HomeMy WebLinkAboutTRUSSES - 05-00041 - 587 Johnson St - New SFR03/25/2005 14:35 425869790� TRUS JOIST PAGE 01/05
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AWeyerhaeuser Business
Northwest Region ♦ 8650 154th Avenue Northeast ♦ Redmond, WA 98052
Phones: 425-869-9700 6 800-648-3936 6 Fax: 425-869-7900
DATE: March 25, 2005
TO: Bob Mortensen
BMC West
Idaho Falls, ID
FAX: 208-522-2106
CC: Lloyd Ayers
FROM: Jim Anderson, PE
SUBJECT: 587 Johnson
Rexburg, ID
Trent Harris Construction
Number of Pages: 5
This facsimle may contain confidential Information that Is not Intended for distribution to any one other than the Intended recipient listed above. In the
event the Intended recipient or an employee responsible for delivering this facsimile to the Intended recipient Is unavailable, please do not disMbute this
Iacslmlle, notify us In medlately by telephone, and retum this facsimile by mail. Thank you.
COMMENTS:
Bob,
The (2)11 7/8" TJI®110 joists at 16" on center will be structurally adequate with the notches to
the top flange as detailed in the TJ-Beam calculations. The calculations, based on spans and
loads you provided, can be identified by the following date and time shown in the upper left
hand comer of the calc:
3/25/2005 2:20:10 PM
3/25/2005 2:20:50 PM
Please call with any questions. Thank you
Si ere]
James M.Anerson
Trus Joist Engineering
03/25/2005 14:35 42586979R"
TRUS JOIST
PAGE 03/05
t
TJ48eam® 6.16 Serial Number; 7000 008000
beer 4 _q"rm05 2:20'10 PM
11 7/8" TJI@ 110 @ 16" We
Pege2 ft1naverstoml.1e5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
A,R_DITIONAL NOTES:
-IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with
current TJ materials and code accept d design values. TJ Engineering has verified the analysis. The Input loads and dimensions have been provided
by others ( 2o1� Vkx--�cni .r� w and must be verified and approved for the specific application by the design professional for
the project.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above.
Operator Notes:
-The 11 7/8" TJI6110 joist at 16" on center will be structurally adequate with the 1/4" notch as detailed.
-Any deviation will require further analysis
r ,r
2-6
y N oTCH 1 N'N SIDE-, ( 1_0 fu ('
1110 -50).S-F AT-
PROJECT INFORMATION:
687 Johnson Street
Rexburg, ID
copyright CD 2004 by True Joist, a Neyarhaeeser Business
TJI6 and TJ-BeasM are registered trademarks of Trus Joist.
e-I Joistw,Prol" and TJ-Prow are trademarks of Tres Joist.
D:\UserData(Northwest)\Jobs\TJ-Beam12005\S87 Johnson.sms
OPERATOR INFORMATION:
Jim Anderson
Trus Joist
8650 154th Ave. Northeast
Redmond, WA 98052-9805
Phone: 888-448-4856
Fax :425-869-7900
AndersJ@trusloist.com
03/25/2005 14:35 42586979P—
TRUS JOIST
PAGE 02/05
O nw
A'ifkyerha¢uur Businm
U-Beam06.16 serial Number. 7000000000
11 7/8" Tile 110 @ 16" o/c
P ge; �neVention:l s.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
yeti D ETAI L
N IV
�'2
Product Diagram Is Conceptual.
LOADS-
Analysis.
Is for a Joist Member.
Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration,10.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions (Ibs)
Width' Length Live/Dead/Upllft/Total
1 Plate on masonry wall 5.50" 4.25" 407 / 102 / 0 / 508
2 Plate on masonry wall 5.50" 4.25" 407 1102 / 0 i 508
Detail Other
A& Rim Board 1 Ply 1 1/4" x 11 7/8" 1.3E TlmberStrandO LSL
A& Rim Board 1 Ply 1 1/4" x 11 7/8" 1.3E TimberStrand® LSL
-CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End
supports, 31/2" . Intermediate supports, 31/2" with web stiffeners and 51/4" without web stiffeners.
-See TJ SPECIFIER'S / BUILDERS GUIDE for detaii(s): A3: Rim Board
.00 TION ANALYSI&
User Location "X" (Horiz.) Dimension Comment
1 2' 6"
114" into side of top flange
DESIGN CONTROLS:
Maximum Design
Control
Control
Location
Shear (Ibs)
483 478
1560
Passed (31 %)
Lt. end Span 1 under Floor loading
Vertical Reaction (Ibs)
483 483
1350
Passed (36%)
Bearing 1 under Floor loading
Moment (Ft-Lbs)
1752 1762
3015
Passed (58%)
MID Span 1 under Floor loading
Live Load Defl (in)
0.199
0.363
Passed (11873)
MID Span 1 under Floor loading
Total Load Defl ((n)
0.249
0.725
Passed (L1698)
MID Span 1 under Floor loading
TJPro
51
Any
Passed
Span 1
-Deflection Criteria: STANDARD(LL:U480,TL:U240).
-Deflection analysis is based on composite action with single layer of 23/32" Structurwood Edge Gold (24" Span Rating) GLUED & NAILED wood
decking.
-Bracing(Lu): All compression edges (top and bottom) must be braced at T 6" old unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
PROJECT INFORMATION:
587 Johnson Street
Rexburg, ID
Copyright 0 2004 by Trus Joist, a Weyerhaeuser Business
TJ10 and TJ-Beam are registered trademarks of Trus Joist.
e-I Joist",Pro" and TJ-Pro" are trademarks of Trus Joist.
Ds \UsarData (garthwogt)\Jobs kr s-Room\7nn5\RR 7 .inhnRnn . Rme
OPERATOR INFORMATION:
Jim Anderson
Trus Joist
8650 154th Ave. Northeast
Redmond, WA 98052-9805
Phone: 888448-4856
Fax :425-869-7900
AndersJ@trusjoist.com
03/25/2005 14:35 42586979P" TRUS JOIST
7 AAW
TJ-BeamG 6.16 Serial Humber.77d 00DOOD `� 91 7/8" TJI®11 O @ 1 S" o/c
User: 4
Pagel Engne6VwWcn 10 sg THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
PAGE 04/05
OvemBn mmensim:19' 3"
I �� ;®
Pit D.iogram is Conceptual.
LQ80s:
Analysis Is for a Moist Member.
Primary Load Group - Residential - Living Areas (psi): 40.0 Live at 100 % duration, 10.0 Dead
SUPPORTS:
Input Bearing Vertical Reactions Ply Depth Nailing Detail
Other
Width Length (Ibs) Depth
Live/Desd/UpliftlTotal
1 Plate on 5.50" 4.25" 267 / 63 / 0 / 330 N/A NIA N/A A3: Rim Board
1 Ply 1 1/4" x 11 7/8" 1.3E
masonry wall
TmberStrand® LSL
2 Stud wall 3.50" 3.50" 631 / 158 / 0 / 788 NIA NIA N/A 83
None
3 Mlcrollam LVL 5.50" Hanger 205 / 361-261241 1 11.88" N/A H1: Face Mount
None
beam Hanger
-CAUTION: Required bearing length(s) exceed the minimum shown In the TJ Builder's guide for single family residential applications. Limits: End
supports, 31/2" . Intermediate supports, 31/2" with web stiffeners and 51/4" without web stiffeners.
-See TJ SPECIFIER'S I BUILDERS GUIDE for detall(s): A3: Rim Board,B3,H1: Face Mount Hanger
HANQERS: Simpson Stronn-Tie® Connectors
Support Model Slope Skew Reverse Top Flange Top Flange Support Wood
Flanges Offset Slope Species
3 Face Mount Hanger IUT11 0/12 0 No N/A NIA NIA
-Nailing for Support 3: Face: 10-N10 , Top N/A, Member: 2-N 10
LOCATION ANALYSIS:
User Location "X" (Horiz.) Dimension Comment
1 5' 1I2 of the top flange removed, 6" long
PROJECT INFORMATION:
587 Johnson Street
Rexburg, ID
OPERATOR INFORMATION:
Jim Anderson
Trus Joist
8650154th Ave. Northeast
Redmond, WA 98052-9805
Phone: 888-448-4856
Fax :425-869-7900
AndersJ@trusjoist.com
Copyright 0 2004 by Trus Joist, a Weyerhaeuser Business
TJI6,TJ-Beam and HicrollamS are registered trademarks of Trus Joist.
e-I Joist'",Pro" and TJ-Pro" are trademarks of Trus Joist.
Simpson Stronq-TieO Connectors is a registered trademark of Simpson Strong -Tie Company, Inc.
D:\UaarDate(Northuest)\Jobs\TJ-Beam\2005\Sa7 JohnsonA.sms
03/25/2005 14:35 42586979r'�
w■d
TRUS JOIST
PAGE 05/05
F!
rr-eeaunme a.16 serrar Nn 000' 00000oo�"�"
User. 4 3125=6 2:20:60 PM
11 7/8" TJ I®110 @ 16" We
Paget r gtnevesrcn:l.16.5
THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN
CONTROLS FOR THE APPLICATION AND LOADS LISTED
P_ESIGN CONTROLS:
Maximum Design Control Control
Location
Shear (Ibs)
-434 -406 1716 Passed (24%)
Rt. end Span 1 under Floor loading
Vertical Reaction (Ibs)
788 788 1935 Passed (41%)
Bearing 2 under Floor loading
Moment (Ft Lbs)
-776 -776 3015 Passed (26%)
MID Span 1 under Floor loading
Live Load Defl (in)
0.048 0.272 Passed (U999+)
MID Span 1 under Floor ALTERNATE span loading
Total Load Defl (in)
0.056 0.544 Passed (U999+)
MID Span 1 under Floor ALTERNATE span loading
TJPro
63 Any Passed
Span 1
-Deflection Criteria: STANDARD(LUL1480JI-1/240).
-Deflection analysis Is based on composite action with single layer of 23/32" Structurwood Edge Gold (24" Span Rating) GLUED & NAILED wood
decking.
-Brecing(Lu): All compression edges (top and bottom) must be braced at 5' 3" olc unless detailed otherwise. Proper attachment and positioning of
lateral bracing Is required to achieve member stability.
The load conditions considered in this design analysis include alternate member pattern loading.
ADDITIONAL OTE •
-IMPORTANTI The analysis presented Is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with
current TJ terils n
ad code accept design values. TJ Engineering has verified the analysis. The input loads and dimensions have been provided
by others oe�. w and must be verified and approved for the specific application by the design professional for
the project.
-THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS.
-Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above.
Opgrator Notes:
-The 11 71W TJW 110 joist at 16" on center will be structurally adequate with the 1/2 the top flange removed as detailed.
Any deviation will require further analysis
EROJECT INFORMATION:
587 Johnson Street
Rexburg, ID
OPERATOR IN -FORMATION:
Jim Anderson
Trus Joist
8650154th Ave. Northeast
Redmond, WA 98052-9805
Phone: 888-448-4856
Fax :425-869-7900
AndersJ@trusjoist.com
Copyright 0 2004 by Trus Joist, a Weyerhaeuser Business
TJIe9,TJ-8eata* and Microllam* are registered trademarks of Trus Joist.
e-I Joist'",Pro- and TJ-Pro" are trademarks of rrus Joist.
Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc.
D:\UserData(Worthwestr\Jobs\TJ-Seam\2005\5e7 JohnsonA.sms
I1
, I
3715 Bombardier Ave.
YOUR TR US
Idaho Falls, ID 83402
Office: (208) 523-6691
EXPERTS
Fax: (208) 522£459
pI
REXBURG, ID.
SPECIAL
INSTRUCTIONS:
ORDER DATE 10/29/04
Confirmed
10/29/04
Date
Roof Trusses
FEB
DELIVERY LIST
TRENT HARRIS..
HENDERSON SPEC 7
0
Date 11/03/04 Page 1
JOB #
10146-04
BID #
SALES REP JOHN ROBERTS
BY DATE
BID
JR / /
LAYOUT
JR 10/29/04
ENG. BY
JR 10/29/04
11/09/04 JOBSITE PHONE #
PROFILE
LABEL
QTY
TIC PITCH
SPAN
CANTILEVER
OVERHANG
BRACING
NOTES
BIC PITCH
TIC LMI BIC LM
LEFT
RIGHT
LEFT
I RIGHT
# ROWS
Al
8
6.0.00
5-08-08
02-00-0
102-00-00
0
3.0.00
A1AS
1
6.0.00
5-08-08
04-00-1
02-00-0
02-00-0
0
AtAV
1
6.0-00
Sx08-08
02-00-0
3
I�
3.0.00
AIBS
1
6.0.00
3.0.00
5-08-08
04-OD-1
02-OD-0
02-00-09
2
2%4
A16V
1
3.0.00
Sx08-08
02-00-0
2
A1C
1
6.0.00
0.0.00
5-08-08
02-00-0
0
2x4 2x4
A1CS
1
6.0.00
3.0.00
5-08-08
zx4 zx4
04-00.1
02-00-0
02-00-0
2
AIDS
1
6.0.00
3.0.00
5-08-08
zx. zx.
02-00-0
102-00-00
0
Al E
2
6.0.00
0.0.00
5-08-08
zx. zx.
02-00-0
02-00-00
0
.�
A1F
2-2
6.0.00
0.0.00
5-08-08
zx. zx.
02-OG-0
02-00-00
0
A1V
5
6.0-00
5X4
02-00.0
1
3.0.00
..4
61
3
6-0-00
7X4 7-08
02-00-0
02-00-00
0
0.0.00
..
BIG
1
6.0.00
7-07-08
02-00-0
02-00-00
1
0.0.00
zx. zx.
B1GD
1-2
6.0.00
7-07-08
02-00-0
2
0.0.00
z%.
CI
1
60.00
13-04-00
02-00-0
02-00-00
0
0.0.00
2x4 zx.
c1G
1
0.0.00
13x04-004
02-00-0
02-00-0
0
®
HF
2
13-20
3
0.0.0019x08-004
A
25
6.0.00
8-00-00
02.00-0
0
0.0.00
z%. z%.
J1A
6
6.0.00
5-11-114
02-00-0
0
24
JIB
6
6.0.00
3x11-11
02-00-0
0
0.0.00
,%.
J1c
6
0.0.00
1x11-11
02-00-0
o
K1HJ
3
4.2.00
11x03-12.
02-09-1
0
0.0.00
V1
1
6x11-00
0
0.0.00
0.0.00
Items
QTY ITEM TYPE DESCRIPTION NOTES
Date 11/03/04 Page 2
DELIVERY LIST
TRENT HARRIS
0
HENDERSON SPEC 7
iaano Fails, io eaaoi YOUR TRUSS
Office: (208)523-6691 EXPERTS
Fax: (208) 522-6459
DELIVERY & MISC INFO:
r' REXBURG, ID
0
JOB #
10146-04
BID #
SALES REP JOHN ROBERTS
BY DATE
BID
JR
LAYOUT
JR 10/29/04
ENG. BY
JR 10/29/04
SPECIAL
INSTRUCTIONS:
ORDERDATE 10/29/04
Items
Confined 10/29/04 equested 11/09/04 JOBSITE PHONE#
Date elivery Date
CITY ITEM TYPE
DESCRIPTION
NOTES
3 KANT SAG
HJC26
22 KANT SAG
JUS24
9 KANT SAG
THD26
Trusses can cause property damage or personal injury if improperly installed or
braced. Customer's or his agent acceptance hereof shall constitute his affirmative
representation that he is fully trained in proper safe methods of truss installation
and bracing. Refer to the provided pamphlet entitled " Bracing Wood Trusses: Commentary
and Recommendations", published by Truss Plate Institute, Inc. Do not cut, alter, or use
damaged trusses without engineering approval. It is the customers responsibility to provide
access to the job site. Trusses remain our property until full payment is made.
Accepted By: Date:
bow �71710
<-Ir
..
MiTekl;
pc�oM�
Re: 10146-04 D
EFR
005CITY EXBURG
MiTek Industries, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Telephone 9161676.1900
Fax 9161676-1909
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by BMC West -Idaho Falls, ID.
Pages or sheets covered by this seal: R14144424 thru R14144447
My license renewal date for the state of Idaho is January 31, 2005
QQ�FQ &\ST6
C. ANC"
November 3,2004
Anderson, Bob
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.
10146-04 IA1
BMC WEST (IDAHO FALLS), IDAHO
SCISSORS
8 I 1
Job Re
6.100sSep 17
a
R1414442
nc. Wed Nov 0311:23:52 2004 Panel
-2-0-0 , 6-4-10 12-1-7 , 17-10-4 , 23-7-1 29-3-14 35 f3-8 , 37-8-8
2-0-0 6-4-10 5.8.13 5-8.13 5-8.13 5.8-13 6-4-10 2-0-0
Scale = 1:65.9
5x6 M1120 11
E
9.3.1 17-10-4 26-5-7 35-8-8
1 i
9-3.1 8.7-3 8.7-3 9.3-1
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in (loc)
Well
Ud
PLATES GRIP
TCLL 35.0
• Plates Increase
1.15
TC 0.88
Vert(LL)
-0.80 K L
>527
240
M1120 197/144
TCDL 7.0
Lumber Increase
1.15
BC 1.00
Vert(TL)
-1.16 J-K
>365
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.82
Horz(TL)
0.83 H
n/a
n/a
BCDL 7.0
Code IRC2000/ANSI95
(Matrix)
Weight 133lb
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stud/Std *Except*
E-K 2 X 4 SPF 165OF 1.5E
WEDGE
Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3
REACTIONS (lb/size) B=1920/0-5-8, H=1920/0-5-8
BRACING
TOP CHORD Sheathed or 2-1-6 oc pudins.
BOT CHORD Rigid ceiling directly applied.
Max Horz B=201(load case 5)
Max Uplif!B=855(load case 5), H=-855(load case 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/73, B-C=-5730/2372, C-D=-5212/2230, D-E=-3818/1440, E-F=-3818/1463, F-G=5212/2028, G-H=-5730/2177,
H-1=0/73
BOT CHORD B-L=-2210/5114, K-L=-1674/4404, J-K=1411/4404, H-J=-1826/5114
WEBS E-K=-1145/2830, C-L=-445/237, D-L=-414/567, D-K=-1040/610, F-K=1040/616, F-J=-423/567, G-J=-445/246
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp Q enclosed; MWFRS gable end zone; cantilever left and
right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Bearing at joint(s) B, H considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
LOAD CASE(S) Standard
® WARMW - Ver(ry design parameters and READ NOTES ON 7 AND MCWDED EQTEK REFERENCE PAGE AW 7473 BEFORE OS&
Design void for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary tracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, derivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
S0OST FR C'�F
QQ Q�C F� F9
10243
o �
0 O
TF o f
T C. ANO
November 3,2004
7777 Greenback Lane i..r...m
Suite 109
Citrus Heights, CA, 95610
M iTeke
4
Job
10146-04
Truss
Al AS
Type
SPECIAL
City
1
Ply
1
qw
R1414442
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Nov 0311:23:53 2004 Page 1
-240.0 , 2-0-0 , 4.8.2 11-10.13
, 17-10.4
23.9-11, , 29-9-1 , 35-8-8
2-0-0 2-0.0 245-2 7-4.11
5.11-7
5.11-7 5-11-7 5-11-7 2-0-0
Scale = 1:78.0
5x6 M1120=
6.00 12
F
5x6 M1120G
5x6 M1120,Z
E
G
US M1120 i
1.5x4 M1120
5x8 M1120
H
D
L
C
64 M1120=
�? B d M
K I
IC?
A 4x8 M1120�
J
3x4 M1120- .7
3.00 12
P O
4x8 MII20�
3x6 M1120= 3x8 M112011
3x4 M1120=
5x*W20
2-0-0 i 440.10 8-11-2
17-10.4
26-9.6 35.8-8
2-0-0 2-0.10 4-5-0
B-11.2
8.11-2 8-11-2
0.5-8
Plate Offsets KY): [C:0-3-0,0-3-01, [E:0-3-0,0-3-01, [G:0-3-0,0-3-01,
[I:0-2-4,0-0-131
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.70
Vert(LL) 0.48
K-L >784 240
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.83
Vert(TL) -0.69
K-L >541 180
BCLL 0.0
Rep Stress Incr YES
WB 0.91
Horz(TL) -0.43
O n/a n/a
BCDL 7.0
Code IRC2000/ANSI95
(Matrix)
Weight 139 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD
Sheathed or 2-10-6 oc pudins.
BOT CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD
Rigid ceiling directly applied or 4-8-13 oc bracing.
WEBS 2 X 4 SPF Stud/Std *Except*
D-M 2 X 4 SPF 165OF 1.5E, F-L 2 X 4
SPF 1650F 1.5E
REACTIONS (lb/size) 0=2179/0-5-8, 1=1664/0-5-8
Max Horzl=225(load case 6)
Max UpliftO=-969(load case 5), 1=-776(load case 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0175, B-C=455/787, C-D=-911/1563, D-E=2086/992, E-F=2743/1158, F-G=-2740/1134, G-H=4205/1943,
H-1=4752/2106, I-J=0/73
BOT CHORD B-P=-692/497, O-P=95/63, N-0=-2173/960, D-N=-2103/907, M-N=-1166/862, L-M=-863/2473, K-L=-1456/3482,
I-K=-1998/4228
WEBS C-P=207/279, D-M=1130/2829, E-M=-1075/310. E-L=-259/233, F-L=-871/1856, G-L=1094/641, G-K=392/523,
H-K=-460/246, N-P=-675/489, C-N=614/407
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Bearing at joint(s) I considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
LOAD CASE(S) Standard
WNAL
OST FR�o%i��9
10243
-9T PLO O�
OF
r c- Alp
November 3,2004
7777 Greenback Lane ss*®
A WARJYDyO - Vero design pararneoers and READ POTEB ONTIDS AND DYCGUDED M17ER REFF.RF,XCE PAGE 3TII 7473 EEFORB USE. Suite 109
Design valid for use only with M iTek connectors. This design is based only upon parameters shown, and is for an individual building component. CMus Heights, CA, 95610
Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiflity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component M i%k`
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719.
Job 1A1AV
Truss I
i�ryp
10146-04 SPECIAL
vl�
Cq
9,
1 1I Job Reference
6.100 s Sep 17 2004 M
A
.r
R1414442
Nov 0311:23:54 2004 Page 1
-2-0-0 , B-0-0 , 16-0-0 19-8-8, _ 27-8-8 35-8-8 ,
2-0-0 8-a0 8-0-0 3.8-8 8-a0 B-0-0
6.00 F12
3.00 f 12
6x8 MI120=
5x8 M1120=
D F
4x4 M1120 11
H
4xl6 M1120=
,
8.0.0 15.11-8 25-10-0 35-8-8
8.0.0 7-11-8 9-10-8 9-10.8
in=
Scale = 1:67.8
a?
N
46
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/deft
Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.96
Vert(LL) -0.53
J-K >797
240
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.97
Vert(TL) -0.78
J-K >544
180
BCLL 0.0
Rep Stress Incr YES
WB 0.76
Horz(TL) 0.47
G n/a
n/a
BCDL 7.0
Code IRC2000/ANSI95
(Matrix)
Weight 153lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF 240OF 2.0E 'Except*
TOP CHORD
Sheathed.
D-E 2 X 4 SPF 165OF 1.5E, E-G 2 X 4 SPF 165OF 1.5E
BOT CHORD
Rigid ceiling directly applied or 4-6-11 oc bracing.
BOT CHORD 2 X 4 SPF 1650F 1.5E *Except*
WEBS
1 Row at midpt
C-J, H-J, E-H
B-K 2 X 4 DF 240OF 2.0E
WEBS 2 X 4 SPF Stud/Std *Except*
H-J 2 X 4 SPF 165OF 1.5E, D-J 2 X 4 SPF 1650F 1.5E
REACTIONS (Ib/size) G=1724/Mechanical, B=1929/0-5-8
Max Horz B=379(load case 5)
Max UpliftG=-766(load case 6), B=831(load case 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/73, B-C=-5764/2455, C-D=-4322/1724, D-E=3573/1509, E-F=-2933/1396, F-G=3208/1353
BOT CHORD B-K=-2459/5135, J-K=2411/5135, 1-J=fi5/158, D-J=689/1519, H-1=-5/83, G-H=1118/2739
WEBS C-K=-134/282, C-J=-1322/798, H-J=-984/2858, E-J=-587/1244, E-H=390/127, F-H=-617/325
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Refer to girders) for truss to truss connections.
6) Bearing at joint(s) B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
LOAD CASE(S) Standard
QQO�P�SNAL
�OS
10243
OO
Z
9TF O
F
�4T C AVA
November 3,2004
® WARNWO - Veri;/,4 design parameters and READ NOTES ON THIS AND DVCLUDED 1sQTEB REFERENCE PADS AW 7473 BEFORE USE. 7777 Greenback Lane i
®
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent. Suite 109
pong shown
Citrus Heights, CA, 95610
Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �
a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/rPl1 Quality Criteria, OSB-89 and BCS11 Bu1lding Component M iTekCD
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719.
.-S
R141
z
IJob
10146-04
Al BS I SPECIAL 11 I 1 I Job Reference (optional)
ALLS), IDAHO FALLS, ID 83402 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Nov 0311:23:55 2004 Page 1
-2-0-0 i 2-31 i 4.6-2 8.0.0 18-0.0 194-8 27-8-8 35-8-8 37-8-8
2-0-0 2-3.1 2-3.1 3-5-14 8-0.0 3.8.8 8-0-0 B-0-0 2-0.0
Scale = 1:80.1
5x8 M1120 =
6x10 M[120H =
6.00 F12
F- G
54 MI12075-'
5x6 M1120�
5x8 M1120 i E
H
3x4 1011120 --�-
C&
D
L
C
6x8 M1120=
ro B d M
A It
K 1
08 M1120Z�
J I.+
4x12 M1120=
3.00 12
p 0
08 M1120ZL-
3x6 M1120= 3x8 M1120 II
3x4 M1120=
5x1$'W20 :
2-3.1 4-0.10 8-11-2 17-10.4
26-9-6
35-8.8
2-3-1 1-9-9 4.5-0 8.11-2
8-11-2
8.11-2
0-5-8
Plate Offsets (X,Y): [E:0-3-0,0-3-01. [F:0-4-0,0-1-151, [G:0-4-4,0-1-01,
[H:0-3-0,0-3-01, [I:0-2-4,0-0-131
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/deft Ud
PLATES
GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.79
Vert(LL) -0.43
K-L >860 240
M1120
197/144
TCDL 7.0
Lumber Increase 1.16
BC 0.91
Vert(TL) -0.64
K-L >581 180
M1120H
148/108
BCLL 0.0
Rep Stress Incr YES
WB 0.87
Horz(TL) 0.38
1 n/a n/a
BCDL 7.0
Code IRC2000/ANSI95
(Matrix)
Weight 147lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF 240OF 2.0E 'Except*
TOP CHORD
Sheathed or 3-0-1 oc pudins.
F-G 2 X 4 SPF 1650F 1.5E
BOT CHORD
Rigid ceiling directly applied or 2-5-1 oc bracing.
BOT CHORD 2 X 4 SPF 165OF 1.5E •Except•
WEBS
1 Row at midpt F-M, G-K
D-0 2 X 4 SPF Stud/Std
WEBS 2 X 4 SPF Stud/Std *Except
D-M 2 X 4 SPF 165OF 1.5E
REACTIONS (lb/size) 0=2179/0-5-8, 1=1664/0-5-8
Max HorzO=-209(load case 6)
Max Uplift0=954(load case 5). 1=-766(load case 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0l75, B-C=451/791, C-D=858/1705, D-E=2296/844, E-F=2189/888, F-G=-2965/1033, G-H=4405/1836,
H-1=-4714/1810, I-J=0173
BOT CHORD B-P=-679/491, O-P=-155/212, N-0=-2174/942, D-N=-2055/879, M-N=-1537/768, L-M=-662/2577, K-L=-668/2812,
I-K=-1485/4188
WEBS C-P-175/301, N-P=-624/316, C-N=-799/395, D-M=1471/3501, E-M=499/260, F-M=-847/212, F-L=377/1113,
G-L-254/648, G-K=-952/1440, H-K-512/283
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL= 4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. ANAL
3) Provide adequate drainage to prevent water ponding. C,S`
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are MT20 plates unless otherwise indicated.5 T�9�
6) Bearing at joints) I considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of Q �• Q 9
bearing surface.
LOAD CASE(S) Standard 1 1 10243
o
o
f
�T C ANQ�
November 3,2004
A WARNDVO - Verft design parometera and READ NOTES ON TffiS AND DWJ=ED AffrEK MWERENCE PADS JIW 7473 BM70RE QSE. 7777 Greenback Lane �ws�
n valid for use on with MTek connectors. This n is based on upon parameters shown, and is for an individual building component. Sure 108
Design only design b po pa 9 poneni. citrus Heights, CA, 95610
Applicability of design poramenters and proper incorporation of component a responsibility of building designer - not tens designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Critedo, DSB-89 and BCSI1 Building Component M'Tek�
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madhon, wl 53719.
Ply
R14
110146-04 I Al BV I SPECIAL 11 1
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Nov 0311:23:57 2004 Page 1
-2-0.0 7-0-0 , 1440.0 15.11-8 , 21-8-8 28.8-8 35.8-8 ,
2-0-0 7-0.0 7-0.0 1-11-8 5.9-0 7-0-0 7-0-0
Scale = 1:67.8
3.00 12
7x8 M1120=
6.00 12
3x4 MII20 It US MI120=
D -- E F
J
4x4 M1120 11
I
4x16 M1120=
N
r:
7-11-12 , 15-11-8 25-10-0 , 35-8-8 ,
r r r i
7-11-12 7-11-12 9-10-8 9.10-8
LOADING (psf)
SPACING 2-0-0
CSI
TCLL 35.0
Plates Increase 1.15
TC 0.76
TCDL 7.0
Lumber Increase 1.15
BC 0.97
BCLL 0.0
Rep Stress Incr YES
WB 0.97
BCDL 7.0
Code IRC2000/ANSI95
(Matrix)
LUMBER
TOP CHORD 2 X 4 DF 240OF 2.0E *Except*
D-F 2 X 4 SPF 1650F 1.5E, F-H 2 X 4 SPF 1650F
1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E "Except*
B-L 2 X 4 DF 240OF 2.OE, E-J 2 X 4 SPF Stud/Std
WEBS 2 X 4 SPF Stud/Std 'Except*
I-K 2 X 4 SPF 1650F 1.5E, F-K 2 X 4 SPF 1650F 1.5E
REACTIONS (lb/size) H=1725/Mechanical, B=193010-5-8
20 =
DEFL
in
(loc)
I/defl
Ud
PLATES GRIP
Vert(LL)
-0.62
K L
>686
240
M1120 197/144
Vert(TL)
-0.91
K L
>465
180
Horz(TL)
0.52
H
n/a
n/a
Weight 149 lb
BRACING
TOP CHORD Sheathed or 2-6-3 oc pudins.
BOT CHORD Rigid ceiling directly applied or 5-3-7 oc bracing.
WEBS 1 Row at midpt I-K, F-1
Max HorzB=360(load case 5)
Max UpliftH=-718(load case 6), B=-817(load case 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/73, B-C=-5816/2411, C-D=5512/2414, D-E=-4948/1967, E-F=4938/1936, F-G=2875/1234, G-H=-3250/1272
BOT CHORD B-L=2409/5191, K-L=1676/4184, J-K=63/152, E-K=-434/191, 1-J=0/55, H-1=-1057/2790
WEBS C-L=-373/198, D-L=-725/1083, D-K=-698/1603, I-K=983/2933, F-K=1034/2479, F-1=674/207, G-1=531/291
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Refer to girder(s) for truss to truss connections. ANAL
6) Bearing at joint(s) B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of Srj,\
bearing surface. � �0��(,` S T89� /2��
LOAD CASE(S) Standard
10243
qT Alp o�
OF
rc-M4
November 3,2004
® WARMM - verify design parametms and READ NOTES ON Tius AND iNcumaD xr=REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane r+s!a
Design valid for use only with MTek connectors. This design is based only upon parameters shown, and 6 for an individual budding component. Suite 109
Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsrbillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criferla, DSB-89 and BCSII Bullding Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ' e
Job Truss VVit Type Qty Ply VW
R1414442
10146-04 Al C HIP 1 1
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Nov 0311:23:58 2004 Page 1
1-2-" 6.0-0 , 12-0-0 17-10 4 23.8.8 29-8-8 3541-8 ,
2-0-0 6-0-0 6.0-0 5-10.4 5-10-4 6.0.0 6.0.0
Scale = 1:66.6
54 M1120=
1.5x4 M1I20 II 5xS M1120=
D E F
?n=
K J
3x4 M1120= 5x8 M1120=
I
3x4 M1120=
,
10-0-0 17-10-4 25.8-8 , 35.8.8 ,
10-0-0 7-10-4 7-10-4 10-0-0
W
N
Cb
I�
Plate Offsets (X,Y): wo-1-10,Edge1, [Lu-4-0,0-1-151,
[F:0-4-0,0-1-151,
111:0-1-10,Edge],
[J:0-4-0,0-3-0]
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in
(loc) I/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC
0.80
Vert(LL) -0.25
H-1 >999 240
M1120 197/144
TCDL 7.0
Lumber Increase
1.15
BC
0.73
Vert(TL) -0.45
H-1 >940 180
BCLL 0.0
Rep Stress Incr
YES
WB
0.41
Horz(TL) 0.14
H n/a n/a
BCDL 7.0
Code IRC2000/ANSI95
(Simplified)
Weight 137lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD
Sheathed or 3-2-2 oc pudins.
BOT CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD
Rigid ceiling directly applied or 6-6-1 oc bracing.
WEBS 2 X 4 SPF Stud/Std
REACTIONS (lb/size) H =1 731 /Mechanical, B=1924/0-5-8
Max HorzB=165(load case 5)
Max UpliftH=-690(load case 6), B=803(load case 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/38, B-C=-3057/1127, C-D=-2649/1046, D-E=-2585/1041, E-F=-2585/1041, F-G=2663/1052, G-H=-3084/1137
SOT CHORD B-K=-1042/2704, J-K=838/2259, I-J=-777/2267, H-1=-947/2736
WEBS C-K=-411/224, D-K=270/383, D-J=-277/651, E-J=-546/217, F-J=-274/642, F-1=276/397, G-1=-432/232
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Refer to girders) for truss to truss connections.
LOAD CASE(S) Standard
cxONAL
CQO�Q�G S T�e
,
10243
O �
.� 0
OF�o���
T C. ANO
November 3,2004
WARNING - Verb design parameters and READ NOTES ON TBIS AND INCLUDED WTES REFERENCE PAGE MB-7473 BEFORE USE. 7777 Greenback Lane
Design void for use only with M*Iek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109
CiWs Heights. CA 95610
App5cabilrty of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbil5ty of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Qualify Criteria, DSB-89 and SCSI1 Building Component iTek®
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719.
.It
R14
10146-04 I Al CS I SPECIAL I 1 I ' ,lob Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Nov 0311:23:59 2004 Page 1
-2.0.0 , 2-3-1 , 4-6-2 _, 7-0-0 — , 14-0-0 21-8-8 28-8-8 35.8-8 , 3748-8_,
2-0-0 2-3.1 2.3.1 2-5-14 7-0.0 7-8-8 7-0.0 7-0.0 2-0-0
Scale = 1:70.9
US M1120=
5x8 M1120=
F G
6.00 12
3x8 MI120-:r- 1.5x4 M1120 i
cc 3x4 M112011 E H 9
3x4 M1120G L ti
D
C 6x8 M1120=
B M K
o
A '9X12 M1120r 3x4 M1120� 3.OD 12 3x4 M1120� jq
3x6 M1120= ci
• P O
4x8 MII20=
3x8 M112011
3x4 M1120=
4-6.2
2-3-1 4-0-10 B-11.2 17-10.4 26-9-6 35-8-8
2-3-1 1-9.9 4-5-0 8-11-2 8-11-2 8.11-2
0-5-8
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/defi Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.83
Vert(LL) -0.51
K-L >728 240
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.85
Vert(TL) -0.77
K-L >487 180
BCLL 0.0
Rep Stress Incr YES
WB 0.89
Horz(TL) 0.50
1 nla n/a
BCDL 7.0
Code IRC2000/ANSI95
(Matrix)
Weight 134 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E
TOP CHORD
Sheathed or 2-6-0 oc purtins.
BOT CHORD 2 X 4 SPF 1650F 1.5E *Except'
BOT CHORD
Rigid ceiling directly applied or 2-8-6 oc bracing.
D-0 2 X 4 SPF Stud/Std
WEBS
1 Row at midpt E-N, F-M
WEBS 2 X 4 SPF Stud/Std `Except
F-L 2 X 4 SPF 165OF 1.5E, G-L 2 X 4 SPF 165OF 1.5E
REACTIONS (lb/size) 0=2179/0-5-8, 1=1664/0-5-8
Max Horz0=189(load case 6)
Max UpliftO=-935(toad case 5), 1=-752(load case 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0l75, B-C=-4531796, C-D=826/1612, D-E=-798/1621, E-F=2089/924, F-G=-3945/1376, G-H=-4265/1677,
H-1=4739/1784, I-J=0/73
BOT CHORD B-P=-684/493, O-P=-139/197, N-0=-2174/923, D-N=-190/67, M-N=-545/1115, L-M=807/2636, K L=-856/3198,
I-K=-1468/4214
WEBS C-P=-158/282, N-P=627/328, C-N=-711/367, E-N=3452/1447, E-M=-338/819, F-M=-1072/282, F-L=-564/1699,
G-L=-444/1039, G-K=665/872, H-K=-425/266
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Bearing at joint(s) I considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
LOAD CASE(S) Standard I
Vo
QQO�P�G S T� FO/2FF9
10243
9T 00
OF
T C. AND
November 3,2004
-
7777 Greenback Lane ...n..,�
WAR1ND11Q t7er�{Jj{ desrlQrt paranuters and READ !VOTES ON TS1S AND INCr.UDED 4!lTES REFERENCE PAGE Zip 7473 BEFORE I7SE. Suite 109
Design valid for use only with Welt connectors. This design a based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610
ApplicabiGly of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilydy of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek�
Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, wl 53719.
10146-04 I Al DS I SPECIAL
R1414443
WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Nov 0311:24:00 2004 Page 1
-24)-0 6-0-0 12-0.0 17-10-4 23-8-8 29.8-8 35r8-8 37-8-8
2-0.0 6-0.0 6-0-0 5-10-4 5-10-4 6-0.0 6-0.0 2-0-0
Scale = 1:67.0
12x12 M1120 =
12x12 M1120=
3x4 M112011
D F F
8-11-2 , 17-10.4 26-9-6 35-8-8 ,
8.11-2 B-11-2 8-11-2 8-11-2
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.85
Vert(LL)
-1.33
K
>318
240
M1120 197/144
TCDL 7.0
Lumber Increase
1.15
BC 0.55
Vert(TL)
-1.87
K
>226
180
M1120H 148/108
BCLL 0.0
Rep Stress Incr
YES
WB 0.96
Horz(TL)
1.14
H
n/a
n/a
BCDL 7.0
Code IRC2000/ANS195
(Matrix)
Weight 143lb
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E "Except"
D-F 2 X 6 DF 1800F 1.6E
BOT CHORD 2 X 4 DF 240OF 2.0E
WEBS 2 X 4 SPF Stud/Std *Except*
D-K 2 X 4 SPF 1650F 1.5E, F-K 2 X 4 SPF 165OF 1.5E
REACTIONS (lb/size) B=1920/0-5-8, H=1920/0-5-8
Max HorzB=147(load case 6)
Max UpliftB=-805(load case 5), H=805(load case 6)
BRACING
TOP CHORD Sheathed or 2-1-2 cc pudins.
BOT CHORD Rigid ceiling directly applied or 5-10-7 oc bracing.
(1) TOTAL VERTICAL DEFL. OF 1.87 IN. EXPECTED @ JT.K
AND HORIZONTAL DEFL. OF 1.14 IN. EXPECTED r@ JT.H
(2) PROJECT ENGR. TO VERIFY BOTH DEFLECTIONS AS THEY
ARE ADEQUATE TO THE STRUCTURAL SYSTEM.
(3) TEMP. SHORING AND CAMBER SUGGESTED (BY OTHERS)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0l73, B-C=-5743/2143, C-D=-5266/2006, D-E=-9749/3596, E-F=-9749/3596, F-G=5266/1934, G-H=-5743/2001,
H-I=0/73
BOT CHORD B-L=-1951/5123, K-L=1517/4472, J-K=1376/4472, H-J=-1717/5123
WEBS C-L=-377/240, D-L=-409/505, D-K=-2042/5623, E-K=781/327, F-K=-2177/5623, F-J=-415/505, G-J=377/250
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) Special provisions shall be made by the building designer to allow for 0.81 in of horizontal movement due to live load and 1.14in due to
total load.
4) Provide adequate drainage to prevent water ponding.
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) Bearing at joint(s) B, H considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity,
of bearing surface.
LOAD CASE(S) Standard
F�SSC.>STfq G��y
10243
�o 02
B\ Co AN��P�
November 3,2004
7777 Greenback Lane s!®
® t9ARlVDVO • Ver(jtj design par amers cLand RSAD ROTES ON TSIS AND INCLUDED tiQZEB REFERENCE PAGE !� 7473 BEFORE r7S13. Suite 109
Design void for use only with MTek connectors. This design is based any upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610
Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown
is for lateral support of individual web members only. Additional temporary, bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek®
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
10146-04 AIE HIP 2 1 R1414443
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Nov 0311:24:01 2004 Page 1
-2-0-0 5-6-7 10-0-0 17-10-4 25-8-8 30-2-1 , 35-8-8 37-8-8 ,
2-0.0 5.6.7 4-5.10 7-10.4 7-10.4 4-5-10 5.6-7 2-0.0
Scale = 1:67.0
6.00 F12 1.5x4 M1120,Z�-
C
r, B
�A
5x6 MII20=
6x12 M1120=
6x12 M1120=
3x4 M112011
D E F
L K
3x4 M1120= 5x8 M1120=
J
3x4 M1120=
10-0-0 17-10.4 25-8-8
35.8.8 ,
10-0-0 7-104 7-113-4
10-0-0
Plate Offsets (X,Y): [13:0-1-10,Edge), [D:0-6-0,0-0-151, [F:0-6-0,0-0-151, [H:0-1-10,Edge1, [K:0-4-0,0-3-01
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (lac) I/deft Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.16
TC 0.46
Vert(LL) -0.26 K >999 240
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.73
Vert(TL) -0.43 H-J >990 180
BCLL 0.0
Rep Stress Incr YES
WB 0.76
Horz(TL) 0.14 H n/a n/a
BCDL 7.0
Code IRC2000/ANSI95
(Simplified)
Weight: 153lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E -Except' TOP CHORD Sheathed or 3-8-4 oc puffins.
D-F 2 X 6 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 6-6-8 oc bracing.
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stud/Std
REACTIONS (lb/size) B=1924/0-5-8, H=1917/Mechanical
Max HorzB=129(load case 6)
Max Uptfftf3=-781(load case 5), H=778(foad case 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-13=0/38, B-C=-3091/1166, C-D=-2754/1150, D-E=-3164/1354, E-F=3164/1354, F-G=2769/1156, G-H=-3121/1177,
H-1=0/38
BOT CHORD B-L=-1031/2731, K-L=-972/2477, J-K=922/2490, H-J=989/2767
WEBS C-L=298/173, D-L=-216/302, D-K=-431/980, E-K=743/297, F-K=-425/968, F-J=-222/309, G-J=-323/183
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left
and
right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
LOAD CASE(S) Standard
EN��
�C.`'SMAL
TEAS �t�cr`
10243
O
t�cC` 9rF OF
tOP O
�4T C.
November 3,2004
® WARMG . 7cr ft dcdgn paramctcrs and REM NOTES ON TMS AND nWCWDED MTZK REFERENCE PRO& AW 7473 BEFORE OSE. 7777 Greenback Lane
09
Design void for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suitt He
Applicobiity of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Fleights, CA 95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSII Buflding Component M iTek`
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Nlod'aon, WI 53719.
R1
10146-04
A1F
FALLS), IDAHO FALLS, ID 83402
HIP
2
21 Job Reference
6.100 s Sep 17 2004 M
Inc. Wed Nov 0311:24:03 2004 Page 1
-240.0 B-0-0 , 14$13 _ ,_ 21-1-11 _,_ _ _ 27-8-8 ,35$8 37-8 8
2-0-0 B-0-0 6.6-13 6-8-13 6-6-13 8-0.0 2-0.0
Scale = 1:67.0
5x8 M1120=
1.5x4 M1120 11 3x4 M1120= 5x8 M1120=
- - M N U V L U K K J S t u 1 V W A
3x4 M1120 11 JUS24 5x8 Ml120= 7x8 MI120 WB= 5x6 Mll20= JUS24 JUS24 3x4 MI12011 JUS24 4x12 M1120-Z�'
HJC26 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24
8-0.0 14-6-13 , 21-1-11 27-8-8 35-8-8
8-0.0 6-6-13 6-6-13 6-6-13 8-0.0
LOADING (psf)
SPACING 2-0-0
CSI
DEFL
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.85
Vert(LL)
-0.53
J-L
>807
240
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.77
Vert(TL)
-0.72
J-L
>587
180
BCLL 0.0
Rep Stress Incr NO
WB 0.48
Horz(TL)
0.14
G
n/a
n/a
BCDL 7.0
Code IRC2000/ANSI95
(Matrix)
Weight 331 Ib
LUMBER BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-9-1 oc pudins.
BOT CHORD 2 X 6 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 8-1-5 oc bracing.
WEBS 2 X 4 SPF Stud/Std *Except*
C-L 2 X 4 SPF 1650F 1.5E, F-J 2 X 4 SPF 1650F 1.5E
REACTIONS (lb/size) B=4605/0-5-8, G=5040/Mechanical
Max Horz B=114(load case 6)
Max UplifS=-2300(load case 5), G=-2567(load case 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/82, B-C=-9225/4791, C-D=11354/6085, D-E=-11351/6084, E-F=-11271/6044, F-G=-9242/4826, G-H=0/81
BOT CHORD B-M=-4238/8107, M-N=4203/8048, N-0=-4203/8048, O-P=-4203/8048, L-P=-4203/8048, L-Q=-5946/11269,
K Q=5946/11269, K-R=-5946/11269, J-R=-5946/19269, J-S=-4208/8092, S-T=-4208/8092, T-U=-4208/8092,
1-U=-4208/8092, I-V=-4244/8152, V-W--4244/8152, W-X=-4244/8152, G-X=-4244/8152
WEBS C-M=936/1579, C-L=-2187/4039, D-L=-659/269, E-L=-75/181, E-J=7431300, F-J=2087/3898, F-1=-968/1589
NOTES
1) 2-ply truss to be connected together with 0.131 "x3" Nails as follows:
Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 cc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
SS�ONAC MCA,
'v
��C.
TF
left Lumber DOL=1.33 DOL=1.33.
k S
G
right exposed; porch and right exposed; plate grip
5) Provide adequate drainage to prevent water ponding.
Q��
Q
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Refer to girder(s) for truss to truss connections.
8) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 8-0-6 from the left end to connect truss(es) J1 (1 pi 2
10 243
X 4 SPF), K1 HJ (1 ply 2 X 6 DF) to front face of bottom chord.
9) Use USP JUS24 nth 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-1-8 oc max. starting at 10-0-12 from the le
end to 33-9-4 to connect truss(es) J1 (1 ply 2 X 4 SPF) to front face of bottom chord.
10) Fill all nail holes where hanger is in contact with lumber.
'9 �.� 0
T P CO
o F
F� F �
�►� cSt�ndard
��
%� C, MA
November 3,2004
WARNIIVG - Yerj/ij design parameLera and READ ROTES OP THIS AND IIVCLUDED 11IITEB REFERfi1VCE PAGE DQI7493 BEFORE USE
7777 Greenback Lane
suite 109
Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual budding component.
Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
Citrus Heights, CA, 95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component
M iTek`
Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719.
R14
Job Truss
10146-04 IAIF
HIP
21 Job
6.100 s Sep
Inc. Wed Nov 03 11:24:03 2004
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pIQ
Vert A-C=84, C-F=84, F-H=84, B-G=-14
Concentrated Loads (Ib)
Vert K=-364(F) M=-1076(F)1=-364(F) N=-364(F) O=-364(F) P=364(F) Q=-364(F) R=-364(F) S=364(F) T=-364(F) U=-364(F) V=364(F) W=364(F) X=-364(F)
® WARAWG - Verft design pammeters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent. Suite 109
pong s Citrus Heights. 95610
Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 9 �'
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quailty Criteria, DSB-89 and BCSI1 Bullding Component M ii��K®
Salety Information ovoilable from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. i
Truss
R141
10146-04 IA1F-A IHIP I1000
21 Job Reference (optional)
BIVIC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6.100 s Sep 17 2004 Mi rek Industries, Inc. Wed Nov 0311:24:04 2004 Page 1
-2-0-0 6.0-0 14-6-13 21.1-11 27-8-8 35-8-8 37-8-8
2-0-0 8-0-0 6-6-13 6-6-13 6-6-13 8-0-0 2.0.0
Scale = 1:67.0
5x8 M1120=
1.5x4 M112011 3x4 M1120= 5x8 M1120=
r_ ., I
M L K J
3x4 M1120 II 5x8 MII20= U8 M1120 W13= 5x6 MII20=
1
3x4 M112011
8-0.0 14-6-13 21-1-11 27-8-8 35-8.8
8-0.0 6-&13 6.6.13 6.6-13 8-0-0
Plate Offsets (X,Y): [B:0-3-9,0-2-01, [C:0-4-0,0-1-151, [F:0-4-0,0-1-151, [G:0-3-9,0-2-01
LOADING (psf)
SPACING 2-0-0
CSI
DEFL
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.67
Vert(LL)
-0.44
J-L
>960
240
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.65
Vert(TL)
-0.62
J-L
>684
180
BCLL 0.0
Rep Stress Incr NO
WB 0.47
Horz(TL)
0.12
G
n/a
n/a
BCDL 7.0
Code IRC2000/ANSI95
(Matrix)
Weight: 331lb
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 6 DF 180OF 1.6E
WEBS 2 X 4 SPF Stud/Std *Except*
C-L 2 X 4 SPF 1650F 1.5E, F-J 2 X 4 SPF 1650F 1.5E
REACTIONS (lb/size) B=4143/0-5-8, G=4125/Mechanical
Max Horz B=-114(load case 6)
Max UpliftB=-1560(load case 5), G=1552(load case 6)
BRACING
TOP CHORD Sheathed or 4-3-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/82, B-C=-8204/3140, C-D=-9879/3918, D-E=-9878/3917, E-F=-9916/3933, F-G=-8240/3153, G-H=0/81
BOT CHORD B-M=2760f7l89, L-M=-2736f7l3O, K-L=-3834/9915, J-K=-3834/9915. l-J=2712f7l78, G-1=-2736f7236
WEBS C-M=665/1576, C-L=-1373/3392, D-L=357/103, E-L=125/43, E-J=386/109, F-J=1371/3386, F-1=-664/1566
NOTES
1) 2-ply truss to be connected together with 0.131"x3" Nails as follows:
Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc.
Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II: Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Refer to girder(s) for truss to truss connections.
8) Girder carries hip end with 8-0-0 end setback.
9) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 8491b down and 306Ib up at
27-8-8, and 8491b down and 3061b up at 8-0-0 on bottom chord. The design/selection of such special connection device(s) is the
responsibility of others.
LOAD CASE(S) Standard
Continued on page 2
SNAL
GOSTER O/yF�9
10243
O �
OF
�4T C.
AX4
November 3,2004
A WAMMM - Verft design pammeters and READ NOTES ON THIS AND MCUMED AITIZE REFERENCE PAGE MU 7473 BEFORE t7SE. 7777 Greenback Lane r..n..r�
Design void for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109
Citru
Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Heights, CA 95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crilerla, DSB-89 and BCSII Building Component M iTek®
Safety Information available from Truss Piste Institute, 583 D'Onofrio Drive. Madison, WI 53719.
Job Truss TwapoType ally Ply `111111111111K
10146-04 A1F-A HIP 1000
2 Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Nov 0311:24:04
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert A-C=-84, C-F=-42(F=42), F-H=-84, B-M=-14, I-M=192(F=-178), GI=14
Concentrated Loads (Ib)
Vert M=849(F) 1=-849(F)
R14
® WARNING - 9er(jy design parameters and READ NOTES ON THM AND INCLUDED MITER REFERENCE PAGE EW 7473 BEFORE USE. 7777 Greenback Lane
Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for an individual building component. Suite 109
Applicability of design paromenters and proper incorporation'of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdlerla, DSB-89 and BCSII Building Component MiTek®
Safety information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
10146-04 I A1V I SPECIAL
5
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Nov 0311:24:05 2004 Page 1
-2-0-0 7-11-12 17-10.4 23.9-11 29-9.1 35.8.8
2-0.0 7-11-12 9.10-8 5-11-7 5-11-7 5-11-7
Scale = 1:67.5
US MI120=
3x4 M112011 F
20=
1( J
4x4 M1120 II 4x12 M1120=
7-11-12 15-11-8 25-10-0 35-8-8
7-11-12 7-11-12 9.10-8 9-10-8
Plate Offsets (X,Y): [B:0-3-6,0-2-0], [C:0-3-0,0-3-0], [H:0-3-0,0-3-0], [I:0-1-10,Edge], [L:0-M,0-5-8], [M:0-4-0,Edge]
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc) I/deft Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.70
Vert(LL) 0.64 L-M >667 240
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.99
Vert(TL) -0.92 L-M >463 180
BCLL 0.0
Rep Stress Incr YES
WB 0.66
Horz(TL) 0.53 1 n/a n/a
BCDL 7.0
Code IRC2000/ANSI95
(Matrix)
Weight 153lb
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E 'Except'
E-K 2 X 4 SPF Stud/Std
WEBS 2 X 4 SPF Stud/Std 'Except-
J-L 2 X 4 SPF 165OF 1.5E, F-L 2 X 4 SPF 1650F 1.5E
WEDGE
Left: 2 X 4 SYP No.3
REACTIONS (lb/size) 1=1725/Mechanical, 8=1930/0-5-8
Max Horz B=395(load case 5)
Max UplifEl=-749(load case 6), B=-848(load case 5)
BRACING
TOP CHORD Sheathed or 2-6-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 4-4-11 oc bracing.
WEBS 1 Row at midpt J-L
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A B=0l73, B-C=-5754/2547, C-D=-5376/2457, D-E=-4140/1764, E-F=-3926/1770, F-G=-3063/1295, G-H=-2856/1261,
H-1=3266/1355
BOT CHORD B-M=2573/5125, L-M=2168/4644, K L=63/152, E-L=252/152, J-K=0151, I-J=-1141/2836
WEBS 114=494/266, G-J=-622/163, J-L=1051/2811. F-L=-1324/2773, G-L=328/302, C-M=-315/152, D-M=330/440,
D-L=-945/560
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed: MWFRS gable end zone; cantilever left -and
right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. CJ CjTONAL F 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Refer to girders) for truss to truss connections. �C. /
5) Bearing at joint(s) B considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of�t� j s
bearing surface.
LOAD CASE(S) Standard
10243
O
� O
O
T C. qN0
November 3,2004
® WARNIlirG - DerW design parameters and READ NOTES ON 7 AND n=MZD X17EIT REFERENCE PAGE AW- 7473 BEFORE USE. 7777 Greenback Lane 11111or�40
Design void for use only with MTek connectors. This design is based only upon parameters shown, and a for an individual building component. Sufte 109
Applicability of design rarnenters and proper incorporation of component is responsibility of building designer - not hiss d Citrus Heights, CA 95610
iypa orpora po po 1y ng g designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSIAPI1 Qualify Criteria, DSB-89 and BCSIt Building Component MiTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719.
10146-04 181 I COMMON
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
3 1 1
s
R1414443
2004 Paae 1
r
-2.0.0 6.10-14 13-9-12 , 20.8-10 , 27-7-8 29-7-8
2-0-0 6-10-14 6.10-14 6.10-14 6.10-14 2-0.0
Scale = 1:53.8
4x4 M1120=
D
3x4 M1120= 5x8 M1120=
9.7-8 18-0-0_ 27-7-8
9-7-8 8-4-8 9-7-8
Plate Offsets MY): [B:0-4-12,0-1-81, [F:0-4-12,0-1-81, [H:0-3-0,0-3-01
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in
(loc) I/deft Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.72
Vert(LL) -0.21
B-1 >999 240
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.68
Vert(TL) -0.37
B-1 >894 180
BCLL 0.0
Rep Stress Incr YES
WB 0.53
Horz(TL) 0.07
F n/a n/a
BCDL 7.0
Code IRC2000/ANSI95
(Simplified)
Weight 100Ib
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E
TOP CHORD
Sheathed or 3-9-5 oc puffins.
BOT CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD
Rigid ceiling directly applied or 7-5-6 oc bracing.
WEBS 2 X 4 SPF Stud/Std
REACTIONS (lb/size) B=1525/0-3-8, F=1525/0-3-8
Max Horz B=-165(load case 6)
Max UpliftB=-682(load case 5), F=682(load case 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/38, B-C=-2163/857, C-D=-1797/827, D-E=-1797/827, E-F=2163/857, F-G=0/38
BOT CHORD B-1=-797/1921, H-1=-431/1300, F-H=-643/1921
WEBS C-1=-504/263, D-1=386/601, D-H=-386/601, E-H=-504/263
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf, BCDL= 4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
LOAD CASE(S) Standard
QQ,KQ�G STE
10243
o �
.� o
F,4 TF OF 1� �Q O
T C. A�yO
November 3,2004
® WARMNG - Ver(& design parameters and READ No7ES oN 77us AND mcumpai mrrzK REFERENCE PAGE MU 7473 BEMRE USE.
7777 Greenback Lane r_r_®
Design void for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
suite 109
Citrus Heights, CA 95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI1711 Quality Criteria, DSB-89 and BCSII Building Component
M iTek�
Safety information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719.
R14
10146-04 1 BIG I COMMON
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6.100 s Sep 17 2004 MTek Industries. Inc. Wed Nov 0311:24:07 2004 Page 1
-2-0-0 6-1D-14 13-9-12 20-8-10 27-7.8 29-7-8 ,
2-0.0 6.10-14 6-10.14 6.10-14 6-10.14 2-0-0
Scale = 1:53.8
5x6 M1120=
3x6 M1120-::-'
3x4 M1120=-
D
5x6 M1120=
,
9.7-8 is-" 27-7-8
9-7-8 B-4-8 9.7-8
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc) I/deft Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.60
Vert(LL) 0.27 F-H >607 240
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.92
Vert(TL) -0.34 F-H >477 180
BCLL 0.0
Rep Stress Incr YES
WB 0.55
Horz(TL) 0.04 F n/a n/a
BCDL 7.0
Code IRC2000/ANSI95
(Matrix)
Weight 141 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-11-2 oc pudins.
BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SPF Stud/5td WEBS 1 Row at midpt D-K
OTHERS 2 X 4 SPF Stud/Std
REACTIONS ((b/size) B=847/14-7-0, F=1230/0-3-8,1=78/14-7-0, J=448/14-7-0, L=615/14-7-0, M=202/14-7-0, N=64/14-7-0, 0=128/14-7-0
Max Horz B=-1 65(load case 6)
Max UpliftB=335(load case 5), F=-558(load case 6), 1=78(load case 1), J=-134(load case 5), L=191(load case 5),
M=202(load case 1), 0=23(load case 6)
Max GravB=847(load case 1), F=1230(load case 1), 1=44(load case 5), J=448(load case 1), L=615(load case 1), M=99(load
case 5), N=84(load case 2), 0=128(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/75, B-C=-1169/336, C-D=-797/313, D-E=1331/595, E-F=1701/631, F-G=0/76
BOT CHORD B-0=-325/929, N-0=-325/929, M-N=-325/929, L-M=-325/929, K-L=-325/929, J-K=172/761, I-J=-172/761, H-1=-172/761,
F-H=-426/1407
WEBS C-K=-561/285, D-K=378/137, D-H=-400/638, E-H=561/290
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable ONAL
End Detail"
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �C. /
5) AEI plates are 1.5x4 M1120 unless otherwise indicated. 1 S TFq�
6) Gable studs spaced at 2-0-0 oc. Q Q+ Q
LOAD CASE(S) Standard
I�
10243
�p �2
BBC 9rFOF SOP Q0
9T C. qN��
November 3,2004
® WARLNG - Verify design parameters and READ NrOTES ON I AND DVCLrlDED hR7'ER REFERENCE PAGE AW 7473 BEFORE OSE. Suite 09 Greenback Lane
N
Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Citrus Heights, CA, 95610
Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality controL storage, delivery, erection and bracing. consulf ANSIAP11 Quality Crllerla. DSB-89 and BCS11 Building Component M 7ek®
Safety Information available from Truss Plate institute. 583 D'Onofrio Drive, Ivtodison, WI 53719.
Job
russ
s ype
ty
y
R14144438
10146.04
B1GD
DBL. HOWE
1
2
Job Reference (optional)
DM%r vvroo tlUMnu rru.wl, nimnu rhLLrl, Iu 0a9Yc
0. luu s aaP I r cuuq Mi I elc mausmes, Inc. vvev Ivav w I.i:ao:au cuv% raga I
-2-0-0 , 8-1-8 — , 13-9-12 , 19-6-0 ,27-7-8 ,
2-0-0 8-1-8 6-8-4 5-8-4 8-1-8
Scale • 1:45.1
ex12 M1120 11
13
c
5
W8 M1120 i I n n u L r r ry V r
3x12 M1120 11 Special special 12x12 M112D = 1202 M1120 = Special 3d2 Mt120 11 Special 10x16 M112DH
Special Special Special Special Special 608 M112D
Special
8-1-8 , 13-9-12 , 19-6-0 , 27-7-8
8-1-8 5-8-4 5-84 8-1-8
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.60
Vert(LL)
-0.30
H-1
>999
240
M1120 187/144
TCDL 7.0
Lumber Increase
1.15
BC 0.63
Vert(TL)
-0.41
H-1
>790
180
M1120H 160/128
BCLL 0.0
Rep Stress Incr
NO
WB 0.91
Horz(TL)
0.11
E
n/a
n/a
BCDL 7.0
Code IRC2000/ANSI95
(Matra)
Weight 528lb
LUMBER
TOP CHORD
2 X 8 DF SS
BOT CHORD
1.5 X 11.88 LSL Truss Grade
WEBS
2 X 4 SPF 165OF 1.5E -Except-
B-H 2 X 4 SPF Stud/Std, C-H 2 X 4 DF 240OF 2.0E
D-H 2 X 4 SPF Stud/Std
WEDGE
Left: 2 X 6 DF
180OF 1.6E, Right: 2 X 6 DF 180OF 1.6E
REACTIONS (lb/size) A=10099/0-5-8, E=12859/0-5-8
Max Horz A=-116(load case 6)
Max Uplift A=-4518(load case 5), E=5550(load case 6)
BRACING
TOP CHORD Sheathed or 3-9-1 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt B-H, D-H
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-22276/9854, B-C=-16756/7273, C-D=-1677817285, D-E=-22524/9674
BOT CHORD A-I=-8978/20099, I-J=8978/20099, J-K=8978/20099, H-K=-8978/20099, G-H=8726/20414, G-L=-8726/20414,
F-L=-8726/20414, F-M=-8726/20414, M-N=-8726/20414, N-0=8726/20414, O-P=-8726/20414, E-P=-8726/20414
WEBS B-1=2393/4787, B-H=-6014/2985, C-H=-6094/13849, D-H=-6386/2825, D-F=-2146/4908
NOTES
1) 2-ply truss to be connected together with 0.1 31"x3" Nails as follows:
Top chords connected as follows: 2 X 8 - 2 rows at 0-9-0 oc.
Bottom chords connected as follows: 1.5 X 11.88 - 4 rows at 0-4-0 oc.
Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section.
Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=:4.2psf; BCDL=4.2psf, Category II; Exp C; enclosed; MWFRS gable end zone;
cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4518 lb uplift at joint A and 5550 lb
uplift at joint E.
8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48401b down and
24951b up at 8-1-8, 17171b down and 6531b up at 10-0-12, 17171b down and 6751b up at 12-0-12, 17171b down and 7051b up at
___ 14-0-12, 17171b down and 722ib up at 16-0-12, 17171b down and 7351b up at 18-0-12. 1717Ib down and 735Ib uo at 20-0-12.
ihi'tFiiidf'gfr��'BiTt4)i�fit98i�Fi�° t �'i �f 7473 EEFOhE USE.
Design valid for use only wit ANTek connectors. This design is based only upon pnr ters shown, and is for on individual building component.
Ap licability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
LOA4G4W4Jp6taMdaTdduol web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional pemwnent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crffeda, DSB-89 and BCSII Building Component
Col$#fatethbnp0ge 9vailable from Truss Plate Institute. 583 D'Onofrio Drive, h4odison, WI 53719.
s�OsT E9�4/2�F9
10243
Q Z
X O
Q F VQ �Q�
T C. ANO
November 3,2004
7777 Greenback Lane I..i!V
Suite 109
Citrus Heights, CA, 95610
M iTeke
�J
Job
russ
ss ype
Qty
Py
R14144438
10146.04
B1GO
DBL. HOWE
1
2
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
6.100 s Sep 17 2004 MTek Industries, Inc. Wed Nov 03 13:36:30 2004 Page 2
LOAD CASE(S) Standard
1) Regular. Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: A-C=-84, C-E=84, A-E=-14
Concentrated Loads (lb)
Vert: G=-1717(B)1=-4840(B) H=-1717(B) J=-1717(B) K=-1717(B) L=-1717(B) M=1717(B) N=1717(B) 0=1717(B) P=1717(B)
7777 Greenback Lane ®Verify design parametars and READ 11rOTES ON TffiS AND DYCLr1DED LQ7E8 REFSREHCE PAQS � 7473 BEFORE USE. Suite 109 �
Design valid for use any with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Citrus Heights, CA, 95610
Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the ►esponsibillity of the
erector. Additional permonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII QuaMy Cdterla, DSB-89 and BCSII Building Compononf M �Tek`
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
Job Truss ype Oty Ply
R1414443
10146-04 C1 COMMON 1 1
.lob Reference (optional)
BMC WEST (IDAHO FALLS). IDAHO FALLS, ID 83402 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Nov 0311:24:12 20G4 Page 1
-2.0-0 6-8-0 13-4-0 15-4-0
2-0.0 6-8-0 6-8-0 2-0.0
Scale = 1:28.5
4x4 M1120=
C
I
I
M
I�
8-8-0
13-4-0
6-8-0
6.8.0
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in
(loc) I/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.70
Vert(LL) -0.04
B-F >999 240
M1120 197/144
TCDL 7.0
Lumber Increase
1.15
BC 0.33
Vert(TL) -0.07
B-F >999 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.12
Horz(TL) 0.01
D n/a n/a
BCDL 7.0
Code IRC2000/ANSI95
I
(Simplified)
Weight:41 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E
TOP CHORD
Sheathed or 6-0-0 oc pudins.
BOT CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SPF Stud/Std
REACTIONS (lb/size) B=825/0-3-8, D=825/0-3-8
Max HorzB=-101(load case 6)
Max UpliftB=-383(load case 5). D=383(load case 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/38, B-C=-695/290, C-D=-695/290, D-E=0/38
BOT CHORD B-F=200/618, D-F=-200/618
WEBS C-F=-93/222
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
LOAD CASE(S) Standard
NAL
4Q��Q�GOST EO�•�F9
10243
o
� o
F
T C. ANo
November 3,2004
®WARNING - 17erVy design parameters and READ NOTES ON TBIS AND DWJMED it TES REFERENCE PADS MU-7473 BEFORE US& 7777 Greenback Lane
Deign valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109
Applicability of design aromenters and proper incorporation of component is responsibility Citrus Heights, CA, 95610
pp ty ig p p p rpo p ponsibiGty of building designer -not buss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M �Tek®
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
Job Truss 14W Typi
10146-04 1C1G COMMON
R141
tD 83402 6.100 s Sep 17 2004
-24-0 6-8-0 , 13-4-0_ , 154-0 ,
2-0-0 6-8-0 6-8-0 2-0-0
Scale = 1:28.5
LOADING (psf)
SPACING
2-0-0
CSI
TCLL
35.0
Plates Increase
1.15
TC 0.33
TCDL
7.0
Lumber Increase
1.15
BC 0.13
BCLL
0.0
Rep Stress Incr
YES
WB 0.05
BCDL
7.0
Code IRC2000/ANS195
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
OTHERS 2 X 4 SPF Stud/Std
4x4 MI120=
13.4-0
I�
DEFL
in (loc)
I/deft
Ud
PLATES GRIP
Vert(LL)
-0.06 1
n/r
120
MI120 197/144
Vert(TL)
-0.07 1
n/r
120
Horz(TL)
0.00 H
n/a
n/a
Weight: 49 Ib
BRACING
TOP CHORD Sheathed or 6-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) B=376/13-4-0, H=376/13-4-0, L=170/134-0, M=214/13-4-0, N=152/13-4-0, K=214/13-4-0, J=152/13-4-0
Max HorzB=101(load case 6)
Max UpliftB=-172(load case 5), H=191(load case 6), M=-94(load case 5), N=-20(load case 4), K=92(load case 6), J=20(load case 3)
Max GravB=376(load case 1), H=376(load case 1), L=170(load case 1), M=221(load case 7), N=152(load case 1). K=221(load case 8), J=152(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/75, B-C=-85/58, C-D=-55/85, D-E=-57/109, E-F=57/102, F-G=-55/52, G-H=85/25, H-1=0/75
BOT CHORD B-N=0/90, M-N=0/90, L-M=0/90, K-L=0/90, J-K=0/90, H-J=0/90
WEBS E-L=149/0, D-M=180/95. C-N=-160169, F-K=180/94. G-J=161/69
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98: 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable
End Detail"
4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads.
5) All plates are 1.5x4 M1120 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
ONAL
LOAD CASE(S) StandardE�C�'j
Q��C ISTF9� 2F�`
10243
o �
0 O
OF �pPGQ�
T C. A14
November 3,2004
vrrrrimavrr 7777 Greenback Lana
A WARNDIrG - VEri(/}r design pasamatcrs and READ NOTES ON TSlS AND INCLrlDED At2TES PAGE ffiI t►473 BEFORE t7SE Suite 109
Design void for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610
Appicobil ly of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibiity of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSIAP11 Qualify Criteria, DSB-89 and SCSI BuRding Component iTek�
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719.
10146-04 1 HF
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
QUEENPOST 2 1
Job Reference (optional) R1414444'
6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Nov 03 11:24:14 2004 Pagi
9.10-0 19-8-0
9-10-0 4x4 M1120= 9-10-0 Scale = 1:74.6
F
13.42
B
A
E
12
D
C
G
H
I
J
K
O
O
T S R Q
P 0
N M
O
L 3x4 M1120\\
3x4 M1120//
19-8-0
19-8.0
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in (toe)
I/deft
Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.10
Vert(LL)
n/a -
n/a
999
M1120 197/144
TCDL 7.0
Lumber Increase
1.15
BC 0.06
Vert(TL)
n/a -
n/a
999
BCLL 0.0
Rep Stress Incr
NO
WB 0.19
Horz(TL)
0.01 K
n/a
n/a
BCDL 7.0
Code IRC20001ANS195
(Matrix)
Weight 111lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc pudins.
BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt F-P, E-Q, G-0
REACTIONS (lb/size) A=94/19-8-0, K=94/19-8-0, P=123/19-8-0, Q=192/19-8-0, R=198/19-8-0, S=197/19-8-0, T=192/19-8-0, 0=192/19-8-0
, N=198/19-8-0, M=197/19-8-0, L=192/19-8-0
Max HorzA=-345(load case 3)
Max UpliftA=-123(load case 3). K=72(load case 4), Q=137(load case 5), R=161(load case 5), S=-153(load case 5),
T=-151(load case 5), 0=-133(load case 6), N=-163(load case 6), M=-153(load case 6), L=-151(load case 6)
Max GravA=298(load case 5). K=269(load case 6), P=220(load case 6), Q=200(load case 7), R=198(load case 1),
S=197(load case 7), T=192(load case 1), 0=200(load case 8). N=198(load case 1), M=197(load case 8),
L=192(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
T_ OP CHORD A-B=-414/186, B-C=-291/173, C-D=196/156, D-E=-116/144, E-F=-113/198, F-G=-113/173, G-H=-116/101, H-1=-127/87,
I-J=-250/104, J-K=-376/117
BOT CHORD A-T=-78/279, S-T=-78/279, R-S=-78/279, Q-R=78/279, P-Q=78/279, O-P=78/279, N-0=-78/279, M-N=-78/279,
L-M=78/279, K-L=78/279
WEBS F-P=203/0, E-Q=-172/154, D-R=169/177, C-S=170/173, B-T=-157/155, G-0=-172/150, H-N=-169/179, I-M=170/172,
J-L=157/155
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable
End Detail"
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) All plates are 1.5x4 M1120 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
LOAD CASE(S) Standard
°'ScaOSTF9 �'�QF
Q � F F
\TO F
c`OA Py
9r C.
AN��c
November 3,2004
® WARMNG - Perib design parameters and READ NrOT= ON IM AND DPCLUDED WTEK REFERENCE PAGE AM 7473 BEFORE USE. 7777 Greenback Lane i
®
Design valid for use only with MTek connectors. This design is based only upon parameters shown, and a for an individual building component. Suite 109
Applicability of design paromentess and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbiBty of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consull ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Compoent M �Tek�
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
Job Truss 11M Type Qty Ply 'qmF
R1414444
10146-04 J1 MONO TRUSS 25 1
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Nov 0311:24:15 2004 Page 1
-2-0.0 8.0.0 ,
2-0.0 B 0.0
1.5x4 M1120 11 Scale = 1:28.3
C
13
LOADING(psf)
SPACING
2-0-0
TCLL
35.0
Plates Increase
1.15
TCDL
7.0
Lumber Increase
1.15
BCLL
0.0
Rep Stress Incr
YES
BCDL
7.0
Code IRC2000/ANSI95
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stud/Std
112011
8.0-0
B-0.0
CSI
DEFL
in (loc)
I/defl
Ud
PLATES GRIP
TC 0.91
Vert(LL)
0.21 B-D
>427
240
M1120 197/144
BC 0.41
Vert(TL)
-0.32 B-D
>284
180
WB 0.00
Horz(TL)
0.00
n/a
n/a
(Matrix)
Weight: 26 lb
REACTIONS (lb/size) B=595/0-5-8, D=345/0-5-8
Max HorzB=223(load case 5)
Max Uplift6=-274(load case 5), D=-203(load case 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/77, B-C=-161/105, C-D=-291/149
BOT CHORD B-D=0/0
BRACING
TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
LOAD CASE(S) Standard
4Q�FQ�G �S TE
10243
qr PLO 0�
1 F OF
C. AN4
November 3,2004
,..,,..,®
® GDARMNG • 9tft design pararrrctcrs and READ ROTES ON THIS AND lNCLaDEMIT
ER TER REFERENCE PAGE ffi17473 BEFORE USE 7777 Greenback LaneSuite 109
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610
Applicability of design paromenters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown
is for lateral support of individual web members only. Additionol temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS"9 and BCSI1 Building Component M �ek�
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
10146-04 I J1A I MONO TRUSS 16 I 1
.lob Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed Nov 0311:24:16 2004 Page 1
A
-2-0-0 5.11-11
I I '
2-0.0 5.11-11
� 5-11-11
5-11.11
Scale = 1:19.6
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc) I/deft Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.42
Vert(LL) 0.07 B-D >987 240
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.23
Vert(TL) -0.11 B-D >658 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00 C n/a n/a
BCDL 7.0
Code IRC2000/ANSI95
(Matrix)
Weight: 17lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-11-11 oc purlins.
BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) C=198/Mechanical, B=498/0-3-8, D=40/Mechanical
Max Horz B=1 79(load case 5)
Max UpliftC=98(load case 5), B=-240(load case 5), D=-410oad case 3)
Max GravC=198(load case 1), B=498(load case 1), D=98(load case 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/76, B-C=-125/70
BOT CHORD B-D=0/0
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft TCDL=4.2psf, BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
LOAD CASE(S) Standard
NAL
�FSS��STFq
FF9
10243
I
O
O
of �o �
T C. 0
November 3,2004
® WARNING - ver ft design parwneters and READ NOTES ON TMS AND MCLODED M T K REFERENCE PAGE AW 7473 BEFORE US& 7777 Greenback Lane ®
it
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Sue 109
Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTek`
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719.
R14
10146-04 I J1 B I MONO TRUSS
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
A
6 1 l Job Reference (optional)
6.100 s Sep 17 2004 MiTek industries, Inc. Wed Nov 03 11:24:17 2004 Page 1
,
-2-0-0 3-11-11 ,
2-0-0 3-11-11 „
Scale = 1:15.0
r
3.11-11 ,
3-11-11
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in
(loc) I/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.38
Vert(LL) 0.01
B-D >999 240
M1120 197/144
TCDL 7.0
Lumber Increase
1.15
BC 0.10
Vert(TL) -0.02
B-D >999 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL) -0.00
C n/a n/a
BCDL 7.0
Code IRC2000/ANSI95
(Matrix)
Weight 12lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E
TOP CHORD
Sheathed or 3-11-11 oc pudins.
BOT CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc'bracing.
REACTIONS (lb/size) C=94/Mechanical, B=420/0-3-8, D=26/Mechanical
Max Horz B= 1 38(load case 5)
Max UpliftC=39(load case 5), B=-218(load case 5), D=-27(load case 3)
Max GravC=94(load case 1), B=420(load case 1). D=64(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/76, B-C=-98/30
BOT CHORD B-D=0/0
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girders) for truss to truss connections.
LOAD CASE(S) Standard
QGOSTE
10243
� o
of
T C. A
November 3,2004
A ,..�,..,® fVARHRVO - IIer(Jy design parameters and READ ROTES ON TSIS AND Iltrfll7DED ffiTES REFERENCE PAGE e� 7777 Greenback Lane 7473 BEFORE USE. Suite 109
Design void for use only with Mr1ek connectors. This design is based any upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610
Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not inns designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and BC511 Building Component M �Tek�
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
Job Truss IqW/Type Qty Ply
10146-04 J1 C MONO TRUSS 6 1
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6.100 s Sep 17 2004 MiTek Industries, Inc. Wed
-2-0.0 1-11-11
2-0.0 1-11-11
A
1-11-11 ,
R 1414444
17 2004 Page 1
Scale = 1:10.5
LOADING(psf)
SPACING 2-0-0
CSI
DEFL in (loc) I/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.34
Vert(LL) -0.00 B >999 240
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.03
Vert(TL) -0.00 B-D >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00 C n/a n/a
BCDL 7.0
Code IRC2000/ANSI95
(Matrix)
Weight 7 ib
LUMBER BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 1-11-11 oc pudins.
BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) C=17/Mechanical, B=366/0-3-8, D=14/Mechanical
Max HorzB=100(load case 5)
Max UpliftC=17(load case 1), B=-212(load case 5), D=-14(load case 3)
Max GravC=30(load case 5), B=366(load case 1), D=33(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/75, B-C=-83/13
BOT CHORD B-D=0/0
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
LOAD CASE(S) Standard
oFF�'ScaOSTER
10243
qT Pao 0
of
T C. M4
November 3,2004
® WAWMM - Ver(& design parasneters and READ NOTES ON THIS AND DI1 VDSD SIITEK REFERENCE PAGE AW 7473 BEFORE OS& 7777 Greenback Lane .�.r...®
Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for on individual building component. Suite 109
Applicability of design poramanten and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M �Tek�
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719.
Job
10146-04 I K1 HJ
R14
-2-9-15 6-5-0 11-3-12
2-9-15 6.5-0 4-10-12
SKH26R SKH26R SKH26R
6-5-0 11-3-12
6.5-0 4-10-12
Nov 03 11:24:19 2004 Page 1
3x4 M1120 !:�- Scale = 1:29.0
E
LOADING (psf)
SPACING 2-0-0
CSI
DEFL
in
(loc)
I/deft
Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.90
Vert(LL)
-0.18
B-F
>719
240
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.35
Vert(TL)
-0.29
B-F
>436
180
BCLL 0.0
Rep Stress Incr NO
WB 0.47
Horz(TL)
0.01
F
n/a
n/a
BCDL 7.0
Code IRC2000/ANS195
(Matrix)
Weight: 51lb
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 6 DF 180OF 1.6E
WEBS 2 X 4 SPF 165OF 1.5E -Except'
C-F 2 X 4 SPF Stud/Std
REACTIONS (lb/size) F=748/Mechanical, B=919/0-7-12
Max HorzB=229(load case 3)
Max UpliftF=-419(load case 3), B=-427(load case 3)
BRACING
TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0/86, B-G=-980/306, G-H=-828/325, C-H=805/314, C-1=209l77, D-1=-94/29, D-E=-9/0, D-F=-289/150
BOT CHORD B-J=-398/845, J-K=-398/845, K-L=-398/845, F-L=-398/845
WEBS C-F=-826/367
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) Refer to girder(s) for truss to truss connections.
4) Use USP SKH26L (With 16d nails into Girder & NASD nails into Truss) or equivalent spaced at 2-9-15 oc max. starting at 2-10-4 from the
left end to 8-6-2 to connect truss(es) J I C (1 ply 2 X 4 SPF) to front face of bottom chord.
5) Use USP SKH26R nth 16d nails into Girder & NASID nails into Truss) or equivalent spaced at 2-9-15 oc max. starting at 2-10-4 from the
left end to 8-6-2 to connect truss(es) J I C (1 ply 2 X 4 SPF) to back face of bottom chord.
6) Fill all nail holes where hanger is in contact with lumber.
7) Special hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s)101b down and 241b up at
5-8-3. 101b down and 241b up at 5-8-3, 1141b down and 821b up at 8-6-2, 1141b down and 821b up at 8-6-2, and 2811b down at 2-104, and
281b down at 2-10-4 on top chord. The design/selection of such special connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert A-D=84, D-E=84, B-F=14
Concentrated Loads (lb)
Vert H=20(F=10, B=-10)1=-229(F=-114, 8=-114) J=1(F=O, B=0) K=-25(F=12, B=-12) L=-53(F=-26, B=-26)
QQ�FQ��ONAL
S TE IV%9
10243
0 tom.
9�F OF Q �Q�
'4T C ANO
November 3,2004
® WAS% Ter (RJn Parameters and READ lYOTSS QH T211SS AND l2lfCZrJDED ?*IITES REFER8IVCE PAGE ffif 7473 BEFORE r1SL
7777 Greenbadc Lane . !I&
09
Design valid for use only with M iTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Suitt He
Appicabirity of design peramenters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA 95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, guoity control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component iTek` Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Mad'aon. WI 53719.
10146-04 I V1
4
4
0
VALLEY
1 1
6.100 s
3-5.8 , 6-11-0
3.5.8 3-5.8
4x4 M1120=
B
3x4 MI120 5- 1.5x4 M112011 3x4 MI120-Z�
LOADING (psf)
SPACING
2-0-0
CSI
TCLL
35.0
Plates Increase
1.15
TC 0.08
TCDL
7.0
Lumber Increase
1.15
BC 0.04
BCLL
0.0
Rep Stress Incr
YES
WB 0.05
BCDL
7.0
Code IRC20001ANSI95
(Simplified)
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.5E
BOT CHORD 2 X 4 SPF 165OF 1.5E
OTHERS 2 X 4 SPF Stud/Std
REACTIONS (lb/size) A=155/6-11-0, C=155/6-11-0, D=253/6-11-0
Max HOrzA=-26(load case 6)
Max UpliftA=-38(load case 5), C=-43(load case 6), D=33(load case 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=31/31, B-C=-31/21
BOT CHORD A-D=1/28, C-D=1/28
WEBS B-D=-213/58
}
L
R 1414444
Wed Nov 03 11:24:20 2004 Page 1
DEFL
in (loc)
I/deft
Ud
PLATES GRIP
Vert(LL)
n/a -
n/a
999
M1120 197/144
Vert(TL)
n/a -
n/a
999
Horz(TL)
0.00 C
n/a
n/a
Weight: 17 lb
BRACING
TOP CHORD Sheathed or 6-0-0 oc pudins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Gable requires continuous bottom chord bearing.
LOAD CASE(S) Standard
Scale=1:14.3
NAL
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November 3,2004
A WAWMG - Verft design parameters and READ NOTES ON MS AND INCLUDED A! = REFFJMW PAGE MU-7473 BEFORE USE. 7777 Greenback Lane
Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Suite 109
Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not inns designer. Bracing shown Citrus Heights, CA, 95610
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilkty, of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Fabrication. quality control, storage. derrvery, erection and bracing, consult ANSI/IPII Quality Criteria, DSB-89 and BCSII Building Component M Me ke
Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719.
k
Symbols
PLATE LOCATION AND ORIENTATION
14-1 3/4' *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.
*For 4 x 2 orientation, locate
plates 0-'/i6' 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
The first dimension is the width
4 x 4 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/TPI I : National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI1: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
6-4-8 dimensions shown in ft-in-sixteenths
1 2 3
TOP CHORDS
o
C 1-2 C2-3
c 4
WEBS
O=
ap
U ice'
U
CL
�Ab U
O
~
C7-8 C6.7 CS-6
bUI IUM UIUKUJ
8 7 6
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/LETTERS.
CONNECTOR PLATE CODE APPROVALS
BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32
ICBO 4922, 5243, 5363, 3907
SBCCI 9667, 9730, 9604B, 9511, 9432A
MEMO
MiTek Engineering Reference Sheet: MII-7473
General Safety Notes
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 BCSI1.
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.
0
p 4. Cut members to bear tightly against each other.
0- 5. Place plates on each face of truss at each
p joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI1.
5 6. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI1.
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 at
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.
® 2004 MiTek®
0