BLD2018-159241
OV EbAf 0
rp CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
-11". 1 SC) I)
STATUS: ISSUED 11/01/2019 Pertwt#: BLD20181592
Expiration Date: I I
Parcel No: 27033600201700
Project Address: 10620 235TH PL SW, EDMONDS
K RENEE & KENNETH J HUFFMAN K RENEE & KENNETH J HUFFMAN K RENEE & KENNETH J HUFFMAN
10620 235TH PL SW 10620 235TH PL SW 10620 235TH PL SW
EDMONDS, WA 98020-5244 EDMONDS, WA 98020-5244 EDMONDS, WA 98020-5244
(425) 361-1602 (425) 361-1602 (425) 361-1602
LICENSE #: EXP.
ADD 431 SF TO EXISTING SFI;� RELOCATE AND UPDATE KITCHEN AND BATHS. NEW GAS FURNACE AND WINDOWS
PLUMBING AND ELECTRICAL TO NEW FIXTURES AND APPL. NEW ROOFING AND SIDINGTO MATCH. NEW DECK
PLUMBING AND MECHANICAL INCLUDED.
VALUATION: $90,000
PERMIT TYPE: Residential
PERMIT GROUP: 04 - Alteration/Remodel
GRADING� N CYDS: 0
TYPE OF CO STRUCTION: VB
RETAINING WALL ROCKERY:
OCCUPANT GROUP: R3
OCCUPANT LOAD:
FENCE: 0 X 0 FT.)
CODE: 2015
OTHER: ------- OTHER DESC:
ZONE: RS-8
NUMBER OF STORIES- I
VESTED DATE:
NUMBER OF DWELLING UNITS: I
LOT #:
��lklcsfm
BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0
BASEMENT: 285 1 ST FLOOR: 0 2ND FLOOR: 0
13RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0
13RD FLOOR. 0 GARAGE: 0 DECK: 102 OTHER: 0
IBEDROOMS: 0 BATHROOMS: 0
1 BEDROOM& 0 BATHROOMS: 0
FRONTSITBACK SIDESETBACK RL-ILIRSEI'BACK
REQUIRED: 25' PROPOSED: N= 52' [REQUIRED: 7.5' PROPOSED E= REQUIRED: 15' PROPOSED: S-- 65'-9"
11 Y-71/2" 1
HEIGHT ALLOWED:O PROPOSED:O IREQUIRED: 7.5' PROPOSED: * W= 6-6" 1
SETBACK NOTES: * Setback to existing structure, newaddition meets setback andnewfireplace is less than 30" into required setback.
PERMIT APPROVAL
I AGREETO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO
PERSON WILL BE EMPLOYED IN VIOLATION OF THELABOR CODEOF THE STATE OF WASHINGTON RELATING TO WORKMENS COMPENSATION
INSURANCE AND RCW 18:27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
Signature Print Narne Date
Released By
Date
ATTENTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL ORA CERTIFICATE OF
OCCUPANCY HAS BEEN GRANTED. UBC109/ IBCI 10/ IRCI 10.
= FIRE
= APPUCANT = ASSESSOR = Crry
09
I
vl�
4114
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STATUS: ISSUED BLD20181592
CONDITIONS
• Final approval on a projector final occupancy approval must be granted by the Building 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.
• Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") fi-om
adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing
fees forsuch request shall be established by Council and shall be paid upon submittal and are non-refandable.
• 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 s ites as a result of construction activity are exempt from the nois e firnits
of ECC Chapter 5.30 only during the hours of 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.
• 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 claims for damages of
whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to
modify, waive or reduce any requirements of any City ordinance nor lirnit in any way the City's ability to enforce any ordinance
provision.
THIS PERMITAUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDB/VALKS, DRKIB/VAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT
TIME LIMIT: SEE ECDC 19.00.005(A)(6)
I TO SC"Mtl[,E INSPECTIONS I
BUILDING
ENGINEERING (425) 771-0220 EXT. 1326
1. Go to: www.edmondswa.gov
Building Department Inspections
2. Then: SeNces
are now scheduled online. If you
FIRE (426) 775-7720
3. Then: Permits/Development
have difficulties, please call the
4. Then: Online Permit Info
Building Department front desk for
PUBLIC WORKS (425) 771-0235
5: If you don't have one already, create a
assistance during office hours.
login (upper right hand comer)
(425) 771-0220
RECYCLING (425) 275-4801
6: Schedule your inspection
I
When calling for an inspection please leave the follovAng information.- Permit Number, Job Site Address, Type of Inspection
— being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon.
• E-Erosion Control/Mobilization
• E-Engineering Final
• 13-Preconstruction meeting
• B-Setbacks
• B-Footings
• B-Foundation Wall
• B-Foundation Drainage
• B-Isolated Footings/Piers
• B-Slab Insulation
• B-First Floor Framing
• B-Plumb Rough In
• B-Gas Test/Pipe
• B-Mechanical Rough In
B-FXerior Wall Sheathing
B-Roof Sheathing
B-Framing
B-Insulation/Energy
B-SheetrockNail
B-Building Final
B-Other
Oc. I S41
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: http://www.edmondswa.liov/
JOB SITE INFORMATION/LOCATION: (Where the work is taking place)
Job Site Address: 10620 235th P1 SW
Parcel: 27033600201700
Lot /Unit/Suite #: Subdivision:
PROPERTY OWNER:
Name: Ken & Renee Huffman
Mailing Address: 10620 235th P1 SW
City/State/Zip: Edmonds WA, 98020
Phone #: (425) 361-1602
Email: kenjhuffman@gmail.com
OWNER INSTALLATION: *If yes, read and sign*
Will work be performed by the property owner? D( Yes 0 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:. 94§===
APPLICANT / CONTACT INFORMATION:
Name of Applicant: Ken Huffman
Mailing Address
10620 235th P1 SW
City/State/Zip: _ Edmonds WA, 98020
Phone #: (425) 361-1602
E-mail: kenjhuffmanagmail.com
GENERAL CONTRACTOR: (if different from applicant)
General Contractor:
Mailing Address:
City/State/Zip:
Phone #:
E-mail:
WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE:
CITY OF EDMONDS BUSINESS LICENSE #:
=Permit #: [3LP2_oNSt-156f_2_,-) I
TYPE OF PERMIT (Provide
11 Accessory Structure/
Detached Garage
Details on Page 2)
X Addition
• Demolition
0 Mechanical
• New Single Family / Duplex
0 Plumbing
El Fire Sprinkler
X Remodel
0 New Commercial/ Mixed Use
0 Re -Roof
El Signs
11 Tank
0 Tenant Improvement
0 Other
Remodel Permit fees are based on:
The value of the work performed. Indicate the value (rounded to
the nearest dollar) of all equipment, materials, labor, overhead,
and the profit for the work indicated on this application.
Valuation:
ZOVU,UUU
PROPOSED NEW
Basement sq fit:
SQUARE FOOTAGE FOR THIS APPLICATIDA
285 Finished D( Unfinished 0
Ist Floor, sq ft:
146
q
2nd Floor, sqft:
Garage/Carport:,
sq ft:
Deck/Covered Porch/Patio:
ID*I-
Other sq ft:
PROJECT DESCRIPTION
Add sf to existinq sinqle fami1v residence
i - Relocate & update existing kitchen and baths
- New gas furnace & vinyl windows
- Plumbing & electrical to new fixtures and appl
- New roofing / match existing siding for addition
I certify that the information I have provided on this form/application is true,
correct and complete, and that I am the property owner or duly authorized
agent of the property owner to submit a permit application to the City of
Edmonds.
Print Name: 141H-I`�4 9UFF-111A4-4
Signature: Date a/11/1 a>
GENERAL COMMERCIAL DATA
Occupancy Group(s): Occupant Load(s):
Type(s) of Construction: Fire Sprinklers: Yes El No 0
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
elec
1
Air Handler /VAV
Boiler
Dryer Duct
elec
1
Exhaust Fans
5
Fireplace
25k
gas
2
Furnace
65k
gas
1
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
1
Tub/ Showers
3
Dishwasher
1
Backflow Device (RPBA, DCDA, AVB)
Drinking Fountain
Pressure Reduction/ Regulator Valve
Floor Drain/Sink
Refrigerator Water Supply
Hose Bibs
2
Water Heater - Tankless -0 N
Hydronic Heat
Water Service Line
Sinks
7
Other:
Toilets
3
Other:
GAS/FLIEL CONNECTION COUNTS (New, Relocated or re -piped)
BTUs Qty BTUs Qty
A/C Unit
Outdoor BBQ/ Fire pit
Boiler
Stove/Range/Oven
55k
1
Dryer
Water Heater
190k
1
Fireplace/ Insert
25k
2
I
Other:
I
I
Furnace 65k
1
Other:
MEDICAL
GAS,
AIR VACUUM COUNTS
(New,
Relocated
or re -piped)
MY
QtY
Carbon Dioxide
Nitrous Oxide
Helium
Oxygen
Medical Air
Other:
Medical - Surgical Vacuum Other:
DEMOLITION
Type of structure to be demolished:
Square footage of structure to be demolished:
AHERA Survey done? Y/N
PSCAA Case HI:
Critical Areas Determination:
Study Required El Conditional Waiver El Waiver El
Fill in Place Fill Material:
Removal 11
Size of Tank (Gallons)
Critical Areas Determination:
Study Required El Conditional Waiver El Waiver El
GRADE/FILL/EXCAVATE
Grading: Cut 26 cubic yards
Fill 11 cubic yards
Cut/ Fill in Critical Area; Yes D 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
Critical Area Notice of Decision
Applicant:
Property Owner:
Critical Area File
Pennit Number:
Site Location:
10(0 -9� 0 D a4"" ISW
Parcel Number:
Project Description:
G F ffMi 4, t IZe,1110�t
Fj Conditional Waiver. No critical area report is required for the project described above.
There will be no alteration of a Critical Area or its required buffer.
The proposal is an allowed activity pursuant to ECDC 23.40.220, 23.50.020, and/or
23.80,040.
The proposal is exempt pursuant to ECDC 23.40.230.
&Vf'rosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and
sediment control plan in compliance with ECDC 18.30.
'Critical Area Report Required. The proposed project is within a critical area and/or a critical area
buffer and a critical area report is required. A critical area report has been submitted and evaluated
for compliance with the following criteria pursuant to ECDC 23.40.160:
1. _V-- The proposal minimizes the impact on critical areas in accordance with ECDC 23.40.120,
Mitigation sequencing;
2. V' The proposal does not pose an unreasonable threat to the public health, safety, or welfare
on or off the development proposal site;
3. V The proposal is consistent with the general purposes of this title and the public interest;
4. Any alterations permitted to the critical area are mitigated in accordance with ECDC
23.40.110, Mitigation requirements.
5. The proposal protects the critical area functions and values consistent with the best
available science and results in no net loss of critical functions and values; and
6. The proposal is consistent with other applicable regulations and standards.
F-1 Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately
mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and
the provisions of the City of Edmonds critical area regulations. See attached findings of
r� �n compliance.
Favorable Critical Area Decision. The proposed project as described above and as shown on the
attached site plan meets or is exempt from the criteria in ECDC 23.40.160, Review Criteria, and
complies with the applicable provisions of the City of Edmonds critical area regulations. Any
subsequent changes to the proposal shall void this decision pending re -review of the proposal.
F] Conditions. Critical Area specific condition(s) have been applied to the permit number referenced
above. See referenced permit number for specific condition(s).
Q/Notice on Title. Critical area notice on title recorded under AFN � 0 IS 0 1 3
rn I C h'- I'e a--,S?-
keviewer
Signature
910 19
Date I I
Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the
requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any,
for the permit or approval involved.
PI
Revised 1112912016
After Recording Return to:
City Clerk
City of Edmonds
121 5 1h Avenue N
Edmonds, WA 98020
PGS
�3!151K'9 IC"25w, ;,,,-.2 H
w HAM! C
NOTICE OF PRESENCE OF CRITICAL AREAS AND/OR
CRITICAL AREAS BUFFERS ON PROPERTY
GRANTOR: K. Renee Huffman and Kenneth J. Huffman
GRANTEE: City of Edmonds, a Washington municipal corporation
Legal Description:
Abbreviated Form: EAST 80 FT, WEST 509.53 FT, SOUTH 164.92 FT, SW 1/4, NW
'/,, SECTION 36, TOWNSHIP 27 N, RANGE 3 E, W.M.
Additional Legal is on Exhibit A attached to document
Assessor's Tax Parcel ID No.: 27033600201700
Reference Number(s) of Related Documents(s): n/a
NOTICE OF PRESENCE OF CRITICAL AREA(S) AND/OR
CRITICAL AREA BUFFER(S) ON PROPERTY
NOTICE IS HEREBY GIVEN this 14 day of MAiZ41A 2019, by K.
Renee and Kenneth J. Huffman ("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 on and 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.
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 infon-nation 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(S):
By:
Name:
Title (if a�plicable):
By: — ---? Z / /
Name: 1Z,2,z--' x'
Title (if applicable):
STATEOF
)ss.
COUNTY OF
I certify that I know or have satisfactory evidence that Y
�C,n)34k � - ".4 MWC,, is the
person who appeared before me, and said person acknowledged that he/she signed this instrument, on oath stated
that he/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: Mwh 1H I U t-9
ALYCIA MANICH
Notary Public
State of Washington
My Appointment Expires Nov 7, 2020
soace for notarial stamn/seal)
No tary Public
Print Name (A
My commission expires _0V - 1 2,0 2-0
STATE OF
ss.
COUNTY OF
I certify that I know or have satisfactory evidence that K ' Reneq-, H&6W is the
person who appeared before me, and said person acknowledged that be/she signed this instrument, on oath stated
that he/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: M W� 14 t ?Z Iq
Notary Pub]
ALYCIA WANICH rint Name
Notary Public My commis
State of Washingto,'In
My Appointment Expires Nov 7, 2020
(Use this space for notarial
Exhibit A
LEGAL DESCRIPTION OF PROPERTY
THE EAST 80 FEET OF THE WEST 509.53 FEET OF THE SOUTH 164.9 FEET OF THE
SOUTHWEST QUARTER OF THE NORTHWEST QUARTER OF SECTION 36,
TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M. EXCEPT THE NORTH 20 FEET FOR
ROAD, IN SNOHOMISH COUNTY, STATE OF WASHINGTON.
PROPERTY ADDRESS: 10620 235TH PL SW, EDMONDS, WASHINGTON
CITY OF EDMONDS
121 51h Avenue North, Edmonds WA 98020
Phone: 425.771.0220 e Fax: 425.771.0221 * Web: www.edmondswa.gov
DEVELOPMENT SERVICES DEPARTMENT* PLANNING DIVISION
'17C. 1 99v
Critical Area Determination (CRA20170195)
Based on a review and inspection of the subject site, staff has determined that one or more
critical areas are located on or near the site. Critical areas are ecologically sensitive or
hazardous areas that are protected in order to maintain their functions and values.
Site Location
10620 235th Pl. SW
Tax A ccoun t Number
27033600201700
Property Owner
Ken Huffman
Applicant
Some as owner
Critical Area(s) Present
El Wetlands (ECDC 23.50)
El Frequently Flooded Areas (ECDC 23.70)
M Geologically Hazardous Areas (ECDC23.80)
0 Erosion Hazard Areas
M Landslide Hazard Areas
El Seismic Hazard Areas
0 Fish& Wildlife Habitat Conservation Areas (ECDC23.90)
El Streams
Site Description
bu?zo(s- b��—
The site contains and/or is adjacent to slopes that qualify as both Erosion Hazard and Landslide
Hazard Areas as defined in ECDC Chapter 23.80. The northern and central portions of the site
are relatively level; however, the southern portion of the site contains and is adjacent to a
steep slope down to the adjacent property to the south. This slope exceeds 40% and,
therefore, qualifies as both Erosion Hazard Areas and Landslide Hazard Areas. Solis on the site
are identified as Alderwood urban land complex (2% - 8% slope), As a result, the portions of the
site with slopes in excess of 15% slope are considered to be potential erosion hazards and
portions of the site containing and/or adjacent to slopes in excess of 40% are considered to be
potential landslide hazards.
What does this mean?
The critical area regulations are only triggered when an alteration is proposed to a critical
area or its buffer. However, once an alteration in or near a critical area is proposed,
critical area studies and City review and approval may be required. R E E I V E U
2018
DEVELOPMENT SERVICES
COUNTER
What is an 'Alteration'?
According to Section 23.40.005 of the Edmonds Community Development Code (ECDC):
"Alteration"' means any human -induced action which
changes the existing conditions of a critical area or its
buffer. Alterations include, but are not limited to:
grading, filling; dredging; draining; channelizing;
cutting, pruning, limbing or topping, clearing,
relocating or removing vegetation; applying herbicides
or pesticides or any hazardous or toxic substance;
discharging pollutants; paving, construction,
application of gravel; modifying for surface water
management purposes; or any other human activity
that changes the existing landforms, vegetation,
hydrology, wildlife or wildlife habitat value of critical
areas.
Jen Machuga, Associate Planner
Name, Title
November 29, 2017
Date
Cited sections of the Edmonds Community Development Code (ECDC) con be found at
http://�ww.codepublishing.comlWAIEdmonds
Environmentally Critical Areas General Provisions (ECDC 23.40)
Wetlands (ECDC 23.50)
Frequently Flooded Areas (ECDC 23.70)
Geologically Hazardous Areas (ECDC 23.80)
Fish and Wildlife Habitat Conservation Areas (ECDC 23,90)
City of Edmonds GIS map tool with approximate location of critical areas:
http.-Ilmops.edmondswa.gov
Page 12
GEOLOGIC HAZARD AREA REPORT
HUFFMAN RESIDENCE ADDITIONS
10620235 TH PLACE SW
EDMONDS, WASHINGTON
Project No. 2092.01
October 22, 2018
Prepared for:
Mr. Ken Huffman
Prepared by:
z4 4ell-
i pperueo
Geoprofessional Consultants
RECEIVE,
r
12018
DEVELOPMENT SERVICES
. COUNTER
1901936 th Ave West, Suite E I Lynnwood, WA 98036 1 Phone: 425.582.9928 1 zippergeo.com
1� I 7\
U) ?'0
Y
Geo
Project No. 2092.01
October 22, 2018
Ken Huffman
10620235 th Place SW
Edmonds, WA 98020
Subject: Geologic Hazard Area Report
Huffman Residence Additions
10620 235' Place SW
Edmonds, Washington 98020
Dear Mr. Huffman,
In accordance with your request and written authorization, Zipper Geo Associates, LLC (ZGA) has
completed the geologic hazard area report for the above -referenced project. This report presents the
findings of our evaluation and geotechnical conclusions and recommendations for the project relative
to City of Edmonds geologic hazard areas. Our work was completed in general accordance with our
Short Form Agreement (Proposal No. P18131) dated January 31, 2018. Written authorization to proceed
was provided by you on September 28, 2018. We appreciate the opportunity to be of service to you on
this project. If you have any questions concerning this report, or if we may be of further service, please
contact us.
Sincerely,
Zipper Geo Associates, LLC
VA VY as hIT
10122118
d Geo�p
JAMFES P. GEORGIS
James P. Georgis, LG, LEG
Principal
Copies: Addressee (1)
Thomas A. Jones, PE
Principal
19019 36th Ave West, Suite E I Lynnwood, WA 98036 1 Phone: 425.582.9928 1 zippergeo.com
TABLE OF CONTENTS
Page
INTRODUCTION................................................................................................................................. 1
SITE AND PROJECT DESCRIPTION ........................................................................................................ I
SITERECONNAISSANCE ...................................................................................................................... 2
Existing Site Structures and Improvements ..................................................................................... 2
SiteSteep Slope ............................................................................................................................... 2
LandscapeRetaining Walls .............................................................................................................. 2
Off -Site Shallow Landslide ............................................................................................................... 2
SUBSURFACECONDITIONS ................................................................................................................. 3
RegionalGeology ............................................................................................................................. 3
SoilConditions ................................................................................................................................. 3
GroundwaterConditions ................................................................................................................. 4
CONCLUSIONS AND RECOMMENDATIONS .......................................................................................... 4
General............................................................................................................................................ 4
GeologicHazard Areas ..................................................................................................................... 4
CLOSURE............................................................................................................................................ 7
FIGURES
Figure 1 — Site and Exploration Plan
Figure 2 —Approximate Extent of Erosion Hazard Area and Buffer
Figure 3 — Approximate Extent of Landslide and Seismic Hazard Areas and Buffer
APPENDICES
Appendix A — Subsurface Exploration Procedures and Logs
Cover Photo Credit: Google Earth 2018
GEOLOGIC HAZARD AREA REPORT
HUFFMAN RESIDENCE ADDITIONS
10620 235TH PLACE SW
EDMONDS, WASHINGTON
Project No. 2092.01
October 22, 2018
INTRODUCTION
This report documents the surface and subsurface conditions at the site and our evaluation of City of
Edmonds geologic hazard areas relative to the proposed additions to the Huffman residence located at
20620 235' Place SW in Edmonds, Washington. The project description, site conditions, and our
geotechnical conclusions and recommendations are presented in the text of this report. Subsurface
exploration logs are presented in Appendix A.
SITE AND PROJECT DESCRIPTION
The site is a rectangular, 0.3-acre residential parcel located at 10620 2351h Place SW in Edmonds,
Washington. An existing tri-level, single-family residence is located in the north central portion of the site.
The site is bordered to the north by 235 1h Place SW, to the east and west by developed single-family
residential lots, and to the south by an undeveloped greenbelt with residential development beyond.
The site slopes down to the south from 235 1h Place SW with a total site relief of about 18 feet. In general,
the northern two-thirds of the site has an average southerly inclination of about 5 to 10 percent. The
southern third of the site included several tiered and standalone landscape retaining walls on a moderately
steep to steep slope. Wall types include modular concrete block walls, rockery walls, and concrete rubble
walls (walls constructed of stacked pieces of concrete slabs).
The proposed redevelopment includes the construction of two additions to the existing residence. One
addition will about 146 square feet in size and located along the western portion of the south building wall.
The other addition will be about 285 square feet in size and located near the southeast corner of the
residence. We understand that the additions will utilize conventional shallow spread foundations with a
design allowable soil bearing pressures of 3,000 psf or less. We understand that the additions will have a
finished floor elevation slightly above existing grade. We understand that runoff from the additions will be
dispersed via splash blocks as is currently done for the existing structure. Existing site conditions and the
planned additions are shown on the enclosed Site and Exploration Plan, Figure 1.
The southern portion of the site is mapped by the City of Edmonds as containing Erosion Hazard and
Landslide Hazard Areas and we understand that the City has requested a geologic hazard areas
assessment addressing the planned residential additions.
Page 1
Huffman Residence Additions, 10620 235 1h Place SW, Edmonds, WA
Project No, 2092.01 Zio-oerGeo
October 22, 2018 1 1 _� .1 1
SITE RECONNAISSANCE
A ZGA geologist completed a geotechnical reconnaissance of the site and immediate vicinity. The purpose
of the reconnaissance was to observe site conditions relative to regulated geologic hazard areas and to
identify surficial features and site conditions that may be indicative of past slope instability and/or erosion
such as tension cracks, groundwater seepage, soil piping, settlement, and cracking of concrete walls or
flatwork. A summary of our observations is presented below.
Existing Site Structures and Improvements
Primary site structures include the single-family residence with attached garage, a back -yard wood deck
located adjacent to the along the western portion of the south building wall, and side -yard and front -yard
concrete walkways. in general, the residence and ancillary site improvements appear to be in serviceable
condition with no obvious indications of distress.
Site Steep Slope
The southern 20 to 25 feet of the site and the undeveloped greenbelt to the south consist of a moderately
steep to steep south -facing slope broken up into slope sections by a series of tiered and standalone
landscape retaining walls, which are discussed in the following section. Without regard to the retaining
walls, the average slope inclinations ranges from about 40 to 60 percent. We observed a few trees within
the southern steep slope portion of the site and greenbelt to the south with pistol -butted trunks
suggesting shallow soil creep. We did not observe obvious indications of past landslicling on the subject
site. No surface water flow or groundwater seepage was observed emanating from the site slope at the
time of our evaluation.
Landscape Retaining Walls
Three tiered landscape retaining walls and standalone landscape retaining walls are located in the
southern 20 feet of the site. The tiered walls include a stacked concrete rubble wall with two concrete
modular block walls above. Standalone walls include stacked concrete rubble walls and rockery walls. in
general, the walls appear to be in serviceable condition with a relatively uniform batter and no obvious
indications distress or past clownslope displacement. No groundwater seepage from the walls was
observed at the time of our evaluation.
Off -Site Shallow Landslide
Our reconnaissance identified the remnants (head scarp, lateral scarp, and slide debris field) of a shallow
surficial landslide located on the west adjacent residential parcel. The approximate location of the
landslide is shown on Figure 1. Based on adjacent site grades, we estimate that the landslide extended
about 1X! to 2 feet below the pre -slide slope surface. At the time of our evaluation, the slide area was
covered with Jute matting. The Jute appeared to be functioning as intended and no obvious indications of
erosion were observed. No surface water flow or groundwater seepage was observed at the time of our
evaluation.
Page 2
Huffman Residence Additions, 10620 235 1h Place SW, Edmonds, WA
Project No. 2092.01 Zlooa,-Geo
October 22, 2018 1 1 1 .17
SUBSURFACE CONDITIONS
Regional Geology
We assessed the geologic setting of the site and surrounding vicinity by reviewing the Geologic Map of
the Edmonds East and Part of the Edmonds West Quadrangles, Washington, USGS Map MF-1541, 1983.
The site is mapped near the contact between Vashon glacial till (Qvt) and Vashon advance outwash (Qva)
deposits. The Vashon till is described as a compact, poorly sorted mixture of clay, sand, pebbles, cobbles,
and boulders. Vashon till is often referred to as "hardpan" in its unweathered state due to its very dense
nature caused by compaction resulting from the weight of an overriding glacial mass thousands of years
ago, which was hundreds of meters thick in some areas. TheVashon advance outwash deposit is described
as typically consisting of a thick section of mostly clean, gray, pebbly sand with increasing amounts of
gravel higher up in the deposit. The advance outwash was deposited by meltwater flowing from the
advancing front of the glacier and was compacted by the overriding glacial mass. The Vashon advance
outwash is youngerthan the Vashon glacial till and is often encountered stratigraphically belowthe glacial
till deposits. The soil conditions encountered in our explorations were generally consistent with the
Vashon advance outwash unit.
Soil Conditions
The subsurface evaluation for this project included two hand auger explorations (HA-1 and HA-2)
completed near the planned residential additions. The explorations extended to a depth of about 3 feet
below the ground surface. The approximate exploration locations are shown on the enclosed Site and
Exploration Plan, Figure 1.
Soils observed in the hand auger explorations were visually classified in general accordance with the
Unified Soil Classification System. Descriptive logs of the subsurface explorations and the procedures
utilized in the subsurface exploration program are presented in AppendixA. A generalized description of
soil conditions encountered in the explorations is presented below. Please refer to the hand auger logs
in AppendixA for a more detailed description of the conditions encountered at the exploration locations.
The subsurface conditions encountered in the explorations were relatively consistent with respect to soil type
and relative density. The explorations encountered about 2 to 3 inches of topsoil over advance glacial
outwash deposits. In general, the advance outwash deposits consisted of gravelly sand with trace to some
silt, and some roots in the upper one to two feet. The upper one to two feet of the advance outwash was in
a loose condition (likely due to weathering and past land use), while the underlying soil was in a dense to very
dense constitution.
Soil types and conditions can vary between explorations. The nature and extent of variations between the
explorations may not become evident until construction. Stratification boundaries on the geotechnical boring
logs represent the approximate depth of changes in soil types, although the transition between materials may
Page 3
Huffman Residence Additions, 10620 2351h Place SW, Edmonds, WA
Project No. 2092.01 Z! o oe_ 7.Geo
October 22, 2018 1 1 1 11 1 � .
have been gradual. If variations become apparent during construction, it may be necessary to reevaluate the
recommendations of this report.
Groundwater Conditions
Groundwater was not observed in our explorations at the time of our evaluation. Groundwater levels,
flow rates, and soil moisture conditions should be expected to vary throughout the year. Fluctuations of
the groundwater levels will likely occur due to seasonal variations in the amount of rainfall, runoff and
other factors not evident at the time the explorations were performed. Therefore, groundwater levels
during construction or at other times in the life of the structure may be higher than indicated on the logs.
Groundwater level fluctuations and perched water should be considered when developing the design and
construction plans for the project.
CONCLUSIONS AND RECOMMENDATIONS
General
Based on our site reconnaissance and subsurface explorations, the proposed residential additions appear
feasible from a geotechnical standpoint relative to City of Edmonds regulated Geologic Hazard Areas. A
discussion regarding the presence or absence of City of Edmonds Geologic Hazard Areas at the subject
site and related development standards is presented below.
Geologic Hazard Areas
Geologic Hazard Areas are addressed in Chapter 23.80 of the City of Edmonds Municipal Code (EMC).
Geologic Hazard Areas include areas susceptible to erosion, land sliding, earthquakes, or other geologic
events. Chapter 23.80,010 of the EMC defined Geologic Hazard Areas as including Erosion Hazard,
Landslide Hazard, and Seismic Hazard Areas. The southern portion of the site is mapped by the City of
Edmonds as containing Erosion Hazard and Landslide Hazard Areas. Our evaluation of the site relative to
regulated Geologic Hazard Areas and their associated buffers and development standards is presented in
the following sections.
Erosion Hazard Areas: City of Edmonds maps generally identify the southern third of the site as an Erosion
Hazard Area. Per Section 23.80.020A of the EMC, Erosion Hazard Areas are at least those areas identified
by the U.S. Department of Agriculture's Natural Resources Conservation Service as having a "moderate to
severe," "severe," or "very severe" rill and inter -rill erosion hazard. Erosion hazard areas are also those
areas impacted by shoreland and/or stream bank erosion. Within the City of Edmonds Erosion Hazard
Areas include:
1. Those areas of the City of Edmonds containing soils that may experience severe to very severe
erosion hazard. This group of soils includes, but is not limited to, the following when they occur
on slopes of 15 percent or greater:
a. Alderwood soils (15 to 25 percent slopes);
Page 4
Huffman Residence Additions, 10620 23511 Place SW, Edmonds, WA -'!- -on-Geo
Project No. 2092.01 Z
October 22, 2018
b. Alderwood/Everett series (25 to 70 percent slopes);
c. Everett series (15 to 25 percent slopes);
2. Coastal and stream erosion areas which are subject to the impacts from lateral erosion related
to moving water such as stream channel migration and shoreline retreat;
3. Any area with slopes of 15 percent or greater and impermeable soils interbedded with granular
soils and springs or ground water seepage; and
4. Areas with significant visible evidence of ground water seepage, and which also include existing
landslide deposits regardless of slope.
The site is mapped by the INRCS as Alderwood-Urban Land Complex (soils derived from glacial till and/or
outwash). As such, it is our opinion that portions of the site with slope inclinations greater than 15 percent
are consistent with the EMC criteria for an Erosion Hazard Area. Based on the site topography and site soil
and groundwater conditions, we recommend a 10-foot Erosion Hazard Area Buffer. The approximate extent
of the Erosion Hazard Area and recommended 10-foot buffer are shown on Figure 2.
We recommend that the development plan include temporary sediment and erosion control measures to
protect the identified Erosion Hazard Area and recommended buffer. Preventative temporary erosion
control measures may include, but are not limited to, silt fences, straw waddles, rolled erosion control
blankets, straw and/or plastic sheeting on temporary construction slopes during wet weather, or other
measures approved by the City.
We recommend that permanent vegetation and/or erosion control measures be established in disturbed
portions of the site outside the planned footprint of the additions as soon as feasible and within one
growing season. Permanent revegetation may include the use of hydroseed. Revegetation of permanent
slopes steeper than 3H:1V may be enhanced through the use of rolled erosion control and root
reinforcement materials such as Jute matting or Curlex 11.
Landslide Hazard Areas: City of Edmonds maps generally identify the southern third of the site as a Landslide
Hazard Area. Section 23.80.020B of the EIVIC defines Landslide Hazard Areas as areas potentially subject to
landslides based on a combination of geologic, topographic, and hydrologic factors. They include areas
susceptible because of any combination of soil, slope (gradient), slope aspect, structure, hydrology, or
other factors. Within the City of Edmonds potential Landslide Hazard Areas include:
1. Areas of ancient or historic failures in Edmonds which include all areas within the earth
subsidence and landslide hazard area as identified in the 1979 report of Robert Lowe Associates
and amended by the 1985 report of GeoEngineers, Inc., and further discussed in the 2007 report
by Landau Associates;
Page 5
Huffman Residence Additions, 10620 235 th Place SW, Edmonds, WA
Project No. 2092.01
October 22, 2018
2. Coastal areas mapped as class u (unstable), uos (unstable old slides), and urs (unstable recent
slides) in the Department of Ecology Washington coastal atlas;
3. Areas designated as quaternary slumps, earthf lows, mucIf lows, or landslides on maps published
by the United States Geological Survey or Washington State Department of Natural Resources;
4. Any slope of 40 percent or steeper that exceeds a vertical height of 10 feet over a 25-foot
horizontal run. Except for rockeries that have been engineered and approved by the engineer as
having been built according to the engineered design, all other modified slopes (including slopes
where there are breaks in slopes) meeting overall average steepness and height criteria should
be considered potential landslide hazard areas);
5. Any slope with all three of the following characteristics:
a. Slopes steeper than 15 percent;
b. Hillsides intersecting geologic contacts with a relatively permeable sediment overlying a
relatively impermeable sediment; and
c. Springs or ground water seepage;
6. Any area potentially unstable as a result of rapid stream incision or stream bank erosion;
7. Any area located on an alluvial fan, presently subject to, or potentially subject to, inundation by
debris flow or deposition of stream -transported sediments; and
8. Any slopes that have been modified by past development activity that still meet the slope criteria.
Based on our visual observations, field measurements, and the site topographic survey, it appears that the
southern portion of the site slope and modified slope (slope modified by landscape retaining walls) is
consistent with the EIVIC criteria #4 for a Landslide Hazard Area. Based on the site topography and dense to
very dense glacial outwash deposits encountered in our explorations, we recommend a 15-foot Landslide
Hazard Area buffer. This conservative buffer is about half of the total slope height of about 30 feet. The
approximate extent of the Landslide Hazard Area and recommended 15-foot buffer are shown on Figure 3.
Seismic Hazard Areas: PerSection 23.80.020C of the EIVIC, Seismic Hazard Areas are areas subject to severe
risk of damage as a result of earthquake -induced ground shaking, slope failure, settlement, soil
liquefaction, lateral spreading, or surface faulting. These areas are designated as having a "high" and
"moderate to high" risk of liquefaction as mapped on the Liquefaction Susceptibility Map of Snohomish
County by the Washington State Department of Natural Resources or areas located within Landslide
Hazard Areas.
Page 6
Huffman Residence Additions, 10620 235" Place SW, Edmonds, WA 11 . I... -an- rGeo
Project No. 2092.01 Z
October 22, 2018
The site is not mapped within areas designated as having a "high" and "moderate to high" risk of
liquefaction and it is our opinion that the potential for ground surface rupture is low based on USGS
mapped quaternary fault locations. However, the southern portion of the site does meet the criteria for
a Landslide Hazard Area (as discussed above), and therefore also meets the criteria for a Seismic Hazard
Area.
Risk Evaluation Summary: Our geotechnical evaluation was limited to evaluating the potential for the
planned development to adversely affect identified Geologic Hazard Areas and the potential for identified
Geologic Hazard Areas to adversely affect the planned development. The planned additions to the existing
residence will be supported on dense to very dense glacial outwash deposits and are located beyond the
identified Geologic Hazard Areas and their associated buffers recommended herein. Provided that the
conditions and recommendations contained within this report are satisfied, it is our opinion that the
planned additions will be stable during the design life of the structures and the development will not
increase the potential for soil movement and the risk of damage to existing structures, the site, and to
adjacent properties from soil instability will not be increased.
CLOSURE
This report has been prepared for the exclusive use of Mr. Ken Huffman, and his agents, for specific
application to the project discussed and has been prepared in accordance with generally accepted
geotechnical practices. No warranties, express or implied, are intended or made. in the event that
changes in the nature, design, or location of the project as outlined in this report are planned, the
conclusions and recommendations contained in this report shall not be considered valid unless Zipper Geo
Associates, LLC reviews the changes and eitherverifies or modifies the conclusions of this report in writing.
Page 7
APPROXIMATE LOCATION
OF OFF -SITE SHALLOW
LANDSLIDE
I
iq
Nair I c - f
li
sk,
!77 -m
20 0 10 20
SCALE IN FEET
REFERENCE: TOPOGRAPHIC SURVEY PREPARED BY PLOG CONSULTING DATED 8/4/2016
I
APPROXIMA'
OF OFF -SITE
LANDSLIDE
20 0 10 20
SCALE IN FEET
LEGEND
APPROXIMATE EXTENT OF EROSION HAZARD AREA.
RECOMMENDED 10-FOOT EROSION HAZARD AREA BUFFER.
REFERENCE: TOPOGRAPHIC SURVEY PREPARED BY PLOG CONSULTING DATED 8/4/2016
OF OFF -SITE
LANDSLIDE
NSfr 19' 17-W
20 0 10 20
SCALE IN FEET
LEGEND
APPROXIMATE EXTENT OF LANDSLIDE HAZARD AND SEISMIC HAZARD AREAS.
RECOMMENDED 15-FOOT LANDSLIDE/SEISMIC HAZARD AREA BUFFER.
REFERENCE: TOPOGRAPHIC SURVEY PREPARED BY PLOG CONSULTING DATED 8/4/2016
APPENDIX A
SUBSURFACE EXPLORATION PROCEDURES AND LOGS
Field Exploration Description
Our field exploration for this project included two hand auger explorations completed on October 10, 2018. The
approximate exploration locations are shown on the enclosed Site and Exploration Plan, Figure 1. The exploration
locations were determined by measuring distances from existing site features with a fiberglass tape measure. As such,
the exploration locations should be considered accurate only to the degree implied by the means and methods used to
definethem.
Hand Auger Explorations
A geologist from our firm advanced a 3-5-inch diameter auger by hand, continuously observing the soil cuttings as they
were retrieved. Representative portions of the soils were placed in moisture tight containers and returned to our
laboratory for further visual classification and testing.
The enclosed hand auger logs indicate the vertical sequence of soils and materials encountered in the explorations, based
primarily on our field classifications and supported by our subsequent laboratory testing. Where a soil contact was
observed to be gradation al or undulating, our log indicates the average contact depth. We estimated the relative density
and consistency of in situ soils through the use of the Dynamic Cone Penetrometer (DCP) per ASTM Special Technical
Publication No. 399, and by observing the excavation characteristics and the sidewall stability. Our logs also indicate the
approximate depths of sidewall caving or groundwater seepage if observed in the exploration, as well as sample numbers
and sampling locations.
ZIPPER GEO ASSOCIATES, LLC
19019 36' Avenue West Suite E, Lynnwood, Washington 98036
Hand Auger Boring HA-1
Location: See Site and Exploration Plan, Figure 1
Approx. Ground Surface Elevation: 358 feet
Project: Huffman Residence ECA
Evaluation
Project No: 2092.01
Date Excavated: 10/10/2018
Depth
(ft)
Material Description
Sample
Nc
%M
Testing
1
2 inches of topsoil including abundant cedar roots and
forest duff.
Loose grading to dense to very dense at 1 foot, damp to moist,
brown grading to light brown, gravelly SAND, trace to some silt,
some fine roots and some larger tree roots up to 1Y2-inch
111"=[ L
diameter to about 2 feet bgs. (Advance Glacial Outwash)
Grades to sandy GRAVEL at about 2 feet
2
S-1@1Y2'
3
S-2@2Y2'
4
>30
5
Boring completed at about 3 feet bgs.
No groundwater observed during excavation.
Slight caving observed in upper 2 feet.
6
7
8
9
10
11
12
13
14
15
16
Note: Nc is the D namic Cone Penetrometer blow count per
1.75 inch intervaY measured in accordance with ASTM Special
Technical Publication #399.
ZIPPER GEO ASSOCIATES, LLC
19019 36' Avenue West, Suite E, Lynnwood, Washington 98036
Hand Auger Boring HA-2
Location: See Site and Exploration Plan, Figure 1
Approx. Ground Surface Elevation: 360 feet
Project: Huffman Residence ECA
Evaluation
Project No: 2092.01
Date Excavated: 10/10/2018
Depth
(ft)
Material Description
Sample
Nc
%M
Testing
3 inches of sod overlying geotextile fabric.
............................................................
Loose grading to dense to very dense at 2 feet, damp to
moist, brown grading to light brown, gravelly SAND, some
silt, some fine roots and some larger tree roots up to 1%-inch
diameter. (Advance Glacial Outwash)
11-N
2
S-1@1Y2'
3
S-2@2Y2'
>30
4
—0000
Boring completed at about 3 feet bgs.
No groundwater observed during excavation.
Slight caving observed.
5
6
7
8
9
10
11
12
13
14
15
16
17
18
J
Note: Ncis the D namic Cone Penetrometer blow count per
1.75 inch intervaY measured in accordance with ASTM Special
Technical Publication #399.
N
GRAPHIC SCALE
5 5 1 0 20
I INCH = 10 FEET
:D WITH OUT THE BENEFIT OF A CURRENT
MAY EXIST ON THE PROPERTY THAT ARE
NOT SHOWN HEREON
INSTRUMENTATION FOR THIS SURVEY WAS A 3-SECONO LEICA VIVA
TS15 SMART POLE TOTAL STATION/RTK CPS.
PROCEDURES USED IN THIS SURVEY MEET OR EXCEED STANDARDS SEr
By WAC 332-130-090. SURVEY WAS COMPLETED BY A FIELD
TRAVERSE.
THE INFORMATION ON THIS MAP REPRESENTS THE RESULTS OF A
SURVEY MADE IN JULY 2D16 AND CAN ONLY BE CONSIDERED AS
INDICATING THE GENERAL CONDITIONS EXISTING AT THAT TIME.
UTILITIES SHOWN ON THIS SURVEY ARE BASED UPON ABOVE GROUND
OBSERVATIONS, UTILITY LOCATES BY THIRD PARTIES, AND AS -BUILT
PLANS WHERE AVAILABLE. ACTUAL LOCATIONS OF UNDERGROUND
UT LMES MAY VARY AND UTILMES NOT SHOWN ON THIS SURVEY MAY
EXIST ON THIS SITE.
ALL MONUMENTS WERE LOCATED DURING THIS SURVEY UNLESS
OTHERWISE NOTED.
CONTOURS SHOWN ARE BASED ON A FIELD SURVEY.
TREE IDENTIFICATION WAS PERFORMED BY SURVEY FIELD PERSONNEL
AND SHOULD BE CONSIDERED A BEST GUESS. AN ARSORIST SHOULD
BE RELIED UPON FOR MORE ACCURATE AND DETAILED IDENTIFICATION
OF TREE SPECIES AND HEALTH.
itFOUND MONUMENT
IN CASE
NOTTINGHAM ROAD
Noftingh6fn-Rd,
r88"191 6 E 30.
FOUND MONUMENT
:0
IN CASE
-4
COL
Robbers RciDst.Rd
0
0
p
- - - 1_aT9�17E 65-15W
VICINITY MAP
NITS
5620 AIRPORT WAY S. SUITE 144
SEATTLE, WA 98108
PH.: (425) 837-8083
PROPERTY OWNER: KEN HUFFMAN
10620 235TH PIL SW
EDMONDS, WA 98020
TAX PARCEL NUMBER: 27033600201700
PROJECT ADDRESS: 10620 235TH PIL SW
EDMONDS. WA 98020
PARCEL AREA: 11.593 S.F. (0.266 ACRES
AS SURVEYED
VERTICAL DATUM & CONTOUR INTERVAL
ELEVATIONS SHOWN ON THIS DRAWING ARE BASED ON SNOHOMISH COUNTY
PUBLIC WORKS BENCHMARK 947. A 3" BRASS DISK IN THE PAVEMENT IN
THE CENTERLINE OF 237TH PL SW.
ELEVATION = 332.01 NAVD 88
2.0' CONTOUR INTERVAL - THE EXPECTED VERTICAL ACCURACY IS EQUAL TO
1/2 THE CONTOUR INTERVAL OR :k 1.0' FOR THIS PROJECT.
LEGAL DESCRIPTION
THE EAST 80 FEET OF THE WEST 509.53 FEET OF THE SOUTH 164.92 FEET
OF THE SW 1/4 OF NW 1/4 SECTION 36 TOWNSHIP 27 RANGE 03E W.M.
LESS COUNTY ROAD.
SITUATE IN THE CITY OF EDMONDS. COUNTY OF SNOHOMISH. STATE OF
WASHINGTON.
BASIS OF BEARINGS
PER THE CRYSTAL RIDGE PARTNERS SHORT PLAT UNDER RECORDING
NO.:200003035003 CITY OF EDMONDS FILE NO. S-98-186 ACCORDING To
THE SHORT PLAT THEREOF RECORDED IN VOLUME 98 OF PLATS, PAGE 186.
RECORDS OF SNOHOMISH COUNTY WASHINGTON.
ACCEPTED THE BEARING OF N 88`19'16* W FOR NOTTINGHAM ROAD BASED
ON FOUND MONUMENTS IN CASE.
5628AirportWayS swl /4, NWI/
Suite 144 TO
0
AREA DRAIN
IN
POWER METER
li'
WATER METER
_SS_
SANITARY SEWER MAIN
0
SANITARY SEWER MANHOLE
-OHE-
OVERHEAD POWER LINE
-G
UTILITY POLE
_X_
CHAIN LINK FENCE
—
WOOD FENCE
FF
FINISHED FLOOR
RH
RIDGE HEIGHT
R014
ROOF OVERHANG
SON
BUILDING OVERHANG
C
TREE CALIPER IN INCHES
D
REE DRIPLINE IN FEET
CONIFER TREE
CE
CEDAR
TSHE
WE ERN HEMLOCK
THPIL
WESTERN RED
nf"Ali DFC 11
Seattle,WA98108 KEN HUFFMAN
L_Amh'wwi� P (206) 420-7130 106020 235TH PL SW EDMONDS, WA 98020
CONSULTING F (206) 457-4469 PROJECT NO.: I REVISION DATE I REVISION NO.: I SHEE
Survey - Civil - Struc;tural plogconsulting,com 046-16 8/4/2016 0 1 OF 1
Ken Huffman
10620 235th Pl. S.W.
Edmonds, WA
Structural Calculations
Revision 2
DVDT Job No. - 18287
Drawings provided by Ken Huffman
03/05/2019
Index
Description
Design Criteria
Vertical Design
Foundation Design
Drawings
DVD7
Page
1
3
14
S1.0
MAR 19 2019
!3UIi n!N'G DEPARTMEMT
01. '0 -
ly OF ED: -=.j
VVVT Engineering, Inc.
Structural Engineering
(360) 933-1345
Job No.: 18287 — Rev. 2 DVDT Date: 2/28/2019
Title: Ken Huffman
Loc.: 10620 2351h pl. S.W., Edmonds
DVDT Engineering, Inc.
Structural Engineering
Description:
Ken Huffman has asked for structural engineering calculations for a residential house.
Scope:
Page: I of 14
Perform the structural calculations necessary to build the residence according to code, and obtain a building permit.
Building Department:
The calculations and drawings will be submitted to The City of Edmonds Building Services.
References:
2015 IBC, ASCE 7-10,2015 NDS
Loads:
Roof Load
Ri = 2
RDL Roof Dead Load = 15 psf
DF1 Roof Dead Load Factor = ' sqrt((R,)2 + (12)2) = (712) )2 )2) = 1.01
12 X sqrt((2 +(12
Riz Roof Live Load = 20 x1.0x(1.2-0.05xRi) = 20 x1.0x(1.2-0.05x2) = 22 psf
Snow Load
Pg = Ground Snow Load = 25 psf
C, = Exposure Factor = 1.0
Ct = Thermal Factor= 1. 1
I = Importance Factor = 1.0
Pf = Flat -Roof Snow Load = 0.7 C,, Ct I Pg = (0.7) (1.0) (1.1) (1.0) (25) = 19.25 psf
RsL = Design Roof Snow Load = 25 psf
Wal I Load
WDL = Wall Dead Load 12 psf
Floor Load
FDL = Floor Dead Load 13 psf,
I'LL = Floor Live Load - 40 psf;
FDLD = Deck Dead Load = 9 psf
FLLD = Deck Live Load = 60 psf
Seismic Load
Equivalent Lateral Force Procedure, Wood shear wall system, Seismic Design Cat. D, Category 11, Site Class D
F, 1.1; Ss = 1.0
Fv 1.7; S, = 0.35
Sms = F. Ss = (1.1)(1.0) = 1.1
Smi = FvSi = (1.7)(0.35) = 0.595
SDs=!XSms=!x1.1 =0.733
3 3
SDi = 1 X SM, � X 0.595 = 0.397
:3 3
R = 6.5; lo = Occupancy Importance Factor 1.0
Wind Load - Enclosed, Simple Diaphragm Building
V,,It 3-second gust wind speed = 110 mph; Exposure B
KA 1.0
Allowable Soil Load
am, = Allowable Soil Load = 2000 psf
Concrete
f,'= 2500 psi
fY4 = 40,000 psi - Grade 40 rebar; fY6 = 60,000 psi - Grade 60 rebar
Job No.: 18287 — Rev. 2 Z)VD7 Date: 2/28/2019
Title: Ken Huffinan
Loc.: 10620 2351h P1. S.W., Edmonds
DVDT Engineering, Inc.
Sftctural Engineering
Page: 2 of 14
Buildine Information
h, = Ridge Height = 18.83 ft
h,m = Main Floor Plate Height = 7.63 ft
h,u = Upper Floor Plate Height = 16,08 ft
h.r = Mean Roof Height = 1 x (h, + h,u) (18.83 + 16.08 17.5 ft
2 2
LT = Transverse horizontal dimension = 60 ft; LL = Longitudinal horizontal dimension = 56 ft
W= Living Room Addition Weight = 233xRDL+35x4xWDL = 233xl5+35x4xl2 = 5,175 lbs
Cs = Seismic Coefficient = ID-5 = 0.733 = 0.113 lbs
R 6.5
10 1.0
Vs = Seismic base shear = 1.3xCsx WxO.7 = 1.3 xO. 113 x 5 175xO.7 = 532 lbs
Wind Load E,G
I F,H
B,D
A,C A,C
E,G
�JjF,H
Al = 21.6; Ri = -9.0; Ci = 14.4; Di = -5.2; Ei = -23.1; Fi = -14.1; G1 = -16.0; Hi = -10.8; EoHi = -32.3; GoHi = -25.3
oi = 0.4xh., = OAx 17.5 = 7 It
a2 = O.Ixmin(LT, LL) = O.Ixmin(60; 56) = 5.6 ft
a,,�,, = Minimum = 3 ft
X = Height and Exposure Adjustment Factor (Figure 6-2) = 1.0
LE = End zone length = 2 max(a.i.;min(aj;a2)) = 2xmax(3;min(7;5.6)) = 11.2 ft
The shear walls and lateral strength of the building is acceptable without change.
Job No.: 18287 — Rev. 2 Z)VD7 Date: 2/28/2019
Title: Ken Huffman
Loc.: 10620 235 1h pl. S.W., Edmonds
Vertical Load
Roof Ledger Connection
L,,. = Length of span = 12 ft
Lft Floor Tributary area = 0 ft
LRt Roof Tributary area = 2 ft
h� Wall Height = 0 ft
DVDT Engineering, Inc.
Structural Engineering
WD = Dead Load = LftxFDL +LRtxRDLxDFi +hwxWDL = Ox13 +2xlSxl.Ol +Ox12 = 30.3 Of
WL = Live Load = LftxFLL +LRtxRsL= Ox4O +2x25 = 50 plf
W= Total Load = WD + WL = 30.3 + 50 = 80.3 Of
VMa-1 = 21 x W Lspan X (80.3) (12) x 241 pl
LRC 2 2
CD =Duration= 1. 15
Zs 200 lbs per 1/4"0 1/2" Simpson SDS screw
ss Screw Spacing = 1.33 It
ZS'= -L2 x Z, C, = -L (2) (200) (1.15) = 346 lbs/ft
SS 1.33
Therefore: Use (2) 1/4"A 1/2" Simpson SDS screws * 16" o-c-
Page: 3 of 14
Job No.: 18287 — Rev. 2 Z)VD7 Date: 2/28/2019
Title: Ken Huffman
Loc.: 10620 235h P1. S.W., Edmonds
DVDT Engineering, Inc.
Structural Engineering
R01 - 5 1/21' x 1811 GLB Rids!e Beam
b = Width = 5.5 in
d = Depth = 18 in
lb = Bearing Length (assumed) = 3.5 in 0.292 ft
ws = Self Weight = 35 x -L x b x -L x d 35 x 1- x 5.5 x -L x 18 = 24.1 lb/ft
12 12 72 12
L,. = Length of span = 23 . 5 ft
Lft Floor Tributary area = 0 ft
Ut Roof Tributary area = 1 x 24 = 12 ft
h,,, Wall Height = 0 ft
Page: 4 of 14
WD= Dead Load= ws+LftxFDL +LRtxRDLxDFi +h.xWDL= 24.l+Oxl3 +12xlSxl.Ol +Ox12 = 206 plf
WL =Live Load= LftxFLL +LRtxRsL= Ox4O +12x25 = 300 pif
W= Total Load = WD + WL = 206 + 300 = 506 plf
P = From R04 = 633 lbs
Forces
0.633
0.506
loading 23.5' 36.9 29.4
6.11 6.42 bending
6.11
shear deflection
-0.765"
-6.42
Allowable Forces - 24F-V4 DF
S,=lbd 2 = )2 3
6 (,)(5.5)(18 =297in
I,= " bd 3 = Q (5.5)(18)3 = 2,673 in4
12 TO
A = b d = (5.5) (18) = 99 Jn2
E = 1800000 psi
CD= 1.15
Cv=NDSS.3.6=min 1.0; f 21 �0'1 (12)0" (5.125)0") = min (1.0; f 21 0' " 0 1 (5.125)0.1) = 0.943
kTTV,,) d � b U39 * (T.) 5
F.Pap = Design compression stress perpendicular to grain = 650 psi
RAm = Fcp,,rpxbxlbxl2 = 650x5.5xO.292x 12 = 12.S27 lbs
F, = Design shear stress = 265 psi
VAn = Fv CDxA = (265) (1.15) x99 = 30.1170 lbs
Fb = Design bending stress = 2400 psi
MN = (297N
MAII = FbCDCV -) (2400)(1.15)(0.943)�—,2) 64.416ft-lbs
U2
Deflection
Allowable Total Deflection = L,panX12 . 23.5X12 = 1.175 in
240 240
Therefore use a 5 1/21' x 18" GLB for the beam,
M.
Job No.: 18287 - Rev. 2 Z)VD7 Date: 2/28/2019
Title: Ken Huffinan
Loc.: 10620 235h P1. S.W., Edmonds
DVDT Engineering, Inc.
Structural Engineering
R02 - 3 1/2" x 19 1/2" GLB Roof Beam
b = Width = 3.5 in
d = Depth = 19.5 in
lb = Bearing Length (assumed) = 6 in = 0.5 ft
ws=SelfWeight=35x ' xbx-Lxd =35x-L x3.5x x 19.5 = 16.6 lb/ft
12 12 12 T2
Lsw = Length of span = 12.5 ift
Lft Floor Tributary area = x 3.5 = 1.75 ft
LRt RoofTributary area = x 24.67 + 1.5 = 13.8 ft
h,, Wall Height = 3 ft
Page: 5 of 14
WD = Dead Load = w.,+Lft-FDL +LRtxRDLxDFi +h.xWDL = 16.6+1.75xl3 +13.8xl5xl.Ol +3x12 = 284 pif
WL = Live Load = LftxFLL +LRtxRsL= 1.75x40 +13.8x25 = 415 Of
W= Total Load = WD + WL = 284 + 415 = 699 Of
P = From R01+R04 = 6420+633 = 7,053 lbs
Forces
7.05
0.699 1
loading 12.5' 15.9
4.71 bending �6. 5�2
4.71
shear deflection
Allowable Forces - 24F-V4 DF
S. = 1 b d 2 = (19.5)2 3
6 (;) (3.5) = 222 in
I.,= 1 b d3 = (71 (3.5) (19.5)3 = 2,163 in4
12 �-2)
A = b d = (3.5)(19.5) 68.25 in2
E = 1800000 psi
CD= 1-15
Cv=NDSS.3.6=min 1.0; ( 21 )0'1 (12)0" (5.125)0") = min (1.0; (11- 0 1 12 O'l (5,125) 0-1 1.0
Lspan d k:-b- 12.1) �-195
F,p�,p = Design compression stress perpendicular to grain = 650 psi
RAn = FPerpxbxlbxl2 = 6SOx3.SxO.S x 12 = 13,650 Ibs
F, = Design shear stress = 265 psi
VAn = Fv CDxA = (265)(1.15)x68.25 = 20,799 lbs;
Fb = Design bending stress = 2400 psi
(S:r = (222
MAM=FhCDCv � (2400) (1.15) (1.0) -) = 55 UQ 1 7-ftJlk
12) k712 .1
Deflection
Allowable Total Deflection = L,panx12 = 12.SX12 = 0.625 in -QK
240 240
Therefore use a 3 11211 x 19 1/2" GLB for the header.
Job No.: 18287 — Rev. 2 Z)VD7 Date: 2/28/2019
Title: Ken Huffman
Loc.: 10620 235h P1. S.W., Edmonds
DVDT Engineering, Inc.
Structural Engineering
R03 - 3 1/2" x 7 1/2" LVL Beam - Existina
lb = Beating Length (assumed) = 1.5 in = 0.125 ft
w., = Self Weight = 6.5 lb/ft
L,,. = Length of span = 10 ft
Lft Floor Tributary area = 0 ft
LRt Roof Tributary area = 1 x 12 + 4 = 10 ft
2
N, Wall Height = 0 ft
Page: 6 of 14
WD = Dead Load = w.,+LftxFDL +LRtxRDLxDFi +hwxWDL = 6.5+0x13 +10xl5xl.Ol +0x12 = 158 plf
WL = Live Load = LftxFLL +LRtxRsL= Ox4O +10x25 = 250 plf
W= Total Load = WD + WL = 158 + 250 = 408 Of
Lft Floor Tributary area = X 1.33 = 0.665 ft
Ut Roof Tributary area = (2 + 4) = 3 ft
2
h, Wall Height = 3 ft
WD = Dead Load = ws+LftxFDL +LRtxRDLxDF1 +hwxWDL = 6.5+0.665xl3 +3xl5xl.Ol +3x12 = 96.6 plf
WL = Live Load = LftxFLi, +LRtxRsL= 0.665x4O +3x2S = 102 Of
W= Total Load = WD + WL = 96.6 + 102 = 198 Of
P = From R02 = 4,690 lbs
Forces
4.69
0.408 0.198 14.5
loading
10,
T . . . . . . . . . . . . . . . . . . . . . .
3.55 4.48 bending
3.5S
0. 01 deflection
shear
L-- 1 -1.03"
-4.48
Allowable Forces - BC1 Versa -Lam Tables
VAnow 4,821 lbs OK
Mmiow 8,377 ft-lbs OK
Deflection
L, = I 11.1 in'
E = 2000000 psi
Allowable Total Deflection = LspanX12 = 10x1z = 0.5 in DK
240 -T40
Therefore the existing 3 1/21' x 7 1/211 Versa -Lam is NOT acceptable.
Job No.: 18287 - Rev. 2 Z)VD7 Date: 2/28/2019
Tide: Ken Huffman DVDT Engineering, Inc.
Loc.: 10620 235dPi. S.W., Edmonds Structural Engineering
R03 - 5 1/299 x 10 1/211 GLB Roof Beam
b = Width = 5.5 in; d = Depth = 10.5 in
lb = Bearing Length (assumed) = 3.5 in = 0.292 ft
w, = Self Weight = 35 x -L x b x -L x d = 35 x -L x 5.5 x -L x 10.5 = 14.0 lb/ft
12 12 12 12
L�w = Length of span = 10.5 ft
Lft Floor Tributary area = 0 ft
LRt Roof Tributary area = 1 x 12 + 4 = 10 ft
2
h, Wall Height = 0 ft
Page: 7 of 14
Wt, = Dead Load = w.,+LftxFDL +LRrxRDLxDFi +hwx WDL = 14.0+Ox 13 +10xlsxl.Ol +Ox 12 = 166 plf
WL =Live Load= LftxFLL +LRCxRsL= Ox4O +10x25 = 250 pif
W= Total Load = WD + WL 166 + 250 = 416 Of
Lft Floor Tributary area = X 1.33 = 0.665 ft
2
LRt Roof Tributary area = 1 (2 + 4) = 3 ft
h,, Wall Height 3 ft
WD = Dead Load ws+LftxFDL +LRtxRDtxDpj +hwx WDL = 14.0+0.665 x 13 +3 x 15x 1.01 +3 x 12 = 104 plf
Wi, = Live Load = LftxFLL +LRtxRsL= 0.665x4O +3x2S = 102 pif
W= Total Load = WD + WL = 104 + 102 = 206 plf
P = From R02 = 4,690 lbs
4.69
Forces 0.416 0.206
loading
10,
3.59 4.52 bending
3.59
0. 89
shear
Allowable Forces - 24F-V4 DF -4.52
S. = 1 b d 2 (�')(5.5)(10.5)2 = 101 in3
6
I,= -L 1) d 3 4
12 ( ' (5.5) (10.5)' = 531 in
12)
A = h d = (5.5) (10,S) = 57.75 in2
E = 1800000 psi;
deflection
-0.24"
CD = 1.15
14.6
21 ) 0.1 (L2)0" (5.125) 21 No" ( 12 0-1 0-1) = 1.0
Cv=NDS5.3.6=min 1.0; min (1.0; 7S) (5.125)
Lsvan d b 0. 10.5
F,p�, = Design compression stress perpendicular to grain = 650 psi
Rm = Fcperpxbxlbxl2 = 650x5.54.29242 = 12,527 lbs
F, = Design shear stress = 265 psi
VAn = Fv CDxA = (265)(1.15)xS7.75 = 17,599 lbs
Fb = Design bending stress = 2400 psi
(S�� = 101 23.24 ft-lbs
MAII = Fb CD CV ') (2400)(1.15)(1.0) T
U�2 ( 12
Deflection
Allowable Total Deflection = L,panX12 = 10.5X12 = 0.525 in OK
240 240
Replace the existing beam with a 5 1/21' x 10 1/2" GLB for the beam.
Job No.: 18287 — Rev. 2 Z)VD7 Date: 2/28/2019
Title: Ken Huffman
Loc.: 10620 235h P1. S.W., Edmonds
DVDT Engineering, Inc.
Structural Engineering
R04 - U8 #2 DF Ceilinp- Joist Beam
b = Width = 3.5 in
d = Depth = 7.25 in
lb = Bearing Length (assumed) = 1.5 in 0.125 ft
w., = Self Weight = 35 x -L x b x -L x d 35 x 1 x 3.5 x -L x 7.25 = 6.17 lb/ft
12 12 12 12
L,p.n = Length of span = 6 R
Lft Floor Tributary area = 0 ft
LRt Ceiling Tributary area x 24 = 12 ft
K, Wall Height = 0 ft
Page: 8 of 14
WD Dead Load = w.,+LftxFDL +LRtx7xDF1 +hwxWDL = 6.17+Oxl3 +(12)x7xl.Ol +Ox12 = 91.0 plf
Wb Live Load = LftxFLL +LRtXlO= Ox4O +12xlO = 120 plf
W= Total Load = WD + WL = 91.0 + 120 = 211 plf
Forces
Vmax = 1 x W L = 1 (211) (6) = 633 lbs
2 span 2
Mmax=lx W x L2 1 2
8 span = , x 211 x 6 = 950 ft-lbs
Allowable Forces - #2 DF
S, b d 2 = )2
(�')(3.5)(7.25 =30.7in3
I,, b d 3 = (-L) (3.S) (7.2 5)3 = 111 in4
12 12
A b d= (3.5)(7.25) = 2S.4 in2
E 1600000 psi
CD = Duration = 1.0
CF = NDS Table 4A = 1.3
F,p,,p = Design compression stress perpendicular to grain = 625 psi
Rmi = &Perpxbx1bx12 = 625x3.SxO.125x 12 = 3,281 Ibs
F, = Design shear stress = 180 psi
VAn = Fv CDxA = (180) (1) x 2S.4 = 4,572 Ibs
Fb = Design bending stress = 900 psi
MAn = FhCD CF ISO, = (900)(1) (1.3) 30.7
�—,V ( 12
Deflection
AL = sXWLxr'2x(LsPanx12)4 SX120X-L
1 0,0197 in
384 E Ix (384)(1600000)(111)
LspanX12 6X12 =
Allowable Live Load Deflection = — 0.2 in
360 360
9xWXj1-2X(Lspanx12)' = SX211.-L (6.1
,dMax = 12 �)L = 0.0346 in
384 E Ix (384)(1600000)(111)
Allowable Total Deflection = Lspa'nX12 = 6X12 = 0.3 in
240 240
Therefore use a 4x8 #2 DF for the beam with HU48 hanger & 5/8" threaded rod.
OK
OK
Job No.: 18287 — Rev. 2 Z)VD7 Date: 2/28/2019
Title: Ken Huffman
Loc.: 10620 235h P1. S.W., Edmonds
DVDT Engineering, Inc.
Structural Engineering
BOI - 5 1/4" x 9 1/4" PSL Floor Beam
b = Width = 5.25 in
d = Depth = 9.25 in
lb = Bearing Length (assumed) = 1.5 in 0.125 ft
ws = Self Weight = 45 X -L x b x -L x d 45 X -L x 5.25 x L X 9.2S = 15.2 lb/ft
12 12 12 T2
4p. = Length of span = 13 ft
Lft Floor Tributary area = 1 x 24 = 12 ft
2
Ut Roof Tributary area = 0 ft
h,,, Wall Height = 0 ft
Page: 9 of 14
WD = Dead Load = w�+LftxFDL +LRtxRDLxDFi +h.xWDL = 15.2+12xl3 +OxlSxl.Ol +Ox12 = 171 plf
WL = Live Load = LftxFLL +LRtxRsL= 12x4O +Ox25 = 480 pif
W= Total Load = WD + WL = 171 + 480 = 651 plf
Forces
Vm..,,=lx WL
2 Span (651) (13) = 4,233 lbs
2
Mmax=!x W x L 2 =1 x 651 X 13 2 = 13,756 ftlbS
8 Span 8
Allowable Forces - 2.01Z Parallam from Trus Joist Tables
Sx=lb d 2 = S)2
6 (1)(5.25)(9.2 74.9 in3
6
b d 3 = )3 4
12 (-L)(5.25)(9.25 =346in
12
A b d = (S.25)(9.25) = 48.6 in2
E 16,00000 psi
CD = Duration 1.0
CF= (L2)0.111 (�1-2 .111 = 1.03
d .25)0
Fc,p,,p = Design compression stress perpendicular to grain = 750 psi
RAn = Fcftrpxbxlbxl2 = 75Ox5.25xO.l25xl2 = 5,906 lbs
F� = Design shear stress = 190 psi
VAn = Fv CDxA = (190)(I)x48.6 = 9.234 lbs
Fb = Design bending stress = 2900 psi
MAn = Fb CO CF (L-
(2900) (1) (1.03) 4.9
(712
Deflection
4 = 375 in'
E = 2000000 psi
SXWLxr'2x(L,p ... X12)4 = SX480x-F'2 (13X12)4
AL= — = 0.411 in
384 E Ix (384)(2000000)(375)
Allowable Live Load Deflection = LspanX12 13X12 = 0.433 in
360 360
SXWx-LX(L,pa�X12)4 _ SX651X-L (13xl2)4
AM,, 12 — ... 12 — = 0.558 in
384 6 Ix (384) (2000000) (375)
Allowable Total Deflection = LspanxU = 13X12 = 0.65 in
240 240
OK
OK
of
Therefore a 5 1/4" x 9 1/41' parallam is OK for this beam with a maximum clear span of 12'-6 .
Job No.: 18287 — Rev. 2 DVDT Date: 2/28/2019
Title: Ken Huffman
Loc.: 10620 235' P1. S.W., Edmonds
DVDT Engineering, Inc.
Structural Engineering
B02 - (2) WO #2 DF Floor Beam
b = Width = 3 in
d = Depth = 9.25 in
lb = Bearing Length (assumed) = 1.5 in = 0.125 ft
w, = Self Weight = 35 x -L x b x 1 x d = 35 x -L x 3 x -L x 9.25 = 6.74 lb/ft
12 12 12 12
4w = Length of span = 4 ft
Lft = Floor Tributary area = 1 x (9.25 + 14.75) = 12 ft
2
LRt= Roof Tributary area = 0 ft
h,, = Wall Height = 0 ft
Page: 10 of 14
Wi)= Dead Load= w.,+LftxFDL+L)?txRDLxDFi +h.xWDL = 6.74+12x13 +Oxlsxl.Ol +Ox12 = 163 plf
WL = Live Load = LftxFLL +LRtxRsL= 12x4O +Ox25 = 480 plf
W= Total Load = WD + WL = 163 + 480 = 643 plf
Forces
Vmax=1 x W L 2
2 Span = 1 (643) (4) = 1,285 Ibs
Mmax x W x L2,pa, x 643 x 41 = 1.285 ft-lbs
Allowable Forces - #2 DF
Sx = 1 b d2 (3) (9.25)' = 42.8 in3
6
lx=-Lb d 3 (-L (3) (9.25)3 = 198 jn4
12 12)
A bd= (3)(9.25) = 27.75 in2
E 1600000 psi
CD =Duration= 1.0
CF = NDS Table 4A = 1. 1
FcPr,p = Design compression stress perpendicular to grain = 625 psi
RAn = Fcpepxbxlbxl2 = 625x3xO.125x12 = 2,813 Ibs
F� = Design shear stress = 180 psi
VAn = Fv CoxA = (180) (1)x27.75 = 4.995 lbs
Fb = Design bending stress = 900 psi
2."
AfAn=17bCDCF�.2) (900)(1)(1'1)(412
Deflection
5XWLX-r'2x(L.,p,,X12)'= SX48OX-L(4xl
AL = 12 0.00873 in
384 E Ix (384) (1600000) (198)
Allowable Live Load Deflection = LP.xl2 = 4X12 = 0.133 in
360 360
SXWX-j'2x(L,,anx12)4 SX643X-L (!�� =
Am. = 12 0.0117 in
384EI, (384) (1600000) (198)
Allowable Total Deflection = LspanX12 = 4X12 = 0.2 in
240 240
Therefore use (2) 2x1O #2 DF for the beam with LUS210-2 hanger.
Sister the beam with (2) rows 16d (0.128"0") nails * 1211 o.c.
OK
OK
Job No.: 18287 - Rev. 2 Z)VD7 Date: 2/28/2019
Title: Ken.Huffman
Loc.: 10620 2351h P1. S.W., Edmonds
DVDT Engineering, Inc.
Structural Engineering
B03 - (3) 2x1O #2 DF Floor Beam
b = Width = 4.5 in
d = Depth = 9.25 in
lb = Bearing Length (assumed) = 1.5 in = 0.125 ft
w., = Self Weight = 35 x -L x b x -L x d = 35 x 1 x 4.5 x -L x 9.25 = 10.1 lb/ft
12 12 T2 12
L,w = Length of span = 6 ft
Lft Floor Tributary area = 1 x 1.33 = 0.665 ft
2
LRt Roof Tributary area = 1 (24.67 + 12) + 2 = 20.3 ft
h,, Wall Height = 8 ft
Page: 11 of 14
WD = Dead Load = ws+LftxFDL +LRtxRDLxD" +hwxWDL = 10.1+0.665x13 +20.3xl5xl.Ol +8x12 = 423 plf
Wi. = Live Load = LftxFLL +LRtxRsL= 0.665x4O +20.3x25 = 535 Of
W= Total Load = WD + WL = 423 + 535 = 9S8 plf
P = From B02 = 1,285 lbs
Forces
1.29
0.958
loading 1 4.64
f 6'
4.05 2.98 bending
4.OS
shear deflection -0.064
2.98
Allowable Forces - #2 DF
S, 1 b d 2 =
6 G) (4.5) (9.2 V = 64.2 jn3
I., -L b d 3 = 5)3
12 ( 1 ' 2) (4.5)(9.2 = 297 in4
A b d = (4.5) (9.2 5) = 41.6 in2
E 1600000 psi
CD = Duration = 1. 15
CF = NDS Table 4A = 1. 1
F,p,, = Design compression stress perpendicular to grain = 625 psi
RAn = Fcftpxbx1bx12 = 625x4.5 xO.125x 12 = 4,219 lbs
F, = Design shear stress = 180 psi
VAn = Fv CDxA = (180)(1.15)x4l.6 = 8,616 Ibs
Fb = Design bending stress = 900 psi
MA11= FbCDCp - 4.2
(LU) = (900)(1'15)(1-1) (612
Deflection
= LspanX12 6x12 =
Allowable Total Deflection - 0.3 in OR
240 240
Therefore use (3) 2x1O #2 DF for the beam.
Sister the beam with (3) rows 16d (0.128"x3") nails g 12" o.c. each side.
Job No.: 18287 - Rev. 2 DVDT Date: 2/28/2019
Title: Ken Huffman DVDT Engineering, Inc.
Loc.: 10620 235h P1. S.W., Edmonds Structural Engineering Page: 12 of 14
B04 - 2x6 P.T. #2 HF Deck Joists
b = Width = 1.5 in
d = Depth = 5.5 in
lb = Bearing Length (assumed) = 1.5 in 0.125 ft
w,= Self Weight = 35 x -L x b x 1 x d 35 x -L x 1.5 x -L x 5.5 2.01 lb/ft
12 12 12 12
L�p. = Length of span = 5.25 ft
Lf, = Floor Tributary area = 1.33 ft
WD= Dead Load = LftxFDLD =1.33x9 = 12.0 plf
WL = Live Load = LftxFUD =1.33x6O = 79.8 plf
W= Total Load = WD+ WL = 12.0 + 79.8 91.8 plf
Forces
Vm..,= 1 x W L (91.8) (5.2 5) 241 )bs
2 span 2
Mm. x W x L' an x 91.8 x 5.2 52 316 ft-lbs
SP
Allowable Forces - #2 HF
S. = 1 b d2 (1.5) (5.5)2 = 7.56 in3
I.= 1 b d3 (1.5) (5.5)3 = 20.8 in4
12 12)
A b d = (1.5)(5.5) 8.25 in2
E 1300000 psi
CD = Duration = 1.0
CF= NDS Table 4A 1.3
G =Repetitive= 1. 15
F,P,, = Design compression stress perpendicular to grain 405 psi
R.4n = FPerpxbxlbx 12 = 405 x 1.5 x 0. 12 5 x 12 = 911 lbs
F, = Design shear stress = 150 psi
VAn = Fv CDxA = (150) (1) x 8.25 = 1.238 Ibs
Fb = Design bending stress = 850 psi
MAII =FbCDCF Cr (Lx
,,)=(850)(1)(1.3)(1.15)(' =801ft-lbs
12 )
Deflection
5 WLXY'-,X(Lspanxl2)' SX79.8x-L (5.25xl2)4
JL= X 12 000) �2- = 0.0504 in
384 E Ix (384)(1300 0.8)
Allowable Live Load Deflection = LspanX12 = 5.2SX12 = 0.175 in OK
360 360
5xWx-r"X(L"anX12 )4 12 -
= sx9l,"-L (511!�� = 0.0580 in
384 E Ix (384) (1300000) (20.8)
Allowable Total Deflection = Lspanx12 = 5.25XI2 = 0.2625 in OK
240 240
Therefore use 2x6 P.T. #2 RF deck joists @ 16" o.c.
Deck Ledger Connection
V = Shear= Vm, -L' = (241) (L2) = 181 lbs/ft
_, 16 16
Zs 340 lbs per 1/2"x5" Simpson Titan HD screw
ss Screw Spacing 1.33 ft
ZS'=-L1XZ,C,) (1)(340)(1)=256lbs/ft
SS 1.33
Therefore: Use (1) 1/21lx5" Simpson Titan HD screw * 16" o.c.
Job No.: 18287 - Rev. 2 DVDT Date: 2/28/2019
Title: Ken Huffinan DVDT Engineering, Inc.
Loc.: 10620 235h P1. SM, Edmonds Structural Engineering Page: 13 of 14
B05 - 4x6 P.T. #2 HF Deck Beam
b = Width = 3.5 in
d = Depth = 5.5 in
lb = Bearing Length (assumed) = 1.5 in 0.125 ft
ws = Self Weight = 35 x -L x b x -L x d (35) Q-,) (3.5) (al) (9.25) = 7.87 lb/ft
12 12
L,p. = Length of span = 8 ft
Lc Length of cantilever = 2 ft
Lft Floor Tributary area -1 x 5.2S + I = 3.625 ft
Ut Roof Tributary area 0 ft
hw Wall Height = 0 ft
WD= Dead Load= w,+LftxFDLD+LRtxRDLxDFi +hwxWDL = 7.87+3.625x9 +Oxl5xl.Ol +Ox12 = 40.5 plf
WL= Live Load =LftxFLLD+LRtxRsL= 3.625x6O +Ox2S = 217.5 plf
W= Total Load = WD + WL = 40.5 + 217.5 = 2S8 Of
Forces
0.258
loading I -i
2' T 81 T 2'
1.55 1.55
1.03
0.516
shear
0.516
- 1.03
Allowable Stresses - #2 HF
S.=�hd 2 (16)(3.5) (S.S)2 = 17.6 in3
1, -L b d 3 4
12 (L (3.5) (5 .5)3 = 48.5 in
12)
A b d = (3.5) (5.5) 19.2 5 in2
E 1300000 psi
CD = Duration = 1.0
CF = NDS Table 4A 1.3
1.55
bending - Z� \I---
0.516 -0.516
0. 174"
deflection
0.264"
F&,, = Design compression stress perpendicular to grain = 405 psi
RAu = Fcp,,Ppxbxlbxl2 = 405x3.SxO.l25xl2 = 2,126 lbs
F, = Design shear stress = 150 psi
VAn = Fv CDxA = (150)(l)x 19.25 = 2.888 lbs
Fb = Design bending stress = 850 psi
MAY = Fb CDCF (Sx� = (850) (1) (1.3) 17.6 1,625 &-lbi
r12 ) ( 1-2
Deflection
Allowable Total Deflection = Lspanx 12 = 8 x 12 = 0.4 in QK
240 240
Allowable Cantilever Deflection = 2xLcxl2 - 2x2xl2 = 0.2 in DA
240 240
Therefore use a U6 P.T. #2 RF for this beam.
Job No.: 18287 — Rev. 2 DVD7 Date: 2/28/2019
Title: Ken Huffman
Loc.: 10620 235h P1. S.W., Edmonds
Foundation
Tyipical Bearinz Point Foolfine
P = 6500 lbs
b = Pad Width = 1.33 ft
L = Pad Length = 3.5 ft
DVDT Engineering, Inc.
Structural Engineering
P 6SOO
a = Soil Bearing Pressure = ;— � T— 1,396 psf
L 1.33)(3.5)
Therefore the 16" wide footing is acceptable for loads under 6,500 lbs.
F1 - Bearing Point Footing
P = From 1301 = 4,238 lbs
b = Pad Width = 1.75 ft
L = Pad Length = 1.75 ft
cr = Soil Bearing Pressure = -L = 4238 = 1,384 psf
b L (1.75) (1.75)
Therefore a 2111 wide footing footing is acceptable.
Page: 14 of 14
GENERAL NOTES
LIVE SAFETY N OTES (continuedl
FRAMING NOTES (continued
Nothing in this permit approval process shall be interpreted as
allowing or permitting the maintenance of any currently existing
illegal, nonconforming, or unpermitted building, structure, or site
condition which is outside the scope of the permit application,
regardless of whether such building, structure, or condition is
shown on the site plan or drawing. Such building, structure, or
condition may be the subject of a separate enforcement action.
Sound/noise originating from temporary construction sites as a
result of construction activity are exempt from the noise limits
only during the hours of 7:00am to 6:00pin 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,
unless a variance has been granted. ECC Chapter 5.30
All changes in plans and field modifications shall be approved by
the local jurisdiction. The design professional shall prepare
drawings as required for approval. IBC 107.4
Temporary address shall be clearly visible from street during all
phases of construction. Failure to properly post house/building
numbers may result in no inspection by the City Inspector.
Curb signage is not acceptable.
Address numbers (4" min. ht. & 1/2" min. stroke width) shall be
posted to be plainly visible from the street or road fronting the
property. IRC R319
LIFE SAFETY NOTES
Smoke alarms shall be installed in each sleeping room, outside of
each separate sleeping area in the immediate vicinity of the
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 shall be hard -wired with battery backup, and when more
than one smoke alarm is required within an individual dwelling
unit, they shall be interconnected. Discuss exceptions to the
power source requirements with the Building Inspector.
11RC R314 IBC 907.2.11.2
Carbon monoxide alarms shall be installed outside of each
separate sleeping area in the immediate vicinity of the bedrooms
and on each level in new construction and in existing dwellings
when alterations, repairs or additions requiring a pen -nit occur, or
when one or more sleeping rooms are added or created. IRC R315
Handrails and guards must be capable of resisting a concentrated
load of 200 pounds per square foot applied in any direction at any
point along the top. Guard in -fill components must be capable of
resisting 50 pounds per square foot.
,IRC Table R301.5 IBC 1607.8
Handrails shall be continuous through stair flights of four or more
risers, without interruption by newel posts (unless at a turn) or
other obstructions, and return to a wall, newel post, or safety
terminal. The grip -size shall be Type I or 11 or of equivalent
,graspablity. IRC 311.7.8
Provide one operable escape window in the basement, habitable
attic and in each sleeping room meeting all of the following
-An operable area of not less than 5.7 sq. ft. (5 sq. ft. for grade
floor opening)
-A minimum clear opening height of 24 inches
-A minimum clear opening width of 20 inches
-Not more than 44 inches between the finished floor and the
bottom of the clear opening.
Escape windows located under decks or porches must have a path
36 inches in height to a yard or court. R310 IBC 1029
The greatest riser height within any flight of stairs or the greatest
tread depth within any flight of stairs shall not exceed the smallest
by more than 3/8 inch.
IRC R311.7.5.1 IRC R311.7.5.2 IBC 1009.7.4
FOOTINGS/FOUNDATIONS
Footing drains are required around concrete/masonry 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 of the foundation wall is not achieved. A
separate footing drain inspection by the Building Inspector is
required. IRC R401.3 IRC R405.1
Slab -on -grade floors shall be a minimum 3.5-inch thick concrete
over a 6 mil vapor barrier and 4-inch base of sand/gravel/etc.
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 of
a hydronic heating system shall have R- 10 insulation provided
throughout the entire slab area.
.IRC R506 WSEC R402.2.9 WSEC Table R402.1.1
Vertical rebar must be hooked and tied in place at time of footing
inspection. Maintain minimum 3" clearance to earth, 1-1/2" to
form -work for reinforcement. R403.1.3 R404.1.2.3.7.4
Anchor bolts shall be at least 1/2 -inch in diameter and extend 7
inches into concrete. There shall be a minimum of two bolts per
plate, with one bolt within 12 inches but not closer than seven bolt
diameters from the end of the plate. The bolt spacing shall not
exceed 6 feet o.c. and shall have a nut and 3"x3"xO.229" washers
,unless engineered. IRC R403.1.6
FRAMING NOTES
Hardware and fasteners in contact with preservative -treated wood
shall be of hot -dipped zinc galvanized steel, stainless steel, silicon
t�
bronze or copper. IRC R317.3.1 IBC 2304.9.5.1
Joists less than 18" and beams less than 12" to grade and all wood
exposed to weather shall be preservative -treated or naturally
resistant to decay. IRC R317 IBC 2304.11
Joists shall have not less than 1.5 inches bearing on wood or metal
and 3 inches on concrete. Joists shall be prevented from rotating
at the ends and at intermediate support by approved hangers, 2
:h nominal blocking, or attachment to a rim board.
C 502.6/502.7 IBC 2308.8
Foundation cripple walls shall be framed of studs not less in size
than the studs above. Walls over 4 feet in height shall be framed
of studs having the size required for an additional story. Cripple
walls studs less than 14 inches in height shall be sheathed on at
least one side with a wood structural panel that is fastened to both
the top and bottom plates in accordance with Table R602.3(l), or
cripple walls shall be constructed of solid blocking. Cripple walls
Ishall be supported on continuous foundations. IRC R602.9
Prior to the framing inspection, the building must be dried in with
a minimum of roofing, windows, and siding paper installed.
Truss layouts showing girder truss/hip-master locations are not
permitted to change and must be followed correctly. If the truss
manufacturer requests to change, in part or in whole, the layout
shown, they must contact the architect/designer to ensure that the
structural design of the building is maintained. If the layout
shown is changed, in part or in whole, the Building Division
requires new engineering calculations and must approve the
changes prior to the installation of the roof sheathing.
Exterior and bearing wall studs may be notched <25% and bored
<40% of the stud width. Non -bearing wall studs may be notched
<40% and bored <60% of the stud width. Any bore located <5/8"
from the stud face is considered a notch. Rafters and joists may
be notched in the outer thirds of the span with a maximum notch
depth 1/6th and a notch width 1/3rd the depth of the member.
Rafters and joists may be bored up to 1/3rd the depth of the
member no closer than 2" to each edge or to another bore. Top
plates notched or bored >50% of the width must have a l6ga.
strap, 6 inches past and fastened with 8- 1 Od nails at each side of
,the opening. IRC R502.8 IRC R602.6 IBC 2308
Attic access openings are required for buildings with combustible
ceiling or roof construction over an area >30 sq. ft. and with a 30"
vertical space between ceiling and roof framing members. The
rough-tramed opening shall be 22"x3O" and located in a hallway
or other readily accessible location. The access cover shall be
weather- stripped and insulated to a level equal to the surrounding
,surfaces. IRC R807.1 WSEC 402.2.4
Attic ventilation openings shall not be less than 11150 of the area
of the space ventilated. It may be reduced to 1/300 if at least 50
percent and not more than 80 percent of the required openings are
at least 3 feet above the eave vents with the balance provided by
the eave vents. The net free cross -ventilation area may also be
reduced to 1/300 when a Class I or 11 vapor barrier is installed on
the warm -in -winter side of the ceiling. IRC R806.2
ADDITIONAL REQUIREMENTS
A survey may be required prior to the foundation wall inspection if
the Building Inspector is unable to verify setbacks. Lot line stakes
should be in place at the time of the foundation inspection and
established property pins should be made visible.
V�
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MECHANICAL NOTES PLUMBEN(i INU*th,�) PlKL-KAIEV UU1NN'1KUU*1'1UN
Provide outdoor air inlets in all habitable spaces.IRC 1507.3.4.4
A 30"x3O" level working space shall be provided in front of the
control side to service appliances. In attics and underfloor areas,
a passageway a minimum of 30 inches high and 20 inches wide
traveling not more than 20 feet from the access shall be provided.
A 24 inch wide solid pathway shall be provided in attics. A
switch -controlled luminaire is required at the passageway opening
and a receptacle outlet at or near the appliance. A means of
electrical disconnect is required within sight of the appliance or
the breaker is to be capable of being locked in the open position.
11RC M1305 IMC 306 NEC 422.31(B) ____J
Provide the combustion air required for the proper operation of the
appliance(s). The minimum required volume per the standard
method is 50 cubic feet per 1000 BTUAir. Where exhaust fans,
clothes dryers, and kitchen ventilation systems inteifere with the
operation of appliances, makeup air shall be provided. Fuel -fired
appliances shall not be located in sleeping rooms, bathrooms,
toilet rooms, or storage closets unless specific installation
requirements are met. IRC G 2406.2 G2407.4 G2407.5.1
IFGC 303.3 304.4 304.5
An exhaust hood/system of >400cfm installed or required by the
range or cooktop manufacturer must be provided with makeup air
equal to the exhaust air rate. IRC M1503.4 IMC 505.2
Provide required makeup air in the laundry room. Louvered doors
or openings/grilles into other spaces may be used to meet the
requirements. Other limitations may arise if a gas dryer is
installed. IMC 504.5 G2407.4 G2407.9.1
Dryer ducts shall terminate outside of the building, 3 ft. from any
openings into the building. The termination shall have a backdraft
damper and no screen. The dryer duct shall be a minimum
.016-in. (27 ga.) thick, a minimum 4 inches in diameter, have a
smooth interior finish, have sections joined with the insert end in
the direction of airflow without the use of fasteners, be supported
at 4 ft. intervals, and secured in place and protected by nail plates
that extend 2" above/below bottom/top plates. The joints shall be
sealed with UL181A listed mastic or tape. Dryer duct maximum
lengths are 25 ft. for electric and 35 ft. for gas with deductions for
fittings (or sized/length per manufacturer). If concealed, the
equivalent length of the duct shall be permanently labeled or
tagged within 6 ft. of the dryer connection.
1IRC M1502 M1601.4.1 G2439 IMC 504 IFGC 614
Hydronic heating system piping shall be tested at 100 psi water
pressure or 1 1/2 times the operating pressure, whichever is greater,
for a minimum of 15 minutes. Piping embedded in concrete shall
be pressure tested prior to the placing of concrete and be
maintained at operating pressure during concrete placement. The
test must be observed by the Building Inspector prior to concrete
placement. Note: a means of providing outdoor air per IRC
R303.4, M1507 and IMC 403.2 is required. IMC 1208 - 1209
Refrigerant circuit access ports located outdoors shall be fitted
with locking -type tamper- resistant caps.
IRC M1411.6 IMC 1101.10
Fixtures installed on a floor level that is lower than the next
upstream manhole cover of the public or private sewer shall be
protected from backflow of sewage by installing an approved type
of backwater valve. Fixtures on floor levels above such elevation
shall not discharge through the backwater valve. UPC 710.1
Vent all plumbing fixtures through the roof per UPC 906.0 or
with a loop vent per UPC 909.0. Air admittance valves are not
permitted unless first approved by the Building Inspector on a
case by case basis.
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 34" drain and the drain shall terminate in a visible
location. The drain cannot empty into the crawlspace beneath a
building. Discharge from a relief valve into a water heater pan
shall be prohibited. UPC 507.4 UPC 507.5
Access will be required for the whirlpool/jetted tub pump and the
tempering valve for all tubs. The tempering valve may also be
installed at the water heater. UPC 409
Showers shall be a minimum of 900 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 of the drain. The floor of the shower shall slope a minimum of
1/4" and a maximum of 1/2". Lining materials for built-up showers
and shower seats shall be sloped, extend upward 3" above the
horizontal surface, and over the top of the dam or threshold.
Shower receptors shall be tested by filling with water to the top of
the rough threshold while plugged at the drain. Protect the weep
holes in the sub -drain clamping ring from clogging.
UPC 408.5 - 408.7
IMain building shut-off required on water supply line. UPC 606.2
Pressure reduction valve on main water supply line required by
City code.
Vent hot water tank relief valve directly to the outside.
UPC 608.5
Hot water heater must be seismically anchored or strapped at
points within the upper one-third and lower one-third of its
vertical dimensions. At the lower point, a minimum distance of 4"
must be maintained above the controls with the strapping.
UPC 507.2
All pressure absorbing devices (e.g. air chambers, mechanical
devices, hammer arrestors) shall be accessible or installed per
manufacturer. UPC 609.10
JMinimum I" air -gap required at dishwasher. UPC 414.3 1
Hose bibs (exterior faucets) are required to have a permanently
affixed anti -siphon device installed. UPC 603.5.7
Soaker and jetted tubs shall be installed and supported per the
manufacturer's installation specifications. UPC 409.6
Dwelling/garage separation shall be maintained by installing 1/2" gypsum
wallboard on the garage side from the foundation to the underside of the
roof sheathing. Ceiling of garages with habitable space above shall have
5/8-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 stairs shall have walls, under -stair surface and any soffits protected
on the enclosed side with 1/2" gypsum wallboard. Water resistant gypsum
shall not be used as a tile backing board where there will be direct
exposure to water, or in areas subject to continuous high humidity
(showers, etc.). IRC R302 IRC R702.3.8.1
Fireblocking shall be provided to cut off all concealed draft openings (both
vertical and horizontal) and to form an effective fire barrier between
stories, and between a top story and the roof space. Fireblocking shall be
provided in wood -frame construction in the following locations:
1) In concealed spaces of stud walls and partitions, including furred spaces
and parallel rows of studs or staggered studs as follows:
1. 1 Vertically at the ceiling and floor levels.
1.2 Horizontally at intervals not exceeding 10 feet.
2) At all interconnections between concealed vertical and horizontal spaces
such as occur at soffits, drop ceilings and cove ceilings.
3) In concealed spaces between stair stringers at top and bottom of the run.
4) At openings around vent, pipes, and ducts at ceiling and floor level,
with an approved material to resist the free passage of flame and products
of combustion. For additional requirements see IRC 302.11
Draftstops shall be installed in combustible construction where there is
usable space both above and below the concealed space of a floor/ceiling
assembly, so that the area of the 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, draftstopping shall be provided in floor/ceiling assemblies under
the following circumstances:
1.Ceiling is suspended under the floor framing.
2.Floor framing is constructed of truss -type open -web or perforated
members.
Draftstopping materials shall not be less than 1/2 inch gypsum board, 3/8
inch wood structural panels or other approved materials adequately
supported and installed parallel to the floor framing membersIRC R302.12
ADDITIONAL REQUIREMENTS
Height verification shall be done by the applicant's agent/contractor and
observed by the Building Inspector on site. The agent/contractor shall set
up the equipment (transit/builders level), establish the datum point, and the
point of average grade. These items must be consistent with the approved
plans. If the proposed height of a building (as shown on the plans) is
within 12 inches of the maximum height pen-nitted for the zone, an
elevation survey is required. An elevation survey consists of three
components to be conducted by a licensed surveyor. 1) Prior to
construction, the surveyor shall establish average grade as specified in
ECDC 21.40.030, and shall establish a reference datum point that will be
undisturbed and can be freely accessed. 2) The surveyor shall locate the
elevation of the first floor prior to the City under -floor inspection. 3) A
final letter of height confirmation shall be provided upon completion of the
ULATI
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EXISTING
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EXISTING ATTACHED
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PROPOSED CONG LANDING
(4 SF IMPERVIOUS)
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(-95 SF IMPERVIOUS)
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RECOMMENDED IVEROSION blfg-f
P11HAZARD AREA BUFFER
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EXISTING BLOCK WALL - 348
-1346
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OATE EXTENT OF
HAZARD AREA
LOT AREA: 11,593 SF
BUILDING COVERAGE:
SINGLE FAM RES `1,747 SF
BSMT ADD'N 285 SIF
2,178 SF
LOT COVERAGE:
BLDG COVERAGE 2,178 SF / 11,593 SF (19%)
g4
IMF?RVIOUS SURFACES:
BSMT ADO'N 285 SF
CONC FRT PORCH --2MF-
CONC LANDING GAR 4 SF
CONC WALK ;a�
A/C PAD Z116 5V .18 6 SF
BUILDING HEIGHT:
SMALLEST RECTANGLE METHOD
A 362.0'
B 358.V
C 357.5'
D 361.5'
1,439'14 = 359.75'
AVERAGE GRADE = 359.7&
MAX BUILDING HEIGHT = 384.76
TOP FLOOR AREA
664 SP
MAIN FLOOR AREA
606 SF
BASEMENT FLOOR AREA
834 SF
2,004 SF
TOP FLOOR GLAZING
70.50 SF
MAIN FLOOR GLAZING
148.75 SF
BASEMENT GLAZING
74.25 SF
293.50 SF 12,004 SF = 15%
zone R51g Comer_&Flag-j�/
�Letback Actual
Front
Sides
Rear 11�1'
Other
Heieh,
V -%*� AV
0,j,m*;-0n rvl�
APPRIAW BY 11LANNINu
WASH STATE ENERGY
PRESCRIPTIVE 11
MAX GLAZED AREA
MAX FENESTRATION U-VALUE
MAX SKYLIGHT U-VALUE
MAX DOOR U-VALUE
.37
MIN INSULATION CEILING
R-49 R-38
M�N:NSULATION WALLS
R-21
M N NSULATION FLOORS
R-30
MIN INSULATION SLAB ON GRADE
R-10
ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS
R 406.2.4 ADDITIONS LESS THAN 500 SF
0.5 CIR
TABLE R406.2 ENERGY CREDITS
OPTION 5b
1.0 CR
OPTION 5b:
GAS WATER HEATER WITH A MIN EF OF 0.74
7?
tp,
EXISTING ROCKERY
AiL Emwm SUPIFACE0 71)
EJe IDOVERED WITHIN 2 DAW3
Krz-Am ccllffl0 ANA; 13".11414AM
NOTE: ALL DOWNSPOUTS
DRAIN ONTO SPLASHBLOCKS
ENGINE RING DMISIM
-'7��344.01 0 D 601M
353.0'- N 88- 19 17- E 80.00,
0 10, 20' NOR
(T �Site �Pla
ARCHITECTURAL
A 0.0
SITE PLAN
I OF1
SURVEY
A 1.0
DAYLIGHT BASEMENT FLOOR PLANS
A 1.1
MAIN FLOOR PLANS
A 1.2
TOP FLOOR PLANS
A 1.3
ROOF PLANS
A 1.4
REFLECTED CEILING PLANS
A 2.0
BUILDING ELEVATIONS
A 2.1
BUILDING ELEVATIONS
A 3.0
SECTIONS
A 3.1
WALL & STAIR SECTIONS
A 4.0
ENLARGED FLOOR PLANS
A 5.0
DETAILS
STRUCTURAL
S1.0 FOUNDATION PLAN, SECTIONS & NOTES
S2.0 ROOF FRAMING PLAN & NOTES
PROJECT TEAM
OWNERS: KEN &RENEE HUFFMAN
10620 235TH PIL SW
EDMONDS, WA 98020
PHONE: (425) 361-1602
CONTACT: KEN HUFFMAN
STRUCTURAL: DVDT ENGINEERING, INC.
295 W. KING TUT RD
LYNDEN, WA 98264
PHONE: (360) 933-1345
CONTACT: DAMON VAN DEN TOP, PE
SURVEY: PLOG CONSULTING
5628 AIRPORT WAY S, STE 144
SEATTLE, WA 98108
PHONE: (206) 420-7130
CONTACT: MARK FLOG, PE, PLS
GEO TECH: ZIPPER GEO
19019 36TH AVE W, STE E
LYNNWOOD, WA 98036
PHONE: (425) 582-9928
CONTACT: JAMES GEORGIS
LEGAL DESCRIPTION
THE EAST 80 FEET OF THE WEST 509.53 FEET OF THE SOUTH
164.92 FEET OF THE SW 114 OF NW 1/4 SECTION 36 TOWNSHIP
27 RANGE 03E W.M. LESS COUNTY ROAD
SEC 36 TWP 27 RGE 03RT-23K-lA) E 80 FT OF W 509.53 FT OF S
164.92 FT OF SWIM NW114 LESS RD
I- I
PROJECT DATA
PROPERTY OWNER: KENNETH & RENEE HUFFMAN
PROPERTY ADDRESS: 10620 235TH PL SW
EDMONDS, WA 98020
PARCEL NUMBER: 27033600201700
OCCUPANCY: R-3
CONSTRUCTION: V13
JURISDICTION: CITY OF EDMONDS
ZONE: RS-8
SETBACKS
STREET 25'
SIDE 7 Y2'
REAR 16
MAX BUILDING HEIGHT: 25'
MAX LOT COVERAGE: 35%
CITY OF EDMONDS DESIGN CRITERIA
GROUND SNOW LOAD: 25PSF
WIND SPEED: 85 MPH 11OMPH
SEISMIC: DI
FROST DEPTH: 181,
TEMP: 27* WINTER 50' MEAN
INSULATION (R402.1.1)
WINDOWS 0.30
SKYLIGHTS 0.50
CEILING R49 / R38
WALLS R21 SCpjAVAE0
FLOORS R30 �aj t I
SLAB R10, 2FT
APPLICABLE CODES
2015 INTERNATIONAL RESIDENTIAL CODE
2015 INTERNATIONAL EXISTING BUILDING CODE
2015 INTERNATIONAL MECHANICAL CODE
2015 UNIVERSAL PLUMBING CODE
2015 WASHINGTON STATE ENERGY CODE
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C: r- 04
0 CD E
7-- (N 0
E
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UJI
P,
Date: 12/lIZ2018
Job #: 2018-01
Drawn: KJH
Check:
Revisions
Z�� REISSUE 03/20/2019
A 1, UQU
RESUB
MAR I � 2019
BUILDING DEPARTMENT
CITY OF EDMONDS
�6
t:�,
B
wL
IF -
It 0
— — — — — — — — — — — — — — —
r_1
L-----J L - - - - _j
GARAGE
I—
T _T F
I
--------
Fb r�
?
FURN�CEJ
�RAWLBPArp
FAMILY ROOM
- - - - - - - - - -
- - - -
0�
Tin
r
MT,
up
(3 LAUNDRYROOM
FA)j
B
47'-11
_Exiisfin� Daylight Basement Floor Plan (Reference Only)
Am"
IN
T 6"
SIDE 9-i—TBACK
All
[—SETBACK
3
A3.1
PROPERTYLINE
23'.3"
EXISTING FOUN)ATION,
REMOVED
4X6 BEAM W/ 1 Y2"
EXI�TING MASONkY
T&G CARDECKING
FIREPLACE, REMOVED
ABOVE, TYP.
r
1
OqTLINE OF EX14TING
HORIZ. FURNACE,
REMIVED &
RELOCffED
CRA*LSPACE
ACCESSD�OR
-4-
r- _1
LI ]_J
ACCESS
2 4 X 16 " M I �N\\Z'�
"Ah
LWYA
mc�_m
--------------------------------------
- - - - -
- - - - - - i L - - - - - - - - - - -
LINE OF ROOF ABOVE
I
GARAGE
T-6"
REUSE EXISTING DOOR
SIDE SETBACK
1 J
17'-7"
3--l"
3'.6" 2'.9Y," V.1011
SETBACK PROPERTY LINE
EXISTING k
)PENING
Y2
DWELLING -GARAGE
0
DOOR2-ED
MIN
FIRESEPARATION,
FIRE-RAI
PER IRC R302.6
PER IRC R30!
i.2.1
HALL
HDWD
A� 2_i�
L-Lw'F A M I L Y R 0 M
7HDWD
I I
<
�2
0 1
12'-0"
LINEN
1
0
3'9" T- 2'--,k
L
010
1
7,
-Dp
BATHROW
I
0071
FC6-D =0 7/V I
TILE
r___n
I
L-4eROPO_ED�
CEILING IN BATH
FOR DUCTING, LINE OF ROOF —
EXISTING 7�O" MIN. AFF. ABOVE
FOUNDATION
T�3 6-2
TAII 9'.0y"
rmno, R
hl
I
r,-,\ Daylight Basement Floor Plan 814 SF / Garage 570 SF NORTH
HB
C0
0.3
LINE INDICATES
2'OF R-10
INSULATION
BELOW SLAB
0.5
A, HATCH INDICATES
AREA OF ADDITIO�
L5'.lY2"
LEGEND
EXISTING WALL TO BE DEMOLISHED
EXISTING WALL TO REMAIN
�1101 NEW STUD WALL
NEW PARTIAL HEIGHT WALL
FOUNDATION WALL
SMOKE DETECTOR
CARBON DIOXIDE DETECTOR
GENERALNOTES
1 . DO NOT SCALE DRAWINGS
2. VERIFY DIMENSIONS AND LOCATIONS OF EXISTING AND NEW
BEFORE PROCEEDING WITH WORK.
3. ALL DIMENSIONS ARE TO FACE OF STUD, LINO
4. ALL DIMENSIONS FOR WINDOW & DOOR OPENINGS TO
CENTERLINE, VERIFY ROUGH OPENING W1 MANUFACTURER
5. ALL DOORS NOT DIMENSIONED ON PLAN @ 4)/2" FROM WALL
HINGE SIDE, UNO
6. ALL CLOSET DOORS SHALL BE CENTERED ON OPENING, LINO
7. TOP OF FINISHED WINDOW TO ALIGN W/ TOP OF FINISHED
DOOR, LINO
8. ALL NEW EXTERIOR WALLS TO BE 2 X 6, LINO
9. ALL NEW INTERIOR WALLS TO BE 2 X 4, UNO
10 . REMOVE ALL EXISTING DOORS & WINDOWS, VERIFY REUSE W/
OWNER BEFORE REMOV NG FROM SITE
Ip
11. REMOVE ALL EXISTING ELECTRICAL FIXTURES & WIRING IN ALL
AREAS EXCEPT GARAGE, VERIFY REUSE W/ OWNER BEFORE
REMOVING FROM SITE
12. REMOVE ALL PLUMBING FIXTURES, WASTE & WATER @ SHUT
OFF, CAP WASTE LINES WHEN NOT BEING WORKED ON.
13. REMOVE EXISTING HORIZONTAL MOUNTED FURNACE LOCATED
IN CRAWLSPACE UNDER LIVING AREA & ALL ASSOCIATED
DUCTWORK
14, VERIFY WALLS TO BE REMOVED ARE NON -LOAD BEARING
BEFORE REMOVAL, BRACE FLOOR &/ OR ROOF STRUCTURE
ABOVE @ ALL LOAD BEARING LOCATIONS BEFORE
PROCEEDING
15. PER IRC M1507.3 - WHOLE -HOUSE EXHAUST FAN SYSTEM
SHALL OPERATE INTERMITTENTLY.
MECHANICAL VENTI ION
PER IRC M1507.3 - WHOLE -HOUSE MECH VENTILATION SYSTEM
DWELLING UNIT FLOOR AREA: 2,038 SF
NUMBER OF BEDROOMS: 4
AIRFLOW REQUIRED: 75CFM
RUN TIME IN EA. 4-HR SEGMENT: 50%
INTERMITTENT VENT RATE FACTOR: 2
MECHANICAL ROOM FAN TO BE USED AS INTERMITTENT
WHOLE -HOUSE VENTILATION @ 75 X 2 = 150 CFM
ENERGY CREDITS :: I
WSEC R406 - ADDITIONAL ENERGY EFFICIENCYREQUIREMENTS
WSEC R406,2.4 ADDITIONS LESS THAN 500 SF 0.5 CR
TABLE R406.2 ENERGY CREDITS
OPTION 51b 1.0 CR
OPTION 6b:
GAS WATER HEATER WITH A MIN EF OF 0.74
0
_FD C14
0 U) CO3)
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IN 0
E
< Lu
C
4)
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L6
Date: 12/11/2018
Job #: 2018-01
Drawn: L<JH
Check: -
Revisions
ZK REISSUE 03/2012019
RESUB
MAR 19 2019
BUILDING 1) RTMr
=NIL
Ift
T-6"
SIDE SETBACK
PROPERTY LINE
2
A2.1
2 �L
NORTH
Main Floor Plan 582 SF
Scale: 1W=V-1)"
LEGEND
EXISTING WALL TO BE DEMOLISHED
EXISTING WALL TO REMAIN
NEWSTUDWALL
NEW PARTIAL HEIGHT WALL
FOUNDATION WALL
SMOKE DETECTOR
<0 CARBON DIOXIDE DETECTOR
GENERAL NOTES
1 . DO NOT SCALE DRAWINGS
2. VERIFY DIMENSIONS AND LOCATIONS OF EXISTING AND NEW
BEFORE PROCEEDING WITH WORK.
3. ALL DIMENSIONS ARE TO FACE OF STUD, UNO
4. ALL DIMENSIONS FOR WINDOW & DOOR OPENINGS TO
CENTERLINE, VERIFY ROUGH OPENING W/ MANUFACTURER
5. ALL DOORS NOT DIMENSIONED ON PLAN @ 4)/2" FROM WALL
HINGE SIDE, UNO
6. ALL CLOSET DOORS SHALL BE CENTERED ON OPENING, UNO
7. TOP OF FINISHED WINDOW TO ALIGN W1 TOP OF FINISHED
DOOR, UNID
8. ALL NEW EXTERIOR WALLS TO BE 2 X 6, UNO
9. ALL NEW INTERIOR WALLS TO BE 2 X 4, LINO
10. REMOVE ALL EXISTING DOORS & WINDOWS, VERIFY REUSE W/
OWNER BEFORE REMOVING FROM SITE
11. REMOVE ALL EXISTING ELECTRICAL FIXTURES & WIRING IN ALL
AREAS EXCEPT GARAGE, VERIFY REUSE W/ OWNER BEFORE
REMOVING FROM SITE
12. REMOVE ALL PLUMBING FIXTURES, WASTE & WATER @ SHUT
OFF, CAP WASTE LINES WHEN NOT BEING WORKED ON.
13. REMOVE EXISTING HORIZONTAL MOUNTED FURNACE LOCATEC
IN CRAWLSPACE UNDER LIVING AREA & ALL ASSOCIATED
DUCTWORK
14. VERIFY WALLS TO BE REMOVED ARE NON -LOAD BEARING
BEFORE REMOVAL, BRACE FLOOR &I OR ROOF STRUCTURE
ABOVE @ ALL LOAD BEARING LOCATIONS BEFORE
PROCEEDING
15. PER IRC M1507.3 - WHOLE -HOUSE EXHAUST FAN SYSTEM
SHALL OPERATE INTERMITTENTLY.
MECHANICAL VENTILATION
PER IRC M1507.3 - WHOLE -HOUSE MECH VENTILATION SYSTEM
DWELLING UNIT FLOOR AREA: 2,038 SF
NUMBER OF BEDROOMS: 4
AIRFLOW REQUIRED: 75 CFM
RUN TIME IN EA. 4-HR SEGMENT: 50%
INTERMITTENT VENT RATE FACTOR: 2
MECHANICAL ROOM FAN TO BE USED AS INTERM17ENT
WHOLE -HOUSE VENTILATION @ 75 X 2 = 150 CFM
ENERGY CREDITS
WSEC R406 - ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS]
WSEC R406.2.4 ADDITIONS LESS THAN 5,00 SF 0.5 CR
TABLE R406.2 ENERGY CREDITS
OPTION 5b 1.0 CR
OPTION 5b:
GAS WATER HEATER WITH A MIN EF OF 0.74
C: 0
(D
70 0 u) 00
C/) E
a)
06
2
N 0
E -0 (0 E
U-1
re
Date: 12/11/2018
Job #: 2Q 18-01
Drawn: KJH
Check: -
Revisions
Z\ REISSUE 03/20/2019
RES U B
MAR 19 2019
RI III DING DEPARTMENI
A
VNIUOIWO" MAU L
A, .1
7'-6"
SIDE SETBACK
PROPERTY LINE
A-
�2
A2.1
LEGEND
EXISTING WALL TO BE DEMOLISHED
EXISTING WALL TO REMAIN
NEW STUD WALL
NEW PARTIAL HEIGHT WALL
FOUNDATION WALL
SMOKE DETECTOR
CARBON DIOXIDE DETECTOR
GENEML NOTES
1 ' DO NOT SCALE DRAWINGS
2. VERIFY DIMENSIONS AND LOCATIONS OF EXISTING AND NEW
BEFORE PROCEEDING WITH WORK.
3. ALL DIMENSIONS ARE TO FACE OF STUD, UNO
4. ALL DIMENSIONS FOR WINDOW & DOOR OPENINGS TO
CENTERLINE, VERIFY ROUGH OPENING W/ MANUFACTURER
5. ALL DOORS NOT DIMENSIONED ON PLAN @ 02" FROM WALL
HINGE SIDE, UNO
6. ALL CLOSET DOORS SHALL BE CENTERED ON OPENING, UNO
7. TOP OF FINISHED WINDOW TO ALIGN W1 TOP OF FINISHED
DOOR, UNO
B. ALL NEW EXTERIOR WALLS TO BE 2 X 6, UNO
9. ALL NEW INTERIOR WALLS TO BE 2 X 4, UNO
10 . REMOVE ALL EXISTING DOORS & WINDOWS, VERIFY REUSE W1
OWNER BEFORE REMOVING FROM SITE
11, REMOVE ALL EXISTING ELECTRICAL FIXTURES & WIRING IN ALL
AREAS EXCEPT GARAGE, VERIFY REUSE W/ OWNER BEFORE
REMOVING FROM SITE
12. REMOVE ALL PLUMBING FIXTURES, WASTE & WATER @ SHUT
OFF, CAP WASTE LINES WHEN NOT BEING WORKED ON.
13. REMOVE EXISTING HORIZONTAL MOUNTED FURNACE LOCATED
IN CRAWLSPACE UNDER LIVING AREA & ALL ASSOCIATED
DUCTWORK
14. VERIFY WALLS TO BE REMOVED ARE NON -LOAD BEARING
BEFORE REMOVAL, BRACE FLOOR &/ OR ROOF STRUCTURE
ABOVE @ ALL LOAD BEARING LOCATIONS BEFORE
PROCEEDING
15. PER IRC M1507.3 - WHOLE -HOUSE EXHAUST FAN SYSTEM
SHALL OPERATE INTERMITTENTLY.
MECHANICAL VENTILATION
PER IRC M1507.3 - WHOLE -HOUSE MECH VENTILATION SYSTEM
DWELLING UNIT FLOOR AREA: 2,038 SF
NUMBER OF BEDROOM$: 4
AIRFLOW REQUIRED: 75 CFM
RUN TIME IN EA. 4-HR SEGMENT: 50%
INTERMITTENT VENT RATE FACTOR: 2
MECHANICAL ROOM FAN TO BE USED AS INTERMITTENT
WHOLE -HOUSE VENTILATION @ 75 X 2 = 150 CFM
ENERGY CREDITS
WSEC R406 - ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS
WSEC R406.2.4 ADDITIONS LESS THAN 500 SF 0.5 CR
TABLE R406.2 ENERGY CREDITS
OPTION 5b 1.0 CR
OPTION 5b
GAS WATER HEATER WITH A MIN EF OF 0,74
C 0
a) CN
0 0
00
E (I
Q) <
ry o6
C:
0
N 0
E E
< UJ
IN
Date: 1211112018
Job #: 2018-01
Drawn: KJH
Check:
Revisions
1019
RESU B
MAR 19 2019
NORTH
T p Floor Plan 560 SF
0
Scale: 1/4"OW
ii
11 SLOPE 2:12 SLOPE 2:12
CD
IS DS DS1 I,'
I DS D
L _1 -
DS R-
0 11 SLOPE2A7 SLOPE2:12
Cn RIDGE
IF-
DS IDS
AL
rn--� Existing Roof Plan (Reference Only)
24"
ri_'�
1W
CONTINUOUS SOFFIT VENT,
UNCONDITIONED SPACE
I f
SLOPE 2:12
Lu
CONTINUOUS SOFFIT VENT, 30"
23 FT@ 9 SQ IN / FT = , I _"
z 207 SQ IN. I I
II h
I I -TI
r_,1Dj (EXIST) I I I I I
DS�(EXIST)
IFl/ -- — -- — —
u— — — — — — --
CONTINUOUS SOFFIT VENT, — III R JA
I I I I I I II SO EA.
ui 23FT@9SQIN/FT=
a. 207 SQ IN L I
I I - I CONTINUOUS RIDGE VENT,
9 r - n- - _j I=
I I en I ffi I 23FT@18SQINIFT=
MAIN FLOOR ROOF L 1 414 SQ
ICOINTINUOUS RIDGE VENT,
SKYLIGHT ON UO SO TV
23 FT @ 18 SQ IN I FT I iR 23 Ql FT=
W/ 6"CURB
Li - - - - - - - — L - - - - - - - 78 N.
RIDGE r TOP FLOOR - - - - - - - -
RA ROOF
T "I AY HT I
: II I IL L
Lu B M I
IL DD' 00
9 N__
�Yo
SLOPE 2:1 SLOPE 2:12 1 r
L
I
L
r
I
I 7� r""" r r
TNU US RIDGE VEN ,
SO I I Tj
111C 23 FTO@ 18 IN F
I
E
I I L R J
S EA
J L
_j L
L I-Fq- T I
D S F11(& I z
DI (EXIST) DSI(EXI
__e(
1 24" a: Al
CONTINUOUS SOFFIT VENTS, AR
27FT@9SOIN/FT= Lu
7�4' r_
SIDE SET13ACK 243 SO IN. D
PROPERTY LINE SETBACK
Roof Plan
DS(EXIST)
- -----------
CONTINUOUS RIDGE VENT
0/ UNCONDITIONED SPACE
SLOPE 2:12
Scale: 114"=T-W
CONTINUbUS SOFFIT VENT,
UNCONDIfIONED SPACE
W
1z
0
E
0
1 M
DS 0
09
(RELOCATE)I S,
I Su
z
0
0
uummu,�uaourrirvENT,
23FT@9SQIN/FT=
207 SQ IN I
DS (RELOCATED)
INDICATES
EAOFADDITION
SIDE SETBACK
SETBACK PROPERTY LINE
I
NORTH
GENERAL NOTES
I ' DO NOT SCALE DRAWINGS
2. VERIFY DIMENSIONS AND LOCATIONS OF EXISTING AND NEW
BEFORE PROCEEDING WITH WORK.
3. ALL DIMENSIONS ARE TO FACE OF STUD, UNO
4. ALL DIMENSIONS FOR WINDOW & DOOR OPENINGS TO
CENTERLINE, VERIFY ROUGH OPENING W/ MANUFACTURER
5. ALL DOORS NOT DIMENSIONED ON PLAN @ 4 Y2" FROM WALL
HINGE SIDE, UNO
6. ALL CLOSET DOORS SHALL BE CENTERED ON OPENING, UNO
7. TOP OF FINISHED WINDOW TO ALIGN W1 TOP OF FINISHED
DOOR, UNO
8. ALL NEW EXTERIOR WALLS TO BE 2 X 6, UNO
9. ALL NEW INTERIOR WALLS TO BE 2 X 4, UNO
10. REMOVE ALL EXISTING DOORS & WINDOWS, VERIFY REUSE W/
OWNER BEFORE REMOVING FROM SITE
11. REMOVE ALL EXISTING ELECTRICAL FIXTURES & WIRING IN ALL
AREAS EXCEPT GARAGE, VERIFY REUSE W1 OWNER BEFORE
REMOVING FROM SITE
12. REMOVE ALL PLUMBING FIXTURES, WASTE & WATER @ SHUT
OFF, CAP WASTE LINES WHEN NOT BEING WORKED ON.
13. REMOVE EXISTING HORIZONTAL MOUNTED FURNACE LOCATED
IN CRAWLSPACE UNDER LIVING AREA & ALL ASSOCIATED
DUCTWORK
14. VERIFY WALLS TO BE REMOVED ARE NON -LOAD BEARING
BEFORE REMOVAL, BRACE FLOOR &/ OR ROOF STRUCTURE
ABOVE @ ALL LOAD BEARING LOCATIONS BEFORE
PROCEEDING
15. PER IRC M1507.3 - WHOLE -HOUSE EXHAUST FAN SYSTEM
SHALL OPERATE INTERMITTENTLY.
ROOF VENTILATION CALICS
PER IRC R806 - ROOF VENTILATION
TOP FLOOR:
AREA OF CONDITIONED SPACE / 300 = REQ'D VENTILATION
560 SO FT 1300 = 1.9 SO FT
2 SO FT = REQUIRED VENTILATION
REQUIRED VENTILATION 12 = MIN. SO FT @ EAVE & RIDGE
2 SO FT / 2 = 1 SQ FT MIN. SO FT @ EAVE & RIDGE
I SQ FT X 144 = 144 SO IN
144 SO IN MIN. @ EAVE & RIDGE
EAVE VENTS
CONTINUOUS EAVE VENT = 9 SQ IN / FT
144 SO IN 19 SO IN = 16 FT CONT REQ'D
46 FT PROVIDED
RIDGE VENT
CONTINUOUS RIDGE VENT = 18 SO IN / FT
144 SO IN / 18 SQ IN = 8 FT CONT REQ'D
23 FT PROVIDED
MAIN FLOOR:
AREA OF CONDITIONED SPACE / 300 = REQ'D VENTILATION
582 SO FT / 300 = 1,9 SO FT
2 SQ FT = REQUIRED VENTILATION
REQUIRED VENTILATION 12 = MIN. SQ FT @ EAVE & RIDGE
2 SO FT 12 = 1.0 SO FT MIN @ EAVE & RIDGE
1.0 SQ FT X 144 = 144 SO IN
144 SQ IN MIN. @ EAVE & RIDGE
EAVE VENTS
CONTINUOUS EAVE VENT = 9 SO IN / FT
144 SO IN / 9 SQ IN = 16 FT CONT REQUIRED
50 FT PROVIDED
RIDGE VENT
CONTINUOUS RIDGE VENT = 18 SQ IN / FT
144 SO IN / 18 SQ IN = 8 FT CONT REQ'D
23 FT PROVIDED
DAYLIGHT BASEMENT ADDITION:
AREA OF CONDITIONED SPACE 1300 = REO'D VENTILATION
263 80 FT 1300 = 0.9 SO FT
I SQ FT = REQUIRED VENTILATION
REQUIRED VENTILATION / 2 = MIN. SQ FT @ EAVE & RIDGE
1 SO FT / 2 = 0.5 SQ FT MIN @ EAVE & RIDGE
0.5 SQ FT X 144 = 72 SQ IN
72 SQ IN MIN. @ EAVE & RIDGE
EAVE VENTS
CONTINUOUS EAVE VENT = 9 SO IN / FT
72 SQ IN / 9 SQ IN = 8 FT CONT REUD
23 FT PROVIDED
ROOF JACKS
6 IN R.O. ROOF JACK = 28 SO IN
72 SQ IN 128 SO IN = 2.5
3 ROOF JACK REQUIRED, 3 PROVIDED
a)
C
C: C)
_0 0 U) 00
E EL— m
a) <
LO
m
N
C) C
N 0
E (0 E
< UIJ
OIL,
Date: 12/1112018
Job #: 2018-01
Drawn: KJH
Check: -
Revisions
z!�s REISSUE 03/20/2019
,71 TO O/S GARAGE LIGHTS
Main & Top Floor Reflected Ceiling Plan
sm1e: lw=l�T
------------------- ----
t(E)
(E)
I EL METER
Ill(E)
ELECIPANEL
L— — — — — — — — — - J L - — — — — — — — — — -
GARAGE
t(E) t(E)
L
R
HALL BEDROOM
R
r
0 _j
7L-E�_-
R
7 — — \l"" I �IBEDROOM
F BATH
GP
I— . 4
L-------------------- i
NOTE: 150 CFM WHOLE HOUSE FAN (WHF)
VENT TO OUTSIDE PER IRC M1507
NORTH NORTH
rF\ D N ht Basement Reflected Ceiling Plan rt"\
EP�� S�le: 114"=V-0"
Electrical Symbols
$ SINGLE -POLE SWITCH
$' THREE-WAYSWITCH
0 DUPLEX RECEPTACLE
GROUND FAULT CIRCUIT INTERRUPTER RECEPTACLE
WEATHER RESISTANT RECEPTACLE
220 VAC RECEPTACLE
SURFACE MOUNTED LIGHT
k(D- WALL MOUNTED LIGHT
-(�, RECESSED LIGHT
R
SMOKE DETECTOR
CARBON DIOXIDE DETECTOR
THERMOSTAT
0 CFM VENTILATION FAN
VTO VENT TO OUTSIDE
VTR VENT TO ROOF
GENERAL NOTES
1. DO NOT SCALE DRAWINGS
2. VERIFY DIMENSIONS AND LOCATIONS OF EXISTING AND NEW
BEFORE PROCEEDING WITH WORK.
3. ALL DIMENSIONS ARE TO FACE OF STUD, UNO
4. ALL DIMENSIONS FOR WINDOW & DOOR OPENINGS TO
CENTERLINE, VERIFY ROUGH OPENING W/ MANUFACTURER
5. ALL DOORS NOT DIMENSIONED ON PLAN @ OF FROM WALL
HINGE SIDE, LINO
6. ALL CLOSET DOORS SHALL BE CENTERED ON OPENING, UNO
7. TOP OF FINISHED WINDOW TO ALIGN W/ TOP OF FINISHED
DOOR, UNO
8. ALL NEW EXTERIOR WALLS TO BE 2 X 6, LINO
9. ALL NEW INTERIOR WALLS TO BE 2 X 4, UNO
10. REMOVE ALL EXISTING DOORS & WINDOWS, VERIFY REUSE W/
OWNER BEFORE REMOVING FROM SITE
11. REMOVE ALL EXISTING ELECTRICAL FIXTURES & WIRING IN ALL
AREAS EXCEPT GARAGE, VERIFY REUSE Wl OWNER BEFORE
REMOVING FROM SITE
12. REMOVE ALL PLUMBING FIXTURES, WASTE & WATER @ SHUT
OFF, CAP WASTE LINES WHEN NOT BEING WORKED ON.
13. REMOVE EXISTING HORIZONTAL MOUNTED FURNACE LOCATED
IN CRAWLSPACE UNDER LIVING AREA & ALL ASSOCIATED
DUCTWORK
14, VERIFY WALLS TO BE REMOVED ARE NON -LOAD BEARING
BEFORE REMOVAL, BRACE FLOOR &/ OR ROOF STRUCTURE
ABOVE @ ALL LOAD BEARING LOCATIONS BEFORE
PROCEEDING
15. PER IRC M1507.3 - WHOLE -HOUSE EXHAUST FAN SYSTEM
SHALL OPERATE INTERMITTENTLY.
a)
L)
0 U) 00
E 0)
(D
(D
06
CY)
04
0 C:
Cu L
cli 0
_0
E -0 (D E
Ch
C
C
d)
RIO
Date: 12/1112018
Job #: 2018-01
Drawn: KJH
Check:
Revisions
Z� REISSUE 03/20/2019
RESUB
MAR 19 2019
N LLDI, W;T D E
u _MA0 D-
AlA
L- - - - - - - - - - - - - - - ) - - - - - - - - - - - - - - - -
4 West Elevation Reference Oinly) sa*.1 118W-O"
3 North Elevation (Reference Only) S.1e: 118"=I'-O'
. . . . . . — — - — - — — — - — — - — - — - — - — - — - — - — - — - — — - — - — - — - — - — — - —
DASHED LINE INDICATES
EXISTING MASONRY FIREPLACE
TO BE REMOVED
NEW GAS NEW SKYLIGHT
FIREPLACE VENT W/ 6'CURS
L� SD'NGTYP
'M TCH EXISTING)
I H - �'j I .. '4 — -
DS (E) >
N WDEC
.50.
NEW DECK, SEF -181.0 N DECK, SEE -IS1,0
T.O. FINISH MAIN F
='361.W
\_36%90' REMOVE CONC PORCH -/ 361.W FXISTIN� GAS METER IL 362.5 362.59
!EMT C1 . . . . . . AVG 9
9_
3RAID
GRADE GRADE 5 75qO
T.O. SLA
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
West Elevation
S�Ie: 1W=1W
. . . . . . . . . . .
�---PROPERTY SIDE SETBACK STANDING SEAM
LINE MTL ROOFING, TYP
V ; t6r-3-1720-
— - — - — -
DS (E) 2.2
AM
M�L'Z;Ii�p
LAP SIDING,TYP
(MATCH EXISTING)
EXISTING
ELECTRICAL
T FINISH TOP L
2 12
+ -6 1/2"
T p—
LATE BSMT
IV + T-7 112"
DS (E
LTTHSIDING,TYP . . . . .
(MA EXISTING)
AJG GRADE
35 75'
T.T. SLAB
A' 11-
AE11 SKYLIGHT W1
6"CURB
Q 2
2
A3.0
DASHED LINE INDICATES SIDE SETBACK PROPERTY
EXISTING MASONRY FIREPLACE LINE
TO BE REMOVED
NEW GAS
FIREPLACE VENT TANDING SEAM I
MTL ROOFING, TYP
177
11 T.O. PLAA MAIN FL eik
DS (E)
TDVE)
NEW AS
FIREPLACE
VENT
1.2
—.:=-LAPSIDING,TYPI
MATCHEXIST G)
(S
I . -
T.O. FINIS-1
MAIN FR /-k
T,
+ 4'.5" '11V
T.O.W. 369.90'
- — — - — - — -
EXISTING ROCKERY
— - — - —
- — - REMOVECONC
PORCH
NEW DECK, 361.50-
M.0- I - — - — - —
I GRADE
- — - — - — - —
- — - — -
--- — - — - — - — -
k-O. SLAB
MI/ 01111 = 358.0'158,W /11 - ----------------- 7A ------- 9
-\ 7n r7 - - - - - - - - - - - - - - - - - - O-W-3 5-8 -OV- - - --- — — — — — — — — — — — — — y,�� 4r '-RI
North Elevation
Scde: 114�1'-O*
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Date: 12/11L2018
Job #: 2018-01
Drawn: KJH
Check:
Revisions
�REISSUE �03/20/2019
PIESUS
MAR 19 2019
13UCILDINO GF DE A(Q
E
ITY M
4 East Elevation Reference Only) Scale: 1/8"44"
3 South Elevation (Reference Only) Scale: 1/8"=V.0'
+ 16'-31/2"
DS (E)
DS (N)
1.8 FJIN H TOP FIL
12
T.O. PLATE BSMT
IV + T-7 1/2" , NEW AIC UNIT
EXISTING ROCKERY
T.O.W. 361.30'
NEW DECK — �\
Mm
STANDING SEAM MTL
ROOFING, TYP
(E) �,— LAP SIDING, TYP (MATCH EXISTING)
--- — — — — — — — -- - — - — - — - - — - — - — - — - —
359.75' W. 358.99 Z-3.
jk BSMT T.O. SLAB - - - - - - - - - - - �Q
- - - - - - - - - - - - - - - - - - - - - -
NEWROCKERY!�� �8.0.W.357.50'j 357.59 NEW GRADE 4367.50" F-�
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - LANDING
EXISTING GRADE
A3.0
Ii:nc+ 1=1oxinfirm i�i I I
Scale: 114'=1'-G"
— - — — — — - — - — - — - — — — - — - — - — - — - — - — - — - — - —
7-6" 2 3
A3 0 A3.0 NEW SKYLIGHT
PROPERTY SIDE SETBACK DASHED LINE INDICATES W/ 6" CURB
LINE EXISTING MASONRY FIREPLACE
TO BE REMOVED
NEW GAS -
I Al fNT
STANDIN SEAM
MTLROOFIN TYP
,ill l� DS E) V
J4 T.O. PLA I
.. JE MAN
mi., + 121-1
DS B,
LNE '��Typ
FIREP AC Vn flDS
4-
LAP SIDIOG,TYP N —
G C
(MATCH E& �TING) 1.6 0.7 0.6
FINISH MAIN
rikTO. j
?3:615V� 361.50'
.50' 1 NEW DECK, O.W. 1.30"
— — — JIZEI — — — — — — - -EXISTN O.W. 35 MW
LAI SEE -7S1.0 ROCKERY
IT
- - - - - - - - - - 3 - - - - - - - - - - 9N - - - - - - - - - - - - - - - - -
-OWO - 35t. 0'
A3.0
South Elevation
Scale: 114"=1W
EXISTING
ELECTRICAL
STANDING SEAM
MTL ROOFING,
LAP SIDING, TYP
(MATCH EXISTING)
T.O.W.
3L69.90' EXISTING ROCKERY
EXISTING CONC STAIR
EXISTING DRIVEWAY
. . . . .
. . . . . . .
T.6
SIDE SETBACK
PROPERTY
LINE
STANDING SEAM
MTL ROOFING, TYP
T.O. PLATE TOPIFL
SD
Lu
- — - — - — -
— - — -- +
DS (E)
z
a
0
D
P SIDING,TYP
12
.2
T.O. FINISH TOPIFL
+ 8'-6 1.12"
T.O. PL��T S
7�_ /21
71�
4E
0S I
(RELOCATE
EXISTING)
'\TYP
3
T.
T.01 S1 F1
1-6
V-U'= 35�.0
'411-�
EXISTI 117-W
LNq_
. . .
GRADE
GRADE
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Date: 12111/2018
Job #: 2018-01
Drawn: KJH
Check:
Revisions
717 RE -ISSUE 03/20/2019
RESUB
MAR 19 2019
OU'L')"' IEPA
CIT' -01:'E..RTM
..nEm'
'&V ova 5�
A2.1
goq
_Buildipg Section
PLATE �LAIN_
IENT
F
FINISH MP[4.:F
Building Section
SWW. 114--1'4r
12 -12 < EXISTING
� ADDITION
- - - - - - - - - -
CONT RIDGE VENT
RX
V 50(
- - - - - - - -
T.O. PL6ff T,0P 4F
) 0
�1�
11 11 11 11 11
1
R-15 11 kTT
R-44tE AT T
......
am-- -
I
CONT SOFFIT VENT
-------
B/AT
MA�STER EDROOM
TO, PLATE
IN FL
R-21 BATT
j L
6T @ 9"
ROOFJACK
VERIFY TO MATCH
-
R-4 B
12 EXISTING SLOPE
�j
12
T.O. FINISH TOP FL
KITCHEN
0 P -
_r0_.PLA7MH IVIT711L
7.7 10 qV
AT.O.FINISH
+
IN FL
rr-/AAi ILY ROOM
HALL
BEDROOM
LSPAC R-30 BP
T
R-21 BATT
F
R-15
IATT
R-10 RIGID @
AT. .8 B
. . . . . . 7
11/ 1 F
PERIMETER A
U I
T.O.
358.0'
6 MIL BLK POI YETHY! ENE
=I I
r
_,_7T @ 10" 5'-
ji-71-ILLT-
J I
3
-
- - - - - -
I
LEGEND
EXISTING WALL TO BE DEMOLISHED
EXISTING WALL TO REMAIN
NEWSTUDWALL
NEW PARTIAL HEIGHT WALL
FOUNDATION WALL
GENERAL NOTES
t DO NOT SCALE DRAWINGS
2. VERIFY DIMENSIONS AND LOCATIONS OF EXISTING AND NEW
BEFORE PROCEEDING WITH WORK.
3. ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED
OTHERWISE (UNO)
4. ALL DIMENSIONS FOR WINDOW & DOOR OPENINGS TO
CENTERLINE, VERIFY ROUGH OPENING W/ MANUFACTURER
5. ALL DOORS NOT DIMENSIONED ON PLAN @ 4Y2" FROM WALL
HINGE SIDE (UNO)
6. TOP OF FINISHED WINDOW TO ALIGN W/ TOP OF FINISHED
DOOR, UNO
7. ALL NEW EXTERIOR WALLS TO BE 2 X 6 (UNO)
8. ALL NEW INTERIOR WALLS TO BE 2 X4 (UNO)
9. REMOVE ALL EXISTING DOORS & WINDOWS, VERIFY REUSE W/
OWNER BEFORE REMOVING FROM SITE
10. REMOVE ALL EXISTING ELECTRICAL FIXTURES & WIRING IN ALL
AREAS EXCEPT GARAGE, VERIFY REUSE W/ OWNER BEFORE
REMOVING FROM SITE
11. REMOVE ALL PLUMBING FIXTURES, WASTE &WATER @ SHUT
OFF, CAP WASTE LINES WHEN NOT BEING WORKED ON.
12. REMOVE EXISTING HORIZONTAL MOUNTED FURNACE LOCATED
IN CRAWLSPACE UNDER LIVING AREA & ALL ASSOCIATED
DUCTWORK
13. VERIFY WALLS TO BE REMOVED ARE NON -LOAD BEARING
BEFORE REMOVAL, BRACE FLOOR &/ OR ROOF STRUCTURE
ABOVE @ ALL LOAD BEARING LOCATIONS BEFORE
PROCEEDING
14. PER IRC M1507.3 - WHOLE -HOUSE EXHAUST FAN SYSTEM
SHALL OPERATE INTERMITTENTLY.
MECHANICAL VENTILATION
PER IRC M1507.3 - WHOLE -HOUSE MECH VENTILATION SYSTEM
DWELLING UNIT FLOOR AREA: 2,038 SF
NUMBER OF BEDROOM$: 4
AIRFLOW REQUIRED: 75 CFM
RUN TIME IN EA. 4-HR SEGMENT: 50%
INTERMITTENT VENT RATE FACTOR: 2
MECHANICAL ROOM FAN TO BE USED AS INTERMITTENT
WHOLE -HOUSE VENTILATION @ 75 X 2 = 150 CFM
WASH STATE ENERGY CODE
WSEC R406 - ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS
WSEC R406.2.4 ADDITIONS LESS THAN 500 SF 0.5 CR
TABLE R406.2 ENERGY CREDITS
OPTION 5b 1.0 CR
OPTION 5b:
GAS WATER HEATER WITH A MIN EF OF 0.74
STAIR NOTES
IRC R301.5
1. GUARDRAILS SHALL BE DESIGNED TO RESIST A 200 LB
CONCENTRATED LOAD ON TOP RAIL AND 50 PSF ON ALL
GUARDRAIL INFILL COMPONENTS
IRC R311.7.8
1. LOCATE HANDRAILS 34"-38"ABOVE STAIR NOSING
2. GRASP DIMENSIONS OF HANDRAIL = 1 1W TO 2'.
3. HANDRAILS SHALL BE CONTINUOUS OR TERMINATE @
NEWEL POSTS
IRC R312.1.3 OPENING LIMITATIONS
REQUIRED GUARDS SHALL NOT HAVE OPENINGS FROM THE
WALKING SURFACE TO THE REQUIRED GUARD HEIGHT
WHICH ALLOW PASSAGE OF A SPHERE 4" IN DIAMETER
EXCEPTION:
1. THE TRIANGULAR OPENINGS AT THE OPEN SIDE OF STAIR,
FORMED BY THE RISER,TREAD AND BOTTOM RAIL OF A
GUARD, SHALL NOT ALLOW PASSAGE OF A SPHERE 6" IN
DIA.
2. GUARDS ON THE OPEN SIDE OF STAIRS SHALL NOT HAVE
OPENINGS WHICH ALLOW PASSAGE OF A SPHERE 4 3/8" IN
DIA.
GUARDRAIL NOTES
IRC R301.5
TOP RAIL TO BE DESIGNED TO RESIST 200LB CONCENTRATED
LOAD. ALL OTHER GUARDRAIL INFILL COMPONENTS TO RESIST
50LB PSF.
MIN 36" HEIGHT ABOVE FINISHED SURFACE.
IRC R312.1.3
MAX OPENING TO BE SUCH THAT A 4" SPHERE CANNOT PASS
THROUGH @ ALL OPENINGS.
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Date: 12111/2018
Job #: 2018-01
Drawn: KJH
Check:
Revisions
�REISSUE 03/20/2019
RF-19us
MAR 19 2019
DULDING DEPAFITK17K_�
C, VY OF EDMO%11�
A3.0
CL EXISTING ROOF ASSEMBLY
'c
(D STANDING SEAM METAL ROOFING 0/
BAFFLE Y2"PLY SHEATHING 0/ ROOF FRAMING W/
-R-4TBATT INSULATION O1Yj'GWB
T.O. PLATE TOP
+ 16'-3 112"
IRFLOW I -
R-49 '
��
\_L 3
BATT
S I M
EXISTING EXTERIOR WALL ASSEMBLY
I
v
LAP SIDING 0/ WEATHER PROTECTIVE BARRIER,
I
IF EXTERIOR SIDING REPLACED,
r
0/ SHEATHING 0/ 2X4 STUDS @ 16' D.C.
MSTR
17 IN
W/ R-15 BATT INSULATION OIY2" GWB
BDRM
HALL
i
ROOFJACK
�-�AIRFLOW
- - - -
--
SHED ROOF ASSEMBLY
STANDING SEAM METAL ROOFING 0/
Y2" PLY SHEATHING 0/ ROOF FRAMING W/
R49 BATT INSULATION 0/)/2"GWB
BAFFLE
12. T.P. FINISH TOP FL rik
2 1 + 8'-6 1/2" lop
PLATE BSMT Ah
I + T-7112" 'lip
R49 BATT
AIRFLOW)
BEDROOM
EXTERIOR
NEW EXTERIOR WALL ASSEMBLY
LAP SIDING 0/ WEATHER PROTECTIVE BARRIER
OIY2" PLY SHEATHING 0/ 2X6 STUDS @ 16" D.C.
FUR OUT
W/ R-21 BATT INSULATION O/Y2"GWB
EXISTING
WALL
NEW SLAB ON GRADE FLOOR ASSEMBLY
CARPET & PAD 0/ 4" CONCRETE SLAB 0/
R-1 0 RIGID INSULATION 2'@ PERIMETER 01
4" GRAVEL BASE 0/ COMPACTED EARTH
rB
( ......... ..................
T.O. SLAB
0'-0" = 358.01 VP
NON
Wall Section
Scale: 3W=1�0'
LEGEND
EXISTING WALL TO BE DEMOLISHED
EXISTING WALL TO REMAIN
NEW STUD WALL
NEW PARTIAL HEIGHT WALL
FOUNDATION WALL
GENERAL NOTES
1. DO NOT SCALE DRAWINGS
2. VERIFY DIMENSIONS AND LOCATIONS OF EXISTING AND NEW
BEFORE PROCEEDING WITH WORK.
3. ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED
OTHERWISE (UNO)
4. ALL DIMENSIONS FOR WINDOW & DOOR OPENINGS TO
CENTERLINE, VERIFY ROUGH OPENING W/ MANUFACTURER
5. ALL DOORS NOT DIMENSIONED ON PLAN @ 4)/2" FROM WALL
HINGE SIDE (UNO)
6. TOP OF FINISHED WINDOW TO ALIGN W/ TOP OF FINISHED
DOOR, LINO
7. ALL NEW EXTERIOR WALLS TO BE 2 X 6 (UNO)
8. ALL NEW INTERIOR WALLS TO BE 2 X 4 (UNO)
9. REMOVE ALL EXISTING DOORS & WINDOWS, VERIFY REUSE W/
OWNER BEFORE REMOVING FROM SITE
10. REMOVE ALL EXISTING ELECTRICAL FIXTURES & WIRING IN ALL
AREAS EXCEPT GARAGE, VERIFY REUSE W/ OWNER BEFORE
REMOVING FROM SITE
11. REMOVE ALL PLUMBING FIXTURES, WASTE & WATER @ SHUT
OFF, CAP WASTE LINES WHEN NOT BEING WORKED ON.
12. REMOVE EXISTING HORIZONTAL MOUNTED FURNACE LOCATED
IN CRAWLSPACE UNDER LIVING AREA & ALL ASSOCIATED
DUCTWORK
13. VERIFY WALLS TO BE REMOVED ARE NON -LOAD BEARING
BEFORE REMOVAL, BRACE FLOOR &I OR ROOF STRUCTURE
ABOVE @ ALL LOAD BEARING LOCATIONS BEFORE
PROCEEDING
14. PER IRC M1507.3 - WHOLE -HOUSE EXHAUST FAN SYSTEM
SHALL OPERATE INTERMITTENTLY.
MECHANICAL VENTILATION
PER IRC M1507.3 - WHOLE -HOUSE MECH VENTILATION SYSTEM
DWELLING UNIT FLOOR AREA: 2,038 SF
NUMBER OF BEDROOMS: 4
AIRFLOW REQUIRED: 75 CFM
RUN TIME IN EA. 4-HR SEGMENT: 50%
INTERMITTENT VENT RATE FACTOR: 2
MECHANICAL ROOM FAN TO BE USED AS INTERMITTENT
WHOLE -HOUSE VENTILATION @ 75 X 2 = 150 CFM
WASH STATE ENERGY CODE
WSEC R406 - ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS
WSEC R406.2.4 ADDITIONS LESS THAN 500 SF 0.5 CR
TABLE R406.2 ENERGY CREDITS
OPTION 5b 1.0 CR
OPTION 5b:
GAS WATER HEATER WITH A MIN EF OF 0.74
STAIR NOTES
IRC R301.5
1. GUARDRAILS SHALL BE DESIGNED TO RESIST A 200 LB
CONCENTRATED LOAD ON TOP RAIL AND 50 PSF ON ALL
GUARDRAIL INFILL COMPONENTS
IRC R311.7.8
1. LOCATE HANDRAILS 34"-38" ABOVE STAIR NOSING
2. GRASP DIMENSIONS OF HANDRAIL = 11/4" TO 2".
3. HANDRAILS SHALL BE CONTINUOUS OR TERMINATE @
NEWEL POSTS
IRC R312.1.3 OPENING LIMITATIONS
REQUIRED GUARDS SHALL NOT HAVE OPENINGS FROM THE
WALKING SURFACE TO THE REQUIRED GUARD HEIGHT
WHICH ALLOW PASSAGE OF A SPHERE 4" IN DIAMETER
EXCEPTION:
1. THE TRIANGULAR OPENINGS AT THE OPEN SIDE OF STAIR
FORMED BY THE RISER,TREAD AND BOTTOM RAIL OF A
GUARD, SHALL NOT ALLOW PASSAGE OF A SPHERE 6' IN
DIA.
2. GUARDS ON THE OPEN SIDE OF STAIRS SHALL NOT HAVE
OPENINGS WHICH ALLOW PASSAGE OF A SPHERE 4 3/8" IN
DIA.
GUARDMIL NOTES
IRC R301.5
TOP RAIL TO BE DESIGNED TO RESIST 200LB CONCENTRATED
LOAD. ALL OTHER GUARDRAIL INFILL COMPONENTS TO RESIST
50LB PSF.
IRC R312.1.2
MIN 36"HEIGHT ABOVE FINISHED SURFACE.
IRC R312.1.3
MAX OPENING TO BE SUCH THAT A 4" SPHERE CANNOT PASS
THROUGH @ ALL OPENINGS.
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Date: 12/11/2018
Job #: 2018-01
Drawn: KJH
Check: -
Revisions
A REISSUE 03/20/2019
P-1 F. Is u 13
MAR 19 2019
N�
2 Deck Framing Plan Smle: 1/2"=1'.0"
A
me
Kitchen Plan
S�19: 112"=V-0"
LEGEND
EXISTING WALL TO BE DEMOLISHED
EXISTING WALL TO REMAIN
NEW STUD WALL
NEW PARTIAL HEIGHT WALL
FOUNDATION WALL
GENERALNOTES
I ' DO NOT SCALE DRAWINGS
2. VERIFY DIMENSIONS AND LOCATIONS OF EXISTING AND NEW
BEFORE PROCEEDING WITH WORK.
3. ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED
OTHERWISE (UNO)
4. ALL DIMENSIONS FOR WINDOW & DOOR OPENINGS TO
CENTERLINE, VERIFY ROUGH OPENING W/ MANUFACTURER
5. ALL DOORS NOT DIMENSIONED ON PLAN @ 02" FROM WALL
HINGE SIDE (UNO)
6. TOP OF FINISHED WINDOW TO ALIGN W/ TOP OF FINISHED
DOOR, LINO
7. ALL NEW EXTERIOR WALLS TO BE 2 X 6 (UNO)
B. ALL NEW INTERIOR WALLS TO BE 2 X 4 (UNO)
9. REMOVE ALL EXISTING DOORS & WINDOWS, VERIFY REUSE Wl
OWNER BEFORE REMOVING FROM SITE
10. REMOVE ALL EXISTING ELECTRICAL FIXTURES & WIRING IN ALL
AREAS EXCEPT GARAGE, VERIFY REUSE W/ OWNER BEFORE
REMOVING FROM SITE
11. REMOVE ALL PLUMBING FIXTURES, WASTE & WATER @ SHUT
OFF, CAP WASTE LINES WHEN NOT BEING WORKED ON.
12. REMOVE EXISTING HORIZONTAL MOUNTED FURNACE LOCATED
IN CRAWLSPACE UNDER LIVING AREA & ALL ASSOCIATED
DUCTWORK
13. VERIFY WALLS TO BE REMOVED ARE NON -LOAD BEARING
BEFORE REMOVAL, BRACE FLOOR &I OR ROOF STRUCTURE
ABOVE @ALL LOAD BEARING LOCATIONS BEFORE
PROCEEDING
14. PER IRC M1507.3 - WHOLE -HOUSE EXHAUST FAN SYSTEM
SHALL OPERATE INTERMITTENTLY.
MECHANICAL VENTILATION
PER IRC M1507.3 - WHOLE -HOUSE MECH VENTILATION SYSTEM
DWELLING UNIT FLOOR AREA: 2,038 SF
NUMBER OF BEDROOMS: 4
AIRFLOW REQUIRED: 75CFM
RUN TIME IN EA. 4-HR SEGMENT: 50%
INTERMITTENT VENT RATE FACTOR: 2
MECHANICAL ROOM FAN TO BE USED AS INTERMITTENT
WHOLE -HOUSE VENTILATION @ 75 X 2 = 150 CFM
WASH STATE ENERGY CODE
WSEC R406 - ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS
WSEC R406.2.4 ADDITIONS LESS THAN 500 SF 0.5 CR
TABLE R406.2 ENERGY CREDITS
OPTION 5b 1.0 CR
OPTION 5b:
GAS WATER HEATER WITH A MIN EF OF 0.74
STAIR NOTES
IRC R301.5
1. GUARDRAILS SHALL BE DESIGNED TO RESIST A 200 LB
CONCENTRATED LOAD ON TOP RAIL AND 50 PSF ON ALL
GUARDRAIL INFILL COMPONENTS
IRC R311.7.8
1. LOCATE HANDRAILS 34"-38" ABOVE STAIR NOSING
2. GRASP DIMENSIONS OF HANDRAIL = 11/4" TO 2".
3. HANDRAILS SHALL BE CONTINUOUS OR TERMINATE @
NEWEL POSTS
IRC R312.1.3 OPENING LIMITATIONS
REQUIRED GUARDS SHALL NOT HAVE OPENINGS FROM THE
WALKING SURFACE TO THE REQUIRED GUARD HEIGHT
WHICH ALLOW PASSAGE OF A SPHERE 4"IN DIAMETER
EXCEPTION:
1. THE TRIANGULAR OPENINGS AT THE OPEN SIDE OF STAIR,
FORMED BY THE RISER,TREAD AND BOTTOM RAIL OF A
GUARD. SHALL NOT ALLOW PASSAGE OF A SPHERE 6" IN
DIA.
2. GUARDS ON THE OPEN SIDE OF STAIRS SHALL NOT HAVE
OPENINGS WHICH ALLOW PASSAGE OF A SPHERE 4 3/8" IN
DIA.
GUARDRAIL NOTES
IRC R301.5
TOP RAIL TO BE DESIGNED TO RESIST 200LB CONCENTRATED
LOAD. ALL OTHER GUARDRAIL INFILL COMPONENTS TO RESIST
50LB PSF.
IRC R312.1.2
MIN 36" HEIGHT ABOVE FINISHED SURFACE.
IRC R312.1.3
MAX OPENING TO BE SUCH THAT A 4" SPHERE CANNOT PASS
THROUGH @ ALL OPENINGS.
-00
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Date: 12/1112018
Job #: 2018-01
Drawn: KJH
Check: -
Revisions
REISSUE 03/20/2019
RESUB
MAR 19 2019
BUILDING DEPARTMEN'
CITY OF FoMON',,
MAIL �
A4.0
R-10 RIGID
INSULATION
FLASHING
2X3 TRIM
EXTERIOR
2X4 TRIM
EXTERIOR SIDING Of
MOISTURE BARRIER
(TYVEK OR SIM.) Of 1/2"
SHEATHING
HEADER,SEE
STRUCTURAL
AIRFLOW
ITERIOR
1XWOOD
CASING, PAINT
R-21 BATT INSUL
Y2" GWB, TYP
BATT
INSULATION
W' d Head & Sill
Scale: 3"=I,-O;
2X3TRIM
EXTERIOR
2X3 TRIM
EXTERIOR SIDING 01
MOISTURE BARRIER
(TYVEK OR SIM.) Of 1/2'
SHEATHING
BATT
INSULATION
ITERIOR
1XWOOD
CASING, PAINT
BATT
INSULATION
NOT USED Window Jamb
Sol.: 3"=I'-O' Scale: Fml�o"
MTL Z FLASHING
1X6 COMPOSITE
DECKING MATERIAL
PT 2X6 LEDGER W1
MINXXZI�'ANCHOR
@ 16" D.C. STAGGER
2X6 JOIST @ 16" O.C.
W/ 'LUS'(ZMAX) HGR
EXISTING
FOUNDATION
MTL Z FLASHING
1X6 COMPOSITE
DECKING MATERIAL
PT 2X6 LEDGER W1
MIN Y2 X 4" ANCHOR
@ 16" D.C. STAGGER
PT 2X6 JOIST @ 16" D.C.
W1 'LUS'(ZMAX) HGR
EXISTING
FOUNDATION
NOTE: EMBED ANCHOR To
MANUFACTURES SPEC S7
Slidinq Door Threshold Front Door Threshold
Scale: 1 112"=1W
NOTE: EMBED ANCHORS TO
MANUFACTURES SPEC
Scale: 1 1/2'=l'-O'
"10
BAFFLE W/ V AIR GAI
FOR VENTILATION
AIRFLOW
RIDGE BEAM, SEE
STRUCT. ALLOW
I" GAP AT TOP OF
BEAM FOR
VENTILATION
Ridge Ventilation
(�> Scale: 1 112"=V-0"
NOTCH RAFTERS @ TOP
AND BOTTOM OF OPENING
FOR VENTILATION MIN 1 "
DEEP. PROVIDE AIR BAFFLE
OVER BATT INSULATION
GWB, TYP.
DASHED LINE
INDICATES BATT
INSULATION
1" MIN CLR ABOVE BATT
INSUL FOR AIRFLOW
Sk H ht Ventilation
NTS
TYVEK(ORSIM.)
WEATHER RESISTANT
BARRIER, UPPER
LAYER TO LAP OVER
LOWER LAYER MIN. 6"
NOT USED raq-� NOT USED Co
mer Wrap
S Scale: 1 11T4-0 NTS
FAI
NOT USED
Scale: 1 112"=1W
FOR VENTILATION
STANDING SEAM MTL
ROOFING MATERIAL
.49 BATT INSL
AIRFLOW
t—S N'T
.21 BATT INSL
0 F F I T W—/C-O
GWI3, TYP
VENT
- SIDING, MATCH
EXISTING
Eave Shed
3
Scale: 1 112"=V-0"
HEAD FLASHING OVERHANG
JAMB BY V EA. SIDE, TYP.
BAFFLE W/ V AIR I
FOR VENTILATION
STANDING SEAM t
ROOFING MATERIi
R-21 BATr INSL -J
AIRFLOW
� —SOFFIT
BATT INSL, PER
W/ CONT
1ALLASSEMBLY
VENT
Y2" GWB, TYP
SIDING, MATCH
EXISTING
Eave fi Vault
Sole: 1 112"=1W
0) NON SELF ADHESIVE SILL FLASHING; INSTALLED BEHIND NAIL FIN. DO NOT FASTEN LOWER EDGE OF FLASHING; LEAVE
LOOSE TO SLIP UP BLDG PAPER UNDERNEATH SILL FLASHING. CUT LENGTH EQUAL TO WIDTH OF ROUGH OPENING PLUS
2x WIDTH OF THE FLASHING
CUT THE JAMB FLASHING (ROUGH OPENING HEIGHT, PLUS 2x THE WIDTH OF FLASHING, MINUS 1"). ALIGN THE BOTTOM
FLUSH TO THE EDGE OF THE ROUGH OPENING AND EVEN WITH THE BOTTOM OF THE SILL FLASHING. ATTACH THE JAMB
FLASHING AT THE ROUGH OPENING. AS WITH THE SILL FLASHING DO NOT FASTEN THE LOWER EDGE OF JAMB FLASHING.
TO ENSURE PROPER ADHESION, WIPE THE WINDOW FIN, SILL & JAMB FLASHING WITH A CLEAN RAG BEFORE APPLYING
SEALANT. INSTALL WINDOW, ACCORDING TO MANUFACTURER RECOMMENDATIONS, WITH A CONTINUOUS %" BEAD OF
SEALANT APPLIED TO BACK OF NAIL FIN.
G) HEAD FLASHING, LENGTH IS THE WIDTH OF THE ROUGH OPENING PLUS 2x THE WIDTH OF THE FLASHING, PLUS 2". TO PROPERLY
INSTALL HEAD FLASHING, APPLY CONTINUOUS %" BEAD OF FLASHING ON THE TOP WINDOW FIN. EMBED THE HEAD FLASHING
OVER THE SEALANT, PRESS HEAD FLASHING UNTIL SEALANT AT THE HEAD FIN APPEARS AT THE BOTTOM EDGE.
GRADE D 60 MIN BUILDING PAPER; SINGLE LAYER; MIN 6" HORIZONTAL LAP & MIN 12" VERTICAL LAP, INTEGRATED BOTTOM UP IN
WEATHER BOARD FASHION.
FLASHING TAPE OVERBUILDING PAPER OVER WINDOW FLANGE (HOLD PAPERBACK FROM FLANGE/FRAME JOINT 1- TO ALLOW
TAPE TO SEAL TO FLANGE.
(�) METAL HEAD FLASHING (NOT SHOWN)
Window Wrap
NTS
Cq
0 00
E 0)
a)
O� g
C� 06 LO
Cl)
C r- . 0
.-- N 0
0 cO E
E
-0
Lu
Date: 12/11/2018
Job #: 2018-01
Drawn: KJH
Check: -
Revisions
REISSUE 03/2012019
P, 12- 19 u a
MAR 19 2019
BUILDING DrPARTMENT
CI FY OF EDMONDS
AF. 0
DOOR SCHEDULE
(m)
MARK
I TYPE
PANILSIZI
DETAIL
-F
MAX.
U-FACTOR
HDWR
GROUP
REMARKS
�WIDTH HEIGHT
THRESHOLD HEAD JAMB7d
DAYLIGHT BASEMENT
001
C
2'-6-
6'-8"
1
20-MIN FIRE -RATED
002A
C
3'-G"
6'-8"
5
BYPASS
002B
C
3'-G"
6'-8"
5
BYPASS
003
C
7-13"
6'-8"
3
004
C
7-15"
6'-8"
3
005A
C
3'-0"
6'-8"
5
BYPASS
005B
C
3'-0-
6--8"
5
BYPASS
006
C
2-6-
6'-8"
3
007A
C
2'-0'
6'-8"
2
C
2%0"
6'-8"
6
008
C
2%0"
3'-0"
2
CRAWLSPACE ACCESS
009
C
2-6"
6'-8"
4
POCKET
I007B
010
C
2-6"
6'-8"
2
Oil
C
2-4"
6'-8"
2
I 012A
C
2'-6"
6--g-
5
BYPASS
'01213
C
2'-6"
6'-8"
5
BYPASS
013
EXIST
2-6"
6'-B"
1 A �A
RELOCATE EXISTING DOOR
014
EXIST
2�-6"
6'-B"
l/lA
MAIN FLOOR
101
A
3'-0"
W-8"
10/A5.0
- 37
1/1A
102
C
2-6"
6-8"
2
103
B
6'-0"
6-8"
14 A5.0
37
7
SLIDER
TOP FLOOR
201
C
2-6"
6-8"
3
202A
C
3'-0"
6'-8"
5
BYPASS
202B
C
3'-0"
6�-8'-
5
BYPASS
203
C
2'-6"
6!-8"
4
POCKET
204
C
2'4�'
6�-8"
4
POCKET
205
C
2'-6"
6%8"
3
206
C
2'-4"
6'-8"
3
207A
C
1'-6"
6'-8"
6
207B
C
1'-6"
6'-8"
2
208
1 C
2'-0"
3'-0"
2
STORAGE ACCESS
DOOR HARDWARE GROUP SCHEDULE
HDWR
GROUP
I LOCK FUNCTION
LEVER / PULL
- --- F- FINISH
MODEL
1
ENTRY
SCHLAGIE'PLYMOUTH'KEYED ENTRY KNOB #F51-PLY-619
SATIN NICKEL (619)
IA
DEAD BOLT
SCHILAGE SINGLE CYLINDER DEADBOLT #B60-619
SATIN NICKEL (619)
2
PASSAGE
SCHLAGE'PLYMOUTH'PASSAGE KNOB #Fl O-PLY-619
SATIN NICKEL (619)
3
PRIVACY
SCHLAGIE'PLYMOUTH' PRIVACY KNOB #F40-PLY-619
SATIN NICKEL (619)
4
POCKET PASSAGE
SCHILAGE POCKET DOOR PULL #990-619
SATIN NICKEL (619)
5
CLOSET DOOR PULL
SCHILAGE FLUSH DOOR PULL #221-619
SATIN NICKEL (619)
6
DUMMY
SCHILAGIE'PILYMOUTH'DUMMY KNOB #Fl70-PLY-619 W/ FLOOR LATCH
SATIN NICKEL (619)
7
1 SLIDING PRIVACY
I PER DOOR MANUFACTURER I
36" 77
SUBFLR y
ERIOR E)(TERIOR INTERIOR INTERIOR
Door Lege MITRY 21-IDrR. 914 21FQI 1)
Scale: 1/4"=V-0"
WINDOWSC46EF,/ \, / \� \" \/, 1-1 "1 \7 \� \11, -,� 11/1 -�- -V- -1111�
M"AR'K
I TYPE
I DETAIL
I MIX
IJ-FACTOR
I REMARKS
I SILL HEAD --j-Am-B----]
DAYLIGHT BASEMENT
0.1
1 J
12 / A5.0
12 / A5.0
11 /A5.0
.30
0.2
EXIST
12 / A5.0
12 1 A5.0
11 /A5.0
.30
0.3
1
12 / A5.0
12 / A5.0
11 IA5.0
.30
EGRESS
0.4
1
12 / A5.0
12 / A5.0
11 /A5.0
.30
EGRESS
0.5
1
12/A5.0
12 / A5,0
11 /A5.0
.30
0.6
H
12 A5.0
12 / A5.0
11 /A5.0
.30
0.7
G
12 A =.;
12 / A5.0
11 /A5.0
.30
MAIN FLOOR
1.1
1
12 A5.0
12 / A5.0
11 /A5.0
.30
1.2
F
12 A5.0
12 / A5.0
11 IA5.0
.30
1.3
IS
12 1 A5.0
14 / A5.0
11 IA6.0
.30
1.4
D
14 / A5.0
14 / A6.0
11 /A5.0
.30
1.5
B
14 / A5.0
14 A5.0-
11 /A5.0
.30
1.6
C
12 / A5.0
12 A5.0
I I / A5.0
1.7
C
12 / A5.0
12 A5.0
11 / A5.0
-.30
.30
1.8
C
12 / A5.0
12 A5.0
11 /A5.O
.30
1.9
A
12 / A5.0
12 A5.0
11 / A5.0
.30
1.10
A
12 / A5.0
12 A5.0
11 / A5.0
.30
TOP FLOOR
2.1
1 1
12 / A5.0
12 A5.0
11 / A5.0
.30
EGRESS
2.2
1
12 / A5.0
12 A6.0
11 /A5.0
.30
2.3
E
12 / A5.0
12 A5.0
I I / A5.0
.30
2.4
1
12 / A5.0
12 A5.0
11 /A5.0
.30
EGRESS
2.5
E
12 / A5.0
12 A5.0
11 /A5.0
.30
2.6
E
12 / A5.0
12 A5.0
11 / A5.0
.30
27
H
12 / A5.0
12 A5.0
11 /A5.0
.30
RO�F
IRA I R .50 OPERABLE SKYLIGHT
24" 24" 301, 96" 24"
711
r6 SUBFLR
111-1 _ 'K . - - -
A B C D E
61
to
SUBFUR
-4q7- - F
30"
-k- -
,r-"24
[ I
R
Window Legend
Scale: 11,V'=1'-0"
FAI
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04
0 U) 00
E 01
0 C:, C
Cu CA 0
E E
< W
.0
Date: 12/11/2018
Job #: 2018-01
Drawn: KJH
Check: -
Revisions
Z� REISSUE 03/2012019
RESUS
MAR 19 2019
rwi�
DEMOEXISTING
FOUNDATION
Pr
STEMWALLTOEXISTTNG
W/ A MIN OF (3) 24' #4 DRILLED
AND EPDXIED (4- EMBED)
(TYP)
PIN NEW FOOTING AND
STEMWALLTOEXISTING
W/ A MIN OF (3) 24' #4 DRULED
AND EPDXIED (4- EMBED)
(Typ)
DECKING PER
FLASHING PER ARCHITECT
ARCHITECT
LEDGER, HANGER &
G
JOISTS PER PLAN
ENT PER
ATTACHMENT PEP, PLAN
1TECT
DECKINGPERARCHITECT
BLOCKING
FREAJOIST
RASEPFRPLAN
JOISTS PER PL—AN
FDN PEP, PLAN
EXISTINGFDN
(�R)SECTIQN
\,—�
SCALE: 3/4'-l'-O'
CONCRETE NOTES
I. THE CONTRACTOR SHAM USE EXTREME CAP E DURING
EXCAVATION WORK SHAILBE STOPPED AND THE OWNER
CONTACTED IFANY UNEXPECTED ITEMS ARE FOUND DURING
EXCAVATION
2. CONCRETE SMALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF
2,500 PSI AFTER 28 DAYS.
3. CONCRETE REINFORCEMENT SHALL BE AS FOLLOWS:
RARDIA, GRADE
#3 40
#5411 60
4. THE CONC— IE SHALL BEKEPT MOIST OR PROTECTED DURING
CURING.
5. LAP SPLICES SHALL BE 42 BAR DIAMETERS LONG AND SHALL BE
SPACED SO THAT ONE-HALF OR LESS OF THE TOTAL
REINFORCEMENT IS SPLICED WITHIN THE REQUIRED LAP LENGTH.
6. EPDXY ANCHORS SHALL BE INSTALLED USING SIMPSON SET EPDXY IN
CF
ACCORDAN _ WITH ALL MANUFACTURETS INSTALLATION
INSTRUCTIONS.
7 THE CONTRACTOR SHALL VERIFYALLDIMENSIONS NOTED
ONTHE DRAWING BEFORE STARTING WORK
8. REINFORCEMENT SHALL BE PROPERLY EMBEDDED - ALL REINFORCING
STEEL SHALL HAVE A PROTECTION OF CONCRETE NOT LESS
THANTHEFOLLOWING:
A) THREE INCHES (T) AT SIDES AND ON[BaTTOMS OF
FOOTINGS CASTAGAINSTTHE EARTH.
B) TWO INCHES (T) WHERE CONCRETE IS FORMED
BUTSUBSEQUENTLY EXPOSED TOACTIONOFWEATHER
OR GROUND FOR BARS LARGER THAN #5 AND ONE
AND A RALF INCHES (I I/T) FOR BARS #5 AND SMALLEEL
9. CONCRETE EXPOSED TO FREEZING SHALL HAVE AN AIR-ENTRAIMNG
ADMIXTURE. AIR CONTENT BY VOLUME SHALLBE 4 TO 6 PERCENT,
DETERMINED INACCORDANCE WITHASTM C 231.
10. SEE ARCHITECTURAL DWGS FOR INFORMATIONNOT SHOWN.
ff. DO NOT SCALE DRAWING FORDIMENSIONS NOT SHOWN
12. SISTER MULTI JOIST BEAMS AS FOLLOWS:
(2) 2x - (2) ROWS 16d (0.128'x3') NAILS @ IT O.C-
(3) 2. - (3) ROWS 16d (0.128.3') NAILS @ IT O.C. (EA SIDE)
EXIST STRUCTURE #,494'0'
D.C. �IIT
(1) #4 CONT WITHIN
ITOFTOPOFWALL
rINSULATION
PER ARCHITECT
6'
(2) #4 CONT
.1 j , _
SEC TION
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2xl2 #2 DF
(SUTERW/ 16d. 016
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r CJT5
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NOTE101 SE - NOTE. - -----
NOTE 10
5 2 19018
USE;
NEW
BP
4 1
(AU CHI I
Tl=k2 SEG-]— - -
4� - -
, rt
3 - ------ -----
"0
U210 U210
1-2.12RAFrERs@24-o.c..
%
W2#2DF
R05
2'-0'
- LRU26
TO NEW 2x12
ROOF FRAMING PLAN
SCAT :1/4'-I*-O�
----------------
u
60
'-2.6#2DFRAFTERLEDGER
ATTAC—W/
(2) SDS 114'.31/2' SIMPSON
SCREWIATleo.c.
(USE SIMPSONLRU26Z HANGERS
AT EA RAFTER)
2K6 DF CEILfNGJOIST
LEDGERATTACHEDW/
(2) SDS 1/4'x3 11T SIMPSON
SCREWSATIVOC
(USE SIMPSON LUS26 HANGERS
ATEAJOIST)
FRAMING NOTES
1. GENERAL CONTRACTORTO INSTALL
ALL ADDITIONAL LATERAL DIAGONAL
BRACING INROOFSYSTEMAS
SPECIFIED BY TRUSS MANUFACTURER.
2. ALL PERIMETER AND BEARING
WALL HEADERS TO BE 4xI0 #2
D. FIR UNLESS NOTED OTHERWISE.
3. TRUSSES TO BE ENG. & CHECKED
BYTRUSS MFG. &GENERAL
CONTRACTOR BEFORE INSTALLATION.
4. SIMPSON U-BRACKETS USED TO
HANG ALL TRUSSES & RAFTERS TO
GIRDERTRUSSES ' BEAMSAND/OR
LEDGFRBOARDS
5. ALL TRUSS BRACING PER
WTMA GUIDELINES.
6. SEE ARCH PLANS FORNON-
STRUCTURAL INFORMATION
(VENTING, FLASHING, INS, EIC.).
7 DO NOT SCALE DRAWING FOR
DIMENSIONS NOT SHOWN
B. ALL CHIMNEY WALLS SHALL BE
BALLOONFRAMED
9 ALL GLU&LAM BEAMS SHALL BE
24F-V4 UNLESS NOTED.
10. (6) SDS 114'x6- SIMPSONSCREWS
(RAFTER TO BEAM R01)
TRIMMER DETAILS
TYPICAL UNLESS
(I)TRIMMER-(I)KING NOTED ON DWGS
(2)2x AS NOTED
ONDWGS
(2)TRIMMER+(I)KING
E BP
BEARINGPOINT-
INSTALL MULTIPLE STUDS
OR SOLID 92 DF
EQUAL TO BEAM WIDTH (MIN)
EIBPA E BPA
BEARING POINT FROM ABOVE
Pw
PONYWALL
BW
BEARINGWALL
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"'I'PD1.ATH OD
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'�l T, SE
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RO WTHISDWG
51/2.1 c
A �ldL_f��A \L I I 1 1 1
4' #2 (BE W)
4
A R 4
RAFTERS 11
E-
glE
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W
0311,
2x6 #2 DF RAFTER LEDGER
1'-6* ATTACHEDW/
(2)SD31/4_.31/TS
114 S MPSON
SCREWS AT 16O.C.
(USE S-PSON LRU26Z HANGERS
AT EA RAFTER)
2x6DFCEIUNGJOIST
LEDGER ATTACHEDWI
(2) SDS 1/4.3 IIT SIMPSON
SCREWS AT 16! O.C.
(USE SIMPSON LUS26 HANGERS
ATEAJOIM
ri ROOF FRAMING PLAN
SCALE: 1/4'-1'-0*
SOLID BLOCKING
FRAMING NOTES
1. GENERAL CONTRACTOR TO INSTALL
ALL ADDITIONAL LATERAL DIAGONAL
BRACING IN ROOF SMEM AS
SPECIFIED BY TRUSS MANUFACTURER.
2. ALL PERIMETER ANDREARING
WALL HEADERS TO BE4xI0 #2
D. FIR UNLESS NOTED OTHERWISE
3. TRUSSES TO BE ENG. & CHECKED
By TRUSS MFG. & GENERAL
CONTRACTOR BEFORE INSTALLATION
4. SIMPSON U-BRACKETS USEDTO
HANG ALL TRUSSES & RAFTERS TO
GIRDER TRUSSES, BEAMS AND/Ok
LEDGER BOARDS.
5. ALLTRUSS BRACING PER
WTMA GUIDELINES.
6. SEE Allai. PLANS FOR NON-
STRUCrURALINFORMATTON.
(VENTING. FLASHING, INS, ETC.).
7. DO NOT SCALE DRAWING FOR
DIMENSIONS NOTSHOWN
S. ALL CHIMNEY WALLS SHALLBE
BALLOON FRAMED.
9. ALL GLUE -LAM BEAMS SHALL BE
24F,V4 UNLESS NOTED
10. (6) SDS 114-x6' SIMPSON SCREWS
(RAFTERTO BEAM ROL)
RS&
CE00N.J.
T�Ho'��
HGUS530/10
5/8' DIA THREADED ROD
W/NUlSANDWASHERS
(COUf4TERSINK IN BEAMS)
rA--\ SECTION
'\_� SCALE 3/4'=F-V
TRIMMER DETAItS
TYPICAL UNLESS
NOTED ON DWGS
(I)TRIMMER-(l)KING
(2)2x AS NOTED
ONDWGS
(2)TRIMMER-(l)KING j
w
BEARING POINT,
INSTALLMULTIPLE STUDS
ORSOLID#2DF
EQUAL TO BEAM WIDTH (MIN)
El BPA 0 BPA
BEARING POINT FROM ABOVE
PW
PONYWALL
BW
BEARING WALL
Z�
ROOFOVERFRAMING
EXIST 2K STUD WALL
REAMPERPLAN
/- EXISTJOISTS
- LIJS28
HU48
REVISED PLAN APPROVED
CITY OF EDMONDS BUILDING DIVISION
PLANS EXAMINER�
DATE
MY COPY
03105/2019
z
0
z
0
W
0
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0
4
0
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