HomeMy WebLinkAbout18512 86th Dr Ne_BLD5475_2025
Permit Packet Coversheet
Community and Economic Development
City of Arlington • 18204 59th Avenue NE • Arlington, WA 98223 • Phone (360) 403-3551
Page 1 of 1
Permit Number: Permit Type:
Address/Parcel: Completed (Month/Year):
Land Use
Notice of Decision
Staff Report
Application
Narrative
Legal Description
Vicinity Map
Site Plan
Landscape Plan
Complete Streets Checklist
Traffic Impact Analysis
Snohomish County Traffic Mitigation Offer
WSDOT Traffic Offer Form
Tree Survey
Stormwater Drainage Report
Geotech Report
Critical Area Evaluation Form
SEPA Checklist
Public Notice Material
Noticing and Related Documents
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Unanticipated Discovery Plan Form
Aerial Photo of Site
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Lighting Plans and Lighting Cut Sheets
Color Elevations
Design Matrix
Plat Map
Title Report
Lot Closures
Preliminary Civil Plans
Archaeological Survey
o Confidential Documents. Contact the
City to obtain.
Topography (Existing Conditions)
CC&R’s
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/Dedications
Developer’s Agreement
Recorded Copies
Bonding or Assignment of Funds
o Confidential Documents. Contact the
City to obtain.
Letters and Project Documents
Other:
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Application
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Reports:
o Drainage Report Pg:
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BLD5475 Residential Single Family
18512 86th Dr Ne February 2025
✔
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✔review comments
CITY OF ARLINGTON
18204 59th Avenue NE, Arlington, WA 98223
INSP ECTIONS: 360-403-3417 - Permit Center: 360-403-3551
B UILDING PERM IT
18512 86TH DR NE
Parcel #:
Pe rmit #: 5475
PERMIT EXPIRES 180 DAYS AFTER
DATE OF ISSUANCE.
Scope of Work: Construct SFR Valuation: 505076.40
OWNER APPLICANT CONTRACTOR
BRIDGEMONT LLC Bridgemont LLC Robinett Homes, LLC
116 AVE C 116 Avenue C 116 Avenue C
SNOHOMISH, WA 98290 Snohomish, WA 98290 Snohomish, WA 98290
4254902205 425-490-2205
LIC: 602167298 EXP: 01/31/2025
LIC: ROBINHL943LZ EXP: 10/19/2024
MECHANICAL CONTRACTOR PLUM B ING CONTRACTOR
LIC #:EXP:LIC #:EXP:
JOB DESCRIPTION
P ERMIT TYPE:RESIDENTIAL SINGLE FAMILY CODE YEAR:2018
STORIES:2 CONST. TYP E:VB
DWELLING UNITS:OCC GROUP :R-3; Residential
BUILDINGS:OCC LOAD:
PERMIT APPROVAL
The issuance or granting of this permit shall not be construed to be a permit for, or approval of, any violation of this Code or any
other ordinance or order of the City, of any state or federal law, or of any order, proclamation, guidance advice or decision of the
Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any
period of time when such construction is prohibited or restricted by any state or federal law, or order, proclamation, guidance advice
or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid. The building official is
authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this jurisdiction or
any other ordinance or executive order of the City, or of any state or federal law, or of any order, proclamation, guidance advice or
decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or
on the basis of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regulation or order, state or
federal law, or any order, proclamation, guidance or decision of the Governor.
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK
AUTHORIZED THEREBY; NO P ERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE
STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
THIS APP LICATION IS NOT A P ERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEP UTY AND
ALL FEES ARE PAID.
IT IS UNLAWFUL TO USE OR OCCUP Y A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN
MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110.
SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on
your sales tax return form and coded City of Arlington #3101.
05/30/2024
Applicant Signature Date Building Official Date
Sarah Uplinger
CONDITIONS
See redlined drawings for additional requirements. Adhere to approved plans. Service elements are not allowed on the facade of the
structure. All electrical (PUD), heating units, AC units, etc. are to be placed on the side or rear of the structure. Approved job copy
shall be onsite for inspections. Call for inspections.
The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations. The property
owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or
community. The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities
before commencing construction. The property owner shall ensure that the construction project complies with all applicable design
review requirements.
THIS P ERMIT AUTHORIZES ONLY THE WORK NOTED. THIS P ERMIT COVERS WORK TO BE DONE ON P RIVATE
PROPERTY ONLY. ANY CONSTRUCTION ON THE P UBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS,
MARQUEES, ETC.) WILL REQUIRE SEP ARATE PERMISSION.
PERM IT FEES
Date De s cription Fe e Amount
05/30/2024 Building Plan Review $3,188.17
05/30/2024 Processing/Technology $25.00
05/30/2024 Building Permit $4,898.24
05/30/2024 Park - Community SF $1,662.00
05/30/2024 State Surcharge - 1st DU $6.50
Total Due :$9,779.91
Total Payme nt:$9,779.91
B alance Due :$0.00
CALL FOR INSPECTIONS
Call by 3:30 pm for ne xt day ins pe ction, allow 48 hours for Fire Ins pe ctions
Whe n calling for an ins pe ction ple as e le ave the following information:
Pe rmit Numbe r, Type of Ins pe ction be ing re que s te d, and whe the r you pre fe r morning or afte rnoon
INSPECTION INFORM ATION Pas s /Fail
NOTES:
HOUSE ELEVATIONS:
SITE PLAN FOR
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LOT 1, BRIDGEMONT RB - AFN #202212215003
OWNER:APPLICANT & CONTACT:
PARCEL DATA TAX ACCOUNT NUMBER:
LEGEND:
SITE PLAN FOR
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LOT 2, BRIDGEMONT RB - AFN #202212215003
HOUSE ELEVATIONS:
OWNER:APPLICANT & CONTACT:
PARCEL DATA TAX ACCOUNT NUMBER:
NOTES:
LEGEND:
SITE PLAN FOR
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LOT 3, BRIDGEMONT RB - AFN #202212215003
HOUSE ELEVATIONS:
OWNER:APPLICANT & CONTACT:
PARCEL DATA TAX ACCOUNT NUMBER:
NOTES:
LEGEND:
SITE PLAN FOR
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LOT 4, BRIDGEMONT RB - AFN #202212215003
HOUSE ELEVATIONS:
OWNER:APPLICANT & CONTACT:
PARCEL DATA TAX ACCOUNT NUMBER:
NOTES:
LEGEND:
SITE PLAN FOR
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LOT 5, BRIDGEMONT RB - AFN #202212215003
HOUSE ELEVATIONS:
LEGEND:
OWNER:APPLICANT & CONTACT:
PARCEL DATA TAX ACCOUNT NUMBER:
NOTES:
SITE PLAN FOR
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LOT 6, BRIDGEMONT RB - AFN #202212215003
HOUSE ELEVATIONS:
OWNER:APPLICANT & CONTACT:
PARCEL DATA TAX ACCOUNT NUMBER:
NOTES:
LEGEND:
SITE PLAN FOR
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LOT 7, BRIDGEMONT RB - AFN #202212215003
HOUSE ELEVATIONS:
OWNER:APPLICANT & CONTACT:
PARCEL DATA TAX ACCOUNT NUMBER:
NOTES:
LEGEND:
SITE PLAN FOR
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LOT 8, BRIDGEMONT RB - AFN #202212215003
HOUSE ELEVATIONS:
OWNER:
APPLICANT & CONTACT:
PARCEL DATA
TAX ACCOUNT NUMBER:
NOTES:
LEGEND:
SITE PLAN FOR
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LOT 9, BRIDGEMONT RB - AFN #202212215003
HOUSE ELEVATIONS:
OWNER:
APPLICANT & CONTACT:
PARCEL DATA
TAX ACCOUNT NUMBER:
NOTES:
LEGEND:
SITE PLAN FOR
IN THE NW 1/4 OF THE NW 1/4 OF
LOT 10, BRIDGEMONT RB - AFN #202212215003
HOUSE ELEVATIONS:
OWNER:
APPLICANT & CONTACT:
PARCEL DATA
TAX ACCOUNT NUMBER:
SECTION 24, T.31N., R.5E., W.M.
NOTES:
LEGEND:
SITE PLAN FOR
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LOT 11, BRIDGEMONT RB - AFN #202212215003
HOUSE ELEVATIONS:
OWNER:APPLICANT & CONTACT:
PARCEL DATA
TAX ACCOUNT NUMBER:
NOTES:
LEGEND:
LEGEND:
SITE PLAN FOR
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LOT 12, BRIDGEMONT RB - AFN #202212215003
HOUSE ELEVATIONS:
OWNER:APPLICANT & CONTACT:
PARCEL DATA TAX ACCOUNT NUMBER:
NOTES:
LEGEND:
SITE PLAN FOR
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LOT 13, BRIDGEMONT RB - AFN #202212215003
HOUSE ELEVATIONS:
OWNER:APPLICANT & CONTACT:
PARCEL DATA TAX ACCOUNT NUMBER:
NOTES:
LEGEND:
SITE PLAN FOR
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LOT 14, BRIDGEMONT RB - AFN #202212215003
HOUSE ELEVATIONS:
OWNER:APPLICANT & CONTACT:
PARCEL DATA TAX ACCOUNT NUMBER:
NOTES:
LEGEND:
SITE PLAN FOR
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LOT 15, BRIDGEMONT RB - AFN #202212215003
HOUSE ELEVATIONS:
OWNER:APPLICANT & CONTACT:
PARCEL DATA TAX ACCOUNT NUMBER:
NOTES:
LEGEND:
SITE PLAN FOR
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LOT 16, BRIDGEMONT RB - AFN #202212215003
HOUSE ELEVATIONS:
OWNER:APPLICANT & CONTACT:
PARCEL DATA TAX ACCOUNT NUMBER:
NOTES:
LEGEND:
SITE PLAN FOR
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LOT 17, BRIDGEMONT RB - AFN #202212215003
HOUSE ELEVATIONS:
OWNER:APPLICANT & CONTACT:
PARCEL DATA TAX ACCOUNT NUMBER:
NOTES:
LEGEND:
SITE PLAN FOR
IN THE NW 1/4 OF THE NW 1/4 OF SECTION 24, T.31N., R.5E., W.M.
LOT 18, BRIDGEMONT RB - AFN #202212215003
HOUSE ELEVATIONS:
OWNER:APPLICANT & CONTACT:
PARCEL DATA TAX ACCOUNT NUMBER:
NOTES:
LEGEND:
tecinstruct LLC
4111 164th St SW
Unit 51
Lynnwood, WA 98087
Phone (206) 553 9076
rheimisch@yahoo.com
www.tecinstruct.com
Engineering
STRUCTURAL DESIGN
Owner:
Robinett Homes
Project:
Plan 2808 Bridgemont
86th Dr NE
Arlington, WA
Description:
New Single Family Residence
Building Codes:
IBC/IRC 2018
ASCE 7-16
Structural Design/
EOR:
Roland Heimisch, P. E.
Lic # 42479
Date
06/20/2023
tecinstruct LLC
4111 164th St SW
Unit 51
Lynnwood, WA 98087
Phone (206) 553 9076
rheimisch@yahoo.com
Engineering
Table of Contents
Chapter page
Lateral Analysis 01
Seismic Analysis 02
Wind Analysis 04
Shear Wall Layout 05
Shear Wall Properties 07
Shear Wall Design 08
Gravity Design 20
Design Criteria 21
Key List 22
Roof 23
Framing above Main Level 24
Framing above Crawl Space 27
Foundation 28
Design Sheets 29
tecinstruct LLC
4111 164th St SW
Unit 51
Lynnwood, WA 98087
Phone (206) 553 9076
rheimisch@yahoo.com
Engineering
1. LATERAL DESIGN
1
Project: Robinett Plan 2808 Bridgemont
tecinstruct LLC
1.1 Seismic Design
Criteria Basic Seismic-Force-Resisting System Diaphragms / Shear Walls
Medium Building Height H = 25 ft
Seimic Use Group II
Importance Factor Ie = 1.0
Site Class D
Seismic Design Category D
Response Factor R = 6.5 (light frame wood building)
Mapped Acceleration Ss = 1.15
S1 = 0.34
Design Acceleration SDs = 0.91
SD1 = NA
Seismic Response Coefficient Cs = SDs / (R/I)
= 0.91 / (6.5/1.0) = 0.14
Building Weight
The weight of the walls is applied by adding 5 psf to the roof DL and 10 psf to the floor DL .
2nd level W = (15 + 5) x 1,600 sqft = 32,000 lbs
1st level W = (20 + 10) x 2,100 sqft = 63,000 lbs
Total Building Weight W = 95,000 lbs
Base Shear VBase = Cs x W = 0.14 x 95,000 = 13,300 lbs
Design Shear: To convert from strength level to ASD, Base Shear is multiplied by 0.7
VDesign = 0.7 x 13,300 = 9,300 lbs
Vertical Distribution: Fx = Cvx x V = Cvx x 9,300
Cvx = (wx x hxk) / ∑ (wi x hik) with k = 1.0 for T < 0.5 sec
Level wx hx wxhx wxhx/∑wihi Fx Grids 1,2,B Grids B,D,C Grids A,D
(50% each) (50% each) (25% each)
(lb) (ft) (lb-ft) (%) (lbs) (lbs) (lbs) (lbs)
2nd 32,000 17 544,000 50 4,650 2,325 2,325 ------
1st 63,000 9 567,000 50 4,650 2,325 2,325 (C) only 1,165
∑ 95,000 --- 1,111,000 100 9,300
2
ASCE 7 Hazard Tool https://asce7hazardtool.online/
1 of 2 6/17/2023, 7:37 PM
3
Project: Robinett Plan 2808 Bridgemont
tecinstruct LLC
1.2 Wind Design
Directional Procedure, Part 2 (simplified method) per ASCE 7-16, Chapter 27.5
Design Criteria: Enclosed Simple Diaphragm Building
Risk Category II
Basic Wind Speed per Table 26.5-1A 110 MpH
Directionality Factor Kd 0.85
Exposure Category B
Wind Speed up factor Kzt 1.0
Enclosure Classification enclosed
Net pressure at top of wall ph , Table 27.6-1 18.5 psf
(conservatively also used for bottom of wall)
As the shear wall design is performed for ASD, the load is multiplied with 0.7
Applied wind pressure 0.7 x 18.5 13 psf
Uniform wind loads on diaphragms
w/ trib h 10 ft w 10 x 13 = 130 plf
Wind loads per grid
Upper Grids 1,2 w 0.5 x 50 x 130 = 3,250 lbs
Grids B,D w 0.5 x 32 x 130 = 2,080 lbs
Lower Grids 1,2 w 0.5 x 50 x 130 = 3,250 lbs
Grid C w 0.5 x 38 x 130 = 2,470 lbs
Grids A,D w 0.25 x 38 x 130 = 1,235 lbs
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a
t
e
d
p
a
n
e
l
te
c
i
n
s
t
r
u
c
t
L
L
C
11
Pr
o
j
e
c
t
:
R
o
b
i
n
e
t
t
H
o
m
e
s
P
l
a
n
2
8
0
8
,
B
r
i
d
g
e
m
o
n
t
,
8
6
t
h
P
l
N
E
,
A
r
l
i
n
g
t
o
n
,
W
A
Gr
i
d
A
W
i
n
d
Sh
e
a
r
d
e
s
i
g
n
O
v
e
r
t
u
r
n
i
n
g
Le
v
e
l
Sh
e
a
r
S
h
e
a
r
L
e
n
g
t
h
S
h
e
a
r
S
W
P
a
n
e
l
L
h
A
s
p
e
c
t
M
o
t
W
a
l
l
R
/
F
l
M
r
es
M
t
o
t
M
t
o
t
U
p
l
i
f
t
H
W
st
o
r
y
a
c
c
t
o
t
a
l
u
n
i
f
o
r
m
T
y
p
e
Ra
t
i
o
t
r
i
b
.
H
t
r
i
b
.
L
R
e
s
t
r
.
a
c
c
T
V
(
l
b
s
)
V
(
l
b
s
)
L
(
f
t
)
v
(
p
l
f
)
(
f
t
)
(
f
t
)
k
/
L
(
l
b
-
f
t
)
(
f
t
)
(
f
t)
(
l
b
-
f
t
)
(
l
b
-
f
t
)
(
l
b
-
f
t
)
(
l
b
s
2
No
s
h
e
a
r
p
a
n
e
l
s
i
n
g
r
i
d
A
a
t
2
n
d
l
e
v
e
l
10
4
0
d
i
s
t
r
i
b
u
t
e
d
f
r
o
m
g
r
i
d
B
1
12
3
5
2
2
7
5
2
0
.
0
1
1
4
P
1
-
3
A
-
1
p
1
2
.
0
9
0
.
7
5
1
2
2
8
5
9
4
5
3
8
2
6
9
0
3
6
9
0
3
57
5
HD
U
2
P1
-
6
A
-
2
4
.
0
9
2
.
2
5
4
0
9
5
9
4
5
4
6
3
5
4
9
3
5
4
9
88
7
HD
U
2
P1
-
6
A-
3
4
.
0
9
2
.
2
5
4
0
9
5
9
4
5
4
6
3
5
4
9
3
5
4
9
88
7
HD
U
2
Bo
l
d
i
n
d
i
c
a
t
e
s
t
h
a
t
w
i
n
d
g
o
v
e
r
n
s
p
Pa
n
e
l
U
n
i
t
h
o
p
/
Σ
L
i
L
Sh
e
a
t
h
i
n
g
Co
q
'
N
a
i
l
i
n
g
Sh
e
a
r
h
t
o
t
a
l
t
o
t
a
l
f
r
o
m
ΣL
i
/
L
SD
P
W
S
(p
l
f
)
v
(
p
l
f
)
(
f
t
)
(
f
t
)
%
4
.
3
.
3
.
5
A-
1
1
s
t
11
4
2
h
/
3
6
1
2
5
0
0
.
6
7
34
0
P1
-
3
pe
r
f
o
r
a
t
e
d
p
a
n
e
l
te
c
i
n
s
t
r
u
c
t
L
L
C
12
Pr
o
j
e
c
t
:
R
o
b
i
n
e
t
t
H
o
m
e
s
P
l
a
n
2
8
0
8
,
B
r
i
d
g
e
m
o
n
t
,
8
6
t
h
P
l
N
E
,
A
r
l
i
n
g
t
o
n
,
W
A
Gr
i
d
A
S
e
i
s
m
i
c
Sh
e
a
r
d
e
s
i
g
n
O
v
e
r
t
u
r
n
i
n
g
Le
v
e
l
Sh
e
a
r
S
h
e
a
r
L
e
n
g
t
h
S
h
e
a
r
S
W
P
a
n
e
l
L
h
A
s
p
e
c
t
M
o
t
W
a
l
l
R
/
F
l
M
r
es
M
t
o
t
M
t
o
t
U
p
l
i
f
t
H
W
st
o
r
y
a
c
c
t
o
t
a
l
u
n
i
f
o
r
m
T
y
p
e
Ra
t
i
o
t
r
i
b
.
H
t
r
i
b
.
L
R
e
s
t
r
.
a
c
c
T
V
(
l
b
s
)
V
(
l
b
s
)
L
(
f
t
)
v
(
p
l
f
)
(
f
t
)
(
f
t
)
k
/
L
(
l
b
-
f
t
)
(
f
t
)
(
f
t)
(
l
b
-
f
t
)
(
l
b
-
f
t
)
(
l
b
-
f
t
)
(
l
b
s
2
No
s
h
e
a
r
p
a
n
e
l
s
i
n
g
r
i
d
A
a
t
2
n
d
l
e
v
e
l
11
6
5
d
i
s
t
r
i
b
u
t
e
d
f
r
o
m
g
r
i
d
B
2
n
d
l
e
v
e
l
1
11
6
5
2
3
3
0
2
0
.
0
11
7
P
1
-
3
A-
1
p
1
2
.
0
9
0
.
7
5
1
2
5
8
2
9
4
5
3
8
2
7
2
0
0
7
2
0
0
60
0
HD
U
2
P1
-
6
A-
2
4
.
0
9
2
.
2
5
4
1
9
4
9
4
5
4
6
3
6
4
8
3
6
4
8
91
2
HD
U
2
P1
-
6
A-
3
4
.
0
9
2
.
2
5
4
1
9
4
9
4
5
4
6
3
6
4
8
3
6
4
8
91
2
HD
U
2
Bo
l
d
i
n
d
i
c
a
t
e
s
t
h
a
t
s
e
i
s
m
i
c
g
o
v
e
r
n
s
p
Pa
n
e
l
U
n
i
t
h
o
p
/
Σ
L
i
L
Sh
e
a
t
h
i
n
g
Co
q
'
N
a
i
l
i
n
g
Sh
e
a
r
h
t
o
t
a
l
t
o
t
a
l
f
r
o
m
ΣL
i
/
L
SD
P
W
S
(p
l
f
)
v
(
p
l
f
)
(
f
t
)
(
f
t
)
%
4
.
3
.
3
.
5
A-
1
1
s
t
11
7
2
h
/
3
6
1
2
5
0
0
.
6
7
34
9
P1
-
3
pe
r
f
o
r
a
t
e
d
p
a
n
e
l
te
c
i
n
s
t
r
u
c
t
L
L
C
13
Pr
o
j
e
c
t
:
R
o
b
i
n
e
t
t
H
o
m
e
s
P
l
a
n
2
8
0
8
,
B
r
i
d
g
e
m
o
n
t
,
8
6
t
h
P
l
N
E
,
A
r
l
i
n
g
t
o
n
,
W
A
Gr
i
d
B
W
i
n
d
Sh
e
a
r
d
e
s
i
g
n
O
v
e
r
t
u
r
n
i
n
g
Le
v
e
l
S
h
e
a
r
S
h
e
a
r
L
e
n
g
t
h
S
h
e
a
r
S
W
P
a
n
e
l
L
h
A
s
p
e
c
t
M
o
t
W
a
l
l
R
/
Fl
M
r
e
s
M
t
o
t
M
t
o
t
U
p
l
i
f
t
H
W
st
o
r
y
a
c
c
t
o
t
a
l
u
n
i
f
o
r
m
T
y
p
e
Ra
t
i
o
t
r
i
b
.
H
t
r
i
b
.
L
R
e
s
t
r
.
a
c
c
T
V
(
l
b
s
)
V
(
l
b
s
)
L
(
f
t
)
v
(
p
l
f
)
(
f
t
)
(
f
t
)
k
/
L
(
l
b
-
f
t
)
(
f
t
)
(
f
t)
(
l
b
-
f
t
)
(
l
b
-
f
t
)
(
l
b
-
f
t
)
(
l
b
s
2
20
8
0
2
0
8
0
5
0
.
0
4
2
P
1
-
6
B
-
1
p
2
6
.
0
8
0
.
3
1
8
6
5
3
8
1
5
4
5
7
4
7
-
3
7
0
9
4
-
3
70
9
4
-1
4
2
7
no
t
r
q
d
B-
2
p
2
4
.
0
8
0
.
3
3
7
9
8
7
8
1
5
3
8
9
1
6
-
3
0
9
2
9
-
3
0
9
2
9
-1
2
8
9
no
t
r
q
d
1
No
s
h
e
a
r
p
a
n
e
l
s
i
n
g
r
i
d
B
a
t
l
o
w
e
r
l
e
v
e
l
Lo
a
d
d
i
s
t
r
i
b
u
t
e
d
t
o
g
r
i
d
s
A
a
n
d
C
,
5
0
%
e
a
c
h
0.
5
x
2
,
0
8
0
=
1
,
0
4
0
l
b
s
Bo
l
d
i
n
d
i
c
a
t
e
s
t
h
a
t
w
i
n
d
g
o
v
e
r
n
s
p
Pa
n
e
l
U
n
i
t
h
o
p
/
Σ
L
i
L
Sh
e
a
t
h
i
n
g
Co
q
'
Na
i
l
i
n
g
Sh
e
a
r
h
t
o
t
a
l
t
o
t
a
l
f
r
o
m
ΣL
i
/
L
SD
P
W
S
(p
l
f
)
v
(
p
l
f
)
(
f
t
)
(
f
t
)
%
4
.
3
.
3
.
5
B-
1
2
n
d
42
2
h
/
3
8
2
6
3
1
0
.
5
9
2
3
1
P1
-
6
B-
2
2
n
d
42
2
h
/
3
1
0
2
4
4
2
0
.
6
4
1
5
8
P1
-
6
pe
r
f
o
r
a
t
e
d
p
a
n
e
l
te
c
i
n
s
t
r
u
c
t
L
L
C
14
Pr
o
j
e
c
t
:
R
o
b
i
n
e
t
t
H
o
m
e
s
P
l
a
n
2
8
0
8
,
B
r
i
d
g
e
m
o
n
t
,
8
6
t
h
P
l
N
E
,
A
r
l
i
n
g
t
o
n
,
W
A
Gr
i
d
B
S
e
i
s
m
i
c
Sh
e
a
r
d
e
s
i
g
n
O
v
e
r
t
u
r
n
i
n
g
Le
v
e
l
S
h
e
a
r
S
h
e
a
r
L
e
n
g
t
h
S
h
e
a
r
S
W
P
a
n
e
l
L
h
A
s
p
e
c
t
M
o
t
W
a
l
l
R
/
Fl
M
r
e
s
M
t
o
t
M
t
o
t
U
p
l
i
f
t
H
W
st
o
r
y
a
c
c
t
o
t
a
l
u
n
i
f
o
r
m
T
y
p
e
Ra
t
i
o
t
r
i
b
.
H
t
r
i
b
.
L
R
e
s
t
r
.
a
c
c
T
V
(
l
b
s
)
V
(
l
b
s
)
L
(
f
t
)
v
(
p
l
f
)
(
f
t
)
(
f
t
)
k
/
L
(
l
b
-
f
t
)
(
f
t
)
(
f
t)
(
l
b
-
f
t
)
(
l
b
-
f
t
)
(
l
b
-
f
t
)
(
l
b
s
2
23
2
5
2
3
2
5
5
0
.
0
47
P
1
-
3
B-
1
p
2
6
.
0
8
0
.
3
1
9
6
7
2
8
1
5
4
5
7
4
7
-
3
6
0
7
5
-
3
6
0
7
5
-1
3
8
8
no
t
r
q
d
P1
-
6
B-
2
p
2
4
.
0
8
0
.
3
3
8
9
2
8
8
1
5
3
8
9
1
6
-
2
9
9
8
8
-
2
9
9
8
8
-1
2
5
0
no
t
r
q
d
ba
s
e
d
o
n
p
e
r
f
d
e
s
i
g
n
1
No
s
h
e
a
r
p
a
n
e
l
s
i
n
g
r
i
d
B
a
t
l
o
w
e
r
l
e
v
e
l
Lo
a
d
d
i
s
t
r
i
b
u
t
e
d
t
o
g
r
i
d
s
A
a
n
d
C
,
5
0
%
e
a
c
h
0.
5
x
2
,
3
2
5
=
1
,
1
6
5
l
b
s
Bo
l
d
i
n
d
i
c
a
t
e
s
t
h
a
t
s
e
i
s
m
i
c
g
o
v
e
r
n
s
p
Pa
n
e
l
U
n
i
t
h
o
p
/
Σ
L
i
L
Sh
e
a
t
h
i
n
g
Co
q
'
Na
i
l
i
n
g
Sh
e
a
r
h
t
o
t
a
l
t
o
t
a
l
f
r
o
m
ΣL
i
/
L
SD
P
W
S
(p
l
f
)
v
(
p
l
f
)
(
f
t
)
(
f
t
)
%
4
.
3
.
3
.
5
B-
1
2
n
d
47
2
h
/
3
8
2
6
3
1
0
.
5
9
25
9
P1
-
3
B-
2
2
n
d
47
2
h
/
3
1
0
2
4
4
2
0
.
6
4
17
6
P1
-
6
pe
r
f
o
r
a
t
e
d
p
a
n
e
l
te
c
i
n
s
t
r
u
c
t
L
L
C
15
Pr
o
j
e
c
t
:
R
o
b
i
n
e
t
t
H
o
m
e
s
P
l
a
n
2
8
0
8
,
B
r
i
d
g
e
m
o
n
t
,
8
6
t
h
P
l
N
E
,
A
r
l
i
n
g
t
o
n
,
W
A
Gr
i
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tecinstruct LLC
4111 164th St SW
Unit 51
Lynnwood, WA 98087
Phone (206) 553 9076
rheimisch@yahoo.com
Engineering
2. GRAVITY DESIGN
20
Project: Robinett Homes, Plan 2808, Bridgemont
tecinstruct LLC
2.1 Design Criteria
Dead Loads Roof Coating/Waterproofing 2.0
Sheathing OSB/Plywood 15/32“ 2.0
Trusses / Framing 3.0
Insulation R-38 1.2
Gypsum Board 5/8“ 2.8
Miscellaneous (Sprinkler, HVAC etc) 1.5
Total 12.5, say 15 psf
Floors Living Finished Floor (carpet) 1.0
Sheathing OSB/Plywood 3/4“ 2.5
Floor Joists / TJIs 2.5
Insulation R-11 1.0
Gypsum Board 5/8“ 2.8
Miscellaneous (Sprinkler, HVAC etc) 1.5
Non bearing partitions 8.0
Total 19.3, say 20 psf
Decks/Balconies Decking 3.0
Floor Joists / TJIs 2.5
Miscellaneous (Railing/Waterproofing) 1.5
Total 7.0 say 10 psf
Ext. Walls Siding 3.0
Sheathing 15/32“ OSB/Plywood 2.0
2x6“ Studs @ 16“ o.c. 1.5
Insulation R-21 0.6
Gypsum Board 5/8“ 2.8
Total 9.9, say 10 psf
Int. Walls 2x4“ Studs @ 16“ o.c. 1.5
Gypsum Board (2 sides) 5/8“ 5.6
Total 7.1, say 8 psf
Live Loads Roof 20 psf
Living areas 40 psf
Decks/Balconies 60 psf
Snow Load Snow Ground Load 25 psf
Snow Roof Load (no reduction applied) 25 psf
21
Project: Robinett Homes, Plan 2808, Bridgemont
tecinstruct LLC
2.2 Key List
Roof
Key No. 1.1 Manufactured Truss Roof
Key No. 1.2 Header, DF No. 2, 4x10”
Key No. 1.3 Header, DF No. 2, 4x8”
Key No. 1.4 Header, DF No. 2, 4x6”
Floor above Main Level
Key No. 2.1 Manufactured Truss Roof
Key No. 2.2a Floor Joists, HF No. 2, 2x12”, @ 12” o.c.
Alternative: TJI 210, 2-1/16x11-7/8”, @ 12” o.c.
Key No. 2.2b Floor Joists, HF No. 2, 2x12”, @ 16” o.c.
Alternative: TJI 110, 1-3/4x11-7/8”, @ 16” o.c.
Key No. 2.3 Stair Stringers, HF No. 2, 2x12”, @ 16” o.c.
Key No. 2.4 Joists at Landing, HF No. 2, 2x6”, @ 16” o.c.
Key No. 2.5 Glulam WS, 24F-1.8E, 5-1/8x18”
Key No. 2.6 Garage Header, DF No. 2, 6x10”
Key No. 2.7 Glulam WS, 24F-1.8E, 5-1/8x12”
Key No. 2.8 Beam, DF No. 2, 4x12”
Key No. 2.9 Beam at Porch, DF No. 2, 4x10”
Key No. 2.10 Header, DF No. 2, 4x12”
Key No. 2.11 Header, DF No. 2, 4x10”
Key No. 2.12 Header, DF No. 2, 4x6”
Key No. 2.13 Post within Wall, DF No. 2, 6x6”
Key No. 2.14 Post at Porch, HF No. 2, 6x6”, P.T.
Floor above Crawl Space
Key No. 3.1 Floor Joists, HF No. 2, 2x12”, @ 16” o.c.
Alternative: TJI 110, 1-3/4x11-7/8”, @ 16” o.c.
Key No. 3.2 Beam, DF No. 2, 4x10”
Floor above Crawl Space
Key No. 4.1 Continuous Footing, fc = 2,500 psi, 16x8”, w/ Stem Wall 8”
Key No. 4.2 Continuous Footing, fc = 2,500 psi, 16x8”
Key No. 4.3 Sonotube, Dia. 24”, fc = 2,500 psi
22
Project: Robinett Homes, Plan 2808, Bridgemont
tecinstruct LLC
2.3 Roof
Key No. 1.1 Manufactured Truss Roof
Span: L = varies
Load: DL = 15 psf
SL = 25 psf
Layout and design per manufacturer
Key No. 1.2 Header, DF No. 2, 4x10”
Span: L = 8 ft
Load: roof w/ trib 15 ft
DL 15 x 15 = 225 plf
SL 15 x 25 = 375 plf
For calculation see design sheets
Key No. 1.3 Header, DF No. 2, 4x8”
Span: L = 6 ft
Load: roof w/ trib 15 ft
DL 15 x 15 = 225 plf
SL 15 x 25 = 375 plf
For calculation see design sheets
Key No. 1.4 Header, DF No. 2, 4x6”
Span: max L = 4 ft
Load: roof w/ trib 15 ft
DL 15 x 15 = 225 plf
SL 15 x 25 = 375 plf
For calculation see design sheets
Also used for 3 ft spans
23
Project: Robinett Homes, Plan 2808, Bridgemont
tecinstruct LLC
2.4 Framing above Main Level
Key No. 2.1 Manufactured Truss Roof
Span: L = varies
Load: DL = 15 psf
SL = 38 psf
Layout and design per manufacturer
Key No. 2.2a Floor Joists, HF No. 2, 2x12”, @ 12” o.c.
Span: max L = 19 ft
Load: DL = 20 psf
LL = 40 psf
Per iLevel span tables for deflection L/480
Alternative: TJI 210, 2-1/16x11-7/8”, @ 12” o.c. (per iLevel span tables)
For calculation see design sheets
Key No. 2.2b Floor Joists, HF No. 2, 2x12”, @ 16” o.c.
Span: max L = 15 ft
Load: DL = 20 psf
LL = 40 psf
Per iLevel span tables for deflection L/480
Alternative: TJI 110, 1-3/4x11-7/8”, @ 16” o.c. (per iLevel span tables)
For calculation see design sheets
Key No. 2.3 Stair Stringers, HF No. 2, 2x12”, @ 16” o.c.
Span: L = 8 ft
Load: DL = 20 psf
LL = 40 psf
Per span tables
Key No. 2.4 Joists at Landing, HF No. 2, 2x6”, @ 16” o.c.
Span: L = 4 ft
Load: DL = 20 psf
LL = 40 psf
Per span tables
Key No. 2.5 Glulam WS, 24F-1.8E, 5-1/8x18”
Span: L = 23 ft
Load: roof w/ trib 3 ft, floor w/ trib 8 ft, wall w/ h 8 ft
DL 3 x 15 + 8 x 20 + 8 x 10 = 285 plf
LL 8 x 40 = 320 plf
SL 3 x 25 = 75 plf
For calculation see design sheets
24
Project: Robinett Homes, Plan 2808, Bridgemont
tecinstruct LLC
Key No. 2.6 Garage Header, DF No. 2, 6x10”
Span: L = 16 ft
Load: roof w/ trib 5 ft
DL 5 x 15 = 75 plf
SL 5 x 25 = 125 plf
For calculation see design sheets
Key No. 2.7 Glulam WS, 24F-1.8E, 5-1/8x12”
Span: L = 11 ft
Load: upper and lower roof w/ tot trib 19 ft, floor w/ trib 5 ft, wall w/ h 8 ft
DL 19 x 15 + 8 x 20 + 8 x 10 = 525 plf
LL 5 x 40 = 200 plf
SL 19 x 25 = 475 plf
For calculation see design sheets
Key No. 2.8 Beam, DF No. 2, 4x12”
Span: L = 8 ft
Load: floor w/ trib 15 ft
DL 15 x 20 = 300 plf
LL 15 x 40 = 600 plf
For calculation see design sheets
Key No. 2.9 Beam at Porch, DF No. 2, 4x10”
Span: L = 12 ft
Load: roof w/ trib 8 ft
DL 8 x 15 = 120 plf
SL 8 x 25 = 200 plf
For calculation see design sheets
Key No. 2.10 Header, DF No. 2, 4x12”
Span: L = 7 ft
Load: roof w/ trib 15 ft, floor w/ trib 8 ft, wall w/ h 8 ft
DL 15 x 15 + 8 x 20 + 8 x 10 = 465 plf
LL 8 x 40 = 320 plf
SL 15 x 25 = 375 plf
For calculation see design sheets
25
Project: Robinett Homes, Plan 2808, Bridgemont
tecinstruct LLC
Key No. 2.11 Header, DF No. 2, 4x10”
Span: L = 6 ft
Load: roof w/ trib 15 ft, floor w/ trib 8 ft, wall w/ h 8 ft
DL 15 x 15 + 8 x 20 + 8 x 10 = 465 plf
LL 8 x 40 = 320 plf
SL 15 x 25 = 375 plf
For calculation see design sheets
Key No. 2.12 Header, DF No. 2, 4x6”
Span: max L = 4 ft
Load: roof w/ trib 15 ft, floor w/ trib 5 ft, wall w/ h 8 ft
DL 15 x 15 + 5 x 20 + 8 x 10 = 405 plf
LL 5 x 40 = 200 plf
SL 15 x 25 = 375 plf
For calculation see design sheets
Also used for shorter spans
Key No. 2.13 Post within Wall, DF No. 2, 6x6”
Height: H = 9 ft
Load: max P = reaction from beam 2.5
PDL = 3,300 lbs
PLL = 3,710 lbs
For calculation see design sheets
Also used for locations with less load
Key No. 2.14 Post at Porch, HF No. 2, 6x6”, P.T.
Height: H = 9 ft
Load: reaction from beam 2.9
PDL = 725 lbs
PLL = 1,205 lbs
Per inspection
26
Project: Robinett Homes, Plan 2808, Bridgemont
tecinstruct LLC
2.5 Framing above Crawl Space
Key No. 3.1 Floor Joists, HF No. 2, 2x12”, @ 16” o.c.
Alternative: TJI 110, 1-3/4x11-7/8”, @ 16” o.c.
Same as 2.2b
Key No. 3.2 Beam, DF No. 2, 4x10”
Span: L 3-span = 4 + 4 + 4 ft
Load: upper floor w/ trb 14 ft, CS floor w/ trib 9 ft, wall w/ h 9 ft
DL 23 x 20 + 9 x 10 = 550 plf
LL 23 x 40 = 920 plf
For calculation see design sheets
27
Project: Robinett Homes, Plan 2808, Bridgemont
tecinstruct LLC
2.6 Foundation
Key No. 4.1 Continuous Footing, fc = 2,500 psi, 16x8”, w/ Stem Wall 8”
Dimensions per prescriptive requirements for 2-story structures
Reinforcement: (2) rebars # 4 longitudinal
hooked verticals # 3 @ 18” o.c., alternated
Key No. 4.2 Continuous Footing, fc = 2,500 psi, 16x8”
Load max P = reaction from beam 3.2 = 6,840 lbs
Load is distributed over 1.33 x 4 = 5.32 sqft
Soil pressure 6,840 / 5.32 = 1,286 psf < 1,500
Reinforcement: (2) rebars # 4 longitudinal
Key No. 4.3 Sonotube, Dia. 24”, fc = 2,500 psi
Load from post 2.14
P = 1,930 lbs
Area A 3.14 x 22 / 4
Soil pressure 1,930 / 3.14 = 615 psf < 1,500
Also used at front porch
28
Robinett Plan 2808
Bridgemont
1_2 Header
June 17, 2023 19:47
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL 225.0 plf
SL Snow Full UDL 375.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
8'-1.11"
8'0'
Unfactored:
Dead 910 910
Snow 1517 1517
Factored:
Total 2428 2428
Bearing:
Capacity
Beam 2428 2428
Support 2688 2688
Des ratio
Beam 1.00 1.00
Support 0.90 0.90
Load comb #2 #2
Length 1.11 1.11
Min req'd 1.11 1.11
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.11 1.11
Fcp sup 625 625
Lumber-soft, D.Fir-L (N), No.1/No.2, 4x10 (3-1/2"x9-1/4")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 8'-1.13"; Clear span: 7'-10.88"; Volume = 1.8 cu.ft.
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 88 Fv' = 207 psi fv/Fv' = 0.43
Bending(+) fb = 1154 Fb' = 1156 psi fb/Fb' = 1.00
Dead Defl'n 0.06 = < L/999
Live Defl'n 0.09 = < L/999 0.27 = L/360 in 0.35
Total Defl'n 0.15 = L/641 0.40 = L/240 in 0.37
29
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 4)1_2 Header Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 850 1.15 1.00 1.00 0.985 1.200 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + S
Bending(+): LC #2 = D + S
Deflection: LC #2 = D + S (live)
LC #2 = D + S (total)
Bearing : Support 1 – LC #2 = D + S
Support 2 – LC #2 = D + S
D=dead S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 2400, V design = 1910 lbs; M(+) = 4800 lbs-ft
EIy = 369.34 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.0 dead + "live"
Lateral stability(+): Lu = 8' Le = 15'-4.25" RB = 11.8
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
30
Robinett Plan 2808
Bridgemont
1_3 Header
June 17, 2023 19:48
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL 225.0 plf
SL Snow Full UDL 375.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
6'-0.83"
6'0'
Unfactored:
Dead 683 683
Snow 1138 1138
Factored:
Total 1821 1821
Bearing:
Capacity
Beam 1821 1821
Support 2016 2016
Des ratio
Beam 1.00 1.00
Support 0.90 0.90
Load comb #2 #2
Length 0.83 0.83
Min req'd 0.83 0.83
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.11 1.11
Fcp sup 625 625
Lumber-soft, D.Fir-L (N), No.1/No.2, 4x8 (3-1/2"x7-1/4")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 6'-0.81"; Clear span: 5'-11.19"; Volume = 1.1 cu.ft.
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 84 Fv' = 207 psi fv/Fv' = 0.40
Bending(+) fb = 1057 Fb' = 1260 psi fb/Fb' = 0.84
Dead Defl'n 0.04 = < L/999
Live Defl'n 0.06 = < L/999 0.20 = L/360 in 0.31
Total Defl'n 0.10 = L/731 0.30 = L/240 in 0.33
31
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 4)1_3 Header Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 850 1.15 1.00 1.00 0.991 1.300 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + S
Bending(+): LC #2 = D + S
Deflection: LC #2 = D + S (live)
LC #2 = D + S (total)
Bearing : Support 1 – LC #2 = D + S
Support 2 – LC #2 = D + S
D=dead S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 1800, V design = 1417 lbs; M(+) = 2700 lbs-ft
EIy = 177.83 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.0 dead + "live"
Lateral stability(+): Lu = 6' Le = 11'-7.13" RB = 9.1
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
32
Robinett Plan 2808
Bridgemont
1_4 Header
June 17, 2023 19:54
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL 225.0 plf
SL Snow Full UDL 375.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
4'-0.55"
4'0'
Unfactored:
Dead 455 455
Snow 759 759
Factored:
Total 1214 1214
Bearing:
Capacity
Beam 1214 1214
Support 1344 1344
Des ratio
Beam 1.00 1.00
Support 0.90 0.90
Load comb #2 #2
Length 0.55 0.55
Min req'd 0.55 0.55
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.11 1.11
Fcp sup 625 625
Lumber-soft, D.Fir-L (N), No.1/No.2, 4x6 (3-1/2"x5-1/2")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 4'-0.56"; Clear span: 3'-11.44"; Volume = 0.5 cu.ft.
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 71 Fv' = 207 psi fv/Fv' = 0.34
Bending(+) fb = 816 Fb' = 1271 psi fb/Fb' = 0.64
Dead Defl'n 0.02 = < L/999
Live Defl'n 0.03 = < L/999 0.13 = L/360 in 0.21
Total Defl'n 0.04 = < L/999 0.20 = L/240 in 0.22
33
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 4)1_4 Header Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 850 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + S
Bending(+): LC #2 = D + S
Deflection: LC #2 = D + S (live)
LC #2 = D + S (total)
Bearing : Support 1 – LC #2 = D + S
Support 2 – LC #2 = D + S
D=dead S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 1200, V design = 911 lbs; M(+) = 1200 lbs-ft
EIy = 77.64 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.0 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
34
Robinett Plan 2808
Bridgemont
2_2a Floor Joist
June 17, 2023 20:06
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full Area 20.00(12.0") psf
LL Live Full Area 40.00(12.0") psf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
19'-0.94"
19'0'
Unfactored:
Dead 191 191
Live 382 382
Factored:
Total 572 572
Bearing:
Capacity
Joist 572 572
Support 1104 1104
Des ratio
Joist 1.00 1.00
Support 0.52 0.52
Load comb #2 #2
Length 0.94 0.94
Min req'd 0.94 0.94
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.25 1.25
Fcp sup 625 625
Lumber-soft, Hem-Fir (N), No.1/No.2, 2x12 (1-1/2"x11-1/4")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Floor joist spaced at 12.0" c/c; Total length: 19'-0.94"; Clear span: 18'-11.06"; Volume = 2.2 cu.ft.
Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help);
This section PASSES the design code check.
WARNING: Member length exceeds typical stock length of 18.0 ft
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 45 Fv' = 145 psi fv/Fv' = 0.31
Bending(+) fb = 1027 Fb' = 1150 psi fb/Fb' = 0.89
Dead Defl'n 0.10 = < L/999
Live Defl'n 0.41 = L/553 0.63 = L/360 in 0.65
Total Defl'n 0.51 = L/442 0.95 = L/240 in 0.54
35
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 4)2_2a Floor Joist Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 145 1.00 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 1000 1.00 1.00 1.00 1.000 1.000 - 1.15 1.00 1.00 2
Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + L
Bending(+): LC #2 = D + L
Deflection: LC #2 = D + L (live)
LC #2 = D + L (total)
Bearing : Support 1 – LC #2 = D + L
Support 2 – LC #2 = D + L
D=dead L=live
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 570, V design = 511 lbs; M(+) = 2708 lbs-ft
EIy = 284.76 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 0.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
36
Robinett Plan 2808
Bridgemont
2_2b Floor Joist
June 17, 2023 20:09
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full Area 20.00(16.0") psf
LL Live Full Area 40.00(16.0") psf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
15'-0.99"
15'0'
Unfactored:
Dead 201 201
Live 402 402
Factored:
Total 603 603
Bearing:
Capacity
Joist 603 603
Support 1164 1164
Des ratio
Joist 1.00 1.00
Support 0.52 0.52
Load comb #2 #2
Length 0.99 0.99
Min req'd 0.99 0.99
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.25 1.25
Fcp sup 625 625
Lumber-soft, Hem-Fir (N), No.1/No.2, 2x12 (1-1/2"x11-1/4")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Floor joist spaced at 16.0" c/c; Total length: 15'-1.0"; Clear span: 14'-11.0"; Volume = 1.8 cu.ft.
Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help);
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 46 Fv' = 145 psi fv/Fv' = 0.32
Bending(+) fb = 853 Fb' = 1150 psi fb/Fb' = 0.74
Dead Defl'n 0.05 = < L/999
Live Defl'n 0.21 = L/843 0.50 = L/360 in 0.43
Total Defl'n 0.27 = L/674 0.75 = L/240 in 0.36
37
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 4)2_2b Floor Joist Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 145 1.00 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 1000 1.00 1.00 1.00 1.000 1.000 - 1.15 1.00 1.00 2
Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + L
Bending(+): LC #2 = D + L
Deflection: LC #2 = D + L (live)
LC #2 = D + L (total)
Bearing : Support 1 – LC #2 = D + L
Support 2 – LC #2 = D + L
D=dead L=live
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 600, V design = 522 lbs; M(+) = 2250 lbs-ft
EIy = 284.76 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 0.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
38
Robinett Plan 2808
Bridgemont
2_5 GLB
June 17, 2023 20:33
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL 285.0 plf
LL Live Full UDL 320.0 plf
SL Snow Full UDL 75.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
23'-2.1"
23'0'
Unfactored:
Dead 3302 3302
Live 3708 3708
Snow 869 869
Factored:
Total 7011 7011
Bearing:
Capacity
Beam 7011 7011
Support 7234 7234
Des ratio
Beam 1.00 1.00
Support 0.97 0.97
Load comb #2 #2
Length 2.10 2.10
Min req'd 2.10 2.10
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.07 1.07
Fcp sup 625 625
Glulam-Unbalan., West Species, 24F-1.8E WS, 5-1/8"x18"
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 23'-2.13"; Clear span: 22'-9.88"; Volume = 14.8 cu.ft.; 12 laminations, 5-1/8" maximum width,
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 98 Fv' = 265 psi fv/Fv' = 0.37
Bending(+) fb = 1735 Fb' = 2284 psi fb/Fb' = 0.76
Dead Defl'n 0.40 = L/689
Live Defl'n 0.42 = L/663 0.77 = L/360 in 0.54
Total Defl'n 0.82 = L/338 1.15 = L/240 in 0.71
39
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 4)2_5 GLB Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC#
Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 2400 1.00 1.00 1.00 1.000 0.952 - - 1.00 1.00 - 2
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3
Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + L
Bending(+): LC #2 = D + L
Deflection: LC #2 = D + L (live)
LC #3 = D + 0.75(L + S) (total)
Bearing : Support 1 – LC #2 = D + L
Support 2 – LC #2 = D + L
D=dead L=live S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 6958, V design = 5997 lbs; M(+) = 40006 lbs-ft
EIy = 4483.28 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 0.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI
A190.1-2012
4. GLULAM: bxd = actual breadth x actual depth.
5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
40
Robinett Plan 2808
Bridgemont
2_6 Garage Header
June 17, 2023 20:37
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL 75.0 plf
SL Snow Full UDL 125.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
16'-0.5"
16'0'
Unfactored:
Dead 602 602
Snow 1003 1003
Factored:
Total 1604 1604
Bearing:
Capacity
Beam 1719 1719
Support 1836 1836
Des ratio
Beam 0.93 0.93
Support 0.87 0.87
Load comb #2 #2
Length 0.50* 0.50*
Min req'd 0.50* 0.50*
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.07 1.07
Fcp sup 625 625
*Minimum bearing length setting used: 1/2" for end supports
Timber-soft, D.Fir-L (N), No.2, 6x10 (5-1/2"x9-1/2")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 16'-0.5"; Clear span: 15'-11.5"; Volume = 5.8 cu.ft.; Beam or stringer
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 41 Fv' = 195 psi fv/Fv' = 0.21
Bending(+) fb = 928 Fb' = 1006 psi fb/Fb' = 0.92
Dead Defl'n 0.22 = L/886
Live Defl'n 0.36 = L/532 0.53 = L/360 in 0.68
Total Defl'n 0.58 = L/332 0.80 = L/240 in 0.72
41
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 4)2_6 Garage Header Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 875 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + S
Bending(+): LC #2 = D + S
Deflection: LC #2 = D + S (live)
LC #2 = D + S (total)
Bearing : Support 1 – LC #2 = D + S
Support 2 – LC #2 = D + S
D=dead S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 1600, V design = 1438 lbs; M(+) = 6400 lbs-ft
EIy = 510.84 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.0 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
42
Robinett Plan 2808
Bridgemont
2_7 GLB
June 17, 2023 20:45
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL 525.0 plf
LL Live Full UDL 200.0 plf
SL Snow Full UDL 475.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
11'-1.72"
11'0'
Unfactored:
Dead 2925 2925
Live 1114 1114
Snow 2647 2647
Factored:
Total 5746 5746
Bearing:
Capacity
Beam 5746 5746
Support 5929 5929
Des ratio
Beam 1.00 1.00
Support 0.97 0.97
Load comb #3 #3
Length 1.72 1.72
Min req'd 1.72 1.72
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.07 1.07
Fcp sup 625 625
Glulam-Unbalan., West Species, 24F-1.8E WS, 5-1/8"x12"
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 11'-1.75"; Clear span: 10'-10.25"; Volume = 4.8 cu.ft.; 8 laminations, 5-1/8" maximum width,
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
43
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 4)2_7 GLB Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 111 Fv' = 305 psi fv/Fv' = 0.37
Bending(+) fb = 1522 Fb' = 2760 psi fb/Fb' = 0.55
Dead Defl'n 0.13 = < L/999
Live Defl'n 0.13 = < L/999 0.37 = L/360 in 0.34
Total Defl'n 0.26 = L/516 0.55 = L/240 in 0.46
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC#
Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3
Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 3
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3
Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #3 = D + 0.75(L + S)
Bending(+): LC #3 = D + 0.75(L + S)
Deflection: LC #3 = D + 0.75(L + S) (live)
LC #3 = D + 0.75(L + S) (total)
Bearing : Support 1 – LC #3 = D + 0.75(L + S)
Support 2 – LC #3 = D + 0.75(L + S)
D=dead L=live S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 5672, V design = 4567 lbs; M(+) = 15598 lbs-ft
EIy = 1328.38 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 0.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI
A190.1-2012
4. GLULAM: bxd = actual breadth x actual depth.
5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
44
Robinett Plan 2808
Bridgemont
2_8 Beam
June 17, 2023 20:57
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL 300.0 plf
LL Live Full UDL 600.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
8'-1.06"
8'0'
Unfactored:
Dead 1213 1213
Live 2426 2426
Factored:
Total 3640 3640
Bearing:
Capacity
Beam 3640 3640
Support 3888 3888
Des ratio
Beam 1.00 1.00
Support 0.94 0.94
Load comb #2 #2
Length 1.06 1.06
Min req'd 1.06 1.06
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.07 1.07
Fcp sup 625 625
Timber-soft, D.Fir-L (N), No.2, 6x12 (5-1/2"x11-1/2")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 8'-1.06"; Clear span: 7'-10.94"; Volume = 3.6 cu.ft.; Beam or stringer
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 64 Fv' = 170 psi fv/Fv' = 0.38
Bending(+) fb = 713 Fb' = 875 psi fb/Fb' = 0.81
Dead Defl'n 0.02 = < L/999
Live Defl'n 0.06 = < L/999 0.27 = L/360 in 0.23
Total Defl'n 0.08 = < L/999 0.40 = L/240 in 0.19
45
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 4)2_8 Beam Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 875 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2
Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + L
Bending(+): LC #2 = D + L
Deflection: LC #2 = D + L (live)
LC #2 = D + L (total)
Bearing : Support 1 – LC #2 = D + L
Support 2 – LC #2 = D + L
D=dead L=live
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 3600, V design = 2698 lbs; M(+) = 7200 lbs-ft
EIy = 906.17 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 0.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
46
Robinett Plan 2808
Bridgemont
2_9 Beam
June 17, 2023 20:52
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL 120.0 plf
SL Snow Full UDL 200.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
12'-0.56"
12'0'
Unfactored:
Dead 723 723
Snow 1205 1205
Factored:
Total 1927 1927
Bearing:
Capacity
Beam 1927 1927
Support 2059 2059
Des ratio
Beam 1.00 1.00
Support 0.94 0.94
Load comb #2 #2
Length 0.56 0.56
Min req'd 0.56 0.56
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.07 1.07
Fcp sup 625 625
Timber-soft, D.Fir-L (N), No.2, 6x10 (5-1/2"x9-1/2")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 12'-0.56"; Clear span: 11'-11.44"; Volume = 4.4 cu.ft.; Beam or stringer
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 48 Fv' = 195 psi fv/Fv' = 0.24
Bending(+) fb = 835 Fb' = 1006 psi fb/Fb' = 0.83
Dead Defl'n 0.11 = < L/999
Live Defl'n 0.18 = L/788 0.40 = L/360 in 0.46
Total Defl'n 0.29 = L/492 0.60 = L/240 in 0.49
47
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 4)2_9 Beam Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 875 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + S
Bending(+): LC #2 = D + S
Deflection: LC #2 = D + S (live)
LC #2 = D + S (total)
Bearing : Support 1 – LC #2 = D + S
Support 2 – LC #2 = D + S
D=dead S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 1920, V design = 1659 lbs; M(+) = 5760 lbs-ft
EIy = 510.84 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.0 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
48
Robinett Plan 2808
Bridgemont
2_10 Header
June 17, 2023 21:05
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL 465.0 plf
LL Live Full UDL 320.0 plf
SL Snow Full UDL 375.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
7'-1.61"
7'0'
Unfactored:
Dead 1659 1659
Live 1141 1141
Snow 1338 1338
Factored:
Total 3518 3518
Bearing:
Capacity
Beam 3518 3518
Support 3895 3895
Des ratio
Beam 1.00 1.00
Support 0.90 0.90
Load comb #3 #3
Length 1.61 1.61
Min req'd 1.61 1.61
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.11 1.11
Fcp sup 625 625
Lumber-soft, D.Fir-L (N), No.1/No.2, 4x12 (3-1/2"x11-1/4")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 7'-1.63"; Clear span: 6'-10.38"; Volume = 2.0 cu.ft.
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
49
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 4)2_10 Header Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 94 Fv' = 207 psi fv/Fv' = 0.45
Bending(+) fb = 982 Fb' = 1075 psi fb/Fb' = 0.91
Dead Defl'n 0.04 = < L/999
Live Defl'n 0.04 = < L/999 0.23 = L/360 in 0.18
Total Defl'n 0.08 = < L/999 0.35 = L/240 in 0.23
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 3
Fb'+ 850 1.15 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 3
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #3 = D + 0.75(L + S)
Bending(+): LC #3 = D + 0.75(L + S)
Deflection: LC #3 = D + 0.75(L + S) (live)
LC #3 = D + 0.75(L + S) (total)
Bearing : Support 1 – LC #3 = D + 0.75(L + S)
Support 2 – LC #3 = D + 0.75(L + S)
D=dead L=live S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 3452, V design = 2461 lbs; M(+) = 6041 lbs-ft
EIy = 664.44 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 0.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
50
Robinett Plan 2808
Bridgemont
2_11 Header
June 17, 2023 21:13
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL 465.0 plf
LL Live Full UDL 320.0 plf
SL Snow Full UDL 375.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
6'-1.38"
6'0'
Unfactored:
Dead 1422 1422
Live 978 978
Snow 1147 1147
Factored:
Total 3015 3015
Bearing:
Capacity
Beam 3015 3015
Support 3339 3339
Des ratio
Beam 1.00 1.00
Support 0.90 0.90
Load comb #3 #3
Length 1.38 1.38
Min req'd 1.38 1.38
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.11 1.11
Fcp sup 625 625
Lumber-soft, D.Fir-L (N), No.1/No.2, 4x10 (3-1/2"x9-1/4")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 6'-1.38"; Clear span: 5'-10.63"; Volume = 1.4 cu.ft.
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
51
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 4)2_11 Header Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 99 Fv' = 207 psi fv/Fv' = 0.48
Bending(+) fb = 1067 Fb' = 1173 psi fb/Fb' = 0.91
Dead Defl'n 0.04 = < L/999
Live Defl'n 0.04 = < L/999 0.20 = L/360 in 0.21
Total Defl'n 0.08 = L/924 0.30 = L/240 in 0.26
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 3
Fb'+ 850 1.15 1.00 1.00 1.000 1.200 - 1.00 1.00 1.00 3
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #3 = D + 0.75(L + S)
Bending(+): LC #3 = D + 0.75(L + S)
Deflection: LC #3 = D + 0.75(L + S) (live)
LC #3 = D + 0.75(L + S) (total)
Bearing : Support 1 – LC #3 = D + 0.75(L + S)
Support 2 – LC #3 = D + 0.75(L + S)
D=dead L=live S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 2959, V design = 2142 lbs; M(+) = 4438 lbs-ft
EIy = 369.34 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 0.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
52
Robinett Plan 2808
Bridgemont
2_12 Header
June 17, 2023 21:12
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL 405.0 plf
LL Live Full UDL 200.0 plf
SL Snow Full UDL 375.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
4'-0.78"
4'0'
Unfactored:
Dead 823 823
Live 406 406
Snow 762 762
Factored:
Total 1700 1700
Bearing:
Capacity
Beam 1700 1700
Support 1882 1882
Des ratio
Beam 1.00 1.00
Support 0.90 0.90
Load comb #3 #3
Length 0.78 0.78
Min req'd 0.78 0.78
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.11 1.11
Fcp sup 625 625
Lumber-soft, D.Fir-L (N), No.1/No.2, 4x6 (3-1/2"x5-1/2")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 4'-0.75"; Clear span: 3'-11.25"; Volume = 0.5 cu.ft.
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
53
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 4)2_12 Header Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 98 Fv' = 207 psi fv/Fv' = 0.48
Bending(+) fb = 1137 Fb' = 1271 psi fb/Fb' = 0.90
Dead Defl'n 0.03 = < L/999
Live Defl'n 0.03 = < L/999 0.13 = L/360 in 0.24
Total Defl'n 0.06 = L/773 0.20 = L/240 in 0.31
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 3
Fb'+ 850 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 3
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #3 = D + 0.75(L + S)
Bending(+): LC #3 = D + 0.75(L + S)
Deflection: LC #3 = D + 0.75(L + S) (live)
LC #3 = D + 0.75(L + S) (total)
Bearing : Support 1 – LC #3 = D + 0.75(L + S)
Support 2 – LC #3 = D + 0.75(L + S)
D=dead L=live S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 1673, V design = 1262 lbs; M(+) = 1673 lbs-ft
EIy = 77.64 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 0.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
54
2_13 Post
June 19, 2023 16:29
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Location [ft] Magnitude Unit
Start End Start End
PDL Dead Axial (Ecc. = 0.00") 3300 lbs
PLL Live Axial (Ecc. = 0.00") 3710 lbs
Reactions (lbs):
9'
9'0'
Ba
s
e
To
p
Unfactored:
Lateral:
Dead
Live
Axial:
Dead 3300 3300
Live 3710 3710
Factored:
L->R
Load comb #1 #1
Timber-soft, D.Fir-L (N), No.2, 6x6 (5-1/2"x5-1/2")
Support: Non-wood
Total length: 9'; Volume = 1.9 cu.ft.; Post or timber
Pinned base; Ke x Lb: 1.0 x 9.0 = 9.0 ft; Ke x Ld: 1.0 x 9.0 = 9.0 ft;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Axial fc = 232 Fc' = 559 psi fc/Fc' = 0.41
Axial Bearing fc = 232 Fc* = 700 psi fc/Fc* = 0.33
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC#
Fc' 700 1.00 1.00 1.00 0.799 1.000 - - 1.00 1.00 2
Fc* 700 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Axial : LC #2 = D + L
D=dead L=live
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
55
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 4)2_13 Post Page 2
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
56
Robinett Plan 2808
Bridgemont
3_2 Beam
June 19, 2023 16:44
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
DL Dead Full UDL No 590.0 plf
LL Live Full UDL Yes 1000.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
4'8'
12'-1.29"
12'0'
Unfactored:
Dead 976 2596 2596 976
Live 1854 4800 4800 1854
Factored:
Total 2830 7396 7396 2830
Bearing:
Capacity
Beam 2830 7501 7501 2830
Support 3133 7396 7396 3133
Des ratio
Beam 1.00 0.99 0.99 1.00
Support 0.90 1.00 1.00 0.90
Load comb #7 #5 #8 #7
Length 1.29 3.05 3.05 1.29
Min req'd 1.29 3.05** 3.05** 1.29
Cb 1.00 1.12 1.12 1.00
Cb min 1.00 1.12 1.12 1.00
Cb support 1.11 1.11 1.11 1.11
Fcp sup 625 625 625 625
**Minimum bearing length governed by the required width of the supporting member.
Lumber-soft, D.Fir-L (N), No.1/No.2, 4x10 (3-1/2"x9-1/4")
Supports: All - Timber-soft Beam, D.Fir-L (N) No.2
Total length: 12'-1.31"; Clear span: 3'-9.81", 3'-8.94", 3'-9.81"; Volume = 2.7 cu.ft.
Lateral support: top = continuous, bottom = at end supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 115 Fv' = 180 psi fv/Fv' = 0.64
Bending(+) fb = 569 Fb' = 1020 psi fb/Fb' = 0.56
Bending(-) fb = 676 Fb' = 1000 psi fb/Fb' = 0.68
Dead Defl'n 0.00 = < L/999
Live Defl'n 0.01 = < L/999 0.13 = L/360 in 0.09
Total Defl'n 0.02 = < L/999 0.20 = L/240 in 0.08
57
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 4)3_2 Beam Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 5
Fb'+ 850 1.00 1.00 1.00 1.000 1.200 - 1.00 1.00 1.00 7
Fb'- 850 1.00 1.00 1.00 0.980 1.200 - 1.00 1.00 1.00 5
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 7
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 7
CRITICAL LOAD COMBINATIONS:
Shear : LC #5 = D + L (pattern: LL_)
Bending(+): LC #7 = D + L (pattern: L_L)
Bending(-): LC #5 = D + L (pattern: LL_)
Deflection: LC #7 = D + L (pattern: L_L) (live)
LC #7 = D + L (pattern: L_L) (total)
Bearing : Support 1 – LC #7 = D + L (pattern: L_L)
Support 2 – LC #5 = D + L (pattern: LL_)
Support 3 – LC #8 = D + L (pattern: _LL)
Support 4 – LC #7 = D + L (pattern: L_L)
D=dead L=live
All LC's are listed in the Analysis output
Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 3883, V design = 2480 lbs; M(+) = 2368 lbs-ft; M(-) = 2811 lbs-ft
EIy = 369.34 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 0.5 dead + "live"
Lateral stability(-): Lu = 12' Le = 22'-0.94" RB = 14.1; Lu based on full span
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the
middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
58
This message is from an External Sender
This message came from outside the City of Arlington
From:Sarah Uplinger
To:Kristin Foster
Subject:Re: Bridgemont SFR Review Comments
Date:Wednesday, October 18, 2023 12:58:51 PM
Attachments:image001.png
3038 Bridgemont Lot 15.pdf
3038 Bridgemont Lot 7.pdf
3038 Bridgemont Lot 5.pdf
2808B Bridgemont Lot 8.pdf
2808A Bridgemont Lot 3.pdf
3038 Bridgemont Lot 11.pdf
3038 Bridgemont Lot 9.pdf
Attached are new site plans for lots 3,5,7,8,9,10,11, 15 and 17.
The blank walls of windows are on the side of structures which will be blocked by thestructures adjacent. The walls of lots 1 & 18 which face the 186th St NE have beenrevised and will be submitted when those permits are ready for submission (later thisweek).
Hopefully that addresses the initial comments, I will be bringing physical copies of
these site plans along with the new permit submissions to the office tomorrow.
- Sarah Uplinger
425-490-2205 Office425-490-2206 FaxMy office hours are Monday -Thursday 7am-3pm
On Thu, Jul 20, 2023 at 9:04 AM Kristin Foster <kfoster@arlingtonwa.gov> wrote:
Good Morning,
Please see below review comments regarding the submittals we received for the single-
family homes. These comments apply to all plans (A, B and Gable). Please revise plans
accordingly per comments 1 and 2. Links to Arlington Municipal Code and the
Development Design Standards are provided below. Comment 3 is for your information and
will be conditioned on the building permit.
1. The single-family homes are subject to the Development Design Standards (DDS) per
AMC 20.46.010(a)(1).
2. No blank walls are allowed per DDS 2.2.3(a)(b) and 11.2.3.4. Please amend the right side
of the structures.
3. No service elements were shown on the plans. Service elements are not allowed on the
the side or rear of the structure.
AMC 20.46
Chapter-2046-Design (arlingtonwa.gov)
Development Design Standards
Development-Design-Standards (arlingtonwa.gov)
Feel free to reach out should you have any questions.
Regards,
Kristin Foster
Permit Technician
City of Arlington
Community & Economic Development
18204 59th Ave NE
Arlington, WA 98223
Office: 360-403-3545
www.arlingtonwa.gov
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