BLD2018-1634CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020
4P, PHONE: (425) 771-0220 - FAX: (425) 771-0221
%C)13
STATUS: ISSUED 09/24/2019 Pennit#: BLD20181634
Expiration Date: 09/ 20
40 Project Address: 650 BELL ST, EDMONDS
Parcel No: 00434209801700
VONS BELL ST VONSBELLST WOODSIDE HOMES INC
C/O CHARLES VON GOEDERT CIO CHARLES VON GOEDERT C/O CHARLES VON GOEDERT
440 12TH PL N 440 12TH PL N 440 12TH PLACE N
EDMONDS, WA 98020 EDMONDS, WA 98020 EDMONDS, WA 98020
(425) 778-6673 (425) 778-6673 (425) 778-6673
LICENSE #:,Auodshi8l3l8 EXP:06/28/2021
,JOB DESCRIPTION
4 TOWNHOMES, W/2CAR ATTACHED GARAGES.
PLUMBING, MECHANICAL AND FIRE SPRINKLER UNDER SEPARATEPERMITS
VALUATION: $825,418
PERMIT TYPE: Commercial
PERMIT GROUP: 06 - Apartment/Condo New
GRADING N CYDS: 0
TYPE OF CONSTRUCTION VB
RETAINING WALL ROCKERY:
OCCUPANT GROUP: R2/U
OCCUPANT LOAD: 42
FENCE: 0 X 0 FT.)
CODE 2015 IBC
OTHER� ------- OTHER DESC:
ZONE: RM-1.
INUMBER OF S ORIES: 4 ::fv
ESTED DATE:
INUMBER OF DWELLINGUNITS: 0
ILOT #:
EXISIINGARFA
BASEMEN 1: 0 1 ST FLOOR: 0 2ND FLOOR: 0
PROPOSED ARFA
LBIASEMENT: 0 1 ST FLOOR- 2 8 3 2ND FLOOR: 1781
3 RD FLOOR: 0 GARAGE 0 DECK- 0 OTHER: 0
3RD FLOOR: 2162 GARAGE: 1559 DECK: 140 OTHER:
2821
BEDROOMS: 0 BATHROOMS: 0
BEDROOMS: 0 BATHROOMS: 0
[REQUIRED: N 15 PROPOSED: 15 IREQUIRED: W 10 PROPOSED: 10 IREQUIRED: S 15 PROPOSED: 18
1HEIGHT ALLOWED:O PROPOSED:O I REQUIRED: E 10 PROPOSED: 10
JSETBACK NOTES: Eaves and bay windows project < 30" into required setbacks
Steps 6'9" min. from side property lines (encroachment is 3'4" or 1/3 into 10' setback)
f above 25' is 4:12 up to 29,S'.
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO
PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF 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 HISMER DEPUTY AND ALL FEES ARE PAID.
�-aoe . Fv",— 1 9
-1qnature . — Print
= APPLICANT
Kristin Johns 09/24/2019
Released By Date
= ASSESSOR 0 CITY
ATUNTION
ITIS UNLAWFUL TO USE OR OCCUPY A BUILDING OR SIRUMRE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL ORA CERTIFICATE OF
OCCUP ANCY HAS BEEN GRANTED. UBC 10 9/ IBC I I Oi tRC I 10.
f
STATUS: ISSUED BLD20181634
CONDITIONS
• Alin ewextended, re -built or relocated electrical utility and/or service shall be placed underground.
• Separate Permit Required For: Plumbing, Mechanical, Fir-e Sprinkler, Fire Alam� Electrical (L&I), Grading and Excavation.
• Final approval on a project or final occupancy approval must be granted by the Building Official priorto use or occupancy of
the building or structure. Check thejob 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") from
adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing
fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable.
Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been
specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision
of city code or state law does not approve any items not to code specification.
Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits
of ECC Chapter 5.30 only during the hours of 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
harrTdess 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 Iii-nit in any way the City's ability to enforce any ordinance
provision.
* 48 hours notice is required when requesting your FINAL Engineering Inspection. 425-771-0220, ext. 1326.
* SPECIAL INSPECTIONS ARE REQUIRED FOR THE FOLLOWINGr.
0
Concrete Construction, Including Reinforcement
Lateral Wood
Priorto Final Inspection by the Building Division, Final Special Inspection Reports are Required From All Special
Inspectors.
• New and existing buildings shall have approved address numbers, building numbers or approved building identification
placed in a position that is plainly visible from tire street or road fronting the property. Address numbers shall be Arabic
numer-als or alphabet letters. Numbers shall be legible fi-om the public way, at least 4 inches high with a V2 inch min. stroke
width on a contrasting background.
• Call for locates of underground utilities prior to any excavation.
• Maintain erosion & sedimentation control per city standards.
• Maintain 19 separation between the sanitary side sewer and the water service line.
• All steps 68" min. from side property lines
• Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is
caused by or occurs during the permitted project.
• Owner/Contractor to provide Water Service Line asbuflt at final inspection. See City Standards for requirements.
I INSPEC-1-IONS
THIS PERMIT AUTHOREES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMrr
TIME LIMIT: SEE ECDC 19.00.005(A)(6)
I TO SCIIEDLJI.E INSPECTIONS
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 (425) 775-7720
3. Then: Perm its/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. I
login (upper right hand comer) (425) 771-0220 RECYCLING (425) 275-4801
6: Schedule vour insr)ection
When calling for an inspection please leave the folloWng 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 Contro ]/Mobilization
• E-Engineering Final
• B-Preconstruction meeting
• B-Setbacks
• B-Footings
• B-Foundation Wall
• B-Foundation Drainage
• B-Slab Insulation
• B-E)derior Wall Sh eath ing
• B-Roof Sheathing
• B-Height Verification
• B-Fire Blocking / Stopping
• B-Frarn�ing
• B-Wall Insulation/Caulk
• B-Insulation/Fnergy
• B-SheetrockNail
• B-Hat Channel Furring
• B-Building Final
• B-Other
• P-Planning Final
BUILDING PERMIT 'Office Use Only
i
APPLICATION Permit #: v34
Development Services
Building Division
121 Sth Ave N / Edmonds, WA 98020
425.771.0220
For handouts, submittal requirements, permit status and inspection
scheduling information go to: http://www.edmondswa.gov/
JOB SITE INFORMATION/LOCATION: (Where the work is taking place)
JobSiteAddress: — (05-10 Ekdl St -
Parcel: 604-11-4MIK)l '—lop
Lot /Unit/Suite #: Subdivision:
PROPERTY OWNER:
Name: VonS,
?kAl W_
Mailing Address: _
LtO Ilt"t, PLO
City/State/Zip: Edmondc,,
wA
Phone #: Qs
T�9_) (0 (0 T5
Email: 0 iw(q_�
- Von Cc, comco - n er
(a
OWNER INSTALLATION: *If yes, read and sign*
Will work be performed
by the property owner? 11 Yes NNo
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
Dr%Ai 1 o ),7 nan
Name of Applicant: 0 InuUq Von 0 E
Mailing Address: ULO lit -VI
City/State/Zip: r—_dmoryts
Phone #: 41-S Tlb 6637)
E-mail: Chula -von gUmmfiia
Owner Signature:
APPLICANT / CONTACT INFORMATION:
GENERAL CONTRACTOR: (if different from applicant)
General Contractor: T. f�-b-
Mailing Address:
City/State/Zip:
Phone #:
E-mail:
WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE:
CITY OF EDMONDS BUSINESS LICENSE#:
TYPE OF PERMIT (Provide
El Accessory Structure/
Detached Garage
Details on Page 2)
0 Addition
Demolition
El Mechanical
;(New Single Family / Duplex
0 Plumbing
• Fire Sprinkler
0 Remodel
• New Commercial/ Mixed Use
0 Re -Roof
0 Signs
0 Tank
0 Tenant Improvement
r
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:
PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION
Basement sq ft: Fini,h,dK Unfinished M
Ist Floor, sq ft:
(Z2_ Sj�
2nd Floor, scift:
Garage/Carport:, sq ft: lq39
v/
Deck/Covered Porch/Patio:
othersqft:?)�flr. WAII,
PROJECT DESCRIPTION
n
LLVej IA 16yj hillh*6YA
4
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: _11,V,114k116< VO /i
SignatureKkIMCLJ ;�9�74q�Date
04
GENERAL COMMERCIAL DATA
Occupancy Group(s): Occupant Load(s):
Type(s) of Construction:
Fire Sprinklers: Yes 0
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
City
A/C Unit /Compressor
Air Handier /VAV
Boiler
Dryer Duct
ExhaustFans
Fireplace
4-
Furnace
Heat Pump Unit
4
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
4
Tub/ Showers
Dishwasher
4
Backflow Device (RPBA, DCDA, AVB)
4
Drinking Fountain
Pressure Reduction/ Regulator Valve
4_
Floor Drain/Sink
4
Refrigerator Water Supply
4
Hose Bibs
4
Water Heater - Tankless? Y or N
y
Hydronic Heat
Water Service Line
4
Sinks
L*V
Other:
Toilets
IL
Other:
GAS/FUEL CONNECTION COUNTS (New, Relocated or re -piped)
BTUs Qty BTUs Qty
A/C Unit
Outdoor BBQ/ Fire pit
Boiler
Stove/Range/Oven
4
Dryer
Water Heater
4_
Fireplace/ Insert
Other:
Furnace Other:
MEDICAL GAS, AIR VACUUM COUNTS
(New, Relocated or re -piped)
Qty
Qty
Carbon Dioxide
�Oxicle
Helium
Oxygen
Medical Air JI
I L
Other:
Medical - Surgical Vacu�u 6t-h e
DEMOLITION
Type of structure to be demolished:
Square footage of structure to be demolished:
AHERA Survey done? Y/N
PSCAA Case
Critical Areas Determination:
Study Required El Conditional Waiver El Waiver
Fill in Place El Fil�MW-rra_l
Removal
I
A Tank ailons)
Critical Areas Determ at�ion:
��l �Waiver
Study Requilre El Waiver 0
GRADE/FILL/EXCAVATE
Grading: Cut —10— cubic yards
Fill cubic yards
Cut / Fill in Critical Area: Yes 11 No 171
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.
MITCHELL ENGINEERING INC.
7821 - 168th Ave. N.E.
Redmond, WA 98052
(425) 747-1500
mitchellengineeringinc@comcast.net
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BUILDING DEPAFqMENT
CITY OF EDMONDS
PREPARED BY M. a. PROJECT SHEET NO. OF
a7DATE SUBJECT /44ji/- JOB NO. :57b
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2!�;44- /287 11 =
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JAN 0 5
BUILDING DEPARTMLNI
CITY OF EDMONDS
4 ae-). -5 7a
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MITCHELL ENGINEERING INC.
@ �' 11
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7821 - 168th Ave. N.E.
Redmond, WA 98052
(425) 747-1500
mitchellenaineerin2incVcomcast.net
. EV � 2W-AaiM
JAN 0 5' 2021
BUILDiNG DEPARTMENT
r,ITY OF EDMONDS
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MITCHELL ENGINEERING INC.
7 2
1 5
7821 - 168th Ave. N.E.
Redmond, WA 98052
(425) 747-1500
mitchellengineeringinc@comcast.net
JAN a 5 tu2,,
BUILDING DEPARTMEN1
CITY OF EDMONDS
SCANNED
City of Edmonds AU-13 2 " 319
Park Impact Fee Worksheet
-- c . I b -/
Name of Proposed Project- LW
Current Site Address- 6-s-V OeU 44 Building Permit#: BLD-ZolY-1&5�4
Previous Site Address (if different):
Owner/Applicant: 6A,11-111-tes
Applicant Mailing Address: 440 /V/h P/ I\J
P h o n e: a- 7-(;) ke 7 E-mail address:
F-1 New Commercial:
Square footage of all floor area:
F-1 Commercial Addition:
Square footage of all floor area:
F-1 New Single Family:
Description of use:
Description of use:
Does this new residence replace an existing residence demolished with previous 12 months?
Yes F-1 No Demo Building Permit No.: 11-4b 'Zolt:? 0 194
Date issued: 7z 0
SFR building permit must be issued within 12 months of issue of demo Permi
New Multi -Family: Number of dwelling units proposed: 4::�
F-1 Multi -Family Addition: Number of existing dwelling units,
Number of dwelling units proposed:
F1 Exempt from PI fee (Low-income or other per ECC 3.36.040. Provide additional documentation.)
F1 Credit (For off -site improvement, etc. per ECC 3.36.050.) $
TYPE OF DEVELOPMENT: RATE:
Single Family
$2,734.05
per dwelling unit
Multi -Family
$2,340.16
per dwelling unit
Non -Residential
$ 1.34
per square foot of new or additional floor area
For City Use Only 114r- tot, -15 & 7, tz:: 0. 04- calculate Fee Here:
<'7-73�'-, 05->
Total Fee
Rk ')ING
OV V.D'91
SPECIAL INSPECTION AND TESTING AGREEMENT
0
Permit Vous Bell St 4 plex - STRUCTURAL
Project: BLD2019-1634
Prior to issitance of a permit, thisform must he completed In its entirely antl rdtirned to the Cityfor
approvaL 27te complefedform mad have sign&ures of acknowkdgmenl by allpm*m
DUTZ8 AND RESPONSIBEUTErS
&xcial Inspection Firm and Special Inmectors;
'11( 4sa �c
Ilie Special Inspection firm of OT6 I SC ',
will perform speciW inspection fbr the following types ofwork (separate forms most be submitted if more than
one firm is to be employed):
_X Reinforced Concrete
__�Iolting in Concrete
Prestressed Concrete
—Shotcrete
—Structural Masonry
—Structural Steel/Welding
— Higb Strength Bolting
—Spray applied Fireproofing
—Smoke Control gystems
XLateral Wood
—Structural Observation by design prolossional
__Pr&ding/SoiL%/Shorjng1DrainaV
—Stepi Floor and RoofDecks
All individual inspectors to be employed on tNs project will be WABO certified for the type of work they are to
inspect. If inspection is for work " is not covered by the WABO categories, or the inspector is not WAHO
codified, a doWled resume of the inspector mW firm must be submitted. The resume mug show dial the
inspector and the firm are qualified by education and experience to perform the work aW testing required by the
project design and specifications.
The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions
and addemia shoots will not be used for inspection, unless they have been approved by the City, Inspection
records shall include:
A daily record to be maintained on site, itemizing tlic inspections performed. Any nonconforming work
"I be brought to the immediate attention of the contractor for resolution.
A vreekly report shall be submitted to the City; detailing the inspections and testing performed, listing
arty nonconforming work and resolution of nonconforming items.
A final report shall be submitted to the building department prior to the Certificate of Occupang being
issue& This report will indicate that inspection and testing was completed in conformance with the
approved plans, specifications and approved revisions or addenda. Any unresolved discrepancies rinist
be detailed in the final report.
UDWW DEV""=mn0HAREWURMG ]XVISIM FREMp—st kvp-ftard�gp-W knped— RM-W"cW k%—i—
DocuounIAST Vem " 31 Stm dwIMM19
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Contrxelor:
The contractor shall provide die special inspector or agency adequate notification of work requiring inspection,
The City approved plan and specifications must be made available, at the jobsite for the use of the special
inspector and the City inspector- The contractor shall maintain all daily inspection reports, onsile, for review by
all parties.
T7ic special inspection functions are considered to be in addition to the normal inspections perfornied by the City
and the contnwtor is responsible for contacting the City to schedule regular inspections. No concrete shall be
poured or other work covered until approval is given by the City inspector.
Buildinz Department:
The building department "I review any revisions and addenda. The City inspector will monitor the special
inspection finictions for compliance with the agreement and the approved plans. 71m City inspectm shall be
responsible for approving various stages of congirmflon to be covered and for work to proceed.
Dcxli!n Professionsils:
T'he architect mWor engineer will clearly indicate on the plans and specifications the specific types of special
inspection required and shall include a schedule for inspection and testin& The architect and/or engineer will
coordinate their revision and addenda process in such a way as to ensure that all required City approvals are
obtained, prior to work shown on the revisions being performed In the field.
Owner:
The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or
agency-
KWORCEMENT
A failure of the special inspector or firm to perform in keeping with the requirements of the 113C, the approved
plans and this document, may void this agreement and the Building Official's approval of the special inspector.
In such a cow a new special inspector and/or firm would need to be proposed for approval. A failure of the
design andfor construction parties to perform in accordance with this agreement may result in a STOP WORK
notice being posted on the project until nonconforming item have been resolved.
ACKN0WLLW&1FZM
I have read and agree to comply with the terms and conditions of this agrmnent
owner: 4,PY,4�., -4_3? signattwe_ Date
Contractor: Signature ---Date.
Archo, ignature Date:
Special Insp. mgnaturc DaW.
Special Insp. Ageney
ACCEPTED FOR THE CITY OF EDMONDS BUILDING DIVISION
By: Date-
%WoMM-M7MMPWwing"RM1JRDWG DIVISIM k"Pudi-
Dowmu&Sl Vom Bel St Sum_dm7/23)2DJ9
c2n"Ifor-
The contractor shall provide the special inspector or agency adequate notifwation of woik requiring inspection -
The City apprinmedplan and specifications mustbemadc available, at-thejobsilefortlic we of thc3pedal
inspectcT and the City inspector. The contractm shalt maintain all- daily inspection reports, on site, for review by
an VaTties.
The special inspection function am considered to be in addition to the normal inspections performed by the City
and the coubactor is nVonsible fiw contacting the City to schedule regular inspections. No concrete Shan be
poured or other wwk covered until approvA is given by the City inspector
BuiliffnE Daiartment:
lie building department shall review any revisions and addenda. The City inspector will monifor the special
inspection for comphance with do agivensent and the approved p1m. nw City inspoctoi shaH be
responsible for approving various staip of conshuction to be covered and for work to proceed.
Desien Professionals:
The architect and/or engineer will cleady indicate on the plans and speoffications the spec&w types of special
inspection required and shalt include a schedule for inspection and testing. 11w architect andlof engineer wilt
coordinate-flicirievisiou and addcn&pwcm-m web away as to ensw that all rcqwxcd City approvals am
obtained, prior to work shown on the revisions being pv&rmed in flie field.
owun-
The prerd owner, or the architect or engineer acting as the owners agent, shall employ the specig inspector of
agency
ENFORCEMENr
A failure of the special inspector or firm to pefforin in keeping with the requirements of the IBC, the approved
plans and this document, may void this agreement and dwBuilding0fticial's approval of the specal inspector
In such a caw a new special inspector and/or fffin would need to be proposed for approval. A failure of die
design andfor comtructionpartics to perform in accordance with this agreement may imilt in a STOP WORK
not= being posted on the pnqoct until nonconformingAcins haw been rmlve&
ACKNOVMEDGMEWS
1havrivadandagrectocomplywAbdicto andconditionsofthisagivemetiL
0 WM r. 4—V, I V *� #e � 0
_C" at) e-g'--Ca4-;F —Sigftahj�'Z�
Arch./Eng;
SPMIW InIv—
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ACCEPTED FOR TBE CITY OF EDMONDS BUILDING DIWSION
B Date:
I'JI - " Date:
WDWVRDFYrFW%--e,sHARF0UR-NW DIVISM FIIESSp� UV-4--%pecW bVe— Rq—WSp-:-d' I
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STATEMENT OF PLAN REVIEW SERVICES AGREEMENT
ACKNOWLEDGEMENT OF REQUIRED
DISCRETIONARY APPROVALS
1, . am the owner/agent for the owner, for a
building permit to construction improvements upon real property located at:
0, LL <�. T
in Edmonds, Washington. I acknowledge that, pursuant to term of this agreement, the Building Permit
Application I have submitted will be accepted for review by the City concurrently with the review of any
necessary discretionary project permits or approvals required by the provisions of the Edmonds
Community Development Code. I also acknowledge that the City shall not accept an application for
building permit that is not complete as determined by the rriinimurn submittal requirements published by
the City which I have read and understand. In signing this form, I acknowledge that I have submitted all
necessary documentation in order to make a complete application for a building permit. The City
determined that the discretionary application(s) for this project were deemed complete on (date).
I acknowledge that any plan review fees paid in connection with this application are solely for the
expenses and costs associated with review the plans as I have submitted thern, and do not entitle me to
any right or claim to the issuance of a building permit. In consideration for the consolidated review of the
building permit application concurrently with any required discretionary project permits or approvals, I
hereby acknowledge and agree to be bound by terms and conditions of this agreement as. set for herein.
1. The required discretionary project permits or approvals for this project currently include, but are not
limited to the following:
Architectural design review ........................................... Hearing date:
Subdivision or short subdivision ................................... Hearing date:
E) Planned residential development ................................... Hearing date:
Conditional use permit .................................................... Hearing date:
Variance ......................................................................... - Hearing date:
F] Critical areas determination or variance request ............. Hearing date:
V l'if kJ Hearing date:
Other(specify)S I-OF-'F D651(A�J -K
I further understand that additional discretionary project permits or approvals may be determined
during the course of discretionary project review which may affect plan review timelines and plan
review fees paid for this building permit application. .
2. Any building permit issued and approved for this project will be subject to any conditions or
restrictions imposed pursuant to the review and approval of any required discretionary project permits
or approvals. Such conditions or restrictions may require that the building plans I have submitted be
modified or amended to be consistent with such conditions or restrictions. I understand that additional
plan review fees will be required in the event that modifications or amendments to the plans
submitted are required by conditions or restrictions imposed pursuant to a final decision to issue or
grant any required discretionary project permits or approvals. In the event that modifications or
amendments are required, the owner shall be solely responsible for any and all costs which result
therefrom, including, but not limited to, additional full plan review fees. When additional plan review
fees are required, the fees shall be paid in full prior to the commencement of additional plan review
by the City.
No building permit will be approved or issued until such time as a final decision for all required
discretionary project permits or approvals have been. issued or granted, including the expiration of all
appeal periods. A decision to issue or approve any required discretionary project permit or approval
shall not be considered final until the limitations period for any appeal has expired or until all
adirfinistrative and Superior Court appeals have been resolved. In the event that an appeal of a
discretionary project permit or approval results in new or additional conditions or restrictions which
require modifications or amendments to the building plans, such conditions and restrictions shall be
treated as if originally imposed in the issuance or granting of the discretionary permit or approval.
However, new full -plan review fees shall be required.
4. The building permit application shall expire 180 days after the building permit subrmittal regardless of
whether a final decision, including expiration of appeal periods, for all discretionary project permits
or approvals have been issued Or granted. I understand that I may request a building permit
application extension for an additional 180 days, in writing, if filed before the expiration of the
original application. The City may grant only one extension. In the event that the building permit
application expires prior to a final decision on the issuance or approval of all required discretionary
permits or approvals; or if not request for an extension is submitted in writing prior the expiration of
the original application, then the application shall expire and a new application and new fiffl-plan
review fees will be required.
5. In the event that any application for a required discretionary project permit or approval is withdrawn,
or if such permit or approval is denied either by the City or upon appeal, no portion of any plan
review fee shall be refunded by the City.
6. In the event that the building permit applicant initiates or requests amendments or modifications to
the building plans after plan review by an applicable City Department is complete, new ftdl-plan
review fees will be required and shall be required to be paid in full prior to the commencement of
additional plan review by the City.
I certify that I have read and understand the terms and provisions of this agreement for plan review
services and agree to be bound by such.
C -'47-r
(-C -- G "n AJ '-I
Owner/Agent of Owner Date: 42
Development Services Permit Coordinator Date.
staWment of ptan review sery agree.doc 2
01.17—)(Ml
J-1 10ft
After Recording return to:
City of Edmonds
Building Division
121 5th Avenue North - 2nd Floor
Edmonds, WA 98020
PGS
0� 2 00 N
IA "!T; 11 ')K,
SCANNED
4 ga "I
Document Title(s)
Sale Prohibition Covenant of Multiunit Residential Building
Reference Number(s) of Related Documents
N/A
Grantor(s) (Last, First and Middle Initial) �/, )J & Tx U— S -1�
6
Grantee(s) (Last, First and Middle Initial)
State of Washington
Legal Description (abbreviated form; i.e., lot, plat or section,. township, range, quarter/quarler)
t7 -r 17, *-T— 72�
'Z' lz'e C c6 101 /0* C <- 3'? ;1, e�Fq
rra
(Full
5�16 /"' "lega Ve'sc5fiP�t1j"o7i;$n bit AT
Assessor's Property Tax Parcel/Account Number at the Time of Recording:
" $-3 — es 9 g — e / 7 — �' e->
The Auditor/Recorder will rely on the information provided on this form. The staff will not read the document to verity the accuracy or
completeness of the indexing information provided herein.
I
,BFP624251DOC;I/00006.900000/j
rm
Sale Prohibition Covenant of Multiunit Residential Building
Pursuant to Chapter 64.55 RCW
This covenant has been recorded in the real property records of Snohomish County, Washington,
in satisfaction of the requirements of RCW 64.55.010 through RCW 64.55.090. The
undersigned grantor is the owner of the property described on Exhibit A (the "Property"), which
is addressed in the records of the City of Edmonds Building Division as
irrevocably covenants and agrees that until tern-iination
on the Property may be sold as a condominium unit
64.34,400(2).
I The owner of the Property
of this covenant, no dwelling unit in or
except for disposition listed in RCW
This covenant tenninates on the earlier of either: (a) Compliance with the requirements of RCW
64.55.090, as certified by the owner of the Property in a recorded supplement hereto; or (b) the
fifth anniversary of the date of first occupancy of a dwelling unit as certified by the owner of the
property in a recorded supplement hereto.
This covenant shall run with the land and shall bind the grantor and the grantor's heirs, personal
representatives, successors in interest and assigns.
DATED: 6 -,� I - I I -
STATE OF WASHINGTON)
COUNTY OF SNOHOMISH)
On this day appeared before me 0- H,4jZL;E5 A L-LZ�J, Vp&MC- q 0 -L and stated
that he/she executed this document for the uses and purposes herein mentioned.
DATED: b I - -;,-Q I I
t I I I I jjjjj�'
Yjj //z
or,_N T
10 S
�A
z1f,
F WP,
NOTARY PUBLIC
Printed Name:. )"y
My Commission expires: W
.,4
J13FP624248.D0C;1/00006.900040/)
I FIRE -RATED WOOD -FRAME WALL AND FLOOR/CEILING ASSEMBLIES 17
W1.1-1.4 One -Hour Fire -Resistive Ceiling Assembly
Floorn/Celling - 100% Design Load - I Hour Rating - ASTM E 119 / NFPA 251L
1. Floor Topping (optional, not shown): Gypsum concrete, lightweight or normal concrete topping.
2. Floor Sheathing: Minimum 23/32 inch thick tongue -and -groove wood sheathing (Exposure 1). Installed per code require-
ments with minimum 8d common nails.
3. Insulation: Minimum I inch thick mineral wool insulation batts — 6 pcf (nominal), with width equal to the on -center spacing
of the ]-joists. Batts installed on top of furring channels and under bottom flange of I -joists with the sides butted against sup-
port clips. Abutted ends of batts centered over furring channels with batts tightly butted at all joints.
4. Structural Members: Wood I -joists spaced a maximum of 24 inches on center.
Minimum I -joist flange depth: ]- 1 /2 inches
Minimum I -joist web thickness: 3/8 inch
2
Minimum I -joist flange area: 3.45 inches
Minimum I -joist depth: 9-1/4 inches
See ASTM D 5055-07 for qualification requirements.
5. Furring Channels: Minimum 0.0 19 inch thick galvanized steel hat -shaped furring channels, attached perpendicular to I -joists.
spaced 24 inches on center. At channel splices, adjacent pieces overlapped a minimum of 6 inches and tied with a double
strand of No. 18 gage galvanized steel wire at each end of the overlap. Channels secured to I -joists with Simpson Type CSC
support clips at each intersection with the I -joists. Clips nailed to the side of I -joist bottom flange with one 1- 1 /2 inch long No.
I I gage nail. A row of furring channel located on each side of wallboard end joints and spaced 2.25 inches from the end joint
(4.5 inches on center).
6. Gypsum Wallboard: Minimum 1/2 inch thick Type C gypsum wallboard. Wallboard installed with long dimension perpen-
dicular to furring channels and fastened to each channel with minimum I inch long Type S drywall screws. Fasteners spaced
12 inches on center in the field of the wallboard, 6 inches on center at wallboard end joints, and 1 14 inches from panel edges
and ends. Endjoints of wallboard staggered. For staggered wallboard end joints, furring channels extend a minimum of 6
inches beyond each end of the joint.
7. Finish System (not shown): Face layerjoints covered with tape and coated withjoint compound. Screw heads covered with
joint compound.
Fire Test conducted at Underwriter's Laboratories, Inc. May 11, 1983
Third Party Witness: Underwriter's Laboratories, Inc. Report No: UL R 103 71 -1
STC and 1IC Sound Ratings for Listed Assembly
Without Gypsum Concrete With Gypsum Concrete
Cushioned Vinyl Carpet & Pad Cushioned Vinyl Carpet & Pad
STC 11C STC 11C STC 11C STC 11C
46 68 51 47 50 73
' This assembly may also be used in a fire -rated roof/ceiling application, but only when constructed exactly as described.
Copyright V 2010
American Wood Council January 2009
S15 Web date: 04/03/2015
Site Improvement Bond Quantity Worksheet SCA4NED
I -Al King County JUL 02 2019
Department of Permitting & Environmental Review
35030 SE Douglas Street, Suite 210
Snoqualmie, Washington 98065-9266 For alternate formats, call 206-296-6600.
206-296-6600 TTY Relay 711
Project Name:
Location:
650 Bell St Edmonds
650 Bell St Edmonds
Clearing greater than or equal to 5,000 board feet of timber?
yes X no
If yes,
Forest Practice Permit Number:
(RCW 76.09)
Date: 4/18/2019
Project No.: BLD20181634
Activity No.:
Note: All prices include labor, equipment, materials, overhead and
profit. Prices are from RS Means data adjusted for the Seattle area
or from local sources if not included in the IRS Means database.
J U N 17 2019
[t=3g b
h- Q� t M PYZOVC-1 W t:� N 1-5 10 (41 0, Z-6 x -3 -3. 3-3 [T7 LIH 0 iQ
AE;:�-'GiNEAERING DlVk&=\
Page 1 of 9 PIP kgVE-3 AS NOT
KC BQ Worksheet—Complete
Unit prices updated: 3/2/2015
Version: 3/2/2015
Report Date: 4/18/2019
1 31
Site Improvement Bond Quantity Worksheet
S15 Webdate: 04/03/2015
Backfill & compaction -embankment
ESC-1
$ 6.00
CY
Check dams, 4" minus rock
ESC-2
SWDM 5.4.6.3
$ 80.00
Each
Crushed surfacing 1 1/4" minus
ESC-3
WSDOT 9-03.9(3)
$ 95.00
CY
Ditching
ESC-4
$ 9.00
CY
Excavation -bulk
ESC-5
$ 2.00
CY
I
Fence, silt
ESC-6
SWDM 5.4.3.1
$ 1.50
LF
275
1
$ 412.50
Fence, Temporary (NGPE)
ESC-7
$ 1.50
LF
50
1
$ 75.00
Hydroseeding
ESC-8
SWDM 5.4.2.4
$ 0.80
SY
Jute Mesh
ESC-9
SWDM 5.4.2.2
$ 3.50
SY
$ -
Mulch, by hand, straw, 3" deep
ESC-1 0
SWDM 5.4.2.1
$ 2.50
SY
$
Mulch, by machine, straw, 2" deep
ESC-1 I
SWDM 5.4.2.1
$ 2.00
SY
$
Piping, temporary, CPP, 6"
ESC-12
$ 12.00
LF
$
Piping, temporary, CPP, 8"
ESCA 3
$ 14.00
LF
$
Piping, temporary, CPP, 12"
ESC-14
$ 18.00
LF
$
Plastic covering, 6mm thick, sandbagged
ESC-15
SWDM 5.4.2.3
$ 4.00
SY
$
Rip Rap, machine placed; slopes
ESC-16
WSDOT 9-13.1(2)
$ 45.00
CY
$
Rock Construction Entrance, 50'xl5'xl'
ESC-17
SWDM 5.4.4.1
$ 1,800.00
Each
1
1
$ T-865.66
Rock Construction Entrance, 100'xl5'xl'
ESC-1 8
SWDM 5.4.4.1
$ 3,200.00
Each
Sediment pond riser assembly
ESC-1 9
SWDM 5.4.5.2
$ 2,200.00
Each
$
Sediment trap, 5' high berm
ESC-20
SWDM 5.4.5.1
$ 19.00
LF
$
Sed. trap, 5' high, riprapped spillway berm section
ESC-21
SWDM 5.4.5.1
$ 70.00
LF
$
Seeding, by hand
Sodding, 1" deep, level ground
ESC-22
SWDM 5.4.2.4
$ 1.00
SY
$
ESC-23
SWDM 5.4.2.5
$ 8.00
SY
$
Sodding, 1" deep, sloped ground
ESC-24
SWDM 5.4.2.5
$ 10.00
SY
$
ITESC Supervisor
ESC-26
$ T-10.00
HR
40
11
$ 4,400.00
Water truck, dust control
ESC-26
SWDM 5.4.7
$ 140.00
HR
1 $ -
linlet Protection 1 1 $ 74.00 1 Each 1 51 11 3701
ESC SUBTOTAL:
30% CONTINGENCY & MOBILIZATION:
ESC TOTAL:
COLUMN:
Page 2 of 9
KC BQ Worksheet-Complete
$ 7,057.50
$ 2,117.25
$ 9,174.75
A
Unit pri �es updated: 3/2/2015
Version: 3/2/2015
Report Date: 4/18/2019
Site Improvement Bond Quantity Worksheet
Web date: 04/03/2015
Existing
Right -of -Way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
Unit Price
Unit
Q1-11t
T Cost
Quant.
Cost
Q—U11t, I—
Cost
GENERAL ITEMS
No.
Backfill & Compaction- embankment
GI - 1
$ 6.00
CY
Backfill & Compaction- trench
GI - 2
$ 9.00
CY
20
180.00
392
3,528.00
Clear/Remove Brush, by hand
GI - 3
$ 1-00
SY
Clearing/GrubbingfTree Removal
GI - 4
1 $ 10,000.00
Acre
0.2
2,000.00
Excavation - bulk
GI - 5
$ 2.00
CY
150
2 00.00
Excavation - Trench
GI - 6
$ 5.00
CY
20
100.00
200
1,000.00
Fencing, cedar, 6' high
GI - 7
$ 20.00
LF
Fencing, chain link, vinyl coated, 6' high
GI - 8
$ 20.00
LF
Fencing. chain link, gate, vinyl coated, 20'
GI - 9
$ 1,400.00
Each
Fencing, split rail, 3' high
GI - 10
$ 15.00
LF
Fill & compact - common barrow
GI - 11
$ 25.00
CY
Fill & compact - gravel base
GI - 12
$ 27.00
CY
Fill & compact - screened topsoil
GI - 131
$ 39.00
CY
Gabion, 12" deep, stone filled mesh---
GI - 14
$ 65.00
SY
Gabion, 18" deep, stone filled mesh
GI - 15
$ 90.00
SY
Gabion, 36" deep, stone filled mesh
GI - 16
$ 150.00
SY
Grading, fine, by hand
GI - 17
$ 2.50
SY
Grading, fine, with grader
GI - 18
$ 2.00
SY
500
1,000.00
Monuments, Tlong
GI - 191
$ 250.00
Each
Sensitive Areas Sign
GI - 20
$ 7.00
Each
Sodding, 1" deep, sloped ground
GI - 21
$ 8.00
SY
Surveying, line & grade
GI - 22
$ 850.00
Day
Surveying, lot location/lines
GI - 23
$ 1 800.00
Acre
Traffic control crew ( 2 flaggers
GI - 24
$ 120.00
HR
40
4,800.00
Trail, 4" chipped wood
GI - 251
$ 8.00
SY
Trail, 4" crushed cinder
GI - 26
$ 9.00
SY
Trail, 4" top course
GI - 27
$ 12.00
SY
Wall, retaining, concrete
GI - 28
$ 55.00
SF
291
1,595.00
[Zll, rockery
GI - 29
$ 15.00
SF
I
I I
Page 3 of 9
SUBTOTAL 5,080.00
9,423.00
Unit prices updated: 03/02/2015
*KCC 27A authorizes only one bond reduction. Version: 03/02/2015
KC BQ Works heet—C ornplete Report Date: 4/18/2019
Site Improvement Bond Quantity Worksheet
Web date: 04/03/2015
Existing
Right-of-way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
it �Price
Quant77 Cost
Quant. Cost
Quant.T Cost
ROADIMPROVEMENT
No.
AC Grinding, 4'wide machine < 1000sy
RI - 1
$ 30.00
SY
AC Grinding, 4'wide machine 1000-2000s
R1 - 2
$ 16.00
SY
AC Grinding, 4'wide machine > 2000sy
RI - 3
$ 10.00
SY
AC Removal/Disposal
R1 - 4
$ 35.00
SY
45
1,575.00
Barricade, type III ( Permanent
RI - 6
$ 56.00
LF
Cwb & Gutter, rolled
RI - 7
$ 17.00
LF
Curb & Gutter, vertical
Rl - 8
$ 12.50
LF
60
750.00
Curb and Gutter, demolition and disposal
RI - 9
$ 18.00
LF
60
1.080.00
Curb, extruded asphalt
RI - 10
$ 5.50
LF
Curb, extruded concrete
R1 - 11
$ 7.00
LF
Sawcut, asphalt, 3" depth
Rl - 121
$ 1.85
LF
197
364.45
Sawcut, concrete, per 1 " depth
Rl - 13
$ 3.00
LF
Sealant, asphalt
Rl - 14
$ 2.00
LF
Shoulder, AC, ( see AC road unit price L
RI - 15
$ -
SY
Shoulder, gravel, 4" thick
RI - 16
$ 15.00
SY
Sidewalk, 4" thick
Rl - 17
$ 38.00
SY
28
1,064.00
Sidewalk, 4" thick, demolition and disposa
RI - 181
$ 32.00
SY
67
2,144.00
Sidewalk, 5" thick
RI - 191
$ 41.00
SY
Sidewalk, 5" thick, demolition and disposa
RI - 20
$ 40.00
SY
Sign, handicap
RI - 21
$ 85.00
Each
Striping, per stall
RI - 22
$ 7.00
Each
Striping, thermoplastic, ( for crosswalk )
RI - 23
$ 3.00
SF
IStriping, 4" reflectorized line
RI - 24
$ 0.50
LF
1 4491
224,501
Page 4 of 9
SUBTOTAL 6,977.45
224.50
Unit prices updated: 03/02/2015
*KCC 27A authorizes only one bond reduction. Version: 03/02/2015
KC BQ Works heet—Complete Report Date: 4/18/2019
Site Improvement Bond Quantity Worksheet
Web date: 04103/2015
Existing
Right-of-way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
Unit Price
Unit
I Q—u—a—n—t—F— Cost
Quant. Cost
Quant. Cost
ROAD SURFACING
No.
K' Rock 2.5 base & 1.5" top course) 9 1/2" Rock= 8" base & 1.5" t p course)
Additional 2.5" Crushed Surfacing
IRS - 1
$ 3.60
SY
HMA 1/2" Overlay, 1.5"
RS - 2
$ 14.00
SY
HMA 1/2" Overlay 2"
RS - 3
$ 18.00
SY
HMA Road. 2", 4" rock. First 2500 SY
RS - 4
$ 28.00
SY
HMA Road, 2", 4" rock, Qty. over 2500 S'f
RS - 51
$ 21.00
SY
HMA Road, 3", 9 112" Rock, First 2500 SN
IRS - 6
$ 42.00
SY
HMA Road. 3", 9 112" Rock, Qty Over 250
IRS - 7
$ 35.00
SY
Not Used
RS - 81
Not Used
RS-9
HMA Road, 6" Depth, First 2500 SY
RS - 10
$ 33.10
Sl�
55
1,820.50
HMA Road, 6" Depth, Qty. Over 2500 SY
RS - 11
$ 30.00
SY
HMA 3/4" or 1 ", 4" Depth
IRS - 12
$ 20.00
SY
Gravel Road, 4" rock, First 2500 SY
IRS - 13
$ 15.00
SY
Gravel Road, 4" rock, Qty. over 2500 SY
IRS - 141
$ 10.00
SY
JPCC Road (Add Under Write -Ins w/DesigIRS
- 151
IThickened Edge
IRS - 171
$ 8.60 1
LF
I
Page 5 of 9
SUBTOTAL 1,820.50
Unit prices updated: 03/02/2015
*KCC 27A authorizes only one bond reduction. Version: 03/02/2015
KC BQ Works heet—C ornplete Report Date: 4/18/2019
Site Improvement Bond Quantity Worksheet
Web date: 04/03/2015
Existing
Right-of-way
I
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
Unit Price
Unit
— —
Q u—a n7t. _T Cost
Quant. I Cost
Qu`anT_F_ Cost
DRAINAGE (CPP =Corrugated Plastic Pipe, N12 or Equivalent) For Cull ert prices, Average of 4'cover was assumed. Assume perforated PVC is same price as olid pipe.
Access Road, R/D
D - 1
$ 21.00
SY
Bollards - fixed
D-2
$ 240.74
Each
Bollards - removable
D-3
$ 452.34
Each
* (CBs include frame and lid)
CB Type I
D-4
$ 1,500.00
Each
1-
1,500.00
3
4,500.00
CB Type IL
D-5
$ 1,750.00
Each
CB Type 11, 48" diameter
D-6
$ 2,300.00
Each
—for additional depth over 4'
D-7
$ 480.00
FT
CB Type 11, 54" diameter
D-8
$ 2,500.00
Each
additional depth over 4'
D-9
$ 495.00
FT
—for
CB Type 11, 60" diameter
D-10
$ 2,800.00
Each
—for additional depth over 4'
D-11
$ 600.00
FT
CB Type 11, 72" diameter
D - 12
$ 3,600.00
Each
additional depth over 4'
D - 13
$ 850.00
FT
—for
Through -curb Inlet Framework (Add)
D - 14
$ 400.00
Each
Cleanout, PVC, 4"
D - 15
$ 150.00
Each
Cleanout, PVC, 6"
D - 16
$ 170.00
Each
10
1,700.00
Cleanout, PVC, 8"
D - 17
$ 200.00
Each
Culvert, PVC, 4"
D - 18
$ 10.00
LF
Culvert, PVC, 6"
D-19
$ 13.00
LF
41
533.00
331
4,303.00
Culvert, PVC, 8"
D-20
$ 15.00
LF
Culvert, PVC, 12"
D - 21
$ 23.00
LF
Culvert, CMP, 8"
D - 22
$ 19.00
LF
Culvert, CMP, 12"
D - 23
$ 29.00
LF
Culvert, CMP, 15"
D - 24
$ 35.00
LF
Culvert, CMP, 18"
D - 25
$ 41.00
LF
Culvert, CMP, 24"
D - 26
$ 56.00
LF
Culvert, CMP, 30'
D-271
$ 78.00
LF
Culvert, CMP, 36"
D - 28
$ 130.00
LF
Culvert, CMP, 48"
D - 29
$ 190.00
LF
Culvert. CMP, 60"
D - 30
$ 270.00
LF
Culvert, CMP, 72"
D - 31
$ 350.00
LF
Page 6 of 9
SUBTOTAL 2,033.00
10,503.00
Unit prices updated: 03/02/2015
*KCC 27A authorizes only one bond reduction. Version: 03/02/2015
KC BQ Worksheet—Complete Report Date: 4/18/2019
Site Improvement Bond Quantity Worksheet
Web date: 04/03/2015
DRAINAGE CONTINUED
Existing
Right-of-way
Future Public
Right of Way
Drainage Facilities
Private
Improvements
No.
Unit Price
Unit
Quan7t
Cost
QuanTt
F- cost
Quant.
Cost
Culvert, Concrete, 8"
D - 32
$ 25.00
LF
Culvert, Concrete, 12"
D - 33
$ 36.00
LF
Culvert, Concrete, 15"
D - 34
$ 42.00
LF
Culvert, Concrete, 18"
D - 35
$ 48.00
LF
Culvert, Concrete, 24"
D - 36
$ 78.00
LF
Culvert, Concrete, 30"
D - 37
$ 125.00
LF
Culvert, Concrete, 36"
D - 38
$ 150.00
LF
Culvert, Concrete, 42"
D - 39
$ 175.00
LF
Culvert, Concrete, 48"
D - 40
$ 205.00
LF
Culvert, CPP, 6"
D - 41
$ 14.00
LF
Culvert, CPP, 8"
D - 42
$ 16.00
LF
Culvert, CPP, 12"
D - 43
$ 24.00
LF
Culvert, CPP, 15"
D - 44
$ 35.00
LF
Culvert, CPP, 18"
D - 45
$ 41.00
LF
Culvert, CPP, 24"
D - 46
$ 56.00
LF
Culvert, CPP, 30"
D - 47
$ 78.00
LF
Culvert, CPP, 36"
D - 48
$ 130.00
LF
Ditching
D - 49
$ 9.50
CY
Flow Dispersal Trench (1,436 base+)
-50
$ 28.00
LF
French Drain (3'depth)
D - 51
$ 26.00
LF
48
1248
Geotextile, laid in trench, polypropylene
D - 52
$ 3.00
SY
38
114
Mid -tank Access Riser, 48" dia, 6'deep
D - 54
$ 2,000.00
Each
Pond Overflow Spillway
D - 55
$ 16.00
SY
Restrictor/Oil Separator, 12"
D - 56
$ 1,150.00
Each
Restrictor/Oil Separator, 15"
D - 57
$ 1,350.00
Each
Restrictor/Oil Separator, 18"
D - 58
$ 1,700.00
Each
RipFap, placed
D - 59
$ 42.00
CY
Tank End Reducer (36" diameter)
D - 60
$ 1,200.00
Each
Trash Rack, 12"
D - 61
$ 350.00
Each
Trash Rack, 15"
D - 62
$ 410.00
Each
ITrash Rack, 18"
D - 63
$ 480.00
EacL
ITrash Rack, 21"
D - 64
$ 550.00
Each
Page 7 of 9
SUBTOTAL
1362
Unit prices updated: 03/02/2015
*KCC 27A authorizes only one bond reduction. Version: 03/02/2015
KC BQ Worksheet—Complete Report Date: 4/18/2019
Site Improvement Bond Quantity Worksheet
Web date: 04/03/2015
---
Existing
Right-of-way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
F—Unit
Price
Unit
I Price
cost
Quant. Cost
PARKING LOT SURFACING Not To Be Used For Roads Or Shoulders
No.
2" AC, 2" top course rock & 4" borrow
PL - 1
$ 21.00
SY
NA
NA
2" AC, 1.5" top course & 2.5" base cours
PL - 2
$ 28.00
SY
NA
NA
4" select borrow
PL - 3
$ 5.00
SY
NA
NA
1.5" top course rock & 2.5" base course
PL-4
$ 14.00
SY
NA
NA
UTILITY POLES & STREET LIGHTING Utility pole relocation costs must be accompanied by Franchise Utility's Cost Estimate
Utility Pole(s) Relocation
UP-1
Lump Sum
Street Light Poles w/Luminaires
UP-2
$ 7,500.00 Each
WRITE -IN -ITEMS
(Such as detention/water quality vaults.)
LLOL
Washed Rock, 1.5-1.75"
WI-1
$ 5.00
CY
368
1,840.00
Pervious Pavers
WI-2
$ 120.00
SY
56
6,720.00
Remove OHP, Install UGP
W1-3
$ 5,000.00
LS
1
5000
1
5,000.00
New I" Water Service/Meter/Connection
WI - 4
$ 1,500.00
LS
4
6000
New Gas Services/Connection
WI - 5
$ 3,000.00
LS
1
3000
6" Concrete Driveway
WI-6
$ 65.00
SY
27
1755
79
5,135.00
Concrete Stairs
WI - 7
$ 50.00
SY
22
1,100.00
W1-8
WI-9
WI-10
SUBTOTAL 15.755.00
SUBTOTAL (SUM ALL PAGES): 31,665.95
30% CONTINGENCY & MOBILIZATION: 9,499.79
GRANDTOTAL: 41,165.74
COLUMN: B
Page 8 of 9
C
lcl,lq�
41,307.50
12,392.25
53,639.75
D
Unit prices updated: 03/02/2015
*KCC 27A authorizes only one bond reduction. Version: 03/02/2015
KC BQ Worksheet—Complete Report Date: 4/18/2019
Site Improvement Bond Quantity Worksheet
Original bond computations prepared by:
Web date: 04/03/2015
Name: Ben Iddins, PE Date: 4/18/2019
PE Registration Number: 54904 Tel. #: 206-523-0024
Firm Name: Davido Consulting Group, Inc.
Address: 9706 4th Ave NE Suite 300, Seattle, WA 98115 Project No: BLD20181634
Stabilization/Erosion Sediment Control (ESC)
Existing Right -of -Way Improvements
Future Public Right of Way & Drainage Facilities
Private Improvements
Calculated Quantity Completed
Total Right -of Way and/or Site Restoration Bond*/**
(First $7,500 of bond* shall be cash.)
Performance Bond* Amount (A+B+C+D) = TOTAL
Maintenance/Defect Bond* Total
NAME OF PERSON PREPARING BOND* REDUCTION:
FINANCIAL GUARANTEE REQUIREMENTS
PERFORMANCE BOND* MINIMUM BOND* AMOUNT PUBLIC ROAD & DRAINAGE
AMOUNT REQUIRED FOR RECORDING OR MAINTENANCE/DEFECT BOND*
TEMPORARY OCCUPANCY AT
(A) $ 9,174.8 SUBSTANTIAL COMPLETION ***
(B) $ 41,165.7_
(C) $
(D) $ 53,699.8_
(A+B) $ 50,340.5
(T) $ 104,040.2
Minimum is $2000,
T x 0.30 $ 3 1)
Minimum is $2000,
Date:
(B+C) x
0.25 $ 10'*4
Minimum is $2000.
NOTE: The word "bond" as used in this document means a financial guarantee acceptable to King County.
NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required.
The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition, corrective work, both on- and off -site needs to be included.
Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged, some estimated costs for restoration
needs to be reflected in this amount. The 3D% contingency and mobilization costs are computed in this quantity.
NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (T) or as revised by major design changes.
REQUIRED BOND* AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY KING COUNTY
Page 9 of 9 Unit prices updated: 03/02/2015
Check out the DDES Web site at www.kingcounty.-goylpermits Version: 03/02/2015
KC BQ Worksheet—Complete Report Date: 4/18/2019
Fb-nGE@
Geotechnical & Earthquake
Engineering Consultants
May 1, 2019
File No. 17-081
CITV COPY APR 3 0 2019
Mr. Charles Von Goedert
44012 h Place N
Edmonds, WA 98020
Subject: Geotechnical Plan Review
Proposed Townhomes
650 Bell Street, Edmonds, Washington
Dear Mr. Von Goedert,
As requested, PanGEO reviewed the geotechnical engineering aspects of the current
plans for the above -referenced project. Our review includes the following:
Architectural plan sheets ALOO through A501 last revised on April 30, 2019 by
Shapiro Architects PS,
0 Civil Plan Sheets COI through C07 last revised on April 17, 2019 by Davido
Consultant Group, and
0 Structural plan sheets S1 through S8 last revised on April 24, 2019 by Mitchell
Engineering Inc.
In general, it is our opinion that the plans reviewed had incorporated all substantial
geotechnical recommendations presented in our geotechnical report dated April 21, 2017.
We trust that the information outlined in this letter meets your need at this time. Please
call if you have any questions.
32 13 L'astlake Ave F, Ste B
Seattle, WA 98102
fel:(206) 262-0370
Fax:(206) 262-0374
Geotechnical Plan Review
Proposed Townhomes — 605 Bell Street, Edmonds, WA
May 1, 2019
Sincerely,
-V
11196��
Michael H. Xue, P.E.
Senior Geotechnical Engineer
17-081650 Bell Street, Edmonds Plan Review 2 PanGEO, Inc.
lk i
April 21, 2017
Project No. 17-081
Mr. Charles Von Goedert
44012 1h Place N
Edmonds, WA 98020
Subject: Geotechnical Engineering Report
Proposed Townhomes
650 Bell Street, Edmonds, Washington
Dear Mr. Von Goedert,
Ice
C-2
FtinGE@
�eC 0 R P 0 R A T a 0
otechnical & Earthquake
Engineering Consultants
DEC 2 0 2018
BUILDING
As requested, PanGEO Inc. (PanGEO) completed a geotechnical engineering study to assist you
and the design team for the proposed townhomes located at 650 Bell Street in the City of
Edmonds, Washington. This study was performed in general accordance with our mutually
agreed scope of work outlined in our proposal dated February 28, 2017, and subsequently
approved by you on March 15, 2017. Our service scope included reviewing readily available
geologic and geotechnical data, drilling two test borings, conducting a site reconnaissance,
performing engineering analysis, and developing the conclusions and recommendations
presented in this report.
SITE AND PROJECT DESCRIPTION
The project site is located at 650 Bell Street in the City of Edmonds, Washington (see Figure 1,
Vicinity Map). The subject property is an approximately 6,600 square foot, rectangular -shaped lot.
It is bordered to the north by Bell Street, to the south by an alley, and to the east and west by
existing single- and multi -family buildings. An existing one-story house with a partial basement
currently occupies the northern portion of the she site. The existing grade of the site generally
slopes down from southeast to northwest with an average gradient of about 16 percent (see
Plates I and 2 on the next page).
3213 Eastlake Ave E. Ste B
Seattle, WA 98102
Tel (206) 262-0370
Fax (206) 262-0374
%LD aa 1% - I U 3LPI
Mr. Charles Von Goedert
Proposed Townhomes — 605 Bell Street, Edmonds, WA
April 21, 2017
Plate 1. View of the front of the house, looking south from
Plate 2. View of the back yard, looking north from the alley.
I
Bell Street.
We understand that you plan to remove the existing house, and to construct a 4-unit townhouse
building at the site. Based on the review of the preliminary design plans, the proposed building
will be a 2-story wood frame structure with a partial daylight basement. The proposed building
will setback 10 feet from the east and west property lines. Temporary excavations up to 10 to I I
feet will likely be needed for the daylight basement construction. The deepest excavation will
occur at the southeast comer of the building.
The conclusions and recommendations outlined in this report are based on our understanding of
the proposed development, which is in turn based on the project information provided to us. If
the above project description is substantially different from your proposed improvements, or if
the project scope changes, PanGEO should be consulted to review the recommendations
contained in this study and make modifications, if needed.
SUBSURFACE EXPLORATIONS
Two borings (PG- I and PG-2) were drilled at the site on March 29, 2017, using a hand -operated
portable drill rig owned and operated by CN Drilling of Seattle, Washington. The approximate
test boring locations were taped in the field from on -site features, and are plotted on Figure 2.
The hand borings were excavated to depths of about 21.5 and 16.5 feet below the existing grade
in PG- I and PG-2, respectively.
17-081650 Bell St, Edmonds Page 2 PanGEO, Inc.
Mr. Charles Von Goedert
Proposed Townhomes — 605 Bell Street, Edmonds, WA
April 21, 2017
The drill rig was equipped with 4-inch outside diameter hollow stem augers. Soil samples were
obtained from the borings at 2V2- and 5-foot depth intervals in general accordance with Standard
Penetration Test (SPT) sampling methods (ASTM test method D-1586) in which the samples are
obtained using a 2-inch outside diameter split -spoon sampler. The sampler was driven into the
soil a distance of 18 inches using a 140-pound weight freely failing a distance of 30 inches. The
number of blows required for each 6-inch increment of sampler penetration was recorded. The
number of blows required to achieve the last 12 inches of sample penetration is defined as the
SPT N-value. The N-value provides an empirical measure of the relative density of cohesionless
soil, or the relative consistency of fine-grained soils.
A geologist from PanGEO was present during the field exploration to observe the drilling, assist
in sampling, and to describe and document the soil samples obtained from the borings. The soil
samples were described and field classified in general accordance with the symbols and ternis
outlined in Figure 3, and the summary boring logs are included as Figures 4 and 5.
SITE GEOLOGY AND SUBSURFACE CONDITIONS
SITE GEOLOGY
Based on a review of the Composite Geologic Map of the Sno-King Area (Booth, et al. 2004) the
primary geologic unit in the vicinity of the site is Advance Outwash (Map Unit Qva). Advance
Outwash consists of a silt and sand soil unit deposited by meltwater streams emerging from an
advancing glacier.
SOIL
The test borings drilled at the site generally encountered a thin layer of fill overlying medium
dense to dense sand (Advance Outwash). The soils encountered in the test borings are generally
consistent with the mapped geology at the site. The following is a brief description of the soils
encountered in the test borings drilled at the site. Please refer to the summary boring logs
Figures 4 and 5 for additional details.
UNIT I — Fill. Both test borings encountered fill to about 3.5 and 1.5 feet in PG -I and
PG-2, respectively. The fill encountered generally consisted of very loose to medium
dense, sand and gravelly sand with trace silt, roots, and organics.
17-081650 Bell St, Edmonds Page 3 PanGEO, Inc.
Mr. Charles Von Goedert
Proposed Townhomes — 605 Bell Street, Edmonds, WA
April 21, 2017
UNIT 2 — Advance Outwash: Below fill, both test borings encountered fine to coarse
grained, poorly graded sand with trace of silt and gravel. This soil unit was typically
medium dense to dense in density, and is weathered in the upper portion of the unit. This
unit appears to be consistent with the mapped Advance Outwash. This unit extended to
the bottom of the test borings at 21.5 and 16.5 feet below the surface in PG- I and PG-2,
respectively.
GROUNDWATER
Groundwater was not observed in the test borings within the drilling depths during our field
exploration. It should be noted that groundwater elevations and seepage rates are likely to vary
depending on the season, tidal fluctuation, local subsurface conditions, and other factors.
Groundwater levels and seepage rates are normally highest during the winter and early spring
(typically October through May).
GEOLOGY HAZARDS ASSESSMENT
LANDSLIDE HAZARDS AND STEEP SLOPES
Based on review of the topographic survey map provided to us and our field observations, the
site generally slopes down from the south to the north with an average slope gradient of about 16
percent. Based on the City of Edmonds Community and Development Code, it is our opinion
that the site is not considered as a Landslide Hazard area. A site reconnaissance of the subject
property was conducted on March 29, 2017. During our site reconnaissance, we did not observe
obvious evidence of past slope instability or ground movement at the subject site. Based on our
field observations, the relatively gentle topography at the site and vicinity, and the results of our
subsurface explorations, in our opinion, the subject site appears to be globally stable in its
current configuration. Furthermore, it is our opinion that the proposed development as currently
planned is feasible from a geotechnical engineering standpoint. It is our further opinion that the
proposed residence as currently planned will not adversely affect the overall stability of the site
or adjacent properties, provided the recommendations outlined herein are followed and the
proposed development is properly design and constructed.
EROSION HAZARDS
Based on the results of our test borings, the sandy soils encountered in the borings are
anticipated to exhibit slight to moderate erosion potential. In our opinion, the erosion hazards
17-081650 Bell St, Edmonds Page 4 PanGEO, Inc.
Mr. Charles Von Goedert
Proposed Townhomes — 605 Bell Street, Edmonds, WA
April 21, 2017
at the site can be effectively mitigated with the best management practice during construction
and with properly designed and implemented landscaping for permanent erosion control.
During construction, the temporary erosion hazard can be effectively managed with an
appropriate erosion and sediment control plan, including but not limited to installing silt fence
at the construction perimeter, limiting removal of vegetation to the construction area, placing
rocks or hay bales at the disturbed/traffic areas and on the downhill side of the project, covering
stockpile soil or cut slopes with plastic sheets, constructing a temporary drainage pond to
control surface runoff and sediment trap if needed, placing rocks at the construction entrance,
etc. Permanent erosion control measures should include establishing vegetation, landscape
plants, and hardscape established at the end of project.
SEISMic HAZARDS
Liquefaction is a process that can occur when soils lose shear strength for short periods of time
during a seismic event. Ground shaking of sufficient strength and duration can result in the
loss of grain -to -grain contact and an increase in pore water pressure, causing the soil to behave
as a fluid. Soils with a potential for liquefaction are typically cohesionless, predominately silt
and sand sized, must be loose, and be below the groundwater table.
According to Liquefaction Susceptibility Map ofShohomish County, Washington (S. Palmer et.
al, 2004), the site is mapped within an area with very low soil liquefaction susceptibility, which
is consistent with the subsurface soil and groundwater conditions encountered in the borings.
The site is underlain by medium dense to dense sand without a defined groundwater table.
Based on these conditions, it is our opinion that the liquefaction potential of the site is very
low. Therefore, special design considerations associated with soil liquefaction and seismic -
induced landsliding are not necessary for this project.
GEOTECHNICAL DESIGN RECOMMENDATIONS
SEismic DESIGN PARAMETERS
The Table I on page 6 provides seismic design parameters for the site that are in conformance
with the 2015 edition of the International Building Code (IBC), which specifies a design
earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years),
and the 2015 USGS seismic hazard maps. The spectral response accelerations were obtained
from the USGS Earthquake Hazards Program Interpolated Probabilistic Ground Motion website
(2008 data) for the project latitude and longitude.
17-081 650 Bell St, Edmonds Page 5 PanGEO, Inc.
Mr. Charles Von Goedert
Proposed Townhomes — 605 Bell Street, Edmonds, WA
April 21, 2017
Table 1 — 2015 IBC Seismic Design Parameters
Spectral
Spectral
Design Spectral
Site
Site
Acceleration
Acceleration at
Coefficients
Response
Class
at 0.2 sec. (g)
1.0 sec. (g)
Parameters
F,
F,
SDS
SDI
Ss
Sl
D
1.271
0.498
1.00
1.50
0.847
0.499
BUILDING FOUNDATIONS
Soil Bearing Pressure
Based on the planned finished floor elevations and subsurface conditions, it is our opinion that
the proposed building may be supported on conventional footings bearing on the undisturbed
native sand or compacted structural fill placed on the native sand. The foundation soils should be
compacted to a dense condition.
We recommend that an allowable soil bearing pressure of 2,500 pounds per square foot (psf) be
used to size the footings. The recommended allowable bearing pressure is for dead plus live
loads. For allowable stress design, the recommended bearing pressure may be increased by one-
third for transient loading, such as wind or seismic forces. Continuous and individual spread
footings should have minimum widths of 18 and 24 inches, respectively.
In designing the footings, the shape of footings will need to be considered in regards to the
available space for temporary excavations. Where space may be limited for an unsupported
open cut, it may be necessary to use L-shaped perimeter footings in order to conserve space and
to allow the temporary excavations to be made within the property limits.
Foundation Performance
Footings designed and constructed in accordance with the above recommendations should
experience total settlement of less than one inch and differential settlement of less than '/2 inch.
Most of the anticipated settlement should occur during construction as dead loads are applied.
17-081650 Bell St, Edmonds Page 6 PanGEO, Inc.
Mr. Charles Von Goedert
Proposed Townhomes — 605 Bell Street, Edmonds, WA
April 21, 2017
Lateral Resistance
Lateral loads on the structures may be resisted by passive earth pressure developed against the
embedded faces of the foundation system and by frictional resistance between the bottom of the
foundation and the supporting subgrade soils. For footings bearing on the firm native soil or
compacted sand/structural fill, a frictional coefficient of 0.3 may be used to evaluate sliding
resistance developed between the concrete and the compacted subgrade soil. Passive soil
resistance may be calculated using an equivalent fluid weight of 300 pcf, assuming properly
compacted structural fill will be placed against the footings. The Z—ove values include a factor
of safety of 1.5. Unless covered by pavements or slabs, the passive resistance in the upper 12
inches of soil should be neglected.
Footing Drains
Footing drains should be installed around the building perimeter footings, at or just below the
invert of the footings. Under no circumstances should roof downspout drain lines be connected
to the footing drain systems. Roof downspouts must be separately tightlined to appropriate
discharge locations. Cleanouts should be installed at strategic locations to allow for periodic
maintenance of the footing drain and downspout tightline systems.
Footing Excavation and Subgrade Preparation
All footing subgrade should be carefully prepared. The footing subgrade should be compacted
to a dense and unyielding condition prior to concrete pour. Depending on the footing subgrade,
foundation over -excavation may be needed to remove the existing fill and disturbed outwash
sand.
Any loose/soft footing subgrade soil or subgrade soil that cannot be compacted to a dense
condition should be removed from the footing subgrade and backfilled with lean -mix concrete,
Control Density Fill (CDF) or structural fill. Foundation excavations and subgrade conditions
should be observed by PanGEO to confirm that the exposed subgrade is consistent with the
expected conditions and adequate to support the proposed building.
17-081650 Bell St, Edmonds Page 7 PanGEO, Inc.
Mr. Charles Von Goedert
Proposed Townhomes — 605 Bell Street, Edmonds, WA
April 21, 2017
CONCRETE SLAB -ON -GRADE
It is our opinion that conventional slab -on -grade concrete floors are appropriate for this project.
We recommend that floor slabs be supported on the recompacted sand or structural fill placed on
recompacted on -site sand. If loose or soft soils are encountered at the slab subgrade elevation
that cannot be adequately compacted, the loose or soft soil should be over -excavated to
competent native and replaced with compacted structural fill, such as WSDOT Gravel Borrow or
approved equivalent.
The concrete slab -on -grade floors should be underlain by at least 4 inches of capillary break,
which consists of free -draining, clean crushed rock or well -graded gravel compacted to a firm
and unyielding condition. The capillary break material should have no more than 20 percent
passing the No. 4 sieve and less than 5 percent by weight of the material passing the U.S.
Standard No. 100 sieve. We also recommend that a minimum I 0-mil polyethylene vapor barrier
be placed below the proposed basement slab.
RETAINING AND BASEMENT WALL DESIGN PARAMETERS
Retaining and basement walls should be properly designed to resist the lateral earth pressures
exerted by the soils behind the wall. Proper drainage provisions should also be provided behind
the walls to intercept and remove groundwater that may be present behind the walls. Our
geotechnical recommendations for the design and construction of the retaining/basement walls
are presented below.
Lateral Earth Pressures
Concrete cantilever walls should be designed for an equivalent fluid pressure of 35 pcf for level
backfills behind the walls assuming the walls are free to rotate. If walls are to be restrained at
the top from free movement, such as basement walls, equivalent fluid pressures of 45 pcf should
be used for level backfills behind the walls. Walls with a maximum 2H: I V backslope should be
designed for an active and at rest earth pressure of 45 and 55 pcf, respectively.
Permanent walls should be designed for an additional uniform lateral pressure of 7H psf for
seismic loading, where H corresponds to the buried depth of the wall. The recommended lateral
pressures assume that the backfill behind the wall consists of a free draining and properly
compacted fill with adequate drainage provisions.
17-081650 Bell St, Edmonds Page 8 PanGEO, Inc.
Mr. Charles Von Goedert
Proposed Townhomes — 605 Bell Street, Edmonds, WA
April 21, 2017
Surcharge
Surcharge loads, where present, should also be included in the design of retaining walls. We
recommend that a lateral load coefficient of 0.3 be used to compute the lateral pressure on the
wall face resulting from surcharge loads located within a horizontal distance of one-half wall
height.
Lateral Resistance
Lateral forces from seismic loading and unbalanced lateral earth pressures may be resisted by a
combination of passive earth pressures acting against the embedded portions of the foundations
and by friction acting on the base of the foundations. Passive resistance values may be
determined using an equivalent fluid weight of 300 pcf. This value includes a factor of safety of
1.5, assuming the footing is poured against dense native sand, re -compacted on -site sandy soil or
properly compacted structural fill adjacent to the sides of footing. A friction coefficient of 0.3
may be used to determine the frictional resistance at the base of the footings. The coefficient
includes a factor safety of 1.5.
Wall Drainage
Provisions for wall drainage should consist of a 4-inch diameter perforated drainpipe behind and
at the base of the wall footings, embedded in 12 to 18 inches of clean crushed rock and pea
gravel wrapped with a layer of filter fabric. Where applicable, in -lieu of conventional footing
drains, weep holes (2" diameter of 10 feet on center) may be used for site retaining walls. A
minimum 18-inch wide zone of free draining granular soils (i.e. pea gravel or washed rock) is
recommended to be placed adjacent to the wall for the full height of the wall. Alternatively, a
composite drainage material, such as Miradrain 6000, may be used in lieu of the clean crushed
rock or pea gravel. The drainpipe at the base of the wall should be graded to direct water to a
suitable outlet.
Wall Backfill
In our opinion, the clean sand at the site may be used as wall backfill, provided they can be
compacted to a dense condition. Imported wall backfill, if needed, should consist of free
draining granular material, such as WSDOT Gravel Borrow. In areas where the space is limited
17-081650 Bell St, Edmonds Page 9 PanGEO, Inc.
Mr. Charles Von Goedert
Proposed Townhomes — 605 Bell Street, Edmonds, WA
April 21, 2017
between the wall and the face of excavation, pea gravel or clean crushed rock may be used as
backfill without compaction.
Wall backfill should be moisture conditioned to within about 3 percent of optimum moisture
content, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically
compacted to a dense and relatively unyielding condition and to at least 95 percent of the
maximum dry density, as determined using test method ASTM D 1557. Within 5 feet of the
wall, the backfill should be compacted with hand -operated equipment to at least 90 percent of
the maximum dry density.
CONSTRUCTION CONSIDERATIONS
SITE PREPARATION
Site preparation for the proposed project includes removing existing house, and excavations/fill
to the design subgrade. All stripped surface materials should be properly disposed off -site or be
"wasted" on site in non-structural landscaping areas.
Following site clearing and excavations, the adequacy of the subgrade where structural fill,
foundations, slabs, or pavements are to be placed should be verified by a representative of PanGEO.
The subgrade soil in the improvement areas, if recompacted and still yielding, should also be over -
excavated and replaced with compacted structural fill or CDF/lean-mix concrete.
TEMPORARY EXCAVATIONS
As currently planned, the proposed construction will require excavations up to 10 to I I feet
below the existing grade. We anticipate the excavations to mainly encounter loose to dense
sand. All temporary excavations should be performed in accordance with Part N of WAC
(Washington Administrative Code) 296-155. The contractor is responsible for maintaining safe
excavation slopes and/or shoring.
All temporary excavations deeper than a total of 4 feet should be sloped or shored. Based on the
soil conditions at the site, for planning purposes, it is our opinion that temporary excavations for
the proposed construction may be sloped I H: IV (Horizontal:Vertical) or flatter. Based on our
current understanding of the anticipated building layout and finished floor elevation, it appears
that sufficient space is available for unsupported open cuts, except small areas along the east and
west property lines. Where space may be limited, the use of L-shaped footings may be required
17-081650 Bell St, Edmonds Page 10 PanGEO, Inc.
Mr. Charles Von Goedert
Proposed Townhomes — 605 Bell Street, Edmonds, WA
April 21, 2017
to conserve space for the temporary cuts. In event that sufficient space is not available for
unsupported open cuts, temporary shoring will be needed to support the temporary excavations.
The temporary excavations and cut slopes should be re-evaluated in the field during construction
based on actual observed soil conditions, and may need to be flattered in the wet seasons and
should be covered with plastic sheets. We also recommend that heavy construction equipment,
building materials, excavated soil, and vehicular traffic should not be allowed within a distance
equal to 1/3 the slope height from the top of any excavation.
Temporary Shoring — As previously indicated, if sufficient space is not available for
unsupported open cuts in several small areas, temporary shoring will be needed to support the
excavations. Based on the 10 feet setback distance from the east and west property lines, in our
opinion, temporary shoring, if needed, likely can be accomplished using ultrablock walls. The
Ultrablock wall (2V2x2Y2x5 1/2 feet in block dimension) should have a height of 71/2 feet (three
blocks high), combined with a IH:IV slope above the wall, if needed. Since some sloughing of
the sand is anticipated, the backside of the ultrablock should at least setback 5 feet from the
property lines. Additionally, we recommend that the following be incorporated into the
excavation and shoring plans:
• The wall height of staggered blocks is 71/2feet (i.e., 3 blocks in height);
• The vertical wall face is no steeper than I H (Horizontal): I OV (Vertical);
• The back slope above the wall shall be no steeper than I H: IV (Maximum 5 feet high);
• The ground surface in front of the wall shall be level;
• The subgrade at the base of the blocks shall consist of 3 inches of leveling clean crushed
rock placed on medium dense to dense native sand;
• No excavation shall be made until blocks are available on site;
• The width of unsupported cut face for block placement shall be limited to no more than
about 12 feet at any given time;
• Blocks shall be placed immediately after the cut is made, otherwise the cut face shall be
buttressed with on -site soils until the blocks can be placed;
• The blocks should be installed to avoid vertical seams between the two adjacent rows;
and
17-081650 Bell St, Edmonds Page I I PanGEO, Inc.
Mr. Charles Von Goedert
Proposed Townhomes — 605 Bell Street, Edmonds, WA
April 21, 2017
* Any voids behind blocks shall be backfilled with clean crushed rocks immediately after
the block wall are installed.
Alternatively, cantilevered soldier pile walls may also be used to support the temporary
excavations. PanGEO can provide soldier pile design recommendations if requested.
MATERIAL REUSE
In the context of this report, structural fill is defined as compacted fill placed under footings,
concrete stairs and landings, and slabs, or other load -bearing areas. In our opinion, the on -site
sand is poorly graded and will be difficult to compact to a dense condition. As such, on -site sand
is not suitable to be used as structural fill, but can be used as wall backfill and general fill in the
non-structural areas. Structural fill, if needed, should consist of imported, well -graded, granular
material, such as WSDOT Gravel Borrow, or approved equivalent. Well -graded recycled
concrete may also be considered as a source of structural fill. Use of recycled concrete as
structural fill should be approved by the geotechnical engineer. The on -site silty soil may be
used as general fill in the non-structural and landscaping areas. If use of the on -site soil is
planned, the excavated soil should be stockpiled and protected with plastic sheeting to prevent
softening from rainfall in the wet season.
STRUCTURAL FILL PLACEMENT AND COMPACTION
Structural fill should be moisture conditioned to within about 3 percent of optimum moisture
content, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically
compacted to a dense and relatively unyielding condition and to at least 95 percent of the
maximum dry density, as determined using test method ASTM D 1557.
Depending on the type of compaction equipment used and depending on the type of fill material,
it may be necessary to decrease the thickness of each lift in order to achieve adequate
compaction. PanGEO can provide additional recommendations regarding structural fill and
compaction during construction.
WET WEATHER EARTHWORK
In our opinion, the proposed site construction may be accomplished during wet weather (such as
in winter) without adversely affecting the site stability. However, earthwork construction
17-081650 Bell St, Edmonds Page 12 PanGEO, Inc.
Mr. Charles Von Goedert
Proposed Townhomes — 605 Bell Street, Edmonds, WA
April 21, 2017
performed during the drier summer months likely will be more economical. Winter construction
will require the implementation of best management erosion and sedimentation control practices
to reduce the chance of off -site sediment transport. Some of the site soils contain a high
percentage of fines and are moisture sensitive. Any footing subgrade soils that become softened
either by disturbance or rainfall should be removed and replaced with structural fill, Controlled
Density Fill (CDF), or lean -mix concrete. General recommendations relative to earthwork
performed in wet conditions are presented below:
Site stripping, excavation and subgrade preparation should be followed promptly by the
placement and compaction of clean structural fill or CDF;
The size and type of construction equipment used may have to be limited to prevent soil
disturbance;
* The ground surface within the construction area should be graded to promote run-off of
surface water and to prevent the ponding of water;
a Geotextile silt fences should be strategically located to control erosion and the movement
of soil;
Structural fill should consist of less than 5% fines; and
Excavation slopes should be covered with plastic sheets.
SURFACE DRAINAGE AND EROSION CONSIDERATIONS
Surface runoff can be controlled during construction by careful grading practices. Typically, this
includes the construction of shallow, upgrade perimeter ditches or low earthen berms in
conjunction with silt fences to collect runoff and prevent water from entering excavations or to
prevent runoff from the construction area from leaving the immediate work site. Temporary
erosion control may require the use of hay bales on the downhill side of the project to prevent
water from leaving the site and potential storm water detention to trap sand and silt before the
water is discharged to a suitable outlet. All collected water should be directed under control to a
positive and permanent discharge system.
Permanent control of surface water should be incorporated in the final grading design. Adequate
surface gradients and drainage systems should be incorporated into the design such that surface
runoff is directed away from structures. Potential problems associated with erosion may also be
17-081650 Bell St, Edmonds Page 13 PanGEO, Inc.
Mr. Charles Von Goedert
Proposed Townhomes — 605 Bell Street, Edmonds, WA
April 21, 2017
reduced by establishing vegetation within disturbed areas immediately following grading
operations.
ADDITIONAL SERVICES
To confirm that our recommendations are property incorporated into the design and construction
of the proposed addition, PanGEO should be retained to conduct a review of the final project
plans and specifications, and to monitor the construction of geotechnical elements. The City of
Edmonds, as part of the permitting process, will also require geotechnical construction
inspection services. PanGEO can provide you a cost estimate for construction monitoring
services at a later date.
We anticipate that the following additional services will be required:
• Review final project plans and specifications
• Verify implementation of erosion control measures;
• Verify soil bearing;
• Verify the adequacy of subsurface drainage installation;
• Confirm the adequacy of the compaction of structural backfill; and
• Other consultation as may be required during construction
Modifications to our recommendations presented in this report may be necessary, based on the
actual conditions encountered during construction.
CLOSURE
We have prepared this report for Mr. Charles Von Goedert and the project design team.
Recommendations contained in this report are based on a site reconnaissance, a subsurface
exploration program, review of pertinent subsurface information, and our understanding of the
project. The study was performed using a mutually agreed -upon scope of work.
Variations in soil conditions may exist between the locations of the explorations and the actual
conditions underlying the site. The nature and extent of soil variations may not be evident until
construction occurs. If any soil conditions are encountered at the site that are different from
those described in this report, we should be notified immediately to review the applicability of
our recommendations. Additionally, we should also be notified to review the applicability of our
recommendations if there are any changes in the project scope.
17-081650 Bell St, Edmonds Page 14 PanGEO, Inc.
Mr. Charles Von Goedert
Proposed Townhomes — 605 Bell Street, Edmonds, WA
April 21, 2017
The scope of our work does not include services related to construction safety precautions. Our
recommendations are not intended to direct the contractors' methods, techniques, sequences or
procedures, except as specifically described in our report for consideration in design.
Additionally, the scope of our work specifically excludes the assessment of environmental
characteristics, particularly those involving hazardous substances. We are not mold consultants
nor are our recommendations to be interpreted as being preventative of mold development. A
mold specialist should be consulted for all mold -related issues.
This report has been prepared for planning and design purposes for specific application to the
proposed project in accordance with the generally accepted standards of local practice at the time
this report was written. No warranty, express or implied, is made.
This report may be used only by the client and for the purposes stated, within a reasonable time
from its issuance. Land use, site conditions (both off and on -site), or other factors including
advances in our understanding of applied science, may change over time and could materially
affect our findings. Therefore, this report should not be relied upon after 24 months from its
issuance. PanGEO should be notified if the project is delayed by more than 24 months from the
date of this report so that we may review the applicability of our conclusions considering the
time lapse.
It is the client's responsibility to see that all parties to this project, including the designer,
contractor, subcontractors, etc., are made aware of this report in its entirety. The use of
information contained in this report for bidding purposes should be done at the contractor's
option and risk. Any party other than the client who wishes to use this report shall notify
PanGEO of such intended use and for permission to copy this report. Based on the intended use
of the report, PanGEO may require that additional work be performed and that an updated report
be reissued. Noncompliance with any of these requirements will release PanGEO from any
liability resulting from the use this report.
We appreciate the opportunity to be of service.
17-081650 Bell St, Edmonds Page 15 PanGEO, Inc.
Mr. Charles Von Goedert
Proposed Townhomes — 605 Bell Street, Edmonds, WA
April 21, 2017
Sincerely,
John Manke
Staff Geologist
Attachments:
-41,ffl.&Y7
H. Michael Xue, P.E.
Senior Geotechnical Engineer
Figure I
Vicinity Map
Figure 2
Site and Exploration Plan
Figure 3
Terms and Symbols for Boring and Test Pit Logs
Figure 4
Log of Test Boring PG -I
Figure 5
Log of Test Boring PG-2
17-081650 Bell St, Edmonds Page 16 PanGEO, Inc.
Mr. Charles Von Goedert
Proposed Townhomes — 605 Bell Street, Edmonds, WA
April 21, 2017
REFERENCES
International Code Council, 2015, International Building Code.
Palmer S. P. et. al., 2004, The Liquefaction Susceptibility Map of Snohomish County,
Washington, scale 1: 150, 000.
WSDOT, 2016, Standard Specifications for Road, Bridge and Municipal Construction, M 41-10,
Washington State Department of Transportation.
17-081 650 Bell St, Edmonds Page 17 PanGEO, Inc.
Picnic
Point -North
Lynnwood
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1 g6;h St SW
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Brier f
704
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F
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Shoreline
AV Lake
Forest
MW 14
Not to Scale Reference: Google Terrain Map
Proposed Townhomes; VICINITY MAP
PmGEI@ 650 Bell Street
I N C 0 R P 0 R A T E D Edmonds, WA
17-081 1
BELL STREET
S 89.59 23 1 Bev
L 7-
2
ND TK&LD
2.0'(N) & 0.0
E
0
9 U)
CO
MOTING HOUSE
BASK"N'T F11=501.3
M" FF--W8.26'
IMF PKAK-524.0'
J,
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Approx. Scale
1" = 30'
Approx. Test Boring Locations
PanGEO Inc., 2016
k
RELATIVE DENSITY / CONSISTENCY
SAND / GRAVEL
SILT CLAY
SPT
Approx. Relative
SPT Approx. Undrained Shear
Density
N-values
Density
Consistency
N-values
Strength (ps�
Very Loose
<4
<15
Very Soft
<2
<250
Loose
4 to 10
15-35
Soft
2 to 4
250-500
Med.Dense
10 to 30
35-65
Med. Stiff
4 to 8
500-1000
Dense
30 to 50
65-85
stiff
8 to 15
1000-2000
Very Dense
>50
85-100
Very Stiff
15 to 30
2000-4000
Hard
>30
>4000
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS GROUP DESCRIPTIONS
GW: Well -graded GRAVEL
Gravel GRAVEL (<5% fines)
............................................................
50% or more of the coarse
GP Poorly -graded GRAVEL
..................................
fraction retained on the #4
sieve. Use dual symbols leg.
............................................................
GM: Silty GRAVEL
GP -GM) for 58/6 to 120/6 fines. GRAVEL (>12% fines)
......................................................................
..... ......................................................
GC: ClayeyGRAVEL
.................. I ..........................................
SW: Well -graded SAND
Sand SAND (<50/6 fines)
I.. ... 1. 1 ..............................................
50% or more of the coarse
SP : Poorly -graded SAND
...................................
fraction passing the #4 sieve.
Use dual symbols (eg. SP-SM)
z ......................................................
SM: Silty SAND
for 5% to 120/6 fines. SAND (>12% fines)
............................... ..................................
...... I .....................................................
SC : Clayey SAND
....
1. 1 .................................................
ML: SILT
Liquid Limit < 50
.............................................................
CL Lean CLAY
Silt and Clay
......................................................
OL Organic SILT or CLAY
..................................
50%or more passing #200 sieve
............................................................
MH: ElasticSILT
Liquid Limit > 50
............. ........................................
CH Fat CLAY
.............................................................
................. ..........................................
OH: Organic SILT or CLAY
...... .......................... * .......................
Highly Organic Soils
PT PEAT
Notes: 1. Soil exploration I s contain material descriptions based on visual observation and field tests using a system
modified from the U 11iorm Soil Classification System (USCS). Where necessary laboratory tests have been
conducted (as noted in the "Other Tests" column), unit descriptions may include a classification. Please refer to the
discussions in the report text for a more complete description of the subsurface conditions.
2. The graphic symbols given above are not inclusive of all symbols that may a ear on the borehole logs.
Other symbols may be used where field observations indicated mixed soil consti%lents or dual constituent materials.
DESCRIPTIONS OF SOIL STRUCTURES
Layered: Units of material distinguished by color and/or
Fissured: Breaks along defined planes
composition from matdrial units above and below
Slickensided: Fracture planes that are polished or glossy
Laminated: Layers of soil typically 0.05 to 1mm thick, max. 1 cm
Blocky: Angular soil lumps that resist breakdown
Lens: Layer of soil that pinches out laterally
Disrupted: Soil that is broken and mixed
Interlayered: Alternating layers of differing soil material
Scattered: Less than one per foot
Pocket: Erratic, discontinuous deposit of limited extent
Numerous: More than one per foot
Homogeneous: Soil with uniform color and composition throughout
BCN: Angle between bedding plane and a plane
normal to core axis
COMPONENT DEFINITIONS
COMPONENT
SIZE / SIEVE RANGE
COMPONENT SIZE / SIEVE RANGE
Boulder:
> 12 inches
Sand
Cobbles:
3 to 12 inches
Coarse Sand: #4 to #10 sieve (4.5 to 2.0 mm)
Gravel
Medium Sand: #10 to #40 sieve (2.0 to 0.42 mm)
Coarse Gravel:
3 to 3/4 inches
Fine Sand: #40 to #200 sieve (0.42 to 0.074 mm)
Fine Gravel:
3/4 inches to #4 sieve
Silt 0.074 to 0.002 mm
Clay CO.002 mrn
TEST SYMBOLS
for In Situ
and Laboratory Tests
listed in "Other Tests" column.
ATT
Atterberg Limit Test
Comp
Compaction Tests
Con
Consolidation
DD
Dry Density
DS
Direct Shear
%F
Fines Content
GS
Grain Size
Perm
Permeability
PP
Pocket Penetrometer
R
R-value
SG
Specific Gravity
TV
Torvane
TXC
Triaxial Compression
UCC
Unconfined Compression
SYMBOLS
Samplelin Situ test types and intervals
2-inch OD Split Spoon, SPT
(140-lb. hammer, 30"drop)
H3.25-inch
OD Spilt Spoon
(300-lb hammer, 30" drop)
Non-standard penetration
test (see boring log for details)
Thin wall (Shelby) tube
Grab
Rock core
Vane Shear
MONITORING WELL
Groundwater Level at
time of drilling (ATD)
Static Groundwater Level
Cement / Concrete Seal
Bentonite grout / seal
Silica sand backfill
Slotted tip
Slough
Bottom of Boring
MOISTURE CONTENT
Dry Dusty, dry to the touch
Moist Damp but no visible water
Wet Visible free water
1 2 Terms and Symbols for
�GE@
If Boring and Test Pit Logs Figure 3
D I N C 0 R P 0 R A T E D
D, Phone: 206.262.0370
Project: Proposed Townhomes
Surface Elevation: 513.Oft
Job Number: 17-081
Top of Casing Elev.: N/A
Location: 650 Bell Street, Edmonds, WA
Drilling Method: HSA
Coordinates: Northing: , Easting:
Sampling Method: SPT
N-Value A
0
z
CL
g'
(0
d)
-6
PL Moisture LL
Z
(D
-a
d)
(n
E
MATERIAL DESCRIPTION
a)
E
M
E
M
3:
0
(D
:E
>1
U)
RQD Recovery
0
U)
Fn
0
0
0 50 100
2
Very loose, dark brown to tan, gravelly SAND; medium to coarse,
S-1
1
with roots and organics in the top 5 inches, moist (FILL).
. . . . . . . . .
2
S-2
2
. . . . . . . .
. . . . . .
Medium dense, gray -brown SAND with trace gravel and silt; medium
to coarse grained sand, moist (WEATHERED ADVANCE
. . . . . . . . . .
5
OUTWASH
6
S-3
8
. . . .
. . . . . . . . .
S-4
X
11
------------------------------
Medium dense, gray, SAND with trace gravel and silt; , medium to
12
coarse grained sand, moist (ADVANCE OUTWASH).
q q
p
10-
7
S-5
X
10
13
15 -
10
Becomes dense.
. . . . . . . . .
. . . . . . . . . . . .
. . . . . . . .
S-6
X
16
18
a a
a a
-20-
. . . . . .. .. . .
q a
. . . . . .
S-7
X
17
20
Boring terminated at 21.5 feet below grade. No groundwater seepage
encountered during drilling.
q q a
25
Completion Depth: 21.5ft
Remarks: Borings drilled using a hand portable drill rig. Standard penetration test (SPT)
Date Borehole Started: 3129/18
sampler driven with a 140 lb. safety hammer. Hammer operated with a rope and cathead
Date Borehole Completed: 3/29/17
mechanism. Surface elevation estimated from Boundary and Topographic Survey.
Logged By: J. Manke
Drilling Company: CN Drilling
Fb-nGE@i LOG OF TEST BORING PG-1
1 0 C 0 ft P 0 R A T 6 0 Figure 4
Fhe stratification lines represent approximate boundaries. The transition may be gradual. Sheet I of 1
Project: Proposed Townhomes
Surface Elevation: 503.0ft
Job Number: 17-081
Top of Casing Elev,: N/A
Location: 650 Bell Street, Edmonds, WA
Drilling Method: HSA
Coordinates: Northing: , Easting:
Sampling Method: SPT
N-Value A
0
z
CD
CL
'�!'
C
(D
PL Moisture LL
a)
-a
E
MATERIAL DESCRIPTION
a)
0
E
M
CL
E
M
0
Lo
RQD Recovery
EJ
U)
U)
Fn
0
0
0 50 100
1
Medium den se, dark brown to brown SAND with silt and gravel; fine
I
: : : :
S-1
X
9
to medium sand, moist (FILL).
12
Medium dense, brown SAND with trace gravel; medium to coarse
sand, moist (ADVANCE OUTWASH).
3
Becomes gray -brown.
S-2
X
6
5
q
S-3
X
5
5
. . . . .
. . . . .
S-4
10 -
S-5
7
Layer of minor iron oxidation: 1 inch thick.
Medium dense, brown -gray SAND with trace gravel and silt; medium
to coarse grained sand, moist (ADVANCE OUTWASH).
-15-
q a
. . . . . . . .
. . . . . . .
. . . . . . .
. . . . . .
S-6
X
12
15
Boring terminated at 16.5 feet below grade. No groundwater seepage
encountered during drilling.
-20-
-25
Completion Depth: 16.5ft
Remarks: Borings drilled using a hand portable drill rig. Standard penetration test (SPT)
Date Borehole Started: 3/29/17
sampler driven with a 140 lb. safety hammer. Hammer operated with a rope and cathead
Date Borehole Completed: 3/29/17
mechanism. Surface elevation estimated from Boundary and Topographic Survey.
Logged By: J. Manke
Drilling Company: GN Drilling
Ran(a@) LOG OF TEST BORING PG-2
I M C 0 R P 0 R A T R 0 Figure 5
rhe stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1
Ben Iddins
From: Michael Xue <mxue@pangeoinc.com>
Sent: Friday, June 23, 2017 5:39 PM
To: Ben Iddins
Subject: RE: 650 Bell St Edmonds - Infiltration
Hi Ben,
Based on the borings, you can assume medium sand (30 LF). Let me know if you need anything else.
Thanks,
H. Michael Xue, P.E.
f-bnGFJ&
�Ni Easil"Ue' A"ve E, Ste B
Seattle, WA 98102-7127
Cell (206)491-0081
Office (206)262-0370
Fax (206)262-0374
Email mxueC@_Panqeoinc.com
From: Ben Iddins [mailto:ben@dcgengr.com]
Sent: Friday, June 23, 2017 2:54 PM
To: Michael Xue <mxueCo)pangeoinc.com>
Subject: 650 Bell St Edmonds - Infiltration
Hi Michael,
I am working on the stormwater design for the project at 650 Bell St in Edmonds for which you completed a geotechnical analysis and report for. I have attached
your report for reference. We are required to evaluate infiltration on the site and it appears at first glance that it may be feasible given the Advance Outwash
soils that were encountered. We would be using the pre -sized infiltration method in the DOE Stormwater Manual and would have an overflow pipe connecting
to the City's stormwater system. In order to use the pre -sized approach we need to determine which category from below best describes the soils encountered:
1. The following minimum lengths (linear feet) per 1,000square feet of
roof area based on soil type may be used for sizing downspout
infiltration trenches.
Coarse sands and cobbles
20 LF
Medium sand
30 LF
Fine sand, loamy sand
75 LF
Sandyloarn
125 LF
Loam
190 LF
Assuming you don't have any other issues with infiltration at the site, can you please provide me with the length of trench I should use per 1,000 SF of roof area
contributing?
Thanks,
Ben Iddins, PE
Davido Consulting Group, Inc.
T 206.523.0024 x115 I C 425.232.5729
Lake Forest Park I Mount Vernon I Whidbey Island
Stormwater Site Plans
650 Bell St Edmonds
APPENDIX B WWHM Summary
20181214 650 Bell St Edmonds Drainage Report
December 2018
0 7821 - 168th Ave. N.E.
MITCHELL ENGINEERING INC. Redmond, �VA 98052
(425) 747-1500
iiiitchellenoiiieei-ingiiic@coincast.net
0
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ftr%
CITY Cury
UEVELUPWILN I SEHVICES CTR.
SCANNED
JUL at
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,V.aPREPARED BY PROJECT
DATE, SUBJECT
W3 m
AA. A11-4�114W7
SHEET NO. OF
JOB NO� 0)0-510
MGmail A 1v Jade Christine <youracreteam@gmail.com>
Re: 650 Bell St Edmonds.
2 messages
N:il Buchanan <buchanan@isomedia.com> Tue, Apr 30, 2019 at 11:06 AM
R ply -To: Neil Buchanan <buchanan@isomedia.com>
To: Jade Christine <jade@yourrealestateteam.org>, Ben Iddins <ben@dcgengr.com>
Cc: chadesvon@frontier.com, Rob Hardy <Robert@hardydevco.com>, Tim Gabelein <tim@dcgengr.com>
MOM
Just received the correction letter, I will review. By the way this is the first I have heard of this letter. f-Z3�gurs)
Looks like just a few comments on the landscape. Ltn L�_:)_)
Street trees to be 3" caliper, and branched at 7' height. APR .3 0 2019
They want a landscape and irrigation estimate. WSW, 9-11 T
Add a note about irrigation backflow.
And extend the planting strips to the edge of the 24' driveway, Ben did you make this change?
Let me know if you saw anything else.
Thank you.
Neil
From: Neil Buchanan
Sent: Wednesday, December 19, 2018 3:28 PM
To: Jade Christine
Cc: chadesvon@frontier.com ;'Rob Hardy'; 'Tim Gabelein' ; Ben Iddins; tonys@adshapiro.com
Subject: 650 Bell St Edmonds.
Jade
Here is the landscape plan. Hopefully enough to get submitted for review by Edmonds.
Let me know if any questions.
Neil Buchanan
GHA Landscape Architects
1417 NE 80th St
Seattle, WA 98115
206-522-2334
buchanan@isomedia.com
Neil Buchanan <buchanan@isomedia.com> Tue, Apr 30, 2019 at 11:36 AM
Reply -To: Neil Buchanan <buchanan@isomedia.com>
To: Jade Christine <iade@yourrealestateteam.org>, Ben Iddins <ben@dcgengr.com>
Cc: chadesvon@frontier.com, Rob Hardy <Robert@hardydevco.com>, Tim Gabelein <tim@dcgengr.com>
Jade
Here are the revised plans and the cost estimate.
There was one item about the trash and recycling, if there have been changes to the site plan to show these items, please forward a new
base drawing.
Let me know if any questions or comments.
[Quoted text hidde�]
2 attachments
650 BELL ST - LI (4-30-2019)a.pdf
706K
650 Bell St Cost Estimate 4-30-2019.pdf
132K
IN
t 1T—J::::�0.4CK'1.IL�L FE6 �LLA
2 S I BE A'. It
& a L ", . .
TREE PJT TO BE THREE TIMES THE DIAMETER OF FOOTBALL
SET STAKES PARALLEL TO ADJACENT STREET
I r GREATER THAN ROOTGALL SET TREE I"ABOVE GRAOEASORCWN INN RSERI
FIRM BACKFILL IN PLACE AND WATER IN WELL
TREE PLANTING DETAIL
AND FERTILIZER PER SPECIFICATIONS
PLANTING HOLE ETATI-HIG ER1HA.GRCWNU4�UF.E.1
FIRM SACKFILL IN PLACE AND WATER IN WELL
TO BE 12' WIDER
THAN R0Ci FOR SHRUBS W,
WIDER THAN ROOTBALL FOR GROUND OVENS
DEPTH TO BE SAME AS ROOTEALL OR I Z'
WHICH EVER IS GREATER
Landscape construction notes
Contractor shall familiar themselves with the project including all
underground utilities.
Subgrade for shrub areas to be 8" below finished grade to allow for topsoil
and mulch. Subgrade for lawn areas to be 4" below finished grade to
allow for topsoil. Beds to be weed and debris free. Till/loosen/excavate
existing soil to depth of 12". Add 2.5" of 50/50 cedar grove compost/sand
mix to shrub areas. Till into 8" of existing soil. Add 3.5" of 50/50 cedar
grove compost.0nd mix to shrub and lawn areas. Till into 8" of soil.
Compact soil to I10% to prevent setting. Coordinate soil level In lawn
areas with thickness of sad.
Notify owner if existing soil conditions will prove detrimental to plant
health, even after soil prep, such as excessive clay soil, hardpan soil, poor
drainage, or excessive gravel.
!f project includes creating planting areas where pavement or a driveway
is located, over excavate so that all underlying gravel base is removed.
Add sandy loam soil in S" lifts and compact to 85% if necessary to build up
area to subgrade depth specified above. Then follow soll prop.
Instructions above.
Plant trees and shrubs per details this sheet. Mulch beds at with 2" of
medium fine Cr bark.
M utch is to be free of garbage and weeds and may not contain excessive
resin, tannin. or other material detrimental to plant growth.
Gently loosen roots of container stock that is rootbound prior to planting,
F-rdlize all plants with beet-palks fertilizer, available at horizon inc.
425-8284554.
One packet per 1 gallon plant, 2 per 2 gallon, 3 per 5 gallon, and 12 per
tree. Evenly space packets around motball, 6-8" from soil surface.
All plants shall conform to americai standard for nursery stock, anla.
All plants shall be considered very good or better in health and form based
on industry standards,
At stime trees. install a 8' by 24" sheet of plastic root barrier against
.djacZ paved surfaces. Center 10' section on tree trunk, set top of
barrier at top of soil surfact, below mulch level. Set against adjacent
paved suffew. Use NDS SM-20 shooting or similar product, available
Frank j Martin Company
provide one year warranty for all work starting form date of final
acceptance.
Coordinate all work with general contractor.
Contractor to provide design/build automatic drip irrigation system, per all
local, stem, and other Codes, and industry standards, using neonfirn
lechline or similar product.
1 440-2019 L I
JAPPROVAL
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GHA Landscape Architects
Landscape Design - Site Planning - Construction Management
SrANNED
7
650 Beff St, Edmonds
30-Apr-2019
Qty
Unit
Item
mat. & Labor
total
21
3"
Trees
450.00
$900.00
2
2"
Trees
380.00
$760.00
7
6-8'
Trees
180.00
$1,260.00
1,673,
SF
Shrub Areas
43
CY
6" top soil
40.00
$1,301.22
16
CY
Mulch 2"
38.00
$205.20
1,673
SF
Irrigation
1.50
$2,509.50
43
5 gal
Shrubs and ground covers
48.00
$2,064.00
142
2 gal
Shrubs and ground covers
36.00
$5,112.00
89
1 gal
Shrubs and ground covers
14.00
$1,246.00
Total without sales tax.
$15,357.92
1417 N.E. 80th Street - Seattle, Washington 98115 - (206) 522-2334 - Fax: (206) 526-5667
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7821 - 168ffi Ave. N.E.
MITCHELL ENGINEEIZING INC. Redmond, WA 98052
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DATE SUBJECT JOB NO. —3-7(v
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Criteria
Retained Height
4.00 ft
Wall he�ht above soil
0.00 it
Slope Behind Wall
0.00: 1
Height of Soil over Toe =
0.00 In
Water heright over heel =
O.Oft
Wind on Stern 0.0 psf
'Vertical ccmpGnent of active
lateral $ON Pressure options:
USED for Soil Pressure.
N07 USED for Sliding Resistance,
USED for Overturning Resistance.
Is-ur harge Loads
Surcharge Over Heel 0 0 PSI`
Used To Resist Sliding & Overtum:ng
Surcharge Over Toe 0.0 Psf
U-d fGr Sliding & Overturning
[Axial -Load Applied to Stem
Axfaf Dead Load 0.0 lbs
Axle[ live Load 0.0 Nos
Axfat Load Eccentricity 0,0 in X:
*lDesign Summary
Wall Stability Ratios
Overturning 2.46 OK
Slab Resists AN Sliding I
Total Bearing Load
1,052 lbs
... resultant ecc.
2.62 In
Soil Pressure @ Toe
740 psf OK
Sol] Pressure @ Heel
195 psf OK
Allowable
1,500 psf
Soil Pressure Less Then Allowable
ACI Factored @ Toe
792 psf
ACI Factored @ Heel
209 psf
Footing Shear @ T�e
3.4 psi OK
Footing Shear @ Heel
4.6 psi OK
Allowable
76.0 prJ
Sliding Caics Slab Resists An
Silding I
Lateral Sliding Force -
396.7 lbs
less 100% Passive Force =
86.8 lbs
less 100% Friction Force =
281A lbs
Added Force Req'd
28.5 lbs NG
....for 1.5:1 Stability
226,8 lbs NG
Load Factors
'DeaC LULAd
Live Load
Earth, l-1
Wind, W
Seismic, E
I .20U
1.600
1.600
1.600
1,000
Soil Data
Allow Soil Bearing
= 1,500.0 PGMFM
Equivalent Fluid Pressure Method
Heel Active Pressure
35.0 psfift
Toe Active Pressure
35.0 psf/ft
Passive Pressure
= 250, 0 Wift
Soil Density
= 110.00 pcf
F00tingIlSon Friction
0.300
Soll' height to ignore
for passive pressure
0.00 In
Lateral Load Applied to Stem
Lateral Lead 0.0 #/ft
... Height to Top O-Do lit
.-Height to Bottom 0.00 It
Stem Construction Top Stem
Design Height Above Fig ft =
Stem CK
0.00
Wail Material Above �Ht,
=
Concrete
Thickness
8�00
Reber Size
# 4
Rebar spacing
18.00
Rebar Placed at
Edge
Design Data
fb/FB + fa/Fa
0.2"
Total Force 0 Section
lbs =
448.0
Moment .... Actual
=
%7.3
Moment .... Allowable
=
2,447.6
Shear.....Actuall
PSI =
6.0
Shear ... Allowable
psi =
67.1
Wall Weight
100.0
Reber Depth
In =
6.25
LAP SPLICE IF ABOVE
In =
13.95
LAP SPLICE IF BELOW
In =
HOOK EMBED INTO FTG In =
6.26
Masonry Data
I'm
psi z
Fs
psi =
Solid Grouting
Special Inspection
Modular Ratio 'n,
Short Term Factor
PmulySnitw 'rs,; i.
Footing Dimensions & Strengths
Toe Width
I noo
Heel Width
1.25
Total Footing Width
2.25
Footing Thickness
10.00 In
Key Wfdth
0.00 In
Key Depth
0.00 In
Key Distance from Toe
0.00 ft
ro = ZOOOPSI
Footing Concrete Density
Fy 40.0W psi
Min. As %
150.00 pef
C,)vL,r@Top = 2,00in
0.0018
@Btm.= 3.001n
Adjacent Footing Load
Adjacent -Footing LoaCl
I
Footing Width
0�00 ft
Eccentricity
0.00 in
Wall to Fig CL Dist
0.00 it
Footing Type
Line Load
Base Above/Betow Soil
at Back of Wag
0.0 IN
Poisson's Ratio
0.�1,00
Masonry Block Type � Medilum Weight
Masonry Design Method = ASO
concrete Data
re psi = 2,000.0
Fy Psi= 40,000.0
d -7
147
fX'/ &-1 / /,�:
Footing Design Results
Toe
7H-el
Factored Pressure
792
209 psf
Mu': Upward
353
44 ft-#
Mu': Downward
75
222 ft-#
Mu: Design
278
178 tt-#
Actual I -Way Shear
= 3,42
4.58 psi
Allow 1 -Way Shear
= 76.03
76.03 psi
Other Acceptabfe Sizes & Spacings
Toe Reinforcing
= None Spec'd
Toe: Not reCfd, MU c S * Fr
Heel Reinforcing
= None Spec'd
Heel: Not req'd, Mu < S * Fr
Key Reinforcing
= None Spec'd
Key: No key defined
Sum= of Overturning & Resisting
Forces & Moments
OVERTURN'NG..-Moment
For;W
Distance
Rem
lbs
I It
ft-#
Heel Active Pressure
Toe Active Pressure
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
408.8 1.61 658,7
-12.2 0.25 -3.4
Total 396.7 O.T.M. 655.3
Resisfing/Overturning Ratio I -
2.46
Vertical Loads used for Sall Pressure 1,051.9 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
.....RESISTING .....
Force Distance Moment
lbs ft ft-#
Soil Over Heel
256. r
1.96
502.6
Sloped Soil Over Heel
Surcharge Over Heel x
Adjacent Footing Load a
AxIal Dead Load on Stem =
0.00
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ stem Transitions
400.0
1,33
533.3
Footing Weight
Key Weight .
281,3
1.13
316.4
Vert. Component
113.9
2.25
256.4
Tole 1
11051.9 lbs
R.M.=
—16o8.7
Sr—
Criteria
Retained Height
6.00 it
Wall height above soil
0200 It
Slope 8ehind Wan
0.00: 1
Height of Soil over Toe =
0.00 In
Water height over heel =
0.0 it
Wind on Stem 0,0 par
Vertical component of active
lateral soll'pressure options:
USED for Soil Pressure.
NOT US ED V Sliding ResIstance.
USED for Overturning Resistance.
[surcharge Loads
Surcharge Over Heel 0.0 psi
Used To Resist SlIding & Overtuming
Surcharge Over Toe 0.0 psf
Used for SlIding & Overtunning
Axial Dead Load 0.0 lbs
Axfat LKte Load O�O lbs
Axial Load Eccentrfcity 0.0 In
*Design Summary
Afall Stability Ratios
Overturning 3.30 OK
Sliding 140 OK
Total Bearing Load 2,941 lbs
...resultant ecc. 3.80 in
Soil Pressure Q Toe
1, 182 par CK
Soil Pressure Q Heel
387 pst OK
Allowable
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored 0- Toe
1,303 PSI`
ACI Factored 0_ Heel
427 par
Footing Shear@ Toe
0.5 psi OK
Footing Shear Q Heid
8.9 psi OK
Allowable
76.0 psi
Sliding Cales (Vertical Component NOT Used)
Lateral Sliding Force
840.0 Ibs
less 100% Passive Force
125,0 ibs
less 1001A FrIcIdon Force
1,216.1 M
Added Force Req'd
0.0 lbs OK
.... for 1,5 � 1 Stability
0.0 bs OK
Load Factors
Dead Load
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.0co
Soil Data
Allow Soil Bearing
1,5GG.0 psf
Equivalent Fluid Pressure Method
Heel AcUve Pressure
35.0 psf/ft
Toe Active Pressure
35.0 psf/ft
Passive Pressure
= 250.0 psf/R
Soil Density
= I 10.00 per
FcoffngliSaii Friction
= CASO
Soil height to ignore
for passive pressure
= 0.00 in
?ral Load App em
Lateral Load 0.0 #/ft
.-Height to Top 0.00 it
...Height to Bottom 0.00 it
[7S t-eWm--C-o-n--st-r-u-c-tfii-o-n----I
Design Height Above Ftg
ft�
WWI Material Above "Ht,
Thic�ess
Reber Sin
Reber Spacing
Reber Placed at
Design Data
fb/FB + fa/Fa
Total Farce Q Section
lbs =
Moment ... Actual
ft-# =
Moment ..... Allowable
Shear .... Actual
Psi =
Shear AllowetWe
PSI =
Wall Weight
Reber Depth 'd
In
LAP SPLICE IF ABOVE
In
LAP SPLICE IF BELOW
in
HOOK EM13ED INTO FTG in
Masonry Data
frn
Psi=
Fs
psi
Solid Grouting
Special Inspection
Modular Ratlo'n'
Short Term Factor
Equiv. Solid Thicic
Masonry Block Type
Masonry Design Method
Concreta Data -
fa
psi
Fy
psi
)p Stem
[Footing Dimensions & Stre=ngthsj
Toe Widtli
0.75 It
Heel Width
3.00
Total Footing Width
3.75
Footing Thickness
12.00 In
Key Width
0.00 In
Key Cepth
0.00 In
Kay Distance from Toe
0.00 ft
fo = ZOOO psi Fy =
4,000 psi
Footing Concrete Density
150.00 per
Min. As %
0.0018
Cover -@Top = 2.001n @Btm.= 3,00in
L�djacent Footing Load
Adjacce Focting-L-oad
0.0 bs
FoolIng Width
0.00 It
Eccedricity
0.0G in
Wad to Fig CL Dist
0.00 it
Footing Type
Line Load
Base Above/Below Soll
at Back of Wall
0.0 It
Poisson's Ratio
0.300
Stem CK
0.00
Concrete
8.00
4
15.00
Edge
0.734
1,008.0
2,016.0
2,746.1
13.4
67.1
100.0
6.26
13.95
llj��4
Medium Weight
ASO
2,000.0
40,000.0
Footing Design Results
Toe
Heel
Factored Pressure
1,303
427 psf
Mu': Upward
350
1,656 ft-#
MV: Downward
51
3,538 ft-#
Mu: Design
299
1,882 ft-#
Actual I -Way Shear
0.46
8,93 psi
Allow I - ay Shear = 76.03 76.03 psi Other Acceptable Sizes & Spacings.
Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S Fr
Heel Reinforcing = # 4 @ 11.25 In Heel: Not recrd, JWu < S Fr
Key Reinforcing = None Spec'd Key: No key defined
SurnmarV of Overturning & Resisting Forces & Moments
...-OVERTURNING,
Force Distance --Moment
Item lbs it ft_#
Heel Active Premra 857.5 2.33 2,000.8
Toe Active Pressure -17.5 0.33 -5.8
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
Total
840.0 O.T.M.- 1,SS5.0
Resisting/Overturning Ratio 3.30
Vertical Loads used for Sall Pressure 2'.94,1.5 - lbs
Vertical component of active pressure used for soil pressure
OESIGNER NOTES:
�r_ r,4V
Force Distance Moment
The It ft-4
Soil Over Heel
1,640.0
Z58
3,978.3
Sloped Sol[ Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem
0.00
Soil Over Toe
Surcharge Over Toe
Stem welght(s)
Earth @ Stem Transitions
600.0
1.08
650.0
Footing Weight
Key Weight
5625
1.88
1,054J
Vert. Component
239.0
3.75
8%.2
Tata—l=
2,941.5 Ibs.
R.M.a
6,579.2
Criteria
Retained Height
8.00 ft
Wall height above soil
0.00 ft
Slope Behind Wall
0.00: 1
Height of Sall over Toe
0.00 in
Water height over heel
0.0 ft
Wind on Stem 0.0 psf
Vertical compcnent of active
lateral soil pressure options:
USED for Soil Pressure.
NOT LISED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
3urcharge Over Heel 00 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & overturning
,Axial Load lied to Stem
Axial Dead Load 0.0 lbs
Axial Live Load 0.0 lbs
Axial Load Eccentricity 0.0 In
*Design Summary
Wall Stabitity Ra (QS
Overturning 3.75 0 K
Sliding 1.54 OK
Total Elearing Load 4,916 lbs.
-resultant ecc, 3.01 In
Soil Pressure @ Toe
1,205 psf OK
Soil Pressure @ Heel
6138 psf OK
Allowable
1,500 Psi,
Soil Pressure Less Than
Ailovable
ACI Factored@ Toe
1,329 psf
ACI Factored @_ Heel
737 paf
Footing Shear @ Toe
5.9 psi OK
1700ting Shear@ Heel
14.6 psi CK
Allowable
76.0 psi
SlIcling CaIcs (Vertical Carrporient NOT Used)
Lateral Sliding Force
1,40.0 lbs
less 100% Passive Force =
125.0 Ibs
less 100% Friction Force =
2,034.4 lbs
Added Force Raq'd
0.0 lbs OK
.... for 1.5:1 3tablIlty
0.0 lbs OK
Load Factors
Dead Load 1.200
Live Lead 1.600
Earth, H 1.600
Wind, W 1.600
Seismic, E 1.000
0 1
'5>
Soil Data
Allow Soil Bearing
1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
35.0 psfift
Toe Active Pressure
35.0 psf/ft
Passive Pressure
= 2W.0 psf/ft
Soil Density
= 10.130 pcf
FootIngl(Soll Friction
= 0.450
Soil height to ignore
for passive pressure
= 0.00 in
act Applied to em
Lateral Load 0.0 #/ft
.-Height to Top 0.00 ft
.-Height to Bottom 0.00 ft
F-Stem C-o-nst-ru-cti-on----�
Design Height Above Ftq
ft=
Wall Material Above "Ht,
Thickness
Reber Size
Rebar Spacing
Reber Plaoe� at
Design Data
fb/FB + faiFa
Total Force 0- Section
lbs
Moment .... Actual
Moment.....Allowable,
Shear .... Actual
psi
Shear .... Allowabie.
psi
Wall Weight
Rebar Depth V
in
LAP SPLICE IF ABOVE
in
LAP SPLICE IF BELOW
In
HOOK EMBED INTO FTG In=
Masonry Data
Fm
psi
Fs
psi
Solid Grouting
Special Inspection
Modular Ratio 'n'
Short Term Factor
EqLdv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data -
Fc
psi
Fy
psi
lip Stem
�Footing �Dime�nsions �&Stre�ngths
Toe Wift
1.25 R
Heel Width
4.00
Total Footing Width
5.25
Footing Thickness
12.00 In
Key Width
0.00 in
Key Depth
0.00 in
Key Distance from Toe
0.00 ft
ro = 2,000psi
Fy 40,000 psi
Footing Concrete Density
150.00 pef
Min. As %
0.0018
Cover Q Top = 2.00 in
@ Btrn.= 3-00 In
Adjacent Footing Load
Ad*ent Footing Load
0.0 lbs
Footing Width
0. DO ft
Eccentricity
0.00 In
Wall to Ftg CL Dist
0�00 ft
Footing Type
Line Load
Base Akve/Below Soil
at Back of Wall
0.0 ft
POIssm's Ratio
0.300
Stem CK
. 0.00
Concrete
8.00
# 4
6.75
Edge
0.76a
1,792.0
4,778.7
6,293.7
23.9
57.1
100.0
6,25
13.9S
6.26
Medlurn Weight
ASD
ZOOO.0
40,000.0
E�0"g Design Results
Factored Pressure
Toe
1,329
Heel
737 psf
Mu': Upward
1,002
4,793 it-#
Mu': Downward
k4u' Design
141
8,974 it-#
Actual I -Way Shear
861
= 5.94
4,181 it-#
14.133 psi
Allow I -Way Shear
Toe
= 76.03
76.03 psi
Other Acceptable Sizes & Spacings
Reinforcing
Heel Reinforcing
= None Specd
= # 4 @ I J.2s in
Toe: Not re4d, MU < 8 - Fr
Key ReInforcfrg
0 None Speo'd
Heel: #4@ 11.75 In, #5@ 18,25 �n, #60— 25.75 In, *7P_ #aa—
Key: No key deflned 35.25 In, 46.25 in, #9@ 4
SumM= cf Overturnin & Resisting Forces & Mamantq
.....OVERTURNING .....
Item Force Distance Moment
lbs it ft-#
Heel Active Pressure 1,417,5 3.00 4,252.5
Tce Active Pressure -17.5 0.33 -5.8
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
Total 1,400,0 O-T-M. 4,246.7
Resisting/Overturning Ratio 3.76
Vertical Loads used for Soil Pressure 4,915,9 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
RESISTING .....
Forcj;*- Distance
Moment
fbs
it
ft4
Soil Over Heel
Sloped Soil over Heel
2,933.3
3.58
10,511.1
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem
Soil Over Toe
0.00
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions
X0.0
1.58
1,266.7
Footing Welgit
KeyWei�
787.5
2.63
2,067-2
Vert Component
395"1
—=4,91
5.25
2,074.1
Total
5.9 ibs
Rm.=
—
15,919.1
/9-
criteria
Retained Height
9.00 ft
Wall height above soil
0.00 It
Slope Behind Wall
0.00:1
Height of S Idl over Toe =
0.00 in
Water height over heel =
0.0 ft
Wind on Stem . . 0.0 psf
Vertical component of active
lateral soil pressure apt [on s:
USED for Soil Pressure,
NOT USED for Slicing Resistance.
USED for Overturning Resistance,
Surcharge Loads
Surcharge Over Heel 0.0 psi
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 pst
Used for Sliding & Overturning
Axial Load Apkiied to Ste awm�
Axial Dead Load 0.0 lbs
Axial Live Load 0.0 lbs
Axial Load Eccentricity 0.0 In
-nmary
Wall Stability RaWs
Overturning 1.73 OK
" Slab Resists All Sliding I
Total Bearing Load 2,688 lbs
... resultant ecc. 9.32 in
Sag Pressure Q Toe
1,307 psf OK
Soil Pressure @ Heel
0 psf OK
Allowable
1,SCO psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
1.303 psf
ACI Factored @ Heel
0 per
Footing Shear @ Toe
17.6 psi OK
Footing Shear@ Heel
16.1 psi OK
Allowable
76.0 psi
Sliding CaIcs Slab Resists All
Sliding I
Lateral Sliding Force
1,732.5 fbs
less 100% Passive Force =
125.0 lbs
less 100% Friction Force =
720.0 lbs
Added Force Reci'd
.-for 1.5 : I Stability
Load Factors
Dead Lo-
Live Load
Earth, H
Wind, W
Seismic, E
887.5 lbs NO
1,753.8 lbs NO
1.2Q0
1,600
1.600
1.600
1,000
Soil Data.
Allow Soil Bearing
1,500.0 f
Equivalent Fluid Pressure
Method
Heel Active Pressure
35.0 psf/ft
Toe Active Pressure
35.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Soil Density
= 110.00 pcf
FootingIlSoil Friction
= 0.300
SON height to ignore
for passive pressure
= 0.00 in
Lateral Load Applied to Stem 2A
Lateral Load 0.0 #/ft
... Height to Top 0�00 it
... Height to Bottom 0.00 ft
Footing Dimensions & Streni�isU
Toe Width
3.00 R
Heel Width
1.50
Total Footing Width
4.50
Footing Thickness
12.00 In
Key Width
0.00 in
Key Depth
0.00 in
Key Distance from Toe
0.00 ft
re = ZOW psi
Footing Concrete Density
Fy 401GOD psi
Min. As %
150.00 pcf
O'Cols
Cover @ Top = 2.00in
Btm.= 3.00 in
Adjacent Footing Load
Adjacent Footing Load
�=--7011b�.
Footing Width
0.00 ft
Eccentricity
0-00 in
Wall to Ftg CL Dist
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
at Back of Wall
0.0 It
PQ[sSaWs Ratio
0.300
Stem Construction
Top Stern
Design Height Above Ft
it =
Stem OK
O.GO
Wall Material Above "Hr,
=
Concrete
Thickness
8.00
Rebar Siz'e
# 4
Reber Spacing
6.00
Rebar Placed at
Edge
Design Data
(b/F8 + fa/Fa
0.96B
Total Force 0 Section
lbs =
2,268.0
Moment ... Actual
it-# =
6,804.0
Moment ..... Allowable
=
7,028.0
Shear. -Actual
psi =
30.2
Shear ..... Allowable
Psi =
67.1
Wall Weight
100.0
Reber Depth 'd'
In =
6.25
LAP SPLICE IFABOVE
In =
13.95
LAP SPLICE IF BELOW
in =
HOOK EMBED INTO FTO in =
6.26
Masonry Data
ft
psi =
Fs
psi =
Solid Grouting
Special Inspection
Modular Ratio'n'
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data
-
rc;
psi =
2,000,0
Fy
psi =
40,000.0
/3
�Footing Design Results
Toe
Heel
Factored Pre$sure
1,303
0 psf
Mte : Upward
4,537
211 ft-#
Mu': Downward
810
1, 125 ft-#
Mu: Design
3,727
1, 104 ft-#
Actual I -Way Shear
= 17,64
16.11 psi
Allow 1 -Way Shear
= 76.03
76.03 psi
Other Acceptable Sizes & SpacIngs
Toe ReInforcing
Heel Reinforcing
= # 4 9 12.25 in
= None Spec'd
Toe: #4@ 12-25 in, #5p 19.00 �n, #6@ 26.75 In. #7@ 36.50 in, #80
Heel: Not rec(d, Mu < S * Fr 48.00 in, 4
Key Reinforcing
I
= None Spec'd
Key: Nokeyderined
--
bummary ot uve
Ing & Resisti ces & Moments
.... * OVERTURNING .....
Force Distance Moment
lbs, — It ft-#
Heel Active Pressure 1,750.0 3.33 5,833.3
Toe Active Pressure -17.5 0.33 - -5�8
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Lead
Load @ Stem Above So[i
Total 1,732,5 O.T.M. 5,827.5
Resistfrig/Overturning Ratio 1.73
Vertical Loads used for Soil Pressure 2,887.7 lbs
Vertical component of active pressure used for soil pressure
M61UNLN NU I tb:
1211t-
RESISTING.....
Force Distance Moment
lbs It ft-#
Soll Over Heel
825.0 4.08
3,368.8
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Fooling Load
Axial Dead Lead on Stem
0.00
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions
9W.0 3.33
3,000.0
Footing Weight
KeyWe�ght
67s.o 2.25
1,518.8
Vert. Component
487.7 4.50
2,194.8
Total = 2,887.7 lbs RX= -10,082.3
14
Criterfa
Retained Height
10�00 ft
Wall height above soil
0.00 ft
Slope Behind Wail
0.00: 1
Height of Soil over Toe =
0.00 in
Water height over tieel =
0.0 ft
Wind an Stem 0.0 psf
Vertical component of active
lateral soil pressure options. -
USED for Soil Pressure.
NOT USED for Sliding Resistance.
USED for Overturning Resistance.
[Surcharge Loads
Surcharge Over Heel 010 Psf
Used To Resist Sliding Overturni . ng
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
Axial Load !2glied to Stem
Axial Dead Load 0.0 lbs
Axial Live Load 0.0 Ibs;
Axial Load Eccentricity 0.0 in
1�15esign Sumrnary
mmncmm�-
Wall Stabifity Ratios
Overturning 4.09 0 K
s1kong 1.57 OK
Total Bearing Load 7,644 ibs
... resultant ecc. 2.9C in
Sod Pressure @ Toe
1,376 psf OK
Sofl Pressure @ Heel
889 psf OK
Allowable
1,500 Psi,
Soil Pressure Less Than
Allowable
ACI Factored @ Toe
1,523 psf
ACI Factored@ Heel
965 psf
Footing Shear @ Toe
10.2 psi OK
Footing Shear Q) Heel
21,6 psi OK
Allowable
76.0 psi
SUcting CaIcs; (Vertical Component NOT Used)
Lateral Sliding Force
2,11 GO.0 lbs
less 100% Passive Force = -
125.0 lbs;
less 100% Friction Force = -
3,174.4 lbs
Added Force Reqd
0.0 lbs OK
....for 1.5: 1 Stability
0A lbs OK
Load Factors
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
��o- 11 -Dat a
Allow Soil Bearing
= 1,500.0 psf
Equivalent Flijid Pressure Method
Heel Active Pressure
35.0 psfM
Toe Act[ve Pressure
35.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Soil Density
= 110.00 Xf
FoodngliSoff FrJrAon
= 0.450
Soil height to Ignore
for passive pressure
= O�00 in
Lateral Load Applied to Stem
Lateral Load 0.0 #Ift
.-Height to Top 0.00 It
... Height to Bottom 0.00 it
Footing Dimensions & Strengths
Toe width
1.50 ft
Heel Width
5.25
Total Footing Width
8.75
Fcoting Thickness
IZOO In
Key Width
0.00 In
KeY Depth
0.00 in
Key Distance from Toe
0.00 ft
fc = 2,000 psi
Fy 40,()00 psi
Footing Concrete Density
11,90.00 pof
Min. As 036
0.0018
Cover @Top 2-00 in
@ Btm.= 3.0() in
Adjacent Footing Load
Adjacent Footing Load-=
0.0 lbs
Footing Width
0.00 I't
Eccentlicity
0.00 in
Wall to Ftg CL Dist
0.00 ft
Footng Type
Line Load
Base Above/Beilow Sol
at Back of Wall
.0-0 it
Polsscn's Ratio
0.300
_j-P
Stem
Design Height Above Ftg ft =
Stem OK
0.00
Wall Material Above -Ht7
=
Concrete
Thickness
8.00
Reber Size
# 5
Rebar Spacing
6,75
Reber Placed at
Edge
Design Data
--
fb/F8 + fa/Fa
1400
Total Force @ Section
lbs =
2,&)0.0
Moment ... Actual
ft-# =
9,333,3
MornenL ... Allowable
=
9,334.0
Shear ..... Actual
PSI =
37.7
Shear .... Allowable
Pi =
67.1
Wall Weight
100.0
Rebar Depth 'cr
In =
6.19
LAP SPLICE IF ABOVE
Ln =
17.44
LAP SPUCE IF BELOW
in =
HOOK EM13ED INTO FTG in =
7.83
Masonry Data
rm
pet =
Fs
PSI =
Solid Grouting
Special Inspection
Modular Ratlo'n'
Short Teffn Factor
Equiv. Solid Thick.
Masonry Block Type
=
Medium Weight
Masonry Destri Method
=
ASO
Concrete Data
ro
Psi =
2,00C.0
Fy
ps; =
40,000.0
1E
Footing Design Results
Toe
Factored Pressure
1,523
—H-el
985 pst
Mu'; upward
1,669
111,624 ft-#
Mu'� Downward
203
20,083 ft-#
Mu: Design
1.466
8,459 ft-#
Actual I -Way Shear
10.18
21.65 psi
Allow I -Way Shear = 76.03 76.03 psi Other Acceptable Sizes & Spacings
Toe Reinforcing = None Spec'd
Heel Reinforcing Toe: Not reld, Mu < s * Fr
= # 5 @ 9.25 in Heel: #4@ 6.00 In, #SCD 9.25 In, #6@ 13.00 in, 97@ 17,75 in,
Key Reinforcing = None Spec!d Key: No key defined #SQ 23M in, ffg@ 29.
rSummary of Overturnin &Re ictin c
I#—
meei Acuve eressure
Toe Active Pressure
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil
—19 2 01—Socivromenis
..-.OVERTURNING.-..
For�e Distance Mornent RESrs'nNa.....
lbs ft Forci� Distance Moment
2,117.5 ------ lbs ft ft-#
3.67 7,764.2 SQII Over Heel 5,041.7 4.46
-17.5 0.33 -5.8 Sloped Soil n U 22,477.4
Total 2,100.0 o.T.M.
7,758.3
Resisting/Overturning Ratio 4.09
Vertical Loads used for Soil Pressure 7,644.3 lbs
Vertical component of active pressUre used for soll pressure
DESIGNER NOTES:
vm WWJ
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem
Soil Over Toe
0.00
Surcharge Over Toe
Stem Welght(s)
Earth (Lb Stem Transitions
1,000.0
1.83
1,833.3
Footing Weight
Key Weight
1,012.5
3.38
3,417.2
Vert Component
590.2
6.75
3,983.6
T01tai=
7,644.3 lb.
R.M.-
31.711.5
SHEAR WALL SCHEDULE
Shear
Wall
�ion
Nail
Size
N il Spacing
ALLOWABLE SHEAR
Hem -Fir #2
#/Ft
Edges
Studs
Top/Btm.
Plate
Blocldng
Req'd.
P 1 -6
8d
6ff
1211
611
Yes
210
PI-4
8d
411
1211
411
Yes
310
P 1-3
8d
310
1211
311
Yes
400
PI-2
8d
211
1211
211
Yes
525
8d
311
1211
311
Yes
800
P 2 - -2
8d
211
1211
1 311
Yes
1050
-
I __ I A
Shear Wall Notes:
1. PI - 7/16 A.P.A. rated Plywood or Orientated Strand Board (O,S.B.) on one side of wall.
P2 - 7/16 A.P.A. rated Plywood or Orientated Strand Board (O.S.B.) on each side of wall.
2. For PI-3, Pl-2, P2-3, & P2-2 shear walls use 3x studs at adjoining panel edges. Nailing shall be staggered,
Z:)
3. Nails shall be 8d common. (d = . 13 1 inch)
4. Where plywood is installed on both sides of wall plywood joints shall fall on separate studs each side.
5. All panel edges backed with 2-inch nominal framing for PI-6 & PI-4 shear wall, All panels edges backed with 3x framing at
PT-3, PI-2, P2-3, & P2-2 shear walls. Install panels either horizontally or vertically. Space nails @ 10 inches on center@
intermediate suppons.
6. All anchor bolts shall be installed with hot dipped galvanized plate washers.
7. Refer to fOUDdation plan for anchor bolt size, spacing and mudsill/rim connections.
STRUCTURAL NOTES
CODE:
DESIGN IS IN ACCORDANCE WITH THE 2015 INTERNATIONAL BUILDING CODE
(I.B.C.) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT.
LIVE LOADS:
ROOF ------------------- 25PSF
FLOOR — ----------- — -- 40PSF
DECK ------------------- 60PSF
LATERAL
VvqND ------------------ EXPOSURE C, 85MPHil 1OMPH(UL-1)
SEISMIC - — ----------- SITE CLASS D
FOUNDATIONS:
EXTEND FOOTINGS TO FIRM UNDISTURBED SOIL, BEARING CAPACITY OF
250OPSF, ALL EXTERIOR FOOTINGS SHALL EXTEND A MINIMUM OF V-6" BELOW
ADJACENT EXTERIOR GRADE. FOUNDATION DESIGN IS IN ACCORDANCE WITH
THE GETECHNICAL REPORT PEPARED BY PANGEO DATED APRIL 21, 2017.
CAST -IN -PLACE CONCRETE:
F'c=3000 PSI @ 28 DAYS. MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF
CONCRETE AND MAXIMUM OF 6-3/4 GALLONS OF WATER PER 94# SACK OF
CEMENT. NO SPECIAL INSPECTION REQUIRED. MAXIMUM SIZED AGGREGATE IS
1-1/2 INCHES. MAXIMUM SLUMP IS 4 INCHES. ALL PHASES OF WORK PERTAINING
TO THE CONCRETE CONSTRUCTION SHALL CONFORM TO BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE. ALL REINFORCING STEEL,
DOWELS, ANCHOR BOLTS, AND OTHER INSERTS SHALL BE SECURED IN POSITION
PRIOR TO POURING CONCRETE. ANCHOR BOLTS FOR PRESSURE TREATED SILL
PLATES TO FOUNDATION WALLS TO BE 5/8 INCH DIAMETER WITH 7 INCH
MINIMUM EMBEDMENT INTO CONCRETE AND MAXIMUM SPACING OF 2 FEET ON
CENTER. MINIMUM 2 BOLTS PER SILL PLATE PIECE. ONE BOLT TO BE PLACED
WITHIN 6 INCHES OF EACH END OF THE SILL PLATE. DIPPED GALVANIZED
CONNECTORS SHALL CONFORM TO ASTM STANDARD 153 AND HOT DIPPED
GALVANIZED CONNECTORS SHALL CONFORM TO ASTM A653M CLASS G-185.
STAINLESS STEEL FASTENERS AND CONNECTORS SHALL BE TYPE 304 OR 316.
SIMPSON PRODUCT FINISHES CORRESPONDING TO THESE REQUIREMENTS ARE
ZMAX (HOT DIPPED GALVANIZED) AND SST 300 (STAINLESS STEEL). FASTNERS
FOR PRESSURE TREATED AND FIRE -RETARDANT TREATED WOOD SHALL BE
ZMAX HOT DIPPED GALVANIZED (G 185).
RFUNFORCING STE EL:
ALL REINFORCING STEEL SHALL BE PLACED IN CONFORMANCE WITH THE
BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE AND THE
MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION
BY CRSI. DEFORMED REINFORCING STEEL BARS SHALL CONFORM TO ASTM A-
ul
615 GRADE 40 FOR #5 AND SMALLER REINFORCEMENT AND GRADE 60 FOR #6
AND LARGER. ALL REINFORCING BAR BENDS SHALL BE MADE COLD WITH A
MINIMUM RADIUS OF 6 BAR DIAMETERS (1'-7" MININIUM). CORNER BARS (2'-0"
BEND) SHALL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. LAP ALL
BARS A MINIMUM OF 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. UNLESS
NOTE OTHERWISE ON THE DRAWINGS REINFORCING, STEEL SHALL HAVE THE
FOLLOWING MINIMUM COVER:
CONCRETE CAST AGAINST EARTH 3 INCHES
CONCRETE EXPOSED TO EARTH OR WEATHER:
#6 THROUGH # 18 BARS 2 INCHES
#5 BAR AND SMALLER 1-1/2 INCHES
STRUCTURAL STEEL:
STRUCTURAL STEEL SHALL CONFORM TO ASTM A36, fy--36,000 PSI. ALL
WELDING SHALL BE IN CONFORMANCE WITH ASTM AND AWS STANDARDS AND
SHALL BE PERFORMED BY WABO CERTIFIED WELDERS. STEEL TUBING SHALL
CONFORM TO ASTM A500 fy-- 50,OOOPSI.
STRUCTURAL TIMBER:
ALL LUMBER SHALL CONFORM TO WWPA GRADING RULES FOR WESTERN
LUMBER, LATEST EDITION. PROVIDE CUT WASHERS UNDER ALL NUTS AND
BOLTS BEARING AGAINST WOOD. ALL WOOD IN CONTACT WITH CONCRETE
SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPA Ul AND M4
STANDARDS. ALL STRUCTURAL LUMBER SHALL BE AS NOTED BELOW:
2X DECK JOIST HEM-FIR#2 ------------------ Fb=850 PSI
2X ROOF RAFTERS HEM-FIR#2 ------------------ Fb�850 PSI
4X BEAMS DOUG-FIR/LARCH #2 ---- Fb=950PSI
6X BEAMS DOUG-FIR/LARCH #2 ---- Fb�850PSI
LUMBER NOT NOTED HEM -FIR #2 ------------------ Fb--850 PSI
MISCELLANEOUS HANGERS TO BE SIMPSON OR APPROVED EQUAL. ALL
HANGERS SHALL BE FASTENED TO WOOD WITH PROPER NAILS. ALL HOLES
SHALL BE NAILED. MACHINE BOLTS TO BE A-307. ANCHOR BOLTS INTO
CONCRETE SHALL BE 5/8 INCH DIAMETER WITH 7 INCHES OF EMBEDMENT INTO
CONCRETE UNLESS NOTED OTHERWISE ON THE PLANS. ALL NAILS SHALL BE
COMMON WIRE NAILS. NAILING SHALL BE IN ACCORDANCE WITH THE CURRENT
I.B.C. SCHEDULE.
STRUCTURAL LAMINATED LUMBER (GRADE 2.0)
Fb=2600 PSI
E=2,000,000 PSI
Fv-- 285 PSI
0
FLOOR SHEATHING:
SHEATHING SHALL BE 3/4 INCH TONGUE AND GROOVE A.P.A. RATED SHEATHING.
SPAN RATING 48/24 WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS.
UNLESS NOTED OTHERWISE NAIL WITH 8d COMMON NAILS AT 6 INCHES ON
CENTER AT SUPPORTED PANEL EDGES AND 10 INCHES ON CENTER AT
INTERMEDIATE SUPPORTS. THE FLOOR SHEATHING SHALL BE GLUED TO THE
JOIST AND THE TONGUE AND GROOVE JOINTS WITH AN APPROVED ADHESIVE.
WALL SHEATHING:
SHEATHING SHALL BE 7/16 INCH A.P.A. RATED SHEATHING, SPAN RATING 24/0.
PANEL END JOINTS SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH 8d
NAILS AT 6 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE
SUPPORTS UNLESS NOTED OTHERWISE ON THE DRAWINGS.
GLU-LAMINATED TIMBER:
LAMINATED TIMBER SHALL BE DOUGLAS-FIR/LARCH KILM DRYED. STRESS
GRADE COMBINATION OF 24F-V4 FOR SIMPLE SPANS AND 24F-V8 FOR
CANTILEVER AND CONTINUOUS BEAMS.
ROOF SHEATHING:
SHEATHING SHALL BE 7/16 INCH A.P.A. RATED SHEATHING. SPAN RATING 32/16,
INSTALLED WITH LONG DIMENSION ACROSS SUPPORT. PANEL END JOINTS
SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH 8d NAILS SPACED AT 4
INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS.
FLOOR FRAMING:
PROVIDE FULL DEPTH BLOCKING FOR JOIST AT THE SUPPORTS. FLUSH BEAMS
(FB) AND HEADERS NOT CALLED OUT ON THE PLANS SHALL BE (2)2X8. ALL
VERTICALLY LAMINATED COLUMNS AND HEADERS SHALL BE SPIKED
TOGETHER WITH 16d NAILS SPACED AT 6 INCHES ON CENTER.
BEARING WALL FRAMING:
ALL DOOR AND WINDOW HEADERS NOT CALLED OUT ON THE PLANS SHALL BE
(2) 2X8 HEM-FIR#2 WITH ONE CRIPPLE AND ONE STUD AT EACH END FOR
OPENINGS 4 FEET WIDE OR LESS. ALL COLUMNS NOT CALLED OUT ON THE
PLANS SHALL BE (2) STUDS SPIKED TOGETHER WITH 12d NAILS AT 12 INCHES ON
CENTER. PROVIDE 2 LAYERS OF BUILDING PAPER BETWEEN WOOD AND
CONCRETE. WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND DOUBLE TOP
PLATE. END NAIL TOP PLATES AND BOTTOM PLATES TO EACH STUD WITH 2-16d
NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16d NAILS AT 10 INCHES ON
CENTER. LAP AND FACE NAIL PLATES WITH 2-16d NAILS AT EACH SPLICE,
CORNER INTERSECTION. STAGGER SPLICES A MINIMUM OF 48 INCHES.
m
ROOF TRUSSES:
TRUSSES SHALL BE PLANT FABRICATED DOUGLAS-FIR/LARCH OR HEM-F IR,
TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWING AND CALCULATIONS
STAMPED, SIGNED AND DATED BY A WASHINGTON STATE LICENSED
STRUCTURAL ENGINEER. SUBMIT TRUSS DRAWING TO THE ENGINEER OF
RECORD AND BUILDING DEPARTMENT FOR REVIEW AND APPROVAL PRIOR TO
FABRICATION. ROOF TRUSSES SHALL BE DESIGNED AS ATTIC TRUSSES
WITHOUT STORAGE.
a. THE TRUSS LIVE LOADING SHALL BE PER IRC SECTION 301.5 AND TABLE
301.5, ESPICALLY NOTING FOOTNOTE B & G.
b. THE TRUSS DESIGN SHALL BE PER IRC SECTIONS S02.1 1.1 AND 802.10.2
ESPECIALLY INDICATING THE TRUSS DESIGN AND MANUFACTURING
SHALL BE PER ANSI/TP11.
c. THE TRUSS TEMPORARY AND PERMANENT BRACING SHALL BE IRC
SECTIONS 502.11.2 AND 802.10.3 AS WELL AS THE TRUSS PLATE
INSTITUTES'S BUILDING COMPONENT SAFETY INFORMATION.
d. TRUSS ALTERATIONS SHALL NOT OCCUR UNLESS THE APPROVAL OF A
DESIGN PROFESSIONAL AS INDICATED IN IRC SECTIONS 502.11.3 AND
802.10.4.
21
MITCHELL ENGINEERING INC.
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SHEAR WALL SCHEDULE
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Nail
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1. PI - 7/16 A.P.A. rated Plywood or Orientated Strand Board (O.S.B.) on one side of wall.
P2 - 7/16 A.P.A. rated Plywood or Orientated Strand Board (O.S.B.) on each side of wall.
2. For PI-3, PI-2, P2-3, & P2-2 shear walls use 3x studs at adjoining panel edges.
3
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Where plywood is installed on both sides of wall plywood joints sfiall fall on separate studs each side.
All panel edges backed with 2-inch nominal framing for PI-6 & PI-4 shear wall. All panels edges backed with 3x framing at
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SELECT FOR NARROW FORM
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PYRUS CAPITAL
CAPITAL FLOWERING PEAR
WCAL
STREET TREE FORM
2$M Q k !tjrle 9 -
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13
CAREX ICE DANCE
ICE DANCE SEDGE
1 GAL
18
CORNUS KIELSYII
DWARF RED TWIG DOGWOOD
2 GAL
28
ERICA SPRINGWOOD WHITE
SPRINGWOOD WHITE HEATHER
1 GAL
8
EUONYMUS GREEN SPIRE
GREEN SPIRE EUONYMUS
2 GAL
17
HELICTOTRICHON SEMPERVIRENS
BLUE OAT GRASS
2 GAL
41
JUNCUS INFLEXUS'BLUE ARROWS'
JUNCUS BLUE ARROWS
2 GAL
58
PENNISETUM'HAIMIELIN'
DWARF I FOUNTAIN GRASS
2 GAL
43
PRUNUS LAUROCERASUS'SCHIPKAENSIS'
SCHIPKA CHERRY LAUREL
5 GAL
or
48 COTONEASTERDAMMERII BEAR BERRY COTONEASTER I GAL 24"
BASED ON AVAILABILITY SOME PLANTS MIGHT NEED TO BE SUBSTITUTED FOR SIMILAR GROWING PLANTS, TO BE APPROVED BY
LANDSCAPE ARCHITECT AND OWNER
STREET TREES TO BE STREET TREE FORM AND BRANCHED AT A MINIMUM OF THEIGHT
A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED FROM THE CITY PUBLIC WORKS DEPARTMENT. PRIOR TO FINAL ACCEPTANCE
PROVIDE A COPY OF THE BACKFILOW TEST REPORT TO THE CITY'S CROSS -CONNECTION CONTROL SPECIALIST. TEST REPORTS CAN
BE FAXED TO 425-744-6057 OR EMAILED TO JEFF.KOBLYK@EDMONDSWA.GOV. BACKIFLOW TESTING WILL BE REQUIRE ON AN ANNUAL
BASIS THEREAFTER
Al D BY PVIN
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CITY COPY
REVISIONS BY
4-30-2019 A\
This leadso pe plao is diagrameratio, 11
dinamainaL approximate and =at be
field ... ifl�d.
1417 N 80th St.
SEARLE. WA 98115
TELE 206 522.2334 FAX 206.526.5667
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DATE: 12-19-2018
SCALE: ON PLAN
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12" GREATER THAN ROOTBALL SET TREE 1 "ABOVE GRADE AS GROWN IN NURSERY
FIRM BACKFILL IN PLACE AND WATER IN WELL
FORM 2" WATER BASIN
TOP OF ROOT
BARK MULCH PER SPECIFICATIONS
KEEP MULCH 1-2" AWAY FROM STEM
OF PLANT
EXISTING SOIL, DEEPLY SCARIFY AT SIDES OF
PLANT POCKET
BACKFILL WITH AMENDED NATIVE SOIL
AND FERTILIZER PER SPECIFICATIONS
SET AT 1/2" HIGHER THAN GROWN IN NURSERY
PLANTING HOLE
FIRM BACKFILL IN PLACE AND WATER IN WELL
TO BE 12" WIDER
THAN ROOTBALL FOR SHRUBS ANDY
WIDER THAN ROOTBALL FOR GROUIDCOVERS
DEPTH TO BE SAME AS ROOTBALL CR 12"
WHICH EVER IS GREATER
Landscape construction notes
Contractor shall familiar themselves with the project including all
underground utilities.
Subgrade for shrub areas to be 8" below finished grade to allow for topsoil
and mulch. Subgrade for lawn areas to be 4" below finished grade to
allow for topsoil. Beds to be weed and debris free. Till/loosen/excavate
existing soil to depth of 12". Add 2.5" of 50/50 cedar grove compost1sand
mix to shrub areas. Till into 8" of existing soil. Add 3.5" of 50/50 cedar
grove compost/sand mix to shrub and lawn areas. Till into 8" of soil.
Compact soil to 80% to prevent settling. Coordinate soil level in lawn
areas with thickness of sod.
Notify owner if existing soil conditions will prove detrimental to plant
health, even after soil prep, such as excessive clay soil, hardpan soil, poor
drainage, or excessive gravel.
If project includes creating planting areas where pavement or a driveway
is located, over excavate so that all underlying gravel base is removed.
Add sandy loam soil in 8" lifts and compact to 85% if necessary to build up
area to subgrade depth specified above. Then follow soil prep.
Instructions above.
Plant trees and shrubs per details this sheet. Mulch beds atwith 2" of
medium fine fir bark.
Mulch is to be free of garbage and weeds and may not contain excessive
resin, tannin, or other material detrimental to plant growth.
Gently loosen roots of container stock that is rootbound prior to planting.
Fertilize all plants with best-paks fertilizer, available at horizon inc.
425-828-4554.
One packet per 1 gallon plant, 2 per 2 gallon, 3 per 5 gallon, and 12 per
tree. Evenly space packets around rootball, 6-8" from soil surface.
All plants shall conform to america standard for nursery stock, anla.
All plants shall be considered very good or better in health and form based
on industry standards.
At street trees, install a 8' by 24" sheet of plastic root barrier against
adjacent paved surfaces. Center 10' section on tree trunk, set top of
barrier at top of soil surface, below mulch level. Set against adjacent
paved surface. Use NDS SM-20 sheeting or similar product, available
Frank j Martin Company
provide one year warranty for all work starting form date of final
acceptance.
Coordinate all work with general contractor.
Contractor to provide design/build automatic drip irrigation system, per all
local, state, and other codes, and industry standards, using netafim
techline or similar product.
RECEIVED
DEC 2 0 2016
BUILDING
REVISIONS BY
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1417 NE 80th St
SEAT7LE. WA 98115
TUE 206.522.2334 FAX 206.526,5667
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PORTION OF THE NW 114, SW 114, SECTION 24, TWP
SNOHOMISH COUNTY WASHINGTON
CALCULATED
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LOTS 17 AND 18 BLOCK 98 OF THE PLAT OF CITY OF ED ONG
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ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME OFS
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PLATS. PAGES 39 AND 39A, RECORDS OF SNOHOMISH COUNTY
4
AUDITOR.
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PARCEL No. 00434209801700
ADDRESS: 650 BELL STREET, EDMONDS, WASHINGTON 98020
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DEC 2 0 2018
BUILDDJNG�
NOTE: THE UND RGROUND UTILITIES SHOWN HEREON ARE BASED
UPON EXISTING -BUILT DRAWINGS, AND ARE NOT GUARANTEED
TO BE CORRECT, NOR ALL INCLUSIVE. ALL UTILITIES MUST
BE VERIFIED PRIOR TO CONSTRUCTION. CALL 1-800-424-5555
I- FOR UTILTY LOCATORS.
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JAPANESE SNOWSELL TREE
APPROVEE
BY PLANNING
F
22 2022
STREET TREES TO BE STREET TREE FORM AND BRANCHED AT A MINIMUM OF 7'HEIGHT
A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED FROM THIF CITY PUBLIC WC)RYS II)SPARTMENT. PRIOR TO FINAL ACCEPTANCE
PROVIDE A COPY OF THE BACKFLOW TEST REPORT TO THE CITYS CROSS -CONNECTION CONTROL SPECIALIST, TESTREPORTSCAN
BE FAXED TO 425-744-6057 OR EMAILED TO JEFF.KOBLYK@EDMONDSWA.GOV. BACKIFLOW TESTING WILL BE REQUIRE ON AN ANNUAL
BASIS THEREAFTER
BLD2018-1634
LANDSCAPING
REVISION REVISION
Feb 22 2022
--ONDS
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DEPA"��T
REVISIONS BY
4-30-2019
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1417 HE 80th St.
SEATTLE, WA 98115
TELE 206.522.23M FAK 206.526.5667
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DATE: 12-119-2018
SCALE: ON PLAN
DRAVM BY� NB
JOB:
SHEET:
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1 of 2 SHEETS
650 BeH Street Townhomel
SPECIAL INSPFCrIONS
ARE REMARED FOR DIE FOLLOWING
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650 Bell Street, Edmonds, WA 98020
Vicinitv Ma
General Notes:
Tub Insulation:
Vapor barrier on insulation installed behind bathtubs or other such areas. Where the backing of the
insulation does not press against the back of the gypsum wallboard or other covering, must be
urb"ked or have a backing with a flame spread rating not to Exceed 25 and a smoke density
rating nottoexceed46O. If unbacked insulation is used, a moisture barrier must be installed with
the same flame spread and smoke density rating stated above.
Egress Notes:
All windows labeled as egress on plan must meet the minimum requirements for egress windows.
Egress windows shall have a minimum net clear opening area of 5.7 SF. The minimum net clear
opening height shall be 224". The minimum net clear opening width shall be 20" height times the
width shall not be less than 5.7 sf. All windows labeled as egress shall have an opening height set
not more than 44" above finished floor levels per IBC 1030
Tempered Glazing Note:
Windows labeled tempered shall comply with chapter 24 of the IBC 2015 for manufactured label
designating the type and thickness of glass and safety glazing standard with which it compiles and
shall be visible on the final installation.
Fire Blocking Note
Provide 2x fireblocking at all concealed space of stud walls and partition including furred spaces, at
the ceiling and floor levels and at 10' maximum intervals both vertical and horizontal.
Shower notes
All shower receptors shall be tested for water tightness by filling with water to the level of the rough
threshold. The test plug shall be so placed that both upper and under sides of the sub pan shall be
subjected to the test at the point where it is clamped to the drain. Cement board will be used as a
base for the tile wall panels for tub shower. Water closet compartment walls type X gypsum back in
.card ishail be used . Type X gypsum board shall not be used in the following areas over a vapor
retarder in areas subject to continuous high humidity such as saunas steam moms or gang
showrooms on ceilings or frame spacing exceeds to 12 inches OC
Smoke Detector Note
A oke detectors shown on the documents to be installed per IBC 2015 915.2.1
All asiectors, to be labeled in accordance with UL 217. All detectors shall receive their primary
power frorn the building wiring and will be equipped with battery backup when the primary power is
interrupted. Where multiple detectors are shown on the plan the devices shall be interconnected in
such a manner that the activation of one alarm activate a I of he alarms in the residence
Ventilation Note
All house ventilation systems to comply with WSEC
Carbon Monoxide
Alarms all carbon monoxide detectors shall be installed per IBC 2015 section 915.2 refer to full
code for all requirements. All detectors to be labeled in accordance with UL 2034 for single station
alarms
G:rages Not
A. For ventilation system run time values between those listed, the factors G mges��firom the residential units lby-!,4�
am permitted to be determined by interpolation. be-, P -4', -th.1-Ghl -K,-
Extrapolatio be ond the table is prohibited bylaw. - - . I . W flh�
B n Y seps-Wr, :421 �11
IRC Tiable M1507.3.3(2) wall and ceiling
ntermittent whole house mechanical ventilation rate factors per IBC requirements.
Energ ode
Credits:
Option 2 Medium Dwelling Unit R46O..2
2 5 credits required with R-2 occupancy
Table R406 2 Summary of Credits claimed:
1. Efficient Building Envelope 0.5
2a Air leakage control and efficient ventilation 0 * 5
3d High Efficiency HVAC 10
18 Efficie4n W ler Heintinq -0-� 5
I CF__
T.-. adits c,.,�TL 2.5
Each unit shall have the following:
1 Ensvelope:
Roof: SIPS panels Min R38
Flat roof: R49
4.5" min R6.251in foam at underside of plywood
R28 � R21 min bait insulation below foam
Walls: Wor"JI'mme: Walls with R21 batt R21
Conic below grade: I" rigid (115) on outside face
to extend up to finish floor level, furred walls to have
1" of R5 rigid between cons: and 2x4 studs
with R15 bett R21
Windows: maximum U value 0.28
Mcirs: Slab under heated space to have continuous RIO
rigid insulation, with min. 2' high perimeter insulation
inside face of concrete walls RIO
Wood framed fir's over unheated space, (garages) R38
2. Space Heating:
Mini split system with inverter driven high efficient
HSPF eiec. heat pumps
3. Water Heating/Distribution:
High efficiency interior else. heat pump water heater, min. EF>2.0
that would supply DHW to all the units through a central water loop
insulated with R-8 minimum pipe insulation
Low flm water Mures throughout: showerhead and kitchen sink
faucets installed in the house shall be rated at 1.75 GPM or less. All
other lavatory faucets shall be rated at 1.0 GPM or less.
4. Air leakage control & efficient Ventilation
Per option 2a, Dwellings shall comply with M1507.3 of the IRC, am
,each required to be tested and verified as having an air leakage rate
not exceeding 3.0 air changes per hour, Table R406.2. Franstourse
a maximum 0.35 w1cim, and not interlocked with the mini split
system.
.,c,1.,.nI.c..I Ve.11H.U.. riherl
CFM Min efficacm of fan Max air
ow 'M
Re ds 100 2.8 CFMtwatt any
In line fan any 2.8 CFM/Watt any
Bathrm I Landry 90 2.8 CFM/waft any
The following components shall comply with WSEC
1. Exterior headers shall provide minimum insulation between heater and exterior
sheathing of R-1 0
2 Ducts am required to be insulated to a minimum of R-8 per R403.3.1.
3� Mechanical system piping is required to be insulated to a minimum of R-6, per
R403.4.
4 Hot water pipes am required to be insulated to a minimum of R-3, per R403.5.3
5� Mechanical ducts am required to be seal tested in accordance with 403.3.2. Testing
I. "'ply with WSU R&33.
6. 75% ofall permanently installed lighting shall be high -efficacy R404.1
Roof & below decks Insulation Criteria:
1. Roofing is not to peel and stick membrane set directly onto roof sheathing due to no roof
ventilation is provided
2. Spray foam insulation to be
a. Open cell, low density foam insulation.
b. Provide a thermal barrier, such as Inturnescent coating, on the underside of the spray
foam insulation prior to the installation ofthe fiberglass baft insulation.
Site/Parcel Data. Leaal Descrir).
LOTS 17 AND 18 BLOCK 98 OF THE PLAT OF CITY OF EDMONDS, ACCORDING TO THE PLAT
THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGES 39 AND 39A, RECORDS OF
SNOHOMISH COUNTY AUDITOR.
PARCEL No. 00434209801700
ADDRESS: 650 BELL STREET, EDMONDS, WASHINGTON 98020
Dryer Venting 570+
IMC Section aO4 the maximum length of dryer venting shall be per IMC SectioM*+502-4-4-4-
which allows a total length of 35 feet with a reduction for each dryer exhaust duct fitting used per
table Mq 00 4 4 4 and per the manufacturers instructions.. Where the exhaust duct is concealed
within the b Ming construction the equivalent length of the exhaust duct shall be provided with a
1`1
permanent label or tag within 6 feet of the interior connect point. Refer toftd5fierfor additional
requirements and exceptions
Water Heater Notes
In seism le zone 02 water heaters shall be anchored or strapped to resist horizontal displacement
do to earthqua�e motion Strapping shall be at points within the upper third and lower third of its
vertical dim nsion
Appliances capable of producing a spark or flame located in a garage sale be installed with the
pilot and bu mers or heating elements at least 18 inches above the floor surface. Natural gas fired
furnace and water heater to vent to the outside. Water heater to have press ure relief valve to drain
by gravity to outside.
In addition to required pressure relief valve an approved and listed expansion tank shall be
installed per the manufacturers specifications
Building Code Data
Grade Plane/Basement note: Building configured as four tmnhome(s) in one structure;
northern two townhomes are three stories mar basement, SW townhome is three stories,
BE townhome is two stories. See Grade Plane Bldg elevationslcalculation on A002
Building Encimure Note:
Bldg Ownership to remain under single Ownership, owner to submit documentation stating
this per City's requirements prior to issuance of building permit.
Building Code Compliance:
Building submitted under 2015 IBC as Type VB construction, fully sprinklered under NFPA 13R
based on 3 stories over a basement; grade plane d rawings & calculations are shown on A002.
Building Envelope:
Building will be built as an apartment building with the owner executing the sale prohibition
covenant per the requirements of RCW 64.34,101)(2).
Floor Area Summa
Overall Completed Floor Areas, I
FLOOR AREAS -L Unheated I Heat d
.Bell St. Game Lwel (list Floor) 773 _ 83
Entry Level 2nd Floor -- 1 1,781
3rdFloor 7661 2. 162
4th Floor 14DI 2, 821
Total floor areas 1,6791 7,047
General Contractor Notes:
1. The Contractor shall be responsible for safety in the area ofworking accordance with the applicable safety codes.
2 Refer to acoustical notes at partition schedule for staggering of outlet at acoustical partitions.
i The Contractor shall indemnify and hold The Owner and AD Shapiro Architects and their consultants harmless for injury or death to persons
or for damage to property caused by the negligence of the Contractor, his agents, employees or subcontractors.
4. Each contractor shall be responsible for damage to adjacentwork and shall repair said damage at his own expense.
5. Mechanical and Electrical are design build and am under separate permit.
6. Codes : All work shall conform to the applicable building codes and ordinances in case of any conflict where the methods or standards of
ins ladation of the materials specified do not equal or exceed the requirements of the laws or ordinances, the laws or ordinances shall govern.
No ify the Architect or all conflicts in writing.
7. Any work installed in conflict with these drawings shall be corrected by the contractor at no expense to The Owner or AD Shapiro Architects.
7. Use GWB metal trim at all corners and edges. Paint to match adjacent wall.
8. At com petition of the work, remove all debris from the site, leaving the space clean, wash all windows and glass, polish all hardware.
Replace and patch areas of ceiling damaged due to lighting installation or mechanical adjustment
9. Contractor is responsible for all necessary penits and fees.
10. Contractor to submit a list of proposed product submittals and shop drawings to AD Shapiro Architects for approval,
11. All products and rials specified in the drawings (wlexception to specific finish colors and flooring), are intended to be on an "or equal"
mate �lfthout delay of schedule. 11. The
basis. Any proposed substitutions must be submitted to and AD Shapiro Architects in writing for approval
Contractor shall verify location of all utilities at the site and protect them from damage and report any discrepancies to the amhltect prior to
construction
12. The Contractor shall provide all shoring, barricading and bming necessary to ensure the structural stability of the building, (under
construction or Existing).
, 3. The Contractor shall proIide temporary facilities as required by code.
Dimensions
1. All information shown on the drawings relative to existing conditions is given as the best present knowledge, but without guarantee of
accuracy. The contractor shall field verify existing condition and dimensions and shall notify AD Shaphro Anch itects of any discrepancies or
conditions adversely affecting the design prior to proceeding whir the work.
2. Dimensions of plans are typical to the centerline of columns, grid, face of concrete, face of studs, or face of exterior steel walls, unless noted
otherwise, Roug h framing of doors without location dimensions are to be 6" from the face of the adjacent partition or centered between
partitions.
3. Do not scale drawings: the contractor shall use dimension shown on the dravings and actual field measurements. Notify AD Shapiro
Architects if discrepancies am found.
4. Coordination: The general contractor shall be responsible fo, the verification and coordination of the work of all trades to assure compliance
with the drawing '
5- Construct walls plumb and square with the existing structureand new construction unless noted otherwise.
Fire Protection
1. If necessary, provide fire protection at all penetrations of fire rated elements as required by code.
Construction
1. Contractor shall investigate and verify location of structural, mechanical and electoral elements and other existing conditions prior to
beginning the work.
2. The contractor sl�al I be responsible for providing all wall blocking and backing required for wall and ceiling mounted items.
3. All new construction shall be stabilized against lateral movement in accordance with the requirements of the latest adopted edition of the
IRO. Max. distance acceptable braces shall be 12'-U'OC.
4. Them shall be no exposed pipe . conduits, ducts vents etc. All such lines shall be concealed or furred and finished, unless noted as exposed
on construction drawings.
5. offset studs where required so that finish wall surfaces will ba flush.
6. Provide galvanic isolation between dissimilar metals.
7. General contractor is to coordinate with electrical and plumbhg contractor for all required concrete slab cutting for under floor electrical and
plumbing runs.
8. General contractor to furnish all necessary wood blocking for a complete and secure installation.
Finishes
1. All pa . nt and like flnishes shall be applied in accordance withthe manufacturers recommendations.
2 R r to acoustical notes at partition type schedule for sealing partitions at floor and ceiling lines prior to installing carpet and ceiling tile.
I Cefrepet contractor shall furnish and install rubber reducer strips at all locations where carpet and resilient flooring meet. Provide color
samples for approval.
4. Prepare floor per flooring and carpet manufacturer's recommendations to provide level area for flooring installation and level flooring
transitions.
Mechanical and Elechical
1. Mechanical and electrical contractors shall be responsible to maintain compliance with applicable codes and standards and obtain all
necessary permits and approvals.
2. Deviations from dimensioned location must be approved by the architect.
3. Telephorreletectrical outlets shall be mounted vertically at +18" from the center of the outlet to the finished floor unless noted otherwise. If
necessary existing outlets to remain should be raised to new required height.
4 Stagger outlets at acoustical partition. per note at partition schedule.
a S ecial heights are noted adjacent to the outlet.
6. Dip ensions to and from electrical outlets indicates maximum of6r' from center of electrical outlet to center of telephone outlet.
7. Discrepancies between existing condition and contract documents must be called to the attention of AD Shapiro Architects.
S. Contractor shall coordinate all service outages with the owner, and/or tenant prior to the outage.
Casework and Millwork
1. All mill.ork (woodwork and cabinetry) specified on these drawings shall be furnished and installed by the millwork contracton(s) unless
otherwise noted.
I
2 . Millwork contractor shall be responsible for fin :hing all millwork in his shop. Do not field finish.
3. Millwork contractor shall submit two, (2) finish amptes,12x12 in size, of each finish specified for AD Shapiro Architects approval prior to
fabrication.
4 . Millwork contractor shall submit shop drawings and specification for A.D. Shapiro Architect's approval prior to fabrication. AD Shapiro
Amhltects reserves the right to reject any millwork items that have been fabricated without approved shop drawings.
5. All materials and workmanship must b equal in ail respects to the standards set forth in the Architectural Woodworking Quality Standards
,-NCRET�WALK
and Architectural Woodworking Institute ' (AWI). Most current edition published by the AWI and the standards set by the project team. 6.
-- - -----------
Plywood shall bear the grade and trademark identification of the American Plywood Association, (APA)
7. Part board backing shall be permitted in a as of the caseNork that am not visible.
veneem
it. All within panelfacesshall beone pleceffitches; however should joints berequired, theyshallbe end matched andforslip matched
as approved by the architect.
Submit the for approval to show variation range
Alley asphalt
;T
9 . samplest architect grain priorto proceeding.
10. Provide cut_outs in millwork as required for all electrical items. Verify all requirements prior to fabrication.
Corner
FVA&
11. Fit and secure cabinet hardware per manufacturers printed instructions. Exercise caution not to mar or injure surfaces. Repair any and all
damaged surfaces to fike-new condition.
a. baci�, Required
L--
A6aL
I . All illwork electrical material, workmanship, & installations shall be conformance with applicable local, state and National Ordinances and (j)
Codes. All material and fixtures to be UL approved. Sidesw/C� J
I!e P10
= 1 po.
13. General contractor to furnish all recessarywood blockingbra completeand secure installation. Rear
CrrY OF EDMO
BUILDING DEPARTMEN'
WORK :nWr�t�QM :T-
ADDRIESS--&� LL-E�Z
... _._ ._ar- 0),
OWNER �lr M,-� 7-
1
�i
4
Utx� I
i-
L
Arar-
APPROVED DATE:
MBEFC8
8
Building Height
as ofwork
Calculations
Proiect Team
1=1', 3=
Sheet Index
BLDG. OFFICIAL
BUILDING HEIGHT CALCULATIONS
PIERAIRT
NIL
CORNER ELEV
Owner:
Civil Engineer.,
AOO1 Cover Sheet
;11 C-1
NE corner 504.5 ft.
Voris Bell Street U-C
DCG Civil Structural Engineering
A002 Code Plans
-DL-D
NW corner 501.4 ft.
Charles Von Goedert
Ben Iddins, PE
A003 Demolition Plan and notes
SW corner 511.5 ft.
440 12th Place North
15029 Bothell Way, NE
A101 tat Floor Level, 2rd Floor Level
SE corner 51641 fta
Edmonds, WA 98020
Lake Forest Park, WA 98155
A102 3rd Floor Level, 4th Floor Level
Total 2.Oa3.5 ft.
Charles_von@wmcast.net
ben@dcgengr.com
At 03 Roof Plan, Roof Details, Door Schedule, Roof-fruss Section
Average grade 5G8.4 ft.
(425) 28M625
(206) 523-0024
A201 East and South Building Elevations, Window Schedule, 3D View
A202 West North Building Elevations, Window, Schedule
25.0 ft.
M= flar rom allowable elevation 533.4 ft
`SQrtractor
Surveyor:
and AP 4PR
A301 Building Section Looking East, Partition Types
�D
Max sloped roof elevation W87 ft.
M ft4y Devegment
a
4 Site Surveying, U-C
A302 Bui ding Sections Looking North, South and Thru Stairs
Rob ad
rd
Chris Fox
A501 Architectural Details
Fle-suE.i7.-tuiR Rim of SSMH at 7th Ave and alley 520.1 ft.
42001 h Street SW
Lynn o WA
ARo,H yDevco.com
rr�
Z
1336 57th Drive Southeast
Auburn, WA 98092
4sitesuNey*ing@comcast.net
Scope of Work
Zoning/Site/Landscape Calcs
)774-22
(206) 832-9158
Demolish existing residence and construct new single building housing four townhome
Site Calculations
Architect:
Geotachnical Engineering:
units. Contractor & Geotechnical Engineer to verify the necessity of shoring at the NE
Zoning RM1.5
AD Shapiro Architects PS
PanGeo Inc.
corner adjacent to the existing multi family building to the east.
Building H.igt 2V
Tony Shapiro, AIA
H Michael Xue, PE
Max. Bldg. Ht with 4/12 sloped roof 39
1207 N. 200th Street, Suite 105
3213 Eastlake Ave E, Suite B
Garage access to be from Bell Street with new curb cut, and from alley on the south side of
Setbacks
Shoreline, WA 98133
Seattle, WA 98102
property.
Front/Rear 15' 16.30.030
tonys@adshapi-.c-
(208) 262 0370
Side I a 1 6.30.030
(425) 778-5400
1 Sanitary Sewer: Existing side sewer connection to be utilized, (located in the alley)
.1
Building Coverage 45% 6.30.030 TbI A
SITE AREA CALCULATIONS I Percent of
structural
Mitch 11 En i in [no
Acoustical Consultant
To be determined outside of architectural scope
i 13R fire sprinkler system
a ig n r g,
Mike Mitchell PE
7821 - 168th Avenue N.E. Envelop Consultant Ueterred bubmittals:
Redmond, Washington 98052 To be determined, outside of architectural 1. Mechanical and plumbing permit
mitchellenginee(inginc@comcast.net scope of work 2. Electrical permit: To be completed under a separate permit by the Washington State
(425) 747-1500 Department of Labor & Industries
3. Fire Alan: To be completed under a separate permit.
Note: Deferred submittals and separate permits must be reviewed and approved prior to
Parking Calcs the performance of an inspection of the floor slab or framing.
(2) parking stalls am provided for each unit Issue for Permit
61 Z
SHEET TITLE
Cover Sheet
RMOUB
JUN 17 2019
112MMT-16r
SCALE:
DRAVIIN BY:
1" = lly�w
ADS
DATE:
CHECKED BY:
12121/18
ADS
PROJ. No:
12683-00
SHEET No:
Demolition Permit Documents
Demolition Notes:
1. All debris shall be properly stored on site or removed from the
construction site daily,
Z All d molition work shall be performed in accordance with Cly
regu at a
rms.
1 The contractor shall remove all pipes and sleeves below and above
grade.
4. Contractor shall remove all demolition not implied or speciffied! on
dra.ing" or specifications and to include such costs in bid unless otherwise
advised
5, The contractor shall coordinate removal and capping of all existing links
to off-eflai data, power, gas, sanitary/storm sewer and water witi each utility
and provider.
6: Relar to and comply with all other plans including, but not limited to Civil
Engineering City erosion cc rod requirements, including for the excavation
and removai of existing founnation, and the stabilization of the iste after
demolition is complete.
7. Maintain all public ways adjacent to the site in a clean and orderly
fashion.
8: Provide all labor, material, equipment and services and perform all
operations required for complete demolition and related work as described
and specified herein, and as may be reasonably implied as necessary to
complete the work in all respects.
9i Work shall conform to the latest edition of all applicable reference
specifications and to governing building codes and requirements of
authorities having jurisdiction.
10. Jobsits inspection must be conducted to examine existing conditions, to
determine nature and scope of work or any difficulties that might arise at
time Of work * Exercise extreme care during demolition so as not to damage
construction and other structures that am intended to remain. Anything
damaged at time of work is to be repaired and/or replaced to match existing
construction at contractors' expense.
, 1. Contractor to provide dust protection and cleam-up of public ways as
required by City and State regulations.
12. When demolition takes place, should any work affect the integrity of
adjacent and/or off -site structures, work must stop immediately notify the
owner and architect immediately.
Citv Demolition Notes:
1. Contact the City Water Department regarding water meter protection or
removal 425-771-0220 ext. 1647.
2. he sewer line cap (at the property line) is required to be inspected by the
City. Cal 425-771-0220 sort. 1326. Sewer laterals may only be capped with a
Q0 sct size screw plug (a concrete patch is not permitted).
3. Temporary erosion control is required prior to, during and post demolition
work. See: Erosion Standards
4. All materials must be dumped at approved dump sites.
5. The street is to be clean of debris, vegetation, and gi�rbage at all times.
6. The side sewer must be capped at the property line onspecton approval
required).
7 The lot must be graded back to the oNginat grade contours.
8: Underground tanks are to be pumped, cleaned, capped or removed
(separate permit required).
9. Septic tanks am to be pumped, collapsed and removed andlor filled with
earth, sand, concrete, CDF or hard slurry.
110. The City shall require repair, or restitution of, any public property damaged
during the work.
11 The City encourages recycling of demolition and construction materials.
Puget Sound Clean Air Agency
Before you can legally start any demolition (or most renovation) proj-ts,
you MUST meet these asbestos requirements:
Conduct an Asbestos Survey
This survey must be conducted by an AHERA*-certified building inspector. You can
search for them on the web or in phone books under "Asbestos Consulting and
Testii The results of the survey must either be posted at the work site or
communicated in writing to anyone who may come into contact with the material.
File a Notification
You m ust file a completed notification and pay a fee to the Puget Sound Clean Air
Agency at —oscleanair. om/asbestos before you begin demolition.
Properly Remove Asbestos
All asbestos -containing materials must be removed from the structure by an asbestos
contractor prior to demolition.
Contact the Puget Sound Clean Air Agency at —oscleanair—mebestoE or call
206�6894058.
Sheet Index
A003 Demolition Cover Sheet, Demolition Plan
Survey PrcjectSurvey
C01 Civil Cover Sheet and TESC Plan
Disconnect existing overhead power
and data lines
W W
Cap existing water line at meter
Bell Street
� - -I--
W
— W W
-w—
Demolish misting wood frame residence
and foundation, prior to excavation of �
existing foundan on, verify them will be no
ii— I--,- - --
Note: refer to civil drawing C01 for flag
note definitions, TESP
Lo
52
Remove existing side sewer line
ZI
1P co
Cap existing side sewer, and prop for
future link to new construction
0 Q
1
19.6,
T
4.
4
XE5
X-7 X
X
Tt�ll
-
Oi
W OOD
STEPS
V
WOOD
PORCHI
X
6.2' 1
.0
C:)
EN
0
Zw— 0
00
ICY)
�2
20
0
0
to
0
0
is
51 4—
4-0
LU
U)
0
0
is
Lo
0
Lo
c,
6.5'
3 egiste d
5C C it
W DAWIRO
t Washii n
X 2
ca
512
X
51A
Of
A-1-1s,
T N—J—\ 516
CID 61
11 Z
1,-, 0-�
ASPHALT F\—I-
DRIVEWAY X /
N89
4
EDGE OF PAVEME
Paved alley
r4-\ Demolition Site Plan
Note.
This demolition submittal is to augment the overall application for building permit made
for this sitelproject, to the City of Edmonds in December 2018.
'�J
X
.0 11
4?- SS its
SHEET TITLE
Code Data, E"'olftion Site Plan,
Wind— Schedule
JUN 17 2013
—&W rw 0 a I
SCALE: DRAWN BY:
116, = T-17, Author
DATE: CHECKED BY:
12121/18 Checker
PROIJ ' No:
12583.00
SHEET No:
Permit revisions A003
Property Address: 650 Bell St, SOO 01
ColdidoludFlaIrAree! 1268 gwra,- 06/ 06/ 2019
sadder or Mind ... it designe proloni ... I
AD Shapiro Architects PS
QW.U: V.dld R� 38 Fl..ro Omourroodidirandayssi
Ank R-_±9 Slab o. limit. a... R.__10
wslu; Al,uv, amid, fir 21 seen: 46%glazed, 22"x64!' R. .39
Mr.,
110—, R- 5 R-
U�F.—omISHOC
NrRC ng Wi�d— U. .28 SIIGC- NIA
Skyligl,,, U. NA SIIGC- NIA
Tablk.40VOM-0) 2.5-dAs
sy-i—
I Type
to , ists" mm.— drim high off Else. heat
Honing
p�.p,g.OHSPF,hi,hUfa�,�..35..ft�/�t.
.A
DIM
High efficiency electric heat pump
EF TO
D.0 & ftd1dioA&L.k#,,
All HVAC i. —diii—d — ((BY —) R-
2,268sfX4CfW100sF
T.AT.Pis 908 CM@25P. I..,tR..tt_CFM@25P.
Buildi,g,irlmkngemrgo:ACR,<5.0-TmWl�knp:ACH,- >S.OACH
system": lind.onourgereenumn _K,,h
Property Address. 650 Bell St,, Suite 201
ProparlyAddrins: 06gailst'S'da"301
Ca.dPAa.,dFl�.A..t a— as 06 i0ig
Comild ... is Floss, Areal a.. OS[OS/ 2019
Budider or prefientomill;
Build. or reentered dwlja professional;
AD Shoplar Architects PS
AD Shapiro Arciftects PS
54"wou",
M7
47,11he, Visited R-_L8 Flosso Ormuseenfilownst spece R, 38
C,W,V: Vaulted R, SO Mo. Ovuenonadid .. dpam R- 38
Are. it, 49 fil.b.nrod.fl—W 10
Aid, A �49 Slab .. gned. he., R._LO
..In Above tionle g.�. 21 peone 4591.glaaaadtmM*�W fe..�..39
ju Abowgnulc i �juo_ 45-Willazed, nox64' R7_.39
Dd.w. In, —R--
Below, I. Ill _R-_
—R--
lealres... R� 5
-M
17-FITt"
NFRC ialiq (.1) Windows U. ;28 SHGC- NIA
NrRC mting(or) Window, U. .28 glGC- N/A
D,f..I, .,i.g am,,, Skylilds, U._.tLA SPIGC-7A
D1fi.l1.tirg(A---1111rM Skylight, U _
__�jA SHGC. N/A
.on U-NaTIng OW7 -is
Tabl�406.20pd.,(,) R-acccull'a-cy-
0,1 () Medswe"log,"" T_,p&2,d,, 2.5 credits
rob/140( P — F1.1 =11—ply —
11"IM, Cooling & 9—ii, Hot Were,
�slow
I
Mini split with Invener d4o high eff. Elec. heart
Miri with inverter d0rhigh eff. Elec. he.
Heading
pump, 9.0 HSPF, high off fan, ax .35 watWcfm
Headline
Pum HSPF. high eft tan, mr-316 onitfuld.
I
"0"1"'
NA
Conlin
NA
D1lW
High efficiency electric heat purnp
In. EF 2,0
D11W
HIgh efficiency electric heat pump
El,�u
All do. & HVAC in —difl.-od o-ra QY 1-1.1ion R- 8
Altdni, A, HVAP in wo,difiondpew, (& ne) 8
Ai,h.rdlo,.o.1g&-) Z2646194dm/10061
Ai,loo,dro,poerre ((E)/.) 11MOX401m)IOGS!
1111,J 904 CRA025ft real xsew'—CFMO25ft
T.dT.'l,.t 570 CFMQ25ft roslvtwel'—'-(��-'
>3.OACH
B��ildi�g,iluk,g,tgW.ACH.<5.6-i�ldlmkupwACH� 10ACH
Onxioris
,ypc: Rfd.n.algenerafir . ...... �K-h
sys— ryp�.
Property Add : 650 Bell Stj Suite 401
Candid ... IM ... A— andes 06/ 061 2019
13111,11— registered dedifin piolond .. 1:
AD Shapi. Architects PS C� 4—, 1
Sfr...-
uru; vaulted 38 yesero 0w,did,u,dpa=g, 38
Aid, R� 49 Sfirb.srdefl..rlt,�_10
Alnoognud, ltm�_ 21 U_u 45%glmed�MSN' R�...�39
Below. in,
Mr., r." ll� 5
U-F.— ..d SMGC
NFRCwlir9(.) Wi.d.- U-_.Lg_ SllGC- N/A
Dea.11 r.9 —�k A —c —i Sk,li&� 1-1- MA SHGC- NIA
... —eng rR
T.blr4fi6.20l`4.(') ,,d4,6.2,,,1, 2.5crsdil�
,qeadog, C,,11,,g & Voor,d. Be, livale,
sy't"
I Tr .
M w,y
Win splitwit invanord n l; a , ec. eat
Hearing
pump. 9.0 HSFF. high sit fan, mee.35 wassVemn
NA
pel,
High efficiency electric heat pump
mir. EF 2.0
Allda-&HVAC!acdndifi.qedTn&- MAW- 11-
Ai1h.e,dk1,ome.d ((E)I..) 1,0756f x4dorlIGOV!
432 CFM@25P. real broo.11—cl.@-sp.
3.OACH
system low: R.fid —.1 gymentridn Keh
C-4
E
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001
OD
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LE,
0
4-a
CO
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gt
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q I
0
L
SHEET TITLE
Code Data, Energy Compliance Carl
RESUM
JUN 17 2019
-&W9%-M—ON6-8
SCALE:
DRAWN BY:
Author
DATE:
CHECKED BY:
12121118
Checker
PROJ' No:
12683-00
SHEET No:
Permit revisions A u" 0 4
A2 I
391 - 9'
19, - 10 UZI
4--
10'- 1112"
101 1 1/2" 4'- 01' 4'- 0" T- 11"
Ir
7.21
Else wall heater, provide min R10 rigid
insulation between back of unit and
face of sheathing, typical all locations
n.
WWl 1
104
Rec Room
904
E2
lo
5- 4-
T-5- t 8'-11/2'
81-1 ire t 2!-1' 4' - 0-
103A) � fl"O?
P
203
st...9
till
5! - 7 112"
-III
_M3. 6
wil 1i I I r ME- I I- - I E
�nLg�� 2nd Floo�r�
It _ _O�
Window Schedule
Sa'e'T
�
�
�G
Win No�
Description
Width
Height
C
Comments
01
Casement with Trim
2'-6"
6�-(Y'
14
SG
Egress Window Comply with fBC 1015.8 fall protection, IBC 1030.1 min cir
Width: 20", min cir height: 2,V', min area: 5.7 sf
02
Fixed with Trim
5�-Z'
6.4.
S6
03
Fixed with Trim
4!-U'
T-O"
4
04
Awning with Trim
2'-6"
V-10"
12
05
Fixed with Trim
5'-2"
3'-0"
4
06
Awning with Trim
41-01,
V-01'
2_
07
Fixed with Trim
2'-&'
6'-0"
8
S��-
08
F�ixed with Trim
4'-0"
6'-0"
8
SG
09
Casement with Trim
2'-0"
6.41
10
SG
Egress window Comply With IBC 1 015.8 fall protection, IBC 1 0.1mincir
width: 20", min clr height'. 24", min area: 5.7 sf
10
Awning with Trim
2!-0"
V-4i"
11
Casement with Trim
Z-6"
Y-4--
Egress window IBC 1030.1 min cir width: 20", min clir height: 24", min area:
5.7 sf
M.M., -M
HIP
6
z
SHEET TITLE
Entry Level, (2nd Floor)
MIESUM
JUN 17 2019
"'MMOWMIlIr
SCALE: DRAWN BY.
1/4., = 1 �iy ADS
DATE: CHECKED BY:
1202111 a ADS
PROJ. No:
12583-00
SHEET No:
Al 01
I
19, - 10 1/Z' 19, - 10 110
PW3 1. , F- PAP
39
JSG�]
b .
F
Sc V2
s'
@)
Ell
I
I s'
Sc
Lj
F Fardly L�j
11
Ls Fami
217
Line of high sloped ceiling I
above, typical
I
L
Q
SG
@)
-c�
-5 =6
pla—m
M 21-5 bo
100 cfm
100.fm 2 9 SG
—SG hood
cod
==
1,
2
F-
-CB-
V,,i
r
T]
R-Mifl FT
2
'2
2'. 911
stma Dil WW13
113-1
bN $tnmqe
213,1
213
�3
WWn
a-L3
214-A
5' - 3-
Nwal @ 1G-1
8 114"
FWW-137 VVWOI 4--01'
SG 11 4A
214A
LLM
L14
SG
4-1
LEJ
21 1 2
SG ;o
VM111
Q
:4r
Bad. 2
MW
�27
S egress -
..2 agree.
407
2
Heat pump/elec, water heater,
0 typical each unit, provide drip
tray/draln, and seismic strapping,
tvpical (4) locations
Bath 2 WM
Won
4GB f2 VVW13
2
DSJ
�2
Z,
WMI
WH
2g[L3
S1,04 Hall
energy certificate
mounting location
WSEC residential
energy certificate
WWO Hall
mounting location
�26
26A
40
-CD
SG
inn If.
R hood
0 0
0 1100cirn—
W. F
0 hood .']
fGT
2
03
220 totchen
Kitchen To
L
2
z,,
411
SG
Wmi
- - - - - - - -
Moll
-- - - - - - - - - -
- - - - - -
7
0.. 1.21
1:21
r.
��4 �Wwli
I
2L2
Win
@)
I
WN1
SG
Si SG
SG SG
WMl
III HI
SG_ SG
��l
. . . SG
11 - 3 11Z'
V- 7"
I - � 110
T-2"
IT - 10 112*
39.-1.
3 n2
12'- 7 1/2" 7--3- 7'- 3- 12'- 7 11/2�
11 9. 4'- (Y' 6! - 10 M" (y 10 3(4" 41 6-1034, 6 10 1&1 4'- 0' 11
SG SG g. SG Gj
'air
lie, � 10 1/2'— 0
SG ri;�) -
[�2) 1 VVVVUI
F
egress eg SG 2
I D-- I D-.
M
112
SG CN
109
Bedn 2 2 E
209 00
Ci M
3 [C2 0 Pv-, c)
Sig) , IS
210 SG :
w Ceiling mounted fan vent to rior. <
ED typical all toileblaundry/ran a a. Birth 1 Bath I
n
eat — gq5
I MIT sesenerglycodefa crit Bon 110 M
A001 cover sh b, 6, z�
0
0
COD
13ath2 2M T 0
13 106C VM13
108
SG
Hal
(D Uj
Hall
TUB
211D 208
Y vmi 61 08
MI 101 its 10
-F- A 79
WV,122 WWn 6 0
IDS fj' j m
106.1 Stoo. r2
ra 206.1 1 Ar" -
WM 6
WVW CO C'I
air 2 D
LO LO z
"I M�1111
Heat pu
VM13 "lo .g'ur', I FWW we r heater
�vide amphw ter hea�'e zo
.. un t, prov it.
typical emc,
drip tray/drain, and selsm! lo74 07 drip tray/drain, and
strapping '-9 1 1/2" 2'- 9 . Iff seismic strapping g
Badmn I Bad. I
c� JQ7
WSEG residential energy WSEC residential energy
I ciallftelle mounting loicalim certificate mounting location
107
3 egiste d
WM;
F.-
it t
agrees Bedint I t
SG
Washingt n
3
& Birth 2 SGI
D vent 11
1,,� or, typic!l 16
e)Zrj 0
;o
VMDI
m
VM
WMI 2kLh
. . . . . . . .....
13,11, 1 DS
0
5'- 6 1/7
Zola
Hall F-
311
N
]2.113
E E
d E
7 4";
8
S
z
SHEET TITLE
Upper Garage Level, (3rd Floor)
J.
JUN 17 2019
SCALE: D N
RAW BY:
1/4- 1 -(r ADS
J. DATE: CHE KED BY:
-lot.-
1�-71111
ADSC
1212111
PROJ. No*
91 11 11z' 91 11 111z' 12583-00
SHEET No:
ig.-IONT, 191-1,01a.
39"- 9"
e Level, (3rd Floor) Will Al 02
1--/ 1/4" 1,_()" Permit revisions
Door Schedule
CH
� Type
Hdwr
Frame
Comments
Type
IOIA
49
3'-U' 16'-8"
20 Min
101B
46
16'-0" 17'-0"
102A
25
Z-O" 16'-&'
f0_2B
6
3-4-
V-V'
103A
6
V-13"
IT-S'
-iO-3 —B
6
—3--0"
9-9'
—5
2'-6"
6.4.
105
5
2'-6"
V-13"
106A
6
3'-U'
V-13"
106B
25
2'-U'
V-13"
106C
5
Z-6"
V-8"
106D
20
V-0"
6'-&'
107A
5
2'-6'
6'-8!'
107B
9
2'4"
6'-8!'
107C
23
4!-0"
T-13"
107D
23
4!-0"
V-13"
108
5
2'-T
6-8"
109
5
2'-V'
V-8"
110
9
2W
6-8"
Ill
25
Z-O"
T-8"
112
25
2'-0"
V-8"
113
6
T-O"
V-8"
114A
36
V-10"
6-8"
114A
5
Z-16"
6-8"
201A
49
V-10"
V-13"
20 Min
201 B
46
164'
T-O"
202A
25
T-O"
T-V'
202B
6
V-10"
T-T
203A.
6
3-4'
6-8"
203B
6
V-17'
6-8"
204
5
2'-6"
U-15"
iO5
5
Z-V
6-9-
6
3'-0"
6-9'
06B
25
12'-0"
V-8-
206C
5
2-6"
V-8"
[206A
2206 D
20
&-(7-
6-8"
-2iO7A
0
—
5
YT
-e-8—"
207B
20
9
2�
Z07C
23
4 �-O
6_V1
OD
3
T-V�
-YO-8—
—5
2 6
-6-8
Door Schedule
H
Type
Door
Fire
Rating
Hdwr
Frame
Comments
Width I Height ]
Type
209
5
2'-6"
6'-8!'
210
9
2'4"
6'-8!'
211
25
Z-10"
6-191"
-2-12
25
2--g-
V-13"
213
6
T-V'
6-13"
214A
36
6-0"
6-8"
214A
5
Z-13"
6'-V'
301A,
6
3-4-
6'-8!'
301 B
25
Z-O"
6�-V'
302A
5
Z-15"
6'-8"
302B
38
6-8"
6'-8"
311B
49
T-O"
T-9'
20 Min
312
46
IV-O"
7'-U'
313
26
7-2"
6'-V'
314A
5
7-15"
9-9'
314B
5
Z-15"
6'-T
315A
13
2-6"
6'-V'
315B
47
T-O"
6'-V'
322
42
V-13"
9-9'
326A
23
4'-0"
6'-V'
326B
5
2'-T
6'-V'
327A,
5
2'-&"
6-8"
327B
23
W-9'
6'-8!'
328
9
2'-4"
6-8"
329
25
Z-O"
6-8"
401A
6
3!-U'
6'-8!'
TO I B
49
T-O"
6'-8!'
20 Min
402
46
16-10"
7'-U'
403
26
Z-2"
6'-T
404A
5
2'-T
V-W
404B
5
Z-6"
6-8"
405A
13
2'-6'_
6-87
405B
47
V-0"
6-8--
406A
23
j4'-U'
j6'-V'
406B
5
2'-T
16'-8!'
407A
5
2'-T
6'-8!'
407B
23
R-10"
6'-V'
408
9
24"
6-9'
1
409
225
T-O"
6-T
412
42
6-9'16-8r"
WRB, lap over PVC roofing
34'drainage cavity
FCB siding
Cont bug screen vent strip
PVC roofing, extend up wait
to underlap RWB &'min
Roof overframing for
sloped cricket at raised
roof area SIPS
and rigid roof
tion, see bldg
T'� Panel Wall Transition
3 R
Rod insul
, AL ........ sections
18'.. type X g
around trusses and seal with 3M fire
5barrier sealant CP 25WB extent to
underside of roof sh,eathi�g each side
of wall
Solid 2x blkg at top
1-1/2" mineral wool fire block cont.
'u"bon "' ""
g b a h d notch
If
w . a c a' ehh ZIM ire
Sses nd sea' w
'l-nt CP 25WB - extent to
of roof a heathing each side
kg at top of wa�l
q at ceiling, mech fasten to framing
Wood trusses, see struct
Wall type per plan
RcLof Fit. A-,
532'-0"
GA file No: WIP 5512 q 5/&'gwb ceiling
1 hr fire rated GA file N,
Cont sealant per acoustical I Hrflrer
(1) layer 5/8" type X gw1b each
sideofwall
Sheathing per struct
(2-3A lar to Roof Truss Trusses oemendicular to wall �rallel to I
(24)-1 �Q�a"
6
SIPS roof
baywindow(s) typ
SIPS
typic
oute
—Sup-
S P,
P;
�4M Bay
2
L L
Crds
for a
Y^3
gg�lqrt "T pical Roof Truss looking North
1/2 = 1 0
1/4* / V-O"
Mini
mum ch
S
Outlineofe;
Typical overhang at SIPS panels
SIPS roof
N
P
DS
F_ _jj
Jenotes fire retardant treated
on each side of the dernisind wall
led roofing th
roughout
below, typical
SIPS roaf 17SIPS f
Detail of side wall transition to
roofing, typical (4) Places
r,,-, Roof Plan
Roofing see roof plan
Roof insulation, see bldg sections
Fire retardant treated roof
sheathing at dernising walls, sea,�
for location 8 extent `��5
2- 3 1,.?"
519'type X GWB each side wall
1-10mineral wool fire block cont.
at calling, mech fasten to framing
Cont blkg between roof
trusses/top plate extend to
roof sheathing Painted soffit, type x
Wall type per plan GWB
Cont strip venting,
min 50% efficient
Trusses parallel to wall Sealant covejoint over bond breaker
5 !§C�R e Detai
= , _rpf Edq
awl
bay windows) trip
0
MIX,
E
C,4
0
CO
0)
<
0 c
10)
>
<
>
A302
0
Cli
_0
C:
0
cu
4—j
lu
-10
4-
Cn V
U)
00
c
C)
Lr)
C:)
Ef
0
LO
Z
Q0
cl
F"—
Class C roofing comprised of SIBS
modified bitumen roofing system
applied to prepared substrate
specified by roofing mfg.
Self adhered roof underlayment
Sea[ edge of roofing ply with
compatible roof mastic
r3 egister d
it t
WD. WIRO
gt
...h-In
t Washin t n
all
E E
6
Z
SHEET TITLE
Roof Plan, Details
24 ga sheet metal drip edge, extend
below underlayment
JUN 17 2019
Gutter mounting thru sheathing into
bIk9
Cont pre finished gutter/do.nspout
with,no horizontal attachments to
SCALE: DRAWN BY:
faso a, See roof plan for location at
As indicated ADS
east and west facade
DATE: CHECKED BY;
24 go pro finished sht metal fascia
ADS
behind gutter
12121118
C. WRB
PRO.I. No:
Cont butyl sealant between fascia
12583-00
metal and lower cleat
SHEET No:
Al 03
Jill Roof PL
qL/ 532'-U'
��Fl�or
623 0
! th or
5L23
3Ld Floor
61 4,-0..
r d?e Plap E�-ast Elevation
V_O
P' Pla�e South Elevation
9 MV! 1 i_0
Floor bj
4-961-Y
�th Fl�,
_0
52
8 Gr;� Pla a North Elevation
0
Overall grade plane average, 510.4+504.6+496.0+514.0 = 2,025.0 / 4 = 506.2 grade plane elevation
& V e �Level
RI e18
I st �Floor Area �Plan
M
_
_ 1?0
2 Floor Areas
1
U�ated
�
FL 11 A=�
Heated
Bell St. Ga a Leyal, (Ist Ficoo
773
M
r ntry gT d Floor
ej7
1,781
3rd Floor
2.162
4th Floor
2,821
Total floo areas
1,67U
7,047
=,I, 01�ralsalld Ale,
SutitFe,,201' Heated Area
li n
s , _Ora a
141
2nd Fir
712
2nd Fit
708
3rd Flr
726
3rd Flr
726
4th Fir
889
7F —Flr
'89
Total
2,268
Total
--
Suite 301, Heated Area
SUIO 1, Heated Area
2nd Fir Ent!y
101V -----F-355
3rd Fit
4th Fir
720
An Fir
I otal
1,G75
Total
1,440
0 � 10 0 0 F �=d i I I
�7,� �rdFloor Area Plan
�3�
1 hr. clemising wall
E(N
p
0
0
_r_
00
CF)
C:
<
0
0
E
4-j
-a
w
U)
C)
LO
—OD
a Plan
,8% �e
1�0
_ �nd FloorAr�
co 1
f-
I,-:
C') �
m 2
co
C-4 I
t
o
z
c)
mmmwld-ft-�
[f
10 te td
t�g Wtj7 irtd
t
MirIRO
hingt n
6
z
LO
-u�
SHEET TITLE
Code Plans
R
00
0
0
RESUM
JUN 17 2019
I hr. dernising wall
SCALE: DRAWN BY:
1/8" = 1�9,
Author
L
DATE:
CHECKED BY:
Checker
Deck
_12/21118
PROJ. No:
12583-00
58 SF
SHEET No:
4 Lt/h logE gea Plan
A002
,VA,,-�
(E
lvla�� �Io a roof hel"�1---A—
Me flat height
33
5329WL
to
SG SG SGI
SG
-4 th Floor
523'_O'.
32
Baywi.. ow
TOW 6"al ove fin grade
I A6-
516.1 514.00
3rd FIOOC-
51 41-9.
L — — — — — — — 1_1 I M I I
Ave grade Lne of �istlng grade 1=1 I Ed I I
I H-1 H�
Line of finish grade, seec....
A%mrage amd 3 iil,�
508.40
20nd,Floor — — — — — — —
5 -Y. — — — --- — — — — — —
Window Schedule
Safety
�
Glazin
1
Win No�
Description
Width
H.i.hf
rnaint
Comments
01
Casement with Trim
2'-6"
61-0.1
14
SG
Egress window Comply with IBC 1015.8 fall protection, IBC 1030.1 min clir
width: 20", min c1r height: 24', min area: 5.7 sf
02
Fixed with Trim
5-Z'
6.-0"
12
SG
03
Fixed with Trim
4'-U'
6'-Y'
4
04
Awning with Trim
Z-61
T-01'
12
05
Fixed With Trim
5'-2"
V-01'
4
06
Awning with Trim
4'-U'
3'-U'
2
07
Fixed with Trim
2'4'
6�4'
8
SG
08
Fixed with Trim
4'-U'
6'-0"
8
SG
09
basement .. with Trim
_1 0
SG
Egress window Comply with IBC 1015.8 fall protection, IBC 1030.1 min cir
Width: 2Y', min cir height: 24P, min area: 5.7 sf
10
Awning With Trim
0'
V-4-
2
I I
sement with Trim
C�
2'-6"
3'-4"
4
Egress window IBC 1030.1 min clr width: 20", min clr height: 24", min area:
5.7 sf
urand total: du
b 502.42
r
0
'a '$
�49VO
I— — — — — — — — — — --- — — — — — — —
3
V-6' V- 4 118"
J� max sio 1. —7
53840
_M?x flal—Ml'
-541 F�!
P 6
U) P
AU 4 1
E
CN
0
'CMO ...... ....
Ui
4-a
a)
0
C�
Q)
Q) tv
C
C>
LO
z
(.0
498. 4.717
egister d
C it
t Washin t n
—0 �2
co 8
H panel siding typical
Roof PIL
53Z-U'
Say window -
rF1
FNII
B
wind— beyond
(@)
/8
SG SG
SG SG1'
4th Flog
— O�r,
'F 523*-
Cultured stone at
6
z
grang level SHEET TITLE
East and South Elevations
L
d Fl?or JUN 17 2�'�3
_�, , HE 4 -IY'
SCALE: DRAWN BY.
114" = V-V ADS
DATE: CHECKED BY:
12/21/18 ADS
PROJ. No;
12583-00
2nd Fl?or SHEET NO:
505_0"
A 2 rul
Baywindow
0
b . ZD Bay window Hardi panel siding with reveal* ----
j Sd
SG 813 SG
,6G SG
f
3rd 1pr_
514!0 %
Ll
.-Conc
r
A' I
508 4
-11 F—I I
77.
-HE�141=_+I F�I 11
Ave grade SG
-.0.4,
d . . .. E
I G= I
,M[,,506.2
p
11"Grade p ane r_T_
nd Floor. Ir
M
5 0 1 1 it
5 _0 dIg
I M IS fion
�6T NM,77r==-
-01,
Approximate line ofe)dsting grade at build ng a
50 1E -d I I I= 1=1 11-11 1=1 11-111— 11 1=1 I Ell I I= -
I 1=1 I 1=1 I =1 I I= I FEI I I .,, * N _=1 I 1=1 I 1=1 I =1 1=1 I 1=1 I I= I
_1111F. 111=111=11FE F___III III= =111=11 =111 I I I
I I I I I ri I--.. I 1 1317! - 6. 38'�51/z'
—M--, South Units
Ist
1196'-
-1 I= MI Md 1�1 M111=111MITI
I 1 1-1 1 ILI I
R
0
532�!§L
ILI
�G SG SG
1h Floor
�ill!!III1231_011_ 111=9
Window Schedule
Lo
Safety
�
�
Glazin
�
Win No�
Description
Width
Height
Count
9
Comments
01
Casement with Trim
2--g-
6-01,
14
SG
Egress window Comply with IBC 1015.8fall protection, 113C 1030.1 mincIr
width: 20", min cIr height: 24!', min area: 5.7 sf
02
Fixed With Trim
5'-2"
6--g-
12
SG
03
Fixed With Trim
4W'
6'-0"
4
04
Awning with Trim
Z-13"
X-O"
12
SIG
05
Fixed with Trim
6-2--
T-O"
4
06
Awning with Trim
W-91
3--g-
2
07
Fixed with Trim
2'-&'
61-91
8
SIG
08
Fixed with Trim
4'-0"
6-9'
8
SG
09
Casement with Trim
Z-O"
6'-0"
10
SIG
Egress window Comply With IBC 1015.8 fall protection, IBC 1030.1 min cIr
width: 29', min cir height: 24", min area: 5.7 sf
10
Awning with Trim
2'-0"
11-4"
2
11
Casement with Trim
2'-6" 1
3-4"
4
Egress window IBC 1030.1 min cir width: 20", min cIr height: 24", min area:
5.7 sf
So
� Floor
5141_011
Ave %Ede
508.40
S6 BIG
S�1,
L 2nd�R�Lor
Q�
505_0
Grand total: 80
North Elevation F,51
1/4!'= V-17' - I H 17,, LI 17�_-,, I I I=,, Lii=,, LI LI : 17�::. LI 17�_-_
cc 1
I-
cm
C)
ECN
C)
CM0 N
�1 0)
13
70
0
E
_0
LU
_(D
FIV V4
1"',
C)
00
-cg
LO
0
LO
C -0
3 egister d
atmofheigkt__
WDAWRO
t Washl gt n
so
SG
SG,,
Bay wind beyond, typical
mwest
east and elevations
.0
In r_
Vertical corrugated
0
metal sit
2
E
E
SG
0
z
SHEET TITLE
West and North Elevations
PL
-7-
ISG
SG
JUN 17 2019
-NMMniffi—
SCALE: DRAWN BY..
19' = T-V' ADS
-DATE: CHECKED BY:
12,21/18 ADS
PROJ ' No:
I
12583-00
El
SHEET No:
ri
tFILOr
A202
Permit
revisions
3
3 --N... Tof ridpht
,Fla1,RocfIn I
tes aulat on!
R6.5An = 28
5-1/Zbaft insul Mori =21
R49
Refei to notation on cover sheet for
spray foam installation criteria
�A103
J
;I;li , INS
iffiffill, mi V01101 MINIFIR 601111-10411111 11811, 1 NgjfJqgj&
Exterlacontinuous 6/8" type x gwb
from walks) below to cover VIA, ENI
floor/mofassembly, typical all I hr
wallsateveryll &roofline.,
typica mum Typical
Badnn 2
L13 �27
F—
Bedrm 2
109
IN
EM
Ree Room
104
RV
1 hr floor ceiling assembly, rating per DCA #3
WIJ-1 4, Bo a Cascade I joists, per stnict, with
23132'; T&Gs pan rated plywd sheathing, R38 bell
8
G..q mineral fiber insulation ends centered -0, hat
�1102 channels, hat channels min 0.019". (1) layer 5/8"
type C gwb attached to hat channels see specific
assembly notes on partition schedule sheet A301
I IN
Pattion Schedule with Fire Ratings
Note: Seefire assembly rating notes below for full
compliance with Gypsum Association and other testing
agencies criers for the fire rated assemblies
Hardi Panne] Siding per
Metal Siding per elevation
elevation
5/9'type X GWB each side
39 PTfunin g strips @ 16"ce
314�'PT furring strips @ 16' C
(air space)
Water resistant barrier, WR 6
i
Sheath ng per struct, 7/16'
Paint finish with PVA primer
show n
1/2" type X gwb
Water resistant barrier. WRB
0(
Sheathing per struct
au
In Ifireb1ock@lYocmax
2X4 STUD
la'gwb
Sheathing per struct
2x4 on separate 2x4 plates. @
Paint finish
16'oc min see strucl
2x6 stud per struct
stud per struct
— Bound bad insulation per
accousti-I
R21 bait insul
baft insul
— 11-1/Vair gap between studs
I/Z'GWB with PVA primer
GWB with PVA primer
Lnt
8 10
98
103)
WW01
Fire:, I hr
WW13
Fire:
Fire:
[WW1
1
Fire:
T,,I:
Test:
1 HrDemlsing
Test: WP 5512
Typical interior
Test:
Exterior wall
1-1 R21
Insid: R21
all
Insul per acoustical
partition
Insul:
STC: per aoousti
STC: per acoustical
STC: per acoustics I
STC: par acoustical
Y-- A
1-110adhered concrete masonry veneer
k----1
r-�- A
Mo rterseffingbed
Onnortar scratch coat
interior closet wall
(2) layers selffurring expanded metal lath
Point rn;sh with PVA primer
Paint hnish with PVA
"Gravity cavity"water shelld
5/8'*typexgwb
I/Z'type x gwb at wet side
Water resistant barrier . WSB
X
Paint finish
R15 bell insulation
R15 bell sound insul
la' PT Plywd
1/2" gwb
2x4 STUD
2X4 studs at 16" oc,
2xS studs at 16" oc per struct
2x4 stud @ 10'oc on edge
5/9'type X gwb
Paint finish PVA
I/Z1 gwb
liZ'gwb with PVA primer
1/2" gwb
with primer
Paint finish
Paint finish
Paint finish
GA File No, WP 3510
lint
Garage/
G.We/
Int
Ext Inl
Int
WW 22
Fire: I hr
Fire:
Fire:
Fire:
1 hr, Garaget
Test: WP3510 see note
WW 24
Test:
Test:
W41
st:
house partition
Insul:
STC: per acoustical
Interior toilet r.
Insul:
STC: per.cco.Mi..l
I
Insul:
STC: per acoustical
Insul;
�'
sound wall
STC: per acoustical
Wconc or thickness
per struct
Paint finish with PVA primer
1" R10 rigid insul
1/2" type X gwb at wet rm side
2x4 stud @ 24" oo max
R21 sound bell insulation
2X6 stud
1/2'g.b
R15 bell insulation
Paint finish
1/2" type X gwb
Paint finish with PVA primer
Int
WW 4
Fire:
Fire:
Inted r partitio
Test:
WW 18
Test:
at cone well
Insul:
Interior
Insul:
STC: per acoustical
Plumbing wail
STC: per accoustical
GA FILE NO. WP 5512 SENERM,
GYPSUM WALLP0ARD,,Wq0D SfQD:EI1 L
�A
rno
-11 52i
LFW,0101-20-ft
P
X '14
11Y'SIPS panel, with R38
Insulation, typical at
.I.ped roof elements d Ru
'I.
I c1d
..............
0
All
R
-vM
IN
CD
CO
t. co
9 1, Ogg g .0
C: <
322
" , '01
Z5
CO
a)
-0
co D
L6
U) �2
U�
65 2
Z,n grade, (see struct), non heated area, no rigid
04
FF-111 insulation below slab, set over Z'sand 6mil visque n lap and ta�e
joints 6" & 4" gravel base C) It
to LO U-) 0
Z S2
w gr cle dampproofing to consist of
=,a.- se2ant over concrete with continuous
o
dimpled membrane
!F=,Pp-xi`mate line o—fexi—sting grade —
Typical coitinuous footing drain: 4" dia sell 40
perforated (holes facing down), PVC pipe with 6" 71V'
minus washed rack, wrap top, do not set on underilrde of c�
pipe) of pipe with non woven geotexli[e fabric, ov ap b
adjacent pieces by 6" min
WD. IRO
t W Shingt n
a;B
$2
o.
2�
GA FILE NO. Will 3510 GENERIC
;;3
GYPSUM WALL66ARD, W06D STUDS 7SOUNSDIC
Onli la* 11!� lypq.X o:,0fr4v:o,1os;d or gypsum vineer be. applied 08.1101 cirat ribht
lingfiiaioeli�cf �. ��. , its A"o.c.l.with ad oceted nallk I'le long, 0,0915'
shank, Ile heads, 7'ic,c.
Joints ste Oe.d 24' on opp Its side (LOAD -BEARING)
PS a
E E
E E
2 2
Thickness: 47[e
Approx.,Welght: 7 pat
Fire Test: VL RW147,46j9-17-65,
UL Design U109;
UL R1131119-1�9, 7-22-70,
6
z
UL Design U314
Sound T.t NGCk04.10-14-70
SHEET-TfT-LE
Building Sections, Partition Schedule,
Fire Rated Assemblies
1 Hr Floor Ceiing Assembly
RESUS
JUN 17 20191
SCALE:
DRAWN BY.
A. indicated
ADS
DATE:
CHECKED BY:
12121/18
ADS
PR0J. No:
12583-00
SHEET No:
A301
:)ns
"Flat"Roof insulation:
2
4-1/2" foam @ R6 Slin =28
5-1/2" �@IL�nsylaticn = 21
total nau'. ion R49
(23 Truss perpendicular
A103 towall A3
Refer to notation on cover sheet
Typical roof slope except at shed -----------
1,0-- for spray foam installation criteria
roofs
/4
Ppiiii,
2"o
�
0,
All guards, (exterior and interior) shall be
Us.. and handraills shall be
36" high, no opening rall all— p ...... of
a sphere 4 inches in diameter, except for
designed I resIt a concentrated ,ad
of2OO pounds, and a linear load of 50
triangular opening form d by rear, tread,
..h:.16 irl n
..h:d n
..h:.16 ir, n
re 6 inches �'e
..h:d chy'e
re 6 inchy'e
nchy'e
.ph:. 6 inches'n
and guard where a n
p unds per linear foot, (plf), in
0
accordance with Section 4.5.1 of ASCE
not pass.
7 typical
Storaqe
1 �r fire separation, typical all demising
;D
fRoo P
57 325�
Stqe
113.1 —4th Fl�
5T_
gor
Stomae
106.1
at-, I 1 11
206A Guard and drailheightalb a..
1-1 "di as 2 ou f ifl..
a aw
nd u n to n a ttop &
1' - 6" bottom riser, typic
3ind F
- f "Or
5 4 -0'
1 'l"12" mineral wool fire block cont. at fir StD.,e
51 4'-0'
n d d�
t re"
'a as 2' 1
n r to w
a o
In a Pic
ng,
3.42 P'�t pica "'I"'fleatent. firem!
203.1 t__ 103.1
.1 all fl, fin'.
Stair 1 505,09
7771�p 1 �r loor
9- Lzrid Floor
_rrT
g-
I I 1=1 I El I Ed I it — , , �IETOI!�-
F1=1 I 1_1 I 1_1 I F 11 1/2" Typical below grade dannipproofing to consist of __ I — —
elastomeric sealant over concrete with continuou
=-I 1 —1 =1 I I --I Ell I I
dimpled membrane�' I I
102.1
St .. a.
202.1 Typical continuous footing drain: 4" dia sch 40 perforated,
(holes facing down), PVC pipe with 6" of 7/8" minus washed
rock,w ptop, do notseton underside oficipe) cfpIp with
non worvaen geotextileflabric, overlap adjacent [pli-es b 9'
min
st F�
6: Size and quanti ofecoll y 11[11111
Typical roof slope except
at shed roofs Cont blkg at draftstop, typical at unit
dernising wall(s) see:
A 1 1 4 2
Cont 3" wide x min 500/6 efficient soffit 1 3
venting _T
Roof PL A-�,
\4, Flat'Roof insulation:
'�In 3t"' " :.in R6.51in 19.6
. �P
b in ton 30.0
total insulation R49 5 1 hr fire separation, typical all
Refer to notation on cover sheet demising walls
a
for pray foam installation criteria
All guards and handrails shall be 4
designed to resist a concentrated Illoa Z:
of 200 pounds, and a linear load of 50 Typical
pounds per linear foot, (pffi, in Cont blkg at wall and floor line 2
accordance With Section 4.5.1 of ASCE Hall Ceramic tile set on ped�istals, 4th Floor A-,
7 , typical W�Llea slope away from structure to
. 9J-4 drain, typical at decks
Foam/baft insulation to attain min R
value of 38, with min 3" foam, typical
at all decks over heated space
wvvii Bad" I
207
107
3rd Floor A-,,
1 fir fire separation. typical all dernising walls
M01 Offl. VM1 office 2
TOM - 205
Cont R10 rigid at exterior con�c wells
me, typical
adjacent to heated room$, ica,
ContR10 rigid insulation at slab on
grade typical below heated rooms
— I 1_1 I 1_1 I I_J 1 1-1 1 1-1 1 1-1 1 1-1 1 1-1 1 It --I 1 1-1 1
ion orl�lo�Nori_.
e �tionll,!O��MnNofth���
14 . =
�ra �ggm nto 1,.nv n�1edActt.,cmaPn'stQ'g 0' d Rafter Assemblies
eN L-0
a y
h ad pa thin the building thermal envelope. All enclosed soffits
are to be vented per detail:
2. No interior Class I vapor retarders are installed on the ceiling side (attic floor) of the unvented attic
assembly or on the ceiling side of the unvented enclosed mof framing assembly.
3. Apply Spray ficam directly to underside of deck sheathing, and extend down joist blocking at
perinnetendernlaing wells.
4 * Insulation shall be located in accordance with the following and shall be met, depending on the air
permeability of the insulation directly under the structural roof sheathing:
a. Where only air -impermeable insulation is provided, it shall be applied in direct
contact with the underside of the structural roof sheathing.
b . Where air -permeable insulation is provided inside the building thermal envelope, it
shall be installed in accordance this criteria. In addition to the airlpermeable insulation
I stal directly b
in 1�:d elm the structural sheathing, rigid board or sheet insulation shall be
rista d directly above the structural roof sheathing in accordance with the R values in
Table 1203.3 for condensation control.
4 Unvented Attic Notes
U�
PL to i
1,
C'I
U)
jlb�""AR
.1 WV
C)
E
RMMI
C)
0
00
0)
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LO
Ig
z
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IMP6.hingt n
= I-
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E E
z
SHEE TITLE
Build T
ing Sections
12, MUM
JUN 17 2019
0_&�ON �
SCALE: DRAWN BY:
As indicated ADS
DATE: CHECKED BY:
12/21/18 ADS
PROJ * No:
12583-00
SHEET No:
A302
Wall, see partition schedule
WRB
FCB
39'Drainage cavity
Cont bug screen
Cont drainage flashing
Fin gra
R5 rigid insulation, m,n 2
below In grade
Wall, see partition schec lule
Cent R5 rigid insulation
Gone wall, see struct
FCB
WRB
Drainage cavity
Head flashina
Door head flashing and
trim car bldg envelope
bug scre n
Cont red and caulk
RIO rigid insulation
Wall " per plan
WRI3
Thru wall flashing at
each floor line
Horz panel trim, see
elevations
Cent sealant where GWB
meets floor sheathing,
typical
34' air gap with vertical
Ix PT furring strip at 16"
oc, screw to studs
R21 baft insulation
FC13 siding
_Lloor type per plan
R21 baft
R10 rigid insulation at all door
& window headers, typical
�Joorea er�
_0
�e�eal at Fiber Cement Board
3?T— I _0
Exterior
Sealant Der
Alumn sliding glass doors!
Deck waterproofing, lap up
f—,a of fractum and extend
below sliding glass door sill
R15 batt insulation
Floor ceiling assembly
Tile wearing surface set on pedestal system
PT 3/4" plywd decking
PT deck joist system see struct
Floor beam see struct
Glass
Wall Termination at Conc Fir &
",oun 21 idewk
1 2 111 O�
Cent rod S, sealent
Wall, see partition types
WRB continue into
mugh door opening
Sheathing, see struct
Drainage cavity
FCB siding
Door trim
q� �lidn Gll!�81�m
i
1 112_ g Door 1,
Eywd sheathing per struct
VRB
)rainage cavity
fietal 1/2" reveal with "T'
ashing strip centered over
irring Strip
V.d
Wall type per plan
WRB —
5/9'type X gwb —
FCB panel —
IxPTfurring strip
at 16" oc, screw to
stud
Outside comer —
reglet
I
r Board a Outside Corner
1%eTantA
5/9'type X gwb
WRB
Cont sealant tape around flashing
to WRS
Cent bug screen vent strip at ------
opening
g
J
Main ain 114!'clr min at flashing
Cent sealant & md around
entire pipe both sides of
wall
Hacking center behind reveal
Pipe or duct penetri
x PT furring strip at 16" oc,
Cent flashing
creiv to bIkg
Venthood,see
:013; panels per elevations
elevations/plans for
VS, type . gw1b
Rigid insulation at corners
with min R3 per inch, typical
q)- , �Bllalt?r 1psulationi.
�e
0.
vertical I
with feat
)1Y
ation
GWB
61&'tpye X gwb
Exterior sheathing
WRB
YN'Dreinage cavity
Ix PT furring strip
at 16" oc, screw to
stud
FCB panels per
exterior elevations
FCB panel
8 OpVce ant Board at vent penetration
9 eveal at Fiber Cement Board
3
FCB panel
STAINLESS STEELBAND CLAMP
2
519'type X gwb
Wall type per plan
WREI
Notes: Penetration must be property
H
3/4'air space with Ix PT vertical nailing
strips centered over studs
secured to structure to prevent vertical or
lateral materials
It,
MONOLITHICHOTAPPLIED
WATERPROOFING MEMBRANE
L
5/9'type X gwb extent to thru fir
structure to plywd above, both sides
Cont bug screen
movement, some pipe ,
(PVC, cooper, brass), may require
PROTECTION SHEET
of wall sea] all edges of gwb with 3M
roughening/sanding, in addition to
—
fire barrier sealant CP 25WB
priming with surface conditioner, for
proper adhesion of MN16126. Metal
I
T
I
GA WP 5512
PT 3x sill plate cont gasket at conc.
pipes must be free of all o0i and rust.
I hr fire rated
with AS per struct
EPDXY GROUT FOR
Expansion joInt filler
CONCRETEDECKS
�—FACKERMATERIAIL
BlIkg per I s'ruct
Cent wood blIg between joists
Conic foundation, slab & base
gavel per struct
0
5/8" type X gwb each side of wall
1
Thigh RIO rigid insulation
5/8" gwb ceiling
1-1/2" ineral wool fire block cont.
2
r
at ceiling, mech fasten to framing
Sheathing per struct
Joists perpendicular lqwg
?n C a n Place Roof �Pentralq�n
�3
1 Hr Wall a lar to Fir Joist
14 Tern, ndicu
1 1/2" = _0"
Cot
i
a)
CD
E
(00
0
<
0
-0
0
E
(D
7C)
derior wall type, see
UJ
irtition schedule
FEB
PT furring strip at 1611
screw to studs
B" type X qvib
C)
Irainage cavity
Lo
C)
to
Q0
(D
i 0 FiPgCq_ent Board siding at inside comer
3 = 7
C
Wall type per plan 2
So
lid wood bIkg
o P 5512
�11 4f1"V t.Wd
U)
0)
0
U) - V
CO 9
z
>
.gister d
>
it t
ists typical, see struct
jr
/8"typeXgwJbeach
11 conflue to underside of
t
VD.SWIR,0 gt
Washingt n
hing above, typical
ty
per struct
list to wall
-. E
6
z
SHEET TITLE
Details
RIESUS
JUN 17 2019
SCALE:
DRAWN BY:
A. indicated
ADS
DATE:
CHECKED BY:
1212111 8
ADS
Pill No'
12583-00
SHEFT No:
Permit revisions A 1
71
/t/A/1/-,Q1- 31'q'W,12'1 44 �W&A4 CiAT
7r, C) �_/ i.':� 14J 44�_-
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IF 55�,/,774
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1210
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7--)/ f,(, L, - -T.# 2, 3 7/1
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T) / 9 77g 2,; 7111 0-P
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� / �p; L 1 7,T,,l I /, I1 I
,�5HL4;_, A/u 4,5 5 7P 2-
6,��,6Aa - olo-57b
PO. e., 4-7.11 ".1 1�
H,5 7&�, 144,,40
SHEAR WALL SCHEDULE
Shear
Wal
11
Designation
Nail
Size
NailSpacing
ALLOWABLE SHEAR
Itern-17fir #2
#/Pt
Edges
Studs
Top/lItin.
plate
Blocking
Req'd.
PI-6
8d
6"
12'F-
6"
Yes
210
P14
8d
4"
12"
4"
Yes
310
111-3
8d
3'
12"
3"
Yes
400
PI-2
Rd
2"
12"
21.
Yes
525
P�22-3
Ild
3"
12"
3"
Yes
800
_2
3"
Yes
1050
Shear Wall Notes:
I . ::21 - 7/16 A.P.A. rated Plywood or Orientated Strand Board (O.S.B.) on one side ofwall.
- 7116 A.P.A. rated Plywood or Orientated Strand Board (O.S.B) on each side ofwall.
2. ror PI-3, PI-2, P2-3, & P2-2 shear walls use 3x studs at adjoining panel edges. Nail ng shall bostagge
3. Nails shall be 8d common, (d =. 131 inch)
4. Where plywood is installed on both sides ofwall plywood joints shall fall on separate studs each side.
5. All panel edges backed with 2-inch nominallframing for PI-6 & PI-4 shear wall. All panels edges backed with 3x training at
(11-3, PI-2, P2-3, & P2-2 shear walls. Install panels either horizontally orverlically. Space nails@ 10 inches on cenicrCir)
intermediate supports.
6. All anchor bolts shall be installed with hot dipped galvanized plate washers.
7. Refer to foundation plan for anchor bolt size, spacing and mudsill/run connectim - Jc- -n;
STRUCIVRAL NOTES
COD
DESIGN IS IN ACCORDANCE WITH THE2015 INTERNATIONAL BUILDING CODE
(I.B.C.) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT.
LIVE LOADS
ROOF-------------25PSF
FLOOR-----------40PSF
DECK--- ----60PSF
LATERAL
WIN ----EXPOSURE C. 85MPHII IOMPH(ULT)
SEISMIC ---------SITE CLASS 1)
FOUNDATIONS:
EXTEND FooTRGS TO FIRM UNDISTURBED SOIL, BEARING CAPACITY OF
250OPSF. ALL EXTERIOR FOOTINGS SHALL EXTEND A MINIMUM OF 1'-6" BELOW
ADJACENT EXTERIOR GRADE. FOUNDATION DESIGN IS IN ACCORDANCE WITH
THE GETECHNICAL REPORT PEPARED BY FANGED DATED APRIL 21.2017.
CAST -IN -PLACE CONCRETE-
F'--3000 PSI @ 28 DAYS. MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF
CONCRETE AND MAXIMUM OF r,314 GALLONS OF WATER PER 94# SACK OF
CEMENT. NO SPECIAL INSPECTION REQUIRED. MAXIMUM SIZED AGGREGATE IS
1_112INCHES. MAXIMUM SLUMP IS 4 INCHES. ALL PHASES OF WORK PERTAINING
TO THE CONCRETE CONSTRUCTION SI [ALL CONFORM TO BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE. ALL REINFORCING STEEL,
DOWELS, ANCHOR BOLTS, AND OTHER INSERTS SHALL HE SECURED IN POSITION
PRIOR TO POURING CONCRETE. ANCHOR BOLTS FOR PRESSURETREATED SILL
PLATES To FOUNDATIONWA LS TO BE 518 INCH DIAMETER WITH 7 INCH
MINIMUM EMBEDMENT INTO CONCRETE AND MAXIMUM SPACING OF 2 FEET ON
CENTER MINIMUM 2 BOLTS PER SILL PLATE PIECE. ONE BOLTTO BE PLACED
WITHIN 6 INCHES OF EACH END OFTHE SILL PLATE. PIPPED GALVANIZED
CONNECTORS SHALL CONFORM TO ASTM STANDARD 153 AND HOT DIPPED
GALVANIZED CONNECTORS SHALL CONFORM TO ASTM A653M CLASS G-185.
STAINLESS STEEL FASTENERS AND CONNECTORS SHALL BE TYPE 304 OR 316.
SIMPSON PRODUCT FINISHES CORRESPONDING TO THESE REQUIREMENTS ARE
ZMA (HOT D PPED GALVANIZED) AND SST 300 (STAINLESS STEEL). FASTNERS
X 11
FOR PRESSURE TREATED AND FIRE-RFTARDANT TREATED WOOD SHALL BE
ZMAX HOT DIPPED GALVAN17ED (0 185).
g,E_1NFORCING,STEEL'
A L REINrORC No STEEL SHALL BE PLACED IN CONFORMANCE WITH THE
BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE AND THE
MANUAL OF ' I GARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION
STAN
BY CRSL DEFORMED REINFORCINGS'ITEL BARS SHALL CONFORM TO ASTM A-
615 GRADE 40 FOR 05 AND SMALLER REINFORCEMENT AND GRADE 60 FOR #6
AND LARGER i ALL REINFORCING BAR BENDS SHALL BE MADE COLD WITH A
MINIMUM RADIUS OF 6 BAR DIAMETERS (I 'T' MINIMUM). CORNERBARS (2'-W
BEND) SHALL BE PROVIDED FOR ALI, HORIZONTAL REINFORCEMENT. LAPALL
13ARS A MINIMUM OF 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. UNLESS
NOTE OTHERWISE ON THE DRAWINGS REINFORCING STEEL SHALL HAVETHE
FOLUDWING MINIMUM COVER:
CONCRETE CAST AGAINST EARTH 31NCHES
CONCRETE EXPOSED TO EARTH OR WEATHER:
06 THROUGH N 18 BARS 2 INCHES
#5 BAR AND SMALLER 1-112INCHES
STRUCTURALSTEEL: PSI. ALL
STRUCTURAL STEEL SHALL CONFOR TOASTMA36,fy=3(W00
WELDING SHALL BE IN CONFORMANCE WITH ASTM AND AWS STANDARDS AND
SHALL 13E PERFORMED BY WABO CERTIFIED WELDERS. STEEL TUBING SHALL
CONFORM TO ASTM A500 fy= 50,OOOPS I.
STRUCTURAL TIMBEW
ALL LUMBER SHALL CONFORM To WWPA GRADING RULES FOR WESTERN
LUMBER. LATEST EDITION. PROVIDE CUT WASHERS UNDER ALL NUTS AND
BOLTS BEARING AGAINST WOOD. ALL WOOD IN CONTACT WITH CONCRETE
SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPA U1 AND M4
STANDARDS. ALL STRUCTURAL LUMBER SHALL BE AS NOTED BELOW:
ZX DECK JOIST HEM-FIR#2 ------- -----Fb-850 PSI
2X ROOF RAFTERS HEM-F1R#2----Fb--850 PSI
4X BEAMS DOU 'FIR/LARCH Q—F"50PS1
r
6X BEAM DOLIG-FIR/LARCH 02--Fb-95OPSI
LUMBER NOT NOrED HEM -FIR #2__------Fb=&50 PSI
MISCELLANEOUS HANGERS TO BE SIMPSON OR APPROVED EQUAL. ALL
HANGERS SHALL BE FASTENED TO WOOD WITH PROPER NAILS. ALL HOLES
SHALLBENAItED. MACHINE BOLTS TO BE A-307. ANCHORBOLTSINTO
C014CRET SHALL BE 5/8 INCH DIAMETER WITH 7 INCHES OF EMBEDMENT INTO
CONCRETE ON THE PLANS. ALL NAILS SHALL BE
E ON LESS NOTED OTHERWISE
COMMON WIRE NAILS. NAILING SI IALL BE IN ACCORDANCE WITUTHE CURRENT
EB.C_ SCHEDULE.
ITRI -rJRAt,[.,kN]]N'.NTEOLt)MBEIIfGRADE2.0I
P� 1
1--2 0W.W0 [IS]
I`— 2.1i PSI
L:J I AN
1149AA 9-�2 61LI, WAA. OAr, AJJLAi& a f2-!,,- 6-�2 4ge Wils,
. . . ..........
.
FLOOR SHEATHINQ
SHEATHING SHALL BE N INCH TONGUE AND GROOVE A-P.A. RATED SHEATHING.
SPAN RATING 48124 WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS.
UNLESS NOTED OTHERWISE NAIL WITH &I COMMON NAILS AT 6 INCHES ON
CENTER AT SUPPORTED PANEL EDGES AND 10 INCI IES ON CENTER AT
INTERMEDIATE SUPPORTS. THE FLOOR SHEATHING SHALL BE GLUED TO THE
I GIST AND THE TONGUE AND GROOVE JOINTS WITI I AN APPROVED ADHESIVE.
WALL "A
'A 'A
SHEATHIN HAL BE 7/16 INCH A.P.A. RATED SHEATHING. SPAN RATING 24/0.
PANEL END JOINTS SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH Sd
NAILS AT6 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE
SUPPORTS UNLESS NOTED OTHERWISE ON THE DRAWINGS.
GLU-LAMINATED TIMBER,
LAMINATED TIMBER SHALL BE DOUGLAS-FIR/LARCH KILM DRYED. STRESS
GRADE COMBINATION OF 24F-V4 FOR SIMPLE SPANS AND 24F-V$ FOR
CANTILEVERANDCO INUOUSBEAMS.
ROOF SKEATHINC:
SHEATHINGSHALLBC7/161 CH A.P.A. RATED SKI; HING. SPAN RATING 32/16,
INSTALLED WITH LONG DIMENSION ACROSS SUPPORT. PANEL END JOINTS
SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH Sd NAILS SPACED AT 4
INCHES ON CENTER AND 10 INCHES ON CENTER KI'INTERMCDIATE SUPPORTS.
FLOOR FRAMING:
PROVIDE FU L DEPTH BLOCKING FOR JOIST AT TI IF SUPPORTS. FLUSH BEAMS
(FBI AND HEADERS NOT CALLED OUT ON THE PLANS SHALL BE (2)2XS- ALL
VERTICALLY LAMINATED COLUMNS AND HEADERS SHALL BE SPIKED
TOGETI IER WITH 16d NAILS SPACED AT 6 INCHES ON CENTER.
BE'R' '�_VAIA rRAMWIN
AN N110 HEADERS NOT CALLED OUT ON THE PLANS SHALL HE
(2) 2XS H ENI-FIR#2 WITH ONE CRIPPLE AND ONE STUD AT EACH END FOR
OPENINGS 4 FEET WIDE OR LESS. ALL COLUMNS NOT CAL ED OUT ON THE
PLANS SHA LL BE (2) STUDS SPIKED TOrETN ER WITH 12d NAILS AT 12 INCHES ON
CENTER. PROVIDE 2 LAYERS OF BUILDING PAPER BETWEEN WOOD AND
C.ONCRETE. WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND DOUBLE TOP
PLATE. END NAIL TOP PLATES AND BOTTOM PLATES TO EACH STUD WITH 2-16d
Top
NAILS. FACENAELDOUBLE PLATE WITH 16d NAILS AT 10 INCHES ON
CENTER. LAP AND FACE NAIL PLATES WITH 246d NAILS AT EACH SPLIM
CIORNER INTERSECTION. STAGGER SPLICES A MINIMUM OF 48 INCHES.
ROOFTRUSSES:
TRUSSES SHALL BE PLANT FABRICATED DOUGLAS-FIR&ARCH OR HEM -FIR.
TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWING AND CALCULATIONS
STAMPED. SIGNED AND DATED BY A WASHINGTON STATE LICENSED
STRUC [URAL ENGINEER. SUBMIT TRUSS DRAWING TO THE ENGINEER OF
RECORD AND BUILDING DEPARTMENT FOR REVIEW AND APPROVAL PRIOR TO
FABRICATION. ROOF TRUSSES SHALL BE DESIGNED AS ATTIC TRUSSES
WITHOUT STORAGE.
TIETRUS LIVE LOADING SHALL BE PER IRC SEC'nON 301.5 AND TABLE
3V5, ESPICALLY NOTING FOOTNOTE B & G.
b. THE TRUSS DESIGN SHALL BE PER IRC SECTIONS 502.11.1 AND 80-1. 10.2
ESPECIALLY INDICATING TU E TRUSS DESIGN AND MANUFACTURING
SHALL 13E PER ANSI/TPIL
THE TRUSS TEMPORARY AND PERMANENT BRACING SHALL BE IRC
SECTIONS 502.11,2 AND 802.10.3 AS WELL AS THE TRUSS PLATE
INSTITUTFS*S BUILDING COMPONENT SAFETY INFORMATION.
d. TRUSS ALTERATIONS SHALL Not OCUR UNLESS THE APPROVAL OF A
DESIGN PROFESSIONAL AS INDICA1 ED IN IRC SECTIONS 502.11.3 AND
902.10.4.
ROME
APR 3 0 2019
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..........
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KEY NOTES
KEY
DESCRIPTION
DETAIL/ SHEET
0
INSTALL TEMPORARY STORM DRAIN
C/C05
INLET PROTECTION
INSTALL TEMPORARY STORM DRAIN
L/
INLET PROTECTION TO STORM DRAIN
C/C05
INLETS WITHIN 50'OF THE SITE
CONTRACTOR TO SWEEP
STREETS/ALLEY DAILY OR AT MORE
FREQUENT INTERVALS AS NEEDED
INSTALL APPROXIMATELY 334 LF
A & D/C05
PERIMETER PROTECTION*
ALL EXISTING IMPERVIOUS SURFACES
AND VEGETATION ONSITE TO BE
REMOVED
(D
INSTALL TEMPORARY STABILIZED
CONSTRUCTION ENTRANCE
F/C05
PRELIMINARY STOCKPILE LOCATION.
(D
CONTRACTOR TO DETERMINE FINAL
- - - - ---
- - -
INSTALL ORANGE CONSTRUCTION
FENCING OR SIMILAR TO PROTECT
SUBGRADE OF PERMEABLE
PAVEMENT AND INFILTRATION
DRYWELLS FROM COMPACTION
DURING CONSTRUCTION FROM HEAVY
EQUIPMENT TO MAXIMUM EXTENT
(D
FEASIBLE. IF NOT FEASIBLE AND
SUBGRADE IS COMPACTED DURING
CONSTRUCTION, OVER -EXCAVATE
SUBGRADE AREA, AMEND SOILS
UNDER GEOTECHNICAL DIRECTION,
AND OBTAIN GEOTECHNICAL
APPROVAL OF SUBGRADE PRIOR TO
PLACING ANY DRAIN ROCK
ALL DISTURBED PERVIOUS SURFACE
AREAS SHALL BE AMENDED TO MEET
THE SOIL QUALITY AND DEPTH
REQUIREMENT PER BMP T5.13 OF THE
R/C07
2014 DOE STORMWATER
MANAGEMENT MANUAL FOR
WESTERN WASHINGTON
t -IN_SfWL_L PrRigET-Efz-Pf�0-TrCTT-OR-SU-c�H-KS-TlLrFE-RC-IN6,
COMPOST SOCKS, OR STRAW WATTLES IN ACCORDANCE
WITH VOL. 11 OF THE DOE 2012 (2014 AMENDED)
STORMWATER MANAGEMENT MANUAL FOR WESTERN
WASHINGTON
GENERAL NOTES:
NECESSARILY COMPLETE. IT IS THE SOLE
15.
SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR
PRIOR APPROVAL.
RESPONSIBILITY OF THE CONTRACTOR TO
DIMENSIONS AND LOCATIONS OF BUILDINGS,
25.
THIS PROJECT IS NOT A BALANCED EARTHWORK
INDEPENDENTLY VERIFY THE ACCURACY OF ALL
LANDSCAPED AREAS AND OTHER PROPOSED OR
PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND
1 ALL MATERIALS AND WORK SHOWN ON THESE PLANS
UTILITY LOCATIONS SHOWN AND TO FURTHER
EXISTING SITE FEATURES.
ROCK MATERIALS ARE REQUIRED.
.
SHALL CONFORM TO THE CITY OF EDMONDS
DISCOVER AND PROTECT ANY OTHER UTILITIES NOT
16.
SEE ARCHITECTURAL DRAWINGS FOR PERIMETER
26.
SLOPE OF FINISHED GRADE SHALL BE CONSTANT
STANDARD PLANS AND DETAILS, THE FOLLOWING
SHOWN HEREON WHICH MAY BE AFFECTED BY THE
FOUNDATION DRAINS. FOUNDATION DRAINS SHALL
BETWEEN FINISHED CONTOURS OR SPOT
SPECIFICATIONS AND CODES, AND ALL OTHER
IMPLEMENTATION OF THIS PLAN. CONTRACTOR
BE INDEPENDENT OF OTHER SITE DRAIN LINES AND
ELEVATIONS SHOWN.
APPLICABLE LOCAL MUNICIPAL, STATE, AND
SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND
SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM
27.
FINISHED GRADE SHALL SLOPE AWAY FROM
FEDERAL CODES, RULES AND REGULATIONS:
CONDITION OF EXISTING UTILITY LINES AT
WHERE INDICATED ON THE PLANS.
BUILDING WALLS AT MINIMUM 5% SLOPE FOR A
CURRENT INTERNATIONAL BUILDING CODE(IBC)
CONNECTION OR CROSSING POINTS BEFORE
17.
ALL REQUIRED STORMWATER FACILITIES MUST BE
MINIMUM DISTANCE OF 10 FEET.
2018 WSDOT/APWA STANDARD SPECIFICATIONS
TRENCHING FOR NEW UTILITIES. ENGINEER
CONSTRUCTED AND IN OPERATION PRIOR TO
28.
CONTRACTOR SHALL BE RESPONSIBLE FOR AND
FOR ROAD, BRIDGE AND MUNICIPAL
ASSUMES NO RESPONSIBILITY FOR THE
INSTALLATION OF ANY PAVEMENT UNLESS
SHALL INSTALL AND MAINTAIN SHORING AND
CONSTRUCTION
COMPLETENESS OR ACCURACY OF THE EXISTING
OTHERWISE APPROVED BY THE ENGINEER.
BRACING AS NECESSARY TO PROTECT WORKERS,
WASHINGTON STATE DEPARTMENT OF ECOLOGY
UTILITIES AND SITE FEATURES PRESENTED ON
18.
ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS,
EXISTING BUILDINGS, STREETS, WALKWAYS,
STORMWATER MANAGEMENT MANUAL FOR THE
THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED
CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL
UTILITIES AND OTHER EXISTING
PUGET SOUND BASIN (CURRENT EDITION).
IMMEDIATELY OF CONFLICTS THAT ARISE.
BE CONNECTED TO THE STORM DRAINAGE SYSTEM,
AND PROPOSED IMPROVEMENTS AND
2. STANDARD PLAN AND TYPE NUMBERS INDICAT . ED ON
8. CONTRACTOR SHALL LOCATE AND PROTECT ALL
UNLESS NOTED OTHERWISE.
EXCAVATIONS AGAINST LOSS OF GROUND OR
THESE DRAWINGS REFER TO CITY OF EDMONDS
UTILITIES DURING CONSTRUCTION AND SHALL
19.
ALL FOOTING DRAINS SERVING BUILDINGS, WALLS,
CAVING EMBANKMENTS. CONTRACTOR SHALL
STANDARD DETAILS, UNLESS NOTED OTHERWISE
CONTACT THE UNDERGROUND UTILITIES. LOCATION
ROCKERIES, ETC. SHALL CONNECT TO THE ONSITE
ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING
3. A COPY OF THESE APPROVED PLANS MUST BE ON
SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR
DRAINAGE SYSTEM AND BE ROUTED THROUGH A
AND BRACING, AS REQUIRED.
THE JOBSITE WHENEVER CONSTRUCTION IS IN
TO CONSTRUCTION.
SUMP PRIOR TO DISCHARGING TO THE PUBLIC
29.
CONTRACTOR SHALL OBTAIN APPROVAL FROM THE
PROGRESS.
9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND
STORM SYSTEM.
CITY AND FOLLOW CITY PROCEDURES FOR ALL
4. DEVIATIONS FROM THESE PLANS MUST BE
DIMENSIONS AT THE PROJECT SITE BEFORE
20.
CONTRACTOR SHALL OBTAIN AND PAY FOR ALL
WATER SERVICE INTERRUPTIONS, HYDRANT
APPROVED BY THE ENGINEER OF RECORD AND THE
STARTING WORK AND SHALL NOTIFY OWNER'S
PERMITS REQUIRED FOR
SHUTOFFS, STREET CLOSURES OR OTHER ACCESS
LOCAL GOVERNING AUTHORITY.
REPRESENTATIVE OF ANY DISCREPANCIES.
INSTALLATION OF ALL SITE IMPROVEMENTS
RESTRICTIONS. CONTRACTOR SHALL NOT
5. CONTRACTOR SHALL RECORD ALL APPROVED
10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE
INDICATED ON THESE DRAWINGS.
RELOCATE OR ELIMINATE ANY HYDRANTS
DEVIATIONS FROM THESE PLANS ON A SET OF
AND MAY CHANGE DUE TO FIELD CONDITIONS.
21.
A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED
WITHOUT FIRST OBTAINING WRITTEN APPROVAL
"AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL
11. CONTRACTOR SHALL OBTAIN A COPY OF THE
FROM THE CITY PUBLIC WORKS DEPARTMENT. PRIOR
FROM THE FIRE MARSHAL.
AS -BUILT CONIJI�IONS ON ONE SET OF
GEOTECHNICAL REPORT (WHERE APPLICABLE) AND
TO FINAL CONSTRUCTION ACCEPTANCE,
30.
COORDINATE AND ARRANGE FOR ALL UTILITY
REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE
SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE
PROVIDE TO THE CITY WATER QUALITY
CONNECTIONS, UTILITY RELOCATIONS AND/OR
OWNER PRIOR PROJECT COMPLETION AND
CONTENTS THEREOF. ALL SITE WORK SHALL BE
TECHNICIAN, A COPY OF THE BACKFLOW TEST
SERVICE INTERRUPTIONS WITH THE AFFECTED
ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL
PERFORMED IN STRICT COMPLIANCE WITH THE
REPORT. TEST REPORTS CAN BE FAXED TO
OWNERS AND APPROPRIATE UTILITY COMPANIES.
BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO
RECOMMENDATIONS OF THIS REPORT.
425-744-6057 OR EMAILED TO
CONNECTIONS TO EXISTING UTILITIES SHALL BE
FINAL APPROVAL OF THE BUILDING
12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL
JEFF. KOBLYK@EDMONDSWA.GOV. BACKFLOW
MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF
OCCUPANCY/FINAL PROJECT APPROVAL.
CONFORM TO THE RECOMMENDATIONS OF THE
TESTING SHALL BE COMPLETED BY THE OWNER
THE AUTHORITIES GOVERNING SAID UTILITIES.
6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEYFOR
PROJECT GEOTECHNICAL REPORT.
ANNUALLY THEREAFTER.
31.
ALL UTILITIES SHALL BE PLACED UNDERGROUND.
BENCHMARK INFORMATION.
13. SUBGRADE SOILS IN ALL AREAS WHERE RAIN
22.
AS A MINIMUM REQUIREMENT, ALL DISTURBED
32.
EXISTING UTILITY LINES IN SERVICE WHICH ARE
7. THE LOCATIONS OF EXISTING UTILITIES AND SITE
GARDENS, INFILTRATION OR PERVIOUS PAVEMENT IS
AREAS ON AND OFF SITE SHALL BE RETURNED TO
DAMAGED DUE TO CONSTRUCTION WORK SHALL BE
FEATURES SHOWN HEREON HAVE BEEN FURNISHED
TO BE PLACED SHALL BE DELINEATED AND
THE EQUIVALENT OF THEIR PRECONSTRUCTION
REPAIRED AT CONTRACTOR'S EXPENSE AND
BY OTHERS BY FIELD SURVEY OR OBTAINED FROM
PROTECTED AT ALL TIMES FROM COMPACTIVE
CONDITION IN ACCORDANCE WITH APPROPRIATE
INSPECTED AND ACCEPTED BY CITY OF EDMONDS
AVAILABLE RECORDS AND SHOULD THEREFORE BE
ACTIVITIES (I.E. HEAVY EQUIPMENT. STOCKPILING).
REQUIREMENTS AND STANDARDS.
AND OWNER'S REPRESENTATIVE PRIOR TO
CONSIDERED APPROXIMATE ONLY AND NOT
14. MANHOLES, CATCH BASINS, UTILITIES AND
23.
ALL DISTURBED SOIL AREAS SHALL BE COMPOST
BACKFILLING.
PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY
AMENDED AND SEEDED OR STABILIZED BY OTHER
33.
NEW UTILITY LOCATIONS ARE GENERALLY SHOWN
DENSE NATIVE SOIL OR COMPACTED STRUCTURAL
ACCEPTABLE METHODS FOR THE PREVENTION OF
BY DIMENSION, WHERE NO DIMENSIONS ARE
FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF
ON -SITE EROSION AFTER THE COMPLETION OF
INDICATED, LOCATIONS MAY BE SCALED FROM
ORGANIC MATERIAL IS PRESENT AT SUBGRADE
CONSTRUCTION. SEE EROSION
DRAWINGS. FIELD ADJUSTMENTS SHALL BE
N
ELEVATION, REMOVE AND REPLACE WITH
CONTROL PLANS FOR SPECIFIC GRADING AND
APPROVED BY OWNER'S REPRESENTATIVE AND CITY.
COMPACTED STRUCTURAL FILL PER GEOTECHNICAL
EROSION CONTROL REQUIREMENTS.
34.
FIELD STAKE ALL UTILITY STUBS AT THE PROPERTY
REPORT.
24.
THE CONTRACTOR SHALL KEEP OFF -SITE STREETS
LINE.
10 5 o< 10 20
CLEAN AT ALL TIMES BY SWEEPING. WASHING OF
THESE STREETS WILL NOT BE ALLOWED WITHOUT
SCALE IN FEET
.CONSTRUCTION SEQUENCE NOTES
1 . SCHEDULE A PRE-CONSTRUCITON MEETING WITH CITY
ENGINEERING DIVISION AT 425-771-0220, EXT. 1326. TWO DAY (48 71.
HR) NOTICE IS REQUIRED.
2. REVIEW ESC NOTES. _-Jr
3. CALL FOR UTILITY LOCATES.
4. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL WHILE
PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATION
OUTSIDE THE CONSTRUCTION ZONE.
5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF S6 6N M,Z0,0QX0 S L
x x
EDMONDS CITY ENGINEERING INSPECTOR. (ALL TEMPORARY .00 oc X�X_X__X_x� 7-�x -7 x x - x 7- x _x X' X' X_x
SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN 6 N
PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE t r-it 16 6
CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES
3
AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT
VEGETATION IS ESTABLISHED.)
6.
DEMOLISH EXISTING STRUCTURES.
7.
ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE
FEATURES.
8.
CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE. REVEGETATE
DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE
DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER
EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL
NOTES BELOW)
9.
INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING
FRONTAGEIMPROVEMENTS.
10.
STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO
11.
REVEGETATION OF ENTIRE SITE.
ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL
TEMPORARY EROSION CONTROL MEASURES CAN BE REMOVED
UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY
INSPECTOR.
ABBREVIATIONS:
LF = LINEAL FEET
LS = LAND SURVEYOR
BLDG = BUILDING OHP = OVERHEAD POWER
BM
=BENCHMARK PL = PROPERTY LINE
BOTS
PVI = POINT OF VERTICAL
= BOTTOM OF STEP(S)
CB
= CATCH BASIN INTERSECTION
CL
= CENTERLINE ROW = RIGHT OF WAY
cW
= CONCRETE WALK SO = STORM DRAIN
DRN
= FOOTING DRAIN SDCO = STORM DRAIN CLEANOUT
k6P
EG
= EXISTING GRADE SDFM = STORM DRAIN FORCE
EL
= ELEVATION MAIN
ELEV - ELEVATION SDMH = STORM DRAIN MANHOLE
ESMT
=EASEMENT SS = SANITARY SEWER
EX
= EXISTING SSMH = SANITARY SEWER
FF
= FINISHED FLOOR MANHOLE
FG
FINISHED GRADE SSS = SANITARY SIDE SEINER
FH
LOCATION OF NEAREST SSSCO = SANITARY SIDE SEWER
FIRE HYDRANT CLEANOUT
FL
FLOW LINE TOC = TOP OF CURB
G
=GAS TOPS = TOP OF STEP(S)
HMA
= HOT MIX ASPHALT TYP = TYPICAL
ID
= INNER DIAMETER W = WATER
IE
= INVERT ELEVATION WDF = WOOD FENCE
A A
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35. TRENCH BACKFILL OF UTILITIES LOCATED WITHIN
THE CITY RIGHT-OF-WAY SHALL BE COMPACTED TO
95%. COMPACTION TEST REPORTS SHALL BE
PROVIDED TO THE CITY PRIOR TO PAVING.
36. WHERE NEW PIPE CLEARS AN EXISTING OR NEW
UTILITY BY 6" OR LESS, PLACE POLYETHYLENE
PLASTIC FOAM AS A CUSHION BETWEEN THE
z
UTILITIES.
2)
37. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE)
W
6
FOR CONTINUATION OF SITE UTILITIES WITHIN THE
fr
BUILDING.
38. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE)
FOR EXTERIOR ELECTRICAL WORK.
39. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE)
FOR SITE IRRIGATION SYSTEM.
40. PIPE MATERIAL AND SIGNAGE SUBMITTALS SHALL BE
PROVIDED TO CITY ENGINEERING DIVISION FOR
APPROVAL PRIOR TO INSTALLATION.
LEGEND:
TEMPORARY CONSTRUCTION ENTRANCE _z
_x_ PERIMETER PROTECTION
STOCKPILE LOCATION
C3 DRYWELL / PERMEABEE PAVEMENT`
SUBGRADE PROTECTION FENCING
CIVIL PLAN SHEET INDEX
SHEET
DESCRIPTION:
Col
TESC PLAN
CO2
GRADING PLAN
CO3
FRONTAGE IMPROVEMENTS PLAN
C04
DRAINAGE & UTILITY PLAN
C05
DETAILS
C06
DETAILS
C07
DETAILS
UWNER/CONTRACTOR IS RESPONSIBLE FOR
EROSION CONTROL AND DRAINAGE
UTILITY PROVIDERS
STORMWATER, WATER, & SEWER:
CITY OF EDMONDS PUBLIC WORKS
ENGINEERING DIVISION
CITY HALL - SECOND FLOOR
121 5TH AVE N
EDMONDS, WA 98020
PHONE (425) 771-0220
GAS:
PUGET SOUND ENERGY
19900 NORTH CREEK PKWY
BOTHELL, WA 98011
PHONE (888) 225-5773
POWER:
SNOHOMISH COUNTY PUD
21014 63RD AVE W
LYNNWOOD, WA 98036 MOVED By RLAp NING
PHONE (425) 783-1000
PHONE & CABLE 7z
COMCAST
3105 ALDERWOOD MALL BLVD, SUITE Q
LYNNWOOD, WA 98936
PHONE (800) 934-6489
COMPLIES WITH APPLICABLE
FRONTIER CIITI�YTSTIORMWAT �CODE
4320 196TH ST SW
LYNNWOOD, WA 98036
PHONE (509) 593-8366
FIRE
CITY OF EDMONDS DEPT. OF FIRE
PREVENTION (SNOHOMISH COUNTY FIRE
DIST. #1)
KARL FITTERER, DEPUTY FIRE MARSHAL
OFFICE - EDMONDS CITY HALL, 3RD FLOOR
121 5TH AVE N
LYNNWOOD, WA 98020
PHONE (425) 771-0213 RESUB
POLICE JUN 17 2019
CITY OF EDMONDS POLICE DEPT.
250 5TH AVE N _tffffl=-�
LYNNWOOD, WA 98020
PHONE (425) 771-0200
OWNERICONIFtACTOR RESPONSIBLE
FOR LOCATING ALL ON -SITE UTILITIES.
fHDCATIO%,MSION TO ANY UTUM
MAY RECINE SEPARATE PERMrE
oll
CITY COPY
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CHECKED BY:
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SCALE: ASSHOWN
DATE: REV,
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KEY NOTES
KEY
DESCRIPTION
DETAIL/ SHEET
PROPOSED CONTOUR (TYP)
SAWCUT AND MATCH EG
REPIL EX CW TO NEAREST JOINT AND
(D
MATCH EG (4'MIN REPLACEMENT
BEYOND PROPERTY LINE
EX CONTOUR (TYP)
MATCH EG @ TOC A ND FL
CONTINUE EX ASPHALT FLOWLINE
ACROSS PROJECT FRONTAGE TO
PREVENT ALLEY DRAINAGE FROM
0
FLOWING ONSITE. ALLEY DRAINAGE
SHALL BE DIRECTED TO THE EX CI3
LOCATED APPROXIMATELY 70'WEST
OF THE PROJECT SITE WITHIN THE
,�LLEY
GENERAL NOTES:
1. ALL WALKWAYS SHALL SLOPE AWAY
FROM BUILDINGS AT 0.50% MIN SLOPE
AND 2.00% MAX SLOPE.
LEGEND
ASPHALT
F4__A
CONCRETE
LANDSCAPE
PERMEABLE PAVEMENT (SEE DETAIL O/CO7)
ABBREVIATIONS:
BLDG
= BUILDING
Bm
= BENCHMARK
BOTS
= BOTTOM OF STEP(S)
CB
= CATCH BASIN
CIL
= CENTERLINE
CW
= CONCRETE WALK
DRIN
= FOOTING DRAIN
EG
= EXISTING GRADE
EL
= ELEVAT�ON
ELEV
= ELEVAT ON
ESMT
=EASEMENT
EX
= EXISTING
FF
= FINISHED FLOOR
FG
= FINISHED GRADE
FH
= LOCATION OF NEAREST
FIRE HYDRANT
FL
= FLOW LINE
G
=GAS
HMA
= HOT MIX ASPHALT
D
=:NNER DIAMETER
E
= NVERT ELEVATION
LF
= LINEAL FEET
Ls
= LAND SURVEYOR
OHP
= OVERHEAD POWER
PIL
= PROPERTY LINE
PVl
= POINT OF VERTICAL
INTERSECTION
ROW
= RIGHT OF WAY
SD
= STORM DRAIN
SDCO
= STORM DRAIN CLEANOUT
SDFM
= STORM DRAIN FORCE
MAIN
SDMH
= STORM DRAIN MANHOLE
SS
SAN:TARY SEWER
SSMH
= SAN TARY SEWER
MANHOLE
SSS
= SANITARY SIDE SEWER
SSSCO =SANITARY SIDE SEWER
CLEANOUT
TOC
= TOP OF CURB
TOPS
= TOP OF STEP(S)
TYP
= TYPICAL
W
WATER
WDF
WOOD FENCE
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ULATED
ZSECTION SELL STREET
- - - - - - - - - - - -
L 89,97'
2
EG 494 38 EG 496.32
* \� :.:.: EG,495.78
E6 494.20 L
EG 4 1 94.64 FIL 495 75
(DEG 493.81 9 . 1 To��, EG 496.69
495.83
V 494.761.. IT
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w FIL 494.�i . ......
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6
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- ------- -7--TOPW498.6) BOTS 496.964 .9 . 7,80
7Z*�! fG 495.07 Fkj 4VtJ.t3o
BOTW 49723
3 94.8!L FG 496.65
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TOPW 502.76
EG 498.58
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�31
FG 494 661
ROCKER EGL500
(_P,CAL)
B TS 9 9
4 4
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4
r I ., - BO 496.26.
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BOTW 499.50
Bo "Z9-493 -P :.��T6PW 503.80
T OP 501.50
TS 498.8 -TOPS 498.71
TOPW 505.00
BOTW 500.00 _FW 501.00
TOPW 500.40 BOT 6.0
EG 505.49
EG 500,44� \-RIM 495.f5- FG 496.00
GARAGE 1 7- TOPW 505.50
TOPS 502.09- 1
EG 500.38- BO
BOTS 498.85-
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z
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w w
ILL w
IN
1 2
E
z
EG 499.74-
FG 496.00-/
GARAGE
.,-BOTW 505.50
BOTW 496.00
FF 496.00
TOPW 505.90
TOPS 504.90-
TOPW
�OT�
500.00
EG 500.03�
8 EG 505.91
IN
EG 506.07
\LTOPS
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ig
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504.90
Be I
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- - - -
EG 505.93
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rBOTS
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UNIT B
ENTRY FF 505.00
UNITA
ENTRY FF 505.00
BOTS 506.77
5
So
"�-EG 507.88
- 101-3 510.02
5 6
EG 504.77-/
N '� -EG 508.63
I 90TS 5
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EG 56446
TOPS 513.90
8
EG 510.42
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D
UNIT C
564.9
UNIT
EG 507.26 -4
ENTRY FF 505.00
ENTRYFF514.0 0
512
CD
0
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LU Z 04
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-508
4
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GARAGE
GARAGE
0 C6
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FF 514.00
1 1
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1
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FIG 513.90-/
:'
koTS 5114.30-1�
�
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FG 512.93
'd.
ASPHALT
DRIVEWAY
FiIM 513.45
. 2 .
_FG 5115 32
FG M_6.87-�\ /r-FG 517.22
SSMH
RIM=520.11
_SSmH
RIM-488.63
.......... ....... ... .........
..........
...........
INV=517.41 (CENTER CHANNEL)
7
INV-480.33 (CENTER CHANNEL)
-EG
..............
EG 517 91
*1-379.Z(SSMHTOSSMH)
EG 512.44
515.60
EG 517.33
-1
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2
EC
.1515.52
LEG 517.14
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EG 6,
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0
JUN 17 2019
PROJ. MANAGER:
CO CRETE
DESIGNED BY: BI, JL
DRAWN BY: RB,JA
RET. WALL
CHECKED BY: 31, TO
SCALE: AS SHOWN
DATE:,
T E
61112019 JR;*-1
7
APPROVAL FOR CONSTRUCTION
SHEETNUMBER
CrrYOFEDMOtjDS
DATE:
�r-ltu
CO2
BY:
n -
CITY ENGINEERING DIVISION
A
A A
A
A
A A
A
K
z
6j
0
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06
'2
A��
2;5 5 10
SCALE IN FEET
KEY NOTES
KEY
DESCRIPTION
DETAIU SHEET
S AWCUT (2'MIN FROM EDGE OF
GUTTER) AND MATCH EG
STREET TREE
INEW
CAPITAL, CHANTICLEER PEAR OR
S MILAR SPECIES (TBD BY PARKS
h
DEPARTMENT)
NEW CONC CURB AND GUTTER
B/C05
MATCH TO NEAREST JOINT
NEW 24'DRIVEWAY
I/C06
NEW CONC SIDEWALK
L/CO6
REPLACE EX SIDEWALK 4'MIN
BEYOND PIL AND MATCH EG
CONTRACTOR TO PROTECT EX WALL
FRONTING THE NEIGHBORING SITE
AND SUPPORT DURING
CONSTRUCTION AS NECESSARY
(D
EX WALL AND STAIRS FRONTING THE
ISITE
TO BE REMOVED
EX SIDEWALK & FRONTAGE
IMPROVEMENTSSHALLBE
MAINTAINED AS LONG AS POSSIBLE
DURING THE COURSE OF
CONSTRUCTION
CONTRACTOR TO PROTECT EX
ROCKERY AND STAIRS FRONTING THE
NEIGHBORING SITE AND SUPPORT
DURING CONSTRUCTION AS
NECESSARY
GENERAL NOTES:
1. A SEPARATE RIGHT-OF-WAY
CONSTRUCTION PERMIT APPLICATION IS
REQUIRED FOR ALL WORK WITHIN THE
CITY RIGHT-OF-WAY.
ASPHALT
I F-4 CONCRETE
LANDSCAPE
PERMEABLE PAVEMENT (SEE DETAIL O/CO7)
—v
4. 0'
�D SD— SD— S�)— SD— SO— SD— SD— So
SD— SD 0)
SD— SD— SE)— SD— S 14,
If
BELLSTREET
e- - - - - -
S 8A62 E
L 1 1 28.5
w w
-46
zi
< -IL
A L 9
A 4 A &
-7, '5
[�A A
2. A
u 41,
4 0'
7
<
504
ABBREVIATIONS: LF = LINEAL FEET
LS = LAND SURVEYOR
OHP = OVERHEAD POWER
BLDG = BUILDING PIL = PROPERTY LINE
BM =BENCHMARK
PV1 = POINT OF VERTICAL
BOTS = BOTTOM OF STEP(S)
CB = CATCH BASIN INTERSECTION
CIL = CENTERLINE ROW = RIGHT OF WAY
CW = CONCRETE WALK SID = STORM DRAIN
ORIN = FOOTING DRAIN SDCO = STORM DRAIN CLEANOUT
SDFM = STORM DRAJN FORCE
EG = EXISTING GRADE MAIN
EL ELEVATION SDMH = STORM DRAIN MANHOLE
ELEV = ELEVATION
ESMT =EASEMENT SS = SANITARY SEWER
Ex = EXISTING SSMH = SANITARY SEWER
FF = FINISHED FLOOR MANHOLE
FG = FINISHED GRADE SSS = SANITARY SIDE SEWER
FH = LOCATION OF NEAREST SSSCO =SANITARY SIDE SEWER
FIRE HYDRANT CLEANOUT
TOC = TOP OF CURB
Ft. = FLOW LINE TOPS = TOP OF STEP(S)
G = GAS
HMA = HOT MIX ASPHALT TYP = TYPICAL
ID = INNER DIAMETER W = WATER
IE = INVERT ELEVATION WDF = WOOD FENCE
If
If
CIV
If
If
I I I I I
GARAGE
FF 496.00
GARAGE
FF 496.00
- — — — — —
-- — — — — — — — — — — — — — —
; 'I.'
-
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506
7-
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RFESUB
JUN 17 2019
-WWdffNYr
1 6/13/2019 1 Z_j
APPROVAL FOR CONSTRUCTION ET NUMBER
CITY OF EDMONDS
DATE:
BY, CO3
cLr
A K
BI
"e,
T.
R.W.
T
a..
ig
LD
0
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KEY NOTES
(D
v
ROOF OVERHANG (TYP)
v
AFyP"3XV 7FF _F
R I AYE L-OCTTT I FN X
SSS. CONTRACTOR TO CONFIRM
Ao!��
KEY
DESCRIPTION DETAIL/ SHEET
PERIMETER FOOTING DRAIN - 4"
SEE
LOCATION, SIZE, DEPTH, AND
ni
53 LF 6" SD @ 2.00% MIN SLOPE
PERFORATED PVC PIPE IN 6" MIN
GEOTECHNICAL
CONDITION OF SSS PRIOR TO
10 5 20
- - - - - - - - - --- -
WASHED GRAVEL, WRAPPED IN
REPORT
INSTALLATION OF ONSITE SEWER
CB - TYPE 1, #1 W1 SOLID LOCKING LID
NON -WOVEN FILTER FABRIC (TYP)
SYSTEM. IF LESS THAN 6" DIAMETER,
SCALE IN FEET
& 2'MIN SUMP
no
16 LF 6" TRENCH DRAIN
A NEW 6" SSS AND CONNECTION TO
RIM 495.06
RIM 496.00
THE 8" SS IN THE ALLEY IS REQUIRED.
LEGEND:
6" IE (S) 491.00
1211 IE (E) 490.30±
S
4" SOLID WALL SD FOOTING DRAIN
G
IF THE EXISTING SEWER LATERAL IS
PROPOSED TO BE REUSED, THE
ASPHALT
(D
12" Ill (W) 490.20± G/C05
TIGHTLINE @ 2.00% MIN SLOPE
CITY'S PUBLIC WORKS DEPARTMENT
CONTRACTOR TO POTHOLE
6" SDCO
RIM 498.80
N/C07
WILL NEED TO TV THE LATERAL TO
A 4' CONCRETE
CONNECTION PRIOR TO ORDERING
CATCH BASIN METERIALS; IF RIM TO
6" IE 494.00
DETERMINE IF IT IS ACCEPTABLE TO
RE -USE. CONTACT THE CITY OF
LANDSCAPE
INVERT EXCEEDS 5'IN HEIGHT, A TYPE
6" SDCO
RIM 495.80
NIC07
EDMONDS PUBLIC WORKS SEWER
2 IS REQUIRED
DIVISION, 425-771-0234, TO SCHEDULE
PERMEABLE PAVEMENT (SEE DETAIL O/CO7)
J,K/C06
6" IE 493.00
AN INSPECTION
CB - TYPE 1, 42
SAWCUT AND MATCH EG 8 LF 6" SSS @ 2.00% MIN SLOPE
F Q Q
ROOF HATCH
10 LF 4" SD @ 2.00% MIN SLOPE
W/ HERRINGBONE GRATE & 2'MIN
SUMP
4" ROOF DOWNSPOUT TIGHTLINE @
RIM 495.75
GRAVEL FILLED DRYWELL
2.00% MIN SLOPE & 2'MIN COVER
6" IE (N) 493.00 (WI SPILL CONTROL
(TYP)
ELBOW)
4" ROOF DOWNSPOUT (TYP)
G
6" 1 E (W) 493.10
NOTES:
6" IE (E) 493.50 (OVERFLOW)
AIC -AIC -AiC
"C
4.' IE (S) 493.60 (FTG DRN TIGHTLINE)
7. ALL UTILITY TRENCHES WITHIN 5'OF THE EDGES OF THE
S IT 5'0 T
LL UTILITY T C W
BUILDING FOOTING DRAINS MUST BE
1. ALL FINAL RESTORATION RESULTING FROM THE
SHALL BE WRAPPE
INFILTRATION DRYWELLS SHALL BE WRAPPED IN AN
I NFI LTRATION DRYWELLS
22
SET AT AN ELEVATION ALLOWING FOR
INSTALLATION OF UTILITIES IS TO BE COMPLETED BY THE
[:I :::RPE
0.5'MINIMUM FREEBOARD FROM THE
CONTRACTOR.
0 T
ENT N EN RA
V C
IMPERVIOUS LINER TO PREVENT CONCENTRATED
IMPERV OUS LINER To P C
OVERFLOW IE TO THE PERFORATED
STORMWATER FROM SEEPING INTO THE UTILITY TRENCHES.
S 0 MW OM S I I To T UTIL
;
PORTIONS OF THE FOOTING DRAIN
2. MAINTAIN A MINIMUM OF 3'HORIZONTAL SEPARATION
B_S[)-S[)-SD-
SO-SD-SD-
Pt�MBIZGTIX U^R �SOT�`UKITTIB'
3 BETWEEN DRY UTILITIES (GAS, POWER, ETC) AND WET
-SD-S0-Sp_'D -SDSD-SD��SD-
TO BE ROUTED INTERNALLY TO A
UTILITIES (WATER, SEWER, AND STORM)
2
SINGLE POINT OF COMPLIANCE AT
R I
6
THE PERIMETER OF THE BUILDING.
3. MAINTAIN A MINIMUM OF 10'HORIZONTAL SEPARATION
;:!:jm;;;'03
7 1
BELL STREET
NO PLUMBING FIXTURES ARE
PROPOSED BELOW LEVEL 3 OF UNIT B
BETWEEN WATER AND SEWER LINES
5, 9, 0
- --------------
16"
ELEV 514.00)
IE 506.50±
L
NEW GAS SERVICE CONNECTION TO
4. MAINTAIN A MINIMUM OF VHORIZONTAL SEPARATION
hiL Ww 7 r P
BETWEEN SEWER AND STORM LINES
MF-%qo
EX 2" GAS MAIN. CONTRACTOR TO
WfrAt.Lk�V
COORDINATE WITH PSE
6" SSSCO
5. UTILITY PATCHES SHALL BE COMBINED AND FULL WIDTH OR 00 ftlk' 510 a?
24
HALF WIDTH OVERLAY WILL BE REQUIRED DEPENDING ON
RIM 508.75
THE EXTENT OF DISTURBANCE. WHERE UTILITY PATCHES
w
W -
w
6" IE 505.00
PLUMBING FIXTURES FOR UNITS A & C
FALL ENTIRELY WITHIN ONE TRAVEL LANE, THE OVERLAY
4 SHALL EXTEND TO THE CENTERLINE OF ROADWAY. WHERE
TO BE ROUTED INTERNALLY TO A
UTILITY PATCHES EXTEND INTO BOTH TRAVEL LANES, A FULL
SINGLE POINT OF COMPLIANCE AT
WIDTH OVERLAY IS REQUIRED
THE PERIMETER OF BUILDING C.
NO PLUMBING FIXTURES ARE
6. SIDE SEWER MUST MAINTAIN A 2.00% MIN SLOPE. IF PIPE
SLOPE EXCEEDS 20% THE PIPE MUST BE ANCHORED.
ROCKERY
(TYPJCAL)
DEVELOPED AREA CALCULATIONS
(PROPOSED CONDITIONS)
AREA DESCRIPTION AREA IN SQ FT AREA IN
TOTAL SITE AREA (ON SITE) 6,593 0.15
AREA DESCRIPTION
AREA IN SO FT
AREA IN ACRES
BUILDING (ON SITE)
3,358
0.08
DRIVEWAY (ON SITE)
1,217
0.03
DRIVEWAY/ROADALLEY (ROW)
1,089
0.03
WALKWAYS (ON SITE)
498
0.01
TOTAL IMP SURFACES
6,162
0.14
PERVIOUS AREAS
I AREAINSQFT I
AREAINACE]
FIRE PROTECTION NOTES:
1. A NFPA 13D FIRE SPRINKLER
SYSTEM IS REQUIRED FOR
ALL UNITS (TO BE DESIGNED
BY OTHERS).
2.4" STORZ TYPE FITTINGS ARE REQUIRED TO BE
INSTALLED ON THE EX FIRE HYDRANT
IN FRONT OF 632
BELL ST AND THE EX FIRE HYDRANT
ON THE
CORNER OF
7TH AVE N AND BELL ST.
ABBREVIATIONS:
LF
= LINEAL FEET
LS
= LAND SURVEYOR
BLDG = BUILDING
OHP
= OVERHEAD POWER
BM =BENCHMARK
PL
= PROPERTY LINE
BOTS = BOTTOM OF STEP(S)
PVI
= POINT OF VERTICAL
CB = CATCH BASIN
INTERSECTION
CL = CENTERLINE
ROW
= RIGHT OF WAY
CW = CONCRETE WALK
SD
= STORM DRAIN
DRN = FOOTING DRAIN
SDCO
= STORM DRAIN CLEANOUT
EG = EXISTING GRADE
SDFM
= STORM DRAIN FORCE
EL = ELEVATION
MAIN
ELEV = ELEVATION
SDMH
= STORM DRAIN MANHOLE
ESMT =EASEMENT
SS
= SANITARY SEWER
EX = EXISTING
SSMH
= SANITARY SEWER
FF = FINISHED FLOOR
MANHOLE
FG = FINISHED GRADE
SSS
= SANITARY SIDE SEWER
FH = LOCATION OF NEAREST
SSSCO
=SANITARY SIDE SEWER
FIRE HYDRANT
CLEANOUT
FL = FLOW LINE
TOC
= TOP OF CURB
G = GAS
TOPS
= TOP OF STEP(S)
HMA = HOT MIX ASPHALT
TYP
= TYPICAL
ID = INNER DIAMETER
W
= WATER
IE = INVERT ELEVATION
WDF
= WOOD FENCE
F,117;7-7_771 U
506
R4
516
2 31 27
7
'0 SS
V \'.
9
17
0 i4 -7 _. __� 0
A.
EN
L'Lt� kD.E .1, 1.
60 n- C3S,' - - - - - - - - - -
A A
PROPOSED BELOW LEVEL 3 OF UNIT A
(ELEV 514.00)
16" IE 506.50±
0
1EXISTING 2" MPE GAS MAIN
(D
6 LF 6" SSS @ 2.00% MIN SLOPE
APPROXIMATE LOCATION OF
NEAREST FIRE HYDRANT
Ex WATER METER AND SERVICE TO
BE RETIRED
(4) NEW 1" WATER SERVICE
CONNECTIONS TO 8" Cl WATERMAIN
(4) NEW 1 " WATER METERS
(COMBINATION DOMESTIC & FIRE)
NOT USED
(D
16 LF 6" TRENCH DRAIN
RIM 514.00
5'0 INFILTRATION DRYWELL 4 1
FG 495.50
TOP OF DRYWELL 493.50
BOTTOM OF DRYWELL 487.25
6" IE (E) 491.50
6" IE (S) 492.50
5'0 INFILTRATION DRYWELL # 2
FIG 496.00
TOP OF DRYWELL 493.50
BOTTOM OF DRYWELL 487.25
6" IE (E) 491.50
16" IE (W) 491.50
60 INFILTRATION DRYWELL # 3
FG 496.70
TOP OF DRYWELL 493.50
BOTTOM OF DRYWELL 487.25
6" IE (W) 491.50
6" IE (E) 492.50
G
4 LF 4" SD CONNECTING TRENCH
DRAINS
0
7 LF 4" SD @ 2.00% MIN SLOPE
6" SDCO
RIM 512.85
6" IE 509.85
G
97 LF 6" SD @ 2.00% MIN SLOPE
n35
NOT USED
'�T
C B YPE 1, #4 W/ HERRINGBONE
GRATE & 2'MIN SUMP
RIM 513.45
6' IE (W) 510.00 (WI SPILL CONTROL
ELBOW)
0 TU �E�
@
7 LF 6" SD @ 2.00% MIN SLOPE
A
GIC05& P/C07
E/C05
M/C06
H/C06
HIC06
H/C06
N/C07
G/C05 & P/C07
v
G
v
8 LF 6" SD @ 2.00% MIN SLOPE
0
9 LF 6" SD @ 2.00% MIN SLOPE
0
12 LF 6" SD @ ELEV 491.50
@
11 LF 6" SD @ ELEV 491.50
INSTALL OBSERVATION PORT IN
CENTER OF DRYWELL W/ TRAFFIC
RATED LID
RIM 495.50
6 LF 6" SD @ 2.00% MIN SLOPE
0
7 LF 6" SD @ 2.00% MIN SLOPE
CB - TYPE 1, #3
W1 SOLID LOCKING LID & 2'MIN SUMP
RIM 497.80
6"1 E (S) 494.10
.6"
IE (W) 494.00
0 1
57 LF 6" SD @ 2.00% MIN SLOPE
6" SDCO
RIM 511.70
6" IE 508.70
1-1/2" PE WATER SERVICE LINE TO BE
INSTALLED FROM THE BACK OF THE
GMETERS
TO THE BUILDING. 14 GA.
VINYL COATED WIRE TRACER TO BE
INSTALLED ON THE WATER SERVICE
AND GROUNDED AT THE METER
INSTALL OBSERVATION PORT IN
0
CENTER OF DRYWELL W/ TRAFFIC
RATED LID
RIM 495.60
INSTALL OBSERVATION PORT IN
CENTER OF DRYWELL W1 TRAFFIC
RATED LID
RIM 496.22
COMM AND UGP SERVICES TO BE
ROUTED FROM POWER POLE AT SW
CORNER OF 7TH AVE N AND BELL ST
PER DIRECTION FROM SNOHOMISH
COUNTY PUD. SERVICES TO BE
PLACED IN COMMON TRENCH AND
DISTURBED PAVEMENT IN ROW SHALL
BE REPLACED IN -KIND. FINAL DESIGN
AND SERVICE SIZES TO BE
COORDINATED W/ SNOHOMISH
COUNTY PUD & COMM SERVICE
PROVIDER
HANDHOLE TO BE INSTALLED ON
PRIVATE PROPERTY IF DETERMINED
NECESSARY BY SNOHOMISH COUNTY
PUD. LOCATION TBD
6" SSSCO
RIM 514.10
.35
19 LF 6" SSS @ 2.00% MIN SLOPE
6" SSSCO
RIM 514.10
6" IE 505.95
54 LF 6" SSS @ 2.00% MIN SLOPE
29 LF 6" SSS @ 2.00% MIN SLOPE
CONNECT TO EX 6" SSS AND INSTALL
6" SSSCO W1 12" LAMPHOLE COVER W/
1/2" HEXBOLTS. REMOVE EX SSS
GUPSTREAM
(NORTH) OF THE
CONNECTION POINT
6" IE 504.40±
CONTRACTOR TO CONFIRM DEPTH OF
EX SS
EX 6" SSS CONNECTION TO 8" SS
8" IE 503.00±
6" IE 503.84±
z
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H/C06
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E/C05
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RESUB
JUN 17 2619
_mr0FMmW`T
DATE:
BY:
CITY ENGINEERING DIVISIO
K
mkil
PROJ. MANAGER:
B1
DESIGNED BY:
Bl, JL
DRAWN BY:
RB, JA
CHECKED BY:
BI. TG
SCALE: ASSHOWN
DAI E:
6/13/2019 JR;7F
7
SHEET NUMBER
C04
z
0
oN
o
r
09
A v E
2" x 2" WOOD/STEEL
FILTER FABRIC SECURED
TO 2 " x 2" 14 CA
WIRE FABRIC EQUAL
NATIVE BACKFIU_ MATERIAL
FILTER FABRIC MATERIAL IN CONTINOUS ROLLS
USE STAPLES OR WIRE RINGS TO ATTACH
FABRIC TO WIRE
2' x 2" WOOD/STEEL POSTS-\
BURY BOTTO OF FILTER
M (
MATERIAL 8' TO 12"
NOTES:
1. CONTRACTOR/DEVELOPER SHALL MAINTAIN AND ENSURE PROPER
EROSION CONTROL THROUGHOUT PROJECT. CTY INSPECTION REQUI ED ON
IT) R
2. SILT FENCE TO BE PLACED DOWNSLOPE OF CONSTRUCTION ALL EROSION CONTROL METHODS
ACTIVITY. IBEFORE OTHER WORK CAN BEGIN
FILTER FABRIC FENCE FILTRATION SYSTEMS
PER CITY OF EDMONDS STANDARD PLAN ER-900 \20-11i
RESIDENCE
WITH 45'
BEND AND
CAP
CLEANOUT
(TYP)
TO EXCEED 100' BETWEEN CLEANOUTS
CLEANOUT (WYE WITH CAP
AND CLEANOUT COVER) AND
CONCRETE LEVELING COLLAR
-WATER TIGHT CAP
45' �-RISER
45*
2' MIN SAWCUT
R=1/2" -
15-1/2"[- R=I"
HMA 4" OR MATCH
EXISTING, WHICHEVER IS
I" BATTER
r7
GREATER
R=l* _
SEE NOTE 12
.4
4Sm-.& �8 STANDARD
S NO 11
EE TE MINUS CSTC
STANDARD TYPE "A" CURB/GUTTER
(NOT TO SCALE)
NOTES:
1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR.
2. FORMS SHALL BE TRUE TO UNE AND GRADE AND SECURELY STAKED.
3. EXPANSION JOINTS SHALL BE PLACED ADJACENT TO ANY STRUCTURE.
4. EXPANSION JOINTS SMALL BE EVERY 10 FEET.
5. EXPANSION JOINTS SHALL HAVE 1/2- TO 5/8- WIDE PREMOLDED JOINT FILLER.
6. CONCRETE SHALL BE CLASS 3000.
7. FINISH SHALL BE UGHT BROOM.
8. CURB SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS.
9. REMOVAL/REPLACEMENT OF CONCRETE CURB SHALL BE FROM EXPANSION TO EXPANSION JOINT, UNLESS OTHERWISE
DIRECTED 13Y CITY ENGINEER.
10. A 2-FT MINIMUM ASPHALT SAWCUT MAY BE REQUIRED AS DETERMINED BY CITY ENGINEER.
11. CURB/GUTTER SHALL BE 18' OR AS DIRECTED BY CITY ENGINEER.
12. ALL VERTICAL EDGES SHALL BE TACKED.
CONCRETE CURB AND GUTTER ("B�
PER CITY OF EDMONDS STANDARD PLAN TR-520 \203
LOCKING COVER
SEE NOTE 3
/12"
END OF PIPER GRIPPER PLUG
(CHERNE 27061 OR APPROVED
EQUAL)
LEVELN COLLAR
SEE NOTE '
12" PVC SLEEVE
6" RISER
6" WYE AND CITY STUB
III BEND
4" OR B"
12" LOCKING COVER
SIDE SEWER CLEANOUT DETAIL
SEE NOTE 3
/CITY EASEME
LEVELING COLLAR
NOTES:
o
SEE NOTE 4
ASPHALT SURFACE
1. SEWER PIPE SHALL BE SDR -35 AND JOINTS SHALL BE
GASKETED
�"END
12":L
2. PIPE SLOPE TO BE 2X MIN AND UP TO 50% MAX.
EWER CLEANOUT COVER TO BE EAST JORDAN IRON WORKS
3' S
I FOOT LONG 12" PVC
I FOOT I
PRODUCT #00366102 STAR PIPE COSP48L OR APPROVED
SLEEVE
SLEEV
EQUAL.
6' RISER
OF PIPE GRIPPER
4. LEVELING COLLAR SHALL BE CONSTRUCTED AS FOLLOWS:
P PLUG (CHt
LUG (CHERNE 270261
0 OR APPRO
R APPROVED EQUAL)
IN ROADWAYS PER COE SM DWO GU-424
TYPICAL CLEANOUT
IN SIDEWALK/LANDSCAPED AREAS ' EITHER 24"X24*4"
DEEP CONCRETE COLLAR OR 24" DIAMETER . 6" DEEP
UNDER ASPHALT
OR CONCIR
CONCRETE COLLAR
SEWER CLEANOUT DETAILS �E
PER CITY OF EDMONDS STANDARD DETAIL SS-200 \,'�04
GRATE
FILTER SOCK WITH
OVER FLOW MOLES
(TYP)
'CCA �NBNSIN
NOTES:
CATCH BASIN 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN
THIS APPLICATION AT ALL TIMES DURING
CONSTRUCTION PERIOD.
2. ANY SEDIMENT IN CATCH BASIN INSERT
SHALL BE REMOVED WHEN INSERT IS
ONE-THIRD FULL.
3. CITY INSPECTION REQUIRED ON ALL
EROSION CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN.
TEMPORARY SEDIMENT TRAP FOR CATCH BASINS� �C
PER CITY OF EDMONDS STANDARD DETAIL ER-902 11 �11
FULL WIDTH
ESS/EGRESS
DF7AIL NOTES:
THE MINIMUM LENGTH SHALL BE EXTENDED AS NECESSARY TO ENSURE MATERIAL IS NOT TRACKED OFF SITE
AND/OR INTO THE PUBLIC RIGHT-OF-WAY.
ATE! DRIVEWAY RAMP AND/OR SITE ACCESS ROAD 15' WIDE MIN. SEE TABLE BELOW FOR REQUIRED LENGTH.
NOTES:
1. SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTION ENTRANCES SHALL BE PIPED
ACROSS THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED.
2. MANTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING
OF SEDIMENT OFF SITE AND/OR ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH
ADDITIONAL QUARRY SPALLS AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO
TRAP SEDIMENT. ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED OFF SITE AND/OR ONTO PUBLIC
RIGHT-OF-WAY MUST BE REMOVED IMMEDIATELY.
3. WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO LEAVING THE SITE. WHEN WASHING IS USED, IT SHALL
BE DONE ON AN AREA STABILIZED WITH QUARRY SPALLS AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING
4. INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVDED AFTER EACH RAIN
PROJECT
SIZE
MIN LENGTH OF (FEET)
QUARRY SPALLS-
< 1/4 ACRE
30
* 1 ACRE
50
* 3 ACRE
100
* 3 ACRE
100
*PROVIDE ATB OR ASPHALT
TRANSITION W14ERE FRONTAGE
ARTERIAL
�CZT�'-G'BE DETERMINED
13Y CITY INSPECTOR.
CITY INSPECTION REQUIRED ON
ALL EROSION CONTROL METHODS
I
BEFORE OTHI
STABILIZED CONSTRUCTION ENTRANCE (�
PER CITY OF EDMONDS STANDARD DETAILS ER-901 \1�O �'
0
CONTOUR LINE
z
(TYP)
ANGLE TERMINAL
END UPHILL 24" TO 48"
To PREVENT FLOW
AROUND WATTLE (TYP)
2"x2*44" UN -TREATED
TRENCH.
WOODEN STARE (TYP)
SEE NOTE 2 3" MIN
4" MAX
STAGGER
OVERLAPS
sz
2" MIN
5" MAX
OYP)
2"x2*x2 UN -TREATED
WOODEN STAKE (TYP)
8* DIAMETER
MIN
WATTLE DETAI
FOR IES
NO SEE WA�T�TLE SPACING
TABLE (TYP)
WA
T. C
S B
EE
EE
9MM SLOEIE5'
B" DIAMETER wATTLE
SPACING TABLE
SLOPE
MAXIMUM SPACING
IHAV
101-0*
2H:lV
20'-0"
3H:IV
30'-0
4H:IV
40'-0'
>4H:IV
ONE RUN ONLY
NOTES,
I. COMPOST WATTLES RECOMMENDED ON SLOPES. USE STRAW WATTLES IN PAVEMENT APPLICATION.
2. ON SLOPES, INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOURS.
INSTALLATION SHALL BE IN ACCORDANCE WITH WSDOT STANDARD SPECIFICAT10N 0-01.3(lo).
3. RUNOFF SHALL NOT RUN UNDER OR AROUND ROLL. ADDITIONAL STAKING MAY BE NECESSARY TO PREVENT
UNDERCUTTING.
4. WATTLES SHALL BE INSPECTED REGULARLY, AND IMMEDIATELY AFTER A RAINFALL PRODUCES RUNOFF. REMOVE
SEDIMENT AND ACCUMULATIONS WHEN EXCEEDING 1/2 HEIGHT BETWEEN THE TOP OF THE WATTLE AND THE GROUND
SURFACE
WATTLE INSTALLATION
PER CITY OF EDMONDS STANDARD DETAIL ER-903 k�o �l
<0>
SEE APPLICABLE STANDARD DETAILS
FRAME AND GRATE
PIPE ALLOWANCES
PIPE MATERIAL
INSIDElIMIAMETER
REINFORCED OR
12"
PLAIN CONCRETE
ALL METAL PIPE
15,
CPSSP-
12"
(WSDOT STD SPEC 9-05.20)
SOLID WALL PVC
15"
(WSDOT SID SPEC 9-05.12.(1))
PROFILE WALL PVC
(WSDOT SIT) SPEC 9-05.12(2))
IS
- CORRUGATED POLYETHYLENE
STORM SEWER PIPE
4", 6", OR 12"
RISER SECTION
NOTES:
1. CATCHWBASINS SHALL BE CONSTRUCTED IN ACCORDANCE
WITH SDOT STANDARD SPECIFICATION 9-05.50(3).
2. AS AN ACCEPTABLE ALTERNATIVE TO REBAR. WELDED WIRE
FABRIC HAVING A MIN' AREA OF 0.12 SQUARE INCHES PER
FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY
TO ASTM A497 (AASHTO M 221). WIRE FABRIC SHALL NOT
BE PLACED IN KNOCKOUTS.
3. APPLY NON -SHRINK GROUT TO INSIDE AND OUTSIDE OF
ALL JOINTS. RINGS, RISERS AND FRAMES.
4. ROUND KNOCKOUTS MAY BE ON ALL 4 SIDES, WITH MAX
DIAMETER OF 20�. KNOCKOUTS MAY BE EITHER ROUND OR
"D' SHAPE.
S. THE MAX DEPTH FROM THE FINISHED GRACE TO THE
PIPE INVERT IS 5'-0".
6. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION
AND RISER SECTION SHALL NOT EXCEED 1/2'/FT.
7. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE
WITH STANDARD SPECIFICATIONS. MATING SURFACES SHALL
BE FINISHED TO ASSURE NONI-ROCKING FIT WITH ANY
COVER POSITION .
(MEASUREMENT AT THE TOP OF THE BASE)
B. VERTICAL EDGE OF RISER SHALL NOT BE MORE THAN 2"
FROM VERTICAL EDGE OF CATCH BASIN WALL
CATCH BASIN TYPE 1 G'�
PER CITY OF EDMONDS STANDARD DETAIL SD-303 ��O�4
RESUB
JUN 17 2019
CITY OF
DATE:. ,
BY:. D�,�
CITY IEN&NEERING DIVISION
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OBSERVATION PIPE MARKING
CENTER OF DRYWELL.
TRAFFIC RATED LID REQUIRED
48" DIA. (MIN) DRYWELL
4- (MIN) PERFORATED
PVC UNDERDRAIN PIPE
TYPE 1 OR 1-L CATCH
BASIN W/ SOLID UD PER
CITY STANDARD DETAIL
SD-303 OR SD-304
GUTTER
4- (MIN) P
DRAIN PIPE
2 ' \
5 \
-4.1 "d
/I _. V (MIN)
-
[-10'
(MIN)__�
5, (MIN)
PROPERTY LINE/EASEMENT
PLAN
NTS
REMOVABLE PUSH ON PVC CAP
OF
DOWNSPOUT
4- (MIN) PVC DRAIN PIPE PER ;DOT
SPEC. 9-05.1(5), 1% (MIN) SLOPE
TEST PLUG IN PLASTIC
BOX MARKED "DRAIN'.'
kFFIC RATED LID REQUIRED
CLEANOUT
12`1 _SLN.IjN.
12" (MIN)
.2 (MIN) PVC DRAIN PIPE PER
TOPSOIL
__--4"
M -_ SPEC. 9-05.1(5). POSITIVE
6" (MIN) SLOPE
GENERAL NOTES:
12" (MIN)
4" (MIN) I . REFER TO THE 2017 CITY OF
PERFORATED PVC EDMONDS STORMWATER ADDENDUM
REMOVABLE
U FOR SETBACK (CHECKLIST 13) AND
NDERDRAIN PUSH -ON
PIPE PER WSDOT PVC INFEASIBILITY REQUIREMENTS.
TEE
SPEC. 9-05.1(6)
2. MINIMUM COVER DEPTHS ASSUME Nc
�-GEOTEXTIUE,
SEE NOTE 1 VEHICULAR LOADING. DESIGNER TO
SPECIFY COVER DEPTHS IF
VEHICULAR TRAFFIC ANTICIPATED.
WASHED DRAIN ROCK.-j
3. PROVIDE 10 FEET (MIN) SPACING
SEE NOTE 2
BETWEEN DRY WELLS.
NOTES:
UNCOMPACTED NATIVE
I
MATERAL, SCARIFY 3*
I . PLACE GECTEXTILE FABRIC ALONG WALLS AND TOP OF WASHED
(MIN) V (MIN) ABOVE SEASONAL
ROCK. GEOTEXTILE SHALL CONFORM TO WSOOT SPEC. 9-33.2(l).
HIGH GROUNDWATER TABLE
GEOTEXTILE FOR SEPARATION. NON -WOVEN TYPE.
OR HYDRAULICALLY
RESTRICTIVE LAYER
2. WASHED DRAIN ROCK SHALL CONFORM TO WSDOT SPEC.
9-03.12(5), GRAVEL BACKFILL FOR DRYWELLS.
PROFILE
NTS
3. OBSERVATION WELL SHALL CONFORM TO WSDOT SPEC.
9-05.2(6), PERFORATED PVC UN)ERDRAIN PIPE.
TYPICAL DOWNSPOUT INFILTRATION DRYWELL tl'�H
PER CITY OF
EDMONDS STANDARD DETAIL SD-638 � �O4
COE STD DTL GU-41 0
ir MIN
�>-SEDDINC MATERIAL (5/8* MINUS)
MUD 9-03.16.A,2
8V9UIIA6!rEXCAVATED
MATERIAL AS
APPROVID BY CITY ENGINEER
(SEE NOTE 2 BELOW)
6* MIN
-FOUNDATION (IF REQUIRED)
SEE NOTE 4
8* MIN 8* MIN
SEE NOTE I
NOTES:
1. MAXIMUM WIDTH OF TRENCH AT TOP OF PIPE
36" FOR PIPE UP TO AND INCLUDING 12* DIAMETER
O.D. PLUS 18" FOR PIPE LARGER THAN 12" NOMINAL DIAMETER
2. REFER TO CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF WSDOT STANDARD SPECIFICATIONS FOR MATERIAL
GRADATION AND ADDITIONAL INFORMATION.
3. TRENCH BACKnL_ SHALL MEET A MINIMUM COMPACTION OF 957 DENSITY PER ASTM D 1557,
4. IF UNSTABLE MATERIAL IS ENCOUNTERED BELOW PIPE ZONE, CONTRACTOR SHALL REMOVE AND REPLACE AS REQUIRED
BY CITY ENGINEER.
TYPICAL TRENCH SECTION /K
PER CITY OF EDMONDS STANDARD DETAIL GU-400 kj�o
, �4
F.
.9
FULL DEPTH EXISTING PAVEMENT
1/2- EXPANS,
C
83 7 2% MAX
S. U SLGP�
R -n7
2
SECTION A -A
DRIVEWAY CURB TRANSIDONAL DETAIL
[ER OR VERTICAL CURBS
NOIES:
(DCURS AND GUTTER SHALL BE POURED SEPARATELY FROM THE SIDEWALK. CITY INSPECTION REQUIRED ON FORM WORK
PRIOR TO POUR.
DRIVEWAY APRON INCLUDING WING RAMPS SHALL BE A MINIMUM OF 6- THICK AND SHALL BE PLACED ON 2- OF 5/8-
CSTO COMPACTED TO 95% MAXIMUM DENSITY.
SUBGRAOE, SHALL BE COMPACTED TO 95% MAXIMUM DENSITY.
2' ASPHALT SAWCUT MAY BE REQUIRED WITH CURB/GLITTER INSTALLATION. REFER TO COE STD DTL TR-520.
CONCRETE SHALL BE CLASS .3000.
CURB TRANSITION SHOULD MAINTAIN A SLOPE NO GRR7R THAN 8.3%. IF THE SLOPE REQUIREMENT CANNOT BE
ACHIEVED, MAXIMUM CURB THE TRANSITION LENGTH SHALL BE 15-FEET.
MAINTAIN 1/2- up AT GUTTER.
IF DRIVEWAY WIDTH EXCEEDS 15'. INSTALL A FULL DEPTH EXPANSION JOINT AT CENTER OF DRIVEWAY.
INSTALL MINIMUM 5-Fr TRANSITION PANEL BETWEEN DRivEwAYS AND wHEN CONNECTING TO EXISTING SIDEWALK.
. ....... ...... . . .... - __ - _
DRIVEWAY ENTRANCE
PER CITY OF EDMONDS STANDARD DErAlL TR-541
(mat To SCALE)
FULL DEPTH 1/2- EXPANSION
JOINT MATERIAL
4 1 /g"
4
-2' MIN 5/8" MINUS CSTC
ON NATIVE BEARING SOIL
SEE NOTE 9
SECTION VIEW
NOTES: (NOT TO SCALE)
1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR.
2. CONCRETE SHALL BE CLASS 3000.
3. FINISH SHALL BE LIGHT BROOM.
4. SIDEWALK THICKNESS SHALL BE 4".
5. SIDEWALK THICKNESS AT DRIVEWAYS SHALL BE 6' THICK.
6. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK.
7. LIDS FOR JUNCTION BOXES AND UTILITY VAULTS SHALL BE NON-SKID AS SPECIFIED BY ENGINEER.
B. SEE COE STD DTL TR-550 FOR POSSIBLE ROOT BARRIER INSTALLATION.
9. SUBGRADE SHALL BE COMPACTED TO 95% MAXIMUM DENSITY.
7
CONCRETE SIDEWALK
PER CITY OF EDMONDS STANDARD DETAIL TR-531 \1 �01
7
SHALL BE A NEAT STRAIGHT
CLASS 1/2'
POSED VERTICAL EDGES SHALL
PG 64-22
4EATLY PER WSDOT STANDARD
(SEE NOTES 4 & 5)
4S 5-04 * 3(5)A APPROVED TACK
D EQUAL AND SEALED PER
jHMA
1.
5-04.3(5)C. SLOPE EXCAVATION
IDERMINING EXISTING PAVEMENT.
NOTES:
1. SEE CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF THE CURRENT WISDOT STANDARD SPECIFICATIONS FOR
BACKFILUNG REQUIREMENTS.
2. SUBMIT PROCTOR AND DENSITY TESTS FROM CERTIFIED TESTING COMPANIES DOCUMENTING THAT THE BACKFILL
MEETS A MINIMUM OF 95X DENSITY PER ASTM D 1557.
3. CSBC DEPTH SHALL BE A MINIMUM 6* OR MATCH EXISTING WHICHEVER IS GREATER. WHEN MATCHING EXISTING
CSBC DEPTH GREATER THEN 6*, THEN CSBC SHALL BE INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS NOT
EXCEEDING 6".
4. ROADWAY HMA DEPTH SHALL BE A MINIMUM OF 4' THICK. UNLESS APPROVED By THE ENGINEER, ANY DEPTH
GREATER THAN 4" SHALL MATCH EXISTING.
5. ALLEY HMA DEPTH SHALL BE A MINIMUM OF 2' THICK. UNLESS APPROVED BY THE ENGINEER. ANY DEPTH GREATER
THAN 2" SHALL MATCH EXISTING.
6. UNLESS APPROVED 13Y THE ENGINEER, THE HMA SHk_L BE INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS NOT
EXCEEDING 2 " .
7. FINAL PAVEMENT JOINTS SHALL BE NEATLY AND UNIFORMLY SEALED WITH WSDOT STANDARD SPECIFICATIONS
5-04.3(5)C APPROVED JOINT SEALANT OR APPROVE) EQUAL.
TYPICAL HMA AND UTILITY PATCH J'J_'�
PER CITY OF EDMONDS S7ANDARD DETAIL GU-410 � �04
PROPERTY
FINISHED GRADE-\ R*O.W. r1l LINE (2)
ri
METER SUPPLIED
By CITY
SALL VALVE
A
Li C C I Lj
XL
OF FLOW
i
A 0 �g�
MATERIAL Llff-
(DALL 1- SERVICES TO BE TYPE -K- SOFT COPPER TUBING
@ I* BALL CORP. STOP WITH CC THREAD INLET AND COPPER (CTS) GRIP OUTLET (FORD OR MUELLER)
@DUAL PURPOSE UNION
@ MIPT X CTS GRIP BALL VALVE CURB STOP EQUAL TO FORD B84-4440 FOR 1"
I* mETER SETTER WITH ANGLE BALL METER VALVE 15" HIGH WITH DUAL
@Mff�M 'ONI�'1'11'L'E-rSAONI")COEUgITLEI, HORIZONTAL IN HORIZONTAL, OUTLET EQUAL TO FORD VB74-15W-11-44
.ACING NEW SERVIV
'ES, USE SAME AS ABOVE AND ADD A SINGLE CHECK, EQUAL TO FORD VBH74-15W-11-44
1- CC TAP SERVICE SADDLE EQUAL TO ROMAC lols
@):NN UNPAVED AREAS: CARSON 1324 MSBCF WITH DUCTILE IRON COVER AND CAST IRON READER DOOR;
PAVED AREAS: ARMOR CAST A6001946PCX12 BOX W/ A600196969 RCI UD
OFOR VACANT LOT (FUTURE USE) LocooN MARKED WITH PAINTED 2- X 4- STAKE WITH 'WATER" STENCILED am a
(D14 GA. VINYL COATED WIRE TRACER (TAPED TO PLASTIC PIPE EVERY 10) TO BE GROUNDED AT METER AND HOUSE
SCH�ERDUSLEE.4'0 3/4" OR I" PLUG, REMOVE WHEN CONNECTION IS MADE TO CUSTOMER LINE WITH COMPRESSION FITTING
"AT CE TO HOUSE, INSTALLED BY OWNER/CONTRACTOR (PER PLUMBING CODE)
PROPERTY OWNER RESPONSIBLE FOR PURCHASING 3/4- OR 1 - METER THROUGH THE CITY AT DEVELOPMENT SERVICES
DEPARTMENT, CITY WILL SUPPLY AND INSTALL METER AFTER PURCHASE, IF USING 3/4- METER, CONTRACTOR WILL
PROVIDE REDUCERS
BACK SIDE OF METER Box SHALL BE SET AT THE PROPERTY LINE UNLESS APPROVED BY THE CITY ENGINEER.
METER BOXES SHALL NOT BE SET IN DRIVEWAY AREAS UNLESS TRAFFIC RATED BOX IS APPROVED BY CITY ENGINEER.
3/4" - T' WATER SERVICE INSTALLATION K Nl'�
PER CITY OF EDMONDS STANDARD DETAILWA-130 � �C04 FA-F
CITY OF EDM
DATE, N/2v
I I - x2v
BY: \,I'L/All k) I V
CITY ENGINEERING DIVISION
Rmsum
juN 17 2019
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SCALE: ASSHOWN
6113/2019 1 2
*C ns
A
El
T
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0
In
�10 's
E:
MECHANICAL PLUG
TRAFFIC RATED,
CIRCULAR LOCKING
EXTEND CLEANOUT 2" ABOVE
ASPHALT/
CAST VALVE BOX PER
MANUFACTURER
G
DESIGN PONDIN ELEVATION
CONCRETE
REDO MMENDATIONS,
OR PER PLAN
SEE NOTES 1 AND 2
4 . STREAMBED COBBLES
PER WSDOT 9-03.11(2)
DESIGN PONDING
ELEVATION
n
SILIMIT-19-iffil
\-MECHANICAL PLUG
uIr
ADD VALVE BOX
I MITI
EXTENSION OR SOIL
PIP AS NECESSARY
LIMI I MI 110
1
TOE
0. D.A`OF0 MR IMSOE DRATFEI P E
SOIL TIGHWT
VER IN
WYE 11 EEII
PAVED AREA
SOIL TIGHT 11
COUPLER
1.
LAWN/
LANDSCAPE
NOS PRO SERIES VALV
BOX WITH LOCKING
COVER 0 EQUAL. SE
R
UNDERDRAJN PIPE.-\
PER PLANS
r
6" (MIN)
NOTES, I
AND 2.
4 . (MIN)
�RDRAJN ED S MEV
PLUG OR CONTINUEDUNDE CRUSH URFACING HAN,CAL PLUG
CONNECTION TOP COURSE (CSTC)
CLEANOUT PER WSDOT 9-03.9(.3)
(SHOWN WITHIN BIORETENnON FACILITY) CLEANOUT COVER IN
LANDSCAPE ARFA__
GENERAL NOTES:
1. CLEANOUT PIPE SHALL BE SAME SIZE AND MATERIAL AS UNDERDRAIN PIPE.
2. CLEANOUT SHALL BE INSTALLED TO ALLOW FOR MAINTENANCE ACCESS TO ALL PIPES.
3. ALL FITTINGS SHALL BE SOIL TIGHT.
4. CLEANOUT RISER TOP SHALL BE LOCATED OUTSIDE OF PONDING AREAS WHERE POSSIBLE.
NOTES:
1. CLEANOUT COVER TO BE LOCKING WITH ALLEN HEAD BOLT, MARKED "DRAIN CLEANOUT
"CLEANI "CO,* OR SIMILAR.
2. TRAFFIC RATED LID REQUIRED IN AREAS WITH VEHICULAR LOADING.
STORM DRAINAGE CLEANOUT
PER CITY OF EDMONDS STANDARD DETAIL SD-619 \,, �O4
[-9/16,1-1/2'
4'
OEM1 '02'
.V
SECTION A-
A
I
25"
ligm
1/8.
PERMEABLE UNIT PAVERS PER
2' MANUFACTURERS RECOMMENDATIONS,
SEE NOTE 1
1.5" n-,
(M
IN) JOINT FILLER AND LEVELING COURSE
USHED SURFACING CHOKER
OR
N DURSE, SEE NOTE 4
PAVEMENT
BASE COURS -PERMEABLE BALLAST, SEE NOTE 5
SEE NOTE 3 t(M. I"N)
6.
(MIN) -RUNOFF TREATMENT LAYER
(IF REQUIRED PER EDMONDS
1' (MIN) ABOVE SEAS014AL STORMWATER CODE), SEE NOTE 6
HIGH GROUNDWATER TABLE SUBGRADE.
OR HYDRAULICALLY SEE NOTE 7
RESTRICTIVE LAYER
GENERAL NOTES:
1. REFER TO THE 2017 CITY OF EDMONDS STORMWATER ADDENDUM FOR SETBACK (CHECKLIST 11) AND INFEASIBILITY
REQUIREMENTS.
2. THE MINIMUM THICKNESS SHOWN ABOVE MAY NOT BE SUFFICIENT FOR ALL APPLICATIONS. A PROJECT SPECIFIC
PAVEMENT DESIGN SHALL BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON
IN CIVIL ENGINEERING TO:
2.1. SUPPORT THE ANTICIPATED LOADING (E.G. PAVEMENT DESIGN LIFE, NITIAL AND TERMINAL SERVICFfiBlUTY,
RELIABILITY; ETC.) AND
2.2. TO SATISFY THE HYDROLOGIC REQUIREMENTS OF THE CITY OF EDMONDS STORMWATER CODE (I.E., CODE MAY
WARRANT A THICKER PAVEMENT SECTION THAN THE MINIMUM STRUCTURAL SECTION REQUIRED).
3. FOR SUBGRADE SLOPES 3% OR GREATER, SUBSURFACE CHECK DAMS OR OTHER MErHODS TO PROMOTE
SUBSURFACE PONDING ARE REQUIRED.
4. GEOTEXTILE SHALL NOT BE USED IN PAVEMENT SECTION UNLESS REQUIRED BY GEOTECHNICAL ENGINEER. IF
REQUIRED. GEOTEXTILE SHALL CONFORM TO WSDOT 9.33.2(l) GEOTEXTILE FOR SEPARATION, WOVEN TYPE.
5. REFER TO WSDCT LOCAL AGENCY GSP. DIVISIONS 2-9 FOR APWA GSP,
NOTES:
1. SURFACE SLOPE SHALL BE 0.5% MINIMUM. MAXIMUM SLOPE PER MANUFACTURER
2. JOINT FILLER AND LEVELING COURSE SHALL CONFORM TO WSDOT 9-03.1(4) COARSE AGGREGATE FOR PORTLAND
CEMENT CONCRETE, AASHTO GRADING NO. B.
3. PAVEMENT BASE SHALL BE INSTALLED PER APWA GSP 4-04.3(5) SHAPNG AND COMPACTION.
4. CRUSHED SURFACING CHOKER COURSE SHALL CONFORM TO THE REQUIREMENTS OF APWA GSP
4-04.2(9-019(2)).oRT2.
5. PERMEABLE BALLAST SHALL CONFORM TO THE REQUIREMENTS OF APWA GSP 4-04.2(9-03.9(2)).OPT1.
6. RUNOFF TREATMENT LAYER SHALL MEET THE REQUIREMENTS OF 2017 CITY OF EDMONDS STORMINATER ADDENDUM.
7. PREPARE AND PROTECT SUBGRADE PER APWA GSP 2-06.3(3) SUBGRAOE FOR PERMEABLE PAVEMENTS.
TYPICAL PERMEABLE UNIT PAVER SYSTEM (a)
PER CITY OF EDMONDS STANDARD DETAIL SD-623 �, �O4
CEMENT CONIC
CURB
PAVEMENT,
DEPTH VARIES
IPPL _E�V�CATCH BASIN
WALL
VERTICAL CURB OR CURB AND G
B <_1
NOTES: B ELM
OVA
8z.,
1. DRILL AND TAP FOR. AND PROVIDE, TWO LOCKING BOLTS 5/8�-ll NO STAINLESS TYPE 304 STEEL SOCKET HEAD
(ALLEN HEAD) BOLTS, 2- LONG.
2. FRAME MATERIAL IS CAST IRON PER ASTM A48 CLASS 30 OR BErrER.
3. SET FRAME TO GRADE AND CONSTRUCT ROAD AND GUTTER TO BE FLUSH WITH FRAME.
4. MATCH CENTERLINE OF CATCH BASIN TO CURB LINE FOR TYPE I AND I-L.
5. VANED GRATE SHALL BE INSTALLED ON CONTINUOUS ROAD SLOPES. HERRINGBONE GRATES SHALL BE INSTALLED IN
ALL SAGS AND SUMPS.
6. CURB/CURB AND GUTTER AS REQUIRED BY THE CITY ENGINEER.
STANDARD FRAME INSTALLATION( Q
PER CITY OF EDMONDS STANDARD DETAIL SD-320 ��04
UNDISTURBED
NATIVE VEGETATION
U14DISTURBED NATIVE SOIL
2' ORGANIC MULCH
3" OF compoS-r
INCORPORATED INTO 5" OF
SITE SOIL (TOTAL AMENDED
DEPTH OF 9.5-, FOR A
SETTLED DEPTH OF B-)
SUBSOIL SCARIFIED 4" BELOW
COMPOST AMENDED LAYER
(12" BELOW SOIL SURFACE)
K
FOUNDARY NAME 1/2" 0
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NOTES:
1. SLOT FORMED AND RECESSED FOR 5/8'-Il NO X 2 SOCKET HEAD (ALLEN HEAD) BOLT.
2 GRATE SHALL BE DUCTILE IRON.
3: SHALL CONFORM TO SEC. 9-05.15 OF THE WSDCT STANDARD SPECIFICATIONS.
4. USE HERRINGBONE GRATE IN CURB LINE OF SAGS AND SUMPS.
5. USE FRAME SHOWN IN STANDARD DIETAIL
UNDISTURBED PLANTS UNDISTURBED TURF (LAWN)
(SEE NOTE 1) AREAS (SEE NOTE 1)
PLANTING BEDS TURF (LAWN) AREAS
PARKING LOT/AREA GRATE (HERRINGBONE) rp_,�
PER CITY OF EDMONDS STANDARD DETAIL SD-324 � �04
DIL
GRASS: SEED OR SOD
1.75" OF COMPOST INCORPORATED
INTO 6.25- OF SITE SOIL (TOTAL
AMENDED DEPTH OF 9.5% FOR A
SETTLED DEPTH OF 8-)
SUBSOIL SCARIFlED 4- BELOW
COMPOST AMENDED LAYER
(12- BELOW SOIL SURFACE)
Iull -1-mu
IIN E -
UUMI-11-11 �IVU MIVICINU
GENERAL NOTES:
PLANTING BEDS
TURF (LAWN) AREAS
1. AREAS OF NO DISTURBANCE
2' ORGANIC
SHALL BE FENCED AND EXISTING
GRASS: SEED VEGETATION AND SOIL SMALL BE
MULCH
_.pR
SOD PROTECTED FROM CONSIRUCTION
IMPACTS.
6 IMPORTED
Lill _121
I II
-1 ffii
-111=
2. TO MEASURE SETTLED DEPTH,
6 - IMPORTED
TOPSOIL MIX
-11
L11
WATER SOIL SUFFICIENTLY TO
u IL MIA FULLY SATURATE WITHOUT
(CO MPACTED
(IU"
COMPACTED CAUSING EROWN.
DEPTH)
61,
6"
_DEPTH) 3. COMPOST SHALL MEET SPEC.
REQUIREMENTS IN THE 2017
SUBSOIL IS
SUBSOIL IS EDMONNDDS STORMWATER
ADDE 'M (CHECKLIST 7).
SCARIFIED 6"
BELOW
IMPORTED
SCARIFIED 6"
BELOW
IMPORTED 4. CEOOMUPIACTIONTOOF TOPSOIL (WHERE
To PSOIL MIX
2
12
_12:
:rOPSOIL MIX R RED)
MAXIM BE TO 115% (MAX
OF THE LIM DRY DENSITY
OPTION 3
IMPORT TOPSOIL
PER MODIFIED PROCTOR TEST
(ASTM D1557).
POST CONSTRUCTION SOIL
REVISION DATE
DECEMBER 2017
CITY OF EDMONDS QUALITY AND DEPTH
STANDARD
PUBLIC WORKS
DEPARTMENT
DETAIL
St. 1813C APPROVED BY:
SD-642
POST -CONSTRUCTION SOIL QUALITY AND DEPTH R
PER CITY OF EDMONDS STANDARD DETAIL SD-642 \1 �01
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JUN 17 2019
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PROJ. MANAGER: BI
DESIGNED BY: 81, JL
DRAWN BY: RB, JA
CHECKED BY: BI, TO
SCALE: AS SH77N
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6/13/2
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SHEET
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OF
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