HomeMy WebLinkAboutPermit File BLD-2024-0821 3923 Rock Ridge ParkwayPARCEL: P127678
LEGAL DESCRIPTION:
APPLICANT: Jason Sterling
2018 R AVE
Anacortes, WA 98221-0319
2089499138
OWNER: WHITAKER KAREN S
PO BOX 538
ARLINGTON, WA 98223
VALUATIONS:
Estimated construction cost 574642.00 $574,642.00
$574,642.00Total:
FEES:Paid Due
Sewer Inspection Fee $60.51 $0.00
SFR SEWER GFC $11,349.00 $0.00
SFR or duplex site plan review $60.00 $0.00
STORM DRAIN GFC ONE ERU $2,056.00 $0.00
Fire Impact Fee Fire Portion $123.81 $0.00
Building Permit Fee $3,590.00 $0.00
Fire Impact Fee EMS Portion $438.93 $0.00
Storm Water Review Sq Ft $253.76 $0.00
Plan Review Fee $2,775.01 $0.00
State Building Code Council fee $6.50 $0.00
SFR TRANSPORTATION
IMPACT FEE
$3,400.68 $0.00
Mechanical and plumbing
remodel fixtures fees
$420.75 $0.00
Park Impact Fee SFR $1,644.37 $0.00
$0.00Totals :
CONTACT:Headrick, Debbie
2018 R Avenue
Anacortes, WA 98221
360-293-7431
CONTACT:McCormick, Jeremy
2018 R ave
ana, WA 98
3602021804
CONTACT:Richards, Leslie
2018 R Avenue
Anacortes, WA 98221
3602937431
CONTACT:Whitlock, Steve
2018 R Ave
Anacortes, WA 98221
(360)661-0944
CONSTRUCTION CONTRACTOR:STRANDBERG CONSTRUCTION INC
2018 R Ave
ANACORTES, WA 98221
3603910649
License: STRANCI020CC
Expires: 02/03/2027
$26,179.32
BLD-2024-0821 RESIDENTIAL SINGLE FAMILY
BUILDING
ISSUED:
EXPIRES:
01/30/2025
01/30/2027
PROJECT NAME: THE WHITAKER RESIDENCE
SITE ADDRESS: 3923 ROCK RIDGE PARKWAY ANACORTES
Page 1 of 3Printed by : Cheri Gleichmann on: 01/31/2025 03:46 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
3 Wall Heater
4 Gas Piping/ Outlet(s) for first 4
5 Exhaust Fans
Qty Plumbing Fixtures
REQUIRED INSPECTIONS
Initial BMP's
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
* Callout on 2 of 20 of Architectural and Structural plans. Since driveway is not going to be where planned during time of
road construction, if original driveway curb cut exists it needs to be replaced with curb/gutter/sidewalk matching the adjacent
existing.
CONDITIONS
Page 2 of 3Printed by : Cheri Gleichmann on: 01/31/2025 03:46 PM
City of Anacortes, WA
RESIDENTIAL SINGLE FAMILY BUILDING BLD-2024-0821
For inspections, please call (360) 293-1901
Page 3 of 3Printed by : Cheri Gleichmann on: 01/31/2025 03:46 PM
City of Anacortes, WA
RESIDENTIAL SINGLE FAMILY BUILDING BLD-2024-0821
LAYOUT PAGE TABLE
PG#TITLE COMMENTS CONTRACT DATE
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 MAIN FLOOR-FRAMING PLAN
A5 MAIN FLOOR PLAN
A6 UPPER FLOOR-FRAMING PLAN
A7 UPPER FLOOR PLAN
A8 ROOF FRAMING PLAN
A9 BUILDING SECTIONS
A10 BUILDING SECTIONS
A11 EXTERIOR ELEVATIONS
A12 EXTERIOR ELEVATIONS
S0 STRUCTURAL NOTES
S1 ENGINEERING INFO FOUNDATION & BASEMENT FL PLAN
S2 ENGINEERING INFO MAIN & UPPER 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:
PARCEL# P127678
FIRE AREA: 4,215 sf
3923 Rock Ridge Parkway, Anacortes, WA 98221
FIRE FLOW REQ. = 1,750 gpm
THE WHITAKER RESIDENCE
3923 Rock Ridge Parkway, Anacortes, WA 98221
DRAFTED BY:
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.
J. STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
WHITAKER RESIDENCE
3923 Rock Ridge Parkway, Anacortes,
WA 98221
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)
J. STERLING
PAGE:
1 of 20
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: KAREN WHITAKER
ADDRESS & TELEPHONE AVAILABLE UPON REQUEST
CLIMATE ZONE: 4C
REQUIRED ENERGY CREDITS: 8
PROPOSED ENERGY CREDITS: 8
PROJECT HAS HYDRANT ACCESS TO MEET CODE
COVER SHEET
REVISION TABLE
NO.
DATE
DESCRIPTION
PERMIT APPROVAL STAMP
FIRE INFORMATION
ENERGY CODE CREDITS
FINAL EQUIPMENT AND OPTIONS TO MEET OR EXCEED THE
REQUIRED 8 TOTAL CREDITS
HYDRANT: #920 - DISTANCE: 59.17'
HYDRANT: #921 - DISTANCE: 295.08''
COMBINED FLOW TEST = 2,066.4 gpm
1,070 SQ.FT.
OUTSIDE STORAGE
PLAN AREAS
MAIN FLOOR
GARAGE
1,768 SQ.FT.
515 SQ.FT.
COVERED DECK 192 SQ.FT.
67 SQ.FT.
BASEMENT 224 SQ.FT.
TOTAL LIVING AREA:3,189 SQ.FT.
UPPER FLOOR
BASEMENT SIDE PORCH 130 SQ.FT.
127 SQ.FT.MECH./WINE CELLAR
DECK 110 SQ.FT.
ENTRY PORCH 225 SQ.FT.
Windows U=0.25 per C3 Calculation
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-2024-0821
3923 Rock Ridge Pkwy
01/22/2025
01/22/2025
01/23/2025
CONIFER TREE
LAWN AREA OR
EXISTING VEGETATION
CONCRETE DRIVE
MULCH - PLANTING BED
DECIDUOUS TREE
SHRUBS / PLANTINGS
LANDSCAPE LEGEND
REQUIRED LANDSCAPING
CALCULATIONS
7,525.11SITE AREA
LOT INFORMATION
PARCEL# P127678
EXISTING BEDROCK
BMP T5.13: POST-CONSTRUCTION
SOIL QUALITY AND DEPTH
MINIMUM REQUIREMENT #2 BMP'S
BMP C233: SILT FENCE
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: KAREN WHITAKER
ADDRESS & TELEPHONE AVAILABLE UPON REQUEST
OVERALL BUILDING HEIGHT FROM AVG. ORG. GRADE: 30'-4 11/16"
% OF SITE AREA TO BE LANDSCAPED
(PER AMC TABLES 19.42.020-.030)
20% - R2 ZONE
1,505 SQ. FT. REQUIRED
1,505 SQ. FT. MIN. PROVIDED
COMPLIANCE WITH AMC CH. 16.50
TREE PRESERVATION
TREE UNIT CREDITS REQUIRED:
- 8 TREE UNITS REQUIRED
(SITE AREA /1,000 SF)
TREE UNIT CREDITS RETAINED:
- 0 TREES 6" DBH = X TREE UNIT
CREDITS RETAINED
TREE UNIT CREDITS PROVIDED:
- 6 NEW DECIDUOUS TREES
(MIN. 2" CALIPER @ 6" ABOVE GROUND)
- 2 NEW EVERGREEN TREES
(8' MIN. IN HEIGHT)
LOT SIZE : 7,525.11 SQ.FT.
NON-POLLUTION GEN. HARD SURFACE AREA: 2,494.03 SQ.FT.
MAX BUILDING COVERAGE (35%): 2,633.79 SQ.FT.
ACTUAL BUILDING COVERAGE (28.5%): 2,141.66 SQ.FT.
TOTAL IMPERVIOUS AREA (42.15%): 3,171.76 SQ.FT.
POLLUTION GEN. HARD SURFACE AREA: 677.73 SQ. FT.
CLEARING LIMIT AREA : 7,525.00 SQ.FT.
MAX IMPERVIOUS COVERAGE (50%): 3,762.56 SQ.FT.
A
C2
A
C2
B
C2
B
C2
C
C2
C
C2
D
C2
D
C2
H
C2
H
C2
F
C2
F
C2
E
C2
E
C2
G
C2
G
C2
N
WWWWWWW
W
W
W
W
W
W
SSSSSSSSSSSSSSSS
SS
SS
SS
SS
S
S
S
S
SS
SS
SS
S
S
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SDTL
SS
SS
U P
D N
U P
D N
15'-9 9/16"
E
A
E X . 8 " S S
1 0' P U B L I C U T I L I T Y E A S E M E N T
1 0' P U B LI C
U TILIT Y E A S E M E N T
10' A
C
C
ES
S EA
SE
M
E
N
T
10' AC
C
ES
S E
ASE
M
E
NT
10
4 4 5'
4 5 0'
4 5 5'
4 6 0'
4 6 5'
4 7 0'
DRIVEWAY
583.05 sq ft
P O T E N TIA L R E T A I NIN G W A L L - FI N A L D E SI G N T.B.D .
SIT E IS M O S T L Y R O C K A N D R E T AININ G W A L L M A Y B E U N N E C E S S A R Y
P
O
T
E
N
TIA
L R
E
T
AININ
G W
A
L
L - FIN
A
L D
E
SIG
N T.B.D
.
SIT
E IS
M
O
S
T
LY R
O
C
K A
N
D R
E
T
AIN
I
N
G
W
A
L
L
M
A
Y B
E U
N
N
E
C
E
S
S
A
R
Y
20' R E A R S ET B A C K
7.5' SID
E SETB
A
C
K
20' FR O N T S ET B AC K
7.5' SID
E SETB
A
C
K
LOT 8
7,525 sq ft
PLAT OF ROCK RIDGE
SOUTH - PHASE 3
Parcel #:P127674
Owner:KAREN WHITAKER
Address:3923 ROCK RIDGE PARKWAY
LOT SIZE: 7,525.11 sq ft
MAX COVERAGE: 2,633.79 sq ft (35%)
ACTUAL COVERAGE: 2,141.66 sq ft (28.5%)
MAX IMPERVIOUS COVERAGE: 3,762.56 sq ft (50%)
ACTUAL IMPERVIOUS COVERAGE: 3171.76 sq ft (42.15%)
GARAGE
FF = 448'
MAX BUILDING HT. 488.25' ELEV.
HT. RESTRICTION 45' ABOVE MIDPOINT OF LOT AT TOP OF CURB
ELEV. AT MIDPOINT OF LOT AT TOP OF CURB = 443.25'
HT. RESTRICTION 45' ABOVE MIDPOINT = 488.25' (VERIFY)
OVERALL BUILDING HT. ELEVATION = 485.42'
VERIFY AT START OF CONSTRUCTION
7'-6"
98.51'
N48° 23' 33"W
46.78'
N 42° 55' 23"E
29.1'
N41° 11' 56"E
100.09'
S48° 31' 34"E
76.15'
S43° 26' 45"W
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
A
C2
A
C2
A
C2
A
C2
A
C2
A
C2
A
C2
A
C2
B
C2
B
C2
C
C2
C
C2
B
C2
B
C2
B
C2
B
C2
B
C2
B
C2
D
C2
D
C2
F
C2
F
C2
G
C2
G
C2
F & G - VERIFY LOCATION
- M AY BE AN OFF-SITE LO CATIO N
~27.7%
SLOPE
EXT. & PROP. FINISH
GRADE
~1 % +/- S L O P E
P R O P. FIN IS H G R A D E
~35.7% SLOPE
EXT. & PROP. FINISH
GRADE
~
1
6.6
% +/- S
L
O
P
E
P
R
O
P. FIN
I
S
H G
R
A
D
E
~
3
3.3
%
+/- S
L
O
P
E
E
X
T.
G
R
A
D
E
FIRE AREA: 4,215 sf
FIRE FLOW REQ. = 1,750 gpm
HYDRANT: #920 - DISTANCE: 59.17'
HYDRANT: #921 - DISTANCE: 295.08''
COMBINED FLOW TEST = 2,066.4 gpm
PROJECT HAS HYDRANT ACCESS TO MEET CODE
W
W
WM - VERIFY LOCATION
SD
SD
SD HOOKUP - VERIFY LOCATION
SD HOOKUP - VERIFY LOCATION
1'-8 1/8"
7'-6"
7'-6"
1'-9 1/16"
20'-0"
0'-5 15/16"
ELEV.460.00'ELEV.460.00'
ELEV.462.00'ELEV.462.00'
ELEV.460.25'ELEV.460.25'
ELEV.454.00'ELEV.454.00'
ELEV.449.75'ELEV.449.75'
ELEV.
451.50'
ELEV.
451.50'
ELEV.450.50'ELEV.450.50'
ELEV.450.00'ELEV.450.00'
ELEV.452.50'ELEV.452.50'
ELEV.455.50'ELEV.455.50'ELEV.458.00'ELEV.458.00'
ELEV.458.50'ELEV.458.50'
20'-0"
2'-9 3/8"
7'-6"
10'-0"
10'-0"
ELEV.451.00'ELEV.451.00'
ELEV.459.75'ELEV.459.75'
ELEV.461.25'ELEV.461.25'
ELEV.461.25'ELEV.461.25'
20'-0"
34'-6 1/8"
20'-0"
SFR
UPPER FF = 471.19'
MAIN FF = 461.05'
BASEMENT FF = 448'
14'-5 1/8"
5'-6 7/8"
5'-3"
20'-0"
23'-10 7/8"
DRAFTED BY:
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.
J. STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
1/8" = 1'
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
WHITAKER RESIDENCE
3923 Rock Ridge Parkway, Anacortes,
WA 98221
J. STERLING
PAGE:
2 of 20
C1
VICINITY MAP- NO SCALE
SITE & LANDSCAPE
PLAN
REVISION TABLE
NO.
DATE
DESCRIPTION
1,070 SQ.FT.
OUTSIDE STORAGE
PLAN AREAS
MAIN FLOOR
GARAGE
1,768 SQ.FT.
515 SQ.FT.
COVERED DECK 192 SQ.FT.
67 SQ.FT.
BASEMENT 224 SQ.FT.
TOTAL LIVING AREA:3,189 SQ.FT.
UPPER FLOOR
BASEMENT SIDE PORCH 130 SQ.FT.
127 SQ.FT.MECH./WINE CELLAR
DECK 110 SQ.FT.
ENTRY PORCH 225 SQ.FT.
If original driveway curb cut
exists it needs to be
replaced with curb/sidewalk
matching adjacent existing
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.
It is strongly advised to not wait till the very end to
finalize the landscape plan.
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
DRAFTED BY:
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.
J. STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
WHITAKER RESIDENCE
3923 Rock Ridge Parkway, Anacortes,
WA 98221
J. STERLING
PAGE:
3 of 20
C2
STORMWATER BMP'S
REVISION TABLE
NO.
DATE
DESCRIPTION
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
DRAFTED BY:
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.
J. STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
WHITAKER RESIDENCE
3923 Rock Ridge Parkway, Anacortes,
WA 98221
J. STERLING
PAGE:
4 of 20
C3
CURB, SIDEWALK,
AND DRIVEWAY
REVISION TABLE
NO.
DATE
DESCRIPTION
WINDOW FLASHING DETAIL - STEP 1
WINDOW FLASHING DETAIL - STEP 2
WINDOW FLASHING DETAIL - STEP 3 & 4
WINDOW FLASHING DETAIL - STEP 5 & 6
DOOR SCHEDULE
#QTY FLOOR SIZE WIDTH HEIGHT DESCRIPTION
D01 1 1 18080 216"96"GARAGE-DOORD02 1 1 3080 36"96"EXT. HINGE
D03 1 1 3080 36"96"HINGE
D04 1 1 3080 36"96"HINGED05 1 1 3080 36"96"HINGE
D06 1 1 3080 36"96"HINGE
D07 1 2 3068 36"80"EXT. HINGE
D08 1 2 3068 36"80"EXT. HINGE
D09 1 2 21068 34"80"POCKET
D10 1 2 21068 34"80"POCKET
D11 1 2 21068 34"80"HINGED12 1 2 2868 32"80"HINGE
D13 1 2 21068 34"80"HINGE
D14 1 2 21068 34"80"HINGED15 1 2 3068 36"80"HINGE
D16 1 2 21068 34"80"HINGE
D17 1 3 3068 36"80"HINGE
D19 1 3 3068 36"80"HINGE
D20 1 3 3068 36"80"HINGE
D21 1 3 3068 36"80"POCKET
D22 1 3 3068 36"80"POCKETD23 1 3 3068 36"80"POCKET
D24 1 3 3068 36"80"HINGE
D25 1 3 3068 36"80"POCKET
WINDOW SCHEDULE
NUMBER QTY FLOOR SIZE WIDTH HEIGHT EGRESS TEMPERED DESCRIPTION
W01 1 1 3016 36"18"PIC
W02 1 1 3016 36"18"PICW03 1 1 3016 36"18"PIC
W04 1 1 3060 36"72"YES PIC
W05 1 1 3060 36"72"YES PICW06 1 2 4026 48"30"PIC
W07 1 2 4026 48"30"PIC
W08 1 2 4026 48"30"PIC
W09 1 2 4026 48"30"PIC
W10 1 2 4060 48"72"PIC
W11 1 2 4060 48"72"PIC
W12 1 2 4060 48"72"PICW13 1 2 4060 48"72"PIC
W14 1 2 3050 36"60"YES CASE
W15 1 2 8080 96"96"YES PATIO DOORW16 1 2 3050 36"60"YES CASE
W17 1 2 3660 42"72"PIC
W18 1 2 3660 42"72"PIC
W19 1 2 3660 42"72"PIC
W20 1 2 3060 36"72"CASE
W21 1 2 3048 36"56"CASE
W22 1 2 3038 36"44"CASEW23 1 2 3038 36"44"FIX CASE
W24 1 2 3038 36"44"CASE
W25 1 2 3050 36"60"CASEW26 1 3 3060 36"72"YES PIC
W27 1 3 3060 36"72"YES PIC
W28 1 3 3060 36"72"YES PIC
W29 1 3 3060 36"72"YES PIC
W30 1 3 2060 24"72"YES CASE
W31 1 3 8080 96"96"YES PATIO DOOR
W32 1 3 2060 24"72"YES CASEW33 1 3 2030 24"36"CASE
W34 1 3 5016 60"18"PIC.
W35 1 3 3038 36"44"CASEW36 1 3 3038 36"44"FIX CASE
W37 1 3 3038 36"44"CASE
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'
DRAFTED BY:
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J.STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
WH
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J.STERLING
PAGE:
5 of 20
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
REVISION TABLE
NO.
DATE
DESCRIPTION
ENERGY CODE CREDITS
FINAL EQUIPMENT AND OPTIONS TO MEET OR EXCEED
THE REQUIRED 8 TOTAL CREDITS
Upper Level Walls and Upper Roof Framing
- Roof diaphragm is 11RD, typ.
- Truss layout is as shown. Truss design and analysis by others.
- No interior truss bearing or interior shear walls at this level.
Lower Level Walls and Main Floor Framing
- All floor and waterproof deck sheathing is 12FD, typ.
- Interior bearing walls are indicated with dashed red line.
- Stair 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.
Lower Roofs, Mid-Level Walls and Upper Floor Framing
- Roof diaphragm is 11RD, typ.
- Truss layout is as shown. Truss design and analysis by others.
- All floor and waterproof deck sheathing is 12FD, typ.
- Interior bearing walls are indicated with dashed red line.
- Stair framing: 0PA and code.
- Fireplace and chimney framing: 0PA and code.
1,070 SQ.FT.
OUTSIDE STORAGE
PLAN AREAS
MAIN FLOOR
GARAGE
1,768 SQ.FT.
515 SQ.FT.
COVERED DECK 192 SQ.FT.
67 SQ.FT.
BASEMENT 224 SQ.FT.
TOTAL LIVING AREA:3,189 SQ.FT.
UPPER FLOOR
BASEMENT SIDE PORCH 130 SQ.FT.
127 SQ.FT.MECH./WINE CELLAR
DECK 110 SQ.FT.
ENTRY PORCH 225 SQ.FT.
26
11/15/24
N
33'-0"
3'-0"
23'-6"
11'-0"
1'-6"
36'-0"
36'-0"
7'-0"16'-6 1/2"14'-3"8'-0"13'-5 1/2"
22'-7 1/2"
0'-11"
2'-1"16'-2 1/2"1'-8"
1'-4"
14'-5"
5'-9"
1'-6"
9'-0"
10'-0"
6'-9"
8'-0"
8'-0"
7'-6"
0'-6"15'-3"2'-0"12'-6 1/2"8'-6"12'-11 1/2"
0'-6"
1'-6"0'-6"
6'-0"
2'-0"
2'-6"
0'-8"
14'-4"2'-0"3'-8"
1'-6"
0'-11"
2'-1"
6'-2"
3'-0"
4'-7"
2'-0"
11'-11"
0'-8"
5'-7"
3'-9"
1'-6"
4'-8"9'-8"2'-0"3'-8"
0'-8"
6'-2"
3'-0"
4'-0"
2'-0"
2'-4"
1'-8"
0'-4"
4'-0"2'-4"
1'-8"
0'-4"
2'-0"
0'-4"
1'-8"11'-8"1'-8"
0'-4"
2'-0"2'-0"
5'-2"
BUCKOUT FOR GARAGE DOOR
FOUNDATION STEPS DEP. ON
GRADE AFTER EXCAVATION
TRY TO KEEP UNIFORM.
FOUNDATION STEPS DEP. ON
GRADE AFTER EXCAVATION
TRY TO KEEP UNIFORM. AND
AS CLOSE TO GRADE AS POSSIBLE
CONCRETE SLAB FLOOR
- ALL SLABS ARE 95S ENG. SPEC
- 511.85 sq ft
SLOPE GARAGE FLOOR
BUCKOUT AREA FOR
ELEVATOR SHOWER
DEPTH. PER ELV. SPEC.
CONCRETE SLAB FLOOR
- ALL SLABS ARE 95S ENG. SPEC
- 59.18 sq ft
CONCRETE SLAB FLOOR
- ALL SLABS ARE 95S ENG. SPEC
- 72.06 sq ft
24" X 24" X 8"
CONCRETE FOOTING
W/ (3), #4 E.W.
24" X 24" X 8"
CONCRETE FOOTING
W/ (3), #4 E.W.
36" X 36" X 8"
CONCRETE FOOTING
W/ (3), #4 E.W.
36" X 36" X 8"
CONCRETE FOOTING
W/ (3), #4 E.W.
CRAWLSPACE ACCESS 24" X 30" MIN.
- ACCESS MAY BE IN FRAMING ON
TOP OF WALL IF AVAILABLE
- VERIFY LOCATION
17HD 17HD
24" X 24" X 8"
CONCRETE FOOTING
W/ (2), #4 E.W.
DRIVEWAY
583.05 sq ft
5
A10
5
A10
5
A10
5
A10
4
A10
4
A10
4
A10
4
A10
2
A9
2
A9
2
A9
2
A9
1
A9
1
A9
1
A9
1
A9
3
A9
3
A9
3
A9
3
A9
5
A2
5
A2
3
A2
3
A2
1
A2
1
A2
5
A2
5
A2
5
A2
5
A2
5
A2
5
A2
5
A2
5
A2
5
A2
5
A2
5
A2
5
A2
5
A2
5
A2
5
A2
5
A2
5
A2
5
A2
7
A2
7
A2
2
A2
2
A2
2
A2
2
A2
3
A2
3
A2
2
A2
2
A2
3
A2
3
A2
3
A2
3
A2
3
A2
3
A2
5
A2
5
A2
CONCRETE SLAB FLOOR
- ALL SLABS ARE 95S ENG. SPEC
- R10 FOAM @ COND. AREA
- 383.22 sq ft
ALL FOUNDATION WALL
THICKNESSES
DEPENDENT ON GRADE
PER FOUNDATION DETAIL
RED POST DESIGNATE
BEARING POINTS
14'-7"10'-7 1/2"9'-6"17'-0 1/2"
0'-6"
7'-0"
3'-0"
3'-2"
22'-7 1/2"3'-0"16'-2 1/2"3'-0"14'-5"
59'-3"
24'-0"19'-6"15'-9"
2'-10 1/2"18'-3"2'-10 1/2"
CRAWLSPACE AREA: 720.6 sq ft
720.6 / 150 = 4.80 SQ. FT. OF VENT IS REQUIRED.
CRAWLSPACE VENTILATION
USING 6 X 16 FOUNDATION VENTS, 8 VENTS ARE
REQUIRED. ONE SUCH VENTILATING OPENING
SHALL BE WITHIN 3 FEET OF EACH CORNER OF
THE BUILDING. 2015 IRC - R408.1
FINAL LOCATIONS OF FOUNDATION VENTS TO
BE DETERMINED ON SITE.
59'-3"
5
A2
5
A2
5
A2
5
A2
5
A2
5
A2
5'-3"
5'-10"
0'-8"
0'-6"
4'-10"
5'-9"
6'-0"
3'-2"
2'-1"
0'-11"
0'-4 1/2"
0'-8"
4'-7 1/2"4'-10 1/2"
0'-8"
DRAFTED BY:
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J.STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
WH
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9
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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.
J.STERLING
PAGE:
6 of 20
A1
FOUNDATION PLAN
REVISION TABLE
NO.
DATE
DESCRIPTION
1
12/20/24
MOVED CRAWL ACCESS OVER
Foundaon and Retaining Walls
- Locaon of foong steps and / or transions between retaining wall types shown are
approximate only and may vary depending on field condions.
- Foong dashed lines may not be to scale, foong 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.
1,070 SQ.FT.
OUTSIDE STORAGE
PLAN AREAS
MAIN FLOOR
GARAGE
1,768 SQ.FT.
515 SQ.FT.
COVERED DECK 192 SQ.FT.
67 SQ.FT.
BASEMENT 224 SQ.FT.
TOTAL LIVING AREA:3,189 SQ.FT.
UPPER FLOOR
BASEMENT SIDE PORCH 130 SQ.FT.
127 SQ.FT.MECH./WINE CELLAR
DECK 110 SQ.FT.
ENTRY PORCH 225 SQ.FT.
26
11/15/24
Dedicated EV Circuit Required: A minimum of one 40 amp dedicated 208/240-volt branch
circuit shall be installed in the electrical panel for each dwelling unit. The circuit shall
terminate at EV charging equipment, in a junction box, or at a receptacle outlet (R309.6.2)
18" MIN. BELOW
GRADE
6 X 6 P.T. POST
ABU66 POST BASE12" SONO-TUBE
(3) GRADE 40
#4 REBAR
VERT. HOOKS
6 X 6 P.T. POST
ABU66 POST BASE 4" SLAB
18"
16"
4"
2"6"
10"
2'-6 11/16"
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
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
)
* 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"6"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"6"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"6"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"6"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
O
N
P
L
A
N
,
S
U
B
J
E
C
T
T
O
G
R
A
D
E
)
(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
)
(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
)
MIN LAP SPLICE = 24"YZ
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
2 X TREATED PLATE
1/4" X 3 1/2" DRIVE
RAWL 48" O.C.
SCALE: 1" = 1'
THICKENED FOOTING
(2)GRADE 40
#4 REBAR
66
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"6"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
R-10 @:
- CONDITIONED AREA SLAB
ON GRADE
R-10 FOAM
W/ 10 MIL VB
UNDER, MIN.
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
R-10 FOAM
W/ 10 MIL VB
UNDER, MIN.
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
COMPACTED FILL
PAD W/ SONO TUBE
COMPACTED FILL
PAD UNDER SLAB
SCALE: 1" = 1'
POST FOOTING88 93FP
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
WALL PER PLAN
6” IF ONLY SUPPORTING
ONE LEVEL OF FLOOR LOAD.IF MORE THAN 1 FLOOR, USE 8"
A
W
FOOTING SIZE AND REBAR
PER FOUNDATION PLAN
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
1'-0"
3'-0 3/4"
3'-1 1/4"
DRAFTED BY:
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
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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
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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
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L
I
M
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A
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Y
,
S
C
H
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M
A
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,
A
N
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/
O
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C
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P
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C
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A
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F
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M
A
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I
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H
A
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L
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S
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L
A
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F
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A
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C
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OF
C
O
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A
L
I
N
F
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A
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F
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F
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U
P
P
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I
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R
S
.
J.STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
WH
I
T
A
K
E
R
R
E
S
I
D
E
N
C
E
39
2
3
R
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a
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,
A
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a
c
o
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,
WA
9
8
2
2
1
J.STERLING
PAGE:
7 of 20
A2
FOUNDATION DETAILS
REVISION TABLE
NO.
DATE
DESCRIPTION
26
11/15/24
N
W01 3016 PIC W02 3016 PIC W03 3016 PIC
D03-3080
D04-3080
D06-3080
D05-3080UP
15'-9"19'-6"3'-0"18'-0"3'-0"
7'-0"16'-6 1/2"14'-3"8'-0"13'-5 1/2"
59'-3"
1'-3"
56"
0'-5 1/2"0'-9 1/2"
7'-0"12'-3"4'-6 1/2"
0'-9"
1'-0"
1'-0"
3'-0"
2'-6"
6'-0"
4'-0"
1'-3"
1'-3"
10'-0"
2'-6"
3'-3"
3'-0"
8"
6"
58"
9'-6"
0'-8"0'-6"
8'-3 1/2"0'-6"0'-8"14'-7"
24'-0"4'-8"3'-0"
0'-6"
3'-2"
0'-6"
3'-0"4'-8"
1'-3"
4'-0"
3'-0"
3'-0"
5'-9"
5'-6 1/2"
5'-2 1/2"
0'-6 1/2"
0'-6"
3'-3 1/2"
7'-8"
1'-6"
7'-5 1/2"
0'-8"
3'-7 1/2"
8'-9"
1'-0"
0'-8"
5'-1"
0'-6"
3'-9"
1'-6"
5'-9"
13'-9 1/2"15'-0"1'-11"5'-0"
14'-9" X 7'-0"
136 SQ FT
22'-6" X 22'-0"
515 SQ FT
14'-1" X 19'-2"
773 SQ FT
19'-11" X 11'-3"
225 SQ FT
5'-11" X 10'-1"
146 SQ FT
8'-3" X 4'-0"
38 SQ FT
3'-11" X 8'-3"
36 SQ FT
4'-7" X 4'-9"
28 SQ FT
MECH. / WINE CELLAR
GARAGE
ENTRY
ENTRY PORCH
ELEVATOR
DRIVEWAY
677.73 sq ft
MI
N
I
M
I
Z
E
SL
O
P
E
T
O
D
O
O
R
FLAGSTONE OR
PAVER PATIO AREA
STAIR
CLOSET
CRAWL SPACE
POTENTIAL
GENERATOR
PAD
DOOR LOCATION
PER ELEVATOR
DESIGN
12' CEILING
FURRED OUT WALL ONLY FOR
ELECTRICAL/DRYWALL.
INSULATION DEPTH NOT NEEDED
UNLESS CLIENT DESIRES IT.
RISE = 156 5/8"
RISERS = 7 1/2"-7 7/16"
TREAD DEPTH = 11"
TREADS = 19
VERIFY ON-SITE
LA
S
T
S
T
E
P
T
O
ST
A
N
D
O
U
T
F
R
O
M
WA
L
L
/
R
A
I
L
I
N
G
CO DET.
SMOKE DET.
12' CEILING
12' CEILING
SIM.
SIM.
CRAWLSPACE ACCESS 24" X 30" MIN.
- VERIFY LOCATION
17HD 17HD
VERIFY LOCATION
D01-18080
¢
66TEMP.
77
1313
1313
1616
1515
W04 3060 PIC W05 3060 PIC
23H @ 96"23H @ 96"
21H @ 120"21H @ 120"
66TEMP.
21H @ 120"21H @ 120"
BE
A
R
I
N
G
W
A
L
L
BE
A
R
I
N
G
W
A
L
L
71P71P
72P
72P
70P
70P
70P
70P
71P71P
71P
71P
70P70P
70P70P 70P70P
71P71P
70P70P
70P
70P
70P70P
70P70P
70P70P
1
A3
1
A3
1A31A3
1A31A3
1A31A3
1A31A3
1
A3
1
A3
71P
71P71P71P71P
71P
70P
70P
71P71P
1'-6"
9'-4"
0'-8"
0'-6"
4'-0"
8'-7"
5'-5"
59'-3"
15'-3 1/2"20'-5"23'-6 1/2"
5'-9"
1'-6"
5'-3"
12'-4 1/2"
2'-9"
5'-4 1/2"
4'-0"
33'-0"
8'-3"
45'-3"
5'-3"
23'-6"
11'-0"
1'-6"
41'-3"
11'-9"
11'-9"
72P72P
20H @ 96"
20H @ 96"
20H @ 96"20H @ 96"72P72P
71P71P 71P
71P
1'-3"17'-11"1'-3"
4'-0"
10'-10"
0'-8"
1'-0"
5'-9"
0'-8"
0'-6"
4'-10"
1'-0"
70P70P
0'-8"1'-2"
1'-2"
0'-8"
72P
72P20H @ 96"20H @ 96"20H @ 96"20H @ 96"
D02-3080
21H @ 120"21H @ 120"
20H @ 96"20H @ 96"
11
77M
77M
77M
77M
WH
9'-6"3'-6 1/2"7'-1"14'-7"
5'-5"5'-11 1/2"4'-3 1/2"4'-3 1/2"15'-9"
DOOR SCHEDULE
#QTY FLOOR SIZE WIDTH HEIGHT DESCRIPTION
D01 1 1 18080 216"96"GARAGE-DOORD02 1 1 3080 36"96"EXT. HINGE
D03 1 1 3080 36"96"HINGE
D04 1 1 3080 36"96"HINGED05 1 1 3080 36"96"HINGE
D06 1 1 3080 36"96"HINGE
D07 1 2 3068 36"80"EXT. HINGE
D08 1 2 3068 36"80"EXT. HINGE
D09 1 2 21068 34"80"POCKET
D10 1 2 21068 34"80"POCKET
D11 1 2 21068 34"80"HINGED12 1 2 2868 32"80"HINGE
D13 1 2 21068 34"80"HINGE
D14 1 2 21068 34"80"HINGED15 1 2 3068 36"80"HINGE
D16 1 2 21068 34"80"HINGE
D17 1 3 3068 36"80"HINGE
D19 1 3 3068 36"80"HINGE
D20 1 3 3068 36"80"HINGE
D21 1 3 3068 36"80"POCKET
D22 1 3 3068 36"80"POCKETD23 1 3 3068 36"80"POCKET
D24 1 3 3068 36"80"HINGE
D25 1 3 3068 36"80"POCKET
WINDOW SCHEDULE
NUMBER QTY FLOOR SIZE WIDTH HEIGHT EGRESS TEMPERED DESCRIPTION
W01 1 1 3016 36"18"PIC
W02 1 1 3016 36"18"PICW03 1 1 3016 36"18"PIC
W04 1 1 3060 36"72"YES PIC
W05 1 1 3060 36"72"YES PICW06 1 2 4026 48"30"PIC
W07 1 2 4026 48"30"PIC
W08 1 2 4026 48"30"PIC
W09 1 2 4026 48"30"PIC
W10 1 2 4060 48"72"PIC
W11 1 2 4060 48"72"PIC
W12 1 2 4060 48"72"PICW13 1 2 4060 48"72"PIC
W14 1 2 3050 36"60"YES CASE
W15 1 2 8080 96"96"YES PATIO DOORW16 1 2 3050 36"60"YES CASE
W17 1 2 3660 42"72"PIC
W18 1 2 3660 42"72"PIC
W19 1 2 3660 42"72"PIC
W20 1 2 3060 36"72"CASE
W21 1 2 3048 36"56"CASE
W22 1 2 3038 36"44"CASEW23 1 2 3038 36"44"FIX CASE
W24 1 2 3038 36"44"CASE
W25 1 2 3050 36"60"CASEW26 1 3 3060 36"72"YES PIC
W27 1 3 3060 36"72"YES PIC
W28 1 3 3060 36"72"YES PIC
W29 1 3 3060 36"72"YES PIC
W30 1 3 2060 24"72"YES CASE
W31 1 3 8080 96"96"YES PATIO DOOR
W32 1 3 2060 24"72"YES CASEW33 1 3 2030 24"36"CASE
W34 1 3 5016 60"18"PIC.
W35 1 3 3038 36"44"CASEW36 1 3 3038 36"44"FIX CASE
W37 1 3 3038 36"44"CASE
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'
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 DRAFTED BY:
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J.STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
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J.STERLING
PAGE:
8 of 20
A3
BASEMENT FLOOR
PLAN
REVISION TABLE
NO.
DATE
DESCRIPTION
1
12/20/24
MOVED CRAWL ACCESS OVER
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 and Main Floor Framing
All floor and waterproof deck sheathing is 12FD, typ.
Interior bearing walls are indicated with dashed red line.
Stair framing: 0PA and code.
Foundaon and Retaining Walls
- Locaon of foong steps and / or transions between retaining wall types shown are
approximate only and may vary depending on field condions.
Foong dashed lines may not be to scale, foong 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.
1,070 SQ.FT.
OUTSIDE STORAGE
PLAN AREAS
MAIN FLOOR
GARAGE
1,768 SQ.FT.
515 SQ.FT.
COVERED DECK 192 SQ.FT.
67 SQ.FT.
BASEMENT 224 SQ.FT.
TOTAL LIVING AREA:3,189 SQ.FT.
UPPER FLOOR
BASEMENT SIDE PORCH 130 SQ.FT.
127 SQ.FT.MECH./WINE CELLAR
DECK 110 SQ.FT.
ENTRY PORCH 225 SQ.FT.
-
-
-
-
- 26
11/15/24
N
7'-0"16'-6 1/2"14'-3"8'-0"13'-5 1/2"
59'-3"
5'-3"
11'-9"
11'-9"
11'-0"
1'-6"
1'-6"
4'-0"
7'-3"
5'-3"
12'-4 1/2"
8'-1 1/2"
8'-3"
15'-3 1/2"20'-5"23'-6 1/2"
0'-6"16'-0 1/2"
41'-3"
41'-3"
11'-9"
10'-9"
5
A10
5
A10
4
A10
4
A10
2
A9
2
A9
2
A9
2
A9
1
A9
1
A9
1
A9
1
A9
3
A9
3
A9
3
A9
3
A9
BE
A
R
I
N
G
W
A
L
L
BE
A
R
I
N
G
W
A
L
L
71P71P
72P
72P
70P
70P
70P
70P
71P71P
71P
71P
70P70P
70P70P 70P70P
71P71P
70P70P
1.
7
x
1
1
.
8
L
V
L
F
L
O
O
R
B
E
A
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70P
70P
70P70P
59'-3"
70P70P
70P70P
53B
53B
64J - 11 7/8" BCI 6000 1.8 16" O.C.
12 FD FLOOR DIAPHRAGM
64J - 11 7/8" BCI 6000 1.8 16" O.C.
12 FD FLOOR DIAPHRAGM
1'-6"
0'-6"
10'-0 1/2"
51B
51B
1.
7
x
1
1
.
8
L
V
L
F
L
O
O
R
B
E
A
M
6'-0"
5'-3"
DECK PAVERS AND WATERPROOF DECK SYSTEM
4 x 12 PT JOISTS 24" O.C..
1/4:12 PITCH FOR DRAINAGE
FUR DOWN CEILING BELOW - VERIFY TYP. W/ CUSTOMER
12 FD FLOOR DIAPHRAGM
8'-3"
3'-0"
1'-3"
4'-0"
6'-5 1/2"
5'-0 1/2"
12'-0"
3'-7"
6'-11"
F
A4
F
A4
EA4EA4
DA4DA4
1'-4"
AA4AA4
D
A4
D
A4
DA4DA4
D
A4
D
A4
D
A4
D
A4
D
A4
D
A4
D
A4
D
A4
1.7x11.8 LVL
FLOOR BEAM 56B56B
AA4AA4
AA4AA4
AA4AA4
A
A4
A
A4
5.5 X 7.5 GLB
DROPPED FLOOR BEAM52B52B
5.5 X 18 GLB FLOOR BEAM
WRAP BOTTOM50B50B
5'-1 1/2"
6'-5 1/2"
0'-8"
71P
71P71P71P71P
71P
70P
70P
71P71P
BA4BA4
5.5 X 10.5 GLB
DROPPED FLOOR BEAM54B54B
B
A4
B
A4
B
A4
B
A4
BA4BA4
PROPOSED SCUPPER/
DRAIN LOCATION
5.5 X 12 PT GLB DECK BEAM
- TOP PER 1/4:12 SLOPE 55B55B
B
A4
B
A4
81L81L
PROPOSED SCUPPER/
DRAIN LOCATION
72P72P
72P72P
71P71P 71P
71P
70P70P
72P
72P
1'-3"17'-11"1'-3"
77M
77M
77M
77M
57B
57B
1.
7
x
1
1
.
8
L
V
L
FL
O
O
R
B
E
A
M
1'-3"
7'-0"
3'-0"
5'-9 1/2"
2'-11 1/2"
8'-7"
0'-7 1/2"
6'-3 1/2"
3'-9"
0'-6"
1'-6"
11'-3"
5'-9 1/2"
4'-9 1/2"
0'-6"
0'-8"
5'-9"
12'-0"
0'-6"
DA4DA4
D
A4
D
A4
WATER PROOF DECKMEMBRANE SYSTEM @
TOP PLATE HANGER
NOT TO SCALE
BEND TAB ANDFASTEN WITH 10dx11/2" NAILS WHENWEB STIFFENERSARE NOT USED
Simpson Strong-Tie
ITS11.88
30 LB FELT OR SUITABLE BARRIER
TO BE USED BETWEEN HANGER AND
ACQ-D & CA-B TREATED SILL
SILL SEAL
AA
(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
Boise
R
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®
RIMBOARD
NOT TO SCALEDD
12
1/4
24 X 24 CONCRETEPAVER DECKING
PAVER
PEDESTALS
ADDED 2 X BLOCKING
FOR DEPTH
4 X 12 PT. JOIST 16" O.C.
SIDING PER PLAN
TYVEK HOUSE WRAP
7/16 OSB SHEATHING
SIMPSON ZMAX LUS210
FASTEN 2X PT LEDGER WITH
(3) ROWS OF 1/4" X 4 1/2" SDS
SCREWS @ 16" O.C.
2 X 12 TREATED
DECK LEDGER
FLASHING
HOLD DOWN TO TIEINTO BLOCKINGCONNECTED TOTOP PLATE SIMPSON DTT1Z AS REQUIRED(4) LOCATIONS EVENLY DISTRIBUTEDINSTALL (1) WITHIN 24" OF EACH END- ALT. USE DTT2Z
MEMBRANE TO GO UP WALL
APPROVED
ISOLATION PAD
MEMBRANE
FELT BACKER
DENSSHIELD
3/4" OSB
DECK/HOUSE CONNECTION
SCALE: 3/4" = 1'
DRAIN SPOUT
SOFFIT MATERIAL PER PLAN
24 X 24 PAVER DECKING
VERIFY PAVER TYP.
PAVER PEDESTALS
12
1/4
CUSTOM METAL
FLASHING W/ DRIP EDGE
SIMPSON HANGER
SCUPPER
3" PIPE
WATER PROOF DECK MEMB.
TO LAP OVER FASCIA EDGE
MIN. 6" OVERLAP
4 X 12 PT. JOIST 24" O.C.
HARDI FASCIA MATERIAL
58B - 5.5 X 15 BEARING
P.T. DECK BEAM
FIR DOWN JOIST FOR FLAT CEILING
APPROVED
ISOLATION PAD
MEMBRANE
FELT BACKER
DENSSHIELD
WATER PROOF DECK MEMBRANE SYSTEM
PER MANUFACTURERS DETAILS
3/4" OSB
DECK/HOUSE CONNECTION
SCALE: 3/4" = 1'
SLOPE
CANT STRIP IF NECESSARY
SCUPPER SCREEN
LEVEL REVEAL - BUTT INTO FLASHING
ATTATCH TO METAL
FLASH - SILICONE TO SEAL
WATER PROOF DECK MEMBRANE SYSTEM
PER MANUFACTURERS DETAILS
SOFFIT MATERIAL PER PLAN
FIR DOWN JOIST FOR FLAT CEILING
SOFFIT VENT
EE
SOFFIT VENT
PER DECK BUILDUP
FF
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U
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D
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S
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J.STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
WH
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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.
J.STERLING
PAGE:
9 of 20
A4
MAIN FLOOR-FRAMING
PLAN
REVISION TABLE
NO.
DATE
DESCRIPTION
Lower Level Walls and Main Floor Framing
- All floor and waterproof deck sheathing is 12FD, typ.
- Interior bearing walls are indicated with dashed red line.
- Stair framing: 0PA and code.
1,070 SQ.FT.
OUTSIDE STORAGE
PLAN AREAS
MAIN FLOOR
GARAGE
1,768 SQ.FT.
515 SQ.FT.
COVERED DECK 192 SQ.FT.
67 SQ.FT.
BASEMENT 224 SQ.FT.
TOTAL LIVING AREA:3,189 SQ.FT.
UPPER FLOOR
BASEMENT SIDE PORCH 130 SQ.FT.
127 SQ.FT.MECH./WINE CELLAR
DECK 110 SQ.FT.
ENTRY PORCH 225 SQ.FT.
26
11/15/24
UP DN
W14 3050 CASE W15 8080 PATIO DOOR W16 3050 CASE
W10 4060 PIC
W06 4026 PIC
W11 4060 PIC
W07 4026 PIC
W12 4060 PIC
W08 4026 PIC
W13 4060 PIC
W09 4026 PIC
D14-21068
D13-21068
W22 3038 CASEW23 3038 FIX CASEW24 3038 CASE
D15-3068
W25 3050 CASE
D08-3068
D09-21068
D16-21068
D10-21068
D11-21068
W21 3048 CASE
W17 3660 PIC W18 3660 PIC W19 3660 PIC
D07-3068
1'-3"
2'-9"
1'-6"
3'-9"
0'-9"
7'-3"
3'-0"
12'-3"
3'-0"
1'-6"
8'-3"
4'-0"
5'-3"
27'-9"
8'-3"
8'-3"
3'-0"
56"
43'-11 1/2"15'-3 1/2"
2'-0 1/2"
2'-0"
2'-0"
8'-9"
6'-0"
8'-9"
8'-3 1/2"
3'-7"
6'-0"6'-3"
58"
1'-3"
12'-6"1'-3"
45'-3"
1'-10"
8'-5 1/2"3'-0"5'-1"
2'-1 1/2"
3'-0"
0'-6"
3'-0"
0'-6"
3'-0"
2'-1 1/2"
2'-5"3'-2"2'-5"
1'-0"
3'-2"9'-3 1/2"
2'-1 1/2"
3'-6"
0'-6"
3'-6"
0'-6"
3'-6"
2'-1 1/2"
2'-3"3'-0"
0'-6"
8'-0"
0'-6"
3'-0"2'-3"3'-3"4'-0"
0'-6"
4'-0"
0'-6"
4'-0"
0'-6"
4'-0"3'-3"
12'-3"2'-4 1/2"1'-11"14'-3"8'-0"13'-5 1/2"
7'-4" X 6'-1"
53 SQ FT
12'-6" X 4'-9"
67 SQ FT
21'-0" X 22'-6"
542 SQ FT
13'-3" X 11'-2"
152 SQ FT
11'-5" X 10'-8"
137 SQ FT
4'-7" X 4'-9"
23 SQ FT
2'-0" X 4'-6"
12 SQ FT
15'-0" X 5'-6"
71 SQ FT
5'-11" X 7'-5"
44 SQ FT
4'-5" X 2'-0"
11 SQ FT
19'-4" X 2'-11"
59 SQ FT
15'-0" X 11'-0"
179 SQ FT
8'-5" X 3'-7"
33 SQ FT
2'-0" X 4'-6"
12 SQ FT
20'-1" X 5'-4"
115 SQ FT
20'-5" X 8'-3"
167 SQ FT
ELEVATOR
LIVING ROOM
BU
I
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T
I
N
B
E
N
C
H
BATHROOM
DINING
36" REF.BEDROOM 1 BEDROOM 2
CLOSET
CLOSET
CLOSET
OUTSIDE STORAGE
POWDER
HALL
FU
L
L
H
T
.
PA
N
T
R
Y
CA
B
I
N
E
T
HALL
9' CEILING9' CEILING
9' CEILING9' CEILING
12' CEILING
WATERPROOF PAVER DECK
SH
O
W
E
R
P
A
N
W
/
TIL
E
D
W
A
L
L
S
DW
9' CEILING
9' CEILING
BE
V
E
R
A
G
E
CO
O
L
E
R
GAS FIREPLACE
VERIFY DESIGN W/ OWNER
FU
L
L
H
T
.
PA
N
T
R
Y
CA
B
I
N
E
T
POTENTIAL
GENERATOR
PAD
CONCRETE SLAB FLOOR
DOOR LOCATION
PER ELEVATOR
DESIGN
9' CEILING
CO DET.
SMOKE DET.
SMOKE DET.
SMOKE DET.
50 CFM MIN
50 CFM MIN
ATTIC ACCESS
9' CEILING
PORCH
COVERED WATERPROOF DECK
ISLAND LOCATION
T.B.D. BY OWNER
FU
L
L
Y
W
R
A
P
WI
N
D
O
W
5'-9" X 9'-8"
76 SQ FT
14'-9" X 15'-10"
255 SQ FT
8'-3" X 11'-3"
95 SQ FT
W20 3060 CASE
KITCHEN
¢
¢
11
11
11
22 22
22
44
44
44
44
44
55
1010
1010
1212
1313 1313
1313 1313
1414 RISE = 121 3/4"
RISERS = 7 9/16"
TREAD DEPTH = 11"
TREADS = 14
VERIFY ON-SITE
¢
20H @ 80"20H @ 80"20H @ 80"20H @ 80"20H @ 80"20H @ 80"
55
20H @ 80"20H @ 80"20H @ 96"20H @ 96"
20H @ 96"20H @ 96"
20H @ 96"
20H @ 96"
20H @ 96"
20H @ 96"
20H @ 96"20H @ 96"20H @ 96"20H @ 96"
20H @ 96"20H @ 96"21H @ 96"21H @ 96"20H @ 96"20H @ 96"
MID - 20H @ 96"MID - 20H @ 96"
UPPER - 20H @ 135"UPPER - 20H @ 135"
71P71P
BB
6 X 10 DF#2 BEAM
WRAPPED - TOP @ 109 1/8"
44B44B
37B
37B
5.
5
x
1
2
G
L
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P
.
CE
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G
B
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@
1
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9
1
/
8
"
71P71P
70P
70P
70P
70P
71P71P
72P
72P
71P71P
47B47B
3.5 x 12 GLB EXP.
CEILING BEAM
- TOP @ 109 1/8"
70P
70P 70P70P
D12-2868
BE
A
R
I
N
G
W
A
L
L
70P
70P
4 X 10 DF#2 FLOOR
BEAM BELOW
- TOP IN LINE WITH
STAIR LANDING
- SEE BUILDING
SECTION 2
70P70P
46B46B
70P
70P
BE
A
R
I
N
G
W
A
L
L
BE
A
R
I
N
G
W
A
L
L
71P
71P
BE
A
R
I
N
G
W
A
L
L
STAIR
71P
71P
BE
A
R
I
N
G
W
A
L
L
70P
70P
5'-3"
23'-6"
11'-0"
1'-6"
4'-0"
45'-3"
59'-3"
7'-0"16'-6 1/2"13'-9 1/2"15'-0"6'-11"
19'-3"4'-7"2'-0"FURR CEILING
UNDER LANDING TO
PANTRY/BED 2 WALL
5.
5
x
1
2
G
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41B
41B
39B
39B
5.5
x
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B
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A
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@
1
0
9
1
/
8
"
59'-3"
72P72P
1'-6"
5'-0"
2'-4 1/2"
3'-9 1/2"
6'-5 1/2"
5'-1 1/2"
5'-9"
3'-0"
3'-0"
5'-3"
15'-9"19'-6"24'-0"
72P72P
UPPER - 21H @ 135"UPPER - 21H @ 135"
77M
77M
77M
77M
77M
77M
MID - 20H @ 96"MID - 20H @ 96"
77M
77M
77M
77M
21'-1"5'-1 1/2"6'-6 1/2"3'-11 1/2"4'-4"15'-9"
70P70P
2'-11 1/2"
3'-6"
0'-11"
8'-10 1/2"
2'-9"
5'-3 1/2"
3'-5 1/2"20H @ 96"20H @ 96"
77M
77M
77M
77M
71P
71P
6'-3"
1'-2 1/2"
11'-9 1/2"
77M
77M
77M
77M
1'-9"
2'-0 1/2"
2'-4 1/2"
5'-0"
71P
71P
3'-9"
1'-6"
4'-0"
MUD/PANTRY
9' CEILING
LVP FLOORING
71P71P 71P
71P
70P70P
71P71P11'-11 1/2"4'-9"4'-0"7'-2 1/2"2'-5"6'-7 1/2"15'-3 1/2"
2'-0"
5'-1 1/2"2'-4 1/2"3'-10 1/2"8'-7"15'-9"
4'-6"
2'-7 1/2"
1'-3"
2'-9"
1'-6"
10'-2 1/2"
0'-11"
3'-10 1/2"
8'-0 1/2"
5'-5 1/2"
11'-3"
BE
A
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G
W
A
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L
N
DOOR SCHEDULE
#QTY FLOOR SIZE WIDTH HEIGHT DESCRIPTION
D01 1 1 18080 216"96"GARAGE-DOORD02 1 1 3080 36"96"EXT. HINGE
D03 1 1 3080 36"96"HINGE
D04 1 1 3080 36"96"HINGED05 1 1 3080 36"96"HINGE
D06 1 1 3080 36"96"HINGE
D07 1 2 3068 36"80"EXT. HINGE
D08 1 2 3068 36"80"EXT. HINGE
D09 1 2 21068 34"80"POCKET
D10 1 2 21068 34"80"POCKET
D11 1 2 21068 34"80"HINGED12 1 2 2868 32"80"HINGE
D13 1 2 21068 34"80"HINGE
D14 1 2 21068 34"80"HINGED15 1 2 3068 36"80"HINGE
D16 1 2 21068 34"80"HINGE
D17 1 3 3068 36"80"HINGE
D19 1 3 3068 36"80"HINGE
D20 1 3 3068 36"80"HINGE
D21 1 3 3068 36"80"POCKET
D22 1 3 3068 36"80"POCKETD23 1 3 3068 36"80"POCKET
D24 1 3 3068 36"80"HINGE
D25 1 3 3068 36"80"POCKET
WINDOW SCHEDULE
NUMBER QTY FLOOR SIZE WIDTH HEIGHT EGRESS TEMPERED DESCRIPTION
W01 1 1 3016 36"18"PIC
W02 1 1 3016 36"18"PICW03 1 1 3016 36"18"PIC
W04 1 1 3060 36"72"YES PIC
W05 1 1 3060 36"72"YES PICW06 1 2 4026 48"30"PIC
W07 1 2 4026 48"30"PIC
W08 1 2 4026 48"30"PIC
W09 1 2 4026 48"30"PIC
W10 1 2 4060 48"72"PIC
W11 1 2 4060 48"72"PIC
W12 1 2 4060 48"72"PICW13 1 2 4060 48"72"PIC
W14 1 2 3050 36"60"YES CASE
W15 1 2 8080 96"96"YES PATIO DOORW16 1 2 3050 36"60"YES CASE
W17 1 2 3660 42"72"PIC
W18 1 2 3660 42"72"PIC
W19 1 2 3660 42"72"PIC
W20 1 2 3060 36"72"CASE
W21 1 2 3048 36"56"CASE
W22 1 2 3038 36"44"CASEW23 1 2 3038 36"44"FIX CASE
W24 1 2 3038 36"44"CASE
W25 1 2 3050 36"60"CASEW26 1 3 3060 36"72"YES PIC
W27 1 3 3060 36"72"YES PIC
W28 1 3 3060 36"72"YES PIC
W29 1 3 3060 36"72"YES PIC
W30 1 3 2060 24"72"YES CASE
W31 1 3 8080 96"96"YES PATIO DOOR
W32 1 3 2060 24"72"YES CASEW33 1 3 2030 24"36"CASE
W34 1 3 5016 60"18"PIC.
W35 1 3 3038 36"44"CASEW36 1 3 3038 36"44"FIX CASE
W37 1 3 3038 36"44"CASE
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'
DRAFTED BY:
TH
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.
J.STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
WH
I
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3
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WA
9
8
2
2
1
J.STERLING
PAGE:
10 of 20
A5
MAIN FLOOR PLAN
REVISION TABLE
NO.
DATE
DESCRIPTION
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 Roofs, Mid-Level Walls and Upper Floor Framing
- Roof diaphragm is 11RD, typ.
- Truss layout is as shown. Truss design and analysis by others.
- All floor and waterproof deck sheathing is 12FD, typ.
- Interior bearing walls are indicated with dashed red line.
- Stair framing: 0PA and code.
- Fireplace and chimney framing: 0PA and code.
1,070 SQ.FT.
OUTSIDE STORAGE
PLAN AREAS
MAIN FLOOR
GARAGE
1,768 SQ.FT.
515 SQ.FT.
COVERED DECK 192 SQ.FT.
67 SQ.FT.
BASEMENT 224 SQ.FT.
TOTAL LIVING AREA:3,189 SQ.FT.
UPPER FLOOR
BASEMENT SIDE PORCH 130 SQ.FT.
127 SQ.FT.MECH./WINE CELLAR
DECK 110 SQ.FT.
ENTRY PORCH 225 SQ.FT.
26
11/15/24
Dishwasher air gap
required at or above the
flood level of the sink
(UPC 807.3)
1'-3"
1'-3"
1'-6"
4'-6"
22'-0"
5'-0"
3'-0"
36'-0"
15'-9"19'-6"24'-0"
59'-3"
9'-0 1/2"
5'-8 1/2"
8'-3 1/2"
0'-5 1/2"
11'-0"
23'-0 1/2"
1'-3"
1'-3"
5'-5"14'-6 1/2"
5
A10
5
A10
4
A10
4
A10
2
A9
2
A9
2
A9
2
A9
1
A9
1
A9
1
A9
1
A9
3
A9
3
A9
3
A9
3
A9
71P71P
BB
6 X 10 DF#2 BEAM
WRAPPED - TOP @ 109 1/8"
44B44B
37B
37B
5.
5
x
1
2
G
L
B
E
X
P
.
CE
I
L
I
N
G
B
E
A
M
-
T
O
P
@
1
0
9
1
/
8
"
71P71P
70P
70P
70P
70P
71P71P
72P
72P
71P71P
47B47B
3.5 x 12 GLB EXP.
CEILING BEAM
- TOP @ 109 1/8"
70P
70P 70P70P
59'-3"
64
J
-
1
1
7
/
8
"
B
C
I
6
0
0
0
1
.
8
1
6
"
O
.
C
.
12
F
D
F
L
O
O
R
D
I
A
P
H
R
A
G
M
BE
A
R
I
N
G
W
A
L
L
70P
70P
4 X 10 DF#2 FLOOR
BEAM BELOW
- TOP IN LINE WITH
STAIR LANDING
- SEE BUILDING
SECTION 2
70P70P
46B46B
1'-6"
5'-0"
5'-7"
0'-11"
8'-7"
11'-5"
1'-6"
64
J
-
1
1
7
/
8
"
B
C
I
6
0
0
0
1
.
8
1
6
"
O
.
C
.
12
F
D
F
L
O
O
R
D
I
A
P
H
R
A
G
M
70P
70P
5.5 x 13.5 GLB FLOOR BEAM
- BOT. @ 109 1/8"35B35B
BE
A
R
I
N
G
W
A
L
L
BE
A
R
I
N
G
W
A
L
L
42B42B
1.7x11.8 LVL FLOOR BEAM
BOT. @ 109 1/8"
DROPPED SHOWER
AREA
2 x 10 LVL JOISTS
16" O.C.
42B
42B
71P
71P
BE
A
R
I
N
G
W
A
L
L
1.7
x
1
1
.
8
L
V
L
F
L
O
O
R
B
E
A
M
BO
T
.
@
1
0
9
1
/
8
"
45B
45B
71P
71P
WALKABLE WATERPROOF MEMBRANE DECK SYSTEM
2 x 10 JOISTS 16" O.C.
1/4:12 PITCH FOR DRAINAGE
FUR DOWN CEILING BELOW
12 FD FLOOR DIAPHRAGM
3'-0"
7'-7"
9'-5 1/2"
11'-4"
2 x 10 LVL RIM
- TOP PER 1/4:12 SLOPE
BE
A
R
I
N
G
W
A
L
L
0'-5 1/2"
4'-8"6'-6 1/2"8'-3 1/2"15'-9"
36B
36B
D
A6
D
A6
D
A6
D
A6
1.7x11.8 LVL
FLOOR BEAM
BOT. @ 109 1/8"
38B38B
D
A6
D
A6
D
A6
D
A6
D
A6
D
A6
D
A6
D
A6
C
A6
C
A6
70P
70P
C
A6
C
A6
DA6DA6
DA6DA6
D
A6
D
A6
B
A6
B
A6
GA6GA6
81L81L
FURR CEILING
UNDER LANDING TO
PANTRY/BED 2 WALL
5.
5
x
1
2
G
L
B
B
E
A
M
-
T
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P
@
1
0
9
1
/
8
"
-
E
X
P
.
@
O
P
E
N
I
N
G
S
41B
41B
39B
39B
5.5
x
1
2
G
L
B
E
X
P
.
C
E
I
L
I
N
G
B
E
A
M
- T
O
P
@
1
0
9
1
/
8
"
BA6BA6
B
A6
B
A6
72P72P
72P72P
77M
77M
77M
77M
77M
77M
77M
77M
77M
77M
70P70P
77M
77M
77M
77M
71P
71P
77M
77M
77M
77M
71P
71P
(2) 1.7x11.8 LVL FLOOR BEAM
BOT. @ 109 1/8"43B43B
7'-0"11'-11 1/2"
2'-4 1/2"2'-2 1/2"
14'-3"8'-0"6'-5 1/2"7'-0"
71P71P
CA6CA6
71P
71P
70P70P
CA6CA6
21'-7 1/2"2'-5"11'-8"
71P71P
1.7
x
1
1
.
8
L
V
L
F
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O
O
R
B
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A
M
-
B
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T
.
@
1
0
9
1
/
8
"
C
A6
C
A6
40B40B5.5 x 12 GLB FLOOR BEAM
BOT. @ 109 1/8"
GA6GA6
1'-6"
7'-4 1/2"
3'-9 1/2"
6'-9"
4'-10"
5'-9"
3'-0"
3'-0"
45B
45B
BE
A
R
I
N
G
W
A
L
L
BB
GG
AA DDCC
Face Mount
Joist hanger
Nail Boise Rimboard
NOT TO SCALE
Versa-Lam or Boise GLULAM Beam:®
to BCI joist with 8d
NOT TO SCALE NOT TO SCALE NOT TO SCALE
Beam width shall exceed
nail into each flange.
Boise
R
i
m
b
o
a
r
d
2x specified hanger nail length
®
SCALE: 3/4" = 1'
5/8" SHEETROCK
FIR DOWN JOIST FOR FLAT CEILING
WATER PROOF DECK MEMB.
TO LAP OVER FASCIA EDGE
ALUM. DRIP EDGE
GUTTER
5/4" FASCIA MATERIAL
12
1/4
FACE MOUNT
- ATTACH TO METAL FLASH
- SILICONE TO SEAL
CUSTOM METAL
FLASHING W/ DRIP EDGE
ALUM. DRIP EDGE
SLOPE
(WALL OR BEAM)BEND TAB ANDFASTEN WITH 10dx11/2" NAILS WHENWEB STIFFENERSARE NOT USED
TOP PLATE HANGER
Simpson Strong-Tie
ITS11.88
RIMBOARD
(Seismic Design Categories D1 & D2)
SILL SEAL
Nailing per local
30 LB FELT OR SUITABLE BARRIER
TO BE USED BETWEEN HANGER AND
ACQ-D & CA-B TREATED SILL
Blocking
BCI Joist
code provisions
Bearing
Floor Joist Blocking per IRC 502.7
CONTINUOUS BLOCKING
Intermediate
JOIST TO BEAM
SIDING PER PLAN
7/16 OSB SHEATHING
WALKABLE DECK MEMBRANE
TYVEK HOUSE WRAP
FELT BACKER
DENSSHIELD
FLASHING
3/4" OSB
DECK/HOUSE CONNECTION
WATER PROOF DECKMEMBRANE SYSTEM @
MEMBRANE TO GO UP WALL
R-38 INSULATION
WATER PROOF DECK MEMBRANE SYSTEM
PER MANUFACTURERS DETAILS
2 x10 DF#2 @ 16" O.C.
SIMPSON HANGER OR SIM.
N
DRAFTED BY:
TH
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.
J.STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
WH
I
T
A
K
E
R
R
E
S
I
D
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39
2
3
R
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s
,
WA
9
8
2
2
1
J.STERLING
PAGE:
11 of 20
A6
UPPER FLOOR-
FRAMING PLAN
REVISION TABLE
NO.
DATE
DESCRIPTION
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.
1,070 SQ.FT.
OUTSIDE STORAGE
PLAN AREAS
MAIN FLOOR
GARAGE
1,768 SQ.FT.
515 SQ.FT.
COVERED DECK 192 SQ.FT.
67 SQ.FT.
BASEMENT 224 SQ.FT.
TOTAL LIVING AREA:3,189 SQ.FT.
UPPER FLOOR
BASEMENT SIDE PORCH 130 SQ.FT.
127 SQ.FT.MECH./WINE CELLAR
DECK 110 SQ.FT.
ENTRY PORCH 225 SQ.FT.
Lower Roofs, Mid-Level Walls and Upper Floor Framing
- Roof diaphragm is 11RD, typ.
- Truss layout is as shown. Truss design and analysis by others.
- All floor and waterproof deck sheathing is 12FD, typ.
- Interior bearing walls are indicated with dashed red line.
- Stair framing: 0PA and code.
- Fireplace and chimney framing: 0PA and code.
26
11/15/24
DN
D22-3068
D19-3068
W33 2030 CASE
W26 3060 PIC W27 3060 PIC W28 3060 PIC W29 3060 PIC
W34 5016 PIC.
D21-3068
W30 2060 CASE W31 8080 PATIO DOOR W32 2060 CASE
D17-3068
D20-3068
D25-3068
D24-3068
W35 3038 CASEW36 3038 FIX CASEW37 3038 CASE
D23-3068
14'-3"21'-5 1/2"
5'-9"
2'-0"
18'-9"
1'-6"
4'-6"
6'-7 1/2"
5'-4 1/2"
10'-0"
5'-0"
8'-9"
5'-1 1/2"
9'-0"
10'-1 1/2"
2'-1 1/2"3'-0"
0'-6"
3'-0"
0'-6"
3'-0"2'-1 1/2"7'-6"6'-8"7'-3 1/2"
20'-5"15'-3 1/2"
33'-0"
1'-6"
4'-1 1/2"
7'-3 1/2"
4'-0 1/2"
56"
33'-0"
35'-8 1/2"
3'-5 1/2"3'-0"
0'-6"
3'-0"
0'-6"
3'-0"
0'-6"
3'-0"3'-5 1/2"
8'-6"5'-0"7'-11 1/2"
2'-0"
5'-1 1/2"
4'-7"
4'-5"
2'-0"
2'-0"
4'-5"
35'-8 1/2"
5'-5"6'-3 1/2"8'-3"
6'-0"
14'-11" X 14'-7"
239 SQ FT
4'-7" X 4'-9"
25 SQ FT
5'-10" X 10'-7"
79 SQ FT13'-3" X 9'-7"
161 SQ FT 6'-5" X 4'-0"33 SQ FT
19'-5" X 10'-2"
226 SQ FT
4'-2" X 6'-4"
28 SQ FT
8'-3" X 9'-5"
79 SQ FT
11'-5" X 10'-7"
109 SQ FT
3'-2" X 6'-3"26 SQ FT
ELEVATOR
PRIMARY BEDROOMSTAIR
OFFICE PRIMARY CLOSET
BE
N
C
H
SITTING AREA
HALL
PRIMARY BATH
WALKABLE WATERPROOF
MEMBRANE SYSTEM
CURBLESS
SHOWER
DOOR
9' CEILING
9' CEILING
9' CEILING
9' CEILING
9' CEILING
9' CEILING
CAT DOOR
ONTO DECK
UNDER WINDOW
BUILT-IN TUB
JETTED
PRIMARY
SHOWER
W.C.
9' CEILING
DOOR LOCATION
PER ELEVATOR
DESIGN
CO DET.
SMOKE DET.
SMOKE DET.
50 CFM MIN 50 CFM MIN
ATTIC ACCESS
7DS
W D
LAUNDRY
9' CEILING
FULL HT.
HANGING
ROD
50
C
F
M
M
I
N
15'-3" X 4'-11"
76 SQ FT
6'-11 1/2"6'-6 1/2"
3068
COVERED DECK
7'-6 1/2"6'-3"
5'-1 1/2"
2'-1 1/2"
4'-5"8'-3 1/2"15'-9"
58"
11
11
33
22
44
33
22
66TEMP.
1010 1010
1313
1313
1313
1313
13'-9 1/2"6'-2"2'-1"6'-8"3'-0"4'-0"
21H @ 96"21H @ 96"20H @ 96"20H @ 96"20H @ 96"20H @ 96"20H @ 96"20H @ 96"
20H @ 96"20H @ 96"
5.
5
x
1
3
.
5
G
L
B
CA
N
T
I
L
E
V
E
R
R
O
O
F
B
E
A
M
- T
O
P
@
1
0
9
1
/
8
"
.
T
H
I
S
E
N
D
C
O
N
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22H @ 96"22H @ 96"20H @ 96"20H @ 96"
20H @ 80"
20H @ 80"
21H @ 80"21H @ 80"
20H @ 80"20H @ 80"21H @ 80"21H @ 80"20H @ 80"20H @ 80"
0'-11 1/2"2'-0"
0'-6"
8'-0"
0'-6"
2'-0"
1'-4"5.
5
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72P
72P
71P71P
31B
31B
5.5 x 13.5 GLB - TOP @ 109 1/8"
- EXPOSED30B30B
4'-0"11'-9"6'-2"2'-1 1/2"4'-1 1/2"
20'-4 1/2"
4'-5"
2'-2 1/2"
4'-6"
12'-7 1/2"
9'-9"
10'-7 1/2"
77M
77M
77M
77M
77M
77M
77M77M77M
77M
77M
77M
77M
77M
71P
71P
5'-0"
44
99
1010
1111
N
DOOR SCHEDULE
#QTY FLOOR SIZE WIDTH HEIGHT DESCRIPTION
D01 1 1 18080 216"96"GARAGE-DOORD02 1 1 3080 36"96"EXT. HINGE
D03 1 1 3080 36"96"HINGE
D04 1 1 3080 36"96"HINGED05 1 1 3080 36"96"HINGE
D06 1 1 3080 36"96"HINGE
D07 1 2 3068 36"80"EXT. HINGE
D08 1 2 3068 36"80"EXT. HINGE
D09 1 2 21068 34"80"POCKET
D10 1 2 21068 34"80"POCKET
D11 1 2 21068 34"80"HINGED12 1 2 2868 32"80"HINGE
D13 1 2 21068 34"80"HINGE
D14 1 2 21068 34"80"HINGED15 1 2 3068 36"80"HINGE
D16 1 2 21068 34"80"HINGE
D17 1 3 3068 36"80"HINGE
D19 1 3 3068 36"80"HINGE
D20 1 3 3068 36"80"HINGE
D21 1 3 3068 36"80"POCKET
D22 1 3 3068 36"80"POCKETD23 1 3 3068 36"80"POCKET
D24 1 3 3068 36"80"HINGE
D25 1 3 3068 36"80"POCKET
WINDOW SCHEDULE
NUMBER QTY FLOOR SIZE WIDTH HEIGHT EGRESS TEMPERED DESCRIPTION
W01 1 1 3016 36"18"PIC
W02 1 1 3016 36"18"PICW03 1 1 3016 36"18"PIC
W04 1 1 3060 36"72"YES PIC
W05 1 1 3060 36"72"YES PICW06 1 2 4026 48"30"PIC
W07 1 2 4026 48"30"PIC
W08 1 2 4026 48"30"PIC
W09 1 2 4026 48"30"PIC
W10 1 2 4060 48"72"PIC
W11 1 2 4060 48"72"PIC
W12 1 2 4060 48"72"PICW13 1 2 4060 48"72"PIC
W14 1 2 3050 36"60"YES CASE
W15 1 2 8080 96"96"YES PATIO DOORW16 1 2 3050 36"60"YES CASE
W17 1 2 3660 42"72"PIC
W18 1 2 3660 42"72"PIC
W19 1 2 3660 42"72"PIC
W20 1 2 3060 36"72"CASE
W21 1 2 3048 36"56"CASE
W22 1 2 3038 36"44"CASEW23 1 2 3038 36"44"FIX CASE
W24 1 2 3038 36"44"CASE
W25 1 2 3050 36"60"CASEW26 1 3 3060 36"72"YES PIC
W27 1 3 3060 36"72"YES PIC
W28 1 3 3060 36"72"YES PIC
W29 1 3 3060 36"72"YES PIC
W30 1 3 2060 24"72"YES CASE
W31 1 3 8080 96"96"YES PATIO DOOR
W32 1 3 2060 24"72"YES CASEW33 1 3 2030 24"36"CASE
W34 1 3 5016 60"18"PIC.
W35 1 3 3038 36"44"CASEW36 1 3 3038 36"44"FIX CASE
W37 1 3 3038 36"44"CASE
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'
DRAFTED BY:
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J.STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
WH
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J.STERLING
PAGE:
12 of 20
A7
UPPER FLOOR PLAN
REVISION TABLE
NO.
DATE
DESCRIPTION
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 Upper Roof Framing
- Roof diaphragm is 11RD, typ.
- Truss layout is as shown. Truss design and analysis by others.
- No interior truss bearing or interior shear walls at this level.
1,070 SQ.FT.
OUTSIDE STORAGE
PLAN AREAS
MAIN FLOOR
GARAGE
1,768 SQ.FT.
515 SQ.FT.
COVERED DECK 192 SQ.FT.
67 SQ.FT.
BASEMENT 224 SQ.FT.
TOTAL LIVING AREA:3,189 SQ.FT.
UPPER FLOOR
BASEMENT SIDE PORCH 130 SQ.FT.
127 SQ.FT.MECH./WINE CELLAR
DECK 110 SQ.FT.
ENTRY PORCH 225 SQ.FT.
26
11/15/24
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
PER PLAN PER PLAN
PER PLAN
22 TYP. EAVE W/ 2 X 10 TRUSS TAIL
SCALE: 1/2 = 1'
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
3
12
T & G CEILING
ALUM. DRIP EDGE
33 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 TA
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'
GUTTER
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 TA
I
L
MANUF. TRUSS
AIR BAFFLE W/ 1" GAP
VENTED BLOCK
HEEL PER PLAN
3
12
5/8" SHEETROCK
ALUM. DRIP EDGE
STRIP VENT
ENCLOSED SOFFIT
2 X4 HORIZ.
N
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1'-6"35'-8 1/2"1'-6"
1'-6"
33'-0"
1'-6"
1'-6"
1'-6"
15'-3 1/2"20'-5"
1'-6"
35'-8 1/2"
1'-6"
6'-0"14'-5"9'-3 1/2"6'-0"
6'-0"21'-8 1/2"2'-0"6'-0"
ATTIC ACCESS
7DS
5
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5
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4
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4
A10
5.
5
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5
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3 : 12
3 : 12
3 : 12
3 : 12
3 : 12
1
A8
1
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1
A8
1
A8
1
A8
1
A8
1
A8
1
A8
1
A8
1
A8
MANUFACTURED TRUSSES 24" O.C.
ARCHITECTURAL COMPOSITION ROOFING
11 RD ROOF DIAPHRAGM TYP.
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PLATE @ 109 1/8"
12" HEEL
PLATE @ 109 1/8"
12" HEEL
PLATE @ 109 1/8"
12" HEEL
PL
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@
1
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12
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PLATE @ 109 1/8"
12" HEEL
3 : 12
2 X 12 FASCIA ENCLOSED SOFFIT (VENTED)
2
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1
2
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2 X 12 FASCIA ENCLOSED SOFFIT (VENTED)
2 X 12 FASCIA ENCLOSED SOFFIT (VENTED)
6'-0"8'-3"15'-5 1/2"6'-0"
71P71P
72P
72P
71P71P
1'-6"
33'-0"
1'-6"
31B
31B
5.5 x 13.5 GLB - TOP @ 109 1/8"
- EXPOSED30B30B
RIDGE VENT
RI
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RIDGE VENT
RIDGE VENT
RI
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RIDGE VENT
RI
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3
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3
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3
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3
A8
PROP. DOWNSPOUT LOCATION
PR
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1'-6"
11'-1 1/2"
5'-4 1/2"
10'-0"
5'-0"
PROP. DOWNSPOUT LOCATION
PR
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77M
77M
77M
77M
77M
77M
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77M
77M
77M
77M
77M
71P
71P
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GIRDER TRUSS
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S
S
GIRDER TRUSS
PLATE @ 109 1/8"
5'-3"
40'-0"
1'-6"
1'-6"
1'-6"
3'-9"
27'-9"
15'-9"19'-6"24'-0"
59'-3"
1'-6"
16'-6 1/2"1'-6"5'-6"1'-6"
1'-6"
4'-0"
6'-0"
6'-0"5'-9"12'-3"0'-6"
2'-5 1/2"
5'-6"
11'-0"
23'-6"
1'-6"
1'-6"1'-6"
1'-6"7'-0"
ATTIC ACCESS
BATT. INS. WHERE NO ATTIC ACCESS FEASIBLE.
- VERIFY ATTIC ACCESS LOCATION WITH OWNER
5
A10
5
A10
4
A10
4
A10
2
A9
2
A9
1
A9
1
A9
3
A9
3
A959'-3"
3 : 12
3 : 12
3 : 12
3 : 12
3 : 12
3 : 12
PLATE @ 144"
12" HEEL
PL
A
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E
@
1
4
4
"
12
"
H
E
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L
PLATE @ 144"
12" HEEL
PL
A
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E
@
1
0
9
1
/
8
"
25
1
/
8
"
H
E
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L
PLATE @ 109 1/8"
25 1/8" HEEL71P71P
GI
R
D
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S
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GIRDER TRUSS
GI
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GI
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2 X 12 FASCIA ENCLOSED SOFFIT (VENTED)
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8'-9"
6'-0"
8'-9"
1'-6"
9'-6"
1'-6"
4'-0"
2 X 12 FASCIA ENCLOSED SOFFIT (VENTED)
7'-0"16'-6 1/2"13'-9 1/2"15'-0"6'-11"
1'-6"
11'-0"
2 X 12 FASCIA ENCLOSED SOFFIT (VENTED)
6'-0"10'-6 1/2"
4'-0"
33'-0"
8'-3"
BB
PLATE @ 109 1/8"
12" HEEL
6 X 10 DF#2 BEAM
WRAPPED - TOP @ 109 1/8"44B44B
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70P
70P
70P
70P
71P71P
72P
72P
71P71P
47B47B
3.5 x 12 GLB EXP.
CEILING BEAM
- TOP @ 109 1/8"
70P
70P 70P70P
80L
80L
80L
80L
80L80L
80L80L
RIDGE VENT
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3
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3
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1
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1
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1
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1
A8
ROOF TO WALL VENTILATION
BE
A
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W
A
L
L
70P
70P
4 X 10 DF#2 FLOOR
BEAM BELOW
- TOP IN LINE WITH
STAIR LANDING
- SEE BUILDING
SECTION 2
70P70P
46B46B
70P
70P
6'-0"
1'-6"
5.5 x 13.5 GLB FLOOR BEAM
- BOT. @ 109 1/8"35B35B
BE
A
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W
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BE
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42B42B
1.7x11.8 LVL FLOOR BEAM
BOT. @ 109 1/8"
42B
42B
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71P
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45B
45B
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2 x 10 LVL RIM
- TOP PER 1/4:12 SLOPE
BE
A
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N
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W
A
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2
A8
2
A8
36B
36B
3'-0"
18'-3 1/2"
10'-2 1/2"
5'-6"
1.7x11.8 LVL
FLOOR BEAM
BOT. @ 109 1/8"
38B38B
70P
70P
FURR CEILING
UNDER LANDING TO
PANTRY/BED 2 WALL
PROPOSED DOWNSPOUT LOCATION
PR
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2
A8
2
A8
PROP. DOWNSPOUT LOCATION
PROP. DOWNSPOUT LOCATION
2
A8
2
A8
PROP. DOWNSPOUT LOCATION
4'-0"
1'-6"
5.
5
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1
2
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39B
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72P72P
72P72P
77M
77M
77M
77M
77M
77M
77M
77M
77M
77M
70P70P
77M
77M
77M
77M
71P
71P
77M
77M
77M
77M
71P
71P
1'-6"
4'-0"
(2) 1.7x11.8 LVL FLOOR BEAM
BOT. @ 109 1/8"43B43B
71P71P 71P
71P
70P70P
71P71P
1.
7
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1
1
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40B40B5.5 x 12 GLB FLOOR BEAM
BOT. @ 109 1/8"MANUFACTURED TRUSSES 24" O.C.
ARCHITECTURAL COMPOSITION ROOFING
11 RD ROOF DIAPHRAGM TYP.
45B
45B
1'-6"
7'-4 1/2"
3'-9 1/2"
11'-7"
5'-3 1/2"
3'-0"
3'-5 1/2"
1'-6"
2 X 12 FASCIA ENCLOSED SOFFIT (VENTED)
2 X 12 FASCIA
ENCLOSED SOFFIT
(VENTED)
BE
A
R
I
N
G
W
A
L
L
NOTE:
MANUFACTURED TRUSSES 24" O.C.
11 RD ROOF DIAPHRAGM TYP.
ARCHITECTURAL COMPOSITION ROOFING
2 X 12 FASCIA
TRUSSES TO USE H2.5A SIMPSON TIES
TYP. EAVE DETAIL 1/A6 U.N.O.
18" OVERHANGS U.N.O.
DRAFTED BY:
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J.STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
WH
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A
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39
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9
8
2
2
1
J.STERLING
PAGE:
13 of 20
A8
ROOF FRAMING PLAN
REVISION TABLE
NO.
DATE
DESCRIPTION
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 Upper Roof Framing
- Roof diaphragm is 11RD, typ.
- Truss layout is as shown. Truss design and analysis by others.
- No interior truss bearing or interior shear walls at this level.
Lower Roofs, Mid-Level Walls and Upper Floor Framing
- Roof diaphragm is 11RD, typ.
- Truss layout is as shown. Truss design and analysis by others.
- All floor and waterproof deck sheathing is 12FD, typ.
- Interior bearing walls are indicated with dashed red line.
- Stair framing: 0PA and code.
- Fireplace and chimney framing: 0PA and code.
1,070 SQ.FT.
OUTSIDE STORAGE
PLAN AREAS
MAIN FLOOR
GARAGE
1,768 SQ.FT.
515 SQ.FT.
COVERED DECK 192 SQ.FT.
67 SQ.FT.
BASEMENT 224 SQ.FT.
TOTAL LIVING AREA:3,189 SQ.FT.
UPPER FLOOR
BASEMENT SIDE PORCH 130 SQ.FT.
127 SQ.FT.MECH./WINE CELLAR
DECK 110 SQ.FT.
ENTRY PORCH 225 SQ.FT.
SECOND FLOOR
ROOF PLAN
FIRST FLOOR ROOF PLAN
26
11/15/24
3
12
3
12
3
12
GARAGE
GREAT ROOMBEDROOM 1
CHIMNEY CAP/
BUILDUP
MAY NEED RETAINING
WALL @ EDGE OF DRIVEWAY
BASEMENT FLOOR
BASEMENT PLATE HT.
AVG. ORG.
GRADE
448'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
485.33'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
461.05'
TYP. BASEMENT HEADERS
MAX BUILDING HT.
PER HT. RESTRICTION 488.25'
455.98'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
MAIN PLATE HT.
UPPER FLOOR 471.19'
UPPER FLOOR PLATE HT.
TYP. WINDOW HEADERS
12 5/8" FLOOR SYSTEM
135" - TOP WIN. HDRS.
@ GREAT ROOM
GRATE ROOM PLATE HEIGHT
8'-0"
29'-4 3/16"
2'-11 1/16"
8'-0"
11'-3"
37'-3 15/16"
9'-1 1/8"
9'-1 1/8"
8'-0"
19'-2 7/8"
12'-0"
12'-0"
99
1010
1010
1010 1111
14141414
1515
11
22
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
11
3C3C
1010
MAX BUILDING HT.
PER AMC RESTRICTION 490.98'
35'-0"
3
12
3
12
3
12
GARAGE
GREAT ROOMBEDROOM 1
CHIMNEY CAP/
BUILDUP
MAY NEED RETAINING
WALL @ EDGE OF DRIVEWAY
BASEMENT FLOOR
BASEMENT PLATE HT.
AVG. ORG.
GRADE
448'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
485.33'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
461.05'
TYP. BASEMENT HEADERS
MAX BUILDING HT.
PER HT. RESTRICTION 488.25'
455.98'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
MAIN PLATE HT.
UPPER FLOOR 471.19'
UPPER FLOOR PLATE HT.
TYP. WINDOW HEADERS
12 5/8" FLOOR SYSTEM
135" - TOP WIN. HDRS.
@ GREAT ROOM
GRATE ROOM PLATE HEIGHT
8'-0"
29'-4 3/16"
2'-11 1/16"
8'-0"
11'-3"
37'-3 15/16"
9'-1 1/8"
9'-1 1/8"
8'-0"
19'-2 7/8"
12'-0"
12'-0"
99
1010
1010
1010 1111
14141414
1515
11
22
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
11
3C3C
1010
MAX BUILDING HT.
PER AMC RESTRICTION 490.98'
35'-0"
3
12
3
12
3
12
3
12
3
12
CRAWLSPACE
MECH. /
WINE CELLAR
HALLKITCHEN
PRIMARY BEDROOM
DECK
PRIMARY BATH
ENTRY PORCH
COVERED DECK
OUTSIDE
STORAGEPORCH
VERIFY WITH CLIENT IF MECH./WINE
CELLAR IS TO BE INSULATED OR NOT
11
13B13B
11
11
22
22
11
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
3B3B
4B4B
4B4B
77
55
77
88
88
99
1010 1010
1010 1010
1010
1111
12121212
13A13A
3C3C
99
1515
1515
99
55
1010
11
1414
1414
1515
3
12
3
12
3
12
3
12
3
12
CRAWLSPACE
MECH. /
WINE CELLAR
HALLKITCHEN
PRIMARY BEDROOM
DECK
PRIMARY BATH
ENTRY PORCH
COVERED DECK
OUTSIDE
STORAGEPORCH
VERIFY WITH CLIENT IF MECH./WINE
CELLAR IS TO BE INSULATED OR NOT
11
13B13B
11
11
22
22
11
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
3B3B
4B4B
4B4B
77
55
77
88
88
99
1010 1010
1010 1010
1010
1111
12121212
13A13A
3C3C
99
1515
1515
99
55
1010
11
1414
1414
1515
3'-0"
STAIRWAY CRAWLSPACE
ENTRY
3
12
3
12
3
12
HALL MUD/PANTRY
SITTING AREA
STAIRWAY
DECK
PRIMARY CLOSET
PORCH
ENTRY PORCH
11
BASEMENT FLOOR
BASEMENT PLATE HT.
AVG. ORG.
GRADE
448'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
485.33'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
461.05'
TYP. BASEMENT HEADERS
MAX BUILDING HT.
PER HT. RESTRICTION 488.25'
455.98'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
MAIN PLATE HT.
UPPER FLOOR 471.19'
UPPER FLOOR PLATE HT.
TYP. WINDOW HEADERS
12 5/8" FLOOR SYSTEM
135" - TOP WIN. HDRS.
@ GREAT ROOM
GRATE ROOM PLATE HEIGHT
8'-0"
29'-4 3/16"
2'-11 1/16"
8'-0"
11'-3"
37'-3 15/16"
9'-1 1/8"
9'-1 1/8"
8'-0"
19'-2 7/8"
12'-0"
12'-0"
FURR CEILING
UNDER LANDING
TO PANTRY/BED 2
WALL
1414
1122
22
11
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
3B3B
4B4B
4B4B
55
88
88
99
10101010
101055
55
1111
1212
1212
13A13A
3C3C
99
1515
1515
99
1111
1515
1212
1212
11
1414
14141414
4B4B
35'-0"
MAX BUILDING HT.
PER AMC RESTRICTION 490.98'
3'-0"
STAIRWAY CRAWLSPACE
ENTRY
3
12
3
12
3
12
HALL MUD/PANTRY
SITTING AREA
STAIRWAY
DECK
PRIMARY CLOSET
PORCH
ENTRY PORCH
11
BASEMENT FLOOR
BASEMENT PLATE HT.
AVG. ORG.
GRADE
448'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
485.33'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
461.05'
TYP. BASEMENT HEADERS
MAX BUILDING HT.
PER HT. RESTRICTION 488.25'
455.98'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
MAIN PLATE HT.
UPPER FLOOR 471.19'
UPPER FLOOR PLATE HT.
TYP. WINDOW HEADERS
12 5/8" FLOOR SYSTEM
135" - TOP WIN. HDRS.
@ GREAT ROOM
GRATE ROOM PLATE HEIGHT
8'-0"
29'-4 3/16"
2'-11 1/16"
8'-0"
11'-3"
37'-3 15/16"
9'-1 1/8"
9'-1 1/8"
8'-0"
19'-2 7/8"
12'-0"
12'-0"
FURR CEILING
UNDER LANDING
TO PANTRY/BED 2
WALL
1414
1122
22
11
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
3B3B
4B4B
4B4B
55
88
88
99
10101010
101055
55
1111
1212
1212
13A13A
3C3C
99
1515
1515
99
1111
1515
1212
1212
11
1414
14141414
4B4B
35'-0"
MAX BUILDING HT.
PER AMC RESTRICTION 490.98'
1,070 SQ.FT.
OUTSIDE STORAGE
PLAN AREAS
MAIN FLOOR
GARAGE
1,768 SQ.FT.
515 SQ.FT.
COVERED DECK 192 SQ.FT.
67 SQ.FT.
BASEMENT 224 SQ.FT.
TOTAL LIVING AREA:3,189 SQ.FT.
UPPER FLOOR
BASEMENT SIDE PORCH 130 SQ.FT.
127 SQ.FT.MECH./WINE CELLAR
DECK 110 SQ.FT.
ENTRY PORCH 225 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 7019 - GAUNTLET GRAY
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
FIBER CEMENT PANEL SIDING
COLOR: SW 7004 - SNOWBOUND
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
BEAM PER STRUCTURAL
ARCH. GRADE W/ NATURAL FINISH IF EXPOSED
PRESSURE TREAT IF USED IN DECK STRUCTURE
VERIFY TREATMENT
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
A)WATERPROOF PAVER DECK
ENG SPEC CROSS BRACING
4 X 12 PT. JOIST 24" O.C.
B)WALKABLE WATERPROOF MEMBRANE ROOF/DECKING
1/4" PITCH ROOF/DECKING
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-30 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
FASCIA COLOR: SW 6258 - TRICORN BLACK
CONTINUOUS ALUMINUM GUTTERS WHERE NEEDED
C)BELLY BAND BUILD-UP TO MATCH DECK FASCIA
A)ARCHITECTURAL COMPOSITION ROOFING
CERTAINTEED PRESIDENTIAL SHAKE
VENTED RIDGE OR ROOF TO WALL VENT
ROOF SHEATHING PER STRUCTURAL
COLOR: CHARCOAL BLACK - TO BE VERIFIED
ALL ROOF PITCHES 3:12
VERT. FIBER CEMENT LAP SIDING @ 10.25" EXP.
ACCENT COLOR: SW 7031 - MEGA GREIGE
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
FIBER CEMENT PANEL SIDING WRAP ON COLUMNS
COLOR: T.B.D.
X METAL OUTSIDE CORNERS
1616
DRAFTED BY:
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J.STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
BUILDING SECTION 2
WEB:
www.strandbergconstruction.com
BUILDING SECTION 1
WH
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J.STERLING
PAGE:
14 of 20
A9
BUILDING SECTIONS
REVISION TABLE
NO.
DATE
DESCRIPTION
BUILDING SECTION 3
35'-0"
CHIMNEY CAP/
BUILDUP 3
12
3
12
3
12
3
12
TYP. WINDOW HEADERS
TYP. WINDOW HEADERS
12 5/8" FLOOR SYSTEM
135" - TOP WIN. HDRS.
@ GREAT ROOM
CRAWLSPACE
BASEMENT FLOOR
BASEMENT PLATE HT.
AVG. ORG.
GRADE
448'
12 5/8" FLOOR SYSTEM
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
485.33'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
461.05'
TYP. BASEMENT HEADERS
MAX BUILDING HT.
PER HT. RESTRICTION 488.25'
455.98'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
MAIN PLATE HT.
UPPER FLOOR 471.19'
UPPER FLOOR PLATE HT.
GRATE ROOM PLATE HEIGHT
8'-0"
29'-4 3/16"
2'-11 1/16"
8'-0"
11'-3"
37'-3 15/16"
9'-1 1/8"
9'-1 1/8"
8'-0"
19'-2 7/8"
12'-0"
12'-0"
11 11
11
22
22
11
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
99 99
99
10101010
1010
11
10101010
1111
1414 1414
3A3A
4A4A
1414
PRIMARY BATH
HALL KITCHENBEDROOM 1
OFFICE
BEDROOM 2 MUD/PANTRY
PRIMARY CLOSET
1111 1111
1111
MAX BUILDING HT.
PER AMC RESTRICTION 490.98'
35'-0"
CHIMNEY CAP/
BUILDUP 3
12
3
12
3
12
3
12
TYP. WINDOW HEADERS
TYP. WINDOW HEADERS
12 5/8" FLOOR SYSTEM
135" - TOP WIN. HDRS.
@ GREAT ROOM
CRAWLSPACE
BASEMENT FLOOR
BASEMENT PLATE HT.
AVG. ORG.
GRADE
448'
12 5/8" FLOOR SYSTEM
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
485.33'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
461.05'
TYP. BASEMENT HEADERS
MAX BUILDING HT.
PER HT. RESTRICTION 488.25'
455.98'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
MAIN PLATE HT.
UPPER FLOOR 471.19'
UPPER FLOOR PLATE HT.
GRATE ROOM PLATE HEIGHT
8'-0"
29'-4 3/16"
2'-11 1/16"
8'-0"
11'-3"
37'-3 15/16"
9'-1 1/8"
9'-1 1/8"
8'-0"
19'-2 7/8"
12'-0"
12'-0"
11 11
11
22
22
11
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
99 99
99
10101010
1010
11
10101010
1111
1414 1414
3A3A
4A4A
1414
PRIMARY BATH
HALL KITCHENBEDROOM 1
OFFICE
BEDROOM 2 MUD/PANTRY
PRIMARY CLOSET
1111 1111
1111
MAX BUILDING HT.
PER AMC RESTRICTION 490.98'
35'-0"
BASEMENT FLOOR
BASEMENT PLATE HT.
AVG. ORG.
GRADE
448'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
485.33'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
461.05'
TYP. BASEMENT HEADERS
MAX BUILDING HT.
PER HT. RESTRICTION 488.25'
455.98'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
MAIN PLATE HT.
UPPER FLOOR 471.19'
UPPER FLOOR PLATE HT.
TYP. WINDOW HEADERS
12 5/8" FLOOR SYSTEM
135" - TOP WIN. HDRS.
@ GREAT ROOM
GRATE ROOM PLATE HEIGHT
8'-0"
29'-4 3/16"
2'-11 1/16"
8'-0"
11'-3"
37'-3 15/16"
9'-1 1/8"
9'-1 1/8"
8'-0"
19'-2 7/8"
12'-0"
12'-0"
11 11
11
22
22
11
15151515 1515
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
3C3C
99 99
99
10101010
1010
1010
11
10101010
1111
10101010
1414 1414
CHIMNEY CAP/
BUILDUP 3
12
3
12
3
12
PRIMARY BEDROOM
HALL DINING
ENTRY MECH.
/WINE CELLAR
GARAGE
GREAT ROOM
SITTING AREA
VERIFY WITH CLIENT IF MECH./WINE
CELLAR IS TO BE INSULATED OR NOT
1414
MAX BUILDING HT.
PER AMC RESTRICTION 490.98'
35'-0"
BASEMENT FLOOR
BASEMENT PLATE HT.
AVG. ORG.
GRADE
448'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
485.33'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
461.05'
TYP. BASEMENT HEADERS
MAX BUILDING HT.
PER HT. RESTRICTION 488.25'
455.98'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
MAIN PLATE HT.
UPPER FLOOR 471.19'
UPPER FLOOR PLATE HT.
TYP. WINDOW HEADERS
12 5/8" FLOOR SYSTEM
135" - TOP WIN. HDRS.
@ GREAT ROOM
GRATE ROOM PLATE HEIGHT
8'-0"
29'-4 3/16"
2'-11 1/16"
8'-0"
11'-3"
37'-3 15/16"
9'-1 1/8"
9'-1 1/8"
8'-0"
19'-2 7/8"
12'-0"
12'-0"
11 11
11
22
22
11
15151515 1515
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
3C3C
99 99
99
10101010
1010
1010
11
10101010
1111
10101010
1414 1414
CHIMNEY CAP/
BUILDUP 3
12
3
12
3
12
PRIMARY BEDROOM
HALL DINING
ENTRY MECH.
/WINE CELLAR
GARAGE
GREAT ROOM
SITTING AREA
VERIFY WITH CLIENT IF MECH./WINE
CELLAR IS TO BE INSULATED OR NOT
1414
MAX BUILDING HT.
PER AMC RESTRICTION 490.98'
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 7019 - GAUNTLET GRAY
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
FIBER CEMENT PANEL SIDING
COLOR: SW 7004 - SNOWBOUND
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
BEAM PER STRUCTURAL
ARCH. GRADE W/ NATURAL FINISH IF EXPOSED
PRESSURE TREAT IF USED IN DECK STRUCTURE
VERIFY TREATMENT
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
A)WATERPROOF PAVER DECK
ENG SPEC CROSS BRACING
4 X 12 PT. JOIST 24" O.C.
B)WALKABLE WATERPROOF MEMBRANE ROOF/DECKING
1/4" PITCH ROOF/DECKING
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-30 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
FASCIA COLOR: SW 6258 - TRICORN BLACK
CONTINUOUS ALUMINUM GUTTERS WHERE NEEDED
C)BELLY BAND BUILD-UP TO MATCH DECK FASCIA
A)ARCHITECTURAL COMPOSITION ROOFING
CERTAINTEED PRESIDENTIAL SHAKE
VENTED RIDGE OR ROOF TO WALL VENT
ROOF SHEATHING PER STRUCTURAL
COLOR: CHARCOAL BLACK - TO BE VERIFIED
ALL ROOF PITCHES 3:12
VERT. FIBER CEMENT LAP SIDING @ 10.25" EXP.
ACCENT COLOR: SW 7031 - MEGA GREIGE
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
FIBER CEMENT PANEL SIDING WRAP ON COLUMNS
COLOR: T.B.D.
X METAL OUTSIDE CORNERS
1616
DRAFTED BY:
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R
S
.
J.STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
BUILDING SECTION 5
BUILDING SECTION 4
WH
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2
3
R
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WA
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2
2
1
J.STERLING
PAGE:
15 of 20
A10
BUILDING SECTIONS
REVISION TABLE
NO.
DATE
DESCRIPTION
1,070 SQ.FT.
OUTSIDE STORAGE
PLAN AREAS
MAIN FLOOR
GARAGE
1,768 SQ.FT.
515 SQ.FT.
COVERED DECK 192 SQ.FT.
67 SQ.FT.
BASEMENT 224 SQ.FT.
TOTAL LIVING AREA:3,189 SQ.FT.
UPPER FLOOR
BASEMENT SIDE PORCH 130 SQ.FT.
127 SQ.FT.MECH./WINE CELLAR
DECK 110 SQ.FT.
ENTRY PORCH 225 SQ.FT.
W03 3016 PIC W02 3016 PIC
W05 3060 PIC
W01 3016 PIC
W04 3060 PIC
W16 3050 CASE
W06 4026 PIC
W14 3050 CASE
W10 4060 PICW11 4060 PICW12 4060 PIC
W07 4026 PIC
W13 4060 PIC
W09 4026 PIC W08 4026 PIC
W18 3660 PIC W17 3660 PICW19 3660 PIC
W26 3060 PICW28 3060 PIC W27 3060 PICW32 2060 CASE W30 2060 CASE W29 3060 PIC
18'-0"3'-0"
7'-6"
1'-8 1/8"
59'-3"7'-6"
35'-0"
CHIMNEY CAP/
BUILDUP
MAY NEED RETAINING
WALL @ EDGE OF DRIVEWAY
BASEMENT FLOOR
BASEMENT PLATE HT.
AVG. ORG.
GRADE
448'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
485.33'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
461.05'
TYP. BASEMENT HEADERS
MAX BUILDING HT.
PER HT. RESTRICTION 488.25'
455.98'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
MAIN PLATE HT.
UPPER FLOOR 471.19'
UPPER FLOOR PLATE HT.
TYP. WINDOW HEADERS
12 5/8" FLOOR SYSTEM
135" - TOP WIN. HDRS.
@ GREAT ROOM
8'-0"
29'-4 3/16"
2'-11 1/16"
8'-0"
11'-3"
37'-3 15/16"
9'-1 1/8"
9'-1 1/8"
8'-0"
19'-2 7/8"
12'-0"
GRATE ROOM PLATE HEIGHT
12'-0"
11
11
3A3A
4A4A
4B4B
3A3A
4A4A
1212
4B4B
4B4B
3A3A
4A4A
3B3B
3B3B
77 77
88 8855
55
66 66
66 6655 77
55
77
77
55
99
99
1212
13A13A
13B13B
1515
3C3C
1515
7.5' SIDE SETBACK 7.5' SIDE SETBACK
MAX BUILDING HT.
PER AMC RESTRICTION 490.98'
W13 4060 PIC
W07 4026 PIC W06 4026 PIC
W30 2060 CASE
W01 3016 PICW02 3016 PIC
W14 3050 CASE
W28 3060 PIC
W05 3060 PIC
W27 3060 PIC
W12 4060 PIC
W16 3050 CASE
W19 3660 PIC
W29 3060 PICW32 2060 CASE
W09 4026 PIC
W04 3060 PIC
W18 3660 PIC W17 3660 PIC
W08 4026 PIC
W10 4060 PIC
W26 3060 PIC
W11 4060 PIC
W03 3016 PIC
18'-0"3'-0"
7'-6"
1'-8 1/8"
59'-3"7'-6"
35'-0"
CHIMNEY CAP/
BUILDUP
MAY NEED RETAINING
WALL @ EDGE OF DRIVEWAY
BASEMENT FLOOR
BASEMENT PLATE HT.
AVG. ORG.
GRADE
448'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
485.33'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
461.05'
TYP. BASEMENT HEADERS
MAX BUILDING HT.
PER HT. RESTRICTION 488.25'
455.98'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
MAIN PLATE HT.
UPPER FLOOR 471.19'
UPPER FLOOR PLATE HT.
TYP. WINDOW HEADERS
12 5/8" FLOOR SYSTEM
135" - TOP WIN. HDRS.
@ GREAT ROOM
8'-0"
29'-4 3/16"
2'-11 1/16"
8'-0"
11'-3"
37'-3 15/16"
9'-1 1/8"
9'-1 1/8"
8'-0"
19'-2 7/8"
12'-0"
GRATE ROOM PLATE HEIGHT
12'-0"
11
11
3A3A
4A4A
4B4B
3A3A
4A4A
1212
4B4B
4B4B
3A3A
4A4A
3B3B
3B3B
77 77
88 8855
55
66 66
66 6655 77
55
77
77
55
99
99
1212
13A13A
13B13B
1515
3C3C
1515
7.5' SIDE SETBACK 7.5' SIDE SETBACK
MAX BUILDING HT.
PER AMC RESTRICTION 490.98'
W03 3016 PIC W02 3016 PIC
W05 3060 PIC
W01 3016 PIC
W04 3060 PIC
W16 3050 CASE
W06 4026 PIC
W14 3050 CASE
W10 4060 PICW11 4060 PICW12 4060 PIC
W07 4026 PIC
W13 4060 PIC
W09 4026 PIC W08 4026 PIC
W18 3660 PIC W17 3660 PICW19 3660 PIC
W26 3060 PICW28 3060 PIC W27 3060 PICW32 2060 CASE W30 2060 CASE W29 3060 PIC
W21 3048 CASE
W20 3060 CASE
W33 2030 CASE 35'-0"
3
12
3
12
3
12
3
12
3
12
MAY NEED RETAINING
WALL @ EDGE OF DRIVEWAY
BASEMENT FLOOR
BASEMENT PLATE HT.
AVG. ORG.
GRADE
448'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
485.33'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
461.05'
TYP. BASEMENT HEADERS
MAX BUILDING HT.
PER HT. RESTRICTION 488.25'
455.98'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
MAIN PLATE HT.
UPPER FLOOR 471.19'
UPPER FLOOR PLATE HT.
TYP. WINDOW HEADERS
12 5/8" FLOOR SYSTEM
135" - TOP WIN. HDRS.
@ GREAT ROOM
GRATE ROOM PLATE HEIGHT
8'-0"
29'-4 3/16"
2'-11 1/16"
8'-0"
11'-3"
37'-3 15/16"
9'-1 1/8"
9'-1 1/8"
8'-0"
19'-2 7/8"
12'-0"
12'-0"
11
13B13B
11
11
22
11
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
3B3B
4B4B
4B4B
7777
77
55 88
88
55
5555
1212
55
13A13A
3B3B
99
55
1212
1515
1515
TRY TO HOLD SIDING AS CLOSE TO GRADE AS POSSIBLE
MAX BUILDING HT.
PER AMC RESTRICTION 490.98'
W33 2030 CASE
W20 3060 CASE
W21 3048 CASE
35'-0"
3
12
3
12
3
12
3
12
3
12
MAY NEED RETAINING
WALL @ EDGE OF DRIVEWAY
BASEMENT FLOOR
BASEMENT PLATE HT.
AVG. ORG.
GRADE
448'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
485.33'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
461.05'
TYP. BASEMENT HEADERS
MAX BUILDING HT.
PER HT. RESTRICTION 488.25'
455.98'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
MAIN PLATE HT.
UPPER FLOOR 471.19'
UPPER FLOOR PLATE HT.
TYP. WINDOW HEADERS
12 5/8" FLOOR SYSTEM
135" - TOP WIN. HDRS.
@ GREAT ROOM
GRATE ROOM PLATE HEIGHT
8'-0"
29'-4 3/16"
2'-11 1/16"
8'-0"
11'-3"
37'-3 15/16"
9'-1 1/8"
9'-1 1/8"
8'-0"
19'-2 7/8"
12'-0"
12'-0"
11
13B13B
11
11
22
11
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
3B3B
4B4B
4B4B
7777
77
55 88
88
55
5555
1212
55
13A13A
3B3B
99
55
1212
1515
1515
TRY TO HOLD SIDING AS CLOSE TO GRADE AS POSSIBLE
MAX BUILDING HT.
PER AMC RESTRICTION 490.98'
W21 3048 CASE
W20 3060 CASE
W33 2030 CASE
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 7019 - GAUNTLET GRAY
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
FIBER CEMENT PANEL SIDING
COLOR: SW 7004 - SNOWBOUND
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
BEAM PER STRUCTURAL
ARCH. GRADE W/ NATURAL FINISH IF EXPOSED
PRESSURE TREAT IF USED IN DECK STRUCTURE
VERIFY TREATMENT
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
A)WATERPROOF PAVER DECK
ENG SPEC CROSS BRACING
4 X 12 PT. JOIST 24" O.C.
B)WALKABLE WATERPROOF MEMBRANE ROOF/DECKING
1/4" PITCH ROOF/DECKING
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-30 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
FASCIA COLOR: SW 6258 - TRICORN BLACK
CONTINUOUS ALUMINUM GUTTERS WHERE NEEDED
C)BELLY BAND BUILD-UP TO MATCH DECK FASCIA
A)ARCHITECTURAL COMPOSITION ROOFING
CERTAINTEED PRESIDENTIAL SHAKE
VENTED RIDGE OR ROOF TO WALL VENT
ROOF SHEATHING PER STRUCTURAL
COLOR: CHARCOAL BLACK - TO BE VERIFIED
ALL ROOF PITCHES 3:12
VERT. FIBER CEMENT LAP SIDING @ 10.25" EXP.
ACCENT COLOR: SW 7031 - MEGA GREIGE
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
FIBER CEMENT PANEL SIDING WRAP ON COLUMNS
COLOR: T.B.D.
X METAL OUTSIDE CORNERS
1616
DRAFTED BY:
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.
J. STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
WHITAKER RESIDENCE
3923 Rock Ridge Parkway, Anacortes,
WA 98221
J. STERLING
PAGE:
16 of 20
A11
EXTERIOR
ELEVATIONS
REVISION TABLE
NO.
DATE
DESCRIPTION
NORTH-WEST ELEVATION
NORTH-EAST ELEVATION
1,070 SQ.FT.
OUTSIDE STORAGE
PLAN AREAS
MAIN FLOOR
GARAGE
1,768 SQ.FT.
515 SQ.FT.
COVERED DECK 192 SQ.FT.
67 SQ.FT.
BASEMENT 224 SQ.FT.
TOTAL LIVING AREA:3,189 SQ.FT.
UPPER FLOOR
BASEMENT SIDE PORCH 130 SQ.FT.
127 SQ.FT.MECH./WINE CELLAR
DECK 110 SQ.FT.
ENTRY PORCH 225 SQ.FT.
CHIMNEY CAP/
BUILDUP
3
12
3
12
3
12
3
12
BASEMENT FLOOR
BASEMENT PLATE HT.
AVG. ORG.
GRADE
448'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
485.33'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
461.05'
TYP. BASEMENT HEADERS
MAX BUILDING HT.
PER HT. RESTRICTION 488.25'
455.98'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
MAIN PLATE HT.
UPPER FLOOR 471.19'
UPPER FLOOR PLATE HT.
TYP. WINDOW HEADERS
12 5/8" FLOOR SYSTEM
135" - TOP WIN. HDRS.
@ GREAT ROOM
GRATE ROOM PLATE HEIGHT
8'-0"
29'-4 3/16"
2'-11 1/16"
8'-0"
11'-3"
37'-3 15/16"
9'-1 1/8"
9'-1 1/8"
8'-0"
19'-2 7/8"
12'-0"
12'-0"
11
11
11
22
11
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
3B3B
4B4B
4B4B
77
7777
55
88
8855
77
1212
13A13A
11
77
77
11
1515
3C3C
MAX BUILDING HT.
PER AMC RESTRICTION 490.98'
35'-0"
CHIMNEY CAP/
BUILDUP
3
12
3
12
3
12
3
12
BASEMENT FLOOR
BASEMENT PLATE HT.
AVG. ORG.
GRADE
448'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
485.33'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
461.05'
TYP. BASEMENT HEADERS
MAX BUILDING HT.
PER HT. RESTRICTION 488.25'
455.98'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
MAIN PLATE HT.
UPPER FLOOR 471.19'
UPPER FLOOR PLATE HT.
TYP. WINDOW HEADERS
12 5/8" FLOOR SYSTEM
135" - TOP WIN. HDRS.
@ GREAT ROOM
GRATE ROOM PLATE HEIGHT
8'-0"
29'-4 3/16"
2'-11 1/16"
8'-0"
11'-3"
37'-3 15/16"
9'-1 1/8"
9'-1 1/8"
8'-0"
19'-2 7/8"
12'-0"
12'-0"
11
11
11
22
11
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
3A3A
4A4A
3B3B
4B4B
4B4B
77
7777
55
88
8855
77
1212
13A13A
11
77
77
11
1515
3C3C
MAX BUILDING HT.
PER AMC RESTRICTION 490.98'
35'-0"
W22 3038 CASEW24 3038 CASE W23 3038 FIX CASE
W25 3050 CASE
W34 5016 PIC.
W35 3038 CASEW36 3038 FIX CASEW37 3038 CASE
7'-6"
1'-8 1/8"
59'-3"7'-6"
35'-0"
CHIMNEY CAP/
BUILDUP
BASEMENT FLOOR
BASEMENT PLATE HT.
AVG. ORG.
GRADE
448'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
485.33'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
461.05'
TYP. BASEMENT HEADERS
MAX BUILDING HT.
PER HT. RESTRICTION 488.25'
455.98'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
MAIN PLATE HT.
UPPER FLOOR 471.19'
UPPER FLOOR PLATE HT.
TYP. WINDOW HEADERS
12 5/8" FLOOR SYSTEM
8'-0"
29'-4 3/16"
2'-11 1/16"
8'-0"
37'-3 15/16"
9'-1 1/8"
9'-1 1/8"
8'-0"
19'-2 7/8"
12'-0"
11
11
3A3A
4A4A
4B4B
11
3A3A
4A4A
3A3A
4A4A
5577
556677
77
77
99
99
1515
55
77
88 88
3A3A
4A4A
55
11
3A3A
4A4A
5555
3A3A
4A4A
MAX BUILDING HT.
PER AMC RESTRICTION 490.98'
7.5' SIDE SETBACK7.5' SIDE SETBACK
W25 3050 CASE
W37 3038 CASE
W24 3038 CASE
W36 3038 FIX CASE W35 3038 CASE
W34 5016 PIC.
W22 3038 CASEW23 3038 FIX CASE
7'-6"
1'-8 1/8"
59'-3"7'-6"
35'-0"
CHIMNEY CAP/
BUILDUP
BASEMENT FLOOR
BASEMENT PLATE HT.
AVG. ORG.
GRADE
448'
12 5/8" FLOOR SYSTEM
TYP. WINDOW HEADERS
MAIN FLOOR
OVERALL
BUILDING HT.
4" SLAB ON GRADE FLOOR SYSTEM
485.33'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
461.05'
TYP. BASEMENT HEADERS
MAX BUILDING HT.
PER HT. RESTRICTION 488.25'
455.98'
NOTE: VERIFY ALL HEADER
HEIGHTS WITH SUPERVISOR
MAIN PLATE HT.
UPPER FLOOR 471.19'
UPPER FLOOR PLATE HT.
TYP. WINDOW HEADERS
12 5/8" FLOOR SYSTEM
8'-0"
29'-4 3/16"
2'-11 1/16"
8'-0"
37'-3 15/16"
9'-1 1/8"
9'-1 1/8"
8'-0"
19'-2 7/8"
12'-0"
11
11
3A3A
4A4A
4B4B
11
3A3A
4A4A
3A3A
4A4A
5577
556677
77
77
99
99
1515
55
77
88 88
3A3A
4A4A
55
11
3A3A
4A4A
5555
3A3A
4A4A
MAX BUILDING HT.
PER AMC RESTRICTION 490.98'
7.5' SIDE SETBACK7.5' SIDE SETBACK
W22 3038 CASEW24 3038 CASE W23 3038 FIX CASE
W25 3050 CASE
W34 5016 PIC.
W35 3038 CASEW36 3038 FIX CASEW37 3038 CASE
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 7019 - GAUNTLET GRAY
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
FIBER CEMENT PANEL SIDING
COLOR: SW 7004 - SNOWBOUND
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
BEAM PER STRUCTURAL
ARCH. GRADE W/ NATURAL FINISH IF EXPOSED
PRESSURE TREAT IF USED IN DECK STRUCTURE
VERIFY TREATMENT
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
A)WATERPROOF PAVER DECK
ENG SPEC CROSS BRACING
4 X 12 PT. JOIST 24" O.C.
B)WALKABLE WATERPROOF MEMBRANE ROOF/DECKING
1/4" PITCH ROOF/DECKING
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-30 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
FASCIA COLOR: SW 6258 - TRICORN BLACK
CONTINUOUS ALUMINUM GUTTERS WHERE NEEDED
C)BELLY BAND BUILD-UP TO MATCH DECK FASCIA
A)ARCHITECTURAL COMPOSITION ROOFING
CERTAINTEED PRESIDENTIAL SHAKE
VENTED RIDGE OR ROOF TO WALL VENT
ROOF SHEATHING PER STRUCTURAL
COLOR: CHARCOAL BLACK - TO BE VERIFIED
ALL ROOF PITCHES 3:12
VERT. FIBER CEMENT LAP SIDING @ 10.25" EXP.
ACCENT COLOR: SW 7031 - MEGA GREIGE
PRIMED SPRUCE INSIDE CORNERS
X METAL OUTSIDE CORNERS - VERIFY FENESTRATION TRIM
FIBER CEMENT PANEL SIDING WRAP ON COLUMNS
COLOR: T.B.D.
X METAL OUTSIDE CORNERS
1616
DRAFTED BY:
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J.STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
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PAGE:
17 of 20
A12
EXTERIOR
ELEVATIONS
REVISION TABLE
NO.
DATE
DESCRIPTION
SOUTH-EAST ELEVATION
SOUTH-WEST ELEVATION
1,070 SQ.FT.
OUTSIDE STORAGE
PLAN AREAS
MAIN FLOOR
GARAGE
1,768 SQ.FT.
515 SQ.FT.
COVERED DECK 192 SQ.FT.
67 SQ.FT.
BASEMENT 224 SQ.FT.
TOTAL LIVING AREA:3,189 SQ.FT.
UPPER FLOOR
BASEMENT SIDE PORCH 130 SQ.FT.
127 SQ.FT.MECH./WINE CELLAR
DECK 110 SQ.FT.
ENTRY PORCH 225 SQ.FT.
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.
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 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
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.
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
STRUCTURAL STRATEGY:
Structural Strategy. See page C1, Structural Calculations.
LIMITED 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.”
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.
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.
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:
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 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.
DRAFTED BY:
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J.STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
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S0
STRUCTURAL NOTES
REVISION TABLE
NO.
DATE
DESCRIPTION
26
11/15/24
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 BOLTS
PER 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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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
17HD 17HD
UP
17HD 17HD
2PW
W
2PW
W
2PW
W
2PW
W
1PW
W
1PW
W
1PW
W
1PW
W
2PW
W
2PW
W
2PW
W
2PW
W 2PW
W
2PW
W
DRAFTED BY:
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J.STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
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S1
ENGINEERING INFO
FOUNDATION &
BASEMENT FL PLAN
REVISION TABLE
NO.
DATE
DESCRIPTION
1,070 SQ.FT.
OUTSIDE STORAGE
PLAN AREAS
MAIN FLOOR
GARAGE
1,768 SQ.FT.
515 SQ.FT.
COVERED DECK 192 SQ.FT.
67 SQ.FT.
BASEMENT 224 SQ.FT.
TOTAL LIVING AREA:3,189 SQ.FT.
UPPER FLOOR
BASEMENT SIDE PORCH 130 SQ.FT.
127 SQ.FT.MECH./WINE CELLAR
DECK 110 SQ.FT.
ENTRY PORCH 225 SQ.FT.
FOUNDATION PLAN
BASEMENT FLOOR PLAN
26
11/15/24
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 BOLTS
PER 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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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
DN
7DS
2PW
W
2PW
W
1PW
W
1PW
W
1PW
W
1PW
W
1PW
W
1PW
W
1PW
W
1PW
W
2PW
W
2PW
W
2PW
W
2PW
W
UP DN
EXT.EXT.EXT.
EXT.
EXT.
2PW
W
2PW
W
2PW
W
2PW
W
1PW
W
1PW
W
1PW
W
1PW
W
2PW
W
2PW
W
2PW
W
2PW
W 2PW
W
2PW
W
5GW
W
5GW
W
1PW
W
1PW
W
1PW
W
1PW
W
1PW
W
1PW
W
1PW
W
1PW
W
5GW
W
5GW
W
1PW
W
1PW
W
DRAFTED BY:
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J.STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, January 17, 2025
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
WH
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PAGE:
20 of 20
S2
ENGINEERING INFO
MAIN & UPPER FLOOR
PLAN
REVISION TABLE
NO.
DATE
DESCRIPTION
1,070 SQ.FT.
OUTSIDE STORAGE
PLAN AREAS
MAIN FLOOR
GARAGE
1,768 SQ.FT.
515 SQ.FT.
COVERED DECK 192 SQ.FT.
67 SQ.FT.
BASEMENT 224 SQ.FT.
TOTAL LIVING AREA:3,189 SQ.FT.
UPPER FLOOR
BASEMENT SIDE PORCH 130 SQ.FT.
127 SQ.FT.MECH./WINE CELLAR
DECK 110 SQ.FT.
ENTRY PORCH 225 SQ.FT.
MAIN FLOOR PLAN
SECOND FLOOR PLAN
26
11/15/24
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: 3923 ROCK RIDGE PKWY
Parcel Number: P127678
Permit Number: BLD-2024-0821
FRONT OF REPORT:
Submittal Date: 12/09/2024
Revision Number: 1
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
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.
Aaron Esterholt
1/24/2025 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 7,525.11 SQ.FT.
(Lot is all rock)
Impervious Surface (off-site)
New and Replaced Hard Surface Total (SF) 3,171.76 SQ.FT. (42.15%)
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 SE to 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 2 and has notes for 1,3,4,5.
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.
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.
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 6
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 covered in 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. 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.
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.
Cluster buildings together.
Minimize impervious areas.
Maintain and utilize the natural drainage patterns.
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.
Version date: 07/26/24 Page 7
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
in Minimum Requirements 1,3,4,5,6,7,8, and 9 for each lot.
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.
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.
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 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.
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
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.
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.
Version date: 07/26/24 Page 8
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
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.
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.
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.
Version date: 07/26/24 Page 9
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.
Version date: 07/26/24 Page 10
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: Karen Whitaker
Site Address: 3923 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.
Version date: 07/26/24 Page 17
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.
Version date: 07/26/24 Page 18
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 for cottage housing and BMPs. Applicable BMPs will be
used to protect any properties from erosion. There are no storm-water swales or retention facilities to control.
Version date: 07/26/24 Page 19
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.
Version date: 07/26/24 Page 20
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.
Version date: 07/26/24 Page 21
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
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. Install plastic covering per BMP C123 on Soils Stockpiles. BMP 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.
Version date: 07/26/24 Page 22
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 include, but are
not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and
roughening slope surfaces (for example, track walking). To be installed as soon as grading for home site is
established and slopes are present at the site. BMP to be monitored daily and repaired as needed.
Version date: 07/26/24 Page 23
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.
Version date: 07/26/24 Page 24
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. Flow rates to be controlled by
development design for Rock Ridge Ph 3 and BMPs.
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
Version date: 07/26/24 Page 25
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, concrete washout area to be
installed near construction entrance. BMP to be monitored daily and repaired as needed.
Version date: 07/26/24 Page 26
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.
Version date: 07/26/24 Page 27
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?
BMP 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.
Version date: 07/26/24 Page 28
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).
Version date: 07/26/24 Page 29
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?
BMP 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.
Version date: 07/26/24 Page 30
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.
Applicant Signature Date
Version date: 07/26/24 Page 31
TAB 3 (MINIMUM REQUIREMENT #3)
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.
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, 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?
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.
Version date: 07/26/24 Page 32
TAB 4 (MINIMUM REQUIREMENT #4)
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.
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.
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.
ECOLOGY
(the project triggers
MRs #1 - #9)
Ves No
Ves y
Ves
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?
e
Did the project developer choose to meet
the LID Performance Standard?
Ves
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.
Version date: 07/26/24 Page 35
TAB 5 (MINIMUM REQUIREMENT #5)
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.
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? (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 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.
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.
Version date: 07/26/24 Page 36
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 through 9, the Test Report will be provided to the Engineering Department.
Version date: 07/26/24 Page 37
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:
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.
Or, T5.10A: Downspout Full Infiltration (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
2. BMP T5.14: Rain Gardens (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
Or, BMP T7.30: Bioretention Cells, Swales, and Planter Boxes (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
3. BMP T5.10B: Downspout Dispersion Systems (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
4. BMP T5.10C: Perforated Stub-out Connections (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
Version date: 07/26/24 Page 38
Other Hard Surfaces: List #1
1. BMP T.5.30 Full Dispersion (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
2. BMP T5.15: Permeable Pavements (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
Or, BMP T.14: Rain Gardens (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
Or, BMP T7.30: Biorention Cells, Swales and Planter Boxes (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
3. BMP T5.12: Sheet Flow Dispersion (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
Or, BMP T5.11: Concentrated Flow Dispersion (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
Applicant Signature Date
Version date: 07/26/24 Page 39
List #2 – Project Triggering Minimum Requirement 1 through 9
For each surface, consider the BMPs in the order listed for that type of surface. Use the first BMP that
is considered feasible. No 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 #2
1. BMP T5.30: Full Dispersion (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
Or, T5.10A: Downspout Full Infiltration (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
2. BMP T7.30: Biorention (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
3. BMP T5.10B: Downspout Dispersion Systems (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
2. BMP T5.10C: Perforated Stub-out Connections (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
Version date: 07/26/24 Page 40
Other Hard Surfaces: List #2
1. BMP T.5.30 Full Dispersion (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
2. BMP T5.15: Permeable Pavements (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
3. BMP T7.30: Biorention (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
4. BMP T5.12: Sheet Flow Dispersion (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
Or, BMP T5.11: Concentrated Flow Dispersion (Feasible\Infeasible)
If infeasible, provide the criteria:
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.
Applicant Signature Date
Version date: 07/26/24 Page 41 Volume III - Chapter 1 - Page 463
Figure III-1.1: Runoff Treatment BMP Selection Flow Chart
2024 Stormwater Management Manual for Western Washington
Version date: 07/26/24 Page 42
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.
Version date: 07/26/24 Page 43
APPENDIX 2 – Soils Analysis (Volume 3, Chapter 3.3.2)
Provide the soils report in this appendix
Northwest Agricultural Consultants
2545 West Falls
Kennewick, WA 99336
(509) 783-7450 Fax: (509) 783-5305
RR SUMMIT NW, LLC
PO BOX 319
ANACORTES, WA 98221
SOIL
Client No.: 11396 Date Received: 03-13-2017
Report No.: 40544 Page: 1 of 1
33251f-58756
41112
Grower Sampler Field No.Field Name Crop Year Crop Yield Goal
Strandberg
Depth
(ft.)
Available
Inches
NO3-N
lbs/acre
NH4-N
lbs/acre
Sulfur
ppm
pH Soluble
Salts
(mmhos
/cm)
Organic
Matter
Percent
P(bic)
ppm
K(bic)
ppm
P(ace)
ppm
K(ace)
ppm
Calcium
(meq.
per 100
grams)
Magne-
sium
(meq.
per 100
grams)
Sodium
(meq.
per 100
grams)
Eff.Boron
ppm
Zinc
ppm
Manga-
nese
ppm
Iron
ppm
Copper
ppm
CEC
(meq.
per 100
grams)
% Base
Sat.
Chloride
lbs. per.
acre
Bray 1P
ppm
Total
Bases
(meq.
per 100
grams)
SampleI
D
1 7.69 24.5
Total 0.00
Estimated Nitrogen Release from Organic Matter Estimated Total Nitrogen Available to Crop Last Year's Crop Fertilizer
Comments
CEC Method: EPA 9081
OM Method: Loss on Ignition
X____________________________________________
Version date: 07/26/24 Page 44
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
Version date: 07/26/24 Page 45
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:
Version date: 07/26/24 Page 46
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.
Version date: 07/26/24 Page 47
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.
August 1, 2013, Modified January 16, 2015 Appendix 7- Determining Sediment Damage
Potential Page 1 of 3
Version date: 07/26/24 Page 48
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.
Version date: 07/26/24 Page 49
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.
Version date: 07/26/24 Page 50
APPENDIX 5 – Site Plan with all applicable information (Minimum Size 11x17 at a legible scale)
CONIFER TREE
LAWN AREA OR
EXISTING VEGETATION
CONCRETE DRIVE
MULCH - PLANTING BED
DECIDUOUS TREE
SHRUBS / PLANTINGS
LANDSCAPE LEGEND
REQUIRED LANDSCAPING
CALCULATIONS
7,525.11SITE AREA
LOT INFORMATION
PARCEL# P127678
EXISTING BEDROCK
BMP T5.13: POST-CONSTRUCTION
SOIL QUALITY AND DEPTH
MINIMUM REQUIREMENT #2 BMP'S
BMP C233: SILT FENCE
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: KAREN WHITAKER
ADDRESS & TELEPHONE AVAILABLE UPON REQUEST
OVERALL BUILDING HEIGHT FROM AVG. ORG. GRADE: 30'-4 11/16"
% OF SITE AREA TO BE LANDSCAPED
(PER AMC TABLES 19.42.020-.030)
20% - R2 ZONE
1,505 SQ. FT. REQUIRED
1,505 SQ. FT. MIN. PROVIDED
COMPLIANCE WITH AMC CH. 16.50
TREE PRESERVATION
TREE UNIT CREDITS REQUIRED:
- 8 TREE UNITS REQUIRED
(SITE AREA /1,000 SF)
TREE UNIT CREDITS RETAINED:
- 0 TREES 6" DBH = X TREE UNIT
CREDITS RETAINED
TREE UNIT CREDITS PROVIDED:
- 6 NEW DECIDUOUS TREES
(MIN. 2" CALIPER @ 6" ABOVE GROUND)
- 2 NEW EVERGREEN TREES
(8' MIN. IN HEIGHT)
LOT SIZE : 7,525.11 SQ.FT.
NON-POLLUTION GEN. HARD SURFACE AREA: 2,494.03 SQ.FT.
MAX BUILDING COVERAGE (35%): 2,633.79 SQ.FT.
ACTUAL BUILDING COVERAGE (28.5%): 2,141.66 SQ.FT.
TOTAL IMPERVIOUS AREA (42.15%): 3,171.76 SQ.FT.
POLLUTION GEN. HARD SURFACE AREA: 677.73 SQ. FT.
CLEARING LIMIT AREA : 7,525.00 SQ.FT.
MAX IMPERVIOUS COVERAGE (50%): 3,762.56 SQ.FT.
A
C2
A
C2
B
C2
B
C2
C
C2
C
C2
D
C2
D
C2
H
C2
H
C2
F
C2
F
C2
E
C2
E
C2
G
C2
G
C2
N
WWWWWWW
W
W
W
W
W
W
SSSSSSSSSSSSSSSS
SS
SS
SS
SS
S
S
S
S
SS
SS
SS
S
S
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
U P
SDTL
SS
SS
4'-8 1/8"
5'-0"
5'-8 1/2"
10'-0"
10'-0"
13'-9 15/16"
5'-3"
24'-0 5/16"
15'-9 9/16"
E
A
E X . 8 " S S
1 0' P U B L I C U T I L I T Y E A S E M E N T
1 0' P U B LI C
U TILIT Y E A S E M E N T
10' A
C
C
ES
S EA
SE
M
E
N
T
10' AC
C
ES
S E
ASE
M
E
NT
10
4 4 5'
4 5 0'
4 5 5'
4 6 0'
4 6 5'
4 7 0'
DRIVEWAY
677.73 sq ft
P O T E N TIA L R E T A I NIN G W A L L - FI N A L D E SI G N T.B.D .
SIT E IS M O S T L Y R O C K A N D R E T AININ G W A L L M A Y B E U N N E C E S S A R Y
P
O
T
E
N
TI
A
L
R
E
T
AI
NI
N
G
W
A
L
L - FIN
A
L D
E
SIG
N T.B.
D.
SIT
E IS
M
O
S
T
L
Y
R
O
C
K A
N
D R
E
T
AIN
I
N
G
W
A
L
L M
A
Y
B
E
U
N
N
E
C
E
S
S
A
R
Y
FINAL LANDSCAPE PLAN T.B.D.
20' R E A R S ET B A C K
5' SID
E SETBA
C
K
20' F R O N T S E T B A C K
5' SID
E SETBA
C
K
LOT 8
7,525 sq ft
PLAT OF ROCK RIDGE
SOUTH - PHASE 3
Parcel #:P127674
Owner:KAREN WHITAKER
Address:3923 ROCK RIDGE PARKWAY
ELEVATION AT MIDPOINT OF LOT AT TOP OF CURB = 443.25' (VERIFY)
HT. RESTRICTION 45' ABOVE MIDPOINT = 488.25' (VERIFY)
OVERALL BUILDING HT. ELEVATION = 483.42'
FF ELEVATION =
471.19' UPPER FLOOR
461.05' MAIN FLOOR
448.00' ENTRY FLOOR
LOT SIZE: 7,525.11 sq ft
MAX COVERAGE: 2,633.79 sq ft (35%)
ACTUAL COVERAGE: 2,141.66 sq ft (28.5%)
MAX IMPERVIOUS COVERAGE: 3,762.56 sq ft (50%)
ACTUAL IMPERVIOUS COVERAGE: 3171.76 sq ft (42.15%)
GARAGE
FF = 448'
MAX BUILDING HT. 488.25' ELEV.
HT. RESTRICTION 45' ABOVE MIDPOINT OF LOT AT TOP OF CURB
ELEV. AT MIDPOINT OF LOT AT TOP OF CURB = 443.25'
OVERALL BUILDING HT. ELEVATION = 485.42'
VERIFY AT START OF CONSTRUCTION
5'-0"
2'-0"
98.51'
N48° 23' 33"W
46.78'
N 42° 55' 23"E
29.1'
N41° 11' 56"E
100.09'
S48° 31' 34"E
76.15'
S43° 26' 45"W
U P
D N
D N
SFR
UPPER FF = 471.19'
MAIN FF = 461.05'
BASEMENT FF = 448'
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
CLEARING LIMIT
A
C2
A
C2
A
C2
A
C2
A
C2
A
C2
A
C2
A
C2
B
C2
B
C2
C
C2
C
C2
B
C2
B
C2
B
C2
B
C2
B
C2
B
C2
D
C2
D
C2
F
C2
F
C2
G
C2
G
C2
21'-10 3/8"
71'-8 1/8"
3 7 '-3 7 /1 6 "
49'-0 13/16"
F & G - VERIFY LOCATION
- M AY BE AN OFF-SITE LO CATIO N
~27.7%
SLOPE
EXT. & PROP. FINISH
GRADE
~1 % +/- S L O P E
P R O P. FIN IS H G R A D E
~35.7% SLOPE
EXT. & PROP. FINISH
GRADE
~
1
6.6
% +/- S
L
O
P
E
P
R
O
P. FIN
I
S
H G
R
A
D
E
~
3
3.3
%
+/- S
L
O
P
E
E
X
T.
G
R
A
D
E
FIRE AREA: 4,215 sf
FIRE FLOW REQ. = 1,750 gpm
HYDRANT: #920 - DISTANCE: 59.17'
HYDRANT: #921 - DISTANCE: 295.08''
COMBINED FLOW TEST = 2,066.4 gpm
PROJECT HAS HYDRANT ACCESS TO MEET CODE
W
W
WM - VERIFY LOCATION
SD
SD
SD HOOKUP - VERIFY LOCATION
SD HOOKUP - VERIFY LOCATION
DRAFTED BY:
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.
J. STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
1/8" = 1'
MAILING ADDRESS:
2018 R AVE.
Friday, November 15, 2024
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
WHITAKER RESIDENCE
3923 Rock Ridge Parkway, Anacortes,
WA 98221
J. STERLING
PAGE:
2 of 20
C1
VICINITY MAP- NO SCALE
SITE & LANDSCAPE
PLAN
REVISION TABLE
NO.
DATE
DESCRIPTION
1,070 SQ.FT.
OUTSIDE STORAGE
PLAN AREAS
MAIN FLOOR
GARAGE
1,768 SQ.FT.
515 SQ.FT.
COVERED DECK 192 SQ.FT.
67 SQ.FT.
BASEMENT 224 SQ.FT.
TOTAL LIVING AREA:3,189 SQ.FT.
UPPER FLOOR
BASEMENT SIDE PORCH 130 SQ.FT.
127 SQ.FT.MECH./WINE CELLAR
DECK 110 SQ.FT.
ENTRY PORCH 225 SQ.FT.
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
DRAFTED BY:
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.
J. STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, November 15, 2024
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
WHITAKER RESIDENCE
3923 Rock Ridge Parkway, Anacortes,
WA 98221
J. STERLING
PAGE:
3 of 20
C2
STORMWATER BMP'S
REVISION TABLE
NO.
DATE
DESCRIPTION
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
DRAFTED BY:
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.
J. STERLING
INITIAL:
OWNER APPROVAL
PROJECT / CLIENT INFO
11-15-24
1/4" = 1' U.N.O.
PAGE #:
BUILDER INFO:
MAILING ADDRESS:
2018 R AVE.
Friday, November 15, 2024
PRINTED:
FILE:
C:/C - DESIGN JOBS/Whitaker - RR PH3 LOT-8/2_Design/Whitaker - 24 X 36 CD Layout.layout
DESIGNED BY:
SCALE
DATE
ANACORTES WA 98221
PHONE:
360-293-7431
WEB:
www.strandbergconstruction.com
WHITAKER RESIDENCE
3923 Rock Ridge Parkway, Anacortes,
WA 98221
J. STERLING
PAGE:
4 of 20
C3
CURB, SIDEWALK,
AND DRIVEWAY
REVISION TABLE
NO.
DATE
DESCRIPTION
Version date: 07/26/24 Page 51
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
Version date: 07/26/24 Page 52
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: West end of lot.
Description of the photo: Looking W. end to E. end of lot.
Photo taken by: Jason Sterling.
Version date: 07/26/24 Page 53
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: South middle end of lot.
Description of the photo: Looking S. end to E. end of lot.
Photo taken by: Jason Sterling.
Version date: 07/26/24 Page 54
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.
Version date: 07/26/24 Page 55
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=