2006, 08-18 MiTek Industries CorrespondenceMiTek
0°1
Re: 11465
GRIGORIY CHERNY
MiTek Industries, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Telephone 916/676-1900
Fax 916/676-1909
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by Stock Building Supply -Coeur d 'Alene,ID.
Pages or sheets covered by this seal: R22464655 thru R22464655
My license renewal date for the state of Washington is August I. 2008.
August I 8,2006
Tingey, Palmer
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
11465
/
Tru Se
64
Truss Type
COMMON
Oty
2
Ply
1
GRIGORIY CHERRY
Job Reference (optional)
R22464655
Stock Components, Coeur d'Ale e. ID 63814, John Hamaker
1
3-0-0
5-5-0
5-5-0
800 NT
BEARING LOCATION
-5-8 ; OLD BE
3
3x6 -
11
10-6-8
5-1-8
436 II
4
15-10-1
5-3-9
21-6-8
3x6
5
5-8-7
.22-10-81
1-4-0
3x6 i
5x6 =
3x6 i
10
2x6 II
530 10-6-8
9
5x9 =
GENERAL REPAIR NOTES 560 5-1-8
THIS REPAIR IS FOR EXTENDING LEFT END 0-5-8 AS SHOWN
1) ATTACH A PREFAB TRUSS TO ONE FACE, AS SHOWN
(SHADED AREA) USING THE SAME GRADE AND SIZE
LUMBER AND THE SAME SIZE PLATES AS THE MAIN
TRUSS, UNLESS OTHERWISE NOTED, WIT_ eL 0 ROWS
10D NAILS 0
FOR ALL OVERLAPING CHORDS AND WEBS
15-10-1
5-3-9
8
2611
21-6-8
4x6 =
5-8-7
7 is
SEE PAGE 2 FOR
PREFAB DETAIL
Scale= 1 51 0
Plate Offsets (X,Y) [6 0-0-0,0-0.41,19 0-4-8,0-3-01
LOADING (psf)
TCLL 300
(Roof Snow=30 0)
TCDL , 80
BOLL —0 0
BCDL 70
SPACING 2-0-0
Plates Increase 1 15
Lumber Increase 1 15
Rep Stress 'nor YES
Code IBC2003/TP12002
CSI
TC 045
BC 026
WB 049
(Mat-)
DEFL in (roc) 1/deft Ud
Vert(LL) -004 6-8 >999 240
Vert(TL) -008 6-8 >999 180
Horz(TL) 004 6 n/a n/a
PLATES GRIP
MT20 220/195
Weight 107 Ib
LUMBER BRACING
TOP CHORD 2 X 4 DF 1800F 1 6E TOP CHORD
BOT CHORD 2 X 4 DF 1800F 1 6E BOT CHORD
WEBS 2 X 4 DF Stud/Std -
SLIDER Left 2 X 4 DF Stud/Std 3-2-4
REACTIONS (Ib/size) 1=954/0-5-8, 6=1089/0-5-8
Max Harz1=-185(load case 5)
Max Upliftl=-81(load case 7), 6=-137(load case 8)
Max Grav1=1112(load case 2), 6=1323(load case 3)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1507/97, 2.3=-1214/113, 3-11=-960/98, 4-11=-857/123, 4-5=-970/121, 5-6=-1583/95, 6-7=0/107
BOT CHORD 1-10=42/1112, 9-10=-42/1112, 8-9=-7/1155, 6-8=-7/1155
WEBS 3-10=0/179,3-9=-604/114, 4-9=-63/547, 5-9=-643/99, 5-8=0/197
Structural wood sheathing d rectly applied or 5-4-13 oc purlins
Rigid ceiling directly applied or 10-0-0 oc bracing
NOTES
1) Wind ASCE 7-02, 9omph, h=15ft, TCDL=4 epsf, BCDL=4 2psf, Category II, Exp B, 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 7-02, Pf=30,0 pef (flat roof snow), Category II, Exp B, Fully Exp , Ct=1 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 Bat roof load of 30 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 is designed in accordance with the 2003 International Bulldmg Code section 2306 1 and referenced standard ANSI/TPI 1
LOAD CASE(S) Standard
EXPIRES: 08-01-08
August 18,2006
A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED BITER REFERENCE PAGE MD -7473 BEFORE USE.
Design void for use only yds mole) comecton Pas dem/11u based only upon parameters shown. mo is for an indrvldual buidng component.
APpkcohilry of design paramente,i and proper ncorpc ah n of component Is reip(MYdNy of buildng designer- not Voss designer Brocng shoym
Is for lateral support oflydmduol web membersonly Adalberial temporary bracing to nsure stammtydunrg consiiuchon ittpresponabaryol Me
erector. Additional permanent bracing of 'he overall structure Is me responsible), of me building designer. For general gudance regarding
labncabm. qualycontrol,storage. dehvery, erection and bracing, consul ANSI/TPII Quality Criteria, DSB.89 and BCSI1 Building Component
Sdety Information available prom Truss Plate Institute, 583 D'Onolno Drive. Madison, W153719.
7777 Greenback Lane
Curet
Carus HHelots,l ���
Helots, CA. 85610
MTek°
ntruss
114e1
Y
04REF
Truss Type
COMMON
Ob
2
Ply
1
GRIGORIY CHFANY
R22464655
Job Reference (cabana!)
Slack Canponents. Coeur
3-0-0
4x5 =
5-5-0
5-5-0
10.8-8
15-10-1 21.8.8
-0-5-8 5-5-0
4
9
to
N a.
5-1-8 5-3-9
10-8-8
22-10-81
5-8-7 1-4-0
PREFAB
15-10-1
21-8-8
0-5-8 5-5-0
5.1.8
5-3-9
5-8-7
Scale • t 444
PLATES GRIP
MT20 220/195
LUMBER
TOP CHORD 2 X 4 DF 1800F 1 6E
BOT CHORD 2 X 4 DF 1800F 1 6E
WEBS 2 X 4 DF Stud/Std
REACTIONS (Ib/size) 1=966/0-5-8, 5=1101/0-5-8
Max Harz 1=-185(1oad case 5)
Max Uplift 1=-80(load case 7), 5=-142(load case 8)
Max Gray 1=1133(1oad case 2), 5=1330(1oad case 3)
A WARNING Verify design parameter. and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE Mt 7473 BEFORE USE.
Design void to use only vsT Mtek cornectors. this design is based on / upon parameters Mown, and is for an indivdual building component
Appica billy of deagn poramenters and proper ncorporation of component is responsibi51y oI bulling designer- not truss designer. Ssacng Town
is tor lateral support of Individual web members only Addiforal temporary dacmg to nsure sfatity during construction Is the responsbinty al Ibe
erector. Additional permanent bacng of Fe overal structure Is Me respanpbilly of Bo building deigner. for general guidance regardng
Iabirotion. quairy control slwape. deivery. erection and brodrg.consu1 ANSI/TPI1 Quality anon,. 05949 and ISCSI1 Bonding C4mponenl
safety Infermalon available from iruss Pate Institule. 583 D'Onotia Drive. Madison. IM 53719.
7777 Greenback Lane •
Suite 109
Citms Heights. CA. 95610U1!
MTek'
Job •
114658 i
Truss
TI
Truss Type
SCISSORS
Qty
2
FIy
1
GRIGORIY CHERNYY
Job Reference (optional)
Stock Components, Coeur d' Alene, ID 83815,
' r
U
Cody Clay 6.500 s Dec 19 2006 MTek Industnes, Inc Fn Apr 06 07:13:12 2007 Page 1
10-10-0 21-8-0
AS
i
10-10-0
, ;s
Y/
eco Ins
•i
/1
s ►_ .all
K ne ii
-1
10-0
21-8-0
Prd
ti
7
uli
10-10-0
10-10-0
10-10-0
Plate Offsets (X,Y): (2:0-0-2,0-0-0] f3:Edge 0-3-8]
LOADINQpsf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 8.0
BCLL 0.0
BCDL 1.0
SPACING 1-6-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Inv YES
Code IBC2003/TPI2002
CSI
TC 0.45
BC 0.32
WB 0.16
(Matrix)
DEFL In (loc)/deft Ud
Vert(LL) -0.29 2-4 >437 240
Vert(TL) -0.37 2-4 >343 180
Horz(TL) 0.22 4 n/a n/a
PLATES
MT20
MT16
Weight: 52 Ib
GRIP
220/195
152/158
LUMBER BRACING
TOP CHORD 2 X 8 DF 1950F 1.7E TOP CHORD 2-0-0 oc purlins (6-0-0 max. .
BOT CHORD 2 X 4 DF 1800F 1.6E BOT CHORD 2-0-0 oc bracing.
WEBS 2 X 4 DF Stud/Std JOINTS 1 Brace at Jt(s): 3
REACTIONS(Ib/size) 1=312/0-1-8, 4=310/0-1-8
Max Horz 1=114(LC 7)
Max Upllftl=-9(LC 7), 4=-85(LC 7)
Max Gray 1=471(LC 2), 4=468(LC 2)
FORCES(Ib) - Maximum Compresslon/Maximum Tension
TOP CHORD 1-2=-227/0, 2-3=-69/216
BOT CHORD 2-4=-0/2
WEBS 3-4=-435/80
NOTES
1) Wind: ASCE 7-02; 90mph; h=15ft; TCDL=4.8psf; BCDL=0.0psf; Category II; Exp B; enclosed; MWFRS; Lumber DOL=1.33 plate grip
DOL=1.33.
2) TCLL: ASCE 7-02; Pf=30.0 psi (flat roof snow); Category II; Exp B; Fully Exp.; a= 1.1
3) Unbalanced snow loads have been considered for this design.
4) The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional Toad to be
added to the bottom chord.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection.
8) Beanng at joint(s) 1 considers parallel to grain value using ANSI/TPI I angle to grain formula. Building designer should verify capacity of
beanng surface.
9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 4.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ib uplift at joint 1 and 85 Ib uplift at joint
4.
II) This truss Is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nalls.
LOAD CASE(S) Standard
Job'
114658
Truss
T2
Stock Component, Coeur d' Alene, ID 83815, Cody Clay
Truss Type
RAFTER
Qty
1
Ply
1
10-0-0
GRIGORIY CHERNYY
Job Reference (optional)
6.500 s Dec 14 2006 MiTek Industries, Inc. Fri Apr 06 07:13:13 2007 Page 1
10-0-0
10-0-0
10-0-0
a
d
Scre - t,m
LOADINE(psf)
TCLL 40.0
(Roof Snow=40.0)
TCDL 8.0
BCLL 0.0
BCDL 7.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress InCr , YES
Code IBC2003/TPI2002
CSI
TC 0.34
BC 0.00
WB 0.00
(Matrix)
DEFL in (lot) I/deft
Vert(LL) -0.18 1-2. >665
Vert(TL) -0.21 1-2 >564
Horz(TL) -0.00 2 n/a
L/d
240
180
n/a
PLATES GRIP
Weight: 44 lb
LUMBER
TOP CHORD 2 X 10 DF 2250F 1.9E
REACTIONS(Ib/size) 1=470/0-3-8, 2=470/0-1.8
Max Horz 1=177(LC 8)
Max UplIftl=-43(LC 7), 2=-161(LC 8)
Max Gray 1=731(LC 2), 2=731(LC 2)
FORCES(Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-3=-324/5, 3-4=-114/10, 2-4=-110/324
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) Wind: ASCE 7-02; 90mph; h=15ft; TCDL=4.8psf; BCDL=4.2psf; Category II; Expo; enclosed; MWFRS
and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.,
4) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building
bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift
joint 2.
7) Beveled plate or shim required to provide full bearing surface with truss Chord at joint(s) 2.
.8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and refe
LOAD CASE(S) Standard
gable end zone; cantilever left
designer should verify capacity of
at joint 1 and 161 Ib uplift at
renced standard ANSI/TPI 1.
Job •
11465$
Truss
T3
Truss Type
KINGPOST
Qty
1
Ply
1
GRIGORIY CHERNYY
Job Reference Cantonal)
Stock Components, Coeur d' Alene, ID 83815, Cody Clay 6.500 s Dec 14 2006 MiFek Industries, Inc. Fri Apr 06 07:13:14 2007 Page 1
- &anMTTh II
2-6-0 5-0-0
77
d c...
2-6-0
Addi
2-6-0
wi
BI
+tke �•� % •�❖M❖:.i.•3i•.Ms•..
•••2
•••.•.••.•••.•.•••••••••♦ • i�••••••••••••••••••••••••••••••••••••�1•
6-0 5 0 0
2-6-0 2-6-0
Plate Offsets (X,Y): [5:0-5-12,04-0)
LOADINQpsr)
SPACING 1-6-0
CSI
DEFL In (loc) 1/deft L/d
PLATES
GRIP
TCU. 30.0
Plates Increase 0.90
TC 0.00
Vert(LL) n/a - n/a 999
MT20
220/195
(Roof Snow=30.0)
Pit. Metal Increase 0.90
BC 0.07
Vert(TL) n/a - n/a 999
MT16
152/158
TCDL 8.0
Lumber Increase 0.90
WB 0.00
Horz(TL) 0.00 n/a n/a
BCLL 0.0
Rep Stress Incr YES
(Matra)
Weight: 351b
BCDL 1.0
Code IBC2003/TPI2002
LUMBER BRACING
TOP CHORD 2 X 8 DF 1950E 1.7E BOT CHORD 2-0-0 oc bracing.
BOT CHORD 2 X 4 DF Stud/Std WEBS 1 Row at mldpt 2-5
WEBS 2 X 6 DF 1800F 1.6E
l
REACTIONS(Ib/size) 3=1/5-0-0, 1=1/5-0-0, 2=5/5-0-0
Max Gray 3=15(LC 4), 1=15(LC 4), 2=52(LC 4)
FORCES(Ib) - Maximum Compression/Maximum Tension
BOT CHORD 2-3=0/0, 1-2=0/0
WEBS 2-5=0/0
NOTES
1) TCLL: ASCE 7-02; Pf=30.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1
2) The bottom chord dead load shown Is sufficient only to cover the truss weight itself and does not allow for any additional load to be
added to the bottom chord. .
3) Thls truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) All plates are MT20 plates unless otherwise Indicated.
5) Thls b-uss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection.
6) Gable requires continuous bottom chord bearing. -
7) This truss Is designed In accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
ROOF RAFTERS
30# SNOW LOAD 15# DEAD LOAD L/240
%able RR -29
Design Criteria. Strength • 30 lbs. per sq. 11. snow bad, plus 15 lbs. per sq. S. dead Toad.
Deck tion . Urnited In span in inches dividod by 240 for live load only.
Span (feet and inches)
Species
2x6
2x8
2x10
ado o on cantor
2x12
or Group
Grade
12"
16"
19.2"
24"
12"
1i"
19.2"
24"
12"
16"
19.2"
24"
12"
16"
19.2"
24"
Doug tas Fir-
Sel. Struc.
14-4
13-0
12-3
11-4
18.10
17-2
16.1
15-0
24-1
21-10
20-7
'.
29-3
26-5
24-1
21-7
Larch
No.t & Btr.
14-1
12-9
12-0
10-9
18-6
18-8
15-3
13-7
23-6
20-4
18-7
6-8
27-3
23-7
21-7
19-3
No 1
13-9
12-0
11-0
9-10
17-7
15-3
13-11
12-5
21.6
18-7
17-0
15-2
24-11
21-7
19-8
17-7
No2
13-2
11-5
10-5
9-4
16-8
14-5
13-2
11-9
20-4
17-8
10-1
14-5
23-7
20-5
18-8
16-8
No.3
10-1
8-9
7-11
7-1
12-9
11-0
10-1
9-0
15-7
13-6
12-4
11-0
18-0
15-7
14-3
12-9
DouglasFlr-
Sel.Struc.
12-11
11-9
11-1
10-3
17-0
15-6
14-7
13-6
21-9
19-9
18-7
17-3
26.5
24-0
22-7
20-5
South
No.1
12-7
11-5
10-7
9-5
18-7
14-8
13-4
11-11
20-8
17-11
16-4
14-7
23-11
20-9
18-11
16-11
No2
12-3
11-1
10-1
9-1
16-2
14-0
12-10
11-6
19-10
17-2
15-8
14-0
22-11
19-11
18-2
16.3
No.3
9-10
8-6
7-9
6-11
12-5
10-9
9-10
8-9
15-2
13-2
12-0
10-9
17-7
15-3
13-11
12-5
Nem -Fir
Sol. Slruc.
13-6
12-3
11-7
10-9
17-10
18-2
15-3
14-2
22-9
20-8
19-5
18-0
27-8
25-1
23-3
20-10
No.1 & 8tr.
13-3
12-0
11-4
10-4
17-5
15-10
14-7
13-0
22-3
19-6
17-10
15-11
26-1
22-7
20-8
18-6
No 1
13-3
11-10
10-10
9-8
17-4
15-0
13-9
12-3
21-2
18-4
16-9
15-0
24-7
21-3
19-5
17-5
No.2
12-7
11-1
10-1
9-1
16-2
14-0
12-10
116
19-10
17-2
15-8
14-0
22-11.
19-11
18-2
16-3
No.3
9-10
8-6
7-9
6-11
12-5
10-9
9-10
8-9
15-2
13-2
12-0
10-9
17-7
15-3
13-11
12-5
Spruce-
Sol. Struc.
12-7
11-5
10-9
10-0
16-7
15-1
14-2
13-2
21-2
19-3
18-1
16-10
25-9
23-5
22-1
20-1
Pine -Fir
No.1
12-3
11-2
10-3
9-2
16-2
14-3
13-0
11-8
20-1
17-5
15-11
14-2
23-3
20-2
185
166
}South}
No.2
11-11
10-7
9-8
8-8
15-6
13-5
12-3
10-11
18-11
16-4
14-11
13-4
21-11
19-0
17-4
15-6
No.3
9-4
8-1
7-4
6.7
11-9
10-3
9-4
8-4
14-5
12.6
11-5
10-2
16-8
14-6
13-2
11-10
Western
Sel. Struc.
12-3
11-2
10-5
9-4
16-2
14-5
13-2
11-9
20-4
17-8
16-1
14-5
23-7
20-5
18-8
16.8
Woods
No.1
11-5
9-10
9-0
8-1
14-5
12-6
11-5
10-3
17-8
15-3
13-11
12-6
20-5
17-9
16-2
14-6
No.2
11-5
9-10
9-0
8-1
14-5
12-6
11-5
10-3
17-8
15-3
13-11
12-6
20-5
17-9
16-2
14-6
No.3
8-6
7-4
6-9
6-0
10-9
9-4
8-6
7-7
13-2
11-5
10-5
9-4
15-3
13-2
12-1
10-9
ROOF RAFTERS
Design Criteria Sher 'frith - 40 Ibs per sq. ft. snow bad, plus 15 lbs. per sq. f1. dead bad
Defiecrion - Limited in span in Inches divklod by 240 for live bad only.
40# SNOW LOAD 15# DEAD LOAD L/240
Table RR -30
Species
2x6
Span (feet and inches)
2x8 2x10
aorasrr=
2x12
acing on center
or Group
Grade
12"
16"
19.2"
24"
12"
16"
13.2"
24"
12"
16"
19.2"
24"
12
16"
13.2
24"
Douglas Fir-
Sel. Struc.
13-0
11-10
11-1
10-4
17-2
15-7
14-8
13-7
21-10
19-10
18-8
16-10
26-7
23-11
21-10
19-6
Larch
No.1 & etr
12-9
11-7
10-10
9-9
16-10
15-1
13-9
12-4
21-3
18-5
16-10
15-1
24-8
21-4
19-6
17-5
No.1
12-6
10-10
9-11
8-11
15-11
13-9
12-7
11-3
19-5
16-10
15-4
13-9
22-6
19-6
17-10
15-11
No.2
11-11
10-4
9-5
8-5
15-1
13-1
11-11
10-8
18-5
15-11
14-7
13-0
21-4
18-6
16-11
15-1
No 3
9-1
7-11
7-2
6-5
11-6
10.0
9-1
8-2
14-1
12-2
11-1
9-11
16-4
14-2
12-11
11-6
Douglas fit-
Sel. Slruc.
11-9
10-8
10-0
9-4
15-6
14-1
13-3
12-3
19-9
17-11
16-11
15.8
24-0
21-10
20-6
186
South
No.1
11-5
10-5
9-7
8-6
15-1
13-3
12-1
10-10
18-8
16-2
14-9
13-2
21-8
18-9
17-1
15-4
No.2
11-2
10-0
9-2
8-2
14-8
12-8
11-7
10-4
17-11
15-6
14-2
12-8
20-9
18-0
16-5
14-8
No 3
8-11
7-8
7-0
6-3
11-3
9-9
8-11
7-11
13-9
11-11
10-10
9-9
15-11
13-9
12-7
11-3
Herts -Fir
Sel. Strut.
12-3
11-2
10-6
9-9
16-2
14-8
13-10
12-10
20-8
18-9
17-8
16-3
25-1
22-10
21-1
18-10
No 1 & Btr
12-0
10-11
10-3
9-4
15-10
14-5
13-2
11-9
20.2
17-8
16-1
14-5
23-7
20-5
18-8
16-8
No.1
12-0
10-9
9-10
8-9
15-8
13-7
12-5
11-1
19-2
16-7
15-2
13-7
22-3
19-3
17-7
15-9
No2
11-5
10-0
9-2
8-2
14-8
12-8
11-7
10-4
17-11
156
14-2
12-8
20-9
18-0
16-5
14-8
No.3
8-11
7-8
7-0
6-3
11-3
9-9
8-11
7-11
13.9
11-11
10-10
9-9
15-11
13-9
12-7
11-3
Spruce-
Sel, Struc.
11-5
10-5
9-9
9-1
15-1
13-9
12-11
12-0
19-3
17-6
16-6
15-3
23-5
21-3
20-0
18-2
Pine -Fir
No.1
11-2
10.2
9-3
8-4
14-8
12-11
11-9
10-6
18-2
15-9
14-4
12-10
21-1
18-3
16-8
14-11
(South}
No.2
10-10
9-7
8-9
7-10
14-0
12-1
11-1
9-11
17-1
14-10
136
12-1
19-10
17-2
15-8
14-0 -
No 3
8-5
7-4
6-8
5-11
10-8
0-3
8-5
7-6
13-0
11-3
10-4
9-3
15-1
13-1
11-11
10-8
Western
Sol. S1ruc.
11-2
10-2
9-5
8-5
14-8
13-1
11-11
10-8
18-5
15-11
14-7
13-0
21-4
18-6
16-11
15-1
Woods
No.t
10-4
8-11
8-2
7-4
13-1
11-4
10-4
9-3
15-11
13-10
12-7
11-3
18-6
18-0
14-8
13-1
No.2
10-4
8-11
8-2
7-4
13-1
11-4
10-4
9-3
15-11
13-10
12-7
1 1 -3
18-6
16-0
14-8
13-1
19o.3
7-8
6-8
6-1
5-5
9-9
8-5
7-8
6-11
11-11
10-4
9-5
8-5
13-9
11-11
10-11
9-9
33
Symbols
PLATE LOCATION AND ORIENTATION
4-j 344 'Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft -in -sixteenths.
Apply plates to both sides of truss
and securely seat.
0')/16
111117.1 "IIIE
For 4 x 2 orientation, locale
plates 0 -'ab' from outside
edge of truss.
'This symbol indicates the
required direction of slots in
connector plates.
' Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
4
X The first dimension is the width
perpendicular to slots. Second
dimension is the length parallel
to slots.
LATERAL BRACING.
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T, I or Eliminator bracing
if indicated.
BEARING
Indicates location where bearings
(supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Industry Standards:
ANSI/TPl1: National Design Specification for Metal
DSB 89:
Plate Connected Wood Truss Construction.
Design Standard for Bracing.
BCSII: Building Component Safety Information,
*
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses. • .
Numbering System
® General Safety Notes
6-4-8
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X -bracing, is always required. See BCSII
3 2. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
3. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
4. Cut members to bear tightly against each other.
5. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPII .
6 5 6. Design assumes trusses will be suitably
the environment in accord with ANSIPI1 prtected from
7. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
8. Unless expressly noted, this design is not applicable for
use with fire retardant or preservative treated lumber.
9. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
10. Plate type, size, orientation and location dimensions
shown indicate minimum plating requirements.
11. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
12. Top chords must be sheathed or purlins provided al
spacing shown on design.
13. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
14. Connections not shown are the responsibility of others.
15. Do not cut or alter truss member or plate without prior
approval of a professional engineer,
16. Install and load vertically unless indicated otherwise.
1
dimensions shown in ft -in -sixteenths
2
TOP CHORDS
(•3
C
» lej‘ki
BOTTOM CHORDS
8 7
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LITTERS.
CONNECTOR PLATE CODE APPROVALS
BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32
ICBG
SBCCI
4922, 5243, 5363, 3907
9667, 9730, 9604B, 9511, 9432A
MiTek Engineering Reference Sheef: MII-7473
® 2004 MiTek®
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••••"".
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