TC 0.94
TCDL
8,0
Lumber increase
IAS
BC 0. 88
ALL
�,�
Rep Stress Incr
YES
D 0.61
B L
0.0
� Code 1H I+Tf�l� g
f atri )
LUMBER
TOP CHORD
2 X 4
DF 240OF .oE *Except*
TI 2
X 4 SPF 1 OF 1.5E, T1 2 X
4 SIF
1 5OF J+5E
SOT CHORD
2 X 4
SPF 1 OF 1.5E
VVEBS
2 X 4
SPF Stud/Std *Except*
4 2
X 4 SPF 165OF 1.5E
REACTIONS Ob,l lze) 2=341/0-3-8, 16=236510-5-81 1 0==zl 392/0-5-8
Max Horz
/0- -
Horz =1 31(load case
M ax Uplift --141 Ooad case ), 1 =-110 load case ), 10=- 4 1oa.d case
Max Grav 2;-_S49 (load case )t 1 = 4(lo d case ), 1 g- o 4(load case
DEFL
in NO
l/d fl
Lid
Ve rt(LL)
-0.4 12-14
>744
240
ert(TL)
-0.64 10-12
8
180
Her TL)
0.27 10
n/a
/a
BRACING
T P H RD
BOT HPD
WEBS
PLATES
GRIP
To
197/144
MT20H
148/108
MT 1 8H
1971144
Welg ht. 149 fb
Structural woad sheathing d1rectly app i i d.
Rigid ceiling directly applied or 4_5-8 oc bracing.
1 Row at mid.pt 7-14
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP H D 1 -: =0/1. 9, - =- 40 4/81 } -4 -18/ 21 14, 4- =0/21 8 � - = -1453/54 o -7=-1592/61 R 7-8--3 961/1771 B-9---41 6111 ,
9-10=-5236/2831 10-11--0/124
BCT CHORD -17=-685/1 5p 16-17=-39/131 1, -1 T=2557'1 ,5-1 =:;- 145/14' ,1 -1 =`1 B92/190y 1 `14=0.30 , 12-13=0/3055r
10-1=-155/4596
EES -17--9.447, 15,17=-7331297, 3-15---1190/97P -14=0/30821 6-14=0/696F 7-14=-1 811/ 1 , 7-12=-1 /971, 9-12=-924J 183
SITES
1) Wind,. ASCE 7-98, g graph; h;-_ ft; T D L=4.8p f 'PB D L-44 p f r Category 11; F , enclosedq I I ' 1= Ri nterCor zone; Lumber
LC L,=1.33 plate grip DOL= 1 . .
T LL. AISLE 7-98; Pf= .o psf (flat roof snow); Exp a Fully Exp.; L= 45-0-0
Unbalanced snow leads have been considered for this design.
4) This truss frac been designed for greater of mien roof live load of 18.0 psf or 1.00 ties flat roof load of 35.0 psf on overhangs
non -concurrent with ether lire loads_
This truss has been designed for a 10,0 psf bottom cho+ d live Coad r-roncancurrent with any offer live loads.
All plates are f T 0 plates unless otherwise indicated,
7 BearIng at joint() 10 considers par0el to graln value using SI TPI 1 angle to gram, formula_ Building designer- should verify
capacity of bearing surface.
Provide mechanical connection (by offers) of truss to bearing plate capable of withstanding 141 lb uplift at joint 2, 110 lb uplift at joint
16 and 204 lb uplift at joint 10.
g) This truss is designed in accordance with the 2003 International Residential Code sections R502,1 and R802-10.2 and referenced
standard ANSI/TPI 1.
LOAD D SA E(, Standard
7-
A A
Nr
Job
X4820
STOCK
Truss
truss Type
E1 ROOFTRUSS
PONE NT -IF, Idaho Falls, ID 83403P Robin—
--
3.80 y
I0x14 I T18
_ ter
6=2-14
IF1548 EAGLEWOOD 7120 CSG (ID) R
I Job Reference o tionall._
6.200 s Feb 11 2005 l iTek Industries., Inc.
1 Ox 12 NIT 18H
Wed Aug 31
12:27:46 2.005 Page I
Scale;-- 1:14A
US
2-9-2 6-2-14
--
5X --
9-0-0
SPACING
--
'late Offsets (, : [1:0-4-0,0-2-10], [2:0-8-0,0-1-12]) [ i0- 1 ,0- -0], [4:3=4-0,0-2-10] _
T LL
SPACING
1-0-0
f
'EFL
in (loo)
I/d�efI
L d
PLATES
(Roof
Snow=35.0)
Plates Increase
1.15
TO 0.33
Vert(LL)
-0.11 -6
>884
240
l` T 0
TCDL
Lumber Increase
1
B 0r84
ert�TL)
-0.19 -
>527
180 t
MT13H
LL
Rep Stress liner
'Pl`200
O
B 0.82
Horz(TL)
0.04 4
n
Ma
S I L
e
Cede 11 0
(Matrix)
Weight: lb
.
LUMBER
TOP CHORD
BOT CHORD
WEBS
4 SPF 165OF 1.5E
DF I 800 1.6E
SPF Stud/Std
REACTIONS (Ib/size) 1=3951/0-7-1214=3951/0-7-12
Max Harz 1=-5 Ioad case ,9)
Max U lift l =- (load case ), 4=- 78(load case )
Maxrav 1=4028 oa 1 case r 4=40 (load ease
FORCES (ld) - Maxirn um Compression/Maximum Tension
TOP CHORD 1-2=-8547/79912-3=-83031781, 3-4;---3347/780
ESOT CHORD 1-6=-751/8055, 5-6=-792/8515, 4-5=-73017866
WEBS - =-245/272 , 2.5=-272/26, 3-5=-235/2620
NOTES
BRACING
TOP CHORD
BOT H RD
GRIP
197/144
197/144
Structural wood sheathing directly app[ied or -1-0 cc purlins.
Rigid ceiling directly applied or 10-0-0. obracing.
1 -ply truss to be connected together with 0.13111 xY Nail's as follows:
Top chords connected as follows: 2 X 4 - I rear at 0-9-0 ec.
Bottom charas connected as follows: 2 X 6 - 2 rows at 0.4-0 e .
'webs connected as follows: 2 X 4 - 1 roar at 0-9-0 cc.
All loads are considered equall applied to all plies, except if -noted as front (F) or ba (13). face in the LOAD CASE(S) section.
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise -I ndloatod.
3) Wind. ASCE 7-98; mph; h;--25ft, TC D L=4.8psf; S DL=;4.Bpsf; Category 11; Exp G; enclosed; MW FIBS interior zone; Lu Mber
DOLS 1.33 prate grip COOL=1,33.
4) TOLE: ASCE 7-98; Pf=35.0 pFst (flat roof snow); Exp ; Fully Exp.
Unbalanced snow loads have been considered for this design.
Provide adequate drainage to prevent grater ponding.
This tru.ss has been designed for a 10.0 p f bottom chord Nve load noncon urrent with any other live leads.
All plates are MT20 plates unless otherwise indicated.
Ply to
Provide me hanlical connection Eby etfner) OT truss to bearing plate capable of withstanding 378 Ib uplift at joint 1 and 378 Ib uplift at
joint 4.
1 ) This truss is designed in accordance with the 2003 International R es identa a l Cede Sections R502.1 1.1 and 19802.10.2 and
referenced standard ANSIfTPI 1.
11) Girder carrGes tie -ire spar(s)+ 36-9-0 from 0-0-0 to !-0-
Low E) Standard
1) now: Lumber Increase=11, Plate Increase=1.1
Uniform Leads (plf)
'pert: 1-2--43t 2-3=-43, -4=-41 1-4;--903'(F=-595)
i Job Truss Truss Type
X4820 F1 ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin
0
-0-
6�0 9
awl
46
3
El
I
Ply
1
I F1548 E. LE D 7/20 D (ID) f
J I __ I Job Reference (opti ona[ _
6.200 s Feb 11 2005 M[Tek Industries, Inc.
- -0
Wed Aug 31 1227:46 2005 Page I
N
f,:al,"n z 1,23.4
i LU4 It
4x6 46
10-6-0
5-3-0 5-3-0
Plate Offsets ( ,Y): [ : - _1 -,-1_�, [4.0-3-1410-1-12]
LOADING (psf )
TOLL 35.0
Goof rtio�3 .0)
TDL 8.0
BOLL 0.0
BDL 8.0
LUMBER
TOP CHORD
BCT CHORD
"SEES
SPACING 2--0
Plates Increase 1.1
Lumber Increase 1.1
Rep Stress I n r YES
Code I R 2003/TP 12! 02
REACTIONS (Ili/size) 2=709/0-5-8, 4=709/0-5-8
Ma
=709/0- -
la Horz 2 2(load case )
Max Uplift2=31 (load case 7), =-1 (load case
Max ra 2935 (load case ), 4=3. (lead case
FORCES '[b) - Maximurn Cornpression/Maximurn Tension
TOP CHORD 1-2=0/121, 2-3=-647/16,3-4=-641il , - =0/121
BOT CHORD -=0/470, 4-3=0/470
CSL
TC 0.64
BC 0.17
B 0.11
(Matrix)
D EFL
Rn (leo)
SPF
1 5OF 1,5E
'ert(LL)
4
SPF
1 5 F 1.5E
'rt(TL)
4
SPF
Stud;'Std
REACTIONS (Ili/size) 2=709/0-5-8, 4=709/0-5-8
Ma
=709/0- -
la Horz 2 2(load case )
Max Uplift2=31 (load case 7), =-1 (load case
Max ra 2935 (load case ), 4=3. (lead case
FORCES '[b) - Maximurn Cornpression/Maximurn Tension
TOP CHORD 1-2=0/121, 2-3=-647/16,3-4=-641il , - =0/121
BOT CHORD -=0/470, 4-3=0/470
CSL
TC 0.64
BC 0.17
B 0.11
(Matrix)
BRACING
TOP CHORD
BOT CHORD
4
PLATES GRID'
I+ T20 197/144
Weight; 331b
Structural wood sheathing di redly applied or 6-0-0 oc puri Iris.
RIgld ceiIIng directly applied o� 10-0-0 oc bra(;irtig.
MOTES
1) Wind. ASCE 7-93; 90-rnphi h=2 ft; T C C L=4.. p f; BG D L=4.8p t; Category li; Exp ; endo d; MW F RS interior zone; Lurn.ber
DOL=1.33 date gr-jp D L=1.33.
2) TOLL: ASCE 7-8; Ff=35.0 pf (flat roof snow) ; Exp Fully Exp.
Unbalanced snow loads have been considered for thIs design.
Thirs truss has been designed for greater of min roof lire load of 18.0 p f or 1.00 times flat roof load of 35.0 p f on overhangs
non -concurrent w1th other lire leads.
This truss has been designed for a 10.0 p f bottom chord live load n onto you rre nt with any other live loads...
Provide mechanical eenroetlon .(by others) of truss to hearing plate capable of withstanding 125 Ib uplift at joint 2 and 125 lb uplift at
joint 4.
7) TNs truss is designed in accordance with the 2003 International Residential Code sections 8502.11..1 and 8802.10.2 and referenced
standard ANSVTPI 1.
LOAD CASE(S) Standard
5
1�
1
D EFL
Rn (leo)
I/def I
L/d
'ert(LL)
0.02 4-6
>999
240
'rt(TL)
-0.03 2-6
>999
180
H o rz (T L)
0.01 4
n/a
n1a
BRACING
TOP CHORD
BOT CHORD
4
PLATES GRID'
I+ T20 197/144
Weight; 331b
Structural wood sheathing di redly applied or 6-0-0 oc puri Iris.
RIgld ceiIIng directly applied o� 10-0-0 oc bra(;irtig.
MOTES
1) Wind. ASCE 7-93; 90-rnphi h=2 ft; T C C L=4.. p f; BG D L=4.8p t; Category li; Exp ; endo d; MW F RS interior zone; Lurn.ber
DOL=1.33 date gr-jp D L=1.33.
2) TOLL: ASCE 7-8; Ff=35.0 pf (flat roof snow) ; Exp Fully Exp.
Unbalanced snow loads have been considered for thIs design.
Thirs truss has been designed for greater of min roof lire load of 18.0 p f or 1.00 times flat roof load of 35.0 p f on overhangs
non -concurrent w1th other lire leads.
This truss has been designed for a 10.0 p f bottom chord live load n onto you rre nt with any other live loads...
Provide mechanical eenroetlon .(by others) of truss to hearing plate capable of withstanding 125 Ib uplift at joint 2 and 125 lb uplift at
joint 4.
7) TNs truss is designed in accordance with the 2003 International Residential Code sections 8502.11..1 and 8802.10.2 and referenced
standard ANSVTPI 1.
LOAD CASE(S) Standard
5
1�
1
Jo
f Truss
I Truss Type
b
F4820 FIIG ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Mallei ID 83403, Robin
-2-0-0
2-0-0
4
:3xB
6.00112
5-3-0
09�1,
3
1,5x4 11
.5x4
Plate Offsets..L�,Y)-_L
:2�08-010-0-lpj [6-.0-8-010-0-101
LOADING (psf)
TCLL 35.0 SPACING 2-0-0 CS]
(Root Snow=35.0) Plates Increase 1a15 TC 0.60
TCDL 8.0 Lumber Increase 1.15 BC 0.16
Rep Stress In NO VV B 0.08
BCLL 0.0 Code IRC2003/TP12002 (Matrix)
BDL 8.0
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1 1.5E
OTHERS 2 X 4 SPF Stud/Std
�w
1
IF1548 EAGLEWOOD 7/20 DG (11D) R
I I Job Deference (Optional)
6.200 s Feb 11 2005,MiTek fndustries, Jnc. Wed Aug 31 12:27.47 2005 Page 1
44 _-
4
1,5A 11
5
'ST2
STI
1.5A i.
10-6-0.---
10-6-0
10-6-0
5-3-0
DEFL
in (Ioc)
I/defl
L/d
Vert(LL)
-0.07 7
n/r
120
Vert(TL)
-0.08 7
n/r
90
Horz(TL-)
0.00 6
n/a
n/a
BRACING
TOP CHORD
BOTCHORD
12-6-0
2-0-0
U
S -ale - 1 -23.4
L
71
7
3X8
PLATES
IT
`fie ight+ 37 Ib
GRIP
197/144
Structural wood sheath Irig d[redly applied or 6-0-0 cc purlins.
Rigid celling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/silze) 2=395/10 -6-0,6=395/10-6-0,9=1S2/10-6-0,10-228/10-6-0 8;--228/10-6-0
Max Hort2;---62(load case 8)
Max Uplift =-1 0(load case 7), 6=-13 IOad case 3), 10=-1 2(load case 9), 8=-1 2(load case 9)
NAax Gray 2=591 (load case 2), 6=591 (load case 3)., 9=_13 load case 1), 10=335(10ad case 2), 8=335(load case 3)
FORCES () - Maximurn Compression/Ma x1murn Tension
TOP CHORD 1-2=011 19, 2-3=-129/6 7, 3-4=-84/66o 4-5;---84/60, 5-6=-1 29/67, 6.-7=0/1 19
BOTCHORD 2 -10=011 8 1 9- 10;--0/58) 8-9-0/581 6-&--0/58
VV E B S 4-0=-136/0, 3-1 0.=--334/501 5-8=-334/50
NOTES
1) Wind: ASCE 7-98; 0mph; h=2!5ft-, TCDL;--4_8psf; BCDL=4.8psf; Category 11; Exp C. enclosed', MWFRS interior zone', Lumber
D0L=1 .33 plate grip DOL=1.31
2) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail"
3) TCLL-. ASCE 7-98; Pf;--35,0 psf (flat roof snow); Exp C; Fully Exp_
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof Ilve load of 18,0 psf or 1.00 t[mes flat roof load of 35,0 pqf on overhangs
non -concurrent with other 11ve loads,
6) This truss has been, designed for a 10-0 psf bottom chord live load nonconcu rrent with any other We loads.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 2-0-0 O
9) Prcv1de mechanical connection (by others) of truss to, bearing plate capable of withstanding 120 lb uplift at joInt 2, 132 lb. uplift at jo[nt
6, 12 lb uplift at joint 10 and 12 lb uplift at joint 8.
10) This truss is designed In accordance with the 2003 International Residential Ciode sections R502.1 1.1 and 802.10. and
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
a•
Job Truss
i F4820 F
L
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin
B
Cd
1
-uss Type : Qty ' Ply
OOFTRUSS
5-3-0
--o
4x5 ll
3
IF1548 EAG LE'D 7120 D (1 [3)
21 Job Reference otonal
6.200 s Feb 11 2005 f iTelk Industries, InG. Wed Aug 31 12:2748 2005 Page 1
10-6-0 12-6-0
Scale - x°23.4
Piste
ffs6ts (KY
in
(Coo)
I/defl
LOADING
(psf)
'pert( LL)
-0.05
-
TALL
35.0
BG 0.68Vert(TL)
SPACING
1-0-0
�I��nf
Bno�=�.��
180
Plates Increase
1.1
TSL
8.0
n/a
Lurnberincrease
1.1
BOLL
0.0
T LL. ASCE 7- 8 P'f=35.0 psf (flat roof snow), Exp Q Fully Exp.
i Rep Stress Incr
NO
BDL
&0
Code Ii00[TP I0g
--
--
I
DEFL
in
(Coo)
I/defl
Ld
TC 0,22
'pert( LL)
-0.05
-
240
BG 0.68Vert(TL)
-0.08
-6
>999
180
B 0.81
Horz(TL)
0.02
4
n/a
n/
( atr
4)
T LL. ASCE 7- 8 P'f=35.0 psf (flat roof snow), Exp Q Fully Exp.
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1 5oF 1.5E TOP CHORD
BOT CHORD 2 X 6 I)P No,2 BOT CHORD
WEBS 2 X 4 SPF Stud/Std
REACTIONS Ob/size) 2:;;;262710-5-814=262710-5-8
Max Hort 2=320oad case )
Max I plift =-281(load case ), =-281(load case B)
Maxra =2740 (load case ), =274 0 (I ad case
FORCES (Id) - Maximum ompres ion/I la i -nurs, Tension
TOP CHORD 1-2=0/65-12-3;=;-3284/293.,3-4=-3284/292p4-5--0/65
BOT CHORD- -239 '2905, - =- 9�� 05
'EBS 3-6=-22112676
.
TE
MT20
Weight: 87 1b
RIP
1971144
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1)
ply truss to be connected tog eth er with 0.1 1 " '° Nails as follows:
Top chords connected as follows: 2 X 4 - 1 roar at 0-9-0 oo.
Bottom chords connected as follows: 2 X 6 - 2 rows at -7-0 o .
Webs colrinected as follows. 2 X 4 - 1 row at 0--0 c.
At l l loads are con Id r d equally applied to ,all plies, except if noted as front
(F) or bac (E) face in the LOAD F ( ) section, Ply to
ply connections have been provided to distribute only loads noted as (F) or
(B), unless otherwise indicated.
Wind. ASCE 7-98, 90mph: h= ft, Ti CDL=4. ,psf; B DL=4. psf; Category I1t
Exp Q enclosed; MWFRS interior orae, Lumber
DOL; --1.33 plate grip LC L=1.33.
4)
T LL. ASCE 7- 8 P'f=35.0 psf (flat roof snow), Exp Q Fully Exp.
Unbalanced snow loads have been considered for this design.
This truss has been designed for greater of r it n roof lige load of 18-0 psi or
1 +00 times flat roof load of 35.0 psf on overhangs
g
non -concurrent with other live loads.
7)
This truss has been de ignad for a 10.0 psf bottom chord Ii e In ad non o nc
urront with any other live loads.
Provide mechanical connection (by others) Cf truss to bearing plate capable
of Wthstanding 281 Ib uplift at 'ofnt and 281 1h uplift at
� p
joint 4.19)
This truss is designed in accordance with the 2003 International Residential
Co -de sections R502-1 1.1 and R802.10.2 and referenced
standard ANSI/TPI 1,
10) Girder carries tie-in sp n( )-, 19-2-8 from 0-0-0 to 10-6-0
LOAD CASE(S) Standard
1) Snow: Lumber Increase= I _1 , Plate I nc roas e= I _15
Uniform Loan's (pI f'
''pert; 1-3=-43, 3-5---43, '-4=-461 F--453)
fv�)
i It
Jeb
F4820
STOCK
True
Truss Type
Gi ROaFTRU55
COMPONENTS -IF, Idaho Falls, ID 83403, Robin
�_ ..
-2-0-0
2-0-0
--
s -0
6,00; 12
4x6
3
cay FIS -IF/548 E. LEWD 7/20 D (ID)
Job Reference (optional)
_.
6.200 s Fels 11 2005 MiTek Industries, Inc. Wed Aug 31 12.27:48 2005 Page 1
--
12-6-0
Scale �-_ 1 : 1.4
91
11.5A 11
U6 46
r =�
-- --
Elate Offsets ( ,` ): [2:0-3- 4,0-1-1 1, [4:0-3-14,0-1 -1 1 T
LOADING (f ) 9
SPACING
2-0-0
CSI
T
(Roof
Snow=35.0)
Plates Increase
1.15
TC 0,64
T CSL
Vert(TL)
-0,0
Lumber Increase
1,15
8C 0.1
BALL
D.a
4
Rep Stress Incr
YES
WB 0.11
BCDL
Cede I0/TE10
(Matrix)
DEFL
in
(le)
I/defl
Lid
Vert(LL)
O�02
2-6
>999
240
Vert(TL)
-0,0
4-6
>999
180
H V k (TL)
0 01
4
1 /a
I i0a
LUMBER BRACING
TOP CHORD 2 X 4 SPF 16 OF 1. 'E TOP CHORD
BOT CHORD 2 X 4 SPF 1F 1,5E BOT CHORD
WEBS 4 SPF Stud 'Std
REACTIONS (lb/size) 2=70910-5-8,.4=709/0-5-8
Max Horz2=-620oad case 8)
Max UpI ft --1 2 5(load ease ), 4=-1 (load ease 8)
Max rav x_935 (load ease ), 4--935 (load case
FORCES (Its) - Maximum Cornpress ion/Max"Imum Tension
TOP CHORD 1 -2=01121,2 -3= -647/16a3 -4---647/16,4-5;--C)'1'21
BOT CHORD 2-6=0/470, 4-15=0/470
WEBS 3-6=0/1 99
PLATES GRIP
MT20 1 97/1 44
Weight: 33 Ib
Structural wood sheathing directly applied or 6-0-0 oc purlins.
Rigid ceiling directly appli ed c 10-0-0 oo bracing -
OTE
1 ) Wind: ASCE 7-98; 9 Omph; h =;2 5ft, TG ESL=4.Sp f; BC DL=4, psf; Category fl Exp C; enelo ed MW FIS S interior zone; Lumber
DL=1.33 plate grip DOL=1.33_
.) T LL: ASCE E 7-98; Pf=35.0 pf (flat roef snow); Exp ; Fully Exp.
3) Unbalanced
ip-
nbalanced rye leads have been considered for this design.
4) This truss Inas been designed for greater of min roof live load of 18,0 p f or 1.00 times flat roof load of 35.0 psi on overhangs
non-c�onurrent with other live loads.
This truss has been designed for a 10.0 p f bottom chord live load noneoncurrent with any other live loads.
Provide mechanical connection (by ethers;) of truss to 'bearing date Capable of withstanding 125 Ib uplift at jolint 2 and 125 lig uplift at
joint 4.
7) This truss fs designed in accordance with the 2003 International Residential Code sections R50-2.1 1.1 and 8802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CAS E() Standard
Job - -- - Truss Truss Type Qty Ply I'F/548 EAGLEWOOD 7/20 CSG (I D) R
F4820 GiGROOF TRUSS ' 1 1
,f ob re nce (op
���r����
STOCK COMPONENTS -IF, Idaho Falls, ICS 33403, Robin 6.200 s Feb 11 2005 MiTek Industries, Inc- Wed Aug 31 12;27:49 2005 Page 1
11
I.-
1
--- --
-0- --
1.1
4A =
4
--
ca'_ e = 1,23.4
a
. f
-Plate Offsets ,K� :0--D 0-0-10 6:--0 0-()-1 -
LOADING (psf)
TCL 35.0
Roof now= . )
TDL 8.0
BOLL 0.0
B DL 8.0
LUMBER
TOP CHORD
BOT H RD
OTHERS
SPACING -0-0
Plates Increase 1.1
Dumber Increase 1.1
Rep Stress Incr
Code IRC2003,fTP12002
in (10)
[/datl
SPF
165OF 1.5E
-0.07 7
n/r
4
SPF
15OE 1.5E
n1r
90
4
SIF
SludlStd
n/
7
a
. f
-Plate Offsets ,K� :0--D 0-0-10 6:--0 0-()-1 -
LOADING (psf)
TCL 35.0
Roof now= . )
TDL 8.0
BOLL 0.0
B DL 8.0
LUMBER
TOP CHORD
BOT H RD
OTHERS
SPACING -0-0
Plates Increase 1.1
Dumber Increase 1.1
Rep Stress Incr
Code IRC2003,fTP12002
TC 0,60
BG 0.1
WB 0.08
(Matrix)
1.1
10-6-0
REEL
in (10)
[/datl
SPF
165OF 1.5E
-0.07 7
n/r
4
SPF
15OE 1.5E
n1r
90
4
SIF
SludlStd
TC 0,60
BG 0.1
WB 0.08
(Matrix)
1.1
10-6-0
REEL
in (10)
[/datl
L/d
Vert(ILL)
-0.07 7
n/r
120
Vert(TL)
-0.08 7
n1r
90
Horz(TL)
0.00 6
n/a
n/
BRACING
TOP CHORD
,T CHORD
PLATES
MT20
"weight: 37 lb
GRID'
1971144
Structural wood sheathing directly appli d or -0-0 oc purlins.
Rigid ceiling directly applied or 1.0-0-0 oc bracing,
REACTIONS (Il/size) =395/1 - -0, =395111 - - , � 182.10- - , 10=2281'1 - -0, _ /10-6-0
MaxHorz --6 (load case )
MaxUplift =-1 0(l ad case 7), 6=--13 ([Dad case ), 10=-1 (load case ), =-1 (load case )
Max raw 2=591(load case ), Z91(loath case ), =1 (load case 1), 1 - 3 (load case 2),8=3350oad case )
FORCES (Ib) - Maxir Burn ompress€en/Ma imum Tension
T P H R D 1-2=0/1 1 , - =-1 /G T -4;-_-8 4/6 6, 4-5=-841'60r 5-6--129/6716-7=0/119
BOT HOR D -1 =0/58, g-10=a/ss, - =0,158, - -0 '58
'S EP 4-9;---1 /0, -10=-3341501 5-8=-334150
SITE'
1') Wind., ASCE 7-98; 0mph; h;--25ft, T DL=4. p f; l3DL;-.;4. psf; Category ll, Exp ; enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.33.
Truss designed for grind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
ab[e Eng. Detaiir.
T LL: ASCL 7-98; Pf-35.0 psf (flat roof snow), L p ; Fully Exp.
4) Unbalanced snow loads have been considered for this design.
This truss has been designed for greater of ruin roof live load of 18-0 psf or 1.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live toads_
This; true has been designed for a 10,0 psf bottom chord lies load non oncurr nt with any other live [cads.
7) Gable requires continuous bottom chord bearing,
8) Gable studs spaced at -0-0 o .
Provide mechanical coanection (by others) of truss to be arin g plate capable of withstanding 120 1b uplift at joint 2 , 1 [b uplift at joint
, 1 [b uplift at joint 10 and 12 lb u pl [ft at joint 8.
10 This truss is designed in accordance with the 2003 Int rnational R es ibanti l Code sections R502.1 1 .1 and R 802.10.2 and
referenced standard ANS I/TPI 1,
LOAD AL() Standard
4
Job Truss
F40
STOCK I 'PONE T -IF, Idaho Falls, ID 83403, Robin
1
Truss Type
ROOFTRUSS
Qty
1
Fly
IF1548 EAGLEWOOD 7/20 D (ID) R
?14ob .Reference (optional)
6.200 s Feb 1 05 MiTek Industries, Inc.
Wed Aug 31 12:27,51 2005 Page I
-2-0-0 3-0-0 5-3-0
--0
4
2-3-0
PLATE
-
Scale - 1 :23.4
I
3-0-0
5-3-0 7-6-0 10-6-0
2-3-0
Plate Offsets_.(.
1[2:0 -4 -9,0 -?:8}
[ •0y - ,Edge],
Ltd
-0.11
[ :0- - ,Edgej,
>999
[6:0-4-930-2-81
-1.1
9-10
-
L DIN (psf)
0.04
6
n1a
n1
TOLL 35.0
SPACING
1-0-0
]
DEFL
Plates Increase
1.15
TC
O� 1
Vert Ll,
TCL
! Luer Increase
1.1
R
0,
ert(TL)
.0
RILL
" Rep Stress In r
�
O
R
0.61
Hor (TL)
.�
BCDL 8.0
ode Ile0?TPI00
(I"atri)
LUMBER
TOP CHORD
ROT CHORD
WEBS
4 SPF 165OF 1.5E
8 DF 1 5OF1.7E
4 SRF 18 OF 1.5E *Except*
4 SRF Stud/Std, W2 2 X 4 SPF StudIStd
REACTIONS (lb/size) -.549/0--, 6;--6428/0-5-8
Max Hort =- (load case 8)
Max Uplift2=-562 (load case 7), --64 (Io d case 8)
Max ry-6681 (load ease , 8=8980(1oad case )
2-3-0
MCI
-
in
(Ioo)
I/def I
Ltd
-0.11
9-10
>999
240
-1.1
9-10
>711
1 813
0.04
6
n1a
n1
BRACING
TOP CHORD
E T H R DM
FORCES (1b) - Maximum Compress ion/Maxim um Tension
TOP I- ORD 1-2--0/68, 2-3=- 1 150/957, 3-4=-8754/739, 4-5=-8766/740, 5-6=-1 0 718 k 6-7=0/6
BOT I OR D 2-10=-830/1079919-10=-830/1,07!9928-9=-768/9102,6-8--7681910
E E -10=- 5/3425, 3-9=-3439/233, 4-9=-621/7457, 5-9;---1 584/1 , 5-8;---1 67/15 1
1 re
FOLATES
MT20
Weight: 116 Ib
GRIP
197/144
Structural wood sheathing directly applied or 3-8-6 ec purlins,
Rigid ceiling directly applied or 10-0-0 oo bracing.
NOTES
1) -ply truss to be connected together with 0.131 " " Malts as follows'.
Top chords connected as follows.p 2 X 4 - 1 row at 0-9-0 o .
Bottom chords connected as follows: 2 X 8 - 4 roars at 0-4-0 oe.
Webs connected as follows. 2 X 4 1 row at 0-8-0 cc, Except member -8 2 X 4 - 1 row at 0-9-0 cc, member -4 2 X 4 1 row at 0-9-0
CC, member 9-5 2 X 4 - 1 row at 0-9-0 oc, member 5-6 2 X 4 - 1 row at 0-9-0 Do.
All loads are considered equally appl led to all pi les, except if n oted as f rt (F) or back (B) face i n the LOAD CAS E(S) s ti on. , R l to
plyconnections have been provie
de to di tribute only loads rioted as (F' or (B), unless othcrw1e indicated,
'mind: ASC E 7-98 - 90mpb; h= ft, TC DL=4.8psf; BC DL;--4� p f; Category II; Exp - encIo ed; M W F RS interior zone; Lumber
DOL --;;1.33 plate grip DOL=1.33.
4) TOLL. ASCE 7-98; Pf=85.0 psf (flat roof s now) ; Exp Q Fuily Epp.
Unbalanced snow loads have been considered for this d sIgn.
This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs
non -concurrent with other live loads.
Th'Is truss has been designed for a 10.0 psf bottom chord live load nn000ncurrent with any other I'lve loads.
8) Provide mechanical connection (by ethers) of truss to bearing plate capable of withstanding 562 Ib uplift at joint 2 and 646 lie uplift at
joint 6.
This truss is designed in accordance with the 2003 International Residential Code sections 8502.11.1 and R802.10-2 .rid ref8renced
standard AN31i7PI 1.
10) Girder carries tie-in spa(s) 5-7-8 from 3 -0-0 to 10-6-0
11) Hanger(s) or other connection. device() shell be provided sufficient to support conce ntrated load() 4488 Ib down and 296 lb up at
-8-0 on bottom chord- The design/selection of such connection dlevioe s) is the responsibility of others.
LOAD CASE(S) Standard
Continued on page
17
Job Truss - - -- - Truss Typeaty
J
F482'0 G2 ROOF TR USS
STOCKCOMPONENTS-IF, Idaho Falls, ID 83403} Robin
LCA CASE(S) Standard
1 now— Lu m b r In crease 1.1 , P late I a rea =1.1
Uniform Loads (pif)
Vert, 1-4--4 , -7-,- r 2-10--8, 10--1 134(F=-! 1 6)
Concentrated Load (1b)
Vert: 16=- 079(F)
Ply - � IF/548 EAGLEWOOD 7[20 D (ID) R
fob Reference (optional)
6.200 s Feb 11 2065 MiTek Industries, Inc.
Wed Aug 31 12:27:51 2066 Page
Job Truss - . -- Truss Type-
F
F4820 Hi FBF TRUSS
STOCK COMPONENTS -IF, Idako Falls, ID 834031 Robin
-- --14
`'- 3-5-11
3-80' 12
10x14 MTI BIS
pq
of
1
Ply IF/48 Et_ED 7/20 DG (ID)
I i
2 .
I Job Referenceiop tional,)---
6.200 s Feb 11 2005 M!Tek Industries, Inc.
1Ox1 2 MT18H
Wed Aug 81 12:27":51 2005 Fuge 1
'll
--
Scale = 1:14A
X8 = 5X8 =
REACTIONS (Ike/size) 1=3951/0-7-12,4=3951/0-7-12
Max Hort 1 -(load case )
Max Upliftl =- 7 (load case ), 4=- 7 (Ioad case
ax G rav 1=4028(load case ), 4==402 8 (lo ad o
FORCES (Ib) - Maximum ompre ion/M imam Tension
TOP CHORD 1-2=-85461799P - �-8302/x'81, 2-4:---8346/78
BOT CHORD 1-6=-751/80559 5-6=-792/85145 4-5=-730/7866
WEBS 2-6---245/2726r 2-5=-271/26P 3_5_-235/262
NOTE'S
2-9-2
1)
o
6-2-14
Top chords connected as follows, 2 X 4 1 row at 0-9-0 oo.
-030
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 oo.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 cc.
All loads are considered eqL1211yapplied to all plies, except if noted as front
(F) or back (B) face in the LOAD CASE(S) sqction. ply to
ply connections have been provided to distribute only loads noted as F) or
--
Wind_ ASCE 7-98, 0mph; h= ft, T DL=4..8p f, B DL=4.8p f, Category 11;
Exp , enclosed; MWFRS rot rlor zone; Lumber
--11
DOL=1..33 plate grip DOL=1.33.
w-
Plate Offs et �,
11.0R4- ,0-2-10 2.0-8-010-1-1
O- _1. 00- —01a
[4-0-4-0,0-2-10]
Provide adequate drainage to prevent water ponding.
7
LOADING (psf)
TOLL 35.0
SPACING 1-0--0
8)
CSF
DEEL in
(lo) I/dfl
L/d
PLATE FLIP
(Roof ���_.��
Plates Increase
�
1.1
T
0.33
Vert(LL) -0.11
- 4
240
MT20 197/144
TDL
Lurnbr lncra
1.1
B
x.84
-
ert(TL) _0,1
-6 >52 7
180
IiT1 8H 197/144
BALL
Rep Stress Incr
B
O.8
Horz(TL) 0.84
n/
n/a
,
BG [
Code I 00 I� I
(Matrix)
'� eii hit, 1b
LUMBER
BRACING
TOP CHORD 2 X 4
SPF 165OF 1.5E
TOP CHORD
Structur [ wood
sh eathin
directly applies! c 5 -1.0 oc purli res..
BOT CHORD 2 X 6
DF 1 0OF 1.6E
BOT H RCT
Rigid ceiling direotl'y applied or 1.0-0-0 oc bracing.
WEBS 4
SPF lud!td
REACTIONS (Ike/size) 1=3951/0-7-12,4=3951/0-7-12
Max Hort 1 -(load case )
Max Upliftl =- 7 (load case ), 4=- 7 (Ioad case
ax G rav 1=4028(load case ), 4==402 8 (lo ad o
FORCES (Ib) - Maximum ompre ion/M imam Tension
TOP CHORD 1-2=-85461799P - �-8302/x'81, 2-4:---8346/78
BOT CHORD 1-6=-751/80559 5-6=-792/85145 4-5=-730/7866
WEBS 2-6---245/2726r 2-5=-271/26P 3_5_-235/262
NOTE'S
1)
-ply truss to be connected together with 0.131"x3" Nails as follows,
Top chords connected as follows, 2 X 4 1 row at 0-9-0 oo.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 oo.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 cc.
All loads are considered eqL1211yapplied to all plies, except if noted as front
(F) or back (B) face in the LOAD CASE(S) sqction. ply to
ply connections have been provided to distribute only loads noted as F) or
(B), unless otherwise indicated.
Wind_ ASCE 7-98, 0mph; h= ft, T DL=4..8p f, B DL=4.8p f, Category 11;
Exp , enclosed; MWFRS rot rlor zone; Lumber
DOL=1..33 plate grip DOL=1.33.
4)
TOLL: ASCE 7-98; Pf= . p f (flat roof snow)- Exp ; Full Exp_
U nbalanced snow Ioads have been con sid E? Z for th is design,
Provide adequate drainage to prevent water ponding.
7
This truss has been designed for a 1 �0 psf bottom chord live load nonconcurr
nt ith any other live loads.
8)
All plates are MT20 plates unless othervvise indicated.
9)
Provide mechanical connection (by others) of truss to bearing plate capable
of withstanding 378 Ib uplift at joint 1 and 378 Ib uplift at
joint 4.
10)
This true is designed in accordance with the 2003 International Residential Gide sections R502.1 1 y1 and R802.1 0.2 and
referenced Standard A I/TFI.I 1.
1 1)
Girder carries tip; -in pan(s): 36-9-0 from 0-0-0 to -0-o
LOAD AE() Standard
1 Snow, Lumber Increase -_11.15, Plate In reale=11
Uniform Loads (plf)
`pert; 1-2=-43, 2-3=-431 3-4;---431 1-4=-903(F;---895)
Job
Truss
Truss Type
R
F4820 HF -G1 lP T
STOCK COMPONENTS -[F, Idaho Falls, ID 83403, Robin
LOADING (psf)
TOLL 35.0
(Roof Snow=35.01)
TEL 8}0
BOLL 0.
BIL 8.0
LUMBER
TOPCHORD
BOT CHORD
OTHERS
1
--
A
H
4A --
5 5
Qty I Ply
_12
1
IF/ 4B EAGLEWOOD 7/20 D (ID) R
I -Job Referencegption l -- - - -.._
6.200 s Feb 11 2005 I iT k Industries, Inc. Wed Aug 31 1227:52 7:, 2005 Page I
o sF
8-4-12
JXI+ JAI+
SPACING -0-0
Plates Increase! 1.1
Lumber increase 1,1
Rep Stress Incr YES
Code I R0 12002
(Matrix)
BRACING
TOP CHORD
BOT H PD
WEBS
a
PLATES
MT20
'weight: 87 lb
RIP
197/144
Scale = 1:45.
Structural weed sheathing directly applied or, -0-0 oo purlins.
Rigid ceiling directly appti d or 10-0-0 eo bracing.
1 Row at mrdpt 591
REACTIONS (IIS/size) 1=124'1 -9a , =1 4/16-9-8, 1 =12 /1 - -8, 14= 0 /1 -9-8, 1 =1 7/1 - - , 1 =237/1 - - , 1 =. 0 /1 -9- a 1 l =1 /16-9-8, 10= 71r1 - -8
Max Herz 1=- 4(load case 5)
Max Upliftl ;--- (load ease ), 9=-300oad case ), 14=- 40oadease 7), 1 �i* (load case 7), 16=-1 06(load case 7), 1 =-8 (load case ), 11=- (lead case ),
10=-10 (load case
Max Gray 1-18 (load case ), 9=1 (load case ), 1 -1 (load ease 8), 14=310(load case ), 15-284(load ease ), 1 = 4^ lead ease 2)" 1. = 1 (load ease ).
11-4(load case ), 1 0-46(load ease
FORCES (Id) - Maximum empre sion/Ma im urn Tension
T P HORD 1- ,=-251/11 , - --168/109, -4--144/10 $ 4- --1 1 11 , , - T-1 1/1 4, 6-7=4144/57, - =LL14 / 2, - =-2 72
BOT CHORD 1-16::---45/162, 15-16=-45/162, 14-1 =-45/1 , 13 -14p= -45/162P 1 -1 =-451162, 11 -1 =-45/1 2, 10-1 1=-45/1' 23
0=-45/162
`EBS 5-13=- 11 /0, 4-14=-275)1162, 3-15=-260/114, 2-16=-286/116, 6-12;---275/101, 7-11=-260/115, -16=-286111
MOTES
1) Wind: ASCE -9 ; 90mph, h= ft, T [ L=4.Bpsf, B L=4. psf, Category 11, Exp G; enclosed, MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.1
Truss designed for wind leads in the plane of the truss only.. For studs exposed to wind (normal to the face), see MiTe "Standard
Isle End [Ochil„
TELL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp ; Fully Exp.
4) Unbalanced snow loads have been considered for this design.
This truss has been designed for a 16..0 psf bottom chord live load non on urrent with any ether live loads.
All plate are 1.5x4 i' T 0 unless otherwise indicated.
Ladle requires continuous bottom chord bearing.
a) Ladle studs spaced at 2-0-0 oc.
Provide mechanical o nne tion (by others) of truss to bearing plate capable of withstanding 65 1b uplift at joint 1 " 30 lb uplift at joint 9,
4 Ib uplift at joint 14, 92 ]b uplift at joint 15, 106 Id uplift at joint 16, 82 ]b uplift at joint 121 93 lb uplift at joint 11 and 106 Ib uplift at
joint 1.0.
10) This truss is designed in accordance with the 2063 International Residential Code sections R502.1 1 .1 and R802.10.2 and
referenced standard ANS11TPI 1
LOAD A .1=-( ) Standard
16-9-8
4'PF
1F 1.5E
TEFL
4
SPF
1 5OF 1.5E
Vert(LL)
n./a - n/a
999
BC 0.06
(Matrix)
BRACING
TOP CHORD
BOT H PD
WEBS
a
PLATES
MT20
'weight: 87 lb
RIP
197/144
Scale = 1:45.
Structural weed sheathing directly applied or, -0-0 oo purlins.
Rigid ceiling directly appti d or 10-0-0 eo bracing.
1 Row at mrdpt 591
REACTIONS (IIS/size) 1=124'1 -9a , =1 4/16-9-8, 1 =12 /1 - -8, 14= 0 /1 -9-8, 1 =1 7/1 - - , 1 =237/1 - - , 1 =. 0 /1 -9- a 1 l =1 /16-9-8, 10= 71r1 - -8
Max Herz 1=- 4(load case 5)
Max Upliftl ;--- (load ease ), 9=-300oad case ), 14=- 40oadease 7), 1 �i* (load case 7), 16=-1 06(load case 7), 1 =-8 (load case ), 11=- (lead case ),
10=-10 (load case
Max Gray 1-18 (load case ), 9=1 (load case ), 1 -1 (load ease 8), 14=310(load case ), 15-284(load ease ), 1 = 4^ lead ease 2)" 1. = 1 (load ease ).
11-4(load case ), 1 0-46(load ease
FORCES (Id) - Maximum empre sion/Ma im urn Tension
T P HORD 1- ,=-251/11 , - --168/109, -4--144/10 $ 4- --1 1 11 , , - T-1 1/1 4, 6-7=4144/57, - =LL14 / 2, - =-2 72
BOT CHORD 1-16::---45/162, 15-16=-45/162, 14-1 =-45/1 , 13 -14p= -45/162P 1 -1 =-451162, 11 -1 =-45/1 2, 10-1 1=-45/1' 23
0=-45/162
`EBS 5-13=- 11 /0, 4-14=-275)1162, 3-15=-260/114, 2-16=-286/116, 6-12;---275/101, 7-11=-260/115, -16=-286111
MOTES
1) Wind: ASCE -9 ; 90mph, h= ft, T [ L=4.Bpsf, B L=4. psf, Category 11, Exp G; enclosed, MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.1
Truss designed for wind leads in the plane of the truss only.. For studs exposed to wind (normal to the face), see MiTe "Standard
Isle End [Ochil„
TELL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp ; Fully Exp.
4) Unbalanced snow loads have been considered for this design.
This truss has been designed for a 16..0 psf bottom chord live load non on urrent with any ether live loads.
All plate are 1.5x4 i' T 0 unless otherwise indicated.
Ladle requires continuous bottom chord bearing.
a) Ladle studs spaced at 2-0-0 oc.
Provide mechanical o nne tion (by others) of truss to bearing plate capable of withstanding 65 1b uplift at joint 1 " 30 lb uplift at joint 9,
4 Ib uplift at joint 14, 92 ]b uplift at joint 15, 106 Id uplift at joint 16, 82 ]b uplift at joint 121 93 lb uplift at joint 11 and 106 Ib uplift at
joint 1.0.
10) This truss is designed in accordance with the 2063 International Residential Code sections R502.1 1 .1 and R802.10.2 and
referenced standard ANS11TPI 1
LOAD A .1=-( ) Standard
16-9-8
1
TEFL
in (Io) I/defl
Lld
TG O�08
Vert(LL)
n./a - n/a
999
BC 0.06
Ve rt(T L)
n/a s n/a
999
E 0.26
Ho rz ATL)
6.06 9 ria
n/a
(Matrix)
BRACING
TOP CHORD
BOT H PD
WEBS
a
PLATES
MT20
'weight: 87 lb
RIP
197/144
Scale = 1:45.
Structural weed sheathing directly applied or, -0-0 oo purlins.
Rigid ceiling directly appti d or 10-0-0 eo bracing.
1 Row at mrdpt 591
REACTIONS (IIS/size) 1=124'1 -9a , =1 4/16-9-8, 1 =12 /1 - -8, 14= 0 /1 -9-8, 1 =1 7/1 - - , 1 =237/1 - - , 1 =. 0 /1 -9- a 1 l =1 /16-9-8, 10= 71r1 - -8
Max Herz 1=- 4(load case 5)
Max Upliftl ;--- (load ease ), 9=-300oad case ), 14=- 40oadease 7), 1 �i* (load case 7), 16=-1 06(load case 7), 1 =-8 (load case ), 11=- (lead case ),
10=-10 (load case
Max Gray 1-18 (load case ), 9=1 (load case ), 1 -1 (load ease 8), 14=310(load case ), 15-284(load ease ), 1 = 4^ lead ease 2)" 1. = 1 (load ease ).
11-4(load case ), 1 0-46(load ease
FORCES (Id) - Maximum empre sion/Ma im urn Tension
T P HORD 1- ,=-251/11 , - --168/109, -4--144/10 $ 4- --1 1 11 , , - T-1 1/1 4, 6-7=4144/57, - =LL14 / 2, - =-2 72
BOT CHORD 1-16::---45/162, 15-16=-45/162, 14-1 =-45/1 , 13 -14p= -45/162P 1 -1 =-451162, 11 -1 =-45/1 2, 10-1 1=-45/1' 23
0=-45/162
`EBS 5-13=- 11 /0, 4-14=-275)1162, 3-15=-260/114, 2-16=-286/116, 6-12;---275/101, 7-11=-260/115, -16=-286111
MOTES
1) Wind: ASCE -9 ; 90mph, h= ft, T [ L=4.Bpsf, B L=4. psf, Category 11, Exp G; enclosed, MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1.1
Truss designed for wind leads in the plane of the truss only.. For studs exposed to wind (normal to the face), see MiTe "Standard
Isle End [Ochil„
TELL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp ; Fully Exp.
4) Unbalanced snow loads have been considered for this design.
This truss has been designed for a 16..0 psf bottom chord live load non on urrent with any ether live loads.
All plate are 1.5x4 i' T 0 unless otherwise indicated.
Ladle requires continuous bottom chord bearing.
a) Ladle studs spaced at 2-0-0 oc.
Provide mechanical o nne tion (by others) of truss to bearing plate capable of withstanding 65 1b uplift at joint 1 " 30 lb uplift at joint 9,
4 Ib uplift at joint 14, 92 ]b uplift at joint 15, 106 Id uplift at joint 16, 82 ]b uplift at joint 121 93 lb uplift at joint 11 and 106 Ib uplift at
joint 1.0.
10) This truss is designed in accordance with the 2063 International Residential Code sections R502.1 1 .1 and R802.10.2 and
referenced standard ANS11TPI 1
LOAD A .1=-( ) Standard
Job
S
F 8 0
STOCK
Truss
Truss Type
1
HOOF TRUSS MPONEJ` T -f l~, Idaho Falls, ID 83403, Robin
LOADING 1." Psf
TELL 35.0
(Roof now=35.0)
T D L .
BELL 0.0
BCDL 8.0
LUMBER
TOP CHORD
T CHORD
J
1
SPACING -0-0
.Elates Increase 1.1
Lumber Increase 1.1
Rep Stress Inc, YES
Code I RC200 /T.P i 00
4 SPF 16 OF 1,5E
SPF 1 OF 11.5E
Qty Ply IF/548 EAGLEWOOD 7120 DG (10) R
Job Reference (aptional)
6.200 s Feb 11 2005 MjTek Industries, Inc. Wed Aug 31 12,27:53 2005 Page 1
--0-
-0- 1-11-11
GSI
TG 0. 54
13C 0.03
B 0.00
(Matrix)
REACTIONS lb/size) 2=37710-3-8, =1 lVl e hnl al, 3--18/Mechanical
Max Herz =-74(lead ease 7)
Max pl1ft =-1 0(Ioad ease 7), =- 4(feed ease
Max ra = 7 .(load case ), 4= (lead case ), = 7(lead ease 7
FORCES 'Ib) - Maximum Compression/Maximum Tension
TOFF CHORD 1-2;:;;011 1 1-3.130/1
ESOT CHORD 2-4=0/0
D EFL
in (loo)
I/def i
Lid
Vert(LL)
-0.00 2
>999
240
e rt(TL)
-0.00 2-4
>999
180
Ho r (TL)
-0.00 3
n/a
n.1a
BRACING
TOPCHORD
E T HORD
FOLATES
MT20
Weight; 7 lb
RIP
197/144
Stade - 1:8.7
Structural wood sheathing directly applied or 1-11-11 oc purlins.
Frigid ceiling directly applied or 10-0-0 oc bracing.
CITE'
1)Wind: ASCE 7_98; 90mph; h= 5ft; T DL=4,8p f 8CDL-4, psfT Category II; Exp ; enclosed, MWFRS interior zone; Lumber
DOL =1.33 plate grip DOL=1.33.
TOLL; ASCE -; Pf=.0 psf (flat roof snow); Exp ; Fully Exp.
Unbalanced snow leads have been considered for this design.
4) This truss has been designed fe r greater of renin rGof live load of 18.0 psf or 1. o times flat roof load of 35,0 psf on overhangs
non -concurrent with ether live loads.
5.) This truss hes been designed for a 10. 0 psf bottom chord live lead non concurre,rrt with any other live leads.
Defer to girders) for truss to truss connections.
7) Provide mechanicai connection (by others) of truss to bearing plate capable of withst2nding 1:30 Ib uplift at joint and 84 Ib uplift at
joint 3.
This truss is designed in accordance with the 2003 International Residential !Cede sections. 1150211,1 rid 8802.10.2 and referenced
standard ANSIfTPI1.
LOAD CASE(S) Standa,rd
6
JC ' 'Truss
F4820 I J 1 A
Truss Type
ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin
LOADING (p f)
SPACING
-0-0
TOLL
(Ioc)
" PlatesIncrease1.5
i
(Roof=r
e�LL)
Lumber Increase
1.15
T D L
Rep Stress In r
YE
BCLL
0"0
Code IFS 00 �`TP
RC2
DL
.0
Horz(TL)
-0.00
LUMBER
TOP CHORD X 4 SPF 1 650E 1.5E
BOT CHORD 4 PF 1650E 1.5E
s
_E -D 7 20 D (ID)
Job Referee
WIN
6.200 s Feb 11 2005 MiTek In du tn"es, Inc.
Qty
Pay
IF1548 EAGL
(Ioc)
2
i
TC 0.11
e�LL)
-0.00
1
>999
s
_E -D 7 20 D (ID)
Job Referee
WIN
6.200 s Feb 11 2005 MiTek In du tn"es, Inc.
REACTIONS(Ib size) 1=96/Mechanical, T15/Mechanical,-81/Mec apical
MaxHort 1= (load case 7)
Max Uplittl =-1(load case 7), =- Goad case
Max Gray 1=1 40(Io.d case , =(load case 4), =1 5(ld case
FORCES (Ib) - Maximum ompre slon/ 'Ia imurn Tension
TOP CHORD 1-2=-47/47
BOT CHORD 1-3=0/0
BRACING
TOP H RD
BOT CHORD
K
n
Ud
240
18.0
n/a
Wed Aug 31 12.27:53 2005 Page I
hPLATE
I1� I TO
Weight.- 5 Ib
GRIP
197/144
Scale 1;6,9
Structural goad s athin directly applied o 1-11,11 oc purl ins,
Rigid ceiling directly applied or 1.0-0-0 c bracing.
SITE
1) Ind' ASCE 7-98; 0mph} h= ft; T 1DL=�-. p ; B L= .8p #; Category 11; Exp ; enclosed; MWFR interior zone; Lumber
DOL=1.33 plate grip D L=1. .
TOLL: ASCE 7-98; Pf=35.0 psf (flat roof snow), Exp , Fully Exp.Unbalanced now loads have been considered for thisdesign.
4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Refer to girder(s) for truss to truss connections.
Provide mechanical connection b others) of truss to bearing plate capable of withstanding 1 Ib uplift of joint 1 and Ib uplift t joint
.
This tress i d i rigid in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10. and r ferenc cf
standard ANS[/TPI 1.
LOAD CASE(S) Stand2rd
CSI
DEFL
in
(Ioc)
i/def l
TC 0.11
e�LL)
-0.00
1
>999
BC 0,03
Vert(TQ
-0,00
1-3
>999
B 0.00
Horz(TL)
-0.00
2
n/a
(Matrix)
REACTIONS(Ib size) 1=96/Mechanical, T15/Mechanical,-81/Mec apical
MaxHort 1= (load case 7)
Max Uplittl =-1(load case 7), =- Goad case
Max Gray 1=1 40(Io.d case , =(load case 4), =1 5(ld case
FORCES (Ib) - Maximum ompre slon/ 'Ia imurn Tension
TOP CHORD 1-2=-47/47
BOT CHORD 1-3=0/0
BRACING
TOP H RD
BOT CHORD
K
n
Ud
240
18.0
n/a
Wed Aug 31 12.27:53 2005 Page I
hPLATE
I1� I TO
Weight.- 5 Ib
GRIP
197/144
Scale 1;6,9
Structural goad s athin directly applied o 1-11,11 oc purl ins,
Rigid ceiling directly applied or 1.0-0-0 c bracing.
SITE
1) Ind' ASCE 7-98; 0mph} h= ft; T 1DL=�-. p ; B L= .8p #; Category 11; Exp ; enclosed; MWFR interior zone; Lumber
DOL=1.33 plate grip D L=1. .
TOLL: ASCE 7-98; Pf=35.0 psf (flat roof snow), Exp , Fully Exp.Unbalanced now loads have been considered for thisdesign.
4 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Refer to girder(s) for truss to truss connections.
Provide mechanical connection b others) of truss to bearing plate capable of withstanding 1 Ib uplift of joint 1 and Ib uplift t joint
.
This tress i d i rigid in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10. and r ferenc cf
standard ANS[/TPI 1.
LOAD CASE(S) Stand2rd
Job
F4820
Truss Truss Type
k J2 ROOF TRUSS
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin
-2-0 -0
-0-0
N
S4
N
- . . ,G��WOUU 712Q DG [1u) R
ence(gPtic riM__
6.200 s Feb 11 2005 MiT k Industries, Inc. Wed mug 1 1z"ZI:04 ZVOA Pa y 1
LOADING I (psf) SPACING 2-0-0 CSI FEEL
T LL 35.0 Plates Increase 1.15 TC 0.60 Vert(LL)
(Roof Snow= a0) Lumber Increase 1.15 BC 0.11 ':Vert(TL)
VCDL 8.0 hep Stress ir�or 8 0.00 Hor (TL)
1�t_ 0. Code I R C20 03 T P 1 0 (Matri )
B D L �
131
in
-0.01
-0.03
-0,00
LUMBER BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD
BOT CHORD 2 X 4 SIF 10F 1.51E- BOT CHORD
REACTIONS alb/size) 3=96Wechanicall 2=..434/0-3-8, 4=30/Mechanical
Max Hort 2=101(load case 7)
Max t_lplift =- (load case ), =-11 20oad case 7)
Max Gray = 1 4( I aad case 2), -653 ( I oad ease ), 4;-8Iod case 4)
FORCES (IIS) - [ la imurn Compression.Waximum Tension
TOPCHORD 11-2=0/120,2-3=-154/47
SOT CHORD 2-4mO/O
(lo)
-4
-4
3
4
L/d PLATES RIP
240 I` T 0 1971144
180
n/
Weight' 12 Its
scaJe _ 1-12.5
tru tural wood sheathing d irectly app iied or -11-11 0C PUrlins.
Rigid coiling directly applied or 10-0-0 oc bracing.
NOTES
1) Wind: ASCE 7-98; Oomph; h= ttk T DL -4. p f; BCDL=4.8psf; Categary 11; Exp C, enclosed, MWFRS inferior zone; Lumber
DOL=1.33 plate grip DL= 1.33.
TOLL: ASCE 7-98-, Pf=35,0 psf (flat roof snow); Exp ; Fufly Exp_
3) Unbalanced
p-
nbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of mM roof live load of 18.0 psf or 1.00 tires flat roof load of 35.0 psf on overhangs
non -concurrent with Other live leads.
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Refer to girder(s) for truss to truss connections.
7) Provide mechanical conna tion {by others) of truss Jo bearing piate- capable of withstanding 30 lb uplift at joint 3 and 112 1b uplift at
joint -
This truss is designed in accordance with the 2003 international Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD GASES) Standard
Joy. T Truss Tarp
t
F4820 J2A R00F TRUSS
STOCK POiNENT -I F, idahc Falls, ID 83403, Robin
1
IF/548 EAGLEWOOD 7/2o DG (0) R
1
i Job_ Refercnc tronas ---
- _F2bo s Feb 11 2005 MjTek !ndustri s, Inc. Wed Aug 31 12:27:54 2005 Page 1
2
r
F�Iat Increase 1.1 �
T �Q
4
LOADING (pst)
T SPACING 2-0-0 CS1
r
F�Iat Increase 1.1 �
T �Q
(Root
Lumber Ricrac 1-15
BC 0.1
TCDL
8.0
Rep Stress Incr YES
WB O.OG
LL
0Code .0P
12002
(M atri
Herz(TL)
4
LOADING (pst)
T SPACING 2-0-0 CS1
FORCES (lb) - Maximum Compression/Maximum Torsion
TOFF CHORD 1-2--90/90
BOT CHORD 1-=/0
DEFL
in
F�Iat Increase 1.1 �
T �Q
(Root
Lumber Ricrac 1-15
BC 0.1
TCDL
8.0
Rep Stress Incr YES
WB O.OG
LL
0Code .0P
12002
(M atri
Herz(TL)
-0.0
2
n/a
LUMBER
TOP CHORD
2 X
4 SPF 1 5OF 1.5E
BOT CHORD
2 X
4 SPF 1 5OF 1,5E
REACTIONS
Iblslze)
1=1891Mech-anical, 2=158/Mechanical, 3;--31/Mechanical
MaxHort
1 ! (load case 7)
MaxUplift!
=- (lcardf case 7), -- 0(load case 7)
Maxr
1=2 5(load case 2), =.24 load case 2) F
- ' (load case )
FORCES (lb) - Maximum Compression/Maximum Torsion
TOFF CHORD 1-2--90/90
BOT CHORD 1-=/0
DEFL
in
(Ioc)
l def l
L/d
Vert(LL)
-0-01
1-3
>999
240
Vert(TL)
_0-
1-3
>999
180
Herz(TL)
-0.0
2
n/a
n/
BRACING
TOP HRC)
BOT HR[
Li
r
PLATES
MT20
Weight: 10 Ib
GRIP
197/144
Seale = 1:10.7
Structural. wood sheathing directly applied or -11-1 1 oc purlins.
Rigid ceiling directly applaud or 10-0-0 oc bracing.
NOTES
1) Wind, ASCE 7-98; orn ph; h=2 ft; T DL= . p f ; E D L= . psf; Category 11; Exp ; enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL -1.33.
TOLL: ASCE -98; Pf =35.0 p f (flat roof snow); Exp ; Fully Exp.
Unbalanced snow loads have been considered for this design.
This truss has been designed for a 10-0 p f bottom chord lave load ncnconcurrent with any other live loads.
Refer to girder(s) for truss to truss connections.
Provide rnechanIcai connection (by others) of truss to bearin g plate c p .ble of withstanding 3 lb upl ft at joint 1 and 50 lb UpIift at joint
2.
7) This truss is designod in accordance with the 2003 international Residenti,ai Code sections R502.1 1.1 and R802.10.2 and referenced
standard ANSVTPI 1,
LOAD CASE(S) Standard
Job
F4824
STACK
Tru&S Truss Type
0
I� ROOF TRUSS
COMPONENTS-IF,Idaho Falls, ID 83403, Robin
ON I PIV IF/548 EAGLEWOOD 7/20 D (ID) n
Job Deference (optional) -.
6.2.00 s Feb 11 2005 MiTek Industries, Inr,
--5-1-1-11
-0- 5-11-11
Wed Aug 31 12:27-.55 2005 -Page 1
I
Plate -Offsets! f[ =0- -10j0-1._ ]
LYL
LOADING
(psf)
SPACING
2-4-0
TC LL
35.❑
Plates Increase
1-15
(Root Snow: --35.0)}
Lumber Increase
1.15
TGDL
8.0
�
Rep Stress Incr
YES
BOLL
p,a
fade IR02003JiP12002
BCRL
8.0 �_
LUMBER
TOP CHORD 2 X 4. SPF 1,650E 1.5E
BOT CHORD 2 X 4 SPF 160 -OF 1.5E
CSI
TC 0.67
BC O�26
8 Cad
(matrix)
DEFL
in
(Ioc)
YdefI
L/d
Vert(LL)
-0.06
-4
240
Vert(TL)
-0.14
2-4
>500180
Hort(TL)
-0.00
3
n/a
n/a
R.E TIO (Ilb/size) T 03/Mec pan[cal, 2=515/0-3-8, 4;-_46iMechanical
Max Horz 2=130(load case
M ax Up] ift=-( I o ad case ) 7 =-1 04 (load case 7)
Maxra ;-- 1 (load case ), =769(load case ), 4=104(lead case 4)
FORCES (1b) - Maximum Compression/Maximum Tension
TOP H F D 1-2=0/1 20, 2-3=- 1 81110
ESOT CHORD 2-4=0/0
BRACING
TOFF CHORD
BOTCHORD
PLATES GRIP
['T0 197/144
Weight: 17 Ib
Structural woodsheathing directly applied or -11-11 oc purlins.
R[gid ceiling directly applied or 10-0-0 ec bracing.
MOTES
1) Wind: ASCE 7-98; omph; h= lift; TCDD=4, psf; 8 DL=4.8psf; Category II; Exp enclosed; MWFRS interior zone'. Lumber
DOL=1.33 plate grip DOL=1,33.
T LLk ASCE -98; Pf=35rO p f (flat roof row); Exp Q Fully Exp.
Unbalanced snow loads have been considered for this design.
4 This truss has been designed for greater of min roof live lead of 18.0 psf or 1.00 tires flat roof load of 35.0 p f an ovefhans
non -concurrent with other 11ve leads.
5) This true has been designed #c r a 10-0 ps.f bottom chord live lead n erg o n urgent with any other five e Io a.ds.
Refer to girder(s) for truss to truss connections,
7) Provide mechanical connection (by other) of truss to bearing plate capable of withstanding 56 1b uplift at joint 3 and 104 lb uplift at
joint 2.
This truss is designed in accordance with the 2003 International Re ldential Cede sections R502.1 1.1 and R802.10.2 and referenced
standard ANS liT P 3 1 _
LOAD CASE(S) Standard
Joh Truss Truss Type Qty Ply IF/548 EAGLEWOOD 7/20 D («) I
F4820 K1 RCOFTRUSS2
e 1
Job l ference etonal _
se_
STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6,200:5 Feb 11 2005 M!T k Industries, Inc. Wed Aug art 12,28.34 2005 Page 1
c�
"'-
I
13-11-0
�-
iCC
cc
-
1 - 11
-
__
° --
1-r1
--
X 0 BF I 800 1.6E
- -
a
-0-0
SPACING
1-9-8
5-5-0
-1-8
TEFL
3-0-0
4-0-12
JL
5-5-0
��
AM
who
"'-
'��
13-11-0
�-
16-11-0
X 4 SEF 18OF
-
1 - 11
-
__
° --
1-r1
--
X 0 BF I 800 1.6E
- -
3-0-0
-0-0
SPACING
1-9-8
5-5-0
-1-8
TEFL
3-0-0
4-0-12
5-5-0
5-5-0
4-0-12
4-11-4
0.93
10A0MT20H=
C f%f,
8x12 MT18I4
MAO
7
US
5X6 -
9
s - J �
-o-
scale � 1:67.6
- — m: • v • • I1! al d3V -
x4 I $x$ WQ !a 6x12 MT1 811 a- 6X10 2A 11 5X8 — 4x8 — 2x4 It
A YA
3-0-0
6-0T0
:7-9-8, �.r..
13-11-0
[7:0-6-10_E0:0-
16-11-0
X 4 SEF 18OF
-
-
27-9-0 �. - --__
31-9-12
*Except,
-
-
X 0 BF I 800 1.6E
-o- 3-0-0
1-9-8
-1-
SPACING
-0-0
5-5-0
2
TEFL
5-5-0
4-0-12
•0
now=3 -8)
-11-4
1.15
Plate _Off
sets -(X, ').:
12 .Q- -1 ,0-2-121, t :0- -0�0-
-101,
[7:0-6-10_E0:0-
-1050-3-01
X 4 SEF 18OF
1.5E
LOADING
(psf)
D F 2400F 2.OE
*Except,
�
2
X 0 BF I 800 1.6E
197/144
TALL
4
SPACING
2-0-o.
Si
2
TEFL
in (loc)
�
( Roof
•0
now=3 -8)
Plates Increase
1.15
TC
0.93
Vert(LL)
-0.60 18
T DL
8.0
Lumber increase
1.15
BC
0.95Vert(TL)
-0,8618-20
BOLL
0.0
Rep Stress Incr
NO
WB
0.90
Horz(TL)
0,18 11
BDL
8.0
Code IFS 00O EI 0o
1---
(Matrix)
- -
-
LUMBER
TOP CHORD 2 X 6 DF No.2 *Except*
T4
2
X 4 SPF 18 OF
1. EI T5 2 X 4SPF 1650E1.5E
TI
2
X 4 SEF 18OF
1.5E
BOT CHORD 2 X
0
D F 2400F 2.OE
*Except,
S2
2
X 0 BF I 800 1.6E
197/144
WEBS
4
SPF Stud/Std *Except*
W3
2
X 4 SPF 165OF
1 r E, W5 2 X 4 SEE 165}F 1.5E
8
2
X 4 SPF1 F1,
E, W9 2 X 4 SPF 165OF1_, E
REACTIONS (lb '01`si ) 2=5370/0-5-8, 11=2863/0- -
caIgor =-8 (Icad case
Max Uplift =- 3(load case 71, 11=- 7(load Cass
Max Gray = 7 8(lead ease ), 1 1= 750(load case 8)
BRACING
TOE H RD
BOT ICOR
I/defl
4
L/d
PLATES
GRIP
>726
240
MT2.0
197/144
05
180
MT20H
148/108
n1a
m1a
MT1 8H
197/144
°
°
Weight: 413 Its
Structural wood sh eathi rig di redly appi ied or 2-5-10 oc pu rl iris
Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (lb) - Maximurn Compression/Maximum Tension
TOE H l B 1-2=0/1 29F 2-3---14537/7690 -4:7—=16042/980, 4-5--14233/8443 -6=-169 44/893° -7--•-1 0 ',O' 40, 7-8=-1 0534/.565h
8-9=-5640/3375 -1 o-_-888,3/882 F 10-11 --668 J 8, 1 1-1=0.71,
B - OT CHORD 2-22=-688/12823, 1-223-702'12931, - 1;;---97811'7577519-20=-978/17577118-19=-978/17577, 17-18---845/18988,.
16-17;---381/86561 1 -18^-881 18656114-15;----381/8656, 13-14=-24015784, 11-13;---240/5784
EBS 4-21 5-21-_-5804/365, 5-20=;-22314278, 5-18--968/171, 6-1 8=-311477, 6-17=-8781/542, 7-17!:=;-23-6/4839,
8-17--192.2379, B-16=0/200, 8-14=-3829/220, 9-14=-82/23875 10-14=-288'2841 10-13=-1 16/K 3-22---1053/134*
-1=-1 63/1818
DOTES
1) -ply truss to be connected together with 0.1 34"x3" Nails as follows --
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 o , 2 X 8 - 2 rows at 0-9-0 oo.
Bottom chords connected as follows: 2 X 0 - 3 rows at, 0-4-0o .
W ekes ca n nected as fa[lows . 2 X 4 - 1 row at 0-9-0 o , Except M aMb r 5 - - 1 row at 0- -0 0c.
All leads are considered equally applied to all plies., except if noted as front (F) or back (S) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
8) 'mind: ASCE - 8; 0mph; h-- fit:; T DL=4.8psf; B DL=4, psf; Category ll; Exp ` enclosed, MWFRS interior zone} Lumber
DOL, --1-33 pl ate grip D L=1.88
4) T L'L: ASCE 7-98; Ef=B _8 psf (flat roof snow); Exp ; Fully Exp,
Unbalanced snow loads have been considered for this design.
Th!s truss has be rl designed for greater of miry roof live load of 1 B•0 psf or 1.88 tires flat roof Io ad of 38.0 psf or, overhangs
non -concurrent with other live loads.
7) Provide adequale drainage to prevent water pondi ng-
This truss has been designed fora 10.0 psf bottom chord live load nonooncurr nt with any other live loads.
All plates are MT20 plates unless otherwise indicated.
Continued on page
2i
Job
Truss
Truss Type
Qty
Ply
F4820
KI
ROO TRUSS
STOCK Idaho Falls, ICS 834034 Robin
IF/548 EA LE D 7/20 D (ID) R
_ Job Reference (optional)
6,200 s Feb 11 2005 MiTakIndustries, Inc, 'fed Aug 31
12,2824 20 5 Page
NOTE
1 ) The following Joints require plate Inspection per the Tcoth Count Method when this truss is chosen for quality assurance inspection: 2.
11) Provide mechanical conn don (by others) of truss to bearing plate capable of withstanding 523 lb uplift at jol nt 2 and 227 Ib uplift at joint 11.
12). This truss is designed in accordance with the 2003 International Residential Cede sections R502.1 1.1 and R802.10.2 .10. Arid referenced standard ANSIITPI 1.
1 ) Hanger(s) or other conn cUon device(s) slull be provided sufficient to support concentrated load(s) 1293 lb down and 85 lb up at 6-0-0, and 4735 Ib down and 312 1b up at
7-9-8 on bottom chord. The des i nils election of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Snow: Lumber Increase --1.15. Plate Increase; --1-15
Uniform Leads plf)
Vert: 1-4=-86, 4-6=-86, 6-7=-86,
oncentratsd Loads (ih)
Fart: 21=-.(F) 0=-4(F)
-=-8„ -1 =-, 2-11
Job � ' Trus F Truss Type
F4820 K10 HOOF TRUSS
STOCK -
P NE 1T -IF, Idaho Falls, ICS 88488, Robin.
5-C-3
� Qty
Ply
IF/548 EAGLEWOO[7 7120 DG (ft?) R
CSI
DEFL
in (Ioc)
I/d fl
L/d
Job Reference {optfonalj
6.200 s Feb 11 2005 MIT& Industries, Inc. Wed Aug 31 12:28:36 2005 Fags 1
10-5-13 15-5-8 18-4-8 4-- -- --0
4-11-11
4-11-11 -11-
6x10 --
-1 -14
5-10-14
--1
Scale = 1:59.
5x12
17
1.5x4 E
F]
16 1
Bx1 = 3x4 11
-- - �a. a� 10-5-13 _ 15-5-8 1-4- --1 --
- - -11-11 4-11-11 -11-0 -10- 9-6-3
Plate Offsets MY): ): [1: - - ,Ed elr f10:0- -7,Eda 1. [113:0-6-0,0-3-10
5x12
LOADING (psf)
FA IN
-0-0
CSI
DEFL
in (Ioc)
I/d fl
L/d
LTE
RIP
LL
y
f Plates Increase
1.1
T _
�.L
0,67 11-1
84
0
MT20
197/144
(Roof Snow= -35-0)
Lumber Increase
1,15
RC 0.84Vert(TL)
-1.23 11-13
>355
180
MT 0H
148/108
T DL. _0
Rep Stress, Incr
'SES
WB 0.99
Horz(TL)
0+78 10
n/a
ria
MT1 8H
197/144
B L.L 0.0
Code IR 00 ITRI 0
(Matrix)
'Weight: 152 lb
BDL 8,0
LUMBER
TOR CHORD
2 X
4
SPF 1 5OF 1.5E *Except*
Ti
2
X 4 SPF 2100F 1,8E, T1 2 X4SPF 21 OOF 1� E
BOT CHORD
2 X
4
SPF 165OF 1.5E *Except"
B5
2
X 4 SPF 21 sOF 1.8E
VVEBS
2 X
4
SIF Stud/Std * E c ptlk
W5 2 X 4 SIF 16 OF= 1.5E, W7 2 X 4 SPF 165OF 1,5E
WEDGE
Right- 2 X 4 SIF tud)� td
REACTIONS �[b/3ze) 1=1859/Mecham al, 110=0859/Mechanical
Max Horz 1=-168(ioad case )
Max Uplitt1=-117(Ioad ca 7), 1D=-11` (load Qase
Max Gray 1=1888(load case ), 10=188 loa case
BRACING
T P H RD
E T H R
WEBS
Structural wood sheathing d[rectly applied.
Frigid ceiling directly applied or 10-0-0 oc bracing.
1 Hoer at mldpt 4-16f 7-1
FORCES (lb) - Maximum Cornpr ssion.1Kla imLim Tensia�l
TOIL H RD 1-2;---3618/226, -8=-3053011 o p -4=-286112091 4-5=-48101282, 5-6;--7-40921210; 6-7---4178i212.17-8=-5685/263P
-=-80/4r -1 0.--64201388
BOT CHORD 1-1 7=-248/3123, 1,6-17=-24813123 r 18,16=0/42, 14-15--0/861 -14=-75/7401 13-14=-1 50/4318, 12-13=-99/4862,
11-1 =-110/4831 3 10-11=-299/ 5 8 6
WEDS 2-17=0/1 95, 2-16=-715/104. 4-16=-1 7,04/125P 14-1 =-204'3307, 4-14=0/1642, 5-13=- 1 D 4�1 613, 6-13=- 125/31 ,
7-1 =- 1451/2 8 U, 7-1 1=;-26/843 1 9 -11;;:;-728/204
MOTES
1Wind. ASCE 7-98; 0mph, h= tt; T D�.�4. p f; E CRL=4.8p f; Category 11; Exp + ; enclosed; M FR interior zone; Lumber
DOL=1,33 plate grip DOL=1.38.
T LL: ASCE 7-98; Pf-35.0 psf (flat roof snow); E p G, Sheltered
Unbalanced sneer lands have been considered for this design.
4) ThIs truss has been designed for a 10.6 psf bottom chard live load nonconcurrent with any other live leads.
All plates are MT20 plates unless otherwise indicated.
Refer~ to girder(s) for truss to truss connections.
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 Ib uplift at. joint 1
joist 10 -
and 117 Ib uplift at.
This true is designed in accordance with the 2003 International ResIde tial Code sections R502.1 1.1 and R80210,2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
I
r
s
co
Job - — Truss Truss Type
r
F4820 K2 ROOF TRUSS
i
STOCK COMPONENTS -IF, Idaho Falfs, ID 83403, Robin
1-2-0-0 ' -- 4-3-4 -1 8-0-0.
s
--0 4-3-4 .--1
9Vr, —
Pi
®Job Refere nc (optic nal �._ _ .. _ I
6,200 s Fab 11 2005 MiTek Industries, Inc. Wed Aug 31 12:28-40 2005 Page 1
11-11-8
U1 0 MT1 SH
1 30-11-12
5-2-12
--
Scale 1;65.
v • F , V I U t.4 13 12 11 5x1 2
8X8 = 48 6x12 T18H WB = 44 5x8 = W _ 3A 1.5x4 11
8-0-0 15- 11 - 18-11-0 2-5-9-0 -11-1 36-9-0
-- -11- -- -10-0 --1 _-4
Mat ff et t ,`Y). +U" "0,Eclg ],[1`:0" -1 0-1-12]-��.�-4-�r�"1-1 ]L 1P.�- -5, Edge]
TELL 35T0
_15-11-0
18-11-0
25-9-0
3-11-8
3-11-8
3-0-0
6-10-0
U1 0 MT1 SH
1 30-11-12
5-2-12
--
Scale 1;65.
v • F , V I U t.4 13 12 11 5x1 2
8X8 = 48 6x12 T18H WB = 44 5x8 = W _ 3A 1.5x4 11
8-0-0 15- 11 - 18-11-0 2-5-9-0 -11-1 36-9-0
-- -11- -- -10-0 --1 _-4
Mat ff et t ,`Y). +U" "0,Eclg ],[1`:0" -1 0-1-12]-��.�-4-�r�"1-1 ]L 1P.�- -5, Edge]
TELL 35T0
SPACING
2-0-0
CS1
DEFL in
Ooc)
I/dafl
L/d I
PLATES
GRIP
RoofSnow;-_35.0)Flate,�
Increase
1.1
T �. w
Vert(LL) -0.47
1,x-17
5
240
I T
197/14
TSL
�.�
Lumber Increase
1.1,E
E 0.90
-
rt(TL) -0,75
15-17
180
I I°DH
148/108
BOLL
0.0
Rep Stress In r
YES
WB 1183
iHor (TL) 0.25
10
n/a
n/a
MT1 8H
197/144
E L L
8.0
Code I l 0 `P 12002
I (Matrix) i
Weight: 162 Id
LUMBER
BRACING
---
T P CHORD
2 X 4
DF 240OF 2.0E
T P H RD
tru lural wood
sheathing directly applied or 2-9-12 cc purlIns,
BOT CHORD
2 X 4
SPP 1 5OF 1.5E
BOT CHORD
Rigid ceiling directly applied or
10-0-0 oc bracIng.
WEBS
4
SPF Stud/Std
WEBS
1 Row
at midpt
-1 1
6.14
WEDGE
Left, 2 X 6 DF
No.
REACTIONS (Ike/size) 10=1849/Mechanical, 2=2059/0-5-8
Max o rz 2= 1 J oad case 7)
MaxUpliftl0�-78(load case 8), =- 1 lead case 7
Max Gray 1 O_ 4 (Ioad case ), 2=3011(load case
FORCES 1Ib) - Maxim urn Compression/Maximum Tension
TOP CHORD 1-2z70/1291 - _-4 77 217, 3-4=-4592/199F 4-5---4000/201, -6=-5585/238, 6-7=-4662/199, 7-8;---4139/195)
8-9=-3417/144, 9-10=-4243/142
BOT CHARD -17=-1 99/42391 16-17=-205/5167o 1 5 -16:;z -205i'51673 14-15---180/5548P 13-14=-35/3054, 1 -1 35/3054,
11-1 =-75/3623, 10-11=-750'3628
WEBS -17;---222/81, 4-17=0/1 3585 5-17=- 1 0/1281 5-15=0/839, 6-15=-500/53F -14=;=2884/145, 7-14;;---2511 147P
-14=-80/1380, 8-12--0/490, 0, -1 -- 81/118, 9=11. 011 85
DOTES
i inn: ASCE 7-98, 0mph; h= ft} T DL=4.8p f B DL-4,8pst, Category H- Exp C,enclosed- MW FRS 1 nteraor zone; Lumber
DOL -1,38 plate grip INCL -1 F'8.
TOLL: ASCE 7-98; Pf= 5�O P t (flat roof snow); Exp ; Fully Exp.
8 Unbalanced snow loads have been considered for this design.
4) This truss has beeii designed for greater of mire roof live load of 13,0 p f or 1.00 times flat roof load of 35.0 psf on overhangs
non-cancurr nt with other live loads.
Provide adequate drainage to prevent water ponding.
This truss has been designed for a 10.0 p f bottom chord live load nonco carr nt with any other live loads-
7)
oad _7) All plates are MT20 plates unless, otherwise indicated.
8) Refer to lyd �( ) for truss to truss connections.
Provide mechanical connection (by other of truss to bearing plate capable of withstanding 78 ftp upJ[ft at joint 10 and 214 1b uplift at
joint 2.
10) This Crus 'I's designed In accordance with the 2003 International Residential Cade sections 8502.1 1.1 and R802.1 a.2 and.
referenced standard ANS I/TPI 1.
LOAD CASE(S) Standard
Trines Type
F4820 K3 ' ROOF TRUSS
STOCK MPONENT -IF, Idaho Falk, ID 83403, Robin --------- --.__ _.
00
c�
Ln
Ely IF/548 E L E' ' [ 7/20 D (ID) R
a
1 � I
- __.Job RefererLce (optfona1)
,200 s Feb 11 2005 Mffek lndu tdes, Inc. Wed Aug 31 12.28.44 2005 Fags 1
—2-0-0.
--4 a 10-0-0
—
—
6-2-12
10-0-0
6-9-4
17-11-0
- u 4-8_12
—11-0
3-0-0
23-9-0
--
6-9-4
Plate Offsets
--4
4-8-12
--11-8
3 [4.0_4-0�0-1-1
3-111-8--
-4-010-1-15]1[10,0-2-5
Ede -
--0
2-10-
6X6 =
7
It -a —
29-11-12
--4 a 10-0-0
36-9-0
-11-
6-2-12
29-11-1
6-9-4
S8
a
Scale T 1:65,3
.. .... a e aV ;V Ilk 1_j f 11 5x12 z
6X10 1.5x4 11 5xi 4 MT 0H WB _ 3X4 6x6 = 3x$ 1.5x4 C
38 _ 4x3 =
WEDGE
Left, 2 X 8 D F 195OF 1.7E
REACTIONS (lb/size) 10=1849/Mechanical, 2=2,059/0-5-8
Ma
= 059/0- -
a Flor s 11 4(lod case
Max Upliftl Q (le d ca 8), .=- 2(lo d case 7)
Max G rev 10;--213 8 (load ease )2;--2897(I o d case )
FORCES (Ifs) - Maximum Compression/Maximum Tension
T P HDI D 1-2=011 28, 2-3=-4748/218, -4=-4106/2261 4-5=-3539/227, 5-6=-4140/229, 6-7;---346801210, -8=-2578/1 r
8-9;---2916/173, -1 0_-3963/1164
BOT CHORD 2-18=-20814040, 17-118=-208/4040, 16-17=-186/4111 , 15-16=-186x4111, 14-15=-1 54/41 , 13-14--80/29801
12-13=-86133621 11-1 _-86/ 10-11;---86/3362
EBS 3-18--01139t 3-17_-5481641 4-1 --811101, 5-17=-900/96, 5-15=-1 1 /, 6-1;5=_-323/98P &14=-22381142P 7-14=- 125/1
7-13=-962/108, B-13---26/1047, 9-13---1 089/1 , -11=0/24
NOTES
1) Wind. E 7-98; 90mph; h= ft; T IAL=4.8p f; 6 L)L= .5p f; Category Ili Exp ; enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1,33.
TOLL. ASCE 7-98, Pf=35.0 psf (flat roof snow) Exp ; Fully Exp.
Unbalanced snow loads have been considered for thi"s thisdes g n.
4) ThIs truss has been designed for greeter of lrnin roof live load of 18.0 psf or 1.00 times flet roof load of 35.0 psf on overhangs
non -concurrent i tea other live leads,
Provide adequate drainage to prevent water pe n dr n .
6) This truss has been designed for a 1 O.O psf bottom chord live load noncon urrent with any other N e loads.
All plates are K4T20 .plates unl ss otherwise indicated.
Refer to girder(s) for truss to truss connections.
9) Provide mechan[cal connectlon (by others) of truss to bearing plate capable of withstanding 9 b uplift at joint 10 and 222 Ib uplift at
joint 2.
10 This truss is designed in accordance with the 2003 International R u,5 _Idem a I Gode sections R502.1 1.1 and 9802. 10.and
r f uenced standard ANS I/TPk 1.
LOAD CASE(S) Standard
--4 a 10-0-0
17-11-0
-11-
--0
29-11-1
--
- u 4-8_12
7-11-0
3-0-0
2-10-0
6-2-12
6-9-4
Plate Offsets
�X,Y):
[2:0-8-0,0-1 ],
[2:0-0-0,13-0-4
3 [4.0_4-0�0-1-1
]L - _ FO -2-0]z
-4-010-1-15]1[10,0-2-5
Ede -
LOADING (psf)SPACING
---
T LL
-
- 0
CSI
DEFL
in (Ioo) I/defI
Ld PLATE
RIP
(Roof no =35.0)
Plates Increase
1.15
TC 0.63
' ert(LL) -0.3615-17 >999
240 MT20
197/144
T L
.{
Lumber Increase
1.1
B 0.8
Vert(TL)-0-6415-17 >
180
MT20H
14811 08
TOLL
8,
op Stress Inor
YES
B 1.00 d
Horz(TL) 0.22 10 n/
�a
BC L.
r
Code I TEI
s
tri
weight:
175 lb
-_
LUMBER
BRACING
TOS` CHORD
2 X
4 DF 240OF 2.OE
TOFF CHORD
Structural wood
sheathing directly applied
or 3-1-13 oo purlins.
BDT H I D
2 X
4 SPF 1 5OF 1.5E
EDT CHORD
frigid ceiling d1rectly appilied or 10-0-0 ee bracing.
WEBS
2 X
4 SPFStud/Std *Except*
WEBS
1 Flow at midpt
6-14,9-13
7
2 X 4 SPF 165OF 1., E;7 2
X 4 SEF 165OF
1.5E
WEDGE
Left, 2 X 8 D F 195OF 1.7E
REACTIONS (lb/size) 10=1849/Mechanical, 2=2,059/0-5-8
Ma
= 059/0- -
a Flor s 11 4(lod case
Max Upliftl Q (le d ca 8), .=- 2(lo d case 7)
Max G rev 10;--213 8 (load ease )2;--2897(I o d case )
FORCES (Ifs) - Maximum Compression/Maximum Tension
T P HDI D 1-2=011 28, 2-3=-4748/218, -4=-4106/2261 4-5=-3539/227, 5-6=-4140/229, 6-7;---346801210, -8=-2578/1 r
8-9;---2916/173, -1 0_-3963/1164
BOT CHORD 2-18=-20814040, 17-118=-208/4040, 16-17=-186/4111 , 15-16=-186x4111, 14-15=-1 54/41 , 13-14--80/29801
12-13=-86133621 11-1 _-86/ 10-11;---86/3362
EBS 3-18--01139t 3-17_-5481641 4-1 --811101, 5-17=-900/96, 5-15=-1 1 /, 6-1;5=_-323/98P &14=-22381142P 7-14=- 125/1
7-13=-962/108, B-13---26/1047, 9-13---1 089/1 , -11=0/24
NOTES
1) Wind. E 7-98; 90mph; h= ft; T IAL=4.8p f; 6 L)L= .5p f; Category Ili Exp ; enclosed; MWFRS interior zone; Lumber
DOL=1.33 plate grip DOL=1,33.
TOLL. ASCE 7-98, Pf=35.0 psf (flat roof snow) Exp ; Fully Exp.
Unbalanced snow loads have been considered for thi"s thisdes g n.
4) ThIs truss has been designed for greeter of lrnin roof live load of 18.0 psf or 1.00 times flet roof load of 35.0 psf on overhangs
non -concurrent i tea other live leads,
Provide adequate drainage to prevent water pe n dr n .
6) This truss has been designed for a 1 O.O psf bottom chord live load noncon urrent with any other N e loads.
All plates are K4T20 .plates unl ss otherwise indicated.
Refer to girder(s) for truss to truss connections.
9) Provide mechan[cal connectlon (by others) of truss to bearing plate capable of withstanding 9 b uplift at joint 10 and 222 Ib uplift at
joint 2.
10 This truss is designed in accordance with the 2003 International R u,5 _Idem a I Gode sections R502.1 1.1 and 9802. 10.and
r f uenced standard ANS I/TPk 1.
LOAD CASE(S) Standard
F4820
i Truss
I4
STOCK COMPONENTS -IF, Idaho FalJ , ID 83403, Robin
Tress Type - p{y
ROOF TRUSS �
-2-0-0- --_..6-3-4 _ 72-0-0 15-11-8 19-11-0
1�0�0 6�l�
Fly
1
IF/548 EAGLEWOOD 7120 D (ID-)
Job. Reference (optional),
6.200 s Feb 11 2005 MiTek Industries', Inc. Wed Aug 31 12:x.':47 2005 Page I
--
8 1D = 7
29-3-4 _36-9-0
7.5.12
6x 10 = 1.5)c4 11 S 10 _ 3x4 - 6X8 _ 4X8 _ 1,5 X4 11
- 12-0-0 19-11-0 -4-- --
- -4 5-8-12 7-11- 2-5-0 -11-4
Plate ffset :0- -120-1-81, [ :0-1 11,!Ed�]# [4s0--00=1-1515 --E�aO- - Ed pl,0-4-12,0-3-01 :
LOADING (psf)
P IN -0-0 1 DEF ;r� f`
� LidTOLL .E PLATES
PJ ates Increase 1(Roof Snow=35.0).1 TC 0. x 6 rt I -L -0.30 1 -1 240 i i IT 0
T D L 8.0 Lumber Increase 1,15 SG 0,91rt f Tl-) -0.57 13-14 7 180 1 I T 0H
BOLL 0.0 lisp Stress I nuc r YES WB 0.72 Horz(TL) 0.20 9 n/a n1
L Code 1R 0 aTI�I 0 (Matrix)p IWeight: 169 Ib
LUMBER BRACING
TP
7--1
GRIP
197/144
148/108
? H 1 L+ [jr- �U U 1= u r TOPCHORD Structural wood sheathing directly applied or 2-8-14 0c purlins.
130T CHORD 2 X 4 SIF 1650F 1.5E ROT CHORD Frigid ceiling directly appfi d or 10-0-0 oc bracing.
WEBS 2 X 4 SPF Stud/Std *Except WEBS 1 Flow at rnlidpt 6-12P 8-1
7 2 X 4 SPF 1650F 1.5E
WEDGE
Left, 2 X 6 DF I .2
REACTIONS (Ike/size)9=1849/Mechanical, =205-9/0-5-8
Max Hari 2=1 load ca 7)
MaxUp I ift=- (load case ), =_ to ad case 7)
Max rav 9=20,59 (load case ),-2814(lead case )
FORCES (1b) - Maximum Compression/Maximum Tension
TOP CHORD 1- = /1 7, L-4557/234, -4s- /, ' , 4T =- 127, 238, , -6--3086 " 17, - ;--2678/205, 7-8=-2659'204
8-9;--3732)1 78 p
BOTCHORD ORD -1 =- e'38 , 14-15=-22313862, 1 -14 -158/3315312-13;;-.-1 21,130911 11-12=-93/3143, 10-1 1=-93/31435
-1 0=-93113143
EES -15=0 1 � 3-14--845/91 P 4-14=0/8261 5-14=-590/87, 5-13.-z-41 Oa' 0, , 6-13=-1 560'407, 6-12=-2084/144,
7-12=-1 16/2115, 8-1 =-1277'1 F -1 n=0/287
OTE
1 'Find; ASCE 7-96; 0mph, h= ft; T DL= . ,ps.f; B ILL= .8psf; Category I14 Exp ; enclosed; MFR interior zone; Lia be r
D0L=1 -33 plata grip COOL=1.33.
). T LL, ASCE 7-98, Pf=35.0 p f (flat roof snow); Exp ; Fuily Exp,
Unbalanced snow loads have been considered for thIs deli n
4) This truss has been designed for greater of min roof live load of 18.0 p f or 1.00 times flat roof load of 85.0 p f on overhangs
nor - ancurrenI with other Jive loads..
Provide adequate drainage to prevent water ponding.
This truss has been designed for a 10.0 psf bottom chord live load Ponconcurrent with any other dive loads.
7) All plates arE3 M T 0 plates unless otherwise indicated.
Refer to g1rder(s) for truss to truss connections.
F rovide r r3 ec han i al co n n ec do n. (by oth r of tru ss to bea.rin g plate capab le of withstarl di rig 9 8 1 b u plift at 1oi rpt 9 and 226 lb upl ift at
joint 2.
1 0) Thio truuc� i o dooigned in nucordUnGC With tht 2000 h ilumallonal Fie5iclenual Code sect,' ns K ,1 1.1 and H802.1 02 and
referenced standard ANS1f7P1 1.
LEAD CASE(S) Standard
04
t6
e Job
e
Truss
F 8 0
I '
STOCK P E T -iF Idaho Fairs, [D 83403 Robin
AM
Truss TypeROOF TRUSS Qty -
ply 'IF1548 FLED 7/20 LAG (i��
_ - -f Job Referee ptionaP
Feb&200 s 14 2005MiTelk Industries, Inc, Wed Audi 81 1 2:8;48 200.E Page 1
0
-- - - e _ 22-9-0 27-2-6 1-7-11
36-9-0
�
2-0-0 3-6-8 3-0-0 -8-1 3-8-12 4-4-
1.5.x 4 11 5X8
7 R
'LAiJ b ZP 1
6X6 = 3x6 11 50 `�
-- -0.0 7--
� t 4 s +r 9 [2:0 —2-10 Rte -1 -11 1! [6:0—A — -i
■0—A--i
LOADING (Psf)
TC LL
35.0
arlAUJIVU
2 -o -a
CSI
(Recf Snow=
-0)
■
Prates Increase
1.15
Tc ago
T D L
8.0
a
Lumber Increase
1,15
R0-82
6 LL
8.0
Rep Stress Incr
YES
WLR 0.82
BCDL-
8,0
Code IRC2003/TP12002
i
(Matrix)
LUMBER
rk
i
TOP CHORD
2 X 4
SPF 165OF 1 _E
BOTCHORD
2 X 4
SPF 1650F 1.5E *E cepfp.
B5 2
X 4 SPF 21 GOF 1.8E
WEBS
2 X 4
SPF Stud/Std "P eeplk
4 2
X 4 SPF1 5 F 1, EF W5 2
X 4SPF 1S F1,
E
7 2
X 4 'SPF 16,50F 1 _E, W7 2
X 4 SPF 1 SF
1.5E
E[t
Right: 2 X 4 SPF Stud/Std
t±mr. 11111P]
4--
--~
[TEFL
rt(LL)
Ve rt�TL)
Herz(TL)
-4-
-4-
In �Ioc)
-01.60 12-14
-0,90 12-14
0.54 11
BRACING
TOP CHORD
BOT CHORD
WEBS
29-5-1
i
--1
Ud f I L/d
>601 240
>402 1O
I
n/a n/a
�_. --
i
7--1
PLATES GRIP
MT20 197/144
"JT 0H 148/108
Weight 147 lb
Structural wood sheathing directfy applied or 1-11-7 cc parks—
Rigid ceii[ing directly applied or -7- cc bracing.
1 Row at m ld,pt -1
REACTIONS (lb/size) 1141 386/Mechanical, =-1 5/6-6-8t 1 X2946/6-6-, 19=-406/6-6-8
Max H
=-406/6- -
H rz 2=11 Jcd case )
Max Upliftl 1 ;- 7(load case 8), =,4 (load ease ),. 18=- 4 f1oad case 7 t 9x`81 Ie
Max .r 1 1=1 7( I0 2d cs � , _ � f gad c a � �� ��
es )t 1 =�3 7(1oad case ), 1 = 7(load case
FORCES (lb) - Maximum Compression/Maximum Tension
T°F' HR(D 1--0111 , 2-3--45/11471 34=1 6/3716, -=-111 t 5 -6= -2191/83p
9_10= -5722o'226, 10-11=-63,98/312
BOT H RD 2-19=-1 01 51'48P 18-19=;-1 49/0, 17-18=- I /, 4-17=-581189, 16-17=-691'9081 =-
1 3-14=-7802P
1 4=-7 /480 a 112-13=-86/4788 , 11-12=-243/5690
f]i, 1 k — r 1 , "� = f
WEBS 3-19---41/1356P 17-19=-982/69p ` 7,+2293/67, 5-17=-4567/69, 5-16=0/1 749 -1 =-
1 103/60 6-157;---6213157
7-15=-693/!94. 8-15=-94/1524P 1524, -14=-40.737, -14=;-_-10981188, 9-12--:;-1 1 0 p 10-12;--5331148
NOTES
1) Wind.- ASCE 7`98, 0mph; h= ft; T C)L=4. psf; B DL= .Spsf; Category 11, E ; enclosed,
DOLE=1.33 plate grip DOL=1.33.2) i�F F#rare; Lumber
TELL: ASCE 7-98,, Pf .0 p 'f (flat roof snow); Exp ; Fully F=p-
Unbalanced snow loads have been consIdered for this design.
4) This truss has been designed for greeter of rein roof live load of 18.10 p t or 1.00 times flat roof load of
re n-COneurrent with other live loads.
� .� p�f �� overhangs
5) Provido adequate drainage to preveFit eater pooling.
This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent with an other live Io
7)Al[ plates are MT20 plates unlessotheR0ssc indicated.
�' loads.
Re#er to girder(s) for truss to truss connections.
Provide meehanirca[ connection (by other) of truss to boaring plate capable of withstandin � �� �pf�tt t joint 11, I� uplift at jofnt
, 84 Ib uplift at joint 18 and 816 lb uplift at joint 19.
1 ) This truss is designed in accordance with the 903 International Residential
Code tions x.11 , 1 and R802-40.2 and
referenced standard ANGLITPI1.
LOAD F( Standard
T
a
w
I
co
k
■
r
■
a
a
i
rk
i
Structural wood sheathing directfy applied or 1-11-7 cc parks—
Rigid ceii[ing directly applied or -7- cc bracing.
1 Row at m ld,pt -1
REACTIONS (lb/size) 1141 386/Mechanical, =-1 5/6-6-8t 1 X2946/6-6-, 19=-406/6-6-8
Max H
=-406/6- -
H rz 2=11 Jcd case )
Max Upliftl 1 ;- 7(load case 8), =,4 (load ease ),. 18=- 4 f1oad case 7 t 9x`81 Ie
Max .r 1 1=1 7( I0 2d cs � , _ � f gad c a � �� ��
es )t 1 =�3 7(1oad case ), 1 = 7(load case
FORCES (lb) - Maximum Compression/Maximum Tension
T°F' HR(D 1--0111 , 2-3--45/11471 34=1 6/3716, -=-111 t 5 -6= -2191/83p
9_10= -5722o'226, 10-11=-63,98/312
BOT H RD 2-19=-1 01 51'48P 18-19=;-1 49/0, 17-18=- I /, 4-17=-581189, 16-17=-691'9081 =-
1 3-14=-7802P
1 4=-7 /480 a 112-13=-86/4788 , 11-12=-243/5690
f]i, 1 k — r 1 , "� = f
WEBS 3-19---41/1356P 17-19=-982/69p ` 7,+2293/67, 5-17=-4567/69, 5-16=0/1 749 -1 =-
1 103/60 6-157;---6213157
7-15=-693/!94. 8-15=-94/1524P 1524, -14=-40.737, -14=;-_-10981188, 9-12--:;-1 1 0 p 10-12;--5331148
NOTES
1) Wind.- ASCE 7`98, 0mph; h= ft; T C)L=4. psf; B DL= .Spsf; Category 11, E ; enclosed,
DOLE=1.33 plate grip DOL=1.33.2) i�F F#rare; Lumber
TELL: ASCE 7-98,, Pf .0 p 'f (flat roof snow); Exp ; Fully F=p-
Unbalanced snow loads have been consIdered for this design.
4) This truss has been designed for greeter of rein roof live load of 18.10 p t or 1.00 times flat roof load of
re n-COneurrent with other live loads.
� .� p�f �� overhangs
5) Provido adequate drainage to preveFit eater pooling.
This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent with an other live Io
7)Al[ plates are MT20 plates unlessotheR0ssc indicated.
�' loads.
Re#er to girder(s) for truss to truss connections.
Provide meehanirca[ connection (by other) of truss to boaring plate capable of withstandin � �� �pf�tt t joint 11, I� uplift at jofnt
, 84 Ib uplift at joint 18 and 816 lb uplift at joint 19.
1 ) This truss is designed in accordance with the 903 International Residential
Code tions x.11 , 1 and R802-40.2 and
referenced standard ANGLITPI1.
LOAD F( Standard
T
a
w
I
co
Job . ___._ _ _� .�• Truss True Type -
F4820 Kra FT'
STOCK COMPONENTS -IF Idal —
� Fall ICS �, I��k�tn
I
a
4 100
2-0-0 -6- 3-0-0
4-8-12
I
Ply IF/548 EAG L EWO.OD 7/20 LSO (I D)
Job Reference tionalL
Inc
B-200 s Feb 11 20
20-9-025
-10-6
-9M_
5X8 -
i d dug i 1x.28;49 2005 Page
--
vPw �+... 1 I'
X12 ti
X4 —_
4x4
--f
1,8-4-8
35.0DER
- -
- -
36-9-0_
-!
'
-4-
(Iol ) 11de
-4-
7-8-1
8-3-15
0
Plate t ff t _ -1-1 FEdge] 7.0-6-
0,01-0-151. [ �&-4- 0-1-15], [111. - - ,Ed :Ed �0 -° -.
LOADING (p t
T L L
35.0DER
'Plates
in
(Iol ) 11de
L/d
PLATES GRIP
(Roof rye=.��
Increase 1J15
T 0.80
V rt(LL -0.50
12-13 >725
240
MT20 197/144
T D L
Lumber Increase 1.1
x .81
Vert(TL) -0.7712-13
>469
ISO
S LL
0.0
Rep Stress I n r YES
WB 0.95
Hor (TL) 0.45
11 n1a
n/a
DDS
.
Code I R 00 /TP1 00
� �
(Matrix)
� ) �Weight,
149 Ib
LUMBER
13RACING
TOP CHORD
2 X 4
SIF 1 5OF 1.5E *Except*
T P H RD
Structural wood
sheathing directly applied or 2-2-0 oc purfins.
T4 2
X 4 SPF 21 SOF 1.8E
BOTCHORD
Rjg[d ceiling directly applied or
4-2-9 oc bracing
BOT CHORD
2 X 4
SPF 1650F 1.5E *Except*
WEBS
1 Row at midpt
-1
-
4 2
X 4 SPF 21 OOF 1.BE
WEBS
2 X 4
SPF Stud/Std *Except*
4 2
X 4 SPF 165OF 1_5E
EDGE
Right` 2 X 4 SFIF Stud/Std
REACTIONS bfl. fz) 1 I =1439/I 439/Mechanical, 2=:54/0-3-8, 17=241 6/0-5-8
Hort 2=1 (load case
,Max Upllftl I =-10 (load case ), =-4 (load case )' 17®-10 (load ease )
ax 0 rav 11=19 4 (loud c ase 3), 2=41 0(load case , 1 7=2655 (load ease )
T P H R D 1-2=0/120T2-3=-59/1114. -4,-3912211 t 4-5=0/207815-6=0121100 6-7=-2482/75F 7-8=-3035/74j8-9;-_-3597/1011
-10;==-5577/241 j 10-11=-6425/342
BOT CHORD -1 8=-974/661 17-18--12610, 16-17=-2630/105, 4-1 6=-65911050 1 -1 =-71/17091 14-15=0/2208, 13-14=0/3158
12-13=-81/4532 11-1 _-266/5721 '
F !3-1 -1 G/SSqf-;, I -r1 G= - 63/1 , -1 =�i/7.1 a -1 =-3754/1 1 3, -1 5=0/1 24:3, 7-15=-63 Ci62, 7-14=-29/1 579,
8-14=-59.1'586, 1 5...] 43/8721 - 1 �- 1 3 0? L 9-12=-23/791110-12---712/173 /
NOTES
1) Wind: ASCE 7-98; 90mph; h = ft; T DL=4. p f; E DL�4, p f Category ll; Exp C, enclosed; MW FRS interior zone; Lumber
DOL=1,33 plate grip DOL=1.33.
TOLL: ASCE -; Pf=35.0 Psf (flat roof snow).; Exp } Fully Exp.
U n bal arced snow loads have been considered for thi"s thisdesign.
4) This truss has been designed for greater of min root live load of 18.0 p f or 1.00 times flat roof load of 35.0 p f on overhangs
nor -.-concurrent with ether live loads.
Provide adequate drainage to prevent water ponding.
This truss has been designed for a 10.0 psf bottom chord live load non o.ncurr+ nt with any ether live loads.
Refer to girder(s) for truss to truss connections,
na ction (b ethers of tares to bearing plateblf lift at joint 11 4
r��r�d mechanical �� capable oith withstanding 10 lb uplift 1 � lb uplift at
joint 2 and 102 lb uplift at joint 17.
This truss is designed in accordance with the 2003 International Ides identi al Code sections R502.1 1.1 and 8802.10.2 and referenced
.standard ANSIFFPI1,
LOAD CASE(S) Standar=d
ca!� = 1-69,3
00
I
Pit
Job Truss 'Tr
--- —
c
0
F4820 K7 R,F T1 USS
STOCK GOMPONENTS-IF, Idaho
, ID 83403, Robin-
3-6-8
ubrn
18-0-0
�
-
-
--1
--
x
n n
-6-
Ply
1
Jab Reference op
.200 s Feb 112005 k Indo tr esInc. � � � � :5 2005 .gage .I
30-3-11
6-5-5
38-9-0
--
Cale , 1 :67.6
18
27-2-13
36-9-0
0-2-12
Plate Offsets = -1 - 0- - , 1 --P- _1 1a---
-�_� t d- -
F--�
LOADING (psf)
T L L �O - 0-0, CS1 DEFT
(Roof now=.) Plates Increase 1 . 1 T 0.o ErI0
o
) Vdl fl L/d PLATES RIP
Lumber Increase 1.15 -0.1 14-16 >883 240 T 197/1
44T DL 0.90 ' rt(TL)
-0,x'1 14-1 1 1 0 I T J--�
BC Pep° Stress In �r `E B 0.62 1 /1 ►0
�L , o Ho r (TL) 0.36 1 n/a n/a
BCDL- 8.0 Code IRC2003 TPI 00. (Matrix)
VVeigMt, 176 lb
LUMBER
TOP H RD 2 X 4 DF 240OF2.01E BRACING
TOPCHORD Structural ��� ��
BOTCHORD 4 SPF 1 OAF 1. thing directly applied or 2-9-14 0c purlins.
VVEBS 2 X 4 S P F btu d/td *Except*
SOT HOR D Rigidcoiling d i real applied or 4-5-2 cc bradi n Y 4 P'F 1 E B OF 1.5E 1 Row at midpt -1
WEDGE
Right,- 2 X 4 SPF St-ud/ td
REACTIONS (1lb/size) 2_53/0- -8, 19=2405''0-5-8, 12= 1 0/0- -8
Max Ho rz 2=1 (load case )
Max Uplift �- 0(load case ), 19=-1 1 (load case 7), 1 _- (load case
Maxra=339(load case 2), 1=245 loa
� d case .), 1=029(load oat
FORCES (1b) - Maximurn Compress !on/Maximum Tension
TOS" CHORD 1-2--0/108P 2-3=-65/968, 3-4=-33/21101 4-5=-20641103T 5-6;---1
9-10=442911811 10-11=-4633/167,11-12=-54311288I 12-13==:0/104
BOT CHORD 2,20=-833/50; 19-20=-9 1 /00 18-19;---2430/121, 4-18;;---2230/159P 17-18=-1 874/106 -
14-15-74/3682, 1 �-1 4�-1 0 /479 _- -`� _'
EBS 3-20=0/481 a 18-2 0=-8500x66, 3 -1 8=-1032/49, 4-17=z-35/317 -17= '
7-16=-13/1033, 8-16=-201774, 9-16=-15:36122
OTE.
1) Wind: ASCE 7-98; mph; h ft- T DL=4. p f; B DL= .8 sf; Category 11, Exp ; enclosed; MWFRS i '
D L� 1. plate grips DOL--1.33.nt r� r , L rnl r
TOLL: ASCE 7- 8; Pf=35,O p f (flat roof snow); Exp Q Sheltered; L= 45-0-0
Unbalanced snow loads have been considered for this design.
4) This truss has been d sign d for greater of mi.n roof lige load of 18.0 psf or 1,00 tunes flet roof load of 35.E
psf on overhangs
non -concurrent with other lire loads.
Provide adequate drainage to prevent wafer ponding.
1, This truss has been designed for a 10,G p f bottOM Chord live load nonooncu rant with any ether lire leads.
7) All plates are MT20 plates unless otherwise indicated.
8 Bearing at joint() 12 considers parallel to grain value using ANSlrFP1 1 angle to grain formula, Buil'ding designer should verify
capacity of bearing surface.
Provide mechanical connection (by others) of truss to fearing plate capable of withstanding 260 Ike uplift at joint 2, 116 Ib uplift at joint
19 and 206 lb uplift :at joint 12-
10) This tru a is designed in accordance with the 2003 International Residential Glide sections R502-1 1.1 and R802.10,2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
co
Job
Truss
_ I Truss Type
_s e
:F4820 8 IAF TRUSS
r ;
STOCK MET -IF, Idaho-
% h Falls JE)
r
Pi ---. - IF/548 EAGLEWOOD 7120 D (ID) B
1
Job Reference (Optional)
8.200 s Feb 11 2005 M[T k fndusftie r Inc. Wed Aug 31 1 -28 - 1 2005 Page 1
2-0-0 3-6-8 -0- -11- -11- 5-10-14 5-10-14 - -�
5x8
7
38-9-'
-I
--
ale - 1:65.7
4x4 = U4 11
Le •
6-3-12 11
T.
--
1 --
Plate Offsets
(, ) `
J-11-1,0-2-7�Edge, 1 .8- -0,8- -1 p�.,� -dgea
� _
LOADING ( psf ).
5-10-5
7---
_
T
SPACING
a
2-0-0
(Root , roc = .0)
Plates Increase
1.115
a
TC 0.90
T D L
8.-
Lumber Increase
1.15
SC 0.78
ELL
�.�
Rep Stress ncr
� l
E
B 1.00
BC DL
Code IR 2 8/TR1
082 !
(Matrix)
LUMBER
TOP CHORD
2 X 4
SPF 165OF 1-5E "E cLapt*
T1 2
X 4 SPF 21 OOF 1,8E, T1 2 X
4 SP F 2188F
1.8E
BOT CHORD
2 X 4SPF
1650F 1.5E '-Except*
B5 2
X 4 SPF 210OF 1.8E
WEBS
X 4
SPF Stu d/Std *Except*
WEDGE
R ighL 2 X 4 SPF Stud/'Std
27-2-13
_35-9-0
5-10-5
9-6-3
DEFL
Vert(LL)
o V&rt(TL)
Horz(TL)
in (Ioc)
-B.5 18-1
-0, 84 18-1
0,41 11
BRACING
TOP CHORD
ET CHORD
WEB
REACTIONS (lb/size)2=8/0-3-8,18==246C)/0-5-8111=1630/0-5-8
Max H rz ;--1 31(lead case 7)
Max Uplif12=-3690oad case 3), 18=-1 7(icad case 7), 1 1=- 0 (ioac1 case 8)
MaxGray 2-388(load case ), 18=2818(ioad case ), 1 1=2385(toad case 8)
I/deft
>693
40
n/a
Ld
240
180
n/a
PLATES
MT20
'IT B H
I T18H
Weight, 146 l
GRIP
1971144
148/108
197/144
Structural wood sheathing directly applied or 2-1 -1 0 oc purlins.
Rigid a ilia directly appll d or 4-1-9 oc bracing.
1 Row at midpt 8-1
FORCES alb) - i a imu.rn ompr ssion?'Ma imum Tension
TOP CHORD 1-2=0/129p 2-3=-81/i 197, -4=-84/2547, 4-5-----2275/100, 5-6=-2078/1 14, 6-7..2-249518117-8=-266519518-9=-49831179I
-10=-5188/1 , 10-11=-62291285, 11-12=0/1 4
T CHORD 2-19=-1 035/62, 18-19=-1 8/01 17-18,-2788/1 , 4-1 7=-2 84J1701 16-17=-2254/128) 15-16=-46119321 14-15=0/4051
13-14=014020, 11-13;;;-158/5498
WEBS 3-19--5/5901 17-19=-1:062/80, 3-17=-1212/601 4-16;---59/3450, 6-16=:;-899/72j 6-15=-2/977$ 7-1 =011885*
8-15;---1785/2181 8-13;z0/9355 10-13=-885/184
NOTES
1)Wind- ASCE 7- } mph; h=25ft,, T CSL=4_8psf` B DL-4.8psf-, Category il; Exp C, enclosed, MVVFRS interior zone; Lumber
D I -=.x..88 plate grip D L�1.8 t
T LL, .ASCE 7-98; Pf=35,0 p f (f at roof snow); Exp ; Fuller Exna.; L= 45-0-0
8) Unbalanced snow keds have been considered for this design.
4) This truss has been designed for greater of min roof lige load of 18.0 p f or 1.88 times flat roof load of 85.8 psf on overhangs
nor -concurrent with other live loads..
This truss has been designed for a 10.0 p f bottom chord live load noncon urrent with any other live loads,
8) All plates are MT20 plates unless otherwise Indicated.
7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to ra'M formula. Building deli n r should verify
capacity of bearing surface.
8 P ro i de m a c han ical co n nection (by oth rs) of truss to bearing plate capab le o f withsta n di rig 3 69 1b u p,l ft at jn int 2, 127 1 b up l ift at 10 1 rpt
18 and 205 lb uplift at jo int 11.
9) This true is designed i n accordance with the 2008 i me rn.tic n l R e s i d nti ai Code sections R502.1 1.1 and R802.10.2 and referenced
standard AN I,7RI 1
LAD CASE(S) 'Standard
Job
Truss
F 48 2-0I MI
STOt�(__6_OM fio—N-
ENTS-IF, Idaho Falls, !D 83403, Robin
I
i
-0T
rUS9 Type
MONO TRUSS
fQty
14
My � IF/548 EAGLEWQOD 7120 0G (0) R
I
,200 s Feb 11 2006 M iTek 10dustries__,_1 n . Wed ALig 31 122-152 2005 Fra
• o ej
1.5x4 � 1.
3
.!i
-- �, fes.. -0LOADING (psf)
-
I LL
35,0
-U-U I
Uhl
(R00E no =
-0)
Plates increase I . 15 1
TC 0.65
T DL
8.0
Lumber Increase 1.15
SC 0.25
ELL
0.0
Rep Stress frier YES IVV
B .
-BL --_
.g
Code IR00/TPI p
(Matrix)
LUMBER
TOP CHORD
2 X
4 SPF 165OF 1.5E
ET CHORD
2 X
4 SPF 1650F 1.5'E
WEf3S
2 X
4 SPF Stud/Std
REACTIONS(Ib/size)
2=524/0-5-8, 4=247J'0-5-8
= 47J'0- -
Ma
fa
Hor =131 (load case
Max
U pI ift. ---108 (load case ), - � 1`oad case
Max
rav = 785 (loa case ), 4- 5 (1 o ad case
FORCES (Ib) - Maximum imum ompre ion/ a imum Tension
TOP CHORD R 1- =0/1 1 r -=-203/110, 3-4;---311/5
130T CHORD 2-4=0/
DEFL
in
l/def i
' rt (L L)
-0.0
>999
Vert(TL)
-0.1
Hor (TL)
0-0
n/
BRACING
TOFF CHORD
BOT CHORD
Ud
240
180
n ria i
C)
PLATES GRID
MT20 1971144
Weight: 20 Ib
Scale -z 1618.0
Structural wood sheathing dir=ectly applied or -0 oc purlins, except
end verticals.
Frigid calling directly applied or 10-0-0 oc bracing.
MOTES
1 inn: ASCE 7-98; 0mph: h= 5ft T DL -4.8p f, B DL=4. p f, Category 11; E ' enc losed; '
D L-1,33 plate grip D -1.3,x, , � I11 'F=F ire# r� r ; Lu b
t_
TOLL: ASCE 7-98; Pf;--35.0 psi (flat roof now); Exp Fully Exp.
Unbalanced snow loads have been considered for this -de ign.
4) This truss has been designed for greater of miry roof live load of 18.0 p f or 1.00 times flat ro
non- oncurrerpt ith 0th r li e loads �� load of .1� p f on overhangs
This truss has been designed for a 10,0 p f bottom chord live load'
nor�cor�currr�t ��Ith any other IIS lead.
Provide mechanical connaction (by other) of truss to beari nq plate capable cit nth tandin 10 l
Dant 4, �ulift �jr�d I uplrft at
7) This truss is des ig n ed iii accordance with the 2003 In te rnational Re s Ide ntj a[ Code
1{+�'.o ye a 1{I/�4,I ��'{Fs y an
�
4.� V � Y S../ � ti Y 1 F L.' R502.1 � e i LL ■ J 3d R802.1 i � � � r L 1.!' ren 1 c ecl
standard ANSIFFP1 1
LD +E) Standard
Job
ZT Truss Truss Type
F4820 M2 MONO TR US S
STOCK C0k4p0'_N_E'NTS4F, Idaho Falls, JD 8340 Robin
bp
LOAD CASE(S) Standard
I) noir: Lumber increase= 1 . 15, Plate Increa e;= 1.1
Uniform Loads (p If)
Vert-. 1-4=-43, - �- , 5-6=-706(F=-698)
Concentrated Loads (Ib)
Ver- 6=-3204(F)
Qty
I
-- I 2
_ — 1 Job Reference (olignom,_
. 200 i reb 1 rfek 1F`r a tree , Inc. Wed Aug 31 12,2-8--.5 3___ 2--0-0'5—P a g
e _.
Job True�-- -
FTrlj—"
�—
Qty � I 171F/548 FAGLEWOOD 7/20 ISG (ID) l
F48 i
M2
MONO T i
i
l� 1�
2
STOCK I MPONE T 4F, � al � � � a Job R feron ([oj 1
_ - Jam_
6,200 s Feb 11 2005 MiTek Industries, Inc. Wed Aug 31 12:28:53 2005 Pae 1
-
1_ X4 i
1
Plate Offsets(X,Y)-
f2,0-2-910-1-61
LOADING (psf)
TSLSPACING
.�
�1-0-0
CS1
DEFL
(Roof
now= .0)
Plates increase
1.15
TC 0.20
Vert(LL)
T��
�.
�z Lumber Increase
1.1
�.� �
Vert(TL)
ELL
�.�
Rp Stress Inr
1B 0,68
Florz(TL)
BCCA[-
n n
Code 1R017P.1 00
catr-M
LUMBER
TOP CHORD 2 X 4 SPF 1 650E 1.5E
80T CHORD 2 X 6 DF iVo.2
WEBS 2 X 4 SPF StudlStd 'Except"
W1 2 }S 4 SPF 1550E 1.5E
REACTIONS (lb/size) 5=3249/0-5-3, , = 129/0- -
Max Ror(load case )
Max Up1jft =-314 (load case 7), =- 4(faad case
Max Gray =41 (load case ), = (lead case )
FORCES (Ifs) - Maximum ompr i n/Maximurn T nylon
TOIL CHORD 1-2,_0/65, - �-5341/345, -4=-14148, 4-5=-1 23/21
BOT CHORD 2-6;---324/4654, 5--6=-324/465
EBS 3_6=-361/5286, 3-5=-5489/382
BRACING
TOP ISR
E T HOR
in (lac) J/d f l L/d
-0.04 6 >999 240
-0.05 6 >999 180
0.01 5 n/a n/a
PLATES GRIP
MT20 197/144
Weight: 61 fb
Scale = 1: 8,0
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verftals.
Rigid ceiling directly applied or 10-0-0 0C bracing.
TE
1 -ply truss to be connected together w1th 0,1 1 "" Nails as follows:
Top chords connected as follows- 2 X 4 - 1 row at 0-9-0 0C.
Bottom chords connected as follows: 2 X 6 - 3 rows at 0-4-0 cc.
Webs connected as follows:
4 - 2 roes at 0-5-0 cc, Except member - - 1 row at 0-9-0 qo«�
the LOAD
ed equall a pliod to Jf plies, except �f noted et (F) or back ac� re
All 1��� �r� ��r-rs�d�r front � � face i
Esection.rl to cnnachors have been provedd to di t.ribute only loads noted �F� or � �� unless �t��s�r���at�dy) ind: AE 7-98f 90mph; h=ft' TDLT4.8psf; l3 DL= . f; Category
If; Exp ; enclosed; MWFRS interior zone; Lumber
DOL=1 .33 plate grip D0L=1.33;
4) Tse LL: ASCE 7.98; Pi=35- psf (flat roof .snow); Exp a Fully Exp.
Unbalanced snow I-oads have been considered for this design.
This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 35.0
psf on overhangs
non -concurrent with other live loads.
7 This truss has been designed for a 10.0 psf bottom chord live load n nooncurrent with any other live fonds.
Provide mech2njCal connection (by others) of truss to bearing plate capable of withstanding 314 lb uplift at joint 5 and 234 IIS uplift at
Joint r p
This true, is designed in accordance with the 2003 International Residential Code secti=ons; R502,1 1,1 and R802.10.2 and referenced
standard ANSIFFPI1.
10") Girder carries tie -ire span((): 2 8-10-0 from 3-3-8 to -0-a
1 1) H2 n r() or other connection device(s) shall be provided sufficient cie n t t�o support concentrated c e far ted l
_ �p d�� �� fly d�� and 308 Ili up t
- 8 on battorn chord, The design selection of such connect -Ion device(s) is the responsibillty of others.
LOAD CASE(S) Stand2rd
Corti rued or page
F4820 M 37 QtY Ply IF/548 LE D 7/20 D
M3 MONO TRUSSSTOCK �COMPO 2a
NENTS-IF, Idaho Falls, ID 8340—"' 1 Job Reference (optio
.200 s Feb 11 2005 gTt6_ lr'du tr-1es, Inc. Wed Aug 31 12:28:53 2005 Page 1��
LOADING (psf
TOLL 35.0
Hoof Snowz-_-35.0)
)
TDL 8,
E LL 0.0
B DL 8.0.
LUMBER
TOE CHORD
BOT CHORD
WEBS
T_
I
--1
-0-
-11--
1.5x4 I o
a
—0-1
6-0-0
2-0-12
3-11-4
SPACING 1-0-0 CS1
[TEFL in to ldefl
Plates Increase 1.15 T 0.1
Vert( LL) -0,02 ,8
mkerInc�' 0.45( TL -
ep Stress In6 >999
0.04 -t E 0.48
Code iR0017PI B Hor (TL) o.01 5 n/a
REACTIONS (lb/size) 5=1004/0-5-8,2=1 131/0-5-8
MaxHort = load case
Max UP1 &55=- 8(load case 7)a 2=-1 (road cage
a r+av5=11 8 lead c �
�, =1 1 4 load case )
FORCES (1b) - Maximum Compress ion/Maxim urn Tonsion
TOFF CHORD 1 -2:--0/65? T8=-2478 `140, 8-4=-43/471 4-5=-1 80124
ET CHORD 2-6=-144/2111T5-6=-144/2111
EE 3-6=- 1 06A 609, 3-5=-21 8 1 J4 48
8 RACING
TOPCHORD
E30T CHORD
4x5
5
d PLATES GRIP
40 MT20 197/144
180
nt
e
Weight* ht* lb
tructuraf good sheathing directly applied or 6-0-0 cc purlins,
end verticals,
Rigid celling directly applied or 10-0-0 oc bracir7 ,
NOTES
1) 2-pfy truss to be connected together with 0.1 ,31 " .3,rNails as Vlo .
Top chords connected as fellows* 2 X 4 - I row at 0-9-0 o .
Bottom chords connected as follows, 2 X 8 rows at 0-7-0 oc.
Webs connected as f0ilo . 2 X 4 1 row at 0-4-0 oc. Except member -8 -
) All loads are o��srdred equally applied t� all l' � 4 1 r� t �- oc,
p les, except if rioted as front (i=) or back (13) face i&n the LOAD CASE section. F�
pil conner-ticns have been provided to distribute only loads noted F or unless CASE(S) I to
. � � � �� � �tl� eye indicated.
acted.
'arid. ASCE 7-98; 0mph; h= ft; T DL=4.8psf; 8 [ L=4.8p , Category fl; Exp C, enclosed, l�"l" '
DOL=1 � 3 pi ate grip 0 L-1. r FF tint ri r z 9Lumber
4) T LL. ASCE 7-98; Pf=88.0 pf (flat roof snow); Exp ; Fully Exp.
Unbalanced snow loads have been considerecifor this dein.
6) This truss has been designed for greater of min root live loan of 1 &0 psf or 1.00 times flat roof load of 35.E sf
non -concurrent with other live loads � o J�I overhangs
This truss has been designed for e 10.0 p f bottom chord lige load nonconeurr nt with any other live loads{
8) Provide mechanical connectlon (by others) of truss to bearing prate capable of withstanftg 98 lb uplift at `o -Int and 1 lb
joint 2,
9) 1 uplift at
This truss is designed In accordance with the 2008 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standardN G31 TFC 11.
1 ) Girder carries tie -ire pan(s): 12-0-0 from -0-1to -0-0
1 1) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated leads 1206 ld down and
load(s) Ibup. at
-G- 12 on bottom chord, The design selection of such connection device(s) is the responsibility of others.
LOAD CASE() Standard
1) Snow; Lumber Increase=1,16, Folate Increase=1.15
Continued on page
scalp = 1-IS.0
except
4
SPF 1650F 1.6E
6
DF No.
4
SP I; Stu'd/ td
REACTIONS (lb/size) 5=1004/0-5-8,2=1 131/0-5-8
MaxHort = load case
Max UP1 &55=- 8(load case 7)a 2=-1 (road cage
a r+av5=11 8 lead c �
�, =1 1 4 load case )
FORCES (1b) - Maximum Compress ion/Maxim urn Tonsion
TOFF CHORD 1 -2:--0/65? T8=-2478 `140, 8-4=-43/471 4-5=-1 80124
ET CHORD 2-6=-144/2111T5-6=-144/2111
EE 3-6=- 1 06A 609, 3-5=-21 8 1 J4 48
8 RACING
TOPCHORD
E30T CHORD
4x5
5
d PLATES GRIP
40 MT20 197/144
180
nt
e
Weight* ht* lb
tructuraf good sheathing directly applied or 6-0-0 cc purlins,
end verticals,
Rigid celling directly applied or 10-0-0 oc bracir7 ,
NOTES
1) 2-pfy truss to be connected together with 0.1 ,31 " .3,rNails as Vlo .
Top chords connected as fellows* 2 X 4 - I row at 0-9-0 o .
Bottom chords connected as follows, 2 X 8 rows at 0-7-0 oc.
Webs connected as f0ilo . 2 X 4 1 row at 0-4-0 oc. Except member -8 -
) All loads are o��srdred equally applied t� all l' � 4 1 r� t �- oc,
p les, except if rioted as front (i=) or back (13) face i&n the LOAD CASE section. F�
pil conner-ticns have been provided to distribute only loads noted F or unless CASE(S) I to
. � � � �� � �tl� eye indicated.
acted.
'arid. ASCE 7-98; 0mph; h= ft; T DL=4.8psf; 8 [ L=4.8p , Category fl; Exp C, enclosed, l�"l" '
DOL=1 � 3 pi ate grip 0 L-1. r FF tint ri r z 9Lumber
4) T LL. ASCE 7-98; Pf=88.0 pf (flat roof snow); Exp ; Fully Exp.
Unbalanced snow loads have been considerecifor this dein.
6) This truss has been designed for greater of min root live loan of 1 &0 psf or 1.00 times flat roof load of 35.E sf
non -concurrent with other live loads � o J�I overhangs
This truss has been designed for e 10.0 p f bottom chord lige load nonconeurr nt with any other live loads{
8) Provide mechanical connectlon (by others) of truss to bearing prate capable of withstanftg 98 lb uplift at `o -Int and 1 lb
joint 2,
9) 1 uplift at
This truss is designed In accordance with the 2008 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced
standardN G31 TFC 11.
1 ) Girder carries tie -ire pan(s): 12-0-0 from -0-1to -0-0
1 1) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated leads 1206 ld down and
load(s) Ibup. at
-G- 12 on bottom chord, The design selection of such connection device(s) is the responsibility of others.
LOAD CASE() Standard
1) Snow; Lumber Increase=1,16, Folate Increase=1.15
Continued on page
scalp = 1-IS.0
except
II , Tru* T f 5 f ype
18 L C `
IF4820 w
MONO TRUSS.
STOCK PES1
, 2IdahFa s,
Job Referencec ipnai
6.200 s Feb I i 2005 MfTek Industries, Inc. Wed Aug 31 1,28.54
LOAD CASE(S) ,` t2ndard
UJ n iform Loads : a
L+ r 1. 1-4._--43, 2-6--8, - `-251 f F=-243)
Concentrated Load's (lb)
Vert, 6--827(F)
Oft
J,26 -Truss �U—s91 ype
F4820 M4 MONO TRUSS
COMPONENTS -IF, -.
Id hyo Falls, I D 83403, Robin
-0-0
I-
2
A
IF/548 EA LE' �/ g D6_(_1 ) R
�..i Reference f tional
Feb6-200 s 11 2005 M i T a k I ndustries, Inc. Wed Aug 31 1228.54 2005 P
4--
4--
ter_
I
1.5x4 1m
Cale = 112.6
4-0-0
_0-0 e
LOADING (psf)l _
TALL 35.0 SPACING2-0-0 CS1 DER in Iec � � e
Plate Increase 1.1 T {�. � � � �, �efl � � PLATES ��
(Ro-of Snow=35,O) rt(LL) -0.01 -4 X999 0
Lumberincrease 1 � � Be. � � J"T0 197/144
T DL .0 ! Vert(TL) -0,02 -4 >999
E LS Rei Stress. Incr YES a B 1
Code IRC2003fTP12002 ter L) 0,00 n/a n/a
13CDL 8.0 (Matrix)
Weight. -14
LUMBER
m... _
TOP CHORID 2 X 4 SPF 16 OF 1.5E BRACING
B T CHORD 2 X 4 SPF 1650F 1_5E TOP CHORD Structural wood sheathing directly applied or 4-0-0 0curlins� except
WEBS 4 SPE Stud/Std end vertical .
�
8T CHORD Rigid ceiling directly applied or 10-0-0 ec bracing.
REACTIONS (lb/size) 2=445/0-5-824-=:122/0-5-8
Max Herz 2=1 (1c d case 7)
Max UpflV=-t 17(Jc d case ),=-80cad cast
Max Grav 2=670(l od cage , -17 (fo d case
FORCES (lb) - MaximumCompress-lo n/Maximum Tendon
TOS' H RD 1-2=0/12112-3--161/46r -4=-144/33
ESOT CHORD -4=0/
TE
1) Wind: ASCE 7-98; mph, h= ft} T DLd4. sf; B ILL= . sf; Category 11- E� ;enclosed,, MWF
9S interior ���� Lu��erCOL=1.33 plat grip DOL -1.33.
TOLL, ASCE 7-98; Pfp 5.0 psf (fiat roofs now); E - Fully Exp.
Unbalanced snow loads have been considered for thisl design.
4) This truss has been de.sfgned for greater of min reef live load of 1 ,0f or 1, 0 flme
non -concurrent, with ether live iea�l � flat roof l��� �f .� � � �n overhangs
0
This truss has been designed for a 10.O p f bottom chord lire load nonconcurrent with an
) Provide mechanical connection (by others) of taus to l�e.r�n other live r���
jcf nt 4 r
g plate capable of withstanding ding 1 17 lb uplift at joint and Ib uplift at
7) This truss is designed in aCcordance with the 2003 International Residential Code ,sections 8502.1 1.1
standard I 1/TP� 1 _ and R ,1 �+. and referenced
LOAD CASE(S) Standard
Ak
I Cuss
A
F4820
STOCK i l I EJ T -J�F, Jd hPJ 3 ID 83403,Robin
LOADING (psf)
TLL 35.0
(Roof now= .0)
T DL 8.0
BOLL W
,.BDL s.
LUMBER
TOP CHORD
8T CHORD
WEBS
Tris Type
MONO TRUSS
Qty � ply f�1548 EAGLE1NOQp 7120 DG (lb) R
f 1�
i •10� Reference lootPanall
`- 3-10-0r
_ - s _ _ _ 6
6.200 s Feb 11 2005 I iTek lndu fri s, Inc, Wed Aug 31 12.28:54 2005 F
age
--0
--0
I
1.4 '6
4
I
FSI --0
Plate. Increase 1.1
Lumber Increase 1.1
Rep Stress In r YES
Code IRC20037PI2002
- `-
7`5-0
4
SPF
165OF 1.5E
4
SPF
165OF 1,5E
-0.14 2-5
-0.30
4
SPFStud/Std
B 0.17
- `-
7`5-0
REACTIONS (I bls iz ) 2=589/0-5-8157---327/0-5-
Max Hort 2=1 load case )
Max Uplift =-1 OB(10 d case ), =-4 (load case
Maxra = (load case ), =474 (load case )
FORCES (1b) - MaxrMUM Compression/Maximum Tension
TOP CHORD 1-2=0/121, 2-3--600/14t 3-4---120/72, 4-5=-208/45
BOT CHORD '-=-67/402
EBS 3_5=-453/75
BRACING
TOP CHORD
BOT CHORD
PLATES GRIP
MT20 197/144
Weight., 29 lb
all = 1 20,9
Structural wood sheathing directly applied Or 6-0-0 oc purlins, except
end vert«a1 ,
Rigid ceiling directly applied or -0-0 oc bracing.
NOTES
1 ) mind; ASCE -; 0mph; =fit; TL=4.pf; 13CDL=.8psf; Category it E
[DL-1 � plate grip DOL=1.33. enclosed; l l`I irrt rlr rr ; L r k r
TOLL: ASCE 7-98; Pf;--35.O p f (flat roof snow); E . Fully Exp.
Unbalanced snow loads have been considered for thIs design.
This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times
flat roof load of 35.0 prf on overhangs
non -concurrent with other lave loads,
- �s�} re�'�1yF.�-y1 ,}+1yI connection
• In ,'��y1I T1Fe� yF Ir /��y p ,o t I/.+.I 9y.7�.�, chord
,��/7F 1e � d+ +�y7I �9p�y1 c n P l` i ��yy, �j �J7 o r-�J1
l�t t��Lf �� R1 of �i 1 ��I I I�Li 1'L11 3ai 10. � � �Ld 4�V9" if• F��LJ �LY I�LI I I��Lf'■J��b����R I�� Mk� I ��i��.d� I�� ���V_
Pro Cd me manical c onn ction (b others.) of truss to bearing plate capable of withstanding 106 !b uplift at pint and
joint p Ipl#t.t
7 This truss is designed in accardance with the 2003 International R sidentia] Code sections R502-11 1,1and R802.10.2 0. a-ndrferenced
standard ANSIITPI 1
LOA[ ,E() Standard
UZ11
TG 0.64
D EFIL
in to
0.39
Vert(LL)
Vert(TL)
-0.14 2-5
-0.30
>614
240BC ;
B 0.17
Horz(TL)
2-5
o.00 5
2791
n/a
C
n1a
(Matrix)
REACTIONS (I bls iz ) 2=589/0-5-8157---327/0-5-
Max Hort 2=1 load case )
Max Uplift =-1 OB(10 d case ), =-4 (load case
Maxra = (load case ), =474 (load case )
FORCES (1b) - MaxrMUM Compression/Maximum Tension
TOP CHORD 1-2=0/121, 2-3--600/14t 3-4---120/72, 4-5=-208/45
BOT CHORD '-=-67/402
EBS 3_5=-453/75
BRACING
TOP CHORD
BOT CHORD
PLATES GRIP
MT20 197/144
Weight., 29 lb
all = 1 20,9
Structural wood sheathing directly applied Or 6-0-0 oc purlins, except
end vert«a1 ,
Rigid ceiling directly applied or -0-0 oc bracing.
NOTES
1 ) mind; ASCE -; 0mph; =fit; TL=4.pf; 13CDL=.8psf; Category it E
[DL-1 � plate grip DOL=1.33. enclosed; l l`I irrt rlr rr ; L r k r
TOLL: ASCE 7-98; Pf;--35.O p f (flat roof snow); E . Fully Exp.
Unbalanced snow loads have been considered for thIs design.
This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times
flat roof load of 35.0 prf on overhangs
non -concurrent with other lave loads,
- �s�} re�'�1yF.�-y1 ,}+1yI connection
• In ,'��y1I T1Fe� yF Ir /��y p ,o t I/.+.I 9y.7�.�, chord
,��/7F 1e � d+ +�y7I �9p�y1 c n P l` i ��yy, �j �J7 o r-�J1
l�t t��Lf �� R1 of �i 1 ��I I I�Li 1'L11 3ai 10. � � �Ld 4�V9" if• F��LJ �LY I�LI I I��Lf'■J��b����R I�� Mk� I ��i��.d� I�� ���V_
Pro Cd me manical c onn ction (b others.) of truss to bearing plate capable of withstanding 106 !b uplift at pint and
joint p Ipl#t.t
7 This truss is designed in accardance with the 2003 International R sidentia] Code sections R502-11 1,1and R802.10.2 0. a-ndrferenced
standard ANSIITPI 1
LOA[ ,E() Standard
I russTie
MY Ply F4820
L 6 MONO TRUSS
,NOCK 'IPONE1 T -[F, Idaho Fafl ]� � � � — � __ __ - -
1., Rob. nJC
--
- 4- - - 4-0-0
-0-0 4-0-0
IF E A G LE W 0 O—DT 7, 20 D �D =R-
b Reference (c �qai
6,200 s Feb 11 0-05 MiTek Industries., InG.. WedAug ...855 _ _
F
--0
-
1-5.x4 1P
4
I
LOADING stp f)
TOLL 35.x?
Roof now= . ())
TCL .
l3LL .0
BDL 8.
--
SPACING 1-0-0 CS1
DEFL ire
Plates Increase 1.1 T �.1rt LL -
Lu m bier Increase 1.15 P Vert(LL) -0,04 ' Vert(TL) 0.07'
Rep Stress I ncr E3 0. I r T L _
01
Code I 003TPI 00
a (Matrix)
LUMBER
TOP HOOD 4 SPF 1 OF 1.5E 13R Ifs
BOT CHORD X IAF f . TOP CHORD
WEBS 4 SPF tudltd *Except,*
1 4 SPF 1 65P 1.,FTCHORD
REACTIONS (Ib/size) -3463/{ - -8T 5-3332/0-5-8
Hors =77(10 d case
MaxLJi ift =- 58 (load case 7), 5=-326 ( load as 7
Max rav =360 laad c
aye ), 5 _ 405(Eoad ase ').
FORCES (IJP) - aximurn cM re [on/Maximu Tension
T P HORD 1- =Oa' . , - -40 '9 4 , -4=-37/41, �4- =-11 /
+TCHORD 2-6--331/354(), 5-6=-331/3540
WEBS 3-=-41/7F -=-4124386
3-5-0
(10c) I/d ti Ud PLATES RIP
240 l~T0 1 97/1 44
-6 180
n/a n a
Weight, ab.
S safe = 1.20.9
Structural woodsheathing directly app 1 i d or -0-0 oe pu rl i n , except
end v rticals,
R id ceiling directly applied or 10-0-0 oc bracing,
NOTES
1) -01 truss to b co nne ted to th er with 0.1,E 1 " 3'r aj is follows:
Top chordsconnected a follow X 4- 1 row t 0-9-0 OC.
BOfto chords cnnect d foIlo : - rovers of - � ocs
Webs connected a follows: 4 - 1 row of 0-9-0 o .
I loads are considered equally applied to all plies, except if noted a front (F) or back (B) face l n the LOAD GAS E
� (S) section- Ply to
ply connection have been provided to distribute only IDads noted (F) or (B), unless other rise indicated.
Wind: ASCE 7-98; 90mph, h= ft, T 1)L=4. p f, B DLi4.8P f; Category II; Exp a enclosed; M FIBS interwar �n�' Lumber
LCL=1..33 plat grip L�1,
4 T L . ASCE 7-98; Pf= .0 p f (fiat roof snow); Exp ; Fall Exp -
5) Unbalanced snow loads. have been considered for this design.
This truss has been designed for greater of min roof live load of 18,. p f or 1.00 tires flat roof load of , p # o overhangs
non -concurrent with ether live loads.
7) This true has been designed for a 10.0 p # bottom chord live load non n u rrent with any other 1 iv loads.
Provide mechanical connection (b others) of trussto bearing plate capable ofwithstanding 358 lb uplift at joint and 326 lb upliftat
joint ,
This truss is designed in accordant 1m me oo Ini rn tion l Residential Code sections 8502.11.1 and R802.10.2 and referenced
standard AIS Js�TP l 1 _
10) Girder carries tie-in spans) 36-9-0 from 0-0-0 to 7 -5 -
LOAD EP Standard
1) Snow: Lumber Increase-1.15,.Plate Jn�cre eT 1.1
Uniform Loads (plf)
Vert:2-5=--908(F--900), 1-4:---43