BLD2018-1267SO4
OV EDV
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020
PHONE: (425) 771-0220 - FA X: (425) 771-0221
STATUS: ISSUED 07/03/2019 Pennit#: BLD20181267
Expiration Date: 07/0;11�620/,,,\W Project Address: 1001 OLYMPIC AVE, EDMONDS
Parcel No: 00548900001203
I W 'Rel W 0 A hV1111vol 1, 11� =
HICKS CHI LDREN'S TRUST WINDSTAR CONSTRUCTION CO WINDSTAR CONSTRUCTION CO
1001 OLYMPIC AVE CIO WAYNE MALMBERG CIO WAYNE MALMBERG
EDMONDS, WA 98020-2513 527 NW 196TH PL 527 NW 196TH PL
SHORELINE, WA 98177 SHORELTNE,WA 98177
(425) 531-0646 (425) 53 1-0646
LICENSE # WINDSCC8200K EXP:09/12/2020
r-1 MIR a n 10111110
New SFR, Plumbing and Mechanical included
VALUATION: $477,365
PERMIT TYPE Residential
PERMIT GROUP� 64 - Single Family Residcnce New
GRADING: Y CYDS: 0
TYPE OF CONSTRUCTION VB
RETAINING WALL ROCKERY�
OCCUPANT GROUP: R-3
OCCUPANT LOAD
FENCE. 0 X 0 FT.)
CODE: 2015 IRC
IOTHER: ------- OTHER DESC:
ZONE: RS- 12
INUMBER OF STORIES: 2 --f�STED
DATE
INUMBER OF DWELLINGUNITS I ---1LOT
#
f!N[S'I],NG ARE,%
BASENIENI 0 1 ST FLOOR: 0 2ND FLOOR 0
PRO POSEDAREk
WA-SEMENT 0 1 ST FLOOR� 1740 2ND FLOOR 1945
3RD FLOOR 0 GARAGE: 0 DECK: 0 OTHER: 0
3RD FLOOR 0 GARAGE 950 DECK 516 OTHER 0
BEDROOMS: 0 BATHROOMS: 0
BEDROOMS: 5 BATHROOMS: 3
FRONTSLTBACK SIDESMACK REARSEMACK
REQUIRED: 25' PROPOSED: E= 29'-6" I-RTQUIRED: 10' PROPOSED: S-- 15' IREQUIRED: 25' PROPOSED: W=65'
HEIGHT ALLOWED�O PROPOSED 0 IREQUIRED 10' PROPOSED: N=21'-9"
SETBACK NOTES:
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 WORKMEN'S COMPENSATION
INSURANCE AND RCW 18:27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
713111 CA-e-�� 7131,W.19,
Signature 01 Print Name . Date
Date
ATTENTION
ITIS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTTFICATE OF
OCCUPANCY HAS BEEN GRANTED. UBCI 09/ JBCJ 10/ IRCI 10.
= ]FIRE = APPLICANT = ASSESSOR = CITY
%J
STATUS: ISSUED
BLD20181267
• Installation, use and maintenance of equipment and components shall be per manufacturer's specifications, installation
instructions, and applicable state codes. Provide manufacture's installation instructions on site for Building Inspector.
• Maximum Height 25 feet. The agent/contractor shall set up the equipment; establish the datum point and the point of average
grade. Call for inspection to verify. These items must be cons istentxArith the approved plan. If the proposed height of a
building (as shown on the plans) is within 12 inches of the maximum height pen-nitted for the zone an elevation survey is
required.
• Final approval on a project or final occupancy approval must be granted by the Building Official prior to 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 subrnittal 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
ofcity code or state law does not approve any items not to code specification.
• Sound[Noise originating fromtemporary construction sites as a result of construction activity are exempt fromthe noise limits
of ECC Chapter 5.30 only during the hours of 7:00amto 6:00pm on weekdays and 10:00arn and 6:00pm on Saturdays, excluding
Sundays and Federal Holidays. At all other times the noise originating from construction sites /activities must comply with the
noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120.
• Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold
harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of
whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to
modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance
provision.
I INSPECTIONS
THIS PERMIT AUTHORIZES 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. PERMIT
TIME LIMIT: SEE ECDC 19.00.005(A)(6)
I TO SCHEDULE INSPECTIONS
I BUILDING I I ENGINEER] NG (425) 771-0220 EXT. 1326 -----4
1. Go to- www.edmondswa.gov Building Department Inspections I
2. Them'SeNces are now scheduled online. If you FIRE (426) 775-7720
3. Then: Permits/Development have difficulties, please call the
4. Then: Online Permit Info Building Department front desk for PUBLIC WORKS (426) 771-0235
5: If you don't have one already, create a assistance during office hours.
login (upper right hand corner) (425) 771-0220 RECYCLING (425) 275-4801
6: Schedule your inspection
When calling for an inspection please leave the following 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-Storrn Tightline
E-Storm Detention System
E-Infiltration System
E-Ston-nwater Covenant
E-Water Service Line
E-Driveway Form & Slope Ver.
• FEngineering Final
• B-Preconstruction meeting
• B-Setbacks
• B-Footings
• B-Foundation Wall
• B-Foundation Drainage
• B-Isolated Footings/Piers
• B-First Floor Framing
• B-Plumb Rough In
• B-Gas Test/Pipe
• B-Mechanical Rough In
• B-Fxerior Wall Sheathing
• B-Roof Sheathing
• B-ShearNailing
• B-Height Verification
• B-Fratning
• B-Wall Insulation/Caulk
• B-Insulation/Energy
• B-SheetrockNail
• B-Building Final
• B-Other
01F EDAf
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
STATUS: ISSUED ENG201901 11
WATER METER RECORD
Pennft Nunber: EN G201901 I I
Job Address: 100 1 OLYMPIC AVE, EDMONDS
PROPERTYOWNER CONTRACTOR
WINDSTAR CONSTRUCTION CO
1001 OLYMPIC AVE
527 NW 196TH PL
EDMONDS, WA 98020-2513 SHORELINE, WA 98177
(425) 53 1-0646
LICENSE #: WINDSCC8200K EXP: 09/12/2020
JOB DF-SCRIPTION
DESCRIPTION OFIKORK:
NEW I " WATER METER -NO NEW CONNECTION (EXISTING 3/4)
METER SIM: 1 " I
N NEW SERVICE FROM CITY MAIN TO PROPERTY LINE
N_ ASPHALT/CONCRETECUT
N_ FINA L PATCH BY CONTRA CTOR
OWNERNAME:
BILLING ADDRESS:
1001 OLYMPIC AVE EDMONDS, WA 98020
INSTALLATION FEE: $2,970.00
CONNECTION FEE: $0.00
STREET CUT DEPOSIT: $0.00
Y SFR N IRRIGATION E A PA RTM ENT/ CONDO -UNITS:
N DUPLEX N FIRECONNECTION N I MIXED USE -COMMERCIAL FLOORS:
Ffl
N_ TRIPLEX N OTHER:
N COMBO FIREIDOMESTIC BACKFLOW ASSEMBLY REQUIRED
Mt�wwl �
METER NUMBER:
STYLE
M ETER READING
MANUFACTURER'S #:
METER LOCATION:
SERVICE MATERIAL:
DATE OF WORK:
REMARKS:
U/B ACCOUNT:
READ AFTER ADDRESS:
RESIDENTIAL UNITS: 0
PROJECT NUMBER:
LOCATE REQUEST #:
DATE CALLED:
AND
REGISTER #:
PRESSURE: 0 GPM: 0
WORK BY:
***ATTACH DRAWING WHEN NECESSARY***
ROUTE:
WATER SUPPLIER:
ISSUED
TYPE OF REPAIR
F-] Asphalt Roadway/Walkway
= Concrete Sidewalk
= Concrete Curb
AREA REPAtRED
Ft X Ft)= Sq. Yds
Ft X Ft)= Sq. Yds
Ft X Ft)= Sq. Yds
Ft X Ft)= Sq. Yds
Ft X Ft)= Sq. Yds
Ft X Ft)= Sq. Yds
Lineal Ft
Lineal Ft
Lineal Ft
Total Repair Costs:
Less Street Cut Deposit:
Invoice/Refund:
ENG201901 11
REPAIR COST
$0.00
STATUS: ISSUED
a None
0 E-Sanitary Side Sewer Inspection
PARTIAL INSPECTION DATE -
PARTIAL INSPECTION DATE-
FrNAL INSPEC71ON APPROVED DATE-
INITIAL: NOTES:
IN"ITIAL: NOTES:
INITIAL:
ENG20190112
0 E 1),V
CITY OF EDMONDS
1215TH AVENUENORTH -EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
*PERNUT MUST BE POSTED ON JOBSITE*
STATUS: ISSUED ENG20190112
SIDE SEWER PERMIT (I -Single Family)
Pennk Number: ENG20190112 Expiration Date: 07/03/2020
Job Address: 100 1 OLYMPIC AVE, EDMONDS
WINDSTAR CONSTRUCTION CO WINDSTAR CONSTRUCTION CO
527 NW 196TH PL 527 NW 196TH PL
SHORELINE, WA 98177 SHORELINE, WA 98177
(425) 531-0646
LICENSE 4: WINDSCC8200K EXP� 09/12/2020
_y
N�
JOB DESCRIPTION
REPAIR N I PROPOSE TO REUSE LATERAL LIDNUMBER:
GRINDER PUMP F_N__j PROPOSE TO REUSE SIDE SEWER F_N_j DRAINAGE
INSTALL NEW SIDE SEWER FROM CLEAN OUT AT PROPERTY LINE
EASENIFNT INFOKNIAIION
N111
CROSSES OTHER PRIVATE PROPERTY
N
VERIFICATION OF RECORDED EASEMENTS COMPLETE
1ADEMATTY- The Applicant has signed an application which states he.she holds the City ofEdmonds harmlessfrom injuries,
damages or claims ofany kind or description whatsoever, foreseen or unforeseen, that may be made against the City ofEdmonds or
any ofits departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and
atforneyfees by reason ofgranting this permit.
CALL DIALA-DIG (1 -800-424-5555) BEFORE ANY EXCAVATION
CALL FOR INSPECTION (425) 771-0220 IXT. 1326
24 HOUR NOT10EREQUIRED FOR ALL UNTSPECTION REQUESTS
APPLICATION APPROVAL
THIS APPLICATION IS NOT A PERMT UNTIL SIGNED BY THE CITY ENGINEER OR HIS, HER DEPUTY AND FEES ARE PAID, AND RECEIPT IS ACKNOWLEDGED IN
SPACE PRONIDED.
Printed: Wednesday, July 03, 2019
RELEASED BY
CAz�t�� U)ayl� 7131zcl'?
DATE
E] FILE COPY F� INSPECTORCOPY 7 APPLICANT COPY
STATUS: ISSUED
0 None
• E-Driveway Fonn & Slope Ver.
• E-Engineering Final
PARTIAL INSPECTION
PARTIAL INSPECTION
FINAL INSPECTION APPROVED
INSPECTIONS
DATE: INITIAL: NOTES:
DATE:
INITIAL: NOTES:
DATE: INITIAL:
ENG20190113
0y. E 1) /it
Ln CITY OF EDMONDS
121 5TH AVENUE NORTH -EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
*PERNUT MUST BE POSTED ON JOBSITE*
STATUS: ISSUED ENG20190113
1 11111 1&1TjFI1 11 .0 ,
Ill] 0"Mys W D1 t1dy I I
Permit Number: ENG20190113 Expiration Date: 07/03/2020
Job Address: 100 1 OLYMPIC AVE EDMONDS Location: 1001 OLYMPIC AVE
APPLICANT CONTRACTOR
WINDSTARCONSTRUMONCO WINDSTAR CONSTRUCTION CO
C/OWAYNEMALMBERG CIO WAYNE MAL.MBERG
527 NW 196TH PL 527 NW 196TH PL
SHORELINE, WA 98177 SHORELINE, WA 98177
(425) 531-0646
LICENSE # WINDSCC8200K EXP: 09/12/2020
DRIVEWAY APPROACH AND UTILITY CONNECTIONS
DISRUPTION INFORMATION
ASSESSFI) VALUE� $0.00 PROPERTY AREA 0
SIDEWALK: OXO ) DURATION IN MONTHS: 0 FEE: $0,00 STREET DISRUPTION TRENCH CUT: 0 x 0
PARKING: OXO ) DURATION IN MONTHS 0 FEE: $0.00 YEAR OF OVERLAY: 0 FEE� $0.00
ALLEY: OX0 ) DURATION IN MONTHS: 0 FEE: $0.00
IIVDEMNITY- TheApplicani has signed an application ivhich states hershe holds the City ofEdmonds harmlessftom injuries,
damages or claims ofanj, kind or description ii!halsoeverforeseen or unforeseen, that may he made against the City ofEdmonds or
any ofits departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and
allorne),fees by reason ofgranling this permit.
THECONTRACTOR IS RESPONSIBLEFOR WORKMANSHIP AND MATERIALS FOR A PERIOD OFONEYEAR FOLLOWING THE FINAL
INSPECTION ANDACCEPTANCEOFTHENVORK
Traffic Control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must
be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their
possesion.
Restoration is to be in accordance with City codes. A 11 street -cut trench work shall be patched with asphalt or City approved
material prior to the end of the workday- NO EXCEPTIONS.
Three sets of construction drawings of proposed work are required with the pen -nit application.
CALL DIAL -A -DIG (1 -800-424-5555) BEFOREANY EXCAVATION
CALL FOR INSPECTION (425) 771-0220 EXT. 1326
24 HO UR NOTIC E REQ UIRED FO R ALL INSPECTION REQ UESTS
APPLICAT10N APPROVAL
THIS APPLICAT10N IS NOT A PERMIT UNTIL SIGNED BY THE CITY ENGINEER OR HIS. HER DEPUTY: AND FEES ARE PAID. AND RECEIPT IS ACKNOWLEDGED IN
SPACE PROVIDED.
Printed: Wednesday, July 03, 2019
CAz��� U,)ay,� 71317-01?
RELEASED BY
DATE
[__� FILE COPY F-] INS PECTOR COPY F-] APPLICANT COPY
After recording return to:
City Clerk
City of Edmonds
121 Fifth Avenue North
Edmonds, WA 98020
11,10.1V
LWI
APR 0 4 2019
BUILDING
SQ4
Document Title(s)
Declaration of Covenant - Private Stormwater Facility
Reference Number(s) of Related Documents
City of Edmonds (permit number)
Grantor(s) (Last, First and Middle Initial)
Grantee(s) (Last, First and Middle Initial)
City of Edmonds
Legal Description (abbreviated forrn; i.e., lot, plat or section, township, range, quarter/quarter)
Assessor's Property Tax Parcel/Account Number at the Time of Recording:
The Auditor/Recorder will rely on the information provided on this form. The staff will not read the document to verify the accuracy or
completeness of the indexing information provided herein.
DECLARATION OF COVENANT
Private Stormwater Facility
WHEREAS, the undersigned Declarant(s) have installed one or more stormwater
facilities under Edmonds Community Development Code Chapter 18.30 known as a "low impact
development best management practices (LID BMP)" as selected below:
EJ Permeable Pavement
Ll Rain Garden / Bioretention Cell
El Drywell
XInfiltration Trench
Ll Gravelless Chamber
Ll Other
WHEREAS, the City of Edmonds has allowed installation of the LID BMP, subject to the
execution and recording of this Declaration of Covenant; NOW, THEREFORE,
THE UNDERSIGNED DECLARANT(S), being the owners of the real property ("the
Property") located at the following address: VX) I rAS4MW1X*- iqa
J -1 in the City of
Edmonds, Washington, and legally described on Exhibit A attached hereto and incorporated
herein by this reference as if set forth in full, hereby covenants and agrees, on behalf of
himself/herself/themselves/itself and his/her/their/its successors and assigns, as follows:
1. Declarant(s) warrant that he/she/they are the owners of the property described on Exhibit
A and have the authority to impose this covenant on the property and bind all future owners,
successors, and assigns of the Declarant(s). The Declarant(s), future owners, successors,
and assigns of the Declarant(s) shall be referred to collectively as "Owners."
2. The Owners of the Property agree that the Property contains one or more stormwater
management facilities referred to as an "LID BMP," which was installed to mitigate the
stormwater quantity and quality impacts of some or all of the impervious or non-native
pervious surfaces on the property. "Low impact development" means development
conducted in a way that seeks to minimize or completely prevent alterations to the natural
hydrology of the site. Low impact development includes site planning and design to reduce
alterations of natural soil and vegetation cover, minimize impervious surfaces, and specific
practices that help to replicate natural hydrology such as permeable pavements, green
roofs, soil amendments, bioretention systems, and dispersion of runoff.
3. The Owners shall maintain the size, placement, and design of the LID BMP as depicted on
the approved site plan, Exhibit B, and design details shall be maintained and may not be
changed without written approval either from the Engineering Division of the City of
Edmonds or through a future development permit from the City of Edmonds. Chemical
fertilizers and pesticides shall not be used where LID BMP is located. All costs of
maintenance and repair shall be the sole responsibility of the Owners.
4. The Owners shall inspect LID BMPs annually for physical defects. After major storni
events, the system shall also be checked to ensure that the overflow system is working
properly. The Owners also shall maintain all LID BMPs so they function as designed on a
year-round basis.
The City of Edmonds is hereby granted by the Owners the right, but not the obligation, to
enter upon the Property described on Exhibit A at all reasonable times for the purpose of
inspecting the private stormwater LID BMP facility. If, as the result of any such inspection,
the City of Edmonds determines that the LID BMP is in disrepair, requires maintenance or
repair, or is otherwise not fititictioning as provided in the BNIP site plan, the City Engineer
or his designee shall have the right, but not the obligation, to order the Owners to maintain
or repair the same.
6. If the City of Edmonds determines that the LID BMP requires maintenance or repair
pursuant to Section 5, the City of Edmonds shall provide notice to the Owners of the
deadline within which such maintenance or repair must be completed. Said notice may
further advise that, should the violator fail to perform required maintenance or make repairs
within the established deadline, the work may be done by the city or a contractor designated
by the City Engineer and the expense thereof shall be charged to the Owners. The City's
officers, agents, employees, and contractors shall have the right, which is hereby granted
by the Owners, to enter upon the Property described on Exhibit A in order to perform such
work. The Owners shall bear the cost of all work performed.
7. The Owners shall indemnify, defend and hold harmless the City of Edmonds, its officers,
officials, employees and agents from any and all claims, demands, suits, penalties, losses,
damages, judgments, attorneys' fees and/or costs of any kind whatsoever, arising out of or
in any way resulting from the approval of the LID BMP(s), the installation and presence
of the LID BMP(s), and the acts or omissions of the Owners, their officers, employees,
contractors, and agents relating to the construction, operation and maintenance of the LID
BMP(s) on the Property, except for the City's intentional and willful tortious acts, and
waive and release the City of Edmonds from any and all claims for damages and injunctive
relief which the Owners may themselves have now or in the future, by reason of the
construction, maintenance and operation of said LID BMP(s).
8. This covenant shall run with the land and be binding upon the Owners..
Dated: 20 1
DECLARANT(S):
(Signature)
4�+P'g0A1:1QT-
(Print Name)
(Signature)
(Print Name)
State of Washington
ss.
County of Snohomish
APPROVED:
CITY OF EDMONDS
(Signature)
(Print Name)
(Title)
On this day personally appeared before me qhQ,-?-o1u 48 &s—r
f Declarant(s)) to me known to be the individ:a-1, or individuals described in and who executed
the within and foregoing instrument, and acknowledged that he/she/they signed the same as
his/her/their free and voluntary act and deed, for the uses and purposes therein mentioned.
SLTBSCRfBED AND SWORN before me this day of '201).
N ARY PUBLIC
6T
OTARY PUBLIC (Signature)
A E F A -��e-
STATE OF WASHINGTON &%�-nV'z-fL
SHANNON RAE ESTRADA (Name legibly printed or stamped)
D
License Number 185526
L jo ies 0 0 0 Notary Public in and for the State of Washington.
�4Y COMMISSion Expiles 07-07-]2020 Residing at:
My commission expires'j cm,ts-i-2-t2-c
Exhibit A
Legal description
Exhibit B
Site Plan
SCANN,CD
A
PERMITTING & DEVELOPMENT
ENGINEERING
D I V I S 10 N
121 Sth Avenue N
P: 425.771.0220
www.edmondswa.gov
Name of Proposed Project:
Transportation Impact Ana
Worksheet
APPENDIX A
Page I of 2
SEP 24 201B
The Transportation Impact Analysis (TIA) worksheet applies to projects
that generate less than 25 peak -hour trips. When applicable, a TIA
Worksheet shall be submitted in conjunction with a building permit
application or at the time of business license if a building permit is not
required. I
vi(cst-s
Owner/Applicant
Name
Street/Mailing Address
city State Zip
Telephone:
Applicant Contact Person:
Name
4 PL
,�17 2W I �&'r
Street/Mailing Address
OM T7
city State Zip
Telephone: L4U_— 5-3 1 - Av
Traffic Engineer who prepared the Traffic Impact Analysis (if applicable):
Firm Name
Telephone:
1. PROJECT DESCRIPTION
Contact Name
E-mail:
a. Location - Street address: — 100 1 0 Ivn9i e, A-y e— iJA
(Attach a vicinity map and site plan.)
b. Specify existing land use: saA61,e 041'6t
�'J I/
c. Specify proposed type and size of development: s , "
4k
7, V
I Ult J 34eK (# of residential units andlor squarefootage of building)
d. Date construction will begin and be completed: NOV. 12""12bit) p"v. / 1 61,1
e. Define proposed access locations: Q1qA4,0,(. 6ye-
JI
APPENDIX A
Page 2 of 2
f. Define proposed sight distance at site egress locations:
2. MITIGATION RECOMMENDATIONS
State recommended measures and fees required to mitigate project specific traffic impacts.
Traffic impact fee shall be calculated from the attached Impact Fee Rate Tables and as identified
in ECDC 18.82.120, except as otherwise provided for independent fee calculations in ECDC
18.82.130.
E CHANGE IN USE
Fee for prior use shall be based on fee established at the time the prior use was permitted. If
the previous use was permitted prior to the adoption of Ordinance 3516 (effective date:
09/12/04), the 2004 ECDC 18.82.120 impact fee shall be used.
Units in
ITE Land Use Category Per Unit square feet, Fee
Fee Rate # of dwelling,
vfb, etc.
New Use $ X
Prior Use $
INew Use Fee: $ [Prior Use Fee: $
\kl NEW DEVELOPMENT
Units in
ITE Land Use Category Per Unit square feet,
Fee Rate # of dwelling,
vfb. etc.
New Use
E OTHER
X
MITIGATION FEE RECOMMENDATION:
S
INDEPENDENT FEE CALCULATION: $240.00 (+ consultant fee)
$
TOTAL TRANSPORTATION IMPACT FEE
S
I/
Edmonds, Engineering Division Approval Date
' No impact fees will be due, nor will a credit be given, for an impact fee calculation resulting in a net negative.
10 of EVA4 +
ift0
lvc. wlvao
CONTRACTOR INFORMATION:
SIDE SEWER
PERMIT APPLICATION
Company Name: W,,, Ml -40(a (,D
Company Address: 517 owr, 00st PL-
0 we I Vet -77
City: Zip:
State License # ibl'10 6CC624001:�-
Expiration Date: V 112.0
PROPERTY INFORMATION:
Address: 1061 01-ymple Ave- ENdvKevids
Site Contact: tA)&qA.)6 MftW66W6-
Phone#: * 5-13 1 up ql(l
Email #:
&tiqpt JO 0 V i�d 6fzt r Co^ Woch'04. CL,�W
City Busines? License#
(v e- - oi- � q If 3
Owner's Name:
kj'Ce5
Phone #: Z,5 —5-3/ -Olp q4-
Fj FULL LINE REPLACEMENT [-] SPOT REPAIR El PIPE BURST RELINE (PERMALINE ONLV)
DESCRIPTION OF PROPOSED WORK (Be Specific):
—Ti",einh Ae-k,) e))vL4t-e, 4mtlj jer,-.'&net :�R ux r I vj +C,)
1 1.). � a i
ISSUANCE OF THIS PERMIT DOES NOT CONSTITUTE PERMISSION TO WORK ON ANY PROPERTY OTHER
THAN THAT OWNED BY THE SUBJECT PROPERTY OWNER.
CERTIFICATIONS NECESSARY FOR INSTALLATION METHODS ARE THE RESPONSIBILITY OF THE
CONTRACTOR PERFORMING SAID WORK.
I REPRESENT AND WARRANT TO THE CITY OF EDMONDS, IF REPAIR OF EXISTING SEWER EXTENDS TO AN
ADJACENT PROPERTY, I HAVE OWNERS EXPRESS PERMISSION TO PERFORM WORK ON THAT ADJACENT
PROPERTY.
SIGNATURE to"- Q (r1ahliv!:h DATE
J Contractor or Agint
NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE
BUILDING PERMIT
APPLICATION
Development Services
Building Division
T21 -Sh Ave K [EdPN�amft, WA ?8IM
425.771.02M
For handouts, submittal requirements, permit status and inspection
scheduling information go to: httr)://www.edmondswa.gov/
JOB SITE INFORMATION/LOCATICIN: (Where the work is taking place)
Job Site Address: 1001 Olympic Ave
p-a:rcej: 00546-300001203
Lot Nnit/Suitt#-. 51jbd1Nftsion-.
PROPERTY OWNER:
Name: Hicks Children's Trust
Mailirig-Acl&ess: 1001 Olympic Ave
City/State/bp- Edmonds..- WA 98020
Phone #:
Email:
OWNER INSTALLATION: *If yes, read and sign*
Will wpr� 4v-tx-ff wmeA by thppry wrty Dwnprl T--1 Vp-s DO No
T-
i own, resiuAe! in, vr wffi re�side,in lehe,como--Iteud.stractare.
This-iristallaten isIbeing madle -an prepefty 7tha'i evm whildh:is
not intended for sale, lease, rent, or exchange according to
RCW 18.27.090.
Owner Signature:
APPLICANT / CONTACT INFORMATION:
Name of Applicant: Windstar C;onstTuc*m, C.G.
MairingAddress; 527NVVt96thPL
City/State/Zip: Shoreline, WA 98177
Phone #: 425-531-0646
E-maij: waynerriPwindstafconstructioncom,
hwm aM%AcaMO
General Contractor:
Mailing Address:_
City/State/Zip:
Ph.onp- M.
E-maff�.
WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE:
- WINDSCC8200K exp 09/2019
CITY OF EDMON'DS BUSINESS tICENSE#:
Office Use Only
TYPE OF PERMIT (Provide Details on Page 2)
D. Aci;e&wry Strudurej-
Detached Garage
* Demolition
0 Mechanical
* New Single Family / Duplex
E-1 Plumbing
.. W
-ire Sprm.-ter
T7
D kew,Gammerciaif Mixeci use
L-J K-e-k00T-
El Signs
El Tank
0 Tenant Improvement
0 Other
lltewmd4t. ftEmilt fees cue based orv--
1he val;.4-- cii ��V�e woA pariormed kndfcal, e Ahe vckue �iour6ed io
i r it: r, iv-ui t�!,i utijiurl uj uii tz!q uip-nt,-n j, mui enuis, ioocr, ovemeca,
crncf the profft for the work indicated on this application.
Valuation: 650000,00
PROPOSED NEW SQUARE
-Sasement sq.-h:
FOOTAGE FOR THIS APPLICATION
'ii6-.iiL4j C UnAnis;-hed I]
lit Floor, sq ft:
17-40
2nd Floor, sq ft:
1945
Garage/Carport:, sq ft:
850
Deck/Covered Porch/Patio:
t correct and comptete, and, t6at f am the property owner or. du fy authorized
agent of the property owner to submit a permit application to the City of
Edmonds.
F- - - - - - - - - - - - -
Print Name: Wayne Mairriberg NMM Verified by PDFfiller I
r
- - - - - - - - - - - -
Signature: Date 09/17=18
Occupancy Group(s): Occupant Load(s):
Type(s),of Comtructionc Fire Spurdrklers: YL%s El No, El
WA 'TAT9: J;NI�94';y t,"
mechanicaksysterris, araf/dr �ightwg, yaty m ust. 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.
Boiler
Dryer Duct
Exhaust Fans
5
"replace I
q
gas
2
Furnace
s—
Heat Pump Unit
gas
Hydronic Heating
Roo6 —top Ufivt (PravW(e eieva-
v
GAS/FUEL CONNECTION COUNTS (New, Relocated or re -piped)
BTUs Qty BTUs Qty
A/C Unit
Outdoor BI3Q,j Rre pit:
Reiter,
Dryer
I
Water Heater
Fireplace/ Insert
Other:
Furnace
;Other -
Medical - Surgii
DEMOLITION
Type of structure to be demdli!�h ed:
Sq u a re Tooty& o T su-uv,-xh-e:zm e c eii a, �-, q
AHERA Survey done? Y/N PSCAA Case #:
Critical Areas Determination:
Study Required 11 Conditional Waiver El Waiver n
Fill in Place.0 FRI Materiak
Removal El I Size of Tank (Gallons)
Critical Areas Determination:
Study Required El Conditional Waiver El Waiver 0
0ovnesKa5iier 4� 16�31 SAAGWeKS T-
Dishwasher
1
Backflow Device (RPBA, DCDA, AVB)
I
Drinking Fountain
Pressure Reduction/ Regulator Valve
Floor Drain/Sink.
Refrigeratar Water.Supply
I Hose Bibs i Water! Heater. - Tar*tins? Y or, N
Grading: Cut cdbic yards
Fill cubic yards
Cut/ Fill in Critical Area: Yes[] No D
y I
APPLICATIONS: Applicationsare va[Td foramexlmvm,�af 1 year.
ESLHA Applications, 2 years.
Hydronic Heat
Water Service Line
Sinks
7
Other:
Toilets
3
Other:
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.
r
of ED% �V
ROW PERMIT NO.: ENG
ISSUE DATE:
0 1 MEMEW
'%4JINW, RIGHT-OF-WAY CONSTRUCTION
Wc. 1890 PERMIT APPLICATION
PROJECTNAME: Vk%CyS CA"110. 1_e_VSV CONTACT: Uy(�V,06 -YV\, A I- Ak t &)e
CONTRACTOR: (!O(,�y
of. C Q Phone #:
Mailing Address: Pt- e
State License #- W1 00 SCC- 0 K
City Business License #: 6 2-S qq3
Fax #:
Email #:
[9,Liability Insurance [5? Bonded
ADDRESS OR INTERSECTION OF CONSTRUCTION: 10.&I ytve
ROW WORK ASSOCIATED WITH THE FOLLOWING TYPE OF PROJECT:
F] Commercial 0 Subdivision [:1 City Project F-1 Traffic Control (Only)
F] Multi -Family 91 Single Family
F1 EUC (PUD, VERIZON, PSE,
CONICAST, OVWSD):
Is this pen -nit part of a blanket pennit?
F� Other
F] Yes F-1 No
ANY ASSOCIATED PERMITS? BLD# SVAf)'k2Ag*] ENG#
I
DESCRIPTION OF PROPOSED WORK (Be Specific): VVe-W AC�Oe A
osnj CLw+-o
I WAS STREET OVERLAYED WITHIN THE LAST FIVE (5) YEARS? YES Ye
PAVEMENT CUT: El Yes 5? No If yes, indicate size of cut: x
CONCRETE CUT: El Yes D?J No If yes, indicate size of cut: x
RIGHT-OF-WAY
AREA
CLOSURE
TOTAL
DURATION
(NUMBER OF MONTHS)
Sidewalk 48 Hrs + LF
X
LF1
SF
'011,
Alley 72 Hrs + LF
X
LF
SF
I
'or
Parking 72 Hrs + LF
X
LF
SF
16K
APPLICANT TO READ AND SIGN
*Traffic control and public safety shall be in accordance with City regulations as required by the City
Engineer. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification
verifying completion of the required training in their possession.
*Restoration is to be in accordance with City codes and Standards. All street -cut trench work shall be
patched with asphalt or City approved material prior to the end of the workday — NO EXCEPTIONS.
Indemnity. The Applicant has signed an application which states helshe hold the City of
Edmonds harmless from injuries, damages or claims of any kind or description
whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or
any of its departments or employees, including defense costs and attorney fees by reason
of granting this permit.
I have read the above statements and understand the permit requirements and acknowledge that I must
follow all requirements in order for the permit to be valid.
SIGNATURE (X)Z�M JMk"" 4- DATE
Contractor or Age9t
NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE
F
MAC ENGINEERING RESPONSES, June 13, 2019
To:
Date:
Project Name:
STORMWATER REVIEW COMMENTS
City of Edmonds
Engineering Division
Applicant
May 10, 2019
Hicks Family Trust
Permit Number: BLD20181267
Address: 100 1 OlympicAve
e— I
,f�4(5 r1r
,4 I-ry
Review Type: Building Permit (SFR)
Submittal Date: 4/30/2019
Reviewer: Zack Richardson, PE
City of Edmonds, Stormwater Engineer
Recommendation: I recommend that BLD20181267 be withheld until the cormn'entg
below are adequately addressed.
It has become apparent that the site grading plan is not based on accurate or reliable
data. Site specific information is required before the plans can be approved. Looking
closer, it appears that the City's general GIS information has been used for site design;
the City's GIS page specifically includes the following language to make clear that this is
Ao-rhdequate information for design: By clicking OK below you acknowledge the
following: This information is supplied for reference purposes only and should not be
relied upon for the actual location of City facilities or of final critical areas designations.
THE CITY OF EDMONDS MAKES NO WARRANTIES, INCLUDING ANY WARRANTY
AS TO FITNESS FOR A PARTICULAR PURPOSE EITHER EXPRESS, IMPLIED, OR
STATUTORY, WITH RESPECT TO THE DATA. You must obtain independent
verification of the information. The City of Edmonds or its employees shall not be liable
for the information. Neither this map or the information contained within may be used for
commercial purposes. A SURVEY HAS BEEN COMPLETED AND USED FOR
DESIGN.
Review Comments:
Update plans to include reliable site specific existing edge conditions, to state where the
Page I of 2
MAC ENGINEERING RESPONSES, June 13, 2019
topo/edge information came from, and to address the remaining review comments
which could not have been adequately addressed without such information.
1. Show & confirm that the vegetated flow path does not exceed maximum slope
requirements. PER THE PROPOSED GRADING PLAN, THE MAXIMUM
SLOPE OF THE VEGETATED FLOW PATH IS < 15%.
2. Show & confirm that driveway grading does not exceed the maximum slope
and is graded to drains as intended PER THE PROPOSED GRADING
PLAN, NO PORTION OF THE DRIVEWAY EXCEEDS 14% AND THE
DRIVEWAY IS GRADED TO DRAINS.
3. Provide top/finished grade and invert elevations for the dispersion trenches. THE
TOP OF GRADE BOARD ELEVATIONS AND INVERT ELEVATIONS HAVE
BEEN PROVIDED IN THE PROPOSED GRADING AND DRAINAGE PLAN.
4. Identify location where footing drains will outlet; if they outlet to the dispersion
trench system, provide enough information to verify that the footing drains maintain
a minimum freeboard above the t�Qp of the dispersion trench to avoid backwatering.
PER THE PROPOSED GRADING AND DRAINAGE PLAN, THE LOCATIONS
OF FOOTING DRAINS HAVE BEEN IDENTIFIED AND INVERT
ELEVATIONS PROVIDED. THE FOOTING DRAIN INVERTS ARE AT A
GREATER ELEVATION THAN THE DISPERSION TRENCH GRADE BOARD
ELEVATIONS.
Page 2 of 2
GRAPHIC SCALE
/IN ffET
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7184
—'�-- -----f- ----'-'�------/-- -f-- - / - ---'�-''--- / /- / "
^�
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v
GRAPHIC SCALE
Jo 0 15 40
Tm6mwTm%mw1m%mm"m% I
( IN FEEF )
I INCH = JO FT
W66100000800
:�AVAVA-
00766100001000
00548900001211
OU54890001206
L--
IrJO3 r--- AMENDED SOIL ARE4 'A'
14150 9 - SEE NOT I (TYP)
00543900001�902
-4/
0054890000,9002
00,5M900002007
00,548900002008
0054890000,?006
-�CAWIED
I
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FOR
HICKS CHILDREN'S TRUST
Sc
,poO
(PROPOSED SINGLE-FAMILY RESIDENCE)
SCANNED
D.
of WA
43199
1- X't "41STER0
SSION L
DATE: &11+ljq
CONPLIES WITH APPLICABLE
CITY STPR E
VaW
Prepared by: Rodney Pfiefle, EIT
Date: September 14,2018
Revised: June 13, 2019
NIAC #: 180453
IgW jg� 12(o7
b q%
g WO-C143
PO Box 177
Silvana, WA 98287
1 2KA KICI) 9Q1fi
%, 0 - -
E-Mail: macengjneering(i�frontier.com
J U N 14 2019
BUILDING DE AOR ENT
P TM
CITY OF EDM NDS
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TABLE OF CONTENTS
DRAINAGE INFORMATION SUMMARY FORM
SECTION I
EXECUTIVE SUMMARY
EXISTING SITE CONDITIONS
DEVELOPED SITE CONDITIONS
OFF -SITE ANALYSIS
COMPLIANCE WITH APPLICABLE MINIMUM REQUIREMENTS
SECTION 11
SWPPP ELEMENTS
SECTION III
SITE CALCULATIONS
SECTION IV
OPERATION AND MAINTENANCE
SECTION V
USDA NRCS SOILS MAP AND DESCRIPTIONS
MAC ENGINEERING SOIL LOG
AMENDED SOILS CALCULATIONS
APPENDIX
FIGURE 1: EXISTING SITE PLAN
FIGURE 2: SITE PHOTOGRAPHS
FIGURE 3: DEVELOPED SITE PLAN
FIGURE 4: OFF -SITE BASIN MAP
FIGURE 5: MINIMUM REQUIREMENTS FLOW CHART
FIGURE 6: SOIL BORING LOCATION
1
2
2
3
4
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,r -i DRAINAGE INFORMATION SUMMARY FORM
__J
Project Total Area: 0.42 acres
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L_J Project Development Area: 0.40 acres
F�
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Number of Lots (if applies): NIA
Summary Table
Drainage Basin Information
Individual Basin Information
SITE
On -Site Sub -Basin Area (ac)
0.42
Type of Storage Proposed
Dispersion
Soil Type(s) On Developed Site
Aiderwood-Urban
Pre -developed Runoff Rates
Q (cfs) 2 yr.
0.007
10 yr.
0.013
50 yr.
0.017
Post -development Runoff Rates
(without quantity controls)
Q (cfs) 2 yr.
0.048
10 yr.
0.094
50 yr.
0,156
Post -development Runoff Rates
(with quantity controls)
Q (cfs) 2 yr.
0.016
10 yr.
0.049
50 yr.
0.112
Offsite Upstream Area (ac)
Number of acres
N/A
Additional Offsite Flow
Q (cfs) 50 yr.
NIA
Refer to Calculations
PME109
1
f - -
E -1 U I
r-1
EXECUTIVE SUMMARY
The data provided in this Full Drainage Report will be included as a part of the Storrawater Site
Plan and Storrawater Pollution Prevention Plan (SWPPP). This additional technical information
is provided for the purpose of evaluating the proposed new development and to comply with the
n minimum requirements set forth by the City of Edmonds Stormwater Management Code (ECDC
Ll 18.30) and Stormwater Addendum, and Department of Ecology Stormwater Management
Manual for Western Washington (SMMWW) 2012 (2014 amended).
The project site is located along the west side of Olympic Ave, approximately 1200 ft south of
the intersection with Puget Dr, in Snohomish County, Washington. The project site is
r i approximately 0.42 acres. In the area of development, ground slopes range from 0% to 15%.
L_J The site is currently vacant land with an existing asphalt driveway to be removed. The majority
of the site is covered with weeds and grasses.
F-0
On -site soils in the area of development are consistent with cementitious and restrictive silty
sand and gravel material. On -site storm water appears to sheet flow and infiltrate into the
existing native vegetated areas.
The proposed new development will consist of a 3,892 sf (w/ overhang) single-family residence
(SFR), and a 1,605 sf concrete driveway and parking area. Storm water run-off from the SFR and
driveway will be tightlined to a dispersion system to manage storm water, thus recharging the
ground water table.
L_J Due to the type soil on site, together with other BMPs used on this proposed project, it is
expected to meet the intent to provide both flow control and storm water treatment. For
additional detail and information refer to the content and body of this report.
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EXISTING SITE CONDITIONS
The project site is located along the west side of Olympic Ave, approximately 1200 ft south of
the intersection with Puget Dr, at 1001 Olympic Ave, Edmonds, Washington, within Snohomish
County (Parcel #: 00548900001203). The project site is approximately 0.42 acres. In the area of
n development, ground slopes range from 0% to 15%. The site is currently vacant land with an
existing asphalt driveway to be removed. The majority of the site is covered with weeds and
grasses. (Figure 1: Existing Site Plan). The site takes access from Olympic Ave. The natural
discharge location for the site is on the western boundary of the property (Figure 2: Site
Photographs). Aerial imagery indicates that previous development was removed between May
2017 and May 2018.
Natural Resources Conservation Service (NRCS) Soil Mgp (Refer to Section V) indicates on -site
soils are consistent with Alderwood-Urban land complex. Alderwood-Urban soils are a gravelly
ashy sandy loam material that was derived from basal till and is commonly found on till plains.
Alderwood-Urban soils are moderately well drained material with a hydrologic soil group "B".
Mac Engineering dug a Test Pit (TP) inside the area of development on September 5, 2018.
Several attempts were made to dig the TP. On -site soils were not found to be consistent with
Aiderwood-Urban soil and instead appeared as Alderwood gravelly sandy loam (Refer to Section
r_1 V: Mac Engineering Soil Log). The site appears to be stripped of top soil and the remaining soil
LJ is a very restrictive till -like silty sand material with very little organic material. Mac Engineering
estimates that the actual hydrologic soil group is "C" and that the soil is not reasonably suitable
for an infiltration system.
Based on on -site field observations and sub -surface exploration, storm water run-off disperses
and infiltrates into the existing native vegetation. There are no erosion issues present within the
project site area.
lri DEVELOPED SITE CONDITIONS
. L_J
The proposed project consists of construction of a new SFR and a concrete driveway/parking
area. Storm water drainage analysis and flow controls, used to achieve best management
practices (BMPs), designed for this proposed development will comply with the minimum
requirements set by ECDC 18.30 and SMMWW Volume III and V.
The proposed SFR (3,892 sf w/overhang) is classified as non -pollution generating impervious
surface (NPGIS). The proposed SFR will be located in the central portion of the parcel (Figure
3: Developed Site Plan). The SFR will also have an additional 103 sf of uncovered concrete
patio and porch. Storm water run-off from the proposed SFR will utilize downspout dispersion
per SMMWW Volume III, Section 3.1.1 BMP T5.10B. The proposed building will have a
minimum of 6 downspouts to be tightlined to the west and discharge into two 40 ft dispersion
trenches. The dispersion trenches will be installed per ECDC 18.30 and COE Std Detail SD-632.
The proposed concrete driveway/parking area (1,605 sf) is classified as pollution generating
impervious surface (PGIS). The proposed driveway/parking area will take access from Olympic
7
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Ave (See Figure 3). Storm water run-off from the driveway/parking area will sheet flow to
trench drains and be tightlined to the downspout dispersion system. Proposed vegetation (lawn),
amended soil, and a minimum 50 ft flowpath through the vegetation will ensure water treatment
and quality per SMMWW Volume V, Section 5.3.1 BMP T5.13.
r-I The total area of proposed NPGIS and PGIS equals 5,600 sf. The dispersion trenches are sized at
10 ft of trench for every 700 sf of impervious surface. This equates to 80 ft of dispersion trench
L_J in total.
Fi
Western Washington Hydrology Model (WWHM2012) with "Puget East 36" precipitation time
series was used to analyze the volume of storm water entering the dispersion trenches. The
r I combination of the proposed SFR and concrete driveway/parking area will have a peak flow rate
! LI (100 year return period) of 0.155 CFS. Compared to predeveloped conditions, this is a net
increase of 0.137 CFS (See Attached: Site Calculations). Storm water run-off will sheet flow to
the west through landscape vegetation and infiltrate into the ground; thus recharging the ground
water table. There is a minimum 50 ft flow path from the discharge point to the nearest property
line per SMMWW Volume V, Section 5.3.1 BMP T5.12. This allows the entire developed site to
If I be modeled as lawn.
All on -site disturbed areas, not covered with impervious surface, will be amended with top soil
4r- in accordance with SMMWW Volume V, BMP T5.13. Due to the type of soils and vegetation
L_J on site, the distance from the developed area to the property line, and the BMP's used on this
proposed project, it is expected to meet the intent to provide both flow control and storm water
treatment.
OFF -SITE ANALYSIS
Upstream Analysis:
r-I Based on, on -site field observations and county contour maps, there is no upstream basin
area associated with the parcel (Figure 4: Off -Site Drainage Map). The existing
pavement on Olympic Ave has a thickened edge that prevents road runoff from sheet
flowing onto the parcel.
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F-I Downstream Analysis:
L_J Storm water run-off that discharges from the site will do so along the western boundary
of the property. It is assumed that the run-off will flow up to 50 ft through existing native
vegetation before infiltrating into the ground (Figure 4). The proposed project will not
have an adverse impact to downstream properties.
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VI
I r COMPLUNCE WITH APPLICABLE MINIMUM REQUIREMENTS
k__J
F 1 Based on Edmonds Stormwater Addendum, Section 3, Figure 3.1 (Figure 5: Minimum
Requirements) this proposed new development project will comply with Minimum Requirements
#1 through #9. The purpose of the requirements is to prevent and control adverse impacts of the
drainage and stormwater on the public health, safety and general welfare. To meet these
requirements, a Construction Storm Water Pollution Prevention Plan (SWPPP) has been
provided. The following addresses Minimum Requirements I to 9:
Minimum Reguirement #1: Preparation of stormwater site plan
! F1 A Stormwater Site Plan/Building Site Plan has been prepared.
Minimum Reguirement #2: Stormwater Pollution Prevention Plans (SWPPP)
SWPPP drawings and the required elements have been prepared and are a stand-alone
document from this report. The BMP's indicated on the plans will be implemented during
construction. Additional BMP's may be used on the site depending upon weather
conditions.
f_1 Minimum Requirement #3: Source Control of Pollution
Li
During construction SWPPP BMP's will be implemented, based on SMMWW Volume
IV, Chapter 5, as shown on the SWPP plans. This project is not required to have source
Li control BMP's after construction is completed.
r,_1
Minimum Requirement #4: Preservation of natural drainage and outfalls
L�
r The proposed site development is not expected to have off -site drainage impacts. This
project will disperse stonn water run-off from the natural drainage location. On -site
BMPs will be used to mitigate potential erosion issues and control run-off. For more
information about BMP details and placement please refer to Section I of this report and
Site Plans associated with this project.
Minimum Requirement #5: On -site Stormwater Management
The proposed project triggers Minimum Requirements I through 9, the site is located
inside the Urban Growth Area (UGA) on a parcel less than 5.0 acres; therefore, the
proposed project will use on -site BMPs from List 2 of SMMWW Volume 1, Section 2.5.5
to mitigate storin water run-off.
• Full Dispersion is infeasible due to the location of the project site
• Downspout Full Infiltration System is infeasible due to restrictive soil
• Permeable Pavement is infeasible due to restrictive soil and slope >I 0%
• Downspout Dispersion is feasible in accordance with BMP T5.1013
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Minimum Requirement #6: Runoff Treatment
The proposed project concrete driveway will add less than 5,000 sf of PGIS; therefore, a
storm water treatment facility is not required. Storm water run-off from the proposed
driveway will sheet flow through vegetation for a minimum of 50 ft per BMP T5.13 to
meet water quality requirements through imported and amended soils.
Minimum Reguirement #7: Flow Control
Flow control shall be provided for the proposed project if any of the following thresholds
are meet:
10,000 sf or more of effective impervious surface
o The proposed project does not exceed 10,000 sf of effective impervious
surface.
1/4 acres of more of forest converted to lawn or landscape and surface water is
discharged from the site into a conveyance system of receiving water
o The proposed project does not convert forest to lawn.
2.5 acres of forest converted to pasture and surface water is discharged from the
site into a conveyance system or receiving water
o The proposed project does not convert forest to pasture.
n
A combination of hard surfaces and converted pervious surfaces cause a 0. 1 CITS,
one -hour time step, or 0.15 CFS, 15-minute time steps, or greater increase in the
100 year flow frequency from a threshold discharge area as estimated using
WWHM
o VAVHM2012 (15-minute time step) was used to determine the pre -
developed and mitigated discharge volumes from the site under developed
conditions. The proposed project will not increase storm water run-off,
for the 100 year return period, more than 0.15 CFS. Predeveloped run-off
for the 100 year return period is 0.0 18 CFS. Mitigated run-off for the 100
year return period is 0.155 CFS for a net increase of 0.137 CFS.
Calculations are found in Section III of this report.
Minimum Requirement #8: Wetlands Protection
No development will occur within any off -site wetland or its buffer. Storm water run-off
from the proposed development will not discharge to an on -site or off -site stream.
Minimum Requirement #9: Operation and Maintenance
Refer to Section IV of this report for operation and maintenance requirements.
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SWPPPELEMENTS
V-1 I — PRESERVE VEGETATION/MARK CLEARING LIMITS
t--i The land disturbance activities for development requires the consideration to be given to
r 1 minimize the removal of existing trees, disturbance and compaction of native soils,
except as needed for building purposes. The duff layer, native soil and vegetation shall
be retained in an undisturbed state to the minimum degree practicable.
Best Manaizement Practices (BMPs) to be used:
o BMP C101: Preserving Natural Vegetation
e BMP C103: High Visibility Fence
9 BMP C233: Silt Fence
r-1 2-ESTABLISH CONSTRUCTION ACCESS
L-J
A temporary construction entrance is not required.
Best Management Practices (BMPs) to be used:
o BMP C105: Stabilized Construction Entrance
3-CONTROL FLOW RATES
Flow rates will be controlled by using SWPPP Element #4, sediment controls.
4-INSTALL SEDIMENT CONTROLS
Due to the permeability of the site soils, surface flows from the site are expected to be
negligible and therefore no sediment controls are needed. If the contractor notices that
dirty storm water is leaving the site, then the contractor shall place silt fencing down
L-J slope from the disturbed areas as shown on the SWPPP.
Best Management Practices (BMPs) to be used:
* BMP C233: Silt Fence
[-I
5-STABILIZED SOILS
Lwwl
r-1 We do not expect any stockpiles on this project. All new exposed areas are expected to
I L-J be covered with sand or building within 48 hours of exposure.
71 If required, all exposed soil and any soil stockpile will be stabilized. The soil stockpile
I t-i will be located within the disturbed area shown on the SWPPP plan. Any stockpiles will
be covered in plastic if left un-worked. No soils shall remain exposed and unworked for
F1 more than 2 days between October I and April 30. Any land disturbed areas outside of
1-1 the proposed horse arena will be permanently seeded.
Best Management Practices (BMPs) to be used:
BW C120: Temporary & Permanent Seeding
BMP C123: Plastic Covering
BMP C140: Dust Control
6-PROTECT SLOPES
There are no cut or fill slopes with this project.
Best Management Practices (BMPs) to be used:
BMP C120: Temporary & Permanent Seeding
BMP C 12 1: Mulching
7-PROTECT PERMANENT DRAIN INLETS
Inlet protection shall be installed in all catch basins and remain until construction has
been completed. Wet protection shall in inspected regularly and the filter fabric cleaned
and/or replaced as necessary. When providing maintenance to the inlet projection, the
fabric shall be removed in such a way as to not allow the retained sediment to fall into the
catch basin.
Best Management Practices (BMPs) to be used:
BW C220: hilet Protection
r_1
8-STABILIZE CHANNELS AND OUTLETS
M
There are no existing channels and the proposed construction does not create new
channels.
Best Management Practices (BMPs) to be used:
9 None Required
9-CONTROL POLLUTANTS
Any and all chemicals, liquid projects, petroleum projects, and other materials that have
the potential to pose a threat to human or the environment will be covered, contained and
protected from vandalism. All such products will either be locked in a trailer or locked in
a leak proof container. Any on -site fueling will have secondary containment to prevent
possibility of spills. Any heavy equipment/vehicles will only be on -site temporarily.
Any spills will be cleaned immediately. Fertilizers and pesticides will be applied per the
manufacturers label requirements for application rate and procedures. No pH modifying
sources such as cement kiln dust, fly ash, concrete washing treatment, curing waters, etc.
are anticipated; if however they are, we will contain and/or remove the polluted substance
from the site per manufacturer's recommendations.
M
WWI
i F1 Best Management Practices (BMPs) to be used:
o BMP C 15 1: Concrete Handling
F1 e BMP C153: Material, Delivery, Storage and Containment
t__J
L__J
10-CONTROL DEWATERING
For the proposed building, dewatering is not expected to be required; thus, dewatering
control will not be requirt� for this project.
Best Management Practices (BMPs) to be used:
* None Required
11-MAINTAIN BEST MANAGEMENT PRACTICES
BMPs will be inspected and maintained after storms and during construction.
12-MANAGE THE PROJECT
This SWPPP will be implemented at all times and will be modified whenever there is a
significant change to the site conditions. 'fhe Erosion control BMPs will be implemented
in the following sequence:
Best Management Practices (BMPs) to be used:
e BMP C 162: Scheduling
1. Mark the clearing limits.
2. Establish staging areas for storage and handling polluted materials and BMPs.
3. Install sediment control BMPs.
4. Hand grade and install stabilization measure for disturbed areas
5. Maintain BMPs until final site stabilization, at which time they may be removed.
13-PROTECT ON -SITE STORMWATER BMPS
On -site storm water BMPs, existing and proposed, will be protected at all times from
siltation and compaction during construction. The approved plans have both construction
sequencing and appropriate SVvTPP BMPs to minimize the risk to storm water BMPs.
Best Management Practices (BMPs) to be used:
• BMP C 103: High Visibility Fence
• BMP C233: Silt Fence
SECTION III
'M-7
WWHM2012
PROJECT REPORT
L-J
L--J
L-J
r
I
L-J
n
I
%-J
General Model Information
Project Name: 19-03-13-WWHM2012-SITE CALCS-1 80453
Site Name:
HICKS SFR SITE CALCS
Site Address:
1001 OLYMPIC AVE
City:
EDMONDS
Report Date:
6/11/2019
MGS Region:
Puget East
Data Start:
1901/10/0100:00
Data End:
2058/09/30 00:00
Timestep:
15 Minute
DOT Data Number03
Version Date:
2016/11/23
Version:
4.2.13
POC Thresholds
Low Flow Threshold for POC1: 50 Percent of the 2 Year
High Flow Threshold for POC1: 50 Year
19-03-13-VVVVHM2012-SITE CALCS-180453 6/11/2019 3:12:08 PM
Page 2
Landuse Basin
Data
Predeveloped Land
Use
Basin 1
Bypass:
No
GroundWater.-
No
Pervious Land Use
acre
C, Forest, Mod
0.42
Pervious Total
0.42
Impervious Land Use
acre
Impervious Total
0
Basin Total
0.42
Element Flows To:
Surface Interflow Groundwater
19-03-13-WWHM2012-SITE CALCS-180453 6/11/2019 3:12:08 PM
Page 3
r 1
L-1
Mitigated Land Use
Basin 1
Bypass:
No
GroundWater:
No
Pervious Land Use
acre
C, Lawn, Mod
0.42
Pervious Total
0.42
Impervious Land Use
acre
Impervious Total
0
Basin Total
0.42
Element Flows To:
Surface Interflow Groundwater
19-03-13-VVWHM2012-SITE CALCS-180453 6/1112019 3:12:08 PM
Page 4
r-)
L-j
ri
L-j
r-I
L-j
r- I
L-A
r-I
L--j
r- I
L-j
Routing Elements
Predeveloped Routing
19-03-13-WWHM2012-SITE CALCS-180453 6/11/2019 3:12:08 PM Page 5
r -I
L-j Mitigated Routing
F I
L-j
r i
r-I
L-j
r-I
L-j
r-I
L-j
r 1
L-j
m
L--j
19-03-13-WWHM2012-SITE CALCS-180453 6/11/2019 3:12:08 PM Page 6
r - i
r 1
Analysis Results
POC I
0
J
L
)0
+ Predeveloped
Predeveloped Landuse Totals for POC #1
Total Pervious Area:
0.42
Total Impervious Area:
0
Mitigated Landuse Totals
for POC #1
Total Pervious Area:
0.42
Total Impervious Area:
0
�_, ! .1 1 .
x Mitigated
Flow Frequency Method:
Log Pearson Type III 17B
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
F]
2 year
0.007127
L_j
5 year
0.011061
10 year
0.013195
n
25 year
0.015365
50 year
0.016654
100 year
0.017714
Flow Frequency Return Periods for Mitigated. POC #1
Return Period
Flow(cfs)
2 year
0.015934
r_1
5 year
0.032125
L__j
10 year
0.048907
25 year
0.079875
r_1
50 year
0.112298
100 year
0.155071
AnnualPeaks
Annual Peaks for Predeveloped
and Mitigated. POC #1
Year Predeveloped Mitigated
1902 0.010
0.013
1903 0.003
0.008
1904 0.006
0.050
1905 0.004
0.010
1906 0.002
0.006
1907 0.011
0.023
1908 0.007
0.011
1909 0.008
0.012
1910 0.012
0.029
L__j
1911 0.006
0.016
le cool
19-03-13-VVV\IHM2012-SITE CALCS-180453 6/11/2019 3:12:08 PM Page 7
r-I
1912
0.022
0.125
1913
0.011
0.015
1914
0.002
0.124
1915
0.004
0.008
1916
0.006
0.012
1917
0.003
0.006
1918
0.007
0.011
1919
0.005
0.009
1920
0.007
0.018
1921
0.007
0.012
1922
0.008
0.024
1923
0.005
0.014
F
1924
0.003
0.008
1925
0.003
0.008
1926
0.006
0.013
1927
0.008
0.012
1928
0.005
0.011
1929
0.011
0.024
1930
0.007
0.013
r7
1931
0.007
0.011
1932
0.005
0.012
1933
0.006
0.014
r-1
1934
0.016
0.062
1935
0.006
0.009
1936
0.009
0.015
1937
0.008
0.037
1938
0.008
0.010
1939
0.000
0.007
1940
0.006
0.019
F-1
1941
0.006
0.011
1942
0.009
0.030
1943
0.003
0.016
r-I
1944
0.008
0.052
1945
0.007
0.013
1946
0.006
0.019
1947
0.004
0.009
1948
0.015
0.024
1949
0.012
0.025
1950
0.006
0.012
1951
0.008
0.013
1952
0.021
0.100
1953
0.019
0.080
1954
1955
0.006
0.005
0.014
0.008
1956
0.003
0.008
1957
0.008
0.012
.r-,
1958
0.020
0.043
. L-j
1959
0.012
0.030
1960
0.004
0.008
r)
1961
0.012
0.086
1962
0.006
0.013
1963
0.003
0.008
1964
0.006
0.109
1965
0.014
0.040
1966
0.003
0.008
1967
0.006
0.032
1968
0.008
0.014
1969
0.005
0.011
19-03-13-WWHM2012-SITE CALCS-180453 6/11/2019 3:14:33 PM Page 8
L-j
F1
1970
0.008
0.028
1971
0.015
0.028
1972
0.010
0.225
1973
0.011
0.025
1974
0.006
0.026
1975
0.016
0.073
1976
0.007
0.046
1977
0.005
0.008
1978
0.014
0.035
rl
1979
0.004
0.018
L-j
1980
0.007
0.027
1981
0.007
0.015
F-I
1982
0.005
0.010
1983
0.011
0.022
1984
0.003
0.017
1985
0.007
0.038
1986
0.005
0.011
1987
0.012
0.034
1988
0.009
0.012
1989
0.007
0.012
1990
0.009
0.014
1991
0.006
0.021
1992
0.010
0.022
1993
0.008
0.014
1994
0.015
0.020
1995
0.003
0.007
r-I
1996
0.016
0.026
1997
0.008
0.012
1998
0.007
0.020
1999
0.000
0.003
2000
0.005
0.017
2001
0.004
0.008
2002
0.010
0.078
2003
0.008
0.015
2004
0.008
0.017
2005
0.010
0.063
2006
0.005
0.009
2007
0.006
0.021
2008
0.007
0.012
2009
0.005
0.008
2010
0.004
0.012
2011
0.005
0.007
2012
0.006
0.018
2013
0.005
0.017
2014
0.004
0.008
2015
0.014
0.128
2016
0.002
0.006
2017
0.012
0.019
2018
0.020
0.046
2019
0.022
0.075
2020
0.006
0.036
2021
0.010
0.024
2022
0.003
0.030
2023
0.008
0.020
2024
0.017
0.126
2025
0.006
0.011
2026
0.011
0.019
2027
0,005
0.014
19-03-13-VVWHM2012-SITE CALCS-180453
6/11/2019 3:14:33 PM
Page 9
2028
0.002
0.007
2029
0.008
0.012
2030
0.015
0.029
2031
0.004
0.008
2032
0.003
0.007
2033
0.004
0.007
2034
0.004
0.010
�A
2035
0.017
0.030
2036
0.009
0.019
F17
2037
0.002
0.007
2038
0.009
0.031
2039
0.001
0.005
2040
0.003
0.011
2041
0.005
0.012
2042
0.018
0.040
2043
0.008
0.023
2044
0.011
0.018
2045
0.007
0.013
2046
0.008
0.013
2047
0.005
0.010
2048
0.007
0.013
2049
0.006
0.015
2050
0.004
0.010
2051
0.007
0.038
2052
0.004
0.011
2053
0.007
0.014
2054
0.010
0.090
2055
0.003
0.007
2056
0.003
0.010
2057
0.005
0.010
2058
0.006
0.010
Ranked Annual Peaks
Ranked Annual Peaks for Precleveloped and Mitigated
Rank
Predeveloped
Mitigated
1
0.0216
0.2250
2
0.0215
0.1277
3
0.0209
0.1258
4
0.0198
0.1247
5
0.0195
0.1241
6
0.0185
0.1089
7
0.0180
0.1001
8
0.0173
0.0903
9
0.0167
0.0863
10
0.0163
0.0802
11
0.0162
0.0780
12
0.0157
0.0749
13
0.0154
0.0726
14
0.0153
0.0630
15
0.0146
0.0617
16
0,0145
0.0522
L-A
17
0.0144
0.0503
18
0.0141
0.0462
19
0.0141
0.0461
20
0.0122
0.0430
21
0.0121
0.0401
22
0.0120
0.0399
23
0.0119
0.0383
POC #1
F-I 19-03-13-WWHM2012-SITE CALCS-180453
6/11/2019 3:14:33 PM
Page 10
f I
L-i
r
24
0.0116
0.0381
25
0.0115
0.0367
26
0.0115
0.0363
27
0.0114
0.0347
28
0.0113
0.0338
29
0.0111
0.0317
30
0.0110
0.0312
31
0.0109
0.0305
32
0.0107
0.0298
33
0.0100
0.0297
34
0.0100
0.0297
35
0.0099
0.0293
36
0.0099
0.0292
37
0.0098
0.0285
38
0.0096
0.0277
39
0.0096
0.0268
40
0.0093
0.0262
41
0.0093
0.0258
42
0.0090
0.0247
43
0.0089
0.0245
44
0.0087
0.0245
45
0.0086
0.0243
46
0.0083
0.0239
47
0.0082
0.0236
48
0.0081
0.0235
49
0.0081
0.0227
50
0.0080
0.0223
51
0.0080
0.0221
52
0.0079
0.0208
53
0.0079
0.0205
54
0.0078
0.0203
55
0.0078
0.0200
56
0.0078
0.0196
57
0.0077
0.0194
58
0.0077
0.0189
59
0.0077
0.0188
60
0.0076
0.0188
61
0.0076
0.0187
62
0.0075
0.0185
63
0.0075
0.0185
64
0.0073
0.0177
65
0.0073
0.0175
66
0.0072
0.0175
67
0.0072
0.0173
68
0.0071
0.0167
69
0.0071
0.0166
70
0.0070
0.0162
71
0.0069
0.0160
72
0.0069
0.0154
73
0.0069
0.0153
74
0.0069
0.0149
75
0.0068
0.0146
76
0.0068
0.0146
77
0.0068
0.0142
78
0.0067
0.0141
79
0.0067
0.0141
80
0.0066
0.0140
81
0.0065
0.0139
I I 19-03-13-VVWHM2012-SITE CALCS-180453 6/11/2019 3:14:33 PM Page I I
L-j
Lc4
82
0.0065
0.0138
83
0.0065
0.0136
84
0.0065
0.0136
85
0.0064
0.0134
86
0.0064
0.0133
87
0.0064
0.0131
88
0.0063
0.0130
89
0.0063
0.0130
90
0.0063
0.0129
91
0.0063
0.0128
92
0.0062
0.0126
93
0.0062
0.0126
94
0.0062
0.0125
95
0.0061
0.0124
96
0.0059
0.0124
97
0.0058
0.0123
98
0.0058
0.0122
99
0.0058
0.0121
100
0.0057
0.0120
101
0.0056
0.0120
102
0.0056
0.0118
103
0.0056
0.0117
104
0.0054
0.0116
105
0.0054
0.0116
106
0.0053
0.0115
107
0.0053
0.0115
108
0.0051
0.0114
109
0.0051
0.0112
110
0.0051
0.0109
ill
0.0051
0.0108
112
0.0051
0.0108
113
0.0050
0.0108
114
0.0050
0.0108
115
0.0048
0.0107
116
0.0048
0.0106
117
0.0048
0.0105
118
0.0047
0.0104
119
0.0046
0.0103
120
0.0046
0.0100
121
0.0045
0.0100
122
0.0044
0.0099
123
0.0043
0.0099
124
0.0043
0.0097
125
0.0043
0.0096
126
0.0042
0.0096
127
0.0041
0.0093
128
0.0040
0.0091
129
0.0039
0.0090
130
0.0038
0.0087
131
0.0038
0.0084
132
0.0037
0.0083
133
0.0036
0.0082
134
0.0036
0.0081
135
0.0035
0.0081
136
0.0035
0.0081
137
0.0034
0.0080
138
0.0034
0.0080
139
0.0034
0.0080
19-03-13-VVWHM2012-SITE CALCS-180453 6/1112019 3:14:33 PM Page 12
F,
L-j
140
0.0034
0.0080
141
0.0033
0.0080
142
0.0032
0.0079
143
0.0031
0.0075
144
0.0030
0.0075
145
0.0030
0.0073
146
0.0029
0.0073
147
0.0028
0.0071
148
0.0028
0.0070
149
0.0026
0.0070
150
0.0025
0.0068
151
0.0024
0.0066
152
0.0020
0.0065
153
0.0017
0.0064
154
0.0016
0.0062
155
0.0008
0.0056
156
0.0005
0.0046
157
0.0004
0.0031
19-03-13-WWHM2012-SITE CALCS-180453 6/11/2019 3:14:33 PM Page 13
Duration Flows
n
n
f
t
r
I --
Flow(cfs)
Predev
mit
Percentage
Pass/Fail
0.0036
53289
213980
401
Fail
0.0037
49017
199502
407
Fail
0.0038
45158
186015
411
Fail
0.0040
41756
173573
415
Fail
0.0041
38645
162123
419
Fail
0.0042
35816
151498
422
Fail
0.0044
33239
141589
425
Fail
0.0045
30911
132341
428
Fail
0.0046
28863
123918
429
Fail
0.0048
26936
115881
430
Fail
0.0049
25174
108504
431
Fail
0.0050
23424
101623
433
Fail
0.0052
21866
95347
436
Fail
0.0053
20330
89457
440
Fail
0.0054
18921
83952
443
Fail
0.0055
17671
78887
446
Fail
0.0057
16493
74098
449
Fail
0.0058
15458
69749
451
Fail
0.0059
14451
65675
454
Fail
0.0061
13498
61876
458
Fail
0.0062
12590
58353
463
Fail
0.0063
11792
55012
466
Fail
0.0065
11060
51879
469
Fail
0.0066
10416
48945
469
Fail
0.0067
9837
46270
470
Fail
0.0069
9309
43737
469
Fail
0.0070
8781
41365
471
Fail
0.0071
8291
39185
472
Fail
0 , 0073
7850
37087
472
Fail
0.0074
7393
35166
475
Fail
0.0075
7035
33415
474
Fail
0.0077
6667
31720
475
Fail
0.0078
6342
30112
474
Fail
0.0079
6034
28615
474
Fail
0.0081
5742
27244
474
Fail
0.0082
5474
25912
473
Fail
0.0083
5219
24624
471
Fail
0.0085
4988
23352
468
Fail
0.0086
4755
22196
466
Fail
0.0087
4537
21084
464
Fail
0.0089
4334
20066
462
Fail
0.0090
4124
19102
463
Fail
0.0091
3937
18205
462
Fail
0.0092
3771
17346
459
Fail
0.0094
3631
16532
455
Fail
0.0095
3491
15777
451
Fail
0.0096
3368
15073
447
Fail
0.0098
3255
14374
441
Fail
0.0099
3145
13702
435
Fail
0.0100
3055
13091
428
Fail
0.0102
2966
12524
422
Fail
0.0103
2878
11995
416
Fail
0.0104
2782
11461
411
Fail
0.0106
2681
10955
408
Fail
19-03-13-VVVVHM2012-SITE CALCS-180453 6/11/2019 3:14:33 PM
Page 14
0.0107
2589
10520
406
Fail
0.0108
2498
10041
401
Fail
0.0110
2393
9595
400
Fail
0.0111
2278
9160
402
Fail
0.0112
2182
8736
400
Fail
0.0114
2081
8335
400
Fail
r
0.0115
2002
7988
399
Fail
0.0116
1936
7641
394
Fail
0.0118
1866
7311
391
Fail
r 1
0.0119
1790
7019
392
Fail
0.0120
1720
6744
392
Fail
0.0122
1666
6490
389
Fail
0.0123
1595
6210
389
Fail
0.0124
1538
5989
389
Fail
0.0126
1483
5758
388
Fail
0.0127
1420
5577
392
Fail
r 1
0.0128
1363
5393
395
Fail
0.0130
1298
5215
401
Fail
0.0131
1243
5052
406
Fail
0.0132
1188
4899
412
Fail
Lj
0.0133
1147
4754
414
Fail
0.0135
1100
4601
418
Fail
0.0136
1045
4449
425
Fail
0.0137
1000
4313
431
Fail
0.0139
957
4187
437
Fail
0.0140
917
4043
440
Fail
0.0141
877
3905
445
Fail
0.0143
832
3794
456
Fail
0.0144
789
3696
468
Fail
0.0145
755
3602
477
Fail
0.0147
710
3497
492
Fail
0.0148
666
3399
510
Fail
0.0149
627
3300
526
Fail
0.0151
595
3183
534
Fail
0.0152
555
3098
558
Fail
0.0153
516
3012
583
Fail
0.0155
462
2933
634
Fail
0.0156
423
2844
672
Fail
0.0157
394
2759
700
Fail
0.0159
360
2675
743
Fail
0.0160
335
2591
773
Fail
0.0161
306
2504
818
Fail
0.0163
286
2421
846
Fail
0.0164
265
2342
883
Fail
0.0165
247
2249
910
Fail
0.0167
233
2171
931
Fail
The development has an increase in flow durations
from 1/2 Predeveloped 2 year flow to the 2 year flow
or more than a 10% increase from the 2 year to the 50
year flow.
The development has an increase in flow durations for
more than 50% of the flows for the range of the
duration analysis.
-I-) 19-03-13-WWHM2012-SITE CALCS-180453 6/11/2019 3:14:33 PM Page 15
Water Quality
Water Quality BMP Flow and Volume for POC #1
On-line facility volume:
0 acre-feet
On-line facility target flow:
0 cfs.
Adjusted for 15 min:
0 cfs.
Off-line facility target flow:
0 cfs.
Adjusted for 15 min:
0 cfS.
F)
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r- I 19-03-13-WWHM2012-SITE CALCS-180453 6/1112019 3:14:33 PM Page 16
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%-- LID Report
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LID Technique
Used for
Total Volume
Volume
InfiftTation
Cumulative
Percent
WaterQualk
Percent
Comment
Treatment ?
Needs
Through
Volume
Volume
Volume
Water Quality
Treatment
Facility
(ac-ft)
Infiltration
Infiltrated
Treated
(ac-ft)
(ac-ft)
Cre(vt
TDtal'.Wume InfaIrated
0.03
0.33
C.00
0.00
G.00
Ov?11
No Treat
Cremt
Compliance r�r U'D
Standard 8�'j of 2-,,T to 5(Ka of
Ane)sis
Result
Fa2ed
19-03-13-WVVHM2012-SITE CALCS-180453 6/11/2019 3:14:33 PM Page 17
1--j
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Model Default Modifications
Total of 0 changes have been made.
PERLND Changes
No PERLND changes have been made.
IMPLND Changes
No IMPLND changes have been made.
19-03-13-WVVHM2012-SITE CALCS-180453 6111/2019 3:16:17 PM Page 18
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1_1
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RUN
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GLOBAL
WWHM4 model simulation
START 1901 10 01 END 2058 09 30
RUN INTERP OUTPUT LEVEL 3 0
RESUME 0 RUN 1 UNIT SYSTEM I
END GLOBAL
FILES
<File> <Un#> < ----------- File Name ------------------------------ >***
<-ID->
WDM 26 19-03-13-WWHM2012-SITE CALCS-180453.wdm
MESSU 25 Prel9-03-13-WWHM2012-SITE CALCS-180453.MES
27 Prel9-03-13-WWHM2012-SITE CALCS-180453.L61
28 Prel9-03-13-WWHM2012-SITE CALCS-180453.L62
30 POC19-03-13-WWHM2012-SITE CALCS-1804531.dat
END FILES
OPN SEQUENCE
INGRP INDELT 00:1S
PERLND 11
COPY 501
DISPLY 1
END INGRP
END OPN SEQUENCE
DISPLY
DISPLY-INF01
# - #< ---------- Title ----------- >***TRAN PIVL DIGI FILI
PYR DIG2 FIL2 YRND
1 Basin 1 MAX
1 2 30 9
END DISPLY-INFO1
END DISPLY
COPY
TIMESERIES
'n
# - # NPT NMN
I k__�
1 1 1
501 1 1
END TIMESERIES
END COPY
GENER
OPCODE
# # OPCD
rj
END OPCODE
PARM
# # K
END PARM
END GENER
PERLND
GEN-INFO
<PLS >< ------- Name ------- >NBLKS Unit -systems Printer
# - # User t-series Engl Metr
in out
11 C, Forest, Mod 1 1 1 1 27 0
END GEN-INFO
Section PWATER***
ACTIVITY
<PLS > Active Sections
ri
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR
PHOS TRAC
11 0 0 1 0 0 0 0 0 0 0
0 0
END ACTIVITY
PRINT -INFO
<PLS > Print -flags PIVL PYR
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR
PHOS TRAC *********
11 0 0 4 0 0 0 0 0 0 0
0 0 1 9
END PRINT -INFO
19-03-13-WWHM2012-SITE CALCS-180453 6/11/2019 3:16:18 PM Page 21
T- I
Lj
ri
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Lj
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PWAT-PARMI
<PLS > PWATER variable monthly parameter
value flags
# - # CSNO RTOP UZFG VCS VUZ VNN VIFW
VIRC VLE INFC HWT
11 0 0 0 0 0 0 0
0 0 0
0
END PWAT-PARM1
PWAT-PARM2
<PLS > PWATER input info: Part 2
# - # ***FOREST LZSN INFILT
LSUR SLSUR
KVARY
11 0 4.5 0.08
400 0.1
0.5
END PWAT-PARM2
PWAT-PARM3
<PLS > PWATER input info: Part 3
# - # **-PETMAX PETMIN INFEXP INFILD DEEPFR
BASETP
11 0 0 2
2 0
0
END PWAT-PARM3
PWAT-PARM4
<PLS > PWATER input info: Part 4
# - # CEPSC UZSN NSUR
INTFW IRC
LZETP
11 0.2 O.S 0.35
6 0.5
0.7
END PWAT-PARM4
PWAT-STATE1
<PLS > Initial conditions at start of
simulation
ran from 1990 to end of 1992 (pat 1-11-95) RUN 21
# - # CEPS SURS UzS
IFWS LZS
AGWS
11 0 0 0
0 2.5
1
END PWAT-STATE1
END PERLND
IMPLND
GEN-INFO
<PLS >< ------- Name ------- > Unit -systems
Printer
# - # User t-series
Engl Metr
in out
END GEN-INFO
*** Section IWATER***
ACTIVITY
<PLS > Active Sections
# - # ATMP SNOW IWAT SLD IWG IQAL
END ACTIVITY
PRINT -INFO
<ILS > ******** Print -flags ******** PIVL
PYR
# - # ATMP SNOW IWAT SLD IWG IQAL
END PRINT -INFO
IWAT-PARM1
<PLS > IWATER variable monthly parameter
value flags
# - # CSNO RTOP VRS VNN RTLI
END IWAT-PARM1
IWAT-PARM2
<PLS > IWATER input info: Part 2
# - # *** LSUR SLSUR NSUR
RETSC
END IWAT-PARM2
IWAT-PARM3
<PLS > IWATER input info: Part 3
# - # ***PETMAX PETMIN
END IWAT-PARM3
IWAT-STATE1
<PLS > Initial conditions at start of
simulation
# - # RETS SURS
END IWAT-STATE1
AGWRC
0.996
AGWETP
0
GWVS
0
19-03-13-WWHM2012-SITE CALCS-180453 6/11/2019 3:16:18 PM Page 22
END IMPLND
SCHEMATIC
<-Source-> <--Area--> <-Target-> MBLK
<Name> # <-factor-> <Name> # Tbl#
Basin 1***
PERLND 11 0.42 COPY Sol 12
PERLND 11 0.42 COPY 501 13
******Routing******
END SCHEMATIC
NETWORK
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member->
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # #
COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1
Li
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member->
1-1
I
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # #
L-i
END NETWORK
RCHRES
GEN-INFO
RCHRES Name Nexits Unit Systems Printer
# - #< ------------------ >< --- > User T-series Engl Metr LKFG
in out
END GEN-INFO
*** Section RCHRES***
ACTIVITY
<PLS > Active Sections
# - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG
END ACTIVITY
PRINT -INFO
<PLS > Print -flags PIVL PYR
# - # HYDR. ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR
END PRINT -INFO
HYDR-PARM1
RCHRES Flags for each HYDR Section
# - # VC Al A2 A3 ODFVFG for each ODGTFG for each FUNCT for
each
FG FG, FG FG possible exit possible exit possible exit
END HYDR-PARM1
F)
HYDR-PARM2
# - # FTABNO LEN DELTH STCOR KS DB50
< ------ >< -------- >< >< >< >< >< >
END HYDR-PARM2
HYDR-INIT
RCHRES Initial conditions for each HYDR section
# - # VOL Initial value of COLIND Initial value of OUTDGT
*** ac-ft for each possible exit for each possible exit
< >< -------- > < >< >< >< >< > < >< >< >< ><
>
END HYDR-INIT
END RCHRES
SPEC -ACTIONS
END SPEC -ACTIONS
FTA13LES
END FTABLES
EXT SOURCES
<-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member->
<Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # #
WDM 2 PREC ENGL 1 DIV PERLND 1 999 EXTNL PREC
WDM 2 PREC ENGL 1 DIV IMPLND 1 999 EXTNL PREC
19-03-13-WVVHM2012-SITE CALCS-180453 6/11/2019 3:16:18 PM
Page 23
Lj
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WDM I EVAP
ENGL
0.76
PERLND 1
999 EXTNL PETINP
WDM 1 EVAP
ENGL
0.76
IMPLND 1
999 EXTNL PETINP
END EXT SOURCES
EXT TARGETS
<-Volume-> <-Grp>
<-Member-><--Mult-->Tran
<-Volume->
<Member> Tsys Tgap
Amd
<Name> #
<Name>
# #<-factor->strg
<Name> #
<Name> tem strg
strg***
COPY 501 OUTPUT
MEAN
1 1 48.4
WDM 501
FLOW ENGL
REPL
END EXT TARGETS
MASS -LINK
<Volume> <-Grp>
<-Member-><--Mult-->
<Target>
<-Grp> <-Member->***
<Name>
<Name>
# #<-factor->
<Name>
<Name>
# #***
MASS -LINK
12
PERLND PWATER
SURO
0.083333
COPY
INPUT MEAN
END MASS -LINK
12
MASS -LINK
13
PERLND PWATER
IFWO
0.083333
COPY
INPUT MEAN
END MASS -LINK
13
END MASS -LINK
END RUN
19-03-13-WWHM2012-SITE CALCS-180453 6/11/2019 3:16:18 PM
Page 24
IF)
I r_1
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PWAT-PARM1
<PLS > PWATER variable monthly parameter
value flags
# - # CSNO RTOP UZFG VCS VUZ VNN VIFW
VIRC VLE INFC HWT
17 0 0 0 0 0 0 0
0 0 0
0
END PWAT-PARM1
PWAT-PARM2
<PLS > PWATER input info: Part 2
# - # ***FOREST LZSN INFILT
LSUR SLSUR
KVARY AGWRC
17 0 4.S 0.03
400 0.1
O.S 0.996
END PWAT-PARM2
PWAT-PARM3
<PLS > PWATER input info: Part 3
# - # **-PETMAX PETMIN INFEXP INFILD DEEPFR
BASETP AGWETP
17 0 0 2
2 0
0 0
END PWAT-PARM3
PWAT-PARM4
<PLS > PWATER input info: Part 4
# - # CEPSC UZSN NSUR
INTFW IRC
LZETP
17 0.1 0.25 0.25
6 0.5
0.25
END PWAT-PARM4
PWAT-STATE1
<PLS > Initial conditions at start of
simulation
ran from 1990 to end of 1992 (pat
1-11-95) RUN 21
# - # CEPS SURS UzS
IFWS LZS
AGWS GWVS
17 0 0 0
0 2.5
1 0
END PWAT-STATE1
END PERLND
IMPLND
GEN-INFO
<PLS >< ------- Name ------- > Unit -systems
Printer
# - # User t-serieS
Engl Metr
in out
END GEN-INFO
*** Section IWATER***
ACTIVITY
<PLS > Active Sections
# - # ATMP SNOW IWAT SLD IWG IQAL
END ACTIVITY
PRINT -INFO
<ILS > ******** Print -flags ******** PIVL
PYR
# - # ATMP SNOW IWAT SLD IWG IQAL
END PRINT -INFO
IWAT-PARMI
<PLS > IWATER variable monthly parameter
value flags
# - # CSNO RTOP VRS VNN RTLI
END IWAT-PARM1
IWAT-PARM2
<PLS > IWATER input info: Part 2
# - # *** LSUR SLSUR NSUR
RETSC
END IWAT-PARM2
IWAT-PARM3
<PLS > IWATER input info: Part 3
# - # ***PETMAX PETMIN
END IWAT-PARM3
IWAT-STATEI
<PLS > Initial conditions at start of
simulation
# - # RETS SURS
END IWAT-STATE1
19-03-13-WWHM2012-SITE CALCS-180453 6/11/2019 3:16:18 PM
Page 26
L-i
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END IMPLND
SCHEMATIC
<-Source->
<--Area-->
<-Target->
MBLK
<Name> #
<-factor->
<Name> #
Tbl#
Basin 1***
PERLND 17
0.42
COPY 501
12
PERLND 17
0.42
COPY 501
13
******Routing******
END SCHEMATIC
NETWORK
<-Volume-> <-Grp> <-Member-><--Mult-->Tran
<-Target vols> <-Grp> <-Member->
<Name> # <Name>
# #<-factor->strg
<Name> #
# <Name> # #
COPY 501 OUTPUT MEAN
1 1 48.4
DISPLY 1
INPUT TIMSER 1
<-Volume-> <-Grp> <-Mewber-><--Mult-->Tran <-Target vols> <-Grp> <-Member->
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # #
END NETWORK
RCHRES
GEN-INFO
RCHRES Name Nexits Unit Systems Printer
# - #< ------------------ >< --- > User T-series Engl Metr LKFG
in out
END GEN-INFO
*** Section RCHRES***
ACTIVITY
<PLS > Active Sections
# - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NTJFG PKFG PHFG
END ACTIVITY
PRINT -INFO
<PLS > Print -flags PIVL PYR
# - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR
END PRINT -INFO
HYDR-PARMI
RCHRES Flags for each HYDR Section
# - # VC Al A2 A3 ODFVFG for each ODGTFG for each FUNCT for each
FG FG FG FG possible exit possible exit possible exit
END HYDR-PARM1
HYDR-PARM2
# - # FTABNO LEN DELTH STCOR KS DB50
< ------ >< -------- >< >< >< >
END HYDR-PARM2
HYDR-INIT
RCHRES Initial conditions for each HYDR section
# - # VOL Initial value of COLIND Initial value of OUTDGT
*** ac-ft for each possible exit for each possible exit
< >< -------- > < >< >< > < >< >< >< >< >
END HYDR-INIT
END RCHRES
SPEC -ACTIONS
END SPEC -ACTIONS
FTABLES
END FTABLES
EXT SOURCES
<-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member->
<Name> # <Name> # tem. strg<-factor->strg <Name> # # <Name> # #
WDM 2 PREC ENGL 1 DIV PERLND 1 999 EXTNL PREC
WDM 2 PREC ENGL 1 DIV IMPLND 1 999 EXTNL PREC
19-03-13-WWHM2012-SITE CALCS-180453 6/11/2019 3:16:18 PM Page 27
F)
L__j
L_j
WDM I EVAP
ENGL
0.76
PERLND 1
999 EXTNL PETINP
WDM 1 EVAP
ENGL
0.76
IMPLND 1
999 EXTNL PETINP
END EXT SOURCES
EXT TARGETS
<-Volume-> <-Grp>
<-Member-><--Mult-->Tran
<-Volume->
<Member> Tsys Tgap
Amd
<Name> #
<Name>
# #<-factor->strg
<Name> #
<Name> tem. strg
strg***
COPY 1 OUTPUT
MEAN
1 1 48.4
WDM 701
FLOW ENGL
REPL
COPY 501 OUTPUT
MEAN
1 1 48.4
WDM 801
FLOW ENGL
REPL
END EXT TARGETS
MASS -LINK
<Volume> <-Grp>
<-Member-><--Mult-->
<Target>
<-Grp> <-Member->***
<Name>
<Name>
# #<-factor->
<Name>
<Name>
# #***
MASS -LINK
12
PERLND PWATER
SURO
0.083333
COPY
INPUT MEAN
END MASS -LINK
12
MASS -LINK
13
PERLND PWATER
IFWO
0.083333
COPY
INPUT MEAN
END MASS -LINK
13
END MASS -LINK
END RUN
19-03-13-WWHM2012-StTE CALCS-180453 6/11/2019 3:16:18 PM
Page 28
r)
Predeveloped HSPF Message File
F)
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Mitigated HSPF Message File
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Legal Notice
This program and accompanying documentation are provided 'as-is'without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by End User. Clear
Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either
expressed or implied, including but not limited to implied warranties of program and accompanying
documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever
(including without limitation to damages for loss of business profits, loss of business information,
r business interruption, and the like) arising out of the use of, or inability to use this program even
if Clear Creek Solutions Inc. or their authorized representatives have been advised of the
possibility of such damages. Software Copyright@ by: Clear Creek Solutions, Inc. 2005-2019; All
Rights Reserved.
Clear Creek Solutions, Inc.
r-1 6200 Capitol Blvd. Ste F
Olympia, WA. 98501
Toll Free 1(866)943-0304
Local (360)943-0304
L, www,clearcreeksolutions.com
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F- I 19-03-13-VVVVHM2012-SiTE CALCS-180453 6/11/2019 3:16:18 PM Page 31
f )
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SECTION IV
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OPERATION AND MAINTENANCE STANDARDS
Maintenance and operation of the storm water facilities is the responsibility of the property
owner. Maintenance of storm water facilities are perhaps the single most important factor in
assunng satisfactory long term performance of the system. It follows that the lack of proper
maintenance is the single most important factor which causes unsatisfactory performance and in
some cases system failure. It is therefore essential that regular maintenance and cleaning of the
system be an integral part of site operations. A good maintenance program will prolong the
useful life of the system and reduce the likelihood of problems occurring as the system ages.
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Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
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Custom Soil Resource Report
Soil Map
47' 4916'N
47' 49 5"N
547MO 547717 54T7z 547733 547741 547749 5UM 547M5 54rm 54mi
3:
Map Scale: 1:363 1 printed on A larKiscape (11" x 6.5") sheet
- Meters
N 0 5 10 2D 30
0 15 30 60
Map prujecthn: Web Mercator Comer oDordkk?jes: WGS84 fte tics: UTM Zone 1ON WGSB4
9
4r 49 ON
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47- 49P 5"N
1 [ -] 1 -11 1 - -�� E -1 1 -a 11 1 1 --�] E- -1 1' 2 [ - -71 1 -'D [ - -:1 L ---TJ E :1 E - :1 C --� � - :3 3
Custom Soil Resource Report
MAPLEGEND
MAP INFORMATION
Area of Interest (AOI)
Spoil Area
The soil surveys that comprise your A01 were mapped at
M
Area of Interest (AOI)
Stony Spot
1:24,000.
Solis
Soil Map Unit Polygons
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Soil Map Unit Lines
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Soil Map Unit Points
Other
misunderstanding of the detail of mapping and accuracy of soil
Special Line Features
line placement. The maps do not show the small areas of
Special
Point Features
contrasting soils that could have been shown at a more detailed
Blowout
Water Features
scale.
Borrow Pit
Streams and Canals
Clay Spot
Transportation
Please rely on the bar scale on each map sheet for map
Rails
measurements.
Closed Depression
0%.0 Interstate Highways
Gravel Pit
Source of Map: Natural Resources Conservation Service
US Routes
Web Soil Survey URL:
Gravelly Spot
Major Roads
Coordinate System: Web Mercator (EPSG:3857)
Landfill
LocalRoads
Maps from the Web Soil Survey are based on the Web Mercator
Lava Flow
Background
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Marsh or swamp
ED Aerial Photography
Albers equal-area conic projection, should be used if more
Mine or Quarry
accurate calculations of distance or area are required.
Miscellaneous Water
This product is generated from the USDA-NRCS certified data as
Perennial Water
of the version date(s) listed below.
Rook Outcrop
Soil Survey Area: Snohomish County Area, Washington
Saline Spot
Survey Area Data: Version 19, Mar 29, 2018
Sandy Spot
Soil map units are labeled (as space allows) for map scales
Severely Eroded Spot
1:50,000 or larger.
Sinkhole
Date(s) aerial images were photographed: Jul 7, 2014—Jul 8,
Slide or Slip
2014
Sodic Spot
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
10
L-J
Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Mapi Unit Name
Acres in A01
Percent of A01
6
Alderwood-Urban land complex,
8 to 15 percent slopes
0.5
100.0%
Totals for Area of Interest
0.5
100.0%
r'�
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. 71
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, Gan be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
:
particular map unit description. Other minor components, however, have properties
t.-J
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
r I areas.
4--1
11
r-I
L_J
Custom Soil Resource Report
r I
An identifying symbol precedes the map unit name in the map unit descriptions
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
UI
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
L__J
12
Custom Soil Resource Report
, -1 Snohomish County Area, Washington
r i
6—Aiderwood-Urban land complex, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 2hzn
Elevation: 50 to 800 feet
Mean annual precipitation: 25 to 60 inches
Mean annual air temperature: 48 to 52 degrees F
i L-j Frost -free period. 180 to 220 days
Farmland classification: Not prime farmland
r I
Map Unit Composition
Alderwood and similar soils: 60 percent
Urban land., 25 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit,
Description of Alderwood
L-
Setting
Landform: Till plains
Parent material: Basal till
Typical profile
H1 - 0 to 7 inches: gravelly ashy sandy loam
H2 - 7 to 35 inches.- very gravelly ashy sandy loam
H3 - 35 to 60 inches-, gravelly sandy loam
Properties and qualities
F)
Slope: 8 to 15 percent
Depth to restrictive feature: 20 to 40 inches to densic material
L-j
Natural drainage class: Moderately well drained
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
low (0.00 to 0.06 in/hr)
Depth to water table: About 18 to 36 inches
Frequency of flooding: None
Frequency of ponding: None
Available waterstorage in profile: Low (about 3.0 inches)
Interpretive groups
Land capability classification (irfigated): None specified
I
Land capability classification (nonitrigated): 4s
L-j
Hydrologic Soil Group.- B
Forage suitability group' - Limited Depth Soils (GO02XN302WA)
Hydric soil rating. No
Minor Components
Norma, undrained
Percent of map unit. 5 percent
Landform: Drainageways;
r-1 Hydric soil rating: Yes
L-j
r, 1
13
k
ii SOIL FIELD LOG
r I I MAC JOB J.-
S17E ADDRESS:
T P 1) KA THER.- 6 �549
A Ve, F
b fn otj b,5, W,4 7S6 2 D DA 7E-
FMC
j
Compost and Topsoil Calculation Worksheet for the
r i Pre -approved Amendment Rate
r I
L�
NOTE: For Options 2 and 3, use this worksheet if you plan to use the pre -approved compost amendment
rate of 2 inches. This worksheet should not be used if a custom compost amendment rate is selected for
Options 2 and/or 3.
on
Q�p:t:i on 2
�j
Leave native soil undisturbed, and protect from compaction during
construction.
* Enter lettered areas from site plan where this option will be used:
No calculationsfor compost or topsoil are necessaryfor this option.
Amend existing soil in -place (2-inch layer of compost).
& Enter lettered areas from site plan where this option will be used:
0 Enter combined square footage of lettered areas in thousands —
— (example: for 4,525 sq t enter 4.525; for 500 sq ft, enter 0.5)
* Multiply combined square footage by 6.2 and enter product in box A :
A �J/A =Cubic Yards
AMOUNT OF COMPOST NEEDED FOR TBESE AREAS
Note: MR 5 is triggered on sites with more than 2,000 sq. ft. of new, replaced, or new plus replaced
impervious surface, or 7,000 sq. ft. or greater of land disturbing activity.
Effective September 30, 2010
S:�CSCJDocurnent WarehouselFORMSICurrent ForrnslCompost and Topsoil Calculation Worksheet 9 13—ladocx
-07
i-1
r-1
t-11
r
r7
. . .. .. . . . ......
r7
on 4
Native Soil - stockpile site duff and topsoil and reapply after grading and
construction.
0 Enter lettered areas from site plan where this option will be used:
e Enter combined square footage of lettered areas in thousands
(example: for 4,525 sq ft, enter 4.525; for 500 sq t enter 0.5)
0 Multiply combined square footage by 25 and enter product in box B :
�11A =Cubic Yards
AMOUNT OF TOPSOIL TO BE STOCKPILED AND REAPPLIED IN THESE
AREAS
Import topsoil.
• Enter lettered areas from site plan where this option will be used:
• Enter combined square footage of lettered areas in thousands
(example: for 4,525 sq t enter 4.525; for 500 sq ft, enter 0.5)
• Multiply combined square footage by 25 and enter product in box C:
3o3 =Cubic Yards
AMOUNT OF IMPORTED TOPSOITHESE NEEDED FOR THESE AREAS
Order These Amounts: LA
• Enter amount in Box A: Cubic Yards of Compost
I
• Enter amount in Box C 'So3 Cubic Yards of Topsoil
Note: MR 5 is triggered on sites with more than 2,000 sq. ft. of new, replaced, or new plus replaced
impervious surface, or 7,000 sq. ft. or greater of land disturbing activity.
k--j Effective September 30, 2010
kJOCIDocurnent WarehouselFORMSICurrent FormslCompost and Topsoil Calculation Worksheet 9 13 10.docK
Li
Fj
GRAPHIC SCALE
jo 0 115 40
%N=Mmi
IN FEET )
I INCH = JO FT
I
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14 REBARIC-4P
OEBB PLS 162JO*
NW CORNER OF
DILAPIUMED WOO
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REBARICAP (REF 2)
-189*3
14 REBARICAP 16.
IMS VERB PLS 162JO'
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DLIAPIDA �D &110000
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VOL 124
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IR
PO Box 177
Silvana, WA 98287
Tel: 360-652-5820
E-Mail: macengineering Cwfrontier.com
Looking west from Olympic Ave at location of existing driveway to be removed
Looking north along Olympic Ave near location of existing driveway to be removed
FY_C,Tj_F',_T-'2: SITE PHOTOGRIUPHS
Page t of 3
r
P
Looking south along Olympic Ave near location of existing drivevyaV to be removed
id
0",
At
Looking northwest at location of proposed developmerf"L
F I CT---UTr<--P 2: SIT E PHOTOGIR-Ai PHS
Page 2 of 3,
11
WON r-
Looking northwest at existing fence on southern property line
Looking northeast at existing fence on western propeMi line
FIGURE 2: SSITE PHOTOGRAPHS
Page 3 of 3
F�
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GRAPHIC SCALE
40 0 1.5 40
IN FEET
I INCH = 30 FT
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IF
- SET BY REFERENCE R2 SW CORNER OF
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EDMONDS STORMWATER ADDENDUM
JUNE 2017
Does the project result in 2,000 square feet, or greater, of new plus replaced hard surface area?
OR
Does the land disturbing activity total 7,000 square feet or greater?
I ry�s) No I
Minimum Requirements No. I through 5 apply Minimum Requirement No. 2 applies
INext Quesdon
Does the project add 5,000 square feet or more of new plus replaced hard surfaces?
OR
Convert 0.75 acres or more of vegetation to lawn or landscaped areas?
OR
Convert 2.5 acres or more of native vegetation to pasture?
G) -_--I Yes
I F isthis a road related projecr!
All Minimum Requirements
apply to the new and replaced yes
hard surfaces and converted
vegetation areas.
All Minimum Requirements
apply to the new hard surfaces
and converted vegetation areas.
Does the project add
5,000 square feet or
more of new hard
surfaces?
IYes
No
No
Do new hard surfaces add 50% or
more to the existing hard surfaces
within the project limits?
No
Figure 3.1. Flow Chart for Determining Requirements for Development.
8 3. APPLICABILITY OF THE MINIMUM REQUIREMENTS
No additional
I requirements. I
F-t(-,, 5-
7
- i
GRAPHIC SCALE
Jo 0 115 30
ir"Nmdmm%mor�
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1 INCH = JO FT
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Comm4clw TO CawcT Of ss SIM
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8
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14 REBARICAP 16.96'
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EX. ti-
/ 9*4454'W 179.12'
------------
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..... .......
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"M.S. *F86 Pts 1 0'
00546
— 8LDD01 kv 136 7 7821 - 168th Ave. N.E.
"'MITCHELL ENGINEERING INC. Redmond, WA 98052
(425) 747-1500
mitcheliengineeringinc@comcast.net
6�t)& Az�
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WAI'k '�
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SCANNED
F-2. r�-- C F-8 � I v -F� --- L- �
r"4 Alf SEP 2 4 2018
BUILDING
4 / /-5 *70 x4a!�
4 /',..6;* 1 sOp - r 7 �4
Ic 0 / r,.,i I' 4v"
PREPARED BY /Vl 4, PROJECT
4�O SUBJECT
DATE 12 2 //'�'
"I,
do4)0*55T SHEET NO. di OF :92
JOB NO. t�71Ze - -�2 I
-F a 7821 - 168th Ave. N.E.
MITCHELL ENGINEEPJNG INC. Redmond, WA 9SO52
(425) 747-1500
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MITCHELL ENGINEERING INC.
6WA� 0-
4 2,
244 /-f ='17 L
4-'7
1/ 7 -70 74�
G 7DIA
�V42a
7821 - 168th Ave. N.E.
Redmond, WA 98052
(425) 747-1500
mitchellengineeringinc@comcast.net
117 14
1400 44t'
7
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14-2/—
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3
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PP,EPAR-ED BY q,14 / PROJECT
DATE 12211 SUBJECT
A44��� SHEET NO
JOB NO. 0
7.-;
OF
MfTCHELL ENGINEERING INC.
0 kbi.,,j A P.
7821 - 168th Ave. N.E.
Redmond, WA 98052
(425) 747-1500
mitchellengineeringinc@comcast.net
12f 5, 6'2/2 164 U,`2-!45r)-X<o
7 - Ail
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PREPARED BY PROJECT
SUBJECT
DATE
SHEET NO. 4 OF
JOB NO. 6214o-42
MITCHELL ENGINEERING INC.
01TWe
zi, e j , / .3 - c-, 0! �-3 , �' 114 - , 5 " � " � - /,/" /' V" �' �
JV4
,Z57�: A537a Me48 14=4alfl`
7821 - 168th Ave. N.E.
Redmond, WA 98052
(425) 747-1500
mitchellengineeringinc@comcast.net
PREPARED BY q, A J, PROJECT
DATE �aIZ2114�2 SUBJECT
SHEET NO. J&OF
JOB NO. 0/1�1 "44Z47
SHEAR WALL SCHEDULE
Shear
Wall
Designation
Nail
Size
N, il Spacing
ALLOWABLE SHEAR
Hein -Fir #2
#/Ft
Edges
Studs
Top/Bfin.
Plate
Blocking
Req'd.
PI-6
8d
611
1211'
6"
Yes
210
P 1-4
8d
411
12"
411
Yes
310
P 1-3
8d
311
1211
311
Yes
400
P1-2
8d
211
1211
211
Yes
525
P2-3
8d
311
1211
311
Yes
800
P2-2
8d
2"
12"
311
Yes
1050
Shear Wall Notes:
1. PI - 7/1.6 A.P.A, rated Plywood or Orientated Strand Board (O.S.B.) on one side of wall.
P2 - 7/1.6 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. Nailing shall be staggered
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 frarning at
PI-3, PI-2, P2-3, & P2-2 shear walls. Install panels either horizontally or vertically. Space nails@ 10 inches on center @
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/rim connections,
0
STRUCTURAL NOTES
CODE:
DESIGN IS IN ACCORDANCE WITH THE 2015 INTERNATIONAL BUILDING CODE
(I.B.C.) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT.
I
LIVE LOADS:
ROOF ------------------- 25PSF
FLOOR ----------------- 40PSF
LATERAL
WIND ------------------ EXPOSURE C, 85MPH/1 I OMPH(ULT)
SEISMIC -------------- SITE CLASS D
FOUNDATIONS:
EXTEND FOOTINGS TO FIRM UNDISTURBED SOIL, ASSUMED BEARING CAPACITY
OF 150OPSF. ALL EXTERIOR FOOTINGS SHALL EXTEND A MINIMUNT � OF 1'-6"
BELOW ADJACENT EXTERIOR GRADE.
CAST-LN-PLACE CONCRETE:
F'c=2500 PSI @ 28 DAYS. MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF
CONCRETE AND MAXRVIUM 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 153AND HOT DIPPED
GALVANIZED CONNECTORS SHALL CONFORM TO ASTM A653M CLASS G- 185.
STAINLESS STEEL FASTENERS AND CONNECTORS SHALL BE TYPE 304 OR 3116.
SD�IPSON 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 (Gl 85), STAINLESS STEEL,
REE',�FORCING STEEL:
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-
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
f
MINIMUM RADIUS OF 6 BAR DIAMETERS (1'-7" MINIMUTM). 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 MIiNRvfUM COVER:
CONCRETE CAST AGA NIST EARTH 3 INCHES
CONCRETE E)20SED TO EARTH OR WEATHER:
#6 THROUGH #18 BARS 2 INCHES
#5 BAR AND SMALLER 1-1/2 INCHES
STRUCTURALSTEEL:
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 TENIBER:
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. ALL STRUCTURAL LUMBER SHALL BE AS NOTED
BELOW:
2X FLOOR JOIST HEM-FIR#2 ------------------ Fb=850 PSI
2X ROOF RAFTERS HEM-FIR#2 ------------------ Fb=850 PSI
4X BEAMS DOUG-FIRJLARCH #2 ---- Fb=850PSI
6X BEAMS DOUG-FIRJLARCH #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 Il'� ACCORDANCE WITH THE CURRENT
I.B.C. SCHEDULE.
STRUCTURAL LAMINATED LUMIBER (GRADE 2.0)
Fb=2600 PSI
E=2,000,000 PSI
Fv-- 285 PSI
m_
FLOOR SHEATHING:
SHEATHING SHALL BE/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-LAIVILNATED TE)IBER:
LAMINATED TIMBER SHALL BE DOUGLAS-FIR/LARCH KILM DRYED. STRESS
GRADE COMBINATION OF 24F-V4 FOR SIMPLE SPANS AND 24F-VS FOR
CANTILEVER AND CONTINUOUS BEAMS.
ROOF SHEATEUNG:
SHEATHING SHALL BE 5/8 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 FRAMLNG:
PROVE)E 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.
BEARLNG NVA-LL FRANUNG:
ALL DOOR AND WINDOW HEADERS NOT CALLED OUT ON THE PLANS SHALL BE
(2) 2X8 HEIM-FIR#2 WITH ONE CRIPPLE AND ONE STUD AT EACH END FOR
OPENINGS 4 FEET WEDE 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.
ROOF TRUSSES:
TRUSSES SHALL BE PLANT FABRlCATED DOUGLAS-FIR/LARCH OR HEM -FIR.
TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWING AND CALCULATIONS
I
STAMPED, SIGN-ED AND DATED BY A WASHINGTON STATE LICENSED
STRUCTURAL ENGINEER. SUBMIT TRUSS DRAWING TO THE ENGINEER OF
R-ECORD AND BUILDING DEPARTMENT FOR REVIEW AND APPROVAL PRIOR TO
FABRICATION. ROOF TRUSSES SHALL BE DESIGNED AS ATTIC TRUSSES
WITHOUTG STORAGE
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BEAM CALCULATION5 FOR
PLAN M3655A55-0
TO BE BUILT IN
EDMOND5
FOR
PARMENTER HOME5
CM co
rf-- \C� R-Q.2 p V E L1
A7 P 2 4 2018
% 1!
i -mK'jG
001
LOADIN&
Roof
15 P5F Dead Load + 25 P5F Live Load
40 PSF
Floor
10 P5F Dead Load + 40 F5F Live Load
50 p5F
Coiling
5 P5F Dead Load + 10 P5F Live Load
15 FSF
Deck
5 PSF Dead Load + 60 FSF Live Load
(05 P5F
Interior �Noll
0-7 FSF
Exterior viol]
10 P5F
DEFLECTION
Roof
1/ 240 Live Load, I / 150 Toto I Load
Floor
1/ 560 Live Load, I / 240 Toto I Load
NOTE: 7h15 stamp applies to the
members and ossemblie5 described in
these calculations only. And is valid if it
has a Act stamp.
Architec.ts Northviest J05 No. A150058
1001 OLYMPIC, AVE, EDMONDS
5043
0
ARCHITECT5 NORTHAE5T, Inc..
i5l�15 142nd Avenue NE Suite 100
Noodinville, NA c[80-12
64:25) 455-4100 IFAX (4:25) 4a-1-6585
NviN.ArchitectsNY4.com
FO-4-1
..", DF-2 "
- -- - -- - -- - -- - -- - --
6X6 HEADER
y FO-4-1
F074
Q 0 HIP MASTER
5 Y.*XIS* 6.L.B. .24F-V4 16'-0' LON&
F 1-5 1 bxb HEADER DROPPED, TOP 0 11'-4 Y2" A.M.F. bx6 HE54DER
a 6'-0" AM.F. E,'-O' A.M.F.
5YWXI2* &L.D. 24F-V4 EE I Oct
5 Yb'xl2" &L.5. 24F-V4
:x6 HEADER 6x& HEADER
b'-O' A.M.F. &'-0* A.M.F.
- - - - - - - - - - -
6X6 HEAVER
0 W-O" ALM.F.
4i
of
u- 1!
4 4
6xb HEAVER
Y.*xt2" 6.L.15. &x12 DF#2 9 5'-0" AMP
4F-Y4 FLUSH 5 Y.'X12" &J.D. DROPPED
24F-V4 FLUSH Fo—zO FI
6X6 HEADER
------------------- -- 5 )&'XIS' &.LB. 24F-V4 o &'-0* A.M.F.
" 1' -" "' "' -"' FLUSH, BOT. 0 ll'-4A'A.M.F.
4
BE
x
ob
61FWER FLOOR TRUSS, 0ANTL bxb HEADER 0 5'-0* A.M.F.
W-6' a ONE END
&X6 HEADER
o 8'-0' A.M.F. (2)l %'X5V LVJ- FILL
Cl2x2O.l C,6x&2 HE16HT W LS50
n4X12 Vf*2 50T. SKE101ABLE ANSLE a
LEDSER o 15'-O"A.M.F. f,: r� Sim TOP & WITom
cl cl
x
r,12x2O.'7
5 Yb'xl8" &.1-B. 24r-V4 FLUSH
Fl 4-1
3 Yo - xl5'6.LB. 24F-V4 FLUS-44
OR &IRDER FLOOR TRUSS
4,
%D"
&IFZeR FLOOR TRUSS
3 Ya - xI5* &.LB. 24F-V4 FLUSH
OR SIRDER FLOOR TRUSS
F141
ISIRDER FLOOR TF4USS
L 'I.
IL
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O• A.F.F.
Projeclo. M3685ASS-0
Location: 01. BEDRM 2 WINDOW HEADER
Multi -Loaded Multi -Span Beam
[2015 International Building Cocle(2015 NDS)]
3.5 IN x 9.25 IN x 5.0 FT
92 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 189�6%
Controllinq Factor: Shear
Live Load 0.01 IN U7091
Dead Load 0.01 in
Total Load 0.01 IN U4347
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
Live Load 828 lb 348 lb
Dead Load 514 lb 226 lb
Total Load 1342 lb 574 lb
Bearing Length 0.61 in 0.26 in
BEAM DATA
Center
Span Length
5 ft
Unbraced Length -Top
2 ft
Unbraced Length -Bottom
5 ft
Live Load Duration Factor
1.00
Notch Depth
0.00
MATERIAL PROPERTIE
#2 - Douglas -Fir -Larch
Base Values Adiusted
Bending Stress: Fb = 900 psi Fb'= 1077 psi
Cd= 1. 00 Cl= 1. 00 CF= 1. 20
Shear Stress: Fv = 180 psi Fv' 180 psi
Cd= 1. 00
Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi
Comp. -L to Grain: Fc - 625 psi Fc - -L'= 625 psi
Controlling Moment: 1278 ft-lb
1.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 1342 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
ReQA
Provided
Section Modulus:
14.24 in3
49.91 in3
Area (Shear):
11.18 in2
32.38 in2
Moment of Inertia (deflection):
12.75 in4
230.84 in4
Moment:
1278 ft-lb
4478 ft-lb
Shear:
1342 lb
3885 lb
AV Jeffrey deRoulet
StruCalc Version 10.0.1.6
-5 ft
4/26/2018 1:46:16 PM I /
Of
Uniform Live Load
75
plf
Uniform Dead Load
45
plf
Beam Self Weight
7
plf
Total Uniform Load
127
Of
Load Number One
Live Load 800 lb
Dead Load 480 lb
Location 1 ft
Location: 02. BEDRM 3 WINDOW HEADER
Roof Beam
[2015 International Building Code(20115 NDS)]
3.125 IN x 12.0 IN x 12.0 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 64�0%
Controlling Factor: Moment
Live Load 0.20 IN L/714
Dead Load 0.13 in
Total Load 0.33 IN U431
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180
Live Load 2100 lb 2100 lb
Dead Load 1377 lb 1377 lb
Total Load 3477 lb 3477 lb
Bearing Length 1,71 in 1.71 in
Span Length
12 ft
Unbraced Length -Top
2 ft
Unbraced Length -Bottom
0 ft
Roof Pitch 4
:12
Roof Duration Factor 1.15
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Ad*usted
Bending Stress:
Fb = 2400 psi
Controlled by:
Fb—cmpr= 1850 psi
Fb'= 2737 psi
Cd= 1. 15 C/=O- 99
Shear Stress:
Fv = 265 psi
Fv' 305 psi
Cd= 1. 15
Modulus of Elasticity:
E = 1800 ksi
E'= 1800 ksi
Comp. J- to Grain:
Fc - 650 psi
Fc - -L'= 650 psi
Controlling Moment: 10431 ft-lb
6.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 3477 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections:
Ep_q�d
Provided
Section Modulus:
45.74 in3
75 in3
Area (Shear):
17.11 in2
37.5 in2
Moment of Inertia (deflection):
187.72 in4
450 in4
Moment:
10431 ft-lb
17104 ft-lb
Shear:
3477 lb
7619 lb
0 Jeffrey deRoulet
StruCalc Version 10.0.1.6
Side One:
Roof Live Load: LL
Roof Dead Load: DL=
Tributary Width: TW
Side Two:
Roof Live Load: LL
Roof Dead Load: DL=
Tributary Width: TW =
12 ft
25 psf
15 psf
11 ft
25 psf
15 psf
3 ft
4/26/2018 1:46:16 PM I /.,
—a
I Wall Load: WALL = 0 olf I
Adjusted Beam Length:
Ladj =
12
ft
Beam Self Weight:
BSW
8
plf
Beam Uniform Live Load:
wL =
350
plf
Beam Uniform Dead Load:
wD — adj =
229
plf
Total Uniform Load:
wT =
579
Of
-oject: M3685N3S-0
)cation: 03. BM BETWEEN STAIR & DINING
niformly Loaded Floor Beam
015 International Building Code(2015 NDS)]
125 IN x 12.0 IN x 12.0 FT
I,F-V4 - Visually Graded Western Species - Dry Use
action Adequate By: 142,0%
ontrollinci Factor: Moment
Live Load 0.14 IN U1025
Dead Load 0.06 in
Total Load 0.20 IN L/728
Live Load Deflection Criteria: L/360
Total Load Deflection Criteria: U240
Live Load
2400 lb
2400 lb
Dead Load
980 lb
980 lb
Total Load
3380 lb
3380 lb
Bearing Length
1.01 in
1.01 in
Span Length 12 ft
Unbraced Length -Top 2 ft
Floor Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.06
Notch Depth 0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Ad'usted
Bending Stress:
Fb= 2400 psi
Controlled by:
Fb — cmpr = 1850 psi
Fb'= 2394 psi
Cd= 1. 00 Cl= 1, 00
Shear Stress�
Fv = 265 psi
Fv' 265 psi
Cd=1.00
Modulus of Elasticity:
E = 1800 ksi
E� 1800 ksi
Comp. -L to Grain:
Fc - 650 psi
Fc - 650 psi
Controlling Moment:
10140 ft-lb
6.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear:
-3380 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections:
Regj
Provided
Section Modulus:
50.83 in3
123 in3
Area (Shear):
19.13 in2
61.5 in2
Moment of Inertia (deflection):
259.16 in4
738 in4
Moment:
10140 ft-lb
24539 ft-lb
Shear:
-3380 lb
10865 lb
NOTES
##Jeffrey deRoulet
StruCalc Version 10.0.1.6
4/26/2018 1:46:16 PM I /
Of
12 ft
B
Side I Side 2
Floor Live Load FILL = 40 psf 0 psf
Floor Dead Load FDL = 15 psf 0 psf
Floor Tributary Width FTW = 10 ft 0 ft
I Wall Load WALL = 0 plf I
Beam Total Live Load:
wL =
400
plf
Beam Total Dead Load:
wD =
150
plf
Beam Self Weight:
BSW =
13
plf
Total Maximum Load:
wT =
563
Dlf
Project: -M3685A3S-0 X/ Jeffrey deRoulet
Location: 04. BM OVER COVERED DECK NnrthwPt
Roof Beam StruCalc Version 10.0.1.6 4/26/2018 1:46:16 PM
[2015 International Building Code(2015 NDS)]
5.5 IN x 11.5 IN x 16.0 FT
#2 - Douglas- Fi r-Larch - Dry Use
Section Adequate By: 5.9%
Controlling Factor: Moment
Live Load 0.28 IN U674
Dead Load 0.20 in
Total Load 0.49 IN U394
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180
Live Load
1400 lb
1400 lb
Dead Load
995 lb
995 lb
Total Load
2395 lb
2395 lb
Bearinci Len-qth
0.70 in
0.70 in
Span Length 16 ft
Unbraced Length -Top 2 ft
Unbraced Length-Bottorn 0 ft
Roof Pitch 4 :12
Roof Duration Factor 1.15
MATERIAL PROPERTIES
#2 - Doug las-Fir-Larch
Base Values
Admusted
Bending Stress:
Fb = 875 psi
Fb'= 1005 psi
Cd= 1. 15 C1= 1. 00 CF= 1. 00
Shear Stress:
Fv = 170 psi
Fv' 196 psi
Cd= 1. 15
Modulus of Elasticity:
E= 1300 ksi
E'= 1300 ksi
Comp. -L to Grain:
Fc - 625 psi
Fc - -L'= 625 psi
Controlling Moment:
9580 ft-lb
8.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear:
-2395 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections:
Rea�d
Provided
Section Modulus:
114.45 in3
121.23 in3
Area (Shear):
18.38 in2
63.25 in2
Moment of Inertia (deflection):
318.32 in4
697.07 in4
Moment:
9580 ft-lb
10148 ft-lb
Shear:
-2395 lb
8244 lb
16 ft—
Side One:
Roof Live Load: LL =
25
psf
Roof Dead Load: DIL =
15
psf
Tributary Width: TW
4
ft
Side Two:
Roof Live Load: LL
25
psf
Roof Dead Load: DIL
15
psf
Tributary Width: TW
3
ft
Wall Load: WALL = 0 plf
SLOPE/PITCH ADJUSTED LENGTHS AND LOA
Adjusted Beam Length:
Ladj =
16
ft
Beam Self Weight:
BSW
14
plf
Beam Uniform Live Load:
wL =
175
plf
Beam Uniform Dead Load:
wD — adj =
124
plf
Total Uniform Load:
WT =
299
plf
Project: M3685A3S-0
Location: 06. BM OVER SITTING ROOM
Multi -Loaded Multi -Span Beam
[2015 International Building Code(20115 NDS)]
5.125 IN x 12.0 IN x 12.0 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 1243%
Controllinq Factor: Moment
Live Load 0.13 INU1120
Dead Load 0.08 in
Total Load 0.21 IN U685
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240
Live Load
2183 lb
1917 lb
Dead Load
1390 lb
1230 lb
Total Load
3573 lb
3147 lb
Bearina Lenoth
1.07 in
0,94 in
Span Length 12 ft
Unbraced Length -Top 2 ft
Unbraced Length -Bottom 12 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.08
Notch Depth 0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adousted
Bending Stress:
Fb=
2400 psi
Controlled by:
Fb_cmpr =
1850 psi
Fb'= 2394 psi'
Cd= 1. 00 Cl= 1. 00
Shear Stress:
Fv =
265 psi
Fv' 265 psi
Cd= 1. 00
Modulus of Elasticity:
E =
1800 ksi
E'= 1800 ksi
Comp. -L to Grain:
Fc -
650 psi
Fc - J= 650 psi
Controlling Moment: 10921 ft-lb
5.04 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 3573 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Read
Provided
Section Modulus:
54.74 in3
123 in3
Area (Shear):
20.23 in2
61.5 in2
Moment of Inertia (deflection):
258.75 in4
738 in4
Moment:
10921 ft-lb
24539 ft-lb
Shear:
3573 lb
10865 lb
NOTE
X/Jeffrey deRoulet
StruCalc Version 10.0.1.6
12ft-
4/26/2018 1:46:16 PM I /
Of
UNIFORM LOADS
Center
Uniform Live Load
275 plf
Uniform Dead Load
165 plf
Beam Self Weight
13 plf
Total Uniform Load
453 Of
Load Number
One
Live Load
800 lb
Dead Load
480 lb
Location
4 ft
Project: M3685A3S-0 0 Jeffrey deRoulet
Location: 07. BM OVER TUB Arrhmtprk Nnrth
Roof Beam StruCalc Version 10.0.1.6
[2015 International Building Code(2015 NDS)]
3.5 IN x 11.5 IN x 9.0 FT
92 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 144-5%
Controllina Factor: Moment
Live Load 0.04 IN U2968
Dead Load 0.02 in
Total Load 0.06 IN U1764
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180
Live Load 788 lb
788 lb
Dead Load 537 lb
537 lb
Total Load 1325 lb
1325 lb
Bearing Length 0.61 in
0.61 in
BEAM DATA
Span Length
9 ft
Unbraced Length -Top
Unbraced Length -Bottom
2 ft
0 ft
9 ft
Roof Pitch 4 :12
Roof Duration Factor 1.15
ROOF LOADING
MATERIAL PROPERTIES
Side One:
#2 - Douglas -Fir -Larch
Roof Live Load:
ILL
25
psf
Base Values
Adwusted
Roof Dead Load:
DL=
15
psf
Bending Stress:
Fb =
900 psi
Fb'=
1134 psi
Tributary Width:
TW
4
ft
Cd= 1. 15
C1= 1. 00 CF= 1. 10
Side Two:
Shear Stress:
Fv =
180 psi
Fv'
207 psi
Roof Live Load:
LL
25
psf
Cd= 1. 15
Roof Dead Load:
DL
15
psf
Modulus of Elasticity:
E =
1600 ksi
E'=
1600 ksi
Tributary Width:
TW
3
ft
Comp. -L to Grain:
Fc -
625 psi
Fc - -L'=
625 psi
Wall Load:
WALL
0
olf
Controlling Moment: 2981 ft-lb
4.5 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 1325 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections:
Redd
Provided
Section Modulus:
31.55 in3
77.15 in3
Area (Shear):
9.6 in2
40.25 in2
Moment of Inertia (deflection):
45.26 in4
443.59 in4
Moment:
2981 ft-lb
7289 ft-lb
Shear:
1325 lb
5555 lb
NOTES
4/26/2018 1:46:16 PM I Z
Adjusted Beam Length:
Ladj =
9 ft
Beam Self Weight:
BSW
9 plf
Beam Uniform Live Load:
wL=
175 plf
Beam Uniform Dead Load:
wD — adj =
119 plf
Total Uniform Load:
WT =
294 olf
B
Project: M3685A385-0
Location: 08. BMS BETWEEN KITCHEN & GREAT ROOM
Multi -Loaded Multi -Span Beam
[2015 International Building Cocle(2015 NDS)]
3.125 IN x 18.0 IN x 20.0 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 37.5%
Controllinq Factor: Moment
Live Load 0,31 IN L1764
Dead Load 0.20 in
Total Load 0,51 IN U467
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240
Live Load
3840 lb
1260 lb
Dead Load
2430 lb
811 lb
Total Load
6270 lb
2071 lb
Bearinq Len-qth
3.09 in
1.02 in
Span Length
20 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
20 ft
Live Load Duration Factor
1.00
Camber Adj. Factor
I
Camber Required
01
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western
Species
Base Values
Admusted
Bending Stress:
Fb =
2400 psi
Controlled by:
Fb—cmpr =
1850 psi
Fb'= 2400 psi
Cd= 1, 00
Shear Stress:
Fv =
265 psi
Fv' 265 psi
Cd= 1, 00
Modulus of Elasticity:
E =
1800 ksi
E'= 1800 ksi
Comp. -L to Grain:
Fc -
650 psi
Fc - J-= 650 psi
Controlling Moment: 24541 ft-lb
4.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 6270 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Re(�d
Provided
Section Modulus:
122.7 in3
168.75 in3
Area (Shear):
35.49 in2
56.25 in2
Moment of Inertia (deflection):
780.46 in4
1518.75 in4
Moment:
24541 ft-lb
33750 ft-lb
Shear:
6270 lb
9938 lb
0 Jeffrey deRoulet
StruCalc Version 10.0.1.6
4/26/2018 1:46:16 PM � /
Of
20ft -
A B
Uniform Live Load
40
pif
Uniform Dead Load
15
plf
Beam Self Weight
12
plf
Total Uniform Load
67
Of
Load Number One TWO
Live Load 2100 lb 2200 lb
Dead Load 1377 lb 1320 lb
Location 4 ft 4 ft
Project- M3685A3S-0 //#Jeffrey deRoulet
Location: 09. BMS OVER GREAT ROOM Arrhitprtq K1nrfhwPzt
Uniformly Loaded Floor Beam StruCalc Version 10.0.1.6 4/26/2018 1:46:16 PM
[2015 International Building Code(2015 NDS)]
5.125 IN x 15.0 IN x 16.0 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 42.4%
Controlling Factor: Moment
Live Load 0.34 IN U563
Dead Load 0.14 in
Total Load 0.48 IN U401
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240
Live Load
4800 lb
4800 lb
Dead Load
1933 lb
1933 lb
Total Load
6733 lb
6733 lb
Bearing Length
2.02 in
2.02 in
Span Length 16 ft
Unbraced Length -Top 1.33 ft
Floor Duration Factor 1.00
Camber Adj. Factor I
Camber Required 0.14
Notch Depth 0.00
MATE IAL PROPERTIES
24F-V4 - Visually Graded Western
Species
Base Values
Ad'usted
Bending Stress:
Fb= 2400 psi
Controlled by:
Fb_cmpr = 1850 psi
Fb'= 2395 psi
Cd= 1. 00 Cl= 1. 00
Shear Stress:
Fv = 265 psi
Fv' 265 psi
Cd= 1, 00
Modulus of Elasticity:
E = 1800 ksi
E'= 1800 ksi
Comp. -L to Grain:
Fc - 650 psi
Fc - 650 psi
Controlling Moment:
26933 ft-lb
8.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear:
-6733 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Read
Provided
Section Modulus:
134.94 in3
192.19 in3
Area (Shear):
38.11 in2
76.88 in2
Moment of Inertia (deflection):
921.45 in4
1441.41 in4
Moment:
26933 ft-lb
38358 ft-lb
Shear:
-6733 lb
13581 lb
NOTES
16 ft -- —
a
Side 1
Side 2
Floor Live Load
I'LL
40 psf
40 psf
Floor Dead Load
FDL
15 psf
15 psf
Floor Tributary Width
FTW
12 ft
3 ft
Wall Load
WALL
0
Of
Beam Total Live Load:
wL=
600 plf
Beam Total Dead Load:
wD =
225 plf
Beam Self Weight:
BSW =
17 plf
Total Maximum Load:
wT =
842 olf
Projert: M3685A3S-0
Location: 11. DINING ROOM WINDOW HEADER
Uniformly Loaded Floor Beam
[2015 International Building Code(2015 NDS)]
3.125 IN x 12.0 IN x 10.0 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 57.1%
Controllinq Factor: Moment
Live Load 0.15 IN U823
Dead Load 0.06 in
Total Load 0.21 IN U570
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
Live Load 2625 lb 2625 lb
Dead Load 1166 lb 1166 lb
Total Load 3791 lb 3791 lb
Bearinq Lenqth 1.87 in 1.87 in
Span Length
10 ft
Unbraced Length -Top
2 ft
Floor Duration Factor
1.00
Camber Adj. Factor
I
Camber Required
0.06
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adiusted
Bending Stress:
Fb= 2400 psi
Controlled by:
Fb—cmpr = 1850 psi
Fb'= 2383 psi
Cd= 1. 00 Cl= 0. 99
Shear Stress:
Fv = 265 psi
Fv' 265 psi
Cd= 1. 00
Modulus of Elasticity:
E = 1800 ksi
E'= 1800 ksi
Comp. -L to Grain:
Fc - 650 psi
Fc - J-'= 650 psi
Controlling Moment: 9477 ft-lb
5.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear: -3791 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections:
Read
Provided
Section Modulus:
47.73 in3
75 in3
Area (Shear):
21.46 in2
37.5 in2
Moment of Inertia (deflection):
196.84 in4
450 in4
Moment:
9477 ft-lb
14892 ft-lb
Shear:
-3791 lb
6625 lb
//W Jeffrey deRoulet
Arnhotprtq Nnrth
StruCalc Version 10.0.1.6
loft
Side I
Floor Live Load FILL = 40 psf
Floor Dead Load FDL = 15 psf
Floor Tributary Width FTW = 10 ft
4/26/2018 1:46:17 PM I Z
Side 2
25 psf
15 psf
5 ft
I Wall Load WALL = 0 Of I
Beam Total Live Load:
wL =
525
plf
Beam Total Dead Load:
wD =
225
plf
Beam Self Weight:
BSW
8
plf
Total Maximum Load:
wT =
758
Of
M3685A�S-0
Location: 12. FOYER WINDOW HEADER
Roof Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 9.25 IN x 8.0 FT
#2 - Douglas- Fi r-Larch - Dry Use
Section Adequate By: 119,8%
Controlling Factor: Moment
Live Load 0.04 IN U2199
Dead Load 0.03 in
Total Load 0.07 IN L/1315
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/1 80
Live Load 700 lb 700 lb
Dead Load 471 lb 471 lb
Total Load 1171 lb 1171 1b
Bearing Length 0.54 in 0.54 in
Span Length 8 ft
Unbraced Length -Top 2 ft
Unbraced Length -Bottom 0 ft
Roof Pitch 4 :12
Roof Duration Factor 1.15
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values
Adousted
Bending Stress:
Fb = 900 psi
Fb'= 1238 psi
Cd= 1. 15 C1= 1. 00 CF= 1. 20
Shear Stress:
Fv = 180 psi
Fv' 207 psi
Cd=1, 15
Modulus of Elasticity:
E= 1600 ksi
F= 1600 ksi
Comp. -L to Grain.
Fc - 625 psi
Fc - -L'= 625 psi
Controlling Moment:
2342 ft-lb
4.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear:
-1171 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections:
Reced
Provided
Section Modulus:
22.7 in3
49.91 in3
Area (Shear):
8.48 in2
32.38 in2
Moment of Inertia (deflection):
31.61 in4
230.84 in4
Moment:
2342 ft-lb
5148 ft-lb
Shear:
-1171 lb
4468 lb
NOTES
hWJeffrey deRoulet
StruCalc Version 10.0.1.6
4/26/2018 1:46:17 PM I /
Of
r '--r 7- r' . . � - : r : r r : r m - 9 1 �� 9 ' I - - - r r I - . � � r � � r . - - . r r 9 9 9 � I I - . - - - 9 9 . - r - - . . . . m . m - - . . . . m . r . 9 .
:7 - - - - - - -
A B
Side One:
Roof Live Load:
LL
25
psf
Roof Dead Load:
DL=
15
psf
Tributary Width:
TW
4
ft
Side Two:
Roof Live Load:
LL
25
psf
Roof Dead Load:
DL=
15
psf
Tributary Width:
TW =
3
ft
Wall Load: WALL = 0 plf
SLOPE/PITCH ADJUSTED LENGTHS AND LOA
Adjusted Beam Length:
Ladj =
8 ft
Beam Self Weight:
BSW
7 plf
Beam Uniform Live Load:
wL =
175 plf
Beam Uniform Dead Load:
wD — adj =
118 plf
Total Uniform Load:
WT =
293 Of
Project:* M3685A�S-0 /)V/ Jeffrey deRoulet
Location: 13. KITCHEN WINDOW HEADER Arrhotprk Nnrthw,-qt
Uniformly Loaded Floor Beam StruCalc Version 10.0.1.6 4/26/2018 1:46:17 PM
[2015 International Building Code(2015 NDS)]
3.125 IN x 12.0 IN x 8.0 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 196.8%
Controlling Factor: Shear
Live Load 0.05 INL/2110
Dead Load 0.02 in
Total Load 0.06 IN U1512
Live Load Deflection Criteria: L1360
Total Load Deflection Criteria: U240
Live Load
1600 lb
1600 lb
Dead Load
633 lb
633 lb
Total Load
2233 lb
2233 lb
Bearing Length
1.10 in
1.10 in
Span Length 8 ft
Unbraced Length -Top 2 ft
Floor Duration Factor 1,00
Camber Adj. Factor 0
Camber Required
0
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Bending Stress:
Fb = 2400 psi
Fb — cmpr = 1850 psi
Cd=1.00 0=0�99
Shear Stress:
Fv = 265 psi
Cd= 1. 00
Modulus of Elasticity:
E = 1800 ksi
Comp. -L to Grain:
Fc - 650 psi
Controlling Moment: 4465 ft-lb
4.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 2233 lb
At support.
Created by combining all dead and live loads.
8ft-
Side 1
Side 2
Floor Live Load
FLL
40 psf
0 psf
Floor Dead Load
FDL
15 psf
0 psf
Ad'usted
Floor Tributary Width
FTW
10 ft
0 ft
Controlled by:
Fb'= 2383 psi I
Wall Load
WALL
0 plf
BEAM LOADING
Fv' 265 psi
Beam Total Live Load:
wL =
400 pit
Beam Total Dead Load:
wD =
150 plf
E'= 1800 ksi
Fc - -L'= 650 psi
Beam Self Weight:
BSW
8 plf
Total Maximum Load:
wT =
558 plf
Comparisons with required sections:
Redd
Provided
Section Modulus:
22.49 in3
75 in3
Area (Shear):
12.64 in2
37.5 in2
Moment of Inertia (deflection):
76.79 in4
450 in4
Moment:
4465 ft-lb
14892 ft-lb
Shear:
2233 lb
6625 lb
M3685A3S-0
)cation: 15. MSTR BEDRIM WINDOW HEADER
ulti-Loaded Multi -Span Beam
015 International Building Cocle(2015 NDS)]
125 IN x 9.0 IN x 8.0 FT
W-V4 - Visually Graded Western Species - Dry Use
action Adequate By: 1352%
ontrolling Factor: Moment
Live Load 0.06 IN U1515
Dead Load 0.04 in
Total Load 0.10 INU932
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240
Live Load
700 lb
700 lb
Dead Load
444 lb
444 lb
Total Load
1144 lb
1144 lb
Bearing Length
0.56 in
0.56 in
Span Length 8 ft
Unbraced Length -Top 2 ft
Unbraced Length -Bottom 8 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.04
Notch Depth 0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adqusted
Bending Stress:
Fb = 2400 psi
Controlled by:
Fb — cmpr = 1850 psi
Fb'= 2387 psi
Cd=1.00 C1=0.99
Shear Stress:
Fv = 265 psi
Fv'= 265 psi
Cd= 1. 00
Modulus of Elasticity:
E = 1800 ksi
E'= 1800 ksi
Comp. -L to Grain:
Fc - 650 psi
Fc - -L= 650 psi
Controlling Moment: 3569 ft-lb
4.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 1144 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Read
Provided
Section Modulus:
17.94 in3
42.19 in3
Area (Shear):
6.48 in2
28.13 in2
Moment of Inertia (deflection):
48.9 in4
189.84 in4
Moment:
3569 ft-lb
8393 ft-lb
Shear:
1144 lb
4969 lb
0 Jeffrey deRoulet
StruCalc Version 10.0.1.6
1
4/26/2018 1:46:17 PM I /
Of
-P K,
ft�w
. ........... . . .
--8ft
Uniform Live Load
75
plf
Uniform Dead Load
45
plf
Beam Self Weight
6
pit
Total Uniform Load
126
Of
Load Number
One
Live Load
800 lb
Dead Load
480 lb
Location
4 ft
Project: U3685ASS-0
Location: 17. SMALL GARAGE DOOR HEADER
Multi -Loaded Multi -Span Beam
[2015 International Building Code(20115 NDS)]
5.5 IN x 11.5 IN x 8.0 FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 175.6%
Controllina Factor: Moment
DEFLECTIONS Center
Live Load 0.02 IN U4413
Dead Load 0.01 in
Total Load 0.04 IN L12653
Live Load Deflection Criteria: U360
Total Load Deflection Criteria: U240
Live Load
1050 lb
550 lb
Dead Load
685 lb
385 lb
Total Load
1735 lb
935 lb
Bearing Length
0.50 in
0-27 in
Span Length
8 ft
Unbraced Length -Top
2 ft
Unbraced Length -Bottom
8 ft
Live Load Duration Factor
1.00
Notch Depth
0.00
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values Ad'usted
Bending Stress: Fb= 875 psi Fb'= 874 psi
Cd= 1, 00 Cl= 1, 00 CF= 1. 00
Shear Stress: Fv 170 psi Fv' 170 psi
Cd= 1. 00
Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi
Comp. -L to Grain: Fc - -L = 625 psi Fc--L'= 625 psi
Controlling Moment: 3202 ft-lb
2.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 1735 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Req�d
Provided
Section Modulus:
43.98 in3
121.23 in3
Area (Shear):
15.31 in2
63.25 in2
Moment of Inertia (deflection):
63.07 in4
697.07 in4
Moment:
3202 ft-lb
8826 ft-lb
Shear:
1735 lb
7168 lb
0 Jeffrey deRoulet
StruCalc Version 10.0.1.6
4/26/2018 1:46:17 PM I /
Of
_u�
-- ---------
-- - - --_------------- --------
Uniform Live Load
75
plf
Uniform Dead Load
45
plf
Beam Self Weight
14
plf
Total Uniform Load
134
olf
Load Number One
Live Load 1000 lb
Dead Load 600 lb
Location 2 ft
Project: M3685A3S-0 page
Location: 05. BM OVER BEDIRM 4 Jeffrey deRoulet
Arr.h'fprt,z Nnrthwp�t
Roof Beam StruCalc Version 10.0.1.6 4/26/2018 1:46:17 PM Z0,
[2015 International Building Code(2015 NDS)]
3.5 IN x 11 625 IN x 12.0 FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 53.0%
Controlling Factor: Moment
Live Load 0.11 INU1367
Dead Load 0.07 in
Total Load 0.18 INU809
Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180
REACTIONS
A
B
Live Load
900 lb
900 lb
Dead Load
620 lb
620 lb
Total Load
1520 lb
1520 lb
Bearinq Lenqth
0.70 in
0.70 in
Span Length 12 ft
Unbraced Length -Top 2 ft
Unbraced Length -Bottom 0 ft
Roof Pitch 4 :12
Roof Duration Factor 1.15
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values
Ad'usted
Bending Stress:
Fb= 900 psi
Fb'= 1134 psi
Cd= 1. 15 Cl= 1. 00 CF= 1. 10
Shear Stress:
Fv = 180 psi
Fv' 207 psi
Cd= 1. 15
Modulus of Elasticity�
E = 1600 ksi
E'= 1600 ksi
Comp. -L to Grain:
Fc--L= 625 psi
Fc - -L'= 625 psi
Controlling Moment:
4561 ft-lb
6.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear:
-1520 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections:
Reo'd
Provided
Section Modulus:
48.27 in3
73.83 in3
Area (Shear):
11.02 in2
39.38 in2
Moment of Inertia (deflection):
92.35 in4
415.28 in4
Moment:
4561 ft-lb
6977 ft-lb
Shear:
-1520 lb
5434 lb
12ft—
Side One:
Roof Live Load:
ILL
25
psf
Roof Dead Load:
DL=
15
psf
Tributary Width:
TW
4
ft
Side Two:
Roof Live Load:
LL
25
psf
Roof Dead Load:
DL=
15
psf
Tributary Width:
TW =
2
ft
Wall Load: WALL = 0 plf
SLOPE/PITCH ADJUSTED LENGTHS AND LO
Adjusted Beam Length:
Ladj =
12
ft
Beam Self Weight:
BSW
9
plf
Beam Uniform Live Load:
wL =
150
plf
Beam Uniform Dead Load:
wD — adj =
103
plf
Total Uniform Load:
wT =
253
plf
4
M3685A3S-0
Location: 10. BM OVER BONUS ROOM
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)l
5.125 IN x 9.0 IN x 12.0 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 78.9%
Controlling Factor: Deflection
Live Load 0.20 IN L/705
Dead Load 0.13 in
Total Load 0.34 IN U429
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240
Live Load
1467 lb
1333 lb
Dead Load
940 lb
860 lb
Total Load
2407 lb
2193 lb
Bearinq Lenqth
0.72 in
0.66 in
Span Length 12 ft
Unbraced Length -Top 2 ft
Unbraced Length -Bottom 12 ft
Live Load Duration Factor 1,00
Camber Adj. Factor 1
Camber Required 0.13
Notch Depth 0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Ad'usted
Bending Stress:
Fb=
2400 psi
Controlled by:
Fb—Cmpr=
1850 psi
Fb'= 2396 psi
Cd= 1. 00 Cl= 1, 00
Shear Stress:
Fv =
265 psi
Fv' 265 psi
Cd= 1. 00
Modulus of Elasticity:
E=
1800 ksi
E'= 1800 ksi
Comp. -L to Grain:
Fc -
650 psi
Fc - -L= 650 psi
Controlling Moment: 7289 ft-lb
5.4 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 2407 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Recrd
Provided
Section Modulus:
36.51 in3
69.19 in3
Area (Shear):
13.62 in2
46.13 in2
Moment of Inertia (deflection):
173.99 in4
311.34 in4
Moment:
7289 ft-lb
13812 ft-lb
Shear:
2407 lb
8149 lb
/#/ Jeffrey deRoulet
StruCalc Version 10.0.1.6
4/26/2018 1:46:17 PM I /
Of
. . . ...... .. . ....
12ft
Uniform Live Load
200
pit
Uniform Dead Load
120
pit
Beam Self Weight
10
pff
Total Uniform Load
330
olf
Load Number One
Live Load 400 lb
Dead Load 240 lb
Location 4 ft
M3685A3S-0
Location: 14. FLOOR BMS OVER GARAGE
Multi -Loaded Multi -Span Beam
[2015 International Building Code(2015 NDS)]
3.125 IN x 15.0 IN x 24.0 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 77.5%
Controlling Factor: Deflection
Live Load 0.41 IN U697
Dead Load 0.26 in
Total Load 0.68 IN L/426
Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240
Live Load 1703 lb
Dead Load 1085 lb
Total Load 2788 lb
Bearing Length 1.37 in
725 lb
459 lb
1184 lb
0,58 in
BEAM DATA
Center
Span Length
24 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
24 ft
Live Load Duration Factor
1.00
Camber Adj. Factor
1
Camber Required
0.26
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western
Species
Base Values
Adiusted
Bending Stress:
Fb =
2400 psi
Controlled by:
Fb—cmpr =
1850 psi
Fb'= 2400 psi
Cd= 1. 00
Shear Stress:
Fv =
265 psi
Fv' 265 psi
Cd= 1, 00
Modulus of Elasticity:
E =
1800 ksi
E'= 1800 ksi
Comp. -L to Grain:
Fc -
650 psi
Fc - -L'= 650 psi
Controlling Moment: 10740 ft-lb
5.76 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 2788 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Reqd
Provided
Section Modulus:
53.7 in3
117.19 in3
Area (Shear):
15.78 in2
46.88 in2
Moment of Inertia (deflection):
495.16 in4
878.91 in4
Moment:
10740 ft-lb
23438 ft-lb
Shear:
2788 lb
8281 lb
R1 Jeffrey deRoulet
StruCalc Version 10.0.1.6
4/26/2018 1:46:17 PM I /
Of
Uniform Live Load
40
plf
Uniform Dead Load
15
plf
Beam Self Weight
10
plf
Total Uniform Load
65
plf
Load Number One
Live Load 1467 lb
Dead Load 940 lb
Location 4 ft
M3685A'3S-0
)cation: 16. LARGE GARAGE DOOR HEADER
ulti-Loaded Multi -Span Beam
015 International Building Code(2015 NDS)]
125 IN x 15.0 IN x 16.0 FT
lF-V4 - Visually Graded Western Species - Dry Use
action Adequate By: 40.9%
ontrolling Factor: Moment
DEFLECTIONS
Center
Live Load
0.34 IN L1558
Dead Load
0.16 in
Total Load
0.50 IN L1383
Live Load Deflection Criteria: L/360
Live Load 5543 lb 5543 lb
Dead Load 2658 lb 2658 lb
Total Load 8201 lb 8201 lb
Bearinq Length 2.46 in 2.46 in
Span Length
16 ft
Unbraced Length -Top
1.33 ft
Unbraced Length -Bottom
16 ft
Live Load Duration Factor
1.00
Camber Adj. Factor
1
Camber Required
0.16
Notch Der)th
0.00
Total Load Deflection Criteria: L/240
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western
Species
Base Values
Ad'usted
Bending Stress:
Fb = 2400 psi
Controlled by:
Fb—cmpr = 1850 psi
Fb'= 2395 psi
Cd= 1. 00 Cl= 1. 00
Shear Stress:
Fv = 265 psi
Fv' 265 psi
Cd= 1. 00
Modulus of Elasticity:
E = 1800 ksi
E'= 1800 ksi
Comp. -L to Grain:
Fc - 650 psi
Fc - -L= 650 psi
Controlling Moment: 27229 ft-lb
8.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 8201 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Req�d
Provided
Section Modulus:
136.43 in3
192.19 in3
Area (Shear):
46.42 in2
76.88 in2
Moment of Inertia (deflection):
929.23 in4
1441.41 in4
Moment:
27229 ft-lb
38359 ft-lb
Shear:
8201 lb
13581 lb
0 Jeffrey deRoulet
StruCalc Version 10.0.1.6
4/26/2018 1:46:17 PM I /
Of
2
W �i4 0, &
I 9a
60 x 0 ft- 4��
16ft
B
Uniform Live Load
480
plf
Uniform Dead Load
180
plf
Beam Self Weight
17
plf
Total Uniform Load
677
Of
Load Number One TWO
Live Load 1703 lb 1703 lb
Dead Load 1085 lb 1085 lb
Location 2 ft 14 ft
7821 - 168th Ave. N.E.
MITCHELL ENGINEEIZING INC. Redmond, WA 98052
(425) 747-1500
mitchellengineeringinc@comcast.net
c A 77p
7v-
7 V,4-rAi. .5 Rou *444
Sln
-4.4/j/
B (,,DOD 19 - 12-ka 7
PREPARED BY W 'PROJECT SHEETNO. 411 OF / /
2a 62/&- 421
DATE A4 SUBJECT All JOB NO.
7821 - 168th Ave. N.E.
MITCHELL ENGINEERING INC. Redmond, WA 98052
(425) 747-1500
mitchellengineeringinc@comcast.net
..... ......
fflm� �O
C co'',
PREPARED BY PROJECT
D AT E SUBJECT
4A
SHEET NO. 411 OF / /
JOB NO. 4�1�0-421
75*VITUT
AUA
f
4,1,
.., 7,-
criteria
Retained Height
6.00 ft"',
Wall height above soil
0.00 it
Slope Behind Wall
0.00 :1
Height of Soil 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 options:
USED for Soil Pressure,
NOTUSED for Sliding Resistance.
USED for Overturning Resistance.
=urcharge Loads
Surcharge Over771 �= 0�0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load 0.0 lbs
Axial Live Load O.Olbs
Axial Load Eccentricity .0.0 in
Design Summgry
�,j#Vall Stability Ratios
Overturning 1.64 OK
Slab Resists All Sliding I
Total Bearing Load 1,636 lbs
... resultant ecc. 7.14 in
soil Pressure Toe 1,399 psf OK
soil Pressure Heel 0 psf OK
Allowable 1,500 psf
Soil Pressure Less Then Allowable
ACI Factored @ Toe 1.434 psf
ACI Factored @ Heel 0 psf
Footing Shear @ Toe 7.8 psi OK
Footing Shear @ Heel 8.2 psi OK
Allowable 76.0 Dsl
Sliding Cafes Slab Resists All Sliding I
Lateral Sliding Force
840.0 lbs
less 100% Passive Force =
125.0 lbs
less 100% Friction Force =
419.3 lbs
Added Force Req'd
295.8 lbs NG
.... for 1.5: 1 Staloility
715.8 lbs NG
Load Factors
Dead Loaa
Live Load
Earth, H
Wind, W
Seismic, E
1.200
1.600
1.600
1.600
1.000
Soil Data
Allow Soil Bearing
1,500.0 Psf
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
= I 10.00 pcf
FootingIlSoil Friction
= 0,300
Soil height to ignore
for passive pressure
0,00 In
Lateral Load -Applied to Stem -
Lateral Load 0.0 #/ft
... Height to Top C.Co ft
... Height to Bottom 0.00 ft
Stem Construction
Design Height Above Ftg
ft
Wall Material Above "Hf'
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
lbs
Moment .... Actual
Moment ..... Allowable
Shear .... Actual
psi
Shear .... Allowable
psi
Wall Weight
Rebar Depth 'd'
in=
LAP SPLICE IF ABOVE
in =
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG in =
Masonry Data
I'm
psi =
Fs
psi =
Solid Grouting
Special Inspection
Modular Ratio'n'
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data -
rc
psi =
Fy
psi =
)p Stem
rengths
Toe Width
1.50 ft
Heel Width
1.25
Total Footing Width
-2.75
Footing Thickness
12.00 in
Key Width
0.00 in
Key Depth
0.00 in
Key Distance from Toe
0.00 ft
fo = 2,000 psi
FY = 40,000 psi
Footing Concrete Density
150.OGpcf
Min. As %
0.0018
Cover@Top = 2.00in
@Btm.= 3.00in
djacent Footing Load
M.
Adjacent Footing Load
0.0 lbs
Footing Width
0.00 It
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
Poisson's Ratio
0.300
, , � r\
0.00
Concrete
B.Co
# 4
16.00
Edge
0.734
1,008.0
2,016.0
2,746.1
13.4
67.1
100.0
6.25
13.95
6.25
Medium Weight
ASD
�sign Results
Toe
Heel
Factored Pressure
1,434
0 psf
Mu': Upward
1,268
1 ft-#
Mu': Downward
203
388 ft-#
Mu: Design
1,066
388 ft-#
Actual I -Way Shear
7.85
8.25 psi
Allow 1 -Way Shear = 76.03 76.03 psi Other Acceptable Sizes & Spacings
Toe Reinforcing = None Spedd Toe: Not req'd, Mu < S * Fr
Heel Reinforcing = None. Spec!d Heel: Not req'd, Mu < S * Fr
Key Reinforcing = None Spec'd Key: No key defined
Summary of Overturning & Resisting Forces& Moments
..... OVERTURNING .....
Force Distance Moment
Item lbs It'' it-#
Heel Active Pressure 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 Sail
Total 840.0 O.T,.M. 1,995.0
ResisfinglOvertuming Ratio 1.64
Vertical Loads used for Soil Pressure 1,636.5 lbs
Vertical component of active preisure used for soil pressure
DESIGNER NOTES:
..... RESISTING .....
Force Distance Moment
lbs ft 114
Soil Over Heel
385.0
2.46
946.5
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footirg Load
A)dal Dead Load on Stem
0.00
Soil Over Toe
Surcharge over Toe
Stem Weight(s)
Earth @ Stem Transitions
600.0
1.83
1,100.0
Footing Weight
1
Key Weight
412 .5
1.38
567.2
Vert. Component
239.0
2.75
657.2
Total
1,636.5 lbs
R.M.=
3,270. . 9
scollrl,�, bvl -
Retained Height
9.00 ft
Wall height above soil
O.Ce ft
Slope Behind Wall
0.00: 1
Height of Soil over Toe
0.00 in
Water height over heel
0.0 ft
Wind on Stem . I � = 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
EN302111MMM 1
Surcharge Over Heel 0,0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axiaf Dead Load 0.0 lbs
A)dal Live Load 0.0 lbs
A)daI Load Eccentricity 0.0 In
mmary
Wall Stability Ratios
Overturning 1.73 OK
Slab Resists All Sliding
Total Bearing Load 2,888 lbs
... resultant ecc. 9.32 in
Soil Pressure@ Toe
1,307 psf OK
Soil Pressure @ Heel
0 psf OK
Allowable
1,500 PSI,
Soil Pressure Less Than
Allowable
ACI Factored @ Toe
1,303 psf
ACI Factored @ Heel
0 psf
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 lbs
less 100% Passive Force =
125.0 lbs
less 100% Friction Force =
720.0 lbs
Added Force Req'd
.... for 1.5 : 1 Stability
Load Factors
DeaC1 LU--
Live Load
Earth, H
Wind, W
Seismic, E
887.5 lbs NG
1.753.8 lbs NG
oil Data
Allow Soil Bearing 1,500.0 psf
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 -
FootingIlSoil Friction
Soil height to ignore
for passive pressure
= 110.00pof
= 0.300
Looling Dimensiions & Strengths
Toe Width
3.00 ft
Heel Width
1.50
Total Footing Width
4.
Footing Thickness
12.00 in
Key Width
0.00 in
Key Depth
0.00 in
Key Distance from Toe
0.00 ft
0.00 in fo = 2,000 Psi Fy 40,()00 psi
Footing Concrete Density 150.00 pof
Min. As % 0.0018
Cover @ Top = 2.00 in Btm.= 3.00 in
Lateral Load Applied to Stem
Lateral Load 0.0 #Jft
... Height to Top 0.00 ft
... Height to Bottom 0.00 ft
Stem Constructio �1
Design Height Above Ftg
ft
Wall Material Above "Hr'
Thickness
Rebar Size
Reber Spacing
Reber Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
lbs
Moment ... Actual
ft-#
Moment ..... Allowable
Shear .... Actual
psi
Shear .... Allowable
psi
Wall Weight
Rebar Depth 'd'
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
Equiv. Solid Thick,
Masonry Block Type
Masonry Design Method
Concrete Data -
fc
psi =
Fy
psi =
Adjacent Footing Load
Adjacel IL rooting Load
0.0 Ibis- I
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 ft
Poisson's Ratio
0.300
ip Stem
Stem OK
0.00
Concrete
8.00
# 4
6.00
Edge
0.968
2,268.0
6,804.0
7,028.0
30.2
67.1
100.0
6.25
13.95
6.26
Medium Weight
ASD
15,5p"- jr 43'
I
Footing Design Results
Toe
Heel
Factored Pressure
1,303
0 psf
Mu': Upward
4,537
21 ft-#
Mu': Downward
810
1, 125 ft-#
Mu: Design
3,727
1, 104 ft-#
Actual I -Way Shear
= 17.64
16.11 psi
Allow I -Way Shear
= 76.03
76.03 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= # 4 @ 12.25 in
Toe: #4@ 12.25 in, #5@ 19.00 in, #6@ 26.75 in, #7@ 36.50 in, #8@ 48.00 in, #9@ 4
Heel Reinforcing
= None Spec'd
Heel: Not req'd, Mu < S * Fr
Key Reinforcing
= None Spec'd
Key: No key defined
Summa!y of Overturning & Resistin2
Forces & Moments ---
OVERTURNING. ..... RESISTING .....
F o r �'e Distance ... Moment Force Distance Moment
item
lbs
ft
ft-# lbs It ft-9
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 Load
Load @ Stem Above Soil
Total 1,732.5 O.T.M. 5,827.5
Resisting/Overturning Ratio 1.73
Vertical Loads used for Soil Pressure 2,887.7 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Soil Over Heel
825.0
4.08
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem
0.00
Soil Over Toe
Surcharge over Toe
Stem Weight(s)
Earth @ Stem Transitions
9W.0
3.33
Footing Weight
Key Weight
675.0
2.25
Vert. Component
487.7
4.50
Total
2,887.7 lbs
F;LM.=
3,368.8
3,000.0
1,518.8
2,194.8
10,082.3
L7
4110
STRUCTURAL NOTES
CODE:
DESIGN IS IN ACCORDANCE WITH THE 2015 INTERNATIONAL BUILDING CODE
(I.B.C.) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT.
FOUNDATIONS:
EXTEND FOOTINGS TO FIRM UNDISTURBED SOIL, ASSUMED BEARING CAPACITY
OF 150OPSF. ALL EXTERIOR FOOTINGS SHALL EXTEND A MINIMUM OF 1'-6"
BELOW ADJACENT EXTERIOR GRADE.
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. CONCRETE SHALL COMPLY WITH
ACI 318-14 SECTION 26.4.2. 1. 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 (GI 85).
REINFORCING STEEL:
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-
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" MINIMUM). 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
#5 BAR AND SMALLER
2 INCHES
1-1/2 INCHES
alm,;r
v
v
OaAJ
71
o
- o�L
bi- ��,�rAdAj
7, hA44;iL
2 -/ Aix- 1PAP-1
6Z';r AAf-
�A-4 / - " 111.41 -1 - " I -
COG.
4tA
4-a
NJ 't, x
ly
71
�71
n "IL
OaA,j ,
kk� ) -It
Mwi
5z4b. 0�41. �41v�
ro At
rx-1 7,-p
7-llltzl�; -
AovA Ja�r
1� 44
9j1djAr1d,j
vg,
10
IN P T,
fl fe
a A
2-
MITCHELL ENGINEERING INC.
5� A
15,t c, rla� / , � 3 .
00,
77�
rc
C
5t�w /Vda- A q—
�U/cj
r-oor,
* 174
/ 12L t I 4tP-
V,9477
44�
4
a
GRAPHIC SCALE
20 0 10 2 0 4 0
(IN FEET)
MWI�l-ID.-88RANIEBaTOFHYDRAYT76N
& TIE OF SE CORNER OF THIS PARCEL
ELEVA RON m 164.25 (NA VD 88)
IMPERVIOUSAREA:
PROPOSED WOW
4892 SF (WIC)VERHANG)
PROPOSED CONCRETE BRIVENT
1,605's,
PROPOSED CONCRETE PAROSIPMES
TOFAL
ASOD SF
EXIS71NO IMP914OUS 7EIR
1,444 SF
TOTAL DISTURBED AREA:
1 17,500 5F
I
ABBREVIATIONS TABLE
A/P) ANGLE POINT
IIC)� BOTTOM OF CURY-FA
&.)l
=IK SPACE FIER
go BOTTOM OF WALL
OIL AM MR SEPARA IN
60) RLONOFF
POINT OF CURVATURE
ARK) MWIGRADE BREAK
(('Ply
PONT Or INffi?_TC)70N
GO) CATO BASIN
IPQ
PROPERTY LINE
GBU) COLIZORON BOX UNITS
GEJ CULVERT END
(PP)
IPO
POWSRATILITr POLE
POINT OF TANCENCY
a LINE
CENTER
7) PA
W) CLE4NOVT
RL MADON
CR. SURFV BASE COURSE
STORM DRAW
COCI
570 CIE. SURF'G 70P COURSE
LID
CENTER
SS
MALM60
�C47R
DUCHLE "'ON PIPE
(I
Mr aE
ZRNS) DRAINAGE
MAU E
W" DRIVEWAY
70 BE REMOVED
El) ELEVATION
(IC)
TOP OF CURD
'CCA UFA ALT
EVGj OF ORM
Tmop 'am'.r
M. 0 EASEMENT
70 F WALL
-ME
"'Gm WC&A
TP�CDAL
mv
I
'ORW) GRA a
YARD BASIN
'IF) FINISHED FLOOR
YARD DRAIN
AO) FINISHED GRADE
VANED ORA TE
F FIRE HYDRANT
(o
WA IENIWA IER MAIN
F)H FLOW LINE
(NCR)
Will CHAIR RAMP
FACE OF CURB
MA 7ER METER
INM`Rr ELEVA RON
WV�
WAAW VAL W
INTERSE-1.0
CIA 41 flp�lt. DELTA
ZL LOT LINE
LEGEND
11
STORM DRAIN 011 ()T-1)
@
SIORM BRAIN 08 (T)12)
sTaRM DRAIN SERVICE SIV8
EO
0
SAN. SEWR MANHOLE
Q
SAN. SEIIER CLEAN OUT
SAM SEWER SIR
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TREE
SIRVIT
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SIX SLIBACK LINE M
PROPERTY LINE (PA)
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- GAI
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__x
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DRAINAGE FLOW PATTERNS
+
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elp-I
SOIL LOG
10.
TEMPORARY BENCHMARK
GENERAL NOTES.
1. ALL MATERIALS AND WORK SHOWN ON INESE PLANS SHALL COMFORM 70 X
CITY OF EDMONDS STANDARD PLANS AND DETAIL� THE FOUOWNG
SPECIRCARONS AND CO= AND ALL OTHER APPLICABLE LOCAL MUNICIPAL,
SIAI& AND FEDERAL CODES RULES AND REGaAAM
- CLRRENT INTERNATONAL BUILDING CODE (19C)
-2019 WA STANDARD SFECffCA ROWS FOR ROAD, BRIDGE AND
MUNUMOMIRUCTON
- HAWNGION STATE DEPARTMENT OF ECOLOGY STORMIMIER MANAGEMENT
MANUAL FOR TIE PUGET SOUND EASY (CUMENT ITIZION)
I STANDARD PLAN AND TYPE NUMBERS hVDICAIED ON WESE DRANNC5 REFIR
TO CITY OF ONONDS STANDARD BETA" UNLESS N07ED OWNSE
I A COPY OF THESE APPROVED PLANS MOST BE ON THE X821E WHENEVER
CONSIRUCRON IS IN PROGiM
4 DEKABONS FRaW INESE PLANS MUST BE APPROVED BY IRE ENGWEER OF
RECORD AND INE LOCAL GOVERNING AUTHORITY.
5 COWIRACTOR SHALL RECORD ALL APPROVED DEVA71ONS FROM INESE PLANS
ON A SET OF *As-mr DR4WNGS AND WALL SUMMAIR& ALL AS-BUXT
CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUDWITTAL To VIE
OWNER PRIOR PROXCT COMPLEPON AND ACCEPIANCE. A SET OF ASIXF
DRAWNGS WALL BE SUBMITTED TO IHE CITY a' EDMONDS PRIOR TO FINAL
APPROVAL OF THE BUILDING OCCUPANCYIrWAL ATCLECT APPROVAL
6 aEvAwNs vow ARrs FEET SEE suRvEYFOR 904CHMARK NFORMARON.
Z THE LOCA77ONS OF EXSW WRITES AND STE FIA7URFS SHOW HEREON
HA VE BEEN "U"W"' By OThM BY REID SURVEY OR 09TNNED FROM
AVAILABLE RECORDS AND WOULD IHEREFORE RE CONSIDERED APPROG(EM47E
ONLY AND NOT NECESSARILY COAFEETE. IT IS THE SOLE RESPONSIBILITY OF
K CONTRACTOR R) INDEPENDENTLY VERIFY INE ACCURACY OF ALL UTUTY
LOCATIONS SHOWN AND 70 FURTHER DISCOVER AND PR07ECT ANY DRIER
UDUAFS NOT SHOW HERSON NOV.. MAY BE AFFECTED BY PUT
INFLEWENTA TOR OF INS PLAN CONTRACTOR WALL VERIFY COCA PON, DEPTH,
= W AND CONDITION OF EXIIIING UALTY LINES AT CONNECRON OR
MSSFW POINTS BEFORE NEENCHM FCR NEW URURES DONEIR ASSUMES
NO RESPONSHILITY FOR DIE COMPLERIVESS OR ACCURACY OF THE EXISTNG
U71UPES AND 91E FEA TURES WSENO ON INESE DRAWINGS ENGINEER
WALL BE NORFIED wway OF caoucts INAT ARISE.
AS-BUILTNOTES.'
NO VIE PRMCT IS COMFIEO, A SURIEREP Rt StRVEr 71E PROECT SITE
FOR AS-BUIL IS NRICH WILL INCLUDE 7HE FOLLOWING:
I. FINISHED CRAVE CATCH BASIN RM EZFV4 TONS AND INVERT GHA ROAS OF
DISPIRSON BEENCHES S*IER
z FRomE nvm?r FLEvAwN OF smiTARY SEWER mAn ALSO FRomE Rw AND
INVERT 8"ATONS AT ALL SANITARY WRER CUEAACOTS ON PRaECT SIE
I PROOF DISTANCE BET1115EN SWIARY SEWER CLEANOUTS STARTING A F
S4RTARY SEWER MAR
WATERNOTES'
1. A 1-1/
'�Z"WATEB�Z?W TO BE MISTALLE FROM THE BACK OF THE
NEW THE
2 TRACER WIRE TO BE INSTALLED ON INE WA IER SqRWCE LINE
3 ALL FINAL ESTOWA RON WALL BE COMPLETED BY IRE CONTRACTOR, NOT INE
CITY OF romms
SEWER NOTES
I- 7HE 6' SAM TAR Y SEWER CUFANOUF A r THE FROM TY LINE SHALL HAVE A
12- CAST RON LAMPHOZE COVER 197H 112' HWOLIS
I A SANITARY SEKR aEANOVT WALL BE LOCATED 19THIN 2' OF DIE HOUSE
&ANY,90'Aff NO THERE IS LESS THAN JaETWEEN TWO 45* BENDS
W N IS MORE THAN 100'RETWEEN CLEA"IS
3, NE CLEANOVT A F THE LI&AGAD AT INE HOUSE THA T A MONO
A,INIMWfR
29M
29 SLOPE AND W�)GO , CAN BE IfIEFEED IF THE S`0pf
OF 71E PIPE EXCEEDS 209 THE PIPE NIL LEED TO BE ANCHaIn
4. IFjT USE CYF Iff TVd BY 7W A AND MOST MUST BE
Ra
WF W To
To ZQyT MR REVIEW AND APPROVAL 70 RE UT_
5 F IHE E07ING SENT? Ty LL7rO MMLAIN S PROl'7M TO
TYS =LOW
BE RIOLIN Do Ap L 4EIEV To V RIF
ACG&W 70 RE-UZ CONTACT EDMONDS
PHr 425-771-a235, TO SCHEOUILE WSPECTFON
DRY UTILITIES NOTES*
I. A MINNUM OF X 5EPARA77CN IS REQUIRED BETWEEN RIE DRY URVIES
=WeS PHONE CABLE EX) AND SEDER WATER. AND S70M AID 5'
Y C TY MAW INES
STORM DRAINAGE NOTES,
1. F CATCH BASIN BY 70 INUT El"ABOV EXCEEDS 5 FEET, A TYPE 9
MANHOLE WILL BE REQUIRED
2 F007WO DRAINS WILL OUDEr TO PROPOSED D099ON TRENCH SYSlu
CONWCTUR MLL CONSTRUCT WE FOOING DRAINS WITH A MMUM FREE
BOARD FROM E Z OF M R - - -
POMYRAL BAIKIA.a '01; EM. SO 52CIRED
INWRF El"ARONS AND OURET LOCATIONS M077NO DRAWS AND RIM &
INVERT aEV4 70S FOR D1,79.51ON TIMES.
SECTION 24, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., SNOHOMISH COUNM WA
a CONIRACIOR WALL LOCATE AND PROTECT ALI UTIUMS DURING
III AIL FOOTING BRANS SERVING BUILOGS WAL4 ROCKMEa ETC WALL
29 CON7RACTOR SMALL OBTAIN APPROVAL FROM INE CITY AND FOLLOW CITY
CONSTRUCTION AND SMALL CONFICT THE UNDOMOUND U17UMS LO(AIKN
CONNECT TO NE DRAINAGE SVSTEM DOWSTREAM OF DIE STE S7MIATER
PROCEDURES FOR ALI WATER SERVICE NZERRUPRO14 HAIRANT WUFOFFS
SERVICE (1-800-424-5555) AT LEAST 48 HOURS PROR TO CONSIRUCnall
DETENTION SYSTEM.
STREET CLOSURES OR 07HER ACCESS RESIFECTONS. CONDEACTOR SMALL NOT
9. CONTRACTOR StALL IEFIFY ALL CMVONS AND DIMENSIONS A r INE PROJECT
WE WCRF $TAR71NG WORK AND SHALL NOTIFY ORNERS REPRESENTInVE OF
20. CONTRACTOR WALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR
INSTALLATION OF ALL WE IMPROVEVENTS BVCIC47ED ON INESE DRAMAGS
RaDCAIE OR ELIMINATE ANY HYDRANTS IIIIHOUT FIRST OBTAINING OFTEN
APPROVAL FROM THE FIRE MARSHAL
ANY DISCREPANCIES
21. A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED FROM DIF CITY PUBLIC
JO. COORDINATE AND ARRANGE FOR ALL UNLITY CONNECRONS� UTILITY
AVON A INTERRUPTIONS WDI ' AFFECIED OMENS
R aO` S Nr 'IF
ia PAIE LENGTHS VINERE 9101W ARE APPROMMAIE AND MAY awxE DUE TO
WORKS DEPARIMT PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, PROVIDE TO
nXWCE
AND A R PRIA U COMPANIES CONNECTIONS TO WANG UPLI71ES
pp C
FIRD CONDITIONS
IKE OTY WATER QUALITY 115"ICAN, A COPY OF THE BACKFLOW TEST
SfAtL BE MADE ONLY NTH ADVANCE WRITTEN APPROVAL OF THE AURAIRITIES
IL CONTRACTOR SIAU OBTAIN A COPY OF THE GEOIECIPACA&RE' T (WOE
REPORT TEST REPORTS CAN BE FAIO 70 425-744-6057 OR EMAW TV
AV.KOEELYKffVN=SWAGOV. BACKIFLOW IESVNG WALL BE COMPLETED BY
GOVERNING SAID UTILITIES.
OPIK` WALL IHOROUGHLY IANILIARIA aF%IH INE
CoXTENVNz. ALL SFTE WORK WALL BE PERFORMED IN SRICT
PIE OWNER ANNUALLY THER91FID?
31. ALL 017UMS SHALL BE PLACED UNDERGROUND,
COMPLIANCE WIN INERSCOW"IMS 01 INS REPORT
22. AS A HINMAN REQUIREHOIT ALL DISTURBED AREAS ON AND OFF S17E SHALL
32 EXS77NG UTILITY LINES IN SERVICE WHICH ARE DAMAGED M TO
12. STRUCTURAL FILL MORAL AND PLACMENT WALL CONFIRM 70 TIE
BE RETURNED TO THE EQUIVALENT OF IHDR PRECONS7RUC11001 COND17ION IN
ACCORDANCE KTH APPROPRIATE REQUIREMENTS AND STANDARDS
CONSTRUCTION WORK 91AU BE RD'AIRED AT CONTRACTOR'S EXPENSE AM
INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNERS
RECOWWAAMS OF 71C PRMCT OEOTECIPWAL REPORT
RERRESENTARVE PRIOR 70 RAGOWNG,
11 SUMADE SORS #4 ALL AREAS WARE RAW GARCIA INFILTRATION OR
21 ALL DISTURBED SM AREAS WALL BE COMPOST AMENDED AND SEWED OR
STABILIAD BY OTHER ACCEPTABLE MENIXIS FOR THE PRMRON OF
11 NEW UTILITY LOCAIKINS ARE GENERALLY SHOW BY ONVOSION, WIERE NO
PERWOUS PAVEMENT IS TO BE PLACED WALL BE DEZINEAIED AND FROTECREO
ON-RIE EROSION AFTER THE COMFIERON OF CONSTRUCIATAT SEE EROSION
LINENSIONS ARE INDICATED, LOCADONS MAY BE SCAM FROM DRAWINGS
AT ALL INES FROM COMPACME ACTIVITIES (LE HEAVY EQUFMINT
STOCKPILING)
CONTROL PLANS FOR SPECIFIC GRADINC AND EROSION CONTROL REQUIREMENIS
FIELD ADAISTMENTS SHALL BE APPROVED BY DOERS REPRMrARW AID
CITY.
14. HAMHOIES� CATCH BASENS� UDURES AND PAMIENT SHALL BEAR OR MEDIUM
24. RIE CONTRACTOR SIBILL KEEP OFF-STIE STREETS CLEAN AT ALL TIMES BY
SWEEPING. WASHING 97 INESE SIREETS KL NOT BE ALLOWED WITHOUT PRIOR
J4. FIELD STAKE ALL UTILITY STUBS AT THE PROPERTY LINE
DENSE TO VERY DINE MAINE SOIL OR COMPACTED S7RUCA194L FILL F SOIL
APPROYAL
IS DISTURBS, SOFT, LOOS& WET OR F ORGANIC MAIMAL IS PRESENT AT
"WADE ELEVATM, REMOVE AND REPLACE MTH COMPAC70 STRUCTURAL
25 THIS PRMCT IS NOT A BALANCED ENTIHWORK PROWECT BOTH EXPORT AND
35. TRENCH SAMLL OF UTILITIES LOCATED WININ THE CITY RIGHT-OF-WAY
SMALL BE WMFACO TO 95% CONFACDON TEST RIPORTS SHALL BE
FILL PER GEOTECHNICAL REPORT
IMPORT OF SM AND ROCK MATERIALS ARE REQUIRED
PROWDED TO IRE OTY PRIOR 70 FA Wia
15. BE SURVEY AND ARaflTECIURAt DRAMINGS FOR D909ONS AND LOCAIRms
2& AOFE OF RNL90 CRAVE WALL BE CONSTANT BETWEEN FINISHED CONTOURS
x WHERE NEW PIPE aEARS AN ExSTNG OR NEW UTILITY BY 6' OR PLACE
OF BUXDINGS� LANDSCAPED AREAS AND 07HER PROPOSED OR EASTENG 9TE
OR SPOT ELEIARONS SHOWN
POLYERInDiF PLAS17C FOAM AS A IXISRON BETWEEN RIE DIBlagn
FEATURES.
27. FINISHED GRACE SHALL SOPE AWAY FROM BURBING WALLS AT MINNUM 5z
J7. SEE MECHANICAL DRAWNGS (WERE APPLICABLE) FOR CONTINUARON OF STE
16 SEE ARCHITECTURAL DRAMINGS FOR PERIMETER FOUNVAVON DRAINS
SLOPE FOR A MINIMUM DISIANCE OF 10 FEET.
WRITES WININ NE BUILDING.
FOUNDIRON DRAINS SHAU BE INDEPENDENT OF ORIER SITE DRAIN LINES AID
SIALL BE TGAIRMCD TO THE SAM DRAW SYSTEM WHERE 940070 ON THE
26 CONTRACTOR SHALL BE fif"WELE FOR AND Si4LL INSIALL AND MAINTAIN
SIONG AND SP40NG AS MCESSMY TO PROTECT WORKERS EXSVNG
J& SEE ELECTRICAL DRAWINGS (WHERE APPLIC41ELE) FOR EXTERIOR ELECTRICAL
WORK
PIANS
17 ALL REQUIRED STORMNAIER FACILITIES MUST BE CONSTRUCO AND IN
LIALONCZ SITREETS� WALKWAK UBLIDES AND OTHER DUS71NG AND
PROPOSED IMPROVEMENTS AND EXCAVATIONS ArAINST LOSS OF WOLNE? OR
39 SEE LANDSCAPE DRAWINGS (WHERE APPUCABLE) FOR DIE IRRIGA170V SYSmw.
OPERATOR PRIOR 70 INSTALLANON OF ANY PAVEMENT UNLESS 01HERWIRE
CAVING EMBANKMENTS CONTRACTOR SHAU ALSO BE RESPONSIBLE FOR
40 PIPE MATERIAL AND SGIVAGE SUBMITTALS SHALL BE PROVIDED TO CITY
APPROVED BY X DONEER.
18ALL ROOF - PERINFER FOUNDA770M N� CA ICH BASINS AND 07HER
REMOVAL OF SHORING AND BRACING, AS REQUIRED.
ENGINEERING DIW90N FOR APPROVAL PRIOR TO NSTALLA170AL
NOTES:
1. TIE E01ING DEVELOPED STE IS MOVERATELY,01O.
2. SOILS ON SITE AREA ARE fitE. ALDERVOOD-MBAN LAND COMPLEX. 8 TO 15 PERCENT SLOPES AND
HYDROLOGIC SOIL GROUP IS
J DRIVEWAY, ARKING AREA KL SLOPE TOWARDS IRENCH DRAINS AS INDICATED IN PLAN NEW IMENCH
DRAINS 70%E WCHILINEB TO DOWNS'OUT DISFIRSON SYSIEM,
4. A MAXIMUM OF 700 5F OF APERWOUS ROOF AREA MAY WAIN TO EACH DOWOWT PER STORMIA 7ER
MANAGEWENT MANUAL FOR WESM NAMITTON VOLUME 11.2 AMGN CRITERIA FOR 5PLASH OLD=
DISPERSION IRENCHES Wt BE INSTALLED A MMUM OF 50'FRad DISCHARGE PONT TO PROPERTY
LINE NEW WAVING EWEGIED TO tAVE A AONMW OF 6 DM9WM
5 COWTRACR)R WILL TAKE CARL IN REMOVING EVSTNG VEGETATED AREAS AS TO NOT REWEE TOP SOL
OR WGETA77ON OUT SUE UP THE CCEAW LARIS OR POLLUTION OVERARNG IMPERVIOUS SURFACE
F SOILS ARE RUVOVED PR1.9W, THEN IHE
W792"' NIL R&CALaU IF AND OUTSIDE OF 'RE BUILDING O'SaTSOR AMENDED SOLS AS LONG
INCOWMATE WITH ENSING
AS THEY NUT INE REgAMOTS MATZED IN STORMWAIER AMNAGFUENT MANUAL FOR WESTERN
WASHINGTON , BWP 1511
(SEE REQUIREMENT C&CULARONS IN DRAINAGE REPORFL
6. A STANIM CORSMUCRONIENTRANCE IS REQUIRM.
Z ALL AMEAM SOMS WILL BE TESTED 70 CONFIRM REQUIREMENTS PER STORMHAIER MANAGEMENT
MANUAL FOR WESTERN WASHINGTON WEUME V BMP M13 ARE MET FOR FINAL STABILUARON.
AMENDED SOL AREA 10 BE PLANO NTH LAW
8 Bmp an. Posr-coNsTpum sox QUAL17Y AND DPIH - ALI AREAS SUMCT TO CLEARING AND
GRADING IHA T HAVE NOT BEEN COVERED BY IMPERMOUS SURFACE WCEPOMIED W70 A DRAINAGE
IACIUIY OR ENGINEERED ASSW7URAL FELL OR SLOPE SHALL DEMONSTRATE A MSM LAM? NIH
A MIMMUM ORGANIC MATTO? COH"HY Iff DRY WEIGHT IN PLAN14VO BERS AND 5% ORGANIC MATTER
CONTENT IV TRIP AREAS AND A PH FROM &0' TO ED OR MAICNNG Iff PH OF THE LWDISTURBO
SOIL WE TCP50L LAVER WAU HAVE A MINIMUM DEPIN OF FIGHT MES EXCEPT WERE TREE ROOTS
LIMIT INE BEPIH OF INCORPORA 77ON OF AUDMENIS NEEDED 70 MEET THE CRITERIA. SUBSOILS BELOW
THE TOPSCE LAYER 90" BE SCAWO AT LEAST 4 INCHES NIH SOME "Co"PORARD" a' THE
UPPER MA7ER14L TO AMID STRAIM LAYERS WHERE FFAS&E.
EKONAL DRAINS WALL BE CONNECTED TO THE STORY DRANAGE SYSIM CA -TO CONCRETE MONUMENT W1 -X'
UNLESS NONE) OTHERWISE Vmm" y IN 2- BRASS DISF (OCCtFEO 12114)
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SITEDATA:
TAX PARCEL NQ: OD54890000120J
VIE ADDRESS' 1001 Ot MM A VENU& WNONB� WI 98a2O
TOTAL S17E AREA: a42 AC
EXf'RN5;n?ZaPTa'&D ZONING, CITY, RS-12
IN TER 'C.
OTY OF EDMONDS
SENER DISTRICT.. OTY OF EDMONDS
SCROCIL DISTRICT. EDMOND&SCHoa DISTRICT P5
FIRE DISMICT. SOUDI Sly FIRE DISTRICT it
OWNERIAPPLICANT:
HICKS CHILDRENS TRUST
1001 Ot YMPIC A ONCE
EVMOND_� AA 98020
CONTACT
WDOINM LLC
Ar
F.a WX 177
- B7
S' IAZ_.!L
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CONSTRUCTION SEQUENCE
71115 CIASTRUCDON SEOLENCE IS III BE USED AS A GUIDEIM CONDITIONS MAY
REQUIRE CHANCES IN TONS OF WORIC CHANGES 91AU BE DISCUSSECT WITH AND
APPROVED BY INSPECTOR AND OMER.
1. SCHEDULE A PRE-CONSTIRUCRON MERNG NZH�= ENGINEERING DIUM
AT 426-771-0224 EXT. 136. TWO DAY (48 HR N017CE IS REGUM.
2 REWEW TEMPORARY BMW AID SEDIMENT COMMOL M07ES:
I CALL FOR UTILITY LOCAIM
4 INSTALL IESC MEASURES AND MAINTAIN DUST CONTROL WHILE PRMHNG
DISTURBANCE OF ANY AREAS OF WOETAWN OUTZE IHE CONSTRUCTION
ZONE.
5 HAVE EROSION COWIROL MEASURES INSPECTED BY CITY OF EDMONDS
INSPECTOR AL MW"Y MCNIEVDIRON AND EROSION 001WROL
MEASURES MUST BE IN PLACE AND INVEC7ED PRO? 70 ANY CONSMUCITON
OR STE CLEANa EROSION AND SEDIMENTATION COWROt PRACTICES
AN=DEFF SMALL HE MAINTAINED UNIX PERMANENT VEGETA770V IS
ES
a ROUGH GRADE SIZE AS REOURED 70 iAfSTAu DRAINAGE Fr47uRES:
Z CLEAR, 00 R GRADE 97E. REVEGET47E DISWREIED AREAS NOT
S r To AD
LIM IRINTSURTAGE DISTMANCE IMMEDIA TEE Y AF7ER ROUGH
GRAaWC REVEBEFAIF ALL AREA DOWN10FE FROM PROPOSED DISPERSM
REEhIrSNER EXPOSED AREAS WALL BE $TASVZED PER EROSION
CON 0 BELOW.)
& INSIALL UNURES AND DINO? SIE IMPROI&INIS
9. STABILIZE AND COMPOST A" ALL EXPOSED SOILS PRIOR TO
SIE
REWQEIA RON OF INBRE
10. ESTABLISH LANDSCAPING AND PERMANENT WEWA770N. ALL TEMF�3WY
EROSION CONTROL MEASURES .5HALL BE REWOVED WON FINAL STE
STABUZA71ON AND APPROVAL BY CITY INSPECTOR
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DA 7E.'
By.
CITY ENGINEERING DIVISION
SURVEYOR GRADINGESTIMATE SHEET INDEX CIA IF --115SUEO PROJECT NO.
V, D. CUT' 290 CKp
FILL. 290 CY'� 09/14/178 ISSUED
MS MEW SURNEWNG, LIC INE GRADING ESNATE PROVIDED FOR C!) SIIE PLAN O61f31f9 REVISED PER CITY commans
362 BUCK LOOP ROAD IHE5f PLANS IS APPROWARE ACTUAL
,f(CNS CHILDIffy y
,gU
jr GRADING VOLUMES MAY VARY. gy 180453
(jjWA 98XV? C2) EASING CONDIHONSISWRP PLAN
661-OW C&CLIATIONS DO NOT ACCOUNT FOR cj) SrPp NOTES
VARIOUS WLUMFW CHANGES DURING THE
EARRI WORK PROCESS C4) GRAOINWAINAGE
CSI DETAILS AGE
P.O. BOX 177, SILVANA, WA 98287 AL CAU 49 TRACTOR RfAU YERIFY DIF LOCA RON OF ALL FULL DRAIN
TEL: (3601 652-5820 MOM UTUVES PRIOR TO MY CONS7RUC770N. AGENCIES NVVLWD Cy
OfnM YOU We WALL BE WORRIED R70 A REASONI&E ME PRIOR 70
EMAIL: macengineering0fron tier. com (lAwi I NW*'� THE START Or CONSTRUCT=. SITE PLAN Or5
1 7/1 a / uve
SECTION 24, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., SNOHOMISH COUNTY, WA
GRAPHIC SCALE
20 0 10 20 40
(IN FEET)
I INCH - 20 Fr
OLARLM A,14VD81
IT FLANGE BOLT OF HYARANT 16W
l2r Or SE CORNER OF THIS PARCEL
ELEVARON = 164.25 (NAW) 88)
BMPLEGEND
PRESERVE NATURAL WOETABON
HIGH K&BILITY PLAS17C OR METAL FENCE
SIARUZED CONSTRUCHON ENTRANCE
Q�) � TEMPORARY AND PERMANENT MIND
Q�) = MULCHING
- PLAS17C COVERING
- DUST CONTROL
= CONCRETE HANDLING
- MAIERML DELIVERY, STORAGE AND CONTAINMENT
= STORM GRAIN INLET PROTECTION
= SI r fENOF
�AREA OF DISTURBANCE
EROSION CONTROL CONCEPT
ALL DISTURBED AREAS SHALL BE PREPARED AND MAINTAINED TO
CONTROL ERGSGN LEAVE VWEIA RVE BUFFER AROUND PRMEM? OF
STE AND EXISIING CROUND COVER AS LONG AS POSSIBLE
TEMPORARY EROSION CONTROL NOTE.
TEMPORARY EROSON CQVTR�j MEASURES ON IHIS FPOLRANIZE WIEWED
Uo"' ADDITIONAL GNP I MAY HE Rl"i '
OPMENT AS S7Et WA IHER CONDIRDN'SUCHANGE IN THE Rail
TRE COWIRACJ�Elfl WILL COOROMMIE INIH IHE CER71FIED
EROSION AND "ENTWINCL tqW & I 'EC
ENGINEER AS MEWED FOR ON OLICOMMEENODRA071"S":
FRIXECT SITE
ANGNING PROPERTY 2'
MIN,
-oc GRw0mw;" A
SETBACKFOR CUTSAND FILLS
N.T.S,
NOTE.,
APPLIES TO GRADING ONLY
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PA"ENT
00548900002006
IER FAMWC MATERIAL IN CONMUOUS ROLLS
USE STAPLES OR Or RINGS TO A TIACH FABRIC
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2' BY 2' WOW POSTS;
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OR EQUIVALENT SEC71ON
TEMPORARY SIL T FENCE DETAIL
N. I. S.
DEMOLITION NOTES
1. IF W EXISTING SIDE �W IS TO BE RE -USED THE LINE MUST BE CUT AND
CAPPED A MINIMUM OF 20 FROM EZSANGI�N OR PIT
IIHICHEYER IS CLOSEST TO ME PROPERTY JNPSHOW
2. IF THE F&IWC WA IER SERVICE LIVE IS TO GE RF-USW, RIF LINE MUST BE
DISCONNECTED AT THE MEZER DUTNO CONSIRUCIION,
I PLEASE INSTALL A HOSE 98 Iff7H AN AVG A r THE MEM? DWANG
CONSTRUCTION
NOTES.
1, UTILITY PA TOIES SHALL BE COMBINED AND FULL W07H OR HALF WIDTH
OVERLAY VILL RE REGUIREO DEPENDING ON THE EX74NT OF DISTURBANCE
IWERE UTILITY PA TQiES FALL BVIIREL Y WNN ONE TRAVEL LANE INE
OVERLAY SHALL EXAND TO THE CENTEREWE OF ROADWAY. HHERE UGLITY
PAWMS EXTEND INTO 807H TRAVEL LANES M A FELL WDIH OWRLAY IS
REOUIRET.
I STORM INLET PROTEC77ON MU BE ADDEO TO ANY CATO BASMS DOWNSTREAM
FROM THE CONSTRUCTION 97E PER COE SID DETAIL ER-902
3 ALL DISTURBED SOILS WILL BE COMPOST AMENDED PER LIMP 75 la
APPROVED FOR CONSTRUCTION
CITYOFEDMONDS
DA IE,
u BY. OTY ENGIVEIRING DIVISION
JUN 14 2019
SURVEYOR DATE REWMImum PFN.- BLAiO181267 PROJECT NO.
�A D. y,, 09/74/18 ISSUED
Ads Km SINVEWK u REWSED PER CITY 180453
362 DUCK LOOP ROAD 06113119 COMMENTS
W� WA 9&TR2 HICKS CHILDMN's TRUST
5EQ JJI
MONE 681-4850 DWO
9pvG12Tffjffjf6, FULL DRAINAGE
P.O. BOX 177, SILVAiVA, WA 98287 7RAC70R SiAa M?IFY Iff LOCA ITON OF ALL C2
You m UALIM PRIOR TO A Y COMSTRUC7=. AGENCIES INVOLVED
TEL: (360) 652-5820 xw N A REASONABLE TME PRIOR TO
�,,5642&ww RIAU BE M07M MINN
EAflAIL: macengineering(Wron tier. com DATE- THE START OF CONSMICTiM. EXISTING GONDITIONS & SWPP PLAN
SECTION 24, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., SNOHOMISH COUNTY, WA
EROSION, SEDIMENTATION AND WATER QUALITY SITE INSPECTIONS
PRIOR To AMY STE DEVELOPMENT WaW TAKING PLACE, A PRE-CONSIRVC17ON MEM NTH THE CONTRACTA ONER, Cm, AND
CITY INSPECTOR SHALL BE HELD.
BIE DEpARTMENT OF EcoLoGy REQUIRES THAT LAIRD DISDIRRANCE CONSMC77ON PR0,FCTS ONE ACRE OR LARGa REIAPI A CM TO
ENSURE THAT BE PR0,fCT IS IN COMPLIANCE V91H BE CLWRfNT EROSION, SPIMENTARON AND WATER OUALITY STANDARDS FOR
EMERGENCY PURPOSED, THE CES1 CONTACT PER FOR THIS PROAECT IS EIDEN 0. McCALL, (425) 901-099.
ON LAND DISIURSANCE COSTRLIC71ON FROECTS OF ONE ACRE OR LARGER THE CESCL IS RESPONSIBLE FOR.
A ' INSPEC17NG THE CmSTRUCITON SIE TO ENSARE THAT ALL CONSIRUC77ON SOPPP MEASURES ARE FUNCTIONING AS INIFIVOM.
8 ALLOCA71NG RESOURCES To REPAIR ALL EFOSON CONTROL, SIRUCTURES THAT ARE IN NEED OF MAINTENANCE
a MUMBDIBIS WA IER QUALITY FOR ANY STORM DRAINAGE INAT LEAVES THE SITE.
0. AND HAVE INE AUTHORITY TO STOP ANTIOR REDIRECT CMIRUCRON ACTIVITIES DEEMED NECESSARY TO PROTECT THE
ENVITONMENT
SHOW EMP PERFORMANCE GOALS NOT BE ACHIEVED THE ONLY COMS7RUCHON ACTIVITIES INAT 91ALL 17E ALLOWED ARE THE REPAIR
WT OFFSTF& OR
OF EVS77MG ER057ON CONTROL SWCBJRR-� NSTAUAUON OF ADD17IONAL SUPS To MINIMIZE THE TRANSPORT OF SMYl 10 ENT.
INOSEACYTHIES THATDO NOTOISTURT? EXPOSED EARTH AND DO NOTHAVE THEPOID17AL TO GENERAIEADDITIONAL SE IM
7'HE THIRTEEN aEmENTs OFA CONSTRUCTION SWPPP
AU RF BNFRIVNEWT AD ANDEVEMW PRWM ITILL COMPLY ffffl = SW?FP MMENIS BW LW= BAROF
FOR ADDITIONAL WFORMA BON TO THE RELEVANT SAP'� INDICA ED BELOW REFER TO THE S70RMWA TER MANAGEMENT
MANUAL FOR XESTERN WASHINGTON (2012), VOLUME 11, (ILAPIER 4. THE ADDITIONAL IDENTIFIED BAPI� ARE PROVIDED
FOR THE CONVENIENCE OF M CONTRACTOR OR CESCL SfOUU) 97E COND177ONS CHANGE THUS REQUIRING USE ON
ALMAIARVE EMP MEASURES
1. MARK CLEARING LIMITS
LM ASFVRANG ACTM7798 ARE DELINEATIM AND Q(ANWIRD IN TBE SVPP NARRATHE AN SW7P
PLANS PRIOR TV FWGRMG " DISTURRINC ACITMUTT WnM TRE CONSTRUCTION AREA TRY dWUNG
LOW ARE INDICATES ON INS SKPFP SCOTT M ON DELINEAM FURTMENORS, CUIAIWG AND CEASING
WILL Be LW= TO ONLY AAEAS THAT NED TO BE BOWED FOR ORATING, PLACING OR STOCK PHOTO
FILL AND TO PRESERVE AS LIVER NATIMMIL VEGETATION AND M BUFF LAYER AS POSSIBLE
Sho'k Clol PRESEMU NATURAL VEGEIIATION
CI02 BUFFER ZONES
CIO MUS VISIBILITY PLASTIC OR ATAL FKIRT
cm BUT FEW
2 ESTABLISH CONSTRUCTION ACCESS'
ACCESS IV IN CONSTRUMON LUDE SHALL STILL HE LIMITILD TO ONE ROM IF POSSIBLE MUST
awaso smu OR ANQURM ffm SEDIMENT IS Tlmunw OFF SET.
Bmplk C105 STABILIZED CONMUMN ANINIINUF
Cl- MEEL WASH
C107 CONSTRUCRON ROADIPARRING AREA STASILIZAITON
a CONTROL FLOW RAIER
PROPEERES AND WATERWAYS DOWNSTREAM FROM THE PROfCT RIF SHALL BE PR07ECTED TOW SOL EROSION
DUE 70 INCREASES IN WE VMUMETMC FLOWRABE OF SIURMAAM? RUNOFF FROM THE PROECT SIF.
smp'� C20J WATER OARS
0207 CHECK DAMS
C209 OUTIfT PROIEC71ON
C235 W4FRES
C240 SEDIMENT TRAP
C241 TEMPORARY SIBMENT POND
A INSTALL SEDIMENT CONTROLS,
7m IS Rm" mv m CONSIRIAMN = SIMMINT Slia US REMOVED FROM Tm RUNOFF
amplk C211 BRUSI BARRIER
C232 GRAVEL FILTER BERM
C= MIT Am
C234 VEGETATED STEP
C235 SPLA W WA TRES
C240 SOMENT TRAP
C241 TEMPORARY SEDIMENT TRAP
C250 CMIRUCYION STORNIMBY? CHEMICAL BLE47MENT
C251 CONSIRUCDON STORMWA7ER FXIRA77ON
5. STABILIZED SOILS
PAME MWO&ITY AND PERMANENT SOIL STARTLEWITON TO ALL REFUSED AND UNFURLED SUITS IMERN
TH PEUMECT SIM FROM OMW I VNM APRIL W, NO aPOSO SUAL MAY RMIN MPM AND
SIBILRE&D MR MORE MIT 770 BAYS, AFTER MAY 1, AD EMED SOL HAY WM EXPOSED AND
VATIBUND MR MORE IRAN MPO DAYS
OUR'. CIRO 12MIRRY AN PMMNW SERVING
C121 MULCHING
C122 NETS AND BLANKETS
CM PIAUX CDn=G
C124 MOVING
C125 ""Sol"Hol""UPOSIDNG
C126 POLYACRILANIOE FOR SOIL EROSION PROIECIION
CIJO SURFACE ROUGHENING
CIJI GRADIENT TERRACES
C140 DUST CUNMI
6. PR07ECT SLOPES
CUT AND 12U SLOPES MALL BE PRITTECTED FROM AWSM AND CONCENTIMTRO FLOYS VAIM PERMANENT
CUM AND DRAWAGE CONTRIANCR SYSTRIT ARE M FCACIT
Bmpl�. C120 nIMPONRY AND PERMANENT SIMUMU
C121 mumm
C122 NETS AND BLANKETS
C123 PLASIX COVERING
C124 SODDING
C130 SURFACE ROUCHLNING
CIX GRADIENT TERRACES
CXO INERCEP70R DIKE AND SWALE
C201 GRASS -LINED CHANNELS
LILLY WA IER BARS
CM PIPE 51OPE DRAINS
OM SUBSURFACE DRAINS
0206 LEVEL SPREADIR
C207 CHECK DAMS
C208 TRIANGULAR SX T DIKE (GEOTEXITLE-ENCASED CHECK DAY)
7. PROTECT PERMANENT DRAIN INLETS
ALL PARIUMT SlIfilf AW MW WILL BE FROMM FROM SEDIMENT AND MIT-LAD&V ME,
Ru'.. cm swo Alum MET PROTECTION'
d STABILIZE CHANNELS AND OURETS.
TEMPORARY AND PERMANENT CONVEYANCE SYSTEMS SNAIL BE STABILIZED TO PREVENT 60SION DURING AND
Arm? CONSTRUCTION.
amplk C122 NETS AND BLANKETS
C202 CHANNEL UNING
C207 CHECK DAMS
C209 COMET PROJECITON
9. CONTROL POUUTAMIS-
ACT POLWITINIS, INCIAZONG TAFM 1017701114 ON-678 FUELING TAM AND
DRDWRINT SEENTS SMALL HE HANDLED AND DOWD OF IN A HOM IMT DOES NOT COMMUTER
STUBIZITER,
amplk cIsl commm HmBm
C162 SAYXUT71NG AND SURFACE POLLUPON PREVENTION
C153 MINIM DAME ==AND CONTADOW
C154 CONMTE WASHOUT AREA
C250 CONSTRUCTION SFMWAIFJ? CHEMICAL TREADUNT
C251 CONSTRUCTION STORMNA TER FILIRA RON
C252 HIC41 PH MTRAUIAROV USING CO2
0253 PH CONIROL FOR H16H PH WATER
III CONTROL DEMARDIMIa
CLEAN NON-USID DE-NIMBIG WATER CAN BE DISCHARGE) TO SYSTEMS TRIBUrARY TO OR DIRECILY INTO
SURFACE wAMLS OF THE STA7E PROM THE DE-WADWAO FLOW DOES NOT CAUSE EROSION OR fLOGAWO 70
RECOVING WATERS HIGHLY RMD OR CONTAMINATED OE-WAMUNG WATER SUILL BE HANDLED SEPARAMY FROM
STORMWAIM.
D. k'
pva
P.O. BOX 177, SILVANA, WA 98287
TEL: (360) 652-5820
ERflAIL: macengineering(dlfron tier. com
SMPS- C203 WATER BARS
C236 VEGETATIVE RL7RATION
It. MAINTAIN BMP'�.
IRS CONTRACTOR FILL PROYMN BMMN AND MAINTENANCE OF THE CONSTROCIIED BRP'� AND Bull
COSTLY ffM MEUT RWW At IN BRO OF M PROM
BMPS C 0 MATERIALS ON HAND
C160 CERMED ERORON AND SEDIMENT CONTROL LEAD
12. MANAGE THE PRO)ECT.
208 PINTLECT ELECT BE MANAGED IN A COOPAWATM EFFORT By 72W PROZAT MANORS CIRMOCTUR,
mcBM AND ELUT My RMCIDE, SWPFP'. SUILL BE ANALIFIND MESSIER SEEKS IS A CIMM AT
ME CMINUCTIAN SM ITAT MS OR COM HAVE A SIWIrANT HIM ON 7AE AMME OF
POWANIS III FATM OF IN STATS, BUMIRT THE CONSERUCTM PRO= IF [DOORMEN MISS
AIM TBAT CANNOT Be MMM ON SM, =1267MIN ACITETTY (WENT? MY SUPP JOUNMANCY)
SlIALL BE RAISED AD TBIT CITY LWWMR AND TITS PRONCT IUMM An IT) BE CITA71M AND
RMM OF IN MATION.
am'p's C160 MATERIALS ON HAND
C160 CERITRED EROSION AND SEDIMENT CONTROL LEAD
C162 SCREBBLERC
13. PR07ECT ON-SilE BMPS.'
ON -WE MRSIATER JOUIAGAMOINT SUPS USED FOR RUNOFF FROM ROCIS AND OTM INTO SURFACES
MaUTTS FRIL ITSIMITT RUUR DOWNSPOUT FOU W27WM OR INSPIOWN SYSIELIS ff"RATED
STRABUT CONARCTIOM, i6 GARIMTS NOW&TRIN SYSTM, PECHUM PIFEEMe, BRIEF FLOW
1IMMSTON, AND CONCENTRI[m FLOTAISPITHROM THE A)MS ON IRS SITE TV BE SM FOR THM
M S SWILL BE PROTECTED FROU SILTATION AD COMTACMN UUM CON37WM By 511DIRTIM
TUR CONSTRUCTIUM IN A FAMITIT TO INSIALL TAM MIPS AT TAN LATTER FAST OF T&F CINDIERUCTRIN
G&MG UPWAAMNS BY ATCLURVAG EQUIPMENT FROM IN BEMIS AND TO ASSUCTIM Alm:L AND BY
USING TO ERUTUN AND SEDIMENTATION CONTROL LOOPS I= MOT A01179NAL FOR
pEQqW=G TBEES Sm IT DURING FEE CONSIDUACTION PROCESS, MIND FUNUMAUTY, AND 1MVIRING
FLINCIIINIALITT AND RESTURNIT FUNMNAL17Y AIN NEDULD AT MIR FINAL STAGE OF TEE CUATBIWITITTIMIL
FROM AND ARE MOURD IN 7131 SPECIFIC HUP SECTIONS IN VOLUME IT OF TM MANUAL
LIMPS 0102, BUFFER ZONE
ciot, ME ITImuff nm
CM, INTERCEPTOR DIKE AND SWALE
C201: ORASS LINED CHANNELS
C207. CHECK OAKS
C2M RANGUL4R So. I DIKE (7SQ) (66011EXR&E-ENCASO CHECK DAM)
C21t BRUSH BARRIER
CM. or YET
CZ74. VEGENIED SIR#'
SITE GRADING AND SWPP NOTES
1. ERO-qaq AND SEDIMENTATON CONTROL SHALL COMPLY WIN INE MINIMUM REQUIRMENTS OF THE CITY.
NONCOMPLIANCE WRI THE EROSION CONTROL REITUREMENIS HARD? QUALITY REQUIREMENTS AND CLEARING
LAWLS WOLAROVS MAY RESULT IN REWICAnak OF PRoxcr PERvis; PLAN APPROVAL AND OW
FORECLOSURES
2. THE SMMNAIER POLLU17ON PRM77aV S 91L BE CONSTRUCTED PRIOR TO ANY LAW
AND CL,
EARIVJ!f� �GE
DISTURBANCE OR EXTEALSW L cm TH WE APPROVED TARGEAD PLAN. Vf5E
FACILITIES MUST BE SATISFACTORILY MAINTAINED UN71L CONSTRUCITON AND LANDSCAPING IS COMPLEIED
AND POIEN71AL FOR ON-91E ER09M HAS PASSED. SEDIMENT LADEN was SHALL Nor EN79? 7HE
NATURAL DRAINAGE SYSTEM.
.1 7HE VEL 0 a ISr RGLE FOR THE WATER QUALITY AS DEMDAW BY THE MONITORING
FFLAZESIV90 Y Un NEER 7HE PROAVT BOM'SlaSOL NAME AND PHONE NUMBER
ARE. MAC rVANEERN4 LLC 0 (425) SDI
4. ALL 91E WORK MUST COMPLY TO CHAPTER 18 OF THE INTERNATIONAL BUILDING CODE AND CITY
DEVELOPMENT CODE (TAIESFEDIDONST
5 ALL LAND DISTURBANCE WORK SiALL BE PEWMED IN ACCORDANCE WIN CITY STANDARDS:
& F OUT AND FILL IOPES EXCEED A MAXIMUM OF TOO FEET HOPJ20NTAL 70 ONE FL70T VERW44 A ROCK
OR CWCRE7 RECUNING WALL MAY BE REQUIRED. ALL ROCK REDUNING WALLS GINNIE? THAN FOVF
FEET IN HEIGHT ARE TO FOLLOW CITY STaFICARM AND TO BE DESIGNED AND CERDFIED BY A A
ENGINEER EXPERIENCED IN SOLS MECHANICS ALL WALLS EXCEMING JO" HIGH SHALL HAW A 4' HIGH
CHAIN LINK PENCE ALONG TOP
Z STOCKPILES ARE TO BE LOCATED SUCH IHAT SEGMENT WILL NOT LEAVE SITE TEMPORARY COVER ?W.)
SHALL CONSST OF HADROSEMING, MULCHING OR COVERING DISR#WO AREAS AND SRKK PILE NTH
PLASTIC 9JEFIVIO,
8. STRUCTURAL RACKFU AND CONFACTION OF VAULT, ROCKERY, RETAINING WALL FOOANGS AND WALLS; AND
ROADWAY TRENCH RESTORA770M SHALL SE MONITORED, INSPECTED, AND COMPACAON IESM) By A
LICENSED GE07ECHNICAL 'N"NEER FIELD DENSITY TESTS SHALL INDICATE A MINIMUM COMPACTION OF 95X
F
OF MAXIMUM DENSITY DETERMINED IN ACCORDANCE MITI ASTM D-1557-70 (MODIFIED PROCTOR�
OMAC77ON TEST RESULTS TO BE SUBMITTED 70 CITY WIN AS -BUILT DRAWNGS.
A IRE SURFACE OF ALL SLOPES STALL BE COMPACM). THIS MAY BE ACCOMPL1,5HED BY OlER-SUITONG THE
20'a IMEN CUTTING BACK TO FINAL GRADES, OR BY RUAIWING INE COMPACTOR OVER ME SLOPE AS
EACH FILL LIFT IS BEING PLACED ALL SLOPES i�ALL BE CONTACTED BY Off END OF EACH moxw DAY
10. EARBI QUANIHIES
CdCUTS & RILLS) SHOM ON PLANS ARE E577MAIES ONLY AND ARE NOT ADJJSTED FOR
P
ERAN90N OR C PACROM THE CONTRACTOR IS REPON-SIBLE FOR VERIFICATION OF ACTUAL QUALIHITIES
AS REQUIRELL
it AREAS TO RECEIVE FILL liHAU. &I PREPARED BY REMOVING UNOTABLE MATERIAL SUCH AS CONCRETE
SASS TREE STAMPS: SRUS9, AND TRASH.
12. FILL MATERIALS 91ALL BE AS SPEORED IN GENERAL NOTE L, UNLESS SHOW OTHERWSE ON PLANS
11 LAND DISRARANCE FROM OCRIBIR NI TO MARCH 31d IS NOT AMTTEO WIHOUT SPECIFIC APPROVAL
11 STABILIZING MEET) SOL 7HE CONTRACTOR SHAIL STABILIZE DENUDED AREAS AND SOX STOCK PILES AS
FouOm
F PERMITTED FROM OCTOBER I TO APRIL 30. NO SOIL MAY REMAIN EXPOSED FOR MORE IRAN 2 DAYS
b. FROM MAY I TO SEPTEMBER JD NO SOIL MAY REMAIN EX-m FOR MORE THAN 7 DAYS.
SOK STOCKPILES SHALL BE STABILIZED OR PROTECTED NTH SEDIMENT REIENBON BMP'� WIM 24 HOURS
OF IONA TOM
15 ALL TEMPORARY EIDSON AND SEDIMENT CONTROL MEASARES SHALL BE REWP WTHIN 30 DAYS AFTER
FINAL FINAL WE STABILIZATION 19 ACHIEVED OR AFTER THE TMPORARY SUPS ARE NO LOW NEEDED,
MAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED OR SITE. DISMED SOIL AREAS RESULTING FROM
REMOVAL SHALL BE PERMANENTLY STAOMIZED.
WET WEATHER GWING NOTES
1. THE CONSTRUCTION SEQUENCE MALL BE MOCIFIED TO MINIMIZE THE AREA OF SOL EXPOSED
2 EARINEN AREAS THAT ARE SUB"T TO CONTRIBUTING SEDIMENTS DURING S70RM EVENTS AND WHERE EARTH
NOVEIIENT IS NOT ANDOPAIED FOR 46-HOURS SHALL BE STABILIZED USING THE FOUDWO SHIPS
ROWELLING & MULCHING (4- THICK STRAW) OR 0011RING DISUSED AREAS AND STOCK PILES NTH PLASTIC
SHEEAND
I Kr NEAMER 7ESC MEASURES NIL BE EXPANDED TO INCLUDE CONSIRWRON AREA SrABILTZ41ION,
WD CaYSIR SINNCE EITIMENT IRAFS, AND ADDITIONAL SLT 119VICES F NECESSARY WNRR
IONS 74F N ER ON I
I a 7R SEOMENT CONTROL Bupl,. FROM Ocw&R I To APRIL 3a No SOL MAY
AMAIN EXPOSED FOR MORE IMAN 2 DAYS DDIERMSE NO SOL MAY REMAIN EXPOSED FOR MORE THAN 7 DAM
COVER PRACM- INE MENG VEGEFA17ON SHOULD BE LEFT UNDISTURBED WERE POSS49LE TO LINT
EROSIM DISTURBED AREAS WALL BE COWMI V47H MULCH, SOD. PLASTC OR MATRNG S70CKPILES OR
SLOPES SBEFFER THAN 2.,l SHALL BE SIARLIZED OR AR07ECO NTH SETIMENT RETENTION amps mm 24
HOURS OF FORMARCH. STRUCTURAL PRACRCE$.- Str FENCES AROUND THE PERIMETER WU PREVENT SEDIMENT
LADEN WERE ACITIVE GRACING IS IN PROGRESS IHE DIRECTOR MAY EXTEND IHE DEADLINE FOR SOIL
STARLIZ4RON UPON DEIERWNC INAT THE LIKELIHOOD OF ER09ON IMPACTS IS LOW BASED ON THE TYPE AND
AMOUNT OF SOX EXPOSED, 97F BIPOSRAPHY, THE POTBENTAL FOR DISCHARGE 70 CRITICAL AREAS AND LAKES�
AND OTHER FACTORS DISTUTEED AREAS SHALL BE COVERED WIN MULCH SOR PLASTIC OR MATTING, CIATING
CONSTRUCTION SHALL BE TIMED AND C&OUCTED IN STAGES TO MINIMIZE SOIL EXPOSURE
4. SOILS SHALL NOT BE DISIURNEU EXCEPT FOR ACTUAL CONSTRUC71ON ACTIVITIES PARKING IS ALLOWED ONLY ON
PAWD ANTIOR GRAVEL SURFACES
S SLOPES ITT AND GREATER NTHOVT ESTABLISHED GROUNDCOVER WILL HE STABILIZED W7H PLASTIC SHEETNC
RLARM,jE,rEEBNG SHALL BE ANCHOIn WIN SAND BAOS LOCATED 5-FEEr APART ON THE
UM)l ON
UAL AND aNDR ON ME REMAINDER OF THE SMING, A MINIMUM OF 2-FEET OVERLAP IS
REWTEO FLN OWRLAFFWG SHEETS
6 WATER DISCHARGED rpok INE grE KILL BE MONITORED FOR ILRUDITY THE MANUUM ALLOWABLE
BREVITY OF DISCHAROED KA TER NIL BE 5 NIU OVER BACKGROUND.
Z MEN RAWALL IS HEAVY RA AS RAINFALL HARD ENOUGH TO PRODUCE MARAIT RUN -Off FROM
F
W&DMIWAISL ZPOS?DS _481NIVORK SHALL BE COVEREU. NO OTHIR CONSIRUCVON AC71WTY SHALL
U SURFACES DURING THESE PERIODS OF HEAVY RAIR
8. ALL DRAINAGE SWALES SHALL BE FULLY WOEIAIM SMILES SHALL BE SODDED IF THE WGEIAUUV GROWING IN
THE SWALE IS WSUFFICIENI" TO PROVIDE NAUR QUALITY AND 70 PREVENT ER0570M OF THE SWALE.
9. FILTER FABRIC (ZOLEXALE FABRIG) SHALL BE INSTALLED BENEABI THE ENTIRE CONSTRUCTION ENTRANCE.
10. F THERE IS A MEASURABLE INCREASE IN BIE WWTY OF THE RECBVVVO WATER CREAM? PLAN 5 WEIS INE
WA IER IN THE TEMPORARY SEINIMITTAVON POND SHALL BE PUMPED TO UNDISTURBED VEGETATION ON SITE
BMP NOTES:
1, COVER PRACTICES
THE ENS71NG WGETA RON SIOULD BE LEFT U06WRBO MERE Possum, TO LINT EROSION. DISTURBED
AREAS SHALL BE COVERED NTH MULCH ANDIOR MA TFING. SIOCUPOES OR SLOPES STEEPER THAN 2-1
SHALL BE COVERED NTH PLAS77C SHEETING HELD IN PLACE WIN SAND IIAGS.
DA TE IUFWSONI�SSUED
MINIM ISSUED
06/13/79 REVISED PER CITY COMMENTS
CALL 48 IRACTOR MALL VERIFY THE LOCA RON OF ALL
YOU " unlu PRIOR 70 ANY CONSIRUCRON. AGENCIES INVOLVED
91ALL BE NUTTED W7NN A REASONABLE ME PRIOR TO
"00-424-Wa IKE START OF CONSU?UCIION.
PERMANENT COVER SMP (HYDROSEEDING GENERAL NOTES)
CONSTNACTION ACCEPTANCE WIL BE SUBECT 70 NEU ESTABLISIED GROUND COW? THAT FULFILLS
L THE REQUIREMENT Or 7HE APPROVED CONSIRUCIION PLANS AND 7HE CITY.
Z ALL LAND DISTURBANCE AREAS SUCH AS DERENIAIN FACILIDES ROADWAY SACK -SLOPES M SHALL
BE SEEDETI NTH A PERENNIAL GROUND COVER MASS 70 MMa Fd?OSM. GRASS SEEDING KL BE
DOME USNG AN APPROVED HYDROSEEDER OR AS 01HERM-IF APPROVED BY THE CITY.
J. PREPARATION OF SURFACE. ALL ARFAS TO BE SEEDED SHALL BE CULTIVATED TO THE S477SFACIION
OF THE M INSPECTOR INIS MAY BE ACCOMPLISHED BY SIXINa RAKING, HARRONNG OR OW
ACCEPTASLE MEANS
4. IMMEDIATELY FMLOWNG FINTSH.GRAOIVU PERMANENT WGEIABUN (CONSISING OF RAPID PMSMVT
AND LEGUME) NIL BE APPLIED. (MIMMUM 801 PER ACRE). INS IS TO INCLUDE IHE FaLOWNC. 40%
PERENNIAL RM 409 RED FEWUE, IOX WTE DUTCH CLOVER, IOZ COLONIAL OBVIORASS, HYDROSEED
REWREIL
5 FERIAL&M.- SHALL BE APPLIED AT 4001 PER ACRE OF 10-20-20 (10 lb. PER 1,100 SQUARE FEET) OR
EQUIVALENT
POTENTIAL POLLUTANTS
THERE ARE 7HREE TYPES OF POTENTIAL POLLUTANTS DIAT THIS SNPPP IS INTENDED TO ADDRESS
1. HAZARDOUS CHEMICALS
2. PETROLEUM PRODUCTS
a SEDIMENT
REASONABLE CARE AND DISCRETION SHALL BE EXERCTSED TO PREVENT DAMAGING W ENWROYMENT
1HROUGH A RELEASE OF ANY OF X WE TYPES OF POLLURON. THIS SWPP IS TO BE CONSIDERED A
GUIDE, AND REPRESENTS ONLY INE MINIMUM STANDARD Or CAW 70 BE PRACTICED DURING Tif
CONSTRICTION PHASE OF THIS PIRIECT A GERNIED EROSION AND SEDIMENT CON7ROL LEAD (CESCL) 5HALL
BE RESPOASIRE FOR EVALUATING THE CONGUIONS AND POLLUTION POMNITAL ON THE PR&ECT 21F AT ALL
IlMES AND DEIMMG WHIT AWRONAL MEASURES NED 70 BE &ACTED 70 PROTECT INE 01WONMENT
INIS MAY INCLUDE STEPPING COUSIRUCHON UNTIL CUNDVIKNS CHANCE SUCH THAT INE DANGER TO THE
Fvvwomwr HAS sEav mommED
HAZARDOUS CHEMICALS
HAZARDOUS CHEMICALS SUCH AS CLEANING AGENTS AND SOLVENTS SHALL BE STORED IN AN APPROVED
CHEMICAL STORAGE FACAITY(US), LOCATED IN THE EQUIPMENT STALING AREA, Wfav UqNG CHEMICALS
DURING CONSINUCRON ACTIVITY, CARE SHALL BE TAKEN TO GUARD AGAINST SPILLAGE. IN INE EVENT OF A
CHEMICAL RELEASE, IHE APPROPRIA IE AURIORINES ARE TO BE N07FYED AID THE SPILL IS 70 BE CLEANED
UP AMEDTA IR Y.
PETROLEUM PRODUCTS
INE CONSTRUC77ON SITE 15 70 BE FR07ECTO AGAINST EXCESSW PETROLEUM POLLUTION. ALL CONSTRUCTION
EQUIPMENT AND MOCIES 511ALL HAW A REG" MAINTENANCE SCHEDULE; AS RECOMMENDED BY THE PRODUCT
MANUFACTURER!, W771 PARDC" ATIENIMICARE BEING PAID 70 LOCA71ONS INAT ARE COMMONLY KNOWN 70
LEAK LUBRICANTS " MOVERY OF AN UNSAWACTORY PART IHAT WHIHEIEomar sHALL NOT BE
OPMAIED UNTIL IT HAS BEEN FIXED AWRONALLY, ALL OIL AMID REFUELING OPERATIONS ARE TO BE CONDUCTED IN
A DESIGNATED AREA 7HAT HAS BEEN PREPARED TO PREVIWT IHE LOSS OF SPILLED OXAEL TO BE ENVIRONMENT
1HROUGH THE USE OF A LAMR, 5P#-L IRAP ON OW MEANS
SEDIMENT
WE RELEASE Or SEDIMENT TO ME 0WRONMENT SIALL BE PREVEWIED AT ALL TMES: IME FOUCIIING BmPS ARE
10 BE CONSIDERED THE MINIMUM PROTECTION MEASURES-
0. ME DIS7RIBUTIONITRACKING OF MUDISEMENT ONTO ROADS FROM CONSTROCRON EQUIPAENTIMENKXES SHALL
BE PREWIHEU BE CONSTITACRON 517E SHALL BE ACCESSED VIA A ROCX COALSMUCTON EIVULANCF
UNDERLAIN BY A GEO-TEXRLE FABRIC, IKE CONSIRUCIFON ENTRANCE "a BE EXTENDED F NECESSARY TO
PROOF ACCESS TO IW EMPLOYEE FAMING AND EQUIPMENT STAGING AREAS PRIOR TO LEAVING THE
CMNW710N SITE COVSNUC71ON EVAMENTIWICLES SMALL BE hVSTC7ED FOR MODADMIDIT AND ALL
WffLS AND RWACES ARE 70 BE BRUSIED/aEANEDINSHED AS NECESSARY MAUR 70 LEA MG THE
CONSIRUCRON SITE. ADORIONALLY, THE EWSUNG PAVEMENT OF ROAD SYSTEMS AITMCEMT 70 THE PRacCT
97E WEL SE SWT DAILY MEN SEDIMENT 15 TRACKED OFF STE
2 COVER MAWALS 01 STRAW, MULCH OR PLASTIC SIM% SHALL BE STOBEv ON 91r IN SUFFICIENT
QUANTITIES 91CH INAT ALL PORTIONS OF EXPOEED EARTH CAN BE COMPLETELY COVERED 70 PREVENT EROSM.
RUNOFF FROW 7HE AREA THAT IS PROPOSED TO BE DISTURBED SHALL BE INTERCEFIED BY INTERCEPTOR
CHANNELS AND CONIEW TO A IrMPORARY SSOMENTABON POND. DIXIVROF FROM THE IEMPORARY FORD
WTI. BE THROUGH A GRA Wl FILM? COME TO IRE EXISTING S70RM SYSTEM
J 71E PLANNED CONSIRUCTION ACTIW71ES VALL BE EVALUAIED ON A DAILY BASIS 7AKING INTO CONSIDERAPON
UIE LATEST WEADID? FOREC4ST 7HE WEARER FORECAST SHAU. DICTATE WIERIER LARGE-SCALE EARTH
MOVING OPERAITONS SHAUL COAdENCE OR CONTINUE IF PRECIPIT47ION OCCURS DURING CONSIRUCROM ACTIVITY,
AND IS INIMSE ENOUGH TO "NERAIF ROW ALL EARBI MOVING AC17WTES SHALL CEASE AND EXPOSED
EARTH SHALL BE COVERED TO PREVENT EROM NOTE PRECRTA77ON PERWSTS RIE ONLY CONSTRUCOON
ACTIVITY THAT 2MU. BE ALLOWED ARE THOSE ACIIW71ES ffWRED TO MAINTAW EVS7hVG EROSION CONNOL
MEASURES INSTALL NEW EROSION CONTROL SUPS AS NECESSARY AND NON-EROSADNI�EDVRENT GENERAIING
ACRV117ES
4. 0ONSIRUMON ACRWRES 91ALL BE PHASED TO ANIM12E INE SURFACE AREA OF EXPOSED) EARTH AT ANY
GIVEN THE THE CLEARINGIGRADING LIMITS ARE IDENTIFIED ON THE PLAN BUT
a SPECIFY SWP FOR CLEANING PAVEMENT SURFACES AT THE END OF EACH WORKING DAY
9 U CA Ml
JUN 14 2019 BY
PFN. BLO20181267
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
CITY ENGNEEMNO DIVISION
f
HICKS CHILDMNS TRUfF
FULL DRAINAGE
S WPPP NO TES
PROJECT NO.
180,453
SECTION 24, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.y SNOHOMISH COUNTY, WA
GRAPHIC SCALE
0 5 10 20
i - 60m, �
IN FEET
LA TU . NA VD 88
NE UPPER FLANGE BOLT OF HYDRANT 16W
& 121E OF SE CORNER OF THIS PARCEL
ELEVAPON = 164.25 (NAW 88)
Y1
J 0
1, 2DI
OF GRADE BOARD= 14&M
STORM DR41NAGE NOTES:
L F CATCH 6AS11V RIM TO INVERT ELEVATION EXCEEDS 5 FEET, A TYPE #
MANHOLE WU. BE REQUIRED.
2 FOOTWO DRAINS KILL OUUT TO PROPOSED DISPERSION TRENCH SYSTEM
CONIRACTOR WLL CONSIRUCT THE FOOTING DRAINS WIN A MINIMUM FREE
BOARD FROM THE TOP OF DOE PROPOSED DISPERSION RIENCHES TO AVOID
POIENRAt BACKWAUNG RITER TO THIS 9ifrT FOR SPEORED INVERT
ELEVA17ONS AND CUUT LOWONS FOR FOOHNG DRAINS, AND RIM & INVERT
EIEVA M FOR DISPER-SION TRENCHEI
CITIMOTOR TO CONNECT U SS STUB
TO PROPOSED SFR AS IDENTIFIED IN
SEVER M07ES
Ex. S5
S �U�_\\
t
RECORD OF SURVE
ALL, 71PG. 124
xf VEX. �_x x _Y�
FENCE
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-------------- --- --- ---------- ------------------- -------------------------- 7 ---------- -------------- i
10
-EX FENCE EX. FENCE
X
D. keo
PJACIPIGlifffiff6l
P.O. BOX 177, SILVANA, WA 98287
TEL: (360) 652-5820
EhIAIL. macengineering0fron tier. com DATE'
Note: Depression shown in topo
appears to be relic from previously
removed below -grade pool and is
not a permanent depression
providing stormwater attenuation.
SURVEYOR
GWINGESTIMATE
DATF
REV190NIISSUED
CUT. 290 Cyli,
FILL: 290 CY�
09114AB
ISSUED
REVISED PER CITY COMMENTS
us HEBB SURV"Na LC
362 BUCK LOOP ROAD
SE WA 9&V2
PHONrTH
('j) 681-4856
THE GRADINO ESILMA IE PROVIDED FOR
THESE PLANS IS APPROXIMAIE, ACTUAL
GRAOING VOLUMES MAY VARY.
CALOXATIONS 00 NOTACDOUNTFOR
VARIOUS VQUIVERC OfMGES DURING THE
EARTH WORK PROCESS
1HE 11NIRAOTOR SIALL VERIFY HIE LOCA RON 117 AIL
UPURES PRO 10 ANY CONSIRUCROM AGENCIES INVOLVED
91ALL BE N071RED RIM A REASONABLE TIME PRIOR 70
IRE START OF CONSIRUCRON.
EX MAIUIOX
M,
Ex PP
REIAII
:SU 3 BY.
JUN 1 q 2019
ZR-M
APPROVED FOR CONSTRUCTION
CITYOFEDMONDS
CITY ENGINEERING DIOSION
PFN. BLD20181267
HICKS CHILDMNIS TROY
FULL DRAINAGE
GRADINGIDRAINAGE PLAN
PROJECT MO.
180453
r GRATE
p
-FILTER SOCK WITH
OVER FLOW HOLES
no!R�ZWCK NTH (IYP)
HOLES
H BASIN
NOTU,
CATCH BASIN 1. CONTRACTOR/DEVE)OPER SHALL MWNTAIN
THIS APPLICATION AT ALL TIMES DURING
CONSTRUCTION PERIOD.
2. ANY S IMENT IN CATCH BASIN INSERT
SMALL. BE REMOVED WHEN INSERT 19
ONE-THIRD FULL.
3. CITY INSPECTION REQUIRED ON ALL
EROSON CONTROL METHODS BEFORE
OTHER WOW CAN BEGIN,
REVISION DATE
TEMPORARY JANUARY 2018
CITY OF EDMONDS SEDIMENT TRAP
PUBLIC WORKS FOR CATCH BASINS STANDARD
DEPARTMENT DETAf1_
APPROVED BY: R. ENGLISH ER-902
Cast iron grates. is -
Weight: 18 the.
FIRE IULOWANOES
PIPE -TERINIL orSIDEA1.1M.U.M.RR
REINFORCED OR 12'
PLAIN CONCRETE
ALL MIETAIL PIPE 15,
SEE APPLICABLE STANDARD DEIAILS STDPSSP- 12*
(WSDI EC 9-05.20)
SOLID WALL PVC 15"
(WSDOT STD SPEC 9-0512.(l)),
IS,
(IIISDOTMOTIDLESPEACLL9 05.12
- CORRUGATED POLYETHYLENE
STORM SEWER PIPE
4'� IS-, OR 12-
NOTES:
REM SECnON 1. CATCHWBASINS SHALL BE CONSTRUCTED IN ACCORDANCE
WITH SDOT STANDARD SPECIFICAnON 9-05.51)(3).
2. AS AN ACCEPTABLE ALTERNATIVE TO REBAR. WELDED WfRE
FABRIC HAVING A MIN. AREA OF 0.12 SQUARE INCHES PER
FOCIT MAY BE USED. WELDED WIRE FABRIC SHALL OOMPLY
To ASTM A497 (PASHTO m 221). WIRE FABRIC SHALL NOT
BE PLACED IN KNOCKOUTS.
3. APPLY NON -SHRINK GROUT TO INSIDE AND OUTSIDE OF
ALL JOINTS, RINDS. 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.
5. THE MAX DEPTH FROM THE FINISHED GRADE TO THE
PIPE INVERT IS 5'-0'.
S. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION
AND RISER SECTION SHALL HOT EXCEED 1/2-/Fr.
7. CATCH BASIN FRAME AND GRATE SHAUL BE IN ACCORDANCE
WITH STANDARD SPECI DNS. MATING SURFACES SHALL
BE FINISHED TO ASSURE NON -ROCKING FIT WITH ANY
COVER POSITION.
(MEASUREMENT AT THE TOP OF THE BASE) 8. VERTICAL EDGE OF RISER SHALL NOT BE MORE THAN 2'
FROM VERTICAL EDGE OF CATCH MIN WALL.
RE)ASION DATE
JANUARY 2018
CITY OF EDMONDS CATCH BASIN TYPE I
PUBLIC WORKS STANDARD
DEPARTMENT DETAIL
APPROVED BY! R. ENGLISH SD-303
SUPPORT P STS *EID CAP OR 11_11
UNDERDRAIN PIPE OTHER
C C
P = D
U TO
DISPERSION TRENCH(ES)
IF NECESSARY
TYPE 1 0" I-L CATCH TYPE I OR
BASIN W/SOUD COVER I-L CATCH
PER STO DETAIL BASIN W/SOLID
OR SD-304
SD-303 COVER PER
SM DETAIL
OR
-"4
7PIPE FROM
ROOF
DOWNSPOUT
NOTCHED GRADE 4.
8 10' (MIN)
GARD, 2".2"
NOTCHES. 18" 0.
PLAN
HTS
TYR)
FIRE IULOWANOES
PIPE -TERINIL orSIDEA1.1M.U.M.RR
REINFORCED OR 12'
PLAIN CONCRETE
ALL MIETAIL PIPE 15,
SEE APPLICABLE STANDARD DEIAILS STDPSSP- 12*
(WSDI EC 9-05.20)
SOLID WALL PVC 15"
(WSDOT STD SPEC 9-0512.(l)),
IS,
(IIISDOTMOTIDLESPEACLL9 05.12
- CORRUGATED POLYETHYLENE
STORM SEWER PIPE
4'� IS-, OR 12-
NOTES:
REM SECnON 1. CATCHWBASINS SHALL BE CONSTRUCTED IN ACCORDANCE
WITH SDOT STANDARD SPECIFICAnON 9-05.51)(3).
2. AS AN ACCEPTABLE ALTERNATIVE TO REBAR. WELDED WfRE
FABRIC HAVING A MIN. AREA OF 0.12 SQUARE INCHES PER
FOCIT MAY BE USED. WELDED WIRE FABRIC SHALL OOMPLY
To ASTM A497 (PASHTO m 221). WIRE FABRIC SHALL NOT
BE PLACED IN KNOCKOUTS.
3. APPLY NON -SHRINK GROUT TO INSIDE AND OUTSIDE OF
ALL JOINTS, RINDS. 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.
5. THE MAX DEPTH FROM THE FINISHED GRADE TO THE
PIPE INVERT IS 5'-0'.
S. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION
AND RISER SECTION SHALL HOT EXCEED 1/2-/Fr.
7. CATCH BASIN FRAME AND GRATE SHAUL BE IN ACCORDANCE
WITH STANDARD SPECI DNS. MATING SURFACES SHALL
BE FINISHED TO ASSURE NON -ROCKING FIT WITH ANY
COVER POSITION.
(MEASUREMENT AT THE TOP OF THE BASE) 8. VERTICAL EDGE OF RISER SHALL NOT BE MORE THAN 2'
FROM VERTICAL EDGE OF CATCH MIN WALL.
RE)ASION DATE
JANUARY 2018
CITY OF EDMONDS CATCH BASIN TYPE I
PUBLIC WORKS STANDARD
DEPARTMENT DETAIL
APPROVED BY! R. ENGLISH SD-303
SUPPORT P STS *EID CAP OR 11_11
UNDERDRAIN PIPE OTHER
C C
P = D
U TO
DISPERSION TRENCH(ES)
IF NECESSARY
TYPE 1 0" I-L CATCH TYPE I OR
BASIN W/SOUD COVER I-L CATCH
PER STO DETAIL BASIN W/SOLID
OR SD-304
SD-303 COVER PER
SM DETAIL
OR
-"4
7PIPE FROM
ROOF
DOWNSPOUT
NOTCHED GRADE 4.
8 10' (MIN)
GARD, 2".2"
NOTCHES. 18" 0.
PLAN
HTS
TYR)
2" GRADE
GENERAL NOTES:
NOTCHES (TYR)
NOTCH DEN
1. REFER TO TH 2017 CITY OF EDMONDS
STORMINATIER ADD NDUM FOR SETBACK AND
IN BILITY REQUIREMENTS.
2".12' PRESSURE TREATED GRADE BOARD
VEGEATED
RA
FLOW PATH, -15% MAX FOR OONTROL/WATER
. MAX
S OTE FLOW �
EE�N E I ;'L
NOTES:
QUALITY TREATMALTOWIN RURAL AREAS.
20% MAY-'
L
1. A VEGETATED FLOW PATH M ST BE PROVIDED
IN ACCORDANCE THE 2017 CITY OF EDMONDS
.11. DE.DUM REQUIREMENTS.
SOLT
WAS ED GRAIN
ROCK. SEE NOTE 3
S., (MIN 0-cif PER W-S-DOT-SPEC.
,-,j,<9-O5.2(6). LAID LEVEL
ULF.
S 4'
C :
OTE 2 4*.e PRESSURE
UNDISTURBED TREATED SUPPORT POST
NATIVE SOIL
IECTION
NTS
2. GEOTEXTILE SHALL CONFORM TO
9 LE FOR SEP=.SFEC.
N;N��2(1)� GEOTE
N TYPE.
3. WASHED RAIN R00
WSD SPEC. 9-03.
FOR DRYWELLS. I
_I TYPICAL DISPERSION
CITY OF EDMONDS1 TRENCH WITH NOTCHED
PUBLIC WORKS GRADE BOARD
DEPARTMENT
6' COMPACMD SUB -BASE OR NATIVE MAMMAL
SUBGRACE COMPACIED TO 95X MAX. DENSrY
(NODIRED PROCTOR).
APPROVED W: R. ENGLISH
REViSION DATE
DECEMBER 2111
STANDARD
DETAIL
SD-632
Regular section
Weight: 270 lb..
4,lNSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFHER EACH RAIN
PROJECT MIN LENGTH OF (FEET)
SIZE QUARRY SPA
LI/4 ACRE SO
* I ACRE so
* 3 ACRE 100
* 3 ACRE 100
-PROVIDE B OR ASP ALT
TRANSITION WHERE F ONTAGE
ROAD IS AN ARTERIAL
LEN H TO BE DETERMINED
BY CITY INSPECTOR. CITY INSPECTION REQUIRED ON
ALL EROSION CONTROL METHODS
BEFORE OTHER WORK CAN BEGIN
N DATE
Y I
STABILIZED CONSTRUCTION1 J`..u"�"RM20
CITY OF EDMONDS ENTRANCE
PUBLIC WORKS STANDAR7
DEPARTMENT DETAIL
APPROVED BY, R. ENGLISH ER —
AREA TRENCH DRAIN&UZ CONCRETE
X
PART FVOID OR AP IED EQUAL)
CWR CONCRETE
Cm. CSTC
LAIPAcim SUB-BAX OR NATIME NAWWAL
WAVE CWAC7ED TO = MAX, OWN
m PRvCm;
TRENCH DRAIN DETAIL
MT.S. (@
EX GROUhD 12' EDGE
IZ
4' CENINT CRERE
8,),7
2- 51 NUS ISTC��
COMPACTED SURWAaE
6' COMPACIED SUB -BASE OR NA71PE
MA MRIAL SUB -GRADE COMPACTED 70
ASIT MAX D&V9TY (AI PROCIOR�
CONCRETE DRIVEWAYSECTION
N, T S.
�� D.
P.O. BOX 777, SILVANA, WA 98287 NAL
TEL: (360) 652-5820
EMAIL: ma c engin e erin 9 V fro n tier. c om DATE'
(DTHE MINIMUM LENGTH SHALL BE EXTENDED AS NECESSARY TO ENSURE MATERIAL IS NOT TRACKED OFF SITE
AND/OR INTO THE PUBLIC RIGHT-OF-WAY.
Q ATO DRIVEWAY RAMP AND/Oft SITE ACCESS ROAD 15' WIDE MIN. SEE TABLE BELOW FOR REQUIRED LENGTH.
1. SURFACE WATER - ALL SURFAC WATER FLOWING OR DWERTED TOWARD CONSTRUCTION ENTRANCES SHAUL BE PIPED
ACROSS THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED .
2 ' MAINTEWME - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING
OF SEDIMENT Off SITE ANO/OR ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH
ADDITIONAL QUARRY SPAULS AS CONDITIONS DEMAND AND REPAIR ANDIOR CLEANOUT OF ANY MEASURES USED TO
TRAP SEDIMENT. AU_ SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED OFF SITE AND/OR ONTO PUBLIC
FsGKT-OF-WAY MUST BE REMOVED IMMEDIATELY.
J. WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO LEAVING THE SITE. WHEN WASHING IS USED, IT SHALL
BE GONE ON AN AREA STABILIZED WITH QUARRY SPALLS AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING
DEVICE.
End section pro,lded with
4' knockout
Weight: 290 lbs,
CONCRETE TRENCH DRAIN DETAIL
NTS�
FULL WIDTH
ESS/EGRESS
RADIUS
PPROACH ON=
(Ds%= EDGE
EXISTING ASPHALT
STREET RES
WMIM IMA 2
2�5/8' MINUS CSTC
COMPACTED SUROWE
SAWCUT AND USE TACK COAT BETWEEN ROAD TO DRIVEWAY APPROACH JOINT. SEAL JOINT WITH AR4000 SEALER.
(D DRIVEWAY APPROACH TO BE 4- HIM CLASS 1/2* RD 6�22.
SUSGRADE SHALL BE COMPACTED TO 95% mAmmum DENSITY.
TO- EDGE RADIUS.
HMA SHALL BE PLACED FROM EDGE OF EXISTING STREET. A MINIMUM DWMCE OF 20-FT OR TO PROPERTY LINE
WHICHEVER IS GREATER.
REVISION mw
DRIVEWAY APPROACH MAY 2.U.
CITY OF EDMONDS TYPE VI
PUBLIC WORKS STANDARD
DEPARTMENT DETAIL
�I. lis, APPROVBO BY. R. ENGLISH TR-546
DA TIT RE00NIlSSUED
091"1'8 1111,510
06/m/19 REVISED PER CITY CGM&%WrS
ME CONNAC7ON TAU VERIFY THE LOCANON OF ALL
UnUMS PRIOR 70 ANY
TW A REASONABLE TIME PRIOR TO
7RUCNON
�&Mx�'E I,, - Im , am - INHOL
6 SrART OF LMS
R E 3 ur, 0
JUN 14 2019
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
CITY ENOWERING Ofmav
DA TE.
BY. -
PFN. BLO20181267 PROJECT NO.
f 180453
HICKS CHILDIUNS TRUff I
Dbya
FULL DRAINAGE C5
DETAILS I OF- 5
N DATE
Y I
STABILIZED CONSTRUCTION1 J`..u"�"RM20
CITY OF EDMONDS ENTRANCE
PUBLIC WORKS STANDAR7
DEPARTMENT DETAIL
APPROVED BY, R. ENGLISH ER —
AREA TRENCH DRAIN&UZ CONCRETE
X
PART FVOID OR AP IED EQUAL)
CWR CONCRETE
Cm. CSTC
LAIPAcim SUB-BAX OR NATIME NAWWAL
WAVE CWAC7ED TO = MAX, OWN
m PRvCm;
TRENCH DRAIN DETAIL
MT.S. (@
EX GROUhD 12' EDGE
IZ
4' CENINT CRERE
8,),7
2- 51 NUS ISTC��
COMPACTED SURWAaE
6' COMPACIED SUB -BASE OR NA71PE
MA MRIAL SUB -GRADE COMPACTED 70
ASIT MAX D&V9TY (AI PROCIOR�
CONCRETE DRIVEWAYSECTION
N, T S.
�� D.
P.O. BOX 777, SILVANA, WA 98287 NAL
TEL: (360) 652-5820
EMAIL: ma c engin e erin 9 V fro n tier. c om DATE'
(DTHE MINIMUM LENGTH SHALL BE EXTENDED AS NECESSARY TO ENSURE MATERIAL IS NOT TRACKED OFF SITE
AND/OR INTO THE PUBLIC RIGHT-OF-WAY.
Q ATO DRIVEWAY RAMP AND/Oft SITE ACCESS ROAD 15' WIDE MIN. SEE TABLE BELOW FOR REQUIRED LENGTH.
1. SURFACE WATER - ALL SURFAC WATER FLOWING OR DWERTED TOWARD CONSTRUCTION ENTRANCES SHAUL BE PIPED
ACROSS THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED .
2 ' MAINTEWME - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING
OF SEDIMENT Off SITE ANO/OR ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH
ADDITIONAL QUARRY SPAULS AS CONDITIONS DEMAND AND REPAIR ANDIOR CLEANOUT OF ANY MEASURES USED TO
TRAP SEDIMENT. AU_ SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED OFF SITE AND/OR ONTO PUBLIC
FsGKT-OF-WAY MUST BE REMOVED IMMEDIATELY.
J. WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO LEAVING THE SITE. WHEN WASHING IS USED, IT SHALL
BE GONE ON AN AREA STABILIZED WITH QUARRY SPALLS AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING
DEVICE.
End section pro,lded with
4' knockout
Weight: 290 lbs,
CONCRETE TRENCH DRAIN DETAIL
NTS�
FULL WIDTH
ESS/EGRESS
RADIUS
PPROACH ON=
(Ds%= EDGE
EXISTING ASPHALT
STREET RES
WMIM IMA 2
2�5/8' MINUS CSTC
COMPACTED SUROWE
SAWCUT AND USE TACK COAT BETWEEN ROAD TO DRIVEWAY APPROACH JOINT. SEAL JOINT WITH AR4000 SEALER.
(D DRIVEWAY APPROACH TO BE 4- HIM CLASS 1/2* RD 6�22.
SUSGRADE SHALL BE COMPACTED TO 95% mAmmum DENSITY.
TO- EDGE RADIUS.
HMA SHALL BE PLACED FROM EDGE OF EXISTING STREET. A MINIMUM DWMCE OF 20-FT OR TO PROPERTY LINE
WHICHEVER IS GREATER.
REVISION mw
DRIVEWAY APPROACH MAY 2.U.
CITY OF EDMONDS TYPE VI
PUBLIC WORKS STANDARD
DEPARTMENT DETAIL
�I. lis, APPROVBO BY. R. ENGLISH TR-546
DA TIT RE00NIlSSUED
091"1'8 1111,510
06/m/19 REVISED PER CITY CGM&%WrS
ME CONNAC7ON TAU VERIFY THE LOCANON OF ALL
UnUMS PRIOR 70 ANY
TW A REASONABLE TIME PRIOR TO
7RUCNON
�&Mx�'E I,, - Im , am - INHOL
6 SrART OF LMS
R E 3 ur, 0
JUN 14 2019
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
CITY ENOWERING Ofmav
DA TE.
BY. -
PFN. BLO20181267 PROJECT NO.
f 180453
HICKS CHILDIUNS TRUff I
Dbya
FULL DRAINAGE C5
DETAILS I OF- 5
ME CONNAC7ON TAU VERIFY THE LOCANON OF ALL
UnUMS PRIOR 70 ANY
TW A REASONABLE TIME PRIOR TO
7RUCNON
�&Mx�'E I,, - Im , am - INHOL
6 SrART OF LMS
R E 3 ur, 0
JUN 14 2019
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
CITY ENOWERING Ofmav
DA TE.
BY. -
PFN. BLO20181267 PROJECT NO.
f 180453
HICKS CHILDIUNS TRUff I
Dbya
FULL DRAINAGE C5
DETAILS I OF- 5
';OF LOT C—
R�
OF
S* AMD
E OF —ER
#4 F?'�/ 8 RV 16� a �k
o.o� o�oA8P;M
C�&Lr
T DO OR
-1— OF DILAPID— �000
0.1� & O.A OF —NER
u I IT
SITE/&RAE�IN PLAN
o io 2o
S4b�
sid. V=11-2 "l—
R— 's,
Qh,
Hdat
ARCHITEr-T
TROY CLYMER
ARCHITECTS NORTHYiEST INC
I&qIS - 142ND AVE NE / SUITE 100
,40OVINVILLE, YqA.qao.72
F: 425 4a5 41400
STRUCTURAL EN&INEER
MIKE MITC44ELL
M TCHELL ENGINEERING,, INC,
'7a2i 165th AVE Nr
REDMOND, AA qaO52
PHONE: 425-5&1-'1581
EMAIL: MITC+ELLEK&INEERIP,91HC4COMCASTNE:T
Lu
Lu
3:
u
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tu
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ENGINEERING I)IVIS"
3TZ�� q
CITY (C(D?y
RESUB
JUN 17 2019
PRCFi--R7Y ADDRESS
1001 OLYMFIC AVE
EDMONDS,
HE16HT CALO
Nfi-MER-S TAKEN FROM EX. &'A�
POINT
ELEVATION
E
155.10
—
El
150.00
14550
IrL20
TOTAL. (A-D)
615,00
AVG. EX. GRADE:
155.45
MAX. RIDGE (.259
115.45
PROPOSED HIGH ROOFr
I-MAI
PROPOSED HIGH ROOF 15 O.54'UNDER
HEJ&HT LIMIT. SEE �LEVAT]Otl SHEET A"I
FO'R BUILDING, HEIGHT',. ;
LOT COVERA&E
LOT AREA.
HOUSEI&ARA62 AREA,
�94 5.�.
FCRCH/PATIO AREA:
r2r, S.F.
TOTAL AREA: -1
/ 5 Fl—oo—%
IMPERVICL15 A EA
LOT AREA:
la,54-1 S.1
ROOF AREA1
5561
PORCH/PATIO ARZEA:
12 a S.F.
-z;p--ivEv4AY/AALKy4AY AREA:
-0-7 S.F.
TOTAL AREA:
5-122 S.F.
SI.Ia%
4
MINIMUM
I i1fill I
I
1
11100
0
0 11111
1111!
1
OUR
-1071M
0,
__zzz_mn_
11111 'rill
(KALLS 4 HAPDKARE)
CGFO��JIJNNDATION
5HEAR NALL5 I HARDINARE uppeR rLoop, - sl-.EAP, nALL5 4 HARDvimm
UPPER FLOOR - PRAMIN& 4 DETAILS
4
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