HomeMy WebLinkAboutBLD-2025-0358 - RESIDENTIAL SINGLE FAMILY BUILDINGPARCEL: P127674
LEGAL DESCRIPTION:
APPLICANT: Jason Sterling
2018 R AVE
Anacortes, WA 98221-0319
360.395.9747
OWNER: RR SUMMIT NW LLC
UNKNOWN
ANACORTES, WA 98221
VALUATIONS:
Estimated construction cost 698400.00 $698,400.00
FEES:Paid Due
Sewer Inspection Fee $65.29 $0.00
SFR TRANSPORTATION
IMPACT FEE
$3,501.13 $0.00
SFR or duplex site plan review $60.00 $0.00
Building Permit Fee $4,179.00 $0.00
State Building Code Council fee $6.50 $0.00
STORM DRAIN GFC ONE ERU $2,116.00 $0.00
Storm Water Review Sq Ft $343.28 $0.00
Park Impact Fee SFR $1,644.37 $0.00
Plan Review Fee $2,716.35 $0.00
Mechanical and plumbing
remodel fixtures fees
$381.35 $0.00
Fire Impact Fee EMS Portion $438.93 $0.00
Fire Impact Fee Fire Portion $123.81 $0.00
SFR SEWER GFC $11,684.00 $0.00
Consultant/3rd Party Review
Fee - Other
$664.57 $0.00
OTHER:Frantz, Aimee
2018 R Ave.
Anacortes, WA 98221
3602937431
PRIMARY
CONTACT:
Headrick, Debbie
2018 R Avenue
Anacortes, WA 98221
360-293-7431
PRIMARY
CONTACT:
McCormick, Jeremy
2018 R ave
ana, WA 98
3602021804
PRIMARY
CONTACT:
Whitlock, Steve
2018 R Ave
Anacortes, WA 98221
(360)661-0944
CONSTRUCTION CONTRACTOR:STRANDBERG CONSTRUCTION INC
2018 R Ave
ANACORTES, WA 98221
360-293-7431
License: STRANCI020CC
Expires: 02/03/2027
BLD-2025-0358 RESIDENTIAL SINGLE FAMILY
BUILDING
ISSUED:
EXPIRES:
09/04/2025
09/04/2027
PROJECT NAME: THE MOON 2 RESIDENCE
SITE ADDRESS: 3913 ROCK RIDGE PARKWAY ANACORTES
Page 1 of 3Printed by : Jennifer Watson on: 10/17/2025 02:19 PM
City of Anacortes, WA
904 6th Street
Anacortes, WA 98221
(360) 293-1901
http://cityofanacortes.org/
FIXTURES
Qty Mechanical Fixtures
1 Clothes Dryer and Duct
1 Fireplace
1 Range Hood
1 Refrigeration Unit
1 Stove/Range/Oven
1 Heat Pump
1 Tankless Water Heater
2 Gas Piping/ Outlet(s) for first 4
7 Exhaust Fans
Qty Plumbing Fixtures
$698,400.00Total:$0.00Totals :
REQUIRED INSPECTIONS
Notify City of Work Start Date/Time
Initial BMP's. This stormwater inspection must be
completed prior to any other inspections.
Sewer Line
Storm Drain Connection
Footings
Perimeter Drains
Foundation
STORMWATER BMPS 1ST MID PROJECT INSPECTION
Underfloor
Underground Plumbing
Underslab
Mechanical Rough-In
Gas Piping
Plumbing Rough-In
Shear Wall and Nailing
Framing
STORMWATER BMPS 2ND MID PROJECT INSPECTION
Insulation
Drywall or Lath
Roofing Final
Cross Connection or backflow assembly verified
Fenestration U-Factors
Permeable Soil Depth
CURB FORM INSPECTION
CURB FINAL INSPECTION
Public Works Final
Building Final
Stormwater Final
$27,924.58
* Initial BMPs inspection must be completed prior to any construction work taking place.
CONDITIONS
Page 2 of 3Printed by : Jennifer Watson on: 10/17/2025 02:19 PM
City of Anacortes, WA
RESIDENTIAL SINGLE FAMILY BUILDING BLD-2025-0358
Please request inspections online through the permit portal.
If that is not possible please call (360) 293-1901 for Building or Planning inspections.
For Public Works inspections, please call (360) 293-1938.
Page 3 of 3Printed by : Jennifer Watson on: 10/17/2025 02:19 PM
City of Anacortes, WA
RESIDENTIAL SINGLE FAMILY BUILDING BLD-2025-0358
2018 R AVE ANACORTES WA
August 22, 2025
Aaron Esterholt & Osborn Consulting
Stormwater Program Manager
RE: Public Works Dept. Review, Building Permit Application: BLD-2025-0028 -3007
Aaron,
We have incorporated the addition information you requested. Below is a list of the review comments and the
responses:
1. Please provide documents for the following appendices for review:
a. All Items have been addressed
2. Minimum Requirement 1: All steps include the same description and do not specify how the information
presented in each step relates to the project. Development within a common plan of development must
show specifically how each of the minimum requirements are addressed on the site or cite the
exemption, preferably by including the applicable documents in appendices.
a. All Items have been Addressed
3. Below are comments regarding elements of minimum requirement 2.
a. Element 1: please incorporate mentioned BMP C103 into the site plan. Plan shows BMP C233
Silt Fence around the project limits.
i. We typically incorporate the High-Viz fence with silt fence. Plan has been adjusted to
mention both BMPS for callout.
ii.
b. Element 3: Please specify which BMPs will be applicable for compliance.
i. Addressed
c. Element 5: please list BMP numbers with description of applicable BMPs for compliance.
Comment addressed by specifying BMPs. Additionally, please incorporate all mentioned BMPs
into the site plan as a note at a minimum.
i. Added Note
d. Element 6: please list BMP numbers with description of applicable BMPs for compliance.
Comment addressed by specifying BMPs. Additionally, please incorporate all mentioned BMPs
into the site plan as a note at a minimum.
i. Added Note
e. Element 8: states that flow rates will be controlled by development design and BMPs, please
specify which BMPs are applicable. Comment has been addressed by adding more information.
i. Addressed
f. Element 11: the report states BMP will be monitored daily but does not include which BMP is
being monitored. Comment addressed by specifying BMPs. Additionally, please incorporate
mentioned BMP C160 into the site plan as a note at a minimum.
i. Added Note
g. Element 12: the report states BMP will be monitored daily but does not include which BMP is
being monitored. Comment addressed by specifying BMPs. Additionally, please incorporate
mentioned BMP C160 into the site plan as a note at a minimum.
i. Added Note
4. Responses to Minimum Requirements 3, 4, and 5 are missing all information and repeat the same
description that was repeated in Minimum Requirement 1. How do the proposed improvements on this
site address what was permitted previously?
a. Addressed
b. Minimum Requirement 4: Please include a short description as to why the project will not
disturb the natural drainage system or outfall.
i. Note added stating, “Site is primarily rock and is mostly impervious. Flow will not disturb
the natural drainage system or outfall.”
c. Addressed
d. Minimum Requirement 5 (p.35): The report says “Yes” to the question “is this project flow
control exempt?” The Project is not flow-control exempt as a downstream detention system
exists and discharges to a natural channel which means the TDA is not drained by a conveyance
system that is comprised entirely of man-made conveyance elements. Please change “Yes” to
“No” and address the items in Minimum Requirement 5, List #1, not List #3. The project is under
the square footage thresholds required to address Minimum Requirement 7, so no change is
required there. The soils report information and slope of the site will still affect the feasibility of
the additional items in List #1.
i. Per the provided Geotech report and site inspection, the site is primarily bedrock and
has no real collection of soil. There is no infiltration on site. All Infiltration and
Dispersion measures are infeasible. There is insufficient space to disperse as well as
improper vegetation. This property is also uphill of neighboring properties which could
cause issues as natural slope would convey stormwater into other properties and
houses. Project will be tying the stormwater tightline for the house into the city
provided stormwater system stub-out, but infeasibility for List #1 items have been
provided.
5. Flow Chart for Determining MR #5 Requirements is not filled out. Please fill in correct observations. Also,
please address the feasibility or infeasibility of items listed in List #1 as project is only required to
address Minimum Requirements #1–5 regardless of whether a regional detention system is in place.
a. Addressed
Please let me know if you have any other questions or if there is anything else you need from me. Feel free to
give me a call if you need to discuss a given point to expedite the process.
Jason Sterling
Strandberg Design, LLC
Ph# 360-293-7431
Cell# 208-949-9138
jasons@strandbergconstruction.com
LAYOUT PAGE TABLE
PG#TITLE COMMENTS
COVER SHEET
C1 SITE & LANDSCAPE PLAN
C2 STORMWATER BMP'S
C3 CURB, SIDEWALK, AND DRIVEWAY
A0 ARCHITECTURAL NOTES
A1 FOUNDATION PLAN
A2 FOUNDATION DETAILS
A3 BASEMENT FLOOR PLAN
A4 FLOOR FRAMING PLAN
A5 MAIN FLOOR PLAN
A6 ROOF FRAMING PLAN
A7 BUILDING SECTIONS
A8 BUILDING SECTIONS
A9 EXTERIOR ELEVATIONS
A10 EXTERIOR ELEVATIONS
S0 STRUCTURAL NOTES
S1 ENGINEERING INFO BASEMENT PLAN
S2 ENGINEERING INFO MAIN FLOOR PLAN
OWNER / DESIGN INFORMATION
CODE & PROJECT DESCRIPTION
ZONING: R2
OCCUPANCY GROUP AND USE: SINGLE FAMILY RESIDENCE
CONSTRUCTION TYPE: TYPE-V
ALL CONSTRUCTION TO COMPLY WITH LOCAL CODES AND
ORDINANCES AND THE FOLLOWING:
- 2021 INTERNATIONAL RESIDENTIAL CODE
- 2021 UNIFORM PLUMBING CODE
- 2021 WASHINGTON STATE ENERGY CODE
DEFERRED SUBMITTALS
PROJECT INFORMATION
PROJECT ADDRESS:
3913 ROCK RIDGE PARKWAY,
ANACORTES, WA 98221
PARCEL# P127674
FIRE AREA: 4,215 sf
FIRE FLOW REQ. = 1,750 gpm
THE MOON 2 RESIDENCE
3913 ROCK RIDGE PARKWAY, ANACORTES, WA 98221
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INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, August 22, 2025
PRINTED:
FILE:
C:\C - DESIGN JOBS\Moon - Rock Ridge PH3 - LOT 4\Design\MOON 2 - 24 X 36 CD Layout.layout
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
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1.MECHANICAL HVAC SYSTEM DRAWINGS
2.ELECTRICAL POWER DISTRIBUTION DRAWINGS
3.NATURAL GAS DISTRIBUTION DRAWINGS
4.PLUMBING DRAWINGS
5.ROOF TRUSS DRAWINGS / CALCULATIONS
6.FLOOR JOIST DRAWINGS / CALCULATIONS
7.LANDSCAPE PLANS
8.LIGHTING PLANS
9.CABINET SHOP DRAWINGS
10.CUSTOM HARDWARE / BRACKET SHOP DRAWINGS
11.FIRE SPRINKLER (IF APPLICABLE)
12.SOLAR PANELS (IF APPLICABLE)
13.ELEVATOR PERMIT (IF APPLICABLE)
PAGE:
1 of 18
DESIGNER INFO
DESIGNER: JASON STERLING - STRANDBERG CONSTRUCTION INC.
EMAIL: JASONS@STRANDBERGCONSTRUCTION.COM
DRAFTSMAN: JASON STERLING - STRANDBERG CONSTRUCTION INC.
EMAIL: JASONS@STRANDBERGCONSTRUCTION.COM
BUILDER INFO
NAME: STRANDBERG CONSTRUCTION, INC.
ADDRESS: 2018 R AVE., ANACORTES WA 98221
TELEPHONE: 360-293-7431
OWNER INFO
NAME: OWEN AND MARIA MOON
ADDRESS & TELEPHONE AVAILABLE UPON REQUEST
CLIMATE ZONE: 4C
REQUIRED ENERGY CREDITS: 8
PROPOSED ENERGY CREDITS: 8
FINAL EQUIPMENT AND OPTIONS TO MEET OR EXCEED THE
REQUIRED 8 TOTAL CREDITS
PROJECT HAS HYDRANT ACCESS TO MEET CODE
COVER SHEET
PERMIT APPROVAL STAMP
FIRE INFORMATION
ENERGY CODE CREDITSREVISION TABLE
PG#DATE DESCRIPTION
HYDRANT: #858 - DISTANCE: 80.25'
HYDRANT: #857 - DISTANCE: 319.16'
COMBINED FLOW TEST = 2,172.6 gpm
C1 07/24/25 UPDATED PER COA DEFICIENCY REPORT
A1 07/25/25 ADDED FOOTING NOTE PER COA
A2 07/25/25 ADDED FOUND. NOTE PER COA
A4 07/25/25 ADDED SIM. SDS NOTE PER COA
A9-A10 07/25/25 UPDATED O.B.H AND SETBACKS
05-22-25
1/4" = 1' U.N.O.
DESIGNED & DRAFTED BY:
SUBMITTAL DATE
J.STERLING
REVISION TABLE
NO.
DATE
DESCRIPTION
REVISION DATE
SCALE
08-22-25 REV.2
C1 08/22/25 UPDATED SITE PLAN PER DEFICIENCY REPORT
OPEN DECKS
PLAN AREAS
BASEMENT FLOOR
GARAGE
1,180 SQ.FT.
513 SQ.FT.
COVERED DECKS 109 SQ.FT.
134 SQ.FT.
MAIN FLOOR 1,924 SQ.FT.
TOTAL LIVING AREA:3,104 SQ.FT.
ENTRY PORCH 92 SQ.FT.
UTILITY/MECH.24 SQ.FT.
CITY OF ANACORTES
PLANNING AND BUILDING DEPT:
APPROVED PLANS
REVIEWED FOR CODE COMPLIANCE
PERMIT#___________________________
ADDRESS___________________________
SIGNATURE DATE
PLANNING APPROVED_____________________________
BUILDING APPROVED______________________________
ENGINEERING ACCEPTED__________________________
STORMWATER ACCEPTED__________________________
Stamp not valid unless signed
BLD-2025-0358
3913 Rock Ridge Parkway
8/25/2025
8/25/2025
08/27/2025
INITIAL BMPS MUST BE IN PLACE AND
INSPECTED PRIOR TO ANY CONSTRUCTION
OPEN DECKS
PLAN AREAS
BASEMENT FLOOR
GARAGE
1,180 SQ.FT.
513 SQ.FT.
COVERED DECKS 109 SQ.FT.
134 SQ.FT.
MAIN FLOOR 1,924 SQ.FT.
TOTAL LIVING AREA:3,104 SQ.FT.
ENTRY PORCH 92 SQ.FT.
UTILITY/MECH.24 SQ.FT.
CONIFER TREE
LAWN AREA OR
EXISTING VEGETATION
CONCRETE DRIVE
MULCH - PLANTING BED
OR EXISTING BEDROCK
DECIDUOUS TREE
SHRUBS / PLANTINGS
LANDSCAPE LEGEND
REQUIRED LANDSCAPING
CALCULATIONS
7,765.65 SQ. FT.SITE AREA
LOT INFORMATION
PARCEL# P127674
EXISTING BEDROCK
BMP T5.13: POST-CONSTRUCTION
SOIL QUALITY AND DEPTH
MINIMUM REQUIREMENT #2 BMP'S
BMP C233: SILT FENCE AT BOTTOM OF SLOPE
BMP C105: STABILIZED CONSTRUCTION
ENTRANCE / EXIT
STORM DRAIN INLET PROTECTION
I-40.20-00
BMP C130: SURFACE ROUGHENING
BMP C123: PLASTIC COVERING
/ SOIL STOCKPILE
BMP C235: WATTLES
BMP C154: CONCRETE WASHOUT AREA
OWNER / DESIGN INFORMATION
CODE & PROJECT DESCRIPTION
ZONING: R2
OCCUPANCY GROUP AND USE: SINGLE FAMILY RESIDENCE
CONSTRUCTION TYPE: TYPE-V
ALL CONSTRUCTION TO COMPLY WITH LOCAL CODES AND
ORDINANCES AND THE FOLLOWING:
- 2021 INTERNATIONAL RESIDENTIAL CODE
- 2021 UNIFORM PLUMBING CODE
- 2021 WASHINGTON STATE ENERGY CODE
DESIGNER INFO
DESIGNER: JASON STERLING - STRANDBERG CONSTRUCTION INC.
EMAIL: JASONS@STRANDBERGCONSTRUCTION.COM
DRAFTSMAN: JASON STERLING - STRANDBERG CONSTRUCTION INC.
EMAIL: JASONS@STRANDBERGCONSTRUCTION.COM
BUILDER INFO
NAME: STRANDBERG CONSTRUCTION, INC.
ADDRESS: 2018 R AVE., ANACORTES WA 98221
TELEPHONE: 360-293-7431
OWNER INFO
NAME: OWEN AND MARIA MOON
ADDRESS & TELEPHONE AVAILABLE UPON REQUEST
OVERALL BUILDING HEIGHT: 25' - 7.48"
% OF SITE AREA TO BE LANDSCAPED
(PER AMC TABLES 19.42.020-.030)
20% - R2 ZONE
1,553 SQ. FT. REQUIRED
1,553 SQ. FT. PROVIDED
COMPLIANCE WITH AMC CH. 16.50
TREE PRESERVATION
TREE UNIT CREDITS REQUIRED:
- 6 TREE UNITS REQUIRED
(SITE AREA /1,000 SF)
TREE UNIT CREDITS RETAINED:
- T.B.D. - TREES 6" DBH = 1 TREE UNIT
CREDITS RETAINED
TREE UNIT CREDITS PROVIDED
IF NO RETAINED TREES:
- 3 NEW DECIDUOUS TREES
(MIN. 2" CALIPER @ 6" ABOVE GROUND)
- 3 NEW EVERGREEN TREES
(8' MIN. IN HEIGHT)
LOT SIZE : 7,765.65 SQ.FT.
NON-POLLUTION GEN. HARD SURFACE AREA: 2,946.23 SQ.FT.
MAX BUILDING COVERAGE (35%): 2,717.97 SQ.FT.
ACTUAL BUILDING COVERAGE (34.84%): 2,705.85 SQ.FT.
TOTAL IMPERVIOUS AREA : 4,290.66 SQ.FT.
POLLUTION GEN. HARD SURFACE AREA: 1,344.43 SQ. FT.
CLEARING LIMIT AREA : 7,700 SQ. FT.
BMP C103: HIGH-VISIBILITY FENCE WITH
A
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C2
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1'-6"
29'-8 1/8"
48'-10 3/16"
35'-0 1/8"
5 4 '-3 1 1 /1 6 "
3'-0"
8'-6"
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435
'
430
'
415
'
430
'
425
'
420
'
435
'
ELEVATION AT MIDPOINT OF LOT AT TOP OF CURB = 414.00' (VERIFY)
HT. RESTRICTION 40' ABOVE MIDPOINT = 454.00' (VERIFY)
VERIFY AT START OF CONSTRUCTION
FF ELEVATION = 434' MAIN FLOOR, 423.85' BASEMENT FLOOR
AVERAGE ORIGINAL GRADE: 424.84'
LOT SIZE: 7,765.65 sq ft
MAX COVERAGE: 2,717.97 sq ft (35%)
ACTUAL COVERAGE: 2,705.85 sq ft (34.84%)
IMPERVIOUS COVERAGE: 4,290.66 sq ft (55.25%)
423.75' - P
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RADE
412'
41 3'
4 14'
4 15'
4 16'
4 17'
41 9'
4 20'
422'
423'
4 2 1'
421'-6"
422'-6"
10'
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DRIVEWAY
1,254.29 sq ft
DRIVEWAY LESS THAN 30' FROM NEIGHBORING
DRIVEWAY AS NO OTHER OPTION EXISTS PER
AMC 19.53.030 D
PER AMC 19.65.040(D), CERTIFICATE OF OCCUPANCY WILL
NOT BE ISSUED UNTIL A FINAL LANDSCAPE PLAN IS REVIEWED,
APPROVED, IMPROVEMENTS INSTALLED, AND INSPECTION PASSED.
THE FINAL LANDSCAPE PLAN MUST SHOW: LOCATION OF
UNDERGROUND UTILITIES, PLANTING DETAILS, PLANT LIST
INCLUDING THE LOCATION, NUMBER, SIZE, AND TYPE
(BOTANICAL & COMMON NAME). SEE AMC 19.65.040 FOR
FULL REQUIREMENTS.
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EXTRA STORM WATER NOTES:
ELEMENT 5:STABILIZE SOILS
STABILIZE EXPOSED AND UNWORKED SOILS BY APPLICATION OF EFFECTIVE BMPS THAT
PREVENT EROSION. APPLICABLE BMPS MAY INCLUDE BUT ARE NOT LIMITED TO: BMP C120
TEMPORARY AND PERMANENT SEEDING, BMP C124 SODDING, BMP C121 MULCHING, BMP C123
PLASTIC COVERING, EROSION CONTROL FABRICS AND MATTING, BMP C126 SOIL APPLICATION OF
POLYACRYLAMIDE (PAM), THE EARLY APPLICATION OF GRAVEL BASE EARLY ON AREAS TO BE
PAVED, AND BMP C140 DUST CONTROL. INSTALL PLASTIC COVERING PER BMP C123 ON SOILS
STOCKPILES. INSTALLED BMPS TO BE MONITORED DAILY AND REPAIRED AS NEEDED.
ELEMENT 6: PROTECT SLOPES
DESIGN AND CONSTRUCT CUT-AND-FILL SLOPES IN A MANNER TO MINIMIZE EROSION.
APPLICABLE PRACTICES MAY INCLUDE, BUT ARE NOT LIMITED TO, REDUCING CONTINUOUS
LENGTH OF SLOPE WITH BMP C131 TERRACING AND DIVERSIONS, AND BMP C130 ROUGHENING
SLOPE SURFACES (FOR EXAMPLE, BRAKING UP ROCK WITH EXCAVATOR), AND BMP C121
MULCHING ONCE ROCK HAS BEEN BROKEN UP. TO BE INSTALLED AS SOON AS GRADING FOR
HOME SITE IS ESTABLISHED AND SLOPES ARE PRESENT AT THE SITE. INSTALLED BMPS TO BE
MONITORED DAILY AND REPAIRED AS NEEDED.
ELEMENT 11: MAINTAIN BMPS
CESCL TO MONITOR SITE PER BMP C160. INSTALLED BMPS TO BE MONITORED DAILY AND
REPAIRED AS NEEDED.
ELEMENT 12: MANAGE THE PROJECT
CESCL TO MONITOR SITE PER BMP C160. INSTALLED BMPS TO BE MONITORED DAILY AND
REPAIRED AS NEEDED. WEEKLY EROSION AND SEDIMENTATION REPORTS TO THE BUILDING
DEPARTMENT TO BE SUBMITTED.
70.24'
S 4 3° 26' 45"W
1
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9.5
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N
4
1° 5
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W
70.52'
N 41° 11' 56"E
1
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4
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425
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415
'
Parcel #:P127674
Owner:RR SUMMIT NW LLC
Address:3913 ROCK RIDGE PARKWAY
ELEV.423.50'ELEV.423.50'
ELEV.430.25'ELEV.430.25'
ELEV.432.00'ELEV.432.00'
ELEV.433.75'ELEV.433.75'
ELEV.431.00'ELEV.431.00'
ELEV.430.00'ELEV.430.00'
ELEV.428.00'ELEV.428.00'ELEV.423.50'ELEV.423.50'
ELEV.422.00'ELEV.422.00'
ELEV.422.75'ELEV.422.75'
ELEV.421.50'ELEV.421.50'
ELEV.417.25'ELEV.417.25'
ELEV.416.75'ELEV.416.75'
ELEV.416.50'ELEV.416.50'
F
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SD HOOKUP - VERIFY LOCATION
SS HOOKUP - VERIFY LOCATION
WM - VERIFY LOCATION
W SS
G - V ERIFY L OC ATION
- M AY BE AN OFF-SITE
LO C ATION
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FIRE AREA: 4,215 sf
FIRE FLOW REQ. = 1,750 gpm
HYDRANT: #858 - DISTANCE: 80.25'
HYDRANT: #857 - DISTANCE: 319.16'
COMBINED FLOW TEST = 2,172.6 gpm
PROJECT HAS HYDRANT ACCESS TO MEET CODE
3' +
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FF = 423.85'
SFR
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BASEMENT FF = 423.85'
DRIVEWAY SLOPED TO STRIP-DRAIN CATCH BASIN - VERIFY
AND THEN TIES INTO INTO SD TIGHTLINE
LOCATION DEPT. ON GRADE - VERIFY TYPE AND LOCATION
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PER FIRE DEPARTMENT REVIEW:
"BASED ON SUBMISSION, FIRE FLOW AND
ACCESS ARE ADEQUATE. NO FIRE CODE CONCERNS.
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INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
PAGE #:
BUILDER INFO:
1/8" = 1'
MAILING ADDRESS:
2018 R AVE.
Friday, August 22, 2025
PRINTED:
FILE:
C:\C - DESIGN JOBS\Moon - Rock Ridge PH3 - LOT 4\Design\MOON 2 - 24 X 36 CD Layout.layout
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
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2 of 18
C1
VICINITY MAP- NO SCALE
SITE & LANDSCAPE
PLAN
05-22-25
1/4" = 1' U.N.O.
DESIGNED & DRAFTED BY:
SUBMITTAL DATE
J.STERLING
REVISION TABLE
NO.
DATE
DESCRIPTION
1
7/24/25
FIXED DEFICENCIES PER COA
2
8/
22
/2
5
FIXED DEFICENCIES PER COA V2
REVISION DATE
SCALE
08-22-25 REV.2
08/27/2025
PW-ENGINEERING REVIEWED
BMP C105: STABILIZED CONSTRUCTION ENTRANCE / EXIT
PURPOSE
STABILIZED CONSTRUCTION ENTRANCES ARE ESTABLISHED TO REDUCE THE AMOUNT OF SEDIMENT TRANSPORTED ONTO
PAVED ROADS BY VEHICLES OR EQUIPMENT. THIS IS DONE BY CONSTRUCTING A STABILIZED PAD OF QUARRY SPALLS AT
ENTRANCES AND EXITS FOR CONSTRUCTION SITES.
CONDITIONS OF USE
CONSTRUCTION ENTRANCES SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE ENTERING OR LEAVING A CONSTRUCTION
SITE IF PAVED ROADS OR OTHER PAVED AREAS ARE WITHIN 1,000 FEET OF THE SITE. FOR RESIDENTIAL CONSTRUCTION
PROVIDE STABILIZED CONSTRUCTION ENTRANCES FOR EACH RESIDENCE, RATHER THAN ONLY AT THE MAIN SUBDIVISION
ENTRANCE. STABILIZED SURFACES SHALL BE OF SUFFICIENT LENGTH/WIDTH TO PROVIDE VEHICLE ACCESS/PARKING,
BASED ON LOT SIZE/CONFIGURATION. ON LARGE COMMERCIAL, HIGHWAY, AND ROAD PROJECTS, THE DESIGNER SHOULD
INCLUDE ENOUGH EXTRA MATERIALS IN THE CONTRACT TO ALLOW FOR ADDITIONAL STABILIZED ENTRANCES NOT SHOWN IN
THE INITIAL CONSTRUCTION SWPPP. IT IS DIFFICULT TO DETERMINE EXACTLY WHERE ACCESS TO THESE PROJECTS WILL
TAKE PLACE; ADDITIONAL MATERIALS WILL ENABLE THE CONTRACTOR TO INSTALL THEM WHERE NEEDED.
BMP C233: SILT FENCE
PURPOSE
USE OF A SILT FENCE REDUCES THE TRANSPORT OF COARSE SEDIMENT FROM A CONSTRUCTION SITE BY PROVIDING A
TEMPORARY PHYSICAL BARRIER TO SEDIMENT AND REDUCING THE RUNOFF VELOCITIES OF OVERLAND FLOW. SEE FIGURE
II-4.2.12 SILT FENCE (P.369) FOR DETAILS ON SILT FENCE CONSTRUCTION.
CONDITIONS OF USE
SILT FENCE MAY BE USED DOWNSLOPE OF ALL DISTURBED AREAS.
SILT FENCE SHALL PREVENT SOIL CARRIED BY RUNOFF WATER FROM GOING BENEATH, THROUGH, OR OVER THE TOP OF
THE SILT FENCE, BUT SHALL ALLOW THE WATER TO PASS THROUGH THE FENCE.
SILT FENCE IS NOT INTENDED TO TREAT CONCENTRATED FLOWS, NOR IS IT INTENDED TO TREAT SUBSTANTIAL AMOUNTS
OF OVERLAND FLOW. CONVEY ANY CONCENTRATED FLOWS THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT POND.
DO NOT CONSTRUCT SILT FENCES IN STREAMS OR USE IN V-SHAPED DITCHES. SILT FENCES DO NOT PROVIDE AN
ADEQUATE METHOD OF SILT CONTROL FOR ANYTHING DEEPER THAN SHEET OR OVERLAND FLOW.
BMP T5.13: POST-CONSTRUCTION SOIL QUALITY AND
DEPTH
PURPOSE AND DEFINITION
NATURALLY OCCURRING (UNDISTURBED) SOIL AND VEGETATION PROVIDE IMPORTANT STORMWATER FUNCTIONS
INCLUDING: WATER INFILTRATION; NUTRIENT, SEDIMENT, AND POLLUTANT ADSORPTION; SEDIMENT AND POLLUTANT
BIOFILTRATION; WATER INTERFLOW STORAGE AND TRANSMISSION; AND POLLUTANT DECOMPOSITION. THESE FUNCTIONS
ARE LARGELY LOST WHEN DEVELOPMENT STRIPS AWAY NATIVE SOIL AND VEGETATION AND REPLACES IT WITH MINIMAL
TOPSOIL AND SOD. NOT ONLY ARE THESE IMPORTANT STORMWATER FUNCTIONS LOST, BUT SUCH LANDSCAPES
THEMSELVES BECOME POLLUTION GENERATING PERVIOUS SURFACES DUE TO INCREASED USE OF PESTICIDES,
FERTILIZERS AND OTHER LANDSCAPING AND HOUSEHOLD/INDUSTRIAL CHEMICALS, THE CONCENTRATION OF PET WASTES,
AND POLLUTANTS THAT ACCOMPANY ROADSIDE LITTER. ESTABLISHING SOIL QUALITY AND DEPTH REGAINS GREATER
STORMWATER FUNCTIONS IN THE POST DEVELOPMENT LANDSCAPE, PROVIDES INCREASED TREATMENT OF POLLUTANTS
AND SEDIMENTS THAT RESULT FROM DEVELOPMENT AND HABITATION, AND MINIMIZES THE NEED FOR SOME LANDSCAPING
CHEMICALS, THUS REDUCING POLLUTION THROUGH PREVENTION.
APPLICATIONS AND LIMITATIONS
ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH IS NOT THE SAME AS PRESERVATION OF NATURALLY OCCURRING SOIL
AND VEGETATION. HOWEVER, ESTABLISHING A MINIMUM SOIL QUALITY AND DEPTH WILL PROVIDE IMPROVED ON-SITE
MANAGEMENT OF STORMWATER FLOW AND WATER QUALITY. SOIL ORGANIC MATTER CAN BE ATTAINED THROUGH
NUMEROUS MATERIALS SUCH AS COMPOST, COMPOSTED WOODY MATERIAL, BIOSOLIDS, AND FOREST PRODUCT
RESIDUALS. IT IS IMPORTANT THAT THE MATERIALS USED TO MEET THE SOIL QUALITY AND DEPTH BMP BE APPROPRIATE
AND BENEFICIAL TO THE PLANT COVER TO BE ESTABLISHED. LIKEWISE, IT IS IMPORTANT THAT IMPORTED TOPSOILS
IMPROVE SOIL CONDITIONS AND DO NOT HAVE AN EXCESSIVE PERCENT OF CLAY FINES. THIS BMP CAN BE CONSIDERED
INFEASIBLE ON TILL SOIL SLOPES GREATER THAN 33 PERCENT.
DESIGN GUIDELINES
- SOIL RETENTION. RETAIN, IN AN UNDISTURBED STATE, THE DUFF LAYER AND NATIVE TOPSOIL TO THE MAXIMUM EXTENT
PRACTICABLE. IN ANY AREAS REQUIRING GRADING REMOVE AND STOCKPILE THE DUFF LAYER AND TOPSOIL ON SITE IN A
DESIGNATED, CONTROLLED AREA, NOT ADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS, TO BE REAPPLIED TO
OTHER PORTIONS OF THE SITE WHERE FEASIBLE.
- SOIL QUALITY. ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS
SURFACE, INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL, AT
PROJECT COMPLETION, DEMONSTRATE THE FOLLOWING:
1. A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF 10% DRY WEIGHT IN PLANTING BEDS, AND 5%
ORGANIC MATTER CONTENT IN TURF AREAS, AND A PH FROM 6.0 TO 8.0 OR MATCHING THE PH OF THE UNDISTURBED SOIL.
THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT THE DEPTH OF
INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA. SUBSOILS BELOW THE TOPSOIL LAYER SHOULD BE
SCARIFIED AT LEAST 4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED LAYERS,
WHERE FEASIBLE.
2. MULCH PLANTING BEDS WITH 2 INCHES OF ORGANIC MATERIAL.
3. USE COMPOST AND OTHER MATERIALS THAT MEET THESE ORGANIC CONTENT REQUIREMENTS
A. THE ORGANIC CONTENT FOR “PRE-APPROVED” AMENDMENT RATES CAN BE MET ONLY USING COMPOST MEETING THE
COMPOST SPECIFICATION FOR BMP T7.30: BIORETENTION CELLS, SWALES, AND PLANTER BOXES (P.959), WITH THE
EXCEPTION THAT THE COMPOST MAY HAVE UP TO 35% BIOSOLIDS OR MANURE. THE COMPOST MUST ALSO HAVE AN
ORGANIC MATTER CONTENT OF 40% TO 65%, AND A CARBON TO NITROGEN RATIO BELOW 25:1. THE CARBON TO NITROGEN
RATIO MAY BE AS HIGH AS 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND
LOWLANDS REGION.
B. CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIAL MEETING (A.) ABOVE; OR
OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS, AND NOT EXCEEDING
THE CONTAMINANT LIMITS IDENTIFIED IN TABLE 220-B, TESTING PARAMETERS, IN WAC 173-350-220.
THE RESULTING SOIL SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE ESTABLISHED.
L IMPLEMENTATION OPTIONS: THE SOIL QUALITY DESIGN GUIDELINES LISTED ABOVE CAN BE MET BY USING ONE OF THE
METHODS LISTED BELOW:
1. LEAVE UNDISTURBED NATIVE VEGETATION AND SOIL, AND PROTECT FROM COMPACTION DURING CONSTRUCTION.
2. AMEND EXISTING SITE TOPSOIL OR SUBSOIL EITHER AT DEFAULT “PRE-APPROVED” RATES, OR AT CUSTOM CALCULATED
RATES BASED ON TESTS OF THE SOIL AND AMENDMENT.
3. STOCKPILE EXISTING TOPSOIL DURING GRADING, AND REPLACE IT PRIOR TO PLANTING. STOCKPILED TOPSOIL MUST
ALSO BE AMENDED IF NEEDED TO MEET THE ORGANIC MATTER OR DEPTH REQUIREMENTS, EITHER AT A DEFAULT “PRE-
APPROVED” RATE OR AT A CUSTOM CALCULATED RATE.
4. IMPORT TOPSOIL MIX OF SUFFICIENT ORGANIC CONTENT AND DEPTH TO MEET THE REQUIREMENTS.
MORE THAN ONE METHOD MAY BE USED ON DIFFERENT PORTIONS OF THE SAME SITE. SOIL THAT ALREADY MEETS THE
DEPTH AND ORGANIC MATTER QUALITY STANDARDS, AND IS NOT COMPACTED, DOES NOT NEED TO BE AMENDED.
MAINTENANCE
- ESTABLISH SOIL QUALITY AND DEPTH TOWARD THE END OF CONSTRUCTION AND ONCE ESTABLISHED, PROTECT FROM
COMPACTION, SUCH AS FROM LARGE MACHINERY USE, AND FROM EROSION.
- PLANT VEGETATION AND MULCH THE AMENDED SOIL AREA AFTER INSTALLATION.
- LEAVE PLANT DEBRIS OR ITS EQUIVALENT ON THE SOIL SURFACE TO REPLENISH ORGANIC MATTER.
- REDUCE AND ADJUST, WHERE POSSIBLE, THE USE OF IRRIGATION, FERTILIZERS, HERBICIDES AND PESTICIDES, RATHER
THAN CONTINUING TO IMPLEMENT FORMERLY ESTABLISHED PRACTICES.
STORM DRAIN INLET PROTECTION I-40.20-00
SIZE THE BELOW INLET GRATE DEVICE (BIGD) FOR THE STORM WATER STRUCTURE IT WILL SERVICE
THE BIGD SHALL HAVE A BUILT IN HIGH-FLOW RELIEF SYSTEM (OVERFLOW BYPASS).
3 THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL.
4. PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15).
BMP C235: WATTLES
PURPOSE
WATTLES ARE TEMPORARY EROSION AND SEDIMENT CONTROL BARRIERS CONSISTING OF STRAW, COMPOST, OR OTHER
MATERIAL THAT IS WRAPPED IN BIODEGRADABLE TUBULAR PLASTIC OR SIMILAR ENCASING MATERIAL. THEY REDUCE THE
VELOCITY AND CAN SPREAD THE FLOW OF RILL AND SHEET RUNOFF, AND CAN CAPTURE AND RETAIN SEDIMENT. WATTLES
ARE TYPICALLY 8 TO 10 INCHES IN DIAMETER AND 25 TO 30 FEET IN LENGTH. WATTLES ARE PLACED IN SHALLOW TRENCHES
AND STAKED ALONG THE CONTOUR OF DISTURBED OR NEWLY CONSTRUCTED SLOPES. SEE FIGURE II-4.2.14 WATTLES (P.
378) FOR TYPICAL CONSTRUCTION DETAILS. WSDOT STANDARD PLAN I-30.30-00 ALSO PROVIDES INFORMATION ON WATTLES
(HTTP://WWW.WSDOT.WA.GOV/DESIGN/STANDARDS/PLANS.HTM#SECTIONI)
CONDITIONS OF USE
USE WATTLES:
- IN DISTURBED AREAS THAT REQUIRE IMMEDIATE EROSION PROTECTION.
- ON EXPOSED SOILS DURING THE PERIOD OF SHORT CONSTRUCTION DELAYS, OR OVER WINTER MONTHS.
- ON SLOPES REQUIRING STABILIZATION UNTIL PERMANENT VEGETATION CAN BE ESTABLISHED.
- THE MATERIAL USED DICTATES THE EFFECTIVENESS PERIOD OF THE WATTLE. GENERALLY, WATTLES ARE TYPICALLY
EFFECTIVE FOR ONE TO TWO SEASONS.
- PREVENT RILLING BENEATH WATTLES BY PROPERLY ENTRENCHING AND ABUTTING WATTLES TOGETHER TO PREVENT
WATER FROM PASSING BETWEEN THEM.
DESIGN CRITERIA
- INSTALL WATTLES PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOUR.
- NARROW TRENCHES SHOULD BE DUG ACROSS THE SLOPE ON CONTOUR TO A DEPTH OF 3- TO 5- INCHES ON CLAY SOILS
AND SOILS WITH GRADUAL SLOPES. ON LOOSE SOILS, STEEP SLOPES, AND AREAS WITH HIGH RAINFALL, THE TRENCHES
SHOULD BE DUG TO A DEPTH OF 5- TO 7- INCHES, OR 1/2 TO 2/3 OF THE THICKNESS OF THE WATTLE.
- START BUILDING TRENCHES AND INSTALLING WATTLES FROM THE BASE OF THE SLOPE AND WORK UP. SPREAD
EXCAVATED MATERIAL EVENLY ALONG THE UPHILL SLOPE AND COMPACTED USING HAND TAMPING OR OTHER METHODS.
- CONSTRUCT TRENCHES AT INTERVALS OF 10- TO 25-FEET DEPENDING ON THE STEEPNESS OF THE SLOPE, SOIL TYPE, AND
RAINFALL. THE STEEPER THE SLOPE THE CLOSER TOGETHER THE TRENCHES.
- INSTALL THE WATTLES SNUGLY INTO THE TRENCHES AND ABUT TIGHTLY END TO END. DO NOT OVERLAP THE ENDS.
- INSTALL STAKES AT EACH END OF THE WATTLE, AND AT 4-FOOT CENTERS ALONG ENTIRE LENGTH OF WATTLE.
- IF REQUIRED, INSTALL PILOT HOLES FOR THE STAKES USING A STRAIGHT BAR TO DRIVE HOLES THROUGH THE WATTLE
AND INTO THE SOIL.
- WOODEN STAKES SHOULD BE APPROXIMATELY 3/4 X 3/4 X 24 INCHES MIN. WILLOW CUTTINGS OR 3/8-INCH REBAR CAN
ALSO BE USED FOR STAKES.
- STAKES SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE, LEAVING 2 TO 3 INCHES OF THE STAKE PROTRUDING
ABOVE THE WATTLE.
MAINTENANCE STANDARDS
- WATTLES MAY REQUIRE MAINTENANCE TO ENSURE THEY ARE IN CONTACT WITH SOIL AND THOROUGHLY ENTRENCHED,
ESPECIALLY AFTER SIGNIFICANT RAINFALL ON STEEP SANDY SOILS.
BMP C154: CONCRETE WASHOUT AREA
PURPOSE
PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS TO STORMWATER FROM CONCRETE WASTE BY CONDUCTING
WASHOUT OFF-SITE, OR PERFORMING ON-SITE WASHOUT IN A DESIGNATED AREA TO PREVENT POLLUTANTS FROM
ENTERING SURFACE WATERS OR GROUND WATER.
CONDITIONS OF USE
CONCRETE WASHOUT AREA BEST MANAGEMENT PRACTICES ARE IMPLEMENTED ON CONSTRUCTION PROJECTS WHERE:
- CONCRETE IS USED AS A CONSTRUCTION MATERIAL.
- IT IS NOT POSSIBLE TO DISPOSE OF ALL CONCRETE WASTEWATER AND WASHOUT OFF-SITE (READY MIX PLANT, ETC.).
- CONCRETE TRUCKS, PUMPERS, OR OTHER CONCRETE COATED EQUIPMENT ARE WASHED ON-SITE. NOTE: IF LESS THAN
10 CONCRETE TRUCKS OR PUMPERS NEED TO BE WASHED OUT ON-SITE, THE WASHWATER MAY BE DISPOSED OF IN A
FORMED AREA AWAITING CONCRETE OR AN UPLAND DISPOSAL SITE WHERE IT WILL NOT CONTAMINATE SURFACE OR
GROUND WATER. THE UPLAND DISPOSAL SITE SHALL BE AT LEAST 50 FEET FROM SENSITIVE AREAS SUCH AS STORM
DRAINS, OPEN DITCHES, OR WATER BODIES, INCLUDING WETLANDS.
BMP C123: PLASTIC COVERING
PURPOSE:
PLASTIC COVERING PROVIDES IMMEDIATE, SHORT-TERM EROSION PROTECTION TO SLOPES AND DISTURBED AREAS.
CONDITIONS OF USE:
PLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRE COVER MEASURES FOR LESS THAN 30 DAYS,
EXCEPT AS STATED BELOW.
PLASTIC IS PARTICULARLY USEFUL FOR PROTECTING CUT AND FILL SLOPES AND STOCKPILES. NOTE: THE RELATIVELY
RAPID BREAKDOWN OF MOST POLYETHYLENE SHEETING MAKES IT UNSUITABLE FOR LONG-TERM (GREATER THAN SIX
MONTHS) APPLICATIONS.
- DUE TO RAPID RUNOFF CAUSED BY PLASTIC COVERING, DO NOT USE THIS METHOD UPSLOPE OF AREAS THAT MIGHT BE
ADVERSELY IMPACTED BY CONCENTRATED RUNOFF. SUCH AREAS INCLUDE STEEP AND/OR UNSTABLE SLOPES.
- PLASTIC SHEETING MAY RESULT IN INCREASED RUNOFF VOLUMES AND VELOCITIES, REQUIRING ADDITIONAL ON-SITE
MEASURES TO COUNTERACT THE INCREASES. CREATING A TROUGH WITH WATTLES OR OTHER MATERIAL CAN CONVEY
CLEAN WATER AWAY FROM THESE AREAS.
- TO PREVENT UNDERCUTTING, TRENCH AND BACKFILL ROLLED PLASTIC COVERING PRODUCTS.
- WHILE PLASTIC IS INEXPENSIVE TO PURCHASE, THE ADDED COST OF INSTALLATION, MAINTENANCE, REMOVAL, AND
DISPOSAL MAKE THIS AN EXPENSIVE MATERIAL, UP TO $1.50-2.00 PER SQUARE YARD.
- WHENEVER PLASTIC IS USED TO PROTECT SLOPES INSTALL WATER COLLECTION MEASURES AT THE BASE OF THE SLOPE.
THESE MEASURES INCLUDE PLASTIC-COVERED BERMS, CHANNELS, AND PIPES USED TO COVEY CLEAN RAINWATER AWAY
FROM BARE SOIL AND DISTURBED AREAS. DO NOT MIX CLEAN RUNOFF FROM A PLASTIC COVERED SLOPE WITH DIRTY
RUNOFF FROM A PROJECT.
BMP C130: SURFACE ROUGHENING
Purpose:
Surface roughening aids in the establishment of vegetative cover, reduces runoff velocity, increases infiltration, and provides for sediment
trapping through the provision of a rough soil surface. Horizontal depressions are created by operating a tiller or other suitable equipment
on the contour or by leaving slopes in a roughened condition by not fine grading them. Use this BMP in conjunction with other BMPs such
as seeding, mulching, or sodding.
CONDITIONS OF USE:
- All slopes steeper than 3H:1V and greater than 5 vertical feet require surface roughening to a depth of 2 to 4 inches prior to seeding.
- Areas that will not be stabilized immediately may be roughened to reduce runoff velocity until seeding takes place.
- Slopes with a stable rock face do not require roughening.
- Slopes where mowing is planned should not be excessively roughened.
HH
AA
BB
CC
DD
EE
FF
GG
E10E10
E12E12
E13E13
THE INFORMATION, PLANS, DESIGNS, NOTES AND ARRANGEMENTS SHOWN ON THIS DRAWING ARE CONFIDENTIAL
AND MAY NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE EXPRESS WRITTEN PERMISSION OF
STRANDBERG CONSTRUCTION INC. DRAWINGS NOTED AS PRELIMINARY, SCHEMATIC, AND/ OR CONCEPT CONTAIN
INFORMATION THAT IS CONCEPTUAL AND SUBJECT TO CHANGE. THE DESIGNER MAKES NO CLAIM FOR ACCURACY
OF CONCEPTUAL INFORMATION OR OF INFORMATION SUPPLIED BY OTHERS.
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, August 22, 2025
PRINTED:
FILE:
C:\C - DESIGN JOBS\Moon - Rock Ridge PH3 - LOT 4\Design\MOON 2 - 24 X 36 CD Layout.layout
ANACORTES WA 98221
PHONE:
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WEB:
www.strandbergconstruction.com
MOON RESIDENCE 2
3913 ROCK RIDGE PARKWAY,
ANACORTES, WA 98221
PAGE:
3 of 18
C2
STORMWATER BMP'S
05-22-25
1/4" = 1' U.N.O.
DESIGNED & DRAFTED BY:
SUBMITTAL DATE
J. STERLING
REVISION TABLE
NO.
DATE
DESCRIPTION
REVISION DATE
SCALE
STANDARD PLAN F-80.10-04 - CONCRETE DRIVEWAY ENTRANCE
STANDARD PLAN F-10.12-03 - CONCRETE CURBS STANDARD PLAN F-80.10-04 - CONCRETE DRIVEWAY ENTRANCE
STANDARD PLAN F-30.10-03 - CONCRETE SIDEWALKS
MAX 20' DRIVEWAY WIDTH PER STR-28 OF EDS STANDARDS
MAX 20' DRIVEWAY WIDTH PER STR-28 OF EDS STANDARDS
USE THIS DETAIL
THE INFORMATION, PLANS, DESIGNS, NOTES AND ARRANGEMENTS SHOWN ON THIS DRAWING ARE CONFIDENTIAL
AND MAY NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE EXPRESS WRITTEN PERMISSION OF
STRANDBERG CONSTRUCTION INC. DRAWINGS NOTED AS PRELIMINARY, SCHEMATIC, AND/ OR CONCEPT CONTAIN
INFORMATION THAT IS CONCEPTUAL AND SUBJECT TO CHANGE. THE DESIGNER MAKES NO CLAIM FOR ACCURACY
OF CONCEPTUAL INFORMATION OR OF INFORMATION SUPPLIED BY OTHERS.
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, August 22, 2025
PRINTED:
FILE:
C:\C - DESIGN JOBS\Moon - Rock Ridge PH3 - LOT 4\Design\MOON 2 - 24 X 36 CD Layout.layout
ANACORTES WA 98221
PHONE:
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WEB:
www.strandbergconstruction.com
MOON RESIDENCE 2
3913 ROCK RIDGE PARKWAY,
ANACORTES, WA 98221
PAGE:
4 of 18
C3
CURB, SIDEWALK,
AND DRIVEWAY
05-22-25
1/4" = 1' U.N.O.
DESIGNED & DRAFTED BY:
SUBMITTAL DATE
J. STERLING
REVISION TABLE
NO.
DATE
DESCRIPTION
REVISION DATE
SCALE
TYPICAL HEADER FRAMING
HEADER LESS THAN 5'
(1) KING STUD FROM
TOP PLATE TO
BOTTOM PLATE
(1) TRIMMER
HEADER LESS THAN 5'
(2) KING STUDS
FROM TOP PLATE TO
BOTTOM PLATE
(1) TRIMMER
WINDOW W/ 6" POST
(2) KING STUDS
FROM TOP PLATE TO
BOTTOM PLATE
CONCEAL FLANGE
HANGER EA. SIDE
WINDOW W/ 3" POST
HEADER MORE THAN 5'
(2) KING STUDS
FROM TOP PLATE TO
BOTTOM PLATE
(1) TRIMMER
HEADER MORE THAN 5'
WINDOW FLASHING DETAIL - STEP 1
WINDOW FLASHING DETAIL - STEP 2
WINDOW FLASHING DETAIL - STEP 3 & 4
WINDOW FLASHING DETAIL - STEP 5 & 6
OPEN DECKS
PLAN AREAS
BASEMENT FLOOR
GARAGE
1,180 SQ.FT.
513 SQ.FT.
COVERED DECKS 109 SQ.FT.
134 SQ.FT.
MAIN FLOOR 1,924 SQ.FT.
TOTAL LIVING AREA:3,104 SQ.FT.
ENTRY PORCH 92 SQ.FT.
UTILITY/MECH.24 SQ.FT.
WINDOW SCHEDULE
#QTY FL.SIZE WIDTH HEIGHT EGRESS TEMP.DESCRIPTION
W01 1 1 4620 54"24"PIC
W02 1 1 5020 60"24"PICW03 1 1 4620 54"24"PIC
W04 1 1 3050 36"60"YES CASE
W05 1 1 3050 36"60"FIX CASEW06 1 1 3050 36"60"FIX CASE
W07 1 1 3050 36"60"CASE
W08 1 1 3050 36"60"YES YES CASE
W09 1 1 3050 36"60"FIX CASE
W10 1 1 3050 36"60"CASE
W11 1 1 2050 24"60"YES PIC
W12 1 1 2050 24"60"YES PICW13 1 1 2050 24"60"YES PIC
W14 1 2 8080 96"96"YES PATIO DOOR
W15 1 2 4666 54"78"PICW16 1 2 4630 54"36"PIC
W17 1 2 5030 60"36"PIC
W18 1 2 4630 54"36"PIC
W19 1 2 4666 54"78"PIC
W20 1 2 5066 60"78"PIC
W21 1 2 4666 54"78"PIC
W22 1 2 3060 36"72"YES CASEW23 1 2 6080 72"96"YES PATIO DOOR
W24 1 2 3060 36"72"CASE
W25 1 2 6016 72"18"PICW26 1 2 3016 36"18"PIC
W27 1 2 3016 36"18"PIC
W28 1 2 3016 36"18"PIC
W29 1 2 3016 36"18"YES PIC
W30 1 2 3050 36"60"YES YES CASE
W31 1 2 3050 36"60"FIX CASE
W32 1 2 3050 36"60"CASEDOOR SCHEDULE
#QTY FL.SIZE WIDTH HEIGHT DESCRIPTION
D01 1 1 3080 36"96"EXT. HINGED02 1 1 18080 216"96"GARAGE
D03 1 1 3080 36"96"HINGE
D04 1 1 3080 36"96"POCKET
D05 1 1 3080 36"96"HINGE
D06 1 1 2680 30"96"HINGE
D07 1 1 3080 36"96"POCKET
D08 1 1 3080 36"96"HINGED09 1 1 6080 72"96"SLIDER
D10 1 1 3080 36"96"HINGE
D11 1 1 21080 34"96"POCKETD12 1 1 5080 60"96"SLIDER
D13 1 2 21080 34"96"POCKET
D14 1 2 2880 32"96"HINGE
D15 1 2 2880 32"96"HINGE
D16 1 2 3080 36"96"HINGE
D17 1 2 3080 36"96"HINGE
D18 1 2 21080 34"96"HINGED19 1 2 3080 36"96"HINGE
D20 1 2 3080 36"96"POCKET
D21 1 2 3080 36"96"HINGED22 1 2 3080 36"96"POCKET
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.
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, August 22, 2025
PRINTED:
FILE:
C:\C - DESIGN JOBS\Moon - Rock Ridge PH3 - LOT 4\Design\MOON 2 - 24 X 36 CD Layout.layout
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
MO
O
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39
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PAGE:
5 of 18
A0
GENERAL NOTES
ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE.
ALL HEADER MATERIAL TO BE 4 x 10 D.F. # 2 U.N.O.
VERIFY HEADER HEIGHTS WITH SUPER.
ALL EXTERIOR WALLS ARE 2 x 6 - 16" O.C. STUDS, UNLESS NOTED
OTHERWISE.
ALL INTERIOR WALLS ARE 2 x 4 - 16" O.C. STUDS, UNLESS NOTED
OTHERWISE.
PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS, TOILET PAPER
DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER
FOR LOCATIONS.
FRAMING NOTES
REFER TO SHEET A2 FOR FOUNDATION NOTES AND DETAILS.
COORDINATE W/ MECH. & ELEC. FOR LOCATIONS & SIZES OF
FOUNDATION/SLAB/JOISTS BLOCKOUTS.
FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR
SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT
ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL
PRIOR TO THE FABRICATION AND INSTALLATION.
ALL TRUSS TO TRUSS & TRUSS TO BEAM CONNECTORS TO BE DESIGNED
BY MANUFACTURER
FLOOR SHEATHING TO BE 3/4" CDX OR OSB STURDI-FLOOR T&G, GLUE
AND NAIL W/ RING SHANK 8d's @ 6" EDGES & 12" IN THE FIELD. FACE
GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 7/16"
OSB OR EQUAL.
PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST
LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO
FLOOR HOLDOWN LOCATIONS.
PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING
LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE.
ALL CONNECTIONS TO BE SIMPSON OR EQUAL.
INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE
CONNECTIONS AS WELL AS FROM TRUSS OR RAFTER TO BEAM
CONNECTIONS.
20 MIN. FIRE RATED DOOR W/ SELF-CLOSING DEVICE.
FLOOR PLAN NOTES
SMOKE DETECTOR. EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED IN
EVERY BEDROOM AND AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA
GIVING ACCESS TO EACH SEPARATE SLEEPING AREA. IN NEW CONSTRUCTION,
REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE
BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. SMOKE DETECTOR
AND CO DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE.
SHELF AND HANGING ROD.
BUILT IN SHELVES.
CABINET - OWNER / CONTRACTOR TO VERIFY.
EGRESS WINDOWS SHALL HAVE AN OPERABLE SECTION FOR EMERGENCY EGRESS 5.7
SQUARE FEET MIN. MINIMUM NET CLEAR OPERABLE SECTION TO BE 20" WIDE AND 24"
HIGH. SILL HEIGHT MAXIMUM 44" OFF FLOOR.
WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH
AS A CLOCK TIMER WITH A ZONE RATING OF 1.5 OR LESS.
F.A.U. ON 18" HIGH PLATFORM. TOP OF PLATFORM TO BE 1 1/8" T & G PLYWOOD.
EXPOSED FACE AND SIDES TO HAVE 1 LAYER 5/8" TYPE "X" GYP. BD. NO FURNACE SHALL
BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLY THROUGH A BEDROOM,
BATHROOM, OR CLOSET. PROVIDE AT LEAST 30" OF WORKING SPACE IN FRONT OF
FURNACE.
ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE
INSTALLED, SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES
RESULTING FROM THE QUICK CLOSING OF THESE VALVES. DRAIN OUT, NO TRAPPING,
END OF PIPE LESS THAN 2 FEET ABOVE GROUND, POINTING DOWN. TANKS SHALL BE
STRAPPED WITHIN UPPER 1/3 AND LOWER 1/3 TO PREVENT OVERTURNING IN AN
EARTHQUAKE. MIN. EFFICIENCY OF 91%
PROVIDE DRYER VENT TO EXTERIOR. PROVIDE RECESSED HOT & COLD SHUTOFF
CONTROL VALVES & WASTE AT WASHER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL
COMBINED HORIZONTAL AND VERTICAL LENGTH OF 35 FEET. THE MAXIMUM LENGTH OF
THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE BEND AND 5 FEET FOR
EACH 90- DEGREE BEND. A MINIMUM 4-INCH DIAMETER EXHAUST DUCT OF
SMOOTHBORE, NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER.
TEMPERED GLASS
MECHANICAL FAN. BATHROOM, LAUNDRY ROOMS AND POWDER ROOMS SHALL BE
PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50
C.F.M. AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY OPERABLE WINDOW
OR OPENING INTO THE BUILDING. MINIMUM DUCT SIZE IS 4 INCHES. DRYER, KITCHEN,
AND BATH FANS TO BE SEPARATELY VENTED TO THE OUTSIDE. INSTALL DUCTWORK
PRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE
CONSTRUCTED OF SMOOTHBORE, NONCOMBUSTIBLE MATERIALS. APPROVED FLEX
CONNECTORS NOT EXCEEDING 6 FEET IN LENGTH MAY BE USED IN CONNECTION WITH
DOMESTIC DRYER EXHAUST.
22" x 30" MIN. ATTIC ACCESS TO BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOM.
FRAME OUT ACCESS HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN 1/2" PLYWOOD.
ACCESS COVER IN GARAGES TO BE HINGED AND SHALL BE WEATHER-STRIPPED OR
SEALED TIGHT.
GUARDRAIL 36" ABOVE FINISHED FLOOR. STAIR HANDRAIL 36" ABOVE STAIR NOSING.
INTERMEDIATE RAIL SPACING SHALL NOT ALLOW A 4" DIAMETER SPHERE TO PASS
THROUGH PER I.R.C. SECTION 312.2.
PRE-MANUFACTURED, ZERO CLEARANCE GAS FIREPLACE. CONSULT WITH OWNER FOR
TRIM PACKAGE. CONTRACTOR SHALL ASSUME ALL OPTIONS. REFER TO
MANUFACTURER'S SPECS FOR MINIMUM REQUIREMENTS OF NON-COMBUSTIBLE
SURROUND & HEARTH MATERIAL.
GARAGE FLOOR SURFACES SHALL BE MIN. 4" CONCRETE. SLOPE CONCRETE FLOOR
MIN. 1/8" PER 12" TOWARDS MAIN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN.
22
11
33
44
55
66
1111
88
77
99
1010
1212
1313
1414
1616
1515
ARCHITECTURAL
NOTES
ENERGY CODE CREDITS
FINAL EQUIPMENT AND OPTIONS TO MEET OR EXCEED THE
REQUIRED 8 TOTAL CREDITS
Upper Level Walls and Roof Framing
- Roof diaphragm is 11RD, typ.
- Truss layout is as shown. Truss design and analysis by others.
- Exterior pony walls at roof pop-ups are 1PW, typ.
- Fireplace and chimney framing per Arch and code.
Lower Level Walls, Lower Roof, and Main Floor Framing
- All floor sheathing is 12FD, typ.
- Stair framing: 0PA and code.
- Fireplace and chimney framing: 0PA and code.
Foundation and Retaining Walls
- Location of footing steps and / or transitions between retaining wall types shown are
approximate only and may vary depending on field conditions.
- Footing dashed lines may not be to scale, footing sizes to be per callouts.
- Exterior cripple walls at crawlspace level, if any, shall be the same shear wall as directly
above. Also use the same posts in cripple walls as directly above.
- All slabs on grade are 95S.
05-22-25
1/4" = 1' U.N.O.
DESIGNED & DRAFTED BY:
SUBMITTAL DATE
J.STERLING
REVISION TABLE
NO.
DATE
DESCRIPTION
REVISION DATE
SCALE
26
5/22/25
3
A9
3
A9
3
A9
3
A9
1
A8
1
A8
1
A8
1
A8
2
A8
2
A8
2
A8
2
A8
4
A9
4
A9
4
A9
4
A9
6'-6"23'-0"12'-9"6'-0"
50'-3"
6'-6"9'-0"12'-0"14'-9"6'-0"
22'-0"
4'-5"
6'-6"
17'-4"
15'-9"
66'-0"
1'-10 1/2"
18'-3"
1'-10 1/2"
2'-0"
2'-5"
50'-3"
2'-0"
4'-9"
2'-9"
31'-6"
27'-0"
4'-0"
66'-0"
4'-9"
4'-0"
0'-6"
3'-0"
0'-6"
4'-9"
4'-0"
4'-0"
4'-9"
0'-6"
3'-0"
0'-6"
0'-6"
0'-11 1/2"0'-6 1/2"
0'-6"
4'-1"
0'-6"
1'-6"
0'-6"
4'-1 1/2"
0'-6"
1'-6"
0'-6"
0'-6"
11'-3"22'-6"0'-6"
6'-6"
9'-4 1/2"
2'-0"
2'-4 1/2"
1'-4"
6'-0"
1'-4"
10'-8"
3'-0"
7'-8"
10'-5"
6'-6"
6'-5"4'-1"2'-0"6'-0 1/2"1'-4"2'-11 1/2"4'-2"5'-9"
0'-6"
11'-8 1/2"6'-4"
1'-4"
5'-9 1/2"7'-1"2'-0"
6'-5"20'-4"
4'-5"
22'-0"
2'-0"15'-6"
1'-4"
BU
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CONCRETE SLAB FLOOR
- ALL SLABS ARE 95S ENG. SPEC
- 534 sq ft
7" X 16" THICKENED CONCRETE
FOOTING IN SLAB
BUCKOUT AREA FOR
ELEVATOR SHOWER
DEPTH. PER ELV. SPEC.
STEMWALLS MINIMAL
VERIFY W/ SUPERVISOR
7" X 16" THICKENED CONCRETE
FOOTING IN SLAB
7" X 16" THICKENED CONCRETE
FOOTING IN SLAB24" X 24" X 8"
CONCRETE FOOTING
W/ (3), #4 E.W.7"
X
1
6
"
T
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SIM.
SIM
.
17HD 17HD
17
H
D
17
H
D
FOOTINGS TO BEAR ON UNDISTURBED SOIL ORSTONE. IF FOOTINGS ARE PLACED ON FILL, PLEASE
PROVIDE LETTER OF ACCEPTANCE FROM GEOTECH.
2
A1
2
A1
2
A1
2
A1
2
A1
2
A1
7
A2
7
A2
34'-9"13'-3"2'-3"
0'-6"
3'-0"
0'-6"
1'-3"1'-0"
1'-6"4'-1 1/2"2'-6"4'-1"
1'-0 1/2"1'-5 1/2"
6
A2
6
A2
ALL FOUNDATION WALL THICKNESSES
DEPENDENT ON GRADE PER FOUNDATION DETAIL
CALLOUTS DEPENDENT ON EXCAVATED GRADE
RED POST DESIGNATE
BEARING POINTS CONCRETE SLAB FLOOR
- ALL SLABS ARE 95S ENG. SPEC
- R10 FOAM @ COND. AREA
- 1,107.77 sq ft
CONCRETE SLAB PORCH FLOOR
- ALL SLABS ARE 95S ENG. SPEC
- 85.5 sq ft
CONCRETE SLAB FLOOR
- ALL SLABS ARE 95S ENG. SPEC
- R10 FOAM @ COND. AREA
CRAWLSPACE AREA: 492.56 sq ft
492.56 / 150 = 3.28 SQ. FT. OF VENT IS REQUIRED.
CRAWLSPACE VENTILATION
USING 6 X 16 FOUNDATION VENTS, 5 VENTS ARE
REQUIRED. ONE SUCH VENTILATING OPENING
SHALL BE WITHIN 3 FEET OF EACH CORNER OF
THE BUILDING. 2021 IRC - R408.1
FINAL LOCATIONS OF FOUNDATION VENTS TO
BE DETERMINED ON SITE.
5
A2
5
A2
5
A2
5
A2
3
A2
3
A2
2
A2
2
A2
5
A2
5
A2
2
A2
2
A2
2
A2
2
A2
3
A2
3
A2
STEMWALL MAY BE HELD DOWN
DEPENDENT ON GRADE, MAKE
SURE BEARING POINTS REST ON STEMWALL
4
A2
4
A2
3
A2
3
A2
4
A2
4
A2
4
A2
4
A2
6
A2
6
A2
5
A2
5
A2
10'-8"
1'-4"
6'-11"
1'-4"
1'-1"
1'-4"
10'-5"
5
A2
5
A2
6
A2
6
A2
STEP STEMWALL AS DICTATED
BY GRADE
4
A2
4
A2
5
A2
5
A2
5
A2
5
A2
5
A2
5
A2
5
A2
5
A2
3
A2
3
A2
4
A2
4
A2
4
A2
4
A2
6
A2
6
A2
TALL STEMWALLENG. - 89TSTALL STEMWALLENG. - 89TS
TALL STEMWALL ENG. - 89TS TALL STEMWALL ENG. - 89TS
OPEN DECKS
PLAN AREAS
BASEMENT FLOOR
GARAGE
1,180 SQ.FT.
513 SQ.FT.
COVERED DECKS 109 SQ.FT.
134 SQ.FT.
MAIN FLOOR 1,924 SQ.FT.
TOTAL LIVING AREA:3,104 SQ.FT.
ENTRY PORCH 92 SQ.FT.
UTILITY/MECH.24 SQ.FT.
N
0'-1 1/2"
0'-4 1/2"0'-3"
0'-1 1/2"
0'-6"
0'-1 1/2"
0'-3"0'-4 1/2"0'-1 1/2"
0'-9"
0'-0 3/8"
0'-7 1/8"
0'-0 3/8"
0'-4 5/8"0'-2"0'-6"
0'-1"0'-10"0'-1"
0'-4"1'-4 1/2"0'-5"
0'-1 1/2"
0'-2"
0'-3"
0'-6 1/2"0'-1 1/2"
0'-2"
0'-3"
0'-5"2'-1 1/2"0'-5 1/2"
1'-0 1/2"
0'-1 1/2"
0'-3"
0'-2"
6 5/16"5 3/8"6 5/16"
1"3 3/8"1"
0'-5 1/2"
3'-0"18"
0'-6"
0'-6"
1'-0"
0'-6"
3/8" x 7" x 9" PLATE
5/8" BOLTS
SCALE: 1" = 6"
TOP SIDE PLATE
CONNECTIONAA
5/8" BOLTS
(4) 5/8" X 6"
HEADED STUDS
3/8" PLATE
SCALE: 1" = 6"
POST BASE TO DBL COLUMN CONNECTION
(4) 5/8" X 6"
HEADED STUDS
60.
8
6
°
1/4" WELDS
BB
1/4" WELDS
5/8" BOLTS
3/8" PLATE 3/8" PLATE
3/8" x 10" PLATE
SCALE: 1" = 6"
TOP SIDE PLATE CONNECTIONCC
18 X 36 X 12 CONCRETE
PILLAR W/ CHAMFERED TOP
& CUSTOM BRACKET (B/A1)
& 6 X 30 X 48 FOOTING PAD
VERIFY PILLAR HT.
PILLAR: 2 MATS #4
@ 9" MAX, E.W. TYP
FOOTINGS: #4 @
9" MAX, E.W. TYP
CONCRETE PILLAR PER DETAIL C/A1
CONCRETE PILLAR
PER DETAIL C/A1
5 1/8" x 12" GLB COLUMN
3/8" x 10" PLATE
CH
A
M
F
E
R
P
I
L
L
A
R
A
T
T
O
P
5 1/2" x 12" GLB
COLUMN
0'-3"0'-3"
0'-6 1/2"
CH
A
M
F
E
R
P
I
L
L
A
R
A
T
T
O
P
0'-1"0'-10"0'-2"0'-11 1/2"0'-1"
CUSTOM SIDE
BRACKET DETAIL (A/A1)
CUSTOM BASE
BRACKET DETAIL (B/A1)
2 X 12 PT. JOIST 16" O.C.
18 X 36 X 12 CONCRETE
PILLAR W/ CHAMFERED TOP
& CUSTOM BRACKET (C/A1)
& 6 X 30 X 48 FOOTING PAD
VERIFY PILLAR HT.
SCALE: 3/4" = 1'
DECK FASCIA 5/4" COMP. EXT. MAT. - INST. W/ SPACERS
5 1/2" x 12" GLB DECK POST
5 1/2" x 12" GLB
DECK BEAM 5 1/2" x 12" GLB
DECK BEAM
2 x 12 DECK END BEAM
UPSIDE DOWN HUCQLAG BEAM INTO
MAIN BEAM W/
5/8 X 10 W/ 2”
GALV. WASHER
DECK POST/COLUMN DETAIL
- PAINT OR POWDER COAT T.B.D.
22
TH
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.
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, August 22, 2025
PRINTED:
FILE:
C:\C - DESIGN JOBS\Moon - Rock Ridge PH3 - LOT 4\Design\MOON 2 - 24 X 36 CD Layout.layout
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
MO
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E
2
39
1
3
R
O
C
K
R
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P
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W
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,
AN
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,
W
A
9
8
2
2
1
GENERAL NOTES
FOUNDATION NOTES
ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE.
ALL HEADER MATERIAL TO BE 4 x 10 D.F. # 2 U.N.O.
VERIFY HEADER HEIGHTS WITH SUPER.
ALL EXTERIOR WALLS ARE 2 x 6 - 16" O.C. STUDS, UNLESS NOTED
OTHERWISE.
ALL INTERIOR WALLS ARE 2 x 4 - 16" O.C. STUDS, UNLESS NOTED
OTHERWISE.
PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS, TOILET PAPER
DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER
FOR LOCATIONS.
ALL FOUNDATION FOOTINGS TO BE 18" BELOW GRADE @ FROST DEPTH.
JOISTS MAY RUN PERPENDICULAR TO DIRECTION SHOWN.
FOUNDATION WALL HEIGHTS MAY VARY DEPENDING ON FINAL GRADE.
FOUNDATION FOOTING MAY VERY DEPENDING ON FINAL GRADE.
FOUNDATION DETAIL MAY VERY DEPENDING ON FINAL GRADE.
ALTERNATE FOUNDATION DETAILS AVAILABLE UPON REQUEST.
PAGE:
6 of 18
A1
FOUNDATION PLAN
Foundation and Retaining Walls
- Location of footing steps and / or transitions between retaining wall types shown are
approximate only and may vary depending on field conditions.
- Footing dashed lines may not be to scale, footing sizes to be per callouts.
- Exterior cripple walls at crawlspace level, if any, shall be the same shear wall as
directly above. Also use the same posts in cripple walls as directly above.
- All slabs on grade are 95S.
05-22-25
1/4" = 1' U.N.O.
DESIGNED & DRAFTED BY:
SUBMITTAL DATE
J.STERLING
REVISION TABLE
NO.
DATE
DESCRIPTION
1
7/25/25
ADDED FOOTING NOTE PER COA
REVISION DATE
SCALE
07-25-25 REV.1
26
5/22/25
(4) GRADE 40
#4 REBAR E.W.
P.T. POST PER PLAN
1.5" BACK ON CORNER
ABU66 POST BASE
(4) GRADE 40
#4 REBAR
VERT. HOOKS
P.T. POST PER PLAN
SET EVEN ON CORNER ABU66 POST BASE
4" SLAB
1/2" OSBSIDING PER
PLAN
P.T. SILL
10"
2'-6 11/16"
16"
4"
3"7"
2"
A
RETAINED
HEIGHT
WALL
POSITION
FOOTING
WIDTH
FOOTING
HEIGHT
WALL
THICKNESS
ANCHOR BOLT
SPACING
BLOCK
SPACING
VERTICAL
REBAR
HORIZ.
REBAR
FOOTING
TRANSV.
FOOTING
CONT.
B C D E F G W X Y Z
0' - 4'
4' 1"- 6'
6' 1" - 8'
8' 1" - 10'
** ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT.
* REBAR MINIMUM GRADE 60.
* CONCRETE MINIMUM fc 2500 psi
GENERAL NOTES:
* COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER.
* ASSUMED SOIL BEARING PRESSURE: 2,000 PSF
E
TOE
C
D
B
HEEL
3"
V
(EXT. WALLS ONLY)
FLOOR JOISTS
3/4" SUBFLOOR
X
Y MIN LAP SPLICE = 24"
NAILS OR SCREWS
PER SHEARWALL
TABLE
4" PERF.
DRAIN ROCK
SIMPSON HANGER
EQ.EQ.
WA
L
L
H
E
I
G
H
T
A
RETAINED
HEIGHT
WALL
POSITION
FOOTING
WIDTH
FOOTING
HEIGHT
WALL
THICKNESS
ANCHOR BOLT
SPACING **
BLOCK
SPACING
VERTICAL
REBAR
HORIZ.
REBAR
FOOTING
TRANSV.
FOOTING
CONT.
B C D E F G W X Y Z
0' - 4'
4' 1"- 6'
6' 1" - 8'
8' 1" - 10'
GENERAL NOTES:
* COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER.
* COLUMNS F, G, ARE MAXIMUMS. MAY LESS.
* ASSUMED SOIL BEARING PRESSURE: 2,000 PSF
* MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW.
* ASSUMED SOIL BEARING PRESSURE: 2,000 PSF
E
TOE
C
D
B
HEEL
3"
6"
M
I
N
.
FLOOR JOISTS
W
NOT TO SCALE
BRACED RETAINING WALL - TOP OF WALL IS CONNECTED TO FLOOR DIAPHRAGM
A35 TYP. ONLY
REQ IF A > 4'
4" PERF.
DRAIN ROCK
4" TIGHTLINE
EQ.EQ.
WA
L
L
H
E
I
G
H
T
NOT TO SCALE
BRACED RETAINING WALL - TOP OF WALL IS CONNECTED TO FLOOR DIAPHRAGM
G
NAILS IN BLOCKING
SLAB OR FILL - SEE NOTE # 1
A
RETAINED
HEIGHT
WALL
POSITION FOOTING
WIDTH
FOOTING
HEIGHT
WALL
THICKNESS
ANCHOR BOLT
SPACING **
BLOCK
SPACING
VERTICAL
REBAR
HORIZ.
REBAR
FOOTING
TRANSV.
FOOTING
CONT.
B C D E F G W X Y Z
0' - 4'
4' 1"- 6'
6' 1" - 8'
8' 1" - 10'
GENERAL NOTES:
* COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER.
* COLUMNS F, G, ARE MAXIMUMS. MAY LESS.
* ASSUMED SOIL BEARING PRESSURE: 2,000 PSF
* MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW.
* ASSUMED SOIL BEARING PRESSURE: 2,000 PSF
E
TOE
18" MIN.
12" MIN.
PONY WALL
2" CLR.
C
D
B
HEEL
3"
A
6" MIN.
W
X
A
UNBALANCED
HEIGHT
WALL
POSITION
4" PERF.
DRAIN ROCK
4" TIGHTLINE
WA
L
L
H
E
I
G
H
T
NOT TO SCALE
CANT. RETAINING WALL - TOP OF WALL IS NOT CONNECTED TO FLOOR DIAPHRAGM
24" MIN. FOR
10' WALL
FOOTING
WIDTH
FOOTING
HEIGHT
WALL
THICKNESS
ANCHOR BOLT
SPACING **
BLOCK
SPACING
VERTICAL
REBAR
HORIZ.
REBAR
FOOTING
TRANSV.
FOOTING
CONT.
B C D E F G W X Y Z
0' - 4'
4' 1"- 6'
6' 1" - 8'
8' 1" - 10'
** ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT.
* REBAR MINIMUM GRADE 60.
* CONCRETE MINIMUM fc 2500 psi
GENERAL NOTES:
* ASSUMED SOIL BEARING PRESSURE: 2,000 PSF
E
TOE
NO FLOOR
WITHIN 12"
2" CLR.
C
D
B
HEEL
3"
* COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER.
W
X
Y
MIN LAP SPLICE = 24"
* COLUMNS F, G, ARE MAXIMUMS. MAY LESS.
Z
4" PERF.
DRAIN ROCK
4" TIGHTLINE
WA
L
L
H
E
I
G
H
T
(S
E
E
F
O
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N
D
A
T
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N
P
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N
,
S
U
B
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T
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A
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)
* ASSUMED SOIL BEARING PRESSURE: 2,000 PSF
NOT TO SCALE
RETAINING WALL - WALL HAS FILL ON INSIDE
4" SLAB
* MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW.
** ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT.
* REBAR MINIMUM GRADE 60.
* CONCRETE MINIMUM fc 2500 psi
8' 1" - 10'
R-10 FOAM
R-10 @:
- BASEMENT PERIMETER
ABOVE GRADE AREAS
- CONDITIONED AREA SLAB
ON GRADE
24" MIN.
(JOISTS PARRALLEL ONLY)
EXT. WALLS ONLY
OPTIONAL 4" SLAB
(GARAGE, PATIO)
OPTIONAL 4" SLAB
(GARAGE, PATIO)
6"
M
I
N
.
(EXT. WALLS ONLY)
CENTERED 18"7"6"72"NOT
REQUIRED #4 @ 24"#4 @ 24"N/A (2) # 4
48"#4 @ 24"#4 @ 24"#4 @ 24"(2) # 45"24"8"6"56"
28"#4 @ 16"#4 @ 16"(3) # 46"32"10"8"28"
18"#5 @ 14"#5 @ 14"(4) # 48"42"10"8"18"
** ANCHOR BOLT SPACING - USE LESSER OF THIS OR SHEAR WALL CALLOUT.
* REBAR MINIMUM GRADE 60.
* CONCRETE MINIMUM fc 2500 psi
- SUB FLOOR TO MUD SILL TO
BE ATTACHED WITH 8D NAILS
3” O.C. STAGGERED.
- A PICTURE OR PRE INSPECTION
MAY BE REQUIRED DUE TO FLOOR
PLATE MATERIAL COVERING NAILS.
CENTERED 18"7"6"72"NOT
REQUIRED #4 @ 24"#4 @ 24"N/A (2) # 4
#4 @ 24"#4 @ 24"#4 @ 24"(2) # 45"24"8"6"56"
#4 @ 18"#4 @ 16"#4 @ 16"(3) # 46"32"10"8"28"
#5 @ 18"#5 @ 14"#5 @ 14"(4) # 48"42"10"8"18"
* COLUMNS F, G, ARE MAXIMUMS. MAY LESS.
* ASSUMED SOIL BEARING PRESSURE: 2,000 PSF
* MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW.
FILL OVER FOOTING IN CRAWLSPACE WHEN
NO SLAB IS NEEDED.
48"10"8"
SCREENED 2" PVC
WEEP HOLES 6' O.C.
CENTERED 18"7"6"SEE
SHEARWALL #4 @ 24"#4 @ 24"N/A (2) # 4
SEE
SHEARWALL #4 @ 24"#4 @ 18"#4 @ 18"(3) # 4524"8"6"
SEE
SHEARWALL
SEE
SHEARWALL
#5 @ 11"#5 @ 11"(4) # 4736"10"8"
NOT
REQUIRED
NOT
REQUIRED
#5 @ 9"#5 @ 9"(4) # 58"
NOT
REQUIRED
NOT
REQUIRED
0' - 4'
48"10"8"
CENTERED 18"7"6"SEE
SHEARWALL #4 @ 24"#4 @ 24"N/A (2) # 4
#4 @ 24"#4 @ 18"#4 @ 18"(3) # 43"24"8"6"
#5 @ 11"#5 @ 11"(4) # 46"36"10"8"
#5 @ 9"#5 @ 9"(4) # 58"
SEE
SHEARWALL
NOT
REQUIRED
SEE
SHEARWALL
SEE
SHEARWALL
NOT
REQUIRED
NOT
REQUIRED
NOT
REQUIRED
NOTE #1
NOTE #1
RETAINED HT. (A)
RETAINED HT. (A)FILL REQUIRED
0' - 4'
5' - 6'
7' - 8'
9' - 10'
NONE
12"
18"
24"
FILL REQUIRED
0' - 4'
5' - 6'
7' - 8'
9' - 10'
NONE
12"
18"
24"
FILL OVER FOOTING IN CRAWLSPACE WHEN
NO SLAB IS NEEDED.
NOTE #1
RETAINED HT. (A)FILL REQUIRED
0' - 4'
5' - 6'
7' - 8'
9' - 10'
NONE
12"
18"
24"
SLAB OR FILL - SEE NOTE # 1
18" MIN.
BELOW GRADE
A
18" MIN.
BELOW GRADE
LENGTH
OF VERT.
REBAR @
BOT. L BEND
V
6"
6"
8"
8"
LENGTH
OF VERT.
REBAR @
BOT. L BEND
V
6"
6"
8"
8"
LENGTH
OF VERT.
REBAR @
BOT. L BEND
V
6"
6"
8"
8"
LENGTH
OF VERT.
REBAR @
BOT. L BEND
V
6"
6"
8"
8"
11
33
22
44
#4 @ 18"
#5 @ 18"
#4 @ 18"
#5 @ 18"
#4 @ 18"
#5 @ 18"
IF JOISTS PARALLEL
- INSTALL "G" BLOCKING
IN (2) BAYS.
- SCREWS OR NAILS
3" O.C. THRU SUBFLOOR
3/4" SUBFLOOR
X
Y
SLAB OR FILL - SEE NOTE # 1
R-10 @:
- CONDITIONED AREA SLAB
ON GRADE
VV
V
MIN LAP SPLICE = 24"
4" TIGHTLINE
EXT. WALLS ONLY
A
18" MIN.
BELOW GRADE
(S
E
E
F
O
U
N
D
A
T
I
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P
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A
N
,
S
U
B
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C
T
T
O
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R
A
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)
(S
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E
F
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A
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N
,
S
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B
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T
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R
A
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)
(S
E
E
F
O
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D
A
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P
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A
N
,
S
U
B
J
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C
T
T
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G
R
A
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)
MIN LAP SPLICE = 24"Y
6 MILL VB
IF NO SLAB
R-10 FOAM
W/ 10 MIL VB
UNDER, MIN.
1 X 4 P.T. GUIDE
R-10 @:
- CONDITIONED AREA SLAB
ON GRADE
6 MILL VB
IF NO SLAB
R-10 FOAM
W/ 10 MIL VB
UNDER, MIN.
1 X 4 P.T. GUIDE
R-10 @:
- CONDITIONED AREA SLAB
ON GRADE
6 MILL VB
IF NO SLAB
R-10 FOAM
W/ 10 MIL VB
UNDER, MIN.
1 X 4 P.T. GUIDE
R-10 FOAM
W/ 10 MIL VB
UNDER, MIN.
1 X 4 P.T. GUIDE
SCALE: 1" = 1'
THICKENED FOOTING66
GENERAL NOTES:
* COLUMNS C, D, E, W, X, Y, Z, ARE MINIMUMS. MAY USE GREATER.
* ASSUMED MAX ALLOWABLE SOIL BEARING: 2,000 PSF
* MAX LOAD = 2 RESIDENTIAL STORIES AND ROOF W/ 25 PSF MAX SNOW.
* REBAR MINIMUM GRADE 40.
* CONCRETE MINIMUM fc 2500 psi
A
UNBALANCED
HEIGHT
WALL
POSITION
FOOTING
WIDTH
FOOTING
HEIGHT
WALL
THICKNESS
ANCHOR BOLT
SPACING
FLOOR JOIST
BLOCK
SPACING
VERTICAL
REBAR
HORIZ.
REBAR
FOOTING
TRANSV.
FOOTING
CONT.
B C D E F G W X Y Z
0' - 4'E
TOE
NO FLOOR
WITHIN 12"
TOP OF STEM WALL
CENTER
C
D
B
HEEL
3"
V
A
W
X
Y
MIN LAP SPLICE = 24"
Z
4" PERF.
DRAIN ROCK
4" TIGHTLINE
NOT TO SCALE
RETAINING WALL - 4' MAX RETAINED - CENTERED REBAR
ALT 1 - SCREENED 2" PVC
WEEP HOLES 6' O.C.
0' - 4'CENTERED 18"7"6"SEE
SHEARWALL #4 @ 24"#4 @ 24"N/A (2) # 4
NOT
REQUIRED
LENGTH
OF VERT.
REBAR @
BOT. L BEND
V
6"
55 CASE 2
TOE
C
D
B
HEEL
3"
V
6"
M
I
N
.
ALT 3 FLOOR JOISTS
ON TOP OF MUDSILL
3/4" SUBFLOOR
X
MIN LAP SPLICE = 24"
CRAWLSPACE
WALL PER PLAN
4" PERF.
DRAIN ROCK
WA
L
L
H
E
I
G
H
T
(S
E
E
F
O
U
N
D
A
T
I
O
N
P
L
A
N
)
NOT TO SCALE
(EXT. WALLS ONLY)
A
18" MIN.
BELOW GRADE
CASE 1
GARAGE DOOR
(2)GRADE 40
#4 REBAR
BUCK OUT FOR GARAGE DOOR
4" CONC. SLAB OVER 6
MIL VAPOR BARRIER ON
GRANULAR FILL
SCALE: 1" = 1'
TYPICAL FOUNDATION WALL
@ GARAGE DOOR77
1 X 4 P.T. GUIDE
4" SLAB
SLAB OR FILL - SEE NOTE # 1
6 MILL VB
IF NO SLAB
1 X 4 P.T. GUIDE
F
F
F
F
WA
L
L
H
E
I
G
H
T
(S
E
E
F
O
U
N
D
A
T
I
O
N
P
L
A
N
,
S
U
B
J
E
C
T
T
O
G
R
A
D
E
)
NOT
REQUIRED
NOT
REQUIRED
NOT
REQUIRED
10' 1" - 12'#5 @ 18"#5 @ 9"#5 @ 9"(5) # 410"48"10"8"16"8"NOT
REQUIRED10' 1" - 12'#5 @ 18"#5 @ 9"#5 @ 9"(5) # 410"48"10"8"16"8"16"
PROVIDE CLEANOUT AT
BASE OF RAIN LEADER
AT TIE IN TO DRAIN PER
UPC 1101.13.1
APPLICABLE TO ALL
DETAILS
ALT 2
4" SLAB BELOW GRD.
E
W
F
ALT 4 FLOOR JOISTS
HUNG FROM MUDSILL
4'
M
A
X
F
I
L
L
AL
T
3
&
4
ALT 1
SLAB ABOVE GRD.
1 X 4 P.T. GUIDE
CONDITIONED SLABS - R-10 @:
- BASEMENT PERIMETER ABOVE GRADE AREAS
- CONDITIONED AREA SLAB ON GRADE
- 6 MIL VB UNDER, MIN.
Z
F
Y
4" TIGHTLINE
WALL PER PLAN
CENTER
FILL OVER FOOTING IN CRAWLSPACE WHEN
NO SLAB IS NEEDED.
NOTE #1
RETAINED HT. (A)FILL REQUIRED
0' - 4'
5' - 6'
7' - 8'
9' - 10'
NONE
12"
18"
24"
FILL OVER FOOTING IN CRAWLSPACE WHEN
NO SLAB IS NEEDED.
WALL PER PLAN
WALL PER PLAN
WALL PER PLAN
WALL PER PLAN
COMPACTED FILL
PAD W/ PLINTH
COMPACTED FILL
PAD UNDER SLAB
SCALE: 1" = 1'
POST FOOTING88 93FP
2 X TREATED PLATE
1/4" X 3 1/2" DRIVE
RAWL 48" O.C.
(2)GRADE 40
#4 REBAR
R-10 @:
- CONDITIONED AREA SLAB
ON GRADE
R-10 FOAM
W/ 10 MIL VB
UNDER, MIN. R-10 FOAM
W/ 10 MIL VB
UNDER, MIN.
WALL PER PLAN
7” IF ONLY SUPPORTING
ONE LEVEL OF FLOOR LOAD.IF MORE THAN 1 FLOOR, USE 8"
A
W
24
"
M
I
N
.
GRADE LOCATION
MAY VARY
4'
M
A
X
F
I
L
L
AL
T
2
4'
M
A
X
F
I
L
L
AL
T
1
ZZ
FOOTING SIZE AND REBAR
PER FOUNDATION PLAN
(3) GRADE 40
#4 REBAR E.W.
FOOTING SIZE AND REBAR
PER FOUNDATION PLAN
18"x18" PLINTH
ROTO HAMMER AND
WET SET 5/8" ANCHOR
3'-0 3/4"
3'-1 1/4"
1 1/2"
15"
1 1/2"
18"
Z
TH
E
I
N
F
O
R
M
A
T
I
O
N
,
P
L
A
N
S
,
D
E
S
I
G
N
S
,
N
O
T
E
S
A
N
D
A
R
R
A
N
G
E
M
E
N
T
S
S
H
O
W
N
O
N
T
H
I
S
D
R
A
W
I
N
G
A
R
E
C
O
N
F
I
D
E
N
T
I
A
L
AN
D
M
A
Y
N
O
T
B
E
R
E
P
R
O
D
U
C
E
D
I
N
W
H
O
L
E
O
R
I
N
P
A
R
T
W
I
T
H
O
U
T
T
H
E
E
X
P
R
E
S
S
W
R
I
T
T
E
N
P
E
R
M
I
S
S
I
O
N
O
F
ST
R
A
N
D
B
E
R
G
C
O
N
S
T
R
U
C
T
I
O
N
I
N
C
.
D
R
A
W
I
N
G
S
N
O
T
E
D
A
S
P
R
E
L
I
M
I
N
A
R
Y
,
S
C
H
E
M
A
T
I
C
,
A
N
D
/
O
R
C
O
N
C
E
P
T
C
O
N
T
A
I
N
IN
F
O
R
M
A
T
I
O
N
T
H
A
T
I
S
C
O
N
C
E
P
T
U
A
L
A
N
D
S
U
B
J
E
C
T
T
O
C
H
A
N
G
E
.
T
H
E
D
E
S
I
G
N
E
R
M
A
K
E
S
N
O
C
L
A
I
M
F
O
R
A
C
C
U
R
A
C
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OF
C
O
N
C
E
P
T
U
A
L
I
N
F
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R
M
A
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I
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O
R
O
F
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N
F
O
R
M
A
T
I
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N
S
U
P
P
L
I
E
D
B
Y
O
T
H
E
R
S
.
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, August 22, 2025
PRINTED:
FILE:
C:\C - DESIGN JOBS\Moon - Rock Ridge PH3 - LOT 4\Design\MOON 2 - 24 X 36 CD Layout.layout
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
MO
O
N
R
E
S
I
D
E
N
C
E
2
39
1
3
R
O
C
K
R
I
D
G
E
P
A
R
K
W
A
Y
,
AN
A
C
O
R
T
E
S
,
W
A
9
8
2
2
1
PAGE:
7 of 18
A2
FOUNDATION DETAILS
PLEASE MARK ON SITE SET
THE HEIGHT OF PROPOSED
WALLS SO THAT INSPECTOR
CAN VERIFY FOOTINGS.
05-22-25
1/4" = 1' U.N.O.
DESIGNED & DRAFTED BY:
SUBMITTAL DATE
J.STERLING
REVISION TABLE
NO.
DATE
DESCRIPTION
1
7/25/25
ADDED FOUND. NOTE PER COA
REVISION DATE
SCALE
07-25-25 REV.1
26
5/22/25
3
A9
3
A9
3
A9
3
A9
1
A8
1
A8
2
A8
2
A8
4
A9
4
A9
4
A9
4
A9
WH
D01-3080
W11 2050 PIC
D11-21080
W12 2050 PIC
W13 2050 PIC
D03-3080
D12-5080
W08 3050 CASE
W09 3050 FIX CASE
W10 3050 CASE
D10-3080
D09-6080D08-3080
W01 4620 PIC W02 5020 PIC W03 4620 PIC
D07-3080
D02-18080
D06-2680
W04 3050 CASE
W05 3050 FIX CASE
W06 3050 FIX CASE
W07 3050 CASE
3068
D05-3080
D04-3080
UP
5.5x12 PT GLB
CANTILEVER DECK BEAM
- TOP @ 109 1/8" (VERIFY)
THIS END EXP.
5.5x12 GLB EXP. DECK BEAMS
- TOP @ 109 1/8" (VERIFY)
THIS END TO BE
DRYWALL WRAPPED
2'-0"3'-3 1/2"3'-0 1/2"2'-9 1/2"
2'-5 1/2"
1'-10"
17'-3 9/16"
10'-9"
2'-9"
31'-6"
27'-0"
6'-6"23'-0"12'-9"6'-0"2'-0"
21'-11 3/4"
1'-0"
4'-6"
1'-0"
1'-11"
1'-11"
1'-10"
50'-3"
1'-11"
2'-9 3/4"
1'-3 1/4"
72'-0"
2'-3"6'-8"7'-0 1/2"18'-7"15'-8 1/2"
6'-7 1/2"
3'-0"
0'-6"
3'-0"
0'-6"
3'-0"
0'-8 1/2"
1'-0"
5'-0"
13'-0"
0'-11 1/2"
1'-9 1/2"
4'-0"
1'-8"
0'-8 1/2"
10'-11 1/2"
6'-6"
4'-5"
24'-0"
3'-0"
6'-1"
5'-9 1/2"
8'-3 1/2"
7'-4"
6'-9"
4'-9"
6'-0"
11'-5"4'-3 1/2"6'-8"11'-2 1/2"
1'-2"
2'-0"
59"
72'-0"
22'-0"
10'-11"
17'-4"
15'-9"
6'-0"
6'-8"
2'-9 3/4"1'-3 1/4"
11'-4"
8'-3 1/2"
11'-10 1/2"
5'-0"1'-6"
2'-3"
6'-0"
18'-9"
50'-3"
1'-2"
11'-2 1/2"
0'-9"
4'-0"
11'-6"
1'-6"
21'-10" X 23'-6"
509 SQ FT
14'-9" X 6'-7"
92 SQ FT
10'-5" X 8'-7"
89 SQ FT
14'-9" X 10'-8"
157 SQ FT
4'-10" X 5'-5"
26 SQ FT
11'-2" X 17'-6"
320 SQ FT
8'-7" X 5'-5"
46 SQ FT
12'-11" X 10'-5"
159 SQ FT
15'-0" X 33'-3"
493 SQ FT
6'-3" X 3'-0"
19 SQ FT
10'-7" X 2'-1"
22 SQ FT
2'-7" X 1'-2"
3 SQ FT 5'-8" X 2'-0"
11 SQ FT
12'-9" X 5'-7"
70 SQ FT
6'-4" X 7'-2"
45 SQ FT
2'-0" X 3'-8"
7 SQ FT
8'-6" X 2'-10"
24 SQ FT
GARAGE
ENTRY BEDROOM 4
BEDROOM 3REC. ROOM
LAUNDRY
CLOSET
BATHROOM 4
CLOSET (ELEV)
CLOSET
UTILITY/MECH.
CLOSET
BATHROOM 3
LINEN
- TILE SHOWER
- CORNER BENCH
- NICHE
(VERIFY LOCATION)
- BUILT-IN TUB,
TILE WALLS
ENTRY PORCH
CO DET.
SMOKE DET.
SHOWER
CRAWL SPACE
VERIFY TUB AND CABINET DIMS. TO
HAVE ADEQUATE ROOM FOR TOILET
50 CFM MIN
50 CFM MIN
50 CFM MIN
9' CEILING9' CEILING
9' CEILING
9' CEILING 9' CEILING
9' CEILING
9' CEILING9' CEILING
9' CEILING
RISE = 121 3/4"
RISERS = 7 5/8"-7 9/16"
TREAD DEPTH = 11"
TREADS = 14
VERIFY ON-SITE
2
A3
2
A3 2
A3
2
A3
2
A3
2
A3
17HD 17HD
17
H
D
17
H
D
FURRED OUT WALL DEPENDENT
ON GRADE/STEMWALL THICKNESS
TH
I
S
W
A
L
L
F
U
R
R
E
D
O
U
T
T
O
HID
E
G
A
R
A
G
E
D
O
O
R
H
D
R
WD
BUILT IN BENCH
11
22
22
22
44
44
44
DOOR LOCATION
PER ELEVATOR
DESIGN
NI
C
H
E
¢
¢
2'-0"
2'-5"
1'-0"
0'-6"2'-0"
0'-6"
2'-0"
0'-6"
6'-6"9'-0"12'-0"
1'-0"
7'-0"5'-9"
1'-0"
6'-0"2'-0"
¢
55
66TEMP.
66TEMP.
66TEMP.
55 66TEMP.
77
99 1010 1111
1010
1010
1313
1313
1313
1515
1616
21H @ 96"21H @ 96"21H @ 96"21H @ 96"21H @ 96"21H @ 96"
21H @ 96"21H @ 96"21H @ 96"21H @ 96"21H @ 96"21H @ 96"
21H @ 96"
21H @ 96"
21H @ 96"
21H @ 96"
20H @ 96"
20H @ 96"
20H @ 96"20H @ 96"20H @ 96"20H @ 96"
20H @ 96"
20H @ 96"
20H @ 96"
20H @ 96"
23H @ 96"
23H @ 96"
5.5 X 12 GLB EXP.
ROOF BEAM
- TOP @ 109 1/8"
BB
5.5
X
1
2
G
L
B
E
X
P
.
RO
O
F
B
E
A
M
-
T
O
P
@
1
0
9
1
/
8
"
BB
37B
37B
36B
36B
41B41B
40B
40B
5.5 X 12 PT GLB
EXP. DECK BEAM
- TOP @ 109 1/8"
(VERIFY)
5.
5
X
1
2
P
T
G
L
B
EX
P
.
D
E
C
K
B
E
A
M
- T
O
P
@
1
0
9
1
/
8
"
(V
E
R
I
F
Y
)
0'-10"
2'-0"
0'-6"
3'-2"7'-3"
1'-0"
6'-0"
14'-9"
BEARING WALL
BE
A
R
I
N
G
W
A
L
L
BEARING WALL
BEARING WALL
20H @ 96"20H @ 96"
BEARING WALL
BEARING WALL
BEARING WALL
70P
70P 70P70P
70P70P
70P
70P
71P
71P71P
71P71P71P
70P70P
71P
71P
70P70P
72P
72P
70P70P70P
70P
70P
70P
70P
70P
71P71P
71P71P 71P
71P
72P
72P
70P
70P
70P
70P
71P
71P
5.
5
X
1
2
P
T
G
L
B
EX
P
.
D
E
C
K
B
E
A
M
- T
O
P
@
1
0
9
1
/
8
"
(V
E
R
I
F
Y
)
5.
5
x
1
2
P
T
G
L
B
CA
N
T
I
L
E
V
E
R
D
E
C
K
B
E
A
M
-
T
O
P
@
1
0
9
1
/
8
"
(
V
E
R
I
F
Y
)
-
T
H
I
S
E
N
D
C
O
N
C
E
A
L
E
D
-
M
I
N
.
B
A
C
K
S
P
A
N
=
1
3
'
36B
36B
5.5
x
1
2
P
T
G
L
B
CA
N
T
I
L
E
V
E
R
D
E
C
K
B
E
A
M
- T
O
P
@
1
0
9
1
/
8
"
(
V
E
R
I
F
Y
)
- T
H
I
S
E
N
D
C
O
N
C
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A
L
E
D
-
M
I
N
.
B
A
C
K
S
P
A
N
=
1
5
.
7
5
'
37B
37B
20H @ 96"20H @ 96"24H @ 96"24H @ 96"
15'-6"4'-5"4'-7 1/2"2'-8"7'-4"4'-3 1/2"2'-11"6'-6"
21H @ 96"21H @ 96"
¢
70P
70P
PP
70P
70P
35B35B
40B
40B
40B
40B
6'-8"
2'-9 3/4"1'-3 1/4"
1
A3
1
A3
1
A3
1
A3
1A31A3
1
A3
1
A3
11'-6"
7'-0 1/2"
4'-3 1/2"
4'-0"
6'-3"
6'-6"
4'-5"
2'-0"
18'-0"
2'-0"
66"
BEARING WALL
71P
71P
BEARING WALL
5'-0"
17'-8 1/4"
1'-0"
6'-0"5.5x12 PT GLB
CANTILEVER DECK BEAM
- TOP @ 109 1/8" (VERIFY)
THIS END EXP.
BE
A
R
I
N
G
W
A
L
L
TALL STEMWALLENG. - 89TSTALL STEMWALLENG. - 89TS
TALL STEMWALLENG. - 89TSTALL STEMWALLENG. - 89TS
71P
71P71P71P
2'-3"4'-6"
0'-6"
5'-0"
0'-6"
4'-6"
1'-9 1/2"1'-0 1/2"
3'-0"
0'-6"
3'-0"
0'-6"
3'-0"
0'-6"
3'-0"
10'-6"
3'-3 1/2"
3'-4"
4'-0"
7'-5 1/2"
3'-0 1/2"
1'-0"
5'-0"
77M
77M
77M
77M
78M
78M
78M
78M
78M
78M
70P
70P
77M77M4'-5"
1'-9 1/2"
5'-2 1/2"7'-7 1/2"13'-8 1/2"
77M77M
21H @ 96"21H @ 96"
1'-10"
71P71P
71P71P
5.
5
X
1
2
P
T
G
L
B
EX
P
.
D
E
C
K
B
E
A
M
- T
O
P
@
1
0
9
1
/
8
"
(V
E
R
I
F
Y
)
71P71P
15'-9 1/2"
TYPICAL HEADER FRAMING
HEADER LESS THAN 5'
(1) KING STUD FROM
TOP PLATE TO
BOTTOM PLATE
(1) TRIMMER
HEADER LESS THAN 5'
(2) KING STUDS
FROM TOP PLATE TO
BOTTOM PLATE
(1) TRIMMER
WINDOW W/ 6" POST
(2) KING STUDS
FROM TOP PLATE TO
BOTTOM PLATE
CONCEAL FLANGE
HANGER EA. SIDE
WINDOW W/ 3" POST
HEADER MORE THAN 5'
(2) KING STUDS
FROM TOP PLATE TO
BOTTOM PLATE
(1) TRIMMER
HEADER MORE THAN 5'
OPEN DECKS
PLAN AREAS
BASEMENT FLOOR
GARAGE
1,180 SQ.FT.
513 SQ.FT.
COVERED DECKS 109 SQ.FT.
134 SQ.FT.
MAIN FLOOR 1,924 SQ.FT.
TOTAL LIVING AREA:3,104 SQ.FT.
ENTRY PORCH 92 SQ.FT.
UTILITY/MECH.24 SQ.FT.
N
0'-6"
R-21 INSULATION
2 X 4 WALL @ 6" FROM CONCRETE
BUILT OUT ONLY IN FINISHED AREAS
1/2" SHEETROCK
TYPICAL FURRED OUT WALL IN BASEMENT
SCALE: 3/4" = 1'
1/2" WEDGE ANCHOR 48" O.C.
2 X BORATE TREATED PLATE
11
CONCRETE WALL THICKNESS
PER DETAIL ON A2
CUSTOM SIDE
BRACKET DETAIL (A/A1)
CUSTOM BASE
BRACKET DETAIL (B/A1)
2 X 12 PT. JOIST 16" O.C.
18 X 36 X 12 CONCRETE
PILLAR W/ CHAMFERED TOP
& CUSTOM BRACKET (C/A1)
& 6 X 30 X 48 FOOTING PAD
VERIFY PILLAR HT.
SCALE: 3/4" = 1'
DECK FASCIA 5/4" COMP. EXT. MAT. - INST. W/ SPACERS
5 1/2" x 12" GLB DECK POST
5 1/2" x 12" GLB
DECK BEAM 5 1/2" x 12" GLB
DECK BEAM
2 x 12 DECK END BEAM
UPSIDE DOWN HUCQLAG BEAM INTO
MAIN BEAM W/
5/8 X 10 W/ 2”
GALV. WASHER
DECK POST/COLUMN DETAIL
- PAINT OR POWDER COAT T.B.D.
22
WINDOW SCHEDULE
#QTY FL.SIZE WIDTH HEIGHT EGRESS TEMP.DESCRIPTION
W01 1 1 4620 54"24"PIC
W02 1 1 5020 60"24"PICW03 1 1 4620 54"24"PIC
W04 1 1 3050 36"60"YES CASE
W05 1 1 3050 36"60"FIX CASEW06 1 1 3050 36"60"FIX CASE
W07 1 1 3050 36"60"CASE
W08 1 1 3050 36"60"YES YES CASE
W09 1 1 3050 36"60"FIX CASE
W10 1 1 3050 36"60"CASE
W11 1 1 2050 24"60"YES PIC
W12 1 1 2050 24"60"YES PICW13 1 1 2050 24"60"YES PIC
W14 1 2 8080 96"96"YES PATIO DOOR
W15 1 2 4666 54"78"PICW16 1 2 4630 54"36"PIC
W17 1 2 5030 60"36"PIC
W18 1 2 4630 54"36"PIC
W19 1 2 4666 54"78"PIC
W20 1 2 5066 60"78"PIC
W21 1 2 4666 54"78"PIC
W22 1 2 3060 36"72"YES CASEW23 1 2 6080 72"96"YES PATIO DOOR
W24 1 2 3060 36"72"CASE
W25 1 2 6016 72"18"PICW26 1 2 3016 36"18"PIC
W27 1 2 3016 36"18"PIC
W28 1 2 3016 36"18"PIC
W29 1 2 3016 36"18"YES PIC
W30 1 2 3050 36"60"YES YES CASE
W31 1 2 3050 36"60"FIX CASE
W32 1 2 3050 36"60"CASEDOOR SCHEDULE
#QTY FL.SIZE WIDTH HEIGHT DESCRIPTION
D01 1 1 3080 36"96"EXT. HINGED02 1 1 18080 216"96"GARAGE
D03 1 1 3080 36"96"HINGE
D04 1 1 3080 36"96"POCKET
D05 1 1 3080 36"96"HINGE
D06 1 1 2680 30"96"HINGE
D07 1 1 3080 36"96"POCKET
D08 1 1 3080 36"96"HINGED09 1 1 6080 72"96"SLIDER
D10 1 1 3080 36"96"HINGE
D11 1 1 21080 34"96"POCKETD12 1 1 5080 60"96"SLIDER
D13 1 2 21080 34"96"POCKET
D14 1 2 2880 32"96"HINGE
D15 1 2 2880 32"96"HINGE
D16 1 2 3080 36"96"HINGE
D17 1 2 3080 36"96"HINGE
D18 1 2 21080 34"96"HINGED19 1 2 3080 36"96"HINGE
D20 1 2 3080 36"96"POCKET
D21 1 2 3080 36"96"HINGED22 1 2 3080 36"96"POCKET
0'-6"
R-21 INSULATION
2 X 4 WALL @ 6" FROM CONCRETE
BUILT OUT ONLY IN FINISHED AREAS
1/2" SHEETROCK
TYPICAL FURRED OUT WALL IN BASEMENT
SCALE: 3/4" = 1'
1/2" WEDGE ANCHOR 48" O.C.
2 X BORATE TREATED PLATE
11
CONCRETE WALL THICKNESS
PER DETAIL ON A2
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.
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, August 22, 2025
PRINTED:
FILE:
C:\C - DESIGN JOBS\Moon - Rock Ridge PH3 - LOT 4\Design\MOON 2 - 24 X 36 CD Layout.layout
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
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PAGE:
8 of 18
A3
BASEMENT FLOOR
PLAN
GENERAL NOTES
ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE.
ALL HEADER MATERIAL TO BE 4 x 10 D.F. # 2 U.N.O.
VERIFY HEADER HEIGHTS WITH SUPER.
ALL EXTERIOR WALLS ARE 2 x 6 - 16" O.C. STUDS, UNLESS NOTED
OTHERWISE.
ALL INTERIOR WALLS ARE 2 x 4 - 16" O.C. STUDS, UNLESS NOTED
OTHERWISE.
PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS, TOILET PAPER
DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER
FOR LOCATIONS.
FRAMING NOTES
REFER TO SHEET A2 FOR FOUNDATION NOTES AND DETAILS.
COORDINATE W/ MECH. & ELEC. FOR LOCATIONS & SIZES OF
FOUNDATION/SLAB/JOISTS BLOCKOUTS.
FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR
SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT
ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL
PRIOR TO THE FABRICATION AND INSTALLATION.
ALL TRUSS TO TRUSS & TRUSS TO BEAM CONNECTORS TO BE DESIGNED
BY MANUFACTURER
FLOOR SHEATHING TO BE 3/4" CDX OR OSB STURDI-FLOOR T&G, GLUE
AND NAIL W/ RING SHANK 8d's @ 6" EDGES & 12" IN THE FIELD. FACE
GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 7/16"
OSB OR EQUAL.
PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST
LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO
FLOOR HOLDOWN LOCATIONS.
PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING
LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE.
ALL CONNECTIONS TO BE SIMPSON OR EQUAL.
INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE
CONNECTIONS AS WELL AS FROM TRUSS OR RAFTER TO BEAM
CONNECTIONS.
20 MIN. FIRE RATED DOOR W/ SELF-CLOSING DEVICE.
FLOOR PLAN NOTES
SMOKE DETECTOR. EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED IN
EVERY BEDROOM AND AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA
GIVING ACCESS TO EACH SEPARATE SLEEPING AREA. IN NEW CONSTRUCTION,
REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE
BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. SMOKE DETECTOR
AND CO DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE.
SHELF AND HANGING ROD.
BUILT IN SHELVES.
CABINET - OWNER / CONTRACTOR TO VERIFY.
EGRESS WINDOWS SHALL HAVE AN OPERABLE SECTION FOR EMERGENCY EGRESS 5.7
SQUARE FEET MIN. MINIMUM NET CLEAR OPERABLE SECTION TO BE 20" WIDE AND 24"
HIGH. SILL HEIGHT MAXIMUM 44" OFF FLOOR.
WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH
AS A CLOCK TIMER WITH A ZONE RATING OF 1.5 OR LESS.
F.A.U. ON 18" HIGH PLATFORM. TOP OF PLATFORM TO BE 1 1/8" T & G PLYWOOD.
EXPOSED FACE AND SIDES TO HAVE 1 LAYER 5/8" TYPE "X" GYP. BD. NO FURNACE SHALL
BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLY THROUGH A BEDROOM,
BATHROOM, OR CLOSET. PROVIDE AT LEAST 30" OF WORKING SPACE IN FRONT OF
FURNACE.
ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE
INSTALLED, SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES
RESULTING FROM THE QUICK CLOSING OF THESE VALVES. DRAIN OUT, NO TRAPPING,
END OF PIPE LESS THAN 2 FEET ABOVE GROUND, POINTING DOWN. TANKS SHALL BE
STRAPPED WITHIN UPPER 1/3 AND LOWER 1/3 TO PREVENT OVERTURNING IN AN
EARTHQUAKE. MIN. EFFICIENCY OF 91%
PROVIDE DRYER VENT TO EXTERIOR. PROVIDE RECESSED HOT & COLD SHUTOFF
CONTROL VALVES & WASTE AT WASHER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL
COMBINED HORIZONTAL AND VERTICAL LENGTH OF 35 FEET. THE MAXIMUM LENGTH OF
THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE BEND AND 5 FEET FOR
EACH 90- DEGREE BEND. A MINIMUM 4-INCH DIAMETER EXHAUST DUCT OF
SMOOTHBORE, NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER.
TEMPERED GLASS
MECHANICAL FAN. BATHROOM, LAUNDRY ROOMS AND POWDER ROOMS SHALL BE
PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50
C.F.M. AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY OPERABLE WINDOW
OR OPENING INTO THE BUILDING. MINIMUM DUCT SIZE IS 4 INCHES. DRYER, KITCHEN,
AND BATH FANS TO BE SEPARATELY VENTED TO THE OUTSIDE. INSTALL DUCTWORK
PRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE
CONSTRUCTED OF SMOOTHBORE, NONCOMBUSTIBLE MATERIALS. APPROVED FLEX
CONNECTORS NOT EXCEEDING 6 FEET IN LENGTH MAY BE USED IN CONNECTION WITH
DOMESTIC DRYER EXHAUST.
22" x 30" MIN. ATTIC ACCESS TO BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOM.
FRAME OUT ACCESS HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN 1/2" PLYWOOD.
ACCESS COVER IN GARAGES TO BE HINGED AND SHALL BE WEATHER-STRIPPED OR
SEALED TIGHT.
GUARDRAIL 36" ABOVE FINISHED FLOOR. STAIR HANDRAIL 36" ABOVE STAIR NOSING.
INTERMEDIATE RAIL SPACING SHALL NOT ALLOW A 4" DIAMETER SPHERE TO PASS
THROUGH PER I.R.C. SECTION 312.2.
PRE-MANUFACTURED, ZERO CLEARANCE GAS FIREPLACE. CONSULT WITH OWNER FOR
TRIM PACKAGE. CONTRACTOR SHALL ASSUME ALL OPTIONS. REFER TO
MANUFACTURER'S SPECS FOR MINIMUM REQUIREMENTS OF NON-COMBUSTIBLE
SURROUND & HEARTH MATERIAL.
GARAGE FLOOR SURFACES SHALL BE MIN. 4" CONCRETE. SLOPE CONCRETE FLOOR
MIN. 1/8" PER 12" TOWARDS MAIN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN.
22
11
33
44
55
66
1111
88
77
99
1010
1212
1313
1414
1616
1515
Lower Level Walls, Lower Roof, and Main Floor Framing
- All floor sheathing is 12FD, typ.
- Stair framing: 0PA and code.
- Fireplace and chimney framing: 0PA and code.
05-22-25
1/4" = 1' U.N.O.
DESIGNED & DRAFTED BY:
SUBMITTAL DATE
J.STERLING
REVISION TABLE
NO.
DATE
DESCRIPTION
REVISION DATE
SCALE
26
5/22/25
3
A9
3
A9
3
A9
3
A9
1
A8
1
A8
2
A8
2
A8
4
A9
4
A9
4
A9
4
A9
5.5x12 PT GLB
CANTILEVER DECK BEAM
- TOP @ 109 1/8" (VERIFY)
THIS END EXP.
5.5x12 GLB EXP. DECK BEAMS
- TOP @ 109 1/8" (VERIFY)
THIS END TO BE
DRYWALL WRAPPED
2'-0"
15'-6"
31'-6"
8'-4 1/4"
55'-4 1/4"
34'-9"13'-3"2'-3"
50'-3"
4'-5"
6'-6"
6'-3"
4'-8 1/2"
0'-8 1/2"
5'-8"
15'-9"
3'-4 1/4"
10'-11"
17'-4"
15'-9"
8'-0"
6'-1 1/4"
2'-3"
11'-10 1/2"
8'-3 1/2"
11'-4"
2'-9"
10'-9"
2'-0"
50'-3"
6'-6"23'-0"18'-9"2'-0"
55'-4 1/4"
6'-0"
3'-3 1/2"
10'-11 1/2"
5'-4 1/4"
3'-5 1/2"
5'-7 1/2"
5'-9 1/2"
4'-11 1/2"
1'-0 1/2"
10'-11 1/2"
9'-4 1/2"
5'-6"
0'-3 1/2"
8'-0"
16'-8"4'-9"5'-6"
2'-3"
5'-6 1/2"
0'-5 1/2"
0'-1 1/4"
8'-3"
DECK FASCIA 5/4" COMPOSITE EXT. MATERIAL - INSTALL W/ SPACERS
DECK FASCIA 5/4" COMPOSITE EXT. MATERIAL - INSTALL W/ SPACERS
5.5 X 12 GLB EXP.
ROOF BEAM
- TOP @ 109 1/8"
BB
5.5
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BB
37B
37B
36B
36B
41B41B
40B
40B
5.5 X 12 PT GLB
EXP. DECK BEAM
- TOP @ 109 1/8"
(VERIFY)
5.
5
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(V
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GLB ENG. SPEC. FLOOR BEAM
BOT. @ 121 1/8" - FIR TOP TO FLOOR44B44B
43B
43B
1.
7
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8
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43B43B
1.7x11.8 LVL FLOOR BEAM
- BOT. @ 109 1/8"
64J - 11 7/8" BCI 6000 1.8 16" O.C.
12 FD FLOOR DIAPHRAGM
BEARING WALL
BE
A
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W
A
L
L
B
A4
B
A4
42B42B
5.2x11.8 LVL DROPPED
FLOOR BEAM - TOP @ 109 1/8"
BEARING WALL
BEARING WALL
BEARING WALL
B
A4
B
A4
42B42B
39B39B 3.5x11.8 LVL FLOOR BEAM
- BOT. @ 109 1/8"
C
A4
C
A4
BEARING WALL
43B43B
1.7x11.8 LVL FLOOR BEAM
- BOT. @ 109 1/8"
BEARING WALL
70P
70P 70P70P
70P70P
70P
70P
71P
71P71P
71P71P71P
70P70P
71P
71P
70P70P
72P
72P
70P70P70P
70P
70P
70P
70P
70P
71P71P
71P71P 71P
71P
72P
72P
70P
70P
70P
70P
71P
71P
B
A4
B
A4
B
A4
B
A4
6'-6"21'-0"2'-0"12'-9"6'-0"
5.
5
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36B
36B
5.5
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37B
37B
43B
43B
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O
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43B43B
CA6CA6
43B43B
4'-11 3/4"4'-5 1/4"4'-3 1/2"7'-7 1/2"11'-5"15'-6"
70P
70P
PP
70P
70P
2 x 12 PT JOISTS 16" O.C.
FOR TIMBERTECH PLANKING
EXPOSED GLB'S USED IN DECK TO BE:
TREATED W/ HI-CLEAR II WOOD TREATMENT
TO HAVE WATERPROOFING SEALANT ON TOP
TO BE METAL CAPPED
CA6CA6D
A4
D
A4
D
A4
D
A4
D
A4
D
A4
D
A4
D
A4
D
A4
D
A4
D
A4
D
A4
D
A4
D
A4
D
A4
D
A4
DA4DA4
A
A4
A
A4
EA4EA4
BA4BA4
DA4DA4
D
A4
D
A4
C
A4
C
A4
C
A4
C
A4
B
A4
B
A4
8'-9 3/4"
11'-5"
8'-3 1/2"
7'-4"
11'-6"
2'-0"
4'-0"
2'-0"
35B35B
2 x 12 PT JOISTS 16" O.C.
FOR TIMBERTECH PLANKING
DTT2Z
SOLID 2X BLOCKING AT
LATERAL LOAD CONNECTION
DTT2Z
SOLID 2X BLOCKING AT
LATERAL LOAD CONNECTION
DTT2Z
SOLID 2X BLOCKING AT
LATERAL LOAD CONNECTION
DTT2Z
SOLID 2X BLOCKING ATLATERAL LOAD CONNECTION
40B
40B
40B
40B
CU
S
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BR
A
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2
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4'-5"
6'-5 15/16"
3'-4 1/4"
10'-11"
14'-3"
7'-4"
13'-6"
64J - 11 7/8" BCI 6000 1.8 16" O.C.
12 FD FLOOR DIAPHRAGM
BEARING WALL
2'-0"
2'-5"
43B
43B
1.
7
x
1
1
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8
L
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8
"
C
A6
C
A6
71P
71P
BEARING WALL
15'-6"12'-4 1/2"22'-4 1/2"
5.5x12 PT GLB
CANTILEVER DECK BEAM
- TOP @ 109 1/8" (VERIFY)
THIS END EXP.
BE
A
R
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G
W
A
L
L
71P
71P71P71P
77M
77M
77M
77M
78M
78M
78M
78M
78M
78M
38B
38B
1.
7
x
1
1
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8
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"
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38B
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38B
38B
70P
70P
1.
7
x
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-
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@
1
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9
1
/
8
"
11'-6"
2'-0"
6'-0"
64J - 11 7/8" BCI 6000 1.8 16" O.C.
12 FD FLOOR DIAPHRAGM
5.2x11.8 LVL DROPPED
FLOOR BEAM - TOP @ 109 1/8"
4'-0"
4'-0"
6'-3 1/16"
43B43B
1.7x11.8 LVL FLOOR BEAM
- BOT. @ 109 1/8"
4'-4 1/2"
5'-5"
15'-6"6'-2 1/2"5'-2 1/2"7'-7 1/2"8'-10 1/2"4'-10"77M77M
77M77M
71P71P
71P71P
E
A4
E
A4
81L81L
81L81L
5.
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(V
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)
2
A3
2
A3
71P71P
(WALL OR BEAM)Nailing per localcode provisions
Blocking
BCI Joist
Intermediate
Bearing
Floor Joist Blocking per IRC 502.7
(Seismic Design Categories D1 & D2)
CONTINUOUS BLOCKING
NOT TO SCALEBB
Beam width shall exceed
Versa-Lam or Boise GLULAM Beam:
Joist hanger
Face Mount
2x specified hanger nail length
®
JOIST TO BEAM
NOT TO SCALECC
Nail Boise Rimboard
nail into each flange.
to BCI joist with 8d
Bois
e
R
i
m
b
o
a
r
d
®
RIMBOARD
NOT TO SCALEDD
HARDI-PLANK SIDING
TYVEK HOUSE WRAP
7/16 OSB SHEATHING
SIMPSON ZMAX LUS210
FASTEN 2X PT LEDGER WITH(3) ROWS OF 1/4" X 4 1/2" SDSSCREWS @ 16" O.C.
2 X 10 TREATED DECK LEDGER
FLASHING
DECK PLANKING
DTT2Z
SOLID 2X BLOCKING AT
LATERAL LOAD CONNECTION
2 X 12 PT. JOIST16" O.C.
DECK/HOUSE CONNECTION
SCALE: 3/4" = 1' EE
BCI JOIST BLOCKING
REQUIRED FOR CANTILEVER.
23/32" MIN. PLYWOOD/OSB
OR RIMBOARD CLOSURE.
NAIL WITH 8d NAILS
INTO EACH FLANGE.
®
CANTILEVERED FLOOR JOIST
NOT TO SCALEAA
OPEN DECKS
PLAN AREAS
BASEMENT FLOOR
GARAGE
1,180 SQ.FT.
513 SQ.FT.
COVERED DECKS 109 SQ.FT.
134 SQ.FT.
MAIN FLOOR 1,924 SQ.FT.
TOTAL LIVING AREA:3,104 SQ.FT.
ENTRY PORCH 92 SQ.FT.
UTILITY/MECH.24 SQ.FT.
N
TH
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.
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, August 22, 2025
PRINTED:
FILE:
C:\C - DESIGN JOBS\Moon - Rock Ridge PH3 - LOT 4\Design\MOON 2 - 24 X 36 CD Layout.layout
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
MO
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S
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N
C
E
2
39
1
3
R
O
C
K
R
I
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G
E
P
A
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K
W
A
Y
,
AN
A
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O
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T
E
S
,
W
A
9
8
2
2
1
GENERAL NOTES
ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE.
ALL HEADER MATERIAL TO BE 4 x 10 D.F. # 2 U.N.O.
VERIFY HEADER HEIGHTS WITH SUPER.
ALL EXTERIOR WALLS ARE 2 x 6 - 16" O.C. STUDS, UNLESS NOTED
OTHERWISE.
ALL INTERIOR WALLS ARE 2 x 4 - 16" O.C. STUDS, UNLESS NOTED
OTHERWISE.
PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS, TOILET PAPER
DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER
FOR LOCATIONS.
FRAMING NOTES
REFER TO SHEET A2 FOR FOUNDATION NOTES AND DETAILS.
COORDINATE W/ MECH. & ELEC. FOR LOCATIONS & SIZES OF
FOUNDATION/SLAB/JOISTS BLOCKOUTS.
FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR
SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT
ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL
PRIOR TO THE FABRICATION AND INSTALLATION.
ALL TRUSS TO TRUSS & TRUSS TO BEAM CONNECTORS TO BE DESIGNED
BY MANUFACTURER
FLOOR SHEATHING TO BE 3/4" CDX OR OSB STURDI-FLOOR T&G, GLUE
AND NAIL W/ RING SHANK 8d's @ 6" EDGES & 12" IN THE FIELD. FACE
GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 7/16"
OSB OR EQUAL.
PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST
LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO
FLOOR HOLDOWN LOCATIONS.
PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING
LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE.
ALL CONNECTIONS TO BE SIMPSON OR EQUAL.
INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE
CONNECTIONS AS WELL AS FROM TRUSS OR RAFTER TO BEAM
CONNECTIONS.
PAGE:
9 of 18
A4
FLOOR FRAMING PLAN
Lower Level Walls, and Main Floor Framing
- All floor sheathing is 12FD, typ.
- Stair framing: 0PA and code.
- Fireplace and chimney framing: 0PA and code.
If SDS screws are
used install per
Simpson span table
for 60 psf load.
IF SDS SCREWS ARE
USED INSTALL PERSIMPSON SPAN TABLE
FOR 60 PSF LOAD.
IF SDS SCREWS AREUSED INSTALL PER
SIMPSON SPAN TABLE
FOR 60 PSF LOAD.
05-22-25
1/4" = 1' U.N.O.
DESIGNED & DRAFTED BY:
SUBMITTAL DATE
J.STERLING
REVISION TABLE
NO.
DATE
DESCRIPTION
1
7/25/25
ADDED SIM. SDS NOTE PER COA
REVISION DATE
SCALE
07-25-25 REV.1
26
5/22/25
TYPICAL HEADER FRAMING
HEADER LESS THAN 5'
(1) KING STUD FROM
TOP PLATE TO
BOTTOM PLATE
(1) TRIMMER
HEADER LESS THAN 5'
(2) KING STUDS
FROM TOP PLATE TO
BOTTOM PLATE
(1) TRIMMER
WINDOW W/ 6" POST
(2) KING STUDS
FROM TOP PLATE TO
BOTTOM PLATE
CONCEAL FLANGE
HANGER EA. SIDE
WINDOW W/ 3" POST
HEADER MORE THAN 5'
(2) KING STUDS
FROM TOP PLATE TO
BOTTOM PLATE
(1) TRIMMER
HEADER MORE THAN 5'
3
A9
3
A9
3
A9
3
A9
1
A8
1
A8
2
A8
2
A8
4
A9
4
A9
4
A9
4
A9
DN
D22-3080
W14-8080 PATIO DOOR
D17-3080
D20-3080
D21-3080
W19 4666 PIC
W16 4630 PIC
W20 5066 PIC
W17 5030 PIC
W21 4666 PIC
W18 4630 PIC
W22 3060 CASE W23-6080 W24 3060 CASE
W28 3016 PICW29 3016 PIC
D13-21080
W25 6016 PIC
W26 3016 PIC
W27 3016 PIC
D19-3080
W15 4666 PIC
D16-3080
D18-21080
W30 3050 CASE
W31 3050 FIX CASE
W32 3050 CASE
D15-2880
3080
D14-2880
2'-3"13'-8 1/2"19'-0 1/2"15'-3"
47'-7"
8'-3"
31'-6"
9'-6"
6'-0"
48'-3"
6'-6"21'-0"20'-9"
50'-3"
2'-6 1/2"
4'-0"
7'-9"
10'-4 1/2"
2'-9"
5'-9 1/2"
4'-5 1/2"
4'-5 1/2"
5'-11 1/2"
8'-0"
6'-5"
13'-0"
5'-4"
11'-0"
4'-4 1/2"
9'-1 1/2"2'-0"
2'-3"13'-3"
3'-0"
3'-0"
3'-0 1/2"
6'-6"
1'-3 1/2"
5'-0"
3'-6"
1'-0 1/2"
1'-4 1/2"
4'-5 1/2"
66"
57"
4'-3"
4'-7 1/2"
5'-10"
55'-3"
6'-7"14'-5"3'-8 1/2"5'-3 1/2"11'-9"
1'-9"
3'-0"
0'-6"
1'-3"
1'-9"
0'-6"
3'-0"
3'-0"
20'-9"
17'-4"
6'-6"
3'-0"
2'-0"
4'-10 1/2"
6'-0"
4'-10 1/2"
1'-11 1/2"
3'-0"
1'-8"
3'-0"
7'-8 1/2"
2'-7 1/2"8'-0"2'-7 1/2"
14'-4"
6'-1"
8'-6"
13'-7"
1'-0"
4'-6"
1'-3"
1'-10"
2'-0"
2'-0"
1'-10"
1'-9"
6'-9"
2'-2"
4'-3"
9'-5" X 5'-9"
103 SQ FT
10'-11" X 5'-3"
57 SQ FT
15'-2" X 1'-10"
28 SQ FT
8'-7" X 5'-6"
69 SQ FT
10'-11" X 7'-11"
87 SQ FT
4'-8" X 5'-5"
25 SQ FT
13'-11" X 13'-10"
191 SQ FT
7'-0" X 5'-7"39 SQ FT
12'-8" X 6'-7"
83 SQ FT
16'-9" X 20'-5"
362 SQ FT 14'-9" X 14'-9"
245 SQ FT
4'-11" X 5'-3"
26 SQ FT
4'-11" X 6'-0"
30 SQ FT
5'-9" X 4'-6"
26 SQ FT
15'-6" X 14'-3"
217 SQ FT
15'-3" X 13'-2"
194 SQ FT
13'-9" X 6'-2"
84 SQ FT
4'-3" X 5'-4"23 SQ FT7'-3" X 3'-8"26 SQ FT
FIREPLACE
(STONE OR TILE)
MICROWAVE
SOFFIT ABOVE
CABINETS
REF.
WO
L
F
G
A
S
ST
O
V
E
T
O
P
SO
F
F
I
T
A
B
O
V
E
UP
P
E
R
C
A
B
I
N
E
T
S
COVERED DECK
KITCHEN
CLOSET (ELEV)
STAIR
GREAT ROOM PRIMARY
BEDROOM
PRIMARY BATH
CLOSET
POWDER
HALL
OPEN DECK
W.C.SHOWER
COVERED DECK
BENCH
CU
R
B
L
E
S
S
BEDROOM 2
CURBLESS
- TILE SHOWER
- CORNER BENCH
- NICHE
(VERIFY LOCATION)
PANTRY
BATHROOM 2
HEATED MATT
IN FLOOR
HEATED MATT
IN FLOOR
WILL HAVE FLOOR OUTLETS
VERIFY LOCATION W/ CLIENT
CLOSET
DINING
CO DET.
SMOKE DET.
SMOKE DET.
SMOKE DET.
OR OR
SO
L
I
D
H
A
L
F
W
A
L
L
R
A
I
L
50 CFM MIN
50 CFM MIN
50 CFM MIN
ATTIC ACCESS
13' CEILING
10' CEILING
10' CEILING
10' CEILING
10' CEILING 10' CEILING
10' CEILING
10' CEILING
10' CEILING
10' CEILING
10' CEILING
10' CEILING
RISE = 121 3/4"
RISERS = 7 5/8"-7 9/16"
TREAD DEPTH = 11"
TREADS = 14
VERIFY ON-SITE
15'-9" X 3'-2"
49 SQ FT
5'-9" X 2'-11"17 SQ FT
1414
44
SHOWER
11
11
11
33
22
33
22
22
22
33 33
33
44
44
44
6'-0"
7'-6"5'-3 1/2"14'-8 1/2"5'-0"3'-0"5'-3 1/2"3'-0"4'-5 1/2"
5'-0"
15'-9"
5'-8"
5'-10 1/2"
5'-9 1/2"
5'-0"
¢
¢
DOOR LOCATION
PER ELEVATOR
DESIGN
NICHE
NICHE
66TEMP.
66TEMP.55
66TEMP.
1010
1010 50 CFM MIN
1010
1010
1212
VERIFY ATTIC ACC.
LOCATION W/ CLIENT
1313
1313
1313
1313
1313
1313 1313
1313
1313
2'-8 1/2"
3'-0"
20H @ 96"
20H @ 96"
21H @ 96"
21H @ 96"
20H @ 96"
20H @ 96"
20H @ 96"20H @ 96"20H @ 96"20H @ 96"
21H @ 96"
21H @ 96"
5'-5"
6'-1 1/2"
5'-1 1/2"4'-3 1/2"3'-10"3'-9 1/2"4'-3 1/2"11'-5"5'-0"4'-0"4'-0"
2'-0 1/2"
21H @ 96"
21H @ 96"
- TILE SHOWER
- NICHE
(VERIFY LOCATION)
20H @ 96"20H @ 96"20H @ 96"20H @ 96"20H @ 96"20H @ 96"
UPPER - 20H @ 168"UPPER - 20H @ 168"
MID - 20H @ 132"MID - 20H @ 132"
22H @ 96"22H @ 96"
21H @ 96"
21H @ 96"
5.5 X 12 GLB EXP.
ROOF BEAMS
- TOP @ 121 1/8"
30B
30B
30B30B
5.
5
x
1
8
G
L
B
R
O
O
F
B
E
A
M
S
BO
T
.
1
2
"
E
X
P
.
-
B
O
T
.
@
1
0
9
1
/
8
"
31B
31B
5.5 x 12 GLB ROOF BEAM
EXPOSED - TOP @ 121 1/8"
30B30B
5.
5
x
1
2
P
T
G
L
B
CA
N
T
I
L
E
V
E
R
R
O
O
F
B
E
A
M
-
T
O
P
@
1
2
1
1
/
8
"
(
V
E
R
I
F
Y
)
-
T
H
I
S
E
N
D
C
O
N
C
E
A
L
E
D
-
M
I
N
.
B
A
C
K
S
P
A
N
=
1
2
'
32B
32B
5.5 X 12 GLB EXP. ROOF BEAMS
- TOP @ 121 1/8"
30B30B
2'-3"4'-6"
0'-6"
5'-0"
0'-6"
4'-6"2'-3"
0'-10"
3'-0"
0'-6"
6'-0"
0'-6"
3'-0"1'-5"
71P71P
71P
71P
71P71P
71P71P
71P
71P
71P71P
70P
70P1'-0"
5'-9"
2'-9"
25'-5"
6'-1"
3'-3"
5'-0"
70P70P
OPEN DECK
71P71P
71P71P
71P71P
71P
71P
71P71P
71P71P
71P
71P
BE
A
R
I
N
G
W
A
L
L
71P71P
71P
71P
18'-7"
78M78M
6'-1"
4'-0"
4'-0"
13'-7 1/2"
7'-2 1/2"
78M
78M
77M
77M
77M
77M
12'-0"
3'-9"
2'-0"4'-3 1/2"11'-5"
4'-1"
1'-11"
77M77M
77M77M
2'-3"
1'-0"
BE
A
R
I
N
G
W
A
L
L
71P71P
OPEN DECKS
PLAN AREAS
BASEMENT FLOOR
GARAGE
1,180 SQ.FT.
513 SQ.FT.
COVERED DECKS 109 SQ.FT.
134 SQ.FT.
MAIN FLOOR 1,924 SQ.FT.
TOTAL LIVING AREA:3,104 SQ.FT.
ENTRY PORCH 92 SQ.FT.
UTILITY/MECH.24 SQ.FT.
N
WINDOW SCHEDULE
#QTY FL.SIZE WIDTH HEIGHT EGRESS TEMP.DESCRIPTION
W01 1 1 4620 54"24"PIC
W02 1 1 5020 60"24"PIC
W03 1 1 4620 54"24"PIC
W04 1 1 3050 36"60"YES CASEW05 1 1 3050 36"60"FIX CASE
W06 1 1 3050 36"60"FIX CASE
W07 1 1 3050 36"60"CASEW08 1 1 3050 36"60"YES YES CASE
W09 1 1 3050 36"60"FIX CASE
W10 1 1 3050 36"60"CASE
W11 1 1 2050 24"60"YES PIC
W12 1 1 2050 24"60"YES PIC
W13 1 1 2050 24"60"YES PIC
W14 1 2 8080 96"96"YES PATIO DOORW15 1 2 4666 54"78"PIC
W16 1 2 4630 54"36"PIC
W17 1 2 5030 60"36"PICW18 1 2 4630 54"36"PIC
W19 1 2 4666 54"78"PIC
W20 1 2 5066 60"78"PIC
W21 1 2 4666 54"78"PIC
W22 1 2 3060 36"72"YES CASE
W23 1 2 6080 72"96"YES PATIO DOOR
W24 1 2 3060 36"72"CASEW25 1 2 6016 72"18"PIC
W26 1 2 3016 36"18"PIC
W27 1 2 3016 36"18"PICW28 1 2 3016 36"18"PIC
W29 1 2 3016 36"18"YES PIC
W30 1 2 3050 36"60"YES YES CASE
W31 1 2 3050 36"60"FIX CASE
W32 1 2 3050 36"60"CASE
DOOR SCHEDULE
#QTY FL.SIZE WIDTH HEIGHT DESCRIPTIOND01 1 1 3080 36"96"EXT. HINGE
D02 1 1 18080 216"96"GARAGE
D03 1 1 3080 36"96"HINGED04 1 1 3080 36"96"POCKET
D05 1 1 3080 36"96"HINGE
D06 1 1 2680 30"96"HINGE
D07 1 1 3080 36"96"POCKET
D08 1 1 3080 36"96"HINGE
D09 1 1 6080 72"96"SLIDER
D10 1 1 3080 36"96"HINGED11 1 1 21080 34"96"POCKET
D12 1 1 5080 60"96"SLIDER
D13 1 2 21080 34"96"POCKETD14 1 2 2880 32"96"HINGE
D15 1 2 2880 32"96"HINGE
D16 1 2 3080 36"96"HINGE
D17 1 2 3080 36"96"HINGE
D18 1 2 21080 34"96"HINGE
D19 1 2 3080 36"96"HINGE
D20 1 2 3080 36"96"POCKETD21 1 2 3080 36"96"HINGE
D22 1 2 3080 36"96"POCKET
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INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, August 22, 2025
PRINTED:
FILE:
C:\C - DESIGN JOBS\Moon - Rock Ridge PH3 - LOT 4\Design\MOON 2 - 24 X 36 CD Layout.layout
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
MO
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PAGE:
10 of 18
A5
MAIN FLOOR PLAN
GENERAL NOTES
ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE.
ALL HEADER MATERIAL TO BE 4 x 10 D.F. # 2 U.N.O.
VERIFY HEADER HEIGHTS WITH SUPER.
ALL EXTERIOR WALLS ARE 2 x 6 - 16" O.C. STUDS, UNLESS NOTED
OTHERWISE.
ALL INTERIOR WALLS ARE 2 x 4 - 16" O.C. STUDS, UNLESS NOTED
OTHERWISE.
PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS, TOILET PAPER
DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER
FOR LOCATIONS.
FRAMING NOTES
REFER TO SHEET A2 FOR FOUNDATION NOTES AND DETAILS.
COORDINATE W/ MECH. & ELEC. FOR LOCATIONS & SIZES OF
FOUNDATION/SLAB/JOISTS BLOCKOUTS.
FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR
SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT
ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL
PRIOR TO THE FABRICATION AND INSTALLATION.
ALL TRUSS TO TRUSS & TRUSS TO BEAM CONNECTORS TO BE DESIGNED
BY MANUFACTURER
FLOOR SHEATHING TO BE 3/4" CDX OR OSB STURDI-FLOOR T&G, GLUE
AND NAIL W/ RING SHANK 8d's @ 6" EDGES & 12" IN THE FIELD. FACE
GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 7/16"
OSB OR EQUAL.
PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST
LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO
FLOOR HOLDOWN LOCATIONS.
PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING
LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE.
ALL CONNECTIONS TO BE SIMPSON OR EQUAL.
INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE
CONNECTIONS AS WELL AS FROM TRUSS OR RAFTER TO BEAM
CONNECTIONS.
20 MIN. FIRE RATED DOOR W/ SELF-CLOSING DEVICE.
FLOOR PLAN NOTES
SMOKE DETECTOR. EVERY DWELLING UNIT SHALL HAVE A SMOKE DETECTOR LOCATED IN
EVERY BEDROOM AND AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA
GIVING ACCESS TO EACH SEPARATE SLEEPING AREA. IN NEW CONSTRUCTION,
REQUIRED SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE
BUILDING WIRING AND SHALL BE EQUIPPED WITH A BATTERY BACKUP. SMOKE DETECTOR
AND CO DETECTOR ARE REQUIRED ON EACH LEVEL OF THE STRUCTURE.
SHELF AND HANGING ROD.
BUILT IN SHELVES.
CABINET - OWNER / CONTRACTOR TO VERIFY.
EGRESS WINDOWS SHALL HAVE AN OPERABLE SECTION FOR EMERGENCY EGRESS 5.7
SQUARE FEET MIN. MINIMUM NET CLEAR OPERABLE SECTION TO BE 20" WIDE AND 24"
HIGH. SILL HEIGHT MAXIMUM 44" OFF FLOOR.
WHOLE HOUSE FANS SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH
AS A CLOCK TIMER WITH A ZONE RATING OF 1.5 OR LESS.
F.A.U. ON 18" HIGH PLATFORM. TOP OF PLATFORM TO BE 1 1/8" T & G PLYWOOD.
EXPOSED FACE AND SIDES TO HAVE 1 LAYER 5/8" TYPE "X" GYP. BD. NO FURNACE SHALL
BE INSTALLED IN ANY CONFINED SPACE WITH ACCESS ONLY THROUGH A BEDROOM,
BATHROOM, OR CLOSET. PROVIDE AT LEAST 30" OF WORKING SPACE IN FRONT OF
FURNACE.
ALL BUILDING WATER SUPPLY SYSTEMS IN WHICH QUICK ACTING VALVES ARE
INSTALLED, SHALL BE PROVIDED WITH DEVICES TO ABSORB HIGH PRESSURES
RESULTING FROM THE QUICK CLOSING OF THESE VALVES. DRAIN OUT, NO TRAPPING,
END OF PIPE LESS THAN 2 FEET ABOVE GROUND, POINTING DOWN. TANKS SHALL BE
STRAPPED WITHIN UPPER 1/3 AND LOWER 1/3 TO PREVENT OVERTURNING IN AN
EARTHQUAKE. MIN. EFFICIENCY OF 91%
PROVIDE DRYER VENT TO EXTERIOR. PROVIDE RECESSED HOT & COLD SHUTOFF
CONTROL VALVES & WASTE AT WASHER. EXHAUST DUCTS SHALL NOT EXCEED A TOTAL
COMBINED HORIZONTAL AND VERTICAL LENGTH OF 35 FEET. THE MAXIMUM LENGTH OF
THE DUCT SHALL BE REDUCED 2.5 FEET FOR EACH 45-DEGREE BEND AND 5 FEET FOR
EACH 90- DEGREE BEND. A MINIMUM 4-INCH DIAMETER EXHAUST DUCT OF
SMOOTHBORE, NONCOMBUSTIBLE MATERIALS REQUIRED WITH BACK-DRAFT DAMPER.
TEMPERED GLASS
MECHANICAL FAN. BATHROOM, LAUNDRY ROOMS AND POWDER ROOMS SHALL BE
PROVIDED WITH A MECHANICAL FAN CONNECTED TO THE OUTSIDE CAPABLE OF 50
C.F.M. AND SHALL NOT TERMINATE CLOSER THAN 3 FEET TO ANY OPERABLE WINDOW
OR OPENING INTO THE BUILDING. MINIMUM DUCT SIZE IS 4 INCHES. DRYER, KITCHEN,
AND BATH FANS TO BE SEPARATELY VENTED TO THE OUTSIDE. INSTALL DUCTWORK
PRIOR TO INSULATION FOR FRAMING INSPECTION. EXHAUST FANS TO BE
CONSTRUCTED OF SMOOTHBORE, NONCOMBUSTIBLE MATERIALS. APPROVED FLEX
CONNECTORS NOT EXCEEDING 6 FEET IN LENGTH MAY BE USED IN CONNECTION WITH
DOMESTIC DRYER EXHAUST.
22" x 30" MIN. ATTIC ACCESS TO BE ACCESSIBLE WITH UNOBSTRUCTED HEADROOM.
FRAME OUT ACCESS HOLE TO DEPTH OF INSULATION WITH NOT LESS THAN 1/2" PLYWOOD.
ACCESS COVER IN GARAGES TO BE HINGED AND SHALL BE WEATHER-STRIPPED OR
SEALED TIGHT.
GUARDRAIL 36" ABOVE FINISHED FLOOR. STAIR HANDRAIL 36" ABOVE STAIR NOSING.
INTERMEDIATE RAIL SPACING SHALL NOT ALLOW A 4" DIAMETER SPHERE TO PASS
THROUGH PER I.R.C. SECTION 312.2.
PRE-MANUFACTURED, ZERO CLEARANCE GAS FIREPLACE. CONSULT WITH OWNER FOR
TRIM PACKAGE. CONTRACTOR SHALL ASSUME ALL OPTIONS. REFER TO
MANUFACTURER'S SPECS FOR MINIMUM REQUIREMENTS OF NON-COMBUSTIBLE
SURROUND & HEARTH MATERIAL.
GARAGE FLOOR SURFACES SHALL BE MIN. 4" CONCRETE. SLOPE CONCRETE FLOOR
MIN. 1/8" PER 12" TOWARDS MAIN VEHICLE ENTRY DOORWAY OR TOWARDS FLOOR DRAIN.
22
11
33
44
55
66
1111
88
77
99
1010
1212
1313
1414
1616
1515
Upper Level Walls and Roof Framing
- Roof diaphragm is 11RD, typ.
- Truss layout is as shown. Truss design and analysis by others.
- Exterior pony walls at roof pop-ups are 1PW, typ.
- Fireplace and chimney framing per Arch and code.
05-22-25
1/4" = 1' U.N.O.
DESIGNED & DRAFTED BY:
SUBMITTAL DATE
J.STERLING
REVISION TABLE
NO.
DATE
DESCRIPTION
REVISION DATE
SCALE
26
5/22/25
3
A9
3
A9
3
A9
3
A9
1
A8
1
A8
1
A8
1
A8
2
A8
2
A8
2
A8
2
A8
4
A9
4
A9
4
A9
4
A9
2'-0"
1'-6"
15'-3"19'-6"13'-3"2'-3"
1'-6"
50'-3"
1'-6"
6'-9"
2'-9"
31'-6"
1'-6"
41'-0"
1'-6"
26'-5"
6'-6"
17'-4"
15'-9"
2'-0"
68'-0"
1'-6"
1'-6"
18'-9"
3'-3"
4'-5"
6'-6"
23'-0"1'-6"
1'-6"43'-9"1'-6"
13'-9"1'-6"19'-6"1'-6"11'-9"1'-6"
9'-10"
6'-0"
6'-6"
4'-5"
4'-0"
1'-6"5'-0"1'-6"
2'-0"
10'-0"
3'-9"
1'-6"
1'-6"
0'-9"
1'-6"23'-0"1'-6"
1'-6"
2'-0"1'-6"
6'-0"1'-6"
1'-6"
18'-9"
8'-3"
6'-6"1'-6"
1'-6"
27'-0"
0'-6"
ATTIC ACCESS
OUTLINE OF LOWER
WALL FRAMING
OUTLINE OF LOWER
WALL FRAMING
5.5 X 12 GLB EXP.
ROOF BEAMS
- TOP @ 121 1/8"
30B
30B
30B30B
5.
5
x
1
8
G
L
B
R
O
O
F
B
E
A
M
S
BO
T
.
1
2
"
E
X
P
.
-
B
O
T
.
@
1
0
9
1
/
8
"
31B
31B
5.5 x 12 GLB ROOF BEAM
EXPOSED - TOP @ 121 1/8"
30B30B
5.
5
x
1
2
P
T
G
L
B
CA
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-
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@
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2
1
1
/
8
"
(
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)
-
T
H
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D
-
M
I
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.
B
A
C
K
S
P
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=
1
2
'
32B
32B
5.5 X 12 GLB EXP. ROOF BEAMS
- TOP @ 121 1/8"
30B30B
2:
1
2
MANUFACTURED TRUSSES 24" O.C.
STANDING SEAM METAL ROOF
11 RD ROOF DIAPHRAGM TYP.
80L80L
80L
80L
2:
1
2
PLATE @ 109 1/8"
12" HEEL
PL
A
T
E
@
1
0
9
1
/
8
"
12
"
H
E
E
L
23'-0"12'-9"6'-0"2'-0"
DROP-END GABLE TRUSS
80L80L
80L
80L
3:12
3:12
3:12
3:12
13' CEILING HT.
PLATE @ 121 1/8"
12" HEEL
PL
A
T
E
@
1
2
1
1
/
8
"
12
"
H
E
E
L
PL
A
T
E
@
1
2
1
1
/
8
"
12
"
H
E
E
L
PLATE @ 121 1/8"
12" HEEL
PL
A
T
E
@
1
2
1
1
/
8
"
12
"
H
E
E
L
PLATE @ 121 1/8"
12" HEEL
PL
A
T
E
@
1
2
1
1
/
8
"
12
"
H
E
E
L
PLATE @ 121 1/8"
12" HEEL
PL
A
T
E
@
1
2
1
1
/
8
"
12
"
H
E
E
L
PLATE @ 121 1/8"
12" HEEL
PLATE @ 156"
12" HEEL
PLATE @ 156"
PL
A
T
E
@
1
5
6
"
PL
A
T
E
@
1
5
6
"
71P71P
71P
71P
71P71P
71P71P
71P
71P
71P71P
70P
70P
70P70P
GIRDER TRUSS GIRDER TRUSS GIRDER TRUSS
GIRDER TRUSS GIRDER TRUSS
GIRDER TRUSS
GI
R
D
E
R
T
R
U
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S
GIRDER TRUSS
GI
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GIRDER TRUSS PL
A
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@
1
2
1
1
/
8
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12
"
H
E
E
L
80L80L
80L
80L
80L
80L
3:
1
2
3:
1
2
3:12 3:12
3:12
3:12
3:12 3:12
3:
1
2
3:
1
2
3:
1
2
3:
1
2
3:
1
2
3:
1
2
3:
1
2
3:12
3:12
3:
1
2
3:
1
2
3:12
3:12 3:12
3:12 3:12
71P71P
3:12
3:
1
2
3:
1
2
3:
1
2
3:
1
2
3:12
3:12
3:12
RIDGE VENT
RI
D
G
E
V
E
N
T
RIDGE VENT
RIDGE VENT
RI
D
G
E
V
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N
T
RI
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V
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N
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RI
D
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V
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RI
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N
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RIDGE VENT
RI
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V
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RI
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RIDGE VENT
RI
D
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V
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T
RIDGE VENT
RIDGE VENT
RIDGE VENT
RI
D
G
E
V
E
N
T
RI
D
G
E
V
E
N
T
RIDGE VENT
UPPER ROOF MANUFACTURED TRUSSES 24" O.C.
ARCHITECTURAL COMPOSITION ROOFING
11 RD ROOF DIAPHRAGM TYP.
RI
D
G
E
V
E
N
T
MA
N
U
F
A
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2
4
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.
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.
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11
R
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A
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P
.
RIDGE VENT
6'-6"
2 X 12 FASCIA ENCLOSED SOFFIT (VENTED)
2
X
1
2
F
A
S
C
I
A
E
N
C
L
O
S
E
D
S
O
F
F
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(
V
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)
2
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1
2
F
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D
S
O
F
F
I
T
(
V
E
N
T
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D
)
2 X 12 FASCIA ENCLOSED SOFFIT (VENTED)
2 X 12 FASCIA ENCLOSED SOFFIT (VENTED)
2
X
1
2
F
A
S
C
I
A
E
N
C
L
O
S
E
D
S
O
F
F
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T
(
V
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N
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)
2
X
1
2
F
A
S
C
I
A
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N
C
L
O
S
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D
S
O
F
F
I
T
(
V
E
N
T
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D
)
2 X 12 FASCIA ENCLOSED SOFFIT (VENTED)
2
X
1
2
F
A
S
C
I
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N
C
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D
S
O
F
F
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(
V
E
N
T
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D
)
SIM.2
A6
2
A6
1
A6
1
A6
1
A6
1
A6
3
A6
3
A6
2
A6
2
A6
2
A6
2
A6
2
A6
2
A6
1
A6
1
A6
4'-0"
4'-0"
1'-6"
4'-6"
21'-0"
6'-0"
1
A6
1
A6
1
A6
1
A6
1
A6
1
A6
1
A6
1
A6
1
A6
1
A6
GI
R
D
E
R
T
R
U
S
S
GI
R
D
E
R
T
R
U
S
S
GIRDER TRUSS
GIRDER TRUSS GIRDER TRUSS
1
A6
1
A6
1
A6
1
A6
1
A6
1
A6
71P71P
71P71P
71P
71P
71P71P
71P71P
71P
71P
BE
A
R
I
N
G
W
A
L
L
71P71P
PROVIDE VENTING AT EAVES
AND ROOF TO WALL CONDITIONS
2X10 TAILS AT OVERHANG
CONDITIONS (TRIM AT 8" HEEL)
2X10 OUTLOOKERS AT EAVES
18" OVERHANGS U.N.O.
2X12 FASCIA
VERIFY POST BEARING LOCATION
UNDER GIRDER TRUSSES
PL
A
T
E
@
1
0
9
1
/
8
"
13
.
5
"
H
E
E
L
PL
A
T
E
@
1
0
9
1
/
8
"
13
.
5
"
H
E
E
L
71P
71P
78M78M 78M
78M
77M
77M
77M
77M
77M77M
77M77M
80L
80L
80L
80L
3:
1
2
3:
1
2
3:
1
2
3:
1
2
3:
1
2
3:
1
2
BE
A
R
I
N
G
W
A
L
L
71P71P
VERIFY POST BEARING LOCATION
UNDER GIRDER TRUSSES
LO
W
E
R
R
O
O
F
S
O
F
F
I
T
PER PLAN PER PLAN
2'-0"
80 L80L
GUTTER
STRIP VENT
ENCLOSED SOFFIT
7/16" SHEATHING
2 X 12 FASCIA
ARCHITECTURAL COMPOSITION ROOFING
2 X 10 TA
I
L
MANUF. TRUSS
AIR BAFFLE W/ 1" GAP
VENTED BLOCK
HEEL PER PLAN
PER
PLAN
12
T & G CEILING
ALUM. DRIP EDGE
22 2 X 10 TRUSS TAIL @ BEAM DETAIL
SCALE: 1/2 = 1'
GUTTER
STRIP VENT
ENCLOSED SOFFIT 1/2" SHEETROCK
7/16" SHEATHING
R-49 INSULATION OR R-38 IF
OVER 100% OF COND. CEILING
2 X 12 FASCIA
ARCHITECTURAL COMPOSITION ROOFING
2 X 6 WALL
2 X 10 T
A
I
L
MANUF. TRUSS
AIR BAFFLE W/ 1" GAP
VENTED BLOCK
HEEL PER PLAN
3
12
5/8" SHEETROCK
ALUM. DRIP EDGE
HURRICANE TIE
BEAM PER PLAN
11 TYP. EAVE W/ 2 X 10 TRUSS TAIL
SCALE: 1/2 = 1'
ENCLOSED SOFFIT
STRIP VENT
AIR BAFFLE W/ 1" GAPARCHITECTURAL
COMPOSITION ROOFING
2 X 12 FASCIA
VENTILATION NOTCH
MANU. TRUSS
2 X 10
OUTLOOKER
1/2" SHEETROCK
2 X 6 WALL
VENTED
BLOCK
5/8" SHEETROCK
R-21 INSULATION
7/16" SHEATHING
SCALE: 1/2 = 1'
ROOF EAVE DETAIL @ TRUSS RAKE33
DROP TOP GABLE END TRUSS
R-49 INSULATION OR R-38 IF
OVER 100% OF COND. CEILING
OPEN DECKS
PLAN AREAS
BASEMENT FLOOR
GARAGE
1,180 SQ.FT.
513 SQ.FT.
COVERED DECKS 109 SQ.FT.
134 SQ.FT.
MAIN FLOOR 1,924 SQ.FT.
TOTAL LIVING AREA:3,104 SQ.FT.
ENTRY PORCH 92 SQ.FT.
UTILITY/MECH.24 SQ.FT.
N
SHEARWALL PER PLAN
MANUF. TRUSS
7/16" SHEATHING
MONO TRUSS CONNECTION TO BEARING WALL
SCALE: NOT TO SCALE
PITCH
VARIES
12
80 L80 L
2 X 6 BLOCKING
CONTINUOUS
FOR HANGER.
NAIL TO STUDS W/ (3) 16d.
NAIL WALL SHEATHING TO
BLOCKING W/ 8d @ 4" O.C.
LU26 OR LUS26
FOR SLOPED TRUSS
USED SLOPED HANGER
2 X 4 BLOCKING CONTINUOUS
BEHIND TOP CHORD OF TRUSS
NAIL TO STUDS W/ (2) 16d
2 X 4 BLOCKING CONTINUOUS BETWEEN TRUSSES.
ROOF DIAPHRAGM EDGE NAILED TO BLOCK.
NAIL BLOCK TO BLOCKING BEHIND SHEATHING
W/ 16d @ 6" O.C. STAGGERED
ROOFING PER PLAN
LEDGER PER CALLOUT
SHEAR WALL
PER PLAN
SCREW OR RING SHANK
PER CALLOUT
TOP CHORD OF TRUSS OR
MIN. HEIGHT TO MATCH
RAFTERS. LEDGER LOK OR
SDS LAGS PER CALLOUT 64L.
SHEATHING
LOWER ROOF
80 LMARK
ENGINEERS
PARALLEL CONDITION
LOWER ROOF CONNECTION TO SHEAR WALL
SIMPSON
HANGER
SCREW OR
RING SHANK
PER CALLOUT
LEDGER
SHEAR WALL
PER PLAN
SDS OR
LEDGERLOK
PER CALLOUT
PERPENDICULAR CONDITION
ROOF TO WALL
VENTING
ROOF TO WALL
VENTING
TH
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R
S
.
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, August 22, 2025
PRINTED:
FILE:
C:\C - DESIGN JOBS\Moon - Rock Ridge PH3 - LOT 4\Design\MOON 2 - 24 X 36 CD Layout.layout
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
MO
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11 of 18
A6
ROOF FRAMING PLAN
GENERAL NOTES
ALL DIMENSIONS ARE TO FACE OF STUD UNLESS NOTED OTHERWISE.
ALL HEADER MATERIAL TO BE 4 x 10 D.F. # 2 U.N.O.
VERIFY HEADER HEIGHTS WITH SUPER.
ALL EXTERIOR WALLS ARE 2 x 6 - 16" O.C. STUDS, UNLESS NOTED
OTHERWISE.
ALL INTERIOR WALLS ARE 2 x 4 - 16" O.C. STUDS, UNLESS NOTED
OTHERWISE.
PROVIDE BACKING IN ALL BATHROOMS FOR TOWEL BARS, TOILET PAPER
DISPENSERS, MEDICINE CABINETS, ETC. COORDINATE WITH OWNER
FOR LOCATIONS.
FRAMING NOTES
REFER TO SHEET A2 FOR FOUNDATION NOTES AND DETAILS.
COORDINATE W/ MECH. & ELEC. FOR LOCATIONS & SIZES OF
FOUNDATION/SLAB/JOISTS BLOCKOUTS.
FLOOR JOIST OR ROOF TRUSS/RAFTER LAYOUT SHOWN HERE IS FOR
SCHEMATIC DESIGN ONLY. MANUFACTURER SHALL PROVIDE AND SUBMIT
ENGINEERED DESIGN TO THE BUILDING DEPARTMENT FOR APPROVAL
PRIOR TO THE FABRICATION AND INSTALLATION.
ALL TRUSS TO TRUSS & TRUSS TO BEAM CONNECTORS TO BE DESIGNED
BY MANUFACTURER
FLOOR SHEATHING TO BE 3/4" CDX OR OSB STURDI-FLOOR T&G, GLUE
AND NAIL W/ RING SHANK 8d's @ 6" EDGES & 12" IN THE FIELD. FACE
GRAIN PERPENDICULAR TO SUPPORTS. ROOF SHEATHING TO BE 7/16"
OSB OR EQUAL.
PROVIDE SOLID BLOCKING IN THE JOIST CAVITY BENEATH ALL POST
LOCATIONS AND BETWEEN UPPER AND LOWER STUDS AT FLOOR TO
FLOOR HOLDOWN LOCATIONS.
PROVIDE BLOCKING BETWEEN I-JOISTS AT INTERIOR BEARING
LOCATIONS WHERE THERE IS A LOAD BEARING WALL ABOVE.
ALL CONNECTIONS TO BE SIMPSON OR EQUAL.
INSTALL HURRICANE TIES AT ALL TRUSS OR RAFTER TOP PLATE
CONNECTIONS AS WELL AS FROM TRUSS OR RAFTER TO BEAM
CONNECTIONS.
Upper Level Walls and Roof Framing
- Roof diaphragm is 11RD, typ.
- Truss layout is as shown. Truss design and analysis by others.
- Exterior pony walls at roof pop-ups are 1PW, typ.
- Fireplace and chimney framing per Arch and code.
05-22-25
1/4" = 1' U.N.O.
DESIGNED & DRAFTED BY:
SUBMITTAL DATE
J.STERLING
REVISION TABLE
NO.
DATE
DESCRIPTION
REVISION DATE
SCALE
26
5/22/25
OPEN DECKS
PLAN AREAS
BASEMENT FLOOR
GARAGE
1,180 SQ.FT.
513 SQ.FT.
COVERED DECKS 109 SQ.FT.
134 SQ.FT.
MAIN FLOOR 1,924 SQ.FT.
TOTAL LIVING AREA:3,104 SQ.FT.
ENTRY PORCH 92 SQ.FT.
UTILITY/MECH.24 SQ.FT.
11
22
33
55
66
77
88
99
1010
1111
1212
1313
1414
ASSEMBLIES AND FINISHES
NOTE: MATERIALS AND FINISHES INDICATED IN ELEVATIONS ARE FOR
ILLUSTRATION PURPOSES ONLY. VERIFY ALL MATERIALS AND FINISHES.
A)VENTED HARDI SOFFITS @ OVERHANGS
B)T&G UNDER EXTERIOR CEILINGS
HORIZ. FIBER CEMENT LAP SIDING @ 7" EXP.
COLOR: SW 7046 - ANONYMOUS
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
“T” MOLDING TO LINE UP JOINTS FOR WALLS > 12' - VERIFY
FIBER CEMENT PANEL SIDING
COLOR: SW 7048 - (TO BE VERIFIED)
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
BEAM PER STRUCTURAL
ARCH. GRADE W/ NATURAL FINISH IF EXPOSED
IF USED IN DECK STRUCTURE
TREATED W/ HI-CLEAR II WOOD TREATMENT
TO HAVE WATERPROOFING SEALANT ON TOP
TO BE METAL CAPPED
TYPICAL 2X4 OR 2X6 INTERIOR WALL FRAMING
1/2" GWB FINISH
VERIFY STRUCTURAL PER PLAN
R-21 AT FIR OUTS IN BASEMENT
CABLE RAILING
36" HIGH TO CODER
2X6 WALL FRAMING AT EXT. WALLS
R-21 INSULATION @ COND. WALLS
1/2" GWB INTERIOR FINISH
SIDING PER ELEVATION
MFR. TRUSSES 24" O.C.
HEELS PER PLAN
R-49 INSULATION OR R-38 IF OVER 100% OF COND. CEILING
SPRAY FOAM INS. WHERE TRUSS VENTILATION NOT POSSIBLE
5/8" GWB UNDER INTERIOR CEILINGS
T&G UNDER EXTERIOR CEILINGS
TREX OR TIMBERTECH DECK
2 X 12 PT. JOIST 24" O.C.
COLOR TO BE DETERMINED
4" CONC. SLAB
R-10 ENTIRE SLAB ON GRADE @ COND. AREA
44
11 7/8" BCI 6000 1.8 16" O.C. U.N.O.
R-38 INSULATION IN COND. FLOOR OVER CRAWL OR CANT.
ENG. SPEC FLOOR DIAPHRAGM1515
A)TYP. FASCIA 2 X 12
B)2X DECK FASCIA BUILDUP PER PLAN/DETAIL
C)BELLY BAND FASCIA BUILD-UP TO MATCH DECK FASCIA
FASCIA COLOR: SW 6258 (TO BE VERIFIED)
CONTINUOUS ALUMINUM GUTTERS WHERE NEEDED
ARCHITECTURAL COMPOSITION ROOFING
CERTAINTEED PRESIDENTIAL SHAKE
VENTED RIDGE OR ROOF TO WALL VENT
ROOF SHEATHING PER STRUCTURAL
COLOR: CHARCOAL BLACK - TO BE VERIFIED
3:12 PITCH TYP.
FIBER CEMENT WRAP ON COLUMNS
COLOR: SW 6258
X METAL OUTSIDE CORNERS
1616
STANDING SEAM METAL ROOF
1 1/2:12 PITCH TYP.
COLOR: BLACK
PARKLEX LAP SIDING @ 12" EXP. - VERIFY
FINISH: NUX / NATURCLAD-W
INSTALLATION PER MANUFACTURE
“T” MOLDING TO LINE UP JOINTS FOR WALLS
> 12' - VERIFY
12'-6"
35'-0"
26'-8 3/16"
3
12
3
12
3
12
3
12
3
12GRATE ROOM PLATE HEIGHT
BASEMENT FLOOR
MAIN PLATE HT.
AVG. ORG.
GRADE
423.85'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
138" - UPPER WIN. HDRS.
@ GREAT ROOM
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
450.53'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
434.00'
TYP. BASEMENT HEADERS
TYP. PLATE HEIGHT
424.91'
16'-6 7/16"
9'-1 1/8"
8'-0"
25'-7 1/2"
3'-5 9/16"
10'-1 1/8"
8'-0"
11'-6"
MAX BUILDING HT.
PER AMC RESTRICTION459.91'
MAX BUILDING HT.
PER CC&R RESTRICTION454.00'
11
11
11
11
11
33 33 33
33
4A4A
4A4A 4A4A
4A4A4A4A
5A5A 5B5B 5A5A
5A5A
66
66
1010
1010
1010
2
A3
2
A3
1111
1010
1111
1010 1010
1212
1212
1111
1414
1515 1515
1616
1010
1313
12'-6"
35'-0"
26'-8 3/16"
CHIMNEY CAP/
BUILDUP
3
12
3
12
3
12
3
12
3
12
2
12
GRATE ROOM PLATE HEIGHT
BASEMENT FLOOR
MAIN PLATE HT.
AVG. ORG.
GRADE
423.85'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
138" - UPPER WIN. HDRS.
@ GREAT ROOM
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
450.53'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
434.00'
TYP. BASEMENT HEADERS
TYP. PLATE HEIGHT
16'-6 7/16"
9'-1 1/8"
8'-0"
25'-7 1/2"
3'-5 9/16"
10'-1 1/8"
8'-0"
11'-6"
MAX BUILDING HT.
PER AMC RESTRICTION
MAX BUILDING HT.
PER CC&R RESTRICTION 454.00'
4A4A5A5A
4A4A
5A5A4A4A
5A5A
4A4A
11
11
11
11
11
4A4A
5B5B
66
1010
1010
1010
2A32A3
66 1111
1414
15151515
1616
5B5B
1010
99 1111 111112121212
1212 1111
1313
1616
66
88
6666
4A4A
5A5A
5A5A
4A4A
22
33 33
33
424.91'
459.91'
TH
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D
B
Y
O
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H
E
R
S
.
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, August 22, 2025
PRINTED:
FILE:
C:\C - DESIGN JOBS\Moon - Rock Ridge PH3 - LOT 4\Design\MOON 2 - 24 X 36 CD Layout.layout
ANACORTES WA 98221
PHONE:
360-293-7431
BUILDING SECTION 2
WEB:
www.strandbergconstruction.com
BUILDING SECTION 1
MO
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PAGE:
12 of 18
A7
BUILDING SECTIONS
05-22-25
1/4" = 1' U.N.O.
DESIGNED & DRAFTED BY:
SUBMITTAL DATE
J.STERLING
REVISION TABLE
NO.
DATE
DESCRIPTION
REVISION DATE
SCALE
OPEN DECKS
PLAN AREAS
BASEMENT FLOOR
GARAGE
1,180 SQ.FT.
513 SQ.FT.
COVERED DECKS 109 SQ.FT.
134 SQ.FT.
MAIN FLOOR 1,924 SQ.FT.
TOTAL LIVING AREA:3,104 SQ.FT.
ENTRY PORCH 92 SQ.FT.
UTILITY/MECH.24 SQ.FT.
11
22
33
55
66
77
88
99
1010
1111
1212
1313
1414
ASSEMBLIES AND FINISHES
NOTE: MATERIALS AND FINISHES INDICATED IN ELEVATIONS ARE FOR
ILLUSTRATION PURPOSES ONLY. VERIFY ALL MATERIALS AND FINISHES.
A)VENTED HARDI SOFFITS @ OVERHANGS
B)T&G UNDER EXTERIOR CEILINGS
HORIZ. FIBER CEMENT LAP SIDING @ 7" EXP.
COLOR: SW 7046 - ANONYMOUS
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
“T” MOLDING TO LINE UP JOINTS FOR WALLS > 12' - VERIFY
FIBER CEMENT PANEL SIDING
COLOR: SW 7048 - (TO BE VERIFIED)
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
BEAM PER STRUCTURAL
ARCH. GRADE W/ NATURAL FINISH IF EXPOSED
IF USED IN DECK STRUCTURE
TREATED W/ HI-CLEAR II WOOD TREATMENT
TO HAVE WATERPROOFING SEALANT ON TOP
TO BE METAL CAPPED
TYPICAL 2X4 OR 2X6 INTERIOR WALL FRAMING
1/2" GWB FINISH
VERIFY STRUCTURAL PER PLAN
R-21 AT FIR OUTS IN BASEMENT
CABLE RAILING
36" HIGH TO CODER
2X6 WALL FRAMING AT EXT. WALLS
R-21 INSULATION @ COND. WALLS
1/2" GWB INTERIOR FINISH
SIDING PER ELEVATION
MFR. TRUSSES 24" O.C.
HEELS PER PLAN
R-49 INSULATION OR R-38 IF OVER 100% OF COND. CEILING
SPRAY FOAM INS. WHERE TRUSS VENTILATION NOT POSSIBLE
5/8" GWB UNDER INTERIOR CEILINGS
T&G UNDER EXTERIOR CEILINGS
TREX OR TIMBERTECH DECK
2 X 12 PT. JOIST 24" O.C.
COLOR TO BE DETERMINED
4" CONC. SLAB
R-10 ENTIRE SLAB ON GRADE @ COND. AREA
44
11 7/8" BCI 6000 1.8 16" O.C. U.N.O.
R-38 INSULATION IN COND. FLOOR OVER CRAWL OR CANT.
ENG. SPEC FLOOR DIAPHRAGM 1515
A)TYP. FASCIA 2 X 12
B)2X DECK FASCIA BUILDUP PER PLAN/DETAIL
C)BELLY BAND FASCIA BUILD-UP TO MATCH DECK FASCIA
FASCIA COLOR: SW 6258 (TO BE VERIFIED)
CONTINUOUS ALUMINUM GUTTERS WHERE NEEDED
ARCHITECTURAL COMPOSITION ROOFING
CERTAINTEED PRESIDENTIAL SHAKE
VENTED RIDGE OR ROOF TO WALL VENT
ROOF SHEATHING PER STRUCTURAL
COLOR: CHARCOAL BLACK - TO BE VERIFIED
3:12 PITCH TYP.
FIBER CEMENT WRAP ON COLUMNS
COLOR: SW 6258
X METAL OUTSIDE CORNERS
1616
STANDING SEAM METAL ROOF
1 1/2:12 PITCH TYP.
COLOR: BLACK
PARKLEX LAP SIDING @ 12" EXP. - VERIFY
FINISH: NUX / NATURCLAD-W
INSTALLATION PER MANUFACTURE
“T” MOLDING TO LINE UP JOINTS FOR WALLS
> 12' - VERIFY
12'-6"
35'-0"
26'-8 3/16"
CHIMNEY CAP/
BUILDUP
3
12
3
12
3
12
3
12
3
12
3
12 GRATE ROOM PLATE HEIGHT
BASEMENT FLOOR
MAIN PLATE HT.
AVG. ORG.
GRADE
423.85'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
138" - UPPER WIN. HDRS.
@ GREAT ROOM
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
450.53'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
434.00'
TYP. BASEMENT HEADERS
TYP. PLATE HEIGHT
16'-6 7/16"
9'-1 1/8"
8'-0"
25'-7 1/2"
3'-5 9/16"
10'-1 1/8"
8'-0"
11'-6"
MAX BUILDING HT.
PER AMC RESTRICTION
MAX BUILDING HT.
PER CC&R RESTRICTION 454.00'
4A4A5A5A
11
11
1010
1515
1616
11111212
1111
33
11
11
11
33
33
4C4C15151515
1212
1111
1616
1111 1212
4A4A 5A5A 1010
1010
424.91'
459.91'
12'-6"
35'-0"
26'-8 3/16"
CHIMNEY CAP/
BUILDUP
3
12
3
12
3
12
3
12
3
12
GRATE ROOM PLATE HEIGHT
BASEMENT FLOOR
MAIN PLATE HT.
AVG. ORG.
GRADE
423.85'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
138" - UPPER WIN. HDRS.
@ GREAT ROOM
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
450.53'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
434.00'
TYP. BASEMENT HEADERS
TYP. PLATE HEIGHT
16'-6 7/16"
9'-1 1/8"
8'-0"
25'-7 1/2"
3'-5 9/16"
10'-1 1/8"
8'-0"
11'-6"
MAX BUILDING HT.
PER AMC RESTRICTION
MAX BUILDING HT.
PER CC&R RESTRICTION 454.00'
4A4A5A5A
11
11
1010
1515
1616
11111212
1111
33
11
11
11
33
1515
1111
1616
1111
4A4A 5A5A
33
1010
1212
1212
66
88
4C4C
1010
1313
1313
424.91'
459.91'
THE INFORMATION, PLANS, DESIGNS, NOTES AND ARRANGEMENTS SHOWN ON THIS DRAWING ARE CONFIDENTIAL
AND MAY NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE EXPRESS WRITTEN PERMISSION OF
STRANDBERG CONSTRUCTION INC. DRAWINGS NOTED AS PRELIMINARY, SCHEMATIC, AND/ OR CONCEPT CONTAIN
INFORMATION THAT IS CONCEPTUAL AND SUBJECT TO CHANGE. THE DESIGNER MAKES NO CLAIM FOR ACCURACY
OF CONCEPTUAL INFORMATION OR OF INFORMATION SUPPLIED BY OTHERS.
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, August 22, 2025
PRINTED:
FILE:
C:\C - DESIGN JOBS\Moon - Rock Ridge PH3 - LOT 4\Design\MOON 2 - 24 X 36 CD Layout.layout
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
BUILDING SECTION 4
BUILDING SECTION 3
MOON RESIDENCE 2
3913 ROCK RIDGE PARKWAY,
ANACORTES, WA 98221
PAGE:
13 of 18
A8
BUILDING SECTIONS
05-22-25
1/4" = 1' U.N.O.
DESIGNED & DRAFTED BY:
SUBMITTAL DATE
J. STERLING
REVISION TABLE
NO.
DATE
DESCRIPTION
REVISION DATE
SCALE
11
22
33
55
66
77
88
99
1010
1111
1212
1313
1414
ASSEMBLIES AND FINISHES
NOTE: MATERIALS AND FINISHES INDICATED IN ELEVATIONS ARE FOR
ILLUSTRATION PURPOSES ONLY. VERIFY ALL MATERIALS AND FINISHES.
A)VENTED HARDI SOFFITS @ OVERHANGS
B)T&G UNDER EXTERIOR CEILINGS
HORIZ. FIBER CEMENT LAP SIDING @ 7" EXP.
COLOR: SW 7046 - ANONYMOUS
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
“T” MOLDING TO LINE UP JOINTS FOR WALLS > 12' - VERIFY
FIBER CEMENT PANEL SIDING
COLOR: SW 7048 - (TO BE VERIFIED)
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
BEAM PER STRUCTURAL
ARCH. GRADE W/ NATURAL FINISH IF EXPOSED
IF USED IN DECK STRUCTURE
TREATED W/ HI-CLEAR II WOOD TREATMENT
TO HAVE WATERPROOFING SEALANT ON TOP
TO BE METAL CAPPED
TYPICAL 2X4 OR 2X6 INTERIOR WALL FRAMING
1/2" GWB FINISH
VERIFY STRUCTURAL PER PLAN
R-21 AT FIR OUTS IN BASEMENT
CABLE RAILING
36" HIGH TO CODER
2X6 WALL FRAMING AT EXT. WALLS
R-21 INSULATION @ COND. WALLS
1/2" GWB INTERIOR FINISH
SIDING PER ELEVATION
MFR. TRUSSES 24" O.C.
HEELS PER PLAN
R-49 INSULATION OR R-38 IF OVER 100% OF COND. CEILING
SPRAY FOAM INS. WHERE TRUSS VENTILATION NOT POSSIBLE
5/8" GWB UNDER INTERIOR CEILINGS
T&G UNDER EXTERIOR CEILINGS
TREX OR TIMBERTECH DECK
2 X 12 PT. JOIST 24" O.C.
COLOR TO BE DETERMINED
4" CONC. SLAB
R-10 ENTIRE SLAB ON GRADE @ COND. AREA
44
11 7/8" BCI 6000 1.8 16" O.C. U.N.O.
R-38 INSULATION IN COND. FLOOR OVER CRAWL OR CANT.
ENG. SPEC FLOOR DIAPHRAGM 1515
A)TYP. FASCIA 2 X 12
B)2X DECK FASCIA BUILDUP PER PLAN/DETAIL
C)BELLY BAND FASCIA BUILD-UP TO MATCH DECK FASCIA
FASCIA COLOR: SW 6258 (TO BE VERIFIED)
CONTINUOUS ALUMINUM GUTTERS WHERE NEEDED
ARCHITECTURAL COMPOSITION ROOFING
CERTAINTEED PRESIDENTIAL SHAKE
VENTED RIDGE OR ROOF TO WALL VENT
ROOF SHEATHING PER STRUCTURAL
COLOR: CHARCOAL BLACK - TO BE VERIFIED
3:12 PITCH TYP.
FIBER CEMENT WRAP ON COLUMNS
COLOR: SW 6258
X METAL OUTSIDE CORNERS
1616
STANDING SEAM METAL ROOF
1 1/2:12 PITCH TYP.
COLOR: BLACK
PARKLEX LAP SIDING @ 12" EXP. - VERIFY
FINISH: NUX / NATURCLAD-W
INSTALLATION PER MANUFACTURE
“T” MOLDING TO LINE UP JOINTS FOR WALLS
> 12' - VERIFY
W10 3050 CASEW12 2050 PIC
W13 2050 PIC
W08 3050 CASE
W09 3050 FIX CASE
W26 3016 PIC W25 6016 PICW27 3016 PIC
W32 3050 CASE W30 3050 CASE
W31 3050 FIX CASE
20'-0"2'-5 1/2"68'-0"20'-0"
6'-0"
12'-6"
35'-0"
26'-8 3/16"
2'-5 1/2"
3
12
3
12
3
12
2
12
3
12
3
12
CHIMNEY CAP/
BUILDUP
3
12
3
12
3
12
3
12
3
12
3
12
3
12
3
12
3
12
3
12 GRATE ROOM PLATE HEIGHT
BASEMENT FLOOR
MAIN PLATE HT.
AVG. ORG.
GRADE
423.85'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
138" - UPPER WIN. HDRS.
@ GREAT ROOM
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
450.53'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
434.00'
TYP. BASEMENT HEADERS
TYP. PLATE HEIGHT
16'-6 7/16"
9'-1 1/8"
8'-0"
25'-7 1/2"
3'-5 9/16"
10'-1 1/8"
8'-0"
11'-6"
MAX BUILDING HT.
PER AMC RESTRICTION
MAX BUILDING HT.
PER CC&R RESTRICTION 454.00'
11
11
11
11
11
4A4A
4A4A4A4A
4A4A 4B4B
5A5A
5B5B
5A5A
5A5A
99
66
1010
1010
1010
2A32A3
1414
1313
886677
7766
77
99 88 66
66
77
5B5B
1010
424.91'
459.91'
- 20' FRONT SETBACK FROM
PROPERTY LINE TO THIS POINT
- 20' REAR SETBACK FROM PROPERTY
LINE TO THIS POINT
-LOT LINE NOT PARALLEL TO HOUSE
SEE SITE PLAN FOR SETBACKS.
UNCOVERED DECK EXTENDS
6' INTO FRONT SETBACK
W10 3050 CASEW12 2050 PIC
W13 2050 PIC
W08 3050 CASE
W09 3050 FIX CASE
W26 3016 PIC W25 6016 PICW27 3016 PIC
W32 3050 CASE W30 3050 CASE
W31 3050 FIX CASE
W07 3050 CASE
W02 5020 PICW03 4620 PIC W01 4620 PIC
W04 3050 CASE
W05 3050 FIX CASE
W06 3050 FIX CASE
W19 4666 PIC
W14-8080 PATIO DOOR
W16 4630 PICW18 4630 PIC
W20 5066 PIC
W22 3060 CASE
W17 5030 PIC
W21 4666 PIC
W24 3060 CASE
12'-6"
35'-0"
26'-8 3/16"
3
12
3
12
3
12
3
12
3
12
CHIMNEY CAP/
BUILDUP
GRATE ROOM PLATE HEIGHT
BASEMENT FLOOR
MAIN PLATE HT.
AVG. ORG.
GRADE
423.85'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
138" - UPPER WIN. HDRS.
@ GREAT ROOM
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
450.53'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
434.00'
TYP. BASEMENT HEADERS
TYP. PLATE HEIGHT
16'-6 7/16"
9'-1 1/8"
8'-0"
25'-7 1/2"
3'-5 9/16"
10'-1 1/8"
8'-0"
11'-6"
MAX BUILDING HT.
PER AMC RESTRICTION
MAX BUILDING HT.
PER CC&R RESTRICTION 454.00'
13131313
4A4A 5A5A
11
11
11
11
11
4A4A5A5A
66
88
4A4A
8888 6699
66
6666
5B5B 1010
1010
88
6666
66
1414
5A5A
1414
5B5B 1010
4A4A
1010
1010
2A32A3
1010
2A32A32A32A3
1010
4A4A
5A5A
4A4A
5A5A
77
5A5A
424.91'
459.91'
- 5' SIDE SETBACK FROM PROPERTY
LINE TO THIS POINT
-LOT LINE NOT PARALLEL TO HOUSE
SEE SITE PLAN FOR SETBACKS.
- 7.5' SIDE SETBACK FROM PROPERTY
LINE TO THIS POINT
-LOT LINE NOT PARALLEL TO HOUSE
SEE SITE PLAN FOR SETBACKS.
7'-6"8'-7 3/4"50'-3"5'-0"
W07 3050 CASE
W02 5020 PICW03 4620 PIC W01 4620 PIC
W04 3050 CASE
W05 3050 FIX CASE
W06 3050 FIX CASE
W19 4666 PIC
W14-8080 PATIO DOOR
W16 4630 PICW18 4630 PIC
W20 5066 PIC
W22 3060 CASE
W17 5030 PIC
W21 4666 PIC
W24 3060 CASE
THE INFORMATION, PLANS, DESIGNS, NOTES AND ARRANGEMENTS SHOWN ON THIS DRAWING ARE CONFIDENTIAL
AND MAY NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE EXPRESS WRITTEN PERMISSION OF
STRANDBERG CONSTRUCTION INC. DRAWINGS NOTED AS PRELIMINARY, SCHEMATIC, AND/ OR CONCEPT CONTAIN
INFORMATION THAT IS CONCEPTUAL AND SUBJECT TO CHANGE. THE DESIGNER MAKES NO CLAIM FOR ACCURACY
OF CONCEPTUAL INFORMATION OR OF INFORMATION SUPPLIED BY OTHERS.
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, August 22, 2025
PRINTED:
FILE:
C:\C - DESIGN JOBS\Moon - Rock Ridge PH3 - LOT 4\Design\MOON 2 - 24 X 36 CD Layout.layout
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
MOON RESIDENCE 2
3913 ROCK RIDGE PARKWAY,
ANACORTES, WA 98221
PAGE:
14 of 18
A9
EXTERIOR
ELEVATIONS
NORTH-WEST ELEVATION
NORTH-EAST ELEVATION
05-22-25
1/4" = 1' U.N.O.
DESIGNED & DRAFTED BY:
SUBMITTAL DATE
J. STERLING
REVISION TABLE
NO.
DATE
DESCRIPTION
1
7/25/25
UPDATED O.B.H AND SETBACKS
REVISION DATE
SCALE
07-25-25 REV.1
OPEN DECKS
PLAN AREAS
BASEMENT FLOOR
GARAGE
1,180 SQ.FT.
513 SQ.FT.
COVERED DECKS 109 SQ.FT.
134 SQ.FT.
MAIN FLOOR 1,924 SQ.FT.
TOTAL LIVING AREA:3,104 SQ.FT.
ENTRY PORCH 92 SQ.FT.
UTILITY/MECH.24 SQ.FT.
OPEN DECKS
PLAN AREAS
BASEMENT FLOOR
GARAGE
1,180 SQ.FT.
513 SQ.FT.
COVERED DECKS 109 SQ.FT.
134 SQ.FT.
MAIN FLOOR 1,924 SQ.FT.
TOTAL LIVING AREA:3,104 SQ.FT.
ENTRY PORCH 92 SQ.FT.
UTILITY/MECH.24 SQ.FT.
11
22
33
55
66
77
88
99
1010
1111
1212
1313
1414
ASSEMBLIES AND FINISHES
NOTE: MATERIALS AND FINISHES INDICATED IN ELEVATIONS ARE FOR
ILLUSTRATION PURPOSES ONLY. VERIFY ALL MATERIALS AND FINISHES.
A)VENTED HARDI SOFFITS @ OVERHANGS
B)T&G UNDER EXTERIOR CEILINGS
HORIZ. FIBER CEMENT LAP SIDING @ 7" EXP.
COLOR: SW 7046 - ANONYMOUS
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
“T” MOLDING TO LINE UP JOINTS FOR WALLS > 12' - VERIFY
FIBER CEMENT PANEL SIDING
COLOR: SW 7048 - (TO BE VERIFIED)
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
BEAM PER STRUCTURAL
ARCH. GRADE W/ NATURAL FINISH IF EXPOSED
IF USED IN DECK STRUCTURE
TREATED W/ HI-CLEAR II WOOD TREATMENT
TO HAVE WATERPROOFING SEALANT ON TOP
TO BE METAL CAPPED
TYPICAL 2X4 OR 2X6 INTERIOR WALL FRAMING
1/2" GWB FINISH
VERIFY STRUCTURAL PER PLAN
R-21 AT FIR OUTS IN BASEMENT
CABLE RAILING
36" HIGH TO CODER
2X6 WALL FRAMING AT EXT. WALLS
R-21 INSULATION @ COND. WALLS
1/2" GWB INTERIOR FINISH
SIDING PER ELEVATION
MFR. TRUSSES 24" O.C.
HEELS PER PLAN
R-49 INSULATION OR R-38 IF OVER 100% OF COND. CEILING
SPRAY FOAM INS. WHERE TRUSS VENTILATION NOT POSSIBLE
5/8" GWB UNDER INTERIOR CEILINGS
T&G UNDER EXTERIOR CEILINGS
TREX OR TIMBERTECH DECK
2 X 12 PT. JOIST 24" O.C.
COLOR TO BE DETERMINED
4" CONC. SLAB
R-10 ENTIRE SLAB ON GRADE @ COND. AREA
44
11 7/8" BCI 6000 1.8 16" O.C. U.N.O.
R-38 INSULATION IN COND. FLOOR OVER CRAWL OR CANT.
ENG. SPEC FLOOR DIAPHRAGM 1515
A)TYP. FASCIA 2 X 12
B)2X DECK FASCIA BUILDUP PER PLAN/DETAIL
C)BELLY BAND FASCIA BUILD-UP TO MATCH DECK FASCIA
FASCIA COLOR: SW 6258 (TO BE VERIFIED)
CONTINUOUS ALUMINUM GUTTERS WHERE NEEDED
ARCHITECTURAL COMPOSITION ROOFING
CERTAINTEED PRESIDENTIAL SHAKE
VENTED RIDGE OR ROOF TO WALL VENT
ROOF SHEATHING PER STRUCTURAL
COLOR: CHARCOAL BLACK - TO BE VERIFIED
3:12 PITCH TYP.
FIBER CEMENT WRAP ON COLUMNS
COLOR: SW 6258
X METAL OUTSIDE CORNERS
1616
STANDING SEAM METAL ROOF
1 1/2:12 PITCH TYP.
COLOR: BLACK
PARKLEX LAP SIDING @ 12" EXP. - VERIFY
FINISH: NUX / NATURCLAD-W
INSTALLATION PER MANUFACTURE
“T” MOLDING TO LINE UP JOINTS FOR WALLS
> 12' - VERIFY
W11 2050 PIC
W29 3016 PIC W28 3016 PIC 12'-6"
35'-0"
26'-8 3/16"
3
12
3
12
3
12
3
12
3
12
3
12
3
12
3
12
CHIMNEY CAP/
BUILDUP
GRATE ROOM PLATE HEIGHT
BASEMENT FLOOR
MAIN PLATE HT.
AVG. ORG.
GRADE
423.85'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
138" - UPPER WIN. HDRS.
@ GREAT ROOM
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
450.53'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
434.00'
TYP. BASEMENT HEADERS
TYP. PLATE HEIGHT
16'-6 7/16"
9'-1 1/8"
8'-0"
25'-7 1/2"
3'-5 9/16"
10'-1 1/8"
8'-0"
11'-6"
MAX BUILDING HT.
PER AMC RESTRICTION
MAX BUILDING HT.
PER CC&R RESTRICTION 454.00'
4A4A
5A5A
11
11
4A4A
5A5A
11
11
22
4A4A
5A5A
4A4A
5A5A
4A4A
5A5A
66
88
6688
6666
99
7766 77
66 66
1313
4C4C
5B5B1010
1616
RETAINING WALL
DEPENDENT ON GRADE
424.91'
459.91'
- 5' SIDE SETBACK FROM PROPERTY
LINE TO THIS POINT
-LOT LINE NOT PARALLEL TO HOUSE
SEE SITE PLAN FOR SETBACKS.
- 7.5' SIDE SETBACK FROM PROPERTY
LINE TO THIS POINT
-LOT LINE NOT PARALLEL TO HOUSE
SEE SITE PLAN FOR SETBACKS.
7'-6"6'-6"50'-3"3'-9 7/8"5'-0"
W11 2050 PIC
W29 3016 PIC W28 3016 PIC
W15 4666 PIC
20'-0"
1'-6 11/16"
68'-0"20'-0"
6'-0"
12'-6"
35'-0"
26'-8 3/16"
3
12
3
12
3
12
3
12
3
12
3
12
3
12
3
12
3
12
3
12GRATE ROOM PLATE HEIGHT
BASEMENT FLOOR
MAIN PLATE HT.
AVG. ORG.
GRADE
423.85'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
138" - UPPER WIN. HDRS.
@ GREAT ROOM
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
450.53'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
434.00'
TYP. BASEMENT HEADERS
TYP. PLATE HEIGHT
16'-6 7/16"
9'-1 1/8"
8'-0"
25'-7 1/2"
3'-5 9/16"
10'-1 1/8"
8'-0"
11'-6"
MAX BUILDING HT.
PER AMC RESTRICTION
MAX BUILDING HT.
PER CC&R RESTRICTION454.00'
11
11
11
11
11
4A4A
4A4A 4A4A
4A4A4B4B
5A5A
5B5B
5A5A
5A5A
99
66
1010
1010
1010
2A32A3
1414
1313 66
88 66 66
77 66
77
424.91'
459.91'
- 20' FRONT SETBACK FROM
PROPERTY LINE TO THIS POINT
- 20' REAR SETBACK FROM PROPERTY
LINE TO THIS POINT
-LOT LINE NOT PARALLEL TO HOUSE
SEE SITE PLAN FOR SETBACKS.
UNCOVERED DECK EXTENDS
6' INTO FRONT SETBACK
W15 4666 PIC
THE INFORMATION, PLANS, DESIGNS, NOTES AND ARRANGEMENTS SHOWN ON THIS DRAWING ARE CONFIDENTIAL
AND MAY NOT BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE EXPRESS WRITTEN PERMISSION OF
STRANDBERG CONSTRUCTION INC. DRAWINGS NOTED AS PRELIMINARY, SCHEMATIC, AND/ OR CONCEPT CONTAIN
INFORMATION THAT IS CONCEPTUAL AND SUBJECT TO CHANGE. THE DESIGNER MAKES NO CLAIM FOR ACCURACY
OF CONCEPTUAL INFORMATION OR OF INFORMATION SUPPLIED BY OTHERS.
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, August 22, 2025
PRINTED:
FILE:
C:\C - DESIGN JOBS\Moon - Rock Ridge PH3 - LOT 4\Design\MOON 2 - 24 X 36 CD Layout.layout
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
MOON RESIDENCE 2
3913 ROCK RIDGE PARKWAY,
ANACORTES, WA 98221
PAGE:
15 of 18
A10
EXTERIOR
ELEVATIONS
SOUTH-EAST ELEVATION
SOUTH-WEST ELEVATION
05-22-25
1/4" = 1' U.N.O.
DESIGNED & DRAFTED BY:
SUBMITTAL DATE
J. STERLING
REVISION TABLE
NO.
DATE
DESCRIPTION
1
7/25/25
UPDATED O.B.H AND SETBACKS
REVISION DATE
SCALE
07-25-25 REV.1
GENERAL NOTESFOUNDATIONS / CONCRETECONVENTIONAL WOOD FRAMINGFRAMING CONNECTORS
PREFAB WOOD PRODUCTS
FOOTINGS, FOUNDATIONS, SLABS ON GRADE:
Geotechnical Report: CCI is not aware of a geotechnical report for this project. CCI strongly
recommends that a geotechnical report be performed by a qualified geotechnical engineer for
all construction projects. Soils analysis and geotechnical engineering are not a specialty of
CCI. CCI depends on others for the provision of soils data, which includes but is not limited to:
allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral
pressures, internal friction angle, and cohesion. In the absence of a geotechnical report CCI
will make assumptions regarding soil parameters, however, CCI takes no responsibility or
liability for future settlement, or damage or injury due to earth movement or failure of any kind.
Structural Fill: “Structural Fill” shall be granular material conforming to local or state highway
specifications for imported road base or sub base; or use sand or other clean granular
materials no larger than pea gravel. All structural fill must be compacted per the following
section.
Compaction: Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical
(vibratory or impact) methods. In paved areas and under structures, use structural backfill
compacted to 95% relative compaction. In non-paved or non-footing areas use structural
backfill or native backfill minus rocks, lumps, and organic matter, compacted to 92% relative
compaction.
When roots, rocks, or other undesirable materials cause over-excavation, fill over-excavation
and compact per the above.
Foundations, Footings on Soil: All footings and foundations to bear on undisturbed existing soil
or structural fill. All organic and deleterious material beneath footings and foundations to be
removed and replaced with structural fill. Bottom of footings to be below locally prescribed frost
zone, not less than 12".
Foundations, Footings on Rock: Where footings bear on rock, clean the rock free of loose rock,
dirt, moss, debris, or other deleterious substances. Pressure wash as necessary. Use bonding
agent prior to pouring concrete on rock. Where rock is sloped less than 4:1 (14-degrees), no
dowels into rock are necessary.
Where rock is sloped 4:1 (14-degrees) or greater (up to 45-degrees max), use #4 x 18” long
dowels rotohammered min., 8” into solid rock. Rotohammered holes to be ½” diameter,
perpendicular to face of rock. No epoxy is necessary. Dowels to be located as follows:
O For continuous footings, use dowel within 6” of ends, corners, and intersections and at 36”
OC max spacing. Dowels to be centered on stemwall.
O For pad footings larger than 12” square or round, use three dowels spaced 8” apart,
centered on footing. If dowel is too long to fit in footing, bend as necessary to provide 2” cover
at top and / or side(s).
O For pad footings equal or smaller than 12” square or round, use two dowels spaced 6” apart,
centered on footing. If dowel is too long to fit in footing, bend as necessary to provide 2” cover
at top and / or side(s).
Slabs on Grade. Subgrade below slabs shall be similar to the above. A layer of free draining
material and a suitable vapor barrier (designed by others) are recommended for all interior
slabs.
Footing Drains. Footing drains, with washed drain rock or Mira Drain or equivalent extending to
finished grade, shall be provided at the base of all footings and retaining walls which will have
earth placed against them. Footing drains shall be 3” or 4” perforated pipe routed
downgradient to daylight, unless otherwise specified.
CORROSION RESISTANCE:
Fasteners, Framing Hardware. Use galvanized, epoxy coated, or stainless steel for all nails,
screws, bolts, lags, washers, nuts, framing hardware, etc. for ALL exterior applications.
Structural Steel. Coating for structural steel shall be per that section herein.
STANDARD CONCRETE:
Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day
strength of f'c = 2,500 psi unless otherwise noted on Plans. Minimum cement content = 5
sacks per cubic yard. Maximum water/cement ratio shall be 0.45. All materials shall be in
accordance with ACI 318, latest edition. Mixing and placing of all concrete to be in accordance
with IBC and ACI 304, latest edition.
Admixtures. Industry recognized and approved admixtures affecting set time, flowability, and /
or waterproofing may be used provided the strength and durability of the concrete is not
adversely affected.
Air Entrainment. Provide 5% air entraining in all concrete exposed to the earth or weather.
Fly Ash. High quality fly ash or other natural pozzolan may be used in accordance with ASTM
C618 with a corresponding reduction in cement content. Any such concrete shall obtain at
least the strength and durability characteristics as Standard Concrete listed above.
CONCRETE REINFORCING:
Strength: Standard Footings, Stem walls, Slabs on Grade. Reinforcing bars (rebar) for
standard footings, stem walls, and slabs on grade shall be grade 40 (Fy = 40 ksi) or better,
unless otherwise specified in the Plans.
Strength: Retaining Walls and other Structural Elements. Reinforcing bars (rebar) for retaining
walls retaining more than 4-feet of soil and their footings, and for structural beams, structural
columns and the like shall be grade 60 (Fy = 60 ksi) unless otherwise specified in the Plans.
Splicing, Bending. All reinforcing shall be spliced, detailed, bent, and supported in accordance
with the most recent ACI code adopted by the jurisdiction.
Welded Wire Fabric. Unless otherwise specified, welded wire fabric (WWF) shall be W2.9,
6”x6” (6 Ga.), ASTM A-185. Splice by lapping one mesh +2" all sides.
Cover. Provide the following minimum cover:
Footings and other unformed surfaces, distance from the bar to earth face...3"
Formed surfaces in direct contact with earth ......2"
Surfaces exposed to weather........................1-1/2”
For slabs on grade, center the reinforcement in the slab unless otherwise specified.
BOLTS AND DOWELS IN CURED CONCRETE:
General. This section shall apply to bolts and dowels installed in cured concrete using
rotohammer techniques. Minimum concrete embedment = 4-inches unless otherwise specified.
Minimum distance to any edge or end of concrete = 3” from hole centerline unless otherwise
specified.
Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer
operations. Location of existing reinforcing bars may be by non-destructive methods
(pachometer, radar, or similar).
Washers. Use 3”x3”x.229” washers on all wood mud sill anchor bolts. Such washers may be
slotted, with plate washer under the nut as allowed by the IBC. At non-mud sill locations,
smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the
heads of all bolts that connect wood.
Non-Epoxy Systems. Use Simpson Titen HD or Wedge-All where shown in the Plans. These
anchors may be used to resist tension loads and shear loads. Install per manufacturer’s
recommendations.
Epoxy Systems. For bolts, use Simpson epoxy-tie bolt system with ET-HP or SET high strength
epoxy, with zinc plated, A307 ‘all-thread’ bolts as shown in the sketches. For dowels, use ET-
HP or SET high strength epoxy and rebar as specified on the Plans and Callouts. Drilling of
holes and installation shall be in strict accordance with epoxy manufacturer’s recommendation.
CONVENTIONAL WOOD FRAMING:
General Construction: Predrill all nail, screw, and lag holes where required to avoid splitting.
Connect all wood members per the Plans and applicable building code. Where Structural Plans
do not specifically address a structural element, construct said element per minimum building
code.
Framing Material. All sawn framing lumber, not including beams, posts, and columns, shall be
Spruce Pine Fir, Hem Fir, or Douglas Fir - Larch, Number 2 or better, unless otherwise shown.
All sawn wood shall have moisture content less than 25%.
Studs. Studs in exterior walls shall be a single member (not spliced nor discontinuous) from
horizontal diaphragm to horizontal diaphragm (horizontal diaphragms are roofs and floors that
connect to exterior walls.) Use balloon framing at stairwells, openings in floor diaphragms, etc.
Stud size, material, and maximum length between diaphragms is shown in shear wall table.
Beams and Posts. All sawn structural beams, headers, and posts shall be Doug Fir Larch No 2
or better, except where exposed to weather and specified as PT (Pressure Treated) may be
Hem Fir No. 2 or better. Glulams, PSLs, LVLs, etc. shall be per Prefabricated Wood Products
section below.
Shear Walls: Walls called out as shear walls on the Plan shall be constructed per the Structural
Shear Wall Table herein using materials designated for lateral load resistance by nationally-
approved manufacturers. All shear walls must be positively connected at top and bottom to
diaphragms. Walls not specifically called out, or labled “NS” are not intended as shear walls and
shall be built per minimum code.
Multiple Ply Members.
Trimmers, King Studs, Headers. Where more than one 2x is placed against another and used
as a multiple ply king stud, trimmer, or header, connect all plies with 16d at 4” OC, staggered.
Beams, Columns. Where more than one 2x, or LVL, or LSL is placed against another and used
as a multiple ply beam or column, connect all plies with glue and 2, 16d at 4” spacing; or no
glue and 2 screws at 12” max spacing.
Glue, Epoxy. Where specified, wood to wood glue shall be commercial grade with minimum
shear strength of 450 psi at 28 days. Use Liquid Nails LN-940 or similar. For wood to steel, use
Liquid Nails Fuze*It or similar with min., 400 psi shear strength at 28 days. Prep and apply per
manufacturer’s recommendations.
Epoxy used with wood dowels or drift pins shall be Simpson ET-HP, or other brand intended for
wood use. Wood and dowel shall be clean and dry prior to epoxy installation.
Window and Door Openings.
Header. Use minimum size as called out on Plans. All headers shall be installed with their tall
dimension vertical. If header is less than 3 inches wide (I.E. a single 2x or single LVL) use a flat
2x nailed to the bottom of header in an “L” configuration with 16d at 4” max spacing. If no
header is specified, the wall is assumed non-load bearing and wall top plate may serve as the
header.
Multiple Adjacent Openings. Where adjacent door or window openings occur in a wall, headers
for each opening shall be individual members with full-height king studs between them. Each
header shall use the number of king studs specified below or in the Structural Callouts.
Trimmers, aka Jack Studs. Use size (or larger) per Structural Callouts. Concealed flange
hanger of similar bearing length and capacity may be substituted for trimmer.
King Studs. Unless otherwise shown on Plans use the following. These must be full-height,
bottom plate to top plate, IE diaphragm to diaphragm.
* Opening less than 6’ wide – use min., one king stud each end of header.
* Opening 6.1’ wide to 9’ wide – use min., two king studs each end of header.
* Opening 9.1’ wide to 16’ wide, use min., three king studs each end of header.
Discontinuous Top Plate. Where wall top plates are cut, omitted, or otherwise discontinuous at
a header, the end of the header shall be connected to the remaining top plate beyond with a
horizontal CS20 strap with minimum 12” length on the header and 12” length on the top plate
beyond. Strap may be on top, inside, or outside of wall.
Anchor Bolts.
Shear wall anchor bolts connecting mud sills, use 5/8” diameter x 8” min embedment at the
spacing shown in the Plans but never greater than 72” OC and within 12” of ends and corners,
with 3” x 3” x .229” steel washers, wrench tight. Wet set anchor bolts shall have a hook or head
on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of
wet set - see specifications in previous section. An alternate to wet-set anchor bolts and
washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor
bolts.
Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of
ends and corners and shall be fitted with 2” steel plate washers. Use either 1/2” diameter x 8”
min embedment wet-set, or 1/2” Titen HD with 4” min embedment.
Non-shear wall anchors may be 0.145" diameter powder-actuated pins with 1” min concrete
embedment, at 16" OC, unless otherwise shown .
Decks: Joist hangers used at decks shall be galvanized, connected to all wood members with
corrosion-resistant nails or screws, size per hanger manufacturer. Ledgers shall be attached
with screws or lag bolts per Callouts. All hardware and connectors shall be at least medium-
duty corrosion-resistant with galvanizing or similar. Flashing and waterproofing is by others.
Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and / or soil,
and when directly exposed to weather. Pressure treating chemicals shall be inert, or otherwise
non-reactive with metal connectors (including nails, bolts, framing connectors, etc.) or structural
steel members.
In certain cases non-pressure treated lumber may butt against concrete. In these cases use a
layer of asphaltic-treated construction paper between wood and concrete.
Blocking / Bridging. Provide continuous blocking at all bearing locations. Provide full depth
bridging or blocking at 8' OC max. in joist or rafters without continuous plywood diaphragm
connection on the top .
Framed floors which support posts shall be solidly blocked within the floor cavity to positively
transfer post, column, or other concentrated loads through the floor to the supports beneath.
Nails: Nails called out herein are “common” sizes, i.e. 16d, 12d, 10d, 8d. Smaller diameter,
similar length nail gun nails may be substituted provided 50% more nails are used. For example
if 8, 16d are called out, the number of similar length .131 diameter nail gun nails required is
8*1.5 = 12. As another example if 16d nails are called out at 4” spacing, the spacing of similar
length, narrower nail gun nails shall be 4/1.5 = 2.7”.
Screws: Screws may be substituted for nails in all applications. Screw diameter shall be #9 or
#10, UNO. Screw length shall be sufficient for min., 1.5” penetration into all members being
connected.
Simpson SDS Wood Screws. These are ¼” max. diameter lag bolts. Any similar type or brand
may be substituted including SDWS, SDWH, LedgerLOK, Big Screws, or similar. Length shall
be sufficient for 1.5” min. penetration into all members being connected, UNO. Min distance
from centerline of SDS to wood member end or edge, or another SDS = 1.25”, UNO.
Lag Bolts. All lag bolts greater in diameter than 1/4” shall have pilot holes pre-drilled. Size of
pilot hole in threaded portion shall be 70% of the unthreaded shank diameter (or alternatively,
90% of the root diameter of the threaded portion). Pilot hole diameter of unthreaded portion
shall be the same diameter as the unthreaded shank. Use min., 4*diameter for end, edge, and
center-to-center distances, UNO.
Bolts. Use washers on all bolts. Tighten all bolts to a very snug wrench tight condition. Use
standard A307 bolts, UNO. For bolts in wood, drill the same diameter hole as the bolt; for bolts
in steel drill holes 1/16” larger than the bolt diameter. Provide the following minimum edge
distances between centerline of bolt and all edges of bolted wood, and between centerline of
multiple bolts:
5/8 inch diameter bolts ................... 2.5 inches
3/4 inch diameter bolts ................... 3 inches
Minimum distance between centerline of bolt and any edge of steel plate (angles, gussets,
flanges, webs, etc.) shall be 1.25”.
PRE-FABRICATED FRAMING CONNECTORS:
Manufacturer: Simpson brand is specified, however any other nationally recognized brand may
be used provided that they are equivalent in their ability to carry all applied loads in all directions
and orientations.
Installation: The Contractor shall install all prefabricated items in strict accordance with the
manufacturer's recommendations and requirements. If installation risks cracking of wood,
predrill pilot holes.
PREFABRICATED WOOD PRODUCTS:
Prefabricated Trusses. Where shown on the plans, all prefabricated structural roofing members
shall be designed by a certified professional engineer. The prefabricated structural roofing
designer shall provide to the Contractor stamped design drawings with appropriate notes
showing member sizes, forces, installation procedures, blocking, bracing, etc.
Engineered Wood – General. These products must be provided, stored, and installed in
accordance with manufacturer’s recommendations. Failure to do this may void the warranty
and diminish load carrying capacity. Any nationally-recognized brand that meets the below
specifications is acceptable.
I-beam Composite Web / Flange Joist Products. The contractor shall install the I-Joist products
complete with web stiffeners and other blocking / bracing as shown on the Plans and / or as
recommended by the manufacturer.
PSL (Parallel Strand Lumber) and Versa-Lam. Use minimum 2.0E, 2,900 psi minimum
allowable bending stress.
LVL (Laminated Veneer Lumber). Use minimum 1.9E, 2,600 psi minimum allowable bending
stress.
LSL (Laminated Strand Lumber). Members indicated as 1.5E shall have min., 1.5E modulus of
elasticity and 2,300 psi allowable bending stress. Members indicated as 1.3E shall have min.,
1.3E modulus of elasticity and 1,700 psi min. allowable bending stress.
Glue-Laminated Timbers. Unless otherwise noted, all glulam beams shall be 24F-V4 DF/DF.
Glulams for use as beams shall have camber built in per manufacturer’s recommendation. Use
industrial appearance grade, unless visually exposed to interior living space use architectural
appearance grade. All glulams shall be manufactured by an AITC approved fabricator. Store
and install in accordance with manufacturer's recommendations.
Pressure Treated (PT) glulams shall be not less than 10% weaker than the above in bending,
shear, and modulus of elasticity, using suitable wood species for pressure treating.
STRUCTURAL STEEL:
General. All fabrication and erection of Structural Steel shall comply with the requirements of
AISC (Thirteenth Edition).
Structural Shape Materials. All structural shapes shall comply with the following standards
except where noted otherwise.
O Angles, channels, and plates: ASTM A36 (Fy=36 ksi) or better.
Welding. All welding by state-certified structural welders. For shielded metal arc welding, use
only low hydrogen electrodes, min. 70 ksi., in conformance with current ANSI / AWS code. All
base plates, beam end plates, steel end connectors, stiffener plates, and bent plates at column
ends shall be shop fabricated unless otherwise noted or shown in the Plans or structural
sketches. Weld size shall be equivalent to or better than the element being welded, and shall
be welded all around unless otherwise noted. Care shall be taken to avoid excess warping of
welded elements.
Bolts. Bolts and anchor bolts to be ASTM A307 grade A, unless otherwise shown. Provide
standard washers under all nuts and anchor bolts, unless specifically prohibited elsewhere.
Steel Coating Systems. The requirements of this section are strongly recommended but are
optional at the Owner’s discretion. All coating systems shall be installed in strict accordance
with manufacturer’s instructions and recommendations. Touch up shall also be in accordance
with manufacturer’s recommendations.
Structural steel systems that will be exposed to weather shall be shop coated with a 3 coat
system. Preparation shall be a commercial sandblast, 2 – 3 mil anchor pattern. The prime coat
shall be a 3 mil thick organic zinc primer. The intermediate and topcoats shall be 3 mils thick
each using a vinyl high-build coating system. Unless otherwise specified by the owner, the final
color shall be ‘primer grey’. Contractor shall verify this color with owner prior to any paint
application.
Steel which will not be exposed to weather shall be shop or field coated with a 2 coat system
consisting of a 2 mil red oxide zinc chromate alkyd primer under a 2 mil long oil alkyd enamel.
Preparation shall be wire brush cleaning. Unless otherwise specified by the owner, the final
color shall be ‘primer red’. Contractor shall verify this color with owner prior to any paint
application.
ABBREVIATIONS:
A: Area
AC: Asphalt Concrete
BI: By Inspection
BRNG: Bearing (wall usually)
E: Elastic modulus or Electrical
(E): Existing
EOR: Engineer of Record
CCI: ConstructionCalc, Inc.
CIP: Cast in place concrete
CMU: Concrete Masonry Unit
CO: Callout or Cleanout
Conc: Concrete
Cont: Continuous
DF: Douglas Fir
EXT: Exterior
FP: Fireplace
GW: Gypsum shear wall
Gyp: Gypsum wall board
GL or GLB: Glulam Beam
HF: Hem Fir
HVAC: Heating, Ventilation, and Air Conditioning
I: Moment of Inertia
IBC: International Building Code
ICF: Insulated Concrete Form
IEBC: International Existing Building Code
INT: Interior
IRC: International Residential Code
K: Kip (1,000 lbs.)
LVL: Laminated Veneer Lumber
LSL: Laminated Strand Lumber
Lt: Left
NA: Not Applicable
NB: Not Bearing
NIC: Not Included
OC: On Center spacing
OSB: Oriented Strand Board
PCF: Pounds per cubic foot
PLF: Pounds per Lineal Foot
Ply: Plywood
PSL: Parallel Strand Lumber
PSF: Pounds per Square Foot
PSI: Pounds per Square Inch
PT: Pressure Treated with preservative
PW: Plywood or OSB shear wall
RC: Relative Compaction
REF: Reference, not actual
REQ or Reqd: Required
ROW: Right Of Way
Rt: Right
S: Section modulus
SC: See Callout
SD: Storm Drain
SIP: Structural Insulated Panel
SK: Sketch
SOG: Slab On Grade
SPF: Spruce Pine Fir
SS: Sanitary Sewer
STAO: Shear Transfer Around Opening
SP: SIPs shear wall
TYP: Typical
U-D: Upside-Down, hanger typically
UNO: Unless Otherwise specified elsewhere
V or v: Shear (lbs) or unit shear (plf) respectively
W: Wall, full length
WWF: Welded Wire Fabric
APPLICABLE CODES:
Code. The designs for new construction herein are prepared in accordance with the 2021 IBC
and ASCE 7-22. All new construction shall conform with the most recent building code adopted
by the approving jurisdiction.
SINGLE PROJECT:
The calculations, drawings, notes, specifications, and / or tables prepared by CCI are valid only
for the project indicated herein. These documents are not valid, are not applicable to, and shall
not be used for any other project at any other location.
COMPETENT CONSTRUCTION PERSONNEL / SAFETY:
Only competent personnel familiar with construction and safety practices germane to the
project shown herein should be employed to assemble and construct the work.
Contractor shall be responsible to comply with all OSHA and State Labor and Industries
Standards. Contractor assumes full responsibility as to construction methods used, safety
provisions employed, and the finished as-built condition of the structure and related systems.
MATERIALS AND METHODS:
Provide and install all materials in accordance with manufacturer’s requirements and
recommendations. It is the contractor’s responsibility to ensure all field personnel understand
and adhere to this.
TEMPORARY SUPPORT AND BRACING:
General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors
during construction. Design of same is not included herein. Contractor or owner should check
all temporary-supporting devices with a qualified person. Contractor shall be responsible for the
adequacy of all temporary and/or permanent support systems.
Retaining Walls. Do not backfill against retaining walls until concrete has cured to at least 2,500
psi (okay to use high early strength admixtures or additional cement in the mix to achieve this).
For retaining walls that are to be connected at their top to horizontal floor diaphragms, do not
backfill against the retaining wall until such horizontal diaphragms are in place and properly
connected to the retaining wall.
SCOPE OF CONSULTANT’S WORK:
Consultant. The consultant in responsible charge of the work indicated herein is Tim K.
Garrison, P.E., doing business as ConstructionCalc, Inc., hereafter indicated as “CCI.”
Structural Strategy. See page C1, Structural Calculations.
Calculations. The calculations included herein are only those required to ensure compliance
with code. We do not intend to compute every structural element nor every load combination.
Much of our analysis is “BI” (By Inspection.)
Scope of Consultant’s Work. The scope of work of CCI is limited to structural analysis of a new
single-family residence. CCI takes responsibility only for items specifically addressed in our
drawings and calculations. Constructed items not specifically addressed herein shall be built
per current building code.
Applicability of these Standard Specifications. These Standard Structural Specifications shall be
applied to all work indicated in CCI’s structural calculations, drawings, callouts, and as covered
under Tim K. Garrison’s P.E. seal. These Standard Structural Specifications may also contain
provisions for work outside our work scope; Contractor is encouraged to use these
Specifications for all such work.
Construction Inspection. CCI has not been retained to perform construction inspection. CCI
takes no liability or responsibility for ensuring constructed items are built in accordance with
these structural analyses, and / or the building code. Further, CCI does not specify Special
Inspection per the IBC, IRC, or other local or national building codes. Special Inspection
requirements are the responsibility of the approving jurisdiction and the Contractor.
LOADS – 2021 IBC and ASCE 7-22:
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INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, August 22, 2025
PRINTED:
FILE:
C:\C - DESIGN JOBS\Moon - Rock Ridge PH3 - LOT 4\Design\MOON 2 - 24 X 36 CD Layout.layout
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
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S0
STRUCTURAL NOTES
05-22-25
1/4" = 1' U.N.O.
DESIGNED & DRAFTED BY:
SUBMITTAL DATE
J.STERLING
REVISION TABLE
NO.
DATE
DESCRIPTION
REVISION DATE
SCALE
26
5/22/25
UP
17HD 17HD
17
H
D
17
H
D
EXT.
EXT.
INT.
TALL STEMWALLENG. - 89TSTALL STEMWALLENG. - 89TS
TALL STEMWALLENG. - 89TSTALL STEMWALLENG. - 89TS
2PW
W
2PW
W
2PW
W
2PW
W
2PW
W
2PW
W
3PW
W
3PW
W
2PW
W
2PW
W
2PW
W
2PW
W
2PW
W
2PW
W
5GW
W
5GW
W
5GW
W
5GW
W
1PW
W
1PW
W
1PW
W
1PW
W
2PW
W
2PW
W
2PW
W
2PW
W
2PW
W
2PW
W
N
ALT. WALL SHEATHING
STOPS OR IS
SPLICED HERE
ALT. NO SHEATHING
SPLICED HERE
STHD HOLD DOWNHDU2 HOLD DOWN MSTC STRAP
STRONG WALL SB ON UPPER
LEVEL FRAMED FLOOR
EXTRA RIM BLOCK
TYVEK HOUSE WRAP
3/4" OSB SUBFLOOR
11 7/8" BCI FLOOR JOIST
SIDING MATERIAL
7/16 OSB SHEATHING
2 X 6 WALL
1/2" SHEETROCK
1 1/2" GYPCRETE FOR
RADIANT FLOOR HEATING
SIMPSON STRONG-WALL SBPER CALLOUT
HGA10
GOUGE RIM ASNECESSARYFOR ANCHOR BOLT
ANCHOR BOLTSPER CALLOUT
STUD STUDSTUD
ANCHOR BOLTSPER CALLOUT
HGA10EXTRA RIM BLOCK
SIMPSON STRONG-WALL SBPER CALLOUT
SIDE VIEW FRONT VIEW
ALT.
NO SHEATHING
SPLICE HERE
TRUSS, RAFTER,
JOIST, OR CON'T BLKG
CEILING
SHEATHING
SPLICE
TRUSS, RAFTER,
JOIST, OR CON'T BLKG
CEILING OR
OTHER BLKG
A34 OPTIONLTP4 OPTION
SHEATHING SPLICENO SHEATHING SPLICE
TYP. SHEAR WALL TOP CONNECTION
- FRAMING PARALLEL, RIM OR CON'T BLOCKING
TRUSS OR RAFTER
TRUSS HEELTRUSS OR RAFTER
TYP. SHEARWALL TOP CONNECTION
- FRAMING PERPENDICULAR
H1 OR H2.5 OPTION
SDWC15600 OPTION
OR
H2.5 OPTION
SDWC15600 OPTION
OR
ROOF EDGE NAILING
TRUSS BLOCK OR
OTHER FULL HT.
CON'T BLOCK
SHEARWALL TOP CONNECTIONS
TYP. SHEARWALL BOTTOM CONNECTION
ON FRAMED FLOOR
JOIST
JOIST
W/ SHEATHING SPLICE
NOT TO SCALE
TRUSS HEEL
NO SHEATHING SPLICE
H2.5 OPTION
SDWC15600 OPTION
OR
ROOF EDGE NAILING
CONT. BLOCKING
RE
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TALL HEEL TRUSS
IF SHEATHING SPLICED
HERE, USE H2.5 OR
SDWC15600
D1 D1
D2D2
TOP OF SHEAR WALL
PER PLAN
CON'T BLKG
SHEATHING
STOPS HERE
ALT., NO SHEATHING
SPLICED HERE
JOIST
OR RAFTER
TOP OF SHEAR WALL @
RAFTER OR JOIST
NO SHEATHING SPLICE
RIM OR CON'T BLKG
TOP OF SHEAR WALL
PER PLAN
TOP OF SHEAR WALL @
RAFTER OR JOIST
SPLICED OR STOPS
TOP OF SHEAR WALL
PER PLAN
SDWC15600 OPTION
OR
JOIST
OR RAFTER
RIM OR CON'T BLKG
SHEATHING STOPS
OR SPLICED HERE
WALL, BEAM OR
FOUNDATION
BOTTOM OF SHEAR WALL
PER PLAN
NAIL OR SDS PER TABLE
JOIST
JOIST W/ SHEATHING
OVER RIM JOIST
WALL, BEAM OR
FOUNDATION
BOTTOM OF SHEAR WALL
PER PLAN
CODE MIN. NAILING
D3D3
H2.5 OPTION
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INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, August 22, 2025
PRINTED:
FILE:
C:\C - DESIGN JOBS\Moon - Rock Ridge PH3 - LOT 4\Design\MOON 2 - 24 X 36 CD Layout.layout
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
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S1
ENGINEERING INFO
BASEMENT PLAN
05-22-25
1/4" = 1' U.N.O.
DESIGNED & DRAFTED BY:
SUBMITTAL DATE
J.STERLING
REVISION TABLE
NO.
DATE
DESCRIPTION
REVISION DATE
SCALE
26
5/22/25
DN
EXT.
EXT.
EXT.
1PW
W
1PW
W
1PW
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1PW
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3PW
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3PW
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1PW
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1PW
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2PW
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1PW
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1PW
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1PW
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5GW
W
5GW
W
ALT. WALL SHEATHING
STOPS OR IS
SPLICED HERE
ALT. NO SHEATHING
SPLICED HERE
STHD HOLD DOWNHDU2 HOLD DOWN MSTC STRAP
STRONG WALL SB ON UPPER
LEVEL FRAMED FLOOR
EXTRA RIM BLOCK
TYVEK HOUSE WRAP
3/4" OSB SUBFLOOR
11 7/8" BCI FLOOR JOIST
SIDING MATERIAL
7/16 OSB SHEATHING
2 X 6 WALL
1/2" SHEETROCK
1 1/2" GYPCRETE FOR
RADIANT FLOOR HEATING
SIMPSON STRONG-WALL SBPER CALLOUT
HGA10
GOUGE RIM ASNECESSARYFOR ANCHOR BOLT
ANCHOR BOLTSPER CALLOUT
STUD STUDSTUD
ANCHOR BOLTSPER CALLOUT
HGA10EXTRA RIM BLOCK
SIMPSON STRONG-WALL SBPER CALLOUT
SIDE VIEW FRONT VIEW
ALT.
NO SHEATHING
SPLICE HERE
TRUSS, RAFTER,
JOIST, OR CON'T BLKG
CEILING
SHEATHING
SPLICE
TRUSS, RAFTER,
JOIST, OR CON'T BLKG
CEILING OR
OTHER BLKG
A34 OPTIONLTP4 OPTION
SHEATHING SPLICENO SHEATHING SPLICE
TYP. SHEAR WALL TOP CONNECTION
- FRAMING PARALLEL, RIM OR CON'T BLOCKING
TRUSS OR RAFTER
TRUSS HEELTRUSS OR RAFTER
TYP. SHEARWALL TOP CONNECTION
- FRAMING PERPENDICULAR
H1 OR H2.5 OPTION
SDWC15600 OPTION
OR
H2.5 OPTION
SDWC15600 OPTION
OR
ROOF EDGE NAILING
TRUSS BLOCK OR
OTHER FULL HT.
CON'T BLOCK
SHEARWALL TOP CONNECTIONS
TYP. SHEARWALL BOTTOM CONNECTION
ON FRAMED FLOOR
JOIST
JOIST
W/ SHEATHING SPLICE
NOT TO SCALE
TRUSS HEEL
NO SHEATHING SPLICE
H2.5 OPTION
SDWC15600 OPTION
OR
ROOF EDGE NAILING
CONT. BLOCKING
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D1 D1
D2D2
TOP OF SHEAR WALL
PER PLAN
CON'T BLKG
SHEATHING
STOPS HERE
ALT., NO SHEATHING
SPLICED HERE
JOIST
OR RAFTER
TOP OF SHEAR WALL @
RAFTER OR JOIST
NO SHEATHING SPLICE
RIM OR CON'T BLKG
TOP OF SHEAR WALL
PER PLAN
TOP OF SHEAR WALL @
RAFTER OR JOIST
SPLICED OR STOPS
TOP OF SHEAR WALL
PER PLAN
SDWC15600 OPTION
OR
JOIST
OR RAFTER
RIM OR CON'T BLKG
SHEATHING STOPS
OR SPLICED HERE
WALL, BEAM OR
FOUNDATION
BOTTOM OF SHEAR WALL
PER PLAN
NAIL OR SDS PER TABLE
JOIST
JOIST W/ SHEATHING
OVER RIM JOIST
WALL, BEAM OR
FOUNDATION
BOTTOM OF SHEAR WALL
PER PLAN
CODE MIN. NAILING
D3D3
H2.5 OPTION
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INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, August 22, 2025
PRINTED:
FILE:
C:\C - DESIGN JOBS\Moon - Rock Ridge PH3 - LOT 4\Design\MOON 2 - 24 X 36 CD Layout.layout
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
MO
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18 of 18
S2
ENGINEERING INFO
MAIN FLOOR PLAN
05-22-25
1/4" = 1' U.N.O.
DESIGNED & DRAFTED BY:
SUBMITTAL DATE
J.STERLING
REVISION TABLE
NO.
DATE
DESCRIPTION
REVISION DATE
SCALE
26
5/22/25
Version date: 07/26/24 Page 1
Storm Water Drainage Report
Minimum Requirements 1 through 5
ENGINEERING DEPARTMENT
904 6th Street Anacortes, WA 98221
www.anacorteswa.gov
Official Use Only: (Information to Inspectors)
Required Storm Water Facility and other related requirements:
Project Address: 3913 ROCK RIDGE PKWY
Parcel Number: P127674
Permit Number: BLD-2025-0358
FRONT OF REPORT:
Submittal Date: 08/22/25
Revision Number: 2
Reviewer:
Acceptance Date (COA):
Submittal Checklist: (All items listed below are required for a complete submittal)
o Cover Sheet (Preparer to Provide): Project title, Location, Revision dates, Engineer’s Stamp
o TAB 1: Minimum Requirement #1 – Preparation of Stormwater Site Plans
o TAB 2: Minimum Requirement #2 – Construction Stormwater Pollution Prevention (SWPP)
o TAB 3: Minimum Requirement #3 – Source Control of Pollution
o TAB 4: Minimum Requirement #4 – Preservation of Natural Drainage Systems and Outfalls
o TAB 5: Minimum Requirement #5 – On-site Stormwater Managements
o APPENDIX 1 - Survey performed by a Professional Land Surveyor
o APPENDIX 2 - Soils Analysis (Volume 1, Chapter 3.1.1)
o APPENDIX 3 - Model Soil Management Plan for BMP T5.13
o APPENDIX 4 - Determining Construction Site Sediment Damage Potential (Appendix 7)
o APPENDIX 5 - Site Plan with all applicable information (Minimum Size 11x17 – 30 scale)
o APPENDIX 6 - Documented Site Photos (North, South, East and West)
o APPENDIX 7 - Drainage BMP Facility Maintenance Covenant, if applicable. To be recorded prior to the
Temporary Certificate of Occupancy, Certificate of Occupancy or Final Acceptance.
o APPENDIX 8 – Maintenance and Operations Manual
o APPENDIX 9 – Geotech Report
Stormwater Management Requirements:
o Refer to the 2019 Department of Ecology Manual - 2024 manual will be adopted soon
o See also, City of Anacortes Municipal Code 19.76 for additional information
o See also, current Engineering Development Standards, Chapter 2- Storm Drainage for additional
information.
Osbourn
Stormwater Review
Version date: 07/26/24 Page 2
Project Description and Summary:
Summary Table
Existing Proposed
Development Type Residential SFR
Number of Lots 1 1
Lot Acreage in SF 7,525.11 SQ.FT. 7,525.11 SQ.FT.
Soil Type(s) GM, GC, SM, SC soils/ ROCK to our knowledge.
Site Sediment Transport Score (High\Low) >100
Depth to Ground Water Table (Feet and Inches)
(See completed Soils Analysis (Volume 1, Chapter 3.1.1)
Infiltration Rate during Rainy Season (Inch\Per Hour)
Impervious Surface (on-site) 0 (NOT COUNTING THAT
THE LOT IS MOSTLY ROCK)
4,200.66 SQ. FT.
Impervious Surface (off-site) 90 SQ. FT.
New and Replaced Hard Surface Total (SF) 4,290.66 SQ.FT.
Lot Coverage (Percentage) 0 2,141.66 SQ.FT.
(28.5%)
BMP (Required Minimum Requirement 5) BMP T5.13 Post Construction Soils
Water Quality Method (Minimum Requirement 6) N/A
Water Quantity Method (Minimum Requirement 7) N/A
Existing Site Conditions Summary:
(Additionally, provide information on previous permits, if any, like Grade and Fill, Clear and Grade, topography,
vegetation, drainage, Critical Areas adjacent to the site and how it may affect this project if soils are disturbed,
Soils Type (Included in Soils Analysis Report), Erosion Problem Areas, Construction Phasing\Sequence )
The site was developed under the Rock Ridge South, Phase 3, which has all the appropriate permits and has been
accepted by the City of Anacortes Council and has been recorded.
The site is sloping mostly from the SW to N-NW.
The site is part of a common plan development. The development has the detention pond upsized for flow control
for Rock Ridge Phase 3. The report is part of the recorded subdivision and covered in Minimum Requirements
1,3,4,5,6,7,8, and 9 for each lot. This project is submitting Minimum Requirement 1-5.
A soils analysis was not done for this site as it is solid rock and is identified as impervious surface. We do have a
soil analysis for the entire development that was done and that is attached. As the development is rock though, the
report has minimal information. See Appendix 6 for photos demonstrating rocky conditions.
There are no known critical areas on this site and no known erosion issues that might impact construction.
Construction Plan: Install erosion and sediment BMP’s, Minor rock excavation, Install ftg’s/foundation, Construct
home, Connect utilities, install MR#5 BMP, Backfill of site BMP T5.15 post construct., soils, landscaping, driveway
etc. see appendix – Model Soil Management Plan for BMP T5.13
Developed Conditions Summary:
(Additionally, to be shown on the site plan. Identify cut and fill areas, proposed slopes of all hard
surfaces , proposed contours)
See site plan for contours
Drainage Basin (2007 Storm Comp Plan – City website\publicworks\engineering\comprehensive plans): What
Drainage Basin are you in? G8 Identify any downstream drainage issues Yes, Identified (Storm Comp Plan), If so,
describe:
Problem Area #13 – Oaks Avenue and Georgia Avenue
Problem: A natural depression exists on a parcel that will soon be developed. A pipe drains the depression to the
North side of Oakes Ave.
Lot size listed on site
plan is 7,765.65 SF
Lot coverage listed on site
plan is 2,705.85 SF (34.84%)
Version date: 07/26/24 Page 3
Solution: Install a trash rack like that described for Area #5 to keep pipe inlet clear of debris.
Response: The natural depression was filled in revising the natural drainage path for this parcel insofar as raising
the elevation. The natural discharge is still at the same location. This issue has bee resolved with development and
does not affect this project.
Problem Area #28 – Kansas Ave. and West 6th Street
Problem: A shallow manhole is located at the intersection.
Solution: The City has preliminary plans for the new storm system in this area. The new system will divert existing
flows to Illinos Ave. The downstream system should be analyzed for capacity
Complete the Applicability Requirements – Flow Chart (See next page(s)
- Highlight the path and attach
- Add a map of where your stormwater goes from your project to the discharge site
Version date: 07/26/24 Page 4
City of Anacortes Engineering
PO Box 547, Anacortes, WA 98221
Telephone: 360.293.1920
Construction Completion Report
In accordance with City of Anacortes (COA) procedures, a Construction Completion Report is required for all
approved construction projects. Engineers of Record must submit a Construction Completion Report to the City of
Anacortes within twenty (20) days of completion and before use of any third party constructed facilities including;
but not limited to grading, streets, sidewalks, water lines, sanitary and storm sewers and related items.
Please type or print legibly in ink:
_ _
Name of Project or Development
_
Owner or Project Contact Name COA Project No.
_
Mailing Address Date Construction Documents Approved by COA
City State Zip
_ _
Phone Number E-Mail Address
PROJECT NAME AND DESCRIPTIVE TITLE
Check one:
Entire Project Completed. Description of Portions Completed
Complete (Attach additional sheets as needed)
PROFESSIONAL ENGINEER’S ACKNOWLEDGEMENT
The undersigned professional engineer (PE), or their authorized agent has inspected the above-described project
in its entirety and the project has been constructed and is substantially completed in accordance with the
construction plans and specifications approved by the COA. In the opinion of the undersigned engineer, the
installation, and physical testing procedures were carried out in accordance with COA construction standards and
principles of standard engineering practice. I have reviewed the following:
disinfection procedures sewer air pressure test pressure test results
alignment videos sewer/storm paving/asphalt structures sewer/storm
results of the bacteriological test(s) permanent stormwater facilities
for this project and certify that they comply with the requirements of the construction standards/specifications
approved by the COA. (Check all boxes that apply that are consistent with the nature of this project.)
Date Signed
Engineer’s Signature
State/Federal Funding Type (if any)
P.E.
SEAL
2024 Stormwater Management Manual for Western Washington
Version date: 07/26/24 Page 4 Volume I - Chapter 3 - Page 109
Figure I-3.1: Flow Chart for Determining Requirements for New Development
2024 Stormwater Management Manual for Western Washington
Version date: 07/26/24 Page 5 Volume I - Chapter 3 - Page 110
Figure I-3.2: Flow Chart for Determining Requirements for Redevelopment
Version date: 07/26/24 Page
111
TAB 1 (MINIMUM REQUIREMENT #1)
The site is part of a common plan development. The development has the detention pond upsized for flow control
for Rock Ridge Phase 3. The report is part of the recorded subdivision and covers Minimum Requirements
1,3,4,5,6,7,8, and 9 for each lot.
1-3.4.1 Minimum Requirement #1 – Prepare a Stormwater Site Plan
Note: The level of detail needed for each step depends upon the project size. Provide a narrative
description of each step.
Step 1 – Analyze Existing Stie Conditions to Determine LID Feasibility
The existing site analysis is intended to determine the pre-development conditions on the site in
addition to determining the appropriateness for use of Low Impact Development (LID) techniques.
Site conditions as identified in this step will determine the feasibility of the overall stormwater
design including use of LID techniques. The development context shall be established by an
existing site analysis consistent with the requirements detailed in this Step.
The initial inventory and analysis process will provide baseline information necessary to design
strategies that utilize areas most appropriate to evaporate, transpire, and infiltrate stormwater,
and achieve the goal of mimicking the pre-development natural hydrologic conditions on the site.
The existing site analysis shall include, at a minimum, the following information:
1. A survey prepared by a registered land surveyor, civil engineer, or other qualified
professional showing: (See this section for additional items to include)
2. A soils report prepared by a professional soil scientist certified by the Soil Science Society of
America (or an equivalent national program), or by other suitably trained persons working
under the supervision of a professional engineer, geologist, hydrogeologist, or engineering
geologist registered in the State of Washington.
The site is part of a common plan development. The development has the detention pond upsized
for flow control for Rock Ridge Phase 3. A survey has been prepared by a registered land
surveyor and provided in the permit package. Also, drainage reports for common plan of
development have been provided.
Per the provided Geotech report and site inspection, the site is primarily bedrock and has no real
collection of soil. See pictures under Appendix 6 and Geotech report under Appendix 9. There is
little to no infiltration on site. Concentrated Flow Dispersion measures are infeasible. Project will
be tying the stormwater tightline for the house into the city provided stormwater system stub-out.
The site is flow-control exempt and should provide no difficulties in tying into stormwater system.
Step 2 - Prepare Preliminary Development Layout
Based upon the existing site analysis results, locate the buildings, roads, parking lots, landscaping
features, LID BMPs, and preliminary location of Runoff Treatment and Flow Control BMPs for the
proposed development. Consider the following points when laying out the site:
Fit development to the terrain to minimize land disturbance; confine construction activities to
the least area necessary, and away from critical areas.
Preserve areas with natural vegetation (especially forested areas) as much as possible.
On sites with a mix of soil types, locate impervious areas over less permeable soil (e.g., till),
try to restrict development over more porous soils or take advantage of them by locating
bioretention, rain gardens and/or permeable pavement over them.
Version date: 07/26/24 Page
112
Cluster buildings together.
Minimize impervious areas.
Maintain and utilize the natural drainage patterns.
The site plan has been designed to be as efficient as possible and provided under Appendix 5.
Roads, buildings, driveways, etc. have been laid out in the most economical way possible due to
the site being entirely bedrock and sloped significantly for the most part.
Step 3 - Perform Off-site Analysis
City of Anacortes requires an off-site analysis for projects that add 5,000 SF or more of new
hard surfaces, or convert ¾ acres of vegetation to lawn or landscape areas, or convert 2.5
acres of forested area to pasture.
Off-site analysis extends to ¼ mile downstream of the project site.
The site is part of a common plan development. The development has the detention pond upsized
for flow control for Rock Ridge Phase 3. The report is part of the recorded subdivision and covered
Minimum Requirements 1,3,4,5,6,7,8, and 9 for each lot. Original drainage reports have been
submitted again for review.
Site does not add more than add 5,000 SF or more of new hard surfaces, or convert ¾ acres of
vegetation to lawn or landscape areas, or convert 2.5 acres of forested area to pasture.
Step 4 – Determine and Read the Applicable Minimum Requirements (Place at the front end of
the document before MR#1)
I-3.3 Applicability of the Minimum Requirements establishes project thresholds for the
application of Minimum Requirements to new development and redevelopment projects. Figure
I-3.1: Flow Chart for Determining Requirements for New Development (Included in the report)
and Figure I-3.2: Flow Chart for Determining Requirements for Redevelopment (Included in
the report) provide the same thresholds in a flow chart format. Based on the preliminary
layout, determine whether Minimum Requirements #1 and #2 only apply to the project, or #1
through #5 only apply to the project, or #1 through #9 apply.
Minimum requirement #1-#5 are needed for this project.
S tep 5 - Prepare a Permanent Stormwater Control Plan (Place in Appendix 5 of this report)
(Due to the extent of required information for this section, refer to this section of the Ecology
Manual for requirements.)
The site has been assessed, and a permanent stormwater control plan has been developed. The
developed site plan has been submitted with the permit package and is included in this document.
Step 6 - Prepare a Construction Stormwater Pollution Prevention Plan (Place in MR#2 – 13
Elements)
The Construction SWPPP for projects adding or replacing 2,000 square feet of hard surface or
more, or clearing 7,000 square feet or more, must contain sufficient information to satisfy the
local government Plan Approval Authority that the potential pollution problems have been
adequately addressed for the proposed project. Local governments may adopt a standard
SWPPP format for use by projects less than 1 acre. An adequate Construction SWPPP
includes a narrative and drawings. The narrative is a written statement to explain and justify the
pollution prevention decisions made for a particular project. The narrative contains concise
information concerning existing site conditions, construction schedules, and other pertinent
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items that are not contained on the drawings. The drawings and notes describe where and
when the various BMPs should be installed, the performance the BMPs are expected to
achieve, and actions to be taken if the performance goals are not achieved.
See I I-2.4 Preparing Construction SWPPPs for details about what to include in the project's
Construction SWPPP.
A detailed SWPPP has been put together and is included in this document as well as aspects
being shown on the site plan.
Step 7 - Complete the stormwater site plan
The Stormwater Site Plan encompasses the entire submittal to the Local Agency with drainage
review authority. Refer to this section of the Manual for further clarification of each item
and what is required. See below:
A. Project Overview (Front End)
B. Existing Conditions Summary (Front End)
C. Off-site Analysis Report (Minimum Requirement 1, Step 3)
D. Permanent Stormwater Control Plan (Appendix 5)
E. Construction Stormwater Pollution Prevention Plan (Minimum Requirement 2)
F. Special Reports and Studies (Survey – Appendix 1, Geotechnical – Appendix 2, all
others placed after Appendix 8)
G. Other Permits, if applicable
H. Operation and Maintenance Manual (Appendix 8)
I. Declaration of Covenant for Privately Maintained Flow Control and Treatment Facilities.
(See attached Drainage BMP Maintenance Covenant BMP Agreement) (Appendix 7)
J. Declaration of Covenant for Privately Maintained On-site Stormwater BMP’s (See
attached Drainage BMP Maintenance Covenant BMP Agreement) (Appendix 7)
K. Bond Quantities Worksheet, if applicable
Stormwater site plan is complete.
Step 8 - Check Compliance with all Applicable Minimum Requirements
Before Submitting this report, a Stormwater Site Plan as designed and implemented should
specifically fulfill all Minimum Requirements applicable to the project. The Stormwater Site Plan
should be reviewed to check that these requirements are satisfied.
Note: The report will be returned if determined incomplete.
Everything has been reviewed and to the best our ability and knowledge is complete and all
requirements are satisfied.
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Mailing Address: P.O. Box 547, Anacortes, WA 98221
Office Location: 904 6th Street, Anacortes WA 98821
Phone: (360) 293-1901
Weekly Erosion Control Self-Inspection Reports
All sites that have a Stormwater Pollution
Prevention Plan #2, 1-5 or 1-9 are required to
submit a weekly erosion control/BMP monitoring
inspection report through the citizen portal.
These reports can be found on the city website
and through the link on the submittals tab in the
permitting customer portal.
Turning in the
weekly report
consistently will
help keep your
project on
schedule and
avoid unnecessary
delays due to
cancelled
inspections.
Erosion-Control-Inspection-Form--Sites-Less-Than-One-Acre-fillable-PDF (anacorteswa.gov)
Stormwater Site Inspection Form (anacorteswa.gov) (For larger sites)
We appreciate your assistance in keeping our documentation up to date.
PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT
Just complete the fillable PDF, save it, and
then upload it with the blue upload tab.
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TAB 2 (MINIMUM REQUIREMENT #2)
1-3.4.2 Minimum Requirement #2 – Construction Stormwater Pollution Prevention Plan (SWPP)
All new development and redevelopment projects are responsible for preventing erosion and
discharge of sediment and other pollutants into receiving waters.
Projects which result in 2,000 square feet or more of new plus replaced hard surface area, or which
disturb 7,000 square feet or more of land must prepare a Construction Stormwater Pollution
Prevention Plan (SWPPP) as part of the Stormwater Site Plan (see MR1: Preparation of Stormwater
Site Plans).
Projects below those thresholds (listed above) are not required to prepare a Construction SWPPP,
but must consider all of the Construction SWPPP Elements (listed below) and develop controls for all
Construction SWPPP Elements that pertain to the project site.
General Requirements:
The Construction SWPPP shall include a narrative and drawings. All BMPs shall be clearly
referenced in the narrative and marked on the drawings. The Construction SWPPP narrative shall
include documentation to explain and justify the pollution prevention decisions made for the project.
Each of the 13 Construction SWPPP Elements (listed below) must be considered and included in the
Construction SWPPP unless site conditions render the Element unnecessary and the exemption from
that Element is clearly justified in the narrative of the SWPPP.
Clearing and grading activities for developments shall be permitted only if conducted pursuant to an
approved site development plan (e.g., subdivision approval) that establishes permitted areas of
clearing, grading, cutting, and filling. These permitted clearing and grading areas and any other areas
required to preserve critical or sensitive areas, buffers, native growth protection easements, or tree
retention areas, shall be delineated on the site plans and the development site.
The Construction SWPPP shall be implemented beginning with initial land disturbance and until final
stabilization. Sediment and Erosion control BMPs shall be consistent with the BMPs contained in II-3
Construction Stormwater BMPs.
Seasonal Work Limitations: From October 1 through April 30, clearing, grading, and other soil
disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority
that silt-laden runoff will be prevented from leaving the site through a combination of the following:
1. Site conditions including existing vegetative coverage, slope, soil type and proximity to
receiving waters; and
2. Limitations on activities and the extent of disturbed areas; and
3. Proposed erosion and sediment control measures.
The following activities are exempt from the seasonal clearing and grading limitations:
1. Routine maintenance and necessary repair of erosion and sediment control BMPs,
2. Routine maintenance of public facilities or existing utility structures that do not expose the soil
or result in the removal of the vegetative cover to soil, and
3. Activities where there is one hundred percent infiltration of surface water runoff within the site
in approved and installed erosion and sediment control facilities.
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13 Elements of SWPPP
(Construction Stormwater Pollution Prevention Plan)
Please check off boxes to show that each element has been read and understood. Provide details where
applicable and if certain aspects are unnecessary or exempt, clearly justify. Details of the 13 Elements and
the correlating BMPs are listed Above from the 2019 Stormwater Management Manual for Western
Washington (SWMMWW). A link is provided on the City of Anacortes website, under Planning, Community, &
Economic Development Department, as well as under Stormwater on the Engineering Division of Public
Work’s page.
Owner Name: Owen Moon
Site Address: 3913 Rock Ridge Parkway, Anacortes, WA 98221
Prepared By: Jason Sterling
The Stormwater checklist or building permit determined that:
The 13 elements must be addressed for
construction activity adding under
2,000 sq. ft. of hard surface area.
These elements must be addressed
for construction activity adding 2,000
sq. ft. or more of hard surface area.
This means that an attached narrative
and site plan are required with this
document.
Under each element, provide the BMP’s that will be applicable to your project. Use the attached Tables
provided.
ELEMENT 1: Preserve Vegetation/Mark Clearing Limits
Before beginning land disturbing activities, including clearing and grading, clearly mark all clearing
limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area.
Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum
degree practical.
Suggested BMPs for Element 1:
BMP C101: Preserving Natural Vegetation
BMP C102: Buffer Zones
BMP C103: High-Visibility Fence
BMP C233: Silt Fence
How did you comply with this section?
A high visibility construction fence will be installed at the North, West, East and South lot boundary. This will be
installed prior to beginning construction. BMP to be monitored daily and repaired as needed.
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ELEMENT 2: Establish Construction Access
Limit construction vehicle access and exit to one route, if possible.
Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs, to minimize
tracking onto roads.
Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in
preventing tracking sediment onto roads.
If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more
frequently as necessary (ex: wet weather). Remove sediment from roads by shoveling, sweeping, or
pick up and transport the sediment to a controlled sediment disposal area.
Conduct street washing only after sediment is removed in accordance with the above bullet.
Control street wash wastewater by pumping back on site or otherwise preventing it from discharging
into systems tributary to waters of the State.
Additional Guidance for Element 2
Minimize construction site access points along linear projects, such as roadways. Street washing may
require local jurisdiction approval.
Suggested BMPs for Element 2:
BMP C105: Stabilized Construction Access
BMP C106: Wheel Wash
BMP C107: Construction Road / Parking Area Stabilization
How did you comply with this section?
Per BMP C105 a Stabilized Construction Entrance will be installed. Vehicle traffic to the construction site will
be limited to one route. Any dirt or mud that is tracked onto the roadway will be clean immediately. Will use the
lower driveway as entrance. To be installed prior to construction. BMP to be monitored daily and repaired as
needed.
ELEMENT 3: Control Flow Rates
Protect properties and waterways downstream of development sites from erosion and the associated
discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater
runoff from the project site.
Where necessary to comply with the bullet above, construct stormwater retention or detention facilities
as one of the first steps in grading. Assure that detention facilities function properly before constructing
site improvement (e.g. impervious surfaces).
If permanent infiltration ponds are used for flow control during construction, protect these facilities from
siltation during the construction phase.
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Additional Guidance for Element 3
Conduct a downstream analysis if changes in flows could impair or alter conveyance systems,
streambanks, bed sediment, or aquatic habitat. See III-3.2 Preparing a Stormwater Site Plan for off-site
analysis guidelines.
Even gently sloped areas need flow controls such as BMP C235: Wattles or other energy dissipation /
filtration structures. Place dissipation facilities closer together on steeper slopes. These methods
prevent water from building higher velocities as it flows downstream within the construction site.
Control structures designed for permanent detention BMPs are not appropriate for use during
construction without modification. If used during construction, modify the control structure to allow for
long-term storage of runoff and enable sediment to settle. Verify that the BMP is sized appropriately for
this purpose. Restore BMPs to their original design dimensions, remove sediment, and install a final
control structure at completion of the project.
Erosion has the potential to occur because of increases in the volume, velocity, and peak flow rate of
stormwater runoff from the project site. The local permitting agency may require infiltration or detention
BMP designs that provide additional or different stormwater flow control than the designs detailed in
this manual. These requirements may be necessary to address local conditions or to protect properties
and waterways downstream.
Velocity of water leaving the site should not exceed 3 feet/second, if the discharge is to a stream or
ditch. Install velocity dissipation, such as BMP C207: Check Dams or B MP C202: Riprap Channel
Lining to ensure reduction of the flow velocity to a non-erosive level.
If the discharge from a project site is to a municipal storm drainage system, the allowable discharge
rate may be limited by the capacity of the public system. It may be necessary to clean the municipal
storm drainage system prior to the start of the discharge to prevent scouring solids from the drainage
system. Obtain permission from the owner of the collection system before discharging to it. Ensure that
no downstream pipes are surcharged as a result of increased flows from the project site.
If the discharge from a project site is directly to a flow control exempt receiving water listed in A ppendix
I- A: Flow Control Exempt Receiving Waters or to an infiltration system, there is no discharge flow limit.
Suggested BMPs for Element 3
BMP C203: Water Bars
BMP C207: Check Dams
BMP C209: Outlet Protection
BMP C235: Wattles
BMP C240: Sediment Trap
BMP C241: Sediment Pond (Temporary)
See also V -12 Detention BMPs
How did you comply with this section?
Flow rates to be controlled by development design and BMPs. Applicable BMPs will be used to protect any
properties from erosion such as BMP C235 if necessary. There are no storm-water swales or retention facilities
to control.
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ELEMENT 4: Install Sediment Controls
Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge
of pollutants.
Construct sediment control BMPs (sediment ponds, traps, filters, etc.) as one of the first steps in
grading. These BMPs shall be functional before other land disturbing activities take place.
Minimize sediment discharges from the site. The design, installation and maintenance of erosion and
sediment controls must address factors such as the amount, frequency, intensity and duration of
precipitation, the nature of resulting stormwater runoff, and soil characteristics, including the range of
soil particle sizes expected to be present on the site.
Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment
removal BMP, before the runoff leaves a construction site or before discharge to an infiltration facility.
Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet
the flow control performance standard in Element #3, bullet #1.
Locate BMPs intended to trap sediment on-site in a manner to avoid interference with the movement of
juvenile salmonids attempting to enter off-channel areas or drainages.
Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to
increase sediment removal, and maximize stormwater infiltration.
Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid
discharging sediment that is still suspended lower in the water column.
Additional Guidance for Element 4
Outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment
that is still suspended lower in the water column are for the construction period only. If installing a
floating pump structure, include a stopper to prevent the pump basket from hitting the bottom of the
pond.
If a sediment trapping BMP utilizes a control structure that will also be used in a permanent detention
BMP application, the control structure construction must be finalized for the permanent BMP application
upon project completion.
Install sediment controls in a manner that protects the sensitive areas and their buffers marked in
accordance with Element 1: Preserve Vegetation / Mark Clearing Limits.
Where feasible, direct stormwater to vegetated areas to increase sediment removal and maximize
stormwater infiltration.
Seed and mulch earthen structures such as dams, dikes, and diversions according to the timing
indicated in Element 5: Stabilize Soils.
Full stabilization includes concrete or asphalt paving; quarry spalls used as ditch lining; or the use of
rolled erosion products, a bonded fiber matrix product, or vegetative cover in a manner that will fully
prevent soil erosion.
The Local Permitting Authority may inspect and approve areas fully stabilized by means other than
pavement or quarry spalls.
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Suggested BMPs for Element 4:
BMP C231: Brush Barrier
BMP C232: Gravel Filter Berm
BMP C233: Silt Fence
BMP C234: Vegetated Strip
BMP C235: Wattles
BMP C240: Sediment Trap
BMP C241: Sediment Pond (Temporary)
BMP C250: Construction Stormwater Chemical Treatment
BMP C251: Construction Stormwater Filtration
How did you comply with this section?
Per BMP C233 a silt fence will be installed on the lower section of the lot boundaries per the site plan. BMP
C220 (I-40.20-00) and BMP C123 are also being implemented as well as BMPs C105/107. To be installed prior
to the start of construction. BMP to be monitored daily and repaired as needed.
ELEMENT 5: Stabilize Soils
Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable
BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching, plastic
covering, erosion control fabrics and matting, soil application of polyacrylamide (PAM), the early
application of gravel base early on areas to be paved, and dust control.
Control stormwater volume and velocity within the site to minimize soil erosion.
Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize
erosion at outlets and to minimize downstream channel and stream bank erosion.
Soils must not remain exposed and unworked for more than the time periods set forth below to prevent
erosion.
o During the dry season (May 1 – Sept 30): 7 days
o During the wet season (Oct 1 – Apr 30): 2 days
Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather
forecast.
Stabilize soil stockpiles from erosion, protect with sediment trapping measures, and where possible, be
located away from storm drain inlets, waterways, and drainage channels.
Minimize the amount of soil exposed during construction activity.
Minimize the disturbance of steep slopes.
Minimize soil compaction and, unless infeasible, preserve topsoil.
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Additional Guidance for Element 5
Soil stabilization BMPs should be appropriate for the time of year, site conditions, estimated duration of
use, and potential water quality impacts that stabilization agents may have on downstream waters or
ground water.
Ensure that gravel base used for stabilization is clean and does not contain fines or sediment.
Suggested BMPs for Element 5:
BMP C120: Temporary and Permanent Seeding
BMP C121: Mulching
BMP C122: Nets and Blankets
BMP C123: Plastic Covering
BMP C124: Sodding
BMP C125: Topsoiling / Composting
BMP C126: Polyacrylamide (PAM) for Soil Erosion Protection
BMP C130: Surface Roughening
BMP C131: Gradient Terraces
BMP C140: Dust Control
How did you comply with this section?
Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs
may include but are not limited to: BMP C120 temporary and permanent seeding, BMP C124 sodding, BMP
C121 mulching, BMP C123 plastic covering, erosion control fabrics and matting, BMP C126 soil application of
polyacrylamide (PAM), the early application of gravel base early on areas to be paved, and BMP C140 dust
control. Install plastic covering per BMP C123 on Soils Stockpiles. Installed BMPs to be monitored daily and
repaired as needed.
ELEMENT 6: Protect Slopes
Design and construct cut-and-fill slopes in a manner to minimize erosion. Applicable practices include,
but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope
steepness, and roughening slope surfaces (Ex: track walking).
Divert off-site stormwater (run-on) or ground water away from slopes and disturbed areas with
interceptor dikes, pipes, and/or swales. Off-site stormwater should be managed separately from
stormwater generated on the site.
At the top of slopes, collect drainage in pipe slope drains or protected channels to prevent erosion.
Temporary pipe slope drains must be sized to convey the flow rate calculated by the one fo the
following methods:
Single Event Hydrograph Method: The peak volumetric flow rate calculated using a 10-minute
time step from a Type 1A, 10-year, 24-hour frequency storm, or;
Continuous Simulation Method: The 10-year peak flow rate, as determined by an approved
continuous runoff model with a 15-minute time step.
The hydrologic analysis must use the existing land cover condition for predicting flow rates from
tributary areas outside the project limits. For tributary areas on the project site, the analysis must use
the temporary or permanent project land cover condition, whichever will produce the highest flow rates.
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If using the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas should be
modeled as "landscaped" area.
Place excavated material on the uphill side of trenches, consistent with safety and space
considerations.
Place check dams at regular intervals within constructed channels that are cut down a slope.
Additional Guidance for Element 6
Consider soil type and its potential for erosion.
Stabilize soils on slopes, as specified in Element 5: Stabilize Soils.
BMP combinations are the most effective method of protecting slopes with disturbed soils. For
example, use both BMP C121: Mulching and BMP C122: Nets and Blankets in combination.
Suggested BMPs for Element 6:
BMP C120: Temporary and Permanent Seeding
BMP C121: Mulching
BMP C122: Nets and Blankets
BMP C123: Plastic Covering
BMP C124: Sodding
BMP C130: Surface Roughening
BMP C131: Gradient Terraces
BMP C200: Interceptor Dike and Swale
BMP C201: Grass-Lined Channels
BMP C203: Water Bars
BMP C204: Pipe Slope Drains
BMP C205: Subsurface Drains
BMP C206: Level Spreader
BMP C207: Check Dams
BMP C208: Triangular Silt Dike (TSD)
How did you comply with this section?
Design and construct cut-and-fill slopes in a manner to minimize erosion. Applicable practices may include, but
are not limited to, reducing continuous length of slope with BMP C131 terracing and diversions, and BMP C130
roughening slope surfaces (for example, braking up rock with excavator), and BMP C121 Mulching once rock
has been broken up. To be installed as soon as grading for home site is established and slopes are present at
the site. Installed BMPs to be monitored daily and repaired as needed.
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ELEMENT 7: Protect Drain Inlets
Protect all storm drain inlets made operable during construction so that stormwater runoff does not
enter the conveyance system without first being filtered or treated to remove sediment.
Clean or remove and replace inlet protection devices when sediment has filled one-third of the available
storage (unless a different standard is specified by the product manufacturer).
Additional Guidance for Element 7
Protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system
without first being filtered or treated to remove sediment.
Keep all approach roads clean. Do not allow sediment and street wash water to enter storm drains
without prior and adequate treatment (as defined above) unless treatment is provided before the storm
drain discharges to waters of the State.
Inlets should be inspected weekly at a minimum and daily during storm events.
Suggested BMPs for Element 7
B MP C220: Inlet Protection
How did you comply with this section?
Per detail I-40.20-00 Storm Drain Inlet protection devices will be installed at existing catch basins in the
immediate vicinity of the project. To be installed prior to the start of any construction. BMP to be monitored daily
and repaired as needed.
ELEMENT 8: Stabilize Channels and Outlets
Design, construct, and stabilize all on-site conveyance channels to prevent erosion from the flow rate
calcultated by one the following methods:
o Single Event Hydrograph Method: The peak volumetric flow rate calculated using a 10-minute time step from a Type 1A, 10-year, 24-hour frequency storm, or;
o Continuous Simulation Method: The 10-year peak flow rate, as determined by an approved
continuous runoff model with a 15-minute time step.
The hydrologic analysis must use the existing land cover condition for predicting flow rates from
tributary areas outside the project limits. For tributary areas on the project site, the analysis must use
the temporary or permanent project land cover condition, whichever will produce the highest flow rates.
If using the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas should be
modeled as "landscaped" area.
Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent
streambanks, slopes, and downstream reaches at the outlets of all conveyance systems.
Additional Guidance for Element 8
The best method for stabilizing channels is to completely line the channel with BMP C122: Nets and
Blankets first, then add BMP C207: Check Dams as necessary to function as an anchor and to slow the
flow of water.
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Suggested BMPs for Element 8
BMP C122: Nets and Blankets
BMP C202: Riprap Channel Lining
BMP C207: Check Dams
BMP C209: Outlet Protection
How did you comply with this section?
No stormwater runoff will be conveyed off site via channels, swales, or streams.
ELEMENT 9: Control Pollutants
Design, install, implement and maintain effective pollution prevention measures to minimize the discharge of
pollutants. The project proponent must:
Handle and dispose of all pollutants, including waste materials and demolition debris that occur on site
in a manner that does not cause contamination of stormwater.
Provide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum
products, and other materials that have the potential to pose a threat to human health or the
environment. On-site fueling tanks must include secondary containment. Secondary containment
means placing tanks or containers within an impervious structure capable of containing 110% of the
volume contained in the largest tank within the containment structure. Double-walled tanks do not
require additional secondary containment.
Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and
control measures. Clean contaminated surfaces immediately following any spill incident.
Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents
discharge to surface water, or to the sanitary sewer, with local sewer district approval.
Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of
chemical to stormwater runoff. Follow manufacturers’ label requirements for application rates and
procedures.
Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources. The sources for this
contamination include, but are not limited to: recycled concrete stockpiles, bulk cement, cement kiln
dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete
grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping and
mixer washout waters.
Adjust the pH of stormwater if necessary to prevent violations of water quality standards.
Assure that washout of concrete trucks is performed off site or in designated concrete washout areas
only. Do not wash out concrete truck drums or concrete handling equipment onto the ground, or into
storm drains, open ditches, streets, or streams. Washout of small concrete handling equipment may be
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disposed of in a formed area awaiting concrete where it will not contaminate surface or ground water.
Do not dump excess concrete on site, except in designated concrete washout areas. Concrete spillage
or concrete discharge directly to ground water or surface waters of the State is prohibited. Do not wash
out to formed areas awaiting infiltration BMPs.
Obtain written approval from Ecology before using chemical treatment other than CO2, dry ice, or food
grade vinegar to adjust pH.
Uncontaminated water from water-only based shaft drilling for construction of building, road, and bridge
foundations may be infiltrated provided the wastewater is managed in a way that prohibits discharge to
surface waters. Prior to infiltration, water from water-only based shaft drilling that comes into contact
with curing concrete must be neutralized until pH is in the range of 6.5 to 8.5 (su).
Additional Guidance for Element 9
Wheel wash and/or tire bath wastewater can be combined with wastewater from concrete washout
areas if the wastewaters will be properly disposed of at an offsite location or treatment facility.
Do not use upland land applications for discharging wastewater from concrete washout areas.
Woody debris may be chopped and spread on site.
Conduct oil changes, hydraulic system drain down, solvent and degreasing cleaning operations, fuel
tank drain down and removal, and other activities which may result in discharge or spillage of pollutants
to the ground or into stormwater runoff using spill prevention measures, such as drip pans.
Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs
may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle.
Suggested BMPs for Element 9
BMP C151: Concrete Handling
BMP C152: Sawcutting and Surfacing Pollution Prevention
BMP C153: Material Delivery, Storage, and Containment
BMP C154: Concrete Washout Area
BMP C250: Construction Stormwater Chemical Treatment
BMP C251: Construction Stormwater Filtration
BMP C252: Treating and Disposing of High pH Water
Also see the Source Control BMPs detailed in Volume IV
How did you comply with this section?
Per BMP C154 a Concrete Washout Area is to be installed onsite to capture contaminated water from concrete
washouts. To be installed prior to foundation / concrete installation. If needed, a concrete washout area to be
installed near the construction entrance. BMP to be monitored daily and repaired as needed.
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ELEMENT 10: Control De-Watering
Discharge foundation, vault, and trench dewatering water, which have characteristics similar to
stormwater runoff at the site, into a controlled conveyance system before discharge to BMP C240:
Sediment Trap or BMP C241: Sediment Pond (Temporary).
Discharge foundation, vault, and trench dewatering water, which have similar characteristics to
stormwater runoff at the site, into a controlled conveyance system before discharge to Discharge clean,
non-turbid dewatering water, such as well-point ground water, to systems tributary to, or directly into
surface waters of the State, as specified in Element 8: Stabilize Channels and Outlets, provided the
dewatering flow does not cause erosion or flooding of receiving waters. Do not route clean dewatering
water through stormwater sediment BMPs. Note that “surface waters of the State” may exist on a
construction site as well as off site; for example, a creek running through a site.Handle highly turbid or
contaminated dewatering water separately from stormwater.
Handle highly turbid or otherwise contaminated dewatering separately from stormwater.
Other dewatering treatment or disposal options may include:
1. Infiltration
2. Transport off-site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that
does not pollute state waters.
3. Ecology-approved on-site chemical treatment or other suitable treatment technologies.
4. Sanitary or combined sewer discharge with local sewer district approval, if there is no other
option.
5. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized
dewatering.
Additional Guidance for Element 10
Channels must be stabilized, as specified in Element 8: Stabilize Channels and Outlets.
Construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam
can create highly turbid or contaminated dewatering water.
Discharging sediment-laden (muddy) water into waters of the State likely constitutes violation of water
quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration
and preserving vegetation.
Dewatering water from contaminated sites must be handled separately from stormwater. Direct
contaminated stormwater to a sanitary sewer where allowed by the local sewer authority, or to other
approved treatment.
Suggested BMPs for Element 10
BMP C203: Water Bars
BMP C236: Vegetative Filtration
How did you comply with this section?
No dewatering will occur during the construction of this site.
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ELEMENT 11: Maintain BMPs
Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to
assure continued performance of their intended function in accordance with BMP specifications.
Remove all temporary erosion and sediment control BMPs within 30 days after achieving final site
stabilization or after the temporary BMPs are no longer needed.
Additional Guidance for Element 11
Some temporary erosion and sediment control BMPs are biodegradable and designed to remain in
place following construction. B MP C122: Nets and Blankets is an example of a BMP with biodegradable
options.
Provide protection to all BMPs installed for the permanent control of stormwater from sediment and
compaction. All BMPs that are to remain in place following completion of construction shall be
examined and placed in full operating conditions. If sediment enters the BMPs during construction, it
shall be removed and the facility shall be returned to the conditions specified in the construction
documents.
Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from
removal of BMPs or vegetation.
Suggested BMPs for Element 11
BMP C150: Materials on Hand
BMP C160: Certified Erosion and Sediment Control Lead
How did you comply with this section?
Will have a CESCL to monitor site per BMP C160. Installed BMPs to be monitored daily and repaired as
needed.
ELEMENT 12: Manage the Project
Phase development projects to the maximum degree practicable and take into account seasonal work
limitations.
Inspect, maintain and repair all BMPs as needed to assure continued performance of their intended
function. Projects regulated under the Construction Stormwater General Permit (CSWGP) must
conduct site inspections and monitoring in accordance with Special Condition S4 of the CSWGP.
Maintain, update, and implement the Construction SWPPP.
Projects that disturb one or more acres must have site inspections conducted by a Certified Erosion
and Sediment Control Lead (CESCL). Project sites disturbing less than one acre may have a CESCL or
a person without CESCL certification conduct inspections. By the initiation of construction, the
Construction SWPPP must identify the CESCL or inspector, who must be present on site or on-call at
all times.
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Additional Guidance for Element 12
The project manager must ensure that the project is built in such a way to comply with all Construction SWPPP
Elements, as detailed in this section. Considerations for the project manager include, but are not limited to:
construction phasing
seasonal work limitations
coordination with utilities and other contractors
inspection
monitoring
maintaining an updated construction SWPPP
Phasing of Construction
Phase development projects where feasible in order to prevent soil erosion and transporting of sediment
from the site during construction. Revegetate exposed areas and maintain that vegetation as an integral part
of the clearing activities for any phase.
Clearing and grading activities for developments shall be permitted only if conducted using an approved site
development plan (e.g., subdivision approval) that establishes permitted areas of clearing, grading, cutting,
and filling. Minimize removing trees and disturbing or compacting native soils when establishing permitted
clearing and grading areas. Show on the site plans and the development site permitted clearing and grading
areas and any other areas required to preserve critical or sensitive areas, buffers, native growth protection
easements, or tree retention areas as may be required by local jurisdictions.
Inspection
All BMPs must be inspected, maintained, and repaired as needed to assure continued performance of their
intended function. Site inspections must be conducted by a person knowledgeable in the principles and
practices of erosion and sediment control. The person must have the skills to 1) assess the site conditions
and construction activities that could impact the quality of stormwater, and 2) assess the effectiveness of
erosion and sediment control measures used to control the quality of stormwater discharges.
For construction sites one acre or larger that discharge stormwater to surface waters of the state, a CESCL
must be identified in the construction SWPPP; this person must be on-site or on-call at all times.
Certification must be obtained through an approved training program that meets the erosion and sediment
control training standards established by Ecology. See BMP C160: Certified Erosion and Sediment Control
Lead.
Appropriate BMPs or design changes shall be implemented as soon as possible whenever inspection and/or
monitoring reveals that the BMPs identified in the Construction SWPPP are inadequate, due to the actual
discharge of /or potential to discharge a significant amount of any pollutant.
The CESCL or inspector must examine stormwater visually for the presence of suspended sediment,
turbidity, discoloration, and oil sheen. They must evaluate the effectiveness of BMPs and determine if it is
necessary to install, maintain, or repair BMPs to improve the quality of stormwater discharges.
Based on the results of the inspection, construction site operators must correct the problems identified by:
Reviewing the Construction SWPPP for compliance with the 13 elements and making appropriate
revisions within 7 days of the inspection.
Immediately beginning the process of fully implementing and maintaining appropriate source control
and/or treatment BMPs as soon as possible, addressing the problems no later than within 10 days of
the inspection. If installation of necessary treatment BMPs is not feasible within 10 days, the
construction site operator may request an extension within the initial 10-day response period.
Documenting BMP implementation and maintenance in the site log book (applies only to sites that have
coverage under the Construction Stormwater General Permit).
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The CESCL or inspector must inspect all areas disturbed by construction activities, all BMPs, and all
stormwater discharge points at least once every calendar week and within 24 hours of any discharge from
the site. (For purposes of this condition, individual discharge events that last more than one day do not
require daily inspections. For example, if a stormwater pond discharges continuously over the course of a
week, only one inspection is required that week.) The CESCL or inspector may reduce the inspection
frequency for temporary stabilized, inactive sites to once every calendar month
Maintaining an Updated Construction SWPPP
Retain the Construction SWPPP on-site or within reasonable access to the site.
Modify the Construction SWPPP whenever there is a change in the design, construction, operation, or
maintenance at the construction site that has, or could have, a significant effect on the discharge of
pollutants to waters of the state.
The Construction SWPPP must be modified if, during inspections or investigations conducted by the
owner/operator, or the applicable local or state regulatory authority, it is determined that the Construction
SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the
site. Modify the Construction SWPPP as necessary to include additional or modified BMPs designed to
correct problems identified. Complete revisions to the Construction SWPPP within seven (7) days following
the inspection.
Suggested BMPs for Element 12
BMP C150: Materials on Hand
BMP C160: Certified Erosion and Sediment Control Lead
BMP C162: Scheduling
How did you comply with this section?
Will have a CESCL to monitor site per BMP C160. Installed BMPs to be monitored daily and repaired as
needed. Weekly erosion and sedimentation reports to the building department to be submitted.
ELEMENT 13: Protect Low Impact Development BMPS
The primary purpose of On-Site Stormwater Management is to reduce the disruption of the natural site
hydrology through infiltration. BMPs used to meet I-3.4.5 MR5: On-Site Stormwater Management (often called
LID BMPs) are permanent facilities.
Protect all LID BMPs (including, but not limited to BMP T7.30: Bioretention, BMP T5.14: Rain Gardens,
and BMP T5.15: Permeable Pavements) from sedimentation through installation and maintenance of
erosion and sediment control BMPs on portions of the site that drain into the LID BMPs. Restore the
BMPs to their fully functioning condition if they accumulate sediment during construction. Restoring the
BMP must include removal of sediment and any sediment-laden Bioretention/Rain Garden soils, and
replacing the removed soils with soils meeting the design specification.
Maintain the infiltration capabilities of LID BMPs by protecting against compaction by construction
equipment and foot traffic. Protect completed lawn and landscaped areas from compaction due to
construction equipment.
Control erosion and avoid introducing sediment from surrounding land uses onto BMP T5.15:
Permeable Pavements. Do not allow muddy construction equipment on the base material or pavement.
Do not allow sediment-laden runoff onto permeable pavements or base materials.
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Permeable pavement fouled with sediments or no longer passing an initial infiltration test must be
cleaned using procedures in accordance with this manual or the manufacturer’s procedures.
Keep all heavy equipment off existing soils under LID BMPs that have been excavated to final grade to
retain the infiltration rate of the soils.
Additional Guidance for Element 13
See Chapter 5: Precision Site Preparation, Construction & Inspection of LID Facilities in the LID Technical
Guidance Manual for Puget Sound ( Hinman and Wulkan, 2012) for more detail on protecting LID integrated
management practices.
Note that the LID Technical Guidance Manual for Puget Sound ( Hinman and Wulkan, 2012) is for additional
informational purposes only. You must follow the guidance within this manual if there are any discrepancies
between this manual and the LID Technical Guidance Manual for Puget Sound ( Hinman and Wulkan, 2012).
Suggested BMPs for Element 13
BMP C102: Buffer Zones
BMP C103: High-Visibility Fence
BMP C200: Interceptor Dike and Swale
BMP C201: Grass-Lined Channels
BMP C207: Check Dams
BMP C208: Triangular Silt Dike (TSD)
BMP C231: Brush Barrier
BMP C233: Silt Fence
BMP C234: Vegetated Strip
How did you comply with this section?
There are no LID BMP’s proposed on this project.
Jason Sterling 7/24/2025
Applicant Signature Date
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TAB 3 (MINIMUM REQUIREMENT #3)
1-3.4.3 Minimum Requirement #3 – Source Control of Pollution
All known, available and reasonable source control BMP’s must be applied to all projects. Source
control BMP’s must be selected, designed, and maintained according to the reference Ecology Manual.
The intent of source control BMP’s is to prevent stormwater from coming in contact with pollutants.
They are a cost-effective means of reducing pollutants in stormwater and should be considered in all
projects.
Supplemental Guidelines
Source Control BMPs include Operational BMPs and Structural Source Control BMPs. See Volume IV
for design details of these BMPs. For construction sites, see II-3.2 Construction Source Control BMPs.
Structural Source Control BMPs should be identified in the stormwater site plan and should be shown
on all applicable plans submitted for local government review and approval.
An adopted and implemented Basin Plan (see Appendix I-B: Basin Plans) or Total Maximum Daily Load
(see I -2.13 Total Maximum Daily Loads (TMDLs)) may be used to develop more stringent source
control requirements that are tailored to a specific basin.
Identifying Source Control Strategies in a Basin Plan
Basin Plans can identify potential sources of pollution within the basin and develop strategies to
eliminate or control these sources to protect beneficial uses.
A Basin Plan can include the following Source Control strategies:
1. Detection and correction of illicit discharges to storm sewer systems, including the use of dry
weather sampling and dye-tracing techniques;
2. Identification of existing businesses, industries, utilities, and other activities that may store
materials susceptible to spillage or leakage of pollutants into the storm sewer system or to the
ground via wells, drains, or sumps;
3. Elimination or control of pollutant sources identified in (2);
4. Identification and control of future businesses, industries, utilities, and other activities which may
store materials susceptible to spillage or leakage of pollutants into the storm sewer system; and
5. Training and public education
A Basin Plan that incorporates the standard requirements from this section as well as more stringent
requirements does not require Ecology approval.
What Source Control BMP’s are applicable to your project?
NO SOURCE CONTROL BMP’S ARE APPLICABLE TO THIS PROJECT.
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TAB 4 (MINIMUM REQUIREMENT #4)
1-3.4.4 Minimum Requirement #4 – Preservation of Natural Drainage Systems and Outfalls
Natural drainage patterns shall be maintained and discharges from the project shall occur at the natural
location, to maximum extent practicable. The manner by which runoff is discharged from the project site
must not cause a significant adverse impact to downstream receiving waters and down gradient
properties. All outfalls require energy dissipation.
The objective is to preserve and utilize drainage systems to the fullest extent because of the multiple
stormwater benefits these systems provide; and to prevent erosion at the downstream of the discharge
location.
Refer to the referenced section of the manual for supplemental guidelines and additional information
under this section.
Will this project disturb the Natural Drainage System or Outfall of the project Site? Yes\No. If
yes, refer to section I-3.4.4 for Supplemental Guidelines for additional information.
SITE IS PRIMARILY ROCK AND IS MOSTLY IMPERVIOUS. FLOW WILL NOT DISTURB THE
NATURAL DRAINAGE SYSTEM OR OUTFALL.
ECOLOGY
(the project triggers
MRs #1 - #9)
Yes No
Yes Yes
Yes
D E P A RT M E N T O F
Version date: 07/26/24
State of Washington
Flow Chart for Determining MR #5
Requirements
Revi Pga e 36 rch 2019
Does the entire project qualify as Flow Control exempt (per MR #7)?
Is the project outside
the UGA on a parcel
that is 5 acres or larger?
Does the project trigger
only MRs #1 - #5? (Per
the Project Thresholds in
Applicability of the
Minimum Requirements
Section).
Did the project
developer choose to
meet the LID
Performance
Standard?
Did the project developer choose to meet
the LID Performance Standard?
Yes
REQUIRED: For each
surface, consider the BMPs
in the order listed in List #3
for that type of surface. Use
the first BMP that is
considered feasible.
NOT REQUIRED:
Achievement of the LID
Performance Standard.
REQUIRED: For each
surface, consider the
BMPs in the order
listed in List #1 for that
type of surface. Use
the first BMP that is
considered feasible.
NOT REQUIRED:
Achievement of the LID
Performance Standard.
Did the project
developer choose to
meet the LID
Performance
Standard?
REQUIRED: Meet the LID Performance
Standard through the use of any Flow Control
BMP(s) in this manual.
REQUIRED: Apply BMP T5.13 Post
Construction Soil Quality and Depth.
NOT REQUIRED: Applying the BMPs in Lists
#1, #2, or #3.
REQUIRED: For each
surface, consider the BMPs
in the order listed in List #2
for that type of surface. Use
the first BMP that is
considered feasible.
NOT REQUIRED:
Achievement of the LID
Performance Standard.
REQUIRED: Meet the LID
Performance Standard through
the use of any Flow Control
BMP(s) in this manual.
REQUIRED: Apply BMP T5.13
Post-Construction Soil Quality
and Depth.
NOT REQUIRED: Applying the
BMPs in Lists #1, #2, or #3.
TAB 5 (MINIMUM REQUIREMENT #5)
1-3.4.5 Minimum Requirement #5 – On-site Stormwater Management
Projects shall employ Stormwater Management BMPs in accordance with the following thresholds,
standards, and lists to infiltrate, disperse, and retain stormwater runoff on site to the extent feasible
without causing flooding or erosion impacts.
Project thresholds that trigger Minimum Requirements #1 through #5, shall utilize the On-site
Stormwater Management BMP’s from List #1 for all surfaces within each type of surface in List #1; or,
Demonstrate compliance with the LID Performance Standard. Projects selecting this option cannot use
Rain Gardens. They may choose to use Bioretention BMP’s as described in Chapter V-7 – Infiltration
and Bioretention Treatment Facilities to achieve the LID Performance Standard.
Refer to this section of the reference Manual for all Feasibility or I nfeasibility Criteria for List #1
and List #2.
Is this project Flow Control Exempt? NO (Yes\No) (See Appendix I-E: Flow Control-Exempt
Surface Water). If yes, provide reasoning from the applicability section of 1-2.5.7 Minimum
Requirement #7: Flow Control). If No, then the project triggers Minimum Requirement #7 (1-2.5.7) and
possibly Minimum Requirement #8 (1-2.5.8).
The project is under the square footage thresholds required to address Minimum Requirement
7, so #7 is not required. The project will address the feasibility of the items in List #1.
Per the provided Geotech report and site inspection, the site is primarily bedrock and has no
real collection of soil. There is no infiltration on site. All Infiltration and Dispersion measures are
infeasible. There is insufficient space to disperse as well as improper vegetation. This property
is also uphill of neighboring properties which could cause issues as natural slope would convey
stormwater into other properties and houses. Project will be tying the stormwater tightline for the
house into the city provided stormwater system stub-out, but infeasibility for List #1 items have
been provided.
Stormwater receiving detention pond has been upsized to handle increased stormwater from
the rock ridge developments.
If the project is Flow Control Exempt, select from the List 3 below: (Skip List 1 and List 2)
o BMP T5.13 Post Construction Soils Quality and Depth
Roofs:
o BMP T5.10A: Downspout Full Infiltration, or;
o BMP T5.10B Downspout Dispersion Systems, or;
o BMP T5.10C: Performated Stub-out Connections, or;
Other Hard Surfaces:
o BMP T5.12: Sheet Flow Dispersion, or;
o BMB T5.11: Concentrated Flow Dispersion
L ID Performance Standard
The LID Performance Standard compliance method for Minimum Requirement #5 requires modeling the
proposed Flow Control BMPs to demonstrate the flow reduction as described below. Note that in order
to meet the LID Performance Standard, the chosen Flow Control BMPs will most likely need to include
infiltration.
Stormwater discharges shall match developed discharge durations to pre-developed durations for the
range of pre-developed discharge rates from 8% of the 2-year peak flow to 50% of the 2-year peak flow.
Refer to the Flow Control Performance Standard section in I-3.4.7 MR7: Flow Control for information
about the assignment of the pre-developed condition. Project sites that must also meet I -3.4.7 MR7:
Flow Control must match flow durations between 8% of the 2-year flow through the full 50-year flow.
Designers selecting this option cannot use BMP T5.14: Rain Gardens to achieve the LID Performance
Standard. They may choose to use BMP T7.30: Bioretention to achieve the LID Performance Standard.
The List Approach
The List Approach compliance method for Minimum Requirement #5 requires evaluating the BMPs in
Table I-3.2: The List Approach for MR5 Compliance.
For each surface, evaluate the feasibility of the BMPs in the order listed, and use the first BMP that is
considered feasible. The designer must document the site conditions and infeasibility criteria used to
deem BMPs infeasible. Once a BMP is deemed feasible and used for a surface, no other BMP from the
list is necessary for that surface.
If all BMPs in the list are infeasible, then the designer must document the site conditions and infeasibility
criteria used to deem each BMP infeasible. This documentation will demonstrate compliance with
Minimum Requirement #5.
Feasibility shall be determined by evaluation against:
Design criteria, limitations, and infeasibility criteria identified for each BMP in this manual; and
Competing Needs Criteria as listed below.
All sites are required to utilize BMP T5.13 – Post Construction Soil Quality and Depth.
For each surface, consider the BMP’s in the order listed for that type of surface. Use the first BMP that
is considered feasible. No other on-site Stormwater Management BMP is necessary for that surface.
Feasiblity shall be determined by evaluation against:
1. Design criteria, limitations and infeasiblity criteria identified for each BMP in this manual, and;
2. Competing needs criteria listed in Chapter V-5 – On-site Stormwater Management.
Lawn and Landscaped Area:
BMP T5.13: Post-Construction Soil Quality and Depth. (Attach Detail in Report)
Refer to this site for requirements and specifications. All projects are required to utilize this BMP.
See Appendix 3 for the “Model Soil Management Plan for BMP T5.13” to be submitted with
Drainage Report and Application Material.
An alternate document acceptable to the City of Anacortes is a Test Report provided by the Soils
Supplier that identifies the soils to be used meet the specifications outlined under Minimum
Requirement 5. The specifications are in both WSDOT and CSI Formats. For specifications, refer to
the above referenced PDF.
This submittal can be a deferred submittal since most projects are not sure who the supplier will be
at the time of building permit application. For projects that trigger Minimum Requirements 1 through
5, the Test Report will be provided to the Building Department. Projects triggering Minimum
Requirements 1
List #1 – Project Triggering Minimum Requirement 1 through 5
For each surface, consider the BMPs in the order listed for that type of surface. Use the first BMP that
is considered feasible. No ther On-site Stormwater Management BMP is necessary for that surface.
Provide feasible detail under each BMP with maintenance and operations specifications in Minimum
Requirement 5.
Roofs: List #1
1. BMP T5.30: Full Dispersion (Feasible\Infeasible)
If infeasible, provide the criteria:
Due to slope of grade and available area of lot, there is not adequate room for full dispersion. Also, lot is mostly rock, see
Geotech report, and will not infiltrate properly. As this lot is uphill, there is also concern of runoff affecting lower homes and lots.
Or, T5.10A: Downspout Full Infiltration (Feasible\Infeasible)
If infeasible, provide the criteria:
Per the provided Geotech report and site inspection, the site is primarily bedrock and has no real collection of soil.
There is no infiltration on site. All Infiltration and Dispersion measures are infeasible.
2. BMP T5.14: Rain Gardens (Feasible\Infeasible)
If infeasible, provide the criteria:
Due to space constraints on lot, and poor infiltration, see geotechnical report, Rain gardens are not feasible.
Or, BMP T7.30: Bioretention Cells, Swales, and Planter Boxes (Feasible\Infeasible)
If infeasible, provide the criteria:
Again, there is insufficient space and depth to bedrock to be able to implement Bioretention cells.
3. BMP T5.10B: Downspout Dispersion Systems (Feasible\Infeasible)
If infeasible, provide the criteria:
Per the provided Geotech report and site inspection, the site is primarily bedrock and has no real collection of soil.
There is no infiltration on site. All Infiltration and Dispersion measures are infeasible. Also, due to slope of site, erosion
or flooding of downstream properties is a concern.
4. BMP T5.10C: Perforated Stub-out Connections (Feasible\Infeasible)
If infeasible, provide the criteria:
Per the provided Geotech report and site inspection, the site is primarily bedrock and has no real collection of soil.
There is no infiltration on site. All Infiltration and Dispersion measures are infeasible. Also, due to slope of site, erosion
or flooding of downstream properties is a concern.
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Other Hard Surfaces: List #1
1. BMP T.5.30 Full Dispersion (Feasible\Infeasible)
If infeasible, provide the criteria:
Due to slope of grade and available area of lot, there is not adequate room for full dispersion. Also, lot is mostly rock, see
Geotech report, and will not infiltrate properly. As this lot is uphill, there is also concern of runoff affecting lower homes and lots.
2. BMP T5.15: Permeable Pavements (Feasible\Infeasible)
If infeasible, provide the criteria:
Per the provided Geotech report and site inspection, the site is primarily bedrock and has no real collection of soil.
There is no infiltration on site.
Or, BMP T.14: Rain Gardens (Feasible\Infeasible)
If infeasible, provide the criteria:
Due to space constraints on lot, and poor infiltration, see geotechnical report, Rain gardens are not feasible.
Or, BMP T7.30: Biorention Cells, Swales and Planter Boxes (Feasible\Infeasible)
If infeasible, provide the criteria:
Again, there is insufficient space and depth to bedrock to be able to implement Bioretention cells.
3. BMP T5.12: Sheet Flow Dispersion (Feasible\Infeasible)
If infeasible, provide the criteria:
Per the provided Geotech report and site inspection, the site is primarily bedrock and has no real collection of soil.
There is no infiltration on site. All Infiltration and Dispersion measures are infeasible. Also, due to slope of site, erosion
or flooding of downstream properties is a concern.
Or, BMP T5.11: Concentrated Flow Dispersion (Feasible\Infeasible)
If infeasible, provide the criteria:
Per the provided Geotech report and site inspection, the site is primarily bedrock and has no real collection of soil.
There is no infiltration on site. All Infiltration and Dispersion measures are infeasible. Also, due to slope of site, erosion
or flooding of downstream properties is a concern.
Jason Sterling 8/22/2025
Applicant Signature Date
Version date: 07/26/24 Page
143 Volume III - Chapter 1 - Page 463
Figure III-1.1: Runoff Treatment BMP Selection Flow Chart
2024 Stormwater Management Manual for Western Washington
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144
APPENDIX 1 – Survey performed by a Professional Land Surveyor
The object of this appendix is to ensure that the property has a minimum of 3 out of 5 property corners
visible to ensure that the structures are placed within the required setbacks.
- SURVEY SUBMITTED WITH PERMIT PACKAGE FILES AND ATTACHED.
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145
APPENDIX 2 – Soils Analysis (Volume 3, Chapter 3.3.2)
Provide the soils report in this appendix
- FINAL SOILS REPORT TO BE DEFERRED SUBMITTAL TO BE PROVIDED FROM SOIL COMPANY NEAR
FINAL GRADING. SITE IS MOSTLY ROCK AND HAS LITTLE SOIL, BUT SOIL SAMPLE FROM DEVELOPMENT
HAS BEEN ATTACHED.
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APPENDIX 3 – Model Soil Management Plan for BMP T5.13
An alternate document acceptable to the City of Anacortes is a Test Report provided by the Soils Supplier that
identifies the soils to be used meet the specifications outlined under Minimum Requirement 5. The
specifications are in both WSDOT and CSI Formats. For specifications, refer to the above referenced PDF.
This submittal can be a deferred submittal since most projects are not sure who the supplier will be at the time
of building permit application. The form needs to be uploaded to your SmartGov account.
- BMP T5.13 to be a deferred submittal, to be completed at final grading
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147
DEFERRED SUBMITTAL: PROVIDE A TEST REPORT FROM SOILS SUPPLIER TO THE BUILDING DEPT.
PROJECT INFORMATION “Model Soil Management Plan for BMP T5.13” age # of pages
Complete all information on page 1; only site address and permit number on additional pages.
Site Address / Lot No.:
Permit Type: Permit Number:
Permit Holder: Phone:
Mailing Address:
Contact Person: Phone:
Plan Prepared By:
ATTACHMENTS REQUIRED (Check off required items that are attached to this plan)
Site Plan showing, to scale: Areas of undisturbed native vegetation (no amendment required)
New planting beds and turf areas (amendment required)
Type of soil improvement proposed for each area
Soil test results (required if proposing custom amendment rates)
Product test results for proposed amendments
AREA # (should match Area # on Site Plan)
PLANTING TYPE Turf Undisturbed native vegetation
Planting Beds Other:
SQUARE FOOTAGE OF THIS AREA: square feet
SCARIFICATION
Subsoil will be scarified
inches (depth) of scarification needed to achieve finished total 12” loosened depth.
PRE-APPROVED
AMENDMENT METHOD:
Topsoil import
Amend with compost
Stockpile and amend
( cu. yds. stockpiled)
inches of compost or imported topsoil applied
X 3.1 (conversion factor, inches to cubic yards)
= cu. yards per 1,000 sq. ft.
X ,000s sq.ft. in this area
= cubic yards of amendment → → → → →
(needed to cover this area to designated depth)
PRODUCT:
QUANTITY: CU. YDS.
CUSTOM AMENDMENT
Topsoil import
Topsoil & compost lift
Amend
Stockpile and amend
( cu. yds. stockpiled)
Attach test results and calculations.
inches organic matter or topsoil import
X 3.1
= cu. yards / 1,000 sq. ft.
X ,000s sq.ft. in this area
= cubic yards of amendment → → → → →
PRODUCT:
QUANTITY: CU. YDS.
MULCH ,000 sq.ft.
X 6.2 (conversion, to give 2 inch mulch depth)
= cubic yards of mulch → → → → → →
PRODUCT:
QUANTITY: CU. YDS.
TOTAL AMENDMENT/TOPSOIL/MULCH FOR ALL AREAS (complete on page 1 only, totaling all areas/pages in this Plan)
Product #1: Quantity: cu. yds.
Test Results: % organic matter C:N ratio <25:1 (except mulch, or <35:1 for native plants) “stable” (yes/no)
Product #2: Quantity: cu. yds.
Test Results: % organic matter C:N ratio <25:1 (except mulch, or <35:1 for native plants) “stable” (yes/no)
Product #3: Quantity: cu. yds.
Test Results: % organic matter C:N ratio <25:1 (except mulch, or <35:1 for native plants) “stable” (yes/no)
Date: Inspector: Approved: Revisions Required:
Date: Inspector: Approved: Revisions Required:
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APPENDIX 4 – Determining Construction Site Sediment Damage Potential (Appendix 7 – NPDES Phase
II Permit)
Note: See attached. All projects within the City of Anacortes are required to complete that document under
Appendix 4.
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Western Washington Phase II Stormwater Permit
i. APPENDIX 7 – Determining Construction Site
Sediment Damage Potential
The following rating system allows objective evaluation of a particular development site’s potential to
discharge sediment. Permittees may use the rating system below or develop alternative process
designed to identify site-specific features which indicate that the site must be inspected prior to clearing
and construction. Any alternative evaluation process must be documented and provide for equivalent
environmental review.
Step one is to determine if there is a sediment/erosion sensitive feature downstream of the development
site. If there is such a site downstream complete step two, assessment of hydraulic nearness. If there is
a sediment/erosion sensitive feature and it is hydraulically near the site then go to step three to
determine the construction site sediment transport potential.
ii. STEP 1 – Sediment/Erosion Sensitive Feature Identification
Sediment/erosion sensitive features are areas subject to significant degradation due to the effect of
sediment deposition or erosion. Special protection must be provided to protect them.
Sediment/erosion sensitive features include but are not limited to:
i. Salmonid bearing fresh water streams and their tributaries or freshwater streams that
would be Salmonid bearing if not for anthropogenic barriers;
ii. Lakes;
iii. Category I, II, and III wetlands;
iv. Marine near-shore habitat;
v. Sites containing contaminated soils where erosion could cause dispersal of
contaminants; and
vi. Steep slopes (25% or greater) associated with one of the above features.
Identify any sediment/erosion sensitive features, and proceed to step two. If there are none the assessment
is complete.
iii. S TEP 2 – Hydraulic Nearness Assessment
Sites are hydraulically near a feature if the pollutant load and peak quantity of runoff from the site will not
be naturally attenuated before entering the feature. The conditions that render a site hydraulically near
to a feature include, but are not limited to, the following:
i. The feature or a buffer to protect the feature is within 200 feet downstream of the site.
ii. Runoff from the site is tight-lined to the feature or flows to the feature through a channel
or ditch.
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A site is not hydraulically near a feature if one of the following takes place to provide attenuation
before runoff from the site enters the feature:
iv. Sheet flow through a vegetated area with dense ground cover
v. Flow through a wetland not included as a sensitive feature
vi. Flow through a significant shallow or adverse slope, not in a conveyance
channel, between the site and the sensitive feature.
Identify any of the sediment/erosion sensitive features from step one that are hydraulically near
the site, and proceed to step three. If none of the sediment/erosion sensitive features are
hydraulically near the site, the assessment is complete.
vii. STEP 3 – Construction Site Sediment Transport Potential
Using the worksheet below, determine the total points for each development site. Assign points
based on the most critical condition that affects 10% or more of the site.
If soil testing has been performed on site, the results should be used to determine the
predominant soil type on the site. Otherwise, soil information should be obtained from the
county soil survey to determine Hydrologic Soil Group (Table of Engineering Index Properties
for step 1.D) and Erosion Potential (Table of Water Features for step 1.E)
When using the county soil survey, the dominant soil type may be in question, particularly when
the site falls on a boundary between two soil types or when one of two soil types may be present
on a site. In this case, the soil type resulting in the most points on the rating system will be
assumed unless site soil tests indicate that another soil type dominates the site.
Use the point score from Step 3 to determine whether the development site has a high potential
for sediment transport off of the site.
Total Score T ransport Rating
<100 Low
100 High
A high transport rating indicates a higher risk that the site will generate sediment contaminated
runoff.
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Construction Site Sediment Transport Potential Worksheet
A. Existing slope of site (average, weighted by aerial extent): Points
2% or less ...0
>2-5% .............................................................................................. 5
>5-10% .......................................................................................... 15
>10-15% ........................................................................................ 30
>15% ............................................................................................. 50
B. S ite Area to be cleared and/or graded:
<5,000 sq. ft ...................................................................................0
5,000 sq. ft. – 1 acre .....................................................................30
>1 acres .......................................................................................50
C. Quantity of cut and/or fill on site:
<500 cubic yards ............................................................................0
500 – 5,000 cubic yards .................................................................... 5
>5,000 – 10,000 cubic yards .........................................................10
>10,000 – 20,000 cubic yards .......................................................25
>20,000 cubic yards .....................................................................40
D. Runoff potential of predominant soils (Natural Resources Conservation Service): Hydrologic
soil group A ....................................................................................0
Hydrologic soil group B .................................................................10
Hydrologic soil group C ................................................................. 20
Hydrologic soil group D .................................................................40
E. Erosion Potential of predominant soils (Unified Classification System): GW, GP, SW,
SP soils ..........................................................................................0
Dual classifications (GW-GM, GP-GM, GW-GC,
GP-GC, SW-SM, SW-SC, SP-SM, SP-SC) .......................... 10
GM, GC, SM, SC soils ..................................................................20 ML, CL, MH, CH soils ...................................................................40
F. Surface or Groundwater entering site identified and intercepted1:
Yes .................................................................................................0
No ................................................................................................25
G. D
H. C
epth of cut or height of fill >10 feet:
Yes ...............................................................................................25
No .................................................................................................. 0
learing and grading will occur in the wet season (October 1 – May 1):
Yes ................................................................................................. 50
No .................................................................................................. 0
TOTAL POINTS............................................................................................. >100
1 If no surface or groundwater enters site, give 0 points.
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APPENDIX 5 – Site Plan with all applicable information (Minimum Size 11x17 at a legible scale)
- SITEPLAN SUBMITTED WITH PERMIT PACKAGE FILES AND ATTACHED.
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APPENDIX 6 – Documented Site Photos (Show all directions of the site, including frontage)
Location: Aerial Shot
Description of the photo: Looking down on lot
Photo taken by: Skagit iMap
Location: Aerial Shot
Description of the photo: Looking down on lot
Photo taken by: Skagit iMap
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Location: North-West end of Lot
Description of the photo: Looking from NW. end to SE. end of lot.
Photo taken by: Jason Sterling.
Location: North end of lot.
Description of the photo: Looking N. end to SW. end of lot.
Photo taken by: Jason Sterling.
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Location: North middle end of Lot
Description of the photo: Looking from N. end to S. end of lot.
Photo taken by: Jason Sterling.
Location: Middle of lot.
Description of the photo: Looking middle of lot to W. end of lot.
Photo taken by: Jason Sterling.
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APPENDIX 7 – Drainage BMP Facility Maintenance Covenant
- Deferred Submittal
Note: To be recorded prior to: 1) Temporary Certificate of Occupancy; 2) Final Certificate of Occupancy, and
or; 3) Final Acceptance of the project.
This is Covenant is required for any Permanent Stormwater Facility constructed on a project site. The applicant
should work with the the City of Anacortes Engineering Department on formalizing the document for recording.
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APPENDIX 8 – Maintenance and Operations Manual
- Deferred Submittal
Maintenance and Operations Manual is required by DOE:
www.anacorteswa.gov/DocumentCenter/View/26423/Stormwater-BMP-Maintenance-
Standards?bidld=
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APPENDIX 9 – Geotech Report
- GEO TECH REPORT SUBMITTED WITH PERMIT PACKAGE FILES AND ATTACHED.
- ALSO SEE SUBMITTED DEVELOPMENT DRAINAGE ANYALYSIS.