HomeMy WebLinkAboutB07-0255 Roof TrussS
Mi
MiTek`
POWLR ro PERFORM.
MiTek Industries, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Telephone 916/676 -1900
Re: ML2239 Fax 916/676 -1909
PAL 254
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by Overho It- Delta, Co.
Pages or sheets covered by this seal: R27658544 thru R27658544
My license renewal date for the state of Colorado is June 30, 2008.
0� January 22,200
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSI/TPI -2002 Chapter 2.
.
Job Truss Truss Type Qty Ply PAL 254
ML2239 S1 ROOF TRUSS 14 1 R27658544
Overholt Truss, Delta. Co 81416 Job Reference o tional
- - • - — -, -11,Vn5, inc. man Jan 21 11:23:56 2008 Page 1
3-0-0 4 -10 -12 4 -7 -4 4 -7 -4 4 -10 -12
3 -0 -0
8x12 =
TRUSSES IN THIS JOB
ATTIC ACCESS LOAD NOT CONSIDERED
(20 PSF 24 "WX42 "H)
6x8 �i 2
6x126x12 \\
a
8r6 -zit I
6x8
\x12
7
v d l l ,
Scale = 1:50.5
LOADING (psf)
TCLL 95.0
(Roof Snow =95.0)
SPACING 2 -0 -0
Plates Increase 1.00
CSI
TC 0.59
DEFL
Vert(LL)
in (loc) I /deft Ud
-0.09 10
PLATES GRIP
TCDL 15.0
Lumber Increase 1.00
BC 0.52
Vert(TL)
>999 240
-0.13 10 -11 >999 180
MT20 169/123
BCLL 0.0
Rep Stress Incr YES
WB 0.46
Horz(TL)
0.11 8 n/a n/a
Code IRC2006/fP12002
(Matrix)
Weight: 173 lb
LUMBER
BRACING
TOP CHORD 2 X 10 DF -N 195OF 1.7E
BOT CHORD 2 X 4 SPF 165OF 1.5E
TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc pur ins, except
WEBS 2 X 4 SPF 1650E 1.5E -Except-
3-11 2 X 4 WW Stud, 3-10 2 X 4 WW Stud, 5 -10 2
X 4 WW Stud
end verticals.
BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing.
5-9 2 X 4 WW Stud, 1 -2 2 X 6 SPF 165OF 1.5E
6-7 2 X 6 SPF 165OF 1.5E
REACTIONS (lb /size) 12= 2937/0 -6 -2 (input: 0 -5-8), 8= 2937/0 -6 -2 (input: 0-5-8)
Max Harz 12= 249(LC 6)
Max Uplift 12=- 254(LC 7), 8=- 254(LC 8)
Max Grav 12= 3084(LC 2), 8= 3085(LC 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2- 3-13 =- 2891/87, 3-14= 2884/41, 4-14= 2787/62, 4-15= 2787/66,5-15=-2884/45,5-16=-2891/87,
6-16 =- 3320/37, 6-7= 0/747, 2- 12=- 3023/299, 6-8= 3023/263
BOT CHORD 11 -12= 252/282, 10 -11 =- 252/2604, 9-110= 252/2604,8-9= 252/94
WEBS 3-11 =- 687/108, 3-10 =- 286/495, 4-10= 254/1352, 5-10 =- 286/495, 5-9= 687/108, 2- 11= 0/2481, 6-9= 0/2481
NOTES
1) Wind: ASCE 7 -05; 90mph; h =25ft; TCDL= 6.Opsf; BCDL= 6.Opsf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33.
2) TCLL: ASCE 7 -05; Pf= -95.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 95.0 psf on overhangs
non-concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) WARNING: Required bearing size at joint(s) 12, 8 greater than input bearing size.
8) Bearing at joint(s) 12, 8 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
V WARa111111O -Ter& da miDn pareweasm and REND MOM Off n= AM D7Q.DDiD AR=X A3VZAXWj lAQZ AM 7478 ANON Oafs.
Design veld far use only with Mtrek connectors. This design Is based only upon parameters shown, and is for an Individual building component.
b for t a rs or
of design pamente and proper Incorporation of component Is responsibility of bukling designer- not buss designer. Bracing shown
erector. rail sup of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibUly of the
erector. Additional permanent bracing of the overall structure Ilsrtthhe responsibility oo�f/the buldkp designer. For general guidance regarding
Y ala horn TrrPlatte k e fitut b e n � Qwhro pHeUMadson. W1537Q1� C�esb. DSS-W and Sll f'sr�sg Comyens d
7777 Greenback Lane, Suite 109
'10'1 -6-Q 14:1
1 ao
4 -10-12 4 -7 -4 4.7 -4 A - -
January 22,2008
r I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS I ST -REPO1 Al J
AND DAMAGED OR MISSING CHORD SPLICES
DC7
aa
O OD
00
a
MiTek Industries, Inc.
OTAL NUMBER O
NAILS EACH SIDE
OF BREAK`
X
INCHES
MAXIMUM FORCE (Ibs) 15% LOAD DURATION
SYP
DF
SPF
HF
2(4
2x
2x4
2x6
2x4
2x6
2x4_
2x6
2x4
2x6
14
21
24"
1626
2439
1497
2246
1272
1908
1288
1932
18
27
30"
2091
3136
1925
2888
1635
2453
1656
2484
22
33
36"
2555
3832
2353
3529
1999
2998
2024
3036
26
39
42"
3020
4530
2781
4171
2362
3543
2392
35811
30
45
48"
3485
5227
3209
4812
2726
4088
2760
4140
` DIVIDE EQUALLY FRONT AND BACK
. 10d NAILS NEAR SIDE
+1Od NAILS FAR SIDE
a f29
6" MIN
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL T0 THE REQUIRED X DIMENSION FROM ANY
PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR-JOINT (SEE SKETCH ABOVE)
DO NOT USE REPAIR FOR JOINT SPLICES
)TES: ' - -� . _.._.... ..." .,c,.� .u,ee wtnr n�ol r rues`ruv RKMAINIMd PO RTION:OF THE TRUS
2.
ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS
(CENTER ON BREAK OR SPLICE) W /CONSTRUCTION QUALITY ADHESIVE AND 1Od NAILS
(TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 3 "x STAGGERED AS SHOWN.(.131 "dla. x 3 ")
THE LE NGTH OF THE BREAK ( SHALL NOT EXCEED 12'. ( C=PLATE LE FOR SPLICE REPAIRS)
THE M NIMUM OVERALSCAB LENGTH REQUIRE (L) S CALCULATED
ATED AS OLLOWS
L= (2)X +C
T
Y
t '
ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS
(CENTER ON BREAK OR SPLICE) W /CONSTRUCTION QUALITY ADHESIVE AND 1Od NAILS
(TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 3 "x STAGGERED AS SHOWN.(.131 "dla. x 3 ")
THE LE NGTH OF THE BREAK ( SHALL NOT EXCEED 12'. ( C=PLATE LE FOR SPLICE REPAIRS)
THE M NIMUM OVERALSCAB LENGTH REQUIRE (L) S CALCULATED
ATED AS OLLOWS
L= (2)X +C
OCTOBER 11, 2001
u
MiTek Industries, Inc.
T -BRACE / I -BRACE DETAIL ST'- T -BRACE
MiTek Industries, Inc. Chesterfield, MO.
Nailing Pattern
T -Brace size
Nail Size
Nail Spacing
1x4 or 6
10d
8" o.c.
2x4, 6, or 8
16d
8" 0. c.
Note: Nail along entire length of T -Brace
(On Two -Ply's Nail to Both Plies)
WEB
Nails
t
� SPACING
k
i -,
'•' DIRECT SUBSTITUTION NOT APUCABLE.
T -Brace Size
for One -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size
1
2
2x3 or 2x4
1x4
1x4 I -Brace
2x6
1x6
2x61 -Brace
2x8
2x8
2x81 -Brace
'•' DIRECT SUBSTITUTION NOT APUCABLE.
Nails / Section Detail
• "• DIRECT SUBSTITUTION.NOT APLICABLE.
T -Brace
Web
Nails
Web I -Brae
Nails T-Brace / I -Brace must be same species grade (or better) as web member.
{
T -Brace Size
for Two -Ply Truss
Specified Continuous
Rows of Lateral Bracing
Web Size
1
2
2x3 or 2x4
2x4
2x4 I -Brace
2x6
2x6
2x61 -Brace
2x8
2X8
2x81 -Brace
Nails / Section Detail
• "• DIRECT SUBSTITUTION.NOT APLICABLE.
T -Brace
Web
Nails
Web I -Brae
Nails T-Brace / I -Brace must be same species grade (or better) as web member.
{
Note: T- Bracing to be used when continuous
lateral bracing is impractical. T -brace
must cover 90 of web length.
t
i
Note: T- Bracing to be used when continuous
lateral bracing is impractical. T -brace
must cover 90 of web length.
Job [ROOF russ - _- - Truss Type
DISPLAY 1 COMMON
10.2 -3 15.0 -0 19 -9 -13 24 -7 -11 30 -0 -0 3z -u -u J
t—
f• - >. _2_0_0 5 -4 -5 �.— 4-9-13 54 -5 2 -0-0
2-0-0 5-4 5 4 -9 -13 4.9.13 4 -9 -13
,.- axa =
6
! Y DEFL in (loc) I /deft P PLATES GRIP
LOADING (psf) € SPACING 2 -0 -0 C 249/190
t
TCLL 20.0 F Plates Increase 7.15 TC 0.29 Vet(LL) -0.09 14 >999 MII20
TCDL 10.0 Lumber Increase 1.15 K BC 0.83 Vert(TL) 0.39 12 -14 >907
BCLL 0.0 Rep Stress Incr YES WB 0.36 Ho LC LL M 1 440 n/a Weight: 158 Ib
BCDL 10 -0 Code BOCA /ANSI95
LUMBER U BRACING
, 2 X 4 SYR No.2 direr TOP CHORD Sheathed or oc pe .
TOP CHORD
BOT CHORD 2 X 4 SYP'rNo.2 BOT CHORD Rigid ceiling directly applied or 8 -6 -11 oc bracing.
WEBS 2 X 4 SYP No.3
R S
REACTIONS (lb /size) 2= 1317/0 -3 -8, 10= 1317/0 -3 -8
T Max Horz 2=- 175(load case 51
Max Uplift2=- 341 (load �case 4), 10=- 341(load case 5)
FORCES (11b) /
) - First Load Case Only t+
TOP CHORD 1 -2 =26, 2 -3= -2024, 3 -4= -1722, 4 -5= -1722, 5 -6= -1722, 6 -7= -7722, 7 -8= -1722, 8 -9= -7722,
9- 10= -2024, 10 -11 =26
BOT CHORD 2 -14 =1794, 13 -14 =1140, 12 -13 =1140, 10 -12 =1794
WEBS 5 -14 =- 294, 7 -12= -294, 3- 14 = -288, 6.14 =742, 6 -12 =742, 9.12= -288
��)
NOTES � t+
1) Unbalanced roof live loads have been considered for this design.
2) enc os dSMWFRS per
able end zone 1 eantil le ever left and expo edP end ve vertical aft and right exposed9LumbeBDOL = x1 . 33
plate grip DOL= 1.33.
3) Provide mechanical connection Iby others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 2 and 341 lb
uplift at joint 10. t.1 ir'. t1 ;. ^d ;± E., Max, yi'J i
sixtt:erth' ^;!
N Defiectia s n ne5. and Sear 1^ Def rt;q; f?aF.0
LOAD CASE(S) Standard
C Sior;e `! Input S,;_ : Co e. t:f ,r f1
9t o
D Plate Size e o u iar;taT:c.^ P Mill ek Plate Al owa^le5 ,P
F Ovnra! N =.!g ^t O Lumber Reouz.ernents
F Bear ;:g t f)U& ` R Reaction ipouirnd 7
G Crus � v itn. i _i, .. sixtee tr,5i S Mi: rtium E ea :r•g Rec;u rc 1 t
H Pla Offies
T P9ax morn Up and'0r Firrizcnts: Reaction if Ap i Cah €e
1 De',:❑ Leading iPSF: V RE'l gyred 104�rrjbe- S.aLi )Ll
:} tdembe, Ax a* for 1060
Force;
J S�i3C `.,j _.
e? u si4ee't
K 130ra; ion of Load f Fiate and Lumha- Des 9n LN Notes
L CCde X hiid tic, Leads L� Cost s
�xo -
3x8 = 3x6 = 3x8 =
A 1
10-2 -3 1
19 -9-13 3
30-0 -0 --- -- -. -- -
E_3 1
10-2 -3 9
9-7 -11 1
10 -2 -3
Plate Offsets (X,Y): [
[2:0- 3- 0,0 -1 - 41, [10:0- 3- 0,0 -1 -41
I NA SI !
LOADING (psf) € SPACING 2 -0 -0 C 249/190
t
TCLL 20.0 F Plates Increase 7.15 TC 0.29 Vet(LL) -0.09 14 >999 MII20
TCDL 10.0 Lumber Increase 1.15 K BC 0.83 Vert(TL) 0.39 12 -14 >907
BCLL 0.0 Rep Stress Incr YES WB 0.36 Ho LC LL M 1 440 n/a Weight: 158 Ib
BCDL 10 -0 Code BOCA /ANSI95
LUMBER U BRACING
, 2 X 4 SYR No.2 direr TOP CHORD Sheathed or oc pe .
TOP CHORD
BOT CHORD 2 X 4 SYP'rNo.2 BOT CHORD Rigid ceiling directly applied or 8 -6 -11 oc bracing.
WEBS 2 X 4 SYP No.3
R S
REACTIONS (lb /size) 2= 1317/0 -3 -8, 10= 1317/0 -3 -8
T Max Horz 2=- 175(load case 51
Max Uplift2=- 341 (load �case 4), 10=- 341(load case 5)
FORCES (11b) /
) - First Load Case Only t+
TOP CHORD 1 -2 =26, 2 -3= -2024, 3 -4= -1722, 4 -5= -1722, 5 -6= -1722, 6 -7= -7722, 7 -8= -1722, 8 -9= -7722,
9- 10= -2024, 10 -11 =26
BOT CHORD 2 -14 =1794, 13 -14 =1140, 12 -13 =1140, 10 -12 =1794
WEBS 5 -14 =- 294, 7 -12= -294, 3- 14 = -288, 6.14 =742, 6 -12 =742, 9.12= -288
��)
NOTES � t+
1) Unbalanced roof live loads have been considered for this design.
2) enc os dSMWFRS per
able end zone 1 eantil le ever left and expo edP end ve vertical aft and right exposed9LumbeBDOL = x1 . 33
plate grip DOL= 1.33.
3) Provide mechanical connection Iby others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 2 and 341 lb
uplift at joint 10. t.1 ir'. t1 ;. ^d ;± E., Max, yi'J i
sixtt:erth' ^;!
N Defiectia s n ne5. and Sear 1^ Def rt;q; f?aF.0
LOAD CASE(S) Standard
C Sior;e `! Input S,;_ : Co e. t:f ,r f1
9t o
D Plate Size e o u iar;taT:c.^ P Mill ek Plate Al owa^le5 ,P
F Ovnra! N =.!g ^t O Lumber Reouz.ernents
F Bear ;:g t f)U& ` R Reaction ipouirnd 7
G Crus � v itn. i _i, .. sixtee tr,5i S Mi: rtium E ea :r•g Rec;u rc 1 t
H Pla Offies
T P9ax morn Up and'0r Firrizcnts: Reaction if Ap i Cah €e
1 De',:❑ Leading iPSF: V RE'l gyred 104�rrjbe- S.aLi )Ll
:} tdembe, Ax a* for 1060
Force;
J S�i3C `.,j _.
e? u si4ee't
K 130ra; ion of Load f Fiate and Lumha- Des 9n LN Notes
L CCde X hiid tic, Leads L� Cost s
�xo -
3x8 = 3x6 = 3x8 =