HomeMy WebLinkAboutTRUSS SPECS - 07-00582 - 745 Johnson St - New SFR9
L
Job
TrLP6S
1 8 !A
I° Llmrnit Truss, St Antbona ID
I
Tr» �S Tyke ..
AT-T'J
�3
Qty 7
Ply FtE4R7 B CC7iVST-SPEC #3 HEN�ERSpIV
nb R��Ierencee otions[
6,3 00 s x.JU1 11 2006 lViTek Industries, In_C
Mon Dec 03 FO:1�1 60-7 Page 1
25-1 -12 � 29-10-14 36-0-0 _.��6_
Plate Offsets (
LOADING (psf)
TOLL
35.0
10-10-4
14-9-7
BCLL
18-0-0
BCDL
8.0
(hoc)
1/defl Ud
4-8-14
-11-
Vert(LL)
3-2-9
�3
Qty 7
Ply FtE4R7 B CC7iVST-SPEC #3 HEN�ERSpIV
nb R��Ierencee otions[
6,3 00 s x.JU1 11 2006 lViTek Industries, In_C
Mon Dec 03 FO:1�1 60-7 Page 1
25-1 -12 � 29-10-14 36-0-0 _.��6_
Plate Offsets (
LOADING (psf)
TOLL
35.0
TCDD
8.0
BCLL
p_p
BCDL
8.0
LUMBER
TOIL H R D
13 T H RD
WEBS
6-1-6 , 10-10-4
6-1-64-8-14
2:0'3- •C�'-1 0:0--'`8 0--
r
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
ReP Stress. In r YES
Code IH0/TFI00
10 DF SS *Except*
T1 2 X 4 SPF NO -2, T1 2 X 4 SPF N'a.
DF SS *Except*
B2 1 Z X 11.875 Versa-Larrn LVL 24F
4 SPF No.
REACTIONS (lb/size) 2=2742/0-3.8, 10=2742/0-3-8
Max
= 742/0- -
ax Hort 2=371 (lead ease 4)
Marc Upl N2-245 X45 ( Eead case 5), 1 0=-245 (load case
TC 0.7
130 0.85
B 0}0
(Matdx)
14-3-8
13.0-4-12,E-1� 14:-.4-1,-1
-10-10
4-8-14
BRACING
T P H RD
BOT HO R D
WEBS
JOINTS
--0
-1
PLATES GRIP
MT20 174/144
`eight: 281 lb
Structural goad sheathing directly applied or 2-2-0 cc purlins.
Rigid id a l i n d it tly applied or 10-0-0 ec bracing, Except:
--7 cc bracing: 13-14,
1 Row at rnidpt 5-16, 7-1
1 Brace at it(s): 1
]FORCES (lb) - MaxiMum ompression/ a [mum Tension
TOP H RC 1- =C)o , 2- =-4303/210, -4-.-3854'166, 4- =281,3/259, 15- =-2 .W, -7=-24/538, 7-8=- 1 l2
BOT CHORD2-15=-270/3487, 14-15�-267'/499, 1 -14=-1 x'291 , 12-1 =-17/3499 1 -1 �- r -�=- ��4�'171, �-1 �=- ��� 1 y , 1 D -11=W7
P 1 6'3487
'''EBNOTES �-1 �=-�.�2�4, 7-116=-3559/204,4-14=0/1590, 8-1 �.0/1 590, -"I 5�9&1 7, -1--2�1
3-1 4=-1 02}344, 9-1 =-1 0.29, -1 =0/401
1) Unbalanced roof live loads have been considered for this design
2Wind: ASCE 7-98, 90mp'h; h=25ft; T DL=4_8psf; B DL=4.8;psf; Category ll; Exp ; enclosed; MWFR gable
verti l left and right �e po.� j .umbar DOL=1;� plate grip [SOL=1. a a zine, cantileverleft and right exposed ; end
Thi s truss has been de ign ed for .a 10.0 psf bottom churl Iive load n onco ncurrert with requires an ofh r Iive loads.
.4� �� truss plate ��� inspect -ion per the Tooth Count Method when
this truss Is chosen for qual iter assurance inspection.
5) Ceiling dead load (5,0 pts an member(s). 4-5, 7-8, 5-16,7-16
6) Bottom chord Iive Iaad (40.0 psf) and additional bottom chard dead Ioard (10.0 psf) a lied aril W rOOM, -
� � �p p pp �' 114
Provide rrme hanical Wrenecfierg b ethiers of truss to bead ng late al le of wit 245 lb uli
Thr � tis � dei r n � nar��ar�� with the I rite rrrati�al Re.id�ntiaf e�1e sectio n FE..17 ft at j 0i rpt a rid 1 b upl iI't at Jai nt 10.
1 and R80_10e and ref erenced standard ANSVTPi 1.
LOAD CASE(S) Standard
DEFL
[n
(hoc)
1/defl Ud
Vert(LL)
-0"4413-14
>979 240
Vert(TL)
-0.7
13-14
>590 180
Horz(TL)
0.09
10
n/a a
BRACING
T P H RD
BOT HO R D
WEBS
JOINTS
--0
-1
PLATES GRIP
MT20 174/144
`eight: 281 lb
Structural goad sheathing directly applied or 2-2-0 cc purlins.
Rigid id a l i n d it tly applied or 10-0-0 ec bracing, Except:
--7 cc bracing: 13-14,
1 Row at rnidpt 5-16, 7-1
1 Brace at it(s): 1
]FORCES (lb) - MaxiMum ompression/ a [mum Tension
TOP H RC 1- =C)o , 2- =-4303/210, -4-.-3854'166, 4- =281,3/259, 15- =-2 .W, -7=-24/538, 7-8=- 1 l2
BOT CHORD2-15=-270/3487, 14-15�-267'/499, 1 -14=-1 x'291 , 12-1 =-17/3499 1 -1 �- r -�=- ��4�'171, �-1 �=- ��� 1 y , 1 D -11=W7
P 1 6'3487
'''EBNOTES �-1 �=-�.�2�4, 7-116=-3559/204,4-14=0/1590, 8-1 �.0/1 590, -"I 5�9&1 7, -1--2�1
3-1 4=-1 02}344, 9-1 =-1 0.29, -1 =0/401
1) Unbalanced roof live loads have been considered for this design
2Wind: ASCE 7-98, 90mp'h; h=25ft; T DL=4_8psf; B DL=4.8;psf; Category ll; Exp ; enclosed; MWFR gable
verti l left and right �e po.� j .umbar DOL=1;� plate grip [SOL=1. a a zine, cantileverleft and right exposed ; end
Thi s truss has been de ign ed for .a 10.0 psf bottom churl Iive load n onco ncurrert with requires an ofh r Iive loads.
.4� �� truss plate ��� inspect -ion per the Tooth Count Method when
this truss Is chosen for qual iter assurance inspection.
5) Ceiling dead load (5,0 pts an member(s). 4-5, 7-8, 5-16,7-16
6) Bottom chord Iive Iaad (40.0 psf) and additional bottom chard dead Ioard (10.0 psf) a lied aril W rOOM, -
� � �p p pp �' 114
Provide rrme hanical Wrenecfierg b ethiers of truss to bead ng late al le of wit 245 lb uli
Thr � tis � dei r n � nar��ar�� with the I rite rrrati�al Re.id�ntiaf e�1e sectio n FE..17 ft at j 0i rpt a rid 1 b upl iI't at Jai nt 10.
1 and R80_10e and ref erenced standard ANSVTPi 1.
LOAD CASE(S) Standard
Job Truss Truss Type
F
1a Al Cit IP HEART B CONST -SPEC # HEN0 EFS I�
til
Summit T=r ss, St Anthony, ID p Job Reference otiona1
30 s Jul 11 2006 IiTek industries, Inc. VIM Dec 03 10:10:11 00Page 1
---------------------------
18-0-0 21-2-9 -1-1 29-10-1036-0-0 0 7--
1-6-0
scwe - 1=i.
T
a Plate Offsets ( .
LOADING (psf)
TOLL
35_fl
7CDL
8.0
BCLL
fl.Q
BCDL
8.0
6-1-6
10-10-4
-1-6 4-8-14
[2101.--,:--,-��, 3 -4-12,0- 4:0-A-120-
SPACING 1-0-0 CSI
Plates Increase 1,15 TC 0.97
Lumber Increase 1.15 SC 0.87
Rep Stress Inr NO WB 0.56
Code 119 0031TP1 2 (Matrix)
LUMBER
TOE CHORD 2 X 10 DF *Except*
T1 2 X 4 SPF 1650E 1_ E, T1 2 X 4 SPF 165OF 1.5,E
ESOT CHORD 2 X 6 DF SS *Except*
B2 1.5 X 11.875 Versa -Lam LVL 24F
WEBS 2 X 4 SPF NO,
Fl(I ` ize) 2=11211/0-3-85 10=8103/0-3-8
Max Harz 2=186 (load ►►se 4.
2 12
i 0xi J = 2X4 11
25-1-12 -10-10 -0.0
4-8-14
DEFL.
In (roc)
I/deft
Lid
'art(LL)
-0.39 13-14
>999
240
Vert(TL)
-0.6613-14
>649
18
Horz(TL)
0.08 10
r a
Via.
BRACING
TOR CHORD
BOT EI R D
JOINTS
PLATES
MT20
Weight,' 1125 Ib
GMP
174/144
Structural woods heat h ing directly apple or 5-9-4 oc p u rl i res.
R i i d cei Ii n g di redly appli ed or 10-0-0 oc In rad rig.
1 Brace at Jt(s): 1
FORCES (lb) - Maximum o mpressi Dn/J l i m u m Tension
TO P G Ho R D 1-2=0/40, - =-1720910. 3-17= -1x'424{ , 4-1 7=-11538/0, 4-5=-7 /0, 5- 6= o/2 701 -7= 0/232 7 -
J�
BT R D2-15=0113753,14-15=0/13708,1.3-14=0/8838,12-13=0110,58 1,1()-12-0/1 , 3=-7330JO, 8--11244 `.0, 9-10=-i 2641 /0-r 1 o'11=o/40
WEBS 5-16=-1 229810, 7-16=-1 2op 4-14=0/7798, 8-13=0/6344, 3-15=CV1 990, 9.12=0/1 14 3-1 -
NOTES
1) 4- PIY truss to be ccnnected together with 1 O (0_131"xY) nails as foJlo s:
Top chords conr ected aS f0lle : 2 X 4 - 2 rows of 0-7-0 cc, 2 X 10 - 2 rows at 0-7-0 cc -
Bottom m cho rd -s connected aS fall O : 2 X 6 - 2 rows at 0-7-0 cc, 1 11,875 - 3 rows at 0-9.0 0C.
Weds connected as follows: 2 X 4 - 1 raw at o-3-0 0c,
Attach chords with 1/2 inch diameter lofts (ASTM a-307) with washers at -0-0 on center.
AI I loads are considered equally applied to all plies, except if noted as front ( or back
Unbalanced been
�1� face r n the LOADADCASE(S) section. PlY 10 ply COrne twOnS have been to distribute only loads noted as�� or ����unleis etieri�e indicated. ra�f lire loads have considered
for thrs pie r n.
4) Wind: ASCE 7-98; 90mph, h= 5ft; T DL=4_ p f; B L L=4.8psf; Category 11; Exp ; enclosed. `WFR
vertical left and right e. sed ; Lumber DOL =1.33 plate grip DOt_=1. 33- i re end zone; Itlie er left rid rig ht e Po ed ; A
Th! s tris has been des igned for a 10-0 p f bottom chord live load nonoo neu rrent with an at he r I ive f o
) Th,� t rl� ss r �, Fri I�t� i res �t�r� ads,
p per the Tooth Count f t.hed when this truss is choz;cn for quality a&surance ins don.
7) , I i req dead load (5.0 psi on me rn r(s), 4-5, 7-8, 5-16, 7-16
3) Bottom chord lege load (40,0 psf) and additional bottom chord deaf load (10.0 p f) aPpl-ed Onlyto reerrr_ 1.3-14
1 4
Load9) This
� designed r r� a r�da n with the !�� International �es��e�nti a! e tarn � ��.1 % .1 and �3�,1 _
cases) 1, 2t 3, 4., 5, , 7 8, 9 ha have been m fled_ Building designer must review Iaa�ds to verif that lard and referenced standard use o t 1_
�' t are c€� rret for kf`i e i nt�e nd �f � his truss,
LOAD CASE() Standard
1) F egul ar: Lumbe r I n crease= 1. 1 7 Plate I ncrease=1.1
Uniform Loads (plf)
Trapezoidal Loads (of) 1-2=43,4-17=43, 4=-,-4 -=-3.-,-11 `-43,-_- F=-.
Vert: 2-=-525 (F=-482) - to -17=-413 (F=- 375)
ISC BG Live.- Lumber lnerease=1 25, Plate Increese=1.2,E
Uniform Loads (plf)
Vert: -10=-114(F=,_ 6), 1-2=- 8, 4-17, 3, 4-5=- 13. 5_6=-3, 6 -T -z-8, 7- =-1 , 8-11=- 5-7=-53(F=-48)
Trzoldal Loads (pig
Vert:2=-234(F=-2_26)-t0-17=-1 6 (F=-11 )
3) MWFRS Wind Left- Lumber Increase 1.33, Plate r r crease=1.33
Ur`�: orm Loads (plf)
Vert: 2 -14= -101(F= -96),13-14---107(F=-96), 10-13=-10 l (F=- ), 1-2-3, 4-17=- .4=5-10 5- =
H€�r : 1-2=-8, -6- , I�10=14, 10-11=17,6-7-9,7-8-6,8-10=9, 10-11=6, 5-7=--51 (F=- )
€ nti n ued erl
2
N
---------------
Job Truss FTru—$$—Ty—pe----
2218 Al I ATYi
Summit T , St Anthony, 10
LOAD CASE() Standard
Trapezoidal Loads (plf)
Vert: =-8 (F=_77) -to -17=24(F=3 1)
4) MWFRS Wind Right: Lumber Increase=1.33, Plate I ncrease=1.33
Uniform Loads (plf)
Vert: -14= 1OJ (F=- )r 1 -1 =-107(F=- , 10-1 ---10j F=-
96)
Horz: 1-2=- 1 -6=-14y ,
Trapezoidal Load's
Vert: =- (F=-77)tc)-17=40.(F= 1
5) MWFRS 1 st W -Ind Parallei: Lurn ber In rease=1. 33, Plata .33
Uniform Loads (plf)
Vert: -14=-101(F=- )y 13-14=-1 7(I==-- ), 10-13,101 (F=- ,
Merz: 1-2=-29, -6=- 1 w -10=12, 10-11=0
Trazo id al Loads (pj
'dart; =-1G(F= 2 )-to-17=97(F- 1)
MWFP S, 2 nod Wi nd Parallel= Lurnher In rea.s =1.33, Plata Increase= 1.3
Uniform Loads (plf)
Vert, -14=-101(F=-96), 13-14=- 1 07(F=- )310-1 :3=- 101 (F-=-96),
Horz: 1-2--9, 2-6=;- 12, 6-10-21 P 10-11=29
Trapezoidal Loads (p4
'pert: =-19 (F=- 6) -to -17=8 (F=81
7) Attic floor: Lumber Increas =1.00, Plate I nc r ase=1.00
Uniform Loads (plf)
W rt • 1
PAY � HEART B CbiVS7'-SPEC #3 HENDERSDN
b Hetcrence o tior�
a.l
6.300 s J uj 11 2006 MITe Industries, lr7 c. on Dec 03 10:10:11 2007 Page
1-.2=6, 4-17= , 4-5-Q, 5-6=!g, 6-7=-7o -8=-10,8-10=-7,10-11--3; 5-7=-51(F=-48)
1- = 4� 4-17=165 4-5=1325-6=16,6-7=7, 7-8=4, 8-10=7, 10-11= , -7=-51(P =i4 )
I-2=4, 4-17=7, 4-5=4, 5-6=7, -7=1 , 7-8-13, 6-10-16, 1-0-11=24,,5-7=-51(F=-48)
er . -=-�(F�-�, 1-14=���1=i-��, 1G --13=-344(F=-336), 1-=-1 4-17=-8, 4-5=-1 -_-S, -7'=- 7-8�-1 -1 =-
TrapezoidaI Loads (ply1 , -`=�F, #
Vert: 2=- 4(F _-226)-to-17=-1 (F=-118)
€ ) 1 st un balan Reg uIav Lu rnber Increase=1.1!x, Flag Increase=1 �15
Uniform Loads Of)
Vert: -14=-344(F=-336),13-14=-394(F=-336), 10-13=- (F=-336), 1-2=- , 4-17=- ,4-5--48, - =-4 6-7--7-8!=-13
Trapezoidal Loads (plyr ,, 8-11=-8, -7=- (F=-48)
Vert: =- . (F; )-to-17=- 18(F=-375)
u n bal anced Regular::Lumber Increase= 1 15, P late Increase= 1.15
Uniform Loads (,plf)
'pert: 2 -14= -344(F --336),13-14=-394(F;---336), 10-13=--34-4(F=-336),1-2=-8P 4-17=- , 4-5=-1 , -6=-8 -7=-4� 7-8=-
Trapzoidal Loads (ply a-11=- 5-7=-53(F=-48)
Ve rt: = -490(F= -482) -to -17=-38 (F=-375)
Job
.2218
urnrnit Truss, Bt Anthony, ILS
E
1--0
-1-
10-10-4
Truss T� eQty
GABLE 1 1
14-9-7 1 18-0-0 21-2-9
-11-
--'
SX8 =
--
HEART B CONST -SPEC 43 HENI)E.R ON
',fob Reference (optional)
6.300 Jul 11 2006 MiTek Industries, Inc.
-11-
-10-1
RM
Mon Dec 0 ?010".122007
--0
Me
Page
-1-
-1-
1-10-4
�1
1 4-_
Folate .._ - - -1- - -0 Q-1-1 1 fl:-3-:8,0-2-81.�4-1 ,0- �, �1. -4-12
LHM13ER
TCP CHOKE)
HOT CHORD
WEB
OTHERS
SPACING-0-
Plates Increase 1.15
Lumber Increase 1-15
Rap Stress Iner YES
Code i R F 12002
10 DF SS *Except"
T1 2 X 4 SPF N0.2, T1 2 X 4 PF lie,
DF SS *Except -
82 1.5 X 11.875 Versa -Lam LVL 24F
4 SPF No,2
4 SPF N0.2
REACTIONS (h aze) =274 0- -8, 10=274210- -8
Max Herz 2=371 (lead case 4)
Max Hpi0 =- 4 (load case 5), 1 o=- 245 (load case B)
CSI
TOLL
35.0
TCI,
8.0
BOLL
0.0
B DL
8,0
LHM13ER
TCP CHOKE)
HOT CHORD
WEB
OTHERS
SPACING-0-
Plates Increase 1.15
Lumber Increase 1-15
Rap Stress Iner YES
Code i R F 12002
10 DF SS *Except"
T1 2 X 4 SPF N0.2, T1 2 X 4 PF lie,
DF SS *Except -
82 1.5 X 11.875 Versa -Lam LVL 24F
4 SPF No,2
4 SPF N0.2
REACTIONS (h aze) =274 0- -8, 10=274210- -8
Max Herz 2=371 (lead case 4)
Max Hpi0 =- 4 (load case 5), 1 o=- 245 (load case B)
CSI
DEFL
ie1 (loe)
f/defl
d
TC 0.79
Vert(LL)
-0.44 13-14
>979
240
BG 0.85
Vert(TL)
-0,7 13-14
>590
ISO
B 0.60
H orz (T L)
0.09 10
a
ries
(Matrix)
BRACING
T P HORD
BOT CHORD
WEE
JOINTS
PLATES GRI P
N4T 0 174/144
Weight: 308 Ib
Structural wood sheathing directly applied or 2-2-0 -0 purlins.
Rigid ceiling d[ recll y appl ied e r 10-0-0 ocbraclng, Except-
-B-7-7 cc bracingl 13-14,
1 Row at mid,pt 5-16. 7-1
1 Brice at j t(s) : 16
FORCE (lb) - Maximum ,cmpre ion/Mo f mum Tension
TOP CHORD 1- f017 , - =-4304+'210, -4�=- 4/1 , 4-5=-2814/258, - =- X539, 6-7,-24/ 7- =_
BOT CHORD2-15=-270/3488,14-15,---267/3500T � 1 �� ; �- _- �'rt �1!, -1 �_- {��� 11, 1 � 1 � =�, 9�
WEBS 5-16=-356V2043 7-16=-3;561/204, 4-14=0'1,591, :B-1=oft5 1t -1 =-296'1 7, -12=-29+'1 7 3-14,---l-029/344,9-l3=;-1.029/349,
NOTES
1) Unbalanced roof live lends have been considered for tier's design.
rid: ASCE 7-98, 00 h; h= ft; T DL-�4. sf, B DL=4. f • Category 11; E ; eroofused; 1�J1WFR able end zone
p - p ' , _ � � p � � � ntileve r lift and rigInt i - er�d
vertical left and right exposed; Lumber D L=1. 3 plate grip DOL=1, rI a
3) Truss designed for wird loads in the plane of the truss ont . For studs exposed to w1nd (.nerrnaf to the face), see MiT
ek p. chard live lamb nanco current with an ether live loads.
fT# r lard Gable End Detail"
4� This true has been designed fora 1 ,� �f Itterr�
5) All plates are x4 0 unless ether' se irtd� t . ]�
This truss requires plate inspection per the Tooth Count Method when this truss is chosen for
Gablet�lt� ped at --0 ou..
ullr ipet�or�.
8) e I l ng dead lead 5.0 p f) c n �e mber(s) 4-5, 7-83 5-16, 7-1
9) Bottom chord live load (40-0 I t) and add#«nal I ttom chord dead load (10.0 ps#) applied only to roarn. 13-14
10) Provide rn ech art i eal co n neetio n (by oth ers) of triu ss to bearing p [ale capable ofvwr th tandi n X451 b i
11) This truss is designed in accordance rth the 2003 International Residential CLOAD CASE(S) Standard ede r� ee#i�R0 .1 ft �# loint and � rte �pl�ft t 1ejr�t 1 �.
1 r 1 and R802.1 G0 a rid ref ren ced standard Ari 1 r'TPl 1.
-1
Joh Truss Truss Type
2218 B
IPT
u mnRit Truss, St Anthony, 10
1
-1-s-0 6-0-0
1-6-0
SIM
3
Qty
4
PJY HEART B CONST -SPEC 3 HEllDERSO
1
J b Beferenceeo doral
6.300 s Jul 11 2006 MiTek I -d stries, hc.MOn Dec 0:3 0-10, 1Page
12-0-0 13-6-0
-0-0 1--0
B-� 0 12-0-0
r'iaie rrsets`Y
LOA (psf)
TOLL 35.0
T DL &0
BOLL 0.0
D - -8i Ed. 4:0-3-8,E
SPACING -0-0
Plates Increase 1-15
Lumber In re se i _1,5
Rep Stress Inc r YE
B D L . Code I R 00 TF [2002
LUMBER
TOP CHORD 4 SPF IVO_
BOT H RD 4 SPF No_
VVEBS 2 X 4 HF Stud
WEDGE
Left: 2 X 4 SPF N0.2, Right: 2 X 4 SPF tale.
FlACTION (lb size) 2=74710-3-8, 4=747/0-3-8
Max Horz 2m-171(1oud ase
Max Uplift=-176(lead case 5), 4=-17 (load case
FORCES (lb) - Maxi nnuM omPressi On..+'Ma r mum Tension
TOP CHORD 1-2=01-77, 2-3=-662V1 1 , - =-66.x'119, 4-
1 T CHORD 2-6=-7/375,4-6=-7/375
E -6}/245
TC 0.45
BC 0.40
B 0.08
(Matrix)
0
P [RTES GRIP
l T 0 185/144
We Igh t . lb
BRACING
TOP HO R D Structural wood sheathing &ectly applied or 6-0-0 ec purlins.
BOT CHORD Rigid coiling directly applied or 10-0-0 oc bracing.
NOTES
1) Unbalanced reef live leads have been Considered for this design.
Wind: ASCE 7-98; 90tH h; h- ft; TOLL=4. psf, BCDL 4. p f; Category ll; Exp ; enclosed. MFR nt�
able end zor • ..
p -
vertFcal left and right exposed, Lumber DOL=1: plate grip DCL=1.3. e. leer lift end right sed ; er�d
This truss has been designed for a 10.0 psf bottom chord Ii e lead no nco nciirrent with any ether Iive Ioads.
4} This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality
i. Residential qual'assurance inspect -Eon.
Provide mechanical conn- l -en (by ethers) of truss to bearing plate capable of th tarrdin�17 lb uplift at Joint and 17lb
uplift at joint 4.6) This truss is designed in accordance with the ��� lntornatena1 �e sections
and R802.10.2 nd ref efe r -id standard N1fTP l 1.
LOADF-(S) StmJard
-0-0
DEFL
(Jec),
Uld
in
I{defl
Vert(LL)
-0,04
4-6
>999
240
Ver(FL)
-0.08
4-6
>999
180
Herz(TL)
0.01
4
n./a
n/a
0
P [RTES GRIP
l T 0 185/144
We Igh t . lb
BRACING
TOP HO R D Structural wood sheathing &ectly applied or 6-0-0 ec purlins.
BOT CHORD Rigid coiling directly applied or 10-0-0 oc bracing.
NOTES
1) Unbalanced reef live leads have been Considered for this design.
Wind: ASCE 7-98; 90tH h; h- ft; TOLL=4. psf, BCDL 4. p f; Category ll; Exp ; enclosed. MFR nt�
able end zor • ..
p -
vertFcal left and right exposed, Lumber DOL=1: plate grip DCL=1.3. e. leer lift end right sed ; er�d
This truss has been designed for a 10.0 psf bottom chord Ii e lead no nco nciirrent with any ether Iive Ioads.
4} This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality
i. Residential qual'assurance inspect -Eon.
Provide mechanical conn- l -en (by ethers) of truss to bearing plate capable of th tarrdin�17 lb uplift at Joint and 17lb
uplift at joint 4.6) This truss is designed in accordance with the ��� lntornatena1 �e sections
and R802.10.2 nd ref efe r -id standard N1fTP l 1.
LOADF-(S) StmJard
TU :S
1 IB
Summit Truss, St Anthony, 10
Truss Type
Fly EIEART B CONST -SPEC #3 HE OE
GABLE oty
Job Ref e re n c 0 tional
6.300 s J of 11 2 006 MiTek I ndu str-res,, to c- Mrs n Dec 03 10:
10:13 200 7
6--0-0 _ 12-0-0 13-6-0
6-0-0 6-0-0
--
-0-0 1--0
4x4
1Z
Page f
Suz:ff =1:23.
BOT CHORD 2 X 4 SPF NO -2
CTHERS 2 X 4 SPF Io.
WEDGE
Left: 2 X 4 SPF N0.2, Bight, 2X 4 SPF No -
TOP MRD
BOT H RD
Structural wood sheathing directly pp[i or 6-0-0 Go purlins.
Frigid ce11ing direcfl applied or 1-0-0-0 bmeirr9,
REACTIONS (lb/Srze)= 1 )'1 -0-0, =31 +'1 -0-0, 1 =152/1 -0-0a 1 =220/'1 -D-0, 14=1 }/1 -0-0i 11=22'0 12-0-D.510=140/12-0-0
M Horz =-171(load case )
Max Uplift2=-74(load ease ), S=-91 (load ease 6),13=-1 15(load case ), 14= 0oad case 11=-11 load case =-
Ifa rav2=1(Io:a�d e 1), 8_1(Ioad e 1)t 1=1(1oa.d ase 1 1=� lea � � , �� �iaad .�
�, � � +� )f 1 4=140(1aad x 1 1=228(1oad case 8), 1 0=140(Jead case 8)
FORCES (Ib) - J a iMum empre sicnr'Maximum Tension
TOPi` ORD 1-2--0/75,2-3=-143/112,3-4=-87/93,4-5=-91/135,5-6=-9111916-7=-87/5017-8=-112/60,8-9=0/75
BOT C H O RD -1 = X159, 13-14---221159,
1 - 1 _-2+'1 53 11-12=-22-/159, 1 0-1 1 =-22)159, -1 0=-21
59
WEB 5-12=-1 25/0, 4-13=-1 86/1 , -14=- 14N1 155 -11=-1861123, -1 D=-143/112
DOTES
1) Unbaianced reef live Loads have been considered for this design.
) Wind: ASCE 7-90rrrph haft; T DLs4.8��1�; � �L=�.��;
p CategoryII; Exp Q enclosed; MWFRS gable end zine, Cantilever left and right exposed ;end
vertical l eft a nd rig ht e Pa ed; Lu mbe r COOL=1- 33 plate g rip 001-= 1. 3.
Trued �
des n for wired leads ire the Cane of the true one . Per Studs exposed to w rid (nerr-r-7al to the face) , see AliTek rr
il
4) This truss has been designed for a 10.0 pst ttorn chord five lead n onu'e r u rren t with ,any ether live leads,
Standard � e.��e End �e� ail
5) All plates are 2x4 K4T 0 unless other se indicated,
This truss requires ,plate inspection per the Teethe Count Method when this true is chosen for
quality assuranceinspectfon.
Gable requires continuous boftm chord bearing.
Gable studs spaced at -0-0 ou.
ftF.�l rant 1 . g plafg capable of 4i ith starwdi ng 7- I b uplift at Joi rnt 2, 131 Mks uplift ft at joint 8 1
� ���e � eof�arlr r -I n�eti�r� ��� others) �t truss t� ��� rr r� _
F' 3 1b uplift at 7 I and 59 Ib uplift at joint 10 �' � w � fly uplift at �C�In� � r �,� Ib
1 q) The S truss -rs de Fgned in a= rdan a with the 2003 International Residential Code Sections 8502-
11.1 and R802. 10-2 and referer-`ed standard ANS lJP{' 1.
LD CASE(S) Standard
J
Job Truss Trus Type
2218 CCOMMON
U mmit Trus S, St Ar tho nor, I D
a
6
Ply HEART RCONST-SPEC #3 HENDERSO 1
Job Reference o tional
6,300 s Jul 11 2006 MiTek Irdustrie , Inc.
1-0-0
-0-
felon Dec 0 1 o:10,14 2007 Page 1
1 --
Sale=127.1
7-r0-0
F, late Offsets ? :P -Q -Q .0-7 O-:91 -4:0-00,0-0-41
LOADING (psf)
TGIL
35.0
TCQL
g_p
BCLL
0.0
BCL
8.0
LUMBER{
TdP CHC3Rd
B{7i CHO,RD
WEBS
2 X 4 SPF No.
24SPF Ne -2
4 H Stud
SPACING 2-&0
Plates Increase 1.15
C'
TG Oa64
DEFL
fn (fcc)
I/defl
Lid
Lumber Increase 1.15
BG 0.43
Vert(LL)
'pert(TL)
-0.0 4-6
-0. 15 4-6
>999
>999180
240
Rep Stress lncr YES
Code I R 2003/f P 12002
W13 0.10
(Matrix)
Horz(TL)
0.02 4
ri/a
n/a
REACTIONS (Ibir i ) 2m �0-3-8, 4-848000-3-8
Max Ido rz 2=15 ( load case )
MaxUplift =,1 8(load case 5), 4=-1 8(load case )
FORCES P) - MaXiMurn Cori-pression./Maximum Tension
T P H RD 1- =0,7,x, - =-87011 . -4=-870/1 , 4-5=o
BOT CHORD 2-6=-31/591, 4-6=-31/591
WEBS 3-6=012B8
BRACING
TOIL H R D
BOTCHORD
1-0-0
7-0-0
PLATES
MT20
(eight: 45 11
RJP
185/144
Structuraj wood sheathing directly applied o r -5-15 o e purl i res.
Rigid oeiJ i rig directly appi led o r 10- 0-0 oc brad n
NOTES■ E
1) U n balariced roof li ve I oads have been conside red fc r t his desig n.
2) Wind: ASCE 7-98, 0mph; h=25ft; T DL=4.8psf, CDL=4.8p f; Category
Il;vertical left and right exposed; Lumber DOL -1.33 ate rip D L=1_ . p Q, enol'osed, FI gable onezone; canit
ever left and right exposed
This truss has been designed for a 10.0 p f botlom chord live lead nonconcurrent with any other fiv
e l ee�.4 This fru requires1fa�� ins tion per the Tooth Method when th
s truss i chosen forrel assurance inspection.
� � etron.
5) Provide mechanical connecfion (by others) of truss to bearing plate capable of withstanding 198 Ili uplift at `joint 2 and
1
6) This truss is designed in accordance with the 2003 International Residential Code sections R502-1 1.1 and R802,10,2 an
lb r i referenced
�t joint 4.
te,nderd ANVTP'I
LOAD CASE(S) Standard
r end
1.
i
i
M
0
1job Trays Trus Type
2218 1 MON TRUSS
uMMit Truss, StAnthony. 11
-2-1-7
2-1-7 -1-
-1-7
Plate Offsets. PO -1210-1 -8
LYNN (psf)
T LL
35.O
TDL
8.0
BOLL
0.0
SDL
&0
LUMBER
TOPCHORD
BT HRCT
WEBS
SPF F o.
4 SPF NO_
4 HF .stud
2
&4
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress I roc r N
Code IRC200W.P12002 �n
REACTIONS (Jksizc) 2=40--, =36210 -1 -
Max Horz =70(lcad case 4
Max Uplift `-161(load case 3), 5=-78 (load case
FORCES {Ib) - Maximum =Pr s ion/Ma return Tension
TOP FO RD 1-- =0/40, - e-4 7� 8, 3-4=-35/3 , 4-5==181178
BOT 0 HO RD 2-6--3&445, 5-6=-33/445
WEBS 3-6--0/134, -5_-468/53
3-10-10
-10-10
2.33.1 2
-10-10
-10-10
Qty P I I -T 8 ON S -T -S P EC #3 H E N ID ERS ON
1 1
Job R eferpn � o #i q n of
6300 s Jul 11 2006 iTek Industries, Inc. Mor? Dec 03 10:10:14 2007
3
6
24 11
4 ff
BRACING
TOPCHORD
BOTCHORD
-11-
--1
B-11-6
CS1 DEFI
11-
--1
PLATES
MT20
Weight. 4 Ih
RIP
185/144
3x4
5
Page 1
- 4.5
Structural woad sheathing directly applied or 6-0-0 oc purlins, except end verticals,
Rigid ceiling directly applied 0( 10-0- 0 bracing.
NOTE
1) Wird: ASCE 7-98; 0mph; h= fta T DL=4.8psf; B ADL=4. psf; Category ll, Exp G, enclosed; MWFR able Arid zone. antilev '
vertical left and right exposed; Lunch r D L=1. plate grip D L-1.3 _ � air lift and rr �t � pis ; end
This truss has been designed for a 10,0 psl' bottom Chord live load nanconcurrent with any other live loads.
This truss requires it plate inspection per the Tooth Count Method when this truss i chosen for quality assurance Inspection,
Bead n at oin (,) pa.ral lel to grain va.lu c u i r ANS TP i 1 an gle to grafi n farmu la, Bui ldi designer should ld v rif
Provide meal Dani ,I connection (b ut hay r) of t rocs to bearing plate at j ani nt(s �a� aeit �f bearing u �aea�
Provide mechanical 00nnection (by others) of truss to bearing plate capable at withstanding 161 Ike uplift at joint and 78 ib r_r lift a i
7) This -tru s is designed in accordance Frith the 200 International Resi demi al Code sections 8502.11 _ � p t � � nt �.
8) In the LOAD CASE(S) section, (cads applied to the lace of the trussare noted as trent 1 and l� t} .1 �. and referenced standard l� I TPi 1 _
�� or back �B�4
LOAD CASE(S) Standard
1) Regular: Lumber Increase -1.15, Plate lnerease=1,1
Uniform Leads (0)
Trapezoidal Loads (pi
Vert. =0(F= + B=8) -10-5=-28(F=-6, B=-6), =- (F=41, l3=41) -10-4=-149(F=-32, B=- ).
DE.FL
[Id
in O oc)
I/d fl
TC 0.60
Vert(ILL)
-D.o1 6
>9
240
BC 0.17
Vert (TL)
-0.02 6
>999
180
W13 0.12
Horz(TL)
o_o1 5
n1a
n�a
(Matrix)
BRACING
TOPCHORD
BOTCHORD
-11-
--1
B-11-6
CS1 DEFI
11-
--1
PLATES
MT20
Weight. 4 Ih
RIP
185/144
3x4
5
Page 1
- 4.5
Structural woad sheathing directly applied or 6-0-0 oc purlins, except end verticals,
Rigid ceiling directly applied 0( 10-0- 0 bracing.
NOTE
1) Wird: ASCE 7-98; 0mph; h= fta T DL=4.8psf; B ADL=4. psf; Category ll, Exp G, enclosed; MWFR able Arid zone. antilev '
vertical left and right exposed; Lunch r D L=1. plate grip D L-1.3 _ � air lift and rr �t � pis ; end
This truss has been designed for a 10,0 psl' bottom Chord live load nanconcurrent with any other live loads.
This truss requires it plate inspection per the Tooth Count Method when this truss i chosen for quality assurance Inspection,
Bead n at oin (,) pa.ral lel to grain va.lu c u i r ANS TP i 1 an gle to grafi n farmu la, Bui ldi designer should ld v rif
Provide meal Dani ,I connection (b ut hay r) of t rocs to bearing plate at j ani nt(s �a� aeit �f bearing u �aea�
Provide mechanical 00nnection (by others) of truss to bearing plate capable at withstanding 161 Ike uplift at joint and 78 ib r_r lift a i
7) This -tru s is designed in accordance Frith the 200 International Resi demi al Code sections 8502.11 _ � p t � � nt �.
8) In the LOAD CASE(S) section, (cads applied to the lace of the trussare noted as trent 1 and l� t} .1 �. and referenced standard l� I TPi 1 _
�� or back �B�4
LOAD CASE(S) Standard
1) Regular: Lumber Increase -1.15, Plate lnerease=1,1
Uniform Leads (0)
Trapezoidal Loads (pi
Vert. =0(F= + B=8) -10-5=-28(F=-6, B=-6), =- (F=41, l3=41) -10-4=-149(F=-32, B=- ).
W
Jots Truss Truss Type
Qty
2218 CIA
Summit Truss, St Anthony.
O
PIS I H EA RT 13 CO—NSC-;SPEC ## H lf—NDE N
1
-� Jab Reference (opt i na 1)6,306 :s J611.1 2006 MiTek Industries,
-11-1
1--0
nC. Mon [Dec 03 10:10:14 2007 Pae 1
a7
(pbfi
TOLL
3&0
TDL
8.0
E3LL
0.0
BDL
8mo
LUMBER
TF HR D
E T HOR
2 X 4 SPF N0.
2 X 4 HF Stud
SPACING -0--0 I' DEFL i r
Folates Increase 1.15 TO 029 Vert(LL) -0.01
Lumber Increase IA5 W 0,25Vert(TL) -0,0
Rap Stress I roc r YES WB 0.00 Fie rz(TL) -0_ 00
COde I R 00 TP 12002 (Matrix)
_ I
REACTIONS (141size) –1 Mech nical, 2=368/0-3-8,4=30/Mechanica
Max Horz 2= (loan case
MaxUpI A3 =- (Ioad cas e ), 2 =-13 ( load Gale
Max ra 3=1 5(Ioad ease 1), 2= (Ioad case 1), 4=68(load case )
FORCES (Ib) - MaXIMUM ornpressiort'Ma imam Tension
TOIL CHORD 11-2=0 40, 213=-64/31
T CHORD -4=0/0
:3-11-12 --T
(10,C) I/deft Lld PLATES GRIP
-4 >999 180
.a ra
MI'LU 1$5/144
Weight: 11 Ib
BRACE _
TOP CHORD Structural wood sheathing directJy appli d or 3-11.12 oe purlins.
BOTCHORD ORD Rigid ce 111 ng directly applied or 10--0-0 oc Bracing.
NOTES
1) nil; ASCE 7-98; 90mph, h=25f , T DL 4. p f; ECRL=4. p f; Cate -gear al; Exp ? encIO FFA able end zone;
plate grip D L=1, . cantilever lett and right exposed } arld rtlral leek and rT�ht e o ed
This truss. has been designed for a. 10-0 p f bottorn chord We foad ncneoncurrent with an
This truss requires plate inspection pr the To�tt�Count Method when this fru' ischosen� et �� r live loads. -
4) Refer to gird r) for truss to truss Bonne tion ��r quality assurance �n��n t��n_
Provide mechanical ca n neat oi (by others) of truss to bearir9. apabaf lstaecindfn 48 lb uplift
lifat joint 3 and 1 �
� uplift tat joint 2.Tbrs truss is dfgned IraeCOrdance with the 2003 International Residential Code�est�en � �11
.1 and R802.10.2 and referenced standard A irrrp C 1.
LOAD CASE(S) Standard
Lul m r DO L=1.33
a
6
Truss_ T1r
2218 CIB
pe Qty
JACK 2
Summit Truss, St Anthony, ID
a
I
-1--
Pi" H EA R T E3 t5_N__8_t-__S_pE c#3HENDERSON
1
qb Deference ptionad I
6,300ori 11 2 006. MiTekfr u str'ies, Inc. Mon Dec 03 10,10} 15 2007 Page 1
LUMBER
TOP H RD
B7 CHORD
4 SPF No.
4 HF Stud
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1 A 5
Rep Stress Inch YE
COde I ITP t:200
DEFL
TC 0.25Vert(LL)
L5 U.0
8 0.00
(Matrix)
REACTIONS (lb/Size) 22=28910-3-8) 4=1 Mechanr f, �. 7 1 leanical
Max Hort =57(load case ).
Max Uplift =-1280 oad case ). =-1 20oad c2se 4)
MaxGray 2=289(load case 1), 4=35 (I o ad case )., 3=27(l oad case 1)
FORCES (lb) - Maximum onnpress ori/M.i mu r-ri Ta ns o n
TOP CHORD 1-2=0/40,2-3=46/4
BOT CHORD -4=0/0
Vert(TL)
Horz(TL
in 00c)
I/d f1
Lid"
[L09ADll N Cs (psf)
TCLL
35.0
TCDL
8.0
SCLC
0.0
�eCQL
8_0
-0.00 3
LUMBER
TOP H RD
B7 CHORD
4 SPF No.
4 HF Stud
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1 A 5
Rep Stress Inch YE
COde I ITP t:200
DEFL
TC 0.25Vert(LL)
L5 U.0
8 0.00
(Matrix)
REACTIONS (lb/Size) 22=28910-3-8) 4=1 Mechanr f, �. 7 1 leanical
Max Hort =57(load case ).
Max Uplift =-1280 oad case ). =-1 20oad c2se 4)
MaxGray 2=289(load case 1), 4=35 (I o ad case )., 3=27(l oad case 1)
FORCES (lb) - Maximum onnpress ori/M.i mu r-ri Ta ns o n
TOP CHORD 1-2=0/40,2-3=46/4
BOT CHORD -4=0/0
Vert(TL)
Horz(TL
in 00c)
I/d f1
Lid"
PLATES
-0.00 2
>9
240
MT20
-0.00 3
n1a
rVa
'weight; 7 Ib
GRIP
185`11 44
13RAaNGTOP CHORD Structural good sheathing directly applied c)r 1-11-12 oc purlins_
SOT CHORD Rigid ceiling directly applied or 10-0- 0 bracing,
MOTES
1 ) lei rid: ASC E 7- -0 mph; h=ft a TC DL=4- Bps f; 13 C D L=4 _ 8 ps t; ate I I Fop rcCosed; M'FR able ��d
n ntiP r left end right s n vertical l rri itexposedplate gr-rp D L=1,,
This truss has been designed for a 10.0 p f bottom chord live load nonconcurrent with
a�y other We Id,5.
This true r -
dui res pi ate i aspect i erg pe r the Tooth Co a n t Meth od wh erg th Is Ir uss is chosen for q utility assurance ins c err,
4) Refer to girder(s) for truss to truss connections.
Provide mechanical conneation (by other) of truss to bearing plate capable of withstanding 128 lb uplift
3.
This truss is d�csi�r� Inardac its the 00 i nterrlat'ror�al Residentiad ode sections I�50.1 a� jointars! 1 I� uplift �t joint1. "I and R802.1 0.2 and referenced standard ANSlapi I.
LOAD CAS E) Standard
Lumber DOL=i.
e�
f X410
Job Truss Truss Type
Qt �l� � F� F� �.T B� T- P E # H L I� D ER��,I
UMMIr I Fuss St Anthon , ILS
K0
LOADING (psf)
TOLL
35,0
T DL
8.0
BOLL
0.0
BCL
8.0
LUMBER
TOS' H R D
PS T CHORD
OTHERS
4 SPF No_
4 SPF NO_
4 SPF Ne.
SPACING 2-0-0
Plats Increase 1.1
Lumber I ricrease 1,15
Rep Stress I cr NO
Code I R0O TP 1200
7-0-0
CU
TC 0,30
6C 0,08
E 0,06,
(Matrix)
BRACING
TOP CHORD
BOT HOOD
`b Refereno o t onal
6.300S JLd 11 20.06 MiTek Industries, Inc.
Wei-ght, 56
iron Vec 03 10:10:16,2007
Structural wood sheathing d irectl applied or 6-0-0 oc purlins.
Frigid c9iling di rectly applied or 10-0-0 oc brad ng -
9
REACTIONSOb/Size) =3,!'
14,0-0, 8--023{14-0-0, 1 =1 014-O-0, 13=190/1 -0-0F 1 =246114-0-0, 11=190/14-0-07 10= /14-0-0
Max Hort2=153(load case
Max Upl i Vit =- (Ro d case ) 8=-1 20(load case ), 13=- 7(I oed case ,5), 14=- (load case 5), 11=-8 (I orad case 10=- 7 ion
Max rav_ (Ioad case 1), _ 3 ( Ioad s e 1), 1 = 1 0 ( Io�„deasel). 1 x-10 I�o�d � 7), 1 �� I � a 0=-72(load � �
� � �e,d 1), 11;1 99(load case ), 1 0A46(led case 1
TOP IB RD 1-2=0.1-73.2-3=-110 103, -4=- /104, -5_-73/1 , 5-6=-73/1 -7--801 , 7-8=-107/4 8-
BOTCHORD 1 -14=-17'/1 , 1 -1 =-17/1 p 11--1 -17/1 , 10-11 -1711 8, 8-10=-17/1 8
WEBS 5-12=-14,8/0, 4-13=-167/07, 3-14#x-. 13/116, 6-11-167/9537-10=-213/116
NOTE
1) Unbalanced roof lire loads have been considered for this design.
VVind, ASCE 7-98; mph; h -25f1; T IDL=4.Op f ; B C L=4. psf; CategM 11; Exp ;
enclosed; WFR gable end zone - cantilever i l ever leltd right exposed endvertical left and r nt exposed, L�m�er CL�1-�l�t� grip �L=1..
) Truss designed for wind loads in the plane of t h e truss o.n I. For FIs exposed
�� Thrs truss leas hen de signed fer 10.E psf b�tt�rr7 ����d lige feel to wind (normalto the face), see MI -Tek ''Standard Gable End C�etaifr
o r urrent with any oth er live Loads
5) All plates are 2x4 MT20 unless otherwise indicated.
0) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality # assurance irpeetion.7Gable r uices continuous bottorn chord beanigs
8) Gable studs spate at -0-0 oo.
) Provide mechanical n neti 0n (by others) of muss to dei. ri ng plate capable of withstanding 94 Ib uplift at joint 2, 120 1b upf.ft
at joint 8, 87 lb uplift atjoint 13, 72 ib
uplift at joint 14, 85 Cb uplift at joint 11 and 72 lb uplift at joint 10.
10) This truss Is designed in acco rdan oe with the 2003 I nternaJo nal Re ide ntiai Code section R502-1 1.1 and R802.10.2 and referenced
standard ANSIfTPI 1.
LOAD CASE(S) Standard
15-6-0
Job
2218
u M mit Trus S, St An thou , I D
Tres Truss Tip t
'COMMON
--0
4X8
Ply 11 M EART B N T -SPEC 43 MENDER SON
1
J b Fffercr�cq o tignal
6.300 s j ul 11 2006 MiTek Lndu strie i ln' c. Mon Dec 03 1010-:16 2.007
14-0-0
-0-0
t_
1 --0
1
PlatOffsets 1
LOADING (psf).
TOLL
35.0
TOL
8.)
CLL
0.0
EDL
8.0
:0 --,Et
_r-
_0-0
-0-0
:-4-1 t-
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rap. Stress ]nor YE
Code iRc2003rrP12002 �
LUMBER
TOFF CHORD 2 X 4 SPF N0.2
1 T CHORD 2 X 4 SPF No.
WEA 2 X 4 HF Stud
WEDGE
Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2
R11N Oh/size) =849/0--8, 4=849�0-3-8
Max Hort =,1 7(load case 3)
Max U Plitt `-1 8 ( I cad case ), 4=-1 8 ( load cas.a )
FORCES 0b) drum ompressiort/Ma imum Tension
TOLD H RD 1-2--O/'77,2-3=!!!-791x'145,3-4=-7911145.i4-5--0/77
ROT CHORD 2-6m-121456,4-6=-121456
WEB, 3 -6z -0/29G
t
TO 0.64
RC 0.54
B 0.10
(Matrix)
14-0-0
t
BRACING
TOPCHORD
BOT CHORD
PLATES
MT20
Weight: 49 Ib
RIR
1 851 144
Structural wood sheathing directly applied or 5-9-2 oc Feu rl i n s _
R -i id ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) Unbalanced roof 1-ve loads have been considered for this design.
Wind. . ASCE -98; 0 rip h h = 25ft; T D L=4. psf r R D D L=4_ psf r Category 11; Exp Q
designed
enclosed; MWFRS gable end ��reuntl���r left end right ax���.
end`erti l Ief an rigit exposed ��L�� , ��ti
This tress h been fir f La h�iDSL1.�_
ord
live load nonconcurrent with any other live loads,
4)'This truss requires plateinspection per the Tooth Count Method when this truss Is chosen, for quality w ns esti ori.
Preade mechanical tonne on (by others) of truss to bearing plate Gapabi e of withstanding 189 lb uplift at joint and 1 B l
>� � b Cpl Elt at joi nt 4-
6) Thi s truss is des iq reed I n a=rdance vvit h t he 2 008 1 international Reside retial Coda sectio ns R X02.11.1 and R802.1 0 _ 2 and referenced stand and ANS ITP C 1.
LOAD CASE(S) Standard
qP
Page 1
e. 3,V-1,
J
DEFIL
in
(lar,)
leldefl
L/d
Vert(LL)
-0.08
2-6
>999
240
Vert(TL)
-0.15
2-6
>999
180
H orz (TL)
U-1
4
n/a
n�a
BRACING
TOPCHORD
BOT CHORD
PLATES
MT20
Weight: 49 Ib
RIR
1 851 144
Structural wood sheathing directly applied or 5-9-2 oc Feu rl i n s _
R -i id ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) Unbalanced roof 1-ve loads have been considered for this design.
Wind. . ASCE -98; 0 rip h h = 25ft; T D L=4. psf r R D D L=4_ psf r Category 11; Exp Q
designed
enclosed; MWFRS gable end ��reuntl���r left end right ax���.
end`erti l Ief an rigit exposed ��L�� , ��ti
This tress h been fir f La h�iDSL1.�_
ord
live load nonconcurrent with any other live loads,
4)'This truss requires plateinspection per the Tooth Count Method when this truss Is chosen, for quality w ns esti ori.
Preade mechanical tonne on (by others) of truss to bearing plate Gapabi e of withstanding 189 lb uplift at joint and 1 B l
>� � b Cpl Elt at joi nt 4-
6) Thi s truss is des iq reed I n a=rdance vvit h t he 2 008 1 international Reside retial Coda sectio ns R X02.11.1 and R802.1 0 _ 2 and referenced stand and ANS ITP C 1.
LOAD CASE(S) Standard
qP
Page 1
e. 3,V-1,
J
Job Truss Truss Type Ply
Qty
2218
CSG ABLE
Ply
timm it Tru ss, St Anth ony' ID
-1-6-�3 7-0-0
1-6—D
i1b
1
-0-0
Plate Offsets ::04- td � , L3:0-4-13,0-2-01, f 'Q-A-(), Epi e _
LOADING (psf) SPACING -0-0
TOLL 35.0 Plates Increase 1.15 TC 0.71
T DL &0 Lumber Increase 1.15 BC 0,60
BELL 0.0 Rep Stress Incr NO WB 0.00
B DL &0 Code J R. ( -rP] 00 (Matrix)
LUMBER
TOR CHORD 2 X 4 SPF NO2
BOT CHORD 2 X 4 SPP No,
OTHERS 2 X 4 SPF fqo.
EDGE
Left: 2 X 4 SPF N0.2, Right. 2 X 4 SPF N0:2
4X8 -%
8
13RACING
T P H IL I
BOT CHORD
HEART B CONST -SPEC #3 HENDERSON
,1 b I ferert a tional
6.300 s ,1 ul 11 2 006 MiTek Indu strias, I nc.
14-0-0
7-0—
We1ght: 65
Mon Dec 03 10:10-17 2007 Page 1
15-6-0
1-6-0
Structural wood sheathing dire tly applied or 6-0-0 cc pu rIins-
Higid oeiling directly applled or 10- 0-0 w Idrac ng -
REACTIONS (lb/size) 2=681 X14 -0-0T 4=681 X14-0- , 8=60/14-0-0, =-23/14-0-0, 10=164/14-0-0, 7 -23/14,0-0, 6=104'14- -0
Max Harz =-1970 oad case; )
Max Up.I ift =- 1800 oad case 5), 4= 180 Oci ad case 6), 9=-35(l o ad case 7), 10 =- 68 (102d case ), 7_-35 ( load cas c 8), 6=-68 ( load case 0
Max ry=01 load _ �' - � �
1), 4=681(loa.d case 1). = 8 (le ad case ), 9= 55 (load case, 5 10-201(1 oad Cas e 7) , 7= 5( Iced s e 0), 6=201(I oad case 8)
P 1,I - Maximufn COMPressloa'Maximum Tension
TOP CHORD 1-2=:01751 -3=-607/180, 3-4=-667/180, 4-5tt0175
E3T H RD -10=-53/360, 9-10=-53 360, 8-0— 5 60, 7- =-, 3/300, -7=- /360, 4- =-53/360
NOTES
1) Unbalanced roof live loads have been considered for this design -
2) ind: ASCE 7-98; 90nnph,; h . 5ft TC D L=4_Spsf; BC DL=4_ psfCategory ll; Exp C; enclosed; MWF RS gable end zone, cantilever left and right e oscd � end
vertical left and right exposed; Lumber DCL=1.33 plate grip DOL=1. , � p a
Truss desIgned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard able End Detail"
This true has been desig ned f r a 10.0 psf botto m c ho rd I ive load nonoo ncu rre rpt VVd h an y other J ive loads.
5) All plates are 2_x4 l TO unless offier ise Indicated.
This truss requ res plate inspect -Ion per the Tooth Count Method when this truss is chc sen for quality assurance i res ecb o n.
7) Gable req a ire s con d nu Ous bottom chord bearing, p
Gable studs spaced at -0-0 oc.
Provide mechanical co
nnecti ori (key others) of truss to beading plate capable of Withista r)li nog 160 lb up] i ft at joint 2, 180 lb uplift at joint 4T 35 1b rap Ii f# at of rpt , 08 1b
u plift at al rpt 10. 5 lb u p liffi at joi nt 7 and 68 Ike u plift at jc4 rpt G. �
10) This truss is design in acmrdance with the 2003 lnternationaJ Residential Code sections R502-1 1.1 and 8802.10.2 and referenced standard A
NIP'I 1.
LOAD CASE(S) Standard
sciee
J
Job Truss Truss Type � �I� l --I EDIT � Y-P_EI� EN _
2218 E hr' MON
r
rS_,J
2
mart Tr�1 S, t Anthony, ID — � , Job Reference (op tro
nal
�
6.300 s iul 11 2006 Mffek Industries, inn. Mon D e
C 03 10,10:17e 1
-B-0 e 13-0-0
2
I- -5-1
4--1
_ Plate Offsets (X ,' , 11: 8-9
LO -2-81, F3 -0 -8 -Opo
L Ati3H ( f) SPACING 2-0-0
T LL 35.0 P Is t p l nereac a 1 1
T DL
8.0
B LL
0.0
BGDL
8-0
Lu m be r Increase 1.15
Rep Stress Incr NO
Code I R°+TP f 2002
LUMBER
TOP CHORD 2 X 4 BPF Na.
ESOT CHORD 2 X 6 D F
WEBS 2 X 4 HF Stud
WEDGE
Left; 2 X 4 HF Stud, Fright: 2 X 4 HF Stud
Tk.,U.bU
13c;
0.60
8 0.72
�—
(Matrix)
REACTIONS (lb/size) 1=5347/0-3-8,3=534710-3-8
Max Hort 1=-17 (load case 3)
Max uplifti -1175(1cad case ),=-1175(fo .d case 6)
FORCES (Ib) - Maximum Compressiori/Maxinnum Tension
TOP H R U 1- =-5923 ' Q 15¢ -3 =-59 x01 1
BOT H D 1- 5=- 41 �4 , 4- =-"/ , - 4=- 915/4323
WEBS - =-8 63/3804, - 4=- 863/3804
r
4-1-1
1,--0
4-5-1
GXG '�%'
BRACING
TOP I! ORD
BOT Cly R D
RIP
185/144
144
Structural wood sheathing d i reetly applied or 4-6-9 cc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1)2 -ply truss to be connected together with 1 Od (0.131'®x ") nal -Is as follows:
ToP Ch ords can nected as fel lows : 2 X 4 - 1 row at 0-9- o ec _
Battu ren chc rds co n netted as fell o s - 6 - 2 rows at 0-7- 0 oc.
Webs conneCted 2S fellows: 2 X 4 - 1 row at 0 -!g -o. ocr
All loads are considered equally applied to all Plies, except if noted as front
or back (B) taoe in the LOAD AE(,q) secticn. Ply to ply connections have been
provided to distribute Only leads ncted a (F) or (E), unless other ise -Ind i teed.
U nbalanted rooffive ive Icad have beeo considered for this design.
4)Wind: ASC E 7- 98, 90m ph; h= 5ft; TCDD -8psf; B C UL=4_Sp f F Category 11; Exp C , enclosed', IWFR able en
Vertical I eft and rig fit .ped; Lu m r IDOL= 133 plate rip DOL=1. � d �� ne, � r�trl ager l eft � ��I right e posed sed , eW
This truss has been designed for a 10.0 psf bottom cluerpt live load nonconcurrent with any other live loads.
This truss requires plate inspection per -the Tooth Count Method when this truss is chosen for quality assurance iris ion.
Provide meh r i at con ne a on (by ct rie rs) of truss to bearing plate capable of ithstar dl rng 1175 Ike u rift at 'or nt 1 d 117
This truss Idesigned
in accordancewith, the 00InternationalF�esFdential Code sections
� � I� uplift at joint �.
eetinR502-1 1.1 and R802.10-2 and referenced standard llF'I 1.
Girder carries fid -in pan(s): 1-" from 0-0-0 to 1-0
LOAD CASE(S) Standard
1) Reg alar: Lurn ber Increasea1.15, PI ate Increa e=1,15
Uniform Leads (pl f)
Vert: =-7 5(F,-739), 1-2-86, 2-3_z-86
kala
--J
DEFL
in (lac)
JI'defl
Ud PLATES
Ve (LL)
-0,08 8 4-5
>999
240 MT20
Vert(TL)
-0-1 4-5
>999
1$0
Horz(TL)
0.02 3
(1/a
a
We-Ight: 123 lb
BRACING
TOP I! ORD
BOT Cly R D
RIP
185/144
144
Structural wood sheathing d i reetly applied or 4-6-9 cc purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1)2 -ply truss to be connected together with 1 Od (0.131'®x ") nal -Is as follows:
ToP Ch ords can nected as fel lows : 2 X 4 - 1 row at 0-9- o ec _
Battu ren chc rds co n netted as fell o s - 6 - 2 rows at 0-7- 0 oc.
Webs conneCted 2S fellows: 2 X 4 - 1 row at 0 -!g -o. ocr
All loads are considered equally applied to all Plies, except if noted as front
or back (B) taoe in the LOAD AE(,q) secticn. Ply to ply connections have been
provided to distribute Only leads ncted a (F) or (E), unless other ise -Ind i teed.
U nbalanted rooffive ive Icad have beeo considered for this design.
4)Wind: ASC E 7- 98, 90m ph; h= 5ft; TCDD -8psf; B C UL=4_Sp f F Category 11; Exp C , enclosed', IWFR able en
Vertical I eft and rig fit .ped; Lu m r IDOL= 133 plate rip DOL=1. � d �� ne, � r�trl ager l eft � ��I right e posed sed , eW
This truss has been designed for a 10.0 psf bottom cluerpt live load nonconcurrent with any other live loads.
This truss requires plate inspection per -the Tooth Count Method when this truss is chosen for quality assurance iris ion.
Provide meh r i at con ne a on (by ct rie rs) of truss to bearing plate capable of ithstar dl rng 1175 Ike u rift at 'or nt 1 d 117
This truss Idesigned
in accordancewith, the 00InternationalF�esFdential Code sections
� � I� uplift at joint �.
eetinR502-1 1.1 and R802.10-2 and referenced standard llF'I 1.
Girder carries fid -in pan(s): 1-" from 0-0-0 to 1-0
LOAD CASE(S) Standard
1) Reg alar: Lurn ber Increasea1.15, PI ate Increa e=1,15
Uniform Leads (pl f)
Vert: =-7 5(F,-739), 1-2-86, 2-3_z-86
kala
--J
Job Trus Truss Type
2218 EG QtyP�f r HEART E- —CON—ST-SP—EC#'3
_ 1 �
U Mmit Trus S St Anthony, I D GABLE - �- ,tab Reference o t[ na
. s Jul t %. iT k Pndustr,es, Inc. Mon [hoc 03 10.1 D:18 2007 Page 1
-1-6-0 6-6-0
1-- -0- 14-6-0
4X4 _ ale =129.-q
Plate Offsets
5
Hep Stress Inicr NO
Code IRC20037PI2002
LUM 13ER
TOS' CHORD 2 X 4 SPF hlo.
ESOT CHORD 2 X 4 SPF Ho.
OTHERS 2 X 4 SPF Its.
WEDGE
Ceti. 2 X 4 SPF No.2, 91ght. 2 X 4 SPF No.
B 0.07
(Matrix)
Hcrz(TL) 0.00 8 a rVa
BRACING
TOP I` ORD
BOTCHORD
Weight, 60 id
Structural wed sheathing directly applied or -0-0 oc purlins,
9 i9id cei li ng di real y applied or 10-0-0 ee d rai r,.
REACTIONS (W ize)=32W 1 -0-0, 8 =323. 1 -0-0i, 12 1 7/13-0-0, 1 =208113 -0- 0a 1 =191 /1 - 0-0, 11= 208/1 -0- 0 1
Max Harz =1 4(l�oad ease 4) 1-0=191/13-0-0
Max Ll;plift2=-70 (load case 8), A - ( lead case 8), 1 =-108 ( load case 5), 14=- 1 lcad ease 11
Max, rav 2=323 (load case 1), �(Jead ewe 1), 1 =1 7loud ase 1), 1 � �� 1 DD�lead case6), 1 ��-8��ied ore
� 1 dead ore 7), 1 4 =1 1 (lead case 1), 11= 1 (lead case8), 10=191 load ase 1 )
FORCES (lbs) Maximunn CornpressloriMaximurn Tension
TOP CHORD 1- =0.75, - = 149'119, 3-4=- 102, 4-5=-90/144, -6=-90.1 , 0-7=992/60 7-8=-123 0
BOTCHORD 68, 1 -13=-24'1 , 11-1 =-24 `1 8, 10-11=-. 4f168r -10=- 168
WEBS 5-12=-128/0, 4-13=-178/119,3-14=-176/136,6-11=-1781117,,7-10--176/133
NOTE
1) Unbalanced roof live loads have Wen considereid for this design -
2)
Wind: ASCE 7-98; 0mph; h = 5ft, T D L=4, 8Psf , B D L,4.8p!sf ; Category 11 Exp Q enclosed; WFR able end zone; • r�tii
vertical left and right exposed; Lumf r D L=1.33 plate gr p IDOL=1. 8r a ever left and right exposed ,end
Truss designed for wind leads in the plane of the truss only. For studs exposed to wind(normal to the fa
4) Th i s truss h as. been designed for e 10.0 p f tlo rn chord live load no ,noncurrent with d , dee iTel� t� r7lord able End Detl„
5) All I plates are 2x4 I' T 0 unless otherwise i nd feted . n ether live I ��� :
6) This truss rega[res plate inspection per the Teeth Count Method when this truss i chosen for quality assurance inspection, abJe requires oo������s bottom chord �e�ri��,
8) Gable studs spaced at 2-0-0 ee.
9) Provide mechanical con neofl ori (by others) of truss to bean ng p12#e .bre of YA t hsl, ,ndi n 70 1 b u i `oi n .
uplift at joint 14,106 IL) uplift at joint 11 and 88 Its uplift at joint 10. � P ft at � t , �� !� �a�xlift at Joint 0, 108 Ib uplift at joint 13, 91 ]b
10 This truss I's dei i110
nd In a rr7ce with t he f rater r rati o nilResidential Code sections H.11.1and R802.10.2 0r and referenced standard AN-S1/TP[ 1.
LOAD CASE() Standard
TOLL
35.0
TDL
8,0
BOLL
0.0
B DL
8.()
5
Hep Stress Inicr NO
Code IRC20037PI2002
LUM 13ER
TOS' CHORD 2 X 4 SPF hlo.
ESOT CHORD 2 X 4 SPF Ho.
OTHERS 2 X 4 SPF Its.
WEDGE
Ceti. 2 X 4 SPF No.2, 91ght. 2 X 4 SPF No.
B 0.07
(Matrix)
Hcrz(TL) 0.00 8 a rVa
BRACING
TOP I` ORD
BOTCHORD
Weight, 60 id
Structural wed sheathing directly applied or -0-0 oc purlins,
9 i9id cei li ng di real y applied or 10-0-0 ee d rai r,.
REACTIONS (W ize)=32W 1 -0-0, 8 =323. 1 -0-0i, 12 1 7/13-0-0, 1 =208113 -0- 0a 1 =191 /1 - 0-0, 11= 208/1 -0- 0 1
Max Harz =1 4(l�oad ease 4) 1-0=191/13-0-0
Max Ll;plift2=-70 (load case 8), A - ( lead case 8), 1 =-108 ( load case 5), 14=- 1 lcad ease 11
Max, rav 2=323 (load case 1), �(Jead ewe 1), 1 =1 7loud ase 1), 1 � �� 1 DD�lead case6), 1 ��-8��ied ore
� 1 dead ore 7), 1 4 =1 1 (lead case 1), 11= 1 (lead case8), 10=191 load ase 1 )
FORCES (lbs) Maximunn CornpressloriMaximurn Tension
TOP CHORD 1- =0.75, - = 149'119, 3-4=- 102, 4-5=-90/144, -6=-90.1 , 0-7=992/60 7-8=-123 0
BOTCHORD 68, 1 -13=-24'1 , 11-1 =-24 `1 8, 10-11=-. 4f168r -10=- 168
WEBS 5-12=-128/0, 4-13=-178/119,3-14=-176/136,6-11=-1781117,,7-10--176/133
NOTE
1) Unbalanced roof live loads have Wen considereid for this design -
2)
Wind: ASCE 7-98; 0mph; h = 5ft, T D L=4, 8Psf , B D L,4.8p!sf ; Category 11 Exp Q enclosed; WFR able end zone; • r�tii
vertical left and right exposed; Lumf r D L=1.33 plate gr p IDOL=1. 8r a ever left and right exposed ,end
Truss designed for wind leads in the plane of the truss only. For studs exposed to wind(normal to the fa
4) Th i s truss h as. been designed for e 10.0 p f tlo rn chord live load no ,noncurrent with d , dee iTel� t� r7lord able End Detl„
5) All I plates are 2x4 I' T 0 unless otherwise i nd feted . n ether live I ��� :
6) This truss rega[res plate inspection per the Teeth Count Method when this truss i chosen for quality assurance inspection, abJe requires oo������s bottom chord �e�ri��,
8) Gable studs spaced at 2-0-0 ee.
9) Provide mechanical con neofl ori (by others) of truss to bean ng p12#e .bre of YA t hsl, ,ndi n 70 1 b u i `oi n .
uplift at joint 14,106 IL) uplift at joint 11 and 88 Its uplift at joint 10. � P ft at � t , �� !� �a�xlift at Joint 0, 108 Ib uplift at joint 13, 91 ]b
10 This truss I's dei i110
nd In a rr7ce with t he f rater r rati o nilResidential Code sections H.11.1and R802.10.2 0r and referenced standard AN-S1/TP[ 1.
LOAD CASE() Standard
Summit Truss, St nthony, Ili
5-3-14
10--
4411
3
Ply
15-10-2
--
2 I.Job R94 rence optional)
6,300 s Jul 11 2006 MiTek Industries, Inc. on Dec 03 10.1 : fi 8 2007 Page 1
21-2-0
5-3-14
5-3-14
5-3-14
Plat Offsets 1:Q-1- C� 1-1 5;0-1-8 .-1-1
LOADING (psf)
Job Trus
Tye
Fay
TCL
F1
FCOMIMONI 1
Summit Truss, St nthony, Ili
5-3-14
10--
4411
3
Ply
15-10-2
--
2 I.Job R94 rence optional)
6,300 s Jul 11 2006 MiTek Industries, Inc. on Dec 03 10.1 : fi 8 2007 Page 1
21-2-0
5-3-14
5-3-14
5-3-14
Plat Offsets 1:Q-1- C� 1-1 5;0-1-8 .-1-1
LOADING (psf)
T LL
35.0
TCL
8.0
BOLL
0.0
BDL
_0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
N Code IFS 0O fTP1200
LUMBER
TOFF CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 6 DF SS
'E BS 2 X 4 HF Stud *Except.
'1 2 X 4 SPF 1 5OF 1_5E
WEDGE
Leff: 2 X 8 DF SS, Right: 2 X 8 DF SS
REACTONS (Usize) 1=871 r0-5-8, 5= 71311?0-5-8
Max Horz 1 `283 (I ead case )
Max Upriftl=-1 15(load case 5)a 5�,1 15(Ioad 0ase
SX6 1000 3xf2 11 W21�
10-7-0 15-10-2 21-2-0
- -- --1
TC 0,73
BC 0,74
6 {x.79
(Matrix)
FORCES (1b) - MaXiMurn CompressieWMaximurn Tension
TOPH IPC 1- =-10 0 1 80, - .1- 6928/1624, -4=-6928/ 1624, 4-5= -10362 °2280
BOT ' H R,D 1-9=-1739 r - =-17 9if 001 7-8=-1 73 ' 005 ' -7=-10 /7600 5- =` 1623/760
WEBS 2-9=-91 6/4189, -7--3208/880, -7=-1910/82-17, 4-7=-3208/881, 4-6=-917/4189
VEIL irr
V rt(LL) -0.17
Vert(TL) -0.29
Hort (TL) 0.07
BRACING
TOIL HOOD
ESOT CHORD
(1 e0)
I/def I
Ud
6-7
>900
240
0-7
>8 64
180
5
Va
ri'a
PLATES GRIP
MT2-0 185/144
Weight: 233 1b
Structural wood sheathing di reit applied or 3-10-9 ec purlins.
R igid cei I i ng di real lel iied or 10-0-0 c>c b ra i rig.
MOTES
1) 2-p ly tr uas to be Cera nested together with 1 Od (0.131 "xY) nali Is as f ei I a s :
Top chords connected as follows, 2 X 4 - 1 rcat 0-9-0 ec.
Bottom chards connected as follows- 2 X 6 - 2 roes at 0-7-0 ec.
We bs Con ne ed as folle s: 2 X 4 - 1 rcw at 0-9-C) ae-
All loads are considered equally applied to all plies, except it noted a front (F) or back � B face i n the LOAD CASE
(S) ed to distribute only leads noted as (F) or (B), unless of Ise rw s e i nil i sated • � � section,. Ply to ply �r� �e�t ie�is have been
Unbalanced root I i re leads have been ns f'dered for this design.
4) Wind, ASCE 7- • 90Mph h 5ft; T D L=4. psf; S D L=4.8psf; Category 11, Exp G, enclosed; MWFRS gable end -zone; cantilever left and ` end
vrtil left and rift exposed; Lumber DOL=1.33 plate drip 130L=1.,.
5) This truss has been designed for a 10-0 psf bottom chord rive load nonconcurrerit with 2ny other lire loads_
6) This truss requires plate inspeetlon per t -he Tooth Count Method when this truss is i ho en for quality assuran inspecVon-
7) Provide meeh ani Cal connect[ on (both ers) of true to beanrig pI ate rapa.b 1'e of W thsta rid i ng 19151 b u I ift at -oi nt 1 an i a .
p � � i01,� Ib uphl•t at joint 5,
8) Thi's truss is designed i n accordance i t h the 2000. International Reside roti al Code s actions R502-1 1.1 a rid R802-10.2 end refer rie �ta�dar
Girder carries tip -ire pan(s): 31-0-0 from 0-0-0 to 21-2-O d J I 'I 1.
LOA[ CASE(S) Standard
1) Re alar: Lumber Increese=l,15a Flue Increase =1.15
Uniform Lees (plf)
Vert: 1-3;--,-86,3-,5=-6611-5=-755(F=-739)
V Job Trust Tres Type
QtYPly Hl'CT B -ON T-pE2218 FG GABLE #3 HENDER,ON
_ I 1
uMmit Truss, St Anthony, ID
�I
Plate Offsets r
L AS N (psf)
TOLL
35,0
TDL
8.0
BOLL
0.0
BDL
_
-- --1 1 --
--1
--
3 P
4X6 11
4
--
Referenceotom)
.300 s Jul 11 2006 MITek Industries5 Inc.
1- -0
--1
Mori Dec 03 10:10:19 2007 Pace 1�
r
-0-15
7-0-1,
:0- -8, Edgel, [4:0-1-
SPACING 2-0-0
Plates Increase 1.1
Lumber Increase 1.15
Rep Stress Iner NO
Code IRC2003ITP12002
TC OZ
E
B 037
S 0.38
(Matrix)
DEFL
In
(J oc)
I /deft
Ud
Vert(LL)
-0.06
-8
>9
240
Vert(TL)
-0,14
-8
>999
180
Horz(TL)
0,03
n/a
Ria
LUMBER RRACIN .
TOP CHORD 2 X 4 SPF No.2 TOP l -I RD
130T CHORD 2 X 4 SPE No.2 BOT H RD
WEBS 4 HF Stud
OTHERS 2 X 4 SPF 1o.
1EDE
Left.- 2 X 4 SPF No.21 Right: 2 X 4 SPF No.2
REACTIONS (Ib/size) 2=1 1 4�r0-3-8, 6=121X10-3-6
Max Ho rz -. 2900 nad case )
Max Upl-Ift =- 40(loa. J case ), 6-- 40(lo2d case )
FORCES (lb) - Maximum COMPreSSiOrtiMaximum Tension
TOPH D 1- =0 7, - = 1 5/2OC o 3-4=-11 / 298, 4- = -1156/298 r - =-1 4 i OOt -7= 0
/77
B T CHORD 2-10=-166/891,9-.10=-31/616,8-9=-31/616.,6-8=-61/691
WEBS 3-10=-351/264,4-10=-190/479,4-8=-19()/479,-5-8=-351/264
7`0-1
PINES
W20
Weight, bt, 147 lb
GIMP
185/144
Structural wood sheathing directly applied or 4- -1 0C purlins.
Rigid ceiling directly applied or 1G-0-0 oc bracing.
NOTES
1) Unbalanced root live loads have been considered for this design.
Wind: ASCE 7-98, 90 m ph ; h' 5ft; T D L=4-8 pst; B D L=4. pst; Category l I , Exp Q enclosed; MW'FRS gable end zone; cantilever left and right
end
ve ical left and right exposed; Lumber D L=1.33 plate grip IDL=1. exposed
Truss designed for wind loads In the plane ct the truss only, Per studs exposed to wind (normal to the face) , see MiTek ' `Stan lord Gaol - 91
4 This true has been designed for 10.0 p,St bottom chard lire load nonconcurrent with any ether live loads. � End Detail
6) All plates are 2x4 MT20 unless otheroAse indicated -
6) This truss requires plate inspection per the Troth . ount method when thls truss is chosen for quality assurance Inspection.
Gable studs spaced at 2-0-0 ce.
8) ProvIde mechan-loal ce n r ecti cn (by others) of truss to bead rig plate capable of wilhstanding 240 1b uplift at joint 2 and 2401b uplift
9' ThIs truss is desl nod ilk a ori ance with the 002 internationesential Godo sections 8502-1 1 1 and 8802.19. and referenced� � al joint
� w Ridtnc1 arra I STP l 1.
LOAD CASE(S) Standard
ark' � 1'45.16
TrussCOMMON
ipTr$sT'l
21
21
F282
ummit Truss, St Anthony., I� -
3
r
F-dy I Nim I b UONST-SPEC #3 HENDER ON
1
_ Job Reference a ticna[.
6,300 Jul 11 2006 MTek Industries, Inc."
12-0-0
4x
Mon Dec1:1;1 2007 Pagel
1--
Plate Offsets I . :
:043- Eda14:0-3-8,Edge]
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Ince YES
Code I B.D/TP f 2002
LUMBER
TOP CHORD 2 X 4 SPF N0..
BOT CHORD 2 X 4 SPF NO2
WEBS 2 X 4 HF Stud
SEDGE
Let -2 X 6 SPF No -2, Right: 2 X 6 SPF N0.
REAC11ONS OWSize) 2-745!0-5-8, 4-745M-5-8
Max Hort 2=171 (load case 4)
MaxHpfift2-_1 78(lead caset)), 4=-1 7(Ioad case
FORCES (lb) - Maximum ornpres i o Ma i m a rn Tension
TOP CHORD 1- =O , -3=-x/116, 3-4=-644 `11 , 4-5-- ,
BOT CHORD 2-6=-7/360, 4-6=-7/360
WEBS 3-6-0/241
ti -U -L)
S'I
TC 0.43
BC 0.44
'B 0.03
(Matrix)
12-0-0
D EFL
'T LL
35.0
TDL
8.0
BOLL
0.0
B DL
&0
:043- Eda14:0-3-8,Edge]
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Ince YES
Code I B.D/TP f 2002
LUMBER
TOP CHORD 2 X 4 SPF N0..
BOT CHORD 2 X 4 SPF NO2
WEBS 2 X 4 HF Stud
SEDGE
Let -2 X 6 SPF No -2, Right: 2 X 6 SPF N0.
REAC11ONS OWSize) 2-745!0-5-8, 4-745M-5-8
Max Hort 2=171 (load case 4)
MaxHpfift2-_1 78(lead caset)), 4=-1 7(Ioad case
FORCES (lb) - Maximum ornpres i o Ma i m a rn Tension
TOP CHORD 1- =O , -3=-x/116, 3-4=-644 `11 , 4-5-- ,
BOT CHORD 2-6=-7/360, 4-6=-7/360
WEBS 3-6-0/241
ti -U -L)
S'I
TC 0.43
BC 0.44
'B 0.03
(Matrix)
12-0-0
D EFL
in I ec
I/defl
U
Vert(LL)
0-04 -6
>999
240
Vert(TL)
-0.07 -6
>9
180
Horz(TL)
0.01 4
n/a
n/a
BRACING
TOP CHORD
BCT CHORD
PLATES
MT20
'eight: 44 fly
GRIP
185/144
Structural wc)c�d sheatNng directly applied or 6-0-0 oo purlins.
Rigid ceii Iii rig di rectl ppli ed or 10-0-0 cc braci ng.
NOTES
1) Unbalanced roof live i1cads have been considered for this design.
Wind, ASCE 7-8 ` ,orh' 1ift- T DL-4.8Sf' l3CDL-4 8 f' -a
�7IoI'FRgable rd z���a ' rt`
lerer left, and right ht epos; endvertical left and right exposed, Luriber SOL=1.3� atDOL-1,33.grip 3) Th -is t rugs has bee n dsig ned f er x10. 0p f ttoM
ChOrd live load .non concurrenI with any other live duals.
4) This true requires. date i nspe ction per the Tooth Count Method wher? this truss i S chosen for q u al ity a suran
oe 5) Fruvide mechanical rinectaerg (b ethers) of truss to bearing ate pabie ofwithstanding1 Ib grand 1 on_
epi i ft t joint and 178 lb uplift at joint 4.
Th Is truss is dos rg ned i n aoco rd an ce wit h t he 20 03 J nternatio nal Reside ntia.l Codi Sections R502.1 1.1 and l98{�2
.1(x.2 and referenced standard lIfrFI 1.
LOAD E�� Standard ,
1W
V
Job True Tress Type aty
2218 GG GABLE
vmmi�Trus, St Anthony, ID
1
Plate ff t N
LOADING t; psf)
TOLL 35.0
T D L 8.0
BOLL 0.0
Ply HF RT § CONST -SPEC :3 H F N D EKSON
1
Job Reference (optional)
6.300 S Jul 11 2006 MiTek Industries, Inc.
12-0-0
4A
5
Mori Dec 03 10:10:20 2007 Page I
SPACING 2-0-0
Plates Increase 1 - 1 5
Lumber Increase 1.1:9
Reps Stress hrrcr NO
M.e [RnnTPI
LUMBER
TOFF CHORD 2 X 4 SPF N0
BOT CHORD 2 X 4 SPF N0.
OTHERS 2 X 4 SPIT N0.
WEDGE
Left; 2 X 4 SPF Ne.23 Right: 2 X 4 SPF No.2
4S1
' 7C 0.30
gc 0.11
WE a.as
(Matrix)
'12-0-0
12-0-0
DEFL
in
(le)
I/defI
Ud
Vert(LL)
-0.02
9
r L/r
180
er1(TL)
-om
9
n/r
8
Horz(TL)
0.00 0
n/a
rVa
BRACING
TOP CHORD
BOT H RD
1 PLATES GRIP
MT20 197!144
Weight: 55 Ib
Structural wood sheathing directly applied or -()-C) ae purlins.
.F1 ig d ceii Ii ng di redly appli ed or 10-0- G ee brad ng.
R 1 1 (Jb/size) = 13/1 -C�-0, =31 +"1 -0-D, 1 =1 1 -0�-, 1 = OV1 - -0, 1 =1 ,(1 -0-0, 11=22{ 11 -0-0) 10=140'1 _0-0
Max Herz 2= 171 (load case 4)
Max lift =- 4 haad case =- 1 load ease , 13=-11 lead
� - � �p � � � � cas 5). 14=-63 cas e 5), 11--11(load ase ), 10=-Cf(load c
ase 6)
Max Grav =31 (load case 1), 8-31 (lead case 1), 12;= 1 (load case 1), 1 = (load case 7), 14140 lead case 7
� ), 11 = (Ie ad ease ), 1 0=1 0(foad case 8)
FORCES (1b) - Maximum 0MPreSSi0W axi mu m Tension
TOP H ISD 1-2=0/ , -3=-143'11 , -4_- 77i"93, 4- =- 1/1 at-6=ig1/11 , 0-x=-87/, 0, 7- =-112,60 8- =O. 5
BOT H R D 2-14=- ' 7 b9,10-11=-22J159,8-10=-22J159
a
1-14�-'1 , 1 -1=-{1,�T 1 �f -1 =-1 , 10'-1°� =-1 , -1 0=-'1
'REBS 5-12=1 25/0, 4-13=- 1 8 1 25, 3-14=,- 143 115, -11=-186/1 , 7-10=-143.11
[OTE
1) Unbalanood rout live load!$ have been considered for this deSign.
Wind: ASCE 7- 8 90mph F h= 5ft; TC CSL=4_5psf; BC CSL=4.8psf; Category Il; Exp ; enclosed rI FRS gable rd gene , cantilever lege r left and rightit exposed ; end
vertical left and right exposed; Lumber D L=1 -33 plate grip DOL -1.3 3.
Truss designed for wind toads In the plane of the truss -only. For studs exposed to wind (normal to theface),. see Mi Tele "Standard Gable End Detail"
4) This truss his been designed for 10. p f bottom chord live lead on en urrent with any other live loads.
5) All plates are 2x4 M T 0 unless of he r i se indicated.
This truss requires Tres plate inspection per the Tooth Count Method when this truss is chosen for quaJ its+ assurance inspection.
Gable requires cont nuous bottor r� chord bearing.
Gable. studs spaced at -0-0 oe.
. (. ) - p ,
�
uplift at card lde mechanical r� r�eeti�r� � others) �f truss �� b�� r�. � � t . � � . � � � lift �,� -�ir�� 1
r� F�f� �a �bl� �� t��t�rin �� IES uplift �,� ���t �1 Its uplift ;�.� joint � �� I� ��'
t 14,113 lb uplift at joint 11 and 60 Ib uplift at joint 10.
10) Thi is t russ is desig reed i n aces rd'an e Wn h t he 2003 I n to rnatio n al Hesi d entr al Code sect ions R602.1 1.1 a nd R 802.10.2 and ref r
e erred standard ANI/TPI 1.
LOAD .ASE(S) Standard
aa= 1.-28 2
Job
12218
8
.ummit TrLrs t nthon, 1D
9-1
Truss Truss Type Oty
HOWE 16
a
7--1
Ply I FIEART 8-0 #3 HENDERSQlV
�ptionai
30 0 s Ju 1112006 MTe k In d u tries, I roc.
Mon DeC 03 10:10:21 2007 Page f
23-3-10
1-0-0 32-6-0
7-9-10
.5X5-� Sawa -1:51.1
4
N Me
15-6-0
s
Plate ffs t 1:0-1-.0-4-0 E 5-4s0- - 5:Q-4`0LE��- :�-� -�, Edig�� �1 �:�-�-�-3-01LOA DING (psf) SPACING 2-0-0 �.
CS1 DEFL
TOLL 35.0 Folates Increase 1.15 TC Vert(LL)
-iC)L 8.0 Lumber Increase 1.15 BC 0.07
n L L 0.0 ertTl�
BCDL 8.0
LUMBER
TOP CHORD
BOT HO R D
WEBS
SPF No.P
2 4 SPF No.
4 HF Stud
Rep Stress Iner YES
Code I ROff} /TP 1 00
RUCTIONS Wslze) 1=1 10- - , 7=1710 -
Max Hort 1=- 4 (load case
Magic Uplift 1=-243 (l oad re.s e 5) , 7=-332 ( load case: 0)
B 0.40
(Matrix)
Horz(TL)
--1
in (loe)
-0.17 1-11
-0-:34 1-11
011 7
BN
TOPCHORD
BOT CHORD
WEBS
FORCES 0b) - Ma irnum orr re iunr`11r'1a imurn Tension
T PHO R D 1- =- , 2- =-1 9/297, 3-4=-1 0 1 4- = -1601 /342, -6 =-16 8/3 C)1 -7- - b/K 7-
BOT HQ RD 1-11=-344/1830, 10-11 1-x'1830, 9-10=-154/1812, 7- =-154/1812
� �7 �
E -11=0f ,
4-10=-15!5/935,6-9-01300,2-10=-796/328, -10-- ' x' 10
1/d ef1
>900
X999
firm
L,(
4(
--
PLATES
MT20
Weight: 1 5 Ib
Structural wood sheathing directly applied.
Rigid ceiling directly apple or 9-3-8 oc bracing.
1 Row at gni rept 2-10,6-1
NOTES
1) Unbalanced roof live loads have been considered for this design.
Wind:,ASCE 7-98; 0rrph; ib= ft; T I L=4. p f; B DL=4_3psf; Category ll; Exp ; enclosed, MWFRS gable e.nd zone} cantilever left an
vertical left and right exposed; Lu m r DOL=1.33 plate grip DOL=1;33. d right exposed
Th Is t rus s has bee n desig nod for a 10 - 0 psf bcttc m c ho rd I rare load no n co ncurren C With a ny other 11 ve I odds.
4) Thi s truss requi res plate i nspectio n per t he Tooth Gown t Method when th is tri, ss i s chose n for qu ali'ty assn ranee i nspectio n.
5) Prov-1de mechanical connection (by others) of truss to bearing plate capable of w1thstanding 243 lb u l ft at pint 1 a
0) Th is t ru ss is desi0 nod i n aeeerda rice grit h th a 2003 1 n to rn atio nal Res id elnti al Code sections x.502.111 a rid R C�.1 0. � and ref�r332 en e! standard AN S VTPI
LOAD CASE(S) Standard
4
; end
GRIP
155/144
Plate Meets K : (1,-0-1 -15,0-1- ],11 - , - - � [115,.0- -1 �- ],[25'0-3-0,0-3.01
JobTruss Truss Type
.r
2218
HG GABLE
Summit Truss, St Anthony, ID
15-6-0
44
9
t
2
Ply
HF -ART E3 CONST -SPEC 43 HENDERSON
1
Job Reference (gwiunal
6. 00 s ,JUJ 11 2006 MMDk Indu stri es, In c. Man Dec 03 10:10,21 2007 Page 1
31-0-0 --0
15-6-0 1-6-
le=1s .i
1-0-
1-0-0
_i
ro
1
C3
1
CD
to
1
1
6
-0`0
ol
--0
--
6
m
M
co
cn
cn
6
V
N
1�
LUMBAR
TOPCHORD
saT CHORD
wFBs
SPF NO,
2 X 4 SPF No.
4 Hl= Stud
SPACING 2-0-0
Plates increase 1.15
Lumber Increase 1.1
Rep, Stress Incr 'SES
Code IRC2003,fTP12002
I
REACTION (Iblsize) =41 ' - , 4=214 0-1-
Max Horz 2=86(load case 4)
Ziac Uplift-1460oad case )} `-42(fo d case 2
FORClE (1b) - Maximum ornPr,e ierk/ a imam Tens[on
TOP H RD 1- =0/407 =- 7 45, -4=1 f /65
BOT CHORD -4=-1 '1
1
TC 0.41
BC 0,22
WB 0.()o
(Matrix)
-0'0
-
TOLL
35.0
`) COL
&0
ELL
0.0
B DL
8.0
LUMBAR
TOPCHORD
saT CHORD
wFBs
SPF NO,
2 X 4 SPF No.
4 Hl= Stud
SPACING 2-0-0
Plates increase 1.15
Lumber Increase 1.1
Rep, Stress Incr 'SES
Code IRC2003,fTP12002
I
REACTION (Iblsize) =41 ' - , 4=214 0-1-
Max Horz 2=86(load case 4)
Ziac Uplift-1460oad case )} `-42(fo d case 2
FORClE (1b) - Maximum ornPr,e ierk/ a imam Tens[on
TOP H RD 1- =0/407 =- 7 45, -4=1 f /65
BOT CHORD -4=-1 '1
1
TC 0.41
BC 0,22
WB 0.()o
(Matrix)
-0'0
-
5-0-0
DEFL
In (lon)
Vd fl
L/d
ert(LL)
-0-0 -4
>999
240
Vert(TL)
-0-0 -4
>871
180
Horz(TL)
0.00 4
n/a
r/a
BRACING
TOIL HOOD
BOT H R D
PL TIE
MT20
Weight: lb
GRIP
18&/144
tr'u tutal wood sheathing directly applied or -o-O cc purlins, except end verticals.
Rig id cel I i rig directly tl apply ed or 10-0- 0 oc brad ng.
HOTS
1 ) gid: ASCE -98; 90mph; h -eft; TDL=4.Spsf;DL=4.8psfF Category11; E.�p ; enclosed; :f�FR ai�1
plate r1p U L=1.33_e n, cant�� + er l ft n 0ght t e pc ; art vertical left and right exposed;
Thi s truss has been des i g nod for a 10.0 Psf bottarn cbe rd I ive load nonce n u rrent with truss inspection any of he r I ive loads. This r requires plate to per the Toth Court Method when this
true i s chase n for quality assurance inspection.
4) Bearing at joint (s) 4 considers par fle l to grain value using ANSI/ -TPI 1 angle to grain formula. Bu ild i n d
Provf de m ech an icad connection (by other) of true to bearingplate at joint(s) 4. g � gnat sh cry Cd �er��r peal t �� be�ri n surface,
) Provide mechanical conneticn (by c#hers) of truss to beari ng plate
�� This true is designedIn �r��nce with the �� Int�rna�i� al Residential
of with e#ndir�g 146 Cb uplift at poir�t and 4; ib uplift at j0ir,t 4.
srdentaal Code sections R50.11.1 and R802-10.2 and referenced standard ANSVTPl 1.
LOAD CASE(S) Standard
Lu rnber DO L=1. 33
FJobTrue
Tru -s Type
iMONO
TRUSS
u�rr7Ft Trljis, I 'Anthony,
-1--
1--0
oto
5
Ply I HEART B C0NS7-SPEC 43 HENDERSOfV
I Job Reference c ionaf
6.300 S .1u' 11 2006 MI -Tek IndusMeS. Inc. Mon 0ec 03
-0-0
16,17-58 2007 Page 1
2X4 1
ramie -1 3.p-,'
LOADING (psf)
TOLL 35.0
T DL 8.0
ELL 0.0
BCL 8.
LUMBER
TOP CHORD 2 X 4 SPF NO,
B T CHORD 2 X 4 SPF HO,
WEBS 2 X 4 HF Stud
SPACING -0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress I n r
Code lRG2003fTpl2D02
RF—ACTIONS (Vslze) 2=36,8i0-3-8, 4=156/0-1-8
MaX Ryer =71 (Road case 4)
Max Up.fift=-140(loia i case ), 4'- 6(Ioad case
FORCES (lb) - Maximum Cornpression./Maximum Tension
TOP H RDp 1-2=0/40,2.3=-64/32,3-4=-126i43
BOT HnD -4?-11/14
TC 0-29
BC 013
B 0.00
(Matrix)
4-0-0
4-0-
DEFL in (foc) i/def l I. d
Vert(LL) -0,01 -4 >999 240
Vert(TL) -0,02 -4 >999 180
Horz jl-) am 4 ri/a nja
13RACING
TOPCHORD
ESOT HO D
NOTE
1) Wind- ASCE 7-98, 0 Mph, 17 = 5ft, T D L=4:8p}sf; B C) L=�_8psf, ateg a 11; Expo � nclos l - 1= p
PLATES
MT20
Weight: 12 Ike
tr uetu ral woad s heath ing directly appli ed or 4-0-0 ec
H icyi d cel li r7 g di rectly applied or 10-0-0 oc bracing.
GIMP
185/144
Str
85/1 I-
V at 1 P U L-1. _ p ry 1-%d Ht, eantiJever left and right exposed a end vertical left and right exposed;
This true has bee n des ig ned for a 10.0 Psi bottom cho rd I i e load no nce ne u rren
) 717i trussrequires plate inspection per the Toon Count Method when this tri t withn� �th�r I«� toads.as chosen for quality assurance inspection.
4) Bearing at joint (s) 4 considers pa ra.f J R to grain value using M I,7pl 1 angle to g rain form l`a. Building cfes i
Provide mech an 1 caJ n nect€on7 (b oth ere) of truss to beari n pi ate at j of rpt (s) 4. doer h or rl d verify capac it of bearing u rface_
Provide mechanjcal conn ectfon (by others) Of truss to k ari ng plate capable ofth tandin 1401b a lift
7) This true idesigned � n accordance with the 200International Residential esections R0.11 � at a�rr�t and � I� upRift t Jotnt 4,end R802.10.2 and referenced standard ANSVTPI 1.
LOAD CASE(S) Standard
Lumber DO L=1, ,33