BLD2019-08491111111111
0
RESIDENTIAL BLDG Permit
PERMIT NQMBEW�
City of Edmonds
0 121 Sth Ave N, EdmondsWA98020 BLD2019-0849
www.edmondswa.goy / 425.771.0220
Type: RESIDENTIAL BLDG Owner/ Business: NAJIB AZAR Status: ISSUED
Subtype: ADDITION
Parcel No: 00594400008000 Site Address: 8202 TALBOT RD EDMONDS,WA 98026-5042
Applied: 7/11/2019
Subdivision: 005944 Lot:
Issued:S/26/2020
Fire Sprinklers: No Lot Area: 35 Zoning: RS-20
Final:
Valuation: $288,962.75 Occupancy Type: R Construction Type: VB
Expiration Date: S/26/2021
Code Edition: 2015 No. Stories: 2 #of Dwelling Units: 1
Issued by: JOK
Scope of Work: 2 STORY ADDITION TO EXISTING SFR
WA State Contractor L & I #: EXPRECC066LP City of Edmonds Business License #: 602454996-001-0001
E TY
4n. IN A;JADDRESS 4vlv
P�HQNE7'7753
S,
77'!� 7 -1" -7
652 ALDER ST, EDMONDS WA
APPLICANT
KRISTIN HANSON
(425)774-7129
FANSONDESIGN@HOTMAIL.COM
98020
CONTRACTOR
TBD I
8202 TALBOT RD, EDMONDS WA
o
FWNER
NAJIB AZAR
198020
(206)802-8199
1
AZARGROUP@MSN.COM
1
FEE INFORMATION
7
'7'
1t!DESCRrqN
Ars
COUNr':.�
RREC66fl
B-BUILDING PERMIT FEE
001.000.322.10.000.00
$2,234.00
B-BUILDING PLAN REVIEW FEE
001.000.345.83.000.00
$1,814.00
$1,814.00
7/11/19
REC076891
B-MECHANICAL PERMIT FEE
001.000.322.10.000.00
$80.00
B-PLUMBING PERMIT FEE
001.000.322.10.000.00
$172.00
B-STATE BUILDING CODE
001.000.237.150
$6.50
SURCHARGE
ENGINEERING REVIEW FEE
001.000.341.82.000.00
1 $120.00
1
1
1
X-TECHNOLOGY FEE
001.000.321.99.100.00
$35.00
1
1
1
TOTALS: $4,461.50 $1,814.00
CONDITIONS
- - CC 0 N D I T 0 P I E
1 �57 IfFtr" 1 �N
W M77711
, _'T7Y
Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests,
agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its
officials, employees, and agents from any and all clai-ns for damages of whatever nature,
Hold Harmless
arising directly or indirectly from the issuance for thh; permit. Issuance of this permit shall
not be deemed to modify, waive or reduce any requirements of any City ordinance nor
limit in any way the City's ability to enforce any ordinance provision.
Final approval on a project or final occupancy approval must be granted by the Building
Occupancy
Official prior to use or occupancy of the building or structure. Check the job card for all
required City inspections including final project approval and final occupancy inspections.
Printed: Tuesday, May 26, 2020 12:52:00 PM 1 of 2
RESIDENTIAL BLDG Permit
PERMIT NUMBE4�'l
City of Edmonds
=a�=
121 Sth Ave N, Edmonds WA 98020 BLD2019-0849 1
www.edmondswa.gov / 42S.771.0220
Any request for alternate design, modification, variance or other administrative deviation
(hereinafter "variance") from adopted codes, ordinances or policies must be specifically
requested in writing and be called out and identified. Processing fees for such request
shall be established by Council and shall be paid upon submittal and are non-refundable.
Permit Disclaimer
Approval of any plat or plan containing provisions which do not comply with city code
and for which a variance has not been specifically identified, requested and considered
by the appropriate city official in accordance with the appropriate provision of city code
or state law does not approve any items not to code specification.
Sound/Noise originating from temporary construction sites as a result of construction
activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of
Sound/Noise
7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding
Sundays and Federal Holidays. At all other times the noise originating from construction
sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has
been granted pursuant to ECC 5.30.120.
INSPECTIONS
- Schedule Online
at: htt s://Insijection.MVBuildingPermit.com
COMPLETED RESULT
SEQID
INSPECTION TYPE
INSPECTOR
NOTES
DATE
B-2 FOOTINGS
B-2 FOUNDATION DRAIN
B-3 MECH ROUGH IN
B-3 PLUMB ROUGH IN
B-4 FRAMING
A-1 BUILDING PRECON
X-3 BUILDING FINAL"
B-7 BUILDING OTHER INSP
X-2 ENGINEERING FINAL
A-1 TESC AND MOBILIZE
Printed: Tuesday, May 26, 2020 12:52:00 PM 2 of 2
'tie. lgl)"
BUILDING PERMIT
APPLICATION
Development Services
Building Division
121 5th Ave N / Edmonds, WA 98020
425.771.0220
For handouts, submittal requirements, permit status and inspection
scheduling information go to: www.edmondswa.gov.
PLEASE NOTE: Intake appointments are required for New Single Family
Residences, Large Additions, ADU's, New Commercial, and Major Tenant
Improvement application submittals. If plans are prepared by a profession-
al, electronic files are requested in addition to the hard copies. Please bring
electronic files on a flash drive or coordinate for electronic transfer.
Please call 425-771-0220 to schedule an intake appointment!
JOB SITE INFORMATION/LOCATION: (Where the work is taking place)
JobSiteAddress: IZVZ -TALF�TT W-D-
Parcel: 00 A,5c14 4e 001) P00
10� 1ALZOT V'Ar-V—
Lot /Uaiit/Soite #: CO Subdivision:
PROPERTY OWNER:
Name: JJA-8tO AZA;L
Mailing Address: 50% (011
City/State . E, 002-&
/zip: _
Phone #: �2,00
Email: 1061%`OYTV12�) M-5A, tum -
OWNER INSTALLATION: *If yes, read and sign*
Will work be performed by the property owner? El Yes Z/No
I own, reside in, or will reside in the completed structure. This
installation is being made on property that I own which is not
intended for sale, lease, rent, or exchange according to RCW
18.27.090.
Owner Signature:
APPLICANT / CONTACT INFORMATION:
Name of Applicant:
k, R 1 —5 -T t �J 14A N `2 6 N3
Mailing Address: Cori?, ALDM _'77'
City/State/Zip: � 1), 1 q6 Z10
Phone #: 42r-7. -1�4 117-1
E-mail: V�Av\'5 N Jx'�' [� 110 h 0 f M�u �'tw
GENERAL CONTRACTOR: (if rlliffe'-��t from applicant)
General Contractor: -f /3 6 $
Mailing Address:
City/State/Zip:
Phone #:
E-mail:
STATE UBI #:
CITY OF EDMONDS BUSINESS LICENSE #:
WA STATE CONTRACTOR L & I #: (CCB) & EXPIRATION DATE:
Office Use Only
TYPE OF PERMIT (Provide Details on Page 2)
El Accessory Structure/
drAdditlion
Detached Garage
El Demolition
El Mechanical
0 New Single Family/ Duplex
El Plumbing
El Fire Sprinkler
El Remodel
El New Commercial/ Mixed Use
El Re -Roof
El Signs
El Tank
El Tenant Improvement
El Other
Remodel Permit fees are based on:
The value of the work performed. Indicate the value (rounded lo
the nearest dollar) of all equipment, materials, labor, overt-ead,
and the profit for the work indicated on this application.
Valuation:
PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION
Basement sq ft: Finished UK-1 Unfinished 1:1
1st Floor, sq ft:
La -9 9
2nd Floor, sqft:
Garage/Carport:, sq ft:
Deck/Covered Porch/Patio:
Other sq ft:
PROJECT DESCRIPTION
T0
JC) . A t-f-
4- T MAI
Al SIR, �T- UFTE-12-
4
S& - FTI- C-0 Vev'ek rvir�
(P" co V K-6L (.e- 0 mat le- 4) aq
aAnimu ay, � �Jeu)'-
I certify that the information I hie provided on 'this form/application is true,
correct and complete, and that larn the property owner or duly authorized
agent of the property owner to submit a permit application to the City of
Edmonds.
�F�t5-fi,t,j 11-A t�-7"C)f�
Print Name: Tl P__�
Signature: +�aw" - Date
GENERAL COMMERCIAL DATA
Occupancy Group(s): V Occupant Load(s): LA 11/1�j L?
Type(s) of Construction: Fire Sprinklers: Yes El No ld
WA STATE ENERGY CODE: If your project affects the building envelope,
mechanical systems, and/or lighting, you must complete the
appropriate WSEC forms.
DEFERRED SUBMITTALS: All commercial building permits that will require
associated plumbing, mechanical, fire sprinkler, and/or fire alarm
permits are applied for separately.
TI / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet
MECHANICAL EQUIPMENT COUNTS (New and Relocated)
BTUs Gas Elec Other Qty
A/C Unit /Compressor
Air Handier /VAV
Boiler
Dryer Duct
Exhaust Fans
Fireplace
Furnace
4
Heat Pump Unit
Hydronic Heating
Roof Top Unit (Provide eleva-
tions if a Commercial Bldg)
Other:
PLUMBING FIXTURE COUNTS (New, Relocated or re -piped)
QtY QtY
Clothes Washer
Tub/ Showers
Dishwasher
Backflow Device (RPBA, D'CDA, AVB)
Drinking Fountain
Pressure Reduction/ Regulator Valve
Floor Drain/Sink
Refrigerator Water Supply
Hose Bibs
Water Heater -Tankless?oorN
Hydronic Heat
Water Service Line
Sinks
Other:
Toilets
4-
Other:
GAS/FUEL CONNECTION COUNTS (New, Relocated or re -piped)
BTUs Qty BTUs Qty
A/C Unit
Outdoor BBQ / Fire pit
Boiler
Stove/Range/Oven
Dryer
Water Heater
Fireplace/ Insert
Other:
Furnace
Other:
MEDICAL GAS, AIR VACUUM COUNTS
(New, Relocated or re -piped)
QtY Qty
Carbon Dioxide
Nitrou S
"9
Helium
"'Kxygen
Medical Air
Other:
Medical - Surgical VX-U-U�`m
DEMOLITION
Type of structure to be demolished: 1-2
Square footage of structure to be demolished:
AHERA Survey done? Y/N
FPSCAA Case #:
Critical Areas Determination:
Study Required 11 Conditional Waiver El Waiver El
WEENEEMENNEW
Fill in Place El Fill Material:
Removal F1 Size of Tank (Gallons)
Critical Areas Determination:
Study Required 0 Conditional Waiver 0 Waiver El
GRADE/FILL/EXCAVATE
Grading: Cut_ "W MOcubic yards
Fill W 1150 cubic yards
Cut / Fill in Critical Area: Yes El No
GENERAL PROVISIONS
APPLICATIONS: Applications are valid for a maximum of 1 year.
ESLHA Applications, 2 years.
LICENSING: All contractors and subcontractors are required to be licensed
with Washington State Department of Labor & Industries and have a
current City of Edmonds Business License.
City of Edmonds
Public Works Department, Engineering Division
121 5th Ave N
Edmonds, WA 98020
Checklist 1:
Category I Stormwater Site Plans
Per ECDC 18.30, Category I projects must comply with Minimum Requirements No. I through No. 5
and include projects that:
i. Result in 2,000 square feet, or greater, of new plus replaced hard surface area, or
ii. Have land disturbing activity of 7,000 square feet or greater.
Stormwater Site Plans shall be prepared in accordance with Chapter 3 of Volume I of the Department of
Ecology's Stormwater Management Manual for Western Washington (SWMMWW), ECDC 18.30, and
the requirements in the Edmonds Stormwater Addendum (Addendum). Because the SWMMWW does not
include clear itemization of project submittal requirements, the City of Edmonds developed the following
checklist to aid project proponents and plan reviewers in complying with the applicable SWMMWW
requirements. In addition, City -specific requirements (i.e., requirements presented in ECDC 18.30 and the
Addendum that are not included in the SWMMWW) are also included in the checklist. For clarity, the
checklist headings and subheadings are generally organized according to the SWT\4MWW structure,
though some requirements specific to ECDC 18.30 and the Addendum are included under the
SWMMWW headings.
This checklist retlects most, but not necessarily all of the items that will be reviewed by the Engineering
Division. It is intended to be used as an aid for developers and plan reviewers by providing a foundation
for clear and consistent review of development work in the City of Edmonds. However, all items may not
be applicable to every project, and all items of concern to this office may not be covered on this checklist.
Last, the structure and organization of project submittals can vary depending on the project. The headings
outlined below represent the City's preferred organization of submittal information, though variations are
acceptable as long as all of the required information is provided in a clear submittal package.
Applicant: INajib Azar
Application #:
(Cury oa?y
JW_J
rb',\q
NOV 18 2019
BUILDING DEPARTMENT
CITY OF EDMONDS
ADDENDUM CHECKLIST 1
I
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
Within each blank cell, enter comment codes as follows:
C = Complete R Revise (i.e., make corrections)
N/A = Not Applicable M Missing (i.e., please include)
IC = Incomplete
DRAWING REQUIREMENTS
(SWMMWW Volume 1, Chapter 3)
General
Lines are drawn with a straight edge (with the exception of curved lines).
Drawings are sufficiently clear to see footprints of structures and other features described
above, and are on I I x 17-inch paper or plan -size sheets (24 x 36-inch).
All drawings to scale, preferably at I inch = 20 feet, minimum font size 8 point.
All sheets have a north arrow, scale, a benchmark reference, datum, the section, township,
and range. North arrow points to the top or to the left of the sheet.
Each set of drawings has a legend to define map symbols and line types.
Site Development Drawings
(SWMMWW Volume 1, Section 3. 1.1 [survey requirements],
3.1.5 and 3.1.7)
(all of the following should be included where applicable)
Property lines, parcel numbers, and ownership.
Property dimensions and area.
Contour lines from the best available source (datum used is specified).
Adjoining street names.
Outlines of all drainage basins and basin areas.
Existing and proposed structures and other hard surfaces such as driveways, patios, etc.
Existing and proposed easements.
Established buffers, significant trees, and natural vegetation easements.
Natural drainage channels, wetlands, canyons, gullies, water bodies, etc.
Location of known wells, and underground storage tanks, and septic tanks.
Location and type of on -site stormwater management BMPs, discharge location and
pathway, and areas served.
Location of stormwater conveyance systems for runoff from structures.
Notes, specifications, and details related to selected BMPs.
Locations of soil surveys, soil test pits, and soil borings conducted as part of the required
soils report (see Soils Report Requirements below).
If a geotechnical evaluation is required, any recommendations contained in the report are
incorporated into the site development drawings.
Existing public and private development, including utility infrastructure on and adjacent to
the site, if publicly available.
Minor hydrologic features, including seeps, springs, closed depression areas, and drainage.
Major hydrologic features including streams, wetlands, and water bodies, as well as wetland
and buffer boundaries and classifications.
Flood hazard areas on or adjacent to the site.
2 ADDENDUM CHECKLIST 1
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
U
Within each blank cell, enter comment codes as follows:
C = Complete R Revise (i.e., make corrections)
N/A = Not Applicable M Missing (i.e., please include)
IC = Incomplete
Geologic hazard areas and associated buffer requirements on or adjacent to the site.
Aquifer and wellhead protection areas on or adjacent to the site.
Topographic features that may act as natural stormwater storage, infiltration, or
conveyance.
Construction SWPPP Drawings
(SWMMWW Volume 1, Section 3.1.6 and Volume 11, Chapter 3)
Refer to Addendum Checklist 3: Construction SWPPP Drawings and Report.
STORMWATER SITE PLAN REPORT
(SWMMWW Volume 1, Section 3.1.5 and 3.1.7)
Project Overview
(SWMMWW Volume 1, Section 3.1.7)
General description of the project, predeveloped, and developed site conditions.
Site area and size of improvements.
Indicates whether there are existing unmanaged hard surfaces that will remain after project
completion.
Pre- and post- developed stormwater runoff conditions, including downstream receiving
system (see Addendum Chapter 4).
Summarizes site parameters, natural drainage systems, drainage to and from adjacent
properties, and bypass flows.
Existing Conditions Summary
(SWMMWW Volume 1, Section 3. 1.1 and Section 3.1.7)
Summarizes existing site topography (see Site Development Drawing requirements).
Summarizes existing site soils (see Soil Report requirements).
Developed Site Hydrology
(SWMMWW Volume 1, Section 3.1.5; ECDC 18.30.060, Addendum)
Scale drawing of lot or lots (see Site Development Drawing requirements).
Provides written summary of the proposed project and how it complies with the applicable
stormwater management requirements.
Includes all calculations and/or analyses necessary to demonstrate compliance with
applicable minimum requirements.
Provides a detailed description of how Minimum Requirement No. 5 is met.
Includes justification for any on -site stormwater management BMRs that were determined
to be "infeasible."
Documents that at least 25 percent of any existing hard surfaces that do not drain to an
approved stormwater management facility and that will remain after the project use on -site
stormwater management BMPs to manage those existing hard surfaces. (If the 25 percent
minimum is met, projects are not required to evaluate BMPs in priority order or document
infeasibility for these existing surfaces.)
U-1p) Q A f I pill &KO 1. 1:140" 610 1
42
43
44
45
46
47
48
49
50
51
52
Within each blank cell, enter comment codes as follows:
C = Complete R Revise (i.e., make corrections)
N/A = Not Applicable M Missing (i.e., please include)
IC = Incomplete
Description/tabulation of managed and unmanaged surfaces. (Note that per Addendum
Section 5.5, if a project cannot manage 100 percent of a given surface with the first feasible
BMP, a second BMP may be required to manage the remaining unmanaged area. For
example, where a roof surface drains to multiple downspouts around the perimeter of the
structure, it is generally insufficient to only manage runoff that drains to a single downspout
and to leave the remaining downspouts unmanaged.)
Off -site analysis and documentation in accordance with Addendum Section 6.2:
• Description of where and how stormwater runoff will leave the site.
• Conditions downstream of the site including any existing or anticipated future
problem areas (e.g., spot flooding, property damage, erosion issues, capacity -
limited drainage systems, etc.).
• Quantitative analysis (if required by the City).
SOILS REPORT
(SWMMWW Volume 1, Section 3. 1. 1)
In support of the requirements of Minimum Requirement No. 5, includes a Soils Report
prepared by: a professional soil scientist certified by the Soil Science Society of America
(or an equivalent national program); a locally licensed on -site sewage designer; or by other
suitably trained persons working under the supervision of a professional engineer licensed
in the State of Washington in civil engineering, a geologist, a hydrogeologist, or a licensed
engineering geologist registered in the State of Washington.
Soil surveys, soil test pits, soil borings, or soil grain analyses sufficient to identify
underlying soils on the site. Soil testing should occur between December I and April 1.
Results of saturated hydraulic conductivity (Ksat) testing to assess infiltration capability
and the feasibility of rain gardens, bioretention, and permeable pavement if required (see
Addendum Checklist 4: Methods for Determining Infiltration Rates).
Demonstrates compliance with design requirements for all site -specific BMPs (see
Addendum Checklist 5: Field and Design Procedures for Bioretention, Permeable
Pavement, Rain Gardens and Downspout Infiltration Systems).
CONSTRUCTION SWPPP REQUIREMENTS
(SWMMWW Volume 1, Section 3.1.6 and Volume 11, Chapter 3)
Refer to Addendum Checklist 3: Construction SWPPP Drawings and Report.
ESTABLISHMENT OF MAINTENANCE COVENANT
(SWMMWW Volume 1, Section 3.1.5 and 3.1.7)
The maintenance covenant is created on a City -approved form, and all attachments meet the
recording requirements of the Snohomish County Auditor.
Includes maintenance requirements and inspection frequencies for each BMP.
The covenant is recorded at the Snohomish County Auditor's office and is tied to the parcel
numbers that the project is built on.
All covenants are recorded prior to final construction approval for the proposed project.
ADDENDUM CHECKLIST 1
53
54
Within each blank cell, enter comment codes as follows:
C = Complete R Revise (i.e., make corrections)
N/A = Not Applicable M Missing (i.e., please include)
IC = Incomplete
The covenant includes an 8.5-inch x I I -inch plan view showing the location of on -site
stormwater management BMPs relative to structures and property lines, and maintenance
requirements and inspection frequencies for each on -site stormwater management BMP.
A map showing the location of newly planted and retained trees claimed as flow reduction
credits is attached.
Reviewer:
Review Date:
Reviewer Phone #:
Reviewer Comments:
ADDENDUM CHECKLIST 1
UPSTATE
engineering
PO BOX 952 LYNNWOOD, WA 98046
T. (206) 280-4715 F. (206) 834-6261
SERVICES@UPST8.COM
STRUCTURAL CALCULATIONS
Client: HANSON DESIGN
Project Name: AZAR GUEST HOUSE
Scope of Work: STRUCTURAL DESIGN OF A (2)-STORY SFR
Upstate Job#: 1046
Date: 5/2/2019
Location: 8202 TALBOT RD, EDMONDS
NOT VALID WITHOUTA WETSIGNATURE
(C
,)N-U copy
RECEIVED
JUL i 1 2019
BUILDING
JOB # 1046
Andrew M. Gahan, PE
aft oft'. tot,
I&Lb cow
4/2412019 8202 Talbot Rd - Google Maps
1202 Talbot Rd
Go,. ,,gle Maps
AZAP
u
t
4/24/2019 ATC Hazards by Location
CJT�� C Hazards by Locatiori
Search Information
Coordinates: 47.841393, -122.343922
Mary ' sville
79 ft rett
Elevation: 79 ft
WaT.11 0
V.,
Timestamp: 2019-04-25TO5:53:11.978Z
Hazard Type: Seismic
Redmond
Reference IBC-2015
Seattle 0
Document:
Go gl?
Map. Report a map error
Risk Category: 11
Site Class: D
MCER Horizontal Response Spectrum
Design Horizontal Response Spectrum
Sa(g)
sa(g)
1.20
0.80
1.00
0.60
0.80
0.60
0.40
0.40
0.20
0.20
0.00
0.00
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s)
0.0 1.0 2.0
3.0 4.0 5.0 6.0 7.0 Period (s)
Basic Parameters
Name
Value
Description
SS
1.298
MCER ground motion (period=0.2s)
S1
0.51
MCER ground motion (period=11.0s)
SMS
1.298
Site -modified spectral acceleration value
Smi
0.764
Site -modified spectral acceleration value
SDS
0.865
Numeric seismic design value at 0.2s SA
SD1
0.51
Numeric seismic design value at 11.0s SA
-Additional Information
Name Value Description
SDC D Seismic design category
F, 1 Site amplification factor at 0.2s
Fv 1.5 Site amplification factor at 11.0s
CRS 0.967 Coefficient of risk (0.2s)
https:Hhazards.atcouncil.org/#/seismic?lat=47.841393&lng=-1 22.343922&address= 1/2
4/2412019
ATC Hazards by Location
CRI'
0.938
Coefficient of risk (11.0s)
PGA
0.532
MCEG peak ground acceleration
FPGA
1
Site amplification factor at PGA
PGAM
0.532
Site modified peak ground acceleration
TL
6
Long -period transition period (s)
SsRT
1.298
Probabilistic risk -targeted ground motion (0.2s)
SsUH
1.343
Factored uniform -hazard spectral acceleration (2% probability of
exceeclance in 50 years)
SsD
1.993
Factored deterministic acceleration value (0.2s)
S1RT
0.51
Probabilistic risk -targeted ground motion (1.0s)
S1UH
0.543
Factored uniform -hazard spectral acceleration (2% probability of
exceeclance in 50 years)
SlD
0.823
Factored deterministic acceleration value (1.0s)
PGAd
0.762
Factored deterministic acceleration value (PGA)
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code
adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with
design.
Disclaimer
Hazard loads are provided by the U.S. Geological Survey Seismic Des gn Web Service
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or
liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent
examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the
use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor
to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.
Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by
the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude
location in the report.
https://hazards.atcouncii.org/#/seismic?lat=47.841393&lng=-1 22.343922&address= 2/2
Lateral Analysis IBC2015
UPSTATE JOB#: 1046
Description: AZAR GUEST HOUSE
Engineer: amg
GoverningCode: 2015 International Building Code all references in right margin are 2015
IBC unless specifically noted otherwise. [Page numbers]
1603.1 General Design Criteria [353L
Roof
Walls
Floors
Snow
Partitions
Live Load (psq
25
40
25
Dead Load (psq
15
10
10
10
1603.1.4 Wind Design Criteria [354j-
1. Nom inal/U Iti mate Wind Speed Vasd/Vull 85/110 mph F 1609.3(3) [372]
2. Risk Category 11 1.00 A SCE 7 T 6- 1[77]
3. Wind Exposure Category "B" 1609.4 [373]
4. Internal Pressure Coefficient +/-55 A SCE 7 F 26.11- 1 [2581
5. Components and Cladding design pressure +/-16 psf A SCE 7 30.2.2 [316]
1603.1.5 Earthquake Design Data [3541
1 . Seismic Importance Factor
2. Short Period Acceleration
2. 1 -Second Accelleration
3. Site Class
4. Spectral response coefficient
4. Spectral response coefficient
5. Seismic Design Category
6. Seis. Force Resisting System
7. Design Base Shear
8. Seismic Response Coefficient
9. Response Modification Factor
10. Analysis Procedure
11. Risk Category
Table of Contents
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
le
1.00
A SCE 7 T 1.5-2[51
Ss
1.298
USGS Selsmic Design Map Online
S,
0.51
USGS Seismic Design Map Online
D
A SCE 7 T 20.3- 1 [204]
SDS
0.87
EQ 16-39[3871
SD1
0.51
EQ 16-40[387]
D
T 1613.3 5(1) and (2) [398]
A. 15.
ASCE 7 T 12.2-1[731
8057 lbs
CS 0.13
R 6.5
Equivalent Lateral Force
11
General Lateral Design Criteria
Determination of Wind Forces
Determination of Seismic Forces
Allowable Stress Design Loads
Shear walls in the Front to Rear Direction
Shear walls in the Side to Side Direction
Shear flow calculations
Appendix
A SCE 7 EQ 12 8-2 [89]
A SCE 7 T 12.2-1[73J
A SCE 7 T 12.6-1[881
A SCE 7 T 11. 6-2 [69]
Version 7.0 Pg 0.1
Wind Desipm (MWFRS - Simplified Envelope Procedure) IBC 2015
Part 2 Wind Load Method ASCE 7 28.1.1 (2) 1297
Nominal[Ultimate Wind Speed 85/110
Wind Exposure Category C
Height & Exposure Adjustment I = 1.26
Topographic Factor Kzt = 1.00
Wind Pressures ASCE 7 28.63 [3021
ps = I K, PS30
mph 1609.3 [373], F]609.3(3) [372J
1609.4 [373]
ASCE 7 F 28.6-1 [30-4]
ASCE 7 F 26 8-1 [25.2]
Minimum pressures shall not be less than assuming the pressures for
zones A and C equal +16 psf, B & D equal +8 psf, while zones E, F, G, & H all equal zero.
Roof Pitch L5 :12 or 7.1.25 degrees
Ridge Elevation 19 ft
Eave Height 17.5 ft
Mean Roof Height, b 18.25 ft
Zone Pressures, (k)(IDS30) ASCE 7 F 28.6-1 [3041
ASCE 7 EQ 28.6-1 [30,6]
ASCE 7 28.6.4 [30,6]
ASCE 7 26.2 [243]
110 Horizontal Pressures
Vertical Pressures
Over angs
0 A
B
C
—D
E
F
G
H
EOH
GOH
1 28.60
-10.82
-1.87
1 -6.24
-29.15
-18.33
-20.19
-14.01
-40.76
-31.93
2 0.00
0.00
0 . 00
1 0.00
0.00
0.00
0.00
0.00
0.00
0.001
Horizontal Zones Areas & Forces, Fx ASCE 7 F 28.6-1[303
End zone distance, 2a, where "a" equals the smaller of 10 percent of least horizontal
dimension (l.h.d.) or 0.4h, but not less than either 4 percent of lhd or 3 feet.
D
F X= Y "
P SXX
x = A
Diavhraem (x = 2)
I.b.d. (ft) = 26
a (ft) = 3 Areas
2a(ft)= 6 Forces
Diaphraem (x = 1)
I.h.d. (ft) = 28
a (ft) = 3 Areas
2a (ft) = 6 Forces
Front to Rear
A
B
C
D-
82
O_
87
0
Fx 2183
Fxmin 1690
Front to Rear
A
B
C
D
126
0_
269 -�
0
Fx= 3101
Fxmin= 3950
Side to Side
A
B
C
D_
82
0
87
0
Fx 2183
_ F..i. 1690
Side to Side
A
B
C
D
126
0
307
0
F. 3030
Fx.i,, 4330
Version 7.0
Pg IA
Seismic Design IBC 2015
Site Clasirication, Criteria Selection. & Minimum Desian Lateral Force
Risk Category
11
ASCE 7 T 6-1 [77]
Seismic Importance Factor
IF
1.00
ASCE 7 T 1.5-2 [5]
Seismic Design Category
D
T1613.3.5(7) and (2) [398]
Site Class
D
ASCE 7 T20.3-1 [204]
Short Period Acceleration
Ss
1.298
F]613.3.1(1) [388-9]
1 -Second Acceleration
S,
0.51
USGS Seismic Design Maps Online
Scis. Force Resisting System
A, 15.
ASCE 7 T 12.2-1 [73]
Response Modification Factor
R
6.5
ASCE 7 T 12.2-1 [73]
Design Spectral Response Acceleration Parameters
Site Coeffiecient, Fa 1.0 T1613.33(l) [387]
Site Coeffiecient, Fv 1.6 T]613.3.3(2) [387]
Substitute equations 16-37 & 16-38 into 16-39 & 16-40 respectively,
2
S DS�— . F a's S SDS = 0.87 EQ 16-39 [387J
3
2
S D1 �-- . F V * S 1 SDI = 0.51 EQ 16-40 [387J
3
Simplified analysis, Seismic base shear ASCE 7 12.14.8 [1087
V = (F SDS/R) W Wliere: F=1.1 for (2)-story ASCE 7 EQ 12.14-11 [108]
Vertical Distribution, Forces at each level ASCE 7 12.14.8 [1087
E, = (w.,/W) V Fx = 0.146 xw,, ASCE 7 EQ 12.14-72 [7091
FffPrt-ivP epivmie wpight P, Fnrrpe 11hel at I.Pvpl -v
Diaphragm (x 2)
F, = 2440
roof area (fP)
floor area
story height (ft)
wall length (11)
WX
900
0
8.1
78
weight (Ibs)
13500
0
3159
16619
Diaphragm (x = 1)
6238
deck area (ft)
floor area (f�)
I story height (11)
Wall length (ft)
1504
_______T
900
9
175
weight (Ibs)
22560
_77�
7875
4
Version 7.0 Pg 2.1
Allowable Stress Design Loads For Wood IBC 2015
Design shall be in accordance with Sections 2304-2306.
Structures using wood shear walls and diaphragms to resist
wind, seismic and other lateral loads shall be designed and
constructed in accordance with AF&PA SDPWS and provisions
of Sections 2305 - 2306.
Design per Alternative Basic Load Combinations 1605.3.2 f3597
For worse case effect with wind load, L & S shall be zero.
Equations 16-18, 16-19and 16-20 become,
D + (OW *0.6
Where o) equals 1.3, W equals Fx of the respective diaphragm, and
D shall be multiplied by two-thirds.
For worse case effect with seismic load, L & S shall be zero.
Equation 16-22 controls,
0.9 D + E/1.4 substitute ASCE 7 EQ 12.14-5 for E
P Q E - 0.2 S DS D
0.9 D + 1.4 simplify & arrange variables
0.9 -0.14 S DS � D + P Q E
1.4
Where QE equals F-, of the respective diaphragm.
2301.2 [473]
2305.1 [4861
1605.1 [3571
7605.3.2 [3591
1605.1 [3571
ASCE 7 12.14.3.1.3 (7), EQ 12.14-5 [104]
Principle of Mechanics
Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist,
Wind Desi2n Loads. 1.3 Fx
For Kzt = 1.00
Front to Rear
Side to Side
Diaphragm
Force (Ibs)
Force (Ibs)
x = 2
1318
1318
x = 1
3081
3377
Seismic Design Loads, (p/1.4) F,
p = 1.3
Diaphragm
Force (Ibs)
* = 2
2265
* = 1
5792
EQ 16-22
ASCE 7 12.3.4 [831
Version 7.0 Pg 3A
Allowable Stress Design Loads For Wood - cont.
Sum the moments about the base of a shearwall, overturning shall resist,
2 W
(v -w) -h - D-- t P-w
3 2
W
(v.w) -h - 0.9 -0.14 S DS D.— + P-W'
2
Where, v = shear per linear foot of shearwall
W = width of shearwall
h = height of shearwall
ID = resisting dead load centered over shearwall
P = resisting dead load at end of sbearwall
Free Body Diagram of a ShearWall
n
for wind
for seismic
Version 7.0 Pg 3.2
Tributary loads
VD(x+])[lbs] Wind Seis
%
VD(x)[lbs]
VT(x)[lbs]
L
n
2015 SDPWS SEISMIC MAX
TMAX(x)[1bs]____
Wind Seis
VD(x+])[lbs]
%
VD(x)[lbs] 659.11132.65
VT(x)[lbs] 659.1 1132.65
L 7.33 7.33
n 90 t54
2015 SDPWS SEISMIC MAX 268
TMAX(x) [lbs] 247 691
Wind Seis
VD(x+1)[1bs]
%
VD(x)[lbs]
VT(x)[lbs]
L
n
2015 SDPWS SEISMIC MAX
TMAX(x)[Ibs]
Wind Scis
VD(x)[lbs] 659.11132.65MMEnEMMMMMEM�
VT(x)[lbs] 659.1 1132.65
L 13.75 13.75
n 48 82
12015SDPWS SFISMICMAX 83
TMAX(x) [Ibs] 25
MMMUMM=MMM�
MMMUMMMMMM�
Version 7.0 Pg 4.1
Wall Line
Level
(x)
Segment
Tributary loads
Wind
Seismic
Width
Height
wr
wra
wf
wfa
T(x)
T(x+ 1)
T(x)
T(x+l)
Seis max
1
F-R
Wind Seis
VD(x+l) [Ibs]
% 33% 33%
VD(x) [Ibs] 1016.73 191.1.35
VT(x) [Ibs] 1016.73 1911.35
L 40.00 40.00
n 25 48
2015 SDPWS SEISMIC MAN
TMAX(x) [Ibs]
17.50
9
-570
-500
10.50
9
-359
-254
12.00
9
-404
-307
2
F-R
Wind Scis
VD(x+l) [Ibs] 659.1 1132.65
% �_. 24%_ 24%
VD(x) [Ibs] 739.44 1390.07
VT(x) [Ibs] 1398.54 2522.73
L 10.00 10.00
n 140 252
2015 SDPWS SETSMIC MAX
TMAX(x) [Ibs) 933 2295
10.00
9
933
247
2295
691
3
1,
F-R
Wind Seis
VD(x+l) [Ibs]
% 26% 26%
VD(x) [Ibs] 801.06 1505.91
VT(x) [Ibs] 801.06 1505.91
L 11.50 11.50
n 70 131
2015 SDPWS SFISMIC MAX 196
TMAX(x) [Ibs) 265 757
4.00
9
235
722
147
4.50
9
220
705
3.00
9
265
757
196
4
F I
F-R
Wind Seis
VD(x+l) [Ibs] 659.1 1132,65
% 17% 17%
VD(x) [Ibs] 523.77 984.635
VT(x) (Ibs] 1182.87 2117..29
L 13.00 13.00
n 91 163
2015 SDP'*VS SFISMIC MAX 183
TMAX(x) [Ibs] 427 103,5
5.00
9
397
1000
25
4.00
9
427
1035
25
183
4.00
9
427
1035
25
183
Version 7.0 Pg 4.2
Tribulary loal,
Wind Seis
VD(x+]) [lbs]
%
VD(x)[lbs]
VT(x)[lbsj
L
n
2015 SDPWS SEISMIC MAX
Wind Seis
�VD(x+l)[lbs]
%
VD(x)[lbs] 659,11132.65!
VT(x)[lbs] 659.1 1132 , 6Si�mmmmmmmmmm�
L 11.50 11.50
n 57 98
2015 SDPWS SEISMIC MAX
'TNIAX(x)[lbs]
Wind Seis
VD(x+l)[lbs]
%
VD(x)(lbs] 659.1 1132.65
VT(x)[lbs] 659.1 1132.65'
L 19.25 19.25
n 34 59
2015SDPWS SEISMICMAX
TMAX(x)[lbs]
Wind Seis
VD(x+l)[lbs]
%
VD(x)[lbs]
VT(x)[lbs]
L
n
2015SI)PA'S SRISNHCMAX
TMAX(x)[lbs]
Version 7.0 Page5.1
Wall Line
Level
(X)
01�1
Segment
Tributary loads
Wind
Seismic
Width
Height
wr
wra
wf
wfa
T(x)
T(x+])
T(x)
T(x+l)
Seis max
I A
S-S
VD(x+]) [lbs] Wind Seis
% 25% 25%
VD(x) [lbs] 844.35 1447.99
VT(x) [lbs] 844.35 1447.99
L 11.25 11.25
n 75 129
2015 SDPMS SEISMIC MAX 193
TMAX(x) [lbs] 314 737
8.25
9
155
553
3.00
9
314
737
193
B
1
S-S
Wind Seis
VD(x+1) [lbs] 659A 1132.65
% 50% 50%
VD(x) [Ibs] 1688.7 2895.99
VT(x) [lbs) 2347.8 4028.64
L 14.25 14.25
n 165 283
2015 SDPIA'S SEISMIC MAX
TmAx(x) [Ibs] 1061 2053
5.00
9
1061
2053
9.25
9
933
1904
c
F I
I S-S
Wind Seis
VD(x+1) [lbs] 659A 1132.65
% 25% 1 25%
VD(x) [lbs] 844.35 1447.99
VT(x) [Ibs] 1503.45 2580.65
L 28.00 28.00
n 54 92
2015 SDPN1,'S SEISMIC MAX 138
TMAX(x) [Ibs] 121 408
5.25
9
54
329
3.00
9
121
408
138
4.50
9
76
356
3.75
9
99
382
111
11.50
9
110
..+135
D
1
S-S
Wind Seis
VD(x+1) [Ibs]
%
VD(x) [Ibs]
VT(x) [Ibs]
L
n
2015 SDPWS SEISMIC MAX
TMAX(x) [Ibs]
Version 7.0 Page5.2
Shear wall Summar
Sheetin& Reqm'ts -
Wind I Seis MaxI
I - 2nd
2 - 2nd
3 - 2nd
4 - 2nd
A - 2nd
B - 2nd
C - 2nd
D - 2nd
I - Ist
2- Ist
3 - I st
4- 1 st
A - Ist
B - Ist
C - Ist
D - I st
t8
48
100
252
50
196
65
183
54
193
118
283
38
138
SW-1 SW-2
2
1.
2
2
1
2
1
4
1
2
1
4
1
Shear Transfer
Wind I Seismic
90
154
48
82
57
98
34
59
25
48
140
252
70
131
91
163
75
129
165
283
54
92
Overturning Values
I Wind I Seismic
Sheathing
260
350
1
]I(PIO
Shear Flow 150 300
1
IWO
Shear Transfer Connectors - CD
= 1.6, Hem -Fir
Connector
Z (Ibs)
16d Nails (Common: 3.5"xO. 162")
195.2 lbs
2015NDST]IN[105]
1 15.6 1 7.8
0.0
0.0
0.0 1
0.0
16d Slant Nails (v<1.50plf)
160 lbs
2015]VDST]IN[105]
1 12.8 6.4
0.0
0.0
0.0
Simpson A35 Clip
510 lbs
Current Simpson Guide
1 40.8 20.4
0.0
0.0
0.0 1
0.0
Simpson H I Truss Connector
415 lbs
Current Simpson Guide
1 33.2 1 16.6
0.0
0.0
0.0 1
0.0
Simpson LTP4 Clip (x 0.64 overtop 1/2" sheeting)
500 lbs
Current Simpson Guide
1 40.0 1 20.0
0.0
0.0
0.0 1
0,0
1/2" Diameter Anchor Bolts (2x)
912 lbs
2015 NDS TI IE [93]
1 73.0 1 36.5
0.0
0.0
0.0 1
0.0
5/8" Diameter Anchor Bolts (2x)
1328 lbs
2015 NDS TI IE [93]
1 106.2 1 53.1
0.0
0.0
0.0 1
0.0
5/8" Diameter Anchor Bolts (3x)
1664 lbs
2015NDS ME [93]
Page6.1
PO BOX 952
LYNNWOOD, WA 98046
(206) 280-4715
services@upst8.com
Wood Beam
Description 1 WINDOW HDR
Project Title: AZAR GUEST HOUSE
Engineer: amg
Project ID: 1046
Project Descr: 2-STORY SFR
Printed: 25 APR 2019. 12.01 AM
aM0neDdveWPST8M-1V019 (1016-XXXX Blue)11046 Hanson Design - Am Guest HouseklWGRAVITY.ec(i .
Software coDvHqht ENERCALC, INC. 1983-2018, Build:10.18.12.31 .
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design Fb +
Load Combination 113C 2015 Fb -
Fc - PrIl
Wood Species DouglasFir-Larch Fc - Perp
Wood Grade No.2 Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
E: Modulus of Elasticity
900.0 psi
900.0 psi
Ebend-xx 1,600.Oksi
1, 350. 0 psi
Eminbend - xx 580.Oksi
625.0 psi
180.0 psi
575.0 psi
Density 32.210 pd
0 D(O-225),,Lr(O.375) t
4x8
Span = 5.0 ft
--Applied-Loads
UniformLoad: D=0.0150, Lr=0.0250ksf,
Tributary Width= 15.0 ft, (RF)
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.502 1
Section used for this span
4x8
fb : Actual
733.82psi
FB: Allowable
1,462.50 psi
Load Combination
+D+Lr
Location of maximum on span
2.500ft
Span # where maximum occurs
Span # I
Maximum Deflection
Service loads entered. Load Factors will be applied for calculations.
Maximum Shear Stress Ratio
0.299 : 1
Section used for this span
4x8
fv : Actual
67.31 psi
Fv: Allowable
225.00 psi
Load Combination
+D+Lr
Location of maximum on span
0.000ft
Span # where maximum occurs
Span # I
Max Downward Transient Deflection
0.030 in
Ratio=
2011 >=240
Max Upward Transient Deflection
0.000 in
Ratio=
0 <240
Max Downward Total Deflection
0.048 in
Ratio=
1257 >=180
Max Upward Total Deflection
0.000 in
Ratio=
0 <180
Verti call Reactions
Load Combination
Overall MAXimurn
Overall MINimum
D Only
+D+Lr
+D+0.750Lr
+0.60D
Lr Only
Support notation : Far left is #1
Support I
Support 2
1.500
1.500
0,938
0.938
0.563
0.563
1.500
1.500
1.266
1.266
0.338
0.338
0.938
0.938
Values in KIPS
Pq,BOX 952
LYNNWOOD, WA 98046
(206) 280-4715
services@upst8.com
Project Title: AZAR GUEST HOUSE
Engineer: anng
Project ID: 1046
Project Descr:2-STORY SFR
Printed: 25 APR 2019, 12:31 AM
ah10neDrive\UPST8M-1\2019 (1016-XXXX Blue)11046 Hanson Design -Azar Guest House\1046 GRAVITY,ec6
Wood Beam
Software copyright ENERCALC, INC. 1983-2018, Build: 10. 18.12.31
Description 2 DECK JOISTS
-CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design Fb +
Load Combination IBC 2015 Fb-
Fe - PHI
Wood Species DouglasFir-Larch Fc - Perp
Wood Grade No.2 Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
900.0 psi
E: Modulus of Elasticity
900.0 psi
Ebend-xx 1,600.Oksi
1,350.0 psi
Eminbend - xx 580.Oksi
625.0 psi
180.0 psi
575.0 psi
Density 32.210 pcf
Repetitive Member Stress Increase
t 1� D(O.01333) r(O.07998)
2x12
Span = 16.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D 0.010, Lr = 0.060 ksf, Tributary Width = 1.333 ft, (DECK)
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.875 1 Maximum Shear Stress Ratio
Section used for this span
2x12
Section used for this span
fb : Actual
1, 132.44 psi
fv : Actual
FE: Allowable
1,293.75psi
Fv: Allowable
Load Combination
+D+Lr
Load Combination
Location of maximum on span
8.000ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.417 in Ratio=
460 >=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.486 in Ratio=
395 >=240
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Vertical Reactions Support notation : Far left is #1
Load Combination
Support 1
Support 2
Overall MAXimum
0.746
0.74-6
Overall MINimum
0.640
0.640
D Only
0.107
0.107
+D+Lr
0.746
0.746
+D+0.750Lr
0.587
0.587
+0.60D
0.064
0.064
Lr Only
0.640
0.640
Values in KIPS
0.260 : 'I
2xi 2
58.60 psi
225.00 psi
+D+Lr
15.066 ft
Span # 1
PO BOX 952 Project Title: AZAR GUEST HOUSE
LYNNWOOD, WA 98046 Engineer: amg
(206) 280-4715 Project ID: 1046
services@upst8.com Project Descr: 2-STORY SFR
Printed: 27 APR 2019, 8:17AM
OG
Wood Beam amoneDdve\UPST84-1019 (1016-XXXX Blue)11046 Hanson Design - kzar Guest Hous004 RAVITY.e(;6.
Software copydght ENERCALC JNC. 19n201 8, Build: 10.18.12.31
Descliption 3 DECK HDR
CODE REFERENCES
Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
900.0 psi
E: Modulus of Elasticity
Load Combination JBC 2015
Fb -
900.0 psi
Ebend-xx 1,600.Oksi
Fc - PrI1
1, 350. 0 psi
Eminbend - xx 580.Oksi
Wood Species DouglasFir-Larch
Wood Grade No.2
Fc - Perp
Fv
625.0 psi
180.0 psi
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
575.0 psi
Density 32.210pcf
Repetitive Member Stress Increase
D(0.085 Lr(O.51)
410
Span = 5.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.010, Lr = 0.060 ksf, Tributary Width = 8.50 ft, (DECK)
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.28& 1 Maximum Shear Stress Ratio
Section used for this span
4xi 0
Section used for this span
fb : Actual
447.04psi
fv : Actual
FB: Allowable
1,552.50psi
Fv: Allowable
Load Combination
+D+Lr
Load Combination
Location of maximum on span
2.500ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.020 in Ratio=
3071 >=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.023 in Ratio=
2633 >=240
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Vertical Reactions Support notation : Far left is #1
Load Combination
Support 1
Support 2
Overall MAXinnurn
— ------- 1.488
1.488
Overall MINimum
1.275
1.275
D Only
0.213
0.213
+D+Lr
1.488
1.488
+D+0.75OLr
1.169
1.169
+0.60D
0.128
0.128
Lr Only
1.275
1.275
Values in KIPS
0.212 : 1
4x1 0
47.79 psi
225.00 psi
+D+Lr
0.000 ft
Span # 1
PO BOX 952
L�NNWOOD, WA 98046
(206) 280-4715
services@upst8.com
Project Title: AZAR GUEST HOUSE
Engineer: amg
Project ID: 1046
Project Descr:2-STORY SFR
Printed: 27 APR 2019, 8.20AM
Wood Beam
ah10neDrIve1UPST8M-112019 (1016-XXXX Blue)11046 Hanson Design - Azar Guest Housek1046 GRAVITY.ec6
Software copyright ENERCALC, INC. 1983-2018, Build:10.1 8.12.31
0m,
Description: 4 WINDOW HDR
CODE REFERENCES
Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
900.0 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb -
900.0 psi
Ebend-xx 1,600.Oksi
Fc - PdI
1,350.0 psi
Eminbend - xx 580.Oksi
Wood Species DouglasFir-Larch
Fc - Perp
625.0 psi
Wood Grade No.2
Fv
180.0 psi
Ft
575.0 psi
Density 32.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Repetitive Member Stress Increase
25) r�0.375)
D
D (o .07jL(0'-28)
4x8
Span = 5.0 ft
Applied Loads
Uniform Load D = 0.010, L 0.040 ksf, Tributary Width = 7.0 ft, (FLR)
Uniform Load D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL)
Uniform Load D = 0.0150, Lr = 0.0250 ksf, Tributary Width = 15.0 ft, (RF)
DESIGN SUMMARY
Maximum Bending Stress Ratio 0.630 1
Section used for this span 4x8
fb : Actual 1,059.45psi
FB: Allowable 1,681.88psi
Load Combination +D+0.750Lr+0.750L
Location of maximum on span 2.500ft
Span # where maximum occurs Span # 1
Maximum Deflection
Service loads entered. Load Factors will be applied for calculations.
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
Fv: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Max Downward Transient Deflection
0.030 in
Ratio=
2011 >=360
Max Upward Transient Deflection
0.000 in
Ratio=
0 <360
Max Downward Total Deflection
0.069 in
Ratio=
870 >=240
Max Upward Total Deflection
0.000 in
Ratio=
0 <240
Vertical Reactions
Load Combination
Overall
Overall MINimurn
D Only
+D+L
+D+Lr
+D+0.750Lr+0.750L
+D+0.750L
+0.60D
Lr Only
L Only
Support notation : Far left is #1
Support 1
Support 2
2.166
1. 1 V6
0.700
0.700
0.938
0.938
1.638
1.638
1.875
1.875
2.166
2.166
1.463
1.463
0.563
0.563
0.938
0,938
0.700
0.700
0.432 :1
4x8
97.18 psi
225.00 psi
+D+0.750Lr+0.750L
0.000 ft
Span # 1
Values in KIPS
PO BOX 952
LYNNWOOD, WA 98046
(206) 2804715
serviGes@upst8.com
Project Title: AZAR GUEST HOUSE
Engineer: amg
Project ID: 1046
Project Descr: 2-STORY SFR
Printed: 27 APR 2019, 5:44PM
Wood Beam ahk0neDrive\UPST8M-1V019 (1016-XXXX Blue)\1046
Hanson Design - A;,.ar Guest Hous61046 GRAVITY.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.31
Description 5 FLR BM
CODE REFEREN CES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
2900 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb -
2900 psi
Ebend-xx 20OOksi
Fc - PrIl
2900 psi
Eminbend - xx 1016.535ksi
Wood Species Trus Joist
Fc - Perp
625 psi
Wood Grade Parallam PSL 2.OE
Fv
290 psi
Ft
2025 psi
Density 45.07pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Repetitive Member Stress Increase
f__ __ - 1� D(01325) L(O.53) t V
3.5xl 1.875
Span = 9.50 ft
Applied Loads
UniformLoad: D=0.010, L=0.040ksf, Tributary Width= 13.250 ft, (FLR)
DESIGN SUMMARY
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
0.362 1 Maximum Shear Stress Ratio
Section used for this span
3.5xl 1.875
Section used for this span
fb : Actual
1,090.29psi
fv : Actual
FB: Allowable
3,016.00psi
Fv: Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span
4.750ft
Location of maximum on span
Span # where maximum occurs
Span # I
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0. 100 in Ratio=
1139 >=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0-125 in Ratio=
911 >=240
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Vertical Reactions Support notation : Far left s #1
Load Combination
Support 1
Support 2
-Overall MAXJn3_UM____
Overall MINimurn
2,518
2.518
D Only
0.629
0.629
+D+L
3.147
3.147
+D+0.750L
2.518
2,518
+0.60D
0.378
0.378
L Only
2.518
2.518
Values in KIPS
316- i1h �c
PO BOX 952
L�NNWOOD, WA 98046
(206) 280-4715
services@upstB.com
Project Title: AZAR GUEST HOUSE
Engineer: amg
Project ID: 1046
Project Descr: 2-STORY SFR
Printed: 28 APR 2019, 6:55AM
Wood Beam W0neDrIve\UPST8M-1\2019 (1016-XXXX Blue)11046 Hanson Design - Azar Guest House\1046 GRAVITY.ec6 .
SoftarecopoghtENERCALC, INC. 1983-2018, Build: 10.18. 12.31
ANIAR M1511,209mm", ®R', IMM-P 1511115M
'i MR. I . " �., .�
Description : 6 DOOR HDR
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
Load Combination IBC 2015
Fb -
Fc - Prll
Wood Species DouglasFir-Larch
Fc - Perp
Wood Grade No.2
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.225) Lr(O.375)-
4x8
Span = 3.0 ft
900.0 psi
E: Modulus of Elasticity
900.0 psi
Ebend-xx 1,600.Oksi
1,350.0 psi
Eminbend - xx 580.Oksi
625.0 psi
180.0 psi
575.0 psi
Density 32.210pcf
Applied Loads
loads entered. Load Factors will be applied for calculat;ons.
__--Service
niform Load 0.010, L = 0.040 ksf, Tributary Width = 12.0 ft, (FLR)
Uniform Load D = 0.010 ksf, Tributary Width
= 810 ft, (WALL)
Uniform Load D = 0.0150, Lr = 0.0250 ksf, Tributary Width = 15.0 ft, (RF)
DESIGN SUMMARY
a
Maximum Bending Stress Ratio
0.341: 1 Maximum Shear Stress Ratio
0.267 : I
Section used for this span
4x8
Section used for this span
4x8
fb : Actual
398.90psi
fv : Actual
48.08 psi
FB: Allowable
1,1 70.00psi
Fv: Allowable
180.00 ps�i
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
1.500ft
Location of maximum on span
0.000ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.005 in Ratio=
7275 >=240
Max Upward Transient Deflection
0.000 in Ratio=
0 <240
Max Downward Total Deflection
0.011 in Ratio =
3272>=180
Max Upward Total Deflection
0.000 in Ratio=
0 <180
Vertical Reactions
Support
notation Far left is #1
Values in KIPS
Loacl-Co rnbina-t-ho-n—
Supp - o . rt - 1 Support 2
--------------
Overall MAXi Mum
1. . 601 1. .60,
Overall MINimurn
0.720 0.720
D Only
0.639 0.639
+D+L
1.359
+D+Lr
1.202 1.202
+D+0.750Lr+0.750L
1.601 1.601
+D+0.750L
1.179 1.179
+0.60D
0.383 0.383
Lr Only
0.563 0.563
L Only
0.720 0.720
PO BOX 952
LYNNWOOD, WA 98046
(206) 280-4715
services@upst8,com
Wood Beam
Project Title: AZAR GUEST HOUSE
Engineer: amg
Project ID: 1046
Project Descr:2-STORY SFR
Printed: 28 APR 2019, 6:59AM
ahQneDdve1UPST8M-1Q019 (1016-XXXX Blue)X1046 Hanson Design - kar Guest Hous61046 GRA�17Y.K6
Software coi)vdqht ENERCALC. INC. 1983-2018. Build: 10. 18.12.31
Description : 7 FLR HDR
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
Load Combination JBC 2015
Fb -
Fc - Pr1l
Wood Species DouglasFir-Larch
Fc - Perp
Wood Grade No.2
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(O.118C
v
4x8
Span = 3.0 ft
Applied Loads
UniformLoad: D=0.010, L=0.040ksf, Tributary Width= 15.0 ft, (FLR)
UniformLoad: D=0.010ksf, Tributary Width= 8.10 ft, (WALL)
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.3131
Section used for this span
4x8
fb : Actual
365.88psi
FB: Allowable
1,170.00psi
Load Combination
+D+L
Location of maximum on span
1.500ft
Span # where maximum occurs
Span # 1
Maximum Deflection
900.0 psi
E : Modulus of Elasticity
900.0 psi
Ebend-xx 1,600.Oksi
1,350.0 psi
Emirbend - xx 580.Oksi
625.0 psi
180.0 psi
575.0 psi
Density 32.210 pci
Service loads entered. Load Factors will be applied for caIGUlations.
Maximum Shear Stress Ratio
0.245 : 1
Section used for this span
4x8
N : Actual
44.10 psi
Fv: Allowable
180.00 psi
Load Combination
+D+L
Location of maximum on span
0.000ft
Span # where maximum occurs
Span # 1
Max Downward Transient Deflection
0.006 in
Ratio=
5820 >=240
Max Upward Transient Deflection
0.000 in
Ratio=
0 <240
Max Downward Total Deflection
0.009 in
Ratio=
4202>=180
Max Upward Total Deflection
0.000 in
Ratio=
0<180
Vertical Reactions
Load Combination
Overall MAXinnurn
Overall MINinnum
D Only
+D+L
+D+0,750L
+0.60D
L Only
Support notation : Far left is #1
Support I
Support 2
1.247
1.247
0.900
0.900
0.347
0.347
1.247
1.247
1.022
1.022
0.208
0.208
0.900
0.900
Values in KIPS
PO -BOX 952
L�NNWOOD, WA 98046
(206) 280-4715
services@upstB.com
Project Title: AZAR GUEST HOUSE
Engineer: amg
Project ID: 1046
Project Descr:2-STORY SFR
Printed: 28 APR 2019, 7:09AM
Wood Beam
ahk0neD6vekUPST8M-1\2019 (1016-XXXX Blue)11046 Hanson Design - Azar Guesfk`on61046 6RAVITY ec6
Software copyright ENERCALC, INC. 1983-2018, Build; 10. 18.1 31
_0
Description 8 FLR/DECK BM
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
2900 psi E: Modulus of Elasticity
Load Combination I BC 2015
Fb -
2900 psi Ebend-xx 20OOksi
Fc - Pdl
2900 psi Eminbend - xx 1016.535ksi
Wood Species Trus Joist
Fc - Perp
625 psi
Wood Grade Parallam PSL 2.OE
Fv
290 psi
Ft
2025 psi Density 45.07pcf
Beam Bracing Beam is Fully Braced against lateral-torsionall buckling
D(O.�45) Lr(O.075)
D( 1 PY) L�0.51)
D�0.00667rL(U.UZbb8)
3.5xl 1.875
Span = 9.0 ft
Applied Loa&'
Uniform Load D = 0.010, L = 0.040 ksf, Tributary idt = 0.6670 , (FLR)
Uniform Load D = 0.0150, L = 0.060 ksf, Tributary Width = 8.50 ft, (DECK)
Uniform Load D = 0.010 ksf, Tributary Width = 8.10 ft, (WALL)
Uniform Load D = 0.0150, Lr = 0.0250 ksf, Tributary Width = 3.0 ft, (RF)
DESIGN SUMMARY
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
0.4061 Maximum Shear Stress Ratio
Section used for this span
3.5xl 1.875
Section used for this span
fb : Actual
1,176.98psi
fv: Actual
FB: Allowable
2,900.00psi
Fv: Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span
4.500ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.082 in Ratio=
1323>=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.121 in Ratio=
891 >=240
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Vertical Reactions Support notation : Far left is #1
Load Combination
Support 1
Support 2
Overall MAXimu-m-
Overall MINimurn
2.415
2.415
D Only
1.171
1.171
+D+L
3.586
3.586
+D+Lr
1.508
1.508
+D+0.750Lr+0.750L
3.235
3,235
+D+0.750L
2.982
2,982
+0.60D
0.702
0.702
Lr Only
0.338
0.338
L Only
2.415
2.415
Values in KIPS
n_ii7-
1711"M ,,�r
0.349 : 'I
3.5xl 1.875
101.07 psi
290.00 psi
+D+L
8.015ft
Span # 1
PO BOX 952
LYNNWOOD, WA 98046
(206) 280-4715
services@upst8.com
Project Title: AZAR GUEST HOUSE
Engineer: amg
Project ID: 1046
Project Descr:2-STORY SFR
Pdnted: 28 APR 2019, 7:12AM
ahkOneDrivekUPST13M-1V019 (1016-XXXX Blue)11046 Hanson Design -Azar Guest Hous61046 GRAVITY.ec6 .
Wood Beam
SoftwarecopyrightENERCAI-C, INC. 1983-2018,Build:10.18.12.31
Description 9 FLR/DECK BM
CODE REFERENCES
Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method:
Allowable Stress Design
Fb +
2,900.0 psi
Load Combination
JBC 2015
Fb -
2,900.0 psi
Fc - Pr1l
2,900.0 psi
Wood Species
Trus Joist
Fc - Perp
625.0 psi
Wood Grade
Parallam PSL 2.OE
Fv
290.0 psi
Ft
2,025.0 psi
Beam Bracing
Beam is Fully Braced against lateral -torsional buckling
3.5xl 1.875
Span = 7.50 ft
E: Modulus of Elasticity
Ebend-xx 2,000.Oksi
Eminbend - xx 1, 0 16.54 ksi
Density 45.070pcf
Applied Loads
S ervice loads entered. Load Factors will be applied for calculations.
UniformLoad: D=0.010, L=0.040ksf, Tributary
Width= 0.6670 ft, (FLR)
UniformLoad: D=0.0150, L=0.060ksf, Tributary
Width= 8.50 It, (DECK)
UniformLoad: D=0.010ksf, Tributary Width=
8.10 ft, (WALL)
UniformLoad: D=0.0150, Lr=0.0250ksf, Tributary Width= 3.0 ft, (RF)
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.2821 Maximum Shear Stress Ratio
0.274 :1
Section used for this span
3.5xl 1.875
Section used for this span
3.5xi 1.875
fb : Actual
817.35psi
fv : Actual
79.51 psi
FB: Allowable
2,900.00psi
Fv: Allowable
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
3.750ft
Location of maximum on span
6.515 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.039 in Ratio=
2287 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.058 in Ratio =
1540 >=240
Max Upward Total Deflection
0.000 in Ratio =
0 <240
Vertical Reactions
Support
notation: Far left is #1
Values in KIPS
Load Combinabon
Support I Suppo 2
Overall MAXimunn
M88 2.966 -- -------
Overall MINimurn
2.013 2.013
D Only
0.976 0.976
+D+L
2.988 2.988
+D+Lr
1.257 1,257
+D+0.750Lr+0.750L
2.696 2.696
+D+0.750L
2.485 2.485
+0.60D
0.585 0.585
Lr Only
0.281 0.281
L Only
2.013 2.013
PO BOX 952
LANWOOD, WA 98046
(206) 280-4715
services@upst8.com
Project Title: AZAR GUEST HOUSE
Engineer: amg
Project ID: 1046
Project Descr:2-STORY SIFR
Printed: 28 APR 2019, 7:13AM
Wood Beam ah\0neDrive%UPST8M-112019 (1016-XXXX Blue)11046 Hanson Design - Azar Guest House\1046 GRAVITY.eC6 .
Software copydqht ENERCALC, INC. 1983-2018, Build: 10. 18.1231
, WON T '"Mk
RN
Description: 10 FLRMECK BM
.CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
Load Combination IBC 2015
Fb -
Fc - Prll
Wood Species Trus Joist
Fc - Perp
Wood Grade Parallarn PSL 2.OE
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
3.5xl 1.875
Span = 10.50 ft
Applied Loads
Uniform Load D = 0.010, L 0.040 ksf, Tributary Width = 0.6670 ft, (FLR)
Uniform Load D = 0.0150, L = 0.060 ksf, Tributary Width = 8.50 ft, (DECK)
Uniform Load D = 0.010 ksf, Tributary Width = 8.10 ft, (WALL)
Uniform Load D = 0.0150, Lr = 0.0250 ksf, Tributary Width = 3.0 ft, (RF)
DESIGN SUMMARY
2,900.0 psi
2,900.0 psi
2,900.0 psi
625.0 psi
290.0 psi
2,025.0 psi
E: Modulus of Elasticity
Ebend-xx 2,000-Oksi
Eminbend - xx 1,016.54ksi
Density 45.070 pcf
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
0.552 1 Maximum Shear Stress Ratio
Section used for this span
3.5xl 1.875
Section used for this span
fb : Actual
1,602.00psi
N : Actual
FB: Allowable
2,900.00psi
Fv: Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span
5.250ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.151 in Ratio=
833 >=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.224 in Ratio=
561 >=240
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Vertical Reactions
Load Combination
Overall MAXimum-
Overall MINimurn
D Only
+D+L
+D+Lr
+D+0.750Lr+0.750L
+D+0.750L
+0.60D
Lr Only
L Only
Support notation Far left is #1
Support 1
Support 2
4.183
____4.1'8_3
2.818
2.818
1.366
1.366
4.183
4.183
1.760
1.760
3.774
3.774
3.479
3.479
0.820
0.820
0.394
0.394
2.818
2.818
Values in KIPS
0.426 : 'I
3.5xl 1.875
123.43 psi
290.00 psi
+D+L
0.000ft
Span # I
PO BOX 952
LYNNWOOD, WA 98046
(206) 280-4715
services@upst8.com
Wood Beam
Project Title: AZAR GUEST HOUSE
Engineer: amg
Project ID: 1046
Project Descr: 2-STORY SFR
Printed: 29 APR 2019, 10:44AM
ahQneDrive1UPST8M-112019 (1016-XXXX Blue)11046 Hanson Design - Azar Guest House\1046 GRAVITY.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build: 10. 18. 12.31 ,
Description : 11DECKBM
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
Load Combination I BC 2015
Fb -
Fc - PHI
Wood Species Trus Joist
Fc - Perp
Wood Grade Parallam PSL 2.OE
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
84
3.5x1 1.875 -�
Span = 11.50 ft
2,900.0 psi
E: Modulus of ElasUcity
2,900.0 psi
Ebend-xx 2,000.Oksi
2,900.0 psi
Eminbend - xx 1, 0 16.54 ksi
625.0 psi
290.0 psi
2,025.0 psi
Density 45.070pcf
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D 0.0150, L = 0.060 ksf, Tributary
Width = 14.0 ft, (DECK)
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.873 1 Maximum Shear Stress Ratio
0.625 1
Section used for this span
3.5xl 1.875
Section used for this span
3.5xl 1.875
fb : Actual
2,532.17psi
fv : Actual
181.31 psi
FB: Allowable
2,900.00psi
Fv: Allowable
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
5.750ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.340 in Ratio=
405 >=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.425 in Ratio=
324 >=240
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Vertical Reactions
Support
notation : Far left is #1
Values in KIPS
Load Combination
Support I Support 2
Overall MAXimunn
6.038 6.038
Overall MINimurn
4.830 4.830
D Only
1.208 1.208
+D+L
6.038 6.038
+D+0.750L
4.830 4.830
+0.60D
0.725 0.725
L Only
4.830 4.830
PO BOX 952
L�NNWOOD, WA 98046
(206) 280-4715
services@upstB.com
Project Title: AZAR GUEST HOUSE
Engineer: amg
Project ID: 1046
Project Descr:2-STORY SFR
Printed: 29 APR 2019, 10:19AM
Wood Beam ah0neDrivekUPST8M-1019 (1016-XXXX Blue)11046 Hanson Design -Azar Guest House\10,46 G_R_A_V1_TY_.ac6 .
Softmre copyiight ENERCALC, INC. 1983-2018, Build: 10. 18.12.31
Rg*57N, T,',,CZnt-
Description 12 DECK BM
CODE REFERENCES
Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
Load Combination JBC 2015
Fb -
Fc - Prll
Wood Species Trus Joist
Fc - Perp
Wood Grade Parallam PSL 2.OE
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
IF— D(Q. 1 � L(O�6)
3.5xll.875 --
Span = 10.50 ft
2900 psi E: Modulus of Elasticity
2900 psi Ebend-xx 20OOksi
2900 psi Eminbend - xx 1016.535ksi
625 psi
290 psi
2025 psi Density 45.07pcf
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
UniformLoad: D=0.0150, L=0.060ksf, Tributary Width= 10.0 It, (DECK)
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.5201 Maximum Shear Stress Ratio
0.401 : 'I
Section used for this span
3.5xl 1.875
Section used for this span
3.5xl 1.875
fb : Actual
1,507.81 psi
fv : Actual
116.17 psi
FB: Allowable
2,900.00psi
Fv: Allowable
290.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
5.250ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0. 169 in Ratio=
745 >=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.211 in Ratio=
596 >=240
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Vertical Reactions
Support
notation Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum—
3.938 3.938
Overall MINimum
3.150 3.150
D Only
0.788 0,788
+D+L
3.938 3.938
+D+0.750L
3.150 3.150
+0.60D
0.473 0.473
L Only
3.150 3.150
PO BOX 952
LYNNWOOD, WA 98046
(206) 280-4715
services@upst8.com
Wood Beam
Description : 13 WINDOW HDR
Project Title: AZAR GUEST HOUSE
Engineer: amg
Project ID: 1046
Project Descr: 2-STORY SFR
Printed. 29 APR 2019, 10:14AM
ahQne0rive\UPST8M-1\2019 (1016-XXXXBlue)11046 Hanson Design- Azar Guest House\1046 GRAVITY.ecEl .
Software copydght ENERCALC, INC. 1983-2018, Build: 10.18.12.31 .
111MEMEM, �WMAW%'
CODE REFERENCES
Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design Fb +
Load Combination JIBC 2015 Fb -
Fe - PHI
Wood Species Douglas Fir - Larch Fc - Perp
Wood Grade No.2 Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Span = 4.0 ft
Applied Loads
UniformLoad: D=0.010, L=0.040ksf, Tributary Width= 0.6670 ft, (FLR)
Uniform Load D = 0.010 ksf, Tributary Width = 8.50 ft, (WALL)
Uniform Load D = 0.0150, Lr = 0.0250 ksf, Tributary Width = 3.0 ft, (RF)
Point Load : D = 0.630, Lr = 2.520 k @ 3.250 ft, (5)
DESIGN SUMMARY
900.0 psi
900.0 psi
1,350.Opsi
625.0 psi
180.0 psi
575.0 psi
E: Modulus of Elasticity
Ebend-xx 1,600.Qksi
Eminbend - xx 580.Oksi
Density 31.210 pcf
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
0.5821 Maximum Shear Stress Ratio
Section used for this span
4x8
Section used for this span
fb : Actual
851.04psi
fv : Actual
FB: Allowable
1,462.50psi
Fv: Allowable
Load Combination
+D+Lr
Load Combination
Location of maximum on span
3.241 ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.020 in Ratio=
2358 >=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.029 in Ratio=
1642 >=240
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Vertical Reactions Support notation : Far left is #1
Load Combination
Support I
Support 2
Overall MAXimurn
1.014
2. - 98 - 3 --- - ------- - - -
Overall MINimurn
0.053
0.053
D Only
0.391
0.785
+D+L
0.445
0.839
+D+Lr
1.014
2,983
+D+0.75OLr+0.750L
0.898
2.473
+D+0.750L
0.431
0.825
+0.60D
0.235
0.471
Lr Only
0.623
2.198
L Only
0.053
0.053
Values in KIPS
PO, BOX 952
CYNNWOOD, WA 98046
(206) 280-4715
services@upst8,com
Wood Beam
Description : '14 DECK BM
Project Title: AZAR GUEST HOUSE
Engineer: amg
Project ID: 1046
Project Descr:2-STORY SFR
29 A.P_R 2019,10:22AM
ah10neDrive\UPST8M-1V019 (1016-XXXX Blue)11046 Hanson Design -Azar Guest House\1046 GRAVITY.ec6 .
Software copyriqht ENERCALC, INC. 1983-2018. Build: 10.18.12.31 .
CODE REFEREN CES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
2400 psi
Load Combination JBC 2015
Fb -
1850 psi
Fc - Pdl
1650 psi
Wood Species : DF/DF
Fc - Perp
650 psi
Wood Grade :24F - V4
Fv
265 psi
Ft
1100 psi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
3.125x9
Span = 11.50 ft
Applied Loads
Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 5.0 ft, (DECK)
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.7351
Section used for this span
3.125x9
fb : Actual
1,763.33psi
FB: Allowable
2,400.00psi
Load Combination
+D+L
Location of maximum on span
5.750ft
Span # where maximum occurs
Span # I
Maximum Deflection
E: Modulus of Elasticity
Ebend-xx
1800ksi
Eminbend - xx
950ksi
Ebend-yy
1600ksi
Eminbend - yy
850ksi
Density
31.21 pd
Service loads entered. Loac Factors will be applied for calculations.
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
Fv: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Max Downward Transient Deflection
0.347 in
Ratio=
397 >=360
Max Upward Transient Deflection
0.000 in
Ratio=
0 <360
Max Downward Total Deflection
0.434 in
Ratio=
317 >=240
Max Upward Total Deflection
0.000 in
Ratio=
0 <240
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINinnurn
D Only
+D+L
+D+0.750L
+0.60D
L Only
Support notation : Far left is #1
Support I Support 2
2.156 2.156
1.725 1.725
0.431 0,431
2.156 2.156
1.725 1.725
0,259 0.259
1.725 1.725
Values in KIPS
PO BOX 952 ProjectTitle: AZARGUESTHOUSE
LYNNWOOD, WA 98046 Engineer: amg
(206) 2804715 Project ID: 1046
services@upst8.com Project Descr:2-STORY SFR
Pdnted: 29 APR 2019, 3:50PM
Wood Beam shOneDriveUPSTOM-1019 (1016-XXXX Blue)11046 Hanson Design - Azar Guest House\1046 GRAVITY.ec6 .
_1 I Software copyright ENERCALC, INC. 1983-2018, Build: 10. 18.12.31
NEI:
Description 15 LF JOIST
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
850 psi
E: Modulus of Elasticity
Load Combination IBC 2015
Fb -
850 psi
Ebend-xx 1300ksi
Fe - PdI
1300 psi
Eminbend - xx 470ksi
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
0
2x10
Span = 11.0 ft
Applied Loads
Uniform Load D 0.010, L = 0.040 ksf, Tributary Width = 1.333 ft, (FLR)
PointLoad: D=0.1067k@1.0ft,(WALLABOVE)
PointLoad: D=0.1730, L=0.6930k@1.0ft,(FLRABOVE)
DESIGN SUMMARY
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
0.8101
Maximum Shear Stress Ratio
0.865 : 1
Section used for this span
2x1 0
Section used for this span
2xi 0
fb : Actual
871.27psi
fv : Actual
129.73 psi
FB: Allowable
1,075.25ps!
Fv: Allowable
150.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
4.175ft
Location of maximum on span
0.000ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection
0.208 in
Ratio=
634 >=360
Max Upward Transient Deflection
0.000 in
Ratio=
0 <360
Max Downward Total Deflection
0,271 in
Ratio =
486 >=240
Max Upward Total Deflection
0.000 in
Ratio=
0 <240
Vertical Reactions
Support
notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXrrfiu-m
0.465
Overall MINimum
0.923
0.356
D Only
0.328
0.099
+D+L
1.251
0.455
+D+0.750L
1.020
0.366
+0.60D
0.197
0.059
L Only
0.923
0.356
�O BOX 952
Project Title: AZAR GUEST HOUSE
LYNNWOOD, WA 98046
Engineer:
amg
(206) 280-4715
Project ID:
1046
services@upst8.com
Project Descr:2-STORY SFR
Printed: 29 APR 2019, 41 OPM
Wood Beam
ahk0neDr1ve\UPST8M-1\2019 (1016-XXXX
Blue)11046 Hanson Design - Azar duest HDuseN1046GRAVITY.e-6 . !,m
Softare copyright ENERCALC, INC. 1983-2018, Build:10.18.12.31
R IN -ROM o �i P
Description 16 LF BM
CODE REFERENCES
Calculations per INDS 2015, IBC 2015, CBC 2016, ASCE
7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
900.0 psi E: Modulus of Elasticfty
Load Combination IBC 2015
Fb -
900.0 psi Ebend-xx 1,600.Oksi
Fc - PHI
1,350.0 psi Eminbend - xx 580.Oksi
Wood Species Douglas Fir - Larch
Fc - Perp
625.0 psi
Wood Grade No.2
Fv
180.0 psi
Ft
575.0 psi Density 31.210 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
WO
\ Span = 3.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations,
Uniform Load D = 0.010, L = 0.040 ksf, Tributary Width = 13.0 ft, (FLR)
Uniform Load D = 0.010 ksf, Tributary Width = 8.10 ft, (WALL)
Uniform Load: D = 0.010, L = 0.040 ksf, Tributary Width = 13.0 ft, (UPPER FLR)
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.3481 M%axurrI_S�-Stress
Ratio
Section used for this span
4x1 0
Section used for this span
fb : Actual
373.53psi
fv: Actual
FB: Allowable
1,080.00psi
Fv: Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span
1.500ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.005 in Ratio=
6974 >=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.007 in Ratio=
5252 >=240
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Vertical Reactions
Load Combination
Overall MAXimurn
Overall MINimum
D Only
+D+L
+D+0.750L
+0.60D
L Only
Support notation Far left is #1 Values in KIPS
Support 1 Support 2
------ ------
2.072 2.072
1.560 1.560
0.512 0.512
2.072 2.072
1.682 1,682
0.307 0.307
1.560 1.560
PO BOX 952 Project Title: AZAR GUEST HOUSE
LYNNWOOD, WA 98046 Engineer: amg
(206) 280-4715 Project ID: 1046
services@upst8.com Project Descr:2-STORY SFR
Printed: 29 APR 2019, 4:14PM
Wood Beam ahk0neDrive\UPST8M-112019 (1016-XXXX Biue)11046 Hanson Design - Azar Guest Hous6l 046 GRAVITY.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build: 10. 18. 12.31
Description 17 LF BM
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
900.0 psi
E: Modulus of Elasticity
Load Combination JBC 2015
Fb -
900.0 psi
Ebend-xx 1,600-Oksi
Fe - Pdl
1,350.0 psi
Eminbend - xx 580.Oksi
Wood Species Douglas Fir - Larch
Fc - Perp
625.0 psi
Wood Grade No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.210 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.112�L(0.72) D(O.1,2) Lr(,0.31 L(O.72)
f___ 1 7 F
410
Span = 6.50 ft
400
Span = 1.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.010, L 0.060 ksf, Tributary Width = 12.0 ft, (FLR)
Load for Span Number 2
Uniform Load : D = 0.010, Lr 0.0250, L = 0.060 ksf, Tributary Width = 12.0 ft, (FLR)
DESIGN SUMMARY
Maximum Bending Stress Ratio
0.8851 Maximum Shear Stress Ratio
Section used for this span
4xl 0
Section used for this span
fb : Actual
956.00psi
fv : Actual
FB: Allowable
1,080.00psi
Fv: Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span
3.087ft
Location of maximum on span
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.069 in Ratio=
1131 >=360
Max Upward Transient Deflection
-0.043 in Ratio=
828 >=360
Max Downward Total Deflection
0.080 in Ratio=
969 >=240
Max Upward Total Deflection
-0.051 in Ratio=
710 >=240
Vertical Reactions Support notation : Far left is #1
Load Combination
Support I
Support 2 Support 3
Overall MAXinnurn
_2._5__8__5____
4__A6
Overall MINimum
2.215
3.545
D Only
0.369
0.591
+D+L
2.585
4.135
+D+Lr
0.317
1.093
+D+0.750Lr+0.750L
1.992
3.626
+D+0.750L
2.031
3.249
+0.60D
0.222
0.354
Lr Only
-0.052
0.502
L Only
2.215
3.545
Values in KIPS
PO BOX 952
LYNNWOOD, WA 98046
(206) 280-4715
services@upst8.com
Project Title: AZAR GUEST HOUSE
Engineer: amg
Project ID: 1046
Project Descr:2-STORY SFIR
Printed: 29 APR 2019, 3:32PIVI
Wood Beam ahk0neDrivekUPST8M-1\2019 (1016-XXXX Blue)11046 Hanson Design -Azar duestkouse\1046 GRAVITY,e,6
Software copyright ENERCALC, INC. 1983-2018, Build: 10. 1 8.12.�;,
Descliption LOWER FLOOR JOIST
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: IBC 2015
Material Properties
Analysis Method: Allowable Stress Design
Fb +
850 psi E: Modulus of Elasticity
Load Combination IBC 2015
Fb -
850 psi Ebend-xx 11300ksi
Fc - PHI
1300 psi Eminbend - xx 470ksi
Wood Species Hem Fir
Fc - Perp
405 psi
Wood Grade No.2
Fv
150 psi
Ft
525 psi Density 26.84. pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
%� 1� D(0.011333�1_(0.05332)
2x10
Span = 13.50 ft
Applied. Loads-.,,
Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 1.333 ft, (FLR)
DESIGN SUMMARY
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
0.911: 1 Maximum Shear Stress Ratio
Section used for this span
2x10
Section used for this span
fb : Actual
851.80psi
fv: Actual
1713: Allowable
935.00psi
Fv: Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span
6.750ft
Location of maximum on span
Span # where maximum occurs
Span # I
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.312 in Ratio=
519 >=360
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.390 in Ratio=
415 >=240
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Vertical Reactions
Load Combination
0 v- e ra 1 -1 M A X i rn u m
Overall MINimum
D Only
+D+L
+D+0.750L
+0.60D
L Only
Support notation : Far left is #1 Values in KIPS
..........
Support 1 Support 2
0-Aso-146o
0.360 0.360
0.090 0.090
0.450 0.450
0.360 0.360
0.054 0.054
0.360 0.360
PO BOX 952
LYNNWOOD, WA 98046
(206) 280-4715
services@upst8.com
Project Title: AZAR GUEST HOUSE
Engineer: amg
Project ID: 1046
Project Descr:2-STORY SFR
Printed: 30 APR 2019, 3:11 PIVI
Wood Ledger ah10neDfive%UPST8M-1k2019 (1016-X)O(X Blue)11046 Hanson Design - Azar duesfHomOWGWVIW.��.
Software copyright ENERGALC, INC. 1983-2018, Build: 10. 18.12.31 . I
W
Description DECKLEDGER
Code References
----------------- -------
Calculations per NDS 2015, 1 BC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: IBC 2015
General Infortnatim
Ledger Width
1.50 in
Design Method: ASD (using Service Load Combinations
Ledger Depth
7.250 in
Wood Stress Grade: Douglas Fir -Larch, No.2
Ledger Wood Species
Hem -Fir
Fb Allow 900 psi
G : Specific Gravity
0.43
Fv Allow 180 psi
Bolt Diameter
1/27' in
Fyb: Bolt Bending Yield 45,000 psi
Bolt Spacing
6.0 in
Wood as Main Supporting Member ---- - --
Cm - Wet Service Factor
1.0
Width 3.50 in
Ct - Temperature Factor
1.0
Wood Species Douglas Fir -Larch
Cg - Group Action Factor
1.0
G : Specific Gravity 0.5
C A - Geometry Factor
1.0
- - - -----
D(120.0) L(480.0)
Analytical model actually uses 100 spans tc ensure that all possible combinations of bolt location and point load location are evaluated. Final results are an envelope solution.
Load Data
D ead
Roof Live
Uniform Load...
120.0 plf
0.0 plf
Point Load...
0.0 lbs
0.0 lbs
Spacing
0.0 in
Offset
0.0 in
Horizontal Shear
0.0 lbs
0.0 lbs
Floor Live Snow
480.0 plf 0.0 plf
0.0 lbs 0.0 lbs
0.0 lbs 0.0 lbs
Wind Seismic
0.0 plf 0.0 plf
0.0 lbs 0.0 lbs
0.0 lbs 0.0 lbs
Earth
0.0 plf
0.0 lbs
0.0 lbs
PQ BOX 952
LYNNWOOD, WA 98046
(206) 280-4715
services@upstB.com
Wood Ledger
Description : DECKLEDGER
Project Title: AZAR GUEST HOUSE
Engineer: amg
Project ID: 1046
Project Descr:2-STORY SFR
Printed: 30 APR 2019, 3:' 1 PM
ahk0r*Drive\UPST8M-112019 (1101I&XXXX Blue)11046 Hanson Design -Azar Guest Hous61046 GRAVrTY e(;6
Software cooynqht ENERCALC, INC. 1983-2018, Build:10.18.12.31
DESIGN SUMMARY
Maximum Ledger Bending Maximum Bolt Bearing Summary
Load Combination ... Load Combination ...
+D+L+H
Moment
12.50 ft-lb
fb : Actual Stress
4.892 psi
Fb: Allowable Stress
900.0 psi
Stress Ratio
0.005436 :1
Maximum Ledger Shear
Load Combination ...
+D+L+H
Shear 150.001 lbs
fv: Actual Stress 41.380 psi
Fv: Allowable Stress 120.0 psi
Stress Ratio 0.3448 :1
Allowable Bolt Capacity
Governing Load Combination.. tD+L+H
Resutant Load Angle: Theta = 90.0 deg
Bolt Capacity - Load Pffendicular to Grain
Fern 3,150.0 Fes 2,550.0 Fyb
Re 1.235 Rt 2.333
k1 0.9261 k2 1.268 k3
Im Eq 11.3-1 Rd = 5.0 Z =
Is Eq 11.3-2 Rd = 5.0 Z =
11 Eq 11.3-3 Rd = 4.50 Z =
Illm: Eq 11.34 Rd = 4.0 Z =
Ills Eq 11.3-5 Rd = 4.0 Z =
IV Eq 11.3-6 Rd = 4.0 Z =
Zrnin : Basic Design Value =
Max. Vertical Load
Bolt Allow Vertical Load
Max. Hodzontal Load
Bolt Allow Horizontal Load
Angle of Resultant
Diagonal Component
Allow Diagonal Bolt Force
Stress Ratio, Wood @ Bolt
+D+L+H
300.0 lbs
301.912 lbs
0.0 lbs
566.28 lbs
90.0 deg
300.0 lbs
301.912 lbs
0.9937:1
Dowel Bearing Strengths
(for specific gravity & bolt diameter)
Leter, Perp to Grain 3,150.0 ksi
Leter, Parallel to Grain 5,600.0 ksi
Supporting Member, Perp to Grain 2,550.0 ksi
Supporting Member, Parallel to Grain 4,800.0 ksi
Refer to NDS Section 11.3 fbr Bolt Capacity calculation method.
----------
Ktheta 1.250
Fe theta 301.912
Bolt Capaci1y - Load Parallel to Grain
45,000.0
Fern 5,600.0
Fes
4,800.0
Fyb
45,000.0
Re 1.167
Rt
2.333
1.654
k1 0.8847
k2
1.167
U
1.366
1, 102.50 lbs -
Im Eq I U-1
Rd =
4.0
Z =
2,450.0 lbs
382.50 lbs
Is Eq 11.3-2
Rd =
4.0
Z =
900.0 lbs
393.573 lbs,
11 Eq 11.3-3
Rd =
3.60
Z =
884.73 lbs
503.62 lbs
Illm: Eq 11.3-4
Rd =
3.20
Z =
1,072.58 lbs
301.912 lbs
Ills Eq 11.3-5
Rd =
3.20
Z =
566.28 lbs
406.377 lbs -
IV Eq 11.3-6
Rd =
3.20
Z =
687.94 lbs
301.912 lbs,
Zrnin: Basic
Design Value
=
566.28 lbs
Reference design value - Perpendicular to Grain : Reference design value - Parallel to Grain :
Z * CM * CD* Ct * Cg * Cdelta = 301.912 Ibs Z * CM * CD* Ct * Cg * Cdelta = 566.28 Ibs
IJ I ST,&TE
-ILF"Menuineerib
SHEARWALL & HOLDOWN NOTES (U.N.O.):
(1) Simpson or equal. Locate at end of shearwall u.n.o. Install
per manufacturer recommendations for foundation minimum end
distance and embedment, deepen foundation as required.
(2) Construct cripple wall same as shearwall (SW) above, and
gable -end same as shearwall (SW) below.
(3) Requires 3x or (2) 2x foundation sill plate
(4) Threaded rod and coupler as required.
(5) Common nails, UNO: 8d=0.131"x2'A", 10d-0.148"x3",
12d=0.148"x3'/4", 16d=0.162"x3'/2", 16d sinker--0.148"x3'/4".
(6) Install 111's on all trusses/rafters, A35's at 24"o/c on gables &
rim joist (or solid blkg) to top plate (sill plate at fdn) u.n.o.; When
specified spacing is less than 24"o/c, install A35's at roof solid
blk'ing to SW top plate, and install H1 or H2.5 on all
trusses/rafters. LTP4, LTP5 or LS50 can be substituted for A35.
Conn. per Simpson Strong -Tie or equal.
(7) Minimum 3x or dbl-2x stud lam'd w/ (2)-16d @ 6" o/c at
abutting panel edges.
(8) Anchor bolts shall be embedded at least 7" into concrete;
there shall be a minimum of two bolts per piece with one bolt
located not more then 12" or less than seven bolt diameters from
each end of the piece. 2x min PT, u.n.o.
U91 All sheathina must be APA rated.
HOLDOWN SCHEDULE Date: 5/2/2019
Job #: 1046
MARK
HOLDOWN
STRAP *(1)
FASTENERS TO
(2)-STUDS MIN U.N.O.
FOUNDATION
ANCHOR *(1)(4)
COMMENTS
T-1
STHDIO/IORJ
(28) - 16d
N/A
SHEARWALL SCHEDULE Date: 5/2/2019
Job #: 1046
MARK
*(2)
SHEATHING - APPLY TO
2x HF STUDS @ 16"o/c
U.N.O. BELOW *(9)
SHEATHING EDGE NAILS *(5)
ALLEDGESBLOCKED
(do not penetrate past flush)
I
BASEPLATE
NAILS *(5)
ROOF TO TOP PLATE,
FLOOR TO TOP PLATE
& SILL PLATE *(6),
SILL PLATE ANCHORS w/
3" x 3" x 1/4" WASHERS *(8)
SW-1
7/16" OSB
8d @ 6" o/c (12" o/c field)
16d @ 12 " o/c
H2.5 @ 24 O/C
or A15_@ 24 o/c
5/8"Ox]O"AB's@ 60"o/c
SW-2
7/16" OSB
8d @ 4" o/c (12" o/c field)
16d @) 4 " o/c
A35 Ca), 16 o/c
5/8"OxIO"AB's@ 48"o/c
. . ....... ......
U STATE
P.engineerind
PO BOX 952 LYNNWOOD, WA 98046
T� (206) 280-4715 F. (206) 83L-6261
SERVICESPUPST&COM
General Structural Notes — Unless Noted Otherwise
GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, OR
OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION.
DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS.
INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS
REQUIRED BY LOCAL JURISDICTION.
FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR
FOOTING SHALL BE V-6"MINIMUM BELOW OUTSIDE FINISHED GRADE.
COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL -GRADED, GRANULAR SOIL, FREE OF ORGANIC
MATERIAL AND 5EBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LOOSE LIFTS AND COMPACTED TO A MINIMUM OF
95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERM7�NED BY ASTM D-1 557 TEST
PROCEDURES.
CONCRETE fc = 2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CCNCRETE AND A MAXIMUM OF 6.0
GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE
PREVENTED.
REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 BARS SHALL, BE
GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WE:LDED WIRE FABRIC SHALL
CONFORM TO ASTM A-1 85 AND SHALL BE 6X6 — W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES.
TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS:
BEAMS AND POSTS (4)�_ AND GREATER):
JOISTS / STUDS (2x—):
GLUE LAMINATED BEAMS (GLB)
DF-L#2
HF#2 / STUD
24F-V4 (24F-V8 AT CANTILEVERS)
2x— TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER",
LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE 71.P.I. AND THE IBC. ALL
CONNECTIONS PER IBC TABLE 2304.10.1.
ROOF DIAPHRAGM INSTALL MINIMUM 1/2" CDX PLYWOOD (32/16) OR 7/16" OSB SHEATHING. NAIL ALL SUPPORTED
EDGES AND BOUNDARIES WITH 8d AT 6" O.C, AND INTERIOR SUPPORTS WITH 8d AT 12" O.C.; BLOCKING NOT
REQUIRED.
FLOOR DIAPHRAGM INSTALL MINIMUM 23132" T&G STURD-I-FLOOR (24oc) SHEATHING. GLUE AND NAIL ALL
SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6" O.C.; AND INTERIOR SUPPORTS WITH 1 Od AT 121, O.C.,
BLOCKING NOT REQUIRED.
MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR
SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS
HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE -FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER
MANUFACTURER'S RECOMMENDATIONS.
'VMD-DESIGN CR[Tgft-:
NOMINAL WIND SPEED — 85 MPH RISK CATEGORY 11
ULTIMATE WIND SPEED — 110 MPH IMPORTANCE, I = 1.0
WIND EXPOSURE, C KZT = 1 .00
Aiamm-DESIGN CRITEBI!��--
EQUIVALENT LATERAL FORCE PROCEDURE
IMPORTANCE, le = 1.0
Ss = 1.298
SITE CLASS, D
S1 = 0.510
SEISMIC DESIGN CAT., D
SDS = 0.87
SEIS. FORCE RES. SYS, A. 15.
Sm = 0.51
DESIGN BASE SHEAR = 8057 Ibs
Cs = 0.13
RISK CATEGORY 11
R = 6.5
2
wAt4
I'll 4- - - - - - --- -- -
MAIN
vorJA I 0-t6
j ff U-1
10-t6
AZA'K
UFPF-rl FL-OOIK
L-Al-LIKAL- PP-!5X'qt4
2'
kNT
1-6-4 r 5'-4" F-O" 5'-0"
--------------------------------
--------------------------------- ---------------------------
2' CA
NNT
------------------------------
5'-4" -7- 5'-4"
---------- ---------------------------------------------- --------------------------------
----------
-13 __H__ - - - - ---.& -
-------------- - ;fo- 1 ----
7-T.
2"
NNT
5'-4" 5'-4"
v):
---------- ------------------- ---- - -----------------
-LT�
-------------------------
------ ------
V41 CON-r-I
IYF
CANT 6' 6"
5'-0" 5'-0
--------------------------
---------------------------------------------
our.
4-
16"
-ryF FOUNPAITON
&_ -Vt4TtPrOR 6HF-Ax
V-IA"6 APOVF-
1 0-t6
AZAR
f:OUNPATroWMA-V',4
,F-i-OOIK P"nrNi-
41KAVVT_Y PP-6-3��N
vwr_
1 O-t6
iKOOF FKAtqrt44,
41CAV'r-ry PF-161:6�N
1'/,>clll/, COL-�Iic-T-O-pr'
- s-T-KAF -rO f<-Vm
jor:�--r vq/ M:5-rcio
10J e- 6" OC FKOM
L-R P-VAFH"',A4'm
or
'r
00
"oo
CL
410
IP7
zi.
Zxll- 16
FF-
-to
s r
4-0"
, r , -1
IA
'6 0 pc
t
j C-1 A FL
e S)r.
TO
'4.5. b
-, 77
PECK IKAII- FF-P, MANUF-K
:SPEC-CFI:CAITON
10't6
AUi<
UFFP-R 6-001K
FRAM-Vt4ij-
qlKAVVTli' PF-5L*h4
GENERAL STRUCTURAL NOTES
GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION,
OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION.
DESIGN PARAMATERS
WIND:
NOMINAL WIND SPEED - 85 MPH RISK CATEGORY 11
ULTIMATE WIND SPEED - 110 MPH IMPORTANCE, I - 1.0
WIND EXPOSURE, 8 K� - I JDO
SEISIMIC:
EQUIVALENT LATERAL FORCE PROCEDURE
IMPORTANCE, I& - 1.0
% - 1298
SITE CLASS, D
S, = 0510
SEISMIC DESIGN CAT., D
S-0.87
SEIS. FORCE RES. SYS, A.15.
S-0.51
DESIGN BASE SHEAR = 8057 lbs
C. = 0.13
RISK CATEGORY 11
A - 6's
LIVE LOADS;
ROOF 25 PSF (SNOW) (15 DL)
FLOOR 40 PSF (10 DL)
DECKS 60 PSF (15 DL)
INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS
REQUIRED BY LOCAL JURISDICTION,
SOILS REPORT NOT PROVIDED
FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2OW PSF BEAR114G CAPACITY. BOTTOM OF
EXTERIOR FOOTING SHALL BE l'-S* MINIMUM BELOW OUTSIDE FINISHED GRADE.
COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL-GRAOED, GRANULAR SOL, FREE OF ORGANIC
MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LOOSE LIFTS AND COMPACTED TO A MINIMUM
OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED 13Y ASTM D-1 557
TEST PROCEDURES.
CONCRETE V, = 2500 PSI MINIMUM 5'/. SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF
6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS
TO BE PREVENTED.
REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS. AND #3 AND #4 BARS SHALL
BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC
SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6-WIA X W1.4. LAP ONE FULL MESH AT SPLICES.
TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS:
BEAMS AND POSTS (4K_ AND GREATER):DF4-#2
JOISTS /STUDS (2x_): HF#2 / STUD
GLUE LAMINATED BEAMS (GLB) 24F.V4 (24F.VS AT CANTILEVERS)
PARALLAM BEAMS (PSL) 2.OE LINO
2x_ TIMBER SHALL BE KLN DRIED. GRADES SHALL CONFORM TO -WWPA GRADING RULES FOR WESTERN
LUMBER". LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE
IBC. ALL CONNECTIONS PER 13C TABLE 2304-9.1.
ROOF DIAPHRAGM INSTALL MINIMUM 1/2- COX PLYWOOD (32/16) OR 7/16- OSB SHEATHING. NAL ALL
SUPPORTED EDGES AND BOUNDARIES WITH 8d AT fi* O.C, AND INTERIOR SUPPORTS WITH 8d AT 12* O.C.;
BLOCKING NOT REQUIRED.
FLOOR DIAPHRAGM INSTALL MINIMUM 23132' T&G STURD-1-FLOOR (24oc) SHEATHING. GLUE AND NAL ALL
SUPPORTED EDGES AND BOUNDARIES WITH iOd AT WO.C.; AND INTERIOR SUPPORTS WITH 10d AT 12* CIL.,
BLOCKING NOT REQUIRED.
MISCELLANEOU THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE
CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS
AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE.FABRICATED ITEMS TO BE
HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS.
NOTE: DECK WATERPROOFING
TO BE PROVIDED BY OTHERS
RH WALL Ft:K PLAN
EPLATE NAILING PER
'CHEOULE
I% PSL FLOOR BEAM
LEDGER W/ (2) ROWS 1/2'
1 LAG SCREWS @ 12- OC
IN. EDGE DISTI
R FRAMING PER PLAN
214ANGERS TYPICAL
FRAMING PER PLAN W/
DECK DIAPHRAGM PERTLOOR
DIAPHRAGM'STRUCTURAL
NOTES
FLOOR/DECK BEAM
�Sl) NTS
SHEARWALL SCHEDULE Dow 4/39r019
Job M 1046
SHFAT14ING. APPLY To
SHEATHING i EDGE llAnl '(5)
ROOF TO TOP PLATE,
MARK
2x HP STUDS @ 16.o/c
ALL EDGES BLOCKED
BASE PLATE
NAILS -(5)
FLOOR TO TOP PLATE
SILL PLATE ANCHORS �/
3" . 3". 114" WASHERS '(S)
U.N.O. BELOW '(9)
(do ra N-traw �. fl-h)
& SILL PLATE '46)
Sv. I
7/16"OSB
8d @ 6".k (12" l. fi.1d)
16d @ 12 - ak
H23@24 'ok
S/S"O�10"AB's@ 60"o/c
rA35Cd424 *ok
SW.2
7/16"OSB
8d @ 4" (12" .1. fi.ld)
16d @ 4 'ol�
A35@ 16".&
5/5"OxIO"AB'�@ 48"al,
Date: 4130/2019
HOLDOWN SCHEDULE
Job 1046
MARY.
HOLDOWN
ERS
F 'D T N
M ENTS
co M
STRAP -(I)
f2)-F=SNMINU7N.O.
Alol'%V(100)
T.1
STHD10/10RJ
(28)-16d
-A
Q-14FEA-0 WALL AND HOLDOWN NOTES
(1) HOLDOWNS TO BE SIMPSON OR EQUIVALENT WHERE EQUIVALENT is PERMITTED,
LOCATE HOLDOWNS AT ENDS OF SHEARWALLS, UNO. INSTALL PER
MANUFACTURER RECOMMENDATIONS FOR FOUNDATION MINIMUM END DISTANCE AND
EMBEDMENT. EXTEND, THICKEN, DEEPEN. ETC. FOUNDATION TO MEET THE
MANUFACTURER'S SPECIFICATIONS,
(2) CONSTRUCT CRIPPLE WALLS AND PONY WALLS TO MATCH SPECIFICATIONS OF THE
SHEAR WALL ABOVE. CONSTRUCT GABLE END WALLS TO MATCH
SPECIFICATIONS OF THE SHEAR WALL BELOW. CONSTRUCT CLERESTORY WALLS PER
SW-1, UNO. ALL EXTERIOR WALLS TO BE CONSTRUCTED PER SW-1, UNO.
(3) 3X OR DBL2X SILL PLATE REQUIRED.
(4) USE THREADED ROD AND COUPLER AS REQUIRED.
(S� COMMON NALS. UNO: 8d = 0.131"x 2'4"
10d - 0.148'x 3"
12d = 0.148'x 3'/,"
16d - 0.148'x T/."
(6) INSTALL Hi CLIPS AT EACH TRUSS/RAFrER END. INSTALL A35 @ 24- OC AT EACH
GABLE END AND RIM JOIST (OR SOLID BLOCKING) TO TOP PLATE AND MUDSLL
CONNECTION, UNO. WHERE SPACING TIGHTER THAN 24- OC ISS SPECIFIED,
INSTALL A35 CLIPS FROM SOLID BLOCKING TO DBL TOP PLATE, AND INSTALL HI OR H2-5
CLIPS TO EACH TRUSS/RAFTER END. LTP4, LTP5 or LS50 CAN BE SUBSTITUTED
FOR A35 CLIPS PER SIMPSON.
(7) MINIMUM 3X OR DBL 2X STUDS REQUIRED AT ABUTTING PANEL EDGES. DBL
STUDS TO BE LAMINATED W/ (2) 16d @ 6- OC.
(8) ANCHOR BOLTS SHALL BE EMBEDDED 7- MINIMUM INTO CONCRETE. MIN (2) BOLTS
PER PIECE WITH ONE BOLT LOCATED NOT MORE THAN 2- OR LESS THAN (7) BOLT
DIAMETERS FROM EACH END OF THE PIECE. MUD SILL TO BE 2X MINIMUM AND
PRESSURE -TREATED.
(9) ALL SHEATHING TO BE APA RATED, SEE GENERAL STRUCTURAL NOTES
OOF DIAPHRAGM PER
TRUCTURAL NOTES
EDGE NAILING PER
STRUCTURAL NOTES
TIGHT FIT 1341174 LVL
BLOCKING - VEE OUT FOR
VENTILATION
A35 PER SHEAR WALL
SCHEDULE
BEVEL -RIP TOP PLATE
FOR SLOPE
SHEARWALLIHEADER
PER PLAN
I TYPICAL SHEAR FLOW
\,�l� ROOF/DECK TO SW NTS
WALL ABOVE PER PLAN
16d @ 12' OC
1'1,xl 1% LVL RIM JOIST
A35 PER SW SCHEDULE
INTERIOR SHEAR WALL
PER PLAN
STAIRS ADJACENT
SHEAR FLOW
INTERIOR SW NTS
SHEAR WALL ABOVE
PER PLAN
TOP PLATE CON
FROM SW ABOV
PER DIET A OR
SHEAR WALL BELI
PER PL
USING A35
CONNECTION
A(�J-T�N
J t
I-
'�PA35 PER SW SCHE )
SHEAR WALL ABOVE BASE PLATE NAILING PER
PER PLAN SHEAR WALL SCHEID FRAMING
PER PLAN
RIM JOIST FLOOR SHEATHING SHEARWALL
PER GENERAL NOTES PER PLAN 314"T&G PLYWOOD
RAILING PER MANUPS PER STRUCT 140TES
SPECIFICATIONS RIM JOIST W/ CONN FLR JOISTS PER PLAN
RIMJ06TCONN PER SW SCHED
EDGE NAILING PER FROM TO FND PER
STRUCTURAL NOTES TO 2x 'R,
BLOCKING DET C
EXISTING ROOF FRAMING 2X PT SILL PLATE
W/ OVERHANG CLIPPED TO FLOOR FRAMING
ACCOMODATE NEW ROOF FOUNDATION PER PLAN (2) #4 BAR
DECKJOISTS zom FINGRADE
A
14
LE T&
S
RIO
�A T. 1) *N
LAN
PER PLAN ANCHOR BOLTS PER CONT
SW SCHED ANCHOR BOLTS PER
USING A35 USING LPT4 4*0 TIGHTLINE SW SCHEDULE
CONNECTION CONNECTION z STORM DRAIN
F 4-0 PERF #4H BARS@ 10' D.C.
ROOFTOP DECK JOISTS c Do FTG DRAIN 8"O.C.
#4V BARS @ i
6 MIL BLACK V.B.
9. MIN EXTEND TO T/FDN WALL
NOTE: DECK WATERPROOFING EXISTING HOUSE WALL p (2) #4 BARS CONT
TO BE PROVIDED BY OTHERS A35 PER SW SCHED LTP4 @ SAME SPACING GRAVEL -�"= FIRM BEARING
AS A35 PER SW SHED 16"WIDE CONCRETE
FOOTING
NEW ROOF DECK rT'� TYPICAL SHEAR FLOW �8 TYPICAL FOUNDATION NTS
AT EXISTING HOUSE NTS \,al� SW TO FOUNDATION WT—S \,§ 11)
bt VLA I t NAILING Ptli
EAR WALL SCHED
FLOOR SHEATHING
PER GENERAL NOTES
FLOOR FRAMING
PER PLAN
USING LTPS
CONNECTION
B ( �
YNTI
LTP5 PER SW SCHEID
TYPICAL SHEAR FLOW
SW TO SW NTS
DIAPHRAGM PER
TURAL NOTES
4ALING PER
TURAL NOTES
, LVL COLLECTOR
ION WALL PER PLAN
SHEAR FLOW
COLLECTOR BEAM NTS
TYPICAL
OPENING
c
Z - I
(9 U)
W
ff) F- cl)
uj 0
z
W
W
F- D
0 0 <
:D Lu 0
03 cl)
.OhA
-4'zov,
z
0
UJ
0)
UJ
=)
NAIL SHEATHING TO
-
z 00
9 m w
BLOCKS PER SW
V) F- �-
SCHEDULE EDGE NAILING
LLI Co 0
0 LLI ca
SIN N
Z Z) -i
EDGE NAII I PER
0 0
ul X
SW SCHEDULE
z � CII
04
00
LSTA21 W/ BLOCKING
AS REQUIRED (4 TYP.)
mg
REVISION DATE
4/30/2019
FORCE TRANSFER
AROUND OPENINGS NTS
si
Prescriptive Energy Code Compliance for All Climate Zones in Washington
).PrOi6ct Imbrmatbri Contact Informadon
AZAZ- riZo-8rcr
8ZV2- -rALF5o'T (7_D
--- 4Z5-1-74- '71Z
ED ka V% 5 V��_7 _ _-i)
This Pmj9ct will use the requirements of the Prescriptive Path below and incorporate the
the minimum values listed. In addition, based on the size of the structure, the appropriate
number of additional credits a heck d chosen by the permit applicant.
Authorized Representative7 7& 7-Zv k _ Vke7 Date u I
All Climate Zones
R-Value'
U-Factorl'
Fenestration U-Factorb
n/a
0.30
0
Skyright U-Factor
0.50
be
Glazed Fenestration SHGC
n1a
n/a
Ceilingk
40
0.026
Wood Frame WalIg,,n
21 int
0.056
Mass Wall R-Value'
21/21h
0.056
Floor
309
0.029
Below Grade Wall"
10/1501 int + TB
0.042
ISlab d R-Value & Depth
-Unhia PAM I I
10, 2 ft
n1a
.. . and I able m4uz. L.5 roolnotes included on Page 2-
Each dwelling unit in a residential building shall comply With sulficient options from Table R406.2 so as to achieve
the following minimum number of credits:
I. Small Dwelling Unit: 1.5 credits
F] Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration
area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500
square feet.
IV I Medium Dwelling Unit: 3.5 credits
All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancles'shall
require 2.5 credits.
JE]3. Large Dwelling Unit: 4.5 credits
Dwelling units exceeding SWO square feet of conditioned floor area.
4. Additions less than 500 square feet: .5 credits
aule mqua-z burnmary
Option Descrintinn
la
Efficient Building Envelope la
%'Ft:U1q3)
0.5
11)
Efficient Building Envelope lb
1.0
Ic
Efficient Building Envelope ic
2.0
Id
Efficient Building Envelope Id
0.5
2a
A-rLeakage Control and Efficient Ventilation 2a
0.5
2b
Air Leakage Control and Efficient Ventilation 2b
1.0
2c
Air Leakage Control -and Efficient Ventilation 2c
1.5
3a
High Efficiency HVAC 32
3b
High Efficiency HVAG 3b
1.0
3c
High Efficiency HVAC 3c
1.5
3d
ciency HVAC 3d
1.0
4
High Efficiency HVAC Distribution System
1.0
5a
Efficient Water Heating 5a
0.5
5b
Efficient -Water Heating 5b
1.0
5c
Efficient Water Heating 5c
1.5
00
Efficient Water Heating 5d
0.5
-6 IR
Electric Energy
0.5
I otal Crearts
*Please refer to Table R406.2 for complete option descriptions
RIM
El
n
E9"'
1:1
El
1:1
El
5�
I
n
El
*1200 kwh
0.0
0.00
VENTHATION SYSTEM SIZING - Complete the Ventrilation Rate CWculation below.
Table M15073.3(l) is based on contbutm opemflojL The ventil;ltion rate must be increased by the filctors fim Table M15073.3( i 2) if the system will operate less
than 24 hours per day, as follows:
Ventilation System Airflow Rate Requirment from Tabie M1507.3.3(j) efin
VC[Itilation Rate Factor from Table MISM.3.3(2) x
VFNTRAIION RATE -cfin
TABLE M1507.3.3(1) CONTINUOUS W140t FJ40il-si: u0i'mAulf-Al WCUT11 AVVP%kt 0%feVefta
DWELLING UNIT
J` 1.2 1 WXJru1Xr&-V" IMMIC
NUMBER OF BEDROOMS
nC%1u1KCMCNl1*
I
FLOOR AREA
0-1 2-3 . ..... z
(3quare feet)
Aftflow in CFM
<1 Sao
30
4k
60
75 1
90
1)501 -31000
4,T
J60J
75
90-1
105
3,001 -4,600
60
76
90
120
4,501 -6,000
75
90
---105
10
120
135
6,001-7.600
105
120
135 1
150
>7,500
105
120
135 --------------
150 1
165
TABLE M1507.3.3(2) INTERMITTENT WHOLE -HOUSE
MECHANICAL VENTILATION RATE FACTORS"'
RUN-'nME
PERCENTAGEIN
EACH 4-HOUR
25%
33%
501/6
66%
75%
100%
SEGMENT
Factora
4
1 3
2
1 1.5
1 1.3
1 1.0
iL r ventilation system rtm time values between those given, the factors am
permitted to be determined by interpolation,
b. Extraliolation beyond the table is prohibited.
ENERGY CREDIT DESCRPTIONS
To quaW for these credits the littilding np�t d, *a nern gk.n th. -i
--Vt
TABLE M1507.3.6.2 PRESCPJPTWF SU1PPtY FAti ni If-T -Qi7imt--
Supply Fan
Tested CFM at OAD" W.G.
Specified
Volume from
Table M1607.3.3(i)
Minimum
Smooth Duct
Diameter
Minimum
Fiffidble Duct
Diameter
50-90 CFM
4 inch
5 inch
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based On Section R4n IA� Reduce the Total UA byjM
le
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R4M 1. 1 wkb the Wowbi, rooffKatiorn, Vertical &0asination
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4
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il
Section R402.1.4. Rech the Total UA by 30Y.
do-locat-i I - dwooralitioned space, musthaviboils unsverstand
sealed with =$&- fffkx docts we used. they , contain spkm Flat doet connections
usinsaphstic -Ii -niamiMt-LD-ts;
located 'I tbecoaditidamspaceusthe, I* . Via,- orjt,& I Y.d-
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EFFICIENT BUITMING ENVELOPE! Prescripti camonceisbasedianTabla
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-tli� WATER HFATINa- Allhovverbcad and kkh- Si* installed in the
R407-1.1 with the insowirig condifinuiors, vertiati fenewttion U - 0.24
house Shall be rated at 1-75 GPM or k3a. AD Other kvidwY finvans shall be WM at 1.0 GPM
0.5
of im 1
22
AIR LEAKAGE CONTROL AM EFFICIENTVOMEATION
MaUM Reduce the tested air levies to3.0xir 1
EFFICIENT WATER MATDr, Water b" system shan am ortive fifflowing:
-,
1.0
9 perhourraminumANDAN
vlbak h-ft --bldian --P-i� as detalained by S..tion NU 507.3 fft
Gas. s. orailvanerhatterwitha EF of0.74 OR Water heart, heated by
VVt%W sow= felt pump theebaii the requirements of I Option 3c.
1nWnmV0WRcd*"d1 Code shall be rod with a high efficiency fim (rnaxina=035
waWcfm), not merlodcad with the firrace am Vestijahou systeag; usa% a finaaaa
uchkl" in ECM --am- am allavved. pravidcd that they am controlled to apenue at low
speed in ventilation anly mo&
2b
AIR LEAKAGE CONTROL AND EFFICIENT VENTRAMON: Catophance based an
1.0
Sc
EFFICIENT WATERNEAMG, Water beaft system
shall include one ofibe follovAng:
1.5
Section R402 4.1-2: Reduce the tested air leakage to zo air ebag. per hour nasneaurn
Gas� Propane of oil aeoff with a EF 90.91
OR Sdar water beating
AND AD whole hff- ventilation as detexrninml by Scdo. MI %73 ofthe
'aPIA"ne"ft A ' ' r 1 1 1 voter better. Solat
water heating will provide a rated
I'llt-honalReddendal Code shall be met with a bw reurvety vend
lawn systan with
ramirtmorn UYSW of 85 tbarm or 2DW kWh based an
On Solar Rating and Cettificabon
mirtirman semNe beat recomY efficiency oF0,70.
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Certified Sobr Wkw Ek*twg Systerns
OR Elactm heat pmw water hanter With a Mountain, AF
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2C
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5d
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EFFICIENT WATER HEATING: A drain water heat
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mptares vaste voter beat ffm 92 the sbOVvers. wd hait
a minianna efficiammy aF40% if
AND AD whole house ventilation requirements as determined by Section MI SM 3 ofthe
instabod for equal ficrar or a minisnurn effKkm7 of 5A
iriastalled fbr unequal flow- Such nnns
Inhommanal RcmWmdaf Cak sh2fl be met with a beat recavoy ventilatikin, system with
shallberatedinaccordancewilbCSAR55-1 antibesalabded
aininam sensible but recovery efficiency *F0.81
I
i
IJIUH EFFICIENCY HVAC EQUIXWENT, QM popeon or ad -find funawc, with
Lo
6
RENEWABLE ELECTRIC ENERGY: Far .h i2oo kWh of doctnea S..m. per
0.5
a-mmun AWE of9M OR Ghs� propane or oged-fired hoiler wah amumun, AFM of
housag u" vmWd *.alb, by oa..ft winti or ak�
9rA
up to 3 credim Generation shall be calculated as fallows: For solar clectriiic simens. the desian
shall be dernarsimted to Meet this requirament wing the National Renewable Ema
3b
MGH EFFICIENCY EIVAC EQUIPAENT Airjource beat purap with HSPF
1.0
00.0
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plans. For wind generation projects designs A" document awmal pavver generation based on
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I
I
fttq�� daufttion oftbe wind speed aft site and hef*a ofthe tower.
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LastModified7/1116
2015 WASHINGTON STATE ENERGY CODE AND 20115 INTERNATIONAL RE 1
SIDENTIAL CODE
RESIDDENTIAL ENERGY AND VENTILATION SU.BMITTAL F0164
Applicant A SA IZ- Application #. Date
lob Type: 0 New $1 Addition 0 Remodel Conditioned Square Feet: k2tz r 4
Occupancy: 10 Single Family DAou 11 Residential Care / Assisted Living / Adult Family liome
I
MINIMUM INSULATION REQUIREMENTS — These may need to be increased based on ENERGY CREDITS selected hpinw
Vertical � "e
030 0.50
Equivalent
U-Factor 0-30 ozo
PROPOSED
ADV = Unwmpwed IF-38 -00ve�, T "': pl::: !::P:;:]::: !a:::! 1:t:: e"'s"'; Z =
Door
U-Factor
030
0.30
Tfire ffigAaa
Raftr/Joist
Vaulted
--POLlin—F
R-38
0.026
AD
Other
Calings
R49 or
R-38 ADV
0.026
walls
Above
Grade
R-21
INT
walls
Below
=Grmade
R-1 - 0 CI Exterior
R-15 CI InteriorDR
R-5 CI + R-13 RatjQR
R-21 Batt w/M 9
OR
Slab
Floors Over
Unheated
Space
R-30
Slab
On
M
Grade
Ze
R-10
0.056
0.042
0.029
N/A
fILT—A
W=2x6at16"—./z
en a =,L_. Uom Rigil Im al &vak
ENERGY CREDITS — See the Energy Credits descriptions I
Small Addition on the back of this form and indicate whichl options will be used.
0-5 pts required (Additions < 500 s.f )
Small Dwelling Unit / Medium Addition 1-5Ptsrequ'red (Dwellings < 1,500 st w/ glazing <300 sl,,� or Additions< 1,500 st)
Medium Dwelling Unit / Large Addition 3-5 Pts requhed (All Dwellings not SnWl or Large, or AdditioIns > 1,500 sX
arge, Dwelling Unit 4-5 Pts required (Dwellings > 5,000 s.L)
0 la (0.5 pts)
0 Ic (2-0 Pts) 13 2a (0-5 pts) 0 2c (1.5 pts) 0 3b (1.0 pts) 13 3d (1.0 pts) 0 5a (0.5 pts) 0 5c (1.5 pts) 0 6 (D.5 pts)
0 lb (1.0 pts) 0 1 d (0.5 pts) 13 2b (1.0 pts) 0 3a (1.0 pts) 0 3c (1.5 pts) 13 4 (1.0 pts) E3 5b (1.0 pts) 5d (0.5 pts)
VAPOR RETARDERS — Select the Vapor Retarder to be used at each location.
LA
4-mil Poly -1—Face
Imms U Vapor Barrier Primer* U N/A (-- R, 10 Rigid Above Roof rtck)
Pam RAting < 1.512YA
LJI/150 Vcv____) ON/A A
12: R410 Spray Below Roof 10�eel
VENTILATION SYSTEM - Select a System Type and complete the Ventflation Rate calculation on the I back of this form.
0 Not Applicable (Additions less than Soo sf
VENTH TATIONRAT I E
A
13 Whole -House Exhaust Fan with fresh air port (net 4 sq. in. minimum opening) at each habitable roo m.
A timer operates an exhaustfan which pulk outside air through air miets located in each habitable room
IM Integrated System with fresh air duct connected to return air duct of forced -air heating system.
A timer operates thejurnace blower and a moioriwd outside air inlet d
amper to dWribute outside air through t heating c
0 Supply Fan with fivsh air duct connected to supply air duct or return air duct of forced -air h he th du tj s.
plyfan connected to an outside air inlet to distribute outside air through the hea�nj ducts or other ducts
A timer operates a sup eatingystem,oro erduct
13 Heat Recovery System.
A timer operates a heat recovery ventilator (IM F9 to dfsiribute outside air to habitable rooms through Je4icated ducts.
(3 Designed System per IMC with calculations and/or performance testing. Includes: . 0 Whole -house fan E3 Fresh air ports
7),pically such systems must be designec4 insu&d, ftste4 and balanced by a mechanical engineer or othe� RVACProftmonaL
1
Continuously operating ventilation systems shall provide the minimum flow ratm specified in Table AU 5073 ; 3(l).
Intermittently operating ventilation systems shall provide flow rates per Table M150733(i) as modified by fa�je M1507-3.3(2).
AIR TESTING — These tests must be performed Ou-site With specialized equipment
0 Duct Leakage Test Required when space_condItionIng equi
pment'rs InSWIed
, altered or replaced (including replacement ofair
"handier outdoor unit ofair con&tionerlheatpump, cooling or heating coil. orfiirnace heat e;rchanger)- Some exceptions apply.
uildin� Leakage Test Requiredfor additions > SOO sf and new construction
BLD 2019-0849
AZAR 8202 TALBOT ROAD
EXISTING PLUMBING COUNT:
Upstairs Plumbing:
I Kitchen Sink
2 Bathroom Sinks
2 Toilettes
1 Bathtub & Shower
1 Washing Machine
1 Utility Sink by Washing Machine
Downstairs Plumbing:
1 Bathroom Sink
1 Shower
I Toilette
TOTAL: 13.
201909260371 3 PGS
After Recording Return to: 0912612019 C 2:01r N05,50
SNOHOMISH OUNT , ASKINGTON
City Clerk
City of Edmonds
1215 1h Avenue N
Edmonds, WA 98020
NOTICE OF PRESENCE OF CRITICAL AREAS AND/OR
CRITICAL AREAS BUFFERS ON PROPERTY
GRANTOR(S): Diane Azar
GRANTEE: City of Edmonds, a Washington municipal corporation
Legal Description:
TALBOT PARK BLK 000 D-00 - LOT 80
Assessor's Tax Parcel ID No.: 00594400008000
Reference Number(s) of Related Documents(s): BLD20190849 and CRA20190054
RECEIVED
SEP 2 6 2N
BUILDING
SCANNED
SEP 16 09
NOTICE OF PRESENCE OF CRITICAL AREA(S) AND/OR
CRITICAL AREA BUFFER(S) ON PROPERTY
NOTICE IS HEREBY GIVEN this 4V day of Strmmsb-& , 2019, by
Diane Azar ("Grantor"), as required by Grantee, City of Edmonds, pursuant to Edmonds
Community Development Code (ECDC) 23.40.270.13, that at least one type of critical area
and/or critical areas buffer has been found through field verification to be present on the Property
described in Exhibit A hereto. This notice is being recorded as a condition of issuance for a
development permit related to the property. As part of the permit application review process it
was determined that the following type(s) of critical area and/or critical area buffer(s) were found
to be present on the property:
Slopes adjacent to the subject property exceed 40%. The steepness of these slopes
classifies the site as a potential landslide hazard area pursuant to Chapter 23.80
ECDC.
Perrinville Creek runs north of the subject property. The associated development
buffers extend into the subject property.
The City of Edmonds has adopted ordinances that regulate this type of critical area and/or
buffer. Prospective purchasers are advised hereby that these regulations may limit the type and/or
location of development or other use that may occur on the property. Please contact the City of
Edmonds for specific information about the applicable critical area regulations.
This notice shall remain on the title records of Snohomish County until released by the
City of Edmonds, which shall only occur if the owner is able to submit a critical areas report to
demonstrate to the City of Edmonds that the critical area designation no longer applies to the
Property. Any release of this notice shall be subject to applicable procedural provisions of the
ECDC.
GRANTOR:
By: 1:��
Name: iA
Title (if applicable):
STATE OF
ss.
COUNTY OF
I certify that I know or have satisfactory evidence that AAAjE A2�A P— is the
person who appeared before me, and said person acknowledged that JWshe signed this instrument, on oath
stated that ho/she was authorized to execute the instrument and acknowledged it as his/her free and voluntary
act for the uses and purposes mentioned in the instrument.
Dated: 12mr 04, U19
N-OAVY ftArc
State P17r=0Won
Commission Expires September j,
this SDace for notarial stanno/seal)
Notary Public
Print Name — lZpq Ajy"-.Av0
My commission expires 0
SEP 12 2019
BUIOM DEPARTMENT
CITY OF EDMONDS
Return Instrument To:
City ofEdmonds - Clerk's Office
1215" Avenue North, Edmonds WA 98020
ACCESSORY DWELLING UNIT STATEMENT
Property Address: 8202 Talbot Rd., Edmonds, Washington
Assessor's Parcel Number: 00594400008000
Legal Description: TALBOT PARK BLK 000 D-00 - LOT 80
Grantor: Diane Azar
Grantee: City of Edmonds
Related Permit Numbers: BLD20190849
I have read the requirements for accessory dwelling units contained in Chapter 20.21 of the
Edmonds Community Development Code (ECDC) and understand that an accessorydwelling unit
as defined in ECDC Section 21.05.015 is prohibited until an Accessory Dwelling Unit Permit is
approved.
I also understand that an Accessory Dwelling Unit Permit cannot be approved unless all the
criteria in Chapter 20.21 are met, and all the necessary items are submitted, including an affidavit
of occupancy and a covenant to be filed with the Snohomish County regarding the regulations
imposed on Accessory Dwelling Units.
OWNER/GRANTOR: Diav-,�—kzar
SIGNATURE:
DATED this --��-y of August, 2019
On this day personally appeared before me, Diane Azar, to me known to be the individual described
therein and who executed the within and foregoing instrument, and acknowledged that SHE signed the
same as HER fi-ee voluntary act and deed, for the use and purposes therein mentioned. Notary's pressure
seal must be smudged.
Dated: S-opf 0
Signature ofNotary Public:
Residing AVO�LVA)Aj k) 0 C)
My Appointment Expires: V4 — tj I-
x4m AmaraiZ7
e V
Co"unission attembff'l, 2020
4
60
r
NEV f- RE PLACE9 <"7100 0 5r?
I mevd lo oe�7 Q
N
11.
Donna Breske
A Associates
Civil Engineering & Land Use Planning
Drainage Report For
Date Prepared: November 15, 2019
Site Address: 8202 Talbot Road
Edmonds, WA 98026
Parcel Number: 00594400008000
Prepared By: Lindsey Ballas
Donna Breske & Associates, LLC
21 Ave A, Suite 4
Snohomish, WA 98290
Phone: (360) 294-8941
Email: donnab@donnabreske.com
Azar
COMPLIES WITH APPLICABLE
�Ily �ST ODE
'F
Reviewed by Donna L. Breske, P.E.
NOV 18 2019
BUILDING DEPARTMENT
CITY OF EDMONDS
SLD 0-'fft M — 0 Z 4 9
cv%%O
Table of Contents
Narrative:
ExecutiveSummary ................................................................................................................ Page I
VicinityMap ........................................................................................................................... Page 2
CategoryI Flow Chart ........................................................................................................... Page 3
Figure 3.1 Determining Requirements Chart ........................................................ Page 4
List#1 ...................................................................................................... Page 5
Minimum Requirements # 1 -5 .......................................................................... Page 7
Stormwater Pollution Prevention Plan Narrative .................................................. Page 10
Appendix:
A: Talbot Park Plat Map
C: Geotech Report from Geo-Test
D: Operations and Maintenance
Azar
November 14,2019
Executive Summary
This is a new development project in the City of Edmonds. The site address and parcel number
are as follows; 8202 Talbot Road Edmonds, Wa 98026, #00594400008000. The site is 1 Acre in
size and zoned RS-20. This project demonstrates compliance with the 2014 Department of
Ecology Drainage Manual and the 2017 City of Edmonds Stormwater Addendum.
The existing condition of the site is developed with a single-family home, driveway, and
several walkways, porches etc. All existing impervious surface was installed in 1950 and is
therefore not required to be evaluated for stormwater mitigation at this time. There is an
existing outbuilding that is currently connected to the existing house via a breezeway that will
be removed and replaced with a new addition. The new addition will reconnect to the existing
breezeway. The existing driveway will act as temporary construction access during work on
the proposed addition. The topography on site slopes from the most eastern property line
down to the most western property line on Talbot Road. Vegetation on site consists of grass,
trees and light landscaping. A Geotech Analysis was performed for the site by Geo-test. Said
Analysis categorizes soils on site as medium sands. Two boring pits were dug on site up to a
depth of 36.5' below the surface. No groundwater was encountered. Infiltration on site is
considered feasible as the corrected infiltration rate is 8.4 inches per hour. In addition, the
site has been evaluated for its steep slopes and it has been deemed by Geotest to not have
landslide hazard potential.
The proposed development includes a new addition to the existing house. The proposed
impervious area is less than 5,000 sf and thus will satisfy Minimum Requirements #1-5. Per the
City of Edmonds Stormwater Addendum this is a Category 1 project and will evaluate BMP's in
the hierarchal order of List #1 for Minimum Requirement #5 Stormwater Management.
Per List #1 On -Site Stormwater Management BIVIP's the first feasible BIVIP for stormwater
Mitigation is Downspout Full Infiltration. 68 lateral fee of Infiltration Trench will be installed
clowngradient of the proposed addition to the south west.
A Stormwater Pollution Prevention plan has been provided in this report. In addition, BMP
T5.13 will be ensured throughout the life of the project.
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SITE
SOU TH WES T
COUNTY PARK
OLyMp,C tAEW DR
PREPARED BY.
DONNA BRESKE & ASSOCIATES, LLC
21 AVE A, SUITE 4
SNOHOMISH, KA 98290
PHONE: (425) 334-9980
DONNABRESKE@COMCAST. NET
VICINITY MAP
N. T. S.
TAX NO. 00594400008000
PROJECT PROPONENT AZAR
MEADOWDALE
PLA WNG
FIELD
VICINITY MAP
SIIE ADDRESS,
ISSUE DAIE: 11-15-19
8202 TALBOT ROAD,
EDMONDS, WA 98026
JUNE 2017
EDMONDS STORMWATER ADDENDUM
3.1 THRESHOLDS AND APPLICABILITY
All development shall be required to comply with Minimum Requirement No. 2.
The following Category I project sites shall comply with Minimum Requirements No. I through No. 5:
0 Results in 2,000 square feet, or greater, of new plus replaced hard surface area, or
0 Have land disturbing activity of 7,000 square feet or greater.
The following Category 2 project sites shall comply with Minimum Requirements No. I through No. 9:
0 Results in 5,000 square feet or more of new plus replaced hard surfaces, or
0 Converts 0.75 acres, or more, of vegetation to lawn or landscaped areas, or
e Converts 2.5 acres, or more, of native vegetation to pasture.
3.1.1 Additional Requirements for Road -Related
Projects
For road -related projects, runoff from the new hard surfaces (including pavement, shoulders, curbs, and
sidewalks) and the converted vegetation areas shall meet all the minimum requirements if the new hard
surfaces total 5,000 square feet or more. In addition, if the new hard surfaces total 5,000 square feet or
more and total 50 percent or more of the existing hard surfaces within the project limits, runoff from the
new and replaced hard surfaces and the converted vegetation areas shall meet all the minimum
requirements. The project limits shall be defined by the length of the project and the width of the right-of-
way.
3.1.2 New Connections to the City's MS4
When a property owner proposes a new connection to the City's Municipal Separate Storm Sewer System
(MS4), and the situation either 1) does not exceed the Category I or Category 2 thresholds above, or
2) does not involve activity that meets the definition of development, the following applies:
Sites that are not currently connected to the City's MS4 but wish to connect directly or indirectly
to the City's MS4 may be allowed on a case -by -case basis, subject to City approval.
For sites that propose to drain greater than or equal to 2,000 square feet of hard surface area to the
City's MS4, minimum requirements and BMI?s associated with stormwater flow control and/or
water quality treatment (such as those outlined in ECDC 18.30.060.13 [1] through [9]) may be
required if the connection poses any risk to downstream systems such as erosion, flooding,
property damage, habitat damage, water quality degradation, or other related impacts.
3. APPUCABILITYOF THE MINIMUM REQUIREMENTS 9
EDMONDS STORMWATER ADDENDUM
JUNE 2017
Does the project result in 2,000 square feet, or greater, of new plus replaced hard surface area?
OR
Does the land disturbing activity total 7,000 square feet or greater?
I (�i� No I
Minimum Requirements No. I through 5 apply -3 1 Minimum Requirement No. 2 applies
Does the project add 5,000 square feet or more of new plus replaced hard surfaces?
OR
Convert 0.75 acres or more of vegetation to lawn or landscaped areas?
OR
Convert 2.5 acres or more of native vegetation to pasture?
No
Yes
Is this a road related project?
All Minimum Requirements
apply to the new and replaced
hard surfaces and converted
vegetation areas.
All Minimum Requirements
apply to the new hard surfaces
and converted vegetation areas.
Yes
Does the project add
5,000 square feet or No
more of new hard
surfaces?
Yes Yes
Do new hard surfaces add 50% or
more to the existing hard surfaces
within the project limits?
No
Figure 3.1. Flow Chart for Determining Requirements for Development.
No additional
requirements,
8 3. APPLICABILITY OF THE MINIMUM REQUIREMENTS
Table 1-2.5.1 On -Site Stormwater Management Requirements for
Projects Triggering Minimum Requirements #1 - #9
Project Type and Location
Requirement
New development on any parcel inside
Low Impact Development Performance
the UGA, or new development outside the
Standard and BMP T513: Post -Construction
UGA on a parcel less than 5 acres
Soil Quality and Depth (p.91 1); or List #2
(applicant option).
New development outside the UGA on a
Low Impact Development Performance
parcel of 5 acres or larger
Standard and BMP T5.13: Post -Construction
Soil Quality and Depth (p.91 1).
Redevelopment on any parcel inside the
Low Impact Development Performance
UGA, or redevelopment outside the UGA
Standard and BMP T5.1 3: Post -Construction
on a parcel less than 5 acres
Soil Quality and Depth (p.91 1); or List #2
(applicant option).
Redevelopment outside the UGA on a par-
Low Impact Development Performance
cel of 5 acres or larger
Standard and BMP T513: Post -Construction
Soil Quality and Depth (p.91 1).
Note: This table refers to the Urban Growth Area (UGA) as designated under the
Growth Management Act (GMA) (Chapter 36.70A RCW) of the State of Washington. If
the Permittee is located in a county that is not subject to planning under the GMA, the
Pty limits shall be used.
Low Impact Development Performance Standard
Stormwater discharges shall match developed discharge durations to pre -
developed durations for the range of pre -developed discharge rates from 8% of
the 2-year peak flow to 50% of the 2-year peak flow. Refer to the Standard Flow
Control Requirement section in Minimum Requirement #7 for information about
the assignment of the pre -developed condition. Project sites that must also meet
minimum requirement #7 — flow control - must match flow durations between 8% of
the 2-year flow through the full 50-year flow.
List #1: On -site Stormwater Management BMPs for Projects Triggering
Minimum Requirements #1 through #5
For each surface, consider the BMP's in the order listed for that type of surface.
Use the first BMP that is considered feasible. No other On -site Stormwater Man-
agement BMP is necessary for that surface. Feasibility shall be determined by eval-
uation against:
1. Design criteria, limitations, and infeasibility criteria identified for each BMP in
this manual; and
2014 Stormwater Management Manual for Western Washington
Volume / - Chapter 2 - Page 56
2. Competing Needs Criteria listed in Chapter V-5 - On -Site Stormwater Man-
agement (p.903).
Lawn and landscaped areas:
. Post -Construction Soil Quality and Depth in accordance with BMP T5.13:
Post -Construction Soil Quality and Depth (p.91 1).
Roofs:
1 . Full Dispersion in accordance with BMP T5.30: Full Dispersion (p.939), or
Downspout Full Infiltration Systems in accordance with BMP T5.10A: Down-
spout Full Infiltration (p.905)
2. Rain Gardens in accordance with BMP T5.14A: Rain Gardens (p.915), or
Bioretention in accordance with BMP T7.30: Bioretention Cells, Swales, and
Planter Boxes (p.959). The rain garden or bioretention facility must have a
minimum horizontal projected surface area below the overflow which is at
least 5% of the area draining to it.
3. Downspout Dispersion Systems in accordance with BMP T5.1013: Down-
spout Dispersion Systems (p.905)
4. Perforated Stub -out Connections in accordance with BMP T5.10C: Per-
forated Stub -out Connections (p.905)
Other Hard Surfaces:
1. Full Dispersion in accordance with BMP T5.30: Full Dispersion (p.939)
2
Permeable pavementl in accordance with BMP T5.15: Permeable Pavements
(p.917), or Rain Gardens in accordance with BMP T5.14A: Rain Gardens
(p.915), or Bloretention in accordance with BMP T7.30: Bioretention Cells,
Swales, and Planter Boxes (p.959). The rain garden or bioretention facility
must have a minimum horizontal projected surface area below the overflow
which is at least 5% of the area draining to it.
3. Sheet Flow Dispersion in accordance with BMP T5.12: Sheet Flow Dispersion
(p.908), or Concentrated Flow Dispersion in accordance with BMP T5.1 1: Con-
centrated Flow Dispersion (p.905).
List #2: On -site Stormwater Management BMPs for Projects Triggering
Minimum Requirements #1 through #9
For each surface, consider the BMPs in the order listed for that type of surface.
Use the first BMP that is considered feasible. No other On -site Stormwater
IThis is not a requirement to pave these surfaces. Where pavement is proposed, it must
be permeable to the extent feasible unless full dispersion is employed.
2014 Stom7water Management Manual for Western Washington
Volume / - Chapter 2 - Page 5 7
Edmonds Chapter 18.30 and 2014 DOE Stormwater Management
Manual for Western Washington
2.5.1 Minimum Reguirement #1: Prellaration of Stormwater Site Plans
3.1.1 Site Analysis: Volume
1, Section 3.1 Boundary Survey & Topography Map
The property boundary has been obtained from a plat map titled Plat of Talbot Park with
recording # 885320.
Vegetation and Utility Infrastructure
The site has an existing house, driveway, deck, porches, and walkways. Existing
utilities serving the site include sewer, power and water. The site is covered in grassy
lawn and landscaping.
Soils Report
A Geotech report has been prepared by Geo-test and is included in this report. Two
boring pits were dug up to a depth of 36.5' without encountering groundwater. The
soils on site have been determined to be Medium Sands.
Site Analysis and Summary of Existing Conditions
The site has an existing house, driveway, deck, porches, and walkways. There are no
wetlands on site. However, the site has been evaluated for steep slopes by Geo-test and has
been determined to not be an erosion hazard. In addition, Perrinville Creek runs through the
northwestern portion of the site.
3.1.2 Preliminary Development Layout: Vol 1, Section 3.1.2
A development layout showing the existing impervious area and the proposed is included
with this submittal.
3.1.3 Off -Site Upstream and Downstream Analysis: Vol 1, Section 3.1.3
* Upstream Analysis:
Per a site visit and Google Earth images there are two catch basins near the vicinity of the
site, one uphill of the site on Talbot Road and one at the bottom of the hill from the site on
Talbot Road. Thus, indicating that upstream properties on Talbot Road direct overflows to
the public storm system and will not affect the subject site. In addition, since the
topography on site indicates the true upstream flows would come from the most eastern
portion of the site as it is the highest point. However, per Google Earth images it appears
the most eatern portion of the site is separated from the upstream property by dense forest
and vegetation. Said vegetation can be assumed to prevent flows from upstream from
reaching the site. The development of this site is not expected to have any adverse effects
on any upstream properties, nor is it anticipated that flows will reach the site from
upstream as there are ample stormwater conveyance systems in the area.
Downstream Analysis: Flows from the subject site are not expected to leave the site nor are
they expected to have any adverse effects on downstream properties. New stormwater runoff
from the proposed addition is proposed to be 100% infiltrated on site.
3.1.4 Determination of Applicable Minimum Requirements: Vol 1, Section 3.1.4
This report addresses the development of an addition to the existing house. The total
hard surface area results in less than 5,000 sf, therefore, the evaluation of minimum
requirements #I - 5.
Preparation of Permanent Stormwater Control Plan: Vol 1, Section 3.1.5
A permanent Stormwater Control Plan has been prepared with relevant elements
shown on the drainage plan.
3.1.5 Preparation of Construction Stormwater Pollution PreventionPlan
(SWPPP), Vol 1, Section 3.1.6
A construction stormwater pollution prevention plan has been included in this
report with elements shown on the TESC plan.
3.1.6 Completion of Stormwater Site Plan, Vol. 1, Section 3.1.7
A stormwater site plan has been prepared showing the locations of all proposed
drainage elements.
2,U Minimum Reguirement #2: Construction Stormwater Pollution Prevention (SWPPP)
The construction stormwater pollution prevention plan has been included in this report.
J,U Minimum Reguirement #3: Source Control of Pollution
Source control of pollutants will be satisfied with the implementation of appropriate
stormwater pollution prevention BMPs including BMP T5.13 Post Construction Soil
Quality and Depth. Elements of source control are indicated on the site plans and in
the SWPPP narrative.
J,5A Minimum Reg uirement #4: Preservation of Natural Drainage Systems and Outfalls
The natural drainage path will stay relatively the same as the existing path since stormwater
will be dispersed in accordance with the existing topography sloping away from the house.
Minimum Requirement #5: On Site Stormwater Management
This project proposes less than 5,000 sf of impervious surface and therefore must select
BMPs from List #1.
Per the 2014 Stormwater Management Manual for Western Washington List #1: the
first hierarchal BMP options are to either utilize Full Dispersion or Full Infiltration.
This project opts to use Full Infiltration to mitigate stormwater runoff from the
proposed addition to the existing house. Infiltration trenches are proposed to
implement Full Infiltration.
Infiltration Trench Sizing for Medium Sands soil type: 30 LF for every 1,000 sf of
contributing impervious surface.
Proposed Rooftop: 2,252 sf
2,252 proposed impervious = 2.25 (30 LF)= 67.5 Lateral Feet of Infiltration Trench
68 Lateral Feet of Trench will be installed.
Aza r November 14, 2019
Stormwater Pollution Prevention Plan Narrative
A Stormwater Pollution Prevention Plan (SWPPP) has been prepared as part of the construction
Stormwater permit requirements. The site is I acre in size and is located at 8202 Talbot Road,
Edmonds, WA 98026, with tax parcel number 00594400008000. A new addition to the existing
house is proposed to be constructed. The limits of disturbance will be +/- 5,182 SF with less
than 5,000 sf of proposed impervious surface triggering minimum requirements #1-5.
The purpose of the SWPPP is to describe all temporary and permanent erosion and sediment
control (TESC) measures, pollution prevention measures, inspection/monitoring activities, and
recordkeeping that will be implemented during the proposed project. This narrative is to be
considered a "living document." This project's Certified Erosion and Sediment Control
Specialist is to amend this document as needed during construction. Applications of these
elements are shown on the TESC Plan Sheet. The specific elements included in the SWPPP are:
Element #1: Mark Clearing Limits
Prior to the beginning of land disturbing activities, the clearing limits are defined on the TESC
plan. Applicable BMP's for this project are:
* BMP C233 - Silt Fence
* BMP C 103 - High Visibility Fence
Element #2 — Establish Construction Access
The existing gravel driveway will be used as a temporary construction entrance.
Element #3 — Control Flow Rates
Applicable BMP's are shown on the TESC Plan and include:
a BMP C 120-Temporary or Permanent Seeding
Element #4 — Install Sediment Controls
Specific controls include:
0 Temporary or Permanent Seeding (BMP C 120)
Element #5 — Stabilize Soils
Areas that are to remain uncovered for more than 7 days, are to be stabilized with BMPs.
Specific BMP's to be implemented include Temporary and Permanent Seeding (BMP C 120),
Mulching (BMP C 12 1), and Plastic Covering (BMP C 123).
Element #6 — Protect Slopes
Cut and fill slopes shall be protected as necessary through use of Temporary and Permanent
Seeding (BMP C 120), Mulching (BMP C 12 1), and Plastic Covering (BMP C 123).
Azar
November 14, 2019
Element #7 — Protect Drain Inlets
Inlet protection will be utilized on catch basins down gradient and in the vicinity of the disturbed
areas.
0 BMP C220: Storm Drain Inlet Protection
Element #8 — Stabilize Channels and Outlets
Due to the small nature of the site, it is not anticipated that any flows of significant velocity will
leave the site or cause any negative impact to the downstream residential and commercial areas.
Element #9 — Control Pollutants
All pollutants, including waste materials and demolition debris, that occur onsite shall be
handled and disposed of in a manner that does not cause contamination of stormwater. Good
housekeeping and preventative measures will be taken to ensure that the site will be kept clean,
well -organized, and free of debris.
0 BMP C 153-Material Storage, Delivery, and Containment
Element #10 — Control Dewatering
No de -watering is anticipated for this project.
Element #11 — Maintain BMPs
All temporary and permanent erosion and sediment control BMPs shall be maintained and
repaired as needed to assure continued performance of their intended function. Maintenance and
repair shall be conducted in accordance with each particular BMP's specifications. Visual
monitoring of the BMPs will be conducted at least once every calendar week and within 24 hours
of any rainfall event that causes a discharge from the site. If the site becomes inactive, and is
temporarily stabilized, the inspection frequency will be reduced to once every month.
All temporary erosion and sediment control BMPs shall be removed within 30 days after the
final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped
sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs
or vegetation shall be permanently stabilized.
Element #12 — Manage the Project
Erosion and sediment control BMPs for this project have been designed based on the following
principles:
• Design the project to fit the existing topography, soils, and drainage patterns.
• Emphasize erosion control rather than sediment control.
0 Minimize the extent and duration of the area exposed.
Azar
November 14, 2019
• Keep runoff velocities low.
• Retain sediment on site.
• Thoroughly monitor site and maintain all ESC measures.
• Schedule major earthwork during the dry season.
Element #13 — Protection of Lid BMP's
During the life of the project all proposed BMP's on -site shall fally comply with the DOE's
regulations for Element # 13.
Appendix A
Talbot Park Plat Map
�-Z�v -I �
&,ZAP- e5-,?oz TAL-WT
fq'. S pl-t
G- F- o , R . DUZUQUF=
C..
ond 'rolbo+ Inc, C, corporafl., OrIgAnl7ed .
.'12)I Oed PtIncipai plact of bu%%;lCSS 11 +he
in +his Pic,+
Oil %+reei's Ond lrof TO'bO+ Pork, hery
oads showrl herear
vnclkq "M r"ecessaru sin,
T PARK-i C,E?,. 'P'! DUZVOU I-
L.; TALB0
..41M.. park embraces the followtnq described froc+ of land; Cornmendinq at the Souihwesv -a, ; of Section
7 Tal", k4e; thence along the South line of said Section 7 for ?sc�Wt to 4he true point of tieq intrincl: thence
continue swwwt for '191.711 fl to +he Southeast carrier Of Government Lot s in said Sec,+n 7 - +$,once mo_wtt, along
the Eos+ line a to the southwest- carrier of Govi Lot 4; �hence w4Wb,ixalorc:j +Ke
f Gold GcN'+ Lot S for ittit.,s ff
South linelof aid Gov'+ Lo+4 for 112?.4tf+ +a +he 15oufhyves+ corner, of Gov'V LoirB� thence sseoiV�irf olon
if the South line of said Gov't Lot Z for ii%-_*4f+ to lhe Southeast carrier, of said GOV+ Lo+'S-, thence N%*cFVir'e
the Eas+ line of sold Gov*+ LO+5 for 6311.34F+, therice M44!11'E for uQ.qTJRj +hence N4V4'Ww for 4q*.104 to an Inter-
GeC+W� With +he SOIA+heQS4erjj ri2h+ of wat.4 mompin of +he Great Norlhern Roirroad Cornponq*s right of wag;
thence ancile to the left &Itest, i th pcmnf of fancleni:9 of a curve 1-0 +he right having a radius of sTm,.sf4
and consumtriq an cingic or ?-*4zpoz- -+Hence follow said curve to +he might cir ;,rvyoff� +hence S"4i*
I for lliwoft; 1hence follow +he am of a curve to +he right having a radiur. 0�11005.17 lFt. nd 5umin
fat- rjsas rr+- +hence 567134*46"Itifor zQ%;+, +Iherice follow the arc .0 " 'on
On arq1C Ot 35o 47' curve -1je'+hen
IeF+ havmg a radius of sosx? 4+ and consuming On angle of ?%I is' +Or 3Y.Sb ;4' +hence folJOW the GrC
a curve +a +he left having a radius Ot Z814-55 and Consurnincl on anqle of io'oo' for 4!i3o -P+. than
follow the arc of a curve to the left havinq ci radius of i&&ooe f+ and con4uminq an angle of I,?, i4,
+*T- SCA.660; +hence follow the are of a curve +a +he It 0 having a radius of s4is4s44- and consuming
an angle of e* -o- for is-15SO; +hence SsVs2*4WW fon S44.-Yz *+; +hence sa�llerss%-,For �i,,,4ettf+ +a the
tiue po, n + of beq,nn,n,3.
-ERIS, r RTIFICgF- ossesslon,
ENGINF
1, Howard F 5tevers Par+ner of Stevens ones DuecA4, Civil Engineer
do hereg,4 -'ctr+,3 that +he annexed Plar at -Tal bor Fork
oo�ea n On - QQ4 surve%4 and +no+ all lots have b.
I staked arid rin—t9firnents set clis shown thereon
-7 .......
Is,
RECOBDiNu 1993 At
Fileo tor' MW"3 a+ +he requez+ of N a,
5&VCAaPffty_ 43T D. rh es
�F_m on A
aOL4 Of--,U-Lv-- Ao. I
rec6rd 0, -7
rR olu
O.f P101t, Moo Snal
V,725 of
COun+LJ, Was . htnclton.
-d
40
33 TION
DEDICA
14 0+10m, a Qniz or
KNOW A%.L MEN INY T49SE PRESENT* 4h*f pope and TOIbO+ Inc.. 0 COrpa, ad
V laws of the state of Califorrva' and hayti2 its principal ;)%*cc of business in +he C
owner in fee simple of +he +roe+ 'of land gil ++ad in +hie Pic+ of Tajb�*+ Phrk, heMbU
4 dedicate +a the use of +he public %never all s+r*e4-& and roads shown hervair, 0,�
I - k PC
at 0n4 and oil
P,1Jcbl%c jou as. Also ihe ria+ to gnake all necess*r%4 slo s IF(
s=s
+he lots blo wri thereon n a criq inal neasortable qr6clinq of
ds
shown thereon; and also reserve a ft%w (a) fact easitment o4jaclini, to bna oloa++,ng
morgins for the erec+kon, con-stirvchor, and moin+arance of water main% and Ples.w
36 transmission of electricii*ui For Ughhnq. telephone and other purp i fc,
and- r the I
in connection therewith. said edisernen+ s.,lown an the annexed plot� Of Tcktbo+ Fb
ari,�Os and is
IN WITNFSS W"ERSOF, we hove hereunto 52t o,.ir h I thl a A-Adol-j of-
k I ir, Pre.
46
r
ACKN LEDGMENT
i.L_- CITY lWD or s—
Th 44
-Z is is +0 cer-ift4 0+ on fhmg�_do 2 b e, +he U
e
public, persorialltj op a ed d_:9_ I e,+ ar
of pe 4 T.1boi, Inc.. to a -In.4_6iT�ttl:.`aff,cers a the +ton which
far +,, ent and acknowl ad said anstrurren+ to he the free and v ritarlj act and
z d 40 4s uses and purposes min mentioned and +heLj an oath 4 +he,4= .1XIL
m4ion to execute said tristrumen+ and ttlat the sea% a+ set cor 14
seat of *aid corporation,
P
hereunto z;.- m4 hand and official s I he d�
WtT.—S -HEREO, I Milt Lj. �ndm
ommitsitior, eKp,rws d*4 of- !_f&FEe- tblrO
At 4a
. . .... TREAWREWS CERTIFIC�IE 6�PR A
t4 1,iominea oFid approved an
I i67 vers ineasure, at Snohomish Lbun 2XPO
ilnqAhft,dl i;erlebj cer+i-ftj that all -; +h
lik Q.i5'om,iTp* voove 6 scribed prafgr44 have
diio- to and tud nq e t4ecir i-Al
Fxamined an� appy:Lyed on
M.AKI
Appendix B
Geotech Report from Geo-Test
Geotechnical Engineering Repcirt
Proposed Addition to Azar
Residence
Ilt
Prepared For:
Mr. Najib Azar
8202 Ta I bot Poad
Edmonds, WA 98026
. . . . . . . . . .
L:0 It
1.888.2515276
Belfinghan) 1 Arlington I Oak Has bnr
eo Z es t - i n c.carn
1
September 6,2019
Project No. 19-0301
Mr. Najib Azar
8202 Talbot Road
Edmonds, WA 98026
Regarding: Geotechnical Engineering Report - REVISION 1
Proposed Addition to Azar Residence
8202 Talbot Road
Edmonds, WA 98026
(Parcel No. 00594400008000)
Dear Mr. Azar-.
As requested, GeaTest Services, Inc. (GTS) is pleased to submit the following report
summarizing the results of our geotechnical evaluation for the proposed addition to your
residence located at 8202 Talbot Road in Edmonds, Washington (see Vicinity A4ap, Figure 1).
This report has been prepared in general accordance with the terms and conditions
established in our services agreement (GTS Proposal No. 19-247G) dated April 24,2019.
GTS appreciates the opportunity to provide geotechnical services on this project and look
forward to assisting you d uring the construction phase. Should you have any further
questions regarding the information contained within the report, or if we may be of service
in other regards, please contact the undersigned.
Respectfully,
GeoTest Services, Inc.
I
Brendan P. Moran, P.E.
Project Geotechnical Engineer
Gerry D. Bautista, Jr., P.1E.
Project Geotechnical Engineer
Enclosure: Geotechnical Engineering Report
Small Business Enterprise (SBE)
King County Small Contractor or Supplier (SCS)
B-�!fingham I Arlington '0ak Ha,,boi
TABLE OF CONTENTS
PURPOSE AND SCOPE OF SERVICES ............................................................................................................. I
PROJECT DESCRIPTION .......................................................................................................................................... 1
SITECONDITIONS ............................................. __ ...................................................................................................... 1
SurfaceConditions .................................................................. .................................................................. ......... 2
SubsurfaceSoil Conditions ............................................................................................................................. 3
GeneralGeologic Conditions ........................................................................................................................ 3
Groundwater........................................................................................................................................................... 3
SoilSurvey ............ __ ................................................................................................................................................. 4
AerialPhoto Review ............................................................................................................................................ S
BareEarth Imagery Review ........................................................................................................................... 5
GEOLOGICHAZARDS .............................................................................................................................................. 6
LandslideHazard Areas ............................................ ....................................................................................... 7
SlopeStability Analysis ................................................................................................................................. 7
Buffersand Setbacks .......................................................................................................... .............. .......... 8
RecommendedSetbacks ........................................................................................................................... 9
ErosionHazard Areas ............................................................................................................ f ....... ................. 10
SeismicHazard Areas ........................................................................................................................................ 11
Summary............................ * **' . ...... ' ........ ** .... * .............. * ............ , ...................... * ....... * ................ * ... ............. 11
CONCLUSIONS AND RECOMMENDATIONS .............................................................................................. 11
Site Preparation and Earthwork ........................... ............................................................................. ..... 12
Filland Compaction .......................................................................................................................................... 12
Reuseof On -Site Soil ................................................................................................................................... 12
ImportedStructural Fill ............................................................................................................................. 13
Backfilland Compaction .......................................................................................................................... 13
WetWeather Earthwork ................................................................................................................................ 13
Seismic Design Considerations ................................................................................................................. 14
FoundationSupport ......................................................................................................................................... 14
AllowableBearing Capacity ........................................... ............ ........................................................... 15
FoundationSettlement ............................................................................................. ;f .............. ............... is
FloorSupport ........................................................................................................................................................ 15
Foundationand Site Drainage .................................................................................................................... 16
Resistance to Lateral Loads ......................................................................................................................... 17
Temporary and Permanent Slopes ......................................................................................................... 18
Stormwater Infiltration Potential ............................................................................................................. 18
GradationResults .......................................................................................................................................... 18
StormwaterTreatment .............................................................................................................................. 19
Geotechnical Consultation and Construction Monitoring ...................................................... 20
Small Business Enterprise (SBE)
King County Small Contractor or Supplier (SCS)
1.88�25,5276
Be|inghann|Adinyuzn/Oak Harbor
�
Small Business Enterprise (SBF)
GeoTest Services, Inc. September 6,2019
8202 Talbot Road, Edmonds, WA Project No. 19-0301 (REV. 1)
PURPOSE AND SCOPE OF SERVICES
The purpose of this evaluation is to establish general subsurface conditions beneath
the site from which conclusions and recommendations pertaining to project design
can be formulated. Our scope of services includes the following tasks:
Explore soil and groundwater conditions underlying the site by advancing two
exploratory borings with a subcontracted drill rig to evaluate subsurface
conditions.
Perform laboratory testing on representative samples to classify and evaluate
the engineering characteristics of the soils encountered.
Provide a written report containing a description of subsurface conditions,
exploration logs. The findings and recommendations in this report pertain to
site preparation and earthwork, seismic design, foundation recommendations,
slab -on -grade construction, foundation and site drainage, slope stability and
critical areas analyses, and geotechnical consultation and construction
monitoring.
PROJECT -DESCRIPTION
GTS was provided with a p�eliminary site plan of the proposed addition. Hanson
Design prepared this drawing, which was undated. Based on discussions with the
Owner (Mr. Azar) and Ms. Kristin Hanson of Hanson Design, GTS understands that a
new, two-story "L"-shaped addition will be constructed onto the eastern end of the
existing residence. Although detailed drawings of the proposed addition were not
available at the time thatthis report wa-s written, GTS expectsthatthe addition will be
wood -framed and utilize conventional foundations and slab-cn-grade f1cors. The
proposed addition will maintain the same setback from the top of the existing steep
slope as the existing residence. The remainder of the existing residence will not be
altered as part of the new development.
Because of the close proximity of the proposed development to a steep slope
overlooking Perrinville Creek, GTS understands that the City of.Fc1monds is requiring
a Critical Areas assessment.
SITE CONDITIONS
This section includes a description of the general surface and subsurface conditions
observed at the project site during the time of our field investigation. Interpretations
of site conditions are based on the results and review of available information, site
reconnaissance, subsurface explorations, laboratory testing, and previous experience
in the project vicinity.
1
GeoTest Services, Inc. September 6,2019
8202 Ta I bot Road, Edmonds, WA Project No. 19-0301 (REV. 1)
Surface Conditions
The irregular -shaped, approximatelyl acre subject property is located on the southern
side of Talbot Poad in Edmonds, Washington, directly north of the Southwest County
Park. For the purposes of this geotechnical report, GTS has assumed that Perrinville
Creek is located directly north of the existing residence, and that Talbot Poad is
located directly west of the existing residence.
A one-story, single-family residence that was constructed around 1950 is located at
the top (south end) of the subject property. The western portion of the structure
contains a daylight basement. A small detached outbuilding is located to the east of
the existing residence; this outbuilding will be removed as part of the proposed
improvements.
Ground cover in the immediate vicinity of the residence primarily consisted of
landscaped grasses and shrubs, giving wayto native trees and shrubs at the outskirts
of the property. The ground surface generally slopes to the west and north over
approximately 25 to 30 feet of vertical relief. The eastern slope is generally moderate
in inclination (approximately 20 to 25 percent), whereasthe northern slope is generally
steep in inclination (approximately 50 to 60 percent). Perrinville Creek is located at
the toe of the northern slope.
Photo I.- View of the residence from the southwest, Photo taken on April 16, 2019�
2
GeoTest Services, Inc.
8202 Talbot Road, Edmonds, WA
Subsurface Soil Conditions
September 6,2019
Project No. 19-0301 (REV. 1)
Subsurface conditions were explored by advancing two exploratory borings on May
14, 2019. The explorations were advanced to approximate depths of 36.5 and 31.5 feet
below ground surface (BGS) using a subcontracted track drill with hollow -stem,
continuous flight augers. Approximate locations of these explorations have been
plotted on the Site andExploration Plan (Figure 2).
The borings generally encountered approximately 2.5 feet of loose gravel and silty
sand fill or topsoil directly underlying the surface. Underlying these loose soils was
native, loose to medium -dense, slightly silty to silty sand interpreted to be Whidbey
Formation soils that became medium -dense at approximately 5 feet BGS. These soils
then generally became dense to very dense in B-1 at an approximate depth of 22 feet
BGS. The dense to very dense soils were encountered to the maximum explored
depth of B-1. In boring B-2, the medium -dense soils were encountered to the
maximum explored depth of B-2.
General Geologic Conditions
General geologic information of the project area was obtained from two geologic
maps. Both maps were retrieved from the United States Geological Survey National
Geologic Map Database.
Preliminar Surficial Ceologic Map of the Edmonds East and Edmonds West
3/
Quadrangles, Snohomish andKing Counties, Washington (Smith, 1975); and
Geologic A4ap of the Edmonds East, and part of the Edmonds West
Quadrangles, Washington (Minard, 1983).
According to the Smith map, the project site is mapped on a unit of the Whidbey
Formation (Qw). The Whidbey Formation is generally described as an Advance
Outwash soil consisting of nonglacial river flood -plain deposits varying in particle size
from clay to coarse sand and having a light brown to gray coloration. Later geologic
mapping (Minard, 1985) describes the project area as Vashon Till (Qvt). Till, locally
referred to as Vashon Till or Glacial Till, is generally comprised of a nonsorted mixture
of clay, silt, sand, pebbles, cobbles, and boulders, all �in variable amounts. Its poor
sorting reflects mixing of the materials overridden and incorporated in the ice.
The native soils encountered in our borings would appear to bL- more representative
of Whidbey Formation soil, as opposed to Till.
Groundwater
Groundwater was not encountered in the explorations. The groundwater conditions
reported on the exploration logs are for the specific locations and dates indicated, and
therefore may not be indicative of other locations and/or times. Groundwater levels
are variable and groundwater conditions will fluctuate depending on local subsurface
3
GeoTest Services, Inc. September 6, 2019
8202 Talbot Road, Edmonds, WA Project No. 19-0301 (REV. 1)
conditions, precipitation, water levels in Perrinville Creek, and changes in on -site and
off -site use.
Soil Survey
According to the United States Department of Agriculture (USDA) Natural Resource
Conservation Service website, the soils within the subject property are classified into
three main categories. These are presented in Table 1 below.
Alderwood- Everett Alderwood-Urban Everett Very Gravelly
Map Unit Gravelly Sandy Loam Land Complex (2 to 8 Sandy Loam (15 to 30
Name (25 to 70 percent percent slopes) percent slopes)
slopes)
Majority of property,
Small area at southeast,
Approximate
Southeast corner of site
including area of
clownslope corner of
Site Location
(adjacent to creek)
proposed addition
site (adjacent to creek)
footprint
Soil
Gravelly to very gravelly
Gravel ly to very
gravelly ashy sandy
Very gravelly sandy
Description
ashy sandy loam
loam
loam to loamy sand
Landform
Till pl�ins
Till plains
Karnes, eskers,
moraines
Parent
Basal till
Basal till
Sandy and gravelly
Material
glacial outwash
Land
Capability
7e
4s
4e
Classification
Erosion K
Factor, Whole
0.15
0.15
N/A
Soil
Values of K range from 0.02 to 0.69, the higher the value, the more susceptible the soil
is to sheet and rill erosion by water.
The Alderwood and Everett Gravelly Sandy Loam soils 'have a Land Capability
Classification of "e". This subclass is made up of soils where er ' osion is the dominant
problem or hazard in their use (USDA, 1961). Although no "K" factor was given for the
Everett soil, it would appear that both of these soils would have at least a low to
moderate susceptibility for erosion, depending on the inclination of the slopes in
these areas. TheAlderwood-Urban Land Complex soils would appearto have a lowto
moderate potential for erosion.
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8202 Talbot Road, Edmonds, WA Project No. 19-0301 (REV 1)
Aerial Photo Review
We reviewed historic and recent aerial photos of the subject property from 1990 to
2018 in order to determine if there has been any significant slide activity within the
vicinity of the project site. Aerial photos were obtained from Google Earth, the City of
Edmonds GIS, and the Snohomish County PDS Map Portal.
Photo 2: Aerial screenshot of subject property (2017). imagery obtained from the Snohomish County
PIDS Map Portal.
As previously discussed in the Surface Conditions section of this report, the existing
residence on the upslope portion of the subject property was constructed around
1950. Based on our review of available aerial imagery, it appears that some aesthetic
modifications had been made to the existing residence over the years, but otherwise
the vegetation on or in the vicinity of the subject property appeared to be generally
unchanged. Furthermore, there did not appear to be any noticeable signs of shallow
or deep-seated instability on that eastern slope, as observed in the reviewed aerial
imagery spanning approximately 28 years. Please note that the aerial photos may not
fully depict actual surface conditions due to the tree c�anopy and/or other vegetation
possibly obscuring the ground surface.
Bare Earth Imagery Review
GTS reviewed bare earth imagery of the site vicinity and subject property. Imagery
was obtained from the Washington State Department of Natural Resources Geologic
Information Portal and the Snohomish County PDS Map Portal.
The bare earth image appears to show some evidence of past prehistoric channel
erosion or undercutting due to the presence of Perrinville Creek to the east of the
subject property. Due to the height and inclination of the existing slope, this appears
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Project No. 19-0301 (REV. 1)
to be generally consistent with our site observations. No noticeable indications of
tension cracks or large-scale head scarps associated with slope instability were
observed on the existing steep slope. There did not appear to be any noticeable signs
of recent shallow or deep-seated instability on the existing steep slope.
Multiple prehistoric deep-seated slope movements are mapped on the existing bluff
overlooking Puget Sound. These movements begin approximately 0.5 miles to the
northeast of the subject property and extend north up the existing shoreline towards
Picnic Point and into the Mukilteo city limits.
Please note that not all signs of slope instability can be observed ir) the bare earth
imagery review due to imagery resolution and scale.
Photo 3: LIDAR screen shot of the subject property and vicinity. Past deep-seated slope movements
shown in red and purple. Taken from the Washington State DNR Geologic Information Portal.
GEOLOGIC HAZARDS
The proposed addition would be located to the east of the existing residence and
would appear to maintain the same setback from the top of the existing slope as the
rest of the existing residence. Based on a review of the City of Edmonds GIS, it appears
that the proposed addition would be set back a minimum of 20 feet from the top of
the existing slope.
The Edmonds Community Development Code (ECDC) Section 23.80.020.B defines
Lana(sfide Hazard Areas as areas potentially subject to landslides based on a
combination of geologic, topographic, and hydrologic factors. Within the City of
Edmonds, potential Landslide Hazards can include "anyslope of 40 percent or steeper
that exceeds a vertical height of 10 feet over a 25-foot horizontal run" and "any area
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potentially unstable as a result of rapid stream incision or stream bank erosion", and
other potential factors that are given in the referenced section.
An Erosion HazardArea is defined in ECDC Section 23.80.020.A to include areas that
have been impacted by shoreland and/or stream bank erosion. These areas can also
include Alderwood soils (15to 25 percent slopes), Alderwood/Everett series soils (25 to
70 percent slopes), and Everett series soi Is (15 to 25 percent slopes).
A Seismic Hazard Area is defined in ECDC 23.80.020.0 to includes area subject to
severe risk of damage as a result of earthquake -induced ground shaking, slope fai I ure,
settlement, soil liquefaction, lateral spreading, or surface faulting.
A discussion of these hazard areas as they pertain to the subject property is given in
the following sections.
Landslide Hazard Areas
The steeper slopes north of the existing residence qualify as Landslide Hazards per the
City of Edmonds' definition. Historic slope failures were observed on the steeper
slopes, presumed to be caused by undercutting from Perrinville Creek. Based on our
site observations and a review of LIDAP imagery, these failures do not appear to be
recent. Most of these movements appeared to be shallow in nat�re. Additionally,
some of the mature trees on the existing slope exhibited signs of relatively recent
ground movement, including trunk deflections and non -vertical growth.
GTS understands that the proposed improvements would be set back at least 20 feet
from the top of the steep slope, or the same setback as the existing residence from
the top of this slope. It should be noted that the 20-foot measurement is approximate
and was taken from the City of Edmonds GIS website.
The City of Edmonds will require a minimum building setback, per Section 23.80.070A
of the ECDC. This section of the ECDC also states minimum factors of safetythat must
beachieved. In this report, these setbacks were determined using a stability analysis,
of which the methodology is further described in the next section.
Slope StabffltyAna�vsis
Global stability analyses for the existing steep slope on the eastern and northern
portions of the subject property were performed using the topographic information
obtained from the City of Edmonds GIS website, the Snohomish County PIDS Map
Portal, subsurface information taken from the borings drilled on May 14, 2019, and the
results of the subsequent laboratory testing on samples taken from the borings to
build our model. A stability analysis program (Slope/W) was used to determine factors
of safety for the global stability of the existing slope under both static and seismic
conditions. The software program was used to randomly generate and evaluate
circular failures within the area of interest using the Bishop method of analysis. The
potential effect of seismic loading on the global stability of the slope was analyzed
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assuming a peak horizontal ground acceleration of 0.53g for a seismic event with a
probabilityof exceeclance of 10 percent in a 50year period (USGS 2015). The horizontal
forces developed during earthquake shaking were represented by a "pseudo -static"
seismic coefficient, kh. The horizontal acceleration used in seismic stability analyses
for natural soil slopes is typically assumed to be one-third to one-half of the free -field
acceleration. Accordingly, the seismic coefficient used in our stability analysis of the
slope was 0.20g.
The pertinent soil parameters thatwere used for the attached slope stability analyses
are given in Table 2.
..........
S H T /P rn. eter
I
Topsoil, Loose Fill
110
28
0
2
Loose Whidbey Formation
125
29
25
Medium -Dense Whidbey
3
130
31
25
Formation
4
Dense Whidbey: Formation
135
33,
so
For the purpose of this re -port, GTS performed the stability analysis assuming a
minimum 20-foot setback from the top of the existing northern slope. This appeaes
to be the planned minimum setback for the proposed addition, assuming that the
addition will not encroach any further north than the rest of the existing residence.
GTS performed stability analyses for near -surface and deep-seated failures assuming
no groundwater table (i.e., appropriate drainage measures are implemented to divert
surface water away from the proposed structure and properly tightlined to the base
of the existing slope).
The analyses indicates that the factor of safety for near -surface failures on both the
eastern and northern slopes were at or above 1.0 for static and seismic conditions.
These factors of safety are indicative of "skin" failures that occur on the face of the
slope. These failures are expected due to the height of the,slope�, the inclination of
the slopes, the type of vegetative cover, and can generally be expected to be present
throughout the life of the property. These failures are shallow, -they typically occur at
the slope face, and are of limited size. Thus, these types of failures are unlikely to have
significant impacts to the residence with adequate setbacks.
Buffers and Setbacks
Per Section 23.80.070 of the ECDC, the minimum setback shall be determined by the
City of Edmonds' Director consistent with recommendations provided in the
geotechnical report, based upon review of and concurrence with a critical areas report
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prepared by a qualified professional. This section also states that the proposed
development shall not decrease the factor of safety for landslide occurrences below
the limits of 1.5 for static conditions and 1.2 for dynamic (seismic) conditions. Innocase
shall the existing factor of safety be reduced for the subject property or adjacent
properties.
For the northern slope, the results of our global stability analysis yielded approximate
static and seismic safety factors that were over the required ECDC minimums of IS
and 1.2 for a minimum setback of 20 feet, as shown in the current site plan. Asummary
of our stability analysis is included at the end of this report (Appendix A).
I
Top -of -slope setbacks can be highly variable and are difficult to evaluate. Slopes
retreat on a yearly basis due to natural weathering and/or erosion of soils on the slope.
The rate of retreat can be influenced by rainfall, yearly cycles of freezing and thawing,
groundwater conditions, land clearing, grading, filling, and other factors that may
have impacts on the slope. The slope face, as observed, appears to be subject to
naturally occurring erosion patterns, a loss of vegetation, and seasonal weathering..
It should be noted that record rainfalls, seasonal flooding, raveling of the slope, and
other naturally occurring events have the potential to change slope conditions over
extended periods of time. These cyclical, sometimes random events will have direct
impacts to the stability of the existing slope that cannot be fully ac&unted for in our
analysis. GTS cannot reasonably be expected to predict active, naturally occurring
geologic processes (such as -landslide events that change the geometry of the slope)
over extended periods of time. As such, the property owner must be made aware th6t
these processes will occur an the property, to varying degrees, over time. By
constructing a residence on the property and with reduced setbacks, the owner is
accepting the risks associated with living space in close proximity to a steeply sloped
bluff with a known history of ongoing erosion.
The owner should anticipate and expect that future slope movements have the
potential to impact not only this property, but adjacent properties as well. Potential
impacts are most likelyto include shallow "skin" slides that have the potential to affect
areas within any prescribed top -of -slope setback and the face of the slope itself.
Landslides that occur within a reduced building setback make further mitigation
and/or repair of landslide areas more difficult to achieve and pre-5ent more of a hazard
than larger top -of slope setbacks.
Recommended Setbacks
Based on the results of our stability analysis, GTS recommends that the proposed
addition be set back a minimum of 20 feet from the too of the existina northern slone.
As stated previously, this 20-foot setback is based on a review of the City of Edmonds
GIS website and appears to be the setback of the existing residence from the northern
slope. It should be noted that this setback should not be interpreted to be
representative of a "zero -risk" condition over the life of the property. There are
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inherent risks associated with owning a steep slope property that no amount of
engineering or planning can completely mitigate.
In areas where a partial or full basement can be included in the project, foundations
would then transfer structural loads deeper into the ground. Deeper foundations
have greater horizontal separation from where the load is transferred from the
foundation to the soil to the face of the slope, thus creating an "effective" setback. The
"effective" setback would simply need to be measured from where the load is
transferred from the foundation to the soil, horizontally, to the face of the slope.
it is GTS's professional opinion that top -of -slope setbacks,, site drainage
improvements, and site development Best Management Practices provide for
adequate factors of safety against slope instability with respect to the proposed
development. Thus, the intent of ECDC is met by providing a level of protection that
is equal or greater than what currently exists on the property.
Erosion Hazard Areas
The steep slope located to the north of the proposed improvements would be
classified as an Erosion Hazard due to the height and inclination of the slope.
Accordingly, the following recommendations are intended to prevent excessive
erosion from occurring: It.
• All clearing and g�acling activities for future residence construction will need to
incorporate Best Management Practices (BIMPs) for erosion control ih
compliance with current City of Edmonds and/or Snohomish Countycodes and
standards.
• GTS recommends that appropriate silt fencing be incorporated into the
construction plan for erosion control.
• GTS recommends that on -site BMP's be implemented during construction.
Areas of native vegetation left in place could also be enhanced by adding
additional native plane species and/or other vegetation enhancements.
• Removal of vegetation and trees without proper mitigation may increase the
risk of failure for the surficial soils during periods of wet weather. Planting
additional brush and vegetation within the suUject site �nd in areas disturbed
by excavation activities will help maintain near-sorface slope stability by
providing a stable root base within the near -surface soils.
• Yard waste should not be dumped onto the top orface of existing or developed
site slopes. Yard waste can retain water and cause slope instability.
• Proper drainage controls have a significant effect on erosion. All surface water
and any collected drainage water should not be allowed to be concentrated
and discharged down the face of an existing steep slope. All collected
stormwater should be directed to an appropriate collection system.
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All areas disturbed by construction practices should be vegetated or otherwise
protected to I i m it the p otential for erosion as soon as practical during and after
construction. Areas requiring immediate protection from the effects of erosion
should be covered with either plastic, mulch, or erosion control
netting/blankets. Areas requiring permanent stabilization should be seeded
with an approved grass seed mixture, hydroseeded with an approved seed -
mulch -fertilizer mixture or landscaped with a suitable planting design.
In addition to the preceding recommendations, typical erosion control measures
during construction will be required. These measures can include a rocked
construction entrance or downslope silt fencing, depending on the regulations of the
City of Edmonds and/or Snohomish County. No other mitigations are required to
address erosion hazards on the property.
Seismic Hazard Areas
According to the DNP Geologic Information Portal, the subject property is mapped as
having a Very Low potential for seismic liquefaction. Based on the existing site
conditions, proposed construction, and our understanding of the local geology, GTS
generally agrees with this assessment. Thus, it is GTS's opinion that the subject
property is not a Seismic Hazard, and thus no specific mitigations are recommended
for site development. 'It,
Summary
Based on our knowledge of the proposed development to be constructed on this
property as of the writing of this report, it is GTS's opinion that the development
proposal meets all of the requirements of ECDC Sections 23.80.060 and 23.80.070.
141106101141110 "DWINK411R.1
Based on the evaluation of the data collected during this investigation, it is our opinion
that the subsurface conditions at the site are suitable for the proposed development,
provided the recommendations contained herein are incorporated into the project
design.
The borings encountered approximately 2.S feet of loose,topsoll and/or gravel fill
overlying loose to medium -dense, native, slightly silty to silty sand (Whidbey
Formation soils). The native soils generally became medium -.dense at about 5 feet
BGS. GTS recommends that the near -surface fill soils (if encountered) and loose,
native soils be removed from underneath proposed foundation elements down to the
native, medium -dense, sand and silty sand. Once competent native soils have been
exposed, GTS recommends that the subgrade surfaces be compacted to a firm and
unyielding condition with a large piece of construction equipment, such as a hoe -
pack. The foundations can then bear directly on native soils, or restored to footing
grade with compacted structural fill. Further recommendations regarding the
placement and compaction of structural fill can be found in the Fill and Compaction
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section of this report. As there may be a risk of the existing house foundation being
undermined during footing excavation, GTS recommends that the foundations in
these areas be performed in short sectionsto limit the potential for raveling or caving
of existing soils.
At the time that this report was written, it was not known as to whether or not
stormwater infiltration measures would be included as part of the proposed
improvements. It does appear that the near -surface soils away from the proposed
development area (south of the proposed addition) may be suitable for stormwater
infiltration. We have included preliminary infiltration rates in the Stormwater
Infiltration Potential section of this report. GTS can provide additional consultation
and recommendations during preliminary stormwater design and as part of a
separate scope of work.
Site Preparation and Earthwork
The portions of the site proposed for new foundations or floor slabs should be
prepared by removing any existing fill, topsoil, deleterious material and significant
accumulations of organics. Prior to placement of any foundation elements or
structural fill, the exposed subgrade under all areas to be occupied by soil -supported
floor slabs, spread, or continuous foundations should be recompacted to a firm and
unyielding condition. -1
Fill and Compaction
Structural fill used to obtain final elevations for footings and soil -supported floor slabs
must be properly placed and compacted, In most cases, suitable, rion-organic,
predominantly granular soil may be used for fill material provided the material is
properly moisture conditioned prior to placement and compaction, and the specified
degree of compaction is obtained. Material containing topsoil, wood, trash, organic
material, or construction debris is not suitable for reuse as structural fill and should be
properly disposed offsite or placed in nonstructural areas.
Soils containing more than approximately 5 percent fines are considered moisture
sensitive, and are difficult to compact to a firm and unyielding condition when over
the optimum moisture content by more than approximately 2 percent. The optimum
moisture content is that which allows the greatest dry den
, sity tb be achieved at a
given level of compactive effort.
Reuse of On -,5ite Soil
The on -site soils aresuitablefor reuse asstructural fill when placed at or near optimum
moisture contents, as determined by ASTM D1557 and if allowed for in the project
plans and specifications. Some of the on -site soils had higher fines contents and may
be difficult to properly moisture condition and compact, especially during periods of
wet weather. The use of imported structural fill may be preferable in foundation areas
or during periods of greater precipitation.
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Imported Structural Fill
GTS recommends that imported structural fill consist of clean, well -graded sandy
gravel, gravellysand, or other approved naturally occurring granular material (pit run)
with at least 30 percent retained on the No. 4 sieve, or a well -graded crushed rock.
Structural fill for dry weather construction may contain up to 10 percent fines (that
portion passing the U.S. No. 200 sieve) based on the portion passing the U.S. No. 4
sieve. The use of an imported fill having more than 10 percent fines may be feasible,
but the use of these soils should generally be reviewed by the design team prior to
the start of construction.
Imported structural fill with less than 5 percent fines should be used during wet
weather conditions. Due to wet site conditions, soil moisture contents could be high
enough that it may be difficult to compact even clean imported select granular fill to
a firm and unyielding condition. Soils with an over -optimum moisture content should
be scarified and dried back to a suitable moisture content during periods of dry
weather or removed and replaced with drier structural fill.
BackfIll and Compaction
Structural fill should be placed in horizontal lifts. The structural fill must measure 8 to
10 inches in loose thickness and be thoroughly compacted. All structural fill placed
under load bearing areas,should be compacted to at least95 percent of the maximum
dry density, as determined using test method ASTM DISS7. The top of the compacted
structural fill should extend outside all foundations and other structural
improvements a minimum distance equal to the thickness of the fill. We recommend
that compaction be tested after placement of each lift in the fill pad.
Wet Weather Ea rthwork
Fine grained native soils are particularly susceptible to degradation during wet
weather. As a result, it may be difficult to control the moisture content of site soils
during the wet season. If construction takes place during wet weather, GTS
recommends that structural fill consist of imported, clean, well -graded sand or sand
and gravel as described above. If fill is to be placed or earthwork is to be performed in
wet conditions, the contractor may reduce soil disturbance by: ,
• Limiting the size of areas that are stripped of topsoil and left exposed
• Accomplishing earthwork in small sections
• Limiting construction traffic over unprotected soil
• Sloping excavated surfaces to promote runoff
• Limiting the size and type of construction equipment used
• Providing gravel'working mats'over areas of prepared subgrade
• Pemoving wet surficial soil prior to commencing fill placement each day
• Sealing the exposed ground surface by rolling with a smooth drum compactor
or rubber -tired roller at the end of each working day
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8202 Talbot Road, Edmonds, WA Project No. 19-0301 (REV. 1)
Providing up -gradient perimeter ditches or low earthen berms and using
temporary sumps to collect runoff and prevent water from poncling and
damaging exposed subgrades.
Seismic Design Considerations
The Pacific Northwest is seismically active and the site could be subject to movement
from a moderate or major earthquake. Consequently, moderate levels of seismic
shaking should be accounted for during the design life of the project, and the
proposed structure should be designed to resist earthquake loading using
appropriate design methodology. I
For structures designed using the seismic design provisions of the 2015 International
Building Code, this site should classify as Site Class D according to ASCE7-10 Table
20.3-1, Site Class Definitions. The corresponding values for calculating a design
response spectrum for the soil profile type are considered appropriate for the site.
Please reference the following values for seismic structural design purposes:
Conterminous 48 States - 2015 International Building Code
Zip Code 98026
Central Latitude = 47.841422, Central Longitude = -122.343901
Short Period (0.2 sec) Spectr-al Acceleration
Maximum Considered Earthquake (MCE) Value of Ss= 1.298g
Site Response Coefficient, F, = I (Site Class D)
Adjusted spectral response acceleration for Site Class D, Sms = S,x F,, = 1.298g
Design spectral response acceleration for Site Class D, SDS=2/3xSM,=0.86Sg
One Second Period (1 sec) Spectral Acceleration
Maximum Considered Earthquake (MCE) Value of S, = O.S1g
Site Pesponse Coefficient, F,,= 1.5 (Site Class D)
Adjusted spectral response acceleration for Site Class D, Sml=S,xF,=0.764g
Design spectral response acceleration for Site Class D, SDI=2/3xSMI=O.Slg
Foundation Support
Continuous or isolated spread footings founded on firm and unyielding, undisturbed,
medium -dense, silty sand or slightly silty sand (Whidbey Formation soils) or on
properly compacted structural fill placed directly over undisturbed native soil can
provide support for the proposed foundation elements. GTS generally anticipates
suitable native soils at an approximate depth of 5 feet below existing site grades.
Continuous and isolated spread footings should be founded 18 inches, minimum,
below the lowest adjacent final grade for freeze/thaw. protection. The footings should
be sized in accordance with the structural engineer's prescribed design criteria and
seismic considerations.
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GTS anticipates that new construction will be adjacent to the existing residence. New
construction must not surcharge existing structures. Furthermore, new construction
should occur in such a way that existing foundations are not undermined.
Allowable Bearing Capacity
Assuming the above foundation support criteria are satisfied, continuous or isolated
spread footings founded directly on firm and unyielding native soils or on compacted
structural fill placed directly over undisturbed native soils may be proportioned using
a net allowable soil bearing pressure of 2,000 pounds per square foot, (psf).
The'net allowable bearing pressure'refers to the pressure that can be imposed on the
soil at foundation level. This pressure includes all dead loads, live loads, the weight of
the footing, and any backfill placed above the footing, The net allowable bearing
pressure may be increased by one-third for transient wind or seismic loads.
Foundation Settlement
Settlement of shallow foundations depends on foundation size and bearing pressure,
as well as the strength and compressibility characteristics of the underlying soil. If
construction is accomplished as recommended and at the maximwm allowable soil
bearing pressure, GTS estimates the total settlement of building foundations to be
less than one inch. Differential settlement between two adjacent load -bearing
components supported'on �ompetent soil is estimated to be less than one half the
total settlement.
Floor Support
Conventional slab -on -grade floor construction is feasible for the planned site
improvements. Floor slabs may be supported on properly prepared existing loose to
medium -dense fill, native subgrade, or on properly placed and compacted structural
fill placed over properly prepared native soil. Prior to placement of the structural fill,
the native soil should be compacted to a firm and unyielding condition as
recommended in the Site Preparation and Earth work section of this report.
GTS recommends that interior concrete slab-on-graae floors be underlain with at
least 6 inches of clean, compacted, free -draining gravel. The gravel should contain
less than 3 percent passing the U.S. Standard No. 200 sieve (based on a wet sieve
analysis of that portion passing the U.S. Standard No. 4 sieve). The purpose of this
gravel layer is to provide uniform support for the slab, provide a capillary break, and
act as a drainage layer. To help reduce the potential for water vapor migration
through floor slabs, a continuous 10-mil minimum thick polyethylene sheetwith tape -
sealed joints should be installed below the slab to serve as an impermeable vapor
barrier. The vapor barrier should be installed and sealed in accordance with the
manufacturer's instructions.
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The American Concrete Institute (ACI) guidelines suggest that the slab may either be
poured directly on thevapor barrier or on a granular curing layer placed over the vapor
barrier depending on construction conditions. GTS recommends that the architect or
structural engineer specify if a curing layer should be used. If moisture control within
the building is critical, we recommend a representative of GTS observe the vapor
barrier to confirm thatjcints and penetrations have been properly sealed.
Exterior concrete slabs -on -grade, such as sidewalks, may be supported directly on
undisturbed native soil or on properly placed and compacted structural fill; however,
long-term performance will be enhanced if exterior slabs are placed on a layer of
clean, durable, well -draining granular material. I
Foundation and Site Drainage
Positive surface gradients should be provided adjacent to the proposed building to
direct surface water away from the building and toward suitable drainage facilities.
Roof drainage should not be introduced into the perimeter footing drains but should
be separately discharged directly to the stormwater collection system or Simi[ ar
municipality -approved outlet. Pavement and sidewalk areas, if present, should be
sloped and drainage gradients should be maintained to carry surface water away
from the building towards an approved stormwater collection system. Surface water
should not be allowed to pond and soak into the ground surfacehear buildings or
paved areas during or after construction. Construction excavations should be sloped
to drain to sumps where water from seepage, rainfall, and runoff can be collected and
pumped to a suitable discharge facility.
To reduce the potential for groundwater and surface water to seep into interior
spaces, GTS3 recommends that an exterior footing drain system be constructed
around the perimeter of new building foundations as shown in the Typical Footing
Drain Section (Figure 3) of this report. The drain should consist of a perforated pipe
measuring 4 inches in diameter at minimum, surrounded by at least 12 inches of
filtering media. The pipe should be sloped to carry water to an approved collection
system.
The filtering media may consist of open -graded drain rock wrapped in a nonwoven
geotextile fabric such as Mirafi 140N (or equivalent) cLr wrapped with a graded sand
and gravel filter. For foundations supporting retaining walls,, drairiage backfill should
be carried up the back of the wall and be at least 12 inches wide. The drainage backfill
should extend from the foundation drain to within approximatelyl foot of the finished
grade and consist of open -graded drain rock containing less than 3 percent fines by
weight passing the U.S. Standard No. 200 sieve (based on a wet sieve analysis of that
portion passing the U.S. Standard No. 4 sieve). The invert of the footing drain pipe
should be placed at approximately the same elevation as the bottom of the footing or
12 inches below the adjacent floor slab grade, whichever is deeper, so that water will
be contained. This process prevents water from seeping through walls or floor slabs.
The drain system should include cleanouts to allow for periodic maintenance and
inspection.
16
GeoTest Services, Inc. September 6,2019
8202 Talbot Road, Edmonds, WA P roj ect N o. 19-0301 (P EV. 1)
Pesista nce to Late ra I Loads
The lateral earth pressures that develop against retaining walls will depend on the
method of backfill placement, degree of compaction, slope of backfi[l, type of backfill
material, provisions for drainage, magnitude and location of any adjacent surcharge
loads, and the degree to which the wall can yield laterally during or after placement
of backfill. If the wall is allowed to rotate or yield so the top of the wall moves an
amounteclual to orgreaterthan aboutO.001 to 0.002timesits height (ayielding wall),
the soil pressure exerted comprises the active soil pressure. When a wall is restrained
against lateral movement or tilting (a nonyielding wall), the soil pressure exerted
comprises the at rest soil pressure. Wall restraint may develop if a'rigid structural
network is constructed prior to backfilling or if the wall is inherently stiff.
GTS recommends that yielding walls under drained conditions be designed for an
equivalent fluid density of 35 pounds per cubic foot (pcfl, for structural fill in active soil
conditions. Nonyielding walls under drained conditions should be designed for an
equivalent fluid density of S5 pcf, for structural fill in at -rest conditions. Designofwal ' Is
should include appropriate lateral pressures caused by surcharge loads located within
a horizontal distance equal to or less than the height of the wall. For uniform
surcharge pressures, a uniformly distributed lateral pressure equal to 35 percent and
SO percent of the vertical surcharge pressure should be added to the lateral soil
pressures for yielding and nonyielding walls, respectively. 1k
For structures designed,using the seismic design provisions of the 2015 International
Building Code, GTS recommends that retaining walls include a seismic surcharge i'n
addition to the equivalent fluid densities presented above. We recommend that a
seismic surcharge of approximately 8H (where H is the height of the wall in feet) be
used for design purposes.
Passive earth pressures developed against the sides of building foundations, in
conjunction with friction developed between the base of the footings and the
supporting subgrade, will resist lateral loads transmitted from the structure to its
foundation. For design purposes, the passive resistance of well -compacted fill placed
against the sides of foundations is equivalent to a fluid with a density of 300 pcf. The
recommended value includes a safety factor of about 1.5 and is based on the
assumption that the ground surface adjacent to the structure i!� level in the direction
of movement for a 'distance equal to or greater than. twice the embedment
depth. The recommended value also assumes drained conditions that will prevent
the buildup of hydrostatic pressure in the compacted fill. Petaining walls should
include a drain system constructed in general accordance with the recommendations
presented in the Foundation and Site Drainage section of this report. In design
computations, the upper 12 inches of passive resistance should be neglected if the soil
is not covered by floor slabs or pavement. If future plans call for the removal of the soil
providing resistance, the passive resistance should not be considered.
An allowable coefficient of base friction of 0.35, applied tovertical dead Icadsonly, may
be used between the underlying imported granular structural fill and the base of the
I VA
GeoTest Services, Inc. September 6,2019
8202 Talbot Road, Edmonds, WA Project No. 19-0301 (REV. 1)
footing. If passive and frictional resistance are considered together, one half the
recommended passive soil resistance value should be used since larger strains are
required to mobilize the passive soil resistance as compared to frictional resistance. A
safety factor of about 1.5 is included in the base friction design value. GTS does not
recommend increasing the coefficient of friction to resist seismic or wind loads.
Temporary and Permanent Slopes
The contractor is responsible for construction slope configurations and maintaining
safe working conditions, including temporary excavation stability. All applicable local,
state, and federal safety codes should be followed. All open cuts should be monitored
during and after excavation for any evidence of instability. If instability is detected, the
contractor should flatten the side slopes or install temporary shoring.
Temporary excavations in excess of 4 feet should be shored or sloped in accordance
with Safety Standards for Construction Work Part N, WAC 296-155-66403.
The on -site soils generally classify as Type C per WAC 296-155-664-01, with a maximum
temporary excavation slope of 1.5H: 1V (Horizontal: Vertical). All soils encountered are
classified as Type C soil in the presence of groundwater seepage. Flatter slopes or
temporary shoring may be required in areas where groundwater flow is present and
unstable conditions develop. Temporary slopes and excavations shculd be protected
as soon as possible using appropriate methods to prevent erosion from occurring
during periods of wet weather.
GTS recommends that permanent cut or fill slopes be designed for inclinations of 2H:
1V or flatter. Permanent cuts or fills used in detention ponds, retention ponds, or earth
slopes intended to hold water should be 3H:1V or flatter. All permanent slopes should
be vegetated or otherwise protected to limit the potential for erosion as soon as
practical after construction.
Stormwater Infiltration Potential
It is our opinion that the on -site infiltration of stormwater is feasible for this project
site. At the time that this report was written, it was not known as to whether or not
stormwater infiltration facilities would be included as part of the proposed
improvements. If they are implemented in the future, GTS expect� that the proposed
infiltration facilities will be located to the south of the propos * ed addition, away from
the northern slope. Infiltration would need to occur in structural fill soils or in the
underlying Whidbey Formation soils.
Graclation 1?esults
From the explorations excavated in the areas of interest, three representative soil
samples were selected and mechanically tested for grain size distribution and
calculation according to the soil grain size analysis method, Section 3.3.6 of the 2012
UM,
GeoTest Services, Inc.
8202 Talbot Road, Edmonds, WA
September 6,2019
Project No. 19-0301 (REV. 1)
Stormwater Management Manual for Western Washington (SMMWW), amended
December 2014. A summary of these results are reproduced in Table 3 below.
.. .......
uncorrected
corrected,ir]�'
Boring D
-R. .
::::Gjeo ogic: nit.
n i trati a,
I fill ion .
Infitration a: e::
t
-&'Depth
in: r
Whidbey
B-1 (5 ft)
40.1
11.5
Formation
Whidbey
'8.4
B-1 (7.5 ft)
29.2
Formation
Whidbey
B-2 (5 ft)
30.0
8.6
FormationT
Notes:
-Ksat = Initial Saturated Hydraulic Conductivity
-Correction Factors Used: CFv = 0.75, CFt = 0.40, CFm =0.9, Total Correction
Factor = 0.288
-Pates presented do not take into account the relative density of the soil,
GTS recommends a preliminary long-term infiltration rate of 8.4 inches per hour be
incorporated into the project design for infiltration facilities founded in the native,
medium -dense, slightly silty sand (Whidbey Formation soils) ',encountered at
approximately 2.5 to S feet BGS. As stated previously, any proposed infiltration
facilities should be located to the south of the proposed addition, away from the top
of the existing slope.
Groundwater was not encountered in the explorations. It appears that the bottom of
the proposed facilities will likely result in a separation of at least 5 feet between the
bottom of facility and the groundwater table. If a reduced separation is needed, a Pilot
Infiltration Test (PIT) and/or mounding analysis will be needed to establish design
infiltration rates. PIT Testing, groundwater mounding, and wet season groundwater
monitoring is outside of the scope of work of this project.
Stormwater Treatment
The stormwater facilities on -site may require some formtof pbllutant pretreatment
I
with an amended soil prior to on -site infiltration or offsite discharge. The reuse of on -
site topsoil is often the most sustainable and cost effective method for pollutant
treatment purposes. Cation exchange capacities, organic contents, and pH of site
subsurface soilswere also tested to determine possible pollutant treatment suitability.
Cation exchange capacity, organic content, and pH tests were performed by
Northwest Agricultural Consultants on two shallow soil samples collected from the
test pits explorations. A summary of the laboratory test results is presented in Table 4
below.
19
GeoTest Services, Inc. September 6,2019
8202 Talbot Road, Edmonds, WA Project No. 19-0301 (REV, 1)
L-.77=
...........
ampi
C ion LKC6 a
anic:.:.:..
.............
oring.
Geol.0g1c
apad.y
C t
Cbnt6nt:
I D
rneq/ QQ:gra' s
Whidbey
B-1
7.5
5.9
1.25
6.7
Formation
Whidbey
B-2
7.5
2.9
0,73
6.3
Formation
Suitability for onsite pollutant treatment is determined in accordance with SSC-6 of
the 2012Washington State Department of Ecology Stormwater Management Manual
for Western Washington (amended December 2014). Soils with an organic content of
greater than or equal to I percent and a cation exchange capacity of greater than or
equal to 5 meq/100 grams are characterized as suitable for stormwater treatment.
The native Whidbey Formation soils were generally encountered at a depth of 3 to 4
feet BGS, underlying the previously placed fill soils. Based on the low fines content
observed in the near -surface soils and the results shown in Table 4, it does not appear
that the native Whidbey Formation soils will be suitable for treatment purposes. It
should be noted that very low rates of infiltration can be expected If the on -site soils
are amended due to the silt content of the near -surface soils.
On -site soils can be amended by mixing higher silt content soils or adding mulch (or
other admixtures) to elevate the cation exchange capacity and organic contents. On -
site amended soil requires additional testing to confirm compliance with ecological
regulations. GTS is available to perform additional laboratory testing as part of an
expanded scope of services if the soil is to be amended. Alternatively, the owner may
elect to import amended soils with the desired properties for planned treatment
facilities.
Geotechnical Consultation and Construction Monitoring
GTS recommends that we be involved in the project design review process. The
purpose of the review is to verify that the recommendations pe��s,entecl in this report
are understood and incorporated in the design and specifications.
We also recommend that geotechnical construction monitoring services be provided.
These services should include observation by GTS personnel during earthwork and
foundation excavation to confirm that design subgrade conditions are obtained
beneath the areas of improvement.
Periodic field density testing should be performed to verify that the appropriate
degree of compaction is obtained. The purpose of these services is to observe
compliance with the design concepts, specifications, and recommendations of this
report. In the event that subsurface conditions differ from those anticipated before
0181
GeoTest Services, Inc. September 6, 2019
8202 Talbot Road, Edmonds, WA Project No. 19-0301 (REV. 1)
the start of construction, GeoTest Services, Inc. would be pleased to provide revised
recommendations appropriate to the conditions revealed during construction.
GeoTest Services, Inc. is available to provide a full range of materials testing and
special inspection during construction as required by the local building department
and the International Building Code. This may include specific construction
inspections on materials such as reinforced concrete, reinforced masonry, wood
framing and structural steel. These services are supported by our fully accredited
materials testing laboratory.
USE OF THIS REPOPT
GeoTest Services, Inc. has prepared this report for the exclusive use of Mr. Najib Azar
and his design consultants for specific application to the design of the proposed
addition to the existing residence located at 8202 Talbot Road in Edmonds,
Washington. Use of this report by others is at the user's sole risk. This report is not
applicable to other site locations. Our services are conducted in accordance with
accepted practices of the geotechnical engineering profession; no other warranty,
express or implied, is made as to the professional advice included in this report.
Our site explorations indicate subsurface conditions at the dates and locations
indicated. It is not warranted that these conditions are representative of conditions
at other locations and times. The analyses, conclusions, and recommendations
contained in this report are based on site conditions to the limited depth and time Qf
our explorations, a geological reconnaissance of the area, and a review of previously
published USGS geol.ogical information for the site. If variations in subsurface
conditions are encountered during construction that differs from those contained
within this report, GTS should be allowed to review the recommendations and, if
necessary, make revisions. if there is a substantial lapse of time between submission
of this reportand the startof construction, or if conditions change due to construction
operationsator adjacenttothe projectsite, we recommend thatwe reviewthis report
to determine the applicability of the conclusions and recommendations contained
herein.
The earthwork contractor is responsible to perform all work in conformance with all
applicable WISHA/OSHA regulations. GeoTest Services, Inc. is �ot,responsible forjob
site safety on this project, and this responsibility is specifically disclaimed.
21
GeoTest Services, Inc. September 6,2019
8202 Talbot Road, Edmonds, WA Project No. 19-0301 (REV. 1)
Attachments: Figure I
Vicinity Map
Figure 2
Site and Exploration Plan
Figure 3
Typical Footing Drain Section
Figure 4
Soil Classification System and Key
Figures 5 - 6
Boring Logs
Figures 7 - 8
Grain Size Analyses
(I page)
NW Agricultural Services Laboratory Pesults
(3 pages)
USDA Web Soil Survey Information
Appendix A
Slope Stability Analyses
(3 pages)
Peport Limitations and Guidelines for its Use
NO 9:0 NO ilk [41 V
Edmonds Community Development Code (ECDC), ChapteTs 2340 and 2380, City of Edmonds
(Washington).
Edmonds GIS City of Edmonds (Washington) - Online Web Services. Accessed June, 2019.
Land -Capability Classification (Agriculture Handbook Alo. 270). Soil Conservation Service, U.S.
Department of Agriculture, 1961, Retrieved from the Natural Resource Conservation Service website on
I u n e 13, 2019.
Minard, J.P., 1983. Geologic Map of the Edmonds East and part ofthe Edmonds West
Quadrangles, Washington. United States Geological Survey, Miscellaneous Field Studies Map MF-1541,
scale 1:24,000.
Smith, M ackey, 1975-Prefiminary Surficial Geologic Map of the Edmonds East and Edmonds We�r
Quadrangles, Snohomish and King Counties, Washington. United States Geological Survey. Geologic
Map GM-14, scale 1:24,000.
Snohomish CountyPDSMap Portal, Snohomish County, Washington. Accessed June, 2019.
Stormwater Management Manual for Western Washington, Washington State Department of
Ecology, 2012 (amended December 2014).
Washington interactive Geologic Map. Washington State Department of Natural Resources -
Online Web Services. Accessed June, 2019.
Web Soil Survey for Snohomish County, Washington. USDA National Resource Conservation
Service - Online Web Services, Accessed June, 2019.
22
SHALLOW FOOTINGS WITH INTERIOR SLAB -ON -GRADE
Compacted Impervious Soil
(12 inch minimum)
orPavement
(2 inch minimum)
Slope to drain away
from structure,
Suitable Soil
Approved Non -woven
Geotextile Filter Fabric —
(18 inch minimum fabric lap)
Drainage Material
(Drain Rock or Clearz
Crushed Rock wl no fines)
Four Inch Diameter, Perforated, Rigid PVC Pipe
(Petforations oriented down, wrapped in non -woven
geotextile filter fabric, directed to suitable discharge)
Typical Framing
Floor Slab
Coarse Gravel Capillary Break
(6 in ch min imum typically clear crushed)
rree Draining Sand
and Gravel Fill
4�
Suitable Soil
Appropriate Waterproofing
Applied to Exterior of -Well
Notes:
Footings Should be properly buried for frost protection in accordance with
International Building Code or local building codes
(Typically 18 inches below exterior finished grades)
The footing drain will need to be modified from this typical drawing to fit the
dimensions of the planned monolithic footing and slab configuration
GEOTEST SERVICES, INC. Date: 6-&19 1 By: GDB I Scale: None Project
20527 67th Avenue NE TYPICAL FOOTING & WALL DRAIN SECTION 19-0301
Arlington, WA 98223 AZAR RESIDENCE Figure
phone: (360) 733-7318 8202 TALBOT ROAD
fax: (360) 733-7418 EDMONDS, WASHINGTON 3
MAJOR
DIVISIONS
Soil Classification System
uscs
GRAPHIC LETTER
SYMBOL SYMBOL
TYPICAL
DESCRIPTION§'112)
GRAVELAND
CLEAN GRAVEL
G W
Well -graded gravel; gravelisand mixture(s); little or no fines
G_. 0.- 01.
A. il Q'rl.
GP
_j
GRAVELLY SOIL
(Little or no fines)
Poorly graded gravel; gravellsand mixture(s); little or no fines
GRAVEL WITH FINES
t[-ft
GM
Z5
C) 16
(More than 50% f
ooarsefractiono
Silty gravel; gravellsand/si It mixture(s)
LU E 'i.
Z —0
retained on No. 4
(Appreciable amount of
-,�Z 00
sieve)
fines)
GC
Clayey gravel; gravel/sand/day mixture(s)
000
"�Z
SAND AND
CLEAN SAND
.. ....
SW
Well -graded sand; gravelly sand; little or no fines
U)
Of
SANDY SOIL
(Little or no fines)
Poorly graded sand; gravelly sand; little or no fines
SP
< 0 (U
SAND WITI-I FINES
SPA
0
(More than 50% of
coarse fraction passed
Silty sand; sand/silt mixture(s)
SC
through No. 4 sieve)
(Appreciable amount of
fines)
CAayey sand; sandIclay mj�ture(s)
PAL
Inorganic silt and very fine sand; rock flour, silty or clayey fine
SILT AND CLAY
sand or clayey silt with slight plasticity
1/00Z
CL
0_0
MN
Inorganicclayof low to medium plasticity, gravellyclay; sandy
E oi
-6
(Liquid limitless than 50)
clay; silty clay lean clay
OL
t Z
Lu r_ N
ca
Organic silt organic, silty day of low plasticity
>
0� C
PAH
Inorganic silt, micaceous or diatomaceous fine sand
0
SILT AND CLAY
CH
LL E
Z �00
Inorganic clay of high plasticity, fat clay
C. 0.!2
L 2
(Liquid limit greater than 50)
OH
Organic clay of medium to high plasticity; organic silt
ET
HIGHLY ORGANIC SOIL
PT
Peat humus; swamp soil with high organic content
GRAPHIC LETTER Vt
OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS
PAVEMENT
ACorPC
Asphalt concrete pavement or Portland cement pavement
ROCK
RK
Rock (See Rock Classification)
WOOD
WD
Wood, lumber, wood chips
DEBRIS
DI3
Construction debris, garbage
Notes: 1. Soil descriptions are based on the general approach presented in the Standard Practice forDescriphon and Identification OfSoils (VIsual-manual
Procedure), as outlined in ASTM D 2488. Where laboratory index testing has, been conducted, soil classifications are based on the Standard Test Method
for Classification of Soils for Engineering Purposes, as outlined in ASTM D 2487.
2. Soil description terminology is based on visual estimates (in the absence of laboratory test data) of the percentages of each soil type and is defined as
fo I I ows:
Primary Constituent: > 50% - "GRAVEL," "SAND," "SILT," "CLAY," etc.
Secondary Constituents: > 30% and < 50% - "very gravelly very sandy," "very silty," etc.
> 12% and < 30% - "gravelly sandy," "silty," etc -
Additional Constituents: > 5% and -� 12% - "slightly gravelly slightly sandy," "slightly silty," etc.
7 5% - "trace gravel," "trace sand," "trace silt," etc., or not noted.
Drilling and Sampling Key
SAMPLE NUMBER & INTERVAL
SAMPLER TYPE
Code
Description
Sample Identification Number
a
3.25-inch O.D., 2.42-Inch I.D. Split Spoon
b
2.00-inch O.D., 1.50-inch I.D. Split Spoon
Recovery Depth Interval
G
Shelby Tube
1
I
4 Sample Depth Interval
d
Grab Sample
JPorUon
e
Other - See text if applicable
of Sample Retained
I
300-lb Hammer, 30-irich Drop
for Archive or Analysis
2
140-lb Hammer, 30-Inch Drop
3
Pushed
4
Other - See text if applicable
Groundwater
_V Approximate water elevation at time of drilling (ATD) or on date noted. Ground
ATD levels can fluctuate due to precipitation, seasonal conditions, and other factors.
Field and Lab Test Data
Code -
Description
PP = 1.0
Pocket Penetrometer, tsf
TV= 0.5
Torvane, tsf
PID = 100
Photoionization Detector VOC screening, ppm
W � 10
Moisture Content %
D = 120
Dry Density, pcf
-200 = 60
Material smaller than No. 200 sieve, %
GS
Grain Size - See separate figure for data
AL
Atterberg Limits - See separate figure for data
GT
Other Geotechnical Testing
CA
Chemical Analysis
OTe5T
ry
Z
0
D
W
0
LLJ
(D
B-1
SAMPLE DATA
SOIL PROFILE
GROUNDWATER
Drilling Method: Hollow -stem Auger
Z
>1
Ground Elevation (ft): —75'
A2 >
CLP,)
E
CL
E
fa
.0
J__
CL
Drilled By: Boretecl, Inc. / KP
cc
ca
10
to
—0
GM
Crushed Surfacing Top Course (CSTC)
SM
Soft, medium brown, damp, silty SAND
with gravel (Histodc Fill)
Groundwater not encountered.
SP_
Loose to medium dense, medium brown,
b2
4
SM
damp slighty gravelly, slightly siltyfine to
medium grained SAND (Whidbey
—5
Formation)
b2
9
W=8
GS
W=7
SP-
Medium -dense, medium brown, damp
b2
24
Gs
SM
slightly silty, gravelly fine to medium
grained SAND (Whidbey Formation)
-fight oxidized banding
b2
14
—15
Becomes light gray -brown, dry to damp
b2
16
—20
Relative density changes to very dense
b2
22
SP
Very dense, dry -damp, SAND with trace
gravel, minor silt lenses (Whidbey
Formation)
—25
b2
59
—30
b2
70
SM
Very dense, dry -damp silty. medium to fine
—35
grained SAND (Whidbey Formation)
I
b2
I
5016
I
W =;7
LGS
Boring Completed 05114119
Total Depth of Boring = 36.5 ft.
—40
Notes: 1. Stratigraphic contacts are based on field interpretabons and are approximate.
2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions.
3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols.
Azar Residence Figure
OeoTe5T 8202 Talbot Rd. Log of Boring B-1
5
Edmonds, WA
B-2
SAMPLE DATA
SOIL PROFILE
GROUNDWATER
�5
n
a)
'5
M
-5
Drilling Method: Hollow -stem Auger
E
:3
Z
CL
>1
16
0
co
E
>1
U)
-0
E
>1
Ground Elevation (ft): —75'
.P
CL 4)
�L E 15
a
E
L-1-
U
U)
U)
0
Drilled By: Boretecl, Inc- I KP
M —
U) -.6
0
M
0
0
Eli
03
7)
—
SMI
Loose, brown, moist, silty SAND with
_\g-vel,
VOL f
organi�s (Tops,:�If)
Medium dense, brown, soft/loose silty
SM
Groundwater not encountered.
SAND, some organics. (Possible Fill)
W=6
SP
Loose to medium dense, orange -brown,
b2
9
GS
damp medium grained SAND, moderate
oxidation (Whidbey Formation)
—5
W=5
SPI
Medium dense, orange -brown, damp
b2
16
GS
Sm
slightly silty, gravelly SAND, light oxidation
(Whidbey Formation)
-Becomes light gray -brown
b2
15
10
-Minor oxidation
b2
20
sw
Medium dense, light -gray, damp slightly
ML
gravelly, very silty SAND with minor slit
pockets (Whidbey Formation)
b2
21
W 6
Gs
—20
-increasing moisture content with depth
b2
18
—25
-
b2
22
W=3
GS
SM
Medium dense, medium brown, damp to
wet SILTY SAND with gravel (Whidbey
Formation)
—30
b2
19
Boring Completed 05114/19
Total Depth of Boring = 31.5 ft.
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the text of this report is necessaryfor a proper understanding of subsurface conditions.
3. Refer to "Soil Classification System and Key"figure for explanation of graphics and symbols.
Azar Residence Fi(ure
j
c2 em oTe5T 8202 Talbot Rd. Log of Boring B-2 16
Edmonds, WA
Gravel
Sand
Cobbles
Silt or Clay
17,171:1
fin,
coarse
medium
fine
IIII-FINSTI ME
NEW M
rl��
Slightly gravelly, slightly silty fine to medium grained SAND (SP/SM)
O�WSfightty
silty gravelly SANk (S?IISM)
M��
Silty fine to medium grained SAND (SM)
�--�-Mdiurn
grained SAND (SP)
Slightly silty, gravelly SAND (SPISM)
12-MINIM ME
2
Cc D3o /(D60* Djo) To be well graded. 1 < C,: < 3 and
C. D6o/Dja Cu > 4 for GW or Cu > 6 for SW
gure
Azar Residence Fi(
—8212—r-aYMNM. Grain Size Test Data
Edmonds, WA
100
90
so
70
50
EL 40
30
20
10
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS I HYDROMETER
A 9 1 A I n in qn ro 1 rin inn
100 10 1 0.1 0.01 0.001
Grain Size in Millimeters
Cobbles
Gravel
Sand
Silt or Clay
I
Icoarse
I fine
coarse I medium
I fine —�
Point Depth Classification LL PL PI C, C
*1 B-2 15.0 Slight� gravelly, very silty SAND (SM)
MI B-2 25.0 Slightly gravelly, very silty SAND (SM)
Point
Depth
D100
D60
D50
D30
D10
O.Coarse
ravel
%Fi e
Gravel
% Coarse
Sand
% ed
Sand
Sand
% Fines
KE2::7
15.0
37.5
0.365
0.253
7.6
10
3.6
22.7
25.8
38.4
Z
I B-2
25.0
25
0.341
0.244
2.7
8.2
3.5
18.8
28.9
37.9
2
Cc= D30 I
(D60* D10) To be well graded: 1 < C, < 3 and
wa
C. = D6dDjo C,, > 4 for GW or C,, > 6 for S�W
Azar Residence Fi( ure
CpeoTe5T 8202 Talbot Rd. Grain Size Test Data
I Edmonds, WA
gm
Northwest Agricultural GeoTest Services Inc.
741 Marine Drive
Consultants
Bellingham, WA 98225
2545 W Falls Avenue PAP -Accredited
Kennewick, WA 99336
Report: 48106-1-1
509.783.7450
Date: May 16, 2019
www.nwag.com Project No: 19-0301
lab@nwag.com Project Name: Azur Residences
Sample ID
pH
Organic Matter
Cation Exchange Capacity
B-1 9 TS'
6.7
1.25%
5.9 meq/100g
B-2 @ 7.5'
6.3
0.73%
f-.9 meq/100g
Method
SM 4500-H+ B
ASTM D2974
EPA 9081
Soil Map —Snohomish County Area, Washington
47' 5931'N
I
47' SY 2e N
549M 54M 549WO 549103
Map Scale: 1: 780 ff printed on A portrait (83' x 11") sheet.
-Mebers
N 0 10 20 40 so
.Feet
0 35 70 140 210
A Map prcjeton: Web Mercator Cwier coordnates: WGS84 Edge tics: LFFM Zone 1ON WGSB4
usm Natural Resources Web Soil Survey
lilim Conservation Service National Cooperative Soil Survey
6/5/2019
Page I of 3
47' 50'3VN
47* 5(r26'N
Soil Map --Snohomish County Area, Washington
MAPLEGEND
Area of Interest (AOI)
'I
Area of Interest (AOl)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
13
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Cluarry
Miscellaneous Water
Perennial Water
Rock Outcrop�
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
1p
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
N
Aerial Photography
USDA Natural Resources Web Soil Survey
1611110- Conservation Service National Cooperative Soil Survey
MAP INFOR
The soil surveys that comprise your
1:24,000,
Warning: Soil Map may not be valid
Enlargement of maps beyond the sc
misunderstanding of the detail of m,.
line placement. The maps do not sh
contrasting soils that cDuld have be(
scale,
Please rely on the bar scale on eact
measurements.
Source of Map: Natural Resourcec
Web Soil Survey URU
Coordinate System: Web Mercatoi
Maps from the Web Soil Survey are
projection, which preserves directior
distance and area. A projection that
Albers equal-area conic projection,
accurate calculations of distance or
This product is generated from the L
of the version date(s) listed below.
Soil Survey Area: Snohomish Cou
Survey Area Data: Version 20, Sel
Soil map units are labeled (as spacE
1:50,000 or larger.
Date(s) aerial images were phdtogrz
2014
The orthophoto or other base map a
compiled and digifized probably difff
imagery displayed on these maps. A
shifting of map unit boundaries may
Soil Map —Snohomish County Area, Washington
Map Unit Legend
...........
Ma:0 Unit Symbol
MOUnItNanhd
rer
A& in AOI
nt o'f AO
4
Alderwo od -Everett gravelly
0.0
3.5%
sandy loarns, 25 to 70
percent slopes
5
Aiderwood-Urban land
1.4
96.3%
complex, 2 to 8 percent
slopes
19
Everett very gravelly sandy
0.0
0.2%
loam, 15 to 30 percent
slopes
Totals for Area of interest
1.41
100.0%
usDA Natural Resources Web Soil Survey 615/2019
Conservation Service National Cooperative Soil Survey Page 3 of 3
APPENDIXA
SLOPE STABILITY ANALYSIS
GeoTest Services, inc. 19-0301
June 2019
Assumed Sk)peM Parametem
I abel Soi 1 -1 YF)o/1); I I n w� I (' I
Satorjt(-'�d Unit
0, deg
Cohesion,
_W t!l' [)(:f
I opsoil, Loose Fill
T10
28
0
2
Loose Whidbey Formation
29
25
3
Medium -Dense Whidbey
130
31
25
Formation
4
Dense Whidtx-,y Formation
135
33
SO
Other Assumed Parameterso
- No groundwater-, assume water routed away from slope
- Top of Slope: Elevation 75' (per City of Edmonds GIS)
- Toe of Slope: Elevation 45' (per City of Edmonds GIS)
- Existing House Setback from Top of Slope: 20'minimum (per City of Edmonds GIS)
- Average Slope Inclination: Approximately 50 to 60%
- Seismic Acceleration.- 0.20g
-Analysis Method: Bishop
1 ZU
110
gn' T^n ^f Qlr%r%,m
100
90
so
70
60
so
40
30
20
10
0
-10
-20 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' 1 .1 1 1 1
.30
-10 0 10 20 30 40 50 r50 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 2,
GEOTEST SERVICES, INC. Date: 06-17-19 1 By: GDB I Scale: None Project
20527 67th Avenue NE EXISTING SLOPE CONDITION 19-0301
Arlington, WA 98223 PROPOSEDADDITION Figure
phone: (360) 733-7318 8202 TALBOTROAD
tw (360) 733-7418 EDMONDS, WASHINGTON A-1
STATIC CONDITION
2.313
im
110 ,,,20'Top of Slope Setback
IN-
TO
60 -
50 -
40-
30 -
20 -
10
0
20 -
-10 0 10 20 30 40 SO 00 70 80 00 100 110 120 130 140 150 tan ITO ISO 190 260 21
SEISMIC CONDITION
1 405
' 20 1 -
110 r- I'll 20'Top of Slope Setback
100 -
go
N
70 -
60 -
50 - 1
40 -
30 -
20 -
10 -
0
.10 -
.20 [-
-to 0 10 20 30 40 SD 60 70 90 90 100 1t0 120 130 140 150 160 1740 180 100 200
GEOTEST SERVICES, INC. Date: 06-17-19 1 By: GD3 I Scale: None Project
20527 67th Avenue NE FAILURE CONDITION 19-0301
Arlington, WA 98223 PROPOSED ADDITION Figure
phone: (360) 733-7318 8202 TALBOT ROAD
tax: (360) 733-7418 EDMONDS, WASHINGTON A-2
J
REPORT LIMITATIONS AND GUIDELINES FOR ITS USE'
Subsurface issues may cause construction delays, cost overruns, claims, and disputes. While
you cannot eliminate all such risks, you can manage them. The following information is
provided to help:
Geotechnical Services are Performed for Specific Purposes, Persons, and Projects
At GeoTest our geotechnical engineers and geologists structure their services to meet specific
needs of our clients. A geotechnical engineering study conducted for a civil engineer may not
fulfill the needs of an owner, a construction contractor or even another civil engineer Because
each geotechnical engineering study is unique, each geotechnical engineering report is unique,
prepared solely for the client. No one except you should rely on your geotechnical engineer
who prepared it. And no one — not even you — should apply the report for any purpose or project
except the one originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geotechnical engineering report did
not read it all. Do not rely on an executive summary. Do not read selected elements only.
A Geotechnical Engineering Report is Based on a Unique Set of Project -Specific Factors
GeoTest's geotechnical engineers consider a number of unique, project -specific factors when
establishing the scope of a study. Typical factors include: the clients goals, objectives, and risk
management . preferences; the general nature of the structure involved its size, and
configuration; the location of the structure on the site and other planned or existing site
improvements, such as access roads, parking lots, and underground utilities. Unless GeoTest,
who conducted the study specifically states otherwise, do not rely on a geotechnical engineering
report that was:
• not prepared for you,
• not prepared for yout project,
not prepared for the specific site explored, or
completed before important project changes were made.
Typical changes that can erode the reliability of an existing geotechnical engineering report
include those that affect,
• the function of the proposed structure, as when it's changed, for example, from a parking
garage to an office building, or from a light industrial plant to a refrigerated warehouse,
• elevation, configuration, location, orientation, or weight -of the pro"posed construction,
• alterations in drainage designs; or
• composition of the design team; the passage of time; man-made alterations and
construction whether on or adjacent to the site; or by natural alterations and events,
such as floods, earthquakes or groundwater fluctuations; or project ownership.
Always inform GeoTest's geotechnical engineer of project changes — even minor ones — and
request an assessment of their impact. Geotechnical engineers cannot accept responsibility or
liability for problems that occur because their reports do not consider developments of which
they were not informed.
'Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org)
4P
e.m F11"r � ewr
Subsurface Conditions Can Change
This geotechnical or geologic report is based on conditions that existed at the time the study
was performed. Do not rely on the findings and conclusions of this report, whose adequacy
may have been affected by: the passage of time; by man-made events, such as construction on
or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater
fluctuations. Always contact GeoTest before applying the report to determine if it is still relevant.
A minor amount of additional testing or analysis will help determine if the report remains
applicable.
Most Geotechnical and Geologic Findings are Professional Opinions
Our site exploration identifies subsurface conditions only at those points where subsurface tests
are conducted or samples are taken. GeoTest's engineers and geologists review field and
laboratory data and then apply their professional judgment to render an opinion about
subsurface conditions throughout the site. Actual subsurface conditions may differ — sometimes
significantly — from those indicated in your report. Retaining GeoTest who developed this report
to provide construction observation is the most effective method of managing the risks
associated with anticipated or unanticipated conditions.
A Report's Recommendations are Not Final
Do not over -rely on the construction recommendations included in this report. Those
recommendations are not final, because geotechnical engineers or geologists develop them
principally from judgment and opinion. GeoTest's geotechnical engineers or geologists can
finalize their recommendations only by observing actual subsurface conditigns revealed during
construction. GeoTest cannot assume responsibility or liability for the report's
recommendations if our firm. does not perform the construction observation.
A Geotechnicall Engineering or Geologic Report may be Subject to Misinterpretation
Misinterpretation of this report by other design team members can result in costly problems.
Lower that risk by having GeoTest confer with appropriate members of the design team after
submitting the report. Also, we suggest retaining GeoTest to review pertinent elements of the
design teams plans and specifications. Contractors can also misinterpret a geotechnical
engineering report. Reduce that risk by having GeoTest participate in pre -bid and
preconstruction conferences, and by providing construction observation.
Do not Redraw the Exploration Logs
Our geotechnical engineers and geologists prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To pri�vent errors of omissions, the logs
included in this report should never be redrawn for inclusion in architectural or other design
drawings. Only photographic or electronic reproduction is acceptable; but recognizes that
separating logs from the report can elevate risk.
Give Contractors a Complete Report and Guidance
Some owners and design professionals mistakenly believe they can make contractors liable for
unanticipated subsurface conditions by limiting what they provide for bid preparation. To help
prevent costly problems, give contractors the complete geotechnical engineering report, but
preface it with a clearly written letter of transmittal. In that letter, consider advising the
contractors that the report was not prepared for purposes of bid development and that the
report's accuracy is limited; encourage them to confer with the GeoTest and/or to conduct
'information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org)
409"
additional study to obtain the specific types of information they need or prefer. A pre -bid
conference can also be valuable. Be sure contractors have sufficient time to perform additional
study. Only then might you be in a position to give contractors the best information available,
while requiring them to at least share some of the financial responsibilities stemming from
unanticipated conditions. In addition, it is recommended that a contingency for unanticipated
conditions be included in your project budget and schedule.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that geotechnical
engineering or geology is far less exact than other engineering disciplines. This lack of
understanding can create unrealistic expectations that can lead to disappointments, claims, and
disputes. To help reduce risk, GeoTest includes an explanatory limitations section in our
reports. Read these provisions closely, Ask questions and we encourage our clients or their
representative to contact our office if you are unclear as to how these provisions apply to your
project.
Environmental Concerns Are Not Covered in this Geotechnical or Geologic Report
The equipment, techniques, and personnel used to perform an environmental study differ
significantly from those used to perform a geotechnical or geologic study, For that reason, a
geotechnical engineering or geologic report does not usually relate any environmental findings,
conclusions, or recommendations; e.g., about the likelihood of encountering underground
storage tanks or regulated containments, etc. If you have not yet obtained your own
environmental information, ask your geotechnical consultant for risk management guidance. Do
not rely on environmental report prepared for some one else.
Obtain Professional Assistance to Deal with Biological Pollutants
Diverse strategies can b e applied during building design, construction, operation, and
maintenance to prevent significant amounts biological pollutants from growing on indoor
surfaces. Biological pollutants includes but is not limited to molds, fungi, spores, bacteria and
viruses. To be effective, all such strategies should be devised for the express purpose of
prevention, integrated into a comprehensive plan, and executed with diligent oversight by a
professional biological pollutant prevention consultant. Because just a small amount of water or
moisture can lead to the development of severe biological infestations, a number of prevention
strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and
similar issues may have been addressed as part of this study, the geotechnical engineer or
geologist in charge of this project is not a biological pollutant prevention consultant; none of the
services preformed in connection with this geotechnical engineering or geological study were
designed or conducted for the purpose of preventing biological infestabons.
'Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org)
egg,
e.M
Appendix C
Maintenance
Table V-4.5.2(l) Maintenance Standards - Detention Ponds (continued)
Maintenance
Conditions When
Results Expected When
Component
Defect
Maintenance Is
Maintenance Is Per -
Needed
formed
potential for erosion to
continue.
(Recommend a Goeth-
echnical engineer be
called in to inspect and
evaluate condition and
recommend repair of
condition.
Only one layer of rock
exists above native soil
in area five square feet
or larger, or any expos -
Emergency Over-
Emergency Over-
ure of native soil at the
Rocks and pad depth are
flow/Spillway
flow/Spillway
top of outflow path of
restored to design stand -
spillway.
ards.
(Rip -rap on inside
slopes need not be
replaced.)
Erosion
See "Side Slopes of
Pond"
i ame
v-4.:).ztz) maintenance
btanaaras - inTlitration
Results Expec-
Maintenance
Defect
Conditions When Maintenance Is
ted When
Component
Needed
Maintenance
Is Performed
Trash & Debris
See "Detention Ponds" (No. 1).
See "Detention
Ponds" (No. 1).
Poisonous/Noxious
"Detention
See "Detention
Vegetation
See Ponds" (No. 1).
Ponds" (No. 1).
General
Contaminants and
See "Detention Ponds" (No. 1).
See "Detention
Pollution
Ponds" (No. 1).
Rodent Holes
See "Detention Ponds" (No. 1).
See "Detention
Ponds" (No. 1)
Water ponding in infiltration pond
Sediment is
Storage Area
Sediment
after rainfall ceases and appropriate
removed
2014 Stormwater Management Manual for Western Washington
Volume V - Chapter 4 - Page 833
Table V-4.5.2(2) Maintenance Standards - Infiltration (continued)
Results Expec-
Maintenance
Defect
Conditions When Maintenance Is
ted When
Component
Needed
Maintenance
Is Performed
time allowed for infiltration. Treat-
ment basins should infiltrate Water
Quality Design Storm Volume within
and/or facility is
48 hours, and empty within 24 hours
cleaned so that
after cessation of most rain events.
infiltration sys-
(A percolation test pit or test of facility
tem works
indicates facility is only working at
according to
90% of its designed capabilities. Testdesign.
every 2 to 5 years. If two inches or
more sediment is present, remove).
Filter bag is
Filter Bags (if
Filled with Sed-
Sediment and debris fill bag more
replaced or sys-
applicable)
iment and Debris
than 1/2 full.
tem is
redesigned.
Sediment and
By visual inspection, little or no water
Gravel in rock
Rock Filters
Debris
flows through filter during heavy rain
filter is
storms.
replaced.
Side Slopes
Erosion
See "Detention Ponds" (No. 1).
See "Detention
of Pond
Ponds" (No. 1).
Emergency
See "Detention
Overflow
Tree Growth
See "Detention Ponds" (No. 1).
Ponds" (No. 1).
Spillway
and
Berms over 4
Piping
See "Detention Ponds" (No. 1).
See "Detention
feet in height.
Ponds" (No. 1).
Emergency
Rock Missing
See "Detention Ponds" (No. 1).
See "Detention
Ponds" (No. 1).
Overflow
Erosion
See "Detention Ponds" (No. 1).
See "Detention
Spillway
Ponds" (No. 1).
Pre -settling
Faci I ity or sump
6" or designed sediment trap depth
Sediment is
Ponds and
filled with Sediment
of sediment.
removed.
Vaults
and/or debris
I I
2014 Stormwater Management Manual for Western Washington
Volume V - Chapter 4 - Page 834
cn-'y (cepy
7ZT--*-M
SEP 12 2019
BUILMNO DEWTMENT
UTY OF EDMONDS
Geotechnical Engineering Report
Proposed Addition to Azar
Pesidence
Prepared For:
Mr. Najib Azar
8202 Ta I bot Poa d
Edmonds, WA 98026
GEOTEST
1.888.251.5276
Bellingham I Arlington i Oak Harbor
www.geotest-inc.com
1.888.2515276
G09PT Beilinghani! Artington, Oak Harbor
w"Nvgeotest-inccorn
Se pte m be r 6, 2019
Project No. 19-0301
Mr. Najib Azar
8202 Ta I bot Road
Edmonds, WA 98026
Regarding: Geotechnical Engineering Report- REVISION 1
Proposed Addition to Azar Residence
8202 Talbot Road
Edmonds, WA 98026
(Parcel No. 00594400008000)
Dear Mr. Azar:
As requested, GeoTest Services, Inc. (GTS) is pleased to submit the following report
summarizing the results of our geotechnical evaluation for the proposed addition to your
residence located at 8202 Talbot Road in Edmonds, Washington (see Vicinity A4ap, Figure 1).
This report has been prepared in general accordance with the terms and conditions
established in our services agreement (GTS Proposal No. 19-247G) dated April 24, 2019.
GTS appreciates the opportunity to provide geotechnical services on this project and look
forward to assisting you during the construction phase. Should you have any further
questions regarding the information contained within the report, or if we may be of service
in other regards, please contact the undersigned.
Respectfully,
GeoTest Services, Inc.
Brendan P. Moran, P.E.
Project Geotechnical Engineer
Gerry D. Bautista, Jr., Pt.
Project Geotechnical Engineer
Enclosure: Geotechnical Engineering Report
Small Business Enterprise (SBE)
King County Small Contractor or Supplier (SCS)
1,888,251.5276
Bellingham I Arlington I Oak Harbor
www.geotest-inc.corn
TABLE OF CONTENTS
PURPOSE AND SCOPE OF SERVICES .............................................................................................................. I
PROJECTDESCRIPTION .......................................................................................................................................... I
SITECONDITIONS ....................................................................................................................................................... 1
SurfaceConditions ............................................................................................................................................... 2
Subsurface Soil Conditions ............................................................................................................................. 3
General Geologic Conditions ........................................................................................................................ 3
Groundwater........................................................................................................................................................... 3
SoilSurvey ................................................................................................................................................................. 4
AerialPhoto Review ........................................................................................................ ................................... 5
BareEarth Imagery Review ........................................................................................................................... S
GEOLOGICHAZARDS .............................................................................................................................................. 6
LandslideHazard Areas .................................................................................................................................... 7
SlopeStability Analysis ................................................................................................................................. 7
Buffersand Setbacks .................................................................................................................................... 8
RecommendedSetbacks ........................................................................................................................... 9
ErosionHazard Areas ....................................................................................................................................... 10
SeismicHazard Areas ........................................................................................................................................ 11
Summary.................................................................................................................................................................. 11
CONCLUSIONS AN D PECOM M EN DATIONS .............................................................................................. 11
Site Preparation and Earthwork ............................................................................................................... 12
Filland Compaction .......................................................................................................................................... 12
Reuseof On -Site Soil ................................................................................................................................... 12
ImportedStructural Fill ............................................................................................................................. 13
Backfilland Compaction .......................................................................................................................... 13
WetWeather Earthwork ................................................................................................................................ 13
Seismic Design Considerations .................................................................................................................. 14
FoundationSupport ......................................................................................................................................... 14
AllowableBearing Capacity ................................................................................... ................................. 15
FoundationSettlement ............................................................................................................................. 15
FloorSupport ........................................................................................................................................................ is
Foundation and Site Drainage ................................................................................................................... 16
Resistance to Lateral Loads ......................................................................................................................... 17
Temporary and Permanent Slopes .......................................................................................................... 18
Stormwater Infiltration Potential ............................................................................................................. 18
GradationResults ........................................................................................................................................... 18
StormwaterTreatment .............................................................................................................................. 19
Geotechnical Consultation and Construction Monitoring ...................................................... 20
Small Business Enterprise (SBE)
King County Small Contractor or Supplier (SCS)
e4 0
1.888.2SI.5276
Bellingham I Arlington I Oak Harbor
wvvw.geotest-inc.com
USEOF THIS PEPORT ............................................................................................................................................. 21
REFEPENCES.............................................................................................................................................................. 22
Small Business Enterprise (SBE)
King County Small Contractor or Supplier (SCS)
GeoTest Services, Inc. September 6, 2019
8202 Talbot Road, Edmonds, WA Project No. 19-0301 (REV. 1)
PURPOSE AND SCOPE OF SERVICES
The purpose of this evaluation is to establish general subsurface conditions beneath
the site from which conclusions and recommendations pertaining to project design
can be formulated. Our scope of services includes the following tasks:
Explore soil and groundwater conditions underlying the site by advancing two
exploratory borings with a subcontracted drill rig to evaluate subsurface
conditions.
Perform laboratory testing on representative samples to classify and evaluate
the engineering characteristics of the soils encountered.
Provide a written report containing a description of subsurface conditions,
exploration logs. The findings and recommendations in this report pertain to
site preparation and earthwork, seismic design, foundation recommendations,
slab -on -grade construction, foundation and site drainage, slope stability and
critical areas analyses, and geotechnical consultation and construction
monitoring.
PROJECT DESCRIPTION
GTS was provided with a preliminary site plan of the proposed addition. Hanson
Design prepared this drawing, which was undated. Based on discussions with the
Owner (Mr. Azar) and Ms. Kristin Hanson of Hanson Design, GTS understands that a
new, two-story "L"-shaped addition will be constructed onto the eastern end of the
existing residence. Although detailed drawings of the proposed addition were not
available at the time that this report was written, GTS expects that the addition will be
wood -framed and utilize conventional foundations and slab -on -grade floors. The
proposed addition will maintain the same setback from the top of the existing steep
slope as the existing residence. The remainder of the existing residence will not be
altered as part of the new development.
Because of the close proximity of the proposed development to a steep slope
overlooking Perrinville Creek, GTS understands that the City of Edmonds is requiring
a Critical Areas assessment.
SITE CONDITIONS
This section includes a description of the general surface and subsurface conditions
observed at the project site during the time of our field investigation. Interpretations
of site conditions are based on the results and review of available information, site
reconnaissance, subsurface explorations, laboratory testing, and previous experience
in the project vicinity.
1
GeoTest Services, Inc. September 6, 2019
8202 Talbot Road, Edmonds, WA Project No. 19-0301 (REV. 1)
Surface Conditions
The irregu I a r-shaped, approximately I acre subject property is located on the southern
side of Talbot Road in Edmonds, Washington, directly north of the Southwest County
Park. For the purposes of this geotechnical report, GTS has assumed that Perrinville
Creek is located directly north of the existing residence, and that Talbot Road is
located directly west of the existing residence.
A one-story, single-family residence that was constructed around 1950 is located at
the top (south end) of the subject property. The western portion of the structure
contains a daylight basement. A small detached outbuilding is located to the east of
the existing residence; this outbuilding will be removed as part of the proposed
improvements.
Ground cover in the immediate vicinity of the residence primarily consisted of
landscaped grasses and shrubs, giving way to native trees and shrubs at the outskirts
of the property. The ground surface generally slopes to the west and north over
approximately 25 to 30 feet of vertical relief. The eastern slope is generally moderate
in inclination (approximately 20 to 2S percent), whereasthe northern slope is generally
steep in inclination (approximately 50 to 60 percent). Perrinville Creek is located at
the toe of the northern slope.
Photo 1: View of the residence from the southwest. Photo taken on April 16, 2019.
2
GeoTest Services, Inc. September 6,2019
8202 Talbot Road, Edmonds, WA Project No. 19-0301 (REV. 1)
Subsurface Soil Conditions
Subsurface conditions were explored by advancing two exploratory borings on May
14, 2019. The explorations were advanced to approximate depths of 36.5 and 31.5 feet
below ground surface (BGS) using a subcontracted track drill with hollow -stem,
continuous flight augers. Approximate locations of these explorations have been
plotted on the Site andExploration Plan (Figure 2).
The borings generally encountered approximately 2.5 feet of loose gravel and silty
sand fill or topsoil directly underlying the surface. Underlying these loose soils was
native, loose to medium -dense, slightly silty to silty sand interpreted to be Whidbey
Formation soils that became medium -dense at approximately 5 feet BGS. These soils
then generally became dense to very dense in B-1 at an approximate depth of 22 feet
BGS. The dense to very dense soils were encountered to the maximum explored
depth of B-1. In boring B-2, the medium -dense soils were encountered to the
maximum explored depth of B-2.
General Geologic Conditions
General geologic information of the project area was obtained from two geologic
maps. Both maps were retrieved from the United States Geological Survey National
Geologic Map Database.
Preliminary Surficial Geologic A4ap of the Edmonds East and Edmonds West
Quadrangles, Snohomish and King Counties, Washington (Smith, 1975); and
Geologic Alap of the Edmonds East and part of the Edmonds West
Quadrangles, Washlngton(Minard,1983).
According to the Smith map, the project site is mapped on a unit of the Whidbey
Formation (Qw). The Whidbey Formation is generally described as an Advance
Outwash soil consisting of nonglacial river flood -plain deposits varying in particle size
from clay to coarse sand and having a light brown to gray coloration. Later geologic
mapping (Minard, 1985) describes the project area as Vashon Till (Qvt). Till, locally
referred to as Vashon Till or Glacial Till, is generally comprised of a nonsorted mixture
of clay, silt, sand, pebbles, cobbles, and boulders, all in variable amounts. Its poor
sorting reflects mixing of the materials overridden and incorporated in the ice.
The native soils encountered in our borings would appear to be more representative
of Whidbey Formation soil, as opposed to Till.
Groundwater
Groundwater was not encountered in the explorations. The groundwater conditions
reported on the exploration logs are for the specific locations and dates indicated, and
therefore may not be indicative of other locations and/or times. Groundwater levels
are variable and groundwater conditions will fluctuate depencling on local subsurface
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GeoTest Services, Inc. September 6, 2019
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conditions, precipitation, water levels in Perrinville Creek, and changes in on -site and
off -site use.
Soil Survey
According to the United States Department of Agriculture (USDA) Natural Resource
Conservation Service website, the soils within the subject property are classified into
three main categories. These are presented in Table I below.
Table I
USDA Web Soil Survey Soil Classifications
Map Unit
4
S
19
Symbol
Alderwood- Everett
Alderwood-Urban
Everett Very Gravelly
Map Unit
Gravelly Sandy Loam
Land Complex (2 to 8
Sandy Loam (15 to 30
Name
(2S to 70 percent
percent slopes)
percent slopes)
slopes)
Majority of property,
Small area at southeast,
Approximate
Southeast corner of site
including area of
clownslope corner of
Site Location
(adjacent to creek)
proposed addition
site (adjacent to creek)
footprint
Soil
Gravelly to very gravelly
Grave I ly to very
gravelly ashy sandy
Very gravelly sandy
Description
ashy sandy loam
loam
loam to loamy sand
Landform
Till plains
Till plains
Kames, eskers,
moraines
Parent
Basal till
Basal till
Sandy and gravelly
Material
glacial outwash
Land
Capability
7e
4s
4e
Classification
Erosion K
Factor, Whole
0.15
0.15
N/A
Soil
Values of K range from 0.02 to 0.69, the higher the value, the more susceptible the soil
is to sheet and rill erosion by water.
The Alderwood and Everett Gravelly Sandy Loam soils have a Land Capability
Classification of "e". This subclass is made up of soils where erosion is the dominant
problem or hazard in their use (USDA, 1961). Although no "K" factor was given for the
Everett soil, it would appear that both of these soils would have at least a low to
moderate susceptibility for erosion, depending on the inclination of the slopes in
these areas. TheAlderwood-Urban Land Complex soils would appearto have a lowto
moderate potential for erosion.
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Aerial Photo Review
We reviewed historic and recent aerial photos of the subject property from 1990 to
2018 in order to determine if there has been any significant slide activity within the
vicinity of the project site. Aerial photos were obtained from Google Earth, the City of
Edmonds GIS, and the Snohomish County PDS Map Portal.
Photo 2: Aerial screenshot of subject property (2017). Imagery obtained from the Snohomish County
PIDS Map Portal.
As previously discussed in the Surface Conditions section of this report, the existing
residence on the upslope portion of the subject property was constructed around
19SO. Based on our review of available aerial imagery, it appears that some aesthetic
modifications had been made to the existing residence over the years, but otherwise
the vegetation on or in the vicinity of the subject property appeared to be generally
unchanged. Furthermore, there did not appear to be any noticeable signs of shallow
or deep-seated instability on that eastern slope, as observed in the reviewed aerial
imagery spanning approximately 28 years. Please note that the aerial photos may not
fully depict actual surface conditions due to the tree canopy and/or other vegetation
possibly obscuring the ground surface.
Bare Earth Imagery Review
GTS reviewed bare earth imagery of the site vicinity and subject property. Imagery
was obtained from the Washington State Department of Natural Resources Geologic
Information Portal and the Snohomish County PDS Map PortaL
The bare earth image appears to show some evidence of past prehistoric channel
erosion or undercutting due to the presence of Perrinville Creek to the east of the
subject property. Due to the height and inclination of the existing slope, this appears
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to be generally consistent with our site observations. No noticeable indications of
tension cracks or large-scale head scarps associated with slope instability were
observed on the existing steep slope. There did not appear to be any noticeable signs
of recent shallow or deep-seated instability on the existing steep slope.
Multiple prehistoric deep-seated slope movements are mapped on the existing bluff
overlooking Puget Sound. These movements begin approximately 0.5 miles to the
northeast of the subject property and extend north up the existing shoreline towards
Picnic Point and into the Mukilteo city limits.
Please note that not all signs of slope instability can be observed in the bare earth
imagery review due to imagery resolution and scale.
Photo 3: LIDAP screen shot of the subject property and vicinity. Past deep-seated slope movements
shown in red and purple. Taken from the Washington State DNP Geologic Information Portal.
GEOLOGIC HAZARDS
The proposed addition would be located to the east of the existing residence and
would appear to maintain the same setback from the top of the existing slope as the
rest of the existing residence. Based on a review of the City of Edmonds GIS, it appears
that the proposed addition would be set back a minimum of 20 feet from the top of
the existing slope.
The Edmonds Community Development Code (ECDC) Section 23.80.020.13 defines
Landslide Hazard Areas as areas potentially subject to landslides based on a
combination of geologic, topographic, and hydrologic factors. Within the City of
Edmonds, potential Landslide Hazards can include "anyslope of 40 percent orsteeper
that exceeds a vertical height of 10 feet over a 25-foot horizontal run" and "any area
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potentially unstable as a result of rapid stream incision or streann bank erosion", and
other potential factors that are given in the referenced section.
An Erosion HazardArea is defined in ECDC Section 23.80.020.A to include areas that
have been impacted by shoreland and/or stream bank erosion. These areas can also
include Alderwood soils (IS to 25 percent slopes), Alderwood/Everett series soils (25 to
70 percent slopes), and Everett series soils (15 to 25 percent slopes).
A Seismic Hazard Area is defined in ECDC 23.80.020.0 to includes area subject to
severe risk of damage as a result of earthqu a ke-induced ground shaking, slope failure,
settlement, soil liquefaction, lateral spreading, or surface faulting.
A discussion of these hazard areas as they pertain to the subject property is given in
the following sections.
Landslide Hazard Areas
The steeper slopes north of the existing residence qualify as Landslide Hazards per the
City of Edmonds' definition. Historic slope failures were observed on the steeper
slopes, presumed to be caused by undercutting from Perrinville Creek. Based on our
site observations and a review of LIDAR imagery, these failures do not appear to be
recent. Most of these movements appeared to be shallow in nature. Additionally,
some of the mature trees on the existing slope exhibited signs of relatively recent
ground movement, including trunk deflections and non -vertical growth.
GTS understands that the proposed improvements would be set back at least 20 feet
from the top of the steep slope, or the same setback as the existing residence from
the top of this slope. It should be noted that the 20-foot measurement is approximate
and was taken from the City of Edmonds GIS website.
The City of Edmonds will require a minimum building setback, per Section 23.80.070A
of the ECDC. This section of the ECDC also states minimum factors of safety that must
be achieved. In this report, these setbacks were determined using a stability analysis,
of which the methodology is further described in the next section.
Slope StabifityAna�vsis
Global stability analyses for the existing steep slope on the eastern and northern
portions of the subject property were performed using the topographic information
obtained from the City of Edmonds GIS website, the Snohomish County PIDS Map
Portal, subsurface information taken from the borings drilled on May 14, 2019, and the
results of the subsequent laboratory testing on samples taken from the borings to
build our model. A stability analysis program (Slope/W) was used to determine factors
of safety for the global stability of the existing slope under both static and seismic
conditions. The software program was used to randomly generate and evaluate
circular failures within the area of interest using the Bishop method of analysis. The
potential effect of seismic loading on the global stability of the slope was analyzed
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assuming a peak horizontal ground acceleration of 0.53g for a seismic event with a
probabilityof exceeclance of 10 percent in a 50year period (USGS2015). The horizontal
forces developed during earthquake shaking were represented by a "pseudo -static"
seismic coefficient, kh. The horizontal acceleration used in seismic stability analyses
for natural soil slopes is typically assumed to be one-third to one-half of the free -field
acceleration. Accordingly, the seismic coefficient used in our stability analysis of the
slope was 0.20g.
The pertinent soil parameters that were used for the attached slope stability analyses
are given in Table 2.
Table 2
Assumed Slope/W Parameters
Label
Soil Type/Parameter
Saturated Unit
0, deg
Cohesion,
Weight, Pcf
psf
1
Topsoil, Loose Fill
110
28
0
2
Loose Whidbey Formation
125
29
25
3
Medium -Dense Whidbey
130
31
25
Formation
4
Dense Whidbey Formation
135
33
50
For the purpose of this report, GTS performed the stability analysis assuming a
minimum 20-foot setback from the top of the existing northern slope. This appears
to be the planned minimum setback for the proposed addition, assuming that the
addition will not encroach any further north than the rest of the existing residence.
GTS performed stability analyses for near -surface and deep-seated failures assuming
no groundwater table (i.e., appropriate drainage measures are implemented to divert
surface water away from the proposed structure and properly tightlined to the base
of the existing slope).
The analyses indicates that the factor of safety for near -surface failures on both the
eastern and northern slopes -were at or above 1.0 for static and seismic conditions.
These factors of safety are indicative of "skin" failures that occur on the face of the
slope. These failures are expected due to the height of the slopes, the inclination of
the slopes, the type of vegetative cover, and can generally be expected to be present
throughout the life of the property. These failures are shallow, they typically occur at
the slope face, and are of limited size. Thus, these types of failures are unlikely to have
significant impacts to the residence with adequate setbacks.
Buffers and Setbacks
Per Section 23.80.070 of the ECDC, the minimum setback shall be determined by the
City of Edmonds' Director consistent with recommendations provided in the
geotechnical report, based upon review of and concurrence with a critical areas report
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prepared by a qualified professional. This section also states that the proposed
development shall not decrease the factor of safety for landslide occurrences below
the limits of 1.5 for static conditions and 1.2 for dynamic (seismic) conditions. Innocase
shall the existing factor of safety be reduced for the subject property or adjacent
properties.
For the northern slope, the results of our globa I stabi I ity analysis yielded a pproxi mate
static and seismic safety factors that were over the required ECDC minimums of 1.5
and 1.2fora minimum setbackof 20feet, asshown in the currentsite plan. Asummary
of our stability analysis is included at the end of this report (Appendix A).
Top -of -slope setbacks can be highly variable and are difficult to evaluate. Slopes
retreat on a yearly basis due to natural weathering and/or erosion of soils on the slope.
The rate of retreat can be influenced by rainfall, yearly cycles of freezing and thawing,
groundwater conditions, land clearing, grading, filling, and other factors that may
have impacts on the slope. The slope face, as observed, appears to be subject to
naturally occurring erosion patterns, a loss of vegetation, and seasonal weathering.
It should be noted that record rainfalls, seasonal flooding, raveling of the slope, and
other naturally occurring events have the potential to change slope conditions over
extended periods of time. These cyclical, sometimes random events will have direct
impacts to the stability of the existing slope that cannot be fully accounted for in our
analysis. GTS cannot reasonably be expected to predict active, naturally occurring
geologic processes (such as landslide events that change the geometry of the slope)
over extended periods of time. As such, the property owner must be made aware that
these processes will occur on the property, to varying degrees, over time. By
constructing a residence on the property and with reduced setbacks, the owner is
accepting the risks associated with living space in close proximity to a steeply sloped
bluff with a known history of ongoing erosion.
The owner should anticipate and expect that future slope movements have the
potential to impact not only this property, but adjacent properties as well. Potential
impacts are most likelyto include shallow "skin" slides that have the potential to affect
areas within any prescribed top -of -slope setback and the face of the slope itself.
Landslides that occur within a reduced building setback make further mitigation
and/or repair of landslide areas more difficult to achieve and present more of a hazard
than larger top -of slope setbacks.
Recommended Setbacks
Based on the results of our stability analysis, GTS recommends that the proposed
addition be set back a minimum of 20 feet from the top of the existing northern slope.
As stated previously, this 20-foot setback is based on a review of the City of Edmonds
GIS website and appears to be the setback of the existing residence from the northern
slope. It should be noted that this setback should not be interpreted to be
representative of a "zero -risk" condition over the life of the property. There are
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inherent risks associated with owning a steep slope property that no amount of
engineering or planning can completely mitigate.
In areas where a partial or full basement can be included in the project, foundations
would then transfer structural loads deeper into the ground. Deeper foundations
have greater horizontal separation from where the load is transferred from the
foundation to the soil to the face of the slope, thus creating an "effective" setback. The
"effective" setback would simply need to be measured from where the load is
transferred from the foundation to the soil, horizontally, to the face of the slope.
It is GTS's professional opinion that top -of -slope setbacks, site drainage
improvements, and site development Best Management Practices provide for
adequate factors of safety against slope instability with respect to the proposed
development. Thus, the intent of ECDC is met by providing a level of protection that
is equal or greater than what currently exists on the property.
Erosion Hazard Areas
The steep slope located to the north of the proposed improvements would be
classified as an Erosion Hazard due to the height and inclination of the slope.
Accordingly, the following recommendations are intended to prevent excessive
erosion from occurring:
All clearing and grading activities for future residence construction will need to
incorporate Best Management Practices (BMPs) for erosion control in
compliance with current City of Edmonds and/or Snohomish County codes and
standards.
GTS recommends that appropriate silt fencing be incorporated into the
construction plan for erosion control.
GTS recommends that on -site BMP's be implemented during construction.
Areas of native vegetation left in place could also be enhanced by adding
additional native plane species and/or other vegetation enhancements.
Removal of vegetation and trees without proper mitigation may increase the
risk of failure for the surficial soils during periods of wet. weather. Planting
additional brush and vegetation within the subject site and in areas disturbed
by excavation activities will help maintain near -surface slope stability by
providing a stable root base within the near -surface soils.
Yard waste should not be dumped onto the top or face of existing or developed
site slopes. Yard waste can retain water and cause slope instability.
Proper drainage controls have a significant effect on erosion. All surface water
and any collected drainage water should not be allowed to be concentrated
and discharged down the face of an existing steep slope. All collected
stormwater should be directed to an appropriate collection system.
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All areas disturbed by construction practices should be vegetated or otherwise
protected to limit the potential for erosion as soon as practical during and after
construction. Areas requiring immediate protection from the effects of erosion
should be covered with either plastic, mulch, or erosion control
netting/blankets. Areas requiring permanent stabilization should be seeded
with an approved grass seed mixture, hydroseeded with an approved seed -
mulch -fertilizer mixture or landscaped with a suitable planting design.
In addition to the preceding recommendations, typical erosion control measures
during construction will be required. These measures can include a rocked
construction entrance or clownslope silt fencing, depending on the regulations of the
City of Edmonds and/or Snohomish County. No other mitigations are required to
address erosion hazards on the property.
Seismic Hazard Areas
According to the DNP Geologic Information Portal, the subject property is mapped as
having a Very Low potential for seismic liquefaction. Based on the existing site
conditions, proposed construction, and our understanding of the local geology, GTS
generally agrees with this assessment. Thus, it is GTS's opinion that the subject
property is not a Seismic Hazard, and thus no specific mitigations are recommended
for site development.
Summary
Based on our knowledge of the proposed development to be constructed on this
property as of the writing of this report, it is GTS's opinion that the development
proposal meets all of the requirements of ECDC Sections 23.80.060 and 23.80.070.
CONCLUSIONS AND PECOMMENDATIONS
Based on the evaluation of the data collected during this investigation, it isour opinion
that the subsurface conditions at the site are suitable for the proposed development,
provided the recommendations contained herein are incorporated into the project
design.
The borings encountered approximately 2.5 feet of loose topsoil and/or gravel fill
overlying loose to medium -dense, native, slightly silty to silty sand (Whidbey
Formation soils). The native soils generally became medium -dense at about 5 feet
BGS. GTS recommends that the near -surface fill soils (if encountered) and loose,
native soils be removed from underneath proposed foundation elements down to the
native, medium -dense, sand and silty sand. Once competent native soils have been
exposed, GTS recommends that the subgrade surfaces be compacted to a firm and
unyielding condition with a large piece of construction equipment, such as a hoe -
pack. The foundations can then bear directly on native soils, or restored to footing
grade with compacted structural fill. Further recommendations regarding the
placement and compaction of structural fill can be found in the Fill and Compaction
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section of this report. As there may be a risk of the existing house foundation being
undermined during footing excavation, GTS recommends that the foundations in
these areas be performed in short sections to limit the potential for raveling or caving
of existing soils.
At the time that this report was written, it was not known as to whether or not
stormwater infiltration measures would be included as part of the proposed
improvements. It does appear that the near -surface soils away from the proposed
development area (south of the proposed addition) may be suitable for stormwater
infiltration. We have included preliminary infiltration rates in the Storrowater
Infiltration Potential section of this report. GTS can provide additional consultation
and recommendations during preliminary stormwater design and as part of a
separate scope of work.
Site Preparation and Earthwork
The portions of the site proposed for new foundations or floor slabs should be
prepared by removing any existing fill, topsoil, deleterious material and significant
accumulations of organics. Prior to placement of any foundation elements or
structural fill, the exposed subgrade under all areas to be occupied by soil -supported
floor slabs, spread, or continuous foundations should be recompacted to a firm and
unyielding condition.
Fill and Compaction
Structural fill used to obtain final elevations for footings and soil -supported floor slabs
must be properly placed and compacted. In most cases, suitable, non -organic,
predominantly granular soil may be used for fill material provided the material is
properly moisture conditioned prior to placement and compaction, and the specified
degree of compaction is obtained. Material containing topsoil, wood, trash, organic
material, or construction debris is not suitable for reuse as structural fill and should be
properly disposed offsite or placed in nonstructural areas.
Soils containing more than approximately 5 percent fines are considered moisture
sensitive, and are difficult to compact to a firm and unyielding condition when over
the optimum moisture content by more than approximately2 percent. The optimum
moisture content is that which allows the greatest dry density to be achieved at a
given level of compactive effort.
Peuse of On -Site Soil
The on -site soils are suitable for reuse as structural fill when placed at or near optimum
moisture contents, as determined by ASTM D1557 and if allowed for in the project
plans and specifications. Some of the on -site soils had higher fines contents and may
be difficult to properly moisture condition and compact, especially during periods of
wet weather. The use of imported structural fill may be preferable in foundation areas
or during periods of greater precipitation.
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Imported Structural Fill
GTS recommends that imported structural fill consist of clean, well -graded sandy
gravel, gravelly sand, or other approved naturally occurring granular material (pit run)
with at least 30 percent retained on the No. 4 sieve, or a well -graded crushed rock.
Structural fill for dry weather construction may contain up to 10 percent fines (that
portion passing the U.S. No. 200 sieve) based on the portion passing the U.S. No. 4
sieve. The use of an imported fill having more than 10 percent fines may be feasible,
but the use of these soils should generally be reviewed by the design team prior to
the start of construction.
Imported structural fill with less than 5 percent fines should be used during wet
weather conditions. Due to wet site conditions, soil moisture contents could be high
enough that it may be difficult to compact even clean imported select granular fill to
a firm and unyielding condition. Soils with an over -optimum moisture content should
be scarified and dried back to a suitable moisture content during periods of dry
weather or removed and replaced with drier structural fill.
Backfill and Compaction
Structural fill should be placed in horizontal lifts. The structural fill must measure 8 to
10 inches in loose thickness and be thoroughly compacted. All structural fill placed
under load bearing areas should be compacted to at least 95 percent of the maximum
dry density, as determined using test method ASTM D1557. The top of the compacted
structural fill should extend outside all foundations and other structural
improvements a minimum distance equal to the thickness of the fill. We recommend
that compaction be tested after placement of each lift in the fill pad.
Wet Weather Earthwork
Fine grained native soils are particularly susceptible to degradation during wet
weather. As a result, it may be difficult to control the moisture content of site soils
during the wet season. If construction takes place during wet weather, GTS
recommends that structural fill consist of imported, clean, well -graded sand or sand
and gravel as described above. If fill is to be placed or earthwork is to be performed in
wet conditions, the contractor may reduce soil disturbance by:
• Limiting the size of areas that are stripped of topsoil and left exposed
• Accomplishing earthwork in small sections
• Limiting construction traffic over unprotected soil
• Sloping excavated surfaces to promote runoff
• Limiting the size and type of construction equipment used
• Providing gravel'working mats'over areas of prepared subgracle
• Removing wet surficial soil prior to commencing fill placement each day
• Sealing the exposed ground surface by rolling with a smooth drum compactor
or rubber -tired roller at the end of each working day
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Providing up -gradient perimeter ditches or low earthen berms and using
temporary sumps to collect runoff and prevent water from poncling and
damaging exposed subgrades.
Seismic Design Considerations
The Pacific Northwest is seismically active and the site could be subject to movement
from a moderate or major earthquake. Consequently, moderate levels of seismic
shaking should be accounted for during the design life of the project, and the
proposed structure should be designed to resist earthquake loading using
appropriate design methodology.
For structures designed using the seismic design provisions of the 2015 International
Building Code, this site should classify as Site Class D according to ASCE7-10 Table
20.3-1, Site Class Definitions. The corresponding values for calculating a design
response spectrum for the soil profile type are considered appropriate for the site.
Please reference the following values for seismic structural design purposes:
Conterminous 48 States - 2015 International Building Code
Zip Code 98026
Central Latitude = 47.841422, Central Longitude = -122.343901
Short Period (0.2 sec) Spectral Acceleration
Maximum Considered Earthquake (MCE) Value of S,,= 1.298g
Site Response Coefficient, F,, = 1 (Site Class D)
Adjusted spectral response acceleration for Site Class D, Sms = S,x F" = 1.298g
Design spectral response acceleration for Site Class D, SDS= 2/3 x SM,= 0.86Sg
One Second Period (I sec) Spectral Acceleration
Maximum Considered Earthquake (MCE) Value of S, = 0.51g
Site Response Coefficient, Fv= 1.5 (Site Class D)
Adjusted spectral response acceleration for Site Class D, Sm, = Six Fv = 0.764g
Design spectral response acceleration for Site Class D, SD1 = 2/3 x SM, = 0.51g
Foundation Support
Continuous or isolated spread footings founded on firm and unyielding, undisturbed,
medium -dense, silty sand or slightly silty sand (Whidbey Formation soils) or on
properly compacted structural fill placed directly over undisturbed native soil can
provide support for the proposed foundation elements. GTS generally anticipates
suitable native soils at an approximate depth of 5 feet below existing site grades.
Continuous and isolated spread footings should be founded 18 inches, minimum,
below the lowest adjacent final grade for freeze/thaw protection. The footings should
be sized in accordance with the structural engineer's prescribed design criteria and
seismic considerations.
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GTS anticipates that new construction will be adjacent to the existing residence. New
construction must not surcharge existing structures. Furthermore, new construction
should occur in such a way that existing foundations are not undermined.
Allowable Bearing Capacity
Assuming the above foundation support criteria are satisfied, continuous or isolated
spread footings founded directly on firm and unyielding native soils or on compacted
structural fill placed directly over undisturbed native soils may be proportioned using
a net allowable soil bearing pressure of 2,000 pounds per square foot (psfl.
The'net allowable bearing pressure'refers to the pressure that can be imposed on the
soil at foundation level. This pressure includes all dead loads, live loads, the weight of
the footing, and any backfill placed above the footing. The net allowable bearing
pressure may be increased by one-third for transient wind or seismic loads.
Foundation Settlement
Settlement of shallow foundations depends on foundation size and bearing pressure,
as well as the strength and compressibility characteristics of the underlying soil. If
construction is accomplished as recommended and at the maximum allowable soil
bearing pressure, GTS estimates the total settlement of building foundations to be
less than one inch. Differential settlement between two adjacent load -bearing
components supported on competent soil is estimated to be less than one half the
total settlement.
Floor Support
Conventional slab -on -grade floor construction is feasible for the planned site
improvements. Floor slabs may be supported on properly prepared existing loose to
medium -dense fill, native subgrade, or on properly placed and compacted structural
fill placed over properly prepared native soil. Prior to placement of the structural fill,
the native soil should be compacted to a firm and unyielding condition as
recommended in the Site Preparation and Earth work section of this report.
GTS recommends that interior concrete slab -on -grade floors be underlain with at
least 6 inches of clean, compacted, free -draining gravel. The gravel should contain
less than 3 percent passing the U.S. Standard No. 200 sieve (based on a wet sieve
analysis of that portion passing the U.S. Standard No. 4 sieve). The purpose of this
gravel layer is to provide uniform support for the slab, provide a capillary break, and
act as a drainage layer. To help reduce the potential for water vapor migration
through floor slabs, a continuous 10-mil minimum thick polyethylene sheet with tape -
sealed joints should be installed below the slab to serve as ain impermeable vapor
barrier. The vapor barrier should be installed and sealed in accordance with the
manufacturer's instructions.
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The American Concrete Institute (ACI) guidelines suggest that the slab may either be
poured directly on the vapor barrier or on a granular curing layer placed over the vapor
barrier depending on construction conditions. GTS recommends that the architect or
structural engineer specify if a curing layer should be used. If moisture control within
the building is critical, we recommend a representative of GTS observe the vapor
barrier to confirm thatjoints and penetrations have been properly sealed.
Exterior concrete slabs -on -grade, such as sidewalks, may be supported directly on
undisturbed native soil or on properly placed and compacted structural fill; however,
long-term performance will be enhanced if exterior slabs are placed on a layer of
clean, durable, well -draining granular material.
Foundation and Site Drainage
Positive surface gradients should be provided adjacent to the proposed building to
direct surface water away from the building and toward suitable drainage facilities.
Roof drainage should not be introduced into the perimeter footing drains but should
be separately discharged directly to the stormwater collection system or similar
municipality -approved outlet. Pavement and sidewalk areas, if present, should be
sloped and drainage gradients should be maintained to carry surface water away
from the building towards an approved stormwater collection system. Surface water
should not be allowed to pond and soak into the ground surface near buildings or
paved areas during or after construction. Construction excavations should be sloped
to drain to sumps where waiter from seepage, rainfall, and runoff can be collected and
pumped to a suitable discharge facility.
To reduce the potential for groundwater and surface water to seep into interior
spaces, GTS recommends that an exterior footing drain system be constructed
around the perimeter of new building foundations as shown in the Typical Footing
Drain Section (Figure 3) of this report. The drain should consist of a perforated pipe
measuring 4 inches in diameter at minimum, surrounded by at least 12 inches of
filtering media. The pipe should be sloped to carry water to an approved collection
system.
The filtering media may consist of open -graded drain rock wrapped in a nonwoven
geotextile fabric such as Mirafi 140N (or equivalent) or wrapped with a graded sand
and gravel filter. For foundations supporting retaining walls, drainage backfill should
be carried up the back of the wall and be at least 12 inches wide. The drainage backfill
should extend from the foundation drain to within approximatelyl foot of the finished
grade and consist of open -graded drain rock containing less than 3 percent fines by
weight passing the U.S. Standard No. 200 sieve (based on a wet sieve analysis of that
portion passing the U.S. Standard No. 4 sieve). The invert of the footing drain pipe
should be placed at approximately the same elevation asthe bottom of the footing or
12 inches below the adjacent floor slab grade, whichever is deeper, so that water will
be contained. This process prevents water from seeping through walls or floor slabs.
The drain system should include cleanouts to allow for periodic maintenance and
inspection.
16
GeoTest Services, Inc. September 6, 2019
8202 Talbot Road, Edmonds, WA Project No. 19-0301 (REV. 1)
Resistance to Latera I Loads
The lateral earth pressures that develop against retaining walls will depend on the
method of backfill placement, degree of compaction, slope of backfill, type of backfill
material, provisions for drainage, magnitude and location of any adjacent surcharge
loads, and the degree to which the wall can yield laterally during or after placement
of backfill. If the wall is allowed to rotate or yield so the top of the wall moves an
annountequal to orgreaterthan about 0.001 to 0.002times its height (a yielding wall),
the soil pressure exerted comprises the active soil pressure. When a wall is restrained
against lateral movement or tilting (a nonyielding wall), the soil pressure exerted
comprises the at rest soil pressure. Wall restraint may develop if a rigid structural
network is constructed prior to backfilling or if the wall is inherently stiff.
GTS recommends that yielding walls under drained conditions be designed for an
equivalent fluid density of 3S pounds per cubic foot (pcfl, for structural fill in active soil
conditions. Nonyielding walls under drained conditions should be designed for an
equivalent fluid density of 55 pcf, for structural fill in at -rest conditions. Designofwalls
should include appropriate lateral pressures caused by surcharge loads located within
a horizontal distance equal to or less than the height of the wall. For uniform
surcharge pressures, a uniformly distributed lateral pressure equal to 35 percent and
SO percent of the vertical surcharge pressure should be added to the lateral soil
pressures for yielding and nonyielding walls, respectively.
For structures designed using the seismic design provisions of the 2015 International
Building Code, GTS recommends that retaining walls include a seismic surcharge in
addition to the equivalent fluid densities presented above. We recommend that a
seismic surcharge of approximately 8H (where H is the height of the wall in feet) be
used for design purposes.
Passive earth pressures developed against the sides of building foundations, in
conjunction with friction developed between the base of the footings and the
supporting subgrade, will resist lateral loads transmitted from the structure to its
foundation. For design purposes, the passive resistance of well -compacted fill placed
against the sides of foundations is equivalent to a fluid with a density of 300 pcf. The
recommended value includes a safety factor of about 1.5 and is based on the
assumption that the ground surface adjacent to the structure is level in the direction
of movement for a distance equal to or greater than twice the embedment
depth. The recommended value also assumes drained conditions that will prevent
the buildup of hydrostatic pressure in the compacted fill. Retaining walls should
include a drain system constructed in general accordance with the recommendations
presented in the Foundation and Site Drainage section of this report. In design
computations, the upper 12 inches of passive resistance should be neglected if the soil
is not covered by floor slabs or pavement. If future plans call for the removal of the soil
providing resistance, the passive resistance should not be considered.
An allowable coefficient of base friction of 0.35, applied tovertical dead loads only, may
be used between the underlying imported granular structural fill and the base of the
17
GeoTest Services, Inc. September 6, 2019
8202 Talbot Road, Edmonds, WA Project No. 19-0301 (REV. 1)
footing. If passive and frictional resistance are considered together, one half the
recommended passive soil resistance value should be used since larger strains are
required to mobilize the passive soil resistance as compared to frictional resistance. A
safety factor of about I.S is included in the base friction design value. GTS does not
recommend increasing the coefficient of friction to resist seismic or wind loads.
Temporary and Permanent Slopes
The contractor is responsible for construction slope configurations and maintaining
safe working conditions, including temporary excavation stability. All applicable local,
state, and federal safety codes should be followed. All open cuts should be monitored
during and after excavation for any evidence of instability. If instability is detected, the
contractor should flatten the side slopes or install temporary shoring.
Temporary excavations in excess of 4 feet should be shored or sloped in accordance
with Safety Standards for Construction Work Part N, WAC 296-1S5)-66403.
The on -site soils generally classify as Type C per WAC 296-155-66401, with a maximum
temporary excavation slope of 1.5H: 1V (Horizontal: Vertical). All soils encountered are
classified as Type C soil in the presence of groundwater seepage. Flatter slopes or
temporary shoring may be required in areas where groundwater flow is present and
unstable conditions develop. Temporary slopes and excavations should be protected
as soon as possible using appropriate methods to prevent erosion from occurring
d u ring periods of wet weather.
GTS recommends that permanent cut or fill slopes be designed for inclinations of 2H:
1V or flatter. Permanent cuts or fills used in detention ponds, retention ponds, or earth
slopes intended to hold water should be 3H:1V or flatter. All permanent slopes should
be vegetated or otherwise protected to limit the potential for erosion as soon as
practical after construction.
Stormwater Infiltration Potential
It is our opinion that the on -site infiltration of stormwater is feasible for this project
site. At the time that this report was written, it was not known as to whether or not
stormwater infiltration facilities would be included as part of the proposed
improvements. If they are implemented in the future, GTS expects that the proposed
infiltration facilities will be located to the south of the proposed addition, away from
the northern slope. Infiltration would need to occur in structural fill soils or in the
underlying Whidbey Formation soils.
Gradation I?e,-ult,-
From the explorations excavated in the areas of interest, three representative soil
samples were selected and mechanically tested for grain size distribution and
calculation according to the soil grain size analysis method, Section 3.3.6 of the 2012
RE.*]
GeoTest Services, Inc.
8202 Talbot Road, Edmonds, WA
September 6, 2019
Project No. 19-0301 (REV. 1)
Stormwater Management Manual for Western Washington (SMMWW), amended
December 2014. A summary of these results are reproduced in Table 3 below.
Table 3
Prelimi ary
Infiltration Results Based on Grain Size Analysis
Boring ID
Uncorrected K,,,t
Corrected K,,,t
& Depth
Geologic Unit
Infiltration Rate
Infiltration Rate
[in/hr]
[in/hr]
B-1 (5 ft)
Whidbey
40.1
11.5
Formation
B-1 (7.5 ft)
Whidbey
29.2
8.4
Formation
B-2 (5 ft)
Whidbey
30.0
8.6
Formation
Notes:
-Ksat = Initial Saturated Hydraulic Conductivity
-Correction Factors Used: CFv = 03S, ClFt = 0.40, CFm =0.9, Total Correction
Factor = 0.288
-Rates presented do
not take into account the relative density of the soil.
GTS recommends a preliminary long-term infiltration rate of 8.4 inches per hour be
incorporated into the project design for infiltration facilities founded in the native,
medium -dense, slightly silty sand (Whidbey Formation soils) encountered at
approximately 2.5 to 5 feet BGS. As stated previously, any proposed infiltration
facilities should be located to the south of the proposed addition, away from the top
of the existing slope.
Groundwater was not encountered in the explorations. It appears that the bottom of
the proposed facilities will likely result in a separation of at least 5 feet between the
bottom of facility and the groundwater table. If a reduced separation is needed, a Pilot
Infiltration Test (PIT) and/or mounding analysis will be needed to establish design
infiltration rates. PIT Testing, groundwater mounding, and wet season groundwater
monitoring is outside of the scope of work of this project.
Stormwater Treatment
The stormwater facilities on -site may require some form of pollutant pretreatment
with an amended soil prior to on -site infiltration or offsite discharge. The reuse of on -
site topsoil is often the most sustainable and cost effective method for pollutant
treatment purposes. Cation exchange capacities, organic contents, and pH of site
subsurface soils were also tested todetermine possible pollutant treatment suitability.
Cation exchange capacity, organic content, and pH tests were performed by
Northwest Agricultural Consultants on two shallow soil samples collected from the
test pits explorations. A summary of the laboratory test results is presented in Table 4
below.
19
GeoTest Services, Inc.
8202 Talbot Road, Edmonds, WA
September 6, 2019
Project No. 19-0301 (REV. 1)
Table 4
Cation Exchange Capacity, Organic Content, and pH
Laborat ry Test Results
Boring
Sample
Geologic
Cation Exchange
Organic
ID
Depth
Unit
Capacity
Content
pH
(meq/100 grams)
N
B-1
7.5
Whidbey
5.9
1.2S
6.7
Formation
B-2
7.5
Whidbey
2.9
0.73
Formation
Suitability for onsite pollutant treatment is determined in accordance with SSC-6 of
the 2012 Washington State Department of Ecology Storm water Nfanagement A4anual
for Western Washington (amended December 2014). Soils with an organic content of
greater than or equal to I percent and a cation exchange capacity of greater than or
equal to 5 meq/100 grams are characterized as suitable for stormwater treatment.
The native Whidbey Formation soils were generally encountered at a depth of 3 to 4
feet BGS, underlying the previously placed fill soils. Based on the low fines content
observed in the near -surface soils and the results shown in Table 4, it does not appear
that the native Whidbey Formation soils will be suitable for treatment purposes. It
should be noted that very low rates of infiltration can be expected if the on -site soils
are amended due to the silt content of the near -surface soils.
On -site soils can be amended by mixing higher silt content soils or adding mulch (or
other admixtures) to elevate the cation exchange capacity and organic contents. On -
site amended soil requires additional testing to confirm compliance with ecological
regulations. GTS is available to perform additional laboratory testing as part of an
expanded scope of services if the soil is to be amended. Alternatively, the owner may
elect to import amended soils with the desired properties for planned treatment
facilities.
Geotechnical Consultation and Construction Monitoring
GTS recommends that we be involved in the project design review process. The
purpose of the review is to verify that the recommendations presented in this report
are understood and incorporated in the design and specifications.
We also recommend that geotechnical construction monitoring services be provided.
These services should include observation by GTS personnel during earthwork and
foundation excavation to confirm that design subgrade conditions are obtained
beneath the areas of improvement.
Periodic field density testing should be performed to verify that the appropriate
degree of compaction is obtained. The purpose of these services is to observe
compliance with the design concepts, specifications, and recommendations of this
report. In the event that subsurface conditions differ from those anticipated before
20
GeoTest Services, Inc.
8202 Talbot Road, Edmonds, WA
September 6, 2019
Project No. 19-0301 (REV. 1)
the start of construction, GeoTest Services, Inc. would be pleased to provide revised
recommendations appropriate to the conditions revealed during construction.
GeoTest Services, Inc. is available to provide a full range of materials testing and
special inspection during construction as required by the local building department
and the International Building Code. This may include specific construction
inspections on materials such as reinforced concrete, reinforced masonry, wood
framing and structural steel. These services are supported by our fully accredited
materials testing laboratory.
USE OF THIS REPORT
GeoTest Services, Inc. has prepared this report for the exclusive use of Mr. Najib Azar
and his design consultants for specific application to the design of the proposed
addition to the existing residence located at 8202 Talbot Road in Edmonds,
Washington. Use of this report by others is at the user's sole risk. This report is not
applicable to other site locations. Our services are conducted in accordance with
accepted practices of the geotechnical engineering profession; no other warranty,
express or implied, is made as to the professional advice included in this report.
Our site explorations indicate subsurface conditions at the dates and locations
indicated. It is not warranted that these conditions are representative of conditions
at other locations and times. The analyses, conclusions, and recommendations
contained in this report are based on site conditions to the limited depth and time of
our explorations, a geological reconnaissance of the area, and a review of previously
published USGS geological information for the site. If variations in subsurface
conditions are encountered during construction that differs from those contained
within this report, GTS should be allowed to review the recor-nmenclations and, if
necessary, make revisions. If there is a substantial lapse of time between submission
of this report and the start of construction, or if conditions change due to construction
operations at or adjacent to the project site, we recommend that we review this report
to determine the applicability of the conclusions and recommendations contained
herein.
The earthwork contractor is responsible to perform all work in conformance with all
applicable WISHA/OSHA regulations. GeoTest Services, Inc. is not responsible forjob
site safety on this project, and this responsibility is specifically disclaimed.
21
GeoTest Services, Inc. September 6, 2019
8202 Talbot Road, Edmonds, WA Project No. 19-0301 (REV. 1)
Attachments: Figure 1
Figure 2
Figure 3
Figure 4
Figures S - 6
Figures 7 - 8
(I page)
(3 pages)
Appendix A
(3 pages)
REFERENCES
Vicinity Map
Site and Exploration Plan
Typical Footing Drain Section
Soil Classification System and Key
Boring Logs
Grain Size Analyses
NW Agricultural Services Laboratory Results
USDA Web Soil Survey Information
Slope Stability Analyses
Report Limitations and Guidelines for its Use
Edmonds Community Development Code (ECDC), Chapters 23.40 and 23.80, City of Edmonds
(Washington).
Edmonds CIS, City of Edmonds (Washington) - Online Web Services. Accessed June, 2019.
Land -Capability Classification (Agriculture Handbook No. 270). Soil Conservation Service, U.S.
Department of Agriculture, 1961. Retrieved from the Natural Resource Conservation Service website on
3 u n e 13, 2019.
Minard, J.P., 1983. Ceologic Map of the Edmonds East and part of the Edmonds West
Quadrangles, Washington. United States Geological Survey, Miscellaneous Field Studies Map MF-1541,
scale 1:24,000.
S m i t h, M a c k ey, 19 7 S. Pre lim in a ry Surficia / Ceolog ic Map o f th e Edm on ds East a n d Edm on ds West
Quadrangles, Snohomish and King Counties, Washington. United States Geological Survey. Geologic
M a p G M -14, sca le 1:24,000.
Snohomlsh CountyPDSA4ap Portal, Snohomish County, Washington. Accessed June, 2019.
Stormwater A4anagement A4anual for Western Washington, Washington State Department of
Ecology, 2012 (amended December 2014).
Washington Interactive Geoldglc Alap Washington State Department of Natural Resources
Online Web Services. Accessed June, 2019.
Web Soil Survey for Snohomish County, Washington. USDA National Resource Conservation
Service - Online Web Services. Accessed June, 2019.
22
MAP REFERENCED FROM Google EaM
-1 6m I—
cr
J21,
_7 44
4b
s
IS"
Al
>
SHALLOW FOOTINGS WITH INTERIOR SLAB -ON -GRADE
Typical Framing
Compacted Impervious Soil
(I z ific" millifflu Floor Slab
orPavement
(2 inch minimum)
.....................
Slope to drain away
7,.7,j
from structure.
Suitable Soil
Approved Non -woven
. . . . . . .
. . .
Geotextile Filter Fabric
(18 inch minimum fabric lap)
. . . . . .
Drainage Material
(Drain Rock or Clear
Crushed Rock wl no fines)
Barrier
Coarse Gravel Capillary Break
(6 inch minimum typically clear crushed)
Free Draining Sand
and Gravel Fill
Appropriate Waterproofing
Applied to Exterior of Wall
Four Inch Diameter, Perforated, Rigid PVC Pipe
(Perforations oriented down, wrapped in non -woven
geotextile filter fabric, directed to suitable discharge)
Notes:
Footings Should be properly buried for frost protection in accordance with
International Building Code or local building codes
(Typically 18 inches below exterior finished grades)
The footing drain will need to be modified from this typical drawing to fit the
dimensions of the planned monolithic footing and slab configuration
GEOTEST SERVICES, INC. Date: 6-6-19 1 By: GDB I Scale: None Project
20527 67th Avenue NE TYPICAL FOOTING & WALL DRAIN SECTION 19-0301
Arlington, WA 98223 AZARRESIDENCE Figure
phone: (360) 733-7318 8202 TALBOTROAD
fax: (360) 733-7418 EDMONDS, WASHINGTON 3
MAJOR
DIVISIONS
Soil Classification System
uscs
GRAPHIC LETTER
SYMBOL SYMBOL
TYPICAL
DESCRIPTIONSP112)
CLEAN GRAVEL
� 0 Y 0 �
0 0 0
n 0 n 0 �
GW
Well -graded gravel; gravel/sand mixture(s); little or no fines
GRAVELAND
U 0 U 0 U
0 0 0
GP
_j U)
GRAVELLY SOIL
(Little or no fines)
Poorly graded gravel; gravel/sand mixture(s); little or no fines
),0,0,
GRAVEL WITH FINES
GPA
(More than 50% of
coarse fraction
Silty gravel-, gravel/sand/silt mixture(s)
LU E'6
Z-0
;;; 0 C:)
retained on No. 4
(Appreciable amount of
fines)
Clayey gravel; gravel/sand/clay mixture(s)
GC
g 04
sieve)
f?
06
U�Z
CLEAN SAND
SW
Well -graded sand; gravelly sand; little or no fines
C C
cu
SAND AND
SP
U) I
W Z- -r-
SANDYSOIL
(Little or no fines)
Poorly graded sand; gravelly sand: little or no fines
< 2-
0
SPA
0 21
(More than 50% of
Silty sand-, sand/silt mixture(s)
coarse fraction passed
SAND WITH FINES
SC
through No. 4 sieve)
(Appreciable amount of
Clayey sand-, sand/clay mixture(s)
fines)
PAL
Inorganic silt and very fine sand; rock flour; silty or clayey fine
_j
SILT AND CLAY
sand or clayey silt with slight plasticity
0
0 t6 C>
coo
Inorganic clay of low to medium plasticity; gravelly clay. sandy
CL
U) E
0 � Z
(Liquid limit less than 50)
clay; silty clay; lean clay
<
W C
Z
<
<
CIL
Organic silt; organic, silty clay of low plasticity
;i UIE
af c �
PAH
Inorganic silt; micaceous or diatomaceous fine sand
(D M =
f W
SILT AND CLAY
CH
u� E
Z 2 U)
Inorganic clay of high plasticity; fat clay
0.�2
2
(Liquid limit greater than 50)
OH
Organic clay of medium to high plasticity; organic silt
HIGHLY ORGANIC SOIL
PT
Peat; humus; swamp soil with high organic content
GRAPHIC LETTER
OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS
PAVEMENT
)r PC
Asphalt concrete pavement or Portland cement pavement
ROCK
RK
Rock (See Rock Classification)
WOOD
�:A
WD
Wood, lumber, wood chips
DEBRIS
>//<
-I A -I ,
D1B
I Construction debris, garbage
Notes: 1. Soil descriptions are based on the general approach presented in the Standard Practice for Desciiption and Identification of Soils (Visual -Manual
Procedure), as outlined in ASTM D 2488. Where laboratory index testing has been conducted, soil classifications are based on the Standard Test Method
for Classification ofSoils forEngineering Purposes, as outlined in ASTM D 2487.
2. Soil description terminology is based on visual estimates (in the absence of laboratory test data) of the percentages of each soil type and is defined as
follows:
Primary Constituent: > 50% - "GRAVEL," "SAND," "SILT," "CLAY," etc.
Secondary Constituents: > 30% and < 50% - "very gravelly very sandy," "very silty," etc.
> 12% and < 30% - "gravelly," "sandy silty," etc.
Additional Constituents: > 5% and < 12% - "slightly gravelly slightly sandy," "slightly silty," etc.
< 5% - "trace gravel," "trace sand," "trace silt," etc., or not noted.
Drilling and Sampling Key
Field and Lab Test Data
SAMPLE NUMBER & INTERVAL
SAMPLER TYPE
Code Description
Code
Description
Sample Identification Number
a 3.25-inch O.D., 2.42-inch I.D. Split Spoon
Pp = 1.0
Pocket Penetrometer, tsf
b 2.00-inch O.D., 1.50-inch 1. D. Split Spoon
TV = 0.5
Torvane, tsf
Recovery Depth Interval
c Shelby Tube
PID = 100
Photoionization Detector VOC screening, ppm
1 4 Sample Depth Interval
d Grab Sample
W=110
Moisture Content, %
e Other - See text if applicable
D = 120
Dry Density, pcf
Portion of Sample Retained
1 300-lb Hammer, 30-inch Drop
-200 = 60
Material smaller than No. 200 sieve, %
for Archive or Analysis
2 140-lb Hammer, 30-inch Drop
GS
Grain Size - See separate figure for data
3 Pushed
AL
Atterberg Limits - See separate figure for data
4 Other - See text if applicable
GT
CA
Other Geotechnical Testing
Chemical Analysis
Groundwater
Approximate water elevation at time of drilling (ATD) or on date noted. Groundwatei
AiD levels can fluctuate due to precipitation,
seasonal conditions. and other factors.
e0TCA5
0
0
(n
Z
0
0
B-1
SAMPLE DATA
SOIL PROFILE
GROUNDWATER
0
.0
-5
Drilling Method: Hollow -stem Auger
E
M
Z
Z
0
E
>1
(n
.0
E
Ground Elevation (ft): —75'
OL a)
E
a
F=
ILL
Q
Drilled By: Boretecl, Inc. / KP
M
r) CD 06
M
W
0
M
1,
T
(D
(0
D
0
GM
Crushed Surfacing Top Course (CSTC)
SM
Soft, medium brown, damp, silty SAND
with gravel (Historic Fill)
Groundwater not encountered.
Sp-
Loose to medium dense, medium brown,
b2
4
SM
damp slighty gravelly, slightly silty fine to
medium grained SAND (Whidbey
5
Formation)
b2
9
W=8
GS
b2
24
W=7
SP-
Medium -dense, medium brown, damp
GS
SM
slightly silty, gravelly fine to medium
grained SAND (Whidbey Formation)
—10
-light oxidized banding
b2
14
15
-Becomes light gray -brown, dry to damp
b2
16
—20
Relative density changes to very dense
b2
22
SID
Very dense, dry -damp, SAND with trace
gravel, minor silt lenses (Whidbey
Formation)
—25
b2
59
30
b2
70
-
SM
Very dense, dry -damp silty, medium to fine
—35
-F
grained SAND (Whidbey Formation)
b2
I
50/6
W 7
GS
Boring Completed 05/14/19
Total Depth of Boring = 36.5 ft.
—40
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions.
3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols.
Azar Residence Fic ure
GeoTe,15T 8202 Talbot Rd. Log of Boring B-1
Edmonds, WA 15
B-2
SAMPLE DATA
SOIL PROFILE
GROUNDWATER
-0
Drilling Method: Hollow -stem Auger
E
z Cc
CL
0
ca
E
U)
-0
E
Ground Elevation (ft): —75'
-2 2.
_r_ CL W
E
CL
E
!L-
(a
2Zn
.0
CL
U)
wo
Drilled By: Boretecl, Inc. / KP
CU
U) 06
M
(n
C0
W
I-_
0
05
D
—0
SM/
Loose, brown, moist, silty SAND with
VOL f
gravel, og.ncs (Topsof)__________//--
Medium dense, brown, soft/loose silty
SM
Groundwater not encountered.
SAND, some organics. (Possible Fill)
W=6
SID
Loose to medium dense, orange -brown,
b2
9
GS
damp medium grained SAND, moderate
oxidation (Whidbey Formation)
—5
W=5
SP/
Medium dense, orange -brown, damp
b2
16
GS
SM
slightly silty, gravelly SAND, light oxidation
(Whidbey Formation)
-Becomes light gray -brown
b2
15
—10
-Minor oxidation
b2
20
SIM/
Medium dense, light -gray, damp slightly
ML
gravelly, very silty SAND with minor silt
pockets (Whidbey Formation)
15
b2
21
W=6
GS
—20
-increasing moisture content with depth
b2
18
—25
-
b2
22
W=3
GS
SM
Medium dense, medium brown, damp to
wet SILTY SAND with gravel (Whidbey
Formation)
—30
b2
19
JL
—
Boring Completed 05/14/19
Total Depth of Boring = 31.5 ft.
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions.
3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols.
Azar Residence Figure
OeOM15T 8202 Talbot Rd. Log of Boring B-2
Edmonds, WA
LU
N
U)
0
1:0 we] Sim 011 ILI let 1011101 W., 91 1 i: Eli I 1 11 .1 LVA I Mon
MINE
MM11111110
MM11111110
MM11111110
MM11111110
Cobbles
Gravel
Sand
Silt or Clay
coarse fine
coarse medium fine
0 =-Mb M-. 2
Classification
MMM
1
Slightly gravelly, slightly silty fine to medium grained SAND (SP/SM)
MMMM
Slightly silty gravelly SAND (SP/SM)
Silty fine to medium grained SAND (SM)
Medium grained SAND (SP)
Slightly silty, gravelly SAND (SP/SM)
Azar Residence Figure
8202 Talbot Rd. Grain Size Test Data 7
Edmonds, WA
100
90
80
70
'60
a) 50
a)
40
30
20
10
0
U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS I HYDROMETER
A I 111) n 1 r) in In ro I () r)
100 10 1 0.1
Grain Size in Millimeters
0.01 0001
Lobbles
C
Sand
Silt or Clay
�.Gravel
",
I fine
coarsel
F--fine
medium
Point Depth Classification ILL PL P1 cc C"
*I B-2 15,0 Slightly gravelly, very silty SAND (SM)
MI B-2 25.0 Slightly gravelly, very silty SAND (SM)
Point Depth
D100
D60
D50
D30
D10
-/Ouud[��
Gravel
-/0 Fll'�
Gravel
-/0 �udl �w
Sand
1 /0 -vu'u"'
Sand
Sand
0% Fines
0
B-2 15.0
37.5
0.365
0.253
7.6
2.0
3.6
22.7
25.8
38.4
Z
B-2 25.0
25
0.341
0.244
2.7
8.2
3.5
18.8
28.9
37.9
G(a0T(a5T
Azar Residence
8202 Talbot Rd.
Edmonds, WA
Cc = D30 2 /(D,o* Dj To be well graded: 1 < Cc < 3 and
C, = DedD,() 0, > 4 for GW or C, > 6 for SW
Fic ure
g
Grain Size Test Data
Northwest Agricultural GeoTest Services Inc.
Consultants 741 Marine Drive
Bellingham, WA 98225
2545 W Falls Avenue PAP -Accredited
Kennewick, WA 99336
509.783.7450 Report: 48106-1-1
www.nwag.com Date: May 16, 2019
Project No: 19-0301
lab@nwag.com Project Name: Azur Residences
Sample ID
pH
Organic Matter
Cation Exchange Capacity
B-1 @ 7.5'
6.7
1.25%
5.9 meq/100g
B-2 @ 7.5'
6.3
0.73%
2.9 meq/100g
Method
SM 4500-H+ B
ASTM D2974
EPA 9081
Soil Map —Snohomish County Area, Washington
470 50'31"N
47- 50'26N
549D40 549060 549080 549100 549120 549140
in
Map Scale: 1: 780 if printed on A portrait (8.5" x 11") sheet
Meters
N 0 10 2D 40 66
. Feet
0 35 70 140 210
A Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UrM Zone ION WGS84
usDA Natural Resources Web Soil Survey 615/2019
d" Conservation Service National Cooperative Soil Survey Page 1 of 3
47o W 3V N
47- 50'26'N
MAPLEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
F_-]
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
wo
Blowout
Borrow Pit
Clay Spot
0
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
+
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Soil Map —Snohomish County Area, Washington
MAP INFORMATION
Spoil Area
The soil surveys that comprise your A01 were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Other
line placement. The maps do not show the small areas of
Special Line Features
contrasting soils that could have been shown at a more detailed
scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
Rails
Source of Map: Natural Resources Conservation Service
Web Soil Survey LIRL:
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
1 US Routes
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Major Roads
distance and area. A projection that preserves area, such as the
LocalRoads
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
Background
IQ Aerial Photography
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Snohomish County Area, Washington
Survey Area Data: Version 20, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 7, 2014—Jul 8,
2014
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 6/5/2019
2" Conservation Service National Cooperative Soil Survey Page 2 of 3
Soil Map —Snohomish County Area, Washington
Map Unit Legend
L--Map Unit Symbol
Map Unit Name
Acres in A01
Percent of AOI
4
Alderwood-Everett gravelly
0.0
3.5%
sandy loams, 25 to 70
percent slopes___
Alderwood-Urban land
5
1.4
96.3%
complex, 2 to 8 percent
slopes
0.0
0.2%,
19
Everett very gravelly sandy
loam, 15 to 30 percent
slopes
Totals for Area of Interest
1.41
100.0%
LisDA Natural Resources Web Soil Survey 6/15/2019
2" Conservation Service National Cooperative Soil Survey Page 3 of 3
APPENDIXA
SLOPE STABILITY ANALYSIS
GeoTest Services, Inc. 19-0301
J u ne 2019
Assumed Slope/W Parameters
Label
Soil Type/Para meter
Saturated Unit
Weight, pcf
0, deg
Cohesion,
psf
I
F4
Topsoil, Loose Fill
T10
'28
0
2
Loose Whidbey Formation
T25
29
25
3
Medium -Dense Whidbey
Formation
130
31
25
Dense Whidbey Formation
135
33
50
Other Assumed Parameters;
- No groundwater; assume water routed away from slope
- Top of Slope: Elevation 75'(per City of Edmonds GIS)
- Toe of Slope: Elevation 45' (per City of Edmonds GIS)
- Existing House Setback from Top of Slope: 20'minimum (per City of Edmonds GIS)
- Average Slope Inclination: Approximately 50 to 60%
- Seismic Acceleration: 0.20g
- Analysis Method: Bishop
izu
110
qn' Tr%n nf Alletnek Aath-qt-k
100
90
so
.'0
60
50
40
30
2D
10
0
-10
-20
-30
-10 0 10 20 30 40 50 650 70 80 90 100 110 120 130 140 150 1,30 170 180 190 2W 210 2�
GEOTEST SERVICES, INC.
20527 67th Avenue NE
Arlington, WA 98223
phone: (360) 733-7318
fax: (360) 733-7418
Date: 06-17-19 1 By: GDB I Scale: None
EXISTING SLOPE CONDITION
PROPOSED ADDITION
8202 TALBOT ROAD
EDMONDS, WASHINGTON
Project
19-0301
Figure
A-1,
STATIC CONDITION
2-313
120
11.3 20'Top of Slope Setback
Iw_
9-1
70
50 —
40 —
so —
213-
-to —
-20 —
-30
-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 10 200 21
SEISMIC CONDITION
120
110 20' Top of Slope Setback
100 —
So —
so —
Lf"
70 —
w —
50 —
40 —
30 —
20 —
to —
0
.10
30 i i s i i i i i I . .
-to 0 to 20 30 40 50 60 70 80 90 100 110 120 130 140 ISO 160 170 180 190 200
GEOTEST SERVICES, INC.
20527 67th Avenue NE
Arlington, WA 98223
phone: (360) 733-7318
fax: (360) 733-7418
Date: 06-17-19 1 By: GDB I Scale: None
FAILURE CONDITION
PROPOSED ADDITION
8202 TALBOT ROAD
EDMONDS, WASHINGTON
Project
19-0301
Figure
A-2.
REPORT LIMITATIONS AND GUIDELINES FOR ITS USE'
Subsurface issues may cause construction delays, cost overruns, claims, and disputes. While
you cannot eliminate all such risks, you can manage them. The following information is
provided to help:
Geotechnical Services are Performed for Specific Purposes, Persons, and Projects
At GeoTest our geotechnical engineers and geologists structure their services to meet specific
needs of our clients. A geotechnical engineering study conducted for a civil engineer may not
fulfill the needs of an owner, a construction contractor or even another civil engineer. Because
each geotechnical engineering study is unique, each geotechnical engineering report is unique,
prepared solely for the client. No one except you should rely on your geotechnical engineer
who prepared it. And no one — not even you — should apply the report for any purpose or project
except the one originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geotechnical engineering report did
not read it all. Do not rely on an executive summary. Do not read selected elements only.
A Geotechnical Engineering Report is Based on a Unique Set of Project -Specific Factors
GeoTest's geotechnical engineers consider a number of unique, project -specific factors when
establishing the scope of a study. Typical factors includei the clients goals, objectives, and risk
management preferences; the general nature of the structure involved its size, and
configuration-, the location of the structure on the site; and other planned or existing site
improvements, such as access roads, parking lots, and underground utilities. Unless GeoTest,
who conducted the study specifically states otherwise, do not rely on a geotechnical engineering
report that was:
• not prepared for you,
• not prepared for your project,
• not prepared for the specific site explored, or
• completed before important project changes were made.
Typical changes that can erode the reliability of an existing geotechnical engineering report
include those that affect:
• the function of the proposed structure, as when it's changed, for example, from a parking
garage to an office building, or from a light industrial plant to a refrigerated warehouse,
• elevation, configuration, location, orientation, or weight of the proposed construction,
• alterations in drainage designs; or
• composition of the design team; the passage of time; man-made alterations and
construction whether on or adjacent to the site; or by natural alterations and events,
such as floods, earthquakes or groundwater fluctuations; or project ownership.
Always inform GeoTest's geotechnical engineer of project changes — even minor ones — and
request an assessment of their impact. Geotechnical engineers cannot accept responsibility or
liability for problems that occur because their reports do not consider developments of which
they were not informed.
'Information in this document is based upon material developed by ASFIE, Professional Firms Practicing in the Geosciences(asfe.org)
GeoTe6T
Subsurface Conditions Can Change
This geotechnical or geologic report is based on conditions that existed at the time the study
was performed. Do not rely on the findings and conclusions of this report, whose adequacy
may have been affected by: the passage of time; by man-made events, such as construction on
or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater
fluctuations. Always contact GeoTest before applying the report to determine if it is still relevant.
A minor amount of additional testing or analysis will help determine if the report remains
applicable.
Most Geotechnical and Geologic Findings are Professional Opinions
Our site exploration identifies subsurface conditions only at those points where subsurface tests
are conducted or samples are taken. GeoTest's engineers and geologists review field and
laboratory data and then apply their professional judgment to render an opinion about
subsurface conditions throughout the site. Actual subsurface conditions may differ — sometimes
significantly — from those indicated in your report. Retaining GeoTest who developed this report
to provide construction observation is the most effective method of managing the risks
associated with anticipated or unanticipated conditions.
A Report's Recommendations are Not Final
Do not over -rely on the construction recommendations included in this report. Those
recommendations are not final, because geotechnical engineers or geologists develop them
principally from judgment and opinion. GeoTest's geotechnical engineers or geologists can
finalize their recommendations only by observing actual subsurface conditions revealed during
construction. GeoTest cannot assume responsibility or liability for the report's
recommendations if our firm does not perform the construction observation.
A Geotechnical Engineering or Geologic Report may be Subject to Misinterpretation
Misinterpretation of this report by other design team members can result in costly problems.
Lower that risk by having GeoTest confer with appropriate members of the design team after
submitting the report. Also, we suggest retaining GeoTest to review pertinent elements of the
design teams plans and specifications. Contractors can also misinterpret a geotechnical
engineering report. Reduce that risk by having GeoTest participate in pre -bid and
preconstruction conferences, and by providing construction observation.
Do not Redraw the Exploration Logs
Our geotechnical engineers and geologists prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To prevent errors of omissions, the logs
included in this report should never be redrawn for inclusion in architectural or other design
drawings. Only photographic or electronic reproduction is acceptable; but recognizes that
separating logs from the report can elevate risk.
Give Contractors a Complete Report and Guidance
Some owners and design professionals mistakenly believe they can make contractors liable for
unanticipated subsurface conditions by limiting what they provide for bid preparation. To help
prevent costly problems, give contractors the complete geotechnical engineering report, but
preface it with a clearly written letter of transmittal. In that letter, consider advising the
contractors that the report was not prepared for purposes of bid development and that the
report's accuracy is limited; encourage them to confer with the GeoTest and/or to conduct
'information in this document is based upon material developed by ASFE, Professional Firms Practi6ng in the Geosciences(asfe.org)
GeOTCA6T
additional study to obtain the specific types of information they need or prefer. A pre -bid
conference can also be valuable. Be sure contractors have sufficient time to perform additional
study. Only then might you be in a position to give contractors the best information available,
while requiring them to at least share some of the financial responsibilities stemming from
unanticipated conditions. In addition, it is recommended that a contingency for unanticipated
conditions be included in your project budget and schedule.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that geotechnical
engineering or geology is far less exact than other engineering disciplines. This lack of
understanding can create unrealistic expectations that can lead to disappointments, claims, and
disputes. To help reduce risk, GeoTest includes an explanatory limitations section in our
reports. Read these provisions closely. Ask questions and we encourage our clients or their
representative to contact our office if you are unclear as to how these provisions apply to your
project.
Environmental Concerns Are Not Covered in this Geotechnical or Geologic Report
The equipment, techniques, and personnel used to perform an environmental study differ
significantly from those used to perform a geotechnical or geologic study. For that reason, a
geotechnical engineering or geologic report does not usually relate any environmental findings,
conclusions, or recommendations; e.g., about the likelihood of encountering underground
storage tanks or regulated containments, etc. If you have not yet obtained your own
environmental information, ask your geotechnical consultant for risk management guidance. Do
not rely on environmental report prepared for some one else.
Obtain Professional Assistance to Deal with Biological Pollutants
Diverse strategies can be applied during building design, construction, operation, and
maintenance to prevent significant amounts biological pollutants from growing on indoor
surfaces. Biological pollutants includes but is not limited to molds, fungi, spores, bacteria and
viruses. To be effective, all such strategies should be devised for the express purpose of
prevention, integrated into a comprehensive plan, and executed with diligent oversight by a
professional biological pollutant prevention consultant. Because just a small amount of water or
moisture can lead to the development of severe biological infestations, a number of prevention
strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and
similar issues may have been addressed as part of this study, the geotechnical engineer or
geologist in charge of this project is not a biological pollutant prevention consultant; none of the
services preformed in connection with this geotechnical engineering or geological study were
designed or conducted for the purpose of preventing biological infestations.
'Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org)
GeoTeST
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copy RECEIVED
wy JUL 11 2019
BUILDING
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PROVIDE SMOOTH NON-ABSORBANT SURFACES FANSO
GAS FIREPLACES:
70, 72 IN ABOVE FINISHED FLOOR HA TY: OPERATE INTERMITENTLY: CARRON MON - OXII ALARMS, IRC 3151 RCW 19.27.53o SMOKE DETECTORS, IRC 314
SHOWER ENCLOSURE & ANY GLAZED SURFACES SO CFM or ELECTRICAL PANEL: 2015 IRC 3405 12014 NEC VERIFY DIMENSIONS REQ w/ MFGR PRIOR TO INSTALLATION. REQ`D OUTSIDE SLEEPING AREAS IN HOMES INSTALL IF BLDG PERMIT REOD
EGRESS WINDOWS, R310.1 301.6 ELl MUST HAVE
w/ LOWER EDGE Win 60 IN CONTINUOUSIl 20 CFM WORKING SPACE IN FRONT OF PANEL' 5.7 SQ FT CLEAR OPENING INSTALL PER MFGR'S INSTRUCITONS / TO ALL CODES. WITH FUEL -FIRED APPLIANCES and/or ATTACHED GARAGES. IN EACH SLEEPING ROOM BACKDRAFT DAMPER
(MEASURE VERTIHORZ FROM ANY SHOWERfTUB EDGE) LAUNDRY SAME AS BATH 30 in WIDE X 36 in DEEP. CEILING AT PROVIDE NON-COMBUSTIBLE HEARTH, FLUE & CHIMNEY. REO INSIDE BEDROOMS w/ GAS FUELED APPLIANCES OUTSIDE SLEEPING ROOMS GAS.END OUTSIDE IN
TO BE TEIMPERED/SAFETY/SHATTERPROOF GLASS KITCHEN,* OPERATE: 100 CFM or LEAST 6 � 6" HIGH. CLEAR. 44 IN. FLOOR -TO -TOP -OF -SILL: MAX 6-INCH (mfn) OUTSIDE AIR DUCTW/ OPENABLE OUTSIDE ALARMS ON EACH FLOOR. ON EACH FLOOR BACKDRAFT DAMPER
SHOWER DOOR HAVE 24 IN CLEARANCE, OPEN (5) AIR CHANGES PER HOUR. MAX HGT of BREAKERS: 6�7' NET HEIGHT CLEAR 24 IN. AIR DUCT DAMPER MUST BE HARD -WIRED/ PLUI STYLE (not I ALARM DEVISES INTERCONNECTED NO SCREENS.
OUT REQ (CAN ALSO OPEN IN) KITCHEN EXHAUST FANS PANEL GROUNDED NET WIDTH CLEAR 20 IN. INSULATED METAL CHIMNEY FLUE. MUST INSTALL IF BUILDING PERMIT REaD. Range 15 ft. per unft. ALL VENTS (MIN) 3 FT. FROM
SHOWER FLOW MAX 1.75 GPM or LESS OVER 40D CFM REQUIRE MAKE-UP AIR. NO. PANELS IN CLOSETS, BATHROOMS, REQ IN ALL SLEEPING ROOMS, VERIFY FRAMING W/ MFGRof FIREPLACE. COMBO W1 SMOKE ALARMS Cl
OTHER BUILDING OPENINGS
TOILET: 1.6 GAL MAX OVER WASHERS I DRYERS OR SINKS. HABITABLE ATTICS, BASEMENTS
I i KITCHEN FAUCET: MAX 1.0 GPM OR LESS, NO SPECIAL KEYS, LOCKS, ETC
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EXPOSED EXISTW� FRAMING: 2X4 WALLS = R-15 THE CONTRACTOR SHALL VERIFY
ALL DIMENSIONS AND CONDITIONS SEP U 12,019
6K-A� N lf- v4cAtj -nt,�� -mp-u, R101.4.3 2x6 WALLS = R-21 IN THE HUD PRIOR TO COAMUCTION RECEIVED
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PERIAAI�FQOTING DRAINS:
. BOTTOF FOOTING DRAIN TO BE 6 INCHES
BELOW INTERIOR SLAB ELEVATION.
UPPER LEWL; 64NCH DIA PERF PIPE
LOWER LEVEL' 44NCH DIA PERF PIPE.
- EMBED PIPES IN 28-INCH (MIN) CLEAN,
FREE -DRAINING MATER ALS W/LESS
THAN 5% FINES, BASED ON US No. 4 SIEVE.
* NON -WOVEN FITER FABRIC (MIRAF1 140N)
SHOULD ENVELOPE THE FREE DRAINING
MATERIAL
- NarCONNECTEDTO ROOF DRAINS.
FOUNDATION VENTING I : 150
AREA OF FOUNDATION: 11061. So FT
VENT AREA REQUIRED: SQ IN.
w2l.
VENT OPENING Win 36 INCHES of
EACH CORNER, IF POSSIBLE.
m-17
CRAWL SPACE ACCESS:
16" x 24 " CLEAR THRU FOUND WALL
18" x 24" CLEAR THRU FIN. FLOOR
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HA NDRA1LSF.---R 311.1-8—.3
.REQUIRED ON ONE SIDE OF EACH CONTINUOUS
RUN OF STAIRS WITH FOUR OR MORE RISERS.
HANDRAIL ENDS RETURNED TO WALL
AT NEWELLS OR END OF RUN.
.34-36 INCHES ABOVE SLOPED PLANE
MEASURED ALONG TREAD NOSINGS.
Typical Handrail Elevation
R311.7.8
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Type I Handrails
R311.7.8.3
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ALL STORAGE SPACES
UNDER STAIRS TO BE ixA
FINISHED .1 518"TYPEX.
STAIRS:
MIN. WIDTH: 36 in
-�� I"
MA)L RISE: 7,
MIN. RUN: 10 In.
VARIATION BETWEEN GREATESTILMT RISER,
w/In SINGLE RUN of STAIRS-. 3/8 in.
MIN. " - 6'-r (exp 3IL7.5)
OPEN REISAEDRRSOUOMmrrCELDEAT'OA4NICn' I r,
LANDINGS at TOP/BOTTOM & INTERMEDIATE TO BE
MIN. OF 36 in, AND MATCH WIDTH OF
ADJOINING STAIRS.
OPENINGS IN GUARDRAILS & HANDRARS MUST
NOTALLOW PASSAGE of a 4 IN SPHERE
(HORZRUN) a'
A 6 IN SPHERE BETWEEN RAIL, TREAD &
RISER. 4 3/8- SPHERE BETWEEN
PICKETS ON SLOPED RUN.
TRIANGULAR SPACE BETWN TREAD& BOTTOM
RAIL LESSTHAN a 6"SPHERE.
LIGHTS REC, ON ALL STAIRWAYS. SWITCH ATTOP
& BOTTOM IF MORE THAN 6 RISERS.
20(r) � IRC 311.7,312.1-3,303,6.
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Min THERMAL =8 PE. NO VAPOR BARRIER TO BE INSTA L LED
BETWEEN CEILING & UN -VENTED ATTIC ASSEMBLY. USE
TI-I I
ONLY AIR-IMPERMIABLE INSULATION. NO VENTILATION.
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L
A BUILDING
NAILING SCHEDULE
NAILS SHALL NOT BE DRIVEN CLOSER TOGETHER THAN % THEIR
LENGTH NOR CLOSER TO THE EDGE OF MEMBER THAN Y, THEIR
LENGTH. NAILING NOT NOTED BELOW OR ON PLANS SHALL BE A
MINIMUM OF 2 NAILS AT EACH CONTACT:
8d FOR 1 x MATERIAL and 16d FOR 2x MATERIAL
JOIST/ RAFTER AT ALL BEARING —TOENAIL 3 — 10d
JOIST / RAFTER TO SIDES of STUD
2 x 8 MEMBER OR SHALLOWER 3 - 16d
FOR EACH ADDITIONAL FOUR (4)
INCHES OF DEPTH 3— 16d
DOUBLE JOISTS, RAFTERS, HEADERS 2 — 16 d @ 12 'o.c.
BLOCKING BETWEEN JOISTS/RAFTERS:
TO JOtST/RAFTERS TOE NAIL EA SIDE,EA END 2 - 10d
To JOIST/RAF�ERS BEARINGS TOE NAIL, EA SIDE 2 — 10d
BLOCKING BETWEEN STUDS, TOE NAILS, EACH END 2 — 10d
BUILD-UP CORNER STUDS l6d @ Ir o.c.
2' SUBFLOORTOJOIST/GIRDER, BLIND / FACE NAIL 16d @ 16" o.c.
Top PLATE / SOLE PLAE TO STUD, END NAIL 2 — 16d @ 2 x 4
3 — 16d @ 2 x 6
TOE NAIL 4-8d ;
E NAIL 16d @ Ir o.c.
DOUBLED STUDS, FAC
DOUBLED TOP PLATES, FACE NAIL 2 -16d @ 16' o.c.
Top PLATES, LAPS MIN) FACE NAIL 12 -16d
TOP PLATES, INTERSECTIONS, FACE NAIL 2-16d
CONTINUOUS HEADER TO STUD, TOE NAIL 4-8d
CEILING JOISTS- LAPS OVER PARTITIONS, FACE NAIL 3 — 16d
CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL 3-16d
CEILING JOIST LEDGER -FACE NAIL TO STUDS
2X4 and 2x6 2-16d
2x8 andupto2xl2 3-16d
LEDGER TO STUDS
2 x 8 MEMBER or SHALLOWER 3-16d
FOR EACH ADDITIONAL2" 1-16d.
SMOKE DETECTORS IRC 314
ALL NEW CONSTUCTION / REMODELS REQUIRING A PERMIT
MUST INSTALL APPROVED UNITS.
LOCATIONS: IN EACH SLEEPING ROOM
OUTSIDE SLEEPING AREAS (HALL)
ON EACH FLOOR —INCLUDING HABITABLE
ATTICS/ BASEMENTS.
GARAGE OPTIONAL, BUT RECOMMENDED.
RANGE OF UNITS: ABOUT 15 FT.
ALARM DEVISES INTERCONNECTED SO ALL ACTIVATED TOGETHER
NEW CONSTRUCTION REQ. WIRED TOGETHER.
REMODELS, ALTERATIONS, ADDITIONS: CAN BE BATTERY
OPERATED.
CARBON MONOXIDE ALARMS IRC325.1/RCW19.27.530
REQUIRED OUTSIDE SLEEPING AREAS IN HOMES *ATH+UEb+4PcE9'
APPLIANCESAFA �N ALL FLOORS.
REQUIRED IN BEDROOMS WITH GAS FIRED APPLIANCES, LIKE
FIREPLACE
MUST BE HARD -WIRED/ PLUG-IN NOTBATTERY.
COMBO WITH SMOKE ALARMS: OK
PERMIT= INSTALLATION
EkEPTION! IF OWNER OGGUPIED BEFORE 4/26i2009-.—
MUST INST-Ahl: BFFGRF-&��-
TRUSS NOTES
. ST RESS ANALYSIS/DRAWINGS/DETAILS SHALL BE STAMPED BY AN
APRROVED STATE OF WASHINGTON REGISTERED ENGINEER.
* PRE -MANUFACTURED TRUSSES SHALL BE IDENTIFIED BY
MANUFACTURER'S STAMP
* USE APPROVED / APPLICABLE RUSS SUPPORT HANGERS.
* ALL ROOF TRUSSES SHALL BE SO FRAMED AND INTO THE
FRAMEWRK SO AS TO FORM AN NTEGRAL PART OF THE WHOLE
BUILDING. ROOF TRUSSES SHALL HAVE JOINTS WELL-FrTTED AND
SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE
ANY LOAD IS PLACED UPON THE TRUSS. DIAGONAL/ SWAY
BRACING SHALL BE USED.
* ENGINEERING DATE /DETAILS SHALL BE APPROVED BY THE
BUILDING OFFICIAL BEFORE ANY FIELD CUT OR TRUSS
ALTERATION.
* FIELD IDENTIFICATION OF LIGHT METAL PLATE -CONNECTED
TRUSSES IS REQUIRED. INFORMATION BRANDED, MARKED OR
OTHERWISE PERMANENTLY AFFIXED TO EACH TRUSS SHALL
CONTAIN THE FOLLOWING:
IDENTIFICATION OF TRUSS COMPANY
THE DESIGN LOAD
THE TRUSS SPACING.
WSEC 2015
WASHINGTON STATE ENERGY CODE
MARINE ZONE 4:
V.Zf>
WINDOWS (VERICAL) W-30 MIN
SKYLIGHTS U. 50
CEILING R 49 (R 38 w/ RAISED HEEL/
Or STICK FRAMED)
WOOD FRAME WALL R21
FLOOR *4G R-112e)
BELOW GRADE WALL 10/15/21 int +TB
SLAB ON GRADE R 10
R 10 CONTINUOUS UNDER HEATED SLAB.
R 10 CONTINUOUS AROUND EXTERIOR 24 IN
ATTIC DUCTS R 8
R-10 CONTNUOUS INSULATION ON EXTERIOR OF WALL or R-15
CONTINUOUS INSULATION ON THE INTERIOR OF WALL or R-21 CAVITY
INSULATION PLUS THERMAL BREAK BETWEEN SLAB and BASEMENT WALL
ATTHE INTERIOR OF BASEMENT WALL
10/15/21/+TB:
RIO CONT. INSUL ON THE EXTERIOR OF WALL
or R 15 ON THE CONTINUSOUS INSULATION OF THE INTERIOR OF WALL
or R 21 CAVITY INSULATION + THERMAL BREAK BETWEEN SLAB -
BASEMENT WALL AT INTERIOR OF BASEMENT WALL
or R13 CAVITY INSULATION ON INTERIOR OF BASEMENT WALLS PLUS
R 5 CONTINUOUS INSULATION ON INTERIOR/EXTERIOR OF WALL
R13MEANS: R 10 CONT INSULON THE INTER/EXTER OF HOME
or R 13 CAVITY INSUL AT THE INTER. OF BASEMENT WALL
10 / 13 MEANS R-10 CONTINUOUS INSULATION ON THE
INTERIORIEXTERIOR OF THE HOME or R 13 INSULATION ATTHE INTERIOR
OF THE BASEMENT WALL
TB, MEANS THERMAL BRE4K BETWEEN FLOOR SLAB /BASEMENT WALL.
BELOW GRADE INSULATION OPTIONS
WSEC 2015 R 402.2.8
. K
60941.0 Tyr
IZ-21
P-10
rluLL o' r-ULL-
14C."r vlr2 HAT
10
WOOD CONSTRUCTION
STUD: 2x4,2x6,3x4,3x6 HEM -FIR
SILL PLATE: 2x4,2x6,3x4,3x6 HEM -FIR
POST/COLLIMN 4x DOUG FIR #1
POST/COLUMN 6 x DOUG-FIR #1
JOISTS 2x8to2xl2 HEM -FIR #2
BEAMS/HEADERS 4 x6 to 4 x 12 HEM -FIR #1
GLU-LAM BEAMS (GLB): topfiber bott fiber stress Fc
24F-V4 1200psi 2400 psi
24 F-V8 2400 psi 2400 psi
PARALLAMS (PSL) 2900psi 2900 psi 2900 psi
ROOF SHEATHING* 15/32 " DOC PS-1/PS-2 APA RATED
32/16 SPAN RATING w/ EXPOSURE I GLUE.
SUB -FLOOR SHEATHING: % "DOC PS-l/PS-2APA RATED
STURD-1-FLOOR 24 IN O.C.
WITH EXP 1 GLUE.
WALL STURCURAL PANELS: SEE ENGINEERING FOR THICKNESS.
• USE QUALITY WOOD MEMBERS WITH NO SPLITS, KNOTS
* METAL CLIPS, ETC TO BE SIMPSON STRONG TIE. NAILINGPER
MANFACTURER.
• SEE ENGINEERING NOTES FOR BOLTS.
• ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE
TREATED, PER AWPA STANDARDS FOR WESTERN SPECIES. BOLTS,
NUTS & SCREWS USED IN EXTERIOR APPLICATIONS/PRESSUK
TRETED MATERIAL SHALL BE HOT -DIPPED GALANIZED (ASTIVI
A153)OR STAINLESS STEEL HOLD DOWN DIVICES COATED WITH
CORROSION PROTECTON PER ASTIVI A123.
CONCRETE
COMPRESSION IN 28 DAYS SACK MIX
SLAB -ON -GRADE 3000 PSI
(INTERIOR)
SLAB -ON -GRADE 3000 PSI 5%
(EXTERIOR)
BASEMENT WALL 2500 5%
FOOTINGS 2500 5 Y2
CONT. FOOTINGS 2500 5%
REBAR:. It-c-P-
#4 OR LESS GRADE-0 aD
#5 OR GREATER GRABE60
DEFINITIONS
FOOTING: FOUNDATIONAL SUPPORT, USUALLY MASONRY.
LIVELOADS: LOADS PRODUCED BYUSE/OCCUPANCYOF
STRUCTURE.
DEADLOADS: WEIGHT OF ALL MATERIALS OF CONSTRUCTION
MCDRPORATED, INCLLIDING FLOORS, ROOF, WALLS
ETC. NOTFURNITURE.
ROOF LIVE LOADS: DURING MAINTENTANCETHE LOAD PRODUCED
I BY WORKERS, EQUIPMENT, MATERIALS.
FRAMING: SKELETON OF BUILDING, INTERIOR& EXTERIOR WALLS,
FLOORS, ROOFS.
PLATE: HORIZCNTAL FRAMING MEMBER ATTOP/BOTTOM OF
WALL STUDS.
STUD: VERTICAL MEMBER OF FRAME WALL, AT ENDS AND
EVERY 16 OR 24 INCHES ON CENTER.
JOIST: ONE OFA SERIES OF PARALLEL FRAMING MEMBERS
THAT SUPPORT A FLOOR OR CEILING.
DESIGN CRITERIA
GENERAL CONSTRUCTION NOTES:
0
r-J m
CONSTRUCTION TYPE: VB
ALL WORK MUST COMPLY WITH ALL CURRENTLY ACCEPTED CODES:
000 E
OCCUPANCY: R3
201S INTERNATIONAL BUILDING CODE (IBC)
CA O�
_c
SEISMIC DESIGN Dl
2015 INTERNATIONAL RESIDENTIAL CODE (IRC)
V) @j
WIND SPEED 85/110 MPH
and - ALL OTHER APPLICABLE MECHANICA L/SAFETY CODES.
0 C
Z z w
EXPOSURE B/C
0
SNOW LOAD 25 PSF
1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO
Lu 0
FROST LINE DEPTH 18 INCHES
THE REQUIREMENTS OF THE DRAWINGS, SPECIFICATIONS AND
WINTERTEMP 17 degrees
NOTES.
: c�
ICE BARRIER REQ No
2. DIMENSIONS ARE TO FACE -OF-FRAMING. DO NOT SCALE
UJI
w
z
ANNUAL MEAN TEMP 49 degrees
DRAWINGS. FIELD VERIFY BEFORE CONSTRUCTION or
ASSUMED BEARING
ORDERING SPECIFIC MATERIALS.
cn uj
SOIL 2000 PSF
3. VERIFY EXISTING CONDITIONS, GRADES AND DIMENSIONS AT
(AT NEW FOUNDATIONS)
I
THE SITE. LOCATION OF BUILDING ON PROPERTY LIES WITH
<
rq Ln
THE OWNER/CONTRAcrOR. BUILDING PERIMETER AND FLOOR
Ln cq
LD
GRAVITY LOADS
ELEVA11ONS SHALL BE ESTABLISHED. BUILDING SET -BACKS
AND HEIGHT RESTRICTIONS COMPLIANCE SHALL BE VERIFIED
ROOF DEAD LOAD 15 psf
BY CONTRACTOR.
IiiOOF LIVE LOAD 25 psf
4. LICENSED SURVEYOR SHALL VERIFY EXCAVATIONS/HEIGHTS IF
FLOOR DEAD LOAD 15 psf
REQUIRED/NEEDEb.
FLOOR LIVE LOAD 40 psf
S. COMPETENT EXPERIENCED MECHANICAL ENGINEER, LICENSED
BALCONY LIVE LOAD 60 psf
CONTRACTOR OR PLUMBER SHALL DESIGN THE PLOMBING,
PARTITION LOADS 10 psf
HEATING, VENTILATION, SPRINKLER AND AIR CONDITIONING
SYSTEMS. PERMITS FOR ALL WORK BEFORE BEGINNING.
6. FURNACE & WATERHEATERS: INSTALL PER WSEC, IRC OR
LOCAL CODES. WHEN GAS APPLIANCES LOCATED IN GARAGES
ALL PILOTS, BURNERS, SWITCHES LOCATED A MIN. of 18
INCHES ABOVE FINISHED FLOOR. PROVIDE SYSTEM FOR
2015 IRC
ADEQUATE COMBUSTION AIR. SUCH APPLIANCES IN GARAGES
_91MC
TO BE PROTECTED FROM DAMAGE WITH BOLtARDS/BARRI�RS.
2 01
2015-IFC FIRE CODE
7. Ducr ALL PANS, VENTS, DRYER, RANGE HOODS T:TSIDE.
2
INSULATE IN UN -HEATED SPACES. CHAP 17
S. KITCHEN VENT FANS OVER M TO BE PkW D WITH
39!ffCF D
z
_3_1&WSEC
2011 NAT ELEC CODE
WA STATE AMENDMENTS
MAKE-UP AIR AT APPROX. THE SAME EXHAUST AIR RATE.
M1503.4
9. WHERE REQ ROOF/FOOTING DRAINS SHALL BE TIGHT -LINED
SEPARATELY TO APPROVED DISPOSAL. STORM DRAINAGE
CONTROL SHALL MEET THE REQ. OF THE ENGINEERING DEPT
STANDARD PLAN FOR THE JURISDICTION GOVERNING THE
CONSTRUCTION SITE.
10., PROVIDE FURRINGS, AS REQTO CONCEAL MECHANICAL/
ELECTRICAL WORK IN ALL FINISHED AREAS. OBSERVE CODES
FOR FIRE BLOCKING, INSULATION FOR SITE.
11. VERIFY TYPE, MANUFACTURER AND LOCATION OF ALL
i
PLUMBING FIXTURES, FAUCETS, DOORS, WINDOWS, CABINETS,
HARDWARE, LIGHT
12. ING FIXTURES& APPLIcANCES WITH OWNER PRIOR TO
PURCHASE/ INSTALLATION.
13. IN SEATTLE PROVIDE DEAD BOLT CATCH/ APPROVED
LOCKING DEVICE PER SEATTLE BUILD. CODE.
14. OBSERVATION VISITS TO THE SITE BY DESIGNER/
REPRESENTATIVES SHALL NOT BE CONSTRUED AS INSPECTION
NOR APPROVAL OF CONSTRUCTION.
15. ALL WORKERS ON -SITE SHALL BE KNOWN TO CONRACOR
AND THEIR SAFETY A FIRST PRIORITY.
16. WHEN IN DOUBT ... ASKM
'WHENEVER POSSIBLE USE
AMERICAN MADE ]PRODUCTS
IN YOUR CONSTRUCTION PROJECT.
KEEP OUR FELLOW CTTIZENS WORKING.
LIST OF AMERICAN MANUFACTURERS
AVAILABtJfbN REQUEST.
—A
CALL BEFORE YOUDIG. DIAL 811.
www.calibeforeyoudig.com
JUL j 2019
GENERAL NOTES
FRAMING NOTES
E]
thing in this permit approv process shall be interpreted as allowing or
0 in 7
th nance,
itting the maintenance ofany currently existing illegal, nonconforruing,
Hardware and fasteners in contact with preservative -treated wood shall be
hot -dipped zinc galvanized steel, stainless steel, silicon bronze or copper.
unpennitted building, structure, or site condition which is outside the
in
U it g
!t tic ti
s�c2pee of the permit 1 application, regardless of whether such building,
app
0 i .
hire on it s shown on the site plan or drawing. Such building,
structure, or condition is
ine, or .0 - ion may be the subject ofa separate enforcement action.
structure, or condition may
IRC R3173.1 IBC 2304.12
sts 'to grade and all wood exposed
less than 18" and beams less than 12'
Eweather shall be preservative -treated or naturally resistant to decay.
C IBC 2304.12
Sound/noise originating from temporary construction sites as a result of
oists shall have not less than 1,1 inches bearing oil wood or metal and I
El
construction activity are exempt from the noise limits only during the hours;
of7:00ain to 6:00pro on weekdays and I 0:00ain and 6:00pm on Saturdays�
excluding Sundays and Federal Holidays. At all other times the noise
originating from construction sites/activitic t th .
� I - �
'inches on concrete. Joists shall be prevented from rotating at the ends and
intermediate support by approved hangers, 2 inch nominal blocking, or
attachment to a rim board. IRC502.6/502.7
117oundation cripple walls shall Fe framed of studs �ot less in -size than the
unless a variance has been grame .
�urisifictien. T6 design professional shall prepare drawings as required for
notirovid. IBC 107.4 ' I
lCoTtructij!o, Failure to properly post house/building numbers may result in
ino inspection by the City inspector. Curb signage is not acceptable.
nddress numbers (4- Inte. M. & Z mm. it_rokewidWFsha11 -beposted to be]
. iniv vkihle from the strect or road ftonting the moverty. 11RC R319 I
LIFE SAFETY NOTES
Smoke alarms shall be * led in each sleeping room, outside of each
separate sleeping area in the immediate vicinity ofthe bedrooms, and on
each level (including basements and habitable attics) in new construction
and in existing dwellings when alterations, repairs or additions requiring a
permit occur. Smoke alarms shelf be hard -wired with battery backup, and
when more thim one smoke alarin is required within an individual dwelling
unit they shall be interconnected. Discuss exceptions to the power source
uirements with the Building Inspector. IRC R314 rBC907.2.11.2_
arbon monoxide alarms shall be installed outside of each separate sleeping
area in the immediate vicinity ofthe bedrooms and on each level in now
construction and in existing dwellings when alterations, repairs or additions
requiting a permit occur, or when one or more sleeping rooms are added or
created. IRC R315
Handrails aidd jWd-s e capable ofresisting a concentridea load o 20
pounds per square foot applied in any direction at any point along the top.
Guaird in -fill components must be capable ofresisting 50 pounds per square
foot. Ill Table R301.5 IBC 1607.8
fGdrails -shall be continnao-us through stair flights ofrour or more i1se
without interruption by newel posts (unless at a turn) or other obstruc
and return to a wall, newel post, or safety terminal. The grip -size shall be
Tvi)eIorllorof.equivatentgraspablity. IRC311.7.8
Provide one operable escape window in the basement� habitable attle, and in
each sleeping room meeting all ofthe following requirements:
-An operable area ofnot less than 5.7 sq. ft. (5 ft' for grade floor opening)
-A minimum clear opening height of`24 inches
-A minimum clear opening width of`20 inches
-No more than 44 in. between finished floor and bottom of the clear operaing
-Escape windows located under decks or porches must have a path 36 inches
in heightto ayard or court. R310
The greatest rise, heigl t TvIthm any flight of stal or the greatest tread depth
fl
glltof_
within any flight of stairs shall not exceed the smallest by more than 3/8
-L C 11, .5.1
�r!q&CIRCR311.7.5.1 IRCR311.7.5.2 IBC1009.7.4
FOOTINGS/FOLN-DA:1101NS
. g drains are required around coneretefmasonry foundations that retain
earth and enclose habitable or usable spaces located below grade, or for
crawl spaces when a minimum 6 inch slope within the first 10 feet ofthe
foundation wall is not achieved. A separate footing drain inspection by the
Building In!pector is required. IRC R401-3 IRC R405.1
slab -on -grade tloors shall be a minimum 3.5-mch thick concrete over a 6
mil vapor barrier and 4-inch base of sand/graveYetc. There shall be a
thermal -break for slabs inside a foundation wall, and if the slab is less than
24" below the exterior grade, 24" wide R- 10 perimeter insulation must be
provided. Slabs used as part ofahydronic heating system shall have R-10
insulation provided throughout the entire slab area.
IRC R506 wsEC R402.2.9 WSEC Table Il __J
Vertical rebar must be hooked and tied in pliecat time of footling inspection.
Maintain minimum 3" clearance to earth, 1-1/2" to form -work for
reinforcement. R403.1.3
Anchor bolts shall be at feast Vi --inch in diameter and extend 7 inches into
concrete. There shall be a minimum oftwo bolts per plate, with one bolt
within 12 inches but not closer than seven bolt diameters from the end ofthe
plate. The bolt spacing shall not exceed 6 feet o.c. and shall have a nut and
3"x3"id).229" washers unless engineered. IRC R403.1.6
761
I
X
'a
4 feet in height shall be framed ofstuds having the
ie required for an additional story. Cripple walds studs less than 14 inches
height shall be sheathed on at least one side with a wood structural panel
it is fastened to both the top arid bottom plates in accordance with Table
iO2.3(l), or cripple walls shall be constructed ofsolid blocking. Cripple
ills shall be supported on continuous foundations. IRCR602.9
lot to the firming inspection, the building must be dried in with a
infirmin of rocifing, windows, and siding paper installed.
ange and must be followed correctly. Ifthe truss manufacturer requests
change, in part or in whole, the layout shown, they must contact the
architect(designer to ensure that the structural design ofthe building is
maintained. Ifthe layout shown is changed, in part or in whole, the Builid
Division requires new engineering calculations and must approve the
changes prior to the installation ofthe roofsheathing.
stud width. Non -bearing wall studs may be notched <40% and bored
% ofthe stud width. Any bore located <5/8" from the stud face is
sideredanotch. Rafters andjoists maybe notched in the outer thirds of
span with a maximum notch depth 1/6th and a notch width 113rd the
th ofthe member. Rafters andjoists may be bored up to 1/3rd the depth
lie member no closer than 2" to each edge or to another bore. Top plates
-hed or bored >5.011. ofthe kvidth must have a 16ga. strap, 6 inches past
fastened with 8-10d nails at each side ofthe� opening.
R502.8 IRC 11602.61 IBC 2308
ic access openings are required for buildings with combustible ceiling or
fconstruction over an area >30 sq. ft. and with a 30" vertical space
veen ceiling and roof firaining; members. The rmigh-framed opening
11 be 22',x30" and located -;i a hallway or other readily accessible
nion. The access cover shall be weather-stripped and insulated to a level
at to the surrounding surfhccs. IRC R807-1 WSEC 402.2.4
c ventilation openings shadnot be less thim, 11150 ofthe area ofilie-
,e ventilated. it may be reduced to t/300 ifat least 50 percent and not
-e than 80 percent ofthe required openings are at least 3 feet above the
a vents with the balance provided by the eave vents. The net free
;s-ventilation area may also be reduced to 1/300 when a Class I or 11
or barrier is installed on warm -in -winter side ofthe ceiling. IRC R806.2
��s �aH be provided fur all under -floor spaces. Openings through the
or shall be a minim unt of .1 8"x24". The access cover shall be
rther-stripped and insulated to a level equal to the surrounding surfaces.
,nings through a perimeter wall shall be a minimum of 16"x24".
7 R408.4 WSEC Il
wl space ventilation openings shall not be less than 1/300 ofthe area f
space ventilated. Required openings shall be evenly spaced to provide
is ventilation. One side may have no openings. The use ofwood or
at louvers can reduce the net free area to below that required - see
407.10. IRC R4081
ECHANICALNOTES
appliance(s). The minimum required volume per the standard method is 50
cubic feet per 1000 BTU/hr. Where exhaust fans, clothes dryers, and
kitchen ventilation systems interfere with the operation ofrappliances,
makeup air shall be provided. Fuel-firod appliances shall not be located in E
sleeping rooms, bathroorns, toilet rooms, or storage closets unless specific
installation requirements are met. IRC G2406.2 G2407.4 G2407.5.1
IFGC 303.3 304.4 30LS
mings/grilles into other spaces may be used to meet the requirements.
ier limitations may arise ifa gas dryer is installed. IMC504.5
407.4 G2407.9.1
fer ducts shall terminate outside ofthe building, 3 ft. from any openings
� the building. The termination shall have a backdraill: damper and no
cen. The dryer duct shall be a mininlum.016-in. (27 ga.) thick, a
airman 4 inches in diameter, have a smooth interior finish, have sections
ried with the insert end in the direction ofairflow without the use of
tencra, be supported at 4 ft. intervals, and secured in place and protected
nad plates that extend 2" above/below bottom/top plates. Thejoints shal
sealed with UL181A listed mastic or tape. Dryer duct maximum lengths
; 25 ft. for electric and 35 ft. for gas with deductions for fittings (or
ed/length per manufactimer). Ifconcealed, the equivalent length ofthe
,t shall be permanently labeled or tagged within 6 & ofthe dryer
UMBJLNU rNUJLJP;b
Fixtures installed on a floor level that is lower it= the next upstream
manhole cover ofthe public or private sewer shall be protected from
backflow ofsewage by installing an approved type ofbackwater valve.
Fixtures on floor levels above such elevation shall not discharge through the
backwatervalve. UPC710.1
Vent all plumbing fixturies �ugh the roofper UPC 906.0 or with a loop
vent per UPC 909.0. Air admittance valves are not permitted unless first
Water heaters installed in attics, attic -ceiling assemblies, floor -ceiling
assemblies or a floor/sub-floor assembly, where damage may occur from a
leak, shall be installed in a watertight pan made of corrosion -resistant
materials. The pan shall have a minimum I/V drain and the drain shall
terminate in a visible location. The drain cannot empty into the crawlspace
beneath abudding. Discharge from areliefvalve into a water heaterpan
fbr all tubs. The tempering valve may also be installed at the water
,. UPC 409
L-J marnifacturer's installation specifications. UPC 409.6
Showers 11 be a minimum oll square inches and be capable of
encompassing a 30 inch circle. The shower receptor shall have a finished
dam, curb, or threshold between 2" and 9" above the top ofthe drairt. The
floor ofthe shower shall slope a minimum ofW and a maximum of/2".
Lining materials for built-up showers and shower seats shall be sloped,
extend upward 3" above the horizontal surface, and over the top ofthe dam
orthreshold. Shower receptors shall be tested by filling with water to the
top ofthe rough threshold while plugged at the dran. Protecttheweep
holes in the sub -drain E!Mping ring clogging. UPC 40&5 - 408.7
�Lwo b ' Idingshut-offrequired on water supply line. Ull
t
a: heate, must be seismically anchored or strapped at points within
the upper one-third and lower one-third ofits vertical dimensions. At the
n lower point, a minimum distance of`4" must be maintained above the
controls with the Ltrapping. UPC 507.2
LJIVent hot water tank reliefvalve direcLy to the outside. Ull
111 pressure absorbing devices (e.g. air chambers, mech. devices, 1�er
arreston) shall be accessible or installed vff manufacturer. UPC609.10
A JUXJU level worKing space snau no provioxxi in rrorn or ule control sice
to service appliances. In attir,?,and underfloor areas, a passageway a El
minimum of 30 inches high and 20 inches wide traveling not more than20
feet from the access shall be provided. A 24 inch wide solid pathway shall
El be provided in attics. A switch -controlled luminaire is required at the
passageway opening and a receptacle outlet at or near the appliance. A El
means of electrical disconnect is required within sight ofthe appliance or the
breaker is to be capable of being locked in the open position.
IRC IMC 306 NEC 422.31(B)
of>400cfin installed or required by the range or
D ist be provided with makeup air equal to die
503.4 IMC 505.2
romic heating system piping shall be tested at luo psi water pressure or
times the operating pressure, whichever is greater, for a minimum of 15
ges. Piping embedded in concrete shall be pressure tested prior to the
ing ofconcrete and be maintained at operating pressure during concrete
ement. The test must be observed by the Building Inspector prior to
-reteplacement. Note: a means ofproviding outdoor air per HtC-
3.4, M1507 and IMC 403.2 is required. IMC 1208 - 1209
igerant circuit access ports located outdoors shall be fitted with
ina-tvoe tamt)cr- resistant caris. HtC M1411.6 IMC 1101.10
1:
FIRE -RATED CONSTRUCTION
Dwelling/garage separation shall be maintained by installing 11Y' gypsum
wallboard on the garage side from the foundation to the underside ofthe
roofsheathing. Ceiling ofgarages with habitable space above shall have
518-inch Type X gypsum wallboard attached with 1-7/8 inch 6d coated nails
or equivalent drywall screws and the structural elements supporting the
ceiling protected with 1/2 gypsum wallboard. Enclosed accessible space
under staim shall have walls, under -stair surface and any soffits protected on
the enclosed side with YP gypsurn wallboard. Water resistant gypsum shall
,�x used as a tile backing board where there will be direct exposure to
, or in areas subject to continuous high humidity (showers, etc.).
C C I
R302 IRC R702.3.8.1
JFire sprinkler systems shall be extended, altered, or augmented as neces,J
main and continue protection whenever the building is altered,
odeled, or added to. EFC901A
Fireblocking shall be provided to cut offall concealed draft openings (both
vertical and horizontal) and to form an effective fire barrier between stories,
and between a top story and the roofspace. Fireblocking shall be provided
in wood-firame construction in the following locations:
1) In concealed spaces ofstad walls and partitions, including furred spaces
and parallel rows ofstuds or staggered studs as follows:
1.1 Vertically at tile coding and floor levels.
I I Horizontally at intervals nor exceeding 10 feet
2) At all interconnections between concealed vertical and horizatital spaces
s such as occur at so Is , drop ceilings and cove ceilings,
o
11 In concealed spaces between stair stringers at top and bottom ofthe run.
At openings around vent, pipes, and ducts at ceiling and floor level, with
approved material to resist the free passage offlarne and products of
combustion. For additional requirements see IRC 302.11
Drdbtrips shall be instWalled combustible constructiri.where there is
usable space both above and below the concealed space ofa floor/cciling
assembly, so thatthe am ofthe concealed space does not exceed 1000 sq,
ft. and shall divide the space into approximately equal areas. Where the
assembly is enclosed by a floor membrane above and a ceiling membrane
below, drititstopping shall be provided in floor/ceding assemblies under the
following circumstane a:
I Ceiling is suspended under the floor donning.
2.171= firaming is constructed oftnuis-type open -web or perforated
members.
DrIfistOPPing materials shall not be less thati V2 inch gypsum board, 3/' inchl
'WW panels or other approved materials adequately a -upporte andl
r d
k:d -
alt:parallel to th. floor fianning members. MC R302.12
obs�rved by the Building Inspector on site. The agentleontacto, shall set ul
the equipment (tramit(budders level), establish the datum point, and the
point ofaverage grade. These items must be consistent with the approved
E] plans. Ifthe proposed height ofa building (as shown on the plans) is within
12 inches ofthe maximum height permitted for the zone, an elevation surve,
is required. An elevation survey consists offlueo components to be
conducted by a licensed surveyor. 1) prior to construction, the surveyor
shall establish average grade as specified in ECDC 21AO.030, and shall
establish a reference datum point thatwill be undisturbed and can be freely
accessed. 2) The surveyor shall locate the elevation ofthe first floor prior tc
the City under -floor inspection. 3) A final letter ofheight confirmation shal,
be provided !ipon compiled offlue structure
A survey may be required prior to the i�� val ��pectilm ATifthe
Building Inspector is unable to verify setbacks. Lot line stakes should be in
place at the time ofthe foundation inspection and established property pins
Ishould be made visible.
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GENERALSTRUCTURALN
GENERA ALL CONSTRUCTION SHALL CONFORM TO THE INTERNA -IONAL BUILDING CODE (IBC), 2015 EDITION,
OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION.
DESIGN PARAMATER—S
WIND:
NOMINAL WIND SPEED - 85 MPH RISK CATEGORY 11
ULTIMATE WIND SPEED - 110 MPH IMPORTANCE� I = 1.0
WIND EXPOSURE, B K� = 1.00
SEISIMIC:
EQUIVALENT LATERAL FORCE PROCEDURE
IMPORTANCE, le = 1 .0
Ss = 1.298
SITE CLASS, D
81 = 0.510
SEISMIC DESIGN CAT., D
S.� = 0.87
SE S. FORCE RES. SYS, A. 15.
= 0.51
DE1;IGN BASE SHEAR = 8057 lbs
C�=0.13
RISK CATEGORY 11
R = 6.5
LIVE LOADS:
ROOF 25 PSF (SNOW) (15 DL)
FLOOR 40 PSF (10 DL)
DECKS 60 PSF (15 DL)
INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY I UILDING DEPARTMENT FOR INSPECTIONS
REQUIRED BY LOCAL JURISDICTION.
SOILS REPORT NOT PROVIDED.
FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 F SF BEARING CAPACITY. BOTTOM OF
EXTERIOR FOOTING SHALL BE V-6- MINIMUM BELOW OUTSIDE FINIS -`IED GRADE.
COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL-GF ADED, GRANULAR SOIL, FREE OF ORGANIC
MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LC OSE LIFTS AND COMPACTED TO A MINIMUM
OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557
TEST PROCEDURES ' I
CONCRETE f� = 2500 PSIMINIMUM 5% SACKS OF CEMENT PER CUBI '� YARD OF CONCRETE AND A MAXIMUM OF
6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SL JMP IS 4�'. SEGREGATION OF MATERIALS
TO BE PREVENTED. I
REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DI -FORMED BARS, AND #3 AND #4 BARS SHALL
BE GRADE 40, IN ACCbRIJANCE WITH ASTM A-615. LAP SPLICES 32 IAR DIAMETERS. WELDED WIRE FABRIC
SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6 - W1.4 XW1.4. LAP ONE FULL MESH AT SPLICES..
TIMBER FeRAMING SHAL�. MEET THE FOLLOWING MINIMUM STANDAI �DS:
BEAMS AND POSTS (4)�__ AND GREATER):DF-L#2
JOISTS / STUDS (2x-): HF#2 I STUD
GLUE LAMINATED BEAMS (GLB) 24F-V4 (24F-V8 AT CANTILEVE �S)
PARALLAM BEAMS (PSL) 2.OE UNO
2)�_ TIMBER SHALL BE KIL N DRIED. GRADES SHALL CONFORM TO W WPA GRADING RULES FOR WES TERN
LUMBER", LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED It ACCORDANCE WITH THE T.P.I. AND THE
IBC. ALL CONNECTIO NS �ER IBC TABLE 2304.9.1.
ROOF DIAPHRAGM INSTALL MINIMUM 112"CDX PLYWOOD (32116) OF 7116"OSB SliEATHING. NAIL ALL
SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6- O.C, AND INTE RIOR SUPPORTS WITH Eid AT 12"O.C.;
BLOCKING NOT REQUIRED.
FLOOR DIAPHRAGM INSTALL MINIMUM 23132" T&G STURD-1-FLOOR (24oc) SHEATHING. GLUE AND NAIL ALL
SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6"O.C.; AND INI ERIOR SUPPORTS WITH 10d AT 12" D.C.,
BLOCKING NOT REQUIRED.
MISCELLANEOUS THE C�NTRACTOR SHALL VERIFY DIMENSIONS At ID CONDITIONS AT JOB SITE. THE
CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS
AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWIN ' 3S. PRE -FABRICATED ITEMS TO BE
JRER'S RECOMMENDATIONS.
NOTE: DECK WATERPROOFING
TO BE PROVIDED BY OTHERS
SHEAR WALL PER PLAN
BASEPLATE NAILING PEI
SW SCHEDULE
3'/,Xl 1% PSL FLOOR BEA A
2xl 2 LEDGER W/ (2) ROY S 1/2"
DIAM LAG SCREWS @ 12 - OC
(2" MIN. EDGE DIST)
FLOOR FRAMING PER PLJ N
HU212 HANGERS TYPICAl
DECK FRAMING PER PLAI I W1
DECK DIAPHRAGM PERT _OOR
DIAPHRAGM'STRUCTUR/ L
NOTES
1WPET1
._,W
NOTE: DECK WATERPROOFING
TO —BE PROVIDED BY OTHERS
Date: 4130/2019
SHEARWALL SCHEDULE
lob#-. 1046
SHEATHING - APPLY TO
SHEATHING EDGE NAILS '(5)
BASE PLATE
ROOF TO TOP PLATE,
SILL PLATE ANCHORS wl
MARK
*(2)
2x HF STUDS @ 16"o/(�
ALLEDGESE)LOCKED
NAILS -(5)
FLOOR TO TOP PLATE
3" x 3" x 1/4" WASHERS 18)
U.N.O. BELOW -(9)
(do not peutmte past flusb)
& SILL PLATE *(6)
SW-1
7/16" OSB
8d @ 6" o/c (12" o/c field)
16d @ 12 o/c
H2.5 @ 24 " ok
orA35(a)24 "o/c
5/8"0xl0"AB's@ 60"ok
SW_2
7/16" OSB
Sill @ 4" o/c (12" o1c field)
16d @ 4 o/c
A35 @ 16 o1c
5/8"OxI0"AB's@ 48"o/c
Date: 4/30/2019
HOLDOWN SCHEDULE
Job #: 1046
HOLDOWN
FASTENERS'I
COMMENTS
(2�-STIJDS MIN U.N.O.
ANCHOR -(1)(4)
R
/—s-
T-1
STHDIO/IORJ
(28) - l6d
I -
I Ni/.
SHEAR WALL AND HOLDOWN NOTES
(1) HOLDOWNS TO BE SIMPSON OR EQUIVALENT WHERE EQUIVALENT IS PERMITTED.
LOCATE HOLDOWNS AT ENDS OF SHEARWALLS, UNO. INSTALL PER
MANUFACTURER RECOMMENDATIONS FOR FOUNDATION MINIMUM END DISTANCE AND
EMBEDMENT. EXTEND, THICKEN, DEEPEN, ETC. FOUNDATION TO MEET THE
MANUFACTURERS SPECIFICATIONS.
(2) CONSTRUCT CRIPPLE WALLS AND PONY WALLS TO MATCH SPECIFICATIONS OF THE
SHEAR WALL ABOVE. CONSTRUCT GABLE END WALLS TO MATCH
SPECIFICATIONS OF THE SHEAR WALL BELOW. CONSTRUCT CLERESTORY WALLS PER
SW-1, UNO. ALL EXTERIOR WALLS TO BE CONSTRUCTED PER SW-1, UNO.
(3) 3X OR DEIL2X SILL PLATE REQUIRED.
(4) USE THREADED ROD AND COUPLER AS REQUIRED.
(5) COMMON NAILS, U�O: 8d=0.131"XT/2"
10d=0,148"x3"
12d = 0.148" x 3%"
16d=0.148"xT1." v
(6) INSTALL H1 CLIPS AT EACH TRUSS/RAFTER END. INSTALLA35 @ 24" OC AT EACH
GABLE END AND RIM JOIST (OR SOLID BLOCKING) TO TOP PLATE AND MUDSILL
CONNECTION, LINO. WHERE SPACING TIGHTER THAN 24" OC IS SPECIFIED,
INSTALL A35 CLIPS FROM SOLID BLOCKING TO DBL TOP PLATE, AND INSTALL H1 OR H2.5
CLIPS TO EACH TRUSS/RAFTER END. LTP4, LTP5 or LS50 CAN BE SUBSTITUTED
FOR A35 CLIPS PER SIMPSON.
(7) MINIMUM 3X OR DBL 2X STUDS REQUIRED AT ABUTTING PANEL EDGES. DBL
STUDS TO BE LAMINATED W/ (2) 16d @ 6" OC.�
(8) ANCHOR BOLTS SHALL BE EMBEDDED 7" MINIMUM INTO CONCRETE. MIN (2) BOLTS
PER PIECE WITH ONE BOLT LOCATED NOT MORE THAN 2" OR LESS THAN (7) BOLT
DIAMETERS FROM EACH END OF THE PIECE. MUD SILL TO BE 2X MINIMUM AND
PRESSURE -TREATED.
(9) ALL SHEATHING TO BE APA RATED. SEE GENERAL STRUCTURAL NOTEZ
v -
SHEARWALLABOVE
PER PLAN
RIM JOIST
RAILING PER MANUPS
SPECIFICATIONS
EDGE NAILING PER RIM JOIST CONN
STRUCTURAL NOTES TO 2x FROM TO FND PER
BLOCKING DET C OR D
E-STING ROOF FRAMING
W1 OVERHANG CLIPPED TO \FLOOR FRAMING
ACCOMODATE NEW ROOF FOUNDATION PER PLAN
DEG, — 1 .1— . . . . . . —
SWSCHED
USING A35 USING LPT4
CONNECTION CONNECTION
C D
TTI
SWSCHED—� LTP4 @ SAME SPACING
AS A35 PER SW SHED
7 TYPICAL SHEAR FLOW
SW TO FOUNDATION NTS
OOF DIAPHRAGM PER
RLICTURAL NOTES
EDGE NAILING PER
STRUCTURAL NOTES
TIGHT FIT 1'/,xl 1% LVIL
BLOCKING - VEE CUT FOR
VENTILATION
A35 PER SHEAR WALL
SCHEDULE
BEVEL -RIP TOP PLATE
FOR SLOPE
SHEARWALL/HEADER
PER PLAN
TYPICAL SHEAR FLOW
ROOF/DECK TO SW NTS
,—WALL ABOVE PER PLAN
_— 16d @ 1 Z'OC
__111,x1 1% LVL RIM JOIST
A35 PER SW SCHEDULE
INTERIOR SHEAR WALL
PER PLAN
STAIRS ADJACENT
SHEAR FLOW NTS
INTERIOR SW
BASE PLATE NAILING PER
SHEAR WALL SCHED
FLOOR SHEATHING
PER GENERAL NOTES
ROOFTOP DECK JOISTS
EXISTING HOUSE WALL
A35PER
r_5_'� FLOOR/DECK BEAM NTS r6__� NEW ROOF DECK NTS
AT EXISTING HOUSE
BASE PLATE NAILING PER
SHEAR WALL ABOVE SHEAR WALL SCHED
PER PLAN
RIM JOIST EAT
FLOOR SH HING
PER GENERAL NOTES
TOP PLATE CONN _\�
FROM SW ABOVE
PER DET A OR B
SHEAR WALL BELOW \-FLOOR FRAMING
PER PLAN PER PLAN
USING A35 USING LTP5
CONNECTION CONNECTION
A B
::�NTS
A35 PER SW SCHED
LTP5 PER SW SCHEID
2 TYPICAL SHEAR FLOW
�1 SW TO SW NTS
DIAPHRAGM PER
ruRAL NOTES
AILING PER
rURAL NOTES
LVL COLLECTOR
f�
ION WALL PER PLAN
K_4`� SHEAR FLOW
W COLLECTOR BEAM
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AS REQUIRED (4 TYP.)
UPSTA TE JOB#
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p N #4V BARS @ 18" O.C.
046
6 MIL BLACK V.B.
91 MINI EXTEND TO T/FDN WALL
_e
DRAWN BY:
(2) #4 BARS CONT
21
amg
GRAVEL FIRM B\EARING
RECEWED
REVISION DATE
16" WIDE CONCRETE
4/3012019
FOOTING
JUL 11 2019
(7-8-') TYPICAL FOUNDATION �9 FOR
E TRANSFER 13UILDING I
NTS \,,S�l ARO
si
NT S
JND OPENINGS
SEC. 08, TWAT. 27N, RNG. 04E, 114 SW
Of'
FOR Y, 'G, BA'
NTH MULTIPLE
CONNECTIONS
PLASTIC GRATE OR CAST NO &RATE
MAX
GMT PIPE TO BASIN
OR USE INSERTA TEE
12' OR 18' RCF� M-12
OR HDPF PIPE
6� mim msmu ROCK
AYDAI MVERES
T'CG PEP, 51)-636
YARD BASIN DETAIL
N. T. S.
CONSTRUCTION SEQUENCE
1. SCHEDULE A FRE-CONSIRUC77ON MEE77NG NTH CITY ENGINEERING DIVISION AT 425-771-a224 EXT. IM6. TWD DAY (46
HR) N0710E IS REQUIRED.
2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTE&
I CALL FOR UTILITY LOCATES.
t INSTALL IESC MEASURES AND MAINTAIN DUST CONTROL WILE PRM77NG DISTURBANCE OF ANY AREAS OF WGETA77ON
OUTSIDE THE CONSTRUCTION ZONE
5. HAVE EROSION CONTROL MEASURES INSPE07ED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. ALL TEMPORARY
SEDIMENTA77ON AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONS7RUCI7ON OR
97E CLEARING EROSION AND SEDIMENTA 77ON CONTROL PRACTICES ANGICR DEVICES SHALL BE MAINTAINED UN77L
PERMANENT WOETA77ON IS ESTABUSHED.
6. DEMOLISH EA7SI1NG STRUCTURES
Z ROUGH GRADE SITE' AS REQUIRED TO INSTALL DRAINAGE FEATURES
8. CLEAR GRUB & ROUGH GRADE SITE. REWGETA17ON DISTURBED AREAS NOT SI)BLECT 70 ADDITIONAL SURFACE
DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING, (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION
CONTROL N07ES Baff)
9. INSTALL U77LI71ES AND OTHER SITE IMPROVEMENTS INaUDING FRONTAGE IMPRMEMENIS.
11 STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO
REWCEFA770M OF ENTIRE SITE.
It ESTABUSH LANDSCAPING AND PERMANENT VEGETATION. ALL TEMPORARY FROSION CONIM MEASURES SHALL BE
REMOIED UPON FINAL 21E STABILIZATION AND APPROVAL BY CITY INSPECTOR.
GENERAL NOTES
1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS� THE FOLLOWING SPECIFICA77ONS AND CODES, AND ALL 0774ER APPLICABLE LOCAL
MUNICIPAL, STATE, AND FEDERAL CODES RULES AND REGULATIONS'
70 PROR
- CURRENT INTERNA 77ONAL BUILDING CODE (IBC)
FF MA
�D\9--M4 WSDOTIAPIWI STANDARD SPEOFICA77ONS FOR ROAD, BRIDGE AND MUNICIPAL CONSIRUC71ON
TE EMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION)
WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWA R MANAG
......
.5
2 STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWNGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS N07ED 07HERKlSE
3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBS17E WHENEVER CONSMUC77ON IS IN PROGRESS.
4. DEWA77ONS FROM THESE PLANS MUST BE APPROVED BY THE EN67NEER OF RECORD AND THE LOCAL GOVERNING A UTHORITY.
5. CONIRACTOR SHALL RECORD ALL APPROVED DEWA77ONS FROM THESE PLANS ON A SET OF `AS-BU1L7' DRAWNGSAND SHALL SUMUARIZE ALL ASBUILT COND177ONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR
...........
SUBMITTAL TO THE OMER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWNGS SHALL SE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING
OCCUPANCYARNAL PROJECT APPROVAL.
PROPOSED INFILTRATION TRENCH Rimf=
6. ELEVA71ONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. THE LOCA77ONS OF EXIS71NG U77LIlIES AND S17E FEATURES SHOW HEREON HAVE BEEN FURNISHED BY OTHERS BYRELD SURVEY OR
GALLERY OF 66 IF PER BMP IS I
OBTAINED FROM AVAILABLE RECORDS AND -14JOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY
ISPERTaq
THEACCURACY OFALL U77LITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECTANYOTHER U77LI77ES NOT SHOWN HEREON WHICH MAYBEAFFECTED BY THE -IMPLEMENTATION OF THISPLAN.
(11,DOWSW
CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND COND17ION OF EXISTING U77LITY LINES AT CONNEC77ON OR CROSSING POINTS BEFORE TRENCHING FOR NEW U77LI77ES ENGINEER ASSUMES NO
RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EAIS71NG U71LI71ES AND SITE FEATURES PRESENTED ON THESE DRAWINGS ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THATARISE.
Z CONTRACTOR SHALL LOCATE AND PR07ECT ALL U77LI77ES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND U77LI77ES LOCA71ON SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO
6'(
RM=74.
CONSTRUCTION.
8. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT S17E BEFORE STARTING WORK AND SHALL N07IFY OWER'S REPRESENTA77W OF ANYDISCREPANCLES
9. PIPE LENGTHS WHERE SHOW ARE APPROXIMATE AND MAY CHANGE DUE TO FELD CONDITIONS.
ia coNmAcToR SHALL OBTAIN A COPY OF THE GEOIECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN
STRICT COMPLIANCE WITH THE RECOMMENDA77ONS OF THIS REPORT
11. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDA71ONS OF THE PROIECT GEOTECHNICAL REPORT.
12. SUBGRADE SOILS IN ALL AREAS WHERE RAIN GARDENS, INRLIRA77ON OR PERVIOUS PAVEMENT IS TO BE PLACED SHALL BE DELINEATED AND PROTECTED AT ALL 77MES FROM COMPAC77W ACI7W77ES (i.e. HEAVY
EQUIPMENT, STOCKPILING).
13. MANHOLES� CATCH BASINS� URIJ77ES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NA71W SOL OR COMPACTED STRUCTURAL F SOIL IS DISTURBED, SOFT LOOSE; WET OR IF ORGANIC MATERIAL IS
PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE NTH COMPACTED STRUCTURAL FILL PER GE07ECHNICAL REPORT.
15. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCA71ONS OF BUILDINGS� LANDSCAPED AREAS AND OTHER PROPOSED OR EXIS77NG 517E FEATURES
16. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDA77ON DRAINS FOUNDARON DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE 77GHTUNED TO THE STORM DRAIN SYSTEM WHERE
INDICATED ON THE PLANS
IZ ALL REQUIRED STORWRATER FACIL117ES MUST BE CONSTRUCTED AND IN OPERA77ON PRIOR TO INSTALLA77ON OF ANY PAVEMENT UNLESS OTHERNSE APPROVED BY THE ENGINEER.
18. ALL ROOF DRAINS PERIMETER FOUNDATION DRAINS� CA TCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OIHERWSE
19. ALL F0017NG DRAINS SERWNG BUILDINGS WALLS, ROCKERIES, ETC. SHALL CONNECT TO THE DRAINAGE SYSTEM DOWSTREAM OF THE S17E STORMWATER DEIEN71ON SYSTEM
2DOONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLA77ON OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS.
21.A SEPARATE IRRIGA77ON PERMIT MUST BE OBTAINED FROM THE CITY PUBLIC WORKS DEPARTMENT. PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, PROVIDE 70 THE CITY WATER QUALITY TECHNICIAN, A COPY OF THE
BACKFLOW TEST REPORT. TEST REPORTS CAN BE FAXED TO 425-744-6057 OR EMAILED TO LINDAMCMURPHYGEDMONDSIDLGOV. RACKFLOW 7ES77NG SHALL BE COMPLETED BY THE OWNER ANNUALLY THEREAFTER
OWNER/CONTRACToR IS RESPONSIBLE FOR
22AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF S17F SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSMUCTION CON017ION IN ACCORDANCE NTH APPROPRIATE REQUIREMENTS AND
EROSION CONTROL AND DRAINAGE
STANDARDS.
23.ALL DISTURBED SOIL AREAS SHALL BE COMPOST AMENDED AND SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREWN77ON OF ONS17E EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE
EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS
24.7HE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL 77MES BY SWEEPING. WASHING OF THESE STREETS VJLL NOT BE ALLOWED IMTHOUT PRIOR APPROVAL.
25.7HIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED.
26.SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CON70URS OR SPOT ELEVA77ONS SHOIW.
27.RNISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET.
28.CON7RACT0R SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PR07ECT WORKERS, EXISTING.BUILDINGS, SIREEIS� WALKWAYS UnLI77E$ AND OTHER EXIS71NG
AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED.
21Y.001WRACTOR SHALL C6FAGv APPROVAL FROM THE CITY AND faLow ary PROCEDURES FOR ALL WATER SERVICE IN7ERRUP77ONS, HYDRANT SHU70FF.S STREET aosums OR OTHER ACCESS RESTRICTIONS
CONTRACTOR SHALL NOT RELOCA TF OR ELIMINA 7E ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL.
JOGOORDINAX AND ARRANGE FOR ALL U71LITY CONNECTIONS, UTILITY RELOCA7101VS ANDIOR SERVICE INTERRUPTIONS W7H THE AFFECTED OWNERS AND APPROPRIATE U77LITY COMPANIES CONNEC77ONS TO EvSIING
U77LITIES SHALL BE MADE ONLY WITH ADVANCE WITTEN APPROVAL OF THE AUTHOR177ES GOVERNING SAID U77LI77ES
JI. ALL U17LI77ES SHALL BE PLACED UNDERGROUND.
32EXISTING U77LITY LINES IN SERVICE WHICH ARE DAMAGED DUE 70 CONSIRUC77ON WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S
REPRESENTA77W PRIOR 70 BACKFXLING.
31NEW U77UTY LOCA77ONS ARE GENERALLY SHOIW BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCA71ONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNERS U71LITY CONFLICT NOTE:
REPRESENTA71VE AND CITY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR WRIFIMIG THE
34.RELD STAKE ALL U77LITY STUBS AT THE PROPERTY LINE. LOCATION MMEN90N AND DEPTH OF ALL EXISTING UOUTES
WETHER SHOW ON THESE PLANS OR NOT, BY POIHOUAG THE
36TRENCH RACKFILL OF U11LI71ES LOCATED IffIHIN THE CITY RIGHT-OF-WAY SHALL BE COMPACTED TO 95X COMPACTION TEST REPORTS SHALL BE PROWDED TO THE CITY PRIOR TO PAWNG. UlIU71ES AND SUREVING THE HORIZONTAL AND WRRCA Know what s below
36. WHERE NEW PIPE CLEARS AN EXIS77NO OR NEW UTILITY BY 6- OR LESS, PLACE POLYETHYLENE PLAS77C FOAM AS A CU,%1ON BETWEEN THE UTILITIES. LOCATIONS PRIOR TO CONSIR00770N. THIS SHALL INCLUDE
CALLING UTILITY LOCATE AT 1-800-424-5555 AND THEN Call 811 two
JZSEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CON71NUA77ON OF SITE U77LI77ES WITHIN THE BUILDING P07HOLING ALL OF THE LVS77NO U77LI77ES AT THEIR LOCA77ONS
J8. SEE ELECTRICAL DRA WINGS (WHERE APFLIC46LE) FOR EMIOR ELECTRICAL WORK. OF NEW U77UTY CROSSINGS TO PHYSCAUY VERIFY WEINER OR
39.SEE LANDSCAPE DRAWINGS (WERE APPLICABLE) FOR S17E IRRIGA77ON SYSTEM. NOTCONFUC7S EXM. LOCA77ON OF SAID UTILITIES AS SHOW business days
ON HESE PLANSAREB490 UPON THE UNVERIFIEUPUSUC
40.PIPE MATERIAL AND SIGNAGE SUBMITTALS SHALL BE PROVIDED TO CITY EN61NEERING DIWSION FOR APPROVAL PRIOR TO INSTALLATION. NFORMA77ON AND ARE SUBXCT TO VARIATION. before you dig.,
0 30
Scale I JO'
OWNEKONTRACTOR RESPONSIBLE
FOR LOCATING ALL ON -SITE UMMS.
RELOCATIONIREVISIO3 TO ANY U71LITES
MAY REQUIRE SEPARATE PERM
EXIS77NG S17E FEATLIRES AND BOUNDARY NOTE.
EXIS77NG S17E FEATURES, AND U77LI77ES WERE OBTAINED FROM A
S17F PLAN PREPARED BY HANSON DESIGN. BOUNDARY ERE
OBTAINED FROM A PLAT MAP 777LED PLAT OF TALBOT PARK WITH
RECORDING NUMBER 1885320
T
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COUNTY PARK
Im
WCINITY MAP
N. I. S.
PROJECT CONTACT LIST.
APPLICANT:
CRIL ENGINBER.
NAJB AZAR
DONNA L BREWE, RE
8202 TALBOT ROAD EOMO1V1L% WA
21 AW. �
98026
SNOHOMISH WA 98290
PHONE (2�).80.2-811�9
PHONE
�. R
A
EMAIL-. 294
d(.3,6,0�)b-k� -tmt
ARCHITECT.
GEOTECH.
KRIS17M HANSON
HANSONDESIGN
GEO--7EST
652 ALDER STREET EDMONDS, WA
20527 67TH AVE NE
ARLINGTON, WA 96222
9820
PHONE.- (425) 774-7129
PHONE. (J60)4J5-1141
EMAIL h.-dw1gn#h&m.L-
GERRY BAUTISTA, RE
UTILITY CONTACT MST
SEWER &
CITY OF EDMONDS
WATER
121-57H AVENUE NORTH
EDUONDS� WA 98026
(425) 771-0241
ELECTRIC.,
SNOHOMISH COUNTY RUA
21018 HIGHWAY 99,
EDMONDS 98026
(425) 670-3200
FIRE
DEPARTMENT.-
EDMONDS nRE DISTRICT (SCFD 11)
121-51H AVENUE NORTH
(EDMONDS CITY HALL)
FIRE MARSHAL- (425) 771-0213
GAS:
PUGET SOUND ENERGY
10885 NE 47H ST
BELLEVUE, WA 98004
(425) 452-1234
DONNA BRESKE & ASSOCIATES, LLC
LAND USE PLANNING &CIVIL ENGINEERING
21 AVEASUITE4
SNOHOMISH, WA 98290
PHONE 360-294-8941
www.DONNABRESKE.com
COMPLIES WITH APPLICABLE
SITE IMOMTION.
CITUYT M R CODE
PARCEL NUMHER-
00594400008000
SITE ADDRESS-
8202 TALBOT ROAD
EDMONDS� WA 98026
TOTAL 97F AREA:
41560 SF (I ACRES)
COUNTY,
SNOHOMISH COUNTY
ZONING,
PRO,ECT CLASSIFICA77ON
RS-20
SMALL STE, CATEGORY I
LEGAL DESCRIPTION.
LAND USE.-
MAXIAIUM DENSITY
INCORPORATED CITY
22
TALBOT PARK BLK-000 D-00 LOT 80
MAXIMUM COVERAGE.
35%
MAXIMUM HEIGHT.
SETBACKS.
FRONT. 25'
SIDE-35 & 10 (25 +25)
REAR. 25'
SREFT
1. SITEPL4N &DRAINAGE
2 7ESC PLAN
I DETAILS
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
1;J?- ""'� t 9
SITE PLAN AND DRAINAGE RES
FOR Nov 18
AZAR F"ILY ADDITION
TAX PARCEL: 0059440�OR,,,,,L DATE. ' 11-14
-W�
SCALE. 1 - = 3 SHEE�T. 1 f 3
$EC. 08, TWN. 27N, RNG. 04E, 114 SW
40
y
USE EXISTING C
CONSTRUCTION ENTRANCE
150
OMP TSIJ PROTERW EVSQNG 60
WGETA 77ON
T
E
..... .............
70
MARK CLEARING UM17S W ORA
BVP I& IJ #SERE EUSAING
FENCE
AREA OF DISTURBANCE.
VEGETATION
4182 SF
......
I FAU RUP CHA3 13
HIGH-VIS FENCE
............ ............. ..
............
PROTECT M77NG
'SLOPE 770M
,=R1,
T. OR
A—
HARDPAN.
N 24
COVER WRIT.
0.15 90
MAINTENANCE OF EROSION CONTROL ELEMENTS. 0
ALL ER05YON AND SEDIMENT CONTROL BMP� SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OVER TO ENSURE
CON77NUED PERFORMANCE OR THOR INTENDED FUNCTION ALL MAINTENANCE AND REPAIR SMALL BE CONDUCTED IN
ACCORDANCE NTH THE MANUAL AND UN71L CONSTRUCTION AND LANDSCAPING IS COMPLETED AND THE POTENTIAL FOR
ON -SITE EROMON HAS PASSED.
SILTA170JV BARRIERS SHALL BE INSPECTED IMMEDIATOY AFTER EACH RAINFALL AND A T LEAST DAILY DURING PROLONGED
RAINFALL. SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH RAINFALL THEY MOST BE REMOVED MEN THE LEVEL OF
DESPOS77ON REACHES APPROXIMATELY ON -HALF OF THE HEIGHT OF THE BARRIO?. ANY SEDIMENT DEPOSITS REMAINING IN
PLACE AFTER THE BARRIER IS NO LONGER REQUIRED SHALL BE DRESSED TO CONFORM TO THE EXISIING GRADE CaWPOST
AMENDED AND SEEDED AN OR 07HERMSE PERMANENTLY STABILIZED.
OTHER BUft AS REQUIRED BY THE CITY AND APPROPRIATE FOR THE SITE TO MIRGATE 774E EFFECTS OF INCREASED RUNOFF
SHALL BE APPLIE0.
EXIS77NG S17E FEATURES AND BOUNDARY NOD,
EXIS77NG 517E FEATURES, AND U77LI77ES WERE OBTAINED FROM A
S17F PLAN PREPARED BY HANSON DESIGN. BOUNDARY WERE
OBTAINED FROM A PLAT MAP 777LED PLAT OF TALBOT PARK WTH
RECORDING NUMBER 1885320
MAINTENANCE OF SILTATION BARRIERS: 0
IILTARON BARRIERS SIALL BE INSPECTED IMMEDIATUY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED
RAINFALL NECESSARY REPAIRS TO BARRIERS OR REPLACEMENT SHAU BE ACCOMPMED PROMPTLY. SEDIMENT
DEPOSITS SHOULD BE REMOVED AMR EACH RAINFALL THEY MUST BE REMOVED MIEN THE LEVEL OF DVW71ON
REACHES APPROXIMATELY ONE-HALF THE HL70HT OF THE BARRIEW. SHALL BE DRESSED TO CONFORM TO THE EXIS77NG
GRAO& PREPARED AND SEEDED. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE BARRIER IS NO LONGER
REQUIRED.
U77LITY CONFLICT NOTE.
THE CON7RAC70R SHALL BE RESPONSIBLE FOR VERIFYING THE
LOCATION, DIMENSION AND DEPTH OF ALL EVSQNG U77LI77ES
hHERIER SHONI ON THM PLANS OR NOT, BY P07HOUNG THE
UTILITIES AND SURVEYING THE HORIZONTAL AND KR17CAL
LOCATIONS PRIOR 70 CONSTRUCRON. THIS sma INCLUDE
CALLING 017LITY LOCA TE A T 1-800-424-5555 AND THEN
POTHOLING ALL OF THE EXIS77MG U77UIIES AT THEIR LOCA PONS
OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY ONETHER OR
NOT CONFLICTS EXIST LOCATION OF SAID UIILI77ES AS SHOMI
ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBUC
INFORMA77ON AND ARE SUB.ECT TO VARIATION.
Know what's below.
Call 811 two
business days
before you dig.
POST CONSTRUCTION SOIL QUALITY AND DEPTH — BMP T5.13:
DESIGN GUIDELINES
SOIL RETENTION
THE DUFF LAYER AND NA RVE TOPSOIL SHOULD BE RETAINED IN AN UNDISTURBED STATE To THE MAXIMUM EXTENT PRAC77CABLE: IN ANY
AREAS REQUIRING GRADING REMOVED AND S70CKPILE THE DUFF LAYER AND TOPSOIL ON 27E IN DESIGNATED, CONTROLLED AREA, NOT ADJACENT
70 THE PUBLIC RESOURCES AND CRI77CAL AREAS� TO BE REAPPLIED TO OTHER PORTIONS OF THE 577F WERE FEASIBLE
SOIL QUALITY
ALL AREAS SUILECT 70 CLEARINI AND GRADING THAT HAW NOT OEM COVERED BY IMPERV10US SURFAC& INCORPORATED INFO A DRAINAGE
FACILITY OR ENGINEERED AS S7RJC7URAL FILL OR SLOPE SNALL. AT PROJECT compLEvom, DEmoNsiTTAir THE FoLLomm.
1. A TOPSOIL LAYER WTH A UNIMUM ORGANIC CONTENT IN TURF AREAS, AND A PH FROM 6.0 TO ITO OR MATCHING THE PH OF THE ORIGM41.
UNDISTURBED SOL THE TOPSOIL LA YER SHAU HAW A MINIMUM DEPTH OF 8 INCHES EXCEPT NOTE TREE R0073 LIMIT THE DEPTH OF
INCORPORATION OF ARENOMENIS NEEDED 70 MEET THE CR17FRIA ' SUBSOILS BELOW THE IOPSOIL LAYER SHOULD BE SCARIFIED AT LEAST 4
INCHES NTH SOME INCORPOUROM OF THE UPPER MATERIAL TO AVOID STRATIFIED LAYERS WERE FEASETLE
IPLAN77MGBEDS MUSTRE MULCHED NTH 2 INCHES OF ORGANIC MATERIAL
JQUALITY OF COMPOSTAND 07HER MATERIAL USED 70 MEET THE ORGANIC CONTENTREQUIREYENTS-
AINE ORGANIC CON7ENTFIR 'PRE -APPROVED' AMINITMENTRATES CAN BEMEFONLYUSING COMPOST THATMEETS THEDEFINTITON OF
'COMPOSTED MATERIAL' N WAG 17J-350 SECTION 220, THIS CODE IS AVAILABLE AT THE DEPT OFECOLOGYS NESTE,
HTTP,-IIUW.ECY.WA.GOVIPROGRAUSAWAICQWPOSTI THE COMPOSTMUSTALSO HAW AN ORGANIC MATTER CONIENTOF MAY TO 659
AMU A CARBON TO NITROWN RA17ON BELOW 21-1. THE CARBON 70 NITROGEN RA770 MAY BE AS HIGH AS 3&1 FOR PLAN71NOS
COMPOSED EN77RELY OF RANTS NATIW TO THE PUGET SOUND LOKANDS REGION.
8. CALCULATED AMENDMINTRATES MAY BE MET THROUGH USE OF COMPOSTED MATERIALS AS DEFINED ABOW; OR WHO? ORGANIC MATERIAL
AMENDED 70 MEET THE CARBON 70 N17ROGEN RA770 REQUIREMENTS, AND MEANG THE CONTAMINANT STANDARDS OF GRADE A COMPOST.
THE RESULTING SOIL SHOLAD BE CONDUalf To THE TYPE OF WOETA 77ON To BE ESTABLI.9iED
IMPLEMENTA77ON OPTIONS
THE SaL QUALITY DESIGN GUIDELNES LISTED ABOVE CAN BE MET BY USING ONE OF THE METHODS LISTED BELOR
I. LEAVE UNDISTURBED NA71VE VEGETA77ON AND SOIL, AND PR07ECT FROM COMPACITON DURING CONSURACRay.
2 AMEND EXISTING S17E TOPSOL OR SUBSOIL E17HER AT DEFAULT 'PRE -APPROVED' RATES, OR AT CUSTOM CALCULATED RATES BASED ON
SPECIFIES TESTS OF THE SOL AND AMENDMENT
J. STOCKPILE EYJS77NG TOPSOIL DURING GRADING AND REPLACE PRIOR TO PLAN77NG DEPTH REQUAREUEN7,% EITHER AT A DEFAULT
'PRE-APPROWD' RATE OR AT A CUSTOW CALCULATED RATE.
CONSTRUCTION SWPPP 13 ELEMENTS.
ELEMENT 1. MARK CLEARING LIMITS. PLASTIC
METAL, OR STAKE WRE FENCE MAY BE USED To
MARK THE CLEARING LIMITS
ELEMENT 2., ESTABLISH CONSTRUCTON ACCESS
SEE DETAIL
ELEMENT 3., CONTROL FLOW)?A7ES
ELEMENT 4., WS]ALL SEDIMENT CONTROLS
ELEMENT 5., STABILIZE SOLS SOILS TO BE STABILIZED AS
LISTED IN THE COVER METHOD NOTES,
ELEMENT 6.- PROTECT SLOPE& CUT AND FILL SLOPES
SHALL BE DESIGRED AND CONSTRUCTED IN A MANNER THAT
WLL MINIM12E EROSION.
ELEMENT 7., PROTECT DRAIN INLEIS
ELEMENT 8. STABILIZE CHANNELS AND OUTLETS NIA
ELEMENT 9: CONTROL POLLUTANTS ALL POLLUTANT5�
INCLUDING WASTE MATERIALS AND DEMOLITION DEBRIS THAT
OCCUR ON-W DURING C0NS7RUC77ON SHALL HE HANDLED
AND DISPOSE) (77 IN A MANNER THAT DOES NOT CAUSE
CONTAUINA77QY OF STORMPATER.
(10) ELEMENT 10- CONTROL DE-RATERING.
G) ELEMENT 11: MANTAIN BMPS
62) ELEMENT 12. MAIIAGE THE PROJECT.
e ELEMENT IJ.' PR07ECT LID BMP'S
TEMPORARY CO �D
TEMPORARY SEED TO PROVIDE SOIL STABILIZA77ON BY PLAN71NO GRASSES AND LEGUMES TO AREAS
WHICH WOULD REMAIN BARE FOR MORE THAN 7 DAYS (FROM MAY I TO SEPT. 30) OR 2 DAYS
(FROM OCT. I TO APRIL JO) WHERE PERMANENT COVER IS NOT NECESSARY OR APPROPRIA 7E. A
MINIMUM OF 2-4 INCHES OF IILLED TOPSOIL IS REQUIRED FOR THE SEEDBED. PLAN77NO SHOULD
PREFERABLY BE DOME BETWEEN APRIL I AND JUNE 30, AND SEPT I THROUGH OCT 31. IF PLAN77NG
IS DONE IN THE MONTHS OF JULY AND AUGUST, IRRIGA77ON MAY BE REQUIRED. F PLAN17NG IS ,
DONE BETWEEN NOV I AND MARCH J1, MULCHING SHALL BE REQUIRED IMMEDIATELY AFTER PLAN77NG.
THE SEED MIX OF REDTOP(IOX), ANNUAL R!YE(4OX), CHEWNGS FESCUE(40Z), AND *HITE DUTCH
aoVER(10%) SHALL BE USED AS A GUIDE (SNOHOMISH COUNTY TO APPROVE SEED MIX). .
'HYDRO-SEONG" APPLICATIONS NTH APPROVED SEED-MULCH-FER77LIZER MIXTURES MAY ALSO BE
UM THE SOIL COVER METHODS LISTED UNDO? 'COVER DURING WNIER CONDITTONS" MAY ALSO BE
USED AS TEMPORARY COVER AT ANY TME.
CLEAR PLAS71C COVERING PR07ECT DISTURBED SLOPES BY COVERING NTH CLEAR PLASTIC. THIS
METHOD OF COVER IS GOOD FOR PROZEC71NG BARE AREAS IWICH NEED IMMEDIATE COVER AND FOR
WINTER PLANYINGS IT IS ALSO QUICK AND EASY 70 PLACE. THE SHEE71MG WILL RESULT IN RAPID,
10OZ RUNOFF WHICH MAY CAUSE SERIOUS EROSION PROBLEMS ANDIOR FLOODING AT THE BASE OF
SLOPES UNLESS THE RUNOFF IS PROPERLY INTERCEPTED AND SAFELY CONVEYED BY A COLLEC71NG
DRAIN. THIS IS STRICTLY A TEMPORARY MEASURE SO PERMANENT STABILIZA77ON IS S77LL REQUIRED
THE PLAS71C MUST BE ANCHORED.
CLEAR PLAS77C SHEE77NG SHALL HAVE A MINIMUM THICKNESS OF 6 MIL AND MEET THE
REQUIREMENTS OF WSOOTIAPWA SEC71ON 9-14.5. COVERING SHALL BE INSTALLED AND MAINTAINED
TIGHIL YIN PLACE BY USING SANDBAGS OR 17RES ON ROPES NTH A MA)IMUM 10 FOOT GRID
SPACING IN ALL DIREC7701VS ALL SEAMS SHALL BE TAPED OR MEIGHIED DO1W RILL LENGTH AND
THERE SHALL BE AT LEAST A I TO 2 FOOT OVERLAP OF ALL SEAMS. SEAMS SHOULD THEN BE
ROLLED AND STAKED OR RED. COVERING SHALL BE INSTALLED IMMEDIATELY ON AREAS SEEDED
BETWEEN NOV. f TO MAR 1, AND REMAIN UN77L VEGETA77ON IS FIRMLY ESTABLISHED. MEN THE
COVERING IS USED ON UNSEEDED SLOPES, IT SHALL BE LEFT IN PLACE UN77L THE NEXT SEEDING
PERTOD. SHEE71MG SHOULD BE TOED IN AT THE TOP OF THE SLOPE 70 PREVENT SURFACE FLOW
BENEATH THE PLASTIC SHEE71NG SHOULD BE REMOVED AS SOON AS IS POS51OLE ONCE WGETA7701V
IS WELL GROWN TO PREVENT BURNING THE WGETA77ON THROUGH THE PLAS71C SHEETING.
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
CIT��NqNEERING D��ION
0 JET
Scale 1 io'
VICINITY MAP
N.T.S.
SITE GRADING AND EROSION CONTROL NOTES -
ALL GRADING SHALL COMPLY TO CHAPTER 18 OF THE INTERNARONAL BUILDING CODE
THE PLACEMENT OF EXCAVATED MATERIAL *HERE CONSISTENT WTH SAFETY AND SPACE CONSIDERA77ONS SHALL BE
PLACED ON THE UPHILL SIDE OF,7RENCHES.
TESC MEASURES SHALL BE INSTALLED PRIOR TO ANY S17E WORK.
PUBLIC S7REE7S ARE 70 BE KEPT CLEAR OF DIRT AND DEBRIS DURING CONSTRUCTION.
STOCKPILES ARE TO BE LOCATED IN SAFE AREAS AND ADEQUATELY PROTECTED WTHIN 24 HOURS TO PREVENT
EROSION. HYDROSEED PREFERRED.
DURING PERIODS OF WET WEATHER, THE GRADING CONTRACTOR SHALL TAKE ALL PRECAU77ONS TO LUT SURFACE
DISTURBANCE AND PROTECT THE S17E GRADING AREA FROM EXCESSIVE RUNOFF EROSION.
AREAS 70 RECEIVE FILL 91ALL BE CLEARED OF ALL VFGETA 77ON AND DELETERIOUS MA TTER.
ALL RLL MATERIALS USED SHALL BE FREE OF VEGETARON,AND DELETERIOUS MATTER AND SHALL NOT CONTAIN ROCKS
GREATER THAN 6 INCHES IN DIAMETER.
STRUCIURAL RLLS SHALL BE PLACED IN 8" 70 10" THICK LOOSE HORIZONTAL LIFTS AND SPREAD UNIFORMLY
ALL STRUCTURAL nas SHALL BE COMPACTED TO A MINIMUM OF 959 OF MAXIMUM DENSITY AS DETERMINED BY MODIFIED
PROCTOR TEST (ASTU 0-1557-70).
DISTURBED AREAS TO BE STABILIZED WTH HYDROSEED OR STRAW MULCH WINN 24 HOURS OF COMPLE77ON OF FINAL
GRADING DURING WET WEATHER.
CO
PR07ECT DISTURBED SLOPES By MULCHING W-4' THICKNESS). THIS CAN BE DONE BEFORE OR AFTER PERMANENT
SEEDING THE TYPES OF MULCHES AVAILABLE ARE DESCRIBED BELOW (TAKEN FROM THE DLILE MANUAL).
S7RAW - MOST COMMONLY USED IN CONJUNCIJON WITH SEEDING. ITS USE IS RECOMMENDED WHERE IMMEDIATE PROTECTION
IS REQUIRED AND PREFERABLY WHERE THE NEED FOR PROTECTION WLL BE LESS THAN 3 MONTHS. THE S7RAW SHOULD
COME FROM WHEAT OR OATS, AND MAY BESPREAD BY HAND OR MACHINE STRAW CAN BE WNDBLOWN AND MUST BE
ANCHORED DOWN (ROLLING OR PUNCHING INTO SO4 COVERING WITH NEMNO, SPRAYING TACKTRER).
CORN STALKS - THESE SHOULD BE SHREDDED INTO 4 TO 6-INCH LENGTH& STALKS DECOMPOSE SLOWLY AND ARE
RESISTANT TO WNDBLOW.
WOOD C9PS/VARK CHIPS - SUITABLE FOR AREAS THA T WLL NOT BE aoSEL Y MOWFD� AND AROUND ORNAMENTAL
PLANTINGS. CHIPS DECOMPOSE SLOWLY AND DO NOT REQUIRE TACKING. WOOD CHIPS MUST BE 7REA7ED KITH 12 POUNDS
NITROGEN PER TON 70 PREVENT NUTRIENT DEFIG4ENCY IN PLANTS (NOT NECESSARY FOR BARK). WOOD AND BARK CHIPS
TEND TO WASH DOWN SLOPES OF MORE THAN 6 PERCENT AND CREATE PROBLEMS By CLOGGING INLET GRATES, ETC. AND
ARE THEREFORE NOT RECOMMENDED FOR USE IN THOSE AREAS.
WOOD FIBER - USED IN HYDRO -SEEDING OPERA TIONS, APPLIED AS PART OF THE SLURRY THIS FORM OF MULCH DOES
NOT PROVIDE SUFFICIENT PR07EC71ON TO ERODIBLE SOILS TO BE USED ALONE DURING THE HEAT OF SUMMER OR FOR LATE
FALL SEEDINGS, WOOD RBER HYDRO -SEED SLURRIES MAY BE USED To TACK s7RAw MULCH. IHIS COMBINA77ON
7REA 7MENT IS WELL SU17ED FOR STEEP SLOPES AND CRI77CAL AREAS.
NETS AND MATS - USED ALON& NET17NG DOES NOT RETAIN SOIL MOISTURE OR MODIFY SOIL 7EMPERAIVRE. IT STABILIZES
771E SOIL SURFACE MILE GRASSES ARE BEING ESTABLISHED, AND IS USEFUL IN GRASSED WATERWAYS AND ON SLOPES.
LIGHT NET77NG MAY ALSO BE USED TO HOLD OTHER MULCHES IN PLACE. ITS RELA77WLY HIGH COST MAKE . S IT MOST
SUITABLE FOR SMALL S17ES
SEC. 08, TWN. 27N, RNG. 04E, 114 SW
FX 79? FA09C
SECURED TO 2"
14 GA. WRE FABRIC
RLZER FABRIC MATERIAL IN
UOUS ROLLS USE STAPLES
EQUAL
E RINGS TO ATTACH
2' X 2* WOO OR
F TO VWRE.
EQUIVALENT
MESH SUPPORT FENCE
ID SUPPORT
V''RE
=T
BURY 80 RL
TTOM OF 'ER
MATERIAL a' To 12"
6'MAX
PLACE �1.5" WASHED GRAM IN
THE FRENCH AND ON BOTH SIDES OF
RLIER FABRIC FENCE ON THE SURFACE
2" X 2" WOOD POSTS OR
EQUIVALENT
CONTRACTORIDEVELOPER SHALL. MAINTAIN AND REPYCE
STRAW BALES TO INSURE PROPER EROSION CONTROL:
CITY INSIIEC77ON REQUIRED ON ALL
EROSION CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN.
FILTER FABRIC FENCE FILTRATION
SYSTEM
N. T. S. EDMONDS STD. E1.1
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
J4�
CITY &GAEERING\bIVISION
UND I ERDRAIN PIPE�
Z,
�z
TYPE 1 OR 1 —L CATCH
BASIN W/ SOLID LID PER
CITY STANDARD DIETAIL
SD-303 OR SD-304
GUTTER
5 1 1 1 L___j
(MIN)
0 415
INFILTRATION TRENCH z �__j 0' (M N)_!�_
LEXTENTS t a FfOPERTY LINE/EASEMENT
PLAN
4- (MIN), DA. OBSERVATION WELLS NTS
SPACED 25 APART (MAX), 1 ��ROOF
WELL (MIN) PER TRENCH DOWNSPOUT
REMOVABLE
PUSH —ON
PVC CAP
CLEANDUT
BUILDING
tL____j
I I I
I III
4 . (MIN) PVC DRAIN
" 6 (MIN)
- ( IN PIPE PER WSDOT
LEVEL
SPEC . 9-05.1(5),
VIREMOVABLE
1 (MIN)
2 MAINTAIN POSITIVE
SLOPE
4- (MIN) PERFORAT- Pv, _/
PUSH —ON PVC TEE
,UNDERDRAIN PIPE PER WSDOT
SPEC. 9-05.2(6), LAID LEVEL
�A �:,
r �L
PVC DRAIN PIPE
100' (MAX)
PROFILE
PLASTId BOX NTS
_\
GENERAL NOTES:
MARKED "DRAIN"
1. REFER TO THE 2017 CITY OF EDMONDS
TEST PLUG
I
STORMINATER ADDENDUM FOR SETBACK
6- (MIN)
(CHECKLIST 13) AND INFEASIBILITY REQUIREMENTS.
OBSERVATION
COMPACTED
BACKFILL
2. MIN COVER DEPTHS ASSUME NO VEHICULAR
WELL, SEE NOTE 3
LOADING. DESIGNER TO SPECIFY COVER DEPTHS IF
VEHICULAR TRAFFIC ANTICIPATED.
WASHED DRAIN
ROCK, SEE
0—
NOTE 2
j k
NOTES:
GEOTEXTILE,
SEE NOTE 1
,),Cj
1. PLACE GEOTEXTILE FABRIC ALONG WALLS AND TOP
OF WASHED ROCK. GEOTEXTILE SHALL CONFORM TO'
WSDOT SPEC. 9-33.2(l), GEOTEXTILE FOR
YZ'� 1' (MIN) SEPARATION, NON —WOVEN TYPE.
2' (MIN) ABOVE
UNCOMPACTED NATI SEASONAL 2. WASHED DRAIN ROCK SHALL CONFORM TO WSDOT
MATERIAL, SCARIFY 3- HIGH SPEC. 9-03,12(5), GRAVEL BACKFILL FOR DRYWELLS.
GROUNDWATER
(MIN) TABLE OR 3. OBSERVATION WELL SHALL CONFORM TO WSDOT
SECTION HYDRAULICALLY SPEC. 9-05.2(6), PERFORATED PVC UNDERDRAIN
NTS RESTRICTIVE PIPE.
LAYER
REVISION DATE
TYPICAL DOWNSPOUT DECEMBER 2017
CITY OF EDMONDS EINFILTRATION TRENCH
PUBLIC WORKS STANDARD
DEPARTMENT DETAIL
SD-636
"I'$ APPROVED BY: R. ENGLISH . m
99��NOTE.,
BE RESPONSIBLE FOR WRIFYING THE
LOCA1770N. DIMENSION AND DEPTH OF ALL EUSING URU;ES
EXIS71NG S17E FEATURES AND BOUNDARY N07E. WdERIER SHOW ON THESE PLANS OR NOT, BY POTHOLAG THE
URURES AND SURVEnNG THE HORIZONIAL AND KR71CAI Know what's below.
EXIS77NG SITE FEATURES, UMMES, AND BOUNDARY WERE LOCA17ONS PRIOR TO CONSTRUCION. THIS SHALL INCLUDE
OBTAINED FROM SURVEY BY BT SURWYS INC. TOPOGRAPHY WAS CALLING U77UTY LOCATE AT 1-800-424-5555 AND 7H6V
OBTAINED FROM SNOHOMISH COUNTY GS MAPS P07HOLING ALL OF THE EXISTING UPUDES AT THEIR LOCA77ONS Call 811 two
OF NEW U77UTY CROSSINGS TO PHYSICALLY WRIFY MIETHER OR
jjT CONFLICTS EXIST. LOCATION OF SAID U77LI17ES AS SHORN -
THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC business days
INFOMA 77M AND ARE SURECT TO VARIA ZION. before you dig.
VICINITY MAP
N. T.S.
PROJECT ADDRESS / OWNERS:
NAJIB AZAR and FAMILY
8202 TALBOT ROAD
EDMONDS 980261
ox
A* MAIL TO: B 6099 E
EDMONDS 98026
E
206-802-8199
-=-oup@m—sn.COM'
z
TAX No: 00594 40000 8000 0.0
LEGAL: TALBOT PARK BLK-000 z 2-
D-00 LOT 80
BUILT: 1950
z
0
SCOPE, of PROJECT: V)
z
ADDITION To EXISTING RESIDENCE <
2-STORY. MAIN : + 1688 SQ FT
UPPER: + 689
;0 �97 SQFT C�O D PORCH
_I+ '1�' Fr.
ZONE: RS -20 241+ -s&f-r.
LOT SIZE: 4 560 SQ FT I ACRE
T.
'I . k/. �OT�OVERAGE:
%*43 EXISTING: 1134 SQ FT LIVING
0/
416 SQ FT BREEZEWAY
k VID LOT 465 SQFT SHEDS (TO BE REMOVED)
\1 2615 SQ FT 6 %
f4tj
tv A.,
PROPOSED: �6 ) SQ FT NEW RES/ PORCH
FXOK. L.QC-;0f SQ FT EXISTING (REMAINING[)
15t X" --- -- -- T -ED-B�
C- 4\11 ead—c—�
4017 SQ FT
1 9.2%
N
4-
-TVIPERVIOUS:
A.- C)
WA-VfLe7 10 M-457E�-VI ROOFS, PATIO, STEPS, DRIVES
4-1 EX RESIDENCE, ADDITION, PARKING: 5'��
mw
7, ALI- LOT ae,
9,93 22%
2-014 LOH 9K wit 114 3 T
r %
IMF I
X. e —10D,3
CONTACT DURING PERMIT PHASE:
KRISTINHANSON
Au-
HANSONDEsIGN
652 ALDER STREET 0
MP-A-�Ogt!� M- RIM-
EDMONDS 98202
425-774-7129
hansondesi2n@hotmail.com
11% U
2z
R\TGINEER:
f 410 ANDY GAHAN, PE
UPSTATE ENGINEERING
PO BOX 952 :
LYNNWOOD *A 98046
206-280-4715 :
RESUB
services@_upst8.com
DA-fU t-1- 5- f-OO' 0 1 SEP 0 4 2919
5k)
BUILDING DEPARTMENT
M? -AV CITY OF EDMONDS
(VjA AWA GEO-TECH &^ed
(Af-0 I I �Ao '5� 0 S:
10-r2' GEo-TEsT TAB
c, - '7(v-'x5*
20527 671HAVE NE
dop E Y LANNING 1. SITE
0000 D!�% D0wN'!5F0vr1' ARLINGTON 98222
Zo�[ 360-435-1141 2. EXISTING FLOOR/ ELEVATIONS
-j Ly
3. PROPOSED FLOORS, w y f-r-
4 I[-&'AvE eA4r--
Zone Comerjg Flag 4. FOUNDATION, UPPER FLOOR FRAMING
_ _,&L 5. UPPER ROOF, TYP WALL, STAMS, RAIL
!;C�)U LAIf�, Setback Actual
Front 1-mui 6. SECTION
<'D Nlov�� Sides 7. ELEVATIONS
Rear z"S' S
—DESI—GNC TERIA FOR EDIVDNIJ6 t�'IFLA'�'JA Odier 8 - GENERAL CONSTRUCTION NOTES
FLOLO -T) F 9'. GENERAL NOTES: EDMONDS
Min.RoofSnowLwd 25psfoon-reduceable) �Nl,3 pdAMF� 0P_ HeivIl CONTRACTOR:
Ground Snow Load 25 psf S-1 ENGINEER INGNO`IES
HZ 5 1 'o Design Categoy DI Cf/
d Speed 85 mpV(Basic), 110mph (Ultimate)
'IF
ind Exposure
n' 8,C & I (varles vAth location contact plan review staff)
Winter Design Temp 27 deg6es F (-3 degree C) RECEIVED
Mean Annual Temp 50 degses F (10 degree C) THE CONTRACTOR SHALL VERIFY ". .1
ALL DINEENSIONS AND CONDITIONS JUL 11 2019
IN THE FIELD PRIOR TO COWMUCHON
AM DISCREPANCIES SHALL BE C1 COPY BUILDING
REPORTED TO THE DESIGNER.
DONOTSCALEDR4WING&
-OW
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