HomeMy WebLinkAboutBuilding Energy Analysis ReportBUILDING ENERGY ANALYSIS REPORT
ci.
FEB 19 2020
PROJECT:
Taylor Workshop
3731 Orcutt Rd
San Luis Obispo, CA 93401
Project Designer:
Studio 2G Architects, LLP
355 Pacific Street Suite A
San Luis Obispo, CA 93401
(805) 594-0771
Report Prepared by:
Timothy Carstairs, CEA, HERS, GPR
Carstairs Energy Inc.
2238 Bayview Heights Drive, Suite E
Los Osos, CA 93402
(805) 904-9048
CARSTAIRS
ENERGY
r
Job Number:
20-020512
Date:
2/5/2020
The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is
authorized by the California Energy Commission for use with both the Residential and Nonresidential 2019 Building Energy Efficiency Standards.
This program developed by EnergySoft Software — www.energysoft.com.
X
01
o
O 72
00
O
o f6
Ln �°
0
.i u
L
O
o a
N O
o
O Y
N
o
N
N _O
E T
ice+ �
m E
m
c Z
a)aO + —
f0 LL
us+
C
� a
v �
Ln
T
Q
W
u
Z
a
a
O
u
LL
W
Q
u
LL
H
ui
W
u
O
00
O
CL
T
o
li
o
m
v
c
Ln
m
^?
m
-
N
LU
ci
rl
O
N
O
N
O
C
0
N
N
c
n
C
0
W
3
'0
^
m
'D
a00i
o
M
c
v
O
C
N
.t!
a0
c
•�
3
0
O
E
0
Z
N
E
y
m
o
v
a
E
Z
V1
v
w
0
v
0
E
Z
L
.9
w
7
m
m
>
a
c
«
N
li
\
ou
:°
c
o
ba c
N
0
l7
M
`
°o
U.
c
.2
v
O
O
a
0
LL
14
'i
'•1
ei
N
OLL
Y
O
>
N
m
C
Q
N
v
H
u
Q
H
m
m
O
O
c
n
O
zf
m
ui
E
LL
Q
to
c
n
O
O
U
3
z a,o
m
W
o
N
Z
u"i
N
c
C
"
+J
Y
C!
a
N
c
v
CL G1
h0
C
0
a"i
N
m
a
N
m
a
N
m
a
C
u
p
a`
c
a
m'
it
o
LL
oo
LL
0o
LL
m
C
ki
C
V
C
ubo
G
a
Z
3
v
Z
c
.-
m
.•
12
O
x
W
Q
O
Z
a
K
w
Z
�•i
N
M
�
�O
00
O
N
Rr
lD
00
O
O
N
O
a
•O
a.
O
v
a
a
7v
O
a
u
M
w
w
=
0
c
0
d
a
N
v
L
N
C
7
N
cr
LU
v
E
w
u
ai
�p
m
O
a
o
m
.2
u
w
�
>
Lo
0
0
v
v
�
c
m
3
C
L
'«
N
N
M
d
W
V
�
LL
C
L
,=
m
•V
m
E
a
a
O
�
a
N
W
�
0
w
a
m
c
E
w
0
3
0.
a
�
O
u
o
u
a
c
c
E
oc
w
p
C
C
b
a
a
N
IA
�+
E
W
3
ccZ
W
u
C
Z
O
a
'•1
N
M
-M
J
O
O
O
a
m
0
n
N
ai
rl
li 1
O
N
O
6
0
N
m
ai
U
`o
v
W
a -I
O
O
LL N
a 00ai
N aM
U.
X
rn
r-I
O
O �
00
O
O ma
Ln
00
� U
L
!- O
L!1
O G
N O
o r-
O Y
N
O 0
N
a O
E T
F ~
fa
m
C Z
.2
fa LL
u a
u 5
z
p
fa
O
H
C
m
u
C
f0
a
u
p
LU
C
O
W
m
m
N
N
Y
a
m
IA
C
W
al
m
CL
m
m
c
m
.N
V
c
a O
c
y
m
_
N
r
u
N
a YO
O1
LUE
a5
d
LUW
Q 3
d N
d
N
m
a
y U O
Lao
>
C to c
v
a Y m
U O Y
al
O
u
O
o
Wa)
O
O Q N
C
E
N
al
C a U
a)
a/ C_
O tlD
O L
U
0
E
C
a, a, UW
co E c
m
00
c ai m
n
0 E
o
O- O
v u
u
-o 0
Y
u
C
C
- 0
m00
00 w
m
00
'N
°D
E v
C
c-I u
a
O
a) a
O
u E�
+T•'
a,
> ai
`° w
m
v
C
o
O
o > "
O_ u
a
m
m
o
E v v
� o
(7
Ln
aL
N c
a
Z
v L
C N
a
U a/
0
E
Z
.c O O_
-0
l7
p u, E
N
O
-cc N
LUW
p
U p oo
>
}
W C
V1 4
U Y
ZLUc°
Uzia
C
aJ
E
0
G
E
Y
C
N
v
a
U-
�?
O
a7
C
N
N
C
'Cm
L
y
Q
to
Ln
O
O
^
O
N
C
Ln
N
ei
a
E
O
V
C
O1
�
00
m
o0
N
O
W
Nl
O
m
N
N
cc
CL
Q
a
CQ
7
Ln
CA
n%
`S}
W
Z
W
=
00
d
en
C
N
O
10
w
-1
�
f0
Om
N
N
C
Ln
r
m
}
y
O
C
l-1
p
m
o
m
m=
d
H
w
O
a
O
C
2
U
c
2
W
V
vOi
u
u
>
Y
n
U
m
a
•m
`v
a,
E
Ln
o
W
W
t
rn
Cc
N
rl
C
N
C
a+
H
al
oa
C
Q�
\
Q
00
M
C
r
7 00
N
a V
V_
C
0
aJ
W
C
3
O
a
O
a
O
o
c
�
_
'D 7
O
X E
Q
LL
al
o.
FT
a
mO
Vf
C
O
Y
w
Z
X
W
EA
L
LU
}
a!
H
N
in
C
9
o
Y3
LU
C
� v
LU
p
cr
N
6;
O
N
O
O
N
O
N
a)
..
a)
� C
0 v
d ++
p
LU
c-I
00
0
N 1�
ai cy O
E �
v rI 0
rq
f0 C
o � o
o •`
o aa)
> m
0 N
Co O_ L
01 a) U
cc = N
aj
u
C
ra
O
V
c
ai
s
rn
0
H
N
U
c
v
�V
N W
E m
7 N
Z c
W
c o0
O C
m 16
N co
•
a°1c u
W
awl
O 0
LL
OC M
a �
M
CL
O
O
00
O
0
Ln
00
Ln
l!1
O
N
O
O
N
O
N
GJ
E
m
f0
G
C
O
M
f0
7
To
u
W
u
Z
Q
Ca
C
O
u
LL
O
W
Q
u
LL
C:
W
u
v)
.T
m
C
a,
C
a
E
O
s
O
u
U
C
E
Oi
QI
TI
`D
C
ar
a,
a,
O
E
t
to
c
E
_O
C
O
0
u
fa
v
c
a)
7
E
W Y
m
Y
YYJJ 7
co
LL m Iq
J w e-I
a a) E
U W m a)
CL to
1A ?
w O a
K
O
c
cr F—
C
O
a
a]
C
CL
E
O
N
L
O
Q)
c
E
`o
a`i
a
m
ai
C
a)
y
a)
O
E
N
`
to LA
c W
v �
E
E
w
O x
w a)
c
O Y
'F+ C
c a)
o
u a)
M a
N E
a7
O
V
Q
a)
MLn 4
Ln O
c Y
W
v a
v
v v
u ra
O
>
m
-0 LL
'O u
ar �
w C
N m
-6 N
a) LL
V
v
� a)
++ N
E aa)
K
L 3 Y
n O
v N
� L
in
C
m N
C
O
—
O
6
w :a
C
—
U
a) M
O_
m
u
—_
w
aL h0
C
O m
—
v a
>
'S
C
� a, C
-o O
C >
O
E
C
ro �
c>
E
°)
E m
.2.2 o m
o a
EL
-M - L u
u
n
v w
T
O C a)
O C
Q)
>
> o
LU
'm o
0 c aEi v
O O C
aE v
C
a) w
C O C
7
C>
O
3 a
O
0) O O
O
O= O
z uz
O N
�T,zV)z
pp C Y n
00 Q
•N
VLLf
O -
0
L c
C (>
a/
W
x
L al
'a
7 O a) > O
CO.. u. x. x. o.
X
m
c-I
O
O �
00
O
o fO
Ln cr
0 Y
a"/ U
O
Ln `--'
0 Q
N O
o �
® Y
N 0
O
N O
E T
a0+ N
m E
m
C Z
O y
a+ _
m LL
i/
_u a
m C
u
W
u
Z
a
a
O
u
O
W
a
u
LL
LLI
W
u
'm
co
a
v
o
0
0
0
0
0
O
0
o
0
0
0
o
Y
m
rn
m
m
m
m
rn
rn
c
m
rn
m
m
O
O
N
C
Lf
11
p
000
0
N
e-I
O
O
N
O
O
O
O
O
O
0
C
Q
C
3
N
1O
a
00
00
0)
m
00
00
mv'
N
O
01)
�
0
v-
"
00
w
r4
N
co
-4
0)DD
0)
N
00f-I
r-i
a)O
N
N
N
11
1-I
N
n
m
O
l7
c
0
•m
N
C
U
L
C
'
u
L
m
C
U
L
O
C
0
N
m
00
o
a)
m
0D
C
o
a1
)
m
00
0)
ll
J
m
LL
J
m
ll
J
CO
O
t
Y
O
E
fn
m
r-I
rn
N
N
�n
m
m
m
M
�
N
"
N
mm
m
m
C
in
N
rn
N
n
m
N
Q
C
i+
m
m
m
ro
ro
ro
m
ro
N
N
N
N
N
N
N
N
N
`�
N
O
O
O
0
C
CC
K
cc
K
u
N
C
m
2
Q
m
2T
Q
m
Q
m
a)
Q
m
v
Q
m
v
Q
m
`1
Q
m
2�
Q
al
m
r�
vl
ail
vl
N
vl
to
O
O
0D
m
0D
00
00
00
00
00
'j
I
N
C
C
C
C
C
C
c
C
J
n
m
(D
m
(D
m
(D
m
(D
J
J
J
J
J
J
J
J
n
`l
Q
�
u
—
—
N
N
N
N
41
N
m
m
m
m
tn
Z
m
O
W
`O L.L
J
O
a)
a1
00
�
O
al
N
0D
Q
C
a
O
O
'y
y
0:
O
z
O
z
O
z
C
00
u
C
cq
oq
O
E
00
cq
W
00
�
Lu
O
O
0
O
0
u
O
C
t
0 a7
c-I
0
r-!
O
c-1
O
cc
C
X
4)
N N
O
O
0
m
C
L
oD _.
O
0
O
Y
N
N
0
o0
N
a`
C
Y
N
O
C
aJ
m
C
m
C
m
C
O
L
Y
�}
O
E
r-1
m
N
Q
O
z
O
z
0
z
tA
m
O
C.
~T
00 :�
Q
00 'Y
Q
0
K Q
t7
Z
W
m
DD
r^
0
J
Of
Dr
V
J
C
m
m
=
H
N
O
C
N
v
0D
C
`1
00
C
a1
m
m
J
J
v
6QL
N
y
0
00
N
m
W
cr
N
z
O
cc
0
D=
.a
O
ci
a
O 0
0
a) r O
E O) >
F— O
m C O
p O.
C �
O N ;
t m
0 aEi
b0 O_ L
a) a,
DC = to
E
z
C
a)
w
W
ri
O C LL Ln
a a
M
L a
u ..
v
z
Q
J
o.
O
u
LL
W
a
u
LU
W
u
C
C
C
C
C
C
C
C
Gpp
N
N
N
O1
N
N
N
N
C
`1
0)
`1
`1
`1
it
`)
N
X L
W Ln
00
7
00
7
m 7
73 7
:3
7
OU
7
hU
7
m 7
CO
CD
07
CO
CO
O]
CO
07
1.1
U
U
U
U
U
U
U
U
m
cc
w
cc
cc
�
LL
LL
LL
LL
LL
Z
Z
Z
Z
Z
Z
Z
z
u
l7
Ln
Ln
Ln
Ln
m
Ln
Ln
Ln
2
m
m
m
m
m
m
m
In
kn
0
0
0
0
0
0
0
0
O d
U
U
U
U
U
U
U
U
�y
W 7
cr
LL
cc
LL
c
LL
LL
cc
LL
LL
LL
LL
to
z
z
z
z
z
z
z
z
O
p
'r
m
m
m
ri
m
m
m
m
0
0
0
0
0
0
0
0
7
Q�
`-�
QLn
N
�
Co
c^-I
7
c-I
rl
r-I
c-I
c-I
c-I
r-I
c-I
L
p
b0 �
2
-
L
0
3
L
L
7
LnV1
V1
Ln
Ln
Ln
Ln
V1
a"
C
O
a
N
N
Y
Y
m
Y
O
C
O
0
m
(6
O`
m
d
LL
LL
J
J
m
m
m
O
N
N
10
f0
{n
O
O
J
J
�
O
N
LL
LL
LL
0
0
0
0
0
0
0
0
v
z
N
N
JQ
o
N
m
zt
l.fl
0
l0
l7
v
0
p°
3
3
3
l 30
3
y
'O
'O
o
0
0
-0
m
C
u
U
OO
Z
C
C
F
LL
N
LL
11QH"
Ln
z
LLJ
LL
o
w
z
z
2
0
LL00
o
O
o
o
a
0
v
o.
U
L
Q
d
G
O
C
m
G/
7
U)
N
Ln
>
C
O
C
O
Z
Z
�
7
C
W
x
a
O
W
00
n
O
0
E
N
o.
N
k
N
WLn
O
m
I,
d
ti
Q
m
v
v
N
Cto
O
O
to
N
C
m
J
W
N
L
K
O
m
°
m
0
z
V)
V)
0
to
5
�t o
x u
N
o � 7
CO
�
7
E
T
7 c C)O U
T
00
T
C m
(D
d
N L
L
N
C LL I.L
•N .� v
C m X
U Lu
n
�+
w
p
w
m
j
0
O
G1 j
N
C
o
0
W 3
•' !
C
N
O
W u
C
O
z
'5 N
Ln
u m
O
>
o °C
cr
H
O
C_
C
O
E
N
LL
x
N
C
0
FT
>
C
�
O
O
t
i
LL
C
C)O O
u
�
v
o.
N
O
u
O
(A
Z
m
Y
O
of
y
u
v
oc
h
z
O
a,
m
w
u
Z
Lai
y
C
O
j
O
u
o
W
�
C
Qa
u
O
N
17!
1-4
Ln
O
N
O
00
O
N
-o
v
�o
v rIj
O
2 l7
Ln a
w
2 K
ci
O O
O
111
n o
E O1 rl
r
o
Ql N ,
O O O
O •N
C 12 N
o a >
.Y
� > m
oW
w O_ L
Of K V)
v
E
Z
C
W
a-4
O '-
LL O
w to
a m
D m
LL
O -6
O
00
o -o
o m
Ln o
00 Y
u
� L
Ln 0
o a
nl O
O L
Y
O L
N o
O
a, o
E >
M �
m
0 m
c Z
O y
'a+
m U.
Y
u a
u �
W
u
Z
a
a
O
u
U.
O
W
Q
u
H
K
w
u
-6 O
x u
v
OD
C X
:E to N
v
bll
C N U
L h0 -I
m10
m
O N O
m \ Vf
Y 1\°
'O u — co
++ Y N O
— u m
O N
m \ E
`
E
7 N
L O n E
O_ O\ 7
'
L O\ E
d C\� O
E v
7 N O_
T
O
a o: V
.0
Q m a
Q °c° s n
a C7
C
> m
l7 E-E
Y Comm>
O u Y'.(7
Y >
O uL DiC7
> v
l7 EL
E
L
H
0 N E
D) /` L
LC
N
N
'C \ LL
0 N N 'C
L.L
L 0 LL '�
'C \ LL
Q
LL >
Y O
OD ° pD LZ
J C\ Dl
0p ° p0
J C Y DJ
D!
>
�+
'] U
m
U > VI
c U X
C Ln
m C
c N C
C U
w
U o
o
L
OY
`o
u
o
00
W
c
O
O
O
•—
y 3
D)
C
D/
C
N
C
Dl
C
0W
O
O
O
O
W 7 7
z
z
z
Z
O C
C
C
C
C
' O
W U
O
z
O
z
O
z
O
z
c?
mj 7
r
00
-1
Ln(
Lp
N
w
M
N
O
1=
cc
H
U
(i
U
C5
C5
O
d
bb
C
C
C
C
O
.Rr E
l�0
to
W
11
LL
/L�c
v
V
N
1-1N
LO
N
x
N
C
�T
7
m
�
O
l N
m
m
E
c
E
`
LL
O U
o U
w
O
o
O
V
bD
h0
a
76_
Z
m
FT
u
u
O
V
O
p
Z
y
v
v
v
O
'
of
LL
L
L
v
U
U
M
cc
IA
Z
O
y
E
u
Y
V
V
m
Z
_
Q
Q
LQL
,1
O
O
z
O
z
7
O
•V
N
O
O
O
H
N
Ln
W
7
`
•'
c
2
0
�
K
m
Qa
V
cr
0
Ln CO
G m
LL C
u
m
J
Q �
a v
o O �
w
W Z
CO
C
m
C
O
m
C
E
O
LL �
CL
T N
Vfn C
N v
O w �
O
c O oz
to
_C
T
7
Z
0
Q �
v
C
LL O
� •a+
W
N
W a
= O O cc
a o
Q N Z
W C
z T
Z .,
W
m
Z 3
7
m
O
O
u
;
�
C
ui
2
C
O
3
a
tD
O
VY`
C
Dl
C:
O
u
Z
a
E
u°
O
O
O
tuo
U.
O
0
Ln
N
�
c
m
Z
a
O
a`,
m
ru
a
w
x
3
N
=
3
d
o
CL
7
�T
L
c
O
z E
0
p
'a+
N
p ;n
O
a+
>
�
IA
�
N
Q
N
N
~T
O
O
W
u Q
v
N
Ln
N
E
E
0
0
C�
L
W
N
Z
N
>
F
Q
O
m
W
2
Z
=
0
Q
3
W
ei
O
LL
n
a �
i a
u
u
z
a
a
O
u
LL
W
Q
u
z
W
u
O
O
ao
O
O
V1
00
c-i
r•I
F-
ill
O
N
O
O
N
O
N
E
M
m
0
C
0
m
u
m
u
O_
0
Y
`o
H
N
E
m
z
w
'o
o_
C
C O
O �
c
N
O
u V
14
0 c
C
Y 2
c a
E
I�
CL
E a
0
a
co
m L
'i
'i
w C L
C
x O
a
W c
W �
Z m
C ►m
m
0
0
o
x LL
a+
N O
�
O
J �
O
V W
C
CA
H O
c
m
O
Y a+ 7 W
c m 7
O
F 3
N � C
C
no
C
0
o
a
o
G O
CO
r.4
C
O0
io
o v
O
c u `-'
rn
W LL W
O
O
m to
O
F-
H
N
0
a O
>
E c
O
r
C
C C
F-
am
V n
C
c c y
N
m
l9
N
O
m
x W
0
z
N
ti
ai
W
Q!
E
0
a
W
O
m
2
x
z
3
ccLU
=
Q
O
3
Q!
a+
m
3 � v
C Q
a) m
c x z
L
3 o v
2
0
3
o
C v" 0
aj
u o z
c
V al
C O
Q a
w
m O:
� O
V z
'V
ar
c
O
Ln
C
O G FT 0
Yi
a
E
u°
c
0
0 a
7cc
v
o Ccr
V
ma o
C Z
O
u
ha _0
C y
'a
o y �
o
a z
c
O v
'a+
Z m -
O N N a
p c a)
F- w
a o
LL a Z
LU
d'
oc
LU
l7
z w
W O m n
x z 2i
z =
W Q
a
3
7
O
ou u
c a+
O
O w
E
V 0.
S
W
C
O
h0 V
co
c ..
m �
c
x o.
W
w
a
�T
u
u
c
9 0
m
6 O
E
V)
0:a,
a/
L
F-
al
E
z
C
a
to
O
Q
C
O
7
z
H
G
ar
a'
Ln
m
z
o
c
1L
Z
E
a;
c
al
V)
o
S m
.o
a
E ~
z
a
O
V
M
a,
2
E
a�
a+
c
ar
'^
V)
O
0o
5 m
a
E `"
m Z
a
waj
x
2
m
Q
CL
C2 C
E O
vi
N
�T
a u
o
is ocn
W
N
u •-
In
0
}
L
z
z
O
E
H
a7
)
O
o
m
Ln
u
W
z
u
u
=
a
N
O
ai a
u
N O
D
14
w
a
E
N
cc
7 �
a v
W
m �
2
=
O
o
VNI a7
a
a1 �
oa v
O. �T
E
C a
Ln Ul)
u
v
�
cn
O
p
O
N
N C
O
O
u
z
00
O
W
W
CO
c
O
V
CC
O
W
0
ti
o
�n
O
0.
m
u
ba C
r,
C
O
O
Ln
m
m
m
O
x
u
N
n.
O
V
N
o
a
o6
N
2
1".
'e
0
d
a
E
7
z
a
a
T
N 2
y
o
E
u a
a,
T
�
ccC
C
H
LA
ti
E
a
a
,n
Q
O
m
O
W
Z
E
ai
x
v
n
E
z
O
n
a,
c-I
Ln
O
N
O
O
N
O
N
al
io
C
C7
0
a
ai
K
v
m
`O aa)
0- L
v u
= V)
W
'•I
O
O
LL CD
a �
0 m
LL d
LL
u
W
u
Z
Q
Ca
L
O
u
LL
W
a
u
H
s
W
u
X
01
ci
o a
o �
00
o a
O m
Lf1
00 Y
H O
Ln
O a
N O
O C
O Y
N
O
N O
E T
C Z
o v
LL
3
u Q
u 5
a
O N
t d
Y +'
O ~
c
L
o a
T •�
u
E
m
Z G
u 1O
d u
a u
C
m n
m
'~
O
2
p m
O
Z
W
V
w
>
iC.i
m n
W
v
pp
O
x
m
O
Z
W
V
:t
W
a
EA
x
o
0
a
w
Z
C
OVA
— 01
O
w
CC L
Z
W
>
C
a
WLU
`
O
W
w
cc
y
O
>
Z
a
W
W
o
O
d
as,
w
cc
o
z
a
h`0
H
c
3
0
0
,t
Q
O
3
a
1i
N
Q
S
W
>
w
O
�
;
Z
LU
x
v�
a
v a
>E
a
v
a
a
W
o
m
E N
x
Z
a v
u
s
v�
x
=
C
n
N
O
�p
O
u
W
y
h
}
Ln
>
O
VI
K
N
O
W
x
6
r,
O
N
a`
C
I
O!
i7
c
a`
`0
a
�
2 �
Ln
O
LU
O
r
u
z
C
Q
v
a
Y
�
�S••�
V
c
m
w
O
� 0)
LL
QO
N
v c O
E (7; >
-
o v
N N
00 O
t2
C n
O N
j
> m
E
O
on a t
� � Ln
LL
V
rn
t'+
3
N
�
a
c
u
C
m
a
E
0
V
io
�
a
N
{LLj
V1
N
K
-
o
N
v
v
�
Z
LL
C
f0
N
>-
u
jC
F
J
Q
c
c
•U
•• W
a`)
C
E
o
a
z w
G
3
E
o °0
Q
l
` a
Z
N
m
Q
w u
W
u
Z
a
Ca
L
O
u
LL
O
W
a
u
LL
LU
W
u
x
O1
c-1
O
O �
00
O a
O m
Lfl
0 Y
a-1 u
L O
O Q
N O
O -C
O
Y
N 0O
O
N
W O
E >
a0+ 4!
m E
C �
c Z
aO a)
+
f0 LL
it
_u a
� C
u
co
C
a
a N
N
L a)
N L
c
L
o a
u
in
ui �
E
m C
z
u f0
u
0. u
vi
o
_
v
a,
00 L
K �
o 0
m v a
u
O C
U
C
�
E
`
n �
U u
Y
EL
0 E
l0 O
+
t v
m
a n
f0
a
• C 'u
U m 0
C ~ �
m
m C
n m m
a
o v o
V
U
O
a
m
O i p
a
m
m j- w
a
u '>
-
c
0
O
t � a
ai
m
00
u E c
O
T
7
= t
C)
m
O
Y E
c
c
w
O
c
o
C)aD
a C)�
r
O v p C
a W C O
C
b0
I
0
C
O O
O
N a�
p la, u
Cn
Lfi
N v C)
c
ui N `
O
o 3 �°
a
C)o
v
oLO
00
C
o
p
00
NC\j
E
= 2
bo C C ba
c
C
a
O
m w
c
0
o
d u 'O
pa
m
c
a)
c
O
aism�
Y 0 C •L
O a) c
O
> u E 3
-
w o -
-E u >
ai
u 0 p
a)
p u a
a
E
m
v
0
0 to
c
c v aj
v U c
L
w O C 4 m
N
to a
U w a p C
u
u
m
o o c v E
m p = u
m
C is C �O
v p u
O
m
IL I
W
0 o o a v
z
L-
m a c o
y
'
m � m c
F
U)Cl)Z
w E
°p
W
W
a=
C)
Z
O
a)
C
>
•�
H
a Q E
=
C y� C
IL
Q
V
Q
Q
0
QI
Y m '�
J
4)
cY)
g
E
(�
U
L
N-
Z
o
a In
to
Q
u
W
u
c
•�
o
►-
-0,O a
L)
U)
U
w
�
_
rn
g
,�
a)
( �
co
_
Q
0
V
(n
i
Q)
c
a)
Q
W
C
C aCp m
i
n
N
_
E
W
(�
N
y a a
E
O
a)
/cKS
Z ci
i
V)
Z
c 3
m c
m
O
L
5
¢ O
U)
00
0
w
a
'� -> 3 m
3 a) .� �
c
m
O
a
L
J
F
F
Y
CO
C\jM
..
J
p m V L u
al
LO
W
w
1a
/��
U
N
J
m
rA
— H u
u
Cl)C
vJ
07
IV (n
z
Z
?
v
a)
E
d
v
v1
O
>
15
d
V)
V
u
E
a
W
N N M
O
a
E
v
a
G
•--I
O
U
Q
U
=
u
s
U
Q
U
N
0)
1-4
0
0
O
clj
N
a
+�
a) �
v
O
l7
a Y
cc a
w v
N
O
O 0)
14
ui 1 o
E p' >
O v
C O
O •�
c o a)
v �
1 m
Y E
V
to a) N
L
a a) u
cc = v)
a)
E
z
C
0
N
to
a)
RESIDENTIAL MEASURES SUMMARY
RMS-1
Project Name
Taylor Workshop
Project Address
3731 Orcutt Rd San Luis Obispo
Building Type 1Z Single Family ❑ Addition Alone
❑ Multi Family ❑ Existing+ Addition/Alteration 1
Date
21512020
California Energy Climate Zone Total Cond. Floor Area
CA Climate Zone 05 796
Addition
n/a
# of Units
1
INSULATION
Construction Type
Area
Cavity (ft) Special Features Status
Wall Wood Framed R 20 1,544 New
Roof Wood Framed Rafter R 38 638 New
Slab Unheated Slab -on -Grade - no insulation 638 Perim = 78' New
FENESTRATION I Total Area. 174 Glazing Percentage: 21•4 NewlAltered Average U-rector, 0.30
Orientation Area(ft2) U-Fac SHGC Overhang Sidefins Exterior Shades Status
Front (SE) 109.0 0.300
Left (SW) 22.5 0.300
0.35 none none N/A
0.35 none none N/A
New
New
Rear (NW) 38.5 0.300
0.35 none none N/A
New
HVAC SYSTEMS
Qty. Heating Min. Eff
Cooling Min. Eff Thermostat Status
1 Split Heat Pump 8.20 HSPF
Split Heat Pump 14.0 SEER Setback
New
HVAC DISTRIBUTION
Location Heating
Duct
Cooling Duct Location R-Value Status
HVAC System Ductless / with Fan
Ductless n/a n/a
New
WATER HEATING
Qty. Type Gallons Min. Eff Distribution Status
1 Small Instantaneous Gas 0
0.95 Standard
New
EnerqyPro 8.0 by EnergySoft User Number: 6249
ID: 20-020512
Page 12 of 17
2019 Low -Rise Residential Mandatory Measures Summary
NOTE: Low-rise residential buildings subject to the Energy Standards must comply with all applicable mandatory measures, regardless of the compliance approach
used. Review the respective section for more information. *Exceptions may apply.
fOrintnal 08/20191
Building Envelope Measures:
§ 110.6(a)l:
Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 cfm per square foot or less
when tested per NFRC-400, ASTM E283 or AAMAIWDMA/CSA 101/I.S.2/A440-2011.'
§ 110.6(a)5:
Labeling. Fenestration products and exterior doors must have a label meeting the requirements of Section 10-111(a).
§ 110.6(b):
Field fabricated exterior doors and fenestration products must use U-factors and solar heat gain coefficient (SHGC) values from Tables
110.6-A, 110.6-13, or JA4.5 for exterior doors. They must be caulked and/or weather stripped.*
§ 110.7:
Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked,
asketed, or weather stripped.
§ 110.8(a):
Insulation Certification by Manufacturers. Insulation must be certified by the Department of Consumer Affairs, Bureau of Household Goods
and Services BHGS .
§ 110.8(g):
Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of Section 110.8(g).
§ 110.8(i):
Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the roofing
material must meet the requirements of § 110.8 and be labeled per 10-113 when the installation of a cool roof is specified on the CF1 R.
§ 110.8(j):
Radiant Barrier. When required, radiant barriers must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs.
Ceiling and Rafter Roof Insulation. Minimum R-22 insulation in wood -frame ceiling; or the weighted average U-factor must not exceed 0.043.
Minimum R-19 or weighted average U-factor of 0.054 or less in a rafter roof alteration. Attic access doors must have permanently attached
§ 150.0(a):
insulation using adhesive or mechanical fasteners. The attic access must be gasketed to prevent air leakage. Insulation must be installed in
direct contact with a continuous roof or ceiling which is sealed to limit infiltration and exf Itration as specified in § 110.7, including but not limited
to placing insulation either above or below the roof deck or on top of a drywall ceiling.'
§ 150.0(b):
Loose -fill Insulation. Loose fill insulation must meet the manufacturer's required density for the labeled R-value.
Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U-factor of 0.102 or less, or R-20 in 2x6 inch wood framing or
§ 150.0(c):
have a U-factor of 0.071 or less, (R-19 in 2x6 or U-factor of 0.074 or less). Opaque non -framed assemblies must have an overall assembly U-
factor not exceeding 0.102, equivalent to an installed value of R-13 in a wood framed assembly. Masonry walls must meet Table 150.1-A or B.*
§ 150.0(d):
Raised -floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U-factor.'
§ 150.0(f):
Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone without
facings no greater than 0.3%; have a water vapor permeance no greater than 2,0 perm per inch; be protected from physical damage and UV
light deterioration; and, when installed as part of a heated slab floor, meet the requirements of § 110.8(g).
Vapor Retarder. In climate zones 1 through 16, the earth floor of unvented crawl space must be covered with a Class I or Class II vapor
§ 150.0(g)l:
retarder. This requirement also applies to controlled ventilation crawls ace for buildings complying with the exception to § 150.0(d).
Vapor Retarder. In climate zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of all
§ 150.0(g)2:
insulation in all exterior walls, vented attics, and unvented attics with air -permeable insulation.
§ 150,0(q):
Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a
maximum U-factor of 0,58; or the weighted average U-factor of all fenestration must not exceed 0.58.'
Fireplaces, Decorative Gas Appliances, and Gas Log Measures:
§ 110.5(e)
Pilot Light. Continuously burning pilot lights are not allowed for indoor and outdoor fireplaces.
§ 150.0(e)l:
Closable Doors. Masonry or factory -built fireplaces must have a closable metal or glass door covering the entire opening of the firebox.
§ 150.0(e)2:
Combustion Intake. Masonry or factory -built fireplaces must have a combustion outside air intake, which is at least six square inches in area
and is equipped with a readily accessible, operable, and tight -fitting damper or combustion -air control device.'
§ 150,0(e)3:
Flue Damper. Masonry or factory -built fireplaces must have a flue damper with a readily accessible control.'
Space Conditioning, Water Heating, and Plumbing System Measures,
§ 110.0-§ 110.1.
Certification. Heating, ventilation and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated
appliances must be certified by the manufacturer to the Energy Commission.'
§ 110.2(a):
HVAC Efficiency. Equipment must meet the applicable efficiency requirements in Table 110.2-A through Table 110.2-K.'
Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance heaters
§ 110.2(b):
must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone; and in which the
cut -on temperature for compression heating is higher than the cut -on temperature for supplementary heating, and the cut-off temperature for
compression heating is higher than the cut-off temperature for supplementary heating.'
§ 110.2(c):
Thermostats. All heating or cooling systems not controlled by a central energy management control system (EMCS) must have a
setback thermostat.'
Water Heating Recirculation Loops Serving Multiple Dwelling Units. Water heating recirculation loops serving multiple dwelling units must
§ 110.3(c)4:
meet the air release valve, backflow prevention, pump priming, pump isolation valve, and recirculation loop connection requirements of §
11 0.3c 4.
§ 110.3(c)6:
Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBTU per hour (2 kW) must have isolation valves with hose
bibbs or other fittings on both cold and hot water lines to allow for flushing the water heater when the valves are closed.
§ 110.5:
Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces; household cooking appliances (appli-
ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btulhr are exempt); and pool and spa heaters.'
Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with the ASHRAE Handbook,
§ 150.0(h)1:
s
Equipment Volume, Applications Volume, and Fundamentals Volume; the SMACNA Residential Comfort System Installation Standards
Manual; or the ACCA Manual J using design conditions specified in § 150.0(h)2.
a2019 Low -Rise Residential Mandatory Measures Summary
§ 150.0(h)3A:
Clearances. Air conditioner and heat pump outdoor condensing units must have a clearance of at least 5 feet from the outlet of any dryer vent.
§ 150.0(h)3B:
Liquid Line Drier. Air conditioners and heat pump systems must be equipped with liquid line filter driers if required, as specified by the
manufacturers instructions.
Storage Tank Insulation. Unfired hot water tanks, such as storage Ranks and backup storage lanks for solar water -healing systems, must have
a minimum of R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicated on the exterior of the tank.
Water Piping, Solar Water -heating System Piping, and Space Conditioning System Line Insulation. All domestic hot water piping must
be insulated as specified in Section 609.11 of the California Plumbing Code. In addition, the following piping conditions must have a minimum
§ 150.00)2A:
insulation wall thickness of 1 inch or a minimum insulation R-value of 7.7: the first 5 feet of cold water pipes from the storage tank; all hot water
piping with a nominal diameter equal to or greater than 3/4 inch and less than 1 inch; all hot water piping with a nominal diameter less than 3/4
inch that is: associated with a domestic hot water recirculation system, from the heating source to storage tank or between tanks, buried below
grade, and from the heating source to kitchen fixtures.*
§ 150.00)3:
Insulation Protection. Piping insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and
wind as -required by Section 120.3(b), Insulation exposed to weather must be water retardant and protected from UV light (no adhesive tapes).
Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must include, or be protected by, a
Class I or Class II vapor retarder. Pipe insulation buried below grade must be installed in a waterproof and non -crushable casing or sleeve.
Gas or Propane Water Heating Systems. Systems using gas or propane water heaters to serve individual dwelling units must include all of
§ 150.0(n)1:
the following: A dedicated 125 volt, 20 amp electrical receptacle that is connected to the electric panel with a 120/240 volt 3 conductor, 10
AWG copper branch circuit, within 3 feet from the water heater without obstruction. Both ends of the unused conductor must be labeled with the
word "spare" and be electrically isolated. Have a reserved single pole circuit breaker space in the electrical panel adjacent to the circuit breaker
for the branch circuit and labeled with the words "Future 240V Use; a Category III or IV vent, or a Type B vent with straight pipe between the
outside termination and the space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of
the water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu per hour.
§ 150.0(n)2:
Recirculating Loops. Recirculating loops serving multiple dwelling units must meet the requirements of § 110.3(c)5.
§ 150.0(n)3:
Solar Water -heating Systems. Solar water -heating systems and collectors must be certified and rated by the Solar Rating and Certification
Corporation (SRCC), the International Association of Plumbing and Mechanical Officials, Research and Testing (IAPMO R&T), or by a listing
agency that is approved by the Executive Director.
Ducts and Fans Measures:
§ 110.8(d)3:
Ducts. Insulation installed on an existing space -conditioning duct must comply with California Mechanical Code (CMC) Section 604.0 If.a
contractor installs the insulation, the contractor must certify to the customer in writing, that the insulation meets this requirement.
CMC Compliance. All air -distribution system ducts and plenums must meet the requirements of the CMC Section 601.0, 602.0, 603.0, 604.0,
605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply -air and return -air
ducts and plenums must be insulated to a minimum installed level of R-6.0 or a minimum installed level of R-4.2 when ducts are entirely in
conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Portions of the duct system completely exposed
§ 150.0(m)l:
and surrounded by directly conditioned space are not required to be insulated. Connections of metal ducts and inner core of flexible ducts must
be mechanically fastened. Openings must be sealed with mastic, tape, or other duct -closure system that meets the applicable requirements of
UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than
Y< inch, the combination of mastic and either mesh or tape must be used. Building cavities, support platforms for air handlers, and plenums
designed or constructed with materials other than sealed sheet metal, duct board or flexible duct must not be used to convey conditioned air.
Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms must not be compressed to cause
reductions in the cross -sectional area:
Factory -Fabricated Duct Systems. Factory -fabricated duct systems must comply with applicable requirements for duct construction,
§ 150.0(m)2:
connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct
tapes unless such tape is used in combination with mastic and draw bands.
§ 150.0(m)3:
Field -Fabricated Duct Systems. Field -fabricated duct systems must comply with applicable requirements for: pressure -sensitive tapes,
mastics, sealants, and other requirements specified for duct construction.
§ 150.0(m)7:
Backdraft Damper. Fan systems that exchange air between the conditioned space and outdoors must have backdraft or automatic dampers.
§ 150.0(m)8:
Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible,
manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents.
Protection of Insulation. Insulation must be protected from damage, sunlight, moisture, equipment maintenance, and wind. Insulation exposed
§ 150.0(m)9:
to weather must be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular
foam insulation must be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation.
§ 150.0(m)10:
Porous Inner Core Flex Duct. Porous inner core flex ducts must have a non -porous layer between the inner core and outer vapor barrier.
Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an
§ 150.0(m)11:
occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in
accordance with § 150.0(m)l1 and Reference Residential Appendix RA3.
Air Filtration. Space conditioning systems with ducts exceeding 10 feet and the supply side of ventilation systems must have MERV 13 or
§ 150.0(m)12:
equivalent filters. Filters for space conditioning systems must have a 2 inch depth or can be 1 inch if sized per Equation 150.0-A. Pressure drops
and labeling must meet the requirements in §150.0(m)l2. Filters must be accessible for regular service.*
Space Conditioning System Airflow Rate and Fan Efficacy. Space conditioning systems that use ducts to supply cooling must have a hole
for the placement of a static pressure probe, or a permanently installed static pressure probe in the supply plenum. Airflow must be >_ 350 CFM
§ 150.0(m)13:
Per ton of nominal cooling capacity, and an air -handling unit fan efficacy <_ 0.45 watts per CFM far gas furnace air handlers and <_ 0.58 watts per
CFM for all others. Small dud high velocity systems must provide an airflow _ 250 CFM per ton of nominal cooling capacity, and an air -handling
unit fan efficacy <_ 0.62 watts per CFM. Field verification testing is required in accordance with Reference Residential Appendix RA3.3.*
0�11 2019 Low -Rise Residential Mandatory Measures Summary
Requirements for Ventilation and Indoor Air Quality:
Requirements for Ventilation and Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2, Ventilation
§ 150.0(o)1:
and Acceptable Indoor Air Quality in Residential Buildings subject to the amendments specified in § 150.0(o)1.
Single Family Detached Dwelling Units. Single family detached dwelling units, and attached dwelling units not sharing ceilings or floors with
§ 150 0(o)1C:
other dwelling units, occupiable spaces, public garages, or commercial spaces must have mechanical ventilation airflow provided at rates
determined by ASHRAE 62.2 Sections 4.1.1 and 4.1.2 and as specified in § 150,0(o)1 C.
Multifamily Attached Dwelling Units. Multifamily attached dwelling units must have mechanical ventilation airflow provided at rates in
§ 150.0(o)1 E:
accordance with Equation 150.0-8 and must be either a balanced system or continuous supply or continuous exhaust system If a balanced
system is not used, all units in the building must use the same system type and the dwelling -unit envelope leakage must be <_ 0.3 CFM at 50 Pa
(0.2 inch water) per square foot of dwelling unit envelope surface area and verified in accordance with Reference Residential Appendix RA3.8.
Multifamily Building Central Ventilation Systems. Central ventilation systems that serve multiple dwelling units must be balanced to provide
§ 150.0(o)1 F:
ventilation airflow for each dwelling unit served at a rate equal to or greater than the rate specified by Equation 150.0-B. All unit airflows must be
within 20% of the unit with the lowest airflow rate as it relates to the individual unit's minimum required airflow rate needed for compliance.
§ 150.0(o)1G:
Kitchen Range Hoods. Kitchen range hoods must be rated for sound in accordance with Section 7.2 of ASHRAE 62.2.
§ 150.0(o)2:
Field Verification and Diagnostic Testing. Dwelling unit ventilation airflow must be verified in accordance with Reference Residential
Appendix RA3.7. Kitchen range hoods must be verified in accordance with Reference Residential Appendix RA3.7.4.3 to confirm it is
-rated by HVI to comply with the airflow rates and sound requirements as specified in Section 5 and 7.2 of ASHRAE 62.2.
Pool and Spa Systems and Equipment Measures:
Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all ofthe following: a thermal efficiency
§ 110.4(a):
that complies with the Appliance Efficiency Regulations; an on -off switch mounted outside of the heater that allows shutting off the heater
without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not use electric
resistance heating.'
§ 110.4(b)1:
Piping. Any pool or spa heating system or equipment must be installed with at least 36 inches of pipe between the filter and the heater, or
dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating.
§ 110.4(b)2:
Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover.
§ 110.4(b)3:
Directional Inlets and Time Switches for Pools. Pools must have directional inlets that adequately mix the pool water, and a time switch that
will allow all pumps to be set or p22rammed to run only during off-peak electric demand periods,
§ 110.5:
Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light.
150.0
§ (p)'
Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump sizing, flow
rate, piping, filters, and valves.'
Lighting Measures;
§ 110.9:
Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements
of § 110.9.'
§ 150.0(k)1A:
Luminaire Efficacy. All installed luminaires must meet the requirements in Table 150.0-A.
Blank Electrical Boxes. The number of electrical boxes that are more than 5 feet above the finished floor and do not contain a luminaire or
§ 150.0(k)1 B:
other device must be no greater than the number of bedrooms. These electrical boxes must be served by a dimmer, vacancy sensor control, or
fan speed control.
Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must meet all of the requirements for: insulation contact (IC)
§ 150,0(k)1C:
'labeling; air leakage; sealing; maintenance; and socket and light source as described in § 150.0(k)1C.
§ 150,0(k)1 D:
Electronic Ballasts for Fluorescent Lamps. Ballasts for fluorescent lamps rated 13 watts or greater must be electronic and must have an
output frequena no less than 20 kHz.
Night Lights, Stop Lights, and Path Lights. Night lights, step lights and path lights are not required to comply with Table 150.0-A or be
§ 150.0(k)1 E:
controlled by vacancy sensors provided they are rated to consume no more than 5 watts of power and emit no more than 150 lumens.
§ 150.0(k)1 F:
Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods)
must meet the applicable requirements of § 150.0(k).'
§ 150,0(k)1 G:
Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JAV
§ 150.0(k)1 H:
Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JA8 elevated
temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires.
Light Sources in Drawers, Cabinets, and Linen Closets. Light sources internal to drawers, cabinetry or linen closets are not required to
§ 150.0(k)11:
comply with Table 150.0-A or be controlled by vacancy sensors provided that they are rated to consume no more than 5 watts of power, emit no
more than 150 lumens, and are equipped with controls that automatically turn the lighting off when the drawer, cabinet or linen closet is closed.
§ 150.0(k)2A:
Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A.
§ 150.0(k)2B:
Interior Switches and Controls. Exhaust fans must be controlled separately from lighting systems'
§ 150.0(k)2C:
Interior Switches and Controls. Lighting must have readily accessible wall -mounted controls that allow the lighting to be manually
turned ON and OFF.*
§ 150.0(k)2D:
Interior Switches and Controls. Controls and equipment must be installed in accordance with manufacturers instructions.
§ 150.0(k)2E:
Interior Switches and Controls. Controls must not bypass a dimmer, occupant sensor, or vacancy sensor function if the control is installed to
comply with § 150.0(k).
§ 150.0(k)2F:
Interior Switches and Controls. Lighting controls must comply with the applicable requirements of § 110.9.
a- 2019 Low -Rise Residential Mandatory Measures Summary
Interior Switches and Controls. An energy management control system (EMCS) may be used to comply with control requirements if it:
§ 150.0(k)2G:
provides functionality of the specified control according to § 110.9; meets the Installation Certificate requirements of § 130.4; meets the
EMCS to uirements of § 130.4 e ; and meets all other requirements in § 150.0k 2.
Interior Switches and Controls. A multiscene programmable controller may be used to comply with dimmer requirements in § 150.0(k) if it
§ 150.0(k)2H:
provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2.
§ 150.0(k)21:
Interior Switches and Controls. In bathrooms, garages, laundry rooms, and utility rooms, at least one luminaire in each of these spaces must
be controlled by an occupant sensor or a vacancy sensor providing automatic -off functionality. If an occupant sensor is installed, it must be
initially configured to manual -on operation using the manual control required under Section 150.0(k)2C.
§ 150.0(k)2J:
Interior Switches and Controls. Luminaires that are or contain light sources that meet Reference Joint Appendix JA8 requirements for
dimming, and that are not controlled by occupancy or vacancy sensors, must have dimming controls:
§ 150.0(k)2K:
Interior Switches and Controls. Under cabinet lighting must be controlled separately from ceiling -installed lighting systems,
Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to other
§ 150.0(k)3A:
buildings on the same lot, must meet the requirement in item § 150.0(k)3Ai (ON and OFF switch) and the requirements in either
150.0 k 3Aii photocell and either a motion sensor or automatic time switch control or § 150.0 k 3Aiii astronomical time clock), or an EMCS.
Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, outdoor Iighting for private patios, entrances,
§ 150.0(k)36:
balconies, and porches; and residential parking lots and carports with less than eight vehicles per site must comply with either Section
150. k 3A or with the applicable requirements in Sections 110.9, 130.0,130.2.130.4, 140.7 and 141.0.
§ 150.0(k)3C:
Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, any outdoor lighting for residential parking lots
or carports with a total of eight or more vehicles per site and any outdoor lighting not regulated by Section 150.0(k)3B or Section 150.0(k)3D must
comply with the applicable requirements in Sections 110.9, 130.0, 130.2, 130.4. 140.7 and 141.0.
§ 150.0(k)4:
Internally illuminated address signs. Internally illuminated address signs must comply with § 140.8; or must consume no more than 5 watts of
power as determined according to § 130, c .
§ 150.0(k)5:
Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the
applicable requirements for nonresidential garages in Sections 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0.
Interior Common Areas of Low-rise Multifamily Residential Buildings. In a low-rise multifamily residential building where the total interior
§ 150.0(k)6A:
common area in a single building equals 20 percent or less of the floor area, permanently installed lighting for the interior common areas in that
building must be comply with Table 150.0-A and be controlled by an occupant sensor.
Interior Common Areas of Low-rise Multifamily Residential Buildings. In a low-rise multifamily residential building where the total interior
common area in a single building equals more than 20 percent of the floor area, permanently installed lighting for the interior common areas in
§ 150.0(k)6B:
that building must:
i. Comply with the applicable requirements in Sections 110.9, 130.0, 130.1, 140.6 and 141.0; and
ii. Lighting installed in corridors and stairwells must be controlled by occupant sensors that reduce the lighting power in each space by at least
50 percent. The occupant sensors must be capable of turning the light fully on and off from all designed paths of ingress and egress.
Solar Ready Buildings:
Single Family Residences. Single family residences located in subdivisions with ten or more single family residences and where the
§ 110.10(a)1:
application for a tentative subdivision map for the residences has been deemed complete and approved by the enforcement agency, which
do not have a photovoltaic system installed must com I with the requirements of § 110.10 b through 110.10(e).
§ 110.10(a)2:
Low-rise Multifamily Buildings. Low-rise multi -family buildings that do not have a photovoltaic system installed must comply with the
requirements of § 110.10(b) through § 110.10(d).
Minimum Solar Zone Area. The solar zone must have a minimum total area as described below. The solar zone must comply with access,
pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted
by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80
square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for buildings with
§ 110.10(b)1:
roof areas greater than 10,000 square feet. For single family residences, the solar zone must be located on the roof or overhang of the building
and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone must be located on the roof or overhang of
the building, or on the roof or overhang of another structure located within 250 feet of the building, or on covered parking installed with the
building project, and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. The solar zone
requirement is applicable to the entire building, including mixed occupancy.'
§ 110.10(b)2:
Azimuth. All sections of the solar zone located on steep -sloped roofs must be oriented between 90 degrees and 300 degrees of true north.
§ 110.10(b)3A:
Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof
mounted equipment.'
Shading, Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the
§ 110.10(b)3B:
distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of
the nearest point of the solar zone, measured in the vertical lane'
§ 110.10(b)4:
Structural Design Loads on Construction Documents. For areas of the roof designated as a solar zone, the structural design loads for roof
dead load and roof live load must be c4mly indicated on the construction documents.
Interconnection Pathways. The construction documents must indicate: a location reserved for inverters and metering equipment and a
§ 110.10(c):
pathway reserved for routing of conduit from the solar zone to the point of interconnection with the electrical service; and for single family
residences and central water -heating systems, a pathway reserved for routing plumbing from the solar zone to the water -heating stem.
§ 110.10(d):
Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through
fi 110.10 C must be provided to the occupanl.
§ 110.10(e)1:
Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps.
Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit
§ 110.10(e)2:
breaker for a future solar electric installation. The reserved space must be permanently marked as "For Future Solar Electric".
ROOM LOAD SUMMARY
Project Name Date
Taylor Workshop 21512020
System Name Floor Area
HVAC System 796
ROOM LOAD SUMMARY
ROOM COOLING PEAK COIL COOLING PEAK I COIL HTG. PEAK
Zone Name Room Name Mult. CFM Sensible Latent CFM Sensible Latent CFM Sensible
Living Area 1st Floor 1 308 6,572 -19 308 6,572 -19 199 7,870
2nd Floor 1 93 1,995 -5 93 1,995 -5 59 2,325
PAGE TOTAL
TOTAL*
* Total includes ventilation load for zonal
401
8,W7
-231 2581
10,195
401
8,567
-23 2,W
10,195
BUILDING ENERGY ANALYSIS REPORT
r
PROJECT:
Taylor Workshop
3731 Orcutt Rd
San Luis Obispo, CA 93401
Project Designer:
Studio 2G Architects, LLP
355 Pacific Street Suite A
San Luis 'Obispo, CA 93401
(805),594-0771
Report Prepared by:
Timothy Carstairs, CEA, HERS, GPR
Carstairs Energy Inc.
2238 Bayview Heights Drive, Suite E
Los Osos, CA 93402
(805) 904-9048
CARSTAIRS
-ENERGY
ti
Job Number:
20-020512
Date:
2/5/2020
The EnergyPro computer program has been used to perform the calculations summarized in this compliance report This program has approval and is
authorized by the California Energy Commission for use with both the Residential and Nonresidential 2019 Building Energy Efficiency Standards.
This program developed by EnergySoft Software — www.energysoft.com.
Y.
SEP 19 201q
e m � I. •oma � ea+{�
Customer: Taylor / Muick
Job: Taylor Garage
Address: 13731 Orcutt Rd
Date: 8/26/2019
Designer: IRP
Bid #: 193832
Li—�`M. City: San Luis Obispo Job M
H R ' .�e THIS I A T0.USS PLACEMENT D...l - ONLY.
These Musses ere tleslgnetl es In ll^G l bull OI compomnls to be incoryaeleE Into tlla bulltling Eeslgn al Iha pltVfplf n of I1a hulby WFlgrler. See IlglNtlual tlasign sheets far eat Imss tleslgn IdenlXletl on Ibe
iu T 0 d CAN BU ILO plecemenl d—ng The Wilding tl gner is respo side for temporary eq a manant bracing of the roof aM god ncxm a tl for the bluN a na Nra TM1e tleslgn of IM1e T uss suppotl slmclure a IWing Bade s, beam,
wellg, entl mlumne Is the msphlrelbildy of the bullping Oeslgner.
5x8 = 4x4 = Scale = 1:40.9
-.1- IVMILCU 'VMILCU IVHILCU
LOADING (psf)
TCLL 20.0
TCDL 14.0
BCLL 0.0 "
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code IBC2015/TPI2014
CSI.
TC 0,26
BC 0,24
WB 0.14
Matrix -MS
DEFL. in (loc) Ildefl L/d
Vert(LL) -0.03 11 >999 360
Vert(CT) -0.10 10-11 >999 240
Horz(CT) 0.04 7 n/a n/a
PLATES GRIP
MT20 220/195
Weight: 190 Ib FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF No.1&Btr G TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr G
2-0-0 oc purlins (6-0-0 max.): 4-5.
WEBS 2x4 DF Stud/Std G BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=1740/0-5-8 (min. 0-1-8), 7=1729/0-5-8 (min. 0-1-8)
Max Horz 2=-86(LC 32)
Max Uplift2=-345(LC 8), 7=-337(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2802/505, 3-4=-2515/589, 4-19=-2160/532, 19-20=-2153/530, 5-20=-2139/523,
5-6=-2439/561, 6-7=-2773/487
BOT CHORD 2-21=-431/2448, 12-21=-431/2448, 12-22=-431/2448, 11-22=-431/2448, 11-23=-463/2243,
23-24=463/2243, 24-25=463/2243, 10-25=-463/2243, 10-26=-344/2421,
9-26=-344/2421, 9-27=-344/2421, 7-27=-344/2421
WEBS 3-12=0/326, 3-11=-361/40, 4-11=0/561, 5-10=0/674, 6-10=-436/0, 6-9=0/322
NOTES-
1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
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 d:stribufe Only bads noted as (F) or (B), unless athenvlse indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.Apsf; ECOL=4.8psf-, h=25ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate
grip DOL=1.33
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) " 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) A plate rating reduction of 20% has been applied for the green lumber members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=345, 7=337.
10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI
1.
11) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord,
12) "NAILED" indicates 3-10d Nails (0.148" x 3") toe -nails per NDS guidelines.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 421 lb down and 337 lb up at
7-8-9, and 157 lb down and 120 lb up at 9-2-0, and 415 lb down and 337 lb up at 10-4-4 on top chord. The design/selection of
such Connection device(s) is the responsibility of others.
Continued on page 2
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-68, 4-5=-68, 5-8=-68, 13-16=-20
Concentrated Loads (lb)
Vert: 4=-375 12=-57(B) 9=-57(B) 19=-157 20=-375 21=-59(8) 22=-57(B) 23=-57(B) 24=-72(B) 25=-57(B) 26=-57(B) 27=-59(B)
4x4 = Scale = 1:39.6
Plate Offsets X Y -- 2:0-1-2 Ede 6:0-1-2 Ed e
LOADING (psf)
SPACING- 2-0-0
CSL
DEFL. in
(loc) I/dell L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.45
Vert(LL) -0.03
8-9 >999 360
MT20 220/195
TCDL 14.0
Lumber DOL 1.25
BC 0.23
Vert(CT) -0,12
8-9 >999 240
BCLL 0.0
Rep Stress Incr YES
WB 0.16
Horz(CT) 0.03
6 n/a n/a
BCDL 10.0
Code IBC2015/TP12014
Matrix -MS
Weight: 85 lb FT = 20%
LUMBER-
BRACING.
TOP CHORD 2x4 DF No.1&Btr G
TOP CHORD
Structural wood sheathing directly applied or 5-10-2 oc purlins.
BOT CHORD 2x4 DF No.1&Btr G
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 DF Stud/Std G
MTek reoommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installationuldo.
REACTIONS. (lb/size) 2=101510-5-8 (min. 0-1-8), 6=1015/0-5-8
(min. 0-1-8)
Max Horz2=-99(LC 13)
Max Uplift2=-179(LC 12), 6=-179(LC 13)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-12711146, 3-16=-1118/140, 4-16=-1050/154, 4-17=1050/155, 5-17=-1118/140,
5-6=-1271/146
BOT CHORD 2-9=-118/1075, 8-9=-15/737, 6-8=-41/1075
WEBS 4-8=-59/403, 5-8=-266/136, 4-9=-59/403, 3-9=-266/135
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vutt=110mph (3-second gush Vasd=87mph; TCDL=5.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) gable and zone and C-C Exterior(2) •3.0.13 to 0-0-0, Interior(1) 0-0-0 to 9-2-0, Exterior(2) 9-2-0 to 12-2-0,
Interlor(1) 12-2-0 to 21-4.13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads.
4)' Th$s 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.
5) A plate rating reduction of 20% has been applied for the green lumber members.
6) Provide mechanical conneclton (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=179.6=179.
7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1
LOAD CASE(S) Standard
o
russ
russ ype
y
y
93832
A03
Common Girder
1
jTaywGarao
1
Job Reference Mn, n . a.v. R iR•1�a 7[rin v� l
HayWord EIWIding bale 8, Z:M MaIW.I CA HMO* .
ID:VOS4mbHLxYo{73tgFLyfdwmyjw MxUVBJ'ikLU72dd822RHrnkP2 be7A9G8GNjevvylvok
1 0 0 4-10-6 11-2-0 13-5.10 16.4.0 214-1
3.0-0 4.10.8 4.3-1f1 4-3-10 4.1"
44 =
Scale = 1:39.6
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/dell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL
1.25
TC 0.51
Vert(LL)
-0.03
8-9
>999
360
MT20 220/195
TCDL 14.0
Lumber DOL
1.25
BC 0.26
Vert(CT)
-0,12
8-9
>999
240
BCLL 0.0 "
Rep Stress Incr
NO
WB 0.16
Horz(CT)
0,03
6
n/a
n/a
BCDL 10.0
Code IBC2015ITP12014
Matrix -MS
Weight: 85 Ito FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-2 oc purlins.
BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 DF Stud/Std G MTek recommends that Stabllhmrs and required cross bra0'n1g
be installed during truss erection, in accordance with Stabilizer
Instailatlon guide.
REACTIONS. (lb/size) 2=1015/0-5-8 (min. 0-1-8), 6=1015/0-5-8 (min. 0-1-8)
Max Horz2=-99(LC 13)
Max Uplift2=-179(LC 12), 6=-179(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1271/146, 3-16=-1118/140, 4-16=-1050/154, 4-17=-1050/155, 5-17=-1118/140,
5-6=-1271 /146
BOT CHORD 2-9=-118/1075, 8-9=-15/737, 6-8=-41/1075
WEBS 4-8=-59/403, 5-8=-266/136, 4-9=-59/403, 3-9=-266/135
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.4pst; BCDL=4.8psf; h=25ft; Cal. II; Exp C; Enclosed;
MWFRS (envelope) gable and zone and C-C Exterior(2) -3-0-13 to 0-0-0. Inierior(1) 0-0-0 to 9-2.0, Exlerior(2) 9-2-0 to 12-24
Interior(1) 12-2-0 to 21-4-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
& MW FRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
3) This truss has been designed for a %0 pat bottom chord live toad nonconcurrent with any other live loads.
4) " This truss has been designed for a live toad of 20.0paf 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.
5) A plate rating reduction of 20% has been applied for the green lumber members.
6) Provide mechanical connection (by others) of truss to bearing plate capabte of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=179, 6=179.
7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
7-11-11
8 74
•3 7 1 12.38 17-1.3 2t-70.13 2fi 7 31.0.5 3kG3 3_�0$_ k 3400 �_ A2_0
34i 0 3li 8 3-0-11 Q •1 4�-14 43 Q d310 d 8 iQ A-3.44 Q - 4 3.7.5
0-4-14
Scale = 1:76.6
8x12 =
1.5x4 II 5x8 = 1,5x4 II 5x8 = 5x8 =
6.00 12 ^ 28 5 29 30 "6 31 327 33 34 8 3514 3B 9 37
P-�
P
-,
1
O
01 tM 126
38 21 20 19 39 40 18 41 42 17 43 44 45 16 46 47 15 48 14 49 50 13 51
3x6 = 1.5x4 II 6x6 = NAILED 5x8 = 5x6 = NAILED 5x8 = 1,5x4 II 4x8 = 1.5x4 11 3x6 =
NAILED 1.5x4 II NAILED NAILED NAILED NAILED NAILED NAILED
NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED
NAILED
3-11.8 , 6-0-0 17-6-13 12-34 1 17-1-3 21-10-13 26-8-7 31-5-3 35.0-8 39-0-0
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc)
I/dell
L/d
TCLL 20.0
Plate Grip DOL
1.25
TC 0.44
Vert(LL)
-0.16 15-16
>999
360
TCDL 14.0
Lumber DOL
1.25
BC 0.49
Vert(CT)
-0.53 15-16
>740
240
BCLL 0.0 "
Rep Stress Incr
NO
WB 0.72
Horz(CT)
0.11 11
n/a
n/a
BCDL 10.0
Code IBC2015/TP12014
Matrix -MS
PLATES GRIP
MT20 220/195
Weight: 414 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF No. 1&Btr G 2-0-0 oc purlins (5-3-0 max.): 4-9.
WEBS 2x4 DF Stud/Std G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
W4,W12: 2x4 DF No.1&Btr G
REACTIONS. (lb/size) 2=-1702/0-5-8 (min. 0-1-8), 20=6911/0-5-8 (min. 0-3-11), 11=3037/0-5-8 (min. 0-1-10)
Max Horz 2=88(LC 8)
Max Uplift2=-1972(LC 20), 20=-1462(LC 8). 11=-627(LC 9)
Max Grav 2=607(LC 6), 20=6911(LC 1). 11=3039(LC 20)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1037/4795, 3-4=-967/5037, 4-28=-2175/571, 5-28=-2190/575, 5-29=-2174/568,
29-30=-2174/568, 6-30=-2174/568, 6-31=-6622/1471, 31-32=-6622/1471,
32-33=-6622/1471, 7-33=-6622/1471, 7-34=-6622/1471, 34-35=-6622/1471,
8-35=-6622/1471, 8-36=4775/1111, 36-37=-4769/1109, 9-37=-4757/1104,
9-10=-5350/1204, 10-11=-5601/1114
BOT CHORD 2-38=-4248/1013, 21-38=-4248/1013, 20-21=-4248/1013, 19-20=-1896/449,
19-39=-1889/439, 39-40=-1889/439, 18-40=-1889/439, 18-41=-1052/5193,
41-42=-1052/5193, 17-42=-105215193, 17-43=-1052/5193, 43-44=-1052/5193,
44-45=-1052/5193, 16-45=-1052/5193, 16-46=-1303/6463, 46-47=-1303/6463,
15-47=-1303/6463, 15-48=1303/6463, 48-49=-1303/6463, 14-49=-1303/6463,
14-50=-890/4940, 13-50=-890/4940, 13-51=-890/4940, 11-51=-890/4940
WEBS 3-21=0/269, 3-20=-438/18, 4-18=-1093/5402, 5-18=-956/362, 6-18=-3826/774,
6-17=0/475, 6-16=-368/1813, 7-16=-943/375, 8-15=0/450, 8-14=-2203/478,
9-14=-176/1685, 10-14=-353/45, 10-13=0/278, 4-20=-6835/1450
NOTES-
1) 2-ply truss to be connected together with 1 Od (0-148"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
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) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed;
MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate
grip DOL=1.33
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) " 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.
Continued on page 2
Job
I fuss
russ I ype
Qly
Ply
Taylort3hrugn
93832
B01
California Girder
1
2
Job Reference (optional)
naywara rsunamg bystems, bma mans, ua u*qw vLou ug u io vil —n .... ,may ,o ..y=.
ID:VOSQmyj bHLxYoj7'3fgFLyNwmw5l-ftP8f657hdp2a9EvyPvPxirnZzxiGCGII;'Li Cd ivod
NOTES-
8) A plate rating reduction of 20% has been applied for the green lumber members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1972, 20=1462, 11=627.
10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer
must provide for uplift reactions indicated.
13) "NAILED" indicates 3-10d Nails (0.148" x 3") toe -nails per NDS guidelines.
14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 504 lb down and 380 lb up at 7-9-15, 154 lb down and 144 lb up at
10-0-12, 239 lb down and 186 lb up at 12-0-12, 223 lb down and 163 lb up at 14-0-12, 244 lb down and 188 lb up at 16-0-12, 223 lb down and 163 lb up at 18-0-12, 223
lb down and 163 lb up at 19-6-0, 223 lb down and 163 lb up at 20-11-4, 244 lb down and 188 lb up at 22-11-4, 223 lb down and 163 lb up at 24-11-4, 239 lb down and
186 lb up at 26-11-4, and 154 lb down and 144 lb up at 28-11-4, and 494 lb down and 380 lb up at 31-0-4 on top chord, The design/selection of such connection
device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=.1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-4=-68, 4-9=-68, 9-12=-68, 22-25=-20
Concentrated Loads (lb)
Vert: 4=453 21=-57(B) 18=-57(B) 5=-239 8=-239 15=-57(B) 13=-57(B) 28=-154 29=-223 30=-244 31=-223 32=-223 33=-223 34=-244 35=-223 36=-154 37=-453
38=-59(B) 39=-57(B) 40=-57(B) 41 =-72(B) 42=-57(B) 43=-72(B) 44=-72(B) 45=-72(B) 46=-57(B) 47=-72(B) 48=-57(B) 49=-57(B) 50=-57(B) 51 =-59(B)
Job
Truss
cussType
y
Taylor Garage
93832
B02
California
1
1
Job Reference (optional)
IRywdrd Bullding Sy9lenlS, sole Mann. CA 93458 8.230 s 28 2018 Mi7ek tndustnes, Inc. MonA? 29 15:10:32 2019 P 1
ID:VOSGirrshHLxVof 73fgFLyt�lwmy�w51-bG][uAo6NDFGmCTNI3gxIc1w7wmfuk4ybDAzhTiyyjvvI)U�-13 9 71-11 12.3 9 17-1-3 21-76 13 2$ 8 7 29 6 5 31�r3 35-R-8 , 39-0-0 , 42_-0-0 ,
3 P 0 31i 8 3 75 24-14 23-14 4 9 1p 4�10 4�J 1D 2.314 24.14 3 7-5 311 8 30-0
7x8 13
6.00 12 5 7 4x8 = 5x8 = 14 5x6
4'A1 8 4% 10 11 YAk,_15 3x6
d.
PV
"PAP
27 26 25 24 23 22 21 20 19
3x6 5x6 = 6x8 = 5x6 = 5x8 = 3x8 =
3 11$ 6-0-0 $ 1 12-3-9 17-1-3 21-10-13 28 &7 31di 3 35.0$ 3M-0
3 11$ 2-0 B 1$-1 4-8.1Y 4.9 1l) 4 9 10 4 9 1U 4 8 12 37-5 3.11-8
3x6
Scale = 1:76.6
17
Plate Offsets 7C Y -
2:0.2-10 Q-1 $ 4:0-1.8 0-2-0
11:0.4.0,0.3.0
17:0-2-iQ 0-1-B
22;0-4-0 0.3.0 3:0-'3-0 0.3-0
LOADING (psf)
SPACING- 2-0-0
CSL
DEFL.
in (loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0,45
Vert(LL)
-0.12 21-22
>999
360
MT20 220/195
TCDL 14.0
Lumber DOL 1.25
BC
0.38
Vert(CT)
-0.41 21-22
>951
240
BCLL 0.0
Rep Stress Incr YES
WB
0.90
Horz(CT)
0.08 17
n/a
n/a
BCDL 10.0
Code IBC2015/TP12014
Matrix -MS
Weight: 216 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins,
BOT CHORD 2x4 DF No.1&Btr G except
WEBS 2x4 DF Stud/Std G 2-0-0 oc purlins (4-2-12 max.): 4-15.
OTHERS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 5-2-5 oc bracing.
rib
ek recommends that StabTzers and required cross bracing
nstalled during truss erection, in accordance with Stabilizer
allation guide.
REACTIONS. (lb/size) 2=-362/0-5-8 (min. 0-1-8), 26=2730/0-5-8 (min. 0-2-15), 17=1496/0-5-8 (min. 0-1-10)
Max Horz2=105(LC 12)
Max UpliFt2=-618(LC 24), 26=-336(LC 12), 17=-286(LC 13)
Max Grav2=90(LC 9), 26=2730(LC 1), 17=1496(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-332/1816, 3-34=-251/1904, 4-34=-235/2009, 4-6=-733/245, 6-8=-739/248,
8-35=-739/248, 9-35=-739/248, 9-36=-2394/495, 10-36=-2394/495, 10-37=-2394/495,
11-37=-2394/495, 11-12=-1861/434, 12-15=-1859/433, 15-38=-2017/392,
16-38=-2104/376,16-17=-2312/374
BOT CHORD 2-27=-1596/411, 26-27=-1596/411, 25-26=-805/241, 24-25=-804/238, 23-24=-247/1833,
22-23=-247/1833, 21-22=-300/2419, 20-21=-300/2419, 19-20=-254/2005,
17-19=-254/2005
WEBS 4-24=-341/2010, 8-24=-356/140, 9-24=-1396/235, 15-20=-70/631, 9-22=-175/714,
10-22=-321/127, 11-20=-790/200, 4-26=-2606/367
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.4psf; BCDL=4.8psf; h=25ft; Cat, 11; Exp C; Enclosed;
MWFRS (envelope) gable end zone and C-C Exterior(2)-3-0-13 to 0-6-12, Interior(1) 0-6-12 to 9-11-11, Exterior(2) 9-8-7 to 15-2-9,
Interior(1) 15-2-9 to 29-3-9, Exterior(2) 29-0-5 to 34-6-8, Interior(1) 34-6-8 to 42-0-13 zone; cantilever left and right exposed ; end
vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
3) Provide adequate drainage to prevent water ponding.
4) All plates are 1.5x4 MT20 unless otherwise indicated.
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) A plate rating reduction of 20% has been applied for the green lumber members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=618, 26=336, 17=286,
9) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 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
o b
fuss
toss Type
y y
Taylor Garage
go
"-
California
1 1
Job Reference (optional)
Kays erg WWOM. SM81 Mara. cA 9'14b15 tf-[aV a wrg �a xu is mi im muuwu . nw nun n �o u:uv cu ie
iD;VOSOmbHLxYoj73TgFLyNwmyjw5l-USmPvA91HTmCh4h3ifOpm85auDz�wm6tivxvcFy 7(
ti3AA 62-12 1511111 11- -11 I%M 22-2-10 27-0-5 27 3244 390a 42-0-0
3-0-0 &2_12 0- 4 4 917 5-5-3 4-9 71 0• 4 5-4-1 6 2.12 3 0 0
Scale = 1:75.3
5x8 =
46 =
4x6 = 5x8 =
3x8 = 3x4 II 4x12 = oxa 4x12 = 3x4 II
6-2-12 11-6-13 196-0 27.5•,3 32-9-d 39-0-0
�7.t7 S.d_7 7_111 7.17�i fsA-7 &i-12
Plate Oifsels }C Y �
2.0-8.0 0.0.7 4:0.4-0 0.1.3
l:0-R�Q
Q•1»3
9:Q-8-Q ❑-0-
12:0-3-11 0-1
13:0.4-Q,U-3•U
14:0-4.12 0-1
LOADING (psf)
SPACING- 2-0-0
CSI,
DEFL.
in (loc)/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.51
Vert(LL)
-0.14 12-13
>999
360
MT20 220/195
TCDL 14.0
Lumber DOL 1.25
BC
0.56
Vert(CT)
-0.49 12-13
>802
240
BCLL 0.0
Rep Stress Incr YES
WB
0.71
Horz(CT)
0.12 9
n/a
n/a
BCDL 10.0
Code IBC2015/TP12014
Matrix -MS
Weight: 198 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-14 oc purlins,
BOT CHORD 2x4 DF No.1&Btr G except
WEBS 2x4 DF Stud/Std G 'Except' 2-0-0 oc puffins (3-6-12 max.): 4-7.
W2,W9: 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 5-14
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=-111/0-5-8 (min. 0-1-8), 15=3157/0-5-8 (min. 0-3-6), 9=203810-5-8 (min.0-2-3)
Max Horz 2=-117(LC 13)
Max Uplift2=-378(LC 24), 15=-609(L'C 12), 9=-440(LC 13)
Max Grav2=200(LC 10), 15=3157(LC 1), 9=2038(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-267/1408, 3-4=-1458/381, 4-22=-1217/378, 22-23=-1223/379, 23-24=-12251379,
5-24=-1230/380, 5-25=-2763/668, 25-26--2763/668, 26-27=-2763/668, 6-27=-2763/668,
6-28=-2611/644, 28-29=-2606/644, 29-30=-2605/644, 7-30=-2598/643, 7-8=-2995/675,
8-9=-3469/707
BOT CHORD 2-15=-1193/339, 14-15=-1193/339, 14-31=-453/2485, 31-32=-453/2485, 13-32=-453/2485,
13-33=-519/2963, 33-34=-519/2963, 12-34=-519/2963, 11-12=-526/3023,
9-11=-526/3023
WEBS 3-15=-3025/657, 3-14=-525/2786, 5-14=-18961434, 5-13=-71/664, 6-13=-4721162,
6-12=-636/295, 7-12=-127/785, 8-12=-487/185
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) gable end zone and C-C Exterior(2)-3-0-13 to 0-6-12, Interior(1) 0-6-12 to 11-6-13, Exterior(2) 11-6-13 to 16-9-6
, Interior(1) 16-9-6 to 27-5-3, Exterior(2) 27-5-3 to 32-9-4, Interior(1) 32-9-4 to 42-0-13 zone; cantilever left and right exposed ; end
vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,
5)' 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 = 10,Opsf.
6) A plate rating reduction of 20% has been applied for the green lumber members,
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=378, 15=609, 9=440.
8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
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
NOTES-
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 262 lb down and 230 lb up at 11-11-12, 90 Ib down and 116 Ib up at
14-0-12, 129 lb down and 149 lb up at 16-0-12, 134 lb down and 152 lb up at 18-0-12, 134 lb down and 152 lb up at 19-6-0, 134 lb down and 152 lb up at 20-11-4, 129
Ib down and 149 Ib up at 22-11-4, and 90 Ib down and 116 Ib up at 24-11-4, and 262 Ib down and 230 Ib up at 27-0-4 on top chord. The design/selection of such
connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-4=-68, 4-7=-68, 7-10=-68, 16-19=-20
Concentrated Loads (lb)
Vert: 22=-222 23=-66 24=-129 25=-134 26=-134 27=-134 28=-129 29=-66 30=-222
. o
fuss
russ ype
y
y
.93832
B04
California
1
ITaylorGarage
1
Job Reference o tiona
Ki ywarr) Burring SySicnna. Snts KuLa, CA 93450 8,4W S ALM <a ZU1e Mrl eK incusxmsi Pnr' mpn l4 eu raga
ID:VOSQmbHLxYojI3fgFLyNwmy 1-yDKn7WAW2nu2JEGFSN)f2JMdz nK[PRhKMSgS8ro:iu:srev,77.Vv
1,-33;a-0 11.6.13 13.1i-11 1B." 22-2-10 25A 5 27.5 3 32-9 4 39 M 42 iJ q
3-0.0 11-6-13 2N 2-9-11 5-5-3 $4.11 2�4-14 5.4.1 I'r2-12
Scale = 1:75.3
1.5x4 11
Sufi G
1.5x4 II
1.5x4 11
3x6
2x4 II 4x12 = oxn — 4x12 = 2x4 11 'n —
62-12 11 13
19"
27-5-3
L
32� 4
3g 0.0
8 2.12 6171
7-1 t-3
7-17 7
5d-7
6-2-12
Plate Offsets KY)—
[2:0-3-0,0-1-2), 115:0-3-0.0-1-21.
I19:0.&0,0-3-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/defl
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC
0.45
Vert(LL)
-0.10 18-19
>999
360
MT20 220/195
TCDL 14.0
Lumber DOL 1.25
BC
045
Vert(CT)
-0.38 18-19
>999
240
BCLL 0.0 *
Rep Stress Incr YES
WB
0.49
Horz(CT)
0.08 15
n/a
n/a
BCDL 10.0
Code IBC2015/TP12014
Matrix -MS
Weight: 207 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD
2x4 DF No.1&Btr G
TOP CHORD
Structural wood sheathing directly applied or 4-0-14 oc purlins,
BOT CHORD
2x4 DF No. 1&Btr G
except
WEBS
2x4 DF Stud/Std G *Except*
2-0-0 oc puffins (4-10-12 max.): 4-13.
W2,W9: 2x4 DF No. 1&Btr G
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS
2x4 DF Stud/Std G
WEBS
1 Row at midpt 8-20
MiTek recommends that Stabllizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide,
REACTIONS.
(lb/size) 2=101/0-5-8 (min. 0-1-8), 21=2180/0-5-8 (min. 0-2-5),
15=1584/0-5-8 (min.0-1-11)
Max Horz2=137(LC 12)
Max Uplift2=-155(LC 24), 21=-281(LC 12), 15=-291(LC 13)
Max Grav2=172(LC 23), 21=2180(LC 1), 15=1584(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-118/950, 3-28=-932/215, 4-28=-786/230, 4-6=-756/296, 6-8=-759/297,
8-29=-1705/409, 29-30=-1705/409, 9-30=-1705/409, 9-10=-1716/433, 10-13=-1713/432,
13-31=-1849/381, 14-31 =-1 995/366, 14-15=-2469/385
BOT CHORD 2-21=-769/226, 20-21=-769/226, 20-32=-126/1499, 32-33=-126/1499, 19-33=-126/1499,
19-34=-185/1832, 34-35=-185/1832, 18-35=-185/1832, 17-18=-245/2129,
15-17=-245/2129
WEBS 3-21=-2053/334, 3-20=-238/1774, 14-18=-480/146, 8-20=-1131/217, 8-19=-69/542,
9-19=-329/159, 9-18=-326/155, 13-18=-33/535
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.4psf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) gable end zone and C-C Exterior(2)-3-0-13 to 0-6-12, Interior(1) 0-6-12 to 13-11-11, Exterior(2) 13-8-7 to 19-2-9
, Interior(1) 19-2-9 to 25-3-9, Exterior(2) 25-0-5 to 30-6-8, Interior(1) 30-6-6 to 42-0-13 zone; cantilever left and right exposed ; end
vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * 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 = 10.Opsf.
6) A plate rating reduction of 20% has been applied for the green lumber members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=155, 21=281, 15=291.
8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
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
Job
t [Uss
russ ype
Taylor Garage
93832
05
California
1
1
Job Reference o tiprial
maywaro uuuoinp aysrmm. an[a mina. uaaswan B �!W $ p cif (Ill�f ryy I Qx 1Rtlu61rM4 In4 maR -zn id:w:ai evIa raga
ID VOSOmbHLxYoj73fgFLyNwmyjw5t r alztD057PUcrZ15De TCa eP L9swH4egHTy]voS
-3-0-0 , 6.2-1.2 f0->Y7 154i-13 15• _j•_1_1_1_9�-_5_•_ 22345 2 3 2a4-9 32.9 4 S9d7 0 42 p-3
} 3 0 U�$-2-12 4 G 11 4.9.5 fl� 4 31 -&5 3.6-5 �144-9-5 i T 8.2-12 3 0 flT�
Scale = 1:76.6
5x8 =
6.00
3x4 = 5x8 =
M
14
10
3x8 =
3x4 II 5x6 = 5x8 = 5x8 = 5x6 = 3x4 II Jxo —
6-2-12 , 10-9-7 15 8 13 23-50 28 2-9 32 9 d
6-2-12 4.8.11 A-9S�— 7-10.7
Plate Offsets X Y -- :0 4-1a 0-1 8 5:0-4=0.0-13 7:0-4.0.0-1-3 , 10:0-4-10 0-1-8
14:0-4-0 0-3-0 15:0 4-p 0-3-p
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/dell L/d
PLATES GRIP
TCLL 20,0
Plate Grip DOL 1.25
TC 0.45
Vert(LL) -0.15 14-15 >999 360
MT20 220/195
TCDL 14,0
Lumber DOL 1.25
BC 0.46
Vert(CT) -0.43 14-15 >907 240
BCLL 0.0
Rep Stress Incr YES
WB O.79
Horz(CT) 0.09 10 n/a nla
BCDL 10.0
Code IBC2015/TP12014
Matrix -MS
Weight: 222 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 DF No. 1&Btr G
TOP CHORD
Structural wood sheathing directly applied or 3-7-11 oc purlins,
BOT CHORD 2x4 DF No.1&Btr G
except
WEBS 2x4 DF Stud/Std G
2-0-0 oc purlins (4-9-8 max.): 5-7.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 2-17,16-17.
WEBS
1 Row at midpt 6-15, 6-14
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=160/0-5-8 (min. 0-1-8), 17=2455/0-5-8 (min.0-2-10),
10=1831/0-5-8 (min.0-1-15)
Max Horz 2=-1 49(LC 13)
Max Uplift2=-173(LC 35), 17=-413(LC 12), 10=-370(LC 13)
Max Grav2=225(LC 23), 17=2455(LC 1). 10=1831(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-147/822, 3-24=-1176/279, 4-24=-1053/298, 4-5=-1698/414, 5-25=-1446/404,
25-26=-1452/405, 6-26=-1457/405, 6-27=-1853/471, 27-28=-1848/471, 7-28=-1842/471,
7-8=-2143/494, 8-29=-2458/537, 9-29=-2581/517, 9-10=-3007/546
BOT CHORD 2-17=-6561233, 16-17=-597/225, 15-16=-153/984, 15-30=-226/1807, 30-31=-226/1807,
14-31=-226/1807, 13-14=-286/2247, 12-13=-362/2605, 10-12=-360/2607
WEBS 3-17=-2315/462, 3-16=-306/1939, 4-16=-1069/201, 4-15=-98/781, 5-15=-53/326,
6-15=-8341217, 6-14=-150/269, 7-14=-80/516, 8-14=-605/202, 8-13=-40/363,
9-13=-4401131
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5,4psf; BCDL=4.8psf; h=25ft; Cat, II; Exp C; Enclosed;
MWFRS (envelope) gable end zone and C-C Exterior(2)-3-0-13 to 0-6-12, Interior(1) 0-6-12 to 15-6-13, Exterior(2) 15-6-13 to 21-1-0
, Interior(1) 21-1-0 to 23-5-3, Exterior(2) 23-5-3 to 28-11-6, Interior(1) 28-11-6 to 42-0-13 zone; cantilever left and right exposed ; end
vertical left and right exposed;C-C for members and Forces & MW FRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * 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 = 10.0psf.
6) A plate rating reduction of 20% has been applied for the green lumber members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=173, 17=413, 10=370.
8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANS11TPI 1.
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
NOTES-
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 215 Ib down and 209 Ib up at 15-11-12, 91 Ib down and 117 Ib up at
18-0-12, 116 Ib down and 141 Ib up at 19-6-0, and 91 Ib down and 117 Ib up at 20-11-4, and 215 Ib down and 209 Ib up at 23-0-4 on top chord. The design/selection of
such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-68, 5-7=-66, 7-11=-68, 18-21=-20
Concentrated Loads (lb)
Vert: 6=-112 25=-174 26=-68 27=-68 28=-174
o
russ
russ ype
y
y ayor Garage 1
93832
B06
California
1
1
[Job
Reference (optional)
t-wywwa Budding Sans. Unto Mona. CA:93454 8:250 9 28 2018 MITak InAreiri6s, Inc. Man 38 r8:10:431 "5 f' . 1
ID.N.OSG)mbHLxYoj73fgFLyNwnly 51-nNh2NZFGddfCl9jPDeeSYdt COvpG301 7nlly 00
-3•B•0 .6�2.42 10-s}7 IN
, 17-11-11 ,18•27-0+9, 23.5.3 26.2-8 _ �2�•4. 3g•0.4 �l2-0.0 {
3A•0 &2•T2 4•fi•1f 4.9.5 2.4-1d 1.6.5 1.5-5 2-�T4 4.9u A-f r1 6.2•t2 3-0A
1.5x4 II 1.5x4 II
1.5x4 11 1.5x4 11
A nn Fi—q- 5x6 � 6 8 11 12 5xR
3x6 = 2x4 II 3x8 = 5x8 = 5x8 = 3x8 = 2x4 11 JnV —
fi 2.12 W11 :'1 15 r13 23 5 3 29.2.9 32.9 4 PM-'7 0
8.2-12 4 611 A•95 7-ID-7 4 9.5 4-6-11 6-2-12
Plate Offsets (X.Y)•- 12:0-6-2,0-0 5j,[3:0-3.0 0.3-0 15:0.340.3-01, 121:0-4-0 0.3-0 22:0.3-8 0-1-8
LOADING (psf)
SPACING-
2-0-0
CSI.
TCLL
20.0
Plate Grip DOL
1.25
TC 0.45
TCDL
14.0
Lumber DOL
1.25
BC 0.41
BCLL
0.0 "
Rep Stress Incr
YES
WB 0.61
BCDL
10.0
Code IBC2015/TP12014
Matdx-MS
Scale = 1:76.6
DEFL.
in (loc)
Well
L/d
PLATES GRIP
Vert(LL)
-0,13 20-21
>999
360
MT20 220/195
Vert(CT)
-0.39 20-21
>999
240
Horz(CT)
0.08 16
n/a
n/a
Weight: 231 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD
2x4 DF No. 1&Btr G
TOP CHORD
Structural wood sheathing directly applied or 4-0-4 oc purlins, except
BOT CHORD
2x4 DF No. 1&Btr G
2-0-0 oc purins (5-6-9 max.): 5-13.
WEBS
2x4 DF Stud/Std G
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
OTHERS
2x4 DF Stud/Std G
6-0-0 oc bracing: 2-23,22-23.
WEBS
1 Row at midpt 9-21, 9-20
MlTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation uide.
REACTIONS.
(lb/size) 2=229/0-5-8 (min. 0-1-8), 23=2027/0-5-8 (min. 0-2-3),
16=1608/0-5-8 (min. 0-1-11J
Max Horz 2=-170(LC 13)
Max Uplift2=-85(LC 12), 23=-262(LC 12), 16=-289(LC 13)
Max Grav2=310(LC 23), 23=2027(LC 1), 16=1608(LC 1)
FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-106/673, 3-4=-926/217, 4-30=-1282/279, 5-30=-1214/300, 5-7=-1084/349,
7-9=-1085/350, 9-10=-1412/395, 10-13=-1411/394,13-31=-1580/343, 14-31 =-1 649/328,
14-15=-2086/356, 15-16=-2520/369
BOT CHORD 2-23=-522/196, 22-23=-473/192, 21-22=-84/759, 21-32=-59/1329, 32-33=-59/1329,
20-33=-59/1329, 19-20=-147/1802, 18-19=-207/2169, 16-18=-205/2172
WEBS 3-23=-1891/313, 3-22=-190/1513, 5-21=-69/316, 9-21=-604/161, 9-20=-58/273,
13-20=-70/441, 4-22=-820/133, 4-21=-10/510, 14-20=-591/185, 14-19=-41/366,
15-19=-453/128
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=5.4psf; BCDL=4.8psf; h=25ft; Cat II; Exp C; Enclosed;
MWFRS (envelope) gable end zone and C-C Exterior(2)-3-0-13 to 0-6-12, Interior(1) 0-6-12 to 17-11-11. Exterior(2) 17-8-7 to 26-6-8
, Interior(1) 26-6-8 to 42-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " 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 = 10.Opsf.
6) A plate rating reduction of 20% has been applied for the green lumber members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=lb)
23=262, 16=289.
8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
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
Job
Truss
Truss I ype
y
Garage
93832
B07
Common
15
rTjob
eference_(optional)_
HayWaftl tlUlBtllrlfl nyaaoms, SfltB MBRe, GA 83a5is tl.3U s ?$ -funa MI I QK InquS1ri05, inc. R9OI1 R L4 15:1UA9 LUll1 YagP i
ID:VOSQmbHLxYoj73tgFLyNwn,yjw jmppoFGX9EvwGTtoK2gwe2zLe 5yHOGWCnctQEy]voO
:1-0-0 &2-12 12-1 6 19-" 26-'I-10 3�8+1 39u-o a2-0-a
3 a a Pr2-1z 6.7-,0 a•7.10 5-7.1fl s.7•,s} t3 212 3.0-0
5x6 = Scale = 1:72.8
3x6 = 2x4 II 3x8 = 5x8 = 3x8 = 2x4 II
ft2,§12.106 18dr0 261•,0 32.9a r 38�
12 f,7-10 0-7-10 E-7.10 i3.7-10 G-2-12
Plate Offsets (X,Yj--
F2;0-3-0,0.1-21, [3:0.3-0,0-3 41, [7:0-3-0,0-3-0L
i8:0-3-0,0.1-2L[11:0-3-9,0-1-81,112:Oa1-0,0-3-01,113:0.3-9,0-1-8]
--
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.45
Vert(LL) -0.08 11-12 >999 360
MT20 220/195
TCDL 14.0
Lumber DOL 1.25
BC 0.38
Vert(CT) -0.31 10-11 >999 240
BCLL 0.0 '
Rep Stress Incr YES
WB 0.63
Horz(CT) 0.08 8 n/a We
BCDL 10.0
Code IBC2015/TP12014
Matrix -MS
Weight: 205 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-9 oc purlins.
BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 DF Stud/Std G "Except' WEBS 1 Row at midpt 6-12, 4-12
W 1: 2x4 DF No.1 &Btr G MITek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
lnetallatlan guide.
REACTIONS. (lb/size) 2=265/0-5-8 (min. 0-1-8), 14=1975/0-5-8 (min. 0-2-2), 8=160910-5-8 (min, 0-1.11)
Max Horz2=-182(LC 13)
Max Uplift2=-83(LC 12), 14=-257(LC 12), 8=-284(LC 13)
Max Grav2=347(LC 23), 14=1975(LC 1), 8=1609(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-108/580, 3-4=-1231/230, 4-21=-1306/269, 5-21=-1197/296, 5-22=-1197/292.
6-22=-1307/263, 6-7=-1956/321, 7-8=-2538/361
BOT CHORD 2-14=-435/190, 13-14=-393/186, 13-23=-94/1019, 12-23=-94/1019, 12-24=-76/1666,
11-24=-76/1666, 10-11=-199/2190, 8-10=-197/2193
WEBS 5-12=-124/683, 6-12=-840/256, 6-11=-10/479, 7-11=-583/168, 7-10=0/255,
4-13=-557/120, 3-13=-144/1559, 3-14=-1834/319
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5,4psf; BCDL=4.8psf; h=25f; Cat. II; Exp C; Enclosed;
MWFRS (envelope) gable end zone and C-C Exterior(2)-3-0-13 to 0-6-12, Interior(1) 0-6-12 to 19-6-0, Exterior(2) 19-6-0 to 23-4-13,
Interior(1) 23-4-13 to 42-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) " 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 = I O.Opsf.
5) A plate rating reduction of 20% has been applied for the green lumber members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb)
14=257, 8=284.
7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
o
rusS
russ 7ype
Uty
Ply
Taylor Garage
93832
BOB
Common
13
1
Job Reference (optional)
"uymrq twumng aysmms. -Ditto PAiina, UA •tfMDU S.230 s AuB 28 2U18 MTak Indwairvas. Inr- Mon Avg26 15;10A1 201H Pegs i
ID V03ptnb}iLxYo)73fgF1yNwmA t.f8x2Dwlnhr9eWn1ASTJOjT2h7pIx1x8of75 V7yjvoM
�-00 &2-12 12-1C18 _f 1$&U t 261-70 32.94 3940 420-0 ,
3-0-0 6E2-12 8.7-10 6-7.10 6-7.10 6-7-10 6-2-12 3-0-0
5x6 =
3x8 = l.bx4 11 3x4 = bxb
3x4 = 1.bX4
r 6-2-12 12-10 5 19�r0 26.1-10 32.9 4 39 R 6
H-2-12 fia-1f1 '�' 6-7-Z0 E_7-10 �R-7.1n R_2_g9
Scale = 1:72.8
Plate Offsets MY)— - 2:0-8.0 0-0-1 3:0-3.0 0-3-0
7:0-3.0
0.3-Q
8:0-M 0•Q-
12:0.4-0 0-3-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/dell
L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1,25
TC
0.45
Vert(LL)
-0.14 11-12
>999
360
MT20 220/195
TCDL 14.0
Lumber DOL 1.25
BC
0.43
Vert(CT)
-0.49 11-12
>947
240
BCLL 0.0
Rep Stress Incr YES
WB
055
Horz(CT)
0.20 8
n/a
n/a
BCDL 10.0
Code IBC2015/TP12014
Matrix -MS
Weight: 205 lb FT = 20%
LUMBER -
TOP CHORD 2x4 DF No.1 &Btr G
BOT CHORD 2x4 DF No.1 &Btr G
WEBS 2x4 DF Stud/Std G *Except*
W1:2x4 DF No.1&BtrG
REACTIONS. (lb/size) 2=1925/0-5-8 (min. 0-2-1), 8=1925/0-5-6 (min. 0-2-1)
Max Horz2=182(LC 12)
Max Uplift2=-299(LC 12), 8=-299(LC 13)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-6-11 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-12. 4-12
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 2-3=-3232/394, 3-4=-2657/355, 4-21=-2010/326, 5-21 =-1 900/355, 5-22=-1900/355,
6-22=-2010/326, 6-7=-2657/355, 7-8=-3232/394
BOT CHORD 2-14=-408/2812, 13-14=-410/2809, 13-23=-260/2293, 12-23=-260/2293, 12-24=-129/2293,
11-24=-12912293, 10-11=-229/2809, 8-10=-227/2812
WEBS 6-12=-839/256, 6-11=-10/478, 7-11=-576/167, 5-12=-154/1291, 7-10=0/251,
4-12=-839/256, 4-13=-10/478, 3-13=-576/167, 3-14=0/251
NOTES-
1) Unbalanced roof live loads have been considered for this design,
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.4psf; BCDL=4.8psr; h=25ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) gable end zone and C-C Exterior(2)-3-0-13 to 0-6-12, Interior(1) 0-6-12 to 19-6-0, Exterior(2) 19-6-0 to 23-4-13,
Interior(1) 23-4-13 to 42-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1,33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * 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 = 10.Opsf.
5) A plate rating reduction of 20% has been applied for the green lumber members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=299, 8=299.
7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSl1TPI 1.
LOAD CASE(S) Standard
o
ype
y
y Taylor Garage
Iruss
93832
C01
1mm
California Girder
2
2 ,lob Reference o tional
Hayward Budding Syskuus, Snia Mana. CA 934E8 a.230 S Aug 2U 201y A I eK Industries, Inc. mon •,u Lb l b:l V:J"I LV'I `J rage i
TD:VCSQmbHLxYaj73fgFLyNw"i wbt-YwA431LlAf3 O1(yhJnKUD 5R8uhgJ0ad3GeuyjvaT
30A 3.11� 7-6-13 7. 111 122.12 185.13 1fi 1 11 T] 2458 278
3.0.0 3.11-8 3 75 4 4 3 1 4-3-1 I]i- 4 $-7.5 3 11.8 3 0 {3
4x4 =
5x8 =
1.5x4 11 5x8=
NAILED NAILED NAILED NAILED NAILED NAILED
NAILED
3-11-8 1 7mr13 1 12.2.12 16-1G-11 k 20-64 k 24-5-8
Scale = 1:51.1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.07 12 >999 360 MT20 2201195
TCDL 14,0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.25 11-12 >999 240
BCLL 0.0 " Rep Stress Incr NO WB 0.21 Horz(CT) 0.09 6 n/a n/a
BCDL 10.0 Code IBC2015/TP12014 Matrix -MS Weight: 251 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (6-0-0 max.): 4-6.
WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=2474/0-5-8 (min. 0-1-8), 8=2474/0-5-8 (min. 0-1-8)
Max Horz 2=-84(LC 28)
Max Uplift2=-521(LC 8), 8=-521(LC 9)
FORCES. (Ib) - Max. Comp./Max. Ten- - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-43891887, 3-4=-41921988, 4-21=-4541/1082, 5-21=-4541/1082, 5-22=-4541/1082,
6-22=-4541/1082, 6-7=-4200/985, 7-8=-4386/889
BOT CHORD 2-23=-772/3863, 14-23=-772/3863, 14-24=-772/3863, 13-24=-772/3863, 13-25=-828/3774,
25-26=-828/3774, 12-26=-828/3774, 12-27=-795/3770, 27-28=-795/3770,
11-28=-795/3770, 11-29=-689/3861, 10-29=-689/3861, 10-30=-689/3861, 8-30=-689/3861
WEBS 3-14=0/294, 3-13=-278/95, 4-13=0/550, 4-12=-253/1045, 5-12=-1008/454,
6-12=-251/1050, 6-11=0/553, 7-11=-270/101, 7-10=0/279
NOTES-
1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
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) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate
grip DOL=1.33
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,
7) " 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) A plate rating reduction of 20% has been applied for the green lumber members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except dt=lb)
2=521, 8=521.
10) This truss is designed in accordance with the 2015 International Building Code section 2306,1 and referenced standard ANSUTPI
1.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) "NAILED" indicates 3-10d Nails (0.148" x 3") toe -nails per NDS guidelines.
Continued on page 2
Job
T rusS
fuss Type
Qty
Ply
Taylor Garage
93832
Col
California Girder
2
2
Job Reference (optional)
naywaro murlaing z ypionrs. arxe Infirm, l;A tlbacn
8, 230 s AuA 28 2018 MaTok [ndustnos, InC. Mon Aug 28 15:16.51 2018 Pd.Ao 2
1D:VO8ClmbHLxYa)73fgFLyNwmy)w5l-YwA431U,4[3 6KyhJnKtJDP5R8uhgJ(ad3Ceuyj.
NOTES-
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 499 lb down and 380 lb up at 7-8-9, 154 lb, down and 144 lb up at
10-0-12, 239 lb down and 172 lb, up at 12-0-12, 239 lb down and 172 lb up at 12-4-12, and 154 lb down and 144 lb up at 14-4-12, and 499 lb down and 380 lb up at
16-8-15 on top chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-68, 4-6=-68, 6-9=-68, 15-18=-20
Concentrated Loads (lb)
Vert:4=-453 6=-453 14=-57(B) 12=-1 14(B) 5=-477 1 0=-57(B) 21 =-1 54 22=-154 23=-59(B) 24=-57(B) 25=-57(B) 26=-57(B) 27=-57(B) 28=-57(B) 29=-57(B)
30=-59(B)
o
russ
mss ype
y
y Taylor Garage
93832
CO2
California
2
1
Job Reference o tionall
rraywara uixiamg `upvi s. b-ma nuns, L:A Y,,,qw 0.4. s rury [u �u is m i un iwuNil n, mom, cv au. uaa
ID:VOSCMibHLxYaj73fgFLyMwmyjW51-UIEgU_MYHhvnFlUKakgoy IidEpu91wh2xYlimyrroG
3 0 7.6.13 5 11-11 12.2-12 1q-5-13 . 16 iD-11 24-" 8 27S•8
3�0.0 7-6.13 2- 4 2-3.1 $ 3 1 2 4-fA 7-6.13 3 t!;}
Scale = 1:51.1
1.5x4 II 9 1.5x4 II
5x8 \\ 4 6 10
7513
7--13
Plate Offsets .X Y - 14:0-3-00-3-0
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in
(loc) I/defl L/d
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.45
Vert(LL) -0.07
16-19 >999 360
MT20 2201195
TCDL 14,0
Lumber DOL 1.25
BC 0.37
Vert(CT) -0.26
16-19 >999 240
BCLL 0.0 "
Rep Stress Incr YES
WB 0.14
Horz(CT) 0.07
12 n/a n/a
BCDL 10.0
Code IBC2015/TP12014
Matrix -MS
Weight: 119 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD
Structural wood sheathing directly applied or 4-6-0 oc purlins, except
BOT CHORD 2x4 DF No. 1&Btr G
2-0-0 oc purlins (5-1-2 max.): 3-11.
WEBS 2x4 DF Stud/Std G BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 DF Stud/Std G
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=1292/0-5-8 (min, 0-1-8), 12=1292/0-5-8 (min. 0-1-8)
Max Horz2=105(LC 12)
Max Uplift2=-222(LC 12), 12=-222(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-23=-1825/258, 3-23=-1636/274, 3-5=-1712/355, 5-24=-1712/355, 7-24=-1712/355,
7-25=-1712/355, 8-25=-1712/355, 8-11=-1712/355, 11-26=-1636/274, 12-26=-1825/258
BOT CHORD 2-16=-169/1556, 15-16=-171/1550, 14-15=-138/1550, 12-14=-136/1556
WEBS 3-16=0/280, 3-15=-128/351, 11-15=-128/351, 11-14=0/280
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) gable end zone and C-C Exterior(2)-3-0-13 to 0-0-0, Interior(1) 0-0-0 to 9-11-11, Exterior(2) 9-8-7 to 13-11-5,
Interior(1) 13-11-5 to 14-9-1, Exterior(2) 14-5-13 to 18-8-12, Interior(1) 18-8-12 to 27-6-5 zone; cantilever left and right exposed ; end
vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,33 plate grip DOL=1.33
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)' 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,
6) A plate rating reduction of 20% has been applied for the green lumber members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=222, 12=222.
8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
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
Job
I russ
1 russ I ype
a y Ply
or Garage
93832
CO3
California
2 1
rob
Reference (optional)
Heyward Building S/clenrs- Snta Mario. GA RM58 8.2W a Aup 28 2018 IA rOk induainns, Inc. Winn 75 15:10-55 2019 Pa 1
ID.VOSQmbHLxYoj73fgFLyNwmy"-QhQbvfOooJ9VT7eJwOsG79N WHdbW_VF1PntyfvoE
12-10-11
12-5-13
-3-0-0 5-11-8 11-6-13 111111 18-6-0 24-5-8 27-58
3-0-0 5-11-8 5-7-5 - 4 5-7-5 5-11-8 3-0-0
5x6—�_8_24x6 = Scale = 1:51,1
Fr11$ 11-6-13 T2-10.11 1e-6 0 24-5.8
5tt 9 5.7.5 13.15 575 5.11.8
Plate Offsels (%,Y)--
f2:0-14.Edna],14:0.4-0,0-1.31, TS:0-3.0,0-1-31,17.0.0.14,Edge], f9:0-3-0,0.3-U1
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Ltd
PLATES GRIP
TCLL 20.0
Plate Grip DOL 1.25
TC 0.45
Vert(LL) -0.06 11-12 >999 360
MT20 220/195
TCDL 14.0
Lumber DOL 1.25
BC 0.31
Vert(CT) -0.23 11-12 >999 240
BCLL 0.0 "
Rep Stress Incr YES
WB 0.39
Horz(CT) 0.09 7 n/a n/a
BCDL 10.0
Code IBC2015/TP12014
Matrix -MS
Weight: 129 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF No.1&Btr G TOP CHORD
BOT CHORD 2x4 DF No.1&Btr G
WEBS 2x4 DF Stud/Std G BOT CHORD
REACTIONS. (lb/size) 2=1462/0-5-8 (min. 0-1-9), 7=1460/0-5-8 (min. 0-1-9)
Max Horz2=120(LC 12)
Max Uplift2=-275(LC 12), 7=-275(LC 13)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown,
TOP CHORD 2-3=-2231/346, 3-19=-1709/315, 4-19=-1613/335, 4-20=-1445/338, 5-20=-1475/343,
5-21=-1618/331, 6-21=-1710/310, 6-7=-2222/345
BOT CHORD 2-12=-309/1924, 11-12=-309/1924, 10-11=-164/1429, 9-10=-212/1915, 7-9=-212/1915
WEBS 3-11=-550/170, 4-11=-50/338, 5-10=-53/287, 6-10=-536/166
Structural wood sheathing directly applied or 4-4-4 oc purlins, except
2-0-0 oc purlins (5-5-3 max.): 4-5.
Rigid ceiling directly applied or 10-0-0 oc bracing.
M`7ek recommends that StabMizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) gable end zone and C-C Exterior(2)-3-0-13 to 0-0-0, Interior(1) 0-0-0 to 11-9-15, Exterior(2) 11-9-15 to 17-1-10,
Interior(1) 17-1-10 to 27-6-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) " 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.
6) A plate rating reduction of 20% has been applied for the green lumber members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=275, 7=275.
8) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
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) 202 lb down and 145 lb up at
11-9-15, and 197 lb down and 145 lb up at 12-5-12 on top chord. The design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-68, 4-5=-68, 5-8=-68, 13-16=-20
Continued on page 2
Job
I russ
Truss Type
MY
Taylor Garage
93832
CO3
California
2
jPIY
1
Job Reference (optional)
t+"rd SWlding SyMonre, SHIN Maria, CA 93458
LOAD CASE(S) Standard
Concentrated Wads Qb)
Vert: 4=-177 20=-177
8 230 5 Aug 282018 M7ok Indurtries, Inc, Mon Aug26 15-10;552019 P 2
I D: VOSQmbNLxYoj73fgFLyN WrnyJ W5FOhObv(DoQ:i9VT7ejw9sG 19N262WHdbW_V FI Pnf T'lE
O
rUSS
Truss Type
y
Taylor Garage
93832
C04
Common 4
1
Job Reference (optional)
maywaro dunaing ❑010mg. bnu; ry nine tiA asytw o z= Au ee zw o mi i ek inausrries, mc. noon rug co i5:iu:ob zuiy rage i
ID:VOSOmbHLxYoj73f9FLyNwmy)w�I-u 269PQZ0HM59DvT?NVaMwDsSgwM5D7kVnxJ5y►v
1
-0-0 6.4-12 12-2-12 18-0-12 24-5-8 27-5-8
3 0 0 6-4-12 5-10-0 5-10-0 6-4-12 3-0-0
8-4-1
4x6 =
ILI
24-5-8
Scale = 1:49.4
LOADING (psf) SPACING- 2-0-0 CSI.
DEFL. in
(loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.45
Vert(LL) -0.12
8-9 >999 360 MT20 220/195
TCDL 14.0 Lumber DOL 1.25 BC 0.41
Vert(CT) -0,29
8-9 >995 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.23
Horz(CT) 0-06
6 n/a n/a
BCDL 10.0 Code IBC2015/TP12014 Matrix -MS
Weight: 110 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 DF No. 1&Btr G
TOP CHORD
Structural wood sheathing directly applied or 4-9-14 oc purlins.
BOT CHORD 2x4 DF No.1&Btr G
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 DF Stud/Std G
MTek recommends that Stabifizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=1285/0-5-8 (min. 0-1-8), 6=1285/0-5-8 (min. 0-1-8)
Max Horz2=123(LC 12)
Max Uplift2=-214(LC 12), 6=-214(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1801/226, 3-16=-1587/220, 4-16=-1490/235, 4-17=-1490/235, 5-17=-1587/220,
5-6=-1801 /227
BOT CHORD 2-9=-200/1538, 9-18=-40/1028, 18-19=-40/1028, 8-19=-40/1028, 6-8=-92/1538
WEBS 4-8=-102/578, 5-8=-393/197, 4-9=-102/578, 3-9=-393/197
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.4psf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) gable end zone and C-C Extedor(2)-3-0-13 to 0-0-0, Interior(1) 0-0-0 to 12-2-12, Extedor(2) 12-2-12 to 15-2-12,
Interior(1) 15-2-12 to 27-6-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * 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 = 10.Opsf.
5) A plate rating reduction of 20% has been applied for the green lumber members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=214, 6=214.
7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
I russ
I ype
y Taylor Garage
93832
D01
Common
4
1
Job Reference (optional)
riByV'9ftl 8WitlVlg 5y910m&, Sn[& M6nB, S:A:89-056 S.'L.1a8 Rug 2tl 2Uttl MI eK mtlUslfles, Ine. Mon HU Ll5 1J: iV:56 EVIe rage 7
ID:VDSQM6HLxYg73fgFLyNwmyjw5l.'e4hG}h5£Y4KTNIbHPxfn?ZM ZG47 BDG3Nyjvo6
-3," _ d-10-B 9.2-0_ 13 Fr_ fp 184.0 21 4.0
3.4.0 4.10.E 4.3.10 4-3-10 I 4.10.6 3V
4x4 =
Scale = 1:39.6
to
Plate Offsets KY -
2:0-1-2 E 6.111-2 Ed
LOADING (psf) SPACING- 2-0-0 CSI.
DEFL. in
(loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.45
Vert(LL) -0.03
8-9 >999 360 MT20 220/195
TCDL 14.0 Lumber DOL 1.25 BC 0.23
Vert(CT) -0.12
8-9 >999 240
BCLL 0.0 ' Rep Stress Incr YES WB 0.16
Horz(CT) 0.03
6 n/a n/a
BCDL 10.0 Code IBC2015/TPI2014 Matrix -MS
Weight: 85 lb FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 DF No.1&Btr G
TOP CHORD
Structural wood sheathing directly applied or 5-10-2 oc purlins.
BOT CHORD 2x4 DF No.1&Btr G
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 DF Stud/Std G
MIT0 nsl ommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size) 2=1015/0-5-8 (min. 0-1-8), 6=1015/0-5-8 (min. 0-1-8)
Max Horz 2=99(LC 12)
Max Uplift2=-179(LC 12), 6=-179(LC 13)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1271/146, 3-16=-1118/140, 4-16=-1050/154, 4-17=-1050/155,
5-17=-1118/140,
5-6=-1271 /146
BOT CHORD 2-9=-118/1075, 8-9=-15/737, 6-8=-41/1075
WEBS 4-8=-59/403, 5-8=-266/136, 4-9=-59/403, 3-9=-266/135
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.4psf; BCDL=4.8psf; h=25ft; CaL II; Exp C; Enclosed;
MWFRS (envelope) gable end zone and C-C Exterior(2)-3-0-13 to 0-0-0, Interior(1) 0-0-0 to 9-2-0, Exterior(2) 9-2-0 to 12-2-0,
Interior(1) 12-2-0 to 21-4-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces
& MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)' 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.
5) A plate rating reduction of 20% has been applied for the green lumber members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=179, 6=179.
7) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
5.0 0 3-1i-8 7$13 7 d 1-,I1 1p-4iS 19 t#�3 14-4.8 98-4-p 21 4-0
3-0-0 3.11 8 3-75 0 4- 4 2 4.10 U 4- 4 3 7$ 3.11-a 3 A-0
5x8 = 4x4 =
4
6.00 12 3x6
3
,YM}1 2AA
Scale = 1:40,9
3x6
6
V
0
v
M
�O
21 12 22 11 23 24 25 10
26 9 27
7 NAILED NAILED NAILED
3x4 = 1,5x4 I I 3x4 = 3x8 =
8
NAILED NAILED
1.5x4 II 3x4 =
NAILED NAILED NAILED
NAILED
3-t1 8 7113 iU 9 3
14. 1 1BA-0
3-tt-8 3-7.5 5-2-7
3-75 3-t18
Plate Offsets QC,Y}- 12:0-0-fi,Edpel.14:0-4-0,0-1-31,f7:040-6,F_dgel
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in
(loc) I/dell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.03
11 >999 360 MT20 220/195
TCDL 14.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.10
10-11 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(CT) 0.04
7 n/a n/a
BCDL 10.0 Code IBC2015/TPI2014 Matrix -MS
Weight: 190 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2x4 DF No. 1&Btr G
2-0-0 oc purins (6-0-0 max.): 4-5.
WEBS 2x4 DF Stud/Std G BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=1755/0-5-8 (min. 0-1-8), 7=1743/0-5-8 (min. 0-1-8)
Max Harz2=-86(LC 32)
Max Uplift2=-353(LC 8), 7=-345(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2835/522, 3-4=-2549/607, 4-19=-2190/548, 19-20=-2182/546, 5-20=-2168/539,
5-6=-2472/579, 6-7=-2805/505
BOT CHORD 2-21=-447/2477, 12-21=-447/2477, 12-22=-447/2477, 11-22=-447/2477, 11-23=-480/2274,
23-24=-480/2274, 24-25=-480/2274, 10-25=-480/2274, 10-26=-360/2449,
9-26=-360/2449, 9-27=-360/2449, 7-27=-360/2449
WEBS 3-12=0/326, 3-11=-360/42, 4-11=0/561, 5-10=0/675, 6-10=-435/0, 6-9=0/322
NOTES-
1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
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) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=5.4psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed;
MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate
grip DOL=1.33
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) " 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) A plate rating reduction of 20% has been applied for the green lumber members-
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=353, 7=345.
10) This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI
1.
11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
12) "NAILED" indicates 3-10d Nails (0.148" x 3") toe -nails per NDS guidelines.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 436 lb down and 347 lb up at
7-8-9, and 157 lb down and 120 lb up at 9-2-0, and 430 lb down and 347 lb up at 10-4-4 on top chord. The design/selection of
such connection device(s) is the responsibility of others.
Congnued on page 2
o
russ
cuss ypeJ
y
Taylor Garage 1
93"2
1,02
California Girder
1
Z
Job Reference (optional)
rfayward MWImrig,mipl4 "r--.inta Mach. CA 934ba
IS,,$I a Au� Ltl Lul tl MI I a, maustnes, Ino. Mon HV LO lJ:"I "I:V"I LU"Iy vaRD [
ID:VOSOmbHLxYn]73fgFLyNwmylw6t-Fms91TZO%a8w5(GQzoH ZiaoIMzsui3Uk Jyfvo8
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-4=-68, 4-5=-68, 5-8=-68, 13-16=-20
Concentrated Loads (lb)
Vert: 4=-389 12=-57(F) 9=-57(F) 19=-157 20=-389 21=-59(F) 22=-57(F) 23=-57(F) 24=-72(F) 25=-57(F) 26=-57(F) 27=-59(F)