REVIEWED BLD-BLD2021-1361+Calculations+10.4.2021_7.21.34_PM+2444089G✓2 5NGIN4659e Fax954
: (425) 954-2748
P.O. Box 13423 Fax: (425) -7539
Mill Creek, WA 98082 info@cs2engineers.com
Civil d Structural Challenge d Success
REVIEWED
BY
CITY OF EDMONDS €
BUILDING DEPARTMENT
Structural Calculations
Strickland Residence Deck Replacement
929 Cary Road
Edmonds, WA 98020
(Parcel # 27032400210800)
G52 FN61NFF1R✓
Civil d Structural Gh3lIenge d Success -
Prepared By: Sung U. Cho, P.E.
Prepared Date: September 27, 2021
CS2 No.: 2125
RECEIVED
Oct 05 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Project: Strickland Residence Deck Replacement Date: September 27, 2021
Location: Edmonds, WA Prepared By: S. Cho
CS2 No: 2125 Pate
I. Scope of Work
Provide structural design calculations of replacement of the existing deck construction. The project
house is located on 929 Cary Road at City of Edmonds. The information in this report summarizes the
requirements for construction of structural elements for the gravity loads and lateral loads resisting in
conformance with the International Building Code 2018. The engineering of such structural elements
and connections are designed to resist the vertical (gravity) loading particular to concrete foundation.
Unless noted otherwise, all means and methods used shall be in keeping with good and generally
accepted construction practices.
Please refer to the following calculations and supporting sketches as well as the architectural drawing
package as provided by others.
II. Loads/Design Criteria: (IBC 2018 & ASCE 7-16)
Please refer to the following calculations
1. Dead Load — See calculation
2. Live Load — Deck = 60 psf
3. Seismic — Ss = 1.291g, S, = 0.455g, Sos = 1.033, Sp, = N/A
Site Class D, I = 1.0, R = 6.5
4. Wind — Exposure B, Basic Wind Speed (V3s) = 98 mph, I = 1.0
5. Concrete Design Parameter
Concrete compressive strength, f'c = 3,000 psi
Concrete steel reinforcing strength, fy = 60,000 psi
6. Foundation Design Parameter (assumed)
Allowable soil bearing pressure = 1,500 psf
References:
1.
IBC 2018
2.
ASCE 7-16
3.
ACI 318-14
4.
SPDWS 2015
5.
NDS 2018
III. Conclusions and Recommendations
General contractor shall verify all existing dimensions, member sizes and conditions prior to
commencing any work. All dimensions of existing condition shown on the reference are intended as
guidelines only and must be verified in field. Any discrepancies shall be called to the attention of the
architect or engineer and shall be resolved before proceeding with the work. Contractor shall provide
temporary bracing for the structure and structural components until all final connections have been
completed in accordance with the plans.
TEL: (425) 408-2748
P.O. Box 13423 Page 1 of 21 FAX: (425) 954-7539
Mill Creek, WA 98082 info@cs2engineers.com
Project: Strickland Residence Deck Replacement
Location: Edmonds, WA
Date: September 27, 2021
Prepared By: S. Cho
CS2 No: 2125 Page
Design Calculation
TEL: (425) 408-2748
P.O. Box 13423 Page 2 of 21 FAX: (425) 954-7539
Mill Creek, WA 98082 info@cs2engineers.com
P.O. Box 13423
- G52 ffN0/NFF1Z5 Mill Creek, WA 98082
TEL. 425.408.2748
challenge a �ucce5e -civil a atructurel FAX. 425.954.7539
info@cs2engineers.com
Wood Beam
DESCRIPTION: Deck joist (2x8 @ 16" o.c.)
CODE REFERENCES
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 27 SEP 2021, 5:27PM
File: 2125 EnerCalc.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
Analysis Method: Allowable Stress Design Fb +
850 psi
E: Modulus of Elasticity
Load Combination iBC 2018 Fb -
850 psi
Ebend- xx 1300 ksi
Fc - Prll
1300 psi
Eminbend - xx 470 ksi
Wood Species Hem -Fir Fc - Perp
405 psi
Wood Grade : No.2 Fv
150 psi
Ft
525 psi
Density 26.84pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Repetitive Member Stress Increase
D(0.015996) L(0.07998)
Span = 9.0 f:
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0120, L = 0.060 ksf, Tributary Width =1.333 ft
DESIGN SUMMARY
514INT11191
Maximum Bending Stress Ratio =
0.757 1 Maximum Shear Stress Ratio
=
0.345 : 1
Section used for this span
2x8
Section used for this span
2x8
fb: Actual =
887.41 psi
fv: Actual
=
51.74 psi
Fb: Allowable =
1,173.00psi
Fv: Allowable
=
150.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
4.500ft
Location of maximum on span
=
8.409 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.192 in Ratio =
563>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.230 in Ratio =
469>=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d C FIV C i C r C m
C t C L M fb
F'b V
fv F'v
D Only
0.00 0.00
0.00 0.00
Length = 9.0 ft 1 0.140 0.064
0.90 1.200 1.00 1.15 1.00
1.00 1.00 0.16 147.90
1055.70 0.06
8.62 135.00
+D+L
1.200 1.00 1.15 1.00
1.00 1.00
0.00 0.00
0.00 0.00
Length = 9.0 ft 1 0.757 0.345
1.00 1.200 1.00 1.15 1.00
1.00 1.00 0.97 887.41
1173.00 0.38
51.74 150.00
+D+0.750L
1.200 1.00 1.15 1.00
1.00 1.00
0.00 0.00
0.00 0.00
Length = 9.0 ft 1 0.479 0.218
1.25 1.200 1.00 1.15 1.00
1.00 1.00 0.77 702.53
1466.25 0.30
40.96 187.50
+0.60D
1.200 1.00 1.15 1.00
1.00 1.00
0.00 0.00
0.00 0.00
Length = 9.0 ft 1 0.047 0.022
1.60 1.200 1.00 1.15 1.00
1.00 1.00 0.10 88.74
1876.80 0.04
5.17 240.00
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. 'Y' Defl
Location in Span
+D+L 1
0.2301 4.533
0.0000
0.000
Page 3 of 21
P.O. Box 13423 Project Title:
G52 ffN0/NPP1Z5 Mill Creek, WA 98082 Engineer:
TEL.425.408.2748 Project ID:
cnauenye :��e55 -� �n d atruarura� FAX. 425.954.7539 Project Descr:
info@cs2engineers.com
Printed: 27 SEP 2021, 5:27PM
Wood Beam File: 2125 EnerCalc.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
r.i
DESCRIPTION: Deck joist (2x8 @ 16" o.c.)
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.432
0.432
Overall MINimum
0.360
0.360
D Only
0.072
0.072
+D+L
0.432
0.432
+D+0.750L
0.342
0.342
+0.60D
0.043
0.043
L Only
0.360
0.360
Page 4 of 21
SCE
AMERICAN SOCIETY OF CIVIL ENGINEERS
Address:
929 Cary Rd
Edmonds, Washington
98020
ASCE 7 Hazards Report
Standard: ASCE/SEI 7-16 Elevation: 18.23 ft (NAVD 88)
Risk Category: II Latitude: 47.820886
Soil Class: D - Default (see Longitude:-122.374195
Section 11.4.3)
,lb
ti
Cable �
r.' Area :
/ I: r.. - • -•fir ?
Wind
HarsNllE I ti ' yor ��5 r '—
n�.
hF. Hill Creek
Lpr n•A' od
I 'lilt• i 'I'�
.(I
�,� R oln ell
C'ub Isn BIIr1k-- - - fry-! .Von
Intl boob - L]kC .
IPalest � '
SWtomch Parr
I
Kirkland
lab
Results:
Wind Speed: 98 Vmph
10-year MRI 67 Vmph
25-year MRI 74 Vmph
50-year MRI 78 Vmph
100-year MRI 83 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Mon Sep 27 2021
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://asce7hazardtool.online/ Page 1 of 5 Mon Sep 27 2021
Page 5 of 21
-ASCE®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:
Ss :
1.291
Sol
N/A
S,
0.455
TL
6
Fa
1.2
PGA:
0.55
FV
N/A
PGA m :
0.66
Sans :
1.55
FPGA
1.2
SM,
N/A
le
1
SIDS
1.033
Cv
1.358
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Mon Sep 27 2021
Date Source:
USGS Seismic Design
Maps
https://asce7hazardtool.onIine/ Page 2 of 5 Mon Sep 27 2021
Page 6 of 21
-ASCE®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Snow
Results:
Elevation:
Data Source:
Date Accessed: Mon Sep 27 2021
In "Case Study" areas, site -specific case studies are required to establish ground snow loads. Extreme local
variations in ground snow loads in these areas preclude mapping at this scale.
Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data
available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (50-year
mean recurrence interval).
Site is outside ASCE/SEI 7-16, Table 7.2-5 boundaries. For ground snow loads in this area, see SEAW Snow Load
Analysis for Washington, 2nd Ed. (1995). Structural Engineers Association of Washington, Seattle, WA.
Statutory requirements of the Authority Having Jurisdiction are not included.
https://asce7hazardtool.onIine/ Page 3 of 5 Mon Sep 27 2021
Page 7 of 21
-ASCE®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Flood
Results:
Flood Zone Categorization: X (unshaded)
Base Flood Elevation:
Data Source: FEMA National Flood Hazard Layer - Effective Flood Hazard Layer for US,
where modernized (htti2s://msc.fema.gov/portal/search)
Date Accessed: Mon Sep 27 2021
FIRM Panel: If available, download FIRM panel here
Insurance Study Note: Download FEMA Flood Insurance Study for this area here
Tsunami
Results:
Tsunami: Not in mapped tsunami design zone.
Data Source: ASCE Tsunami Design Geodatabase
Date Accessed: Mon Sep 27 2021
https://asce7hazardtool.onIine/ Page 4 of 5 Mon Sep 27 2021
Page 8 of 21
-ASCE®
ZERICAN SOCIETY OF CIVIL ENGINEERS
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third -parry content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
https://asce7hazardtool.online/ Page 5 of 5 Mon Sep 27 2021
Page 9 of 21
Project: Strickland Residence Deck Replacement
G52 FNG/NMFRS
Client: Owner Job No.: 2125
Civil e Structural By: S. Cho Date: 9/27/21
Challenge S Success
Subiect: Desian Calculations Paae:
IBC 2018 & ASCE 7-16 Seismic Loadi
Seismic Ground Motion Value
Per USGS Seismic Data
SS = 1.291 g SMS = 1.033 g
Site Class = D (Per USGS)
S, = 0.455 g SMi = N/A g
Calculate Seismic Design Base Shear
Structure Height, hh, (ft) =
10
SoS = 2/3 SMs =
0.689
(per USGS)
Spy = 2/3 SM, =
N/A
(per USGS)
Risk Category= Standard -Occupancy Buildings =
II
Seismic Design Category per SDS =
D
Occupancy Importance Factor, IE =
1
(ASCE 7, Table 11.5.1)
Response Modification Factor, R =
1.5
(ASCE 7, Table 12.2-1)
Building Period Coefficient, Ct =
0.02
(ASCE 7, Table 12.8-2)
T = C, x (h )3" =
0.112
(ASCE 7, Eq 12.8-7)
TL = long -period transaction =
6
(ASCE 7, Fig 22-15)
CS = Sos/(R/IE) =
0.459
(ASCE 7, Eq 12.8-2)
But need not exceed:
CS = Spy/[T(R/IE)j =
N/A
(ASCE 7, Eq 12.8-3)
But not less than:
CS = 0.44SDSIE ;(not less than 0.01) =
0.030
(ASCE 7, Eq 12.8-5)
Cs = 0.5S,/(R/IE) (if S, > or = 0.6g) =
N/A
(ASCE 7, Eq 12.8-6)
Seismic Base Shear, Vs = CsW, (kips) = 0.459 x Weight
Calculate Seismic Force for Components (Per ASCE7-16 Chapter 131
Component amplification factor, ap
Component Importance factor, Ip
Component operating weight, WP
Component response modification factor, RP
Height of attachment / Mean roof height, z/h
Seismic Design Force, Fp = (0.4aPS ,WP) (1+2xz/h) _
RP/IP
1 (ASCE 7, Table 13.5.1 & 13.6.1)
1 (ASCE 7, Section 13.3)
WP (lb)
2.5 (ASCE 7, Table 13.5.1 & 13.6.1)
1 (z/h need not exceed 1.0)
0.331 WP
(Eq. 13.3-1)
Max. seismic design force, Fpmax = 1.6SpslpWp = 1.102 WP (Eq. 13.3-2)
Min. seismic design force, Fpm;,, = 0.3SpslpWp = 0.207 WP (Eq. 13.3-3)
Seismic Design Force, Fp = 0.331 WP
TEL: (425) 408-2748
P.O. Box 13423 Page 10 of 21 FAX: (425) 954-7539
Mill Creek, WA 98082 info@cs2engineers.com
WEST ELEVATION
1N =-
6'-0 1/16"
7'-3 I/9"-
DBL1X10 N286TR TREATED
(51DI13M8B1R TREATED STRINGER
4U #2flBTR TREATED
BEAM TYP.
3-0 1/2"
'
LTT 19 TIES ON ENDS OF DECK
/
OFHOUAG INTO EXIG RIM JOIST
OF HOUSE
PROFME]WANE
PROOF MEMRRANE-TILE
APPRO%KB 50FT
-TT 19 TIES ON ENDS OF DECK -
1QW-AG INTO EXTG RIM JOIST
OFHODSE
7�L L FE] E [] F] P
Area =
FRAMING / FOUNDATION PLAN
Lateral force calculation:
Weight of deck = 344.5 ft2 x 12 psf = 4,134 Ibs
Seismic force (V) = CSW = (0.459 x 4,134 Ibs) = 1,898 Ibs
Longitudinal directional force = 1,898 Ibs / 2 = 949 Ibs
Transverse directional force = 1,898 Ibs -->
Deck tension tie (DTT1Z) requirement = 1,898 Ibs / 750 Ibs = 2.5 --> Use
minimum of (3) DTT1Z Tension tie (see reference)
L719 TIES ON ENS F,DECN-
1R'%SRAG INTO RIM JOIST
OF HOUSE
949 Ibs
%10-STRTREATED
2X8 JOIST 16.00 TYPICAL.
8-10 1/2"
EXISTING DECKTO REMAIN
949 I bs
(4) "DTT1Z" Tension
Tie equally spaced.
Mi.n 24" from end.
c
0
a�
c
-C-
CD Tn
U Co
W
Or
CDC
1..1..E LU
w
CIO
CU
U �j
vJ
BY: CC
DATE: -21
PERMIT SET A2
Page 11 of 21
DTT1z
G" n m. `
Cogs aI side-moum 1
installation
/ I a" min.
I
Do notover-driwe
anchoring screw
Predrill 44ie-diameter hole for fully threaded /
lag screw. Predrilling not / required with / Strong -Drive SDVVH Timber -Hex HDG Screw.
\ (Siding not shown for clarity)
/ \ Pi.ureA /
/
B'8"TILE OVER WATER PROOF MEMBRA
=L45HING 1-118"T&O UNDERIAYMENT
SCHULTERTU EDGE COW NOUS
I
'
JOIST 16 CTYPI —2XB PT BRIDGING TYP.
IP EDGE Fvsxwc TYPPT
%13 FASCIASOS1B'X4'GALVIAG13
LIOR
TTYPIO
PT RFAM
1
SIMPSON CC048SDS] S AT EACH POST
SIMPSON -a L11S]SZ
JOIST HANGAR TYP.
USE END COLUMN CAP AT EACH END.
PXBPTRIMJOISTATTACH WI
#12 CONSTRUCTION SCREWS @8" OC
STAGER TOP BBTM
WI 2 Xd BAR EA DIRECTION
SECTION 1
ENLARGED STAIR ELEVATIOM
CEDAR PORT
0
W fn
U C6
Cll ui
N o
Cll F-
LU
ry
w
ICU
C 0
Co
Co
Y C
U 0
VJ 04
0')
BY: CC
GATE: —21
PERMIT SET A3
Page 12 of 21
TECHNICAL BULLETIN
Allowable Loads
Anchor
Allowable Tension Load (lb.) (160)
Dry
Wet
Model
No.
Diameter
Fasteners
or Type
DF/SP
SPF/HF
DF/SP
SPF/HF
%11
(6) SD #9 x 1 Y2"
840
840
840
755
(6)10d x 1 Y2"
910
6404
795
6404
DTT1 Z
3/a"
or
SDWHS
(8)10d x 1 Y2"
910
850
910
850
DTT2Z/DTT2SS
13/is"
Y2"
(8) SDS 1/4" x 1Y2"
1 1,825
1,800
1,825
1,615
1. Allowable loads have been increased 60% for short-term loading with no further increase allowed.
2. Dry values are applicable to installations into wood with a moisture content that does not
exceed 19%.
3. Wet values are applicable to installations into wood with a moisture content greater than 19% at
time of installation or in service. Values include an NDS wet service factor for the fasteners.
4. DTT1Z installations with allowable loads below 750 Ib. do not satisfy the 2015/2018 IRC
requirements for deck -to -house lateral load connections.
5. DTT1Z installed with the Strong -Drive® SDWH Timber -Hex HDG screw with a min. of 3" thread
penetration achieves the lesser of the table load or 855 lb. SDWH installed with 3" of thread
penetration into dry lumber has an allowable withdrawal load (160) of 1,380 lb. into SP, 1,225 lb.
into DF and 1,020 Ib. into SPF/HF.
6. Load values are valid if the product is flush with the end of the framing member or installed away
from the end.
7. Fasteners: SD #9 x 11/2" (model SD9112) = 0.131" dia. x 1'/2", 10d x 11/2' = 0.148" dia. x 11/2" long.
Conditions Not Shown in the IRC
DTT1Z
DTT2Z
The IRC details describe particular methods that are appoved and do not represent all common framing conditions. When these
are encountered, alternate methods of construction may need to be approved by the building official to ensure they satisfy the
intent of the code and are at least equivalent to the prescribed method. Several alternate construction methods are shown here.
DTT1Z
---------------
3" min.
Optional side -mount
o installation
i 3" min. 1�' 11 11 a 4 a
DTT1Z
Do not over -drive
anchoring screw
Predrill 3/1s"-diameter hole for fully threaded
lag screw. Predrilling not required with
Strong -Drive SDWH Timber -Hex HDG screw.
(Siding not shown for clarity)
Figure 4
DTT1 Z — 750 lb. Assembly
Condition 1 — Holdown Cannot Be Installed
Flush with Wall Sheathing
Unlike some holdowns, the DTT1Z seat is not required
to bear on sheathing or framing and can be installed
away from the wall to account for non-structural
siding, joist hanger interference or other conditions.
Longer screw anchors may be required to ensure a
minimum of 3" thread penetration by a fully threaded
lag screw or Strong -Drive SDWH Timber -Hex HDG
screw into the wall framing.
Condition 2 — Top of Wall Plate Does Not
Align with Bottom of Deck Joist
The 2015/2018 IRC detail shows a holdown installed
on the bottom of the joist. However, the DTT1 Z
was tested and developed using 11/2" fasteners into
either the narrow edge or wide face of a 2x member,
allowing the DTT1 Z to be installed at any location
along the depth of the joist.
m
a
Y
U
0
U
H
a
0
U
m
2
Q
E
Cn
0
0
P.O. Box 13423
- G52 ffN0/NFF1Z5 Mill Creek, WA 98082
TEL. 425.408.2748
challenge a �ucce5e -civil a atructurel FAX. 425.954.7539
info@cs2engineers.com
Wood Beam
DESCRIPTION: Deck joist (2x8 @ 16" o.c.)
CODE REFERENCES
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 27 SEP 2021, 5:27PM
File: 2125 EnerCalc.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
Analysis Method: Allowable Stress Design Fb +
850 psi
E: Modulus of Elasticity
Load Combination iBC 2018 Fb -
850 psi
Ebend- xx 1300 ksi
Fc - Prll
1300 psi
Eminbend - xx 470 ksi
Wood Species Hem -Fir Fc - Perp
405 psi
Wood Grade : No.2 Fv
150 psi
Ft
525 psi
Density 26.84pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Repetitive Member Stress Increase
D(0.015996) L(0.07998)
Span = 9.0 f:
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0120, L = 0.060 ksf, Tributary Width =1.333 ft
DESIGN SUMMARY
514INT11191
Maximum Bending Stress Ratio =
0.757 1 Maximum Shear Stress Ratio
=
0.345 : 1
Section used for this span
2x8
Section used for this span
2x8
fb: Actual =
887.41 psi
fv: Actual
=
51.74 psi
Fb: Allowable =
1,173.00psi
Fv: Allowable
=
150.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
4.500ft
Location of maximum on span
=
8.409 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.192 in Ratio =
563>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.230 in Ratio =
469>=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d C FIV C i C r C m
C t C L M fb
F'b V
fv F'v
D Only
0.00 0.00
0.00 0.00
Length = 9.0 ft 1 0.140 0.064
0.90 1.200 1.00 1.15 1.00
1.00 1.00 0.16 147.90
1055.70 0.06
8.62 135.00
+D+L
1.200 1.00 1.15 1.00
1.00 1.00
0.00 0.00
0.00 0.00
Length = 9.0 ft 1 0.757 0.345
1.00 1.200 1.00 1.15 1.00
1.00 1.00 0.97 887.41
1173.00 0.38
51.74 150.00
+D+0.750L
1.200 1.00 1.15 1.00
1.00 1.00
0.00 0.00
0.00 0.00
Length = 9.0 ft 1 0.479 0.218
1.25 1.200 1.00 1.15 1.00
1.00 1.00 0.77 702.53
1466.25 0.30
40.96 187.50
+0.60D
1.200 1.00 1.15 1.00
1.00 1.00
0.00 0.00
0.00 0.00
Length = 9.0 ft 1 0.047 0.022
1.60 1.200 1.00 1.15 1.00
1.00 1.00 0.10 88.74
1876.80 0.04
5.17 240.00
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. 'Y' Defl
Location in Span
+D+L 1
0.2301 4.533
0.0000
0.000
Page 14 of 21
P.O. Box 13423 Project Title:
G52 ffN0/NPP1Z5 Mill Creek, WA 98082 Engineer:
TEL.425.408.2748 Project ID:
cnauenye :��e55 -� �n d atruarura� FAX. 425.954.7539 Project Descr:
info@cs2engineers.com
Printed: 27 SEP 2021, 5:27PM
Wood Beam File: 2125 EnerCalc.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
r.i
DESCRIPTION: Deck joist (2x8 @ 16" o.c.)
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.432
0.432
Overall MINimum
0.360
0.360
D Only
0.072
0.072
+D+L
0.432
0.432
+D+0.750L
0.342
0.342
+0.60D
0.043
0.043
L Only
0.360
0.360
Page 15 of 21
P.O. Box 13423
- G52 ffN0/NFF1Z5 Mill Creek, WA 98082
TEL. 425.408.2748
challenge a �ucce5e -civil a atructurel FAX. 425.954.7539
info@cs2engineers.com
Wood Beam
DESCRIPTION: Deck Beam (410 @ 8'-0" o.c.)
CODE REFERENCES
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 27 SEP 2021, 6:27PM
File: 2125 EnerCalc.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
Analysis Method: Allowable Stress Design
Fb +
850.0 psi
E: Modulus of Elasticity
Load Combination iBC 2018
Fb -
850.0 psi
Ebend- xx 1,300.0 ksi
Fc - Prll
1,300.0 psi
Eminbend - xx 470.0 ksi
Wood Species Hem -Fir
Fc - Perp
405.0 psi
Wood Grade : No.2
Fv
150.0 psi
Ft
525.0 psi
Density 26.840 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
4x10
Span = 8.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0120, L = 0.060 ksf, Tributary Width = 4.50 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.611: 1 Maximum Shear Stress Ratio
=
0.324 : 1
Section used for this span
4x10
Section used for this span
4x10
fb: Actual =
623.18psi
fv: Actual
=
48.65 psi
Fb: Allowable =
1,020.00psi
Fv: Allowable
=
150.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
4.000ft
Location of maximum on span
=
7.241 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.083 in Ratio =
1151 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.100 in Ratio =
959 >=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d C FN C i Cr C m
C t C L M fb
F'b V
fv F'v
D Only
0.00 0.00
0.00 0.00
Length = 8.0 ft 1 0.113 0.060
0.90 1.200 1.00 1.00 1.00
1.00 1.00 0.43 103.86
918.00 0.18
8.11 135.00
+D+L
1.200 1.00 1.00 1.00
1.00 1.00
0.00 0.00
0.00 0.00
Length = 8.0 ft 1 0.611 0.324
1.00 1.200 1.00 1.00 1.00
1.00 1.00 2.59 623.18
1020.00 1.05
48.65 150.00
+D+0.750L
1.200 1.00 1.00 1.00
1.00 1.00
0.00 0.00
0.00 0.00
Length = 8.0 ft 1 0.387 0.205
1.25 1.200 1.00 1.00 1.00
1.00 1.00 2.05 493.35
1275.00 0.83
38.52 187.50
+0.60D
1.200 1.00 1.00 1.00
1.00 1.00
0.00 0.00
0.00 0.00
Length = 8.0 ft 1 0.038 0.020
1.60 1.200 1.00 1.00 1.00
1.00 1.00 0.26 62.32
1632.00 0.11
4.87 240.00
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
Max. °+° Defl
Location in Span
+D+L 1
0.1001 4.029
0.0000
0.000
Page 16 of 21
P.O. Box 13423 Project Title:
G52 ffN0/NPP1Z5 Mill Creek, WA 98082 Engineer:
TEL.425.408.2748 Project ID:
cnauenye :��e55 -� �n d atruarura� FAX. 425.954.7539 Project Descr:
info@cs2engineers.com
Printed: 27 SEP 2021, 6:27PM
Wood Beam File: 2125 EnerCalc.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTION: Deck Beam (410 @ 8'-0" o.c.)
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
1.296
1.296
Overall MINimum
1.080
1.080
D Only
0.216
0.216
+D+L
1.296
1.296
+D+0.750L
1.026
1.026
+0.60D
0.130
0.130
L Only
1.080
1.080
Footing design load = 2D + 2L = 432 Ibs + 2,160 Ibs
Page 17 of 21
P.O. Box 13423
- G52 ffN0/NFF1Z5 Mill Creek, WA 98082
TEL. 425.408.2748
challenge a �ucce5e —civil a atructurel FAX. 425.954.7539
info@cs2engineers.com
General Footing
DESCRIPTION: Footing Design
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 27 SEP 2021, 6:29PM
File: 2125 EnerCalc.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
3.0 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield =
60.0 ksi
Increase Bearing By Footing Weight =
No
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Soil Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density =
145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
cp Values Flexure =
0.90
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
1.50 ft
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth =
ksf
Min Allow % Temp Reinf.
= 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor
= 1.0 : 1
Min. Sliding Safety Factor
= 1.0 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
ksf
Add Pedestal Wt for Soil Pressure
Yes
when max. length or width is greater than -
-
ft
Use Pedestal wt for stability, mom & shear
Yes
Dimensions
Width parallel to X-X Axis = 1.5 ft
Length parallel to Z-Z Axis = 1.50 ft
Footing Thickness = 8.0 in
Pedestal dimensions...
px : parallel to X-X Axis = 8.0 in
pz : parallel to Z-Z Axis = 8.0 in
Height - 8.0 in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
Reinforcing
Bars parallel to X-X Axis
Number of Bars -
2
Reinforcing Bar Size = #
4
Bars parallel to Z-Z Axis
Number of Bars =
2
Reinforcing Bar Size = #
4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone
n/a
# Bars required on each side of zone
n/a
Applied Loads
D
P : Column Load = 0.4320
OB : Overburden =
M-xx
M-zz
V-x
V-z
FA
X-X Section Looking to +Z
Lr L S W
2.160
Z-#Gears
Z-Z Sedion Looking m tX
E
H
k
ksf
k-ft
k-ft
k
k
Page 18 of 21
P.O. Box 13423
G52 ffN0/NPP1Z5 Mill Creek, WA 98082
Project Title:
Engineer:
TEL.425.408.2748
Project ID:
cnauenye :��e55
-� �n d atruarura� FAX. 425.954.7539
Project Descr:
info@cs2engineers.com
Printed: 27 SEP 2021, 6:29PM
General Footing
g
File:2125 EnerCalc.ec6
`
Software
copyright ENERCALC, INC. 1983-2020,
Build:12.20.8.24
DESCRIPTION: Footing Design
DESIGN SUMMARY
-
•
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.8940
Soil Bearing
1.341 ksf
1.50 ksf
+D+L about Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.02698
Z Flexure (+X)
0.1534 k-ft/ft
5.686 k-ft/ft
+1.20D+1.60L
PASS 0.02698
Z Flexure (-X)
0.1534 k-ft/ft
5.686 k-ft/ft
+1.20D+1.60L
PASS 0.02698
X Flexure (+Z)
0.1534 k-ft/ft
5.686 k-ft/ft
+1.20D+1.60L
PASS 0.02698
X Flexure (-Z)
0.1534 k-ft/ft
5.686 k-ft/ft
+1.20D+1.60L
PASS n/a
1-way Shear (+X)
0.0 psi
82.158 psi
n/a
PASS 0.0
1-way Shear (-X)
0.0 psi
0.0 psi
n/a
PASS n/a
1-way Shear (+Z)
0.0 psi
82.158 psi
n/a
PASS n/a
1-way Shear (-Z)
0.0 psi
82.158 psi
n/a
PASS n/a
2-way Punching
7.367 psi
82.158 psi
+1.20D+1.60L
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual Soil Bearing Stress @ Location
Actual 1 Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z Top, +Z
Left, -X Right, +X
Ratio
X-X, D Only
1.50
n/a 0.0
0.3813 0.3813
n/a n/a
0.254
X-X, +D+L
1.50
n/a 0.0
1.341 1.341
n/a n/a
0.894
X-X, +D+0.750L
1.50
n/a 0.0
1.101 1.101
n/a n/a
0.734
X-X, +0.60D
1.50
n/a 0.0
0.2288 0.2288
n/a n/a
0.153
Z-Z, D Only
1.50
0.0 n/a
n/a n/a
0.3813 0.3813
0.254
Z-Z, +D+L
1.50
0.0 n/a
n/a n/a
1.341 1.341
0.894
Z-Z, +D+0.750L
1.50
0.0 n/a
n/a n/a
1.101 1.101
0.734
Z-Z, +0.60D
1.50
0.0 n/a
n/a n/a
0.2288 0.2288
0,153
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment Stability Ratio
Status
Footing Has NO Overturning
Sliding Stability
All units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis &Load Combination
Mu Side
Tension
As Req'd Gvrn. As
Actual As Phi*Mn
Status
k-ft
Surface
inA2 inA2
in2 k-ft
X-X, +1.40D
0.02345
+Z Bottom
0.1728 Min Temp %
0.2667 5.686
OK
X-X, +1.40D
0.02345
-Z Bottom
0.1728 Min Temp %
0.2667 5.686
OK
X-X, +1.20D+1.60L
0.1534
+Z Bottom
0.1728 Min Temp %
0.2667 5.686
OK
X-X, +1.20D+1.60L
0.1534
-Z Bottom
0.1728 Min Temp %
0.2667 5.686
OK
X-X, +1.20D+0.50L
0.06177
+Z Bottom
0.1728 Min Temp %
0.2667 5.686
OK
X-X, +1.20D+0.50L
0.06177
-Z Bottom
0.1728 Min Temp %
0.2667 5.686
OK
X-X, +1.201)
0.02010
+Z Bottom
0.1728 Min Temp %
0.2667 5.686
OK
X-X, +1.20D
0.02010
-Z Bottom
0.1728 Min Temp %
0.2667 5.686
OK
X-X, +0.90D
0.01508
+Z Bottom
0.1728 Min Temp %
0.2667 5.686
OK
X-X, +0.901)
0.01508
-Z Bottom
0.1728 Min Temp %
0.2667 5.686
OK
Z-Z, +1.40D
0.02345
-X Bottom
0.1728 Min Temp %
0.2667 5.686
OK
Z-Z, +1.40D
0.02345
+X Bottom
0.1728 Min Temp %
0.2667 5.686
OK
Z-Z, +1.20D+1.60L
0.1534
-X Bottom
0.1728 Min Temp %
0.2667 5.686
OK
Z-Z, +1.20D+1.60L
0.1534
+X Bottom
0.1728 Min Temp %
0.2667 5.686
OK
Z-Z, +1.20D+0.50L
0.06177
-X Bottom
0.1728 Min Temp %
0.2667 5.686
OK
Z-Z, +1.20D+0.50L
0.06177
+X Bottom
0.1728 Min Temp %
0.2667 5.686
OK
Page 19 of 21
P.O. Box 13423
G52 FNG/NFgR5 Mill Creek, WA 98082
Project Title:
Engineer:
TEL.425.408.2748
Project ID:
- �h�nenge :��e55 - oiv
a �erU�t�rai FAX. 425.954.7539
Project Descr:
info@cs2engineers.com
Printed: 27 SEP 2021, 6:29PM
General FootingFile:2125
EnerCalc.ec6
Software copyright ENERCALC,
INC. 1983-2020, Build:12.20.8.24
i.i
DESCRIPTION: Footing Design
Footing Flexure
Flexure Axis &Load Combination
Mu Side Tension
As Req'd Gvm. As
Actual As
Phi*Mn Status
k-ft Surface
in^2 in^2
in^2
k-ft
Z-Z, +1.20D
0.02010 -X Bottom
0.1728 Min Temp %
0.2667
5.686 OK
Z-Z, +1.20D
0.02010 +X Bottom
0.1728 Min Temp %
0.2667
5.686 OK
Z-Z, +0.90D
0.01508 -X Bottom
0.1728 Min Temp %
0.2667
5.686 OK
Z-Z, +0.90D
0.01508 +X Bottom
0.1728 Min Temp %
0.2667
5.686 OK
One Way Shear
Load Combination...
Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi
Vn Vu 1 Phi*Vn Status
+1.401)
0.00 psi 0.00 psi
0.00 psi 0.00 psi
0.00 psi
82.16 psi 0.00 OK
+1.20D+1.60L
0.00 psi 0.00 psi
0.00 psi 0.00 psi
0.00 psi
82.16 psi 0.00 OK
+1.20D+0.50L
0.00 psi 0.00 psi
0.00 psi 0.00 psi
0.00 psi
82.16 psi 0.00 OK
+1.20D
0.00 psi 0.00 psi
0.00 psi 0.00 psi
0.00 psi
82.16 psi 0.00 OK
+0.90D
0.00 psi 0.00 psi
0.00 psi 0.00 psi
0.00 psi
82.16 psi 0.00 OK
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu 1 Phi*Vn
Status
+1.40D
1.13 psi
164.32psi
0.006853
OK
+1.20D+1.60L
7.37 psi
164.32psi
0.04483
OK
+1.20D+0.50L
2.97 psi
164.32psi
0.01805
OK
+1.201)
0.97 psi
164.32psi
0.005874
OK
+0.90D
0.72 psi
164.32psi
0.004405
OK
Page 20 of 21
Project: Strickland Residence Deck Replacement
Location: Edmonds, WA
Date: September 27, 2021
Prepared By: S. Cho
CS2 No: 2125 Page
Appendix
TEL: (425) 408-2748
P.O. Box 13423 Page 21 of 21 FAX: (425) 954-7539
Mill Creek, WA 98082 info@cs2engineers.com
W PDS Property Report
Snohomish County Planning & Development Services Report Generated On: 912712021 9:48:56 AM
Snohomish County shall have no liability for the data or lack thereof, or any decisions made,
or action not taken in reliance upon any of the information provided in this report.
Please consult PDS Staff for the most current information.
This report is subject to the disclaimer as noted on the bottom of each page and at the end of the report.*
Aerial
LOCATION
Site Address: 929 CARY RD
City: EDMONDS
ZIP Code:
98020-2651
Tax Parcel: 27032400210800
Quarter Section T&R: NW 24 T27N R 3E
ASSESSOR
♦' NOrth
sfream Lnz
Dr,% Q'
00
Tidelands p4ge d �n
#1 Park f �n
Puget Sound Puget Dr
Puget Way
Melody Ln
�a Hindley Ln
00
z
o ere Dr s 0)
> o < >
R m fD
U Edmonds Z
Vicinity
Latitude / Longitude: Latitude = 47.821015
(NAD83) Longitude =-122.373469
WA State Plane North: X = 1,262,083.42
(NAD83, US Feet) Y = 303,264.60
Owner Name: STRICKLAND R T Gross Size (Acres): 3.33
Land Value: $3,978,000
Taxpayer of Record: STRICKLAND R T Improvement Value: $1,018,700
Total Value: $4,996,700
Use Code: Property Account
940 Open Space General RCW 84.34 Assessor's Tax Information
Summary:
Tax Year: 2021 Permit Information: Permit History
Assessment Date: 01/01/2020
ADMINISTRATIVE
Land Use Jurisdiction:
City of Edmonds
Tribal Lands Status:
Non -tribal land
Tribal Lands Name:
Non -tribal land
Council District:
County Council District 3
Fire District:
Not in a fire district
Fire Authority:
Not in a Fire Authority area
Park District:
Not in a park district
Park Service Area: Nakeeta Beach
Tax Parcel: 27032400210800
School District: Edmonds School District 15
Sewer District: Not in a sewer district
Water District:
Not in a water district
Water Provider (CWSP):
City of Edmonds Water System
Drainage District: Not in a drainage district
Diking District: Not in a diking district
Flood Control District: Not in a flood control district
Data Compiled On: 0912612021
*All information contained in this report is subject to the data disclaimer, as stated on the final page. Page 1 13
I�ed
Zoning:
ity of Edmonds
Y /A
Future Land Use
Zoning
PLANNING
Future Land Use (FLU):
CITY
Conservation Easements
No Data
FLU Description:
No -Shooting Area:
Inside a No -shooting Area (SCC
10.12)
Incorporated City
Lot Status:
Unconfirmed
Zoning:
SCC 30.23.040 (22)
Minimum Lot Size does not apply
CITY
Applies:
(per SCC 30.23.040(22))
Official Zoning and other map products
Transportation Services
F
Zoning Description:
Area:
City
TDR Sending Area:
Not in a TDR Sending area
TDR Receiving Area:
Not in a TDR Receiving area
Urban Growth Area (UGA):
Southwest County UGA
Mineral Resource Area:
Not in an Mineral Resource area
Municipal UGA:
Mineral Resource Name:
Not in a mineral resource overlay
EDMONDS
area
Transportation ILA:
Shoreline Management
Not in an Transportation Interlocal
Area:
Not in a Shoreline Management
Agreement Area
Area
Snow Load Factor:
0.0489999987185
Critical Area Site Plan
No Critical Area Site Plan Present
(CASP):
Snow Load:
View CASP information, if applicable.
25.00 Ibs/sq ft
NOTIFICATION
Lahar Volcanic Notice
Agriculture Notification:
Not within an agriculture
(200 ft.):
Not in a lahar hazard area
Area:
notification area
Commercial Forest
Paine Field Airport:
Not within 500 ft of a commercial
Not within 20,000 ft of Paine Field
Notice (500 ft.):
forest
Airpark:
Mineral Resource
No airparks within 2500 ft
Notice (2,000 ft.):
Not within 2,000 ft of a Mineral
Airport Compatibility
Not within an airport compatibility
Resource Overlay area
Area:
area
Airport Influence Area:
Not within an airport influence area
Tax Parcel: 27032400210800
Data Compiled On: 0912612021
*All information contained in this report is subject to the data disclaimer, as stated on the final page. Page 2 13
CRITICAL AND PHYSICAL
Watershed:
Cedar-Sammamish watershed
Aquifer Sensitivity:
Low Aquifer Sensitivity
Elevation:
Approximately 2.0 to 30.0 ft
(NAVD88, US Feet)
Basin:
Puget Sound
Sub -basin:
Puget Sound Drainage sub -basin
Water Resource Inventory
WRIA 8
Area (WRIA):
Hydric Soils:
No hydric soils Hydric soils present
Flood Hazard Area:
A portion of the parcel is inside the
flood hazard area
Sole Source Aquifer:
Not in a sole source aquifer
100 Year Flood Plain:
Puget Sound
Critical Aquifer Recharge
Area:
Not in a critical aquifer recharge
area
Pipelines:
No petroleum pipelines within 1,000
feet
Geology:
preFraser nonglacial - Olympia
(Erodible Surface)
gravel/Whidbey fm : Water
WALKABLE PUBLIC AMENITIES
Parks Within 1/2 Mile:
Tidelands #1
National Wetlands
Inventory:
Estuarine and Marine Wetland
Freshwater Emergent Wetland
PDS Wetlands Inventory:
Inventoried
Steep Slopes (> 33%):
Steep slopes present
Landslide Hazard Area:
Not within a known landslide and
outside the modeled LHA area
More Information: SCC 30.62B.340
Mine Hazard:
No mines within 200 feet
Levees:
No levees within 1,000 feet
Levees Source:
No levee on the property
Soil Type:
Bus Stops Within 1/2 Mile:
3rd Ave N & 4th Ave N
3rd Ave N & Giltner Ln
3rd Ave N & Daley St
9th Ave N & Hindley Ln
3rd Ave N & 4th Ave N
ALDERWOOD-URBAN LAND
COMPLEX, 2 TO 8 PERCENT
SLOPES:EVERETT GRAVELLY
SANDY LOAM, 0 TO 8 PERCENT
SLOPES: WATER
Schools Within 1/2 Mile:
Edmonds Elementary School
DATA DISCLAIMER
All maps, data, and information set forth herein ("Data"), are for illustrative purposes only and are not to be considered an official citation to, or
representation of, the Snohomish County Code. Ammendments and updates to the Data, together with other applicable County Code provisions,
may apply wheich are not depicted herein. Snohomish County makes no representation or warranty concerning the content, accuracy, currency,
completeness or quality of the Data contained herein and expressly disclaims any warranty of merchantability or fitness for any particular
purpose. All persons accessing or otherwise using this Data assume all responsibility for use thereof and agree to hold Snohomish County
harmless from and against any damages, loss, claim or liability arising out of any error, defect or omission contained within said Data.
Washington State Law, Ch. 42.56 RCW, prohibits state and local agencies from providing access to lists of individuals intended for use for
commercial purposes and, thus, no commercial use may be made of any Data comprising lists of individuals contained herein.
Snohomish County Planning and Development Services
3000 Rockefeller Avenue
Everett, WA 98201
Phone: 425-388-3311
Customer Service Hours:
Monday/Tuesday/Wednesday/Friday: 8:00 AM - 4:00 PM
Thursday: 10:00 AM - 4:00 PM
Walk-ins will be assisted on a first -come, first -served basis.
Tax Parcel: 27032400210800
Data Compiled On: 0912612021
*All information contained in this report is subject to the data disclaimer, as stated on this page. Page 3 1 3