HomeMy WebLinkAboutPermit Building 2019-04-26�DP�TIO•aA•`. �Nt�t:�`-t �''�1'cA�t tri? t�S
ENERGY EFFICIENCY
TABLE N1 101.1(2)
ADDITIONAL MEASURES
For SI: 1 square foot = 0.093 m2, 1 watt per square foot = 10.8 W/m2.
a. Appliances located within the building thermal envelope shall have sealed combustion air installed. Combustion air shall be ducted directly from the
outdoors.
b. All duct joints and seams sealed with listed mastic; tape is only allowed at appliance or equipment connections (for service and replacement). Meet sealing
criteria of Performance Tested Comfort Systems program administered by the Bonneville Power Administration (BPA). 66:004
c. Residential water heaters less than 55 gallon storage volume. gee* • • ; • •
d. A total of 5 percent of an HVAC system's ductwork shall be permitted to be located outside of the conditioned space i)uctF.%cated outsiM11 a conditioned • a
space shall have insulation installed as required in this code. 000040 • • • • of
e. The maximum vaulted ceiling surface area shall not be greater than 50 percent of the total heated space floor area unlels vaulted area has a U -factor no gealer; • a
than U-0.026.go
. • •
f. Continuous air barrier. Additional requirement for sealing of all interior vertical wall covering to top plate framing. Sealing with foamcaulk or other
gasket
approved sealant listed for sealing wall covering material to structural material (example: gypsum board to wood stu4m". 0000 • • • • • •
g. Table N1104.1(1) Standard base case design, Code UA shall be at least 8 percent less than the Proposed UA. Buildings*Ath f*irestrati%IjVAlfan 15 pdreent • •
of the total vertical wall area may adjust the Code UA to have 15 percent of the wall area as fenestration. 000000
• • • •
•• •
• • •
•••••• •••••• ••••
• • •
•• •• ••••••
00
• • • • • • •
00*0
2017 OREGON RESIDENTIAL SPECIALTY CODE 435
High efficiency walls
1
Exterior walls—U-0.045/R-21 cavity insulation + R-5 continuous
Upgraded features
2
Exterior walls—U-0.057/R-23 intermediate or R-21 advanced,
Framed floors—U-0.026/R-38, and
W
Windows—U-0.28 (average UA)
W
Upgraded features
3
Exterior walls—U-0.055/R-23 intermediate or R-21 advanced,
Flat ceiling'—U-0.017/R-60, and
or
Framed floors—U-0.026/R-38
Super Insulated Windows and Attic OR Framed Floors
4
Windows—U-0.22 (Triple Pane Low -e), and
Lu "
Flat ceiling'—U-0.017/R-60 or
Q
0
Framed floors—U-0.026/R-38
a
Air sealing home and ducts
w
5
Mandatory air sealing of all wall coverings at top plate and air sealing checklistf and
Mechanical whole -building ventilation system with rates meeting M1503 or ASHRAE 62.2, and
All ducts and air handlers contained within building enveloped or
All ducts sealed with masticb
efficiency thermal envelope UA9
OHigh
6
Proposed UA is 8% lower than the code UA
High efficiency HVAC systema
Gas-fired furnace or boiler AFUE 94%, or
w
Air source heat pump HSPF 9.5/15.0 SEER cooling, or
N
Ground source heat pump COP 3.5 or Energy Star rated
Ducted HVAC systems within conditioned space
c O
B
All ducts and air handlers contained within building enveloped
•- 2
m—
Cannot be combined with Measure 5
rn "
C
Ductless heat pump
c
Ductless heat pump HSPF 10.0 in primary zone of dwelling
V
High efficiency water heater`
D
Natural gas/propane water heater with UEF 0.85 OR
Electric heat pump water heater Tier 1 Northern Climate Specification Product
For SI: 1 square foot = 0.093 m2, 1 watt per square foot = 10.8 W/m2.
a. Appliances located within the building thermal envelope shall have sealed combustion air installed. Combustion air shall be ducted directly from the
outdoors.
b. All duct joints and seams sealed with listed mastic; tape is only allowed at appliance or equipment connections (for service and replacement). Meet sealing
criteria of Performance Tested Comfort Systems program administered by the Bonneville Power Administration (BPA). 66:004
c. Residential water heaters less than 55 gallon storage volume. gee* • • ; • •
d. A total of 5 percent of an HVAC system's ductwork shall be permitted to be located outside of the conditioned space i)uctF.%cated outsiM11 a conditioned • a
space shall have insulation installed as required in this code. 000040 • • • • of
e. The maximum vaulted ceiling surface area shall not be greater than 50 percent of the total heated space floor area unlels vaulted area has a U -factor no gealer; • a
than U-0.026.go
. • •
f. Continuous air barrier. Additional requirement for sealing of all interior vertical wall covering to top plate framing. Sealing with foamcaulk or other
gasket
approved sealant listed for sealing wall covering material to structural material (example: gypsum board to wood stu4m". 0000 • • • • • •
g. Table N1104.1(1) Standard base case design, Code UA shall be at least 8 percent less than the Proposed UA. Buildings*Ath f*irestrati%IjVAlfan 15 pdreent • •
of the total vertical wall area may adjust the Code UA to have 15 percent of the wall area as fenestration. 000000
• • • •
•• •
• • •
•••••• •••••• ••••
• • •
•• •• ••••••
00
• • • • • • •
00*0
2017 OREGON RESIDENTIAL SPECIALTY CODE 435
A
State of Oregon
Building Codes Division
Better Buildings far Oregon
2017 ORSC Additional Measure 6 Calculator
For demonstrating compliance with Additional Measure 6 only.
If any assembly does not meet Table N1101.1(1), Table N1104.1(1) must be
used to demonstrate minimum code compliance first.
Yellow fields require a value to be entered if field is applicable.
Use the drop down menu in fields with "SELECT ITEM"
IF field is applicable.
South Umpqua Permit #:
Standard Base Case
BUILDING COMPONENTS
Flat ceilings
Vaulted ceilings
Conventional wood -framed walls
Mixed or Other wall types
Underfloor
Slab edge & Underslab
Insulated Concrete Form Walls
BUILDING COMPONENTS
Flat ceilings
Vaulted ceilings
Total area of ALL Wall Surfaces
85% of Total wall area
Windows=15% of Total wall area
Underfloor
Slab edge (enter lineal feet)
Skylights
Exterior Doors
Doors with >2.5ft2 glazing
Areas U -factor Areas x U
1804
0.021
37.88
SELECT ITEM 01
0.033
0.00
2213
0.063
125.42
1881.05
0.059
110.98
331.95
0.300
99.59
1804
0.033
59.53
0.520
0.00
0.500
0.00
40
0.200
8.00
20
0.4001
8.00
Sum 323.98295
Proposed Alternative
R -Value Construction Type Areas U -factor Areas x U
R-49, Advanced framing 1804
0.020
36.08
SELECT ITEM 01
0.000
0.00
R-21, 0, Conventional framing 1990.75
0.063
125.42
SEE Walls Overall U -Factor Tab 0
0.000
0.00
R-30, Underfloor 1804
0.0331
59.53
SELECT ITEM 0
0.0001
0.00
0000..
0000..
0000....
TOTAL WINDOW DOOR AND SKYLIGHT (input on Window, door and•►nrell tab99j• • •
Inrnvidin nrnrh;r_t crit ch of
Windows from Window Tab
Skylights from Skylight Tab
Exterior Doors from Door Tab
Doors with >2.5ft2 glazing
222.25 0.93 65.23
0
•0 009
:-U-66
40
`C.Mj
20
0.300
_5+20
•6'00
Sum 297.45425
PASS or FAIL: PASS
-8.2%
•••••
0000...
0000•••
0000....
0000....
0000 0000
••••
0000....
••••
Building Codes Division ♦ Department of Consumer and Business Services ♦ State of Oregon
1535 Edgewater St. NW, Salem, OR 97304 ♦ P.O. Box 14470, Salem, OR 97309-0404
♦ b r n. '
503-373 0205 ♦Fax. 503-378-2322cd o egoov
g
Last updated: 4/26/2019
OW AU;61T
SIGNATURE HOMES
1953 GARDEN
-vCCdE,
AVE
Q9-974
-'-_-
L, U—
--J
—ev4�, O ^R F 'Z,'
Rw '�
511RO,.
MFat
— —
—
s�
rp �pC
� �� �
.._--------
� '{"�'7l,�C�. �,
�� �
.41
i � � e�
.--'—
---- -- —___ _ __.__ ____._. _.__deed_ _._ .. ____ .—_.._. _ _ __. _____.
_.__..___-- —►�-t _—_
_� ------
— — --- —
C71 Plf�
P G v-t�
,.._..... _._ ..._...._.._.__...__...----
deed
deed.
.
. . ..
.. .
deed..
OL
01
0-110 XP dMS
•t
_ =
•
•
odds••
_._...._....-_deed ._.._ _._.._._.__ ...—.. ._. _.__. _. � ._._., LL_"—•_`�'_ --------- - ■ / .
/ . • •.. •
'
__._.._......._.
._..._ .—____.. .. _.«.._.._ _._..._._ _.._...__...—..__._._.__..._._._............... _._.._.,__._._......_.._...._._.._..__.._._.___..._.
_deed-........._.._..._..
• •
•
••
••
sods••
• • •
osis
odes
Project: Flipper 48-50
Location: 1 FH1
Multi -Loaded Multi -Span Beam
[2009 International Building Code(2005 NDS)]
5.5 IN x 15.0 IN x 16.25 FT
24F -V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 11.1 %
Controlling Factor: Deflection
DEFLECTIONS
Center
Live Load
0.29
IN L/662
Dead Load
0.19
in
Total Load
0.49
IN U400
Live Load Deflection Criteria: U480 Total Load Deflection Criteria: 0360
REACTIONS
A
B
Live Load
3942
Ib 4048 Ib
Dead Load
2529
Ib 2714 Ib
Total Load
6471
Ib 6762 Ib
Bearing Length
1.81
in 1.89 in
BEAM DATA
Center
Span Length
16.25 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
16.25 ft
Live Load Duration Factor
1.15
Camber Adj. Factor
1
Camber Required
0.19
Notch Depth
0.00
MATERIAL PROPERTIES
24F -V4 - Visually Graded Western Species
Base Values
Adjusted
Bending Stress: Fb = 2400 psi
Controlled by:
Fb_cmpr = 1850 psi
Fb' = 2750 psi
Cd=1.15 Cv=1.00
Shear Stress: Fv = 265 psi
Fv' = 305 psi
Cd=1.15
Modulus of Elasticity: E = 1800 ksi
E'= 1800 ksi
Min. Mod. of Elasticity: E_min = 930 ksi
E_min' = 930 ksi
Comp. -L to Grain: Fc - -- = 650 psi
Fc - -L= 650 psi
Controlling Moment: 28295 ft -Ib
7.8 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on
span(s) 2
Controlling Shear: -6762 Ib
16.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on
span(s) 2
Comparisons with required sections: Read
Provided
Section Modulus: 123.48 in3
206.25 in3
Area (Shear): 33.28 in2
82.5 int
Moment of Inertia (deflection): 1392.37 in4
1546.88 in4
Moment: 28295 ft -Ib
47261 ft -Ib
Shear: -6762 lb
16761 Ib
LGordon Anslow
Anslow & DeGeneault
1953 Garden Avenue
Eugene, Oregon
StruCalc Version 8.0.113.0 8/10/2018 11:52:43 AM
LOADING DIAGRAM
A -
-16.26 ft
UNIFORM LOADS Center
Uniform Live Load 0 plf
Uniform Dead Load 0 pif
Beam Self Weight 18 pif
• •
Total Uniform Load 18 pif
•
POINT LOADS - CENTER SPAN
Load Number One
Live Load 2500 Ib
Dead Load 1400 Ib
Location 3.5 ft
TRAPEZOIDAL LOADS - CENTER SPAN
Load Number One
Two
Left Live Load 60 plf
480 plf
Left Dead Load 40 plf
310 plf
Right Live Load 60 plf
480 plf
Right Dead Load 40 plf
310 plf
Load Start 0 ft
5.5 ft
Load End 5.5 ft
16.25 ft
Load Length 5.5 ft
10.75 ft
.. .
• •
•
•
•• ••
••••••
Project: Flipper 48-50
Location: 1 FH2
Multi -Loaded Multi -Span Beam
[2009 International Building Code(2005 NDS)]
5.5 IN x 9.5 IN x 6.25 FT
#1 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 55.0%
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.05 IN L/1649
Dead Load 0.03 in
Total Load 0.07 IN U1051
Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360
REACTIONS A
B
Live Load 2014 Ib
2074 Ib
Dead Load 1146 Ib
1255 Ib
Total Load 3160 Ib
3329 Ib
Bearing Length 0.92 in
0.97 in
BEAM DATA
Center
Span Length
6.25 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
6.25 ft
Live Load Duration Factor
1.15
Notch Depth
0.00
MATERIAL PROPERTIES
#1 - Douglas -Fir -Larch
Base Values Adjusted
Bending Stress:
Fb = 1350 psi Fb' = 1553 psi
UNIFORM LOADS Center
Cd=1.15 CF= 1.00
Shear Stress:
Fv = 170 psi Fv' = 196 psi
Uniform Dead Load 0 plf
Cd=1.15
Modulus of Elasticity:
E = 1600 ksi E'= 1600 ksi
Min. Mod. of Elasticity:
E_min = 580 ksi E_min' = 580 ksi
Comp. -L to Grain:
Fc - -L = 625 psi Fc - -L'= 625 psi
Controlling Moment:
6904 ft -Ib
2.25 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear:
-3329 Ib
6.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections: Read Provided
Section Modulus:
53.36 in3 82.73 in3
Area (Shear):
25.54 in2 52.25 int
Moment of Inertia (deflection):
134.57 in4 392.96 in4
Moment:
6904 ft -Ib 10703 ft -Ib
Shear
-3329 lb 6810 lb
page
1 Gordon Anslow
Anslow 8 DeGeneault
Mal1953 Garden Avenue of
a
+ Eugene, Oregon
StruCalc Version 8.0.113.0 8/10/2018 12:32:34 PM
LOADING DIAGRAM
00000
A` - -
6.25ft
UNIFORM LOADS Center
• .
Uniform Live Load 0 plf
Uniform Dead Load 0 plf
. . •
Beam Self Weight 11 plf
Total Uniform Load 11 plf
•
•000.0
POINT LOADS - CENTER SPAN
•
Load Number One
Live Load 2100 Ib
Dead Load 1000 Ib
Location 2.25 ft
• •
TRAPEZOIDAL LOADS - CENTER
SPAN.
Load Number One
Two
Left Live Load 30 plf
480 pif
Left Dead Load 40 plf
310 plf
Right Live Load 30 plf
480 plf
Right Dead Load 40 pif
310 plf
Load Start 0 ft
2.25 ft
Load End 2.25 ft
6.25 ft
Load Length 2.25 ft
4 ft
00000
0000
••00•
• .
0000
• .
. . •
s • • • S •
• • •
•
•000.0
••
•
•
•0••0•
•
• •
0000••
••
•
• •
•••S S•
• • •
0000
• •
Soso
0•••0•
0000
••
•
••••••
•o••••
0000
•• •o
•0000•
*40.0••
•o••
Project: Flipper 48-50
Location: 1 FH3
Multi -Loaded Multi -Span Beam
[2009 International Building Code(2005 NDS)]
5.5 IN x 9.5 IN x 6.25 FT
#1 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 23.9%
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.05 IN L11473
Dead Load 0.03 in
Total Load 0.08 IN L/908
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 1834 Ib 2464 Ib
Dead Load 1166 Ib 1559 Ib
Total Load 3001 Ib 4023 Ib
Bearing Length 0.87 in 1.17 in
BEAM DATA Center
Span Length 6.25 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 6.25 ft
Live Load Duration Factor 1.15
Notch Depth 0.00
MATERIAL PROPERTIES
#1 - Douglas -Fir -Larch
Base Values Adjusted
Bending Stress:
Fb = 1350 psi Fb' = 1553 psi
9009.
Cd=1.15 CF= 1.00
Shear Stress:
Fv = 170 psi Fv' = 196 psi
Cd=1.15
Modulus of Elasticity:
E = 1600 ksi E'= 1600 ksi
Min. Mod. of Elasticity:
E_min = 580 ksi E_min' = 580 ksi
Comp. -L to Grain:
Fc - -L = 625 psi Fc - -L' = 625 psi
Controlling Moment:
8639 ft -Ib
3.12 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear:
-4023 Ib
6.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections: Read Provided
Section Modulus:
66.77 in3 82.73 in3
Area (Shear):
30.87 int 52.25 int
Moment of Inertia (deflection):
155.78 in4 392.96 in4
Moment:
8639 ft -Ib 10703 ft -Ib
Shear:
-4023 lb 6810 lb
page
Gordon Anslow
Anslow & DeGeneault
1953 Garden Avenue or
Eugene, Oregon
StruCalc Version 8.0.113.0 8/10/2018 12:34:23 PM
]LOADING DIAGRAM
0009•
1
••9•
9009.
A`
0099
6.25 ft - -�
. .
00.96•
UNIFORM LOADS
Center
Uniform Live Load
0 plf
Uniform Dead Load
0 plf
Beam Self Weight
11 plf
9909..
Total Uniform Load
11 pif
0
0. 6,.0
•.
POINT LOADS - CENTER SPAN
•
Load Number One
Live Load 2550 Ib
Dead Load 1500 Ib
Location 3.13 ft
•••6
6999.•
TRAPEZOIDAL LOADS
- CENTER SPAN
Load Number
One
Two
Left Live Load
80 plf
480 plf
Left Dead Load
60 plf
310 plf
Right Live Load
80 plf
480 plf
Right Dead Load
60 plf
310 plf
Load Start
0 ft
3.13 ft
Load End 3.13
ft
6.25 ft
Load Length 3.13
ft
3.12 ft
0009•
••9•
9009.
• •
0099
. .
00.96•
6•
9909..
• .
0
0. 6,.0
•.
•
9990..
•••6
6999.•
999•
•9
•
••69.9
••9•••
9999
9
.. ..
.00.••
as
. . .
.999
Project: Flipper 48-50 1page
Gordon Anslow
Location: RBI Anslow & DeGeneault
Multi -Loaded Multi -Span Beam 1953 Garden Avenue or
[2009 International Building Cude(2005 NDS)] Eugene, Oregon
3.5 IN x 7.25 IN x 8.0 FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 6.0% StruCalc Version 8.0.113.0 10/3/2018 11:11:20 AM
Controlling Factor: Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.13 IN L/741
Dead Load 0.08 in
Total Load 0.21 IN U457
Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 1000 Ib 1000 Ib
Dead Load 622 Ib 622 Ib
Total Load 1622 Ib 1622 Ib
Bearing Length 0.74 in 0.74 in
BEAM DATA Center
Span Length 8 ft A aft B
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 8 ft
Live Load Duration Factor 1.15 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 250 plf
MATERIAL PROPERTIES Uniform Dead Load 150 plf
#2 - Douglas -Fir -Larch Beam Self Weight 6 plf
Base Values Adjusted Total Uniform Load 406 plf
Bending Stress:
Shear Stress
Modulus of Elasticity:
Min. Mod. of Elasticity:
Comp. -L to Grain:
Fb = 900 psi
Cd=1.15 CF=1.30
FV = 180 psi
Cd=1.15
E = 1600 ksi
E min= 580 ksi
Fc - -L = 625 psi
Fb' = 1346 psi
Fv' = 207 psi
E' = 1600 ksi
E_min' = 580 ksi
Fc --L'= 625 psi
Controlling Moment: 3244 ft -Ib
4.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -1622 Ib
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections: Read Provided
Section Modulus: 28.93 in3 30.66 in3
Area (Shear): 11.75 in2 25.38 int
Moment of Inertia (deflection): 87.57 in4 111.15 in4
0000•
• •
Moment: 3244 ft -Ib 3438 ft -Ib
•����•
0000
�����
Shear: -1622 Ib 3502 Ib
0
'••' :
06;0
0000••
•
••0
•
0000••
66.006
•.
• •
•
0000.•
• 0 •
0000
0 0
00 00
0000.•
8600
0000
6•
6
6 •
6
66.00•
•00000
6006
04 so
• •
0 9
0
6 6
0000
9
W3 14
E.
::-
X
0000
.�00.
M.
0000..
W-
>
o
rn
j
n
—
Q70
>
L S.
3=nm
",Z.
Go
so so
� r
,�
-
-n
Goes
E
M, 4
o
§
*4:00•:
:00
0
0000
00 so
W3
0900
!
ONi
a
E.
::-
0000
.�00.
0000..
so
iV
Go
so so
co gh
-
Goes
E
M, 4
o
§
*4:00•:
:00
0
0000
00 so
0900
!
ONi
a
W4
W4 W4
Co.
0 C 624
RL
C"
sm
Im
% ..9
7
0 tm
rEs L
w
(0
fE
ti.
RL
SL cy
EV
M
Ob
SO
pr
z
O
M
25
-5.
Cb
•
CR
%
Ott 0 0
C'O
0
cb""u
n
M
elm so
Co
P.
io
CL
Cb 2
C*
RL
"0
ca
vt
7
0 tm
rEs L
0
Aw
RL
z
0
CSS
Ilk,
V
40
70
1utz
I' -
r
TV
.0
0
71 IM -i U3
-'%s
vt
T+M
0
Aw
SL cy
Ob
SO
o to
04
O
14 Q
Cb
•
z
0
CSS
Ilk,
V
40
70
1utz
I' -
r
TV
.0
0
A_
I
=
T+M
Aw
Z rj),
SO
o to
14 Q
Cb
•
49.
Ott 0 0
C'O
0
-Q-0
elm so
Co
P.
io
I-..
Aw
Z rj),
SO
o to
14 Q
Cb
•
Ott 0 0
C'O
0
-Q-0
elm so
Co
so**
io
I-..
C.Q
5
< it
X >
0 C= M
m
z r
C)
ati p:
n. IE n it
m Ol
M
O
b b b
000
hiW11,
2L
>
4;
•
61
XV
fA
at
CA
67
< it
X >
0 C= M
m
z r
C)
ati p:
n. IE n it
m Ol
M
O
b b b
000
hiW11,
2L
>
4;
•
61
XV
TSE
Engineerir�q
Re: J 1033713
Anslow & DeGeneault
Tri-State Engineering, Inc.
12810 NE 178th Street
Suite 218
Woodinville, WA 98072
425.481.6601
t'OT 50
The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision
based on the parameters provided by The Truss Company (Eugene).
Pages or sheets covered by this seal: I12768623 thruIl2768679
My license renewal date for the state of Oregon is December 31, 2020.
Terry Powell
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 1.
••e••
0000
0900
**see
. •
• . •
0000••
9600.•
••
���y�`U�A
0000••
�.•�
1162PPE
:000:0
•
OREGON
•• •
0000
00.00•
of••
7M 6! /
�. J ��
•9.9••
•
•09
ease
•
00.09•
0006••
0006
a •
•
RE
.. ..
0000..
0 so
May 7,2019
6 s 6
e
Terry Powell
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 1.
11033713 IA1GR
l i
SPECIAL GIRDER
ri
Anslow & DeGeneaull
112768623
The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri Mayy 3 19:14:012019 Page 1
ID:dVXOpumktmTcljNWPlzdRSyg911-bULzXwLljR3ccNsBgfDEQfpJRI RKy6CYajPY03zK6sq
1-3-0 2-11-12 5-51 5 9- -9 3-7-14 17-8-4 23-1-15 28f-1 -0
1-3-0 2-11-12 2 -SS 15 3 10.9 4-0.5 4-0 6 5-r11 5-4-3 5 515
Scale = 1:62.3
4x10 = 1.5x4 II
1.5x4 II 4x8 = 3x4 = 3x6 = 3x5 = 4x6 =
_ 22
41 42 21 43 20 19 44 45 i8 46 47 17 16 3x4 =
4x8 II 3x4 - 4x6 = 3x8 - 5x10 = 3x5 II
8x12 =
LUMBER- BRACING -
TOP CHORD 2x4 DF No.2 TOP CHORD
BOT CHORD 2x6 DF No.2 *Except*
83: 2x4 DF Stud BOT CHORD
WEBS 2x4 DF Stud
WEDGE
Left: 2x4 DF Stud
REACTIONS. (Ib/size) 2=2621/0-5-8 (min. 0-1-9),22=276710-5-8 (min. 0-1-8)
Max Horz 22=126(LC 9)
Max Uplift 2=-881 (LC 10), 22=1011(LC 10)
Max Grav 2=2923(LC 26), 22=2811(LC 25)
FOR.;L&. tib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP C ir)Rn 2-3=-4344/1441, 3-4=-4288/1497, 4-26=5445/2030, 26-27=544512030, 5-27=-5445/2030,
5-28= C4 4[/2030, 28-f9=-5445_'2030, 6-29=-5445/2030, 6-30=-9842/3854,
30-?1=-!014?/3854, 7-31=-9841/3854, 7-32=-8854/3429, 32-33=-B854/3429,
33-34=-885413429,34 3:'= -£B 5//3429, 8-35=-8854/3429, 8-9=885413429,
9-36=-8854/3429, 36-37=-88541,3429, 10-37=8854/3429, 10-38=-5569/2069,
38-39 -55691?069, 39-40=-556912069, 11-40=-5569/2069, 12-22=281111011,
11-12--166/11014
BOT :90'1r) 2-41=-1145/3584, 41-42=-1145/3584, 21-42=-114513584, 21-43=1241/3779,
20-43 :-;'_4;13779,19-20: -124:/3779, 19-44=-2362/6400, 44-45=2362/6400,
18 -45 --'?"?16400,18-46=-266/690,46-47=-266/690,17-47=-266/690,
15-48=-3840/10028, 4:;-,E = 3340/10028, 14-49=-3840/10029, 14-50=-2070/5569,
50-51=-2070/5569,13-51=-k070/5569
WEBS 3-21= 310/472,4-21=-320/318, 7-14=-12901548, 9-14=-6691368,10-14=-1516/3583,
10-13=-1'170/978, 11-13= 216w,3893, 4-19=-923/2366.6-18=-1665/682,5-19=-534/256,
6-19=-1386/609,15-18= 2190'E960, 6-15=-1621/3984
Structural wood sheathing directly applied or 5-8-3 cc purlins,
except end verticals, and 2-0-0 cc purlins (3-9-8 max.): 4-11.
Rigid ceiling directly applied or 10-0-0 cc bracing, Except:
8-8-11 cc bracing: 14-15.
10-0-0 cc bracing: 15-17
NOTES -
t) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 2x4 - 1 row at 0-9-0 cc.
Webs connected as follows: 2x4 - 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) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
Continued on page 2
RENEWS: 12/31120
May 7,2019
AG WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE.
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 responsibillity ofthe
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 ANSIrTPl1 Quality Criteria, DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. to 7,. teTRUSSCO. INC.
5-5-1 4-2-86 0- 4 5-2-1 5-4-3 5-515
Plate Offsets (X,Y)-
[2:0-4-0,0-0-4], [2:0 -0 -5,0 -4 -8],[2:0 -0 -2,0 -0 -4],[4:0 -4 -4,0-0-8],[6:0-2-0,0-1-8],[7:0-1-12,0-1-8],[10:0-1-12,0-1-8],[1 1:0-3-0,0-2-0], [13:0-3-0,0-2-8],
-
f14 -0-2-00-1-12J. (17:0-2-8,0-0-01. 118:0-2-12,0-2-8],
[19:0-3-0.0-1-8]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in ([cc)
Ildefl
Lid
PLATES GRIP
TCLL 25.0
Plate Grip DOL 1.15
TC 0.67
Vert(LL)
-0.42 16
>958
360
MT20 220/195
;Roof Snow=25.0)
Lumber DOL 1.15
BC 0.97
Vert(CT)
-0.66 14-15
>613
240
i CDL 8.0
Rep Stress Incr NO
WB 1.00
Horz(CT)
-0.19 2
n/a
fila
2CLL 0.0 *
Code IRC2015/TPI2014
Matrix -MSH
Weight: 401 Ib FT = 20%
B DL 7.
,
LUMBER- BRACING -
TOP CHORD 2x4 DF No.2 TOP CHORD
BOT CHORD 2x6 DF No.2 *Except*
83: 2x4 DF Stud BOT CHORD
WEBS 2x4 DF Stud
WEDGE
Left: 2x4 DF Stud
REACTIONS. (Ib/size) 2=2621/0-5-8 (min. 0-1-9),22=276710-5-8 (min. 0-1-8)
Max Horz 22=126(LC 9)
Max Uplift 2=-881 (LC 10), 22=1011(LC 10)
Max Grav 2=2923(LC 26), 22=2811(LC 25)
FOR.;L&. tib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP C ir)Rn 2-3=-4344/1441, 3-4=-4288/1497, 4-26=5445/2030, 26-27=544512030, 5-27=-5445/2030,
5-28= C4 4[/2030, 28-f9=-5445_'2030, 6-29=-5445/2030, 6-30=-9842/3854,
30-?1=-!014?/3854, 7-31=-9841/3854, 7-32=-8854/3429, 32-33=-B854/3429,
33-34=-885413429,34 3:'= -£B 5//3429, 8-35=-8854/3429, 8-9=885413429,
9-36=-8854/3429, 36-37=-88541,3429, 10-37=8854/3429, 10-38=-5569/2069,
38-39 -55691?069, 39-40=-556912069, 11-40=-5569/2069, 12-22=281111011,
11-12--166/11014
BOT :90'1r) 2-41=-1145/3584, 41-42=-1145/3584, 21-42=-114513584, 21-43=1241/3779,
20-43 :-;'_4;13779,19-20: -124:/3779, 19-44=-2362/6400, 44-45=2362/6400,
18 -45 --'?"?16400,18-46=-266/690,46-47=-266/690,17-47=-266/690,
15-48=-3840/10028, 4:;-,E = 3340/10028, 14-49=-3840/10029, 14-50=-2070/5569,
50-51=-2070/5569,13-51=-k070/5569
WEBS 3-21= 310/472,4-21=-320/318, 7-14=-12901548, 9-14=-6691368,10-14=-1516/3583,
10-13=-1'170/978, 11-13= 216w,3893, 4-19=-923/2366.6-18=-1665/682,5-19=-534/256,
6-19=-1386/609,15-18= 2190'E960, 6-15=-1621/3984
Structural wood sheathing directly applied or 5-8-3 cc purlins,
except end verticals, and 2-0-0 cc purlins (3-9-8 max.): 4-11.
Rigid ceiling directly applied or 10-0-0 cc bracing, Except:
8-8-11 cc bracing: 14-15.
10-0-0 cc bracing: 15-17
NOTES -
t) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 2x4 - 1 row at 0-9-0 cc.
Webs connected as follows: 2x4 - 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) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
Continued on page 2
RENEWS: 12/31120
May 7,2019
AG WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE.
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 responsibillity ofthe
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 ANSIrTPl1 Quality Criteria, DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. to 7,. teTRUSSCO. INC.
Job Truss Trus s Type Qty Ply Anslow & DeGeneault
1727681
J1033713 A1GR ROOF SPECIAL GIRDER 1 n
- LJob Reference4ABL
The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MTek Industries Inc. Fri May 3 19:14:02 2019 Page 2
I D:dVXOpumktmTcljN WPlzdRSyg91 i-3gvMIGMwUIBTDXRNONkTzsLUASnZhZShoN95ZVzK6sp
NOTES -
4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads.
7) Provide adequate drainage to prevent water ponding.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) . This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and
any other members.
10) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 881 Ib uplift at joint 2 and 1011 Ib uplift at joint 22.
12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 367 Ib down and 261 Ib up at 5-9-0, 210 Ib down and 136 Ib up at
8-0-12, 190 Ib down and 142 Ib up at 10-0-12, 187 Ib down and 144 Ib up at 12-0-12, 187 Ib down and 146 Ib up at 14-0-12, 187 Ib down and 147 Ib up at 16-0-12, 190
Ib down and 153 Ib up at 18-0-12, 190 Ib down and 153 Ib up at 18-11-4, 189 Ib down and 151 Ib up at 20-11-4, 189 Ib down and 149 Ib up at 22-11-4, 188 Ib down and
147 Ib up at 24-11-4, 191 Ib down and 145 Ib up at 26-11-4, 209 Ib down and 144 Ib up at 28-11-4, and 209 Ib down and 144 Ib up at 30-11-4, and 212 Ib down and 143
Ib up at 32-11-4 on top chord, and 51 Ib down at 2-0-12, 54 Ib down at 4-0-12, 59 Ib down at 6-0-12, 59 Ib down at 8-0-12, 59 Ib down at 10-0-12, 59 Ib down and 14 Ib
up at 12-0-12, 59 Ib down and 16 Ib up at 14-0-12, 59 Ib down and 18 Ib up at 16-0-12, 59 Ib down and 23 Ib up at 17-8-4, 59 Ib down and 23 Ib up at 18-11-4, 59 Ib
down and 20 Ib up at 20-11-4, 59 Ib down and 18 Ib up at 22-11-4, 59 Ib down and 16 Ib up at 24-11-4, 59 Ib down at 26-11-4, 59 Ib dawn at 28-11-4, and 59 Ib down at
30-11-4, and 60 Ib down at 32-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pig
Vert: 1-4=-66, 4-11=-66, 17-23=-14,16-17=-14, 12-15=-14
Concentrated Loads (Ib)
Vert: 4=-290 20=-41(B) 17=-39(B) 9=-106 14=-39(B) 26=-144 28=-120 29=-105 30=-105 31=-105 32=-106 33=-106 34=-106 36=-106 37=-121 38=-139 39=-139
40=-145 41=-28(B)42=25(B)43=-40(8)44=-40(6)45=-40(B)46=-40(13)47=-40(B)48=-39(B) 49=39(B)50= -39(B)51= -39(B)52= -40(B)53= -40(B)54= -40(B)
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE.
Design valid for use city with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component.
Applicability of design oaramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support o! individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, ofthe
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 ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component y1,,
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L1' eTRUS !CO. INC,
• •
• • •
••••••
•
•
••••••
•
••••••
••••
••••••
••••••
••••
•• ••
••••••
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE.
Design valid for use city with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component.
Applicability of design oaramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown
is for lateral support o! individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, ofthe
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 ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component y1,,
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L1' eTRUS !CO. INC,
ob
7 -ss I 12 Z-
Truss
iTruss Type
:1R{i�}
Qty
Ply
& DeGeneauit
0. �1-7
2-9.1 U-0
Plate Offsets ✓;X)1
19,0-4-7.0-D-81, U -Q -4-0.0-11-W. [5:0-1-12.0-1-12j
j8:0-2-0.0 AL210
0-9-8,0 7-4L L12
-0-3-0.0-3-C). 1140-4-O.Edgel, 117:0-2-4-0-1-81
112768
1033713
DEFL.
A2
`Roof Special
25.0 Plate Grip DOL 1.15
1
1
:Anslow
iRoof Snow -25.0)
Lumber DOL 1.15
BC 0.98
1
-0.59 13-14 >690 240
•CDL
—
R0tEC4.Uce (optional I
The Truss Co.,
Eugene, OR 97402
E1CLL
8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:04 2019 Page 1
I D:dVXOpumktmTcljNWPIzdRSyg91 i-0316AyOAOMRBTrbmVomx2H RIdGTt9Xg_GheCdOzK6sn
1-3-0
7- 1
12-7-12
17-8-4 �. 23-0-15 28-5-8 34
1-3-0
7-5-1
0 5 4-10-12
5-0-8 5-4-1 1 5-6-8
3x10 =
5x8 =
4x4 = 3x4 II 3x6 = 1.5x4 II
5x6 =
Scale - 1:62.3
20
19 -16 17 16 'u 3x4 =
6x8 1.5x4 II 4x6 4x10 = 3x4 II
FORULS. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP 3, inti, 2-3=-7641122, 3-4=-2723'E3C, 4-26=-33711786, 26-27=-33711786, 27-28=-33711786,
5-28=-3�i1,786,5-29=-4908/10.3,29-30=-490811083,6-30=4908/1083,
6 -31; --4969/1092,31-32=-4953/1092,32-33=-4953/1092,33-34=-4953/1092,
34-35=-4953/1092, 7-33=-4553/;092, 7-8=-4953/1092, 8-36=-2923/631, 36-37=-29231631,
9-37=-2923/631, 9-38=2923/631, 38-39=-2923/631, 39-40=-2923/631, 10-40=-2923/631,
11-20--2325; 484, 10-11=-22771484
SOT CHORD 2-19=-432/2310, 18-19=-434/2311, 17-1 8=-43412311, 6-14=-564/206, 13-14=-922/4437,
12-13=-92214437
vVEEIS 4-17=-3,5/1486, 5-17==174/442, 14-17=-644/3286, 5-14=-417/1882, 9-12=-835/236,
10-12---05!3437, 8-12=-18131449, 8-14=183/622
NOTES -
i) Wind: A;,CE 7-10; Vu t=120roph (3 -second qust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope)'gable erd zone; Cghtil&,er left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
y,ip JOL=1.60
2) 101-1 : A9GE 7-10; Pt` -25 0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow losj,- La Ie been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
non -concurrent with other live loads.
a) 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Bearing atjoint(s) 20 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
Continued on page 2
RENEWS: 12/31120
May 7,2019
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 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, wnsull ANSIrPl1 Quality Criteria, DSB-89 and BCSI1 Building Component i7.
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L11eTRUSSCO. INC.
7 -ss I 12 Z-
:1R{i�}
7-�1 5 2-s1
5 A8
0. �1-7
2-9.1 U-0
Plate Offsets ✓;X)1
19,0-4-7.0-D-81, U -Q -4-0.0-11-W. [5:0-1-12.0-1-12j
j8:0-2-0.0 AL210
0-9-8,0 7-4L L12
-0-3-0.0-3-C). 1140-4-O.Edgel, 117:0-2-4-0-1-81
LOADING (psf) SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/deft Ud PLATES GRIP
TCLL
25.0 Plate Grip DOL 1.15
TC 0.99
Vert(LL)
-0.45 15 >908 360 MT20 2201195
iRoof Snow -25.0)
Lumber DOL 1.15
BC 0.98
Vert(CT)
-0.59 13-14 >690 240
•CDL
8.0 Rep Stress Incr YES
WB 0.76
Horz(CT)
-0.24 2 n/a n/a
E1CLL
0.0 Code IRC2015/TP12014
Matrix -MSH
Weight: 182 Ib FT = 20%
LUMBER-
BRACING -
TOP CHORD
2x4 DF No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins,
T1: 2x4 DF 240OF 2.0E
except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 4-10.
BOT CHORD
2x4 DF No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing. Except:
B1: 2x4 DF No.1&Btr, B3: 2x4 DF Stud
10-0-0 oc bracing: 14-16
WEBS
2x4 DF Stud *Except*
WEBS
1 Row at midpt 10-20,8-12
W4,W10,W8,W6: 2x4 DF No.2
MiTek recommends that Stabilizers and required cross bracing
SLIDER
Left 2x6 DF No.2 2-0-0
be installed during truss erection, in accordance with Stabilizer
LkLjjal6LVgn.auida-
REACTIONS.
(Ib/size) 2=1551/0-5-8 (min. 0-2-1),20=171110-5-8 (min. 0-1-8)
Max Horz 20=164(LC 9)
Max Uplift 2=401 (LC 10), 20=484(LC 7)
Max Grav 2=1920(LC 26), 20=2325(LC 25)
FORULS. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP 3, inti, 2-3=-7641122, 3-4=-2723'E3C, 4-26=-33711786, 26-27=-33711786, 27-28=-33711786,
5-28=-3�i1,786,5-29=-4908/10.3,29-30=-490811083,6-30=4908/1083,
6 -31; --4969/1092,31-32=-4953/1092,32-33=-4953/1092,33-34=-4953/1092,
34-35=-4953/1092, 7-33=-4553/;092, 7-8=-4953/1092, 8-36=-2923/631, 36-37=-29231631,
9-37=-2923/631, 9-38=2923/631, 38-39=-2923/631, 39-40=-2923/631, 10-40=-2923/631,
11-20--2325; 484, 10-11=-22771484
SOT CHORD 2-19=-432/2310, 18-19=-434/2311, 17-1 8=-43412311, 6-14=-564/206, 13-14=-922/4437,
12-13=-92214437
vVEEIS 4-17=-3,5/1486, 5-17==174/442, 14-17=-644/3286, 5-14=-417/1882, 9-12=-835/236,
10-12---05!3437, 8-12=-18131449, 8-14=183/622
NOTES -
i) Wind: A;,CE 7-10; Vu t=120roph (3 -second qust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope)'gable erd zone; Cghtil&,er left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
y,ip JOL=1.60
2) 101-1 : A9GE 7-10; Pt` -25 0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow losj,- La Ie been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
non -concurrent with other live loads.
a) 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Bearing atjoint(s) 20 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
Continued on page 2
RENEWS: 12/31120
May 7,2019
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 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, wnsull ANSIrPl1 Quality Criteria, DSB-89 and BCSI1 Building Component i7.
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L11eTRUSSCO. INC.
Job
Truss Truss Type
Qty Ply
Anslow a DeGanesult
112766824
J1033713
A2 Roof Special
1 1
an
The Truss Co., Eugene, OR 97402
8.240 s Dec 8 2018 MiTek Industries, Inc. Fri MeY�3 19:14:04 2019 Page 2
1 D:dVXOpumktmTclj N WPIzdRSyg91 i-0316AyOAOMRBTrbmVomx2HRIdGTt9Xg_GheCdOzK6sn
NOTES -
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 401 Ib uplift at joint 2 and 484 Ib uplift at joint 20.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 Ib down and 93 Ib up at 7-9-0, 115 Ib down and 66 Ib up at
10-0-12, 110 Ib down and 70 Ib up at 12-0-12, 110 Ib down and 70 Ib up at 14-0-12, 110 Ib down and 70 Ib up at 16-0-12, 110 Ib down and 70 Ib up at 18-0-12, 110 Ib
down and 70 Ib up at 18-11-4, 110 Ib down and 70 Ib up at 20-11-4, 110 Ib down and 70 Ib up at 22-11-4, 110 Ib down and 70 Ib up at 24-11-4, 115 Ib down and 66 Ib
up at 26-11-4, 106 Ib down and 46 Ib up at 28-11-4, and 106 Ib down and 46 Ib up at 30-11-4, and 106 Ib down and 46 Ib up at 32-11-4 on top chord. The
design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-4=-66, 4-10=-66,16-21=-14,15-16=-14,11-14=-14
Concentrated Loads (lb)
Vert: 4=-17 8=-2 26=-48 28=-30 29=-2 36=-30 37=-49 38=-96 39=96 40=97
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI7 Quality Criteria, DSB-89 and BCSI1 Building Component L
Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. theTRUS ;CO. INC.
• •
• • •
••••••
•
•
••••••
•
••••••
••••
••••••
••••••
••••
•• ••
••••••
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI7 Quality Criteria, DSB-89 and BCSI1 Building Component L
Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. theTRUS ;CO. INC.
Job
Truss
Truss Type
Oty
Ply
Anslow a DeGeneault
[12:0-2-4,0-1-8], [13:0-2-0,0.2.8], [14:0.2.8, Edge],
11770-2-0.0-2-01
112768625
J1033713
A3
California
1
1
-0.25 15 >999 360 MT20 220/195
('Roof Snow=25.0) Lumber DOL 1.15 BC 0.80
Vert(CT)
-0.44 13-14 >931 240 MT18HS 220/195
TCDL
8.0 Rep Stress Incr YES WB 0.95
Lid Rt;[C09Ri�-LQR1i40H0
'The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:062019 Page 1
ID:dVXOpumktmTeljN WPl zdRSyg91 i-yR8sbePRY—hui8k8dDoP7i W5z3B6dO4Hj?7JiGzKBsI
3-17-8-4 225-8 2 -1-1 27 12 34- -0
130 4-10.4 4-9-0 0 1 3-8-13 4-0-8 4-10-4 4-6-9 1 6-7-4
5x8 i
3x4 = 5x8 MT18HS
3x5 = 3x4 3x6 =
Scale: 3116"=1'
20
19 1O 17 16 " 3x5 =
5x6 3x4 = 3x6 = 4x10 = 3x4
PORCcEb. (Ib) -Max. Comp./Max. Ten. -Ail io ces 250 (lb) or less except when shown.
TCO C"C 27 2-3--774/0,'-4=-2833/F91, 4 5=-2498/560, 5-25=2507/616, 6-25=-2507/616,
6-26=-33.,6/744, 26-27=-3356/744, 27-28=-3356/744, 7-28=-3356/744, 7-29=-33801747,
29-30=-3380/747, 30-3T==3380'747, 8-31=-3380/747, 8-9=-33801747, 9-32=-2004/449,
32-33=-2003/448,10-33=-1998.'448, 10-11=-2423/462, 12-20=-1807/328,
11-1.2=-1768,345
ROT CHORD 2-19=40612:30, 18-19=344/2064, 17-18=-344/2064, 7-14=4971184, 13-14=-58513011,
12-13=-2:381481
WEES 4-1C=-42812.0, 5-19=• 97/327, 9-14=-135/535, 9-13=-1429/393, 10-13=-1 311840,
ll-15=-4zi2/1890, 14-17=-441/2539, 6-14=-269/1305, 6-17=-14731348, 5-17=-244/918
NOTES -
i) ASCE 7-10;,V'il'=1, 0-nph (3-s^c,)rd gv,t) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable e,ld zone; ;antil�ver left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
Trip DOL -1.60
2) TOLL. i.SCE 7-10,,Pf=25.0 ,psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow Ideas nave been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
coF,@R%Qy,flf i2g surface.
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown and is for an individual building component.
9 Y 9 Y P P 9 P
Applicability of design paramenlers 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 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 ANSIITPI1 Quality Criteria, DSB-89 and SCS11 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
RENEWS: 12/31/20
May 7,2019
A
theTRUSSCO. INC.
4-0-8. 4-"
0 4
9-54
Plate Offsets (X,Y)— [2:0-3-15,0-1-0], [5:0-2-8,0-1-12], [6:0-2-4,0-1-8], [9:0-1-12,0-1-8],
[10:0-2-8,0-2-0], [11:Edge,0-1-12],
[12:0-2-4,0-1-8], [13:0-2-0,0.2.8], [14:0.2.8, Edge],
11770-2-0.0-2-01
LOADING (psf) SPACING- 2-0-0 CSI.
DEFL.
in (loc) Ildefl L/d PLATES GRIP
TCLL
25.0 Plate Grip DOL 1.15 TC 1.00
Vert(LL)
-0.25 15 >999 360 MT20 220/195
('Roof Snow=25.0) Lumber DOL 1.15 BC 0.80
Vert(CT)
-0.44 13-14 >931 240 MT18HS 220/195
TCDL
8.0 Rep Stress Incr YES WB 0.95
Horz(CT)
-0.14 2 n/a n/a
BCLL BCDL
0.0 * Code IRC2015/TP12014 Matrix -MSH
Weight: 191 Ib FT = 20%
LUMBER-
BRACING -
TOP CHORD
2x4 OF No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 1-11-14 oc purlins,
T4: 2x4 DF 240OF 2.0E
except end verticals, and 2-0-0 oc purlins (3-0-13 max.): 5-10.
HOT CHORD
2x4 OF No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
B3: 2x4 DF Stud
10-0-0 oc bracing: 14-16
WEBS
2x4 DF Stud
WEBS
1 Row at midpt 9-13
SLIDER
Left 2x6 DF No.2 2-0-0
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
I stallation uide.
REACTIONS.
(Ib/size) 2=1558/0-5-8 (min. 0-2-3), 20=1483/0-5-8 (min. 0-1-8)
Max Horz 20=164(LC 9)
Max Uplift 2=-362(LC 10), 20=328(LC 11)
Max Grav 2=2040(LC 29), 20=1807(LC 29)
PORCcEb. (Ib) -Max. Comp./Max. Ten. -Ail io ces 250 (lb) or less except when shown.
TCO C"C 27 2-3--774/0,'-4=-2833/F91, 4 5=-2498/560, 5-25=2507/616, 6-25=-2507/616,
6-26=-33.,6/744, 26-27=-3356/744, 27-28=-3356/744, 7-28=-3356/744, 7-29=-33801747,
29-30=-3380/747, 30-3T==3380'747, 8-31=-3380/747, 8-9=-33801747, 9-32=-2004/449,
32-33=-2003/448,10-33=-1998.'448, 10-11=-2423/462, 12-20=-1807/328,
11-1.2=-1768,345
ROT CHORD 2-19=40612:30, 18-19=344/2064, 17-18=-344/2064, 7-14=4971184, 13-14=-58513011,
12-13=-2:381481
WEES 4-1C=-42812.0, 5-19=• 97/327, 9-14=-135/535, 9-13=-1429/393, 10-13=-1 311840,
ll-15=-4zi2/1890, 14-17=-441/2539, 6-14=-269/1305, 6-17=-14731348, 5-17=-244/918
NOTES -
i) ASCE 7-10;,V'il'=1, 0-nph (3-s^c,)rd gv,t) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable e,ld zone; ;antil�ver left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
Trip DOL -1.60
2) TOLL. i.SCE 7-10,,Pf=25.0 ,psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow Ideas nave been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
coF,@R%Qy,flf i2g surface.
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown and is for an individual building component.
9 Y 9 Y P P 9 P
Applicability of design paramenlers 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 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 ANSIITPI1 Quality Criteria, DSB-89 and SCS11 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
RENEWS: 12/31/20
May 7,2019
A
theTRUSSCO. INC.
Job Truss Truss Type Qty Ply Anslow & DeGeneault
112768625
J1033713 A3 California 1 1
Jnh Retarence fQ hn vna�
The Truss Co., Eugene, OR 97402 6240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:06 2019 Page 2
I D:dVXOpu mktmTcljN WPlzdRSyg91 i-yR8sbePRY_h ui8k8dDoP7iW5z3B6dO4Hj?7JiGzK6sl
NOTES -
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 362 Ib uplift at joint 2 and 328 Ib uplift at joint 20.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 Ib down and 95 Ib up at 9-9-0, 124 Ib down and 66 Ib up at
12-0-12, 117 Ib down and 70 Ib up at 14-0-12, 110 Ib down and 70 Ib up at 16-0-12, 110 Ib down and 70 Ib up at 18-0-12, 110 Ib down and 70 Ib up at 18-11-4, 110 Ib
down and 70 Ib up at 20-11-4, and 117 Ib down and 70 Ib up at 22-11-4, and 124 Ib down and 66 Ib up at 24-11-4 on top chord. The design/selection of such
connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-5=66, 5-10=-66, 10-11=-66, 16-21=-14, 15-16=-14,12-14=-14
Concentrated Loads (lb)
Vert: 5=-24 25=-57 26=-47 28=-7 31=7 32=-47 33=-57
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 ofthe overall structure Is the responsibility of the building designer. For general guidance regarding 4A
fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPl1 Quality Criteria, DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. t7,,
�eTRUSSCO. INC.
•
r
••••••
••••
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 ofthe overall structure Is the responsibility of the building designer. For general guidance regarding 4A
fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPl1 Quality Criteria, DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. t7,,
�eTRUSSCO. INC.
Job
Truss
Truss Type
Qty
Ply
Anslow& DeGeneault
TC 0.94
(Roof Snow=25.0)
Lumber DOL 1.15
BC 0.56
TCDL
11 27J58626
31033713
A4
California
1
1
all
The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:08 2019 Page 1
I D:dVXOpumktmTclj N WPlzdRSyg91 i-ugGd?KRh3bxcxSuXkertD7bSUbcQ5MVaBJcQm9zK6sj
7-510 7 5 13-9-14 20-11-7 21A 2 2552 29-10-6
7-510 0 1 6-041 7-1-9 l 4-2-15 4-4-4
Scale = 1:57.1
5x8 MIT18HS =
5x8 MT18HS
3x4 =
5x5
13 12 11 "
3x4 I I 4x8 = 3x4 II
LOADING (psf)SPACING-
2-0-0
CSI.
VCLL
25.0
Plate Grip DOL 1.15
TC 0.94
(Roof Snow=25.0)
Lumber DOL 1.15
BC 0.56
TCDL
8.0
*
Rep Stress Incr YES
WB 0.64
BCLL
0.0
Code IRC2015/TP12014
Matrix -MSH
BCDL
70
LUMBER -
TOP CHORD
2x4 DF 240OF 2.0E *Except*
T2: 2x4 DF No.1&Btr, T3: 2x4 DF No.2
BOT CHORD
2x4 DF No.2 *Except*
82: 2x4 DF Stud
WEBS
2x4 DF Stud *Except*
W5,W6,W1,W2: 2x4 DF No.2
REACTIONS. (Ib/size) 13=1361/0-3-14 (min. 0-1-13),14=1330/0-5-8 (min. 0-1-8)
Max Horz 14=-182(LC 6)
Max Uplift 13=-288(LC 10), 14=-264(LC 11)
Max Grav 13=1713(LC 28), 14=1707(LC 28)
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) -0.13 8-9 >999 360 MT20 220/195
Vert(CT) -0.21 8-9 >999 240 MT18HS 220/195
Horz(CT) -0.10 13 n/a n/a
Weight: 174 Ib FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals, and
2-0-0 oc purlins (2-2-0 max.): 2-4.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
10-0-0 oc bracing: 9-11
WEBS 1 Row at midpt 3-8,5-7
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP Crit 10 1-2=-1725/329, 2-15=-2,53,5 3, 15-16=-2136/513, 16-17=-2136/513, 3-17=-2136/513,
3-1a=-1687/?83, 18-19=-168F/383, 19-20=-1684/383, 20-21=-1683/382, 21-22=-1683/382,
4-22=-16.3:/382, 4-5=-2073/404, 5-23=-353/282, 6-23=-439/264, 1-13=-1661/313,
7-14=1707/264,6-7==30/15('
OCT CH x70 3-9=-483/209, 9-24=-457/2164, 9-24=-458/2163, 7-B=-376/1751
VI/LBS 2-12=-688/2(,3, 9-12=-221/1295, 2-9=-316/1293, 3-8=-806/269, 4-8=-66/496,
5-8-290/301, 1-12=-235/1299, 5-7=-2074/358
NOTSi-
1) Wind: ASCE 7-10; V 11,= Omph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone; :amilPver left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL. -1.60
2) TRt L' ASCE 7-10;-P!=25.0 nsf (flat roof Pnow), Category II; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow loads ha%a been c.)nsidLred for this design.
4) Nrovice adequate drainage to prevent water ponding.
5) A" Flocs are MT2C plants u iless otherwise indicated.
6) This truss has been desigl ied for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 7.Opsf.
o) Bearing atjoint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 Ib uplift at joint 13 and 264 Ib uplift
at joint 14.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Continued on page 2
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based on upon parameters shown and for an individual building component.
g Y 9 N P P � 9 P
Applicability 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 responsibility of the building designer. For general guidance regarding
fabrication, qualdy control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute, 583 O'Onofrio Drive, Madison, WI 53719.
RENEVVS:12/31/20
May 7,2019
A
theTRUS ;CC. INC.
Job Truss — Truss Type Qty Ply Anslow & DeGeneault
J 1033713 A4 California 1 1 1127fiBfi2fi
Jl�b�gference (pp;j_ortall
The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:08 2019 Pa� ge 2
I D:dVXOpumktmTclj NWPlzdRSyg91 i-ugGd?KRh3bxcxSuXkertD7bSUtxQ5MVa BJcQm9zK6sj
NOTES -
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 139 Ib down and 95 Ib up at 7-7-6, 130 Ib down and 66 Ib up at
9-11-2, 132 Ib down and 70 Ib up at 11-11-2, 110 Ib down and 70 Ib up at 13-11-2, 110 Ib down and 70 Ib up at 14-9-10, and 132 Ib down and 70 Ib up at 16-9-10, and
130 Ib down and 66 Ib up at 18-9-10 on top chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plt)
Vert: 1-2=-66, 2-4=-66, 4-6=-66, 11-13=-14, 10-11=-14, 7-9=-14
Concentrated Loads (lb)
Vert: 2=-40 15=-64 17=-62 18=-15 19=-15 20=-62 22=-64
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE.
Design valid for use only with Mi -Tek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicabillty 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 responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPIII Quality Criteria, DSB-89 and BCSI1 Building Component a.7..
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I.IIGTRUS :CO. INC.
eggs
•••••
• •
egg•
• •
• • •
••••••
••goes
••
•
••
:*Goes
00*0
gso.
••gee•
••g•
•g
•
• •
•
00.00•
••e•e•
eggs
•• •e
gee•••
0 00
••
0.:..0
eggs
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE.
Design valid for use only with Mi -Tek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicabillty 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 responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPIII Quality Criteria, DSB-89 and BCSI1 Building Component a.7..
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I.IIGTRUS :CO. INC.
Job
Truss
Truss Type
Qty
Ply Anslow & DeGeneault
248-2
5 2-t 5
2q_;j,j,�
5 4 e 1
Plate Offsets (X,Y)--
[2:0-1-4,0-1-12], [3:0-2-8.0-1-12],15:0-2-8,0-1-12],
112768627
11033713
A5
California
1
1
W3,W4,W6,W7: 2x4 DF No.2
6-0-0 oc bracing: 11-13
Jot -lions//
The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:10 2019 Pagge 1
ID:dVXOpumktmTcljNWPIzdRSyg91 i-gDONQ?SxbCBKBm2ws2tLlYgsehckZHKtec5W2zK6sh
4.9- 9- 248-2 29-10.fi
4-9-7 3 0 1 4-0.9 5-1-9 0. 1 5-2-15 5-4-4
3x4
Scale = 1:59.5
5x8 i- 3x4 11 5x8
4x4 = 3x10 = 3.4 II
LUMBER-
9-�10
10�
�3$-8 t3 -9r14
4 4-2-12 0 8
19-3-2
5S d
i
248-2
5 2-t 5
2q_;j,j,�
5 4 e 1
Plate Offsets (X,Y)--
[2:0-1-4,0-1-12], [3:0-2-8.0-1-12],15:0-2-8,0-1-12],
[6:0-1-12,0-1-8],
[7:0-2-0,0-1-8],
[8:0-1-8,0-1-B],
19:0-1-12.0-1-12],111:0-2-8,0-2-12], [14:0-2-8,0-1-8],
2x4 DF Stud *Except* BOT CHORD
115:0-1-12.0-2-0]
W3,W4,W6,W7: 2x4 DF No.2
6-0-0 oc bracing: 11-13
LOADING (psf)
WEBS
1 Row at midpt 3-14,2-15
MiTek recommends that Stabilizers and required cross bracing
'_CLL
CLL 25.0
be installed during truss erection, in accordance with Stabilizer
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/dell
Ud
PLATES GRIP
Roof Snow=25.0)
Plate Grip DOL 1.15
TC 0.70
Vert(LL)
-0.18 14-15
>999
360
MT20 220/195
TCDL 8.0
Lumber DOL 1.15
BC 0.63
Vert(CT)
-0.31 14-15
>999
240
TCP CI'C47
2-3=-11403/321, 3-18=-1915/349, 4-18=-1915/389, 4-19=-1929/392, 19-20=-1929/392,
Rep Stress Incr YES
WB 0.62
Horz(CT)
-0.10 15
n/a
n/a
BC LL 0.0
BCDL 7.0
Code IRC2015rrP12014
Matrix -MSH
15-23=-201/1305, 23-24=-201/`305, 14-24=201/1305, 4-11=-650/205, 11-25=-272/1751,
Weight: 191 Ib FT = 20%
LUMBER-
BRACING -
TOP CHORD
2x4 DF No.2 TOP CHORD
Structural wood sheathing directly applied or 3-4-11 oc purlins,
BOT CHORD
2x4 DF No.2
except end verticals, and 2-0-0 oc purlins (3-8-13 max.): 3-5.
:NEBS
2x4 DF Stud *Except* BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
W3,W4,W6,W7: 2x4 DF No.2
6-0-0 oc bracing: 11-13
WEBS
1 Row at midpt 3-14,2-15
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
lnstallatmQQ
REACTIONS.
(Ib/size) 15=1405/0-3-14 (min. 0-2-0),16=1356/0-5-8 (min. 0-1-8)
Max Horz 16=-207(LC 6)
Max Uplift 15=-248(LC 10), 16=-236(LC 11)
Max Grav 15=1865(LC 28), 16=1838(LC 28)
FORCES. (lb)
-Max. Comp./Max. Ten. -Ail crces 250 (lb) or less except when shown.
TCP CI'C47
2-3=-11403/321, 3-18=-1915/349, 4-18=-1915/389, 4-19=-1929/392, 19-20=-1929/392,
20-21=-1JL9/392, 5-21 =-1 9291392, 5-6=-2174/371, 6-22=-21671345, 7-22=-2441/330,
8-16=-1838/236, 7-8=-1 A92126h
ECT Cl:=D
15-23=-201/1305, 23-24=-201/`305, 14-24=201/1305, 4-11=-650/205, 11-25=-272/1751,
10-25=-272/• 751, 9-10=-318/1993, 8-9=-411/432
WEBS
2-14=-116/300, 3-14=-518/212, 11-14=-15411465, 3-11=232/952, 5-11=184/479,
5-10=-70/419, 6-10=-43 i/197, 6-9=-308/97, 2-15=-2006/298, 7-9=-203/1855
NOTES -
1) Wind: ASCE 7-10; Vult=120mph (3-s=cono gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS envelope),gable end zone; cr,r.JIever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
3^.F COL=1.60
2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snjw); Category 11; Exp B; Partially Exp.; Ct=1.10
3) Unbalanred snow loads ha,re been consideree for this design.
4) P.cAJc adequate draincge'0 prevent water ponding.
5) This truss has been dts gi led for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 7.Opsf.
7) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 248 Ib uplift at joint 15 and 236 Ib uplift
at joint 16.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Continued on page 2
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 responsibillity ofthe
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 ANSIITPII Quality Criteria, DSM9 and BCSI1 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
RENEWS: 12/31/20
May 7,2019
'A
theTRUSSCO. INC.
Job Truss Truss Type Qty Ply Anslow & DeGeneault
112768627
J1033713 A5 Califomia 1 1
lSt17..Fi4�ePEAt&.LOpji�nah
The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:10 2019 Page 2
ID:dVXOpumktmTcljNWPIzdRSyg91 i-gDONQ?SxbCBKBm2ws2tLlYgsehckZHKtec5Wr2zK6sh
NOTES -
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 Ib down and 95 Ib up at 9-7-6, 136 Ib down and 66 Ib up at
11-11-2, 144 Ib down and 70 lb up at 13-11-2, and 144 Ib down and 70 Ib up at 14-9-10, and 136 Ib down and 66 Ib up at 16-9-10 on top chord. The design/selection of
such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-66, 3-5=-66, 5-7=-66.13-15=-14,12-13=-14, 8-11=-14
Concentrated Loads (lb)
Vert: 3=-104 18=70 19=-74 20=-74 21=-70
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 responsibillity ofthe
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 ANSIfTP11 Quality Criteria, DSE-89 and BOSH Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, theTRUSSCO. INC.
♦
♦ •l \ ♦
• l \ • . l
♦
tel, l: (1�
,
c
t
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 responsibillity ofthe
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 ANSIfTP11 Quality Criteria, DSE-89 and BOSH Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, theTRUSSCO. INC.
JOb
Truss
-]
Truss Type Qty
Ply Anslow & DeGeneault
25.0
Plate Grip DOL
1.15
112768829
I
1033713
A7
California 1
1
Joh Reference [ootlOnell
The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:20 2019 Page 1
ID:dVXOpumktmTcljNWPIzdRSyg91 i-YB?9XQaDFHSvOlprR92hif5WCjwYvovLxAW2BSzK6sX
14-11-7
F13-5-10 13"J-
tt 32106 6-9.7 6-8-304-410-9- 1 5-10-11 9-• 411-1 1-10-6 4-1-10 -
5x8 MT18HS 1*2 Scale = 1:78.1
5x8 MT18HS
F"
17 16 21 15 14 13 tZ L6 11 10
3x4 I 4x4 = 3x6 = 3x6 = 3x4 = 1.5x4 I 5x8 I I
3x4 = 3x8 =
• J�ikII.'1SiiU1•fi6�cb]�i6iC.�PkSrb'�i•I:II:bF�tcYdiPS
LOADING (psf)
SPACING-
2-0-0
TCLL
25.0
Plate Grip DOL
1.15
(Roof Snow=25.0)
Lumber DOL
1.15
CDL
8.0
Rep Stress Incr
YES
3CLL
BCDL
0.0
70
Code IRC2015/TPI2014
LUMBER -
Weight: 211 Ib FT = 20%
TOP CHORD
2x4 DF No.2 *Except`
T2,T4: 2x4 DF No.1&Btr
Structural wood sheathing directly applied or 2-1-8 oc purlins,
SOT CHORD
2x4 DF No.2 *Except*
except end verticals, and 2-0-0 oc purlins (4-4-7 max.): 4-5.
B3: 2x4 DF No. 1&Btr
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
VVEBS
2x4 DF Stud 'Except'
2-2-0 oc bracing: 9-10.
W4,W5,W6,W7,W8: 2x4 DF No.2
1 Row at mid pt 3-15, 4-13, 6-13
SLIDER
Right 2x4 DF No.2 2-0-0
MiTek recommends that Stabilizers and required cross bracing
CSI.
DEFL.
in (loc) I/dell Ud
PLATES GRIP
TC 0.89
Vert(LL)
-0.18 10-11 >999 360
MT20 220/195
BC 0.98
Vert(CT)
-0.26 10-11 >999 240
MT18HS 220/195
WB 0.61
Horz(CT)
0.09 9 n/a n/a
Matrix -MSH
Weight: 211 Ib FT = 20%
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 2-1-8 oc purlins,
except end verticals, and 2-0-0 oc purlins (4-4-7 max.): 4-5.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
2-2-0 oc bracing: 9-10.
WEBS
1 Row at mid pt 3-15, 4-13, 6-13
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
)n guide.
REACTIONS. (Ib/size) 17=1400/0-3-14 (min. 0-2-4), 9=1374/0-5-8 (min. 0-2-0)
Max Horz 17=-252(LC 45)
Max Uplift 17=-176(LC 10), 9=-194(LC 11)
Max Grav 17=2082(LC 28), 9=1902(LC 28)
FOKdES- (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOR C�-14C.Mv 1-22=-2152/175, 2-22=2@1@kil84, 2-3=-1825/202, 3-23=-2059/258, 4-23=-1837/287,
4-5=211�2` 2al, 5-24=s1971/27-?, 24-25=2055/248, 6-25=-2096/248, 6-26=-2676/295,
7 -2s= -28f.81266, 7-8=-2994/310, 8-9=-727/93, 1-17=-2036/198
BOO CHORD 16-27=-162/1738, 15-2-='1t3'/'r738, 14-15=-65/1605, 13-14=-65/1605, 12-13=-101/2311,
-11
12-28=-10112311,11-28=-10112311, 10-11=-217/2508,9-10=-217/2509
WLBS 3-16'=649/1 i1, 3-15=-310/160, 4-15=79/299, 4-13=-263/253, 5-13=-120/683,
6-13=99'5/2,16,1-16=-11411835,6-11=0/311
4 4
NOTES-
1) Wind: ASCE 7-10; V li =1ZOmph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
AM*RS (envelope) gable end zone; ci,r(ri(pvel left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL -1.60 ❑ n
2) T(',I, , ASCE 7-10; F;f=25Ao»sf (flat roqf Snow),: Category II; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow loads hay- s been cnnsid-red for this design.
4)'PibOiu6'ddequatedr,aipageto prevent d✓ater•06nding.
5) All,alaters are MT20 plates wless otherwise indicated.
6) This truss has been 4ies'igt.ed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 7.Opsf.
8) Provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 176 Ib uplift at joint 17 and 194 Ib uplift
at joint 9.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 206 Ib down and 83 Ib up at
13-8-14 on top chord. The design/selection of such connection device(s) is the responsibility of others.
® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11.7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 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 ANSIfrP11 Quality Criteria, DSB-89 and BC511 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
106 kis
OREGON
7!16182
P
RENEWS: 12131/20
May 7,2019
'A
theTRUSSCO. INC.
Job
Truss
Truss TypeQty
Ply Anslow8 DeGeneault
JW
24-11-4
TOP CHORD
112768637
J1033713
A9
California
7 1
The Truss Co.,
Eugene, OR 97402
BOT CHORD
8.240 s Dec 6 2018 MiTek Industries, Inc. Fd % 3 19:14:22 2019 Page 1
ID:dVXOpumktmTclj NWPIzdRSyg91 i-UW6vx6cTmuiddczDZa59n4AgL WkBNJTePU79GLzK6sV
[6:Q-2-4.0-1-]2),
43-4
11-5-8
18.0.12 1 24-6-8 24-1 -4 28-10.0 32-10-8
6•••••
4-0.4
7-2-4
6-7-4 0- 2 6-1-0 0 2 3-10-12 4-0.8
SLIDER
Left 2x4 DF Stud 2-0-0
••
4x5 1, Scale =1:72.0
•
• •
5xB
1.5x4 3x8 = iZ 11 Zo zr 10
16 15 24 14 13 3X -
3x6 i 1 3x6 =
LUMBER-
1 4-3-4 1
4-3-4
9-1-0
i 11-5-8 18-0.12
JW
24-11-4
TOP CHORD
32-10-8
711-4
4-312
2-4-8 6-74
0-5�
6-5-4
BOT CHORD
Plate Offsets IX Y3- ,(.9'❑-3-15.0-0-B1,.J3_¢1-12.0-1-B1^(5[0-1-12.0-1-$].
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
[6:Q-2-4.0-1-]2),
2x4 DF No.2 *Except*
-
-
6•••••
W3,W10,W1: 2x4 DF Stud
• •
MiTek recommends that Stabilizers and required cross bracing
SLIDER
Left 2x4 DF Stud 2-0-0
••
be installed during truss erection, in accordance with Stabilizer
•
• •
LOADING (psf)
SPACING-
2-0-0
CSI.
• •
DEFL.
In (loc)
I/deft
Ud
PLATES GRIP
TCLL 25.0
Plate Grip DOL
1.15
TC 0.97
Max Grav All reactions 250 Ib or less at joint(s) 1, 1 except 15=682(LC 36),
Vert(LL)
-0.13 10-11
>999
360
MT20 2201195
(Roof Snow=25.0)
Lumber DOL
1.15
BC 0.46
Vert(CT)
-0.19 10-11
>928
240
TCDL 8.0
Rep Stress Incr
YES
WB 0.55
Horz(CT)
-0.01 10
n/a
n/a
BCD 0.0 '
Code IRC2015frP12014
Matrix -MSH
Weight 214 Ib FT=20°k
BCDL
LUMBER-
BRACING -
sees
TOP CHORD
2x4 DF No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied, except end verticals, and
T3: 2x4 DF No.1&Btr
• • •
2-0-0 oc purlins (6-0-0 max.): 6-7.
BOT CHORD
2x4 DF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS
2x4 DF No.2 *Except*
WEBS
1 Row at midpt 5-13, 6-13, 7-13, 7-11, B-11, 8-10
6•••••
W3,W10,W1: 2x4 DF Stud
• •
MiTek recommends that Stabilizers and required cross bracing
SLIDER
Left 2x4 DF Stud 2-0-0
••
be installed during truss erection, in accordance with Stabilizer
•
• •
I nstallation_guide.
REACTIONS.
All bearings 18-6-0 except Qt=length) 10=Mechanical.
0960
• •
(lb) -
Max Horz 1=296(LC 9)
0000
Max Uplift All uplift 100 lb or less at joint(s) 1, 15, 13, 10, 16
Max Grav All reactions 250 Ib or less at joint(s) 1, 1 except 15=682(LC 36),
13=1166(LC 2B), 13=963(LC 1), 10=772(LC 38), 16=691(LC 28)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-21=-319!70, 7-8=4081106
BOT CHORD 13-25=-641264,12-25=-641264,11-12=-641264
WEBS 5-15=-5981115, 5-13=-258/131, 6-13=-488/133, 7-13=-507/64, 7-11=-39/384,
3-1 6=-6101131. 8-10=-574/69
NOTES -
1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) Provide adequate drainage to prevent water ponding.
5) All plates are 3x4 MT20 unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 7.Opsf.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 15, 13, 10, 16,
1.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
WARNING - Verify d..19. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based on upon parameters shown and is for an individual building component.
9 Y 9 nt P P 9 P
Applicability 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 responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consuh ANSIITPH Quality Criteria, DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
0.0006
•
•
••
0
RENEWS: 12131/20
May 7,2019
A
theTRUSSCO. INC.
*sees
sees
••00•
• •
0100
• •
• • •
sees••
• • •
• •
04,000
•
00
•
6•••••
• •
• •
09.900
••
•
• •
9069••
• • •
0960
• •
0000
0.0006
•
•
••
0
RENEWS: 12131/20
May 7,2019
A
theTRUSSCO. INC.
fob
Truss
Truss Type
Qty Ply
Anslow, & DeGeneault
Plate Grip DOL 1.15
TC 0.73
(Roof Snaw=25.0)
Lumber DOL 1.15
112768632
1033713
B01GR
ROOF SPECIAL GIRDER
1
2
Code IRC2015ITP12014
Matrix -MSH
BCDL 7.0
��i3trferenl�TQrbunan
The Truss Co., Eugene, OR 97402 8.240 s Dec 5 2018 MiTek Industries, Inc. Fri May 3 19:14:26 2019 Page 1
ID:dVXOpumktmTcljNWPlzdRSyg9li-MIMQnUfzg7C36DG OQ95xwLa5737JVpEK6zNP6zK6sR
1-3-0 , 5-7-4 10-9.75 16-0-10 21-3-6 26-fr1 31-1 1 a
1-3-0 5-7-4 5-2-11 5-2-11 5-2-17 5-2-11 5-4-7
6x10 =
3X4 =
Scale = 1:56.7
1.5x4 11 3x6 = 3x4 = 3x4 = 4x4 =
�o �0 17" �o oa 16 yv yi i. 14 io — 12 11 10
6X6 —_ 2x4 11 3x4 = 4x6 = 4x6 = 3x4 = 4x4 = 3x5 II
3x8 =
Plate Offsets IX.YI— j2.0-0-0.0-2- 1,3.0 -4 -8.0 -0 -X8,_0 -1-12,89:0-1-i
LOADING (psf)
SPACING- 2-0-0
CSI.
TCLL 25.0
Plate Grip DOL 1.15
TC 0.73
(Roof Snaw=25.0)
Lumber DOL 1.15
BC 0.59
_!CDL 8.0
Rep Stress Incr NO
WB 0.65
BCLL 0.0
Code IRC2015ITP12014
Matrix -MSH
BCDL 7.0
DEFL. in (loc) I/dell L/d PLATES GRIP
Vert(LL) -0.19 14 >999 360 MT20 220/195
Vert(CT) -0.29 14 >999 240
Horz(CT) 0.05 10 n/a n/a
Weight: 388 Ib FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF No.2 TOP CHORD
BOT CHORD 2x6 DF No.2
WEBS 2x4 DF Stud BOT CHORD
SLIDER Left 2x6 DF No.2 6-3-3
REACTIONS. (Ib/size) 10=2509/0-4-8 (min. 0-1-8), 2=2450/0-5-8 (min. 0-1-8)
Max Horz 2=123(LC 42)
Max Uplift 10=-1060(LC 10), 2=-827(LC 10)
Max Grav 10=2610(LC 53), 2=2748(LC 26)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=4039/1389, 3-22=5197/1993, 22-23=-519011991, 23-24=-5189/1991,
4-24=-5184/1989, 4-25=-5739/2313, 25-26=-5739/2313, 5-26=-573912313,
5-27=-5739/2313, 27-28=-5739/2313, 6-28=-5739/2313, 6-29=-5739/2313,
7-29=-5739/2313, 7-30=-516512156, 30-31=-5165/2156, 8-31=-5165/2156,
8-32=-329011364, 32-3.,=4>2z)0/1 364, 33-34=-329011364, 9-34=-329011364,
9 -10= -?5001'058
BOT C1:ORD 2 -Z3= -122j/3402, 35-36=-1226/3402, 17-36=-1226/3402, 17-37=-123313406,
37-38=-1233/3406, 38-39=-12'3/3406, 16-39=-1233/3406, 1640=1 98115190,
40-41=-1981/5190, 15-41=-1961/5190, 14-15=-1981/5190, 13-14=2146/5178,
13-4�=-2146/5178, 12-42=-2146/5178, 12-43=-1354/3287, 43-44=1354/3287,
11-44=-1354'3287
1NJC£ 9 -11= -1589/3901,3 -16=-93212349,8-11=-20181919,4-16=-1036/543,8-12=-95812325,
4-1 "=-410/7'6, 7-12= 1097.'525, 5-14=-644/350, 7-14=-198/720
Structural wood sheathing directly applied or 6-7-3 oc purlins,
except end verticals, and 2-0-0 oc purlins (5.3-11 max.): 3-9.
Rigid ceiling directly applied or 10-0-0 oc bracing.
N(,1 ES -
1) 2 -ply truE.3 to be connected together witn 10d (0.131 "x3") nails as follows:
Top chords connected as fo-lows: 2xA - 1 rev• nt 0-9-0 oc.
Bottom chords connected a: follows: 2x6 - 2 rows staggered at 0-9-0 oc.
haus connected as follows, 2x4 - 1 row at 0-9-0 oc.
2) All Ird' are consic'erecl 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 teen provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10
5) Unbalanced snow loads have been considered forthis design.
6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
non -concurrent with other live loads.
7) Provide adequate drainage to prevent water ponding.
Continued on page 2
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design paramenlers 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 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 ANSIITPII Quality Criteria, DSB-89 and BC511 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
RENEWS: 12/31120
May 7,2019
theTRUSSCO. INC.
Job Truss1R.-
ss Type Qty 172
Anslow 8 DeGeneaull
112768632
J1033713 B01GR F SPECIAL GIRDER 1 Job ptlo(lajl
The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:27 2019 Page 2
1 D:dVXOpumktmTclj N WPlzdRSyg91 i-gUwo?pfcbRKwjNrBL7hKU8ulrXP M2y3NYmiwxZzK6sQ
NOTES -
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and
any other members.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 10=1060, 2=827.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 365 Ib down and 260 Ib up at 5-8-10, 210 Ib down and 136 Ib up at
8-0-12, 190 Ib down and 142 Ib up at 10-0-12,187 Ib down and 144 Ib up at 12-0-12,187 Ib down and 146 Ib up at 14-0-12, 187 Ib down and 147 Ib up at 16-0-12, 188
Ib down and 149 Ib up at 18-0-12, 188 Ib down and 150 Ib up at 20-0-12, 189 Ib down and 152 Ib up at 21-6-0, 188 Ib down and 150 Ib up at 22-11-4,188 Ib down and
149 Ib up at 24-11-4, 187 Ib down and 147 Ib up at 26-11-4, and 187 Ib down and 146 Ib up at 28-11-4, and 189 Ib down and 143 Ib up at 30-11-4 on top chord, and 51
Ib down at 2-0-12, 54 Ib down at 4-0-12, 59 Ib down at 6-0-12, 59 Ib down at 8-0-12, 59 Ib down at 10-0-12, 59 Ib down and 14 Ib up at 12-0-12, 59 Ib dawn and 16 Ib
up at 14-0-12, 59 Ib down and 18 Ib up at 16-0-12, 59 Ib down and 20 Ib up at 18-0-12, 59 Ib down and 22 Ib up at 20-0-12, 59 Ib down and 23 Ib up at 21-6-0, 59 Ib
down and 22 Ib up at 22-11-4, 59 Ib down and 20 Ib up at 24-11-4, 59 Ib down and 18 Ib up at 26-11-4, and 59 Ib dawn and 16 Ib up at 28-11-4, and 63 Ib down and 14
Ib up at 30-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pit)
Vert: 1-3=-66, 3-9=-66,10-18=-14
Concentrated Loads (lb)
Vert: 3=-290 13=40(F) 12=-40(F) 14=-40(F) 7=-105 5=-105 22=-144 24=-120 25=-105 26=-105 27=-105 29=-105 30=105 31=-105 32=-105 33=-105 34=-119
35=28(F) 36=-25(F) 37=-40(F) 38=-41(F) 39=-40(F) 40=-40(F) 41=40(F) 42=-40(F) 43=-40(F) 44=-40(F) 45=-40(F) 46=-40(F) 47=-42(F)
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 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 ANSIITPI1 Quality Criteria, OSB -89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
t] CO. INC.
0000•
••••
• •
• •
0000
0000•
• •
• • •
0000••
0000••
••
•
•
0000••
0000••
••
•
• •
0000••
0000
0000••
0000
• •
•
•••••r
•0000•
••••
•• •O
000000
••
• •
• • •
00000000
t] CO. INC.
Job Truss Truss Type Qty Ply Anslow & DeGeneault
"1033713 B02 Roof Special 1 1 112768633
Rk..f3.EfEf.�app .{ORtional}
The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:28 2019 Page 1
I D:dVXOpumktmTclj N WPlzdRSyg91 i-JgUBCggEMkSnLXQNvgCZOLQvOxhunPvWnQSTU?zK6sP
1-3-0 7-7.413-7-10 19-8-0 25-8-6 31-10-8
1-3-0 7-7-4 6-0-6 6-0.8 6-0-6 - 6.2-2
Scale = 1:56.7
5x8 MT16HS =
3x4 =
1.5x4 II
3x6 = 3x5 =
4x5 =
6x8 11
16 15 ,, '_ 12 11 10
1.5x4 II 44 =
3x5 =
4x6 = 3x8 =
4x5 =
7-7,4 _1371Q
LOADING (psf)
CLL 25.0
Roof Snow=25.0)
i'CDL 8.0
SCLL 0.0 *
BCDL 7.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2015ITP12014
CSI.
TC 0.81
BC 0.89
WB 0.68
Matrix -MSH
LUMBER-
I'OP CHORD
2x4 DF 240OF 2.0E *Except*
T2: 2x4 OF No.1&Btr, T3: 2x4 DF No.2
BOT CHORD
2x4 DF No.1 &Btr *Except*
B2: 2x4 DF No.2
WEBS
2x4 DF Stud *Except*
W8,W2,W6,W4: 2x4 DF No.2
SLIDER
Left 2x6 DF No.2 2-0-0
REACTIONS.
(Ib/size) 10=1324/0-4-8 (min. 0-2-2),2=1420/0-5-8 (min. 0-1-15)
Max Horz 2=161(LC 9)
Max Uplift 10=-438(LC 10), 2=374(1_13 10)
Max Grav 10=1985(LC 25), 2=1798(LC 26)
3x4 11
DEFL. in (]cc) I/deft L/d PLATES GRIP
Vert(LL) -0.24 15-16 >999 360 MT20 220/195
Vert(CT) -0.32 15-16 >999 240 MT18HS 220/195
Horz(CT) 0.08 10 n/a n1a
Weight: 165 Ib FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-5-10 cc purlins,
except end verticals, and 2-0-0 cc purlins (2-9-1 max.): 4-9.
BOT CHORD Rigid ceiling directly applied or 7-5-13 cc bracing.
WEBS 1 Row at midpt 9-10
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation uide.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP ;F,(GF D 2-3=-707/131, 3-4=2479/586, 4-22=-3128/740, 22-23=-31281740, 23-24=-3128/740,
5 -24= -3128/740,5 -25=-3J,2,731,25-26=3072/731,26-27=-3072/731,6-27=-3072/731,
6-28=-1072/731, 28-29--307°/731, 29-30=-3072/731, 7-30=-3072/731, 7-31=-3072/731,
8-:1=-3137=1731, 8-32=-2086/501, 32-33=2086/501, 33-34=-2086/501, 9-34=-2086/501,
9-10=-1943/460
BnT_r.HOPO 2 -16= -51012102,15 -16=-512/2:02,14-15=-716/3128,13-14=-716/3128,12-13=-716/3128,
11-12=-485,2086
:NEbS 9-11=-583/2F29, 4-15=339/1326, 8-11=-1552/419, 5-15=-727/249, 8-12=-294/1261,
6-12=-665/227
NOTES -
1) And: ASCE 7-10; Vult=120mph (3-s^cond gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS 'envelope) gable end zone; caadlever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DCI=1.60
2) i CLL: ASCE 7-10; Pf=25.0 psf (flat rcof sn-)w); Category II; Exp B; Partially Exp.; Ct=1.10
3) J,.balai,cacl snow loads have been considered for this design.
4) i his tnu^s has bee des'3ne d for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
non -concurrent with other uve loads.
5) Provide adequate drainage to prevent water ponding.
8) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)
10=438,2=374.
f 0) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Continued on page 2
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 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 ANSIITPl1 Quality Criteria, DSB-89 and BCS11 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
RENEWS: 12/31/20
May 7,2019
theTRUS
:CO. INC.
1033713 B02 �RoofSpects
The Truss Co., Eugene, OR 97402
8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:292019 Page 2
I D:dVXOpumktmTclj N WPlzdRSyg91 i -ns 1 ZQVhs72bezh?ZTYjo77747L17 Ws9g04B 10RzK6sO
NOTES -
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 Ib down and 93 Ib up at 7-9-0, 115 Ib down and 66 Ib up at
10-0-12, 110 Ib down and 70 Ib up at 12-0-12, 110 Ib down and 70 Ib up at 14-0-12, 110 Ib down and 70 Ib up at 16-0-12, 110 Ib down and 70 Ib up at 18-0-12, 110 Ib
down and 70 Ib up at 20-0-12, 110 Ib down and 70 Ib up at 21-6-0, 110 Ib down and 70 Ib up at 22-11-4, 110 Ib down and 70 Ib up at 24-11-4, 110 Ib down and 70 Ib up
at 26-11-4, and 110 Ib down and 70 Ib up at 28-11-4, and 106 Ib down and 72 Ib up at 30-11-4 on top chord. The design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-4=66, 4-9=-66, 10-17=-14
Concentrated Loads (Ib)
Vert: 4=-17 22=-48 24=-30 25=2 33=2 34=-24
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component.
Applicability 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 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 ANSIRPII Quality Criteria, DSB-89 and BCSII Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. theTRUSSco. iNc.
4040•••
4040••
• •
4040••
4040•••
• •
• • •
4040••••
4040 •
• •
4040••••
•
4040
•
4040••••
4040••••
•
4040
• •
•
4040••••
• •
4040••
• •
4040 •
• •
•0 as
4040••••
4040••
4040••
• •
•
4040
•
••••6•
•404,006
0066
•• ••
60640640
4040
• • •
• •
•4040•
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component.
Applicability 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 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 ANSIRPII Quality Criteria, DSB-89 and BCSII Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. theTRUSSco. iNc.
.hob
Truss
Truss Type Qty
PlyAnslow
& DeGeneault
3x6
3x8 =
3x6 = 4x5 = 3x5 II
9-7-4
112768634
k'I 033713
603
Roof Special 1
1
11:0-2-0,0-1-1
7-54 _
LOADING (psf)
SPACING- 2-0-0
.lO.13@iCt@f1wtVA.Imaill
The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:30 2019 Page 1
I D:dVXOpu mktmTcljNVVPlzdRSyg91 i-F3bxdriUu MjUagam 1 FE16mVBGIP7FEgpEkxaYtzK6sN
1 3 0. A-10-4 9-7-4 16-11-12 24-4-4 31-10-8
11-30 4-1D-4 4-10 7-4-8 7-4-8 7-6-4
5x8 MT18HS =
1.5x4 II
3x6 = 3x4 =
Scale = 1:56.5
4x6 =
15
"` '"
13
— 11 "" 10
5x8 11 3x4 =
3x6
3x8 =
3x6 = 4x5 = 3x5 II
9-7-4
t6-11-12
i—_
Z44 31_T0.8
7_-5
74-B
�c2�dISS�fISEtS iX.Y1=�2'0-3-15.0-1 �];f5:0-4-0.0-1-8i.i9:0-2-120 1-12j�[10[Edt)Q,0-3-
11:0-2-0,0-1-1
7-54 _
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) Udefl Ud
PLATES GRIP
TCLL 25.0
plate Grip DOL 1.15
TC 0.98
Vert(LL)
-0.17 13-15 >999 360
MT20 220/195
(Roof Snow=25.0)
Lumber DOL 1.15
BC 0.71
Vert(CT)
-0.24 13-15 >999 240
MT18HS 220/195
TCDL 8.0
Rep Stress Incr YES
WB 0.92
Horz(CT)
0.06 10 n/a n1a
SCLL 0.0
RCni 7-0
Code IRC20151TPI2014
Matrix -MSH
Weight: 171 Ib FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 DF No.2 "Except'
TOP CHORD
Structural wood sheathing directly applied or 2-2-10 oc purlins,
T2: 2x4 DF 240OF 2.OE, T3: 2x4 DF No.1&Btr
except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-9.
BOT CHORD 2x4 OF No.2
BOT CHORD
Rigid ceiling directly applied or 8-9-11 oc bracing.
WEBS 2x4 DF No.2 *Except*
WEBS
1 Row at midpt 9-10
W1,W2,W6,W4: 2x4 DF StudMiTek
recommends that Stabilizers and required cross bracing
SLIDER Left 2x6 DF No.2 2-0-0
be installed during truss erection, in accordance with Stabilizer
Installaticn uide.
REACTIONS. (Ib/size) 10=1419/0-4-8 (min. 0-2-1), 2=1441/0-5-8 (min. 0-2-0)
Max Harz 2=198(LC 9)
Max Uplift 10=-431(LC 10), 2=-355(LC 10)
Max Grav 10=1935(LC 25), 2=1895(LC 26)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-733/0, 3-20=-25791551, 4-20=-2549/567, 4-5=-22411547, 5-21=-25131633,
21-22=-2513/633, 22-23=-2513/633, 23-24=-2513/633, 6-24=-2513/633, 6-25=25131633,
25-26=-2513/633, 7-26=-25131533, 7-27=-2513/633, 8-27=-25131633, 8-28=1905/484,
28 29--190FI484, 29-3,=-1SJ5/484, 30-31=-1905/484, 9-31=-1905/484, 9-10=1885/458
BnT CI :ORD 2 -1:i= -4b9,2117, 15-32=-47211909, 14-32=-472/1909, 13-14=-472/1909, 12-13=-45911905,
12-33=-459/1905, 11-33=-459.'1905
VV173F 4-15=-4261228, 5-15=-611411, 8-11=-552/2408, 5-13=-2441813,8-11=-1411/415,
6-13_-A?712-4,8-13=-192/782
NO'. E3-
1) N'rd: PSCE 7-10;cVuIt=12C,mph (3 -stem: gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gabie end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) TCLL: ASCE 7-10; P_f=25.0 osf (flat rooT snow); Category Il; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow bit's h -wt! been cDr3:Ji r Z forthis design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
non-conc-trrent with ether lire loads.
5) Pro••iee adequate drainage :3 prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 7.Opsf.
_) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b)
10=431,2=355.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Continued on page 2
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown and is for an individual building component.
9 Y 9 Y P P 9 P
Applicability of design parementers 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 ofthe
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 BCSI1 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, VN 53719.
RENEWS: 12/31120
May 7,2019
A
theTRUSSCO. INC.
F.lob Truss Truss Type
33713 B03 Roof Special
The Truss Co., Eugene, OR 97402
Qty JPly Anslow & DeGeneault
112788834
'1 1
Job
LeDr�_iapf u rie 11
8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:302019 Page 2
I D:dVXOpumktmTclj N WPlzdRSyg91 i-F3bxdriUuMjUagam t FE16mVBGl P7FEgpElaaYtzK6sN
NOTES -
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load (s) 100 Ib down and 95 Ib up at 9-9-0, 124 Ib down and 66 Ib up at
12-0-12, 117 Ib down and 70 Ib up at 14-0-12, 110 Ib down and 70 Ib up at 16-0-12, 110 Ib down and 70 Ib up at 18-0-12, 110 Ib down and 70 Ib up at 20-0-12, 110 Ib
down and 70 Ib up at 21-6-0, 110 Ib down and 70 Ib up at 22-11-4, 110 Ib down and 70 Ib up at 24-11-4, 110 Ib down and 70 Ib up at 26-11-4, and 117Ib down and 70
Ib up at 28-11-4, and 113 Ib down and 63 Ib up at 30-11-4 on tap chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pig
Vert: 1-5=-66, 5-9=-66, 10-16=-14
Concentrated Loads (lb)
Vert: 5=-24 21=-57 22=47 24=7 29=-7 30=-47 31=51
,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 BEFORE USE, 1
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component.
Applicability 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 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 ANSIfTPl1 Quality Criteria, DSB-89 and BCS11 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, the CO. INC.
1010••
• •
1010••
1010•••
• •
• • •
1010••
1010 •
• •
•"10'10
•
1010
•
1010••••
•0••0♦
1010
• •
•
1010••••
1010 •
• '0
1010 1010
1010••••
1010••
as
•
• •
0
•04,4,10•
•1004,041,
04,100
so go
• 1010
• •
• • •
•4,s•
,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 BEFORE USE, 1
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component.
Applicability 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 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 ANSIfTPl1 Quality Criteria, DSB-89 and BCS11 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, the CO. INC.
112768635
'The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri MeYy�� 3 19:14:32 2019 Page 1
I D:dVXOpumktmTclj N WPlzdRSyg91 i-BRjh2XjkQuCg8k88gGVBBbY8UjBu6i2QhdmzK6sL
-10-4 11-7-4 18-3-12 25-0-4 1-
5
1-&0 5-10-4 5-9-0 8-8.8 6-8-8 6-10-4
5x8 MT18HS i
Scale = 1:56.5
3x4 =
1.5x4 II 3x6 = 4x5 =
15 14
5.8 1.5x4 II 3x4 =
LOADING (psf)
TCLL 25.0
;Roof Snow=25.0)
?'CDL 8.0
BCLL 0.0
P'
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2015/TP12014
CSI.
TC 0.95
BC 0.77
WB 0.74
Matrix -MSH
LUMBER -
TOP CHORD
2x4 DF No.2 *Except*
T3: 2x4 DF No.1&Btr
BOT CHORD
2x4 DF No.2 *Except*
B1: 2x4 DF No.1&Btr
WEBS
2x4 DF Stud *Except*
W9,W8,W4,W6: 2x4 DF No.2
SLIDER
Left 2x4 DF No.2 2-0-0
REACTIONS.
(Ib/size) 10=1617/0-4-8 (min. 0-2-2), 2=1465/0-5-8 (min. 0-2-2)
Max Horz 2=235(LC 42)
Max Uplift 10=-438(LC 10), 2=-335(LC 10)
Max Grav 10=1983(LC 25), 2=1964(LC 26)
12
3x6 — 3x8 =
4x4 =
10
3x5 II
DEFL. in (loc) I/deft L/d PLATES GRIP
Vert(LL) -0.15 14-15 >999 360 MT20 220/196
Vert(CT) -0.21 14-15 >999 240 MT18HS 220/195
Horz(CT) 0.06 10 n/a n/a
Weight: 183 Ib FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals, and
2-0-0 oc purlins (2-2-0 max.): 5-9.
BOT CHORD Rigid ceiling directly applied or 9-6-15 oc bracing.
WEBS 1 Row at midpt 9-10,8-11
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP ;i iUhD 2-3=-460/32, 3-21=-2718/489, 4-21=2493/510, 4-5=2235/514, 5-22=-1964/532,
22 -23= -1964/532,23 -2-1=-,934/532,6-24=-1964/532,6-25=-1964/532,25-26=-1964/532,
2672/=-i96d/532, 7-27--196i/532, 7-8=-1964/532, 8-28=-1451/395, 28-29=-1451/395,
29-30=-'.431/395, 9-30=-14511395, 9-10=1938/465
9070HORD 2-15=471/2234, 14-15=-4/112'?34, 14-31=-433/1798, 13-31=-433/1798, 12-13=-43311798,
12-32=-365/1473, 11-32=-365;1473
W=BS 4-14'1-5821230, 5-14=-67/504, 9-11=-486/2089, 5-12=-312/515, B-11=1413/411,
6-1'2=-8071253, 8-12=-2001822
NuTES-
1) Wind: ASCE 7-10; 1, ::= 120mph (3 -second gust) Vasd=95mph; TCDL=4.Spsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
,,(,AFrRS (envelope) gable end zone; ^anti)=ver left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL -1.60
2) TCLL: i,SCE 7-10; Ft=25.0 osf (flat roof snow)' Category II; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow loads hat•= been cinsidLred forthis design.
4) 7,11, t, uss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
non-corcurrent with other lit ; loads.
5) Provide adequate drd ago to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 7.Opsf.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)
10=438,2=335.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Continued on page 2
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE.
Design valid for use only with Mi Tek connectors. This design is based only upon ammeters shown and is for an individual building component.
9 Y 9 Y P P 9 P
Applicability 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 ofthe
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 ANSIfTPi1 quality Criteria, DSB.89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
RENEWS: 12/31/20
May 7,2019
'A
theTRUSSCO. INC.
rJab
J1033713
1
The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:38 201
1 D:dVXOpumktmTcljN WPlzdRSyg91 i-Ob4zlaoV9pj MY3B I VxNVQSrbiz656WN?4zt?q
NOTES -
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 Ib down and 68 Ib up at 17-9-0, 147 Ib down and 66 Ib up at
20-0-12, and 159 Ib down and 70 Ib up at 21-6-0, and 147 Ib down and 66 Ib up at 22-11-4 on top chord. The design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-7=-66, 7-8=-116, 7-10=-66, 10-11=-66, 12-20=-14
Concentrated Loads (lb)
Vert: 7=-28 9=-89 26=-81 28=-81
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component.
Applicability of design paramenlers 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 responsibillity ofthe
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 ANSIITPN Quality Criteria, DSB-89 and BCSI1 Building Component yL,
Safety Information available from Truss Plate Institute, 683 D'Onofrio Drive, Madison, WI 53719. LIIBTRUS ;Co. INC.
••0
t•••
•••
•
• •
0000
0000•
• •
♦ • •
0000••
•• •
• •
•0 0•••
t
••
•
00.04•
0000••
••
•
•
• •
0000
• •
••••
0000••
••0
4
• •
0
•00000
0••44•
00.0
• as
• •
• • •
•4••
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component.
Applicability of design paramenlers 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 responsibillity ofthe
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 ANSIITPN Quality Criteria, DSB-89 and BCSI1 Building Component yL,
Safety Information available from Truss Plate Institute, 683 D'Onofrio Drive, Madison, WI 53719. LIIBTRUS ;Co. INC.
AnaIOW & Ueueneauit
112768639
The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:40 2019 Page 1
I D:d VXOpumklmTcljN WPlzdRSyg91 i-y_CpGgmXQz4nN LhcMPN Wtwy?ngnaoB HYH M6vlZK6sD
19-10-15 25-4-12
6-5-12
4x4 i
5x8 =
20 19 30 18 17 16 31 15 14 13 32 12
3x8 II 1-5x4 II 3x6 = 4x8 = 1.5x4 11
Scale = 1:75.0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TIOP CHORD 2-3=-289/0, 3-4=-1748/204, 4-5=-1621/218, 5-25=-1431/179, 6-25=-1159/204,
6-26=-810/168, 7 -26= -til 7/184 7-8=-504/231, 8-27=-311/188, 27-28=320/190,
9-Z8=- 91, 9-10=-^.7/286, 10-29=-33/532, 11-29=53/302
BOT CIIORD 2 -20= -25G,1442,19 -20=-290/1442,19-30=-202/1135,18-30=-202/1135,17-18=-202/1135,
16-17=-163/516, 13-14=286/:15
10IE535 5-19=-380/153, 6-17=-942/216, 8-16=-325/234, 9-16=-271/1553, 9-15=-266/61,
7-17=121/756, 7-16=1237/280,10-14=-874/168,11-13=-394189,
9-14=-1400/21
NUTES-
1) Wind: ASCE 7-10; bwr-120mph (3 -second oust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone; canti;3ver left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) TCI L' ASCE 7-10:Pf-25.0 psf (flat r -c` -naw'„ Category II; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow loads hake been considered for this design.
4) Fhis truss has been iPsignF d for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
nor. concurrent wit:.i oth�.r lira loads.
5) Provide adequate drainage to prevent water ponding.
6) All plates are 3x4 MT20 unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chard and any other members, with BCDL = 7.Opsf.
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 Ib uplift at joint 2, 195 Ib uplift at
joint 12 and 346 Ib uplift at joint 14.
representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown and is for an individual building component.
9 Y 9 Y P P � 9 P
Applicability 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 responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI7TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
RENEWS: 12/31/20
May 7,2019
theTRUSSco. INC.
25-0-12
5-10-4 11-7-4
17-7-0 19-7-0 I 23412 P4-11-81 31-10-8
5-101 S9-0
B -O-0 2-0.0 3-9.8 1-8-12 65-12
Plate Offsets
DLY1-- [2:0-;Z3.EdGe7_.[5:0-1-120-1-Bht :0g 1=12.0-1-B1,_i7:0.1-12.0-1-6i.
f8:0-1-12.0-2-
:0-2-, ,,Q-0.12j,j10:0-1-12,0-1 11:0-1-1? 0-1- 16:0-4-Q,Q-1-gj
LOADING (psf) SPACING- 2-0-0 CSI.
DEFL.
in (loc) I/dell Lid PLATES GRIP
TCLL
25.0 Plate Grip DOL 1.15 TC 0.77
Vert(LL)
-0.11 19-20 >999 360 MT20 220/195
!Roof Snow --25.0)
Lumber DOL 1.15 BC 0.69
Vert(CT)
-0.15 19-20 >999 240
TCDL
8.0 Rep Stress Incr YES WB 0.78
Horz(CT)
0.03 14 nla n/a
BCLL
BGDL
0.0 Code IRC2015rfP12014 Matrix -MRH
70
Weight: 282 lb FT=20%
LUMBER-
BRACING -
TOP CHORD
2x4 OF No.2 *Except*
TOP CHORD
Structural wood sheathing directly applied or 3-10-12 cc purlins,
T4: 2x4 OF No.1&Btr
except end verticals, and 2-0-0 cc purlins (6-0-0 max.): 8-9.
BOT CHORD
2x4 OF No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
WEBS
2x4 OF No.2 `Except'
WEBS
1 Row at midpt 6-17, 8-16, 9-15, 7-16, 10-13, 10-14, 11-13
W1,W2,W3: 2x4 OF Stud, W14: 2x6 OF No.2
9-14
SLIDER
Left 2x4 OF No.2 2-0-0
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation
REACTIONS.
(Ib/size) 2=1043/0-5-8 (min. 0-1-8), 12=-58/Mechanical, 14=2037/0-5-8 (min. 0-3-1)
clufde-
Max Horz 2=332(LC 9)
Max Uplift 2=-167(LC 10), 12=195(LC 31), 14=-346(LC 10)
Max Grav 2=1262(LC 29), 12=220(LC 27), 14=2861 (LC 29)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TIOP CHORD 2-3=-289/0, 3-4=-1748/204, 4-5=-1621/218, 5-25=-1431/179, 6-25=-1159/204,
6-26=-810/168, 7 -26= -til 7/184 7-8=-504/231, 8-27=-311/188, 27-28=320/190,
9-Z8=- 91, 9-10=-^.7/286, 10-29=-33/532, 11-29=53/302
BOT CIIORD 2 -20= -25G,1442,19 -20=-290/1442,19-30=-202/1135,18-30=-202/1135,17-18=-202/1135,
16-17=-163/516, 13-14=286/:15
10IE535 5-19=-380/153, 6-17=-942/216, 8-16=-325/234, 9-16=-271/1553, 9-15=-266/61,
7-17=121/756, 7-16=1237/280,10-14=-874/168,11-13=-394189,
9-14=-1400/21
NUTES-
1) Wind: ASCE 7-10; bwr-120mph (3 -second oust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone; canti;3ver left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) TCI L' ASCE 7-10:Pf-25.0 psf (flat r -c` -naw'„ Category II; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow loads hake been considered for this design.
4) Fhis truss has been iPsignF d for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
nor. concurrent wit:.i oth�.r lira loads.
5) Provide adequate drainage to prevent water ponding.
6) All plates are 3x4 MT20 unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chard and any other members, with BCDL = 7.Opsf.
9) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 Ib uplift at joint 2, 195 Ib uplift at
joint 12 and 346 Ib uplift at joint 14.
representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown and is for an individual building component.
9 Y 9 Y P P � 9 P
Applicability 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 responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSI7TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
RENEWS: 12/31/20
May 7,2019
theTRUSSco. INC.
Job Truss Truss Type
J1033713 B08 California
The Truss Co., Eugene, OR 97402
Qty Ply Anslow & DeGeneault
12768639
1 1
,.Ipb�3'%Qf.PF3S'.e l0)-'fonall
8.240 s Dec 62018 MiTek Industries, Inc. Fd May 3 19:14:402019 Page 2
ID:dVXOpumktmTcljNWPlzdRSyggli-y CbGgmXQz4nNLhcMPNWtwy9ngnaoBHYHM6vIzK6sD
NOTES -
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 434 Ib down and 162 Ib up at 19-11-9, and 128 Ib down and 56 Ib up
at 21-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-8=66, 8-9=-66, 9-11=-66, 12-21=-14
Concentrated Loads (lb)
Vert: 27=-335 28=-72
I WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design paramenlers 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 responsiblllity 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, consul ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component 77.,,�
SafetyInformation avallable from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. theTRUSSCO. INC.
4141•••
4141••
• •
•
4141•••
• •
•
4141••
• • •
4141••••
4141 •
• •
4141••••
•
4141
•
4141••••
4141••••
•
4141
• •
•
4141••••
• •
4141••
• •
4141 •
• •
4141 4141
••4141••
4141••
41949
• •
4141
•
009•00
• •
•414••9
•
••99
• •
4141 4141
•
4f•9••
• 4141
• •
• • •
0000
I WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design paramenlers 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 responsiblllity 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, consul ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component 77.,,�
SafetyInformation avallable from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. theTRUSSCO. INC.
033713 1809
The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek
I D:dVXOpumktmTcljN WPlzd RSyg91 i-QAm5xcciOlk'
t 5-40 10-0-8 - 21-9-0 _{
5-111 5-0.S 5-0.8 6-4-0
4x4 =
— F—, 3
12 1S 11 1U 6 7 6
3x6 = 9 16 3x8 = 17 16
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
25.0
Plate Grip DOL
1.15
TC 0.45
CRoof Snow=25.0)
Lumber DOL
1.15
BC 0.21
S CDL
8.0
Rep Stress Incr
YES
WB 0.22
E3CLL
0.0
Code IRC2015/TP12014
Matrix -MSH
DL
___B,,
L.UMBER-
T OP CHORD
2x4 DF No.2
BOT CHORD
2x4 DF No.2
NEBS
2x4 DF No.2 *Except`
W1,W9: 2x4 DF Stud
N
T
Inc. Fri Mav 3 19:14:41
112768640
Scale = 1:82.8
DEFL. in floc) Ildefl Ud PLATES GRIP
Vert(LL) -0.04 6-7 >999 360 MT20 2201195
Vert(CT) -0.06 6-7 >999 240
Horz(CT) -0.01 6 n/a n/a
Weight: 178 Ib FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-11, 2-8, 3-8, 4-8, 4-7, 5-7
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, In accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 14-4-8 except (jt=length) 12=Mechanical, 9=0-3-8.
(lb) - Max Horz 12=-343(LC 8)
Max Uplift All uplift 100 Ib or less atjoint(s) 12, 7, 6, 9 except 8=-132(LC 11)
Max Grav All reactions 250 Ib or less at joint(s) 9 except 12=404(LC 20), 8=787(LC
1), 7=443(LC 20), 6=294(LC 19)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 1-12=-335/50
80 OI IOI:D 12-15=306/297, 11-15=-3U6/297, 10-11=-225/260, 9-10=-225/260, 9-16=-225/260,
8-16=-'25/230
V1T:BS 2-L'=-41(,/,38, 3-8=-327/0, 4-7=-290/99
N7TF8•
1) Wino. ASCE 7-10: Burt-l2f mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable Lnd zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
g,ip LGL -1.60
2) Tri L: %PCE 7-10; Pf=25.0 psf (flat rjof si.aw); Category II; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow loaus have been considemri for this design.
4) Ail plates are 3x4 MT20 unless otherwise i.idicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) . Thi= truss has bee for a ".v::c iC of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom 000rd and any other members, with BCDL = 7.Opsf.
7) Rutertu hirder(s) for -tress trr truss connections.
8) Pro'n'e mechanicCl con:aec;lon (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12, 7, 6, 9 except
(jt=1b) 8=132.
LOAD CASE(S) Standard
RENEWS: 12/31/20
May 7,2019
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design paramerters 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 responsiblllity ofthe
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 ANSIrrPl1 Quality Criteria, DSB-89 and SCSI1 Building Component yy, �s
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719. the i RUSSCO. INC.
ib
Truss
Truss Type
ty Ply Anslaw 8 DeGeneaull
'117
112768641
1033713
B10
California
1 1
Reference jp, [In onafl
The Truss Co.,
Eugene, OR 97402
8240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:42 2019 Page 1
ID:dVXOpumktmTcljNWPlzdRSyg9li-uNKT8yr031 DoOgV3knSrbl?LRaUt2mpa?brDzBzK65B
11-5-0
0-4
B-11-4 MID 11 1 f -2- I 9 0
411-4
4-4-15 0.4- 2 OA -12 4-0-15
4x4 i 2-1-0 4x8 = Scale = 1:76.2
7 n T2--
3 14
3x4
11 15 to 1ti 9 8 it its 7
3x4 = 3x6 = 3x8 = 3x4 = 3x5 =
Plate Offsets (X.Y)-- (3:0-1-12-02oJ, 14:0-4-0,0-0-8),11'9 4.0-1- 11:0-1-8,0-1-8J
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 25.0 plate Grip DOL 1.15 TC 0.58
(Roof Snow=25.0) Lumber DOL 1.15 BC 0.78
TCDL 8.0 Rep Stress Incr YES WB 0.52
BCLL 0.0 Code IRC2015lTP12014 Matrix -MSH
P1r.nI 711
LUMBER -
TOP CHORD 2x4 DF No.2
BOT CHORD 2x4 DF No.2
WEBS 2x4 DF No.2 *Except*
W1.W9: 2x4 DF Stud
REACTIONS. (Ib/size) 11=858/Mechanical, 7=858/Mechanical
Max Horz 11=-327(LC 6)
Max Uplift 11=-106(LC 10), 7=108(LC 11)
Max Grav 11=1273(LC 28),7=1286(LC 28)
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) -0.38 7-8 >674 360 1 MT20 220/195
Vert(CT) -0.55 7-8 >470 240
Horz(CT) 0.02 7 n/a n/a
Weight: 186 Ib FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at mldpt 3-9, 4-9, 4-8, 5-8, 2-11, 5-7
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-13=-752/136, 3-13=5791145, 3-4=-5201139,4-14=-573/139, 5-14=772/120,
6-7=-290/72
BOT CHORD 11-15=-193/563, 10-15=-193/563,10-16=-193/563, 9-16=-193/563,8-9=-99/587,
8-17=-86/548,17-18=-86/548, 7-18=-86/548
WEBS 2-9=-861274,4-8=-77/275,2-11=-1105/120,5-7=-10871105
NOTES -
1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow loads have been considered forthis design.
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) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 7.Opsf.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)
11=106,7=108.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
00 •00•
0000 •
• •• 0000
• s • 004000
•0 0 • •
•0000• •�
•
• ••••••
•••0•• ••
s
s • •
•
•e
� r
0000
RENEWS:12131120
May 7,2019
a& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component.
Applicability of design paramenters and proper Incorporation of component is responsibility of building tlesigner- not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, ofthe
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 BCSN Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. theTRUSSCO. INC.
Job Truss
Truss Type Oly
TrussCommon
Ply
Anslow & DeGeneeult
_:7112768642
17-3-13
2 -SDS
21-7-10
25 -1❑ -6
1033713 C1GR
Girder 1
1
all
'The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:43 2019 Page 1
I D:dVXOpumktmTcljN WPlzdRSyg91 i-MZusMlsegLLeeg4GHUz47 WyaV_s8nBgkEFamVdzK6sA
1-3-0 4-45 8.8.3 13-0-0 17-3-13 21-7-10 25-10-6
1-30 4-4-5 4-3-13 4-3-13 4313 4.313 4-2-12
4x4 =
7.00
3x4 II
2x4 II 3x4 = 3x8 = 13 12
17 16 15 14 JUS24 44 =
4x6 =
JUS24
NAILED 3x6 II MSH29 4x8 II
JUS24
1�2
Scale = 1:56.4
LUMBER- BRACING-
OPCHORD 2x4 DF No.2 TOP CHORD
.',OT CHORD 2x6 DF No.2 `Except` BOT CHORD
B2: 2x6 DF SS WEBS
WEBS 2x4 DF Stud 'Except'
W5: 2x4 DF No.2
SLIDER Left 2x4 DF No.2 2-0-0, Right 2x4 DF Stud 2-0-0
REACTIONS. All bearings 14-5-8 except Qt=length) 11=0-3-14, 14=0-3-8.
(lb) - Max Horz 2=170(LC 7)
Max Uplift All uplift 100 Ib or less at joint(s) 2, 18, 17, 14 except 11 =233(!_C 11),
15=284(LC 11)
Max Grav All reactions 250 Ib or less at joint(s) 2 except 11=1935(LC 18),
2=323(LC 28), 18=263(LC 28), 17=313(LC 28), 15=1676(LC 18), 14=558(LC 18)
FOWLS. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
I OP 1-H()P.D 5-6=-58/278, 6-27=77,33C, ;-27=-30/450, 7-8=46/481, 8-9=-704/129, 9-10=-1969/285,
10-'11=-1ti351138
20T CHORD 14 15 E555,14-28=-35/555,13-28=-35/555,13-29=-19311701, 29-30=-193/1701,
12-30=-193/1701,12-3 i =-iWi-1701, 31-32=-19311701,11-32=-193/1701
WEBS 6-15=-256/110,7-15=-646161,'3-15=-1428/314,8-13=-196/1251, 9-13=-1398/255,
9-12 =131/1193
Structural wood sheathing directly applied or 4-4-1 oc purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at mid pt 8-15
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
Nr1?FS
1) Wino. ASCE 7-10* Vuit=12nmph (3-eeconr' rust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope)-giLIL end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
g Ip LOL=1.60
2) TCLL: AFCE 7-10; Pf=25.0 psf (flat roc.. now); Category 11; Exp B; Partially Exp.; Ct=1.10
3) Unbala, iced snowIoads have been considerRri for this design.
4) This truss has been designed for gre^ter o' min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
.i,r.-casicurrent with other live loads.
5) fhig truss has bee�1 designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) `This truss has beef, uesigned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 18, 17, 14, 2
except (jt=1b) 11=233, 15=284.
8) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 3-10-8 oc max. starting at 16-0-12
from the left end to 21-11-4 to connect truss(es) B06 (1 ply 2x4 DF), B07 (1 ply 2x4 DF), B09 (1 ply 2x4 DF) to back face of bottom
chord.
9) Use USP MSH29 (With 10d nails into Girder & 4-1 Od nails into Truss) or equivalent at 23-11-4 from the left end to connect truss(es)
B10 (1 ply 2x4 DF) to back face of bottom chord.
Continued on page 2
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114I1-7473 BEFORE USE.
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component.
Applicability of design paramenters and proper incorporation of component is responsibility of building tlesigner- not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responslbillity of the
erector. Additional permanent bracing of the overall structure lathe responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
RENEWS: 12/31/20
May 7,2019
theTRUSSCO. INC.
4-45 8-a-3
4-3}3
13-0-0
413
i 14-5-8 1
7-5-9
17-3-13
2 -SDS
21-7-10
25 -1❑ -6
Plate Offsets (X.Y)— j20-7-120-0-OLf4.01-120
-p].[6:0
12.D-t$j.[8:0-2-0.0-LRI.j9:0-1-1.0-1-8i-111:0-5-20-0-9J
j120-4-4.D-1-8]j15:D-1-120-1-8j
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
Lid
PLATES GRIP
T'CLL 25.0
Plate Grip DOL 1.15
TC 0.37
Vert(LL)
-0.05 12-21
>999
360
MT20 220/195
tRoof Snow=25.0)
Lumber DOL 1.15
BC 0.65
Vert(CT)
-0.07 12-21
>999
240
T'CDL 8.0
Rep Stress Incr NO
WB 0.67
Horz(CT)
0.00 11
n/a
n/a
iSCLL 0.0
Code IRC2015/TP12014
Matrix -MSH
Weight: 165 Ib FT = 20%
LUMBER- BRACING-
OPCHORD 2x4 DF No.2 TOP CHORD
.',OT CHORD 2x6 DF No.2 `Except` BOT CHORD
B2: 2x6 DF SS WEBS
WEBS 2x4 DF Stud 'Except'
W5: 2x4 DF No.2
SLIDER Left 2x4 DF No.2 2-0-0, Right 2x4 DF Stud 2-0-0
REACTIONS. All bearings 14-5-8 except Qt=length) 11=0-3-14, 14=0-3-8.
(lb) - Max Horz 2=170(LC 7)
Max Uplift All uplift 100 Ib or less at joint(s) 2, 18, 17, 14 except 11 =233(!_C 11),
15=284(LC 11)
Max Grav All reactions 250 Ib or less at joint(s) 2 except 11=1935(LC 18),
2=323(LC 28), 18=263(LC 28), 17=313(LC 28), 15=1676(LC 18), 14=558(LC 18)
FOWLS. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
I OP 1-H()P.D 5-6=-58/278, 6-27=77,33C, ;-27=-30/450, 7-8=46/481, 8-9=-704/129, 9-10=-1969/285,
10-'11=-1ti351138
20T CHORD 14 15 E555,14-28=-35/555,13-28=-35/555,13-29=-19311701, 29-30=-193/1701,
12-30=-193/1701,12-3 i =-iWi-1701, 31-32=-19311701,11-32=-193/1701
WEBS 6-15=-256/110,7-15=-646161,'3-15=-1428/314,8-13=-196/1251, 9-13=-1398/255,
9-12 =131/1193
Structural wood sheathing directly applied or 4-4-1 oc purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
1 Row at mid pt 8-15
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
Nr1?FS
1) Wino. ASCE 7-10* Vuit=12nmph (3-eeconr' rust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope)-giLIL end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
g Ip LOL=1.60
2) TCLL: AFCE 7-10; Pf=25.0 psf (flat roc.. now); Category 11; Exp B; Partially Exp.; Ct=1.10
3) Unbala, iced snowIoads have been considerRri for this design.
4) This truss has been designed for gre^ter o' min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
.i,r.-casicurrent with other live loads.
5) fhig truss has bee�1 designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) `This truss has beef, uesigned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 18, 17, 14, 2
except (jt=1b) 11=233, 15=284.
8) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 3-10-8 oc max. starting at 16-0-12
from the left end to 21-11-4 to connect truss(es) B06 (1 ply 2x4 DF), B07 (1 ply 2x4 DF), B09 (1 ply 2x4 DF) to back face of bottom
chord.
9) Use USP MSH29 (With 10d nails into Girder & 4-1 Od nails into Truss) or equivalent at 23-11-4 from the left end to connect truss(es)
B10 (1 ply 2x4 DF) to back face of bottom chord.
Continued on page 2
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114I1-7473 BEFORE USE.
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and Is for an individual building component.
Applicability of design paramenters and proper incorporation of component is responsibility of building tlesigner- not truss designer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responslbillity of the
erector. Additional permanent bracing of the overall structure lathe responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
RENEWS: 12/31/20
May 7,2019
theTRUSSCO. INC.
Job Truss
Truss Type Qty Ply
Anslow6 DeGeneault
112768642
J1033713 C1 GR
Common Girder 1 1
Jeb RelererKe fnabonall
The Truss Co„ Eugene, OR 97402
8.240 s Dec 6 2018 MiTek Industries, Ine. Fri May 3 19:14:43 2019 Page 2
I D:dVXOpu mktmTclj N WPIzdRSyg911-MZusMlsegLLeeg4GHUz47 WYaV_s8n BgkEFamVdzKBsA
NOTES -
10) Fill all nail holes where hanger is in contact with lumber.
11) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines.
12) 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) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-7=-66, 7-11=-66, 19-23=-14
Concentrated Loads (lb)
Vert: 28=-3B2(B)29=-372(B)30=-196(6)31=-356(B)32=1259(13)
A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSII Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719.
'A
ti CO. INC.
0000•
r' •
•i••
•
000.0•
at
• •
• • •
•
9(1.00•
0000
s •
0•A•
000040•
••••
r •
!
r •
! f
•
• • •
••••
'A
ti CO. INC.
3b Truss Truss Type Oty Ply Anslow 8 DeGeneault
112768643
1033713 C2 Common 2 1
_ _ Job Re}1:rence Conusl0al]
The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:44 2019 Page 1
I D:dVXOpumktmTelj N WPlzdRSyg91 i-dREZdtGbf-rVG_eSrBUJgj5eyOCLWmitSvKK23zK6sg
-1-3-0 6-7-12 13-0.0 _ 19-3-7 .t 25-10-6
1-3-0 6-7-12 6-4-4 6-3-7 6-6-15
4x5 =
3x8 11 3x6 = 3x4 = 3x4 = 3x8 II
r "A0 tT-1-72 I Z5-10.6 -t
Folate Offsets (JAY)--
(2:0-5-3-F_doel_ f6,O-2-5.0-17121, f9:0-5-14 0 Il9]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
TCLL
25.0
Plate Grip DOL 1.15
TC 0.77
Vert(LL)
Roof Snow=25.0)
-CDL
`CD
Lumber DOL 1.15
BC 0.59
Vert(CT)
8.0
Rep Stress Incr YES
WB 0.17
Horz(CT)
BCLL
0.0
Code IRC2015TTP12014
Matrix -MSH
B:DL
70
LUMBER-
BRACING -
TOP CHORD
2x4 OF No.2
TOP CHORD
-90T CHORD
2x4 OF No.2
BOT CHORD
WEBS
2x4 DF No.2 *Except*
W104: 2x4 DF Stud
SLIDER
Left 2x4 DF No.2 2-0-0, Right 2x4 DF No.2 2-0-0
REACTIONS.
(Ib/size) 9=103310-3-14 (min. 0-1-8), 2=1 11910-5-8 (min. 0-1-8)
Max Horz 2=170(LC 7)
Max Uplift 9=-129(LC 11), 2=-154(LC 10)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-475/0, 3-4=-1487/187, 4-5=-1338/203, 5-21=-1340/229,6-21=-1229/247,
6-22=-1 21 2124 4, 7-22=-1321/216, 7-8=-1471/202, 8-9=-359/27
AOT CHORD
2-12=-20811270,11-12=-20811270,11-23=-53/852, 23-24=-531852,10-24=-53/852,
9-10=-99/1199
WE3 1 5-11=-392/207,6-11=-,--3,3u2. 6-10=-1301543, 7-10=-391/206
Scale = 1:53.2
in (loc) I/deft Ud PLATES GRIP
-0.25 10-11 >999 360 MT20 220/195
-0.33 10-11 >941 240
0.05 9 n/a n/a
Weight: 120 Ib FT = 20%
Structural wood sheathing directly applied or 3-2-10 oc purlins
Rigid ceiling directly applied or 10-0.0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, In accordance with Stabilizer JI
Installation -guide.
NOTE
1) Wi,id: ASCE 7-10; Vult=120mph (3 -second gest) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed;
M. IFPS (envelope) gable end zone; cantilevc; left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60 `
2) l OCL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10
3) U-i`rlaa ;ed snow loads have been co side ed for this design.
4) Thict trlrsq has been tlesign-d for gre iter c`:. -in roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
non -concurrent with-o.i.a live loads.
5) frris truss has been designed for a 1.1.0 pF' bottom chord live load nonconcurrent with any other live loads.
6) ' This tru ;s has been designed fora lion ,oad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any oth�, members, with BCDL = 7.Opsf.
7) Provide mechanical connection (by c'hers) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)
LOAD CASE(S) Stanaa c
RENEWS: 12131120
May 7,2019
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 ofthe
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 ANSlrTP11 Quality Criteria, DSB-89 and BCSI1 Building Component yL,
Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. L11eTRUSSCO. INC.
Job
Truss
Truss Type Qty
Ply
Anslow8 DeGeneault
1.15
Rep Stress Incr
YES
Code IRC2015/TPI2014
112768644
I
J1033713
C3
California 1
1
240
WB 0.48
Horz(CT)
0.09 9
n/a
R r
The Truss Co., Eugene, OR 97402 11,24115 1180 6 2019 MiTek Industries, Inc. Fn May 3 19:14:45 2019 Page 1
I D:dVXOpumktmTclj NWPlzdRSyg91 i-Jx?cmztuMycMu8 DePv?YDxdmToTDF6A1 hZ3taWzK6s8
-1-3-0 5-10 4 20-0-14 25-10-6
1-3.0 5-10.4 5-9-0 0- 1 2-2-2 04,111 5-8-3 5-9-8
Scale= 1:49.5
5x8 i 4x5
14 12 11 10
4x8 i 1.5x4 I I 3x6 = 3x4 = 3x8 = 1.5x4 11 4x10 I
LOADING (psf)
TCLL 25.0
(Roof Snow=25.0)
TCDL 8.0
BCLL 0.0
BC DL r'0
LUMBER-
SPACING-
2-0-0
Plate Grip DOL
1.15
Lumber DOL
1.15
Rep Stress Incr
YES
Code IRC2015/TPI2014
CSI. I
DEFL.
in (loc)
I/deft
L/d
TC 0.92 j
Vert(LL)
-0.15 12-14
>999
360
BC 0.93
Vert(CT)
-0.20 12-14
>999
240
WB 0.48
Horz(CT)
0.09 9
n/a
nla
Matrix -MSH
TOP CHORD
2x4 DF No.2
BOT CHORD
2x4 DF No.2
WEBS
2x4 DF Stud *Except*
W4: 2x4 DF No.2
SLIDER
Left 2x4 DF No.2 2-0-0, Right 2x6 OF No.2 2-0-0
REACTIONS.
(Ib/size) 9=1149/0-3-14 (min. 0-1-13),2=1236/0-5-8 (min. 0-1-15)
Max Horz 2=154(LC 7)
Max Uplift 9=-18l(LC 11), 2=-206(LC 10)
Max Grav 9=1686(LC 29), 2=1816(LC 29)
PLATES GRIP
MT20 2201195
M
RO
Weight: 141 Ib FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied, except
2-0-0 cc purlins (4-8-7 max.): 5-6.
BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except:
2-2-0 cc bracing: 9-10.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown.
TOP CHORD 2-3=-37410, 3-4=-2469/287,4-24=-1952/263, 5-24=-1742/275, 5-25=-1522/272,
6-25=-1516/270, 6-26=-17581271, 7-26=-19331258, 7-27=-2173/282, 8-27=-2427/280
BOT CHORD 2 -14=-27412024,13-14=-274/2024,12-13=-27412024,11-12=-152/1545, 10-11=-175/1982,
9-10=-175/1982
WEBS 4-12=-5761172, 5-12=-581389, 6-11=-51/470, 7-11=-568/173
NOTES -
1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)
9=181,2=206.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 216 Ib down and 96 Ib up at
11-9-0, and 216 Ib down and 94 Ib up at 14-0-7 on top chord. The design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S) Standard
Continued on page 2
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 5711.7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown and Is for an Individual building component.
9 Y 9 Y P P 9 P
Applicability of design pammenters 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, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSIi Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719.
*sees
ee••e e
*ease
• e • sees
assess to
•
•
• • •e••eje
•
•ass•• •e
•
s • •asses
w e • easeso a so so
• •
•a••
000000 ••w•
• • s
s d ease
•• • q�� % is••
' w•
1B2isP 940
w
OREGON
7116182
RENEWS: 12/31/20
May 7,2019
A
theTRUSSco. iNC.
Job Truss
Truss TypeQty
Ply
Anslow & DeGeRefeceoceneault
1
112768644
ijub
,1'1033713 C3
California
1
1
(op?joriall
The Truss Co., Eugene, OR 97402
LOAD CASES) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-5=-66, 5-6=-66, 6-9=-66, 15-19=-14
Concentrated Loads (Ib)
Vert: 5=-117 25=117
8,240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:46 2019 Page 2
ID:dVXOpumktmTcljN WPlzdRSyg91 i-n8Z_JuW7GkDVlogzcWolBAxD BpS_bQAwDpQ6yzK6s7
®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown and is for an individual building component.
Applicability 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 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 ANSIITPII Quality Criteria, DSB-89 and BCSII Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719.
A
theTRUSSCO. INC.
112768645
033713 104
The Truss Co., Eugene, OR 97402 6.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:47 2019 Page 1
ID:dVXOpumktmTcljNWPlzdRSyggli-FK7MBfv9uas47SN1 WK111Mj6NbCzj56J9tY_fOzK6s6
- -3-0 4-10-4 9-1 15 16-1-1 1 -12 21-0-14 25-10-6
1-3 0 4-10-4 4-9-0 0 1 6-2-2 0- 1 4-8 3 4-9-8
5x8 MT18HS G
5x8 MT18HS
Zz-
Scale = 1:46.5
4x8 11
3x6 = 3x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP
TCLL 25.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.16 10-12 >999 360 MT20 220/195
(Roof Snow=25.0) Lumber DOL 1.15 BC 0.72 Vert(CT) -0.22 12-19 >999 240 MT18HS 2201195
TCDL 8.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.09 9 n/a n/a
BCLL 0.0 ' Code IRC2015/TPI2014 Matrix -MSH Weight: 127 lb FT=20%
SPL ;:.0. _
LUMBER- BRACING -
TOP CHORD 2x4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins, except
T2: 2x4 DF No.1&Btr 2-0-0 oc purlins (2-2-0 max.): 5-6.
BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 DF Stud *Except* WEBS 1 Row at midpt 6-12
W3: 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing
SLIDER Left 2x4 DF No.2 2-0-0, Right 2x6 DF No.2 2-0-0 be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 9=1160/0-3-14 (min. 0-1-11), 2=1244/0-5-8 (min. 0-1-14)
Max Horz 2=125(LC 45)
Max Uplift 9=-205(LC 11), 2=-228(LC 10)
Max Grav 9=1591(LC 29), 2=1743(LC 29)
FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-639/0, 3-21=-2310/331, 4-21=-2146/347, 4-5=-1946/314, 5-22=-1563/309,
22-23=-1565/310, 23-24=-1567/310, 6-24=-1570/310, 6-7=-1952/317, 7-25=-2123/346,
8-25=-2286/330,8-9=-476/195
BOT CHORD 2-12=-313/1892, 11-12=-180/1592,11-26=-180/1592,10-26=-18011592,9-10=-231/1866 • • • • •
WEBS 4-12=441/187, 5-12=-1 81361, 6-10=-44/388, 7-10=-398/192 • • • • **goo
•
• • ••••
• • • • • ••••••
NOTES- • • • • •
1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; • • • • • • • •
MWFRS (envelope) able end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 late •
( P )9 9 P 9 P P • ••••••
grip DOL=1.60 • • • •
2) TOLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 : • • • • • • •
3) Unbalanced snow loads have been considered for this design. • • • • • • • •
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs • • • • r - • • • • • •
non -concurrent with other live loads. 4n
5) Provide adequate drainage to prevent water ponding. • • • • 6 (d *see
6) All plates are MT20 plates unless otherwise indicated. •.S Ca k !V ��
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0000
' •� i2 E • •
will fit between the bottom chard and any other members, with BCDL = 7.0psf. • • • • •! • • •
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) • 7 • • •
9=205,2=228. OREGON
10) Following joints to be plated by qualified designer: Joint(s) 9, not plated. yy 7!16182
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. I.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 Ib down and 83 Ib up at ��,,,{��*
9-11-9, 124 Ib down and 66 Ib up at 12-0-12, and 124 Ib down and 66 Ib up at 13-11-4, and 168 Ib down and 85 Ib up at 16-3-0 on
top chord. The design/selection of such connection device(s) is the responsibility of others.
RENEWS: 12/31120
�od�i&8�gj(ST Standard May 7,2019
�1 _. A
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSN Building Component 7,, 7�
Safety Information available from Truss Plate Institute, 583 D'Onofro Drive, Madison, WI 53719. t`eT"USSCO. INC.
033713 1 C4
The Truss Co., Eugene, OR 97402
LOAD CASE(S) Standard
-1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-5=-66, 5-6=-66, 6-9=-66, 13-17=-14
Concentrated Loads (lb)
Vert: 6=-69 22=-69 23=57 24=-57
Anslew & DeGeneault
112768645
8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:47 2019 Page 2
ID:dVXOpumktmTcljNVVRzdRSyg9li-FK7MBfv9uas47SNI VK1IlMj6NbCzj56J9tY fOzK6s6
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component.
Applicability of design parementers 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 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 ANSIITPN quality Criteria, DSB-89 and BCSIt Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC.
The Truss Co., Eugene, OR 97402
Caffomia 1 I 1 112768848
_ L . J9�4,Ofence fvphanal]
8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:48 2019 Page 1
ID:dVXOpumktmTcljNWPIzdRSyggli-jWhIP?wnet xlcyD41ZGgZF187Z2SXTTNXIXBrzK6s5
7- 15 3-0-0 18-1-1 18 12 25-10-6
1 5-1-1 5-1-1 0- 1 7-510
Scale = 1:45.8
5x8 MT18H5 i
5x8 MT18HS
1.5x4 I
1� lu a
4x8 II 1.5x4 I 3x6 3x8 = 1.5x4 11 4x10 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL,
in
(loc)
I/dell
L/d
TCLL 25.0
Plate Grip DOL
1.15
TC 0.89
Vert(LL)
-0.14
9-10
>999
360
(Roof Snow=25.0)
Lumber DOL
1.15
BC 0.67
Vert(CT)
-0.18
9-10
>999
240
TCDL 8.0
Rep Stress Incr
YES
WB 0.32
Horz(CT)
0.07
8
n/a
n/a
BCLL 0.0
RQQI 7.0
Code IRC2015ITP12014
Matrix -MSH
LUMBER- BRACING -
TOP CHORD 2x4 DF No.1&Btr `Except` TOP CHORD
T2: 2x4 DF No.2
BOT CHORD 2x4 DF No.2 BOT CHORD
WEBS 2x4 DF Stud
SLIDER Left 2x6 DF No.2 2-0-0, Right 2x6 DF No.2 2-0-0
REACTIONS. (Ib/size) 8=1148/0-3-14 (min. 0-1-9),2=1233/0-6-8 (min. 0-1-12)
Max Horz 2=102(LC 45)
Max Uplift 8=-247(LC 11), 2=-271(LC 10)
Max Grav 8=1479(LC 29), 2=1633(LC 29)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-4741111, 3-4=-1862/397, 4-21=-18731446,21-22=-1873/446, 22-23=-1873/446,
5-23=-1873/446, 5-24=-1873/446, 24-25=-1873/446, 25-26=-1873/446, 6-26=-18731446,
6-7=1845/395, 7-8=-383/128
BOT CHORD 2-12=-311/1627, 11-12=-313/1623, 10-11=-313/1623, 9-10=259/1609, 8-9=-257/1612
WEBS 4-10=-194/606, 5-10=-729/221, 6-10=-196/626
PLATES GRIP
MT20 2201195
MT18HS 2201195
Weight: 122 Ib FT = 20%
Structural wood sheathing directly applied, except
2-0-0 oc purlins (3-10-9 max.): 4-6.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide. _
NOTES -
1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b)
8=247, 2=271.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 135 Ib down and 93 Ib up at
7-9-0,115 Ib down and 66 Ib up at 10-0-12, 110 Ib down and 70 Ib up at 12-0-12, 110 Ib down and 70 Ib up at 13-11-4, and 115 Ib
down and 66 Ib up at 15-11-4, and 135 Ib down and 93 Ib up at 18-3-0 on top chord. The design/selection of such connection
device(s) is the responsibility of others.
9,1,TRbdS�andard
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design paramenters and proper incomoration 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 staUlity during construction is the responsibillity ofthe
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, consu8 ANSIITP11 Quality Criteria, DSB.89 and BCSII Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.
RENEWS: 12/31/20
May 7,2019
theTRUSSCO. INC.
Job Truss
41033713 C6
The Truss Co., Eugene, OR 97402
GIRDER
Anslow & DeGeneault
112768647
8.240 s Dec 6 201 B MiTek Industries, Inc. Fri May 3 19:14:52 2019 Page 2
I0:dVXOpumktmTcUNWPIzdRSyggli-cIwFENzHi6UNDDG JtdC?PQ5Rcz OMQ219GIKczK6sl
NOTES -
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=566, 7=566.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 389 Ib down and 261 Ib up at 5-9-0, 210 Ib down and 136 Ib up at
8-0-12, 190 Ib down and 142 Ib up at 10-0-12, 187 Ib down and 144 Ib up at 12-0-12, 187 Ib down and 144 Ib up at 13-11-4, 190 Ib down and 142 Ib up at 15-11-4, and
210 Ib down and 136 Ib up at 17-11-4, and 389 Ib down and 261 Ib up at 20-3-0 on top chord, and 51 Ib down at 2-0-12, 54 Ib down at 4-0-12, 59 Ib down at 6-0-12, 59
Ib down at 8-0-12, 59 Ib down at 10-0-12, 59 Ib down and 14 Ib up at 12-0-12, 59 Ib down and 14 Ib up at 13-11-4, 59 Ib down at 15-11-4, 59 Ib down at 17-11-4, 59 Ib
down at 19-11-4, and 54 Ib down at 21-11-4, and 51 Ib down at 23-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others.
LOAD CASE(S) Standard
'I) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-66, 3-6=66, 6-8=-66, 14-17=-14
Concentrated Loads (Ib)
Vert: 3=-290 6=-290 11=40(F) 20=-144 22=-120 23=-105 24=-105 25=-120 27=-144 28=-28(F) 29=-25(F) 30=-40(F) 31=-41(F) 32=-40(F) 33=-40(F) 34=-40(F)
35=-41(F) 36=-40(F) 37=-25(F) 38=28(F)
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design paramenlers 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 responsibillity ofthe
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 ANSIrrPI1 Quality Criteria, DSM9 and BCS11 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. theTRUS5CO. INC.
Job
Truss
Truss Type
Qty Ply
Anslow s DeGeneault
112768648
J1033713
D1GE
GABLE
1 1
Ildefl
L/d
PLATES GRIP
TCLL 25.0
Plate Grip DOL 1.15
Joh Reference (gRg41LHU
The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:53 2019 Page 1
I D:dVXOpumktmTclJ N WPlzdRSygg 1 i-4UUeSi_vTQcErNgBtaBRXdyFgONl7gyCXp?ls2zK6sO
-1-3-0 11-5-12 185-8 22-11-8
1-30 11-5-12 4-11-12 6-6-0
041 =
3x6 11 31 30 29 28 3x422 22 21
27 26 24 3x6 4xB =
Scale = 1:49.5
Plate Offsets (X,Y)--
[2:0-1-8,0-1-8], [3:0-5-4,0-1-0], [4:0-5-4,0-1-0], [5:0-5-4,0-1-0], [6:0-5-4,0-1-0], [7:0-1-12,0-1-8], [10:0-2-12,0-2-8], [20:0-2-12,0-2-0], [21:0-1-8,0-0-14],
124:0-'L-6.0-0-14]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
Ildefl
L/d
PLATES GRIP
TCLL 25.0
Plate Grip DOL 1.15
TC 0.51
Vert(LL)
-0.05 21-22
>999
360
MT20 220/195
(Roof Snow=25.0)
Lumber DOL 1.15
BC 0.25
Vert(CT)
-0.08 21-22
>999
240
TCDL 8.0
Rep Stress Incr YES
WB 0.17
Horz(CT)
0.00 21
n/a
n/a
BCDL 0.0
Code IRC20151TP12014
Matrix-RH
Weight: 166 Ib FT=20%
BCDL
LUMBER- BRACING -
TOP CHORD 2x4 DF No.2 TOP CHORD
BOT CHORD 2x4 DF No.2 *Except*
B1: 2x4 DF 240OF 2.0E BOT CHORD
WEBS 2x4 DF Stud JOINTS
OTHERS 2x4 DF Stud
REACTIONS. All bearings 2-11-8 except Qt=length) 21=0-5-8, 2=0-5-8.
(lb) - Max Horz 2=161(LC 7)
Max Uplift All uplift 100 Ib or less at joint(s) 21, 2 except 25=-203(LC 10),
26=456(LC 20), 27=-262(LC 10)
Max Grav All reactions 250 Ib or less at joint(s) 25, 26 except 21=547(LC 1),
27=725(LC 20), 27=719(LC 1), 24=541 (LC 1), 24=541 (LC 1), 2=397(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-251141,19-20=-559/87,20-21=-511195, 10-11=-510/167,11-14=-5201191,
14-16=-496/175,16-18=-459/156,18-19=-536/196
WEBS 7-27=-3381139, 20-22=141517,10-24=-435/17,10-22=-30/314
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Brace at Jt(s): 11, 16
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES -
1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1.
3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
non -concurrent with other live loads.
6) All plates are 1.5x4 MT20 unless otherwise indicated.
7) Gable studs spaced at 1-4-0 cc.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
10) Solid blocking is required on both sides of the truss at joint(s), 2.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 21, 2 except
Qt=1b) 25=203, 26=456, 27=262.
12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based on yu on parameters shown and is for an individual building component.
Applicability 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 responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and SCS11 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719.
•••••
0000 000.0
• • 0000
• • • • • 0000••
0000•• ••
•
• 0000••
0000•• ••
0000••
•• 1
• • • • Lar
•
•• ••
0000••
\ 0100
RENEWS: 12/31/20
May 7,2019
A
theTRUS ;CO. INC.
Ansiow a ueueneaun
112768649
The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:54 2019 Page 1
ID:dVXOpumktmTcljNWPIzdRSyg91 i-Yg20f2_YEjk5TXPNRIgg4gVRaQhSsCTLmTlrOUzK6s?
i 5-10-10 11-5-12 17-0-14 22-11-8
5-10-10 5-7-2 5-7-2 5-10-10
4x4 =
10
3x6 I 3x4 = 3x6 = 3x4 = 3x6 II
Platp Offsets (X Yj.- (1.0-2-4.0-0-8]14:0-2.0.0.1-121,
f55;0 -M
0-0-0),.j-.0-0-0.0-0-01.:7'1
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL 25.0
Plate Grip DOL
1.15
TC 0.44
(Roof Snow=25.0)
Lumber DOL
1.15
BC 0.35
TCDL 8.0
Rep Stress Incr
YES
WB 0.48
BCLL 0.0
Code IRC2015/TPI2014
Matrix -MSH
8("
LUMBER -
TOP CHORD
2x4 DF No.2
BOT CHORD
2x4 DF No.2
WEBS
2x4 OF No.2 `Except`
W1,W4: 2x4 DF Stud
SLIDER
Left 2x4 DF No.2 2-0-0, Right 2x4 OF No.2 2-0-0
Scale = 1:47.4
T -1-0
15.0-0-81
DEFL. in (loc) I/deft Ud PLATES GRIP
Vert(LL) -0.12 8-10 >999 360 MT20 2201195
Vert(CT) -0.14 B-10 >999 240
Horz(CT) 0.01 1 n/a n/a
Weight: 105 Ib FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (Ib/size) 1=386/0-5-8 (min. 0-1-8), 7=650/0-5-8 (min. 0-1-8), 10=801/0-5-8 (min. 0-1-8)
Max Horz 1=141(LC 7)
Max Uplift 1=-68(LC 10), 7=-100(LC 11), 10=-71(LC 10)
Max Grav 1=386(LC 1), 7=650(LC 1), 10=826(LC 19)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
OP CHORD 1-2=-351/0, 3-19=-254/114, 4-20=-612/195, 5-20=-714/178, 5-6=-707/153, 6-7=-382/0
dOT CHORD 1-10=-113/299, 9-10=-9/316, 9-21=-9/316, 21-22=-9/316, 8-22=-9/316, 7-8=65/674
WEBS 3-10=-39B/188, 4-10=-465/47, 4-8=-121/526, 5-8=-370/185
NOTZC-
1) Kril: ASCE 7-10; Vult=120mph (3-sec,)rd gist) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) yab;a and zone; (.antilevel left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
nnp DOL=1.60
2) TCL'-: ASCE 7-10; Pf=25.0 psf (flat rcof-E.ic v ); Category II; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow loads have been consideree for this design.
4) This truss has been r'esignei for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) `-i his truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
-ii'! It he-t-/een the bottom chord and ary oth^.r members, with BCDL = 7.Opsf.
6) tJrovioe mechanical 6o,me't(on (by of /ere) of Muss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 1, 7, 10.
�c a
LOAJ -'ASE(S) Standard
51 NZ��;
r. -n F -P
OREGON
7116182
RENEWS: 12131/20
May 7,2019
® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 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 ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component i..
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. t'^eTRUSSCO. INC.
Job Truss Truss Type
J1033713 D3GR COMMON GIRDER
Ply ' Anslow & DeGeneault
112768650
The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:55 2019 Page 1
ID:dVXOpumktmTcljNWPIzdRSyg9li-OtcOtO?A?lsx4g_Z_?Bvc22d9gwSbb2V 7UPI0¢K6s-
• i 3-10-4 I 7-8-0 11-5-12 15-3-8 19-1-4 22-11-8
r 3-10.4 3 8 12 3-9-12 3-9 12 3-9-12 3-10-4
I
4x4 =
4
2x4 I -- -- 10 -• -- 9 -- - 8 --
4x4 —_ 13 12 11 MSH29 7x8 = 5x6 12x4 II MSH29 8x8 =
3x10 II 4x6 = MSH29 MSH29 MSH29 MSH29 JUS24
3x4 =
Scale = 1:51.2
LUMBER -
TOP CHORD 2x4 DF No.2
BOT CHORD 2x6 DF No.2
WEBS 2x4 DF Stud
WEDGE
Left: 2x6 DF No.2, Right: 2x6 DF No.2
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-3-14 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings 1-11-0 except Qt=length) 7=0-5-8.
(lb) - Max Horz 1=1411([_C(3)
Max Uplift All uplift 100 Ib or less at joint(s) 1 except 11=-843(LC 10), 13=-752(LC
17), 1=137(LC 17), 7=-445(LC 11)
Max Grav All reactions 250 Ib or less at joint(s) 13, 1 except 11=7083(LC 1),
11=7083(LC 1), 7=3939(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-124/455, 2-3=-122/1085, 3-20=-20601309, 4-20=-1991/326, 4-21=-1991/311,
5-21=-2080/295, 5-6=-43541551, 6-7=-5781/671
BOT CHORD 1-13=-3541157. 12-13=3541157,11-12=-3541157,11-22=-9151226, 22-23=-915/226,
10-23=-9151226,10-24=-36913738; 24-25=-369/3738, 9-25=-36913738, 9-26=-528/4906,
26-27=-528/4906, 8-27=-528/4906, 8-28=52814906, 7-28=-528/4906
WEBS 4-10=-256/1781, 5-1 0=-32721464, 5-9=-385/3398, 6-9=-14281203, 6-8=-108/1403,
3-10=-484/4254, 3-11=-5086/613, 2-11=-708/144, 2-13=-1321552
NOTES -
1) 2 -ply truss to be connected together with 1 Od (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 cc.
Webs connected as follows: 2x4 - 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) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)
11=843,13=752 1=137,7=445,1=137.
Continued on page �
0006•
0000 0000•
• • 0000
• • • • • 0000••
0000•• ••
•
• 0000••
0000•• ••
•
• • 0000••
0.000• ��i\4Y"-�/��V ••
*•••
• 0 Soo
WE
•• •• • 0000
•
7f1� 8182 j
s Pov��
RENEWS: 12/31/20
May 7,2019
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component.
Applicability of design paramenters and proper Incorporaron 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, consult ANSI1TP11 Quality Criteria, DSB-89 and BCSI1 Building Component ��f �G.
Safety Information available from Truss Plate Institute, 583 D'Onofr:o Drive, Madison, WI 53719. the i iiVa7e !CO. INC.
3-10-4 3-9.82
0. 3-812
3-12
3-9.72
3-70�
Plate Offsets (X,Y)--
[1:0 3 15,0-5 5], [1:0-0-8,0-1-14], [2:0-1-12,0-1-8], [3:0-1-4,0-2-0], [5:0-1-0,0-2-0],
[6:0-1-12.0-1-8],17:0-0-0.0-4-2],
[7:0-4-8,0-0-5], [7:0-0-4,0-0-2], [9:0-4-8
,0-2-01,1`10:0-2-12,0-4-8j,f11:0-1-8.0-1-8]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 25.0
Plate Grip DOL 1.15
TC 0.33
Vert(LL)
-0.08
8-9
>999
360
MT20 220/195
(Roof Snow=25.0)
Lumber DOL 1.15
BC 0.81
Vert(CT)
-0.12
8-9
>999
240
TCDL 8.0
Rep Stress Incr NO
WB 0.71
Horz(CT)
0.02
7
n/a
n/a
Code IRC20'151TP120'14
Matrix -MSH
Weight: 286 Ib FT = 20%
BCDL 7,0
`
LUMBER -
TOP CHORD 2x4 DF No.2
BOT CHORD 2x6 DF No.2
WEBS 2x4 DF Stud
WEDGE
Left: 2x6 DF No.2, Right: 2x6 DF No.2
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-3-14 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings 1-11-0 except Qt=length) 7=0-5-8.
(lb) - Max Horz 1=1411([_C(3)
Max Uplift All uplift 100 Ib or less at joint(s) 1 except 11=-843(LC 10), 13=-752(LC
17), 1=137(LC 17), 7=-445(LC 11)
Max Grav All reactions 250 Ib or less at joint(s) 13, 1 except 11=7083(LC 1),
11=7083(LC 1), 7=3939(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-124/455, 2-3=-122/1085, 3-20=-20601309, 4-20=-1991/326, 4-21=-1991/311,
5-21=-2080/295, 5-6=-43541551, 6-7=-5781/671
BOT CHORD 1-13=-3541157. 12-13=3541157,11-12=-3541157,11-22=-9151226, 22-23=-915/226,
10-23=-9151226,10-24=-36913738; 24-25=-369/3738, 9-25=-36913738, 9-26=-528/4906,
26-27=-528/4906, 8-27=-528/4906, 8-28=52814906, 7-28=-528/4906
WEBS 4-10=-256/1781, 5-1 0=-32721464, 5-9=-385/3398, 6-9=-14281203, 6-8=-108/1403,
3-10=-484/4254, 3-11=-5086/613, 2-11=-708/144, 2-13=-1321552
NOTES -
1) 2 -ply truss to be connected together with 1 Od (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 cc.
Webs connected as follows: 2x4 - 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) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)
11=843,13=752 1=137,7=445,1=137.
Continued on page �
0006•
0000 0000•
• • 0000
• • • • • 0000••
0000•• ••
•
• 0000••
0000•• ••
•
• • 0000••
0.000• ��i\4Y"-�/��V ••
*•••
• 0 Soo
WE
•• •• • 0000
•
7f1� 8182 j
s Pov��
RENEWS: 12/31/20
May 7,2019
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component.
Applicability of design paramenters and proper Incorporaron 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, consult ANSI1TP11 Quality Criteria, DSB-89 and BCSI1 Building Component ��f �G.
Safety Information available from Truss Plate Institute, 583 D'Onofr:o Drive, Madison, WI 53719. the i iiVa7e !CO. INC.
1033713 I D3GR COMMON GIRDER
The Truss Co., Eugene, OR 97402
Qty Ply Anslow & DeGeneault
112788850
1
2 fe�epT�.LvF11e4a1j
8.240 s Dec 6 2018 Mi rek Industries, Inc. Fri May 3 19:14:56 2019 Page 2
I D:dVXOpumktmTcljN WPIzdRSyg91 i-U3Am4kOomL_oigZlYji89FaovDGhK21 eDmEySNzK6rz
140TES-
9) Use USP MSH29 (With 10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at 8-6-4 from the left end to 20-6-4 to conned
truss(es) A8 (1 ply 2x4 DF), B10 (1 ply 2x4 DF) to back face of bottom chord.
'10) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent at 18-6-4 from the left end to conned truss(es) A9 (1 ply 2x4 DF) to back face of
bottom chord.
'11) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-4=-66, 4-7=-66, 14-17=-14
Concentrated Loads (lb)
Vert: 22=-1294(B) 23=-1294(8) 24=-1294(8) 25=-1294(8) 26=1294(6) 27=-747(8) 28=-1272(8)
®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 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/TP11 Quality Criteria, DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L11eTRUS !CO. INC.
Ob Truss Truss TypeQty Ply FAnslow & DeGeneault
12768652
1033713 E2 Roof Special 2 1
_Jnh Beffir Aica.IOpWnafl
The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri Ma 3 19:14:57 2019 Page 1
ID:dVW
XOpumktmTcljNPlzdRSyg91 i-yFkBl41 QXe6fK_By6QDNiT7yH7h83YPoSQzW_pzK6ry
-1
1
-0 i 3-5.8 8-8-12 14-0-0 17-5-8 18-8-8
_1-_3-0 3-5-8 5-3-4 5-3-4 3-5-8 1-30
4x4 =
f2I�9
PLATES GRIP
MT20 220/195
Weight: 90 Ib FT = 20%
Scale = 1:39.0
12 8x8 % 8
5.00 12 8x8
Plate OffsetSLU)-
12,0-2.0 0-0-41 [3,0-3-4.0-2-01,15,0-3-4.0-2-01,16,0-2-0.0-0-41-
f8:0
-1 -0 -Edge). [12:0-1-0.Edgg)
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
TCLL 25.0
Plate Grip DOL
1.15
TC 0.41
Vert(LL)
-0.08
9-10
>999
360
(Roof Snow --25.0)
Lumber DOL
1.15
BC 0.41
Vert(CT)
-0.14
9-10
>999
240
TCDL 8.0
Rep Stress Incr
YES
WB 0.53
Horz(CT)
0.13
8
n/a
n/a
BCLL 0.0
Code IRC20151TP12014
Matrix -MSH
BCDL 7.0
LUMBER- BRACING -
TOP CHORD 2x4 DF No.2 TOP CHORD
BOT CHORD 2x4 DF No.2
WEBS 2x4 DF Stud BOT CHORD
REACTIONS. (Ib/size) 12=779/0-5-8 (min. 0-1-8),8=779/0-5-8 (min. 0-1-8)
Max Horz 12=143(LC 9)
Max Uplift 12=-111(LC 10), 8=-111(LC 11)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-289/71, 3-13=902/90, 4-13=-821/105,4-14=-821/125, 5-14=-902/111,
5-6=-289/57, 2-12=-338/90, 6-8=-338/81
BOT CHORD 11-12=-264/1615, 10-11=-234/1415,9-10=-108/1415,8-9=-121/1615
WEBS 4-10=-24/473, 5-10=-767/189,5-9=-8/637,3-10=-767/231,3-11=-60/637,
312=-1646/212, 5-8=-1646/140
Structural wood sheathing directly applied or 5-11-7 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES -
1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at)oint(s) 12, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)
12=111.8=111.
LOAD CASE(S) Standard
•0.400
0066 •6•••
as • 0900
•
• •666••
•0606• ••
• •
• • •
0000••
0•• •0 L,
•• ••
••••0•
• •
ti •0••
RENEWS: 12/31/20
May 7,2019
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component.
Applicability 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 responsibillity ofthe
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 ANSIITPII Quality Criteria, DSB-89 and SCSI1 Building Component yy,
Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. LlleTRUSSCO. INC.
Truss Type Qty Ply Anslow, & DeGeneault
112766653
Roof Special 1 7
The Truss Co., Eugene, OR 97402
-1-3-03-58 5-8-12 -0-0 17-5-10
1-3-0 3-58 5-3-4 5-3-4 3510
4x4 =
11 8x8
5.00 12
L4 0 r 175sII 1
958 5 53,4 �SifL -
Plate Offsets (X.)O-- E2-0-2-0.0-0-41-13-0-3-4.0-2-01,1510-: Q�-4j.j6:0-2-0.0-0-01, , H 1.0-1-0_Edgel
CING- 2-0-0
CSI.
LOADING (psf)
SPA
TCLL 25.0
I/defl
(Roof Snow=25.0)
Plate
TCDL 8.0
Lum
Rep
SCLL 0.0
Code
SCDL 7.0
>999
CING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES
Grip DOL 1.15
TC 0.41
Vert(LL)
-0.08
8-9
>999
360
MT20
bar DOL 1.15
BC 0.43
Vert(CT)
-0.14
8-9
>999
240
Stress Incr YES
WB 0.54
Horz(CT)
0.14
7
n/a
n/a
IRC2015/TP12014
Matrix -MSH
Weight: 88
LUMBER- BRACING -
TOP CHORD 2x4 DF No.2 TOP CHORD
E30T CHORD 2x4 DF No.2
WEBS 2x4 DF Stud BOT CHORD
REACTIONS. (Ib/size) 11=783/0-5-8 (min. 0-1-8),7=683/0-5-10 (min. 0-1-8)
Max Horz 11=137(LC 9)
Max Uplift 11=-112(LC 10), 7=-85(LC 11)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-291/73, 3-12=911/99, 4-12=-828/112, 4-13=-831/130, 5-13=912/115,
5-6=-297/60, 2-11=-339/92
BOT CHORD 10-11=-289/1627, 9-10=-257/1426, 8-9=-162/1465, 7-8=-182/1671
WEBS 3-10=-70/641, 3-9=-755/238, 4-9=-28/485, 5-9=-8091212, 5-8=-30/657, 3-11=-1659/225,
5-7=-1692/177
Scale= 1:38.2
GRIP
220/195
Ib FT = 20%
Structural wood sheathing directly applied or 5-10-11 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOT3L-
1)tin ♦: ASCE 7-10; Vult='120mph (3 -second gust) Vasd=95mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. Il; Exp B; Enclosed;
t:1WFr.S (envelope, gab;, )nd zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) -CL_: F.S7E 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow lords havo been considered for this design.
4) This truss has been designei for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
1.00-c, nc.,rrent with other live loads.
5) Tl';s tru^s has beef designed for a 1(' 0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has beei'6e iyned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit b gween the bottom chord and ony other members.
') Bearing a, joint(s) 17, 7 considers paral:a. to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
rao.-olYof bearing ---s,
8) Provide mechanical connection (by otters) A truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (it=1b)
1='112.
LOAD CASE(S) Stanoaid'
RENEWS: 12131/20
May 7,2019
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE.
Design valid for use only with Mi Tek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component 7..
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC.
The Truss Co., Eugene, OR 97402 8.240 5 Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:59 2019 Page 1
D:dVXOpumktmTclj N WPlzdRSyg91 i-uervim2g3GMNZII KDrFmuCHvROBXTf4vkSc3izK6rw
-1� 3-5-8 8-8-12 140.0 15-5-8
1-3-0 5-3-4 5-3.4 1-5-8 -6-8
4x4 =
12 8x8 3x4
5.00 12
i 3 `rdL I a A f2- -_ I. 10-ID__4
13
I�
"io
Scale = 1:38.1
Plate Offsets(X.Y)-- 120-2-0.00-4]
Truss Type Qty Ply
Anslow&DeGeneault112768654
;;7__]E"'u6S
d)
Roof Special 1 1
LOADING (psf)
SPACING-
Job R[eniootlonalt
The Truss Co., Eugene, OR 97402 8.240 5 Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:59 2019 Page 1
D:dVXOpumktmTclj N WPlzdRSyg91 i-uervim2g3GMNZII KDrFmuCHvROBXTf4vkSc3izK6rw
-1� 3-5-8 8-8-12 140.0 15-5-8
1-3-0 5-3-4 5-3.4 1-5-8 -6-8
4x4 =
12 8x8 3x4
5.00 12
i 3 `rdL I a A f2- -_ I. 10-ID__4
13
I�
"io
Scale = 1:38.1
Plate Offsets(X.Y)-- 120-2-0.00-4]
[3:0-3-D-0-2-0]
j5:0-1-]20]-81[]20.1-0-Edgg]-f]30-7-0.0.1
d)
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/deft
Ud
PLATES GRIP
TCLL 25.0
plate Grip DOL
1.15
TC
0.47
Vert(LL)
-0.06 10-11
>999
360
MT20 220/195
(Roof Snow=25.0)
Lumber DOL
1.15
BC
0.37
Vert(CT)
-0.10 10-11
>999
240
TCDL 8.0
Rep Stress Incr
YES
WB
0.48
Horz(CT)
0.09 13
n/a
n/a
BCLL 0.0
Code IRC2015/TPI2014
Matrix -MSH
Weight: 82 Ib FT = 20%
13-DL7.0
LUMBER- BRACING -
TOP CHORD 2x4 DF No.2 TOP CHORD
BOT CHORD 2x4 DF No.2
WEBS 2x4 DF Stud BOT CHORD
REACTIONS. (Iblsize) 12=725/0-5-8 (min. 0-1-8).13=624/Mechanical
Max Harz 12=150(LC 9)
Max Uplift 12=-107(LC 10), 13=-74(LC 11)
Max Grav 12=725(LC 1), 13=787(LC 29)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-262/71, 3-14=774/92, 4-14=-683/105, 4-15=-726/120, 5-15=-889/105,
5-6=1345/146,8-13=-787174, 2-12=-320/91
BOT CHORD 11-12=282/1465, 10-11=-250/1282,9-10=-157/1219,8-9=-38/284
WEBS 3-11=-67/585, 3-10=735/238, 4-10=-18/360, 5-10=611111162, 6-9=-120/977,
6-8=-720/53,3-12=-1497/214
Structural wood sheathing directly applied or 4-9-7 oc purlins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-7.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing I
be installed during truss erection, in accordance with Stabilizer 111
Installation guide.
NOTES -
1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category il; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow loads have been considered forthis design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 13 except Ot=1b)
12=107.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
V16l82222�
VOW
RENEWS: 12131/20
May 7,2019
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection and bracing, consult - ANSITTPII Quality Criteria, OSB -89 and SCS11 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC.
rJI
b Truss Truss Type Qty Ply Anslow8 DeGeneaull112768fi55
033713 F1GE GABLE 1 1
all
'The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:15:00 2019 Page 1
ID:dVXOpumktmTcljNWPIzdRSyg91 i-NgPHw63lgZUEBStXnZm4J5IX4muG?CE80CAb8zK6ry
-1�-0 6-60 i 13-0-0 143-0
1-3-0 6-6-0 6-6-0 1-3-0
6x6 -Z�- Scale =1:33.6
1.5x4 11 -_ -- , , ,,, 1.5x4 11
F1 late Offsets (X,Y)-- [2:0-3-8, Edge]. [2:0-1-12,0-0-4], [3:0-5-4,0-1-0], [4:0-5-4,0-1-0], [5:0-5-4,0-1-0], [6:0-4-0,0-24], [7:0-5-4,0-1-0], [8:0-5-4,0-1-0], [9:0-5-4,0-1-0], [10:0-1-12
,0-0-121. 110:0-3-a,EdgA
LOADING (pst)SPACING-
L/d
2-0-0
CSI.
DEFL.
in (loc)
TCLL 25.0
Plate Grip DOL
1.15
TC 0.19
Vert(LL)
0.00 16-17
{Roof Snow=25.0)
Lumber DOL
1.15
BC 0.15
Vert(CT)
0.00 16-17
TCDL 8.0
Rep Stress Incr
YES
WB 0.14
Horz(CT)
-0.00 13
T3CLL 0.0
Code IRC2015ITPI2014
Matrix-RH
DCDL 7.0
LUMBER -
TOP CHORD 2x4 DF No.2
BOT CHORD 2x4 DF No.2
WEBS 2x4 DF Stud
BRACING-
TOPCHORD
BOTCHORD
OTHERS 2x4 DF Stud
WEDGE
Left: 2x10 OF SS, Right: 2x10 DF SS
REACTIONS. All bearings 5-6-5.
(lb) - Max Horz 17=-96(LC 8)
Max Uplift All uplift 100 Ib or less at joint(s) except 16=-113(LC 17), 17=-142(LC
10), 14=-112(LC 18), 13=-144(LC 11)
Max Grav All reactions 250 Ib or less atjoint(s) 16, 14 except 15=440(LC 1),
17=560(LC 17), 13=554(LC 18), 13=336(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHS )KU 2-3=-791368, 3-4=-55/447, 4-5=-11/364, 5-6=0/374, 6-7=0/374, 7-19=-8/367,
8-19=-101331, B-9=-54141, 1-10=-78/390
BOTCHORD 2-18=-321 08, 17-18=,321/106,16-17=-321/106,15-16=-3211106,14-15=-3231106,
13-14=-323'106,12-13=-323/100,10-12=325/108
WEBS 6-15=-39910, 4-17=-4011:.3, C-:3=-399/120
I/defl
L/d
PLATES GRIP
>999
360
MT20 220/195
>999
240
n/a
n/a
Weight: 95 Ib FT = 20%
Structural wood sheathing directly applied or 10-0-0 oc purlins.
Rigid ceiling directly applied or 6-0-0 oc bracing.
hat Stabilizers and required cross bracing
MiTek recommen s _t
be installed during truss erection, in accordance with Stabilizer
Installation guide_
nICTES-
1) Wind: ASCE 7-10; Vuft=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed;
I`YX.7r.[ (:nvelope) gable end zone; ca.ltilev )r left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grin 001.=11.60
2) Truss designed for H nJ 'o -ids in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Uab a End Details as applicable, or consult g�a;ified building designer as per ANSI/TPI 1.
3) TCLL: ASSE 7-10; Pf=25.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.10
4) Unbalanced snow loads hava been considered for this design.
'S) This truss has been designed for greeter of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
ixm-c.rxc Trent with other live loads.
6) AI' p'etes'are 3x6 MT20 -mless otherwise indicated.
7) Gable studs spaced at -1- 4 0 Go.
e) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads.
9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 Ib uplift at joint 16, 142 Ib uplift at
joint 17, 112 Ib uplift at joint 14 and 144 Ib uplift at joint 13.
LOAD CASE(S) Standard
RENEWS: 12131/20
May 7,2019
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability 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 responsibillity ofthe
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding AA
fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfrPl1 Quality Criteria, DSB-89 and BCSN Building Component i. •�
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. t` eTRtTSSCO. INC.
Job
Truss Truss Type
Qty
Ply Anslow & DeGen'suit
in
(Joe)
I/dell
112766656
J1033713
F2 Common
2
1
I he I rues co., tugene, Olt 91402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:15:00 2019 Page 1
ID:dVXOpumktmTcljNWPIzdRSyg91 i-NgPHw63lgZUEBStXnZm4J51Skrk5GOGE80CAbBzK6ry
6-6-0 13-0-0 i
1-30 6-6-0 6-6-0
4x4 =
4
1.5x4 11
3x8 11
3x8 11
127
Scale = 1:29.5
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(Joe)
I/dell
Ud
PLATES GRIP
TCLL 25.0
Plate Grip DOL 1.15
TC 0.46
Vert(LL)
-0.05
7-10
>999
360
MT211 2201195
(Roof Snow=25.0)
Lumber DOL 1.15
BC 0.33
Vert(CT)
-0.07
7-10
>999
240
Rep Stress Incr YES
WB 0.07
Horz(CT)
0.02
2
n/a
n/a
BCLL 0.0
Code IRC2015/TPI2014
Matrix -MSH
Weight: 51 Ib FT = 20%
BCLL 70
LUMBER -
TOP CHORD
2x4 DF No.2
BOT CHORD
2x4 DF No.2
WEBS
2x4 DF Stud
SLIDER
Left 2x4 DF No.2 2-0-0, Right 2x4 DF No.2 2-0-0
REACTIONS. (Ib/size) 6=51610-5-8 (min. 0-1-8), 2=606/0-5-8 (min. 0-1-8)
Max Horz 2=90(LC 9)
Max Uplift 6=-64(LC 11), 2=-88(LC 10)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-16=-517/84, 4-16=-487/99, 4-17=-499/97, 5-17=-517/82
BOT CHORD 2-7=-33/446, 6-7=-33/446
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES -
1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 Ib uplift at joint 6 and 88 Ib uplift at
joint 2.
LOAD CASE(S) Standard
•••0c
0 0
0000 0000•
0 00••
•0.0•• ••
90000•
• • • •
0000•• ••
•
• • •••00•
00 e so so
•••• qtr ®• -_ • +P •••
••0•. 82 E •••
•• r •
OREGON
7n6132
P��1'
RENEWS: 12/31/20
May 7,2019
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.
Applicability of design paramenters and proper incorporation of component is responsibility of building tlesigner- 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 ofthe
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 — ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component
Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, LiLeTRUSSCO. INC.