HomeMy WebLinkAboutBLD2021-00049 - 07 STRUCTURAL CALCULATIONSProject Number: 21-001
STRUCTURAL ANALYSIS & DESIGN
of
Lot 54 Puget Loop Res
Port Ludlow, WA
for
Bob Rester
Livingstone Custom Home LLC
5505 207th Street Ct E
Spanaway, WA 98387
by
THE LAND DEVELOPER’S
ENGINEERED SOLUTION
A Division of THE LAND DEVELOPER, LLC
Erik B. Ainsworth, PE
PO Box 4420
Tumwater, WA 98501
(360) 250-3973
January 20, 2021
Project Number: 21-001
TABLE OF CONTENTS
Description
i.RESIDNCIAL STRUCTURAL ANALYSIS & DESIGN
PageNumber(s)
1-101
DEVELOPER’S
•B E C A U S E R E S U L T S M A T T E R •
PO Box 4420, Tumwater, WA, 98501 • (360) 250-3973 • email: erik@thelanddeveloper.com
THE LAND
THE LAND DEVELOPER, LLC
ENGINEERED SOLUTION
a division of
Project:
Project No.:
Lot 54 Puget Loop Res
21-001
Client: Bob Rester
Livingstone Custom Home LLC
5505 207th Street Ct E
Spanaway, WA 98387
Project Location: Port Ludlow, WA
Date: January 20, 2021
Problem Statement: Provide structural design for new Building as shown in the attached building plans.
Existing Condition: There are no known site constraints for this project.
Assumed Design
parameters and
constraints:
For the purposes of this design it is assumed that the soil bearing capacity is 1,500 psi. Per
Washington County ASCE 7-10; the basic wind speed is 110 mph. However, since the wind
load factors in the (2.4.1) Basic Load Combinations 5, 6, &7 were adjusted (ASCE 7-05 to 7-
10) from 1 to 0.6, and 110xSQRT(.6) = 85mph, an analysis with 85mph with wind load factor
1 is exactly equivalent to an analysis with 110mph, wind load factor 0.6. This analysis was
done with 85 mph basic wind speed, wind load factor 1, and is consistent with 2015 IBC
standards.
Applicable Codes: 2015 IBC and IRC and ASCE 7-10
Jurisdiction: Washington County
Design parameters: WIND SPEED: 110 MPH (3-SEC GUST)
IW=1.0, Kzt=2.00
SEISMIC PARAMETERS:
USE SIMPLIFIED METHOD ASCE 7-10
WOOD STRUCTURAL PANEL, R=6.5
SS=1.27 , S1=0.512
SDS=0.847 , SD1=0.512
Design Loads: ROOF: LL = 20 PSF, SL = 25 PSF, DL = 15 PSF
FLOOR: LL = 40 PSF, DL = 15 PSF
DECK: LL= 60 PSF, DL= 15 PSF
1/101
12/17/2020 U.S. Seismic Design Maps
https://seismicmaps.org 1/2
Montgomery Ln, Port Ludlow, WA 98365, USA
Latitude, Longitude: 47.93264749999999, -122.6833229
Date 12/17/2020, 9:20:47 AM
Design Code Reference Document ASCE7-10
Risk Category II
Site Class D - Stiff Soil
Type Value Description
SS 1.27 MCER ground motion. (for 0.2 second period)
S1 0.512 MCER ground motion. (for 1.0s period)
SMS 1.27 Site-modified spectral acceleration value
SM1 0.767 Site-modified spectral acceleration value
SDS 0.847 Numeric seismic design value at 0.2 second SA
SD1 0.512 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC D Seismic design category
Fa 1 Site amplification factor at 0.2 second
Fv 1.5 Site amplification factor at 1.0 second
PGA 0.5 MCEG peak ground acceleration
FPGA 1 Site amplification factor at PGA
PGAM 0.5 Site modified peak ground acceleration
TL 6 Long-period transition period in seconds
SsRT 1.27 Probabilistic risk-targeted ground motion. (0.2 second)
SsUH 1.282 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration
SsD 1.5 Factored deterministic acceleration value. (0.2 second)
S1RT 0.512 Probabilistic risk-targeted ground motion. (1.0 second)
S1UH 0.539 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.
S1D 0.6 Factored deterministic acceleration value. (1.0 second)
PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration)
CRS 0.991 Mapped value of the risk coefficient at short periods
CR1 0.949 Mapped value of the risk coefficient at a period of 1 s
2/101
PROVIDE CRAWLSPACE SCREENED VENTING AT 1 SQ.FT. PER 150 SQ.FT.OF CRAWLSPACE
DR
O
P
S
T
E
M
W
A
L
L
PO
U
R
S
L
A
B
T
H
R
U
4
"
C
O
N
C
.
S
L
A
B
S
L
O
P
E
D
T
O
D
O
O
R
DR
O
P
S
T
E
M
W
A
L
L
PO
U
R
S
L
A
B
T
H
R
U
1 S11S1
1 S1
1 S1 4 S1
4 S1
4 S1
1 S1 1 S1
3 S1
3 S1
16
'
-
3
"
4'
-
1
1
/
2
"
4'
-
1
1
/
2
"
17
'
-
6
"
14'-0"8'-0"5'-6"2'-6"
4"
C
O
N
C
.
S
L
A
B
PO
R
C
H
4" CONC. SLAB PORCH 5 S16S1
6
M
I
L
P
O
L
Y
VA
P
O
R
B
A
R
R
I
E
R
24
'
-
6
"
39'-6"
9-
1
/
2
"
T
J
I
1
1
0
@
1
6
"
O
.
C
.
9-1/2" TJI 110 @ 16" O.C.
4x
1
0
N
O
.
2
4x
1
0
N
O
.
2
4x
1
0
N
O
.
2
4x
1
0
N
O
.
2
4x
1
0
N
O
.
2
4x10 NO. 2 4x10 NO. 2 4x10 NO. 2 4x10 NO. 2 4x10 NO. 2 4x10 NO. 2 18"X18"X10" CONC. FTG.W/ (3) #4 REBAR EA. WAY
4x
1
0
N
O
.
2
4x
1
0
N
O
.
2
4x
1
0
N
O
.
2
4x10 NO. 2 4x10 NO. 2 4x10 NO. 2 6'-2"
15
"
X
1
5
"
X
1
2
"
C
O
N
C
.
F
T
G
.
W/
(
3
)
#
4
R
E
B
A
R
E
A
.
W
A
Y
24"X24"X10" CONC. FTG.W/ (3) #4 REBAR EA. WAY
18
"
X
1
8
"
X
1
0
"
C
O
N
C
.
F
T
G
.
W/
(
3
)
#
4
R
E
B
A
R
E
A
.
W
A
Y
2 S1 2 S1
2 S1
15
"
X
1
5
"
X
1
2
"
C
O
N
C
.
F
T
G
.
W
/
(
3
)
#4
R
E
B
A
R
E
A
.
W
A
Y
&
A
B
A
4
4
Z
w/
(
1
)
1
/
2
"
A
.
B
.
&
w
/
(
6
)
0
.
1
4
8
x
3
AB
A
6
6
Z
P
O
S
T
B
A
S
E
w
/
(
1
)
5/
8
"
A
.
B
.
&
(
8
)
0
.
1
6
2
x
3
1
/
2
"
NOTE:PROVIDE 18"x24"MIN. CRAWLSPACE ACCESS 6 MIL POLY VAPOR BARRIER
24
"
X
2
4
"
X
1
0
"
C
O
N
C
.
F
T
G
.
W/
(
3
)
#
4
R
E
B
A
R
E
A
.
W
A
Y
21"X21"X10" CONC. FTG.W/ (3) #4 REBAR EA. WAY
21
"
X
2
1
"
X
1
0
"
C
O
N
C
.
F
T
G
.
W/
(
3
)
#
4
R
E
B
A
R
E
A
.
W
A
Y
4x10 NO. 2
21
"
X
2
1
"
X
1
0
"
C
O
N
C
.
F
T
G
.
W
/
(
3
)
#4
R
E
B
A
R
E
A
.
W
A
Y
&
A
B
A
4
4
Z
w/
(
1
)
1
/
2
"
A
.
B
.
&
w
/
(
6
)
0
.
1
4
8
x
3
3" CLR (TYP)(2) #4 BAR CONT. LONG.3" CLR (TYP)PER PLAN0"#4 BAR BENDS @ 48" O.C. (ALTERNATE)SEE HOOK DETAIL2X6 PT SILL PLATEEXTEND SHEATHING TO SILL PLATE OR ADD LTP4/SDS SEE SHEARWALL SCHEDULEEDGE NAIL SEE PLAN SLOPE FINAL GRADE @ 5%AWAY FROM FTG #4 BAR HOR @ 24" OC6"A.B. SEE SCEDULESHEAR WALL 1 TYPICAL FOUNDATION DETAIL SCALE: 3/4" = 1' - 0"PLATE NAILING PER SCHED.RIM BOARD 8"6" MIL POLY VAPOR BARRIER SEAL SEAMS18" MINPER PLAN 48" MAX.FLOOR FRAMING SEE PLAN FOOTING DRAIN WHERE REQUIRED
1.2.3.4.5.6.7.8.9.10
.
11
.
12
.
DE
S
I
G
N
A
L
L
O
W
A
B
L
E
S
O
I
L
B
E
A
R
I
N
G
P
R
E
S
S
U
R
E
:
1
,
5
0
0
P
S
F
FO
O
T
I
N
G
S
S
H
A
L
L
B
E
A
R
O
N
N
A
T
I
V
E
,
I
N
O
R
G
A
N
I
C
,
U
N
D
I
S
T
U
R
B
E
D
S
O
I
L
.
AL
L
E
X
T
E
R
I
O
R
F
O
O
T
I
N
G
S
S
H
A
L
L
E
X
T
E
N
D
1
'
-
0
"
M
I
N
B
E
L
O
W
F
I
N
I
S
H
E
D
G
R
A
D
E
.
AL
L
I
N
T
E
R
I
O
R
C
O
N
T
I
N
U
O
U
S
F
O
O
T
I
N
G
S
T
O
B
E
8
"
D
E
E
P
W
I
T
H
(
2
)
#
4
C
O
N
T
.
B
A
R
S
,
(
U
N
O
)
.
CO
M
P
A
C
T
I
O
N
O
F
B
A
C
K
F
I
L
L
M
A
T
E
R
I
A
L
:
FO
U
N
D
A
T
I
O
N
W
A
L
L
A
N
D
F
O
O
T
I
N
G
S
I
Z
E
A
N
D
R
E
I
N
F
O
R
C
I
N
G
T
O
S
U
I
T
L
O
C
A
L
C
O
D
E
S
A
N
D
S
O
I
L
CO
N
D
I
T
I
O
N
S
CO
N
T
R
A
C
T
O
R
T
O
V
E
R
I
F
Y
A
L
L
D
I
M
E
N
S
I
O
N
S
A
N
D
H
O
L
D
O
W
N
L
O
C
A
T
I
O
N
S
HO
L
D
O
W
N
S
S
H
A
L
L
B
E
T
I
E
D
I
N
P
L
A
C
E
P
R
I
O
R
T
O
F
O
U
N
D
A
T
I
O
N
I
N
S
P
E
C
T
I
O
N
SI
L
L
S
S
H
A
L
L
B
E
B
O
L
T
E
D
T
O
T
H
E
F
O
U
N
D
A
T
I
O
N
W
I
T
H
5
/
8
"
D
I
A
M
E
T
E
R
X
1
0
"
A
N
C
H
O
R
B
O
L
T
S
A
N
D
0.
2
2
9
"
x
3
"
x
3
"
S
T
E
E
L
P
L
A
T
E
W
A
S
H
E
R
A
T
A
M
A
X
I
M
U
M
S
P
A
C
I
N
G
O
F
4
'
-
0
"
O
.
C
.
E
A
C
H
B
R
A
C
E
D
O
R
SH
E
A
R
P
A
N
E
L
S
H
A
L
L
H
A
V
E
A
M
I
N
I
M
U
M
O
F
T
W
O
(
U
N
O
)
.
PR
O
V
I
D
E
C
R
A
W
L
S
P
A
C
E
V
E
N
T
I
L
A
T
I
O
N
A
T
T
H
E
R
A
T
E
O
F
1
S
Q
.
F
T
.
F
O
R
E
A
C
H
1
5
0
S
Q
.
F
T
.
O
F
UN
D
E
R
-
F
L
O
O
R
A
R
E
A
PR
O
V
I
D
E
M
I
N
I
M
U
M
1
2
"
C
L
E
A
R
A
N
C
E
U
N
D
E
R
G
I
R
D
E
R
B
E
A
M
S
A
N
D
M
I
N
I
M
U
M
1
8
"
C
L
E
A
R
A
N
C
E
UN
D
E
R
F
L
O
O
R
J
O
I
S
T
PR
O
V
I
D
E
A
M
I
N
I
M
U
M
1
8
"
x
2
4
"
C
R
A
W
L
S
P
A
C
E
A
C
C
E
S
S
SA
W
N
L
U
M
B
E
R
:
N
O
.
2
&
B
E
T
T
E
R
D
O
U
G
L
A
S
F
I
R
-
L
A
R
C
H
,
W
W
P
A
G
R
A
D
I
N
G
R
U
L
E
S
.
BE
A
M
S
A
N
D
S
T
R
I
N
G
E
R
S
:
N
O
.
2
&
B
E
T
T
E
R
D
O
U
G
L
A
S
F
I
R
-
L
A
R
C
H
PO
S
T
S
A
N
D
T
I
M
B
E
R
S
:
S
T
A
N
D
A
R
D
D
O
U
G
L
A
S
F
I
R
-
L
A
R
C
H
,
F
c
=
1
3
0
0
P
S
I
SH
E
A
T
H
I
N
G
:
A
P
A
R
A
T
E
D
S
H
E
A
T
H
I
N
G
CO
N
N
E
C
T
O
R
S
:
"
S
I
M
P
S
O
N
"
O
R
A
P
P
R
O
V
E
D
E
Q
U
A
L
A
S
I
N
D
I
C
A
T
E
D
O
N
T
H
E
D
R
A
W
I
N
G
S
NA
I
L
I
N
G
:
P
E
R
I
R
C
T
A
B
L
E
R
2
3
0
4
.
1
0
.
1
G
L
U
-
L
A
M
S
:
2
4
F
-
V
4
,
F
b
=
2
4
0
0
P
S
I
,
MO
E
=
1
.
8
X
1
0
6
P
S
I
,
F
v
=
1
6
5
P
S
I
PR
E
S
S
U
R
E
T
R
E
A
T
E
D
L
U
M
B
E
R
(
P
T
)
:
H
E
M
-
F
I
R
,
N
O
.
2
O
R
B
E
T
T
E
R
ST
R
U
C
T
U
R
A
L
M
E
M
B
E
R
S
S
H
A
L
L
N
O
T
B
E
C
U
T
F
O
R
P
I
P
E
S
,
E
T
C
.
,
U
N
L
E
S
S
S
P
E
C
I
F
I
C
A
L
L
Y
NO
T
E
D
O
R
D
E
T
A
I
L
E
D
O
N
T
H
E
D
R
A
W
I
N
G
S
PR
O
V
I
D
E
S
O
L
I
D
B
L
O
C
K
I
N
G
B
E
T
W
E
E
N
J
O
I
S
T
O
V
E
R
A
L
L
S
U
P
P
O
R
T
B
E
A
M
S
A
N
D
G
I
R
D
E
R
S
PR
O
V
I
D
E
D
B
L
.
B
L
O
C
K
I
N
G
U
N
D
E
R
A
L
L
S
H
E
A
R
W
A
L
L
P
A
N
E
L
S
FL
O
O
R
S
H
E
A
T
H
I
N
G
I
S
3
/
4
"
T
&
G
P
L
Y
W
O
O
D
,
G
L
U
E
D
A
N
D
N
A
I
L
E
D
PR
O
V
I
D
E
D
O
U
B
L
E
J
O
I
S
T
A
T
A
L
L
W
A
L
L
S
R
U
N
N
I
N
G
P
A
R
A
L
L
E
L
T
O
F
L
O
O
R
J
O
I
S
T
S
AL
L
D
E
C
K
F
R
A
M
I
N
G
T
O
B
E
P
R
E
S
S
U
R
E
T
R
E
A
T
E
D
RO
O
F
T
R
U
S
S
E
S
S
H
A
L
L
B
E
D
E
S
I
G
N
E
D
A
N
D
F
A
B
R
I
C
A
T
E
D
T
O
W
I
T
H
S
T
A
N
D
T
H
E
L
O
A
D
S
LI
S
T
E
D
U
N
D
E
R
"
D
E
S
I
G
N
C
R
I
T
E
R
I
A
.
"
T
R
U
S
S
L
E
N
G
T
H
A
S
S
H
O
W
N
O
N
T
H
E
P
L
A
N
S
M
A
Y
DI
F
F
E
R
S
L
I
G
H
T
L
Y
F
R
O
M
T
H
E
R
E
Q
U
I
R
E
D
L
E
N
G
T
H
.
C
O
N
T
R
A
C
T
O
R
S
H
A
L
L
F
I
E
L
D
V
E
R
I
F
Y
SP
A
C
I
N
G
O
F
E
X
I
S
T
I
N
G
F
O
U
N
D
A
T
I
O
N
W
A
L
L
P
E
R
M
A
N
U
F
A
C
T
U
R
E
R
'
S
R
E
C
O
M
M
E
N
D
A
T
I
O
N
.
RO
O
F
P
A
N
E
L
S
S
H
A
L
L
B
E
I
N
S
T
A
L
L
E
D
A
S
D
E
S
C
R
I
B
E
D
B
E
L
O
W
:
AL
L
N
A
I
L
I
N
G
P
E
R
2
0
1
5
I
B
C
T
A
B
L
E
2
3
0
4
.
1
0
.
1
PR
O
V
I
D
E
S
T
C
C
L
I
P
S
@
A
L
L
T
R
U
S
S
T
O
I
N
T
E
R
I
O
R
W
A
L
L
C
O
N
N
E
C
T
I
O
N
S
,
S
E
E
D
E
T
A
I
L
S
PR
O
V
I
D
E
D
B
L
.
S
T
U
D
S
@
A
L
L
G
I
R
D
E
R
T
R
U
S
S
E
S
,
U
N
L
E
S
S
N
O
T
E
D
O
T
H
E
R
W
I
S
E
RO
O
F
S
H
E
A
T
H
I
N
G
I
S
7
/
1
6
"
O
S
B
S
H
E
A
T
H
I
N
G
w
\
P
S
C
L
C
L
I
P
S
,
1/
2
"
C
C
X
@
E
X
P
O
S
E
D
O
V
E
R
H
A
N
G
S
1/
2
"
C
D
X
P
L
Y
W
O
O
D
O
R
O
S
B
W
I
T
H
0
.
1
3
1
x
2
1
/
2
"
G
A
L
V
.
N
A
I
L
S
@
6
"
O
.
C
.
A
T
P
A
N
E
L
ED
G
E
S
A
N
D
@
1
2
"
O
.
C
.
I
N
P
A
N
E
L
F
I
E
L
D
.
AL
L
P
A
N
E
L
E
D
G
E
S
S
H
A
L
L
B
E
E
D
G
E
C
L
I
P
P
E
D
.
CO
N
N
E
C
T
A
L
L
T
R
U
S
S
E
S
T
O
D
O
U
B
L
E
T
O
P
P
L
A
T
E
O
F
W
A
L
L
W
I
T
H
H
2
.
5
A
C
L
I
P
W
/
(5
)
0
.
1
3
1
x
2
1
/
2
"
T
R
U
S
S
&
(
5
)
0
.
1
3
1
x
2
1
/
2
"
P
L
A
T
E
S
.
BL
O
C
K
B
E
T
W
E
E
N
F
L
O
O
R
S
I
S
R
E
Q
U
I
R
E
D
F
O
R
A
L
L
C
O
L
U
M
N
S
(
U
N
O
)
.
AL
L
E
X
T
E
R
I
O
R
W
A
L
L
S
S
H
A
L
L
B
E
2
X
6
F
R
A
M
E
D
W
A
L
L
W
I
T
H
I
N
S
U
L
A
T
I
O
N
.
PR
O
V
I
D
E
F
I
R
E
P
R
O
T
E
C
T
I
O
N
P
E
R
A
P
P
L
I
C
A
B
L
E
C
O
D
E
.
PR
O
V
I
D
E
E
D
G
E
B
L
O
C
K
I
N
G
F
O
R
A
L
L
S
H
E
A
R
P
A
N
E
L
S
.
PI
P
E
S
,
P
A
R
K
I
N
G
L
O
T
S
,
S
I
D
E
W
A
L
K
S
,
S
L
A
B
S
O
N
G
R
A
D
E
:
9
5
%
C
O
M
P
A
C
T
I
O
N
A
S
T
M
D
-
6
9
8
(S
T
A
N
D
A
R
D
P
R
O
C
T
O
R
)
FO
O
T
I
N
G
S
A
N
D
F
O
U
N
D
A
T
I
O
N
S
:
9
5
%
C
O
M
P
A
C
T
I
O
N
A
S
T
M
D
-
1
5
5
7
(
M
O
D
I
F
I
E
D
P
R
O
C
T
O
R
)
PL
A
N
T
I
N
G
B
E
D
S
,
G
R
A
S
S
A
R
E
A
S
:
9
0
%
C
O
M
P
A
C
T
I
O
N
SH
A
P
E
S
,
P
L
A
T
E
S
A
N
D
B
A
R
S
:
A
S
T
M
A
3
6
,
F
y
=
3
6
K
S
I
BO
L
T
S
:
A
S
T
M
A
3
0
7
M
A
C
H
I
N
E
B
O
L
T
S
(
M
B
)
,
A
S
T
M
A
3
2
5
H
I
G
H
S
T
R
E
N
G
T
H
B
O
L
T
S
(
H
S
B
)
RE
I
N
F
O
R
C
E
M
E
N
T
:
A
S
T
M
A
6
1
5
G
R
A
D
E
6
0
F
O
R
#
4
A
N
D
L
A
R
G
E
R
,
G
R
A
D
E
4
0
F
O
R
#
3
1.GE
N
E
R
A
L
N
O
T
E
S
RO
O
F
A.B.C.
1.2.3.4.5.1.2.3.4.1.2.3.PR
O
P
R
I
E
T
A
R
Y
P
R
O
D
U
C
T
S
WO
O
D
1.2.3.4.5.6.7.8.9.10
.
11
.
12
.
13
.
ST
R
U
C
T
U
R
A
L
A
N
D
M
I
S
C
E
L
L
A
N
E
O
U
S
S
T
E
E
L
:
1.
A.
B.C.
A.B.C.
MI
N
.
E
D
G
E
D
I
S
T
A
N
C
E
:
1
.
5
x
D
I
A
B
O
L
T
MI
N
.
E
N
D
D
I
S
T
A
N
C
E
:
1
2
"
CO
M
P
R
E
S
S
I
O
N
:
4
x
D
I
A
B
O
L
T
TE
N
S
I
O
N
:
7
x
D
I
A
B
O
L
T
MI
N
.
B
O
L
T
S
P
A
C
I
N
G
:
4
x
D
I
A
B
O
L
T
FL
O
O
R
40
P
S
F
15
P
S
F
CO
N
T
R
A
C
T
O
R
S
H
A
L
L
V
E
R
I
F
Y
A
L
L
D
I
M
E
N
S
I
O
N
S
A
N
D
S
I
T
E
C
O
N
D
I
T
I
O
N
S
B
E
F
O
R
E
S
T
A
R
T
I
N
G
W
O
R
K
.
TH
E
E
N
G
I
N
E
E
R
S
H
A
L
L
B
E
N
O
T
I
F
I
E
D
O
F
A
N
Y
D
I
S
C
R
E
P
A
N
C
Y
.
C
H
A
N
G
E
S
,
O
M
I
S
S
I
O
N
S
O
R
SU
B
S
T
I
T
U
T
I
O
N
S
A
R
E
N
O
T
P
E
R
M
I
T
T
E
D
W
I
T
H
O
U
T
W
R
I
T
T
E
N
A
P
P
R
O
V
A
L
O
F
T
H
E
E
N
G
I
N
E
E
R
.
TH
E
D
E
S
I
G
N
,
A
D
E
Q
U
A
C
Y
A
N
D
S
A
F
E
T
Y
O
F
E
R
E
C
T
I
O
N
B
R
A
C
I
N
G
,
S
H
O
R
I
N
G
,
T
E
M
P
O
R
A
R
Y
SU
P
P
O
R
T
S
,
E
T
C
.
,
I
S
T
H
E
S
O
L
E
R
E
S
P
O
N
S
I
B
I
L
I
T
Y
O
F
T
H
E
C
O
N
T
R
A
C
T
O
R
,
A
N
D
H
A
S
N
O
T
B
E
E
N
CO
N
S
I
D
E
R
E
D
B
Y
T
H
E
E
N
G
I
N
E
E
R
.
T
H
E
C
O
N
T
R
A
C
T
O
R
I
S
R
E
S
P
O
N
S
I
B
L
E
F
O
R
T
H
E
S
T
A
B
I
L
I
T
Y
O
F
TH
E
S
T
R
U
C
T
U
R
E
P
R
I
O
R
T
O
T
H
E
C
O
M
P
L
E
T
I
O
N
O
F
A
L
L
S
H
E
A
R
W
A
L
L
S
,
R
O
O
F
A
N
D
F
L
O
O
R
DI
A
P
H
R
A
G
M
S
A
N
D
F
I
N
I
S
H
E
D
M
A
T
E
R
I
A
L
S
.
T
H
E
C
O
N
T
R
A
C
T
O
R
S
H
A
L
L
P
R
O
V
I
D
E
T
H
E
N
E
C
E
S
S
A
R
Y
BR
A
C
I
N
G
T
O
P
R
O
V
I
D
E
S
T
A
B
I
L
I
T
Y
P
R
I
O
R
T
O
T
H
E
A
P
P
L
I
C
A
T
I
O
N
O
F
T
H
E
A
B
O
V
E
M
E
N
T
I
O
N
E
D
CO
M
P
O
N
E
N
T
S
.
TH
E
W
O
R
K
D
O
N
E
O
N
T
H
I
S
P
R
O
J
E
C
T
I
S
T
O
C
O
M
P
L
Y
W
I
T
H
T
H
E
2
0
1
5
I
N
T
E
R
N
A
T
I
O
N
A
L
R
E
S
I
D
E
N
T
I
A
L
CO
D
E
,
2
0
1
5
I
N
T
E
R
N
A
T
I
O
N
A
L
B
U
I
L
D
I
N
G
C
O
D
E
,
2
0
1
5
I
N
T
E
R
N
A
T
I
O
N
A
L
M
E
C
H
A
N
I
C
A
L
C
O
D
E
,
2
0
1
5
UN
I
F
O
R
M
P
L
U
M
B
I
N
G
C
O
D
E
,
C
U
R
R
E
N
T
E
D
I
T
I
O
N
O
F
W
A
S
H
I
N
G
T
O
N
S
T
A
T
E
E
N
E
R
G
Y
&
V
E
N
T
I
L
A
T
I
O
N
CO
D
E
S
A
N
D
A
S
A
M
E
N
D
E
D
&
A
D
O
P
T
E
D
B
Y
T
H
E
S
T
A
T
E
O
F
W
A
S
H
I
N
G
T
O
N
.
AL
L
H
O
U
S
E
E
X
T
E
R
I
O
R
W
A
L
L
S
T
U
D
S
A
R
E
2
x
6
D
.
F
.
#
2
@
1
6
"
O
.
C
.
AL
L
H
O
U
S
E
I
N
T
E
R
I
O
R
W
A
L
L
S
T
U
D
S
A
R
E
2
x
4
D
.
F
.
#
2
@
1
6
"
O
.
C
.
UN
L
E
S
S
N
O
T
E
D
O
T
H
E
R
W
I
S
E
.
(
U
N
O
)
.
AL
L
E
X
T
E
R
I
O
R
&
I
N
T
E
R
I
O
R
B
E
A
R
I
N
G
W
A
L
L
H
E
A
D
E
R
S
A
N
D
B
E
A
M
S
T
O
B
E
4
x
1
0
D
.
F
.
#
2
U
N
O
AL
L
E
X
T
E
R
I
O
R
&
I
N
T
E
R
I
O
R
B
R
A
C
E
D
W
A
L
L
P
A
N
E
L
B
O
T
T
O
M
P
L
A
T
E
S
T
O
D
B
L
.
J
O
I
S
T
O
R
D
B
L
.
BL
O
C
K
I
N
G
w
/
(
3
)
0
.
1
3
5
x
3
1
/
2
"
N
A
I
L
S
@
1
6
"
O
.
C
.
DE
S
I
G
N
C
R
I
T
E
R
I
A
(
2
0
1
5
I
R
C
)
VE
R
T
I
C
A
L
L
O
A
D
S
LA
T
E
R
A
L
W
I
N
D
L
O
A
D
:
1
1
0
M
P
H
,
E
X
P
O
S
U
R
E
B
SE
I
S
M
I
C
D
E
S
I
G
N
C
A
T
E
G
O
R
Y
D
SI
T
E
C
L
A
S
S
:
D
S
T
I
F
F
S
O
I
L
S
SE
I
S
M
I
C
:
S
s
=
1
.
2
7
&
S
1
=
0
.
5
1
2
FO
U
N
D
A
T
I
O
N
1.2.3.4.5.
GR
O
U
N
D
S
N
O
W
L
O
A
D
:
LI
V
E
L
O
A
D
:
DE
A
D
L
O
A
D
:
RO
O
F
25
P
S
F
20
P
S
F
15
P
S
F
1.2.3.4.5.6.
CU
R
B
S
,
S
I
D
E
W
A
L
K
S
,
F
O
O
T
I
N
G
S
,
S
L
A
B
S
:
F
'
c
=
3
,
0
0
0
P
S
I
@
2
8
D
A
Y
S
-
6
S
A
C
K
M
I
X
,
(
P
R
O
J
E
C
T
DE
S
I
G
N
w
/
2
0
0
0
P
S
I
C
O
N
C
.
H
O
W
E
V
E
R
P
R
O
J
E
C
T
I
S
S
P
E
C
'
d
w
/
3
0
0
0
P
S
I
C
O
N
C
.
T
H
E
R
E
F
O
R
E
N
O
SP
E
C
I
A
L
C
O
N
C
R
E
T
E
I
N
S
P
E
C
T
I
O
N
R
E
Q
U
I
R
E
D
.
CO
M
P
R
E
S
S
I
V
E
S
T
R
E
N
G
T
H
:
CO
N
C
R
E
T
E
A.
FL
O
O
R
P
A
N
E
L
S
S
H
A
L
L
B
E
I
N
S
T
A
L
L
E
D
A
S
D
E
S
C
R
I
B
E
D
B
E
L
O
W
:
3/
4
"
T
&
G
C
D
X
P
L
Y
W
O
O
D
W
I
T
H
0
.
1
3
1
x
2
1
/
2
"
G
A
L
V
.
N
A
I
L
S
@
6
"
O
.
C
.
A
T
P
A
N
E
L
E
D
G
E
S
A
N
D
@
1
2
"
O
.
C
.
I
N
P
A
N
E
L
F
I
E
L
D
.
I
N
S
T
A
L
L
P
E
R
T
H
E
T
Y
P
I
C
A
L
D
I
A
P
H
R
A
G
M
N
A
I
L
I
N
G
D
E
T
A
I
L
.
FL
O
O
R
S
H
E
A
T
H
I
N
G
A.
1.
DE
C
K
S
/
B
A
L
C
O
N
I
E
S
60
P
S
F
15
P
S
F
ST
R
U
C
T
U
R
A
L
S
P
E
C
I
F
I
C
A
T
I
O
N
S
:
GE
N
E
R
A
L
N
O
T
E
S
FL
O
O
R
S
H
E
A
T
H
I
N
G
PE
R
P
L
A
N
2X BLOCKING OVER SUPPORT BEAM 6" MIL POLY VAPOR BARRIER SEAL SEAMS
2
TY
P
I
C
A
L
P
I
E
R
D
E
T
A
I
L
SC
A
L
E
:
3
/
4
"
=
1
'
-
0
"
1
2
"
M
I
N
.
1/2"x GUSSET w/ (12) 8d (3) #4 BAR EA WAY U.N.O. SEE PLAN PER PLANPOST SEE PLAN 3" CLR 3" CLR8" MIN.FLOOR JOIST SEE PLAN ABA POST BASE SEE PLAN
A.
B
S
E
E
S
C
H
E
D
.
(2
)
#
4
B
A
R
C
O
N
T
.
L
O
N
G
.
U.
N
.
O
.
S
E
E
P
L
A
N
8
"
#4
B
A
R
B
E
N
D
S
@
4
8
"
O
.
C
.
(
A
L
T
E
R
N
A
T
E
)
SE
E
H
O
O
K
D
E
T
A
I
L
2X
6
P
T
S
I
L
L
P
L
A
T
E
EX
T
E
N
D
S
H
E
A
T
H
I
N
G
T
O
S
I
L
L
PL
A
T
E
O
R
A
D
D
L
T
P
4
/
S
D
S
SE
E
S
H
E
A
R
W
A
L
L
S
C
H
E
D
U
L
E
ED
G
E
N
A
I
L
S
E
E
P
L
A
N
#4
B
A
R
H
O
R
@
2
4
"
O
C
A.
B
.
S
E
E
S
C
H
E
D
U
L
E
SH
E
A
R
W
A
L
L
3
HO
U
S
E
/
G
A
R
A
G
E
F
O
U
N
D
A
T
I
O
N
D
E
T
A
I
L
SC
A
L
E
:
3
/
4
"
=
1
'
-
0
"
6"
M
I
L
P
O
L
Y
VA
P
O
R
B
A
R
R
I
E
R
4"
S
L
A
B
ON
G
R
A
D
E
3"
C
L
R
(
T
Y
P
)
3"
C
L
R
(
T
Y
P
)
PE
R
P
L
A
N
0
"
6
"
PE
R
P
L
A
N
FL
O
O
R
F
R
A
M
I
N
G
SE
E
P
L
A
N
RI
M
B
O
A
R
D
(2
)
#
4
B
A
R
C
O
N
T
.
L
O
N
G
.
U.
N
.
O
.
S
E
E
P
L
A
N
8
"
NO
T
E
:
SE
E
D
E
T
A
I
L
1
OT
H
E
R
W
I
S
E
EX
T
E
N
D
S
H
E
A
T
H
I
N
G
TO
S
I
L
L
P
L
A
T
E
ED
G
E
N
A
I
L
S
E
E
S
C
H
E
D
.
AB
S
E
E
S
C
H
E
D
.
SH
E
A
R
W
A
L
L
4
TY
P
I
C
A
L
G
A
R
A
G
E
F
O
U
N
D
A
T
I
O
N
D
E
T
A
I
L
SC
A
L
E
:
3
/
4
"
=
1
'
-
0
"
PE
R
P
L
A
N
PE
R
P
L
A
N
TO
P
O
F
S
U
B
F
L
O
O
R
@
H
O
U
S
E
4"
S
L
A
B
ON
G
R
A
D
E
6
"
M
I
N
.
4
8
"
M
A
X
.
1
8
"
M
I
N
5
PO
R
C
H
F
O
O
T
I
N
G
D
E
T
A
I
L
SC
A
L
E
:
3
/
4
"
=
1
'
-
0
"
#4
R
E
B
A
R
PE
R
P
L
A
N
P
E
R
P
L
A
N
3"
M
I
N
.
1
"
S
T
A
N
D
O
F
F
CB
S
Q
P
O
S
T
BA
S
E
w
/
(
1
4
)
1/
4
"
x
2
"
S
D
S
PO
R
C
H
P
O
S
T
FU
L
L
H
E
I
G
H
T
3
"
m
i
n
.
PE
R
P
L
A
N
4"
S
L
A
B
ON
G
R
A
D
E
P
E
R
P
L
A
N
#4
B
A
R
E
A
W
A
Y
SE
E
P
L
A
N
PE
R
P
L
A
N
AB
A
P
O
S
T
B
A
S
E
S
E
E
P
L
A
N
PO
S
T
S
E
E
P
L
A
N
6
DE
C
K
P
I
E
R
D
E
T
A
I
L
SC
A
L
E
:
3
/
4
"
=
1
'
-
0
"
3"
C
L
R
3
"
C
L
R
GR
A
D
E
GI
R
D
E
R
P
E
R
P
L
A
N
2X
P
.
T
.
D
E
C
K
JO
I
S
T
S
E
E
P
L
A
N
(2
)
A
C
P
O
S
T
C
A
P
S
E
E
P
L
A
N
2X
P
.
T
.
B
L
O
C
K
I
N
G
EX
T
E
R
I
O
R
D
E
C
K
I
N
G
PE
R
A
R
C
H
.
AB
S
E
E
P
L
A
N
PE
R
P
L
A
N
S1
1
FO
U
N
D
A
T
I
O
N
A
N
D
M
A
I
N
F
L
O
O
R
P
L
A
N
SC
A
L
E
:
1
/
4
"
=
1
'
-
0
"
LO
T
5
4
P
U
G
E
T
L
O
O
P
R
E
S
I
D
E
N
C
E
REVISIONS: DATE:DRAWN BY: __________DATE: _______________AGENCY NO.: _________SHEET: _____ OF _____JOB NO.: ____________SaG 01-15-2021 21-0013PROFESSIONAL E N G I N E E RSTATE O F W A S H I N G T ON R E G I S T E R E D c 5737 LINDERSON WAY SW,TUMWATER, WA. 98501 PO BOX 4420, TUMWATER, WA. 98501 (360) 890-4806 E-MAIL: erik@thelanddeveloper.comCOPYRIGHT 2020 RELIANT DESIGN GROUP PROJECT: LOT 54 PUGET LOOP RESIDENCE 54 PUGET LOOP PORT LUDLOW, WA CLIENT: BOB RESTER LIVINGSTONE CUSTOM HOME, LLC 5505 207th Street Ct E Spanaway, WA 983873/101
6x6OVER FRAMING SEE DTL. 6,7/S3 CUT SHEATHING FOR ACCESS & VENTILATION
6x
1
2
PR
E
-
M
A
N
U
F
A
C
T
U
R
E
D
T
R
U
S
S
E
S
@
2
4
"
O
.
C
.
FALSE GABLE
FA
L
S
E
G
A
B
L
E
RIDGE
R
I
D
G
E
VALLEY
VAL
L
E
Y
RI
D
G
E
RIDGE
R
I
D
G
E
RIDGE
V
A
L
L
E
Y
VAL
L
E
Y
V
A
L
L
E
Y
VALLEY
4x
1
0
4
x
1
0
4
x
1
0
4x106x124x10 4x106x12
3.
5
x
1
1
.
8
7
5
L
V
L
4x
1
2
(2
)
2
x
6
(2
)
2
x
6
(2) 2x6
(2
)
2
x
6
(2) 2x6 (2) 2x6 (2) 2x6
(2
)
2
x
6
(2) 2x6 (2) 2x6
GA
B
L
E
E
N
D
T
R
U
S
S
2 S3
2 S3
2 S3
3 S3
2 S32S31S31S3
1 S3
4x
1
0
(2
)
2
x
6
(2
)
2
x
6
(2
)
2
x
6
(2
)
2
x
6
4x
1
0
(2) 2x6(2) 2x6
4
x
1
0
N
O
.
2
4x10 NO. 2 5.125 x 12 GLULAM 5.125 x 12 GLULAM4x6
4x
6
4x
6
6x6 6x6
OV
E
R
F
R
A
M
I
N
G
SE
E
D
T
L
.
6
,
7
/
S
3
CU
T
S
H
E
A
T
H
I
N
G
FO
R
A
C
C
E
S
S
&
V
E
N
T
I
L
A
T
I
O
N
CUT SHEATHING FOR ACCESS & VENTILATION
OV
E
R
F
R
A
M
I
N
G
SE
E
D
T
L
.
6
,
7
/
S
3
P
R
E
-
M
A
N
U
F
A
C
T
U
R
E
D
T
R
U
S
S
E
S
@
2
4
"
O
.
C
.
4x4
4x
4
(3
)
2
x
6
(3
)
2
x
6
6X
6
P
O
S
T
W
/
CC
Q
5
-
6
S
D
S
2
.
5
W/
(
3
0
)
1
/
4
"
x
2
-
1
/
2
"
SD
S
S
C
R
E
W
S
4X
4
P
O
S
T
&
(
2
)
L
C
E
4
P
O
S
T
CA
P
w
/
(
2
4
)
0
.
1
6
2
x
3
1
/
2
"
PRE-MANUFACTURED VAULTED TRUSSES @ 24" O.C.PRE-MANUFACTURED TRUSSES @ 24" O.C.
CA
N
T
I
L
E
V
E
R
CA
N
T
I
L
E
V
E
R
(2) 2x6 (2) 2x6
2X
1
0
R
I
D
G
E
3 8 "
P
L
Y
W
O
O
D
G
U
S
S
E
T
W
/
(
8
)
8
d
TO
C
R
I
P
P
L
E
&
R
A
F
T
E
R
2X
6
R
A
F
T
E
R
S
@
2
4
"
O
.
C
.
RA
F
T
E
R
O
R
T
R
U
S
S
2X
6
C
R
I
P
P
L
E
@
2
4
"
O
.
C
W
/
2X
6
S
L
E
E
P
E
R
T
O
R
A
F
T
E
R
CO
N
T
I
N
U
O
U
S
S
H
E
A
T
H
I
N
G
UN
D
E
R
C
A
L
I
F
O
R
N
I
A
O
V
E
R
FR
A
M
I
N
G
CO
N
N
E
C
T
RA
F
T
E
R
T
O
VA
L
L
E
Y
P
L
A
T
E
W/
A
3
5
W
/
(1
2
)
0
.
1
3
1
X
1
-
1
/
2
"
NA
I
L
R
O
O
F
T
O
P
L
Y
W
O
O
D
T
O
R
I
D
G
E
&
V
A
L
L
E
Y
P
L
A
T
E
S
W
/
8
d
@
4
"
O
.
C
RO
O
F
P
L
Y
W
O
O
D
(2
)
1
6
d
T
O
E
N
A
I
L
S
2X
6
C
R
I
P
P
L
E
W
/
(
2
)
1
6
d
T
O
SL
E
E
P
E
R
2X
4
S
L
E
E
P
E
R
X
1
2
"
L
G
.
W
/
(
4
)
16
d
T
O
T
R
U
S
S
TR
U
S
S
O
R
R
A
F
T
E
R
CO
N
T
I
N
U
O
U
S
S
H
E
A
T
H
I
N
G
U
N
D
E
R
CA
L
I
F
O
R
N
I
A
O
V
E
R
F
R
A
M
I
N
G
2X
6
R
A
F
T
E
R
S
AD
D
I
T
I
O
N
A
L
O
V
E
R
F
R
A
M
I
N
G
D
E
T
A
I
L
SC
A
L
E
:
1
/
4
"
=
1
'
-
0
"
(3
)
1
0
d
V
A
L
L
E
Y
P
L
A
T
E
T
O
E
A
T
R
U
S
S
(3
)
1
0
d
S
L
E
E
P
E
R
TO
E
A
T
R
U
S
S
(T
Y
P
)
2X
6
S
L
E
E
P
E
R
SL
E
E
P
E
R
1X
1
0
V
A
L
L
E
Y
P
L
A
T
E
5
BE
A
M
O
R
W
A
L
L
BE
L
O
W
"
S
H
E
A
R
C
O
L
L
E
C
T
O
R
"
SU
P
P
O
R
T
E
D
P
E
N
E
L
E
D
G
E
S
RO
O
F
E
A
V
E
O
R
CA
N
T
I
L
E
V
E
R
E
D
E
D
G
E
DI
A
P
H
R
A
G
M
B
O
U
N
D
A
R
Y
FI
E
L
D
N
A
I
L
S
AL
I
G
N
S
T
R
U
C
T
U
R
A
L
P
A
N
E
L
w/
F
I
R
S
T
J
O
I
N
T
A
T
O
V
E
R
H
A
N
G
FR
M
'
G
C
L
I
P
O
R
H
A
N
G
E
R
SE
E
D
E
T
A
I
L
S
OU
T
R
I
G
G
E
R
S
OR
I
E
N
T
L
O
N
G
E
D
G
E
O
F
P
A
N
E
L
PE
R
P
E
N
D
I
C
U
L
A
R
T
O
F
R
A
M
I
N
G
M
E
M
B
E
R
S
UN
L
E
S
S
N
O
T
E
D
O
T
H
E
R
W
I
S
E
RO
O
F
R
A
F
T
E
R
S
O
R
F
L
O
O
R
J
O
I
S
T
S
T
Y
P
CO
N
T
.
P
A
N
E
L
ED
G
E
S
HE
A
D
E
R
OP
N
'
G
P
E
R
P
L
A
N
FI
E
L
D
N
A
I
L
S
ST
R
U
C
T
U
R
A
L
PA
N
E
L
T
Y
P
DI
A
P
H
R
A
G
M
B
O
U
N
D
A
R
Y
AL
L
F
A
S
T
E
N
E
R
S
S
H
A
L
L
B
E
D
I
R
V
E
N
F
L
U
S
H
w/
S
U
R
F
A
C
E
O
F
S
T
R
U
C
T
U
R
A
L
P
A
N
E
L
WA
L
L
O
R
H
E
A
D
E
R
BE
L
O
W
TY
P
I
C
A
L
D
I
A
P
H
R
A
G
M
N
A
I
L
I
N
G
SC
A
L
E
:
3
/
1
6
"
=
1
'
-
0
"
ED
G
E
N
A
I
L
I
N
G
W
H
E
R
E
BL
O
C
K
I
N
G
I
S
R
E
Q
U
I
R
E
D
SE
E
R
O
O
F
&
F
L
O
O
R
FR
A
M
I
N
G
P
L
A
N
S
RBC W/ (12) 0.148 x 1-1/2" @ 24" OCROOF VENT (50 SQ IN) @ 14' OC 2'PREMANUFACTURED TRUSSES @ 24" O.C.ROOFING ON 30# FELT OVER 7/16" OSB SHEATHING w/ 1/2"CCX @ EXPOSED EAVES EDGE NAILING EXTERIOR FASCIA BOARD PER ARCH GUTTER STRUCTURAL SHEATHING SEE PLAN1X2 EAVE TRIMEDGENAILING 2X6 STUDS @ 16" OCPER ARCH TYPICAL TRUSS EAVE DETAIL SCALE: 1/2" = 1' - 0"1SOLID BLOCKING (VENT EVERY OTHER BLOCK)H2.5A ANCHOR w/ (10) 0.131x2 1/2"@ EACH TRUSS EXTERIOR SIDING PER ARCH.
MA
N
F
.
T
R
U
S
S
E
S
@
2
4
"
O
.
C
.
2x
4
C
R
O
S
S
BR
A
C
I
N
G
@
72
"
O
.
C
.
(4
)
1
0
d
PER ARCH 2x BACKER w/16d @ 12" O.C.
IN
T
O
T
O
P
P
L
A
T
E
(4) 10d EDGE NAILING STRUCTURAL SHEATHING SEE PLANEDGE NAILINGEXTERIOR BARGE BOARD w/ DRIP EDGE OVER 2x BACKER PER ARCH2x4 RAKE BRACE @ 48" O.C.EDGE NAILING
TY
P
I
C
A
L
T
R
U
S
S
G
A
B
L
E
E
N
D
D
E
T
A
I
L
SC
A
L
E
:
1
/
2
"
=
1
'
-
0
"
2
RO
O
F
I
N
G
O
N
3
0
#
F
E
L
T
O
V
E
R
7/
1
6
"
O
S
B
S
H
E
A
T
H
I
N
G
w
/
1
/
2
"
CC
X
@
E
X
P
O
S
E
D
E
A
V
E
S
16d @ 12" O.C. INTO BACKER EXTERIOR SIDING PER ARCH.
2X
6
S
T
U
D
S
@
16
"
O
C
TY
P
I
C
A
L
O
V
E
R
F
R
A
M
I
N
G
SC
A
L
E
:
1
/
8
"
=
1
'
-
0
"
RO
O
F
L
I
N
E
CL
I
P
B
A
S
E
O
F
2
X
C
R
I
P
P
L
E
TO
T
R
U
S
S
B
E
L
O
W
W
I
T
H
SI
M
P
S
O
N
A
3
4
WA
L
L
B
E
L
O
W
1X
1
0
V
A
L
L
E
Y
P
L
A
T
E
W
/
(2
)
S
D
S
1 4 X
4
1 4 T
O
EA
.
T
R
U
S
S
O
R
R
A
F
T
E
R
ST
A
G
G
E
R
C
R
I
P
P
L
E
S
US
E
M
I
N
.
15 32
A
P
A
R
A
T
E
D
ST
R
U
C
T
U
R
A
L
1
E
X
P
.
1
SH
E
A
T
H
I
N
G
W
I
T
H
24 16
S
P
A
N
RA
T
I
N
G
.
L
A
Y
P
A
N
E
L
S
WI
T
H
L
O
N
G
D
I
R
E
C
T
I
O
N
AC
R
O
S
S
S
U
P
P
O
R
T
S
CO
N
T
I
N
U
O
U
S
O
V
E
R
T
W
O
OR
M
O
R
E
S
P
A
N
S
.
N
A
I
L
S
SP
A
C
E
D
@
6
/
1
2
.
R
O
O
F
SH
E
A
T
H
I
N
G
S
H
A
L
L
B
E
CO
N
T
I
N
U
O
U
S
O
V
E
R
CA
L
I
F
O
R
N
I
A
O
V
E
R
FR
A
M
I
N
G
TR
U
S
S
O
R
R
A
F
T
E
R
(
T
Y
P
)
R
I
D
G
E
A3
5
T
Y
P
.
(3
)
1
0
d
V
A
L
L
E
Y
PL
A
T
E
T
O
E
A
TR
U
S
S
(
T
Y
P
)
2X
6
R
A
F
T
E
R
S
@
2
4
"
O
.
C
.
4
2x
4
F
R
A
M
I
N
G
@
2
4
"
O
.
C
.
ED
G
E
N
A
I
L
I
N
G
EX
T
E
R
I
O
R
FA
C
I
A
BO
A
R
D
GU
T
T
E
R
SE
E
A
R
C
H
EY
E
B
R
O
W
E
A
V
E
D
E
T
A
I
L
SC
A
L
E
:
1
/
2
"
=
1
'
-
0
"
3
EX
T
E
R
I
O
R
S
O
F
F
I
T
P
E
R
A
R
C
H
(2
)
A
3
4
C
L
I
P
S
w
/
(
8
)
#
9
x
1
1
/
2
"
S
D
ED
G
E
N
A
I
L
I
N
G
2x
W
A
L
L
w
/
S
T
R
U
C
T
U
R
A
L
SH
E
A
T
H
I
N
G
LS
T
A
1
5
W
/
(
1
2
)
0
.
1
4
8
x
2
1
/
2
"
W
R
A
P
AR
O
U
N
D
L
E
D
G
E
R
T
O
T
O
P
O
F
T
R
U
S
S
LU
S
2
4
H
A
N
G
E
R
S
E
E
P
L
A
N
WA
L
L
T
O
R
O
O
F
MT
L
.
F
L
A
S
H
I
N
G
2x
L
E
D
G
E
R
w
/
(
2
)
3
5
/
8
"
LE
D
G
E
R
-
L
O
K
@
1
6
"
O
.
C
.
2x
L
E
D
G
E
R
w
/
(
1
)
3
5
/
8
"
LE
D
G
E
R
-
L
O
K
@
1
6
"
O
.
C
.
ST
A
G
G
E
R
E
D
2x
4
B
A
C
K
E
R
BO
A
R
D
TO
P
C
H
O
R
D
SP
L
I
C
E
SP
L
I
C
E
T
O
O
C
C
U
R
@
C
OF
V
E
R
T
.
S
T
U
D
,
T
Y
P
.
L
NA
I
L
E
D
S
P
L
I
C
E
(8
)
1
6
d
@
4
"
o
.
c
.
S
T
A
G
G
E
R
E
D
@
E
A
.
S
I
D
E
O
F
S
P
L
I
C
E
ST
R
A
P
P
E
D
S
P
L
I
C
E
BO
T
T
O
M
C
H
O
R
D
SP
L
I
C
E
6'
-
0
"
M
I
N
.
B
E
T
W
E
E
N
S
P
L
I
C
E
S
4'
M
I
N
L
A
P
L
E
N
G
T
H
16
d
@
1
2
"
o
.
c
.
S
T
A
G
G
E
R
E
D
EL
S
E
W
H
E
R
E
CS
1
6
(
1
3
"
M
I
N
E
N
D
L
E
N
G
T
H
)
w
/
(
2
0
)
1
0
d
(
R
E
Q
U
I
R
E
D
A
T
T
O
P
PL
A
T
E
O
N
L
Y
)
TY
P
I
C
A
L
TO
P
C
H
O
R
D
S
P
L
I
C
E
SC
A
L
E
:
1
/
2
"
=
1
'
-
0
"
TY
P
I
C
A
L
B
U
I
L
T
-
U
P
C
O
L
U
M
N
A
T
B
E
A
M
PE
R
P
E
N
D
I
C
U
L
A
R
T
O
W
A
L
L
A3
5
BM
A
T
W
A
L
L
E
N
D
BM
A
T
W
A
L
L
ST
U
D
E
A
.
SI
D
E
PW
F
I
L
L
E
R
-
3
/
4
"
M
A
X
NO
T
E
:
PR
O
V
I
D
E
S
O
L
I
D
B
L
K
'
G
IN
J
O
I
S
T
B
E
L
O
W
A
L
L
B.
U
.
C
O
L
U
M
N
S
.
(6
)
1
6
d
E
A
.
SI
D
E
T
Y
P
.
A3
5
BU
I
L
T
-
U
P
C
O
L
U
M
N
D
E
T
A
I
L
SC
A
L
E
:
1
"
=
1
'
-
0
"
LA
M
I
N
A
T
E
E
A
S
T
U
D
TO
E
A
C
H
O
T
H
E
R
W
I
T
H
16
d
S
T
U
D
S
@
1
2
"
O
C
ST
A
G
G
E
R
E
D
TY
P
I
C
A
L
1.2.3.
UN
L
E
S
S
N
O
T
E
D
O
T
H
E
R
W
I
S
E
A
L
L
H
E
A
D
E
R
A
N
D
B
E
A
M
S
U
P
P
O
R
T
S
S
H
A
L
L
CO
N
F
O
R
M
T
O
T
H
I
S
S
C
H
E
D
U
L
E
.
AL
L
B
U
I
L
T
-
U
P
S
U
P
P
O
R
T
S
W
I
L
L
M
A
T
C
H
O
R
E
X
C
E
E
D
W
I
D
T
H
O
F
S
U
P
P
O
R
T
E
D
BE
A
M
.
AL
L
B
E
A
M
S
A
N
D
H
E
A
D
E
R
S
A
R
E
T
O
B
E
4
x
1
0
D
F
#
2
U
N
L
E
S
S
N
O
T
E
D
O
T
H
E
R
W
I
S
E
.
KI
N
G
S
T
U
D
S
R
E
Q
.
16
"
O
.
C
.
S
T
U
D
S
P
A
C
I
N
G
HE
A
D
E
R
S
I
Z
E
SE
E
P
L
A
N
SE
E
P
L
A
N
SE
E
P
L
A
N
SE
E
P
L
A
N
SE
E
P
L
A
N
HE
A
D
E
R
&
B
E
A
M
S
C
H
E
D
U
L
E
(L
O
A
D
B
E
A
R
I
N
G
W
A
L
L
S
)
OP
E
N
I
N
G
S
I
Z
E
>5
'
-
0
"
T
O
8
'
-
0
"
>1
0
'
-
6
"
T
O
1
6
'
-
0
"
>8
'
-
0
"
T
O
1
0
'
-
6
"
UP
T
O
3
'
-
6
"
>3
'
-
6
"
T
O
5
'
-
0
"
HE
A
D
E
R
&
B
E
A
M
N
O
T
E
S
:
TR
I
M
M
E
R
S
R
E
Q
.
2 3312
2 3321
2
2
4
3
3
2
21
1 1
2x
6
2x
4
2x
6
2x
4
D
1.
5
x
D
m
i
n
L
L
L
LA
R
G
E
S
T
O
F
1
.
5
x
D
OR
4
x
L
1
O
R
4
x
1
2
1.
5
x
D
m
i
n
1.
5
x
D
m
i
n
1.
5
x
D
m
i
n
R
Mi
c
r
o
l
l
a
m
L
V
L
,
P
a
r
a
l
l
a
m
P
S
L
,
T
i
m
b
e
r
S
t
r
a
n
d
L
S
L
,
H
O
L
E
C
H
A
R
T
R
R
Ho
l
e
T
y
p
e
Ro
u
n
d
Ma
x
.
H
o
l
e
S
i
z
e
2/
3
M
e
m
b
e
r
D
e
p
t
h
(
D
)
Ma
x
.
N
u
m
b
e
r
O
f
H
o
l
e
No
L
i
m
i
t
D/
3
<
H
o
l
e
D
i
a
m
e
t
e
r
≤ 2
D
/
3
3
Ho
l
e
D
i
a
m
e
t
e
r
≤ D
/
3
Ho
l
e
E
d
g
e
t
o
H
o
l
e
E
d
g
e
In
s
i
d
e
F
a
c
e
o
f
S
u
p
p
o
r
t
t
o
H
o
l
e
E
d
g
e
La
r
g
e
r
o
f
1
.
5
D
o
r
4
T
m
e
s
t
h
e
Di
a
m
e
t
e
r
o
f
L
a
r
g
e
r
H
o
l
e
Ho
l
e
L
o
c
a
t
i
o
n
Co
n
s
t
r
a
i
n
t
s
Mi
n
.
1
.
5
D
Vi
r
t
i
c
a
l
L
o
c
a
t
i
o
n
Mi
n
i
m
u
m
0
.
1
5
T
i
m
e
s
M
e
m
b
e
r
D
e
p
t
h
f
r
o
m
E
d
g
e
o
f
B
e
a
m
t
o
E
d
g
e
o
f
H
o
l
e
S21ROOF FRAMING PLAN SCALE: 1/4" = 1' - 0"REVISIONS: DATE:DRAWN BY: __________DATE: _______________AGENCY NO.: _________SHEET: _____ OF _____JOB NO.: ____________SaG 01-15-2021 21-0013PROFESSIONAL E N G I N E E RSTATE O F W A S H I N G T ON R E G I S T E R E D c 5737 LINDERSON WAY SW,TUMWATER, WA. 98501 PO BOX 4420, TUMWATER, WA. 98501 (360) 890-4806 E-MAIL: erik@thelanddeveloper.comCOPYRIGHT 2020 RELIANT DESIGN GROUP PROJECT: LOT 54 PUGET LOOP RESIDENCE 54 PUGET LOOP PORT LUDLOW, WA CLIENT: BOB RESTER LIVINGSTONE CUSTOM HOME, LLC 5505 207th Street Ct E Spanaway, WA 983874/101
HD
1
HD
1
HD
1
HD
1
HD
1
HD
1
HD1 HD1HD3 HD3 HD1 HD1HD1HD3HD3
HD
1
HD
1
CO
N
T
R
A
C
T
O
R
N
O
T
E
:
CO
O
R
D
I
N
A
T
E
H
O
L
D
O
W
N
E
M
B
E
D
M
E
N
T
S
F
O
R
H
O
L
D
O
W
N
S
WI
T
H
T
H
E
T
Y
P
I
C
A
L
F
O
O
T
I
N
G
D
E
T
A
I
L
S
.
HO
L
D
O
W
N
PE
R
P
L
A
N
3/
8
"
ED
G
E
N
A
I
L
I
N
G
8d
M
I
N
@
6
"
O
.
C
.
U.
N
.
O
.
O
N
P
L
A
N
S
SH
E
A
T
H
I
N
G
*
F
O
R
S
P
E
C
I
F
I
C
W
A
L
L
TY
P
E
N
A
I
L
I
N
G
,
S
E
E
S
H
E
A
R
PA
N
E
L
N
O
T
E
S
.
NO
T
E
S
:
PA
N
E
L
E
D
G
E
N
A
I
L
I
N
G
A
N
D
P
L
A
T
E
N
A
I
L
I
N
G
S
H
A
L
L
B
E
S
T
A
G
G
E
R
E
D
I
N
A
L
L
C
A
S
E
S
.
SH
E
A
T
H
I
N
G
J
O
I
N
T
S
H
A
L
L
O
C
C
U
R
A
T
C
O
M
M
O
N
M
E
M
B
E
R
.
ED
G
E
N
A
I
L
I
N
G
A
S
C
A
L
L
E
D
F
O
R
O
N
P
L
A
N
S
&
D
E
T
A
I
L
S
A
P
P
L
I
E
S
T
O
A
R
E
A
S
IN
D
I
C
A
T
E
D
A
N
D
A
T
H
O
L
D
O
W
N
A
N
C
H
O
R
E
D
S
T
U
D
S
.
PR
O
V
I
D
E
3
x
M
E
M
B
E
R
S
A
T
A
L
L
P
A
N
E
L
E
D
G
E
S
W
H
E
R
E
I
N
D
I
C
A
T
E
D
I
N
S
C
H
E
D
U
L
E
.
1.2.3.4.
CO
N
C
R
E
T
E
F
O
O
T
I
N
G
PE
R
P
L
A
N
HO
L
D
O
W
N
A
N
C
H
O
R
PE
R
P
L
A
N
ED
G
E
N
A
I
L
I
N
G
D
E
T
A
I
L
SC
A
L
E
:
2
"
=
1
'
-
0
"
3/
8
"
ED
G
E
N
A
I
L
I
N
G
FI
E
L
D
N
A
I
L
I
N
G
W
A
L
8d
M
I
N
@
1
2
"
O
.
C
.
U.
N
.
O
.
O
N
P
L
A
N
S
DB
L
.
T
O
P
P
'
S
ST
A
G
G
E
R
E
D
NA
I
L
I
N
G
2x
M
I
N
3x
M
I
N
E
M
B
E
D
.
D
E
P
T
H
A.
B
.
'
S
P
E
R
S
H
E
A
R
WA
L
L
S
C
H
E
D
U
L
E
PA
N
E
L
S
C
H
A
D
U
L
E
N
A
I
L
I
N
G
PE
R
S
H
E
A
R
W
A
L
L
SC
H
E
D
U
L
E
PO
S
T
P
E
R
S
C
H
E
D
U
L
E
TY
P
I
C
A
L
S
H
E
A
R
W
A
L
L
N
A
I
L
I
N
G
SC
A
L
E
:
1
/
4
"
=
1
'
-
0
"
TY
P
I
C
A
L
H
O
L
D
O
W
N
A
T
F
O
U
N
D
A
T
I
O
N
SC
A
L
E
:
1
/
2
"
=
1
'
-
0
"
SH
E
A
R
W
A
L
L
PE
R
P
L
A
N
PA
N
E
L
E
D
G
E
*
NA
I
L
I
N
G
,
T
Y
P
.
SH
E
A
R
W
A
L
L
PE
R
P
L
A
N
NO
H
O
L
D
O
W
N
ST
R
A
P
H
O
L
D
O
W
N
PE
R
P
L
A
N
ST
R
A
P
H
O
L
D
O
W
N
IN
T
E
R
I
O
R
F
A
C
E
S
H
E
A
R
WA
L
L
W
H
E
R
E
O
C
C
U
R
S
PE
R
P
L
A
N
T
Y
P
.
2-
S
T
U
D
H
O
L
D
O
W
N
3
O
R
M
O
R
E
S
T
U
D
H
O
L
D
O
W
N
HO
L
D
O
W
N
PE
R
P
L
A
N
HO
L
D
O
W
N
PE
R
P
L
A
N
*
P
A
N
E
L
E
D
G
E
N
A
I
L
I
N
G
P
E
R
S
H
E
A
R
W
A
L
L
S
C
H
E
D
U
L
E
O
N
E
R
O
W
P
E
R
FR
A
M
I
N
G
M
E
M
B
E
R
P
E
R
F
A
C
E
.
N
A
I
L
S
P
A
C
I
N
G
O
F
A
L
L
R
O
W
S
T
O
M
E
E
T
RE
Q
U
I
R
M
E
N
T
S
O
F
T
H
E
H
I
G
H
E
R
S
T
R
E
N
G
T
H
S
H
E
A
R
W
A
L
L
.
TY
P
I
C
A
L
C
O
R
N
E
R
D
E
T
A
I
L
S
SC
A
L
E
:
1
/
2
"
=
1
'
-
0
"
L
TH
E
R
E
S
H
A
L
L
B
E
A
C
O
N
T
I
N
U
O
U
S
F
O
O
T
I
N
G
U
N
D
E
R
A
L
L
B
R
A
C
E
D
P
A
N
E
L
S
WA
L
L
S
H
A
L
L
B
E
F
R
A
M
E
D
W
I
T
H
S
T
U
D
S
A
T
1
6
"
O
.
C
.
O
R
P
A
N
E
L
S
A
R
E
A
P
P
L
I
E
D
W
I
T
H
L
O
N
G
D
I
M
E
N
S
I
O
N
A
C
R
O
S
S
S
T
U
D
S
.
PL
A
T
E
N
A
I
L
I
N
G
S
H
A
L
L
C
O
N
N
E
C
T
B
O
T
T
O
M
P
L
A
T
E
T
O
B
L
O
C
K
I
N
G
A
N
D
B
L
O
C
K
I
N
G
T
O
S
H
E
A
R
W
A
L
L
P
L
A
T
E
S
B
E
L
O
W
.
SD
S
S
C
R
E
W
S
H
A
L
L
B
E
5
"
L
O
N
G
F
O
R
C
O
N
N
E
C
T
I
N
G
B
O
T
T
O
M
P
L
A
T
E
T
O
B
L
O
C
K
I
N
G
,
A
N
D
6
"
L
O
N
G
F
O
R
C
O
N
N
E
C
T
I
N
G
D
O
U
B
L
E
T
O
P
P
L
A
T
E
T
O
B
L
O
C
K
I
N
G
.
SH
E
A
R
C
L
I
P
C
A
N
B
E
U
S
E
D
T
O
T
R
A
N
S
F
E
R
S
H
E
A
R
W
A
L
L
S
H
E
A
R
V
A
L
U
E
I
N
L
I
E
U
O
F
P
L
A
T
E
N
A
I
L
I
N
G
.
AL
L
F
R
A
M
I
N
G
M
E
M
B
E
R
S
R
E
C
E
I
V
I
N
G
E
D
G
E
N
A
I
L
I
N
G
F
R
O
M
A
B
U
T
T
I
N
G
P
A
N
E
L
S
S
H
A
L
L
N
O
T
B
E
L
E
S
S
T
H
A
N
A
S
I
N
G
L
E
3
-
I
N
C
H
N
O
M
I
N
A
L
M
E
M
B
E
R
O
R
T
W
O
2-
I
N
C
H
N
O
M
I
N
A
L
M
E
M
B
E
R
S
F
A
S
T
E
N
E
D
I
N
A
C
C
O
R
D
A
N
C
E
W
I
T
H
2
0
1
8
I
B
C
S
E
C
T
I
O
N
2
3
0
6
.
1
T
O
T
R
A
N
S
F
E
R
T
H
E
D
E
S
I
G
N
S
H
E
A
R
V
A
L
U
E
B
E
T
W
E
E
N
F
R
A
M
I
N
G
ME
M
B
E
R
S
.
W
O
O
D
S
T
R
U
C
T
U
R
A
L
P
A
N
E
L
J
O
I
N
T
A
N
D
S
I
L
L
P
L
A
T
E
N
A
I
L
I
N
G
S
H
A
L
L
B
E
S
T
A
G
G
E
R
E
D
I
N
A
L
L
C
A
S
E
S
.
AL
L
W
A
L
L
L
I
N
E
S
D
E
S
I
G
N
A
T
E
D
A
S
P
E
R
F
O
R
A
T
E
D
S
H
E
A
R
W
A
L
L
S
H
A
L
L
E
X
T
E
N
D
S
H
E
A
R
W
A
L
L
N
A
I
L
I
N
G
I
N
C
L
U
D
I
N
G
E
D
G
E
N
A
I
L
I
N
G
A
R
O
U
N
D
P
E
R
I
M
E
T
E
R
O
F
OP
E
N
I
N
G
.
F
I
E
L
D
N
A
I
L
A
B
O
V
E
A
N
D
B
E
L
O
W
O
P
E
N
I
N
G
A
N
D
E
D
G
E
N
A
I
L
P
A
N
E
L
E
D
G
E
S
P
E
R
A
D
J
A
C
E
N
T
S
H
E
A
R
W
A
L
L
T
Y
P
E
.
AL
L
F
R
A
M
I
N
G
M
E
M
B
E
R
S
R
E
C
E
I
V
I
N
G
E
D
G
E
N
A
I
L
I
N
G
F
R
O
M
A
B
U
T
T
I
N
G
P
A
N
E
L
S
S
H
A
L
L
N
O
T
B
E
L
E
S
S
T
H
A
N
A
S
I
N
G
L
E
4
-
I
N
C
H
N
O
M
I
N
A
L
M
E
M
B
E
R
F
A
S
T
E
N
E
D
IN
AC
C
O
R
D
A
N
C
E
W
I
T
H
2
0
1
8
I
B
C
S
E
C
T
I
O
N
2
3
0
6
.
1
T
O
T
R
A
N
S
F
E
R
T
H
E
D
E
S
I
G
N
S
H
E
A
R
V
A
L
U
E
B
E
T
W
E
E
N
F
R
A
M
I
N
G
M
E
M
B
E
R
S
.
W
O
O
D
S
T
R
U
C
T
U
R
A
L
P
A
N
E
L
JO
I
N
T
A
N
D
S
I
L
L
P
L
A
T
E
N
A
I
L
I
N
G
S
H
A
L
L
B
E
S
T
A
G
G
E
R
E
D
I
N
A
L
L
C
A
S
E
S
.
A
L
L
P
A
N
E
L
E
D
G
E
S
A
N
D
S
H
E
A
T
H
I
N
G
E
D
G
E
S
S
H
A
L
L
B
E
B
L
O
C
K
E
D
.
PL
Y
W
O
O
D
S
H
A
L
L
B
E
R
A
T
E
D
S
T
R
U
C
T
U
R
A
L
I
,
3
2
O
C
A
N
D
B
E
5
-
P
L
Y
.
PL
Y
W
O
O
D
S
H
A
L
L
B
E
R
A
T
E
D
S
T
R
U
C
T
U
R
A
L
I
,
4
8
O
C
A
N
D
B
E
4
-
P
L
Y
.
LT
P
4
W
/
(
1
2
)
0
.
1
3
1
X
1
-
1
/
2
"
PL
A
T
E
W
A
S
H
E
R
S
S
H
A
L
L
E
X
T
E
N
D
T
O
W
I
T
H
I
N
1
/
2
"
O
F
T
H
E
E
D
G
E
O
F
T
H
E
B
O
T
T
O
M
P
L
A
T
E
O
N
T
H
E
S
I
D
E
(
S
)
W
I
T
H
S
H
E
A
T
H
I
N
G
O
R
O
T
H
E
R
M
A
T
E
R
I
A
L
W
I
T
H
UN
I
T
SH
E
A
R
C
A
P
A
C
I
T
Y
O
F
4
0
0
P
L
F
F
O
R
W
I
N
D
O
R
S
E
I
S
M
I
C
.
1.2.3.4.5.6.7.8.9.10
.
11
.
SH
E
A
R
W
A
L
L
N
O
T
E
S
7/
1
6
"
S
h
e
a
t
h
i
n
g
,
p
l
y
w
o
o
d
si
d
i
n
g
e
x
c
e
p
t
G
r
o
u
p
5
S
p
e
c
i
e
s
7/
1
6
"
S
h
e
a
t
h
i
n
g
,
p
l
y
w
o
o
d
si
d
i
n
g
e
x
c
e
p
t
G
r
o
u
p
5
S
p
e
c
i
e
s
SH
E
A
T
I
N
G
MA
R
K
DA
Si
n
g
l
e
Si
n
g
l
e
SH
E
A
R
(
p
l
f
)
SE
I
S
M
I
C
A
L
L
O
W
A
B
L
E
LT
P
4
@
0
'
-
6
"
5/
8
"
x
1
0
"
@
2
'
-
6
"
LT
P
4
@
1
'
-
6
"
5
/
8
"
x
1
0
"
@
4
'
-
0
"
2X
M
U
D
S
I
L
L
5/
8
"
x
1
2
"
@
3
'
-
0
"
6
7
0
5/
8
"
x
1
2
"
@
6
'
-
0
"
3X
M
U
D
S
I
L
L
25
5
MU
D
S
I
L
L
A
N
C
H
O
R
S
1,
2
,
3
,
4
,
5
,
1
0
,
1
1
0.
1
3
5
x
3
1 2 "
B
O
X
N
A
I
L
@
6
"
O
.
C
.
(O
R
6
"
O
.
C
.
T
O
E
N
A
I
L
)
OR
1
/
4
"
S
D
S
@
1
'
-
6
"
O
.
C
.
0.
1
3
5
x
3
1 2 "
B
O
X
N
A
I
L
@
2
"
O
.
C
.
(O
R
2
"
O
.
C
.
T
O
E
N
A
I
L
)
OR
1
/
4
"
S
D
S
@
0
'
-
1
0
"
O
.
C
.
(#
)
R
e
f
e
r
e
n
c
e
a
p
p
l
i
c
a
b
l
e
s
h
e
a
r
w
a
l
l
n
o
t
e
b
e
l
o
w
.
SH
E
A
R
W
A
L
L
S
C
H
E
D
U
L
E
NO
.
O
F
SI
D
E
S
ED
G
E
NA
I
L
FI
E
L
D
NA
I
L
PL
A
T
E
NA
I
L
SH
E
A
R
CL
I
P
SH
E
A
R
W
A
L
L
NO
T
E
S
1,
2
,
3
,
4
,
1
1
0.
1
3
1
x
2
1 2 "
@
6
"
0.
1
3
1
x
2
1 2 "
@
2
"
0.
1
3
1
x
2
1 2 "
@
1
2
"
0.
1
3
1
x
2
1 2 "
@
1
2
"
SH
E
A
R
(
p
l
f
)
WI
N
D
A
L
L
O
W
A
B
L
E
93
8
35
8
VE
R
T
I
C
A
L
H
O
L
D
O
W
N
S
T
R
A
P
S
:
(H
D
1
)
T
A
L
L
=
3
,
0
7
5
l
b
HD
U
2
-
S
D
S
2
.
5
W
/
(
6
)
S
D
S
¼
x
2
½
"
I
N
T
O
(
2
)
2
x
W
/
SS
T
B
1
6
A
.
B
.
W
/
(
1
3
"
M
I
N
E
M
B
E
D
)
O
R
PA
B
5
A
.
B
.
w
/
(
4
"
E
M
B
E
D
)
(H
D
3
)
T
A
L
L
=
6
,
7
6
5
l
b
HD
U
8
-
S
D
S
2
.
5
W
/
(
2
0
)
S
D
S
¼
x
2
½
"
I
N
T
O
4
x
W
/
SS
T
B
2
8
A
.
B
.
W
/
(
2
5
"
M
I
N
.
E
M
B
E
D
)
O
R
PA
B
7
A
.
B
.
w
/
(
9
"
E
M
B
E
D
)
SI
M
P
S
O
N
S
T
R
O
N
G
T
I
E
S
T
R
A
P
T
I
E
S
:
NO
T
E
:
S
T
R
A
P
S
M
A
Y
B
E
A
P
P
L
I
E
D
TO
T
H
E
I
N
S
I
D
E
O
R
O
U
T
S
I
D
E
FA
C
E
O
F
S
T
U
D
S
.
S31MAIN FLOOR SHEAR & HOLDOWN PLAN SCALE: 1/4" = 1' - 0"REVISIONS: DATE:DRAWN BY: __________DATE: _______________AGENCY NO.: _________SHEET: _____ OF _____JOB NO.: ____________SaG 01-15-2021 21-0013PROFESSIONAL E N G I N E E RSTATE O F W A S H I N G T ON R E G I S T E R E D c 5737 LINDERSON WAY SW,TUMWATER, WA. 98501 PO BOX 4420, TUMWATER, WA. 98501 (360) 890-4806 E-MAIL: erik@thelanddeveloper.comCOPYRIGHT 2020 RELIANT DESIGN GROUP PROJECT: LOT 54 PUGET LOOP RESIDENCE 54 PUGET LOOP PORT LUDLOW, WA CLIENT: BOB RESTER LIVINGSTONE CUSTOM HOME, LLC 5505 207th Street Ct E Spanaway, WA 983875/101
6
/
1
0
1
7
/
1
0
1
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Building Information
Building height for lateral calculations (ft)
No. of stories
Building weight (Ibs)
1
9.00
54324
Floor Information
Redundancy Factor:
E-W:
N-S:
1.3
1.3
Floor opening area (sf)
Floor net area (sf)
Average height (ft)
1st
3018
0
9.00
Floor_ID
Diaphragms
Floor diaphragms for
Effective seismic weight (psf)
1st
Diaphragm
name Area (sf)
DL Walls Snow Storage Partitions Total
Type Remarks
D1 3018 15.00 3.00 0.00 0.00 0.00 18.00 Roof
Ignore opening in weight calculations
www.structuralsoft.com
8/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Seismic Loads
Design code
Lateral force calculation method
Seismic data:
Building occupancy category
Importance factor I
Soil site class
Response Spectral Acc. (0.2 sec) (S
Response Spectral Acc. (1.0 sec) (S
T
Fa
Fv
Max. Considered earthquake acc. S
Max. Considered earthquake acc. S
Design spectral acc. at short period S
Design spectral acc. at 1 s period S
Seismic design category based on short period
Seismic design category based on 1 S period
Is S
Project seismic design category
Seismic force resisting system
Response modification coefficient R
System overstrength coefficient Ωo
Table 1-1
Table 11.5-1
Table 20-3-1
Fig 22-1 through 22-14
Fig 22-1 through 22-14
Table 11.4-1
Fig 22-15 through 22-20
Table 11.4-2
(11.4-1)
(11.4-2)
Sec 11.6
(11.4-3)
(11.4-4)
Table 11.6-1
Table 11.6-2
Table 12.2-1
2015 IBC (ASCE 7-10) Equivalent
Lateral Force Procedure
II. Standard
1.00
D. Stiff soil profile
1.27
0.51
16.00
1.00
1.50
1.27
0.77
0.85
0.51
D
D
False
D
13. Light-framed walls sheathed with
wood structural panels rated for shear
resistance or steel sheets
6.50
3.00
Table 12.2-1
Design Response Spectral Acc. (0.2 sec) (S Fig 22-1 through 22-14
1.27
MS
M1
DS
D1
S )
S )
)1
(sec)L
>0.751
Subtract 0.50 of Resistance Factor for flexible
diaphragms True
Regular structure and 5 stories or less?
Building period T=T (12.8-7)
Building height (ft)
Approximate fundamental period parameters Table 12.8-2Ct =x =0.02 0.75
9.00
0.10
True
(sec)a
Maximum S Sec 12.8.1.3False
Base Shear Adjustment Factor 1
=1.50ss
Minimum C 0.01 12.8.5
0.13Seismic response coefficient C (12.8-2)
Adjusted C 0.13
s
s
s
For allowable stress design 0.7 E = 0.7 * W=
Seismic load:WV= Cs W = 0.13
0.09120.13
www.structuralsoft.com
9/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Total effective weight (lbs)
Total seismic force (ASD) (lbs)
54324
4953
=
=
Vertical seismic load distribution:
Fx = Cvx V
T =
K =
(12.8-11)
Sec 12.8.3
0.10
1.00
Fx (lbs)Wx * hx lb.fthx (ft)Wx (lbs)Floor Wx * hx
sum(Wi*Hi)
49531.00004889169.00543241st
488916Sum(W)=Sum(W*h)=54324
Diaphragm design force:
Diaphragm seismic forces:
12.10.1
Sec 12.10.1
Fpx (lbs)Max. ValueMin. ValueSum(Fi)Wpx (lbs)Sum(Wi) (lbs)Sum(Fi) (lbs)Floor
Sum(Wi)
Wpx
91991st495354324543244953 18398 9199
Seismic force verification:
%
Difference
Sum Wall
Forces
(lbs)Total Base
Shear
Point
Seismic Seismic
force from
mass
Seismic
factor
Total massSum point
mass
Sum of
diaphragm
masses
Direction
Masses Forces
Base Seismic Forces (lbs)
N-S
E-W
54324
54324
0
0
54324
54324
0.0912
0.0912
4953
4953
0
0
4953
4953
4953
4954
0.005
0.015
www.structuralsoft.com
10/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Wind Loads
Design Code:International Building Code 2015
ASCE7-10 (Method 2 - All Heights)Wind Standard:
C
Enclosed Building
II
85 MPH
No Topographic Obstructions
Exposure
Enclosure
Category
Wind Speed
Hill Shape:
Wind Data
13.50 ftMean Roof Height
1Importance Factor lw
Wind Load Distribution (North/South)
p (Wall-Windward) (psf)(psf)zqztKzKElev. Z (ft)
0-15 0.85 2.00 26.69 18.15
p (Roof Leeward) (psf)
p (Roof Windward) (psf)
p (Wall-Leeward) (psf)
-13.61
8.48
-11.34
Directionality Factor K 0.85d
Velocity Coefficient qz 0.00256 K z ztK dK 2V wI (6-15)
Table 6-4
Gust Effect Factor G 0.85 6.5.8.1
Pressures for MWFRS p
North/South C
qGC p (6-17)
p :
East/West Cp :
Windward Wall Cp
Leeward Wall Cp
Windward Wall Cp
Leeward Wall Cp
-0.50
0.80
-0.46
0.80
Velocity Coefficient qh 0.00256 K h ztK dK 2V wI (6-15)
Kh 0.85
(L/B)1.22
(L/B)0.82
www.structuralsoft.com
11/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Wind Load Distribution (East/West)
p (Wall-Windward) (psf)(psf)zqztKzKElev. Z (ft)
0-15 0.85 2.00 18.1526.69
p (Roof Leeward) (psf)
p (Roof Windward) (psf)
p (Wall-Leeward) (psf)-10.34
8.48
-13.61
www.structuralsoft.com
12/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Shear line reactions and shear wall forces
Floor ID:1st
Shear
line ID
Reaction (lbs)
Seismic Wind
Shear wall forces (lbs)
WindSeismic
R* Wall typeShear wall
ID
1-1 668 2426 6.50 Segmented
1-2 421 1530 6.50 Segmented
1 1090 3957
2-1 603 2221 6.50 Segmented
2-2 314 1157 6.50 Segmented
2-3 498 1834 6.50 Segmented
2 1414 5212
3-1 932 3802 6.50 Segmented3 932 3802
4-1 1014 4313 6.50 Segmented4 1014 4313
5-1 279 1329 6.50 Segmented
5-2 224 1067 6.50 Segmented
5 504 2396
a-1 466 1578 6.50 Segmented
a-2 169 572 6.50 Segmented
a-3 211 717 6.50 Segmented
a-4 489 1658 6.50 Segmented
a-5 183 620 6.50 Segmented
a 1518 5145
b-1 1845 4887 6.50 Segmentedb 1845 4887
c-1 301 928 6.50 Segmented
c-2 334 1029 6.50 Segmented
c-3 252 778 6.50 Segmented
c-4 252 778 6.50 Segmented
c 1140 3513
d-1 225 1156 6.50 Segmented
d-2 225 1156 6.50 Segmented
d 451 2312
www.structuralsoft.com
13/101
DATESUBJECT
SHTPROJECT OFCHECKED
JOB NO.DESIGNED
LOT 54 PUGET LOOP RES
NEW HOUSE
MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
21-001Company Name
Shear Wall Schedule
Mudsill AnchorsMark Sheathing Edge
Nail
Field
Nail
Plate Nail Shear Clip
2X Mudsill 3X Mudsill
Allowable
Shear (plf)
RemarksNo. of
sides
Material
A 7/16" Sheathing, plywood
siding except Group 5
Species
8d @ 6"8d @
12"
LTP4 @ 0'-4"5/8" x 10" @ 2'-1"5/8" x 12" @
4'-0"
255 116d @ 0'-1"Single DF
B 7/16" Sheathing, plywood
siding except Group 5
Species
8d @ 4"8d @
12"
LTP4 @ 0'-4"5/8" x 10" @ 1'-5"5/8" x 12" @
2'-11"
380 1,216d @ 0'-1"Single DF
C 7/16" Sheathing, plywood
siding except Group 5
Species
8d @ 3"8d @
12"
LTP4 @ 0'-4"5/8" x 10" @ 1'-1"5/8" x 12" @
2'-3"
490 1,216d @ 0'-1"Single DF
D 7/16" Sheathing, plywood
siding except Group 5
Species
8d @ 2"8d @
12"
LTP4 @ 0'-4"N/A 5/8" x 12" @
1'-9"
640 1,216d @ 0'-1"Single DF
E 19/32" Sheathing, plywood
siding except Group 5
Species
10d @
2"
10d @
12"
LTP4 @ 0'-4"N/A 5/8" x 12" @
1'-3"
870 1,21/4"x6" SDS @
0'-5"
Single DF
2C 3/8" Sheathing, plywood
siding except Group 5
Species
8d @ 3"8d @
12"
LTP4 @ 0'-4"N/A 3/4" x 12" @
2'-0"
980 1,21/4"x6" SDS @
0'-6"
Double DF
2D 7/16" Sheathing, plywood
siding except Group 5
Species
8d @ 2"8d @
12"
LTP4 @ 0'-4"N/A 3/4" x 12" @
1'-8"
1,280 1,21/4"x6" SDS @
0'-5"
Double DF
E2 19/32" Sheathing, plywood
siding except Group 5
Species
10d @
2"
10d @
12"
LTP4 @ 0'-4"N/A 5/8" x 12" @
0'-7"
1,740 1,21/4"x6" SDS @
0'-3"
Double DF
1 WALL SHALL BE FRAMED WITH STUDS AT 16" O.C. OR PANELS ARE APPLIED WITH LONG DIMENSION ACROSS STUDS.
2 ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3-INCH NOMINAL MEMBER
OR TWO 2-INCH NOMINAL MEMBERS FASTEND IN ACCORDANCE WITH SECTION 2306.1 TO TRANSFER THE DESIGN SHEAR VALUE BETWEEN
FRAMING MEMBERS. WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES.
3 ALL HARDWARE SHALL BE USP STRUCTURAL CONNECTORS U.O.N.
www.structuralsoft.com
14/101
DATESUBJECT
SHTPROJECT OFCHECKED
JOB NO.DESIGNED
LOT 54 PUGET LOOP RES
NEW HOUSE
MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
21-001Company Name
Shear Wall Design
1st walls
Remarks
End JEnd I
Allowable
shear (plf)
Wall
type
H / WNet
Height
(ft)
Length
(ft)
Wall ID Hold-Down
Wind Seismic
Shear (plf)Adjusted allowable
shear (plf)
Wind Seismic
Wall
Drift (in)
1-1 25'-6" 9'-0" 0.35 A 2553495 357 255 0.09
1-2 16'-0" 9'-0" 0.56 A 255 HD13495357 255 0.25
2-1 18'-2" 9'-0" 0.50 A 255 HD143122357 255 0.26
2-2 9'-5" 9'-0" 0.95 A 255 HD1 none43122357 255 0.39
2-3 15'-0" 9'-0" 0.60 A 255 HD1 HD143122357 255 0.29
3-1 6'-5" 9'-0" 1.39 C 490 HD3 HD3188589686 490 0.69
4-1 5'-6" 9'-0" 1.64 D 640 HD3 HD3240784896 640 0.73
5-1 18'-6" 9'-0" 0.48 A 255 HD12072357 255 0.19
5-2 14'-11" 9'-0" 0.60 A 255 HD12072357 255 0.22
a-1 8'-2" 9'-0" 1.10 A 255 none none74193357 255 0.52
a-2 2'-11" 9'-0" 3.04 A 255 none HD174193357 168 1.11
a-3 3'-8" 9'-0" 2.43 A 255 HD3 none74193357 210 0.93
a-4 8'-6" 9'-0" 1.05 A 255 none74193357 255 0.50
a-5 3'-2" 9'-0" 2.81 A 255 none HD174193357 182 1.04
www.structuralsoft.com
15/101
DATESUBJECT
SHTPROJECT OFCHECKED
JOB NO.DESIGNED
LOT 54 PUGET LOOP RES
NEW HOUSE
MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
21-001Company Name
1st walls
b-1 20'-0" 9'-0" 0.45 A 255119243 357 255 0.33
c-1 4'-7" 9'-0" 1.95 A 255 HD1 none85201357 255 0.81
c-2 5'-1" 9'-0" 1.76 A 255 none HD185201357 255 0.76
c-3 3'-10" 9'-0" 2.32 A 255 HD3 none85201357 220 0.93
c-4 3'-10" 9'-0" 2.32 A 255 none HD185201357 220 0.93
d-1 4'-1" 9'-0" 2.18 A 255 HD1 HD171280357 234 0.84
d-2 4'-1" 9'-0" 2.18 A 255 HD1 HD171280357 234 0.84
www.structuralsoft.com
16/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
HOLD-DOWN SCHEDULE
Mark Fastener Minimum Wood
Member
Anchor Bolt Capacity
(lbs)
Remarks
none none (2) 2 x 4 5/8" A.B. 1000
HD1 (6) SDS 1/4"x2-1/2" (2) 2 x 6 SSTB16 3075
HD3 (20) SDS 1/4"x2-1/2" 4 x 6 SSTB28 6765
www.structuralsoft.com
17/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Uplift Calculations
0.6D + W
(0.6 - 0.14S
Load Cases:
)D + 0.7pQDS E
1st Walls
Post ID Shear Wall
Reactions (lbs)
DL W
Wall
Height (ft)Hold Down
0.7E
Net Uplift
(lbs)
b-1 6117 -2190 -1075 14809 NRUP1
d-1 1361 -2522 -639 -17059 HD1UP5
d-2 1317 -2522 -639 -17319 HD1UP6
c-1 2635 -1807 -762 -2269 noneUP9
c-2 2738 -1807 -762 -1649 noneUP10
c-3 1999 -1807 -762 -6079 noneUP17
c-4 1895 -1807 -762 -6709 noneUP18
5-2 1699 -644 -176 3759UP21
5-1 2078 -644 -176 6039UP22
a-4 2896 -1739 -667 -19 noneUP25
a-5 1501 -1739 -667 -8389 noneUP26
a-3 2048 -1739 -667 -5109 noneUP29
a-4 3146 -1739 -667 1499 NRUP30
1-1 2717 -856 -307 7749UP33
a-1 1879 -1739 -667 -6129 noneUP38
a-1 2401 -1739 -667 -2999 noneUP41
a-2 1464 -1739 -667 -8619 noneUP42
1-2 2169 -856 -307 4459UP49
1-1 2755 -856 -307 7979UP50
a-3 939 -1739 -667 -11769 HD3UP59
3-1 749 -5298 -1689 -48499
a-2 557 -1739 -667 -14059 HD1UP63
2-1 1990 -1100 -388 939
www.structuralsoft.com
18/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
1st Walls
2-2 1027 -1100 -388 -4849 noneUP60
c-4 532 -1807 -762 -14879 HD1UP65
5-2 1584 -644 -176 3079
a-5 433 -1739 -667 -14799 HD1UP66
5-1 1947 -644 -176 5259
c-3 838 -1807 -762 -13049 HD3UP67
4-1 561 -7057 -2157 -67219
4-1 822 -7057 -2157 -65649 HD3UP68
c-2 1032 -1807 -762 -11889UP69
c-1 922 -1807 -762 -12539 HD1UP70
d-2 409 -2522 -639 -22769 HD1UP71
2-3 2384 -1100 -388 3309
d-1 444 -2522 -639 -22559 HD1UP72
1-2 2514 -856 -307 6529
b-1 5242 -2190 -1075 9559 NRUP73
2-1 1858 -1100 -388 149UP74
3-1 539 -5298 -1689 -49749 HD3UP75
- NR indicates that no hold-down is required because there is no net uplift.
- No Selection indicates that uplift value is larger than available hold-down capacities defined in database.
- PP indicates hold-down attached to a pre-manufactured shear wall panel.
www.structuralsoft.com
19/101
DATESUBJECT
SHTPROJECT OFCHECKED
JOB NO.DESIGNED
LOT 54 PUGET LOOP RES
NEW HOUSE
MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
21-001Company Name
Diaphragm Design
D1Diaphragm_ID:Code Check
Diaphragm Shear: Passed
1stFloor_ID:
Nailing
NailingSheathingSpan
Grade Thickness
(in)
Boundary Other
edges
Min.
member
thickness
(in)
Effective depth
(ft)
Case
ID
For
shear
For
bending
Applied
shear
Allowable
shear
Seismic shear (plf)
Applied
shear
Allowable
shear
Seismic Wind
Diaphragm
type
Wind shear (plf)Chord force
(Ibs)
Ch
e
c
k
E-WLoad Direction:
a-b Sheathing and
Single-Floor 15/32 8d@6 8d@6 2 Unblocked 4 66.00 66.00 37 180 56 252.5 215 293 P
b-c Sheathing and
Single-Floor 15/32 8d@6 8d@6 2 Unblocked 4 66.00 66.00 16 180 23 252.5 41 59 P
c-d Sheathing and
Single-Floor 15/32 8d@6 8d@6 2 Unblocked 4 26.50 26.50 29 180 76 252.5 88 209 P
NailingSheathingSpan
Grade Thickness
(in)
Boundary Other
edges
Min.
member
thickness
(in)
Effective depth
(ft)
Case
ID
For
shear
For
bending
Applied
shear
Allowable
shear
Seismic shear (plf)
Applied
shear
Allowable
shear
Seismic Wind
Diaphragm
type
Wind shear (plf)Chord force
(Ibs)
Ch
e
c
k
N-SLoad Direction:
1-2 Sheathing and
Single-Floor 15/32 8d@6 8d@6 2 Unblocked 2 50.00 50.00 37 180 73 252.5 228 446 P
2-3 Sheathing and
Single-Floor 15/32 8d@6 8d@6 2 Unblocked 2 44.42 44.42 16 180 35 252.5 42 93 P
3-4 Sheathing and
Single-Floor 15/32 8d@6 8d@6 2 Unblocked 2 44.42 45.00 23 180 50 252.5 87 186 P
4-5 Sheathing and
Single-Floor 15/32 8d@6 8d@6 2 Unblocked 2 38.00 38.00 22 180 55 252.5 75 190 P
www.structuralsoft.com
20/101
DATESUBJECT
SHTPROJECT OFCHECKED
JOB NO.DESIGNED
LOT 54 PUGET LOOP RES
NEW HOUSE
MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
21-001Company Name
Design Code: IBC 2009 NOTE: BY OBSERVATION CALCS. COMPLY WITH IBC 2015
Project Load Combinations
Load Combination Name LDFWindSeismic
(0.7 QE)
Snow
Unbalanced
Snow
Balanced
Roof LiveLiveDeadID
1 D 1.000 0 0 0 0 0 0 0.9
2 D+L 1.000 1.000 0 0 0 0 0 1
3 D+Lr 1.000 0 1.000 0 0 0 0 1.25
4 D+S (Balanced)1.000 0 0 1.000 0 0 0 1.15
5 D+S (Unbalanced)1.000 0 0 0 1.000 0 0 1.15
6 D+0.75L+0.75Lr 1.000 0.750 0.750 0 0 0 0 1.25
7 D+0.75L+0.75S (Balanced)1.000 0.750 0 0.750 0 0 0 1.15
8 D+0.75L+0.75S (Unbalanced)1.000 0.750 0 0 0.750 0 0 1.15
9 D+0.7E (North)1.000 0 0 0 0 1.000 0 1.6
10 D+0.7E (South)1.000 0 0 0 0 1.000 0 1.6
11 D+0.7E (East)1.000 0 0 0 0 1.000 0 1.6
12 D+0.7E (West)1.000 0 0 0 0 1.000 0 1.6
13 D+0.7E (North)+0.75L+0.75Lr 1.000 0.750 0.750 0 0 1.000 0 1.6
14 D+0.7E (South)+0.75L+0.75Lr 1.000 0.750 0.750 0 0 1.000 0 1.6
15 D+0.7E (East)+0.75L+0.75Lr 1.000 0.750 0.750 0 0 1.000 0 1.6
16 D+0.7E (West)+0.75L+0.75Lr 1.000 0.750 0.750 0 0 1.000 0 1.6
17 D+0.7E (North)+0.75L+0.75S (Balanced)1.000 0.750 0 0.750 0 1.000 0 1.6
18 D+0.7E (North)+0.75L+0.75S (Unbalanced)1.000 0.750 0 0 0.750 1.000 0 1.6
19 D+0.7E (South)+0.75L+0.75S (Balanced)1.000 0.750 0 0.750 0 1.000 0 1.6
20 D+0.7E (South)+0.75L+0.75S (Unbalanced)1.000 0.750 0 0 0.750 1.000 0 1.6
21 D+0.7E (East)+0.75L+0.75S (Balanced)1.000 0.750 0 0.750 0 1.000 0 1.6
22 D+0.7E (East)+0.75L+0.75S (Unbalanced)1.000 0.750 0 0 0.750 1.000 0 1.6
23 D+0.7E (West)+0.75L+0.75S (Balanced)1.000 0.750 0 0.750 0 1.000 0 1.6
24 D+0.7E (West)+0.75L+0.75S (Unbalanced)1.000 0.750 0 0 0.750 1.000 0 1.6
25 06D+0.7E (North)0.600 0 0 0 0 1.000 0 1.6
26 06D+0.7E (South)0.600 0 0 0 0 1.000 0 1.6
27 06D+0.7E (East)0.600 0 0 0 0 1.000 0 1.6
28 06D+0.7E (West)0.600 0 0 0 0 1.000 0 1.6
29 D+W (North)1.000 0 0 0 0 0 1.000 1.6
www.structuralsoft.com
21/101
DATESUBJECT
SHTPROJECT OFCHECKED
JOB NO.DESIGNED
LOT 54 PUGET LOOP RES
NEW HOUSE
MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
21-001Company Name
Design Code: IBC 2009 NOTE: BY OBSERVATION CALCS. COMPLY WITH IBC 2015
Project Load Combinations
Load Combination Name LDFWindSeismic
(0.7 QE)
Snow
Unbalanced
Snow
Balanced
Roof LiveLiveDeadID
30 D+W (South)1.000 0 0 0 0 0 1.000 1.6
31 D+W (East)1.000 0 0 0 0 0 1.000 1.6
32 D+W (West)1.000 0 0 0 0 0 1.000 1.6
33 D+0.75W (North)+0.75L+0.75Lr 1.000 0.750 0.750 0 0 0 0.750 1.6
34 D+0.75W (South)+0.75L+0.75Lr 1.000 0.750 0.750 0 0 0 0.750 1.6
35 D+0.75W (East)+0.75L+0.75Lr 1.000 0.750 0.750 0 0 0 0.750 1.6
36 D+0.75W (West)+0.75L+0.75Lr 1.000 0.750 0.750 0 0 0 0.750 1.6
37 D+0.75W (North)+0.75L+0.75S (Balanced)1.000 0.750 0 0.750 0 0 0.750 1.6
38 D+0.75W (North)+0.75L+0.75S (Unbalanced)1.000 0.750 0 0 0.750 0 0.750 1.6
39 D+0.75W (South)+0.75L+0.75S (Balanced)1.000 0.750 0 0.750 0 0 0.750 1.6
40 D+0.75W (South)+0.75L+0.75S (Unbalanced)1.000 0.750 0 0 0.750 0 0.750 1.6
41 D+0.75W (East)+0.75L+0.75S (Balanced)1.000 0.750 0 0.750 0 0 0.750 1.6
42 D+0.75W (East)+0.75L+0.75S (Unbalanced)1.000 0.750 0 0 0.750 0 0.750 1.6
43 D+0.75W (West)+0.75L+0.75S (Balanced)1.000 0.750 0 0.750 0 0 0.750 1.6
44 D+0.75W (West)+0.75L+0.75S (Unbalanced)1.000 0.750 0 0 0.750 0 0.750 1.6
45 06D+W (North)0.600 0 0 0 0 0 1.000 1.6
46 06D+W (South)0.600 0 0 0 0 0 1.000 1.6
47 06D+W (East)0.600 0 0 0 0 0 1.000 1.6
48 06D+W (West)0.600 0 0 0 0 0 1.000 1.6
49 (1.0+0.145SDS)D+0.7ΩoQE (North) ASCE 12.4.3.2 #5 1.120 0 0 0 0 2.500 0 1.92
50 (1.0+0.145SDS)D+0.7ΩoQE (South) ASCE 12.4.3.2 #5 1.120 0 0 0 0 2.500 0 1.92
51 (1.0+0.145SDS)D+0.7ΩoQE (East) ASCE 12.4.3.2 #5 1.120 0 0 0 0 2.500 0 1.92
52 (1.0+0.145SDS)D+0.7ΩoQE (West) ASCE 12.4.3.2 #5 1.120 0 0 0 0 2.500 0 1.92
53 (1.0+0.105SDS)D+0.525ΩoQE(North)+0.75L+0.75Lr ASCE 12.4.3.2 #6 1.087 0.750 0.750 0 0 1.875 0 1.92
54 (1.0+0.105SDS)D+0.525ΩoQE(South)+0.75L+0.75Lr ASCE 12.4.3.2 #6 1.087 0.750 0.750 0 0 1.875 0 1.92
55 (1.0+0.105SDS)D+0.525ΩoQE(East)+0.75L+0.75Lr ASCE 12.4.3.2 #6 1.087 0.750 0.750 0 0 1.875 0 1.92
56 (1.0+0.105SDS)D+0.525ΩoQE(West)+0.75L+0.75Lr ASCE 12.4.3.2 #6 1.087 0.750 0.750 0 0 1.875 0 1.92
57 (1.0+0.105SDS)D+0.525ΩoQE(North)+0.75L+0.75S ASCE 12.4.3.2 #6 1.087 0.750 0 0.750 0 1.875 0 1.92
58 (1.0+0.105SDS)D+0.525ΩoQE(North)+0.75L+0.75S(U) ASCE 12.4.3.2 #6 1.087 0.750 0 0 0.750 1.875 0 1.92
59 (1.0+0.105SDS)D+0.525ΩoQE(South)+0.75L+0.75S ASCE 12.4.3.2 #6 1.087 0.750 0 0.750 0 1.875 0 1.92
www.structuralsoft.com
22/101
DATESUBJECT
SHTPROJECT OFCHECKED
JOB NO.DESIGNED
LOT 54 PUGET LOOP RES
NEW HOUSE
MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
21-001Company Name
Design Code: IBC 2009 NOTE: BY OBSERVATION CALCS. COMPLY WITH IBC 2015
Project Load Combinations
Load Combination Name LDFWindSeismic
(0.7 QE)
Snow
Unbalanced
Snow
Balanced
Roof LiveLiveDeadID
60 (1.0+0.105SDS)D+0.525ΩoQE(South)+0.75L+0.75S(U) ASCE 12.4.3.2 #6 1.087 0.750 0 0 0.750 1.875 0 1.92
61 (1.0+0.105SDS)D+0.525ΩoQE(East)+0.75L+0.75S ASCE 12.4.3.2 #6 1.087 0.750 0 0.750 0 1.875 0 1.92
62 (1.0+0.105SDS)D+0.525ΩoQE(East)+0.75L+0.75S(U) ASCE 12.4.3.2 #6 1.087 0.750 0 0 0.750 1.875 0 1.92
63 (1.0+0.105SDS)D+0.525ΩoQE(West)+0.75L+0.75S ASCE 12.4.3.2 #6 1.087 0.750 0 0.750 0 1.875 0 1.92
64 (1.0+0.105SDS)D+0.525ΩoQE(West)+0.75L+0.75S(U) ASCE 12.4.3.2 #6 1.087 0.750 0 0 0.750 1.875 0 1.92
65 (0.6-0.145SDS)D+0.7ΩoQE (North) ASCE 12.4.3.2 #8 0.480 0 0 0 0 2.500 0 1.92
66 (0.6-0.145SDS)D+0.7ΩoQE (South) ASCE 12.4.3.2 #8 0.480 0 0 0 0 2.500 0 1.92
67 (0.6-0.145SDS)D+0.7ΩoQE (East) ASCE 12.4.3.2 #8 0.480 0 0 0 0 2.500 0 1.92
68 (0.6-0.145SDS)D+0.7ΩoQE (West) ASCE 12.4.3.2 #8 0.480 0 0 0 0 2.500 0 1.92
www.structuralsoft.com
23/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B1 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
2.50
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):2.50
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P1 0.00 204 521 0 0 0 1.59 2
Strip 1 2.50 109 266 0 0 0 0.82 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.11 2041.03-3 0.00
D+L 0.37 7251.03-14 0.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 25 972 2.6 9 162 5.8
D+L 1.00 90 1080 8.3 34 180 18.7
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.001P1-Strip 1 0.12 Passed L/999+1.25 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P1-Strip 1 0.001 0.08 1.25 Passed L/999+
www.structuralsoft.com
24/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B2 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P2 0.00 489 1247 0 0 0 3.81 2
P1 6.00 472 1201 0 0 0 3.67 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.74 4893.03-35 0.00
D+L 2.63 17373.03-127 0.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 178 972 18.3 23 162 14.0
D+L 1.00 631 1080 58.5 80 180 44.7
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.046P2-P1 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P2-P1 0.033 0.20 3.00 Passed L/999+
www.structuralsoft.com
25/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B3 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P7 0.00 417 1055 0 0 0 3.23 2
P2 6.00 471 1197 0 0 0 3.66 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.70 -4712.86-32 6.00
D+L 2.46 -16682.86-121 6.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 167 972 17.2 22 162 13.5
D+L 1.00 593 1080 54.9 77 180 42.9
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.043P7-P2 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P7-P2 0.031 0.20 3.00 Passed L/999+
www.structuralsoft.com
26/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B4 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P3 0.00 374 941 0 0 0 2.88 2
P7 6.00 367 921 0 0 0 2.82 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.56 3743.03-40 0.00
D+L 1.95 13153.03-146 0.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 134 972 13.8 17 162 10.7
D+L 1.00 470 1080 43.5 61 180 33.8
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.034P3-P7 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P3-P7 0.024 0.20 3.00 Passed L/999+
www.structuralsoft.com
27/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B5 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P4 0.00 423 1069 0 0 0 3.27 2
P3 6.00 376 944 0 0 0 2.89 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.61 4232.86-45 0.00
D+L 2.17 14922.86-167 0.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 148 972 15.2 20 162 12.1
D+L 1.00 521 1080 48.2 69 180 38.4
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.037P4-P3 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P4-P3 0.027 0.20 3.00 Passed L/999+
www.structuralsoft.com
28/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B6 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P5 0.00 427 1080 0 0 0 3.30 2
P4 6.00 415 1048 0 0 0 3.21 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.64 4273.03-38 0.00
D+L 2.26 15073.03-137 0.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 154 972 15.8 20 162 12.2
D+L 1.00 543 1080 50.3 70 180 38.8
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.039P5-P4 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P5-P4 0.028 0.20 3.00 Passed L/999+
www.structuralsoft.com
29/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B7 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.77
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.77
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P6 0.00 443 1116 0 0 0 3.42 2
P5 6.77 468 1183 0 0 0 3.62 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.81 -4683.64-90 6.77
D+L 2.85 -16523.64-325 6.77
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 194 972 20.0 22 162 13.4
D+L 1.00 686 1080 63.5 77 180 42.5
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.064P6-P5 0.34 Passed L/999+3.39 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P6-P5 0.046 0.23 3.39 Passed L/999+
www.structuralsoft.com
30/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B8 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.77
False
False
True
0.00
0.77
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):5.23
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:4
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P24 0.00 399 1014 0 0 0 3.10 2
P23 5.23 339 837 0 0 0 2.58 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.48 3993.03-57 0.00
D+L 1.70 14133.03-200 0.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 116 972 11.9 18 162 11.4
D+L 1.00 410 1080 37.9 65 180 36.4
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.022P24-P23 0.26 Passed L/999+2.50 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P24-P23 0.016 0.17 2.50 Passed L/999+
www.structuralsoft.com
31/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B9 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
2.73
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):2.73
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P8 0.00 130 319 0 0 0 0.98 2
Strip 1 2.73 77 174 0 0 0 0.55 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.09 1301.03-21 0.00
D+L 0.31 4491.03-82 0.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 21 972 2.2 6 162 3.7
D+L 1.00 75 1080 6.9 21 180 11.6
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.001P8-Strip 1 0.14 Passed L/999+1.24 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P8-Strip 1 0.001 0.09 1.24 Passed L/999+
www.structuralsoft.com
32/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B10 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P9 0.00 357 894 0 0 0 2.74 2
P8 6.00 364 912 0 0 0 2.80 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.54 -3643.03-47 6.00
D+L 1.89 -12763.03-172 6.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 130 972 13.3 17 162 10.4
D+L 1.00 454 1080 42.1 59 180 32.8
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.033P9-P8 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P9-P8 0.023 0.20 3.00 Passed L/999+
www.structuralsoft.com
33/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B11 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P10 0.00 344 859 0 0 0 2.64 2
P9 6.00 351 877 0 0 0 2.69 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.53 -3513.03-34 6.00
D+L 1.87 -12283.03-124 6.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 129 972 13.2 16 162 10.0
D+L 1.00 450 1080 41.7 57 180 31.6
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.033P10-P9 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P10-P9 0.023 0.20 3.00 Passed L/999+
www.structuralsoft.com
34/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B12 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P11 0.00 357 894 0 0 0 2.74 2
P10 6.00 364 912 0 0 0 2.80 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.54 -3643.03-47 6.00
D+L 1.89 -12763.03-172 6.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 130 972 13.3 17 162 10.4
D+L 1.00 454 1080 42.1 59 180 32.8
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.033P11-P10 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P11-P10 0.023 0.20 3.00 Passed L/999+
www.structuralsoft.com
35/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B13 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P12 0.00 344 859 0 0 0 2.64 2
P11 6.00 351 877 0 0 0 2.69 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.53 -3513.03-34 6.00
D+L 1.87 -12283.03-124 6.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 129 972 13.2 16 162 10.0
D+L 1.00 450 1080 41.7 57 180 31.6
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.033P12-P11 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P12-P11 0.023 0.20 3.00 Passed L/999+
www.structuralsoft.com
36/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B14 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
1.58
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):1.58
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
Strip 16 0.00 148 380 0 0 0 1.16 2
P12 1.58 101 254 0 0 0 0.78 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.04 -1010.61-7 1.58
D+L 0.13 -3540.61-29 1.58
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 9 972 0.9 5 162 2.9
D+L 1.00 31 1080 2.8 16 180 9.1
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.000Strip 16-P12 0.08 Passed L/999+0.90 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
Strip 16-P12 0.000 0.05 0.90 Passed L/999+
www.structuralsoft.com
37/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B15 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
2.04
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):2.04
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P13 0.00 189 484 0 0 0 1.47 2
Strip 11 2.04 99 244 0 0 0 0.75 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.06 1891.41-94 0.00
D+L 0.22 6721.41-338 0.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 15 972 1.5 9 162 5.4
D+L 1.00 52 1080 4.8 31 180 17.3
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.000P13-Strip 11 0.10 Passed L/999+1.13 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P13-Strip 11 0.000 0.07 1.13 Passed L/999+
www.structuralsoft.com
38/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B16 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
2.04
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):2.04
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P13 0.00 7 0 0 0 0 0.02 1
Strip 11 2.04 7 0 0 0 0 0.02 1
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.00 -70.911 2.04
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 1 972 0.1 0 162 0.2
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.000P13-Strip 11 0.10 Passed L/999+0.91 D
www.structuralsoft.com
39/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B17 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P14 0.00 343 856 0 0 0 2.63 2
P13 6.00 291 719 0 0 0 2.21 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.53 3433.41-125 0.00
D+L 1.87 11983.41-450 0.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 128 972 13.2 16 162 9.8
D+L 1.00 451 1080 41.7 56 180 30.8
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.032P14-P13 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P14-P13 0.023 0.20 3.00 Passed L/999+
www.structuralsoft.com
40/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B18 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
4.77
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):4.77
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P15 0.00 338 856 0 0 0 2.62 2
P14 4.77 287 719 0 0 0 2.20 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.34 3382.84-125 0.00
D+L 1.20 11942.84-450 0.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 82 972 8.5 16 162 9.7
D+L 1.00 289 1080 26.8 55 180 30.7
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.013P15-P14 0.24 Passed L/999+2.39 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P15-P14 0.009 0.16 2.39 Passed L/999+
www.structuralsoft.com
41/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B19 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P16 0.00 332 828 0 0 0 2.54 2
P15 6.00 302 746 0 0 0 2.30 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.53 3323.51-136 0.00
D+L 1.86 11603.51-489 0.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 128 972 13.1 15 162 9.5
D+L 1.00 448 1080 41.5 54 180 29.9
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.033P16-P15 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P16-P15 0.023 0.20 3.00 Passed L/999+
www.structuralsoft.com
42/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B20 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
4.77
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):4.77
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P17 0.00 186 451 0 0 0 1.40 2
P16 4.77 291 730 0 0 0 2.24 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.32 -2912.95-130 4.77
D+L 1.13 -10202.95-466 4.77
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 77 972 7.9 13 162 8.3
D+L 1.00 271 1080 25.1 47 180 26.3
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.012P17-P16 0.24 Passed L/999+2.39 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P17-P16 0.009 0.16 2.39 Passed L/999+
www.structuralsoft.com
43/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B21 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
2.73
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):2.73
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P18 0.00 112 272 0 0 0 0.84 2
Strip 1 2.73 74 165 0 0 0 0.52 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.11 1121.03-60 0.00
D+L 0.39 3841.03-225 0.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 27 972 2.8 5 162 3.2
D+L 1.00 94 1080 8.7 18 180 9.9
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.001P18-Strip 1 0.14 Passed L/999+1.24 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P18-Strip 1 0.001 0.09 1.24 Passed L/999+
www.structuralsoft.com
44/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B22 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P19 0.00 451 1145 0 0 0 3.50 2
P18 6.00 460 1169 0 0 0 3.57 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.64 -4603.03-2 6.00
D+L 2.26 -16293.03-8 6.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 154 972 15.8 21 162 13.2
D+L 1.00 543 1080 50.3 75 180 41.9
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.038P19-P18 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P19-P18 0.028 0.20 3.00 Passed L/999+
www.structuralsoft.com
45/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B23 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P28 0.00 365 916 0 0 0 2.81 2
P19 6.00 372 935 0 0 0 2.87 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.61 -3722.500 6.00
D+L 2.16 -13072.36-4 6.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 147 972 15.1 17 162 10.7
D+L 1.00 519 1080 48.1 61 180 33.7
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.038P28-P19 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P28-P19 0.028 0.20 3.00 Passed L/999+
www.structuralsoft.com
46/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B24 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P20 0.00 451 1145 0 0 0 3.50 2
P28 6.00 460 1169 0 0 0 3.57 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.64 -4603.03-2 6.00
D+L 2.26 -16293.03-8 6.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 154 972 15.8 21 162 13.2
D+L 1.00 543 1080 50.3 75 180 41.9
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.038P20-P28 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P20-P28 0.028 0.20 3.00 Passed L/999+
www.structuralsoft.com
47/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B25 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P21 0.00 365 916 0 0 0 2.81 2
P20 6.00 372 935 0 0 0 2.87 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.61 -3722.500 6.00
D+L 2.16 -13072.36-4 6.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 147 972 15.1 17 162 10.7
D+L 1.00 519 1080 48.1 61 180 33.7
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.038P21-P20 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P21-P20 0.028 0.20 3.00 Passed L/999+
www.structuralsoft.com
48/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B26 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P22 0.00 451 1145 0 0 0 3.50 2
P21 6.00 460 1169 0 0 0 3.57 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.64 -4603.03-2 6.00
D+L 2.26 -16293.03-8 6.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 154 972 15.8 21 162 13.2
D+L 1.00 543 1080 50.3 75 180 41.9
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.038P22-P21 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P22-P21 0.028 0.20 3.00 Passed L/999+
www.structuralsoft.com
49/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B27 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P23 0.00 365 916 0 0 0 2.81 2
P22 6.00 372 935 0 0 0 2.87 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.61 -3722.500 6.00
D+L 2.16 -13072.36-4 6.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 147 972 15.1 17 162 10.7
D+L 1.00 519 1080 48.1 61 180 33.7
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.038P23-P22 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P23-P22 0.028 0.20 3.00 Passed L/999+
www.structuralsoft.com
50/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B29 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P25 0.00 365 916 0 0 0 2.81 2
P24 6.00 372 935 0 0 0 2.87 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.61 -3722.500 6.00
D+L 2.16 -13072.36-4 6.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 147 972 15.1 17 162 10.7
D+L 1.00 519 1080 48.1 61 180 33.7
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.038P25-P24 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P25-P24 0.028 0.20 3.00 Passed L/999+
www.structuralsoft.com
51/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B30 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.00
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.00
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P26 0.00 451 1145 0 0 0 3.50 2
P25 6.00 460 1169 0 0 0 3.57 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.64 -4603.03-2 6.00
D+L 2.26 -16293.03-8 6.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 154 972 15.8 21 162 13.2
D+L 1.00 543 1080 50.3 75 180 41.9
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.038P26-P25 0.30 Passed L/999+3.00 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P26-P25 0.028 0.20 3.00 Passed L/999+
www.structuralsoft.com
52/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B31 Location:Foundation Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
6.81
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.81
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P27 0.19 329 807 0 0 0 2.48 2
P26 7.00 416 1044 0 0 0 3.20 2
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.77 -4163.18-43 6.81
D+L 2.72 -14613.18-162 6.81
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 186 972 19.1 19 162 11.9
D+L 1.00 653 1080 60.5 68 180 37.6
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.060P27-P26 0.34 Passed L/999+3.41 D+L
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P27-P26 0.043 0.23 3.41 Passed L/999+
www.structuralsoft.com
53/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B1 Location:1st Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
8.00
1.83
0.00
False
False
True
0.00
1.83
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:DF/DF 24F - V4
5.125x12
5.12
12.00
61.44
122.88
52.43
1850
265
1650
1800
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):6.17
Number of spans:1
psi2400Fb Adjust Allowable (CD = 1):
Adjustment factors:
Slenderness Ratio:5
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P53 1.83 617 0 728 909 0 3.22 4
P55 8.00 200 0 215 269 0 1.03 4
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.43 3604.56-78 1.83
D+Lr 1.08 7784.56-232 1.83
D+S 1.07 8834.56-222 1.83
D+0.75L+0.75S 0.91 7524.56-186 1.83
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 42 2160 2.0 9 238 3.7
D+Lr 1.25 105 3000 3.5 19 331 5.7
D+S 1.15 104 2760 3.8 22 305 7.1
D+0.75L+0.75S 1.15 89 2760 3.2 18 305 6.0
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.005P53-P55 0.31 Passed L/999+4.85 D+Lr
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
Left Cant.0.001 0.12 0.00 Passed L/999+
P53-P55 0.003 0.21 4.85 Passed L/999+
www.structuralsoft.com
54/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B2 Location:1st Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
5.60
1.83
0.00
False
False
True
0.00
1.83
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:DF/DF 24F - V4
5.125x12
5.12
12.00
61.44
122.88
52.43
1850
265
1650
1800
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):3.77
Number of spans:1
psi1847Fb Adjust Allowable (CD = 1):
Adjustment factors:
Slenderness Ratio:5
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
P54 1.83 526 0 625 781 0 2.75 4
P56 5.60 184 0 218 273 0 0.98 3
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D -0.20 2691.83269 1.83
D+Lr 0.48 5844.56-451 1.83
D+S -0.50 6631.83663 1.83
D+0.75L+0.75S -0.43 5641.83564 1.83
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 -20 1662 1.2 7 238 2.7
D+Lr 1.25 -43 2307 1.9 14 331 4.3
D+S 1.15 -49 2123 2.3 16 305 5.3
D+0.75L+0.75S 1.15 -42 2123 2.0 14 305 4.5
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.001Left Cant.0.18 Passed L/999+0.00 D+Lr
0.001P54-P56 0.19 Passed L/999+3.90 D+Lr
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
Left Cant.0.001 0.12 0.00 Passed L/999+
P54-P56 0.001 0.13 3.65 Passed L/999+
www.structuralsoft.com
55/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B3 Location:1st Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
3.60
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):3.60
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
UP59 0.00 209 0 262 327 0 1.18 4
P57 3.60 371 0 475 593 0 1.67 4
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.16 2092.60-160 0.00
D+Lr 0.37 4712.60-366 0.00
D+S 0.42 5372.60-417 0.00
D+0.75L+0.75S 0.36 4552.60-353 0.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 39 972 4.1 10 162 6.0
D+Lr 1.25 89 1350 6.6 22 225 9.7
D+S 1.15 101 1242 8.1 25 207 12.0
D+0.75L+0.75S 1.15 86 1242 6.9 21 207 10.2
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.003UP59-P57 0.18 Passed L/999+1.92 D+S (Balanced)
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
UP59-P57 0.001 0.12 1.92 Passed L/999+
www.structuralsoft.com
56/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Beam_ID:B4 Location:1st Passed
Design Code:IBC 2009 / NDS 2005
Beam length (ft):
Left cantilever Lc (ft):
Lu bottom (ft):
Lu top (ft):
Include own weight?
Repetitive member?
Ignore shear within (d)?
Right cantilever Lr (ft):
3.60
0.00
0.00
False
False
True
0.00
0.00
Sxx:
E:
Fc Allowable (CD = 1):
Fv Allowable (CD = 1):
Fb Base Allowable:
Syy:
A:
Beam Depth:
Beam Thickness:
Section Name:
Section Type:Douglas Fir - Larch No.2
4x10
3.50
9.25
32.38
49.91
18.89
900
180
1350
1600
in.
in.
psi
psi
psi
ksi
in2
in3
in3
Maximum span (ft):3.60
Number of spans:1
psi1080Fb Adjust Allowable (CD = 1):
Adjustment factors:CF=1.200
Slenderness Ratio:1
Unbalanced
Snow (lbs)
Balanced
Snow (lbs)
Roof Live
(lbs)
Live (lbs)Dead (lbs)
Distance from
Start (ft)
Support ID Reactions (Ibs)
Reactions:
Load
combination ID
Max Value
(in )
Requird Bearing Area
2
UP63 0.00 204 0 255 319 0 1.15 4
P58 3.60 370 0 473 592 0 1.66 4
Analysis Summary:
Max. ShearMax. BendingLoad Combination
Max Moment (k.lf.)Location (ft) Max Shear (lbs)Shear (lbs)Location (lbs)
D 0.16 2042.60-159 0.00
D+Lr 0.37 4592.60-363 0.00
D+S 0.42 5232.60-415 0.00
D+0.75L+0.75S 0.35 4432.60-351 0.00
Code Check:
Load Combination LDF Max. Bending Max. Shear
Critical fb (psi) Fb (psi)% Code Check Max fv (psi) Fv (psi) % Code Check
D 0.90 39 972 4.0 9 162 5.8
D+Lr 1.25 88 1350 6.5 21 225 9.5
D+S 1.15 101 1242 8.1 24 207 11.7
D+0.75L+0.75S 1.15 85 1242 6.9 21 207 9.9
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.003UP63-P58 0.18 Passed L/999+1.92 D+S (Balanced)
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
UP63-P58 0.001 0.12 1.92 Passed L/999+
www.structuralsoft.com
57/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Design Code:
1stOpening_ID:Location:O1 Passed
IBC 2009 / NDS 2005
Center span Ls (ft):
Left Cantilever Lc (ft):
Right Cantilever Lr (ft):
Ignore shear within (d)?
Include own weight?
Lu top (ft):
Lu bottom (ft):
Section Type:
Section Name:
Fb Base Allowable:
Fv Allowable (CD = 1):
Fc Allowable (CD = 1):
E:
2.67
0
0
False
True
2.92
2.92
Douglas Fir - Larch No.2
4x10
900
180
1350
1600
psi
psi
psi
ksi
A:
Sxx:
Syy:
in32.38
49.91
18.89
2
in 3
in 3
Adjustment factors:CF=1.200
Slenderness Ratio:7
Opening Thickness:
Opening Depth:
3.50
9.25
in.
in.
Fb Adjust Allowable (CD = 1):psi1076
Analysis Summary:
RightLeftMax Shear
(lbs)
Location
(ft)
Shear (lbs)Max
Moment (k.lf.)
Load Combination Max. Bending Max. Shear Reaction (lbs)
Location (ft)
D 0.58 -411 1.46 -522 455 5222.79
D+Lr 1.23 -951 1.46 -1063 908 10632.79
D+S 1.40 -1087 1.46 -1198 1021 11982.79
D+0.75L+0.75S 1.19 -918 1.46 -1029 879 10292.79
Code Check:
RightLeft% Code
Check
Max fv
(psi)
Fb (psi)% Code
Check
Fv (psi)Critical
fb (psi)
Load Combination Max. Bending Required bearing
area ( )
Max. Shear
in2
LDF
D 138 14.3968 14.9 1.00 1.14162240.90
D+Lr 297 22.11342 21.9 1.99 2.33225491.25
D+S 336 27.21235 26.8 2.24 2.63207551.15
D+0.75L+0.75S 287 23.21235 23.0 1.93 2.25207481.15
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.004UP1-P2 0.13 Passed L/999+1.40 D+S (Balanced)
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
UP1-P2 0.002 0.09 1.40 Passed L/999+
www.structuralsoft.com
58/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Design Code:
1stOpening_ID:Location:O2 Passed
IBC 2009 / NDS 2005
Center span Ls (ft):
Left Cantilever Lc (ft):
Right Cantilever Lr (ft):
Ignore shear within (d)?
Include own weight?
Lu top (ft):
Lu bottom (ft):
Section Type:
Section Name:
Fb Base Allowable:
Fv Allowable (CD = 1):
Fc Allowable (CD = 1):
E:
16.00
0
0
False
True
16.25
16.25
Douglas Fir - Larch No.2
4x12
900
180
1350
1600
psi
psi
psi
ksi
A:
Sxx:
Syy:
in39.38
73.83
22.97
2
in 3
in 3
Adjustment factors:CF=1.100
Slenderness Ratio:18
Opening Thickness:
Opening Depth:
3.50
11.25
in.
in.
Fb Adjust Allowable (CD = 1):psi957
Analysis Summary:
RightLeftMax Shear
(lbs)
Location
(ft)
Shear (lbs)Max
Moment (k.lf.)
Load Combination Max. Bending Max. Shear Reaction (lbs)
Location (ft)
D 3.76 14 7.94 -933 933 93716.12
D+Lr 5.10 19 7.94 -1266 1266 127516.12
D+S 5.44 21 7.94 -1349 1349 135916.12
D+0.75L+0.75S 5.02 19 7.94 -1245 1245 125416.12
Code Check:
RightLeft% Code
Check
Max fv
(psi)
Fb (psi)% Code
Check
Fv (psi)Critical
fb (psi)
Load Combination Max. Bending Required bearing
area ( )
Max. Shear
in2
LDF
D 611 71.0861 21.9 2.05 2.05162360.90
D+Lr 829 71.11166 21.4 2.77 2.79225481.25
D+S 884 81.71082 24.8 2.96 2.98207511.15
D+0.75L+0.75S 816 75.41082 22.9 2.73 2.75207471.15
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.383UP5-UP6 0.80 Passed L/5097.94 D+S (Balanced)
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
UP5-UP6 0.094 0.53 7.94 Passed L/999+
www.structuralsoft.com
59/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Design Code:
1stOpening_ID:Location:O3 Passed
IBC 2009 / NDS 2005
Center span Ls (ft):
Left Cantilever Lc (ft):
Right Cantilever Lr (ft):
Ignore shear within (d)?
Include own weight?
Lu top (ft):
Lu bottom (ft):
Section Type:
Section Name:
Fb Base Allowable:
Fv Allowable (CD = 1):
Fc Allowable (CD = 1):
E:
7.50
0
0
False
False
7.75
7.75
iLevel Truss Joist MicroLam LVL 1.9 E
3.5x11.875
2600
285
2510
1900
psi
psi
psi
ksi
A:
Sxx:
Syy:
in41.56
82.26
24.24
2
in 3
in 3
Adjustment factors:CF=1.001
Slenderness Ratio:13
Opening Thickness:
Opening Depth:
3.50
11.88
in.
in.
Fb Adjust Allowable (CD = 1):psi2603
Analysis Summary:
RightLeftMax Shear
(lbs)
Location
(ft)
Shear (lbs)Max
Moment (k.lf.)
Load Combination Max. Bending Max. Shear Reaction (lbs)
Location (ft)
D 2.70 -1 3.44 -1630 1461 16307.62
D+Lr 5.58 3 2.88 -3418 3024 34187.62
D+S 6.30 -7 2.88 -3865 3414 38657.62
D+0.75L+0.75S 5.40 -1 2.95 -3306 2926 33067.62
Code Check:
RightLeft% Code
Check
Max fv
(psi)
Fb (psi)% Code
Check
Fv (psi)Critical
fb (psi)
Load Combination Max. Bending Required bearing
area ( )
Max. Shear
in2
LDF
D 394 16.82342 22.9 2.67 2.98256590.90
D+Lr 813 25.03253 34.6 5.52 6.243561231.25
D+S 919 30.72993 42.6 6.24 7.063281391.15
D+0.75L+0.75S 787 26.32993 36.4 5.34 6.043281191.15
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.095UP9-UP10 0.38 Passed L/9833.69 D+S (Balanced)
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
UP9-UP10 0.043 0.25 3.69 Passed L/999+
www.structuralsoft.com
60/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Design Code:
1stOpening_ID:Location:O4 Passed
IBC 2009 / NDS 2005
Center span Ls (ft):
Left Cantilever Lc (ft):
Right Cantilever Lr (ft):
Ignore shear within (d)?
Include own weight?
Lu top (ft):
Lu bottom (ft):
Section Type:
Section Name:
Fb Base Allowable:
Fv Allowable (CD = 1):
Fc Allowable (CD = 1):
E:
6.66
0
0
False
True
6.91
6.91
Douglas Fir - Larch No.2
6x12
875
170
600
1300
psi
psi
psi
ksi
A:
Sxx:
Syy:
in63.25
121.23
57.98
2
in 3
in 3
Adjustment factors:
Slenderness Ratio:8
Opening Thickness:
Opening Depth:
5.50
11.50
in.
in.
Fb Adjust Allowable (CD = 1):psi871
Analysis Summary:
RightLeftMax Shear
(lbs)
Location
(ft)
Shear (lbs)Max
Moment (k.lf.)
Load Combination Max. Bending Max. Shear Reaction (lbs)
Location (ft)
D 2.69 -410 3.46 -1436 1354 14366.79
D+Lr 5.59 -948 3.46 -2942 2752 29426.79
D+S 6.31 -1082 3.46 -3319 3101 33196.79
D+0.75L+0.75S 5.41 -914 3.46 -2848 2664 28486.79
Code Check:
RightLeft% Code
Check
Max fv
(psi)
Fb (psi)% Code
Check
Fv (psi)Critical
fb (psi)
Load Combination Max. Bending Required bearing
area ( )
Max. Shear
in2
LDF
D 266 34.0784 22.3 2.97 3.15153340.90
D+Lr 553 50.91086 32.8 6.03 6.45212701.25
D+S 625 62.51000 40.3 6.80 7.27196791.15
D+0.75L+0.75S 535 53.51000 34.5 5.84 6.24196681.15
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.057P13-P14 0.33 Passed L/999+3.39 D+S (Balanced)
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P13-P14 0.026 0.22 3.39 Passed L/999+
www.structuralsoft.com
61/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Design Code:
1stOpening_ID:Location:O5 Passed
IBC 2009 / NDS 2005
Center span Ls (ft):
Left Cantilever Lc (ft):
Right Cantilever Lr (ft):
Ignore shear within (d)?
Include own weight?
Lu top (ft):
Lu bottom (ft):
Section Type:
Section Name:
Fb Base Allowable:
Fv Allowable (CD = 1):
Fc Allowable (CD = 1):
E:
6.00
0
0
False
True
6.25
6.25
Douglas Fir - Larch No.2
4x10
900
180
1350
1600
psi
psi
psi
ksi
A:
Sxx:
Syy:
in32.38
49.91
18.89
2
in 3
in 3
Adjustment factors:CF=1.200
Slenderness Ratio:11
Opening Thickness:
Opening Depth:
3.50
9.25
in.
in.
Fb Adjust Allowable (CD = 1):psi1070
Analysis Summary:
RightLeftMax Shear
(lbs)
Location
(ft)
Shear (lbs)Max
Moment (k.lf.)
Load Combination Max. Bending Max. Shear Reaction (lbs)
Location (ft)
D 1.70 -506 3.62 -1284 935 12846.12
D+Lr 3.47 -1119 3.62 -2657 1843 26576.12
D+S 3.92 -1272 3.62 -3000 2070 30006.12
D+0.75L+0.75S 3.36 -1081 3.62 -2571 1786 25716.12
Code Check:
RightLeft% Code
Check
Max fv
(psi)
Fb (psi)% Code
Check
Fv (psi)Critical
fb (psi)
Load Combination Max. Bending Required bearing
area ( )
Max. Shear
in2
LDF
D 410 42.5963 36.7 2.05 2.82162600.90
D+Lr 835 62.71332 54.7 4.04 5.822251231.25
D+S 941 76.71227 67.1 4.54 6.582071391.15
D+0.75L+0.75S 808 65.91227 57.5 3.91 5.642071191.15
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.072UP17-UP18 0.30 Passed L/999+2.94 D+S (Balanced)
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
UP17-UP18 0.032 0.20 2.94 Passed L/999+
www.structuralsoft.com
62/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Design Code:
1stOpening_ID:Location:O6 Passed
IBC 2009 / NDS 2005
Center span Ls (ft):
Left Cantilever Lc (ft):
Right Cantilever Lr (ft):
Ignore shear within (d)?
Include own weight?
Lu top (ft):
Lu bottom (ft):
Section Type:
Section Name:
Fb Base Allowable:
Fv Allowable (CD = 1):
Fc Allowable (CD = 1):
E:
2.00
0
0
False
True
2.25
2.25
Douglas Fir - Larch No.2
4x10
900
180
1350
1600
psi
psi
psi
ksi
A:
Sxx:
Syy:
in32.38
49.91
18.89
2
in 3
in 3
Adjustment factors:CF=1.200
Slenderness Ratio:6
Opening Thickness:
Opening Depth:
3.50
9.25
in.
in.
Fb Adjust Allowable (CD = 1):psi1077
Analysis Summary:
RightLeftMax Shear
(lbs)
Location
(ft)
Shear (lbs)Max
Moment (k.lf.)
Load Combination Max. Bending Max. Shear Reaction (lbs)
Location (ft)
D 0.07 14 1.00 -135 134 1442.25
D+Lr 0.10 20 1.00 -191 188 2122.25
D+S 0.11 21 1.00 -205 202 2292.25
D+0.75L+0.75S 0.10 20 1.00 -187 185 2082.25
Code Check:
RightLeft% Code
Check
Max fv
(psi)
Fb (psi)% Code
Check
Fv (psi)Critical
fb (psi)
Load Combination Max. Bending Required bearing
area ( )
Max. Shear
in2
LDF
D 18 1.8969 3.9 0.29 0.3216260.90
D+Lr 25 1.91344 3.9 0.41 0.4622591.25
D+S 27 2.21237 4.6 0.44 0.5020791.15
D+0.75L+0.75S 25 2.01237 4.2 0.41 0.4620791.15
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.000UP21-UP22 0.10 Passed L/999+1.00 D+S (Balanced)
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
UP21-UP22 0.000 0.07 1.00 Passed L/999+
www.structuralsoft.com
63/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Design Code:
1stOpening_ID:Location:O7 Passed
IBC 2009 / NDS 2005
Center span Ls (ft):
Left Cantilever Lc (ft):
Right Cantilever Lr (ft):
Ignore shear within (d)?
Include own weight?
Lu top (ft):
Lu bottom (ft):
Section Type:
Section Name:
Fb Base Allowable:
Fv Allowable (CD = 1):
Fc Allowable (CD = 1):
E:
5.00
0
0
False
True
5.25
5.25
Douglas Fir - Larch No.2
4x10
900
180
1350
1600
psi
psi
psi
ksi
A:
Sxx:
Syy:
in32.38
49.91
18.89
2
in 3
in 3
Adjustment factors:CF=1.200
Slenderness Ratio:10
Opening Thickness:
Opening Depth:
3.50
9.25
in.
in.
Fb Adjust Allowable (CD = 1):psi1072
Analysis Summary:
RightLeftMax Shear
(lbs)
Location
(ft)
Shear (lbs)Max
Moment (k.lf.)
Load Combination Max. Bending Max. Shear Reaction (lbs)
Location (ft)
D 1.17 -52 1.96 -885 681 8855.12
D+Lr 2.40 -187 1.96 -1781 1306 17815.12
D+S 2.70 -221 1.96 -2005 1462 20055.12
D+0.75L+0.75S 2.32 -179 1.96 -1725 1267 17255.12
Code Check:
RightLeft% Code
Check
Max fv
(psi)
Fb (psi)% Code
Check
Fv (psi)Critical
fb (psi)
Load Combination Max. Bending Required bearing
area ( )
Max. Shear
in2
LDF
D 282 29.3964 25.3 1.49 1.94162410.90
D+Lr 576 43.21335 36.7 2.86 3.90225831.25
D+S 650 52.91229 44.9 3.20 4.39207931.15
D+0.75L+0.75S 558 45.41229 38.6 2.78 3.78207801.15
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.034UP25-UP26 0.25 Passed L/999+2.44 D+S (Balanced)
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
UP25-UP26 0.015 0.17 2.68 Passed L/999+
www.structuralsoft.com
64/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Design Code:
1stOpening_ID:Location:O8 Passed
IBC 2009 / NDS 2005
Center span Ls (ft):
Left Cantilever Lc (ft):
Right Cantilever Lr (ft):
Ignore shear within (d)?
Include own weight?
Lu top (ft):
Lu bottom (ft):
Section Type:
Section Name:
Fb Base Allowable:
Fv Allowable (CD = 1):
Fc Allowable (CD = 1):
E:
8.00
0
0
False
True
8.25
8.25
Douglas Fir - Larch No.2
6x12
875
170
600
1300
psi
psi
psi
ksi
A:
Sxx:
Syy:
in63.25
121.23
57.98
2
in 3
in 3
Adjustment factors:
Slenderness Ratio:9
Opening Thickness:
Opening Depth:
5.50
11.50
in.
in.
Fb Adjust Allowable (CD = 1):psi870
Analysis Summary:
RightLeftMax Shear
(lbs)
Location
(ft)
Shear (lbs)Max
Moment (k.lf.)
Load Combination Max. Bending Max. Shear Reaction (lbs)
Location (ft)
D 2.63 -6 3.29 -1352 1259 13528.12
D+Lr 5.19 -106 3.29 -2667 2450 26678.12
D+S 5.83 -131 3.29 -2996 2748 29968.12
D+0.75L+0.75S 5.03 -100 3.29 -2585 2375 25858.12
Code Check:
RightLeft% Code
Check
Max fv
(psi)
Fb (psi)% Code
Check
Fv (psi)Critical
fb (psi)
Load Combination Max. Bending Required bearing
area ( )
Max. Shear
in2
LDF
D 261 33.3783 21.0 2.76 2.96153320.90
D+Lr 514 47.41085 29.8 5.37 5.85212631.25
D+S 577 57.8999 36.3 6.02 6.57196711.15
D+0.75L+0.75S 498 49.8999 31.4 5.21 5.67196611.15
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.078UP29-UP30 0.40 Passed L/999+3.94 D+S (Balanced)
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
UP29-UP30 0.034 0.27 3.94 Passed L/999+
www.structuralsoft.com
65/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Design Code:
1stOpening_ID:Location:O9 Passed
IBC 2009 / NDS 2005
Center span Ls (ft):
Left Cantilever Lc (ft):
Right Cantilever Lr (ft):
Ignore shear within (d)?
Include own weight?
Lu top (ft):
Lu bottom (ft):
Section Type:
Section Name:
Fb Base Allowable:
Fv Allowable (CD = 1):
Fc Allowable (CD = 1):
E:
2.00
0
0
False
True
2.25
2.25
Douglas Fir - Larch No.2
4x10
900
180
1350
1600
psi
psi
psi
ksi
A:
Sxx:
Syy:
in32.38
49.91
18.89
2
in 3
in 3
Adjustment factors:CF=1.200
Slenderness Ratio:6
Opening Thickness:
Opening Depth:
3.50
9.25
in.
in.
Fb Adjust Allowable (CD = 1):psi1077
Analysis Summary:
RightLeftMax Shear
(lbs)
Location
(ft)
Shear (lbs)Max
Moment (k.lf.)
Load Combination Max. Bending Max. Shear Reaction (lbs)
Location (ft)
D 0.07 14 1.00 -129 128 1372.25
D+Lr 0.10 18 1.00 -176 174 1942.25
D+S 0.10 20 1.00 -188 185 2082.25
D+0.75L+0.75S 0.09 18 1.00 -173 171 1902.25
Code Check:
RightLeft% Code
Check
Max fv
(psi)
Fb (psi)% Code
Check
Fv (psi)Critical
fb (psi)
Load Combination Max. Bending Required bearing
area ( )
Max. Shear
in2
LDF
D 17 1.8969 3.7 0.28 0.3016260.90
D+Lr 23 1.71344 3.6 0.38 0.4322581.25
D+S 25 2.01237 4.2 0.41 0.4620791.15
D+0.75L+0.75S 23 1.81237 3.9 0.37 0.4220781.15
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.000UP33-P34 0.10 Passed L/999+1.00 D+S (Balanced)
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
UP33-P34 0.000 0.07 1.00 Passed L/999+
www.structuralsoft.com
66/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Design Code:
1stOpening_ID:Location:O10 Passed
IBC 2009 / NDS 2005
Center span Ls (ft):
Left Cantilever Lc (ft):
Right Cantilever Lr (ft):
Ignore shear within (d)?
Include own weight?
Lu top (ft):
Lu bottom (ft):
Section Type:
Section Name:
Fb Base Allowable:
Fv Allowable (CD = 1):
Fc Allowable (CD = 1):
E:
4.00
0
0
False
True
4.25
4.25
Douglas Fir - Larch No.2
4x10
900
180
1350
1600
psi
psi
psi
ksi
A:
Sxx:
Syy:
in32.38
49.91
18.89
2
in 3
in 3
Adjustment factors:CF=1.200
Slenderness Ratio:9
Opening Thickness:
Opening Depth:
3.50
9.25
in.
in.
Fb Adjust Allowable (CD = 1):psi1073
Analysis Summary:
RightLeftMax Shear
(lbs)
Location
(ft)
Shear (lbs)Max
Moment (k.lf.)
Load Combination Max. Bending Max. Shear Reaction (lbs)
Location (ft)
D 0.50 -10 1.94 -515 476 5154.12
D+Lr 0.95 5 1.46 -973 882 9734.12
D+S 1.06 -2 1.46 -1088 983 10884.12
D+0.75L+0.75S 0.92 6 1.46 -945 856 9454.12
Code Check:
RightLeft% Code
Check
Max fv
(psi)
Fb (psi)% Code
Check
Fv (psi)Critical
fb (psi)
Load Combination Max. Bending Required bearing
area ( )
Max. Shear
in2
LDF
D 121 12.5966 14.7 1.04 1.13162240.90
D+Lr 227 17.01338 20.0 1.93 2.13225451.25
D+S 254 20.61232 24.3 2.15 2.38207501.15
D+0.75L+0.75S 221 17.91232 21.1 1.88 2.07207441.15
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.010P37-UP38 0.20 Passed L/999+1.94 D+S (Balanced)
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P37-UP38 0.004 0.13 1.94 Passed L/999+
www.structuralsoft.com
67/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Design Code:
1stOpening_ID:Location:O11 Passed
IBC 2009 / NDS 2005
Center span Ls (ft):
Left Cantilever Lc (ft):
Right Cantilever Lr (ft):
Ignore shear within (d)?
Include own weight?
Lu top (ft):
Lu bottom (ft):
Section Type:
Section Name:
Fb Base Allowable:
Fv Allowable (CD = 1):
Fc Allowable (CD = 1):
E:
8.00
0
0
False
True
8.25
8.25
Douglas Fir - Larch No.2
6x12
875
170
600
1300
psi
psi
psi
ksi
A:
Sxx:
Syy:
in63.25
121.23
57.98
2
in 3
in 3
Adjustment factors:
Slenderness Ratio:9
Opening Thickness:
Opening Depth:
5.50
11.50
in.
in.
Fb Adjust Allowable (CD = 1):psi870
Analysis Summary:
RightLeftMax Shear
(lbs)
Location
(ft)
Shear (lbs)Max
Moment (k.lf.)
Load Combination Max. Bending Max. Shear Reaction (lbs)
Location (ft)
D 2.05 -9 4.68 1061 1061 9680.00
D+Lr 3.82 -705 4.71 1987 1987 17690.00
D+S 4.26 -798 4.71 2218 2218 19700.00
D+0.75L+0.75S 3.71 -682 4.71 1929 1929 17190.00
Code Check:
RightLeft% Code
Check
Max fv
(psi)
Fb (psi)% Code
Check
Fv (psi)Critical
fb (psi)
Load Combination Max. Bending Required bearing
area ( )
Max. Shear
in2
LDF
D 203 25.9783 16.4 2.32 2.12153250.90
D+Lr 378 34.81085 22.2 4.35 3.88212471.25
D+S 422 42.2999 26.9 4.86 4.32196531.15
D+0.75L+0.75S 367 36.8999 23.4 4.23 3.77196461.15
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.057UP41-UP42 0.40 Passed L/999+3.94 D+S (Balanced)
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
UP41-UP42 0.024 0.27 3.94 Passed L/999+
www.structuralsoft.com
68/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Design Code:
1stOpening_ID:Location:O12 Passed
IBC 2009 / NDS 2005
Center span Ls (ft):
Left Cantilever Lc (ft):
Right Cantilever Lr (ft):
Ignore shear within (d)?
Include own weight?
Lu top (ft):
Lu bottom (ft):
Section Type:
Section Name:
Fb Base Allowable:
Fv Allowable (CD = 1):
Fc Allowable (CD = 1):
E:
8.00
0
0
False
True
8.25
8.25
Douglas Fir - Larch No.2
6x12
875
170
600
1300
psi
psi
psi
ksi
A:
Sxx:
Syy:
in63.25
121.23
57.98
2
in 3
in 3
Adjustment factors:
Slenderness Ratio:9
Opening Thickness:
Opening Depth:
5.50
11.50
in.
in.
Fb Adjust Allowable (CD = 1):psi870
Analysis Summary:
RightLeftMax Shear
(lbs)
Location
(ft)
Shear (lbs)Max
Moment (k.lf.)
Load Combination Max. Bending Max. Shear Reaction (lbs)
Location (ft)
D 3.12 -431 4.38 1709 1709 13510.00
D+Lr 6.30 -968 4.38 3500 3500 26640.00
D+S 7.10 -1103 4.38 3948 3948 29930.00
D+0.75L+0.75S 6.10 -935 4.38 3388 3388 25820.00
Code Check:
RightLeft% Code
Check
Max fv
(psi)
Fb (psi)% Code
Check
Fv (psi)Critical
fb (psi)
Load Combination Max. Bending Required bearing
area ( )
Max. Shear
in2
LDF
D 309 39.5783 26.5 3.75 2.96153410.90
D+Lr 624 57.51085 39.1 7.67 5.84212831.25
D+S 702 70.3999 47.9 8.65 6.56196941.15
D+0.75L+0.75S 604 60.5999 41.1 7.43 5.66196801.15
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.093P45-P46 0.40 Passed L/999+3.94 D+S (Balanced)
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
P45-P46 0.042 0.27 3.94 Passed L/999+
www.structuralsoft.com
69/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Design Code:
1stOpening_ID:Location:O13 Passed
IBC 2009 / NDS 2005
Center span Ls (ft):
Left Cantilever Lc (ft):
Right Cantilever Lr (ft):
Ignore shear within (d)?
Include own weight?
Lu top (ft):
Lu bottom (ft):
Section Type:
Section Name:
Fb Base Allowable:
Fv Allowable (CD = 1):
Fc Allowable (CD = 1):
E:
2.67
0
0
False
True
2.92
2.92
Douglas Fir - Larch No.2
4x10
900
180
1350
1600
psi
psi
psi
ksi
A:
Sxx:
Syy:
in32.38
49.91
18.89
2
in 3
in 3
Adjustment factors:CF=1.200
Slenderness Ratio:7
Opening Thickness:
Opening Depth:
3.50
9.25
in.
in.
Fb Adjust Allowable (CD = 1):psi1076
Analysis Summary:
RightLeftMax Shear
(lbs)
Location
(ft)
Shear (lbs)Max
Moment (k.lf.)
Load Combination Max. Bending Max. Shear Reaction (lbs)
Location (ft)
D 0.12 0 1.46 -167 166 1752.92
D+Lr 0.16 -1 1.46 -227 226 2462.92
D+S 0.17 -1 1.46 -243 241 2632.92
D+0.75L+0.75S 0.16 -1 1.46 -224 222 2412.92
Code Check:
RightLeft% Code
Check
Max fv
(psi)
Fb (psi)% Code
Check
Fv (psi)Critical
fb (psi)
Load Combination Max. Bending Required bearing
area ( )
Max. Shear
in2
LDF
D 29 3.0968 4.8 0.36 0.3816280.90
D+Lr 39 2.91342 4.7 0.50 0.54225111.25
D+S 42 3.41235 5.4 0.53 0.58207111.15
D+0.75L+0.75S 39 3.11235 5.0 0.49 0.53207101.15
Total Load Deflection:
Applied (in)Deflection CheckAllowable (in)Span ID Load CombinationLocation (ft)
0.001UP49-UP50 0.13 Passed L/999+1.46 D+S (Balanced)
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
UP49-UP50 0.000 0.09 1.46 Passed L/999+
www.structuralsoft.com
70/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P1 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
676 1,721 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 55 456 0 1,208 12.10.90 0 12080 776
D+L 196 462 0 1,342 42.41.00 0 13420 862
Code Check:
www.structuralsoft.com
71/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P2 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
960 2,444 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 78 456 0 1,208 17.20.90 0 12080 776
D+L 278 462 0 1,342 60.21.00 0 13420 862
Code Check:
www.structuralsoft.com
72/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P3 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
750 1,884 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 61 456 0 1,208 13.40.90 0 12080 776
D+L 215 462 0 1,342 46.61.00 0 13420 862
Code Check:
www.structuralsoft.com
73/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P4 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
837 2,117 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 68 456 0 1,208 15.00.90 0 12080 776
D+L 241 462 0 1,342 52.21.00 0 13420 862
Code Check:
www.structuralsoft.com
74/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P5 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
895 2,263 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 73 456 0 1,208 16.00.90 0 12080 776
D+L 258 462 0 1,342 55.91.00 0 13420 862
Code Check:
www.structuralsoft.com
75/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P6 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
443 1,116 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 36 456 0 1,208 7.90.90 0 12080 776
D+L 127 462 0 1,342 27.61.00 0 13420 862
Code Check:
www.structuralsoft.com
76/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P7 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
784 1,976 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 64 456 0 1,208 14.00.90 0 12080 776
D+L 225 462 0 1,342 48.81.00 0 13420 862
Code Check:
www.structuralsoft.com
77/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P8 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
493 1,231 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 40 456 0 1,208 8.80.90 0 12080 776
D+L 141 462 0 1,342 30.51.00 0 13420 862
Code Check:
www.structuralsoft.com
78/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P9 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
708 1,771 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 58 456 0 1,208 12.70.90 0 12080 776
D+L 202 462 0 1,342 43.81.00 0 13420 862
Code Check:
www.structuralsoft.com
79/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P10 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
708 1,772 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 58 456 0 1,208 12.70.90 0 12080 776
D+L 202 462 0 1,342 43.81.00 0 13420 862
Code Check:
www.structuralsoft.com
80/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P11 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
708 1,771 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 58 456 0 1,208 12.70.90 0 12080 776
D+L 202 462 0 1,342 43.81.00 0 13420 862
Code Check:
www.structuralsoft.com
81/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P12 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
445 1,113 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 36 456 0 1,208 8.00.90 0 12080 776
D+L 127 462 0 1,342 27.51.00 0 13420 862
Code Check:
www.structuralsoft.com
82/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P13 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
487 1,202 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 40 456 0 1,208 8.70.90 0 12080 776
D+L 138 462 0 1,342 29.91.00 0 13420 862
Code Check:
www.structuralsoft.com
83/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P14 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
629 1,574 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 51 456 0 1,208 11.30.90 0 12080 776
D+L 180 462 0 1,342 39.01.00 0 13420 862
Code Check:
www.structuralsoft.com
84/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P15 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
640 1,602 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 52 456 0 1,208 11.40.90 0 12080 776
D+L 183 462 0 1,342 39.71.00 0 13420 862
Code Check:
www.structuralsoft.com
85/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P16 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
623 1,558 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 51 456 0 1,208 11.20.90 0 12080 776
D+L 178 462 0 1,342 38.61.00 0 13420 862
Code Check:
www.structuralsoft.com
86/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P17 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
186 451 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 15 456 0 1,208 3.30.90 0 12080 776
D+L 52 462 0 1,342 11.31.00 0 13420 862
Code Check:
www.structuralsoft.com
87/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P18 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
572 1,441 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 47 456 0 1,208 10.20.90 0 12080 776
D+L 164 462 0 1,342 35.61.00 0 13420 862
Code Check:
www.structuralsoft.com
88/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P19 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
823 2,080 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 67 456 0 1,208 14.70.90 0 12080 776
D+L 237 462 0 1,342 51.31.00 0 13420 862
Code Check:
www.structuralsoft.com
89/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P20 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
823 2,080 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 67 456 0 1,208 14.70.90 0 12080 776
D+L 237 462 0 1,342 51.31.00 0 13420 862
Code Check:
www.structuralsoft.com
90/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P21 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
825 2,085 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 67 456 0 1,208 14.80.90 0 12080 776
D+L 238 462 0 1,342 51.51.00 0 13420 862
Code Check:
www.structuralsoft.com
91/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P22 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
823 2,080 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 67 456 0 1,208 14.70.90 0 12080 776
D+L 237 462 0 1,342 51.31.00 0 13420 862
Code Check:
www.structuralsoft.com
92/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P23 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
704 1,753 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 57 456 0 1,208 12.60.90 0 12080 776
D+L 201 462 0 1,342 43.51.00 0 13420 862
Code Check:
www.structuralsoft.com
93/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P24 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
771 1,949 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 63 456 0 1,208 13.80.90 0 12080 776
D+L 222 462 0 1,342 48.11.00 0 13420 862
Code Check:
www.structuralsoft.com
94/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P25 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
825 2,085 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 67 456 0 1,208 14.80.90 0 12080 776
D+L 238 462 0 1,342 51.51.00 0 13420 862
Code Check:
www.structuralsoft.com
95/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P26 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
867 2,189 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 71 456 0 1,208 15.50.90 0 12080 776
D+L 250 462 0 1,342 54.11.00 0 13420 862
Code Check:
www.structuralsoft.com
96/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P27 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
329 807 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 27 456 0 1,208 5.90.90 0 12080 776
D+L 93 462 0 1,342 20.11.00 0 13420 862
Code Check:
www.structuralsoft.com
97/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001Company Name
Location:
Total column Height (ft):
Unbraced Length for "x-x" (ft):
Unbraced Length for "y-y" (ft):
Ke x:
Section Type:
Section Name:
9.00
9.00
9.00
Column width (along x-x axis):
Column width (along y-y axis):
E:
Fc Allowable:
Fv Allowable:
Fb Base Allowable:
Douglas Fir - Larch No.2
4
4
900
180
1350
1600
4x4
in.
in.
psi
psi
psi
ksi
Post_ID:P28 Foundation Passed
Ke y:
Cp x (CD=1):
Cp y (CD=1):
CL x (CD=1):
CL y (CD=1):
E min:
c:0.8
1.00
1.00
0.297
0.297
0.994
0.994
580 ksi
Adjustment Factors (Fc):CF=1.15
Slenderness Ratio:31
IBC 2009 / NDS 2005Design Code:
Loads:
LrLLDL
Axial load (lbs)
Snow
UnbalancedBalanced
Eccentrcity
X (in.)
Eccentrcity
Y (in.)
825 2,085 0 0 0 0.00 0.00
In
t
e
r
a
c
t
i
o
n
va
l
u
e
(
%
)
Fb' xfb xFc'fc
Load Combination
Check Bending Stress (psi)Check Vertical Loads (psi)Load
duration
factor Fb' yfb yft Ft'
D 67 456 0 1,208 14.80.90 0 12080 776
D+L 238 462 0 1,342 51.51.00 0 13420 862
Code Check:
www.structuralsoft.com
98/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE
Company Name
DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001
Joist:
Applied Allowable Capacity
(%)
Location
(ft)
Load
Combination
Section:
J1.15
9-1/2" TJI 110
No. of plies:1
Passed
LDF Web
Stiffener
Total length:Manufacturer:
Code reports:Max. span length:
Left cant. length:
Right cant. length:
iLevel TJI
ESR-1153
8.68
8.68
0.00
0.00
IBC 2009 / NDS 2005Design Code:
Floor:Foundation
Code Check:
ft
ft
ft
ft
690Pos. Moment (lbs.ft)2500 27.594.46 D+L 1.00
0Neg. Moment (lbs.ft)2250 0.000.00 D 0.90
Shear (lbs)-318 1220 26.088.68 D+L 1.00
Applied (in)Deflection CheckAllowable (in)Span ID
Total Load Deflection:
Load CombinationLocation (ft)
B8-B17 0.061 0.43 Passed L/999+D+L4.21
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
B8-B17 0.044 0.22 4.21 Passed L/999+
Joist:
Applied Allowable Capacity
(%)
Location
(ft)
Load
Combination
Section:
J2.1
9-1/2" TJI 110
No. of plies:1
Passed
LDF Web
Stiffener
Total length:Manufacturer:
Code reports:Max. span length:
Left cant. length:
Right cant. length:
iLevel TJI
ESR-1153
6.31
6.31
0.00
0.00
IBC 2009 / NDS 2005Design Code:
Floor:Foundation
Code Check:
ft
ft
ft
ft
357Pos. Moment (lbs.ft)2500 14.293.16 D+L 1.00
0Neg. Moment (lbs.ft)2500 0.006.08 D+L 1.00
Shear (lbs)-235 1220 19.286.08 D+L 1.00
End Reaction (lbs)248 1220 20.346.08 D+L Not Req'd1.00
Applied (in)Deflection CheckAllowable (in)Span ID
Total Load Deflection:
Load CombinationLocation (ft)
B14-Strip 14 0.016 0.32 Passed L/999+D+L2.92
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
B14-Strip 14 0.011 0.16 2.92 Passed L/999+
www.structuralsoft.com
99/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE
Company Name
DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001
Joist:
Applied Allowable Capacity
(%)
Location
(ft)
Load
Combination
Section:
J3.3
9-1/2" TJI 110
No. of plies:1
Passed
LDF Web
Stiffener
Total length:Manufacturer:
Code reports:Max. span length:
Left cant. length:
Right cant. length:
iLevel TJI
ESR-1153
6.31
6.31
0.00
0.00
IBC 2009 / NDS 2005Design Code:
Floor:Foundation
Code Check:
ft
ft
ft
ft
339Pos. Moment (lbs.ft)2500 13.553.16 D+L 1.00
0Neg. Moment (lbs.ft)2500 0.006.08 D+L 1.00
Shear (lbs)223 1220 18.290.00 D+L 1.00
End Reaction (lbs)235 1220 19.296.08 D+L Not Req'd1.00
Applied (in)Deflection CheckAllowable (in)Span ID
Total Load Deflection:
Load CombinationLocation (ft)
B20-Strip 10 0.015 0.32 Passed L/999+D+L2.92
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
B20-Strip 10 0.011 0.16 2.92 Passed L/999+
Joist:
Applied Allowable Capacity
(%)
Location
(ft)
Load
Combination
Section:
J4.21
9-1/2" TJI 110
No. of plies:1
Passed
LDF Web
Stiffener
Total length:Manufacturer:
Code reports:Max. span length:
Left cant. length:
Right cant. length:
iLevel TJI
ESR-1153
12.33
12.33
0.00
0.00
IBC 2009 / NDS 2005Design Code:
Floor:Foundation
Code Check:
ft
ft
ft
ft
1343Pos. Moment (lbs.ft)2500 53.716.18 D+L 1.00
0Neg. Moment (lbs.ft)2250 0.000.00 D 0.90
Shear (lbs)444 1220 36.380.00 D+L 1.00
End Reaction (lbs)456 1220 37.390.23 D+L Not Req'd1.00
Applied (in)Deflection CheckAllowable (in)Span ID
Total Load Deflection:
Load CombinationLocation (ft)
Strip 2-B3 0.228 0.62 Passed L/649 D+L5.93
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
Strip 2-B3 0.166 0.31 5.93 Passed L/893
www.structuralsoft.com
100/101
SUBJECT
PROJECT LOT 54 PUGET LOOP RES
NEW HOUSE
Company Name
DATE
CHECKED
DESIGNED MINA ALZUHAIR
ERIK AINSWORTH
JANUARY 2021
SHT OF
JOB NO.21-001
Joist:
Applied Allowable Capacity
(%)
Location
(ft)
Load
Combination
Section:
J5.23
9-1/2" TJI 110
No. of plies:1
Passed
LDF Web
Stiffener
Total length:Manufacturer:
Code reports:Max. span length:
Left cant. length:
Right cant. length:
iLevel TJI
ESR-1153
8.68
8.68
0.00
0.00
IBC 2009 / NDS 2005Design Code:
Floor:Foundation
Code Check:
ft
ft
ft
ft
690Pos. Moment (lbs.ft)2500 27.584.21 D+L 1.00
0Neg. Moment (lbs.ft)2250 0.000.00 D 0.90
Shear (lbs)-318 1220 26.088.68 D+L 1.00
Applied (in)Deflection CheckAllowable (in)Span ID
Total Load Deflection:
Load CombinationLocation (ft)
B7-B27 0.061 0.43 Passed L/999+D+L4.21
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
B7-B27 0.044 0.22 4.21 Passed L/999+
Joist:
Applied Allowable Capacity
(%)
Location
(ft)
Load
Combination
Section:
J5.22
9-1/2" TJI 110
No. of plies:1
Passed
LDF Web
Stiffener
Total length:Manufacturer:
Code reports:Max. span length:
Left cant. length:
Right cant. length:
iLevel TJI
ESR-1153
8.68
8.68
0.00
0.00
IBC 2009 / NDS 2005Design Code:
Floor:Foundation
Code Check:
ft
ft
ft
ft
690Pos. Moment (lbs.ft)2500 27.584.21 D+L 1.00
0Neg. Moment (lbs.ft)2250 0.000.00 D 0.90
Shear (lbs)-318 1220 26.088.68 D+L 1.00
Applied (in)Deflection CheckAllowable (in)Span ID
Total Load Deflection:
Load CombinationLocation (ft)
B7-B27 0.061 0.43 Passed L/999+D+L4.21
SpanID Deflection CheckLocation (ft)Allowable (in)Applied (in)
Total Live Load Deflection:
B7-B27 0.044 0.22 4.21 Passed L/999+
www.structuralsoft.com
101/101