HomeMy WebLinkAboutPermit File BLD-2022-0753 1211 34th Street 1 C} City of Anacortes Invoice/Permit#: BLD-2022-0753
904 6th Street
Applied date: 09/22/2022
P.O.Box 547 Anacortes, WA 98221-0547 Issue date: 09/26/2022
_� t►�:
(360) 293-1901 Expire date: 03/24/2024
Job Address: 1211 34TH ST Permit Type: Single Family Alteration/Repair Permit
ANACORTES WA98221-4209 Project:
APN: P57084
Remarks: Add a new roof on home, plus add a garage, and 2 covered porches. Owner: 425-417-8001
Owner: JOHN MACARTNEY Contractor: ALEXEI FORD DESIGN BUILD LLC
Address: 15309 108TH PL NE Address: 228 E MAPLE ST
REDMOND WA 98052 BELLINGHAM WA 98225
Phone: Phone: (360)220-5452
License#:
General Information: Fees:
Deck Square Footage 91 Building Permit Fee 1,105.75
Flood plain development N Plan Review Fee 718.74
Building Valuation 120000 State Building Code Fee Resi 6.50
Porch Square Footage 49 Stormwater Review 82.88
New or Replaced Hard Surface 1036 Total Calculated: 1,913.87
Garage Square Footage 456
Deposits/Receipts: 0.00
Total Due: 1,913.87
The issuance or granting of this permit shall not be construed to be a permit for,or approval of, any violation of this Code or any other ordinance or order of
the City, of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor of this State. To the extent the issuance or
granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or
federal law, or order, proclamation, guidance advice or decision of the Governor of this State, this permit shall not authorize such work and shall not be
valid. The building official is authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances of this
jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order, proclamation, guidance advice or decision of
the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,
inaccurate or incomplete information, or in violation of any City ordinance, regulation or order, state or federal law, or any order, proclamation, guidance or
decision of the Governor.This permit becomes null and void if work or construction authorized is not commenced within 180 days or if construction work is
suspended or abandoned for a period of 180 days at any time after work is commenced. I have read and examined this application and know the same to
be true and correct.
SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY
PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT
Mailing Address: P.O. Box 547, Anacortes, WA 98221
c�oR Office Location: 904 61h Street, Anacortes WA 98821
Phone: (360) 293-1901
RESIDENTIAL BUILDING PERMIT APPLICATION
THIS APPLICATION PACKET IS USED FOR THE FOLLOWING PROJECT TYPES:
Single-Family Residences (SFR), Duplexes, Additions & Remodels, Accessory Structures (i.e. garages,
carports), Accessory Dwelling Units, Manufactured Homes, Residential Decks & Retaining Walls, and
Docks& Pilings.
FORM BP-1: RESIDENTIAL BUILDING PERMIT APPLICATION
PROPERTY INFORMATION
PROJECT ADDRESS(STREET,SUITE#) ASSESSOR PARCEL NUMBER
1211 34th St. Anacortes, WA 98221 3783-002-004-0009
SUBDIVISION/LOT# ZONING LOT AREA(SIZE) 10861 .5
Lot 3&4 Residential SQ. FT.
TYPE OF PROJECT
NEW X ADDITION REPAIR X REMODEL CHANGE OF USE
IX4SFR Duplex ❑X Deck/Porch
Accessory Dwelling Unit: ❑Detached ❑X Attached ❑Retaining Wall
❑ Manufactured Home ❑Accessory Structure
❑ Shoreline Structure(dock, pilings,floats etc.) * ❑Other:
*If application is for a shoreline structure, please complete the Shoreline Structure Checklist.
IS THIS WORK ASSOCIATED WITH ANOTHER PROJECT? I YES ✓ NO
f YES, provide the permit/application number:
PROJECT SUMMARY: PROJECT VALUATION
Garage addition; Add new roof over existing front porch and (Cost of Materials & Labor)
new covered back deck; Add gable roof over existing flat roof 1001000
at bedroom, Reroof existing structure. $
PROPERTY OWNER INFORMATION
NAME PHONE
John Macartney 425-417-8001
ADDRESS(STREET,CITY,STATE,ZIP) EMAILADDRESS
15309 NE 108th PI Redmond, WA 98052 johnmacartney@msn.com
CONTRACTOR INFORMATION
NAME* PHONE
Alexei Ford Design Build, LLC 360-220-5452
CONTRACTOR'S BUSINESS LICENSES STATE LICENSE# EXPIRATION
*All Contractors&Subcontractors must have a valid City ALEXEFD792KC 05/03/2023
of Anacortes business license prior to doing work in the UBI# EXPIRATION
City. 604725253 04/30/2023
ADDRESS(STREET,CITY,STATE,ZIP) EMAILADDRESS
228 E. Maple St Bellingham, WA 98225 info@afdesignbuild.com
Page 1 of 17
Res.Building Permit Application Submittal Checklist
Updated April 20,2021
CONTACT PERSON -Select one person the city will contact for anything related to this project:
❑APPLICANT ❑PROPERTY OWNER ❑■ CONTRACTOR ❑OTHER(LIST BELOW)
NAME PHONE
ALEXEI FORD DESIGN BUILD 360-220-5452
ADDRESS(STREET,CITY,STATE,ZIP) EMAILADDRESS
228 E. Maple St Bellingham, WA 98225 info@afdesignbuild.com
LENDER INFORMATION
RCW 19.27.095 requires the City to obtain information with regard to lenders. If there are no lender
involved with your project, write "no lenders"on the Name Line below.
NAME PHONE
N/A
ADDRESS(STREET,CITY,STATE,ZIP) EMAILADDRESS
ACKNOWLEDGEMENTS & SIGNATURE
Read and initial each of the following statements prior to signing this application:
Yes 1 understand that when a building permit application is taken in over the counter it does not mean
the application has been deemed technically complete and sufficient for staff review.
Yes I understand that if 1 submit incomplete, inaccurate, and/or erroneous information it will take the
City longer to process my permits.
Yes I understand and acknowledge that I could be responsible for providing as-built drawings(on paper
or electronically)as part of the project's certificate of occupancy process.
Yes 1 understand and acknowledge that Special Inspections could be required as part of my project, and
if needed 1 will be required to pay for the cost of these inspections.
Yes I understand and acknowledge that financial securities could be required as part of the work 1 am
completing and I agree to provide the items needed for the City to calculate these securities and to
provide the securities themselves.
Yes I understand that if permits are reviewed concurrently such as design review, site plan, traffic
concurrency, etc., any required revisions to one permit may affect the entire plan set and could add
costs and time to the project.
1 hereby declare that 1 am either the owner of the property listed on this application or the owner of
this property has authorized me to be their representative to act for them. I also declare under penalty
of perjury under the laws of the State of Washington that all of the statements and answers contained
herein, and the information submitted with this application form is in all respects, true, correct, and
complete to the best of knowledge and belief.
A(,-xe-L rand 9/20/22
SIGNATURE DATE
Alexei Ford
PRINTED NAME
Res.Building Permit Application Submittal Checklist
Updated December 2021
Page 2 of 17
SUBMITTAL CHECKLIST
v v D m v 0
M 3 3
X D C y O r V n
O 70 �n
Residential Building Permit � �- v o
O 3 3
Submittal Requirement Checklist Q ,' °' o '�
n c o
O fD '*
7 N
O
Residential Building Permit Application Form X X X X X
(FORM BP-1—attached)
Structure &Site Information Form X X X X X
(FORM BP-2—attached)
Mechanical & Plumbing Fixtures Form X X X
(FORM BP-3—attached)
Architectural Plans X X X X X
(requirements listed on FORM BP-4-attached)
Stormwater Management Minimum Requirements X X X X
Determination (FORM BP-s,attached)
✓ Stormwater Site Plan X X X X
Site Plan & Landscape Plans- requirements listed on Form X X X X X
BP-6
✓� Structural Plans&Calculations X X X X X
❑ Energy Code Plans& Forms X X
Manufacturer's Specifications/Cut Sheets X
✓ Copy of recorded survey (Complete 9/22/22) X X X X
Critical Area Identification Form X X X X X
❑ Shoreline Structure Checklist, if applicable X X
❑ Technical Reports X X X X
✓❑ Other Required Permits, if applicable X X X X X
❑ ADU Affidavit of Owner Occupancy(signed) X
SUBMITTAL INFORMATION
Please send applications in PDF format to buildingpermit@citvofanacortes.org
➢ Send applications in PDF format with a file and message size no greater than 30 MB.An email
with a link to a file share site (Dropbox, Google Drive, OneDrive, etc.) is acceptable. Paper copies
may be requested after initial review.
FEES
Once application is received, staff will reach out if a deposit is required. Otherwise, permit fees are paid
prior to building permit issuance.
Res.Building Permit Application Submittal Checklist
Updated December 2021
Page 3 of 17
REQUIRED SUBMITTAL INFORMATION
Additional details on certain submittal items are provided below to ensure Applicants are fully aware
what City staff will be looking for when an application is submitted to the City.
FORMS AND PLANS
• FORM BP-1: RESIDENTIAL BUILDING PERMIT APPLICATION FORM. Provides key information
about your project, including type of permit you are applying for, and property owner, contractor,
and contact information.
• FORM BP-2: STRUCTURE AND SITE INFORMATION FORM. Provides key information about
the proposed structure, including height, floor areas, fire protection proposed, and asks questions
about site characteristics that are used to determine whether your project requires any other
information or additional permit applications to be submitted.
• FORM BP-3: PLUMBING AND MECHANICAL INFORMATION. Form BP-3 provides space for
you to fill in fixture information for plumbing and mechanical appliances and equipment that are
included as part of your project.
• FORM BP-4: ARCHITECTURAL PLAN REQUIREMENTS. Form BP-4 contains a list of all the items
required to be shown on Architectural Plans.
• FORM BP-5: STORMWATER MANAGEMENT DETERMINATION FORM. Most development
within the City of Anacortes that involves disruption of soils, or construction of buildings, streets,
parking lots, etc. requires a Stormwater review. Stormwater review requirements are based on
either the amount of soil to be disturbed (grading,vegetation removal), or the amount of hard
surface that is created or replaced on a site (building footprint, concrete, asphalt or gravel parking,
sidewalk, etc.). Form BP-5 assists you in determining the level of stormwater review(applicable
Minimum Requirements) required for your project.
• STORMWATER SITE PLAN. The Stormwater Site Plan is the comprehensive report containing all
of the technical information and analysis necessary for regulatory agencies to evaluate your
project for compliance with stormwater requirements. The level of stormwater review and
contents of the Stormwater Site Plan will vary with the type and size of the project, and individual
site characteristics. Use Form BP-5 to determine the level of stormwater review and then
complete the applicable Stormwater Minimum Requirements Form on the Public Works-
Engineering Department Forms website and provide required submittal items/plans.
• FORM BP-6: SITE PLANS& LANDSCAPE PLANS. Form BP-6 contains a list of all the items
required to be shown on Site and Landscape Plans.
• STRUCTURAL PLANS: Plans prepared and stamped by a State of Washington licensed
professional structural engineer drawn at a scale approved by the Building Official clearly indicating
the information required by the "Permits" section of the currently adopted International Building
Code and Chapter 19.27 RCW (State Building Code Act, Statewide amendments), and City submittal
forms including: structural members labeled as to size and spacing as well as bracing, blocking,
bridging, special connectors, and anchor bolts; cross-section details, as needed,to show typical
foundation,floor, wall, ceiling and roof construction; insulation of walls, floors and roof/ceiling; and
details of stairs,fireplaces and special construction, if any.
• STRUCTURAL CALCULATIONS: An analysis of loads, materials, etc., prepared and stamped by a
State of Washington licensed professional structural engineer.
Res.Building Permit Application Submittal Checklist
Updated December 2021
Page 4 of 17
• ENERGY CODE FORMS: The standard Washington State Energy Office form requesting the
information required under Chapter 51-11 WAC detailing building components used to comply with
the State Residential or Nonresidential Energy Code, as applicable.
• MANUFACTURER'S SPECIFICATIONS/CUT SHEETS: A document that summarized the
performance and other technical characteristics of a product, machine, component, material, or
subsystem (e.g., a power supply) in sufficient detail that allows the City to determine the product
will be incompliance with applicable codes.
• COPY OF RECORDED SURVEY. A survey of your property is needed so that conformance with
minimum setback requirements and other development standards can been confirmed and verified
on site by the inspectors. Property markers must be visible on your property. If they are not at the
time an inspection is requested,you may need to have a new survey completed.
• CRITICAL AREA IDENTIFICATION FORM. Use this from to determine and/or identify if critical
areas or critical area buffers are located on or within 300 ft. of the development area. If critical
areas are determined to be present, a Critical Area Permit may be required.
• SHORELINE STRUCTURE CHECKLIST.This checklist is required to supplement the building permit
application if the proposed structure or development is waterward or within 200 ft.from the
shoreline.This checklist will also assist in determining what other approvals or permits may be
required for the proposed work.
OTHER SUBMITTALS DETERMINED ON A CASE-BY-CASE BASIS
TECHNICAL REPORTS
Following is a list of technical reports that will be required to be submitted to the City when certain
circumstances exist on or near a site an Applicant is planning on making improvements to. The general
triggers for each of the listed technical reports I provided below:
A. CRITICAL AREAS REPORTS: In general, Critical Area reports are required when wetlands
and/or streams are located on or near a site. Critical area mitigation plans may also be required,
depending on the project proposal. See Anacortes Municipal Code Ch. 19.70 for additional
information.
B. GEOTECHNICAL REPORT: In general, Geotechnical Reports are required when work is
proposed on or near slopes in excess of 15%and/or known landslide hazard areas. See
Anacortes Municipal Code Ch. 19.70 for additional information.
OTHER PERMITS DETERMINED ON A CASE-BY-CASE BASIS
OTHER FORMS
Following is a list of other permits that could be required in certain circumstances. The general triggers
for each of the listed permits is provided below.
A. FILL AND GRADE PERMIT: Grading (importing, exporting, and/or moving material on a site) of
more than 50 cubic yards and/or if grading modifies the existing flow of stormwater or
groundwater.
B. RIGHT-OF-WAY PERMIT: A right-of-way permit is required anytime the public right-of-way is
disturbed or obstructed in any way by private development or the general public.
Res.Building Permit Application Submittal Checklist
Updated December 2021
Page 5 of 17
FORM 1313-2: STRUCTURE AND SITE INFORMATION
PROPERTY WHERE WORK IS OCCURRING
ADDRESS 1211 34th St. Anacortes, WA 98221
PARCEL NUMBER(S) 3783-002-004-0009
DETAILED PROPOSED STRUCTURE INFORMATION
Complete the following information as it relates to your project. Mark items that are not applicable with
"N/A".
STRUCTURE HEIGHT 151-011
AREA SQUARE FOOTAGE OCCUPANCY GROUP CONSTRUCTION TYPE OCCUPANT LOAD
1ST FLOOR: 1392
2ND FLOOR:
3RD FLOOR:
BASEMENT:
GARAGE: 456
TOTAL DECK: 91
TOTAL PORCH: 49
OTHER:
OTHER:
OTHER:
QUESTIONS ABOUT THE PROPOSED STRUCTURE
Is a fire sprinkler system being installed? ❑YES X❑NO
Is a monitored fire alarm being installed? YES X❑NO
Are retaining wall(s) being built? ❑YES X❑NO
Are structural plans required? I ❑X YES ❑NO
PROJECT SITE INFORMATION
A. Is work within the City's right-of-way proposed? ❑YES ONO
If YES, you will be required to submit a right-of-way permit application.
If you have already submitted a ROW permit, list the permit number here:
B. Is the lot less than 5,000 sq. ft. in area? ❑YES ONO
If YES, your site and building will need to comply with the standards in AMC
19.43.010.C.
Res.Building Permit Application Submittal Checklist
Updated December 2021
Page 6 of 17
C. Is your project involving an accessory dwelling unit? DYES ❑X NO
If YES, your site and building will need to comply with the standards in AMC
19.47.030.
D. Will more than 2-acres be cleared and/or more than 5,000 board feet OYES ONO
(about 1 log truck load) of timber be harvested?
If YES, you may need to obtain a forest practice permit from DNR.
E. Is this project subject to the SEPA process? OYES C NO
If YES, you will be required to submit a SEPA checklist.
If you have already completed the SEPA process, list the permit number:
REQUIRED SIGNATURE
1 hereby declare that 1 am either the owner of the property listed on this application or the owner of this
property has authorized me to be their representative to act for them. 1 also declare under penalty of
perjury under the laws of the State of Washington that all of the statements and answers contained
herein, and the information submitted with this application form is in all respects, true, correct, and
complete to the best of knowledge and belief.
A( x&,�r-ord 9/20/22
SIGNATURE DATE
Alexei Ford
PRINTED NAME
Res.Building Permit Application Submittal Checklist
Updated December 2021
Page 7 of 17
FORM BP-3: PLUMBING & MECHANICAL INFORMATION
MECHANICAL
APPLIANCE/EQUIPMENT INFORMATION (NEW AND RELOCATED)
EQUIPMENT TYPE Indicate the number of fixtures for each equipment type TOTAL
GAS ELECTRIC OTHER-Please specify COMMENT
Furnace Not part of Project
Wall Heater Not part of Project
Water Heater Not part of Project
Heat Pump Not part of Project
Air Conditioner/Handler Not part of Project
Radiant/Hydronic Heating Not part of Project
Exhaust Fans Not part of Project
Range Hood Not part of Project
Fireplace Not part of Project
Clothes Dryer& Duct Not part of Project
Stove/Range/Oven Not part of Project
Refrigeration Unit Not part of Project
Gas Piping/Outlet(s) Not part of Project
Boiler Not part of Project BTUs:
Other X Meter Base Relocate 1
L TOTAL MECHANICAL OUTLETS
PLUMBING FIXTURES
FIXTURE TYPE(NEW AND RELOCATED) TOTAL FIXTURE TYPE(NEW AND RELOCATED) TOTAL
Toilets N/A Refrigerator water supply N/A
Kitchen Sink N/A Pressure Reduction Valve/ Regulator N/A
Utility Sink N/A Water Service Line N/A
Tub N/A Water Piping N/A
Hand Sink N/A Washing Machine N/A
Shower N/A Electric Water Heater:Tank-less? Yes❑ No❑X
Dishwasher N/A Backflow Prevention Device N/A
Urinal N/A Hose Bib N/A
Floor Drain/Floor Sink N/A Drinking Fountain N/A
Hydronic Heat in:❑Floor ❑Wall N/A Grease Interceptor N/A
Other-please specify:
TOTAL PLUMBING FIXTURES
Res.Building Permit Application Submittal Checklist
Updated December 2021
Page 8 of 17
FORM BP-4: ARCHITECTURAL PLAN REQUIREMENTS
GENERAL INFORMATION
This form is intended to assist applicants in creating complete, code compliant architectural plans. Please
check the plans you wish to submit to make sure they contain each of the listed items. To the right of the
Requirements column is space for you to list the sheet number of the plan set where the listed
information is shown.
• Minimum Plan Size: 11" x 17" and drawn in an architectural scale.
• Architectural plans for structures 4,000 square feet or larger are required to be prepared and
stamped by an architect licensed in the State of Washington.
• Structural plans must be stamped by a structural engineer licensed in the state of Washington.
REQUIREMENTS FOR ALL ARCHITECTURAL PLANS
COMPLETE? REQUIREMENTS PAGE#
Cover lor 1ST page) must include:
JXJ Site address
X Parcel number
Yes X Lot number(if applicable) 1
X Lot size
X Lot coverage
❑X % impervious surface coverage
Yes Floor plans with existing (if applicable) and proposed building layout with 3
square footages and with the use of each room/area labeled.
Window and door sizes labeled and window ventilation area. Commercial,
Yes Multi-Family, and Mixed-Use Structures must also include door and window 3
schedules.
N/A Plumbing, duct, and electrical layout. Penetration protection must be shown.
Yes Opening headers, size, and material. 5
Yes Cross section details, showing typical foundation,floor, wall, ceiling and roof 5
construction and insulation.
Yes Structural members labeled as to size and spacing as well as bracing, blocking, 2
bridging, special connectors, and anchor bolts.
N/A Details documenting energy code compliance.
Exterior building elevations demonstrating compliance with applicable
Yes structure type design standards (small lot, duplex, or ADU) and maximum 4
building height
Res.Building Permit Application Submittal Checklist
Updated December 2021
Page 9 of 17
Building height (see AMC 19.42.120 for measurement methods, exceptions and
modifications).
• Show a line representing, and label the elevations of, the existing
natural topography at the foundation at the front of the building.
Yes • For corner lots and lots that slope downhill from the property line at 4
the front of the building: Show a labeled line representing the
elevations at the center of all exterior walls of the building.
• For ADUs only, include elevations demonstrating compliance with the
height/setback plane (see AMC 19.47.030(C)(6)).
N/A Special details as needed (i.e., stairs,fireplaces, special construction). N/A
Yes Insulation and insulation values of walls, slab, floors, and roof/ceiling. 5
Yes Existing and proposed grades with slope of lot shown. 5
Res.Building Permit Application Submittal Checklist
Updated December 2021
Page 10 of 17
FORM BP-5: STORMWATER MANAGEMENT MINIMUM
REQUIREMENTS DETERMINATION
GENERAL INFORMATION
Most development within the City of Anacortes that involves disruption of soils, or construction of
buildings, streets, parking lots, etc. requires a Stormwater review. Stormwater review requirements
are based on either the amount of soil to be disturbed (grading,vegetation removal), or the amount of
hard surface that is created or replaced on a site (building footprint, concrete, asphalt or gravel
parking, sidewalk, etc.)
This form is largely targeted for small projects and single family residences. For larger projects and
more information please refer to the Anacortes Municipal Code (Chapter 19.76 Stormwater
Management) and the latest Washington State Department of Ecology Stormwater Management
Manual for Western Washington (Ecology Manual).
HARD SURFACE AREA CALCULATION
Please calculate your project's hard surface amount; guidance is provided on the next page of this
document. Use your project's total hard surface calculation to follow the flow chart(s) in this packet and
determine the level of stormwater management required for you project.
When determining your permit level or if stormwater thresholds are met or exceeded the entire project
must be considered. A project is that portion of a property, properties, or right of way subject to land
disturbing activities, new hard surfaces and replaced hard surfaces. The hard surface on your property
will determine the storm water utility fees and the stormwater general facility charge. All new or
replaced hard surfaces should be accounted for. Below are excerpts from the Anacortes Municipal Code
and Ecology Manual that may assist you in preparing this information.
"Hard surface area"means an impervious surface, a permeable pavement, or a vegetated roof.
"Impervious surface"means a non-vegetated surface area which either prevents or retards the entry of
water into the soil mantle as under natural conditions prior to development. A non-vegetated surface
area which causes water to run off the surface in greater quantities or at an increased rate of flow from
the flow present under natural conditions prior to development.
"Replaced impervious surface"means,for structures, the removal and replacement of impervious
surfaces down to the foundation. For other impervious surfaces, the removal down to bare soil or base
course and replacement.
LAND DISTURBANCE
DESCRIPTION TOTAL(SQ. FT.)
Total Area of Land Disturbing Activity 456
Total Area Converted from Vegetation to O
Lawn or Landscaped Area
Res.Building Permit Application Submittal Checklist
Updated December 2021
Page 11 of 17
HARD SURFACE AREA CALCULATION
Existing Removed Proposed Proposed
DESCRIPTION (SF) (SF) Replaced New
(SF) (SF)
Non Pollution Generating Hard Surface Area(Sidewalks, paths, patios,etc.) 580 456
Pollution Generating Hard Surface Area
(Driveways, parking areas, etc.)
1.
TOTAL HARD SURFACE 1036
Site Size 10861 .5
Existing Impervious Surface Coverage% 1 0
(sq.ft. hard surface/site size)
MINIMUM REQUIREMENTS CALCULATIONS
Use the information in the above table to navigate the flow chart(s) on the next few pages to determine
the applicable stormwater management minimum requirements for your project.
Then complete the applicable Stormwater Minimum Requirements Form on the Public Works -
Engineering Department Forms website and provide required submittal items/plans.
❑ Minimum Requirements#1-9 ❑ Minimum Requirements#1-5 Q Minimum Requirement#2
Res.Building Permit Application Submittal Checklist
Updated December 2021
Page 12 of 17
FLOW CHART FOR DETERMINING REQUIREMENTS FOR NEW DEVELOPMENT
Start Here
Does the site have 35% Yes See Redevelopment Minimum
or more of existing 0, Requirements and Flow Chart
impervious coverage? (Figure 1-2.4.2).
No
Does the project convert 3/4
acres or more of vegetation to
Does the project result in lawn or landscaped areas,or
5,000 square feet,or NO convert 2.5 acres or more of
greater,of new plus native vegetation to pasture?
replaced hard surface
area?
No
ZYesYesDoes the project result in 2,000
IF square feet,or greater,of new plus
All Minimum Requirements replaced hard surface area?
apply to the new and replaced
hard surfaces and converted Yes NO
vegetation areas.
Does the project have land
Minimum Requirements#1 disturbing activities of 7,000
through#5 apply to the new Yes
square feet or greater?
and replaced hard surfaces
and the land disturbed. NO
IF
Minimum Requirement#2
applies.
Figure 1-2.4.1
Flow Chart for Determining Requirements for
New Development
DEPARTMENT OF Revised June2015
ECOLOGY Please see http//www.ecy.wa.gov/copyright.html for copyright notice including permissions,
State of Washington limitation of liability,and disclaimer.
Res.Building Permit Application Submittal Checklist
Updated December 2021
Page 13 of 17
FLOW CHART FOR DETERMINING REQUIREMENTS FOR REDEVELOPMENT
Does the project result in 2,000 square feet,or more,of new plus replaced hard surface area?
OR
Does the land disturbing activity total 7,000 square feet or greater?
Yes lNo
Minimum Requirements#1 through#5
apply to the new and replaced hard Minimum Requirement#2 applies.
surfaces and the land disturbed.
Next Question
Does the project add 5,000 square feet or more of new hard surfaces?
OR
Convert Y4 acres or more of vegetation to lawn or landscaped areas?
OR
Convert 2.5 acres or more of native vegetation to pasture?
Yes No
All Minimum Requirements apply Next Question Is this a road
to the new hard surfaces and the related project? NO
converted vegetation areas.
Yes
Does the project add 5,000 square feet or more of new hard surfaces?
Yes
NO Is the total of new plus replaced hard surfaces
Do the new hard 5,000 square feet or more,
surfaces add 50%or NO No additional NO AND
more to the existing requirements. does the value of the proposed improvements
hard surfaces within -including interior improvements-exceed
the project limits? 50%of the assessed value(or replacement
value)of the existing site improvements?
YesE All Minimum Requirements apply to the new and replaced 4-1
hard surfaces and converted vegetation areas. Yes
Figure 1-2.4.2
Flow Chart for Determining Requirements for
Redevelopment
DEPARTMENT OF Revised June2015
ECOLOGYPlease see http b(roww.ecy.wa.gov/copyright.html for copyright notice including permissions,
State of Washington limitation of liability,and disclaimer.
Res.Building Permit Application Submittal Checklist
Updated December 2021
Page 14 of 17
FORM BP-6: SITE PLAN REQUIREMENTS
GENERAL INFORMATION
This form is intended to assist applicants in creating complete, code compliant site plans. Please check
the plans you wish to submit to make sure they contain each of the listed items. To the right of the
Requirements column is space for you to list the sheet number of the plan set where the listed
information is shown.
• Minimum Plan Size: 11"x 17" and drawn in an engineering or architectural scale.
INFORMATION REQUIRED ON ALL SITE PLANS
COMPLETE? REQUIREMENTS PAGE#
ON PLANS
COVER SHEET:
X Vicinity Map
X Name of the project
X Name, address, and telephone number of owner and agent(s)
❑X Name, address, and telephone number of Applicant (if different from the
owner)
X Zoning designation of the site
X Area, in square feet and acreage, of the project site
Yes X Reference to the Building Code used
X Proposed use
X Occupancy group
X Construction type
X Square footage and height of each individual building
X Percent lot coverage
JXJ Percent impervious surfaces
Scale and North Arrow
Property features
Location, identification, and dimensions of all property lines and easements.
Yes All easements shown on the title report, Record of Survey, or plat must be
dimensioned and shown.
N/A Location and dimensions of existing critical areas (wetlands, streams, steep
slopes) and their associated buffers.
N/A Location of Ordinary High Water Mark and shoreline jurisdiction limits (i
adjacent to a shoreline).
Existing and proposed contours and site elevations (i.e. finished grades) at 5-
Yes foot minimum increments. The horizontal and vertical control datum must be 4
clearly shown.
Structures
Yes Location, identification, dimensions and size of all existing and proposed 1
buildings and other structures.
Res.Building Permit Application Submittal Checklist
Updated December 2021
Page 15 of 17
Yes Location of existing and proposed retaining walls, rockeries, and fences. 1
Yes Location, identification, and dimensions of all setbacks. 1
Show proposed projections into required setbacks, including dimensions(see
Yes AMC 19.44.140) 1
Utilities & Easements
Location and dimensions of existing and proposed stormwater, sanitary 1
Yes sewer, potable water, and fiber lines/facilities. All wells and septic systems
located on or near the project site must also be identified.
Yes Location of all existing and proposed fire hydrants within 300 feet of the 1
boundary of the project site.
Yes Location and dimensions of existing and proposed freestanding lighting 1
fixtures, utility junction boxes, public utility transformers.
Stormwater
Proposed Temporary Erosion and Sediment Control Measures, if not located
Yes on other plans. 1
Yes Proposed permanent stormwater management BMPs. 1
Access, Circulation & Parking
Location, identification, and dimensions of all existing and proposed on-site 1
Yes and adjacent streets and alleys, including the location and dimensions of all
existing and proposed curbs, gutters, sidewalks, median islands, and street
trees.
Yes Show existing and proposed vehicular access to the site, including the size 1
and location of driveways and curb cuts.
Yes Show existing and proposed parking spaces, including surface material and 1
dimensions of spaces.
Open Space (ADUs, Small Lots, and Duplexes)
Show calculations, location, dimensions and provided square footage of
N/A required open space area per AMC 19.43.010.C, E, or AMC 19.47, as
applicable.
Landscaping
Show the location and design of landscape areas to be preserved and 1
Yes planted, and a plant list to include the location, number, size and type of
plant material by botanical and common name.
N/A Location of irrigation system if a permanent or temporary system is
proposed.
Yes Show the location of existing trees to be retained in conformance with AMC 1
16.50, and tree protection measures to be implemented, when applicable.
Provide a maintenance plan for any infiltration-based stormwater best 1
Yes management practices (BMPs) built as part of the landscaping design,
including the specifications and maintenance procedures of any soil
amendments.
N/A Show new trees to be planted and tree unit credit calculations, in
conformance with AMC 16.50 Tree preservation,when applicable
Res.Building Permit Application Submittal Checklist
Updated December 2021
Page 16 of 17
A table similar to the following with project specific information provided,
must be placed on the site plan:
Required Landscaping For Example
Calculations
Site Area 7,500 sq.ft.
%of site area to be landscaped (per 20%- R2A zone
AMC Tables 19.42.020-.030) 1,500 sq.ft. required
Yes 1,850 sq.ft. provided
Compliance with AMC Ch. 16.50 Tree unit credits required:
Tree Preservation. • 8 tree units required
Tree unit credits retained:
• 2 trees 6"dbh =4 tree unit
credits retained
Tree unit credits provided:
• 2 new deciduous trees(min.2"
caliper @ 6" above ground)
• 2 new evergreen trees(8' in
height)
Number of required street trees 1 per 30'of frontage
60 lineal feet of frontage=3 street
trees
Res.Building Permit Application Submittal Checklist
Updated December 2021
Page 17 of 17
ALPINE 203 W.Chestnut
Bellingham,WA 98225
ENGINEERING. L L (360)2oo-8703
alpineengineer.com
STRUCTURAL CALCULATIONS
PREPARED FOR:
DATE:
September 9, 2022
PROJECT NO.:
22053
PROJECT NAME:
Macartney Residence
PROJECT TYPE:
1-Story Residence
PROJECT ADDRESS:
1211 341" Street
Anacortes, WA
ARCHITECT:
Alexei Ford Design Build
228 E. Maple Street
Bellingham, WA 98225
(360)220-5452
PROJECT ENGINEER:
David Shapiro
CIVIL + STRUCTURAL
ALPINE 203 W.Chestnut
(i Bellingham,WA 98225
ENGINEERING, L L (360)20o-8703
alpineengineer.com
TABLE OF CONTENTS
DESIGN PARAMETERS A.1 - A.3
Design Criteria A.1
Load Sheet A.2
Material Specifications A.3
ROOF & FLOOR FRAMING 1.1 - 1.22
Roof Framing Layout 1.1
Floor Framing Layout 1.2
Beam Calculations 1.3
LATERAL ANALYSIS 2.1 - 2.7
Seismic Base Shear 2.1
Seismic Loads 2.2
Wind Design Parameters 2.3
Wind Loads 2.4
Shearwall Layout 2.5
Shearwall Forces 2.6
Overturning Forces 2.7
FOUNDATIONS 3.1 - 3.3
Foundation Layout 3.1
Conventional Footing Calculations 3.2
Pad Foundation Calculations 3.3
CIVIL + STRUCTURAL
Page A.1 of A.3
Project: Macartney Residence
Location: ac acortes, WA i5r . ALPINE
Client: Ford '
Engr: DAS iNuirJcr_ i N LLI-
Job#: 22053
Date: 9/9/2022
Structural Design Criteria
Structural Structural engineering is provided for the Macartney Residence on 34th Street,Anacortes, WA.
abstract/ The structure is a 1-story Type V wood-framed with slab on grade and concrete retaining wall
scope of foundation system. Structural design is based on architectural plans provided by Alexi Ford Design
work: Build (dated 7/13/22).
General: Building department: Skagit County, WA
Applicable Building Code: 2018 IBC (Based on ASCE 7-16)
Importance Category: II
Overall Building Height 13 ft
Gravity LoadinC- Condensed List, Ref.Load Sheet
Roof Roof Dead Load: 16 psf
Loading: Roof Live Load: 20 psf
Roof Snow Load: PS 25 psf (Per Whatcom Co.)
Roof Deflection Limitation: L/ 240
Floor Floor Dead Load: 15 psf
Loading: Floor Live Load: Residential 40 psf
Floor Deflection Limitation: L/ 360
Deck Deck Dead Load: 10 psf
Loading: Deck Live Load: 60 psf
Deck Deflection Limit: L/ 360
Lateral Loadin-g: Condensed List, Ref. Wind&Seismic Design Parameter Sheets
Wind Nominal Wind Speed (V,,i,) : 110 mph (Per Whatcom Co.)
Loading: Allowable Wind Speed (Vasd) : 85 mph
Exposure: B
Seismic
Loading: Site Class: D
SIDS 0.912
SIDt 0.512
Seismic Design Category D
Vseis 0.140
Geotechnical Criteria:
Geotechnical Consultant: [None]
Allowable Bearing Pressure: 1500 psf (per Table 1806.2)
Min. Frost embedment: 18 " (Per Whatcom Co.)
Page A.2 of A.3
Project: Macartney Residence
Location: Anacortes, WA IaPINE
Client: Ford
En r: DAS ENGINEERING. LLC
Job#: 22053
Date: 9/9/2022
Dead Load/Snow Load Estimates:
Roof- DL(psf) Slope Corrected:
40 yr Comp. Shingles 2.0
3/4" Plywood 2.5 Roof Pitch:
10" Batt Insulation 0.8 rise= 7
Wood Framing 2.8 run= 12
Solar Panels 3.0
Misc Mechanical 2.0 Slope Corrected:
Total: 13.1 DL= total/cos(tan-'(roof slope))
Use: 16 psf DL= 15.2
Floor- DL(psf)
Hardwood 4.0
3/4" plywood 2.5
TJI 230 2.5
12" Batt Insulation 1.0
5/8" Gyp. Board Ceiling 2.8
Misc Mechanical 2.0
Total: 14.8 psf
Use: 15 psf
Deck - DL(psf)
2x6 T&G Decking 4.5
Wood Framing 3.3
Misc Mechanical 2.0
Total: 9.8 psf
Use: 10 psf
Exterior Walls- DL(psf)
Siding 4
6" Batt Insulation 0.5
2x6 Studs @ 16"o.c. 2.7
5/8" Gypsum Board 2.8
1/2" Plywood 1.7
Misc Mechanical 2
Total: 13.7 psf
Use: 10 psf
Snow- PS=0.7•Ce•Ct•I•Cs•Pg SL(psf)
Ground Snow Load: psf 25 per ASCE 7-16 Ch. 7
Exposure Factor: Ce 1
Thermal Factor: Ct 1
Improtance Factor: 1 1
moot 51ope ractor: LS 1
Total: 17.5 psf
Use: 25 psf (Per City of Bellingham)
Page A.3 of A.3
Project: Macartney Residence
Location: Anacortes, WA �aPIHE
Client: Ford
En r: DAS ENGINEERING. LLC
Job#: 22053
Date: 9/9/2022
Design Parameters
Code: 2018 IBC
*Please Refer to Structural Specification on S-1.2 for more detailed information
Wood: Douglas Fir-Larch
Laminated Veneer Lumber(LVL)
Laminated Strand Lumber(LSL)
Engineered I-Joist(TJI Unless Noted Otherwise)
Foundations: Concrete 2500 ksi
Rebar(#5&larger) 60 ksi
Rebar(#3) 40 ksi
Bolts: A307 Unless Noted Otherwise
Welds: E70>a
Note:
The intent of lateral design is to prevent structural failures in the event of seismic activities or high
winds, but not to prevent the damage of architectural finishes or systems. The lateral calculations
herein conform to the specifications of the current International Building Code (IBC).
These calculations, specifications, details and drawings are instruments of service and are the property
of Alpine Engineering, LLC. The information contained herein is for use on the specific project
referenced above and shall not be used otherwise without the written authorization of Alpine
Engineering, LLC.
Page 1.1 of 1.22
ALPINE Macartney Residence Job No.: 22053
1211 34th Street
ENGINEERING, L L C Anacortes,Washington
Roof Framing Layout
RB 4
r �
I I
I GRB
I I
I
r-------- ————————— —� RJ1
I � I
I
I
I
71
—I RB 5
RB 2
-----------
r --------t
I I I I
I I
II 1
I I I
.10
I 1 I I I
------ L-----------
------
------------
1
1 I I
1 I I I
1 T I I
1
I
CRB 1 RB 1
RB6 z ———————
�
I I
I
Page 1.2 of 1.22
ALPINE Macartney Residence Job No.: 22053
1211 34th Street
ENGINEERING, L L C Anacortes,Washington
Floor Framing Layout
i
0——————— — —————— —— ———
— i I
II Ij
II II
II r II
II
I II
I II
L--------------� i---- ----------- ------
II
I I I I I
I it I
II II
I II I
I II
II II
II II
---- ---- — — — — — — J
L--------- — -�
II II
II
2
COMPANY PROJECT
21050 - Fenton Addition
W00dWo'.r:_,k.s"' RB1.wwb
Aug. 24, 2022 18:22
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Loadl Dead Full Area 16.00 (14 .50 ' ) psf
Load2 Snow Full Area 25.00 (14.50 ' ) psf
Load3 Roof live Full Area 20.00 (14 .50' ) psf
Self-weight Dead Full UDL 15.2 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in)
t 16.301'
0' 15.5'
Unfactored:
Dead 2009 2009
Snow 2955 2955
Roof Live 2364 2364
Factored:
Total 4963 4963
Bearing:
Capacity
Beam 19662 19662
Support 20195 20195
Des ratio
Beam 0.25 0.25
Support 0.25 0.25
Load comb #3 #3
Length 5.50 5.50
Min req'd 1.39 1.39
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.07 1.07
Fcp sup 1 625 1 1 625
RB1
Glulam-Unbalan., West Species, 24F-V4 DF, 5-1/2"x12"
Supports: All - Timber-soft Beam, D.Fir-L No.2
Total length: 16.31'; Clear span: 15.375'; Volume = 7.5 cu.ft.; 8 laminations, 5-1/2" maximum width,
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
F-1 2
Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Page
RB1.wwb Wood Works® Sizer 2019 (Update 4) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 82 Fv' = 265 psi fv/Fv' = 0 .31
Bending(+) fb = 1467 Fb' = 2347 psi fb/Fb' = 0. 62
Live Defl'n 0.33 = L/563 0.52 = L/360 in 0. 64
Total Defl'n 0. 67 = L/278 0.77 = L/240 in 0 .86
Additional Data:
FACTORS: F/E (psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC#
Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 2400 1.00 1.00 1.00 0. 978 1.000 - - 1 .00 1 .00 - 2
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3
Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + Lr
Bending(+) : LC #2 = D + Lr
Deflection: LC #3 = D + S (live)
LC #3 = D + S (total)
Bearing Support 1 - LC #3 = D + S
Support 2 - LC #3 = D + S
D=dead S=snow Lr=roof live
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 4163, V design = 3595 lbs; M(+) = 16133 lbs-ft
EIy = 1425.58 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow...)
Total deflection = 1.5 dead + "live"
Lateral stability(+) : Lu = 15.50' Le = 28.50 ' RB = 11.7
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI
A190.1-2012
4. GLULAM: bxd = actual breadth x actual depth.
5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
6. GLULAM: bearing length based on smaller of Fc tension Fc com 'n .
2
COMPANY PROJECT
21050 - Fenton Addition
WoodWorkso RB2.wwb
SUf2 w.aRf r{}R wDO,Lr:: •
Aug. 24, 2022 18:35
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Load1 Dead Full Area 16.00 (14.50' ) psf
Load2 Snow Full Area 25.00 (14.501 ) psf
Load3 Roof live Full Area 20.00 (14.50' ) psf
Self-weight Dead Full UDL 3.9 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in)
3.865'
0' 3'
Unfactored:
Dead 454 454
Snow 701 701
Roof Live 560 560
Factored:
Total 1155 1155
Bearing:
Capacity
Beam 10312 10312
Support 11601 11601
Des ratio
Beam 0.11 0.11
Support 0.10 0.10
Load comb #3 #3
Length 5.50 5.50
Min req'd 0.62 0.62
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.13 1.13
Fcp sup 1 625 1 1 625
RB2
Lumber n-ply, D.Fir-L, No.2, 2x6, 2-ply (3"x5-1/2")
Supports: All - Timber-soft Beam, D.Fir-L No.2
Total length: 3.88'; Clear span: 2.938'; Volume = 0.4 cu.ft.
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
F-1 2
Woodworks® Sizer SOFTWARE FOR WOOD DESIGN
RB2.wwb Wood Works® Sizer 2019 (Update 4) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 49 Fv' = 180 psi fv/Fv' = 0 .27
Bending(+) fb = 469 Fb' = 1146 psi fb/Fb' = 0.41
Live Defl'n 0.01 = < L/999 0.10 = L/360 in 0.10
Total Defl'n 0 .02 = < L/999 0.15 = L/240 in 0 .13
Additional Data:
FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 900 1.00 1.00 1.00 0. 979 1.300 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1. 6 million 1.00 1.00 - - - - 1 .00 1 .00 3
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + Lr
Bending(+) : LC #2 = D + Lr
Deflection: LC #3 = D + S (live)
LC #3 = D + S (total)
Bearing Support 1 - LC #3 = D + S
Support 2 - LC #3 = D + S
D=dead S=snow Lr=roof live
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 789, V design = 534 lbs; M(+) = 592 lbs-ft
EIy = 33.27 lb-in^2/ply
"Live" deflection is due to all non-dead loads (live, wind, snow...)
Total deflection = 1.5 dead + "live"
Lateral stability(+) : Lu = 3.00 ' Le = 6.19' RB = 13.5; b = single ply width
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) and
that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required.
5. FIRE RATING: Joists wall studs and multi- IV multi-plV members are not rated for fire endurance.
2
COMPANY PROJECT
21050 - Fenton Addition
W00dWo'-r:_,k.s"' RB3.wwb
Sep. 8, 2022 22:42
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Loadl Dead Full Area No 16.00 (6.00 ' ) psf
Load2 Snow Full Area Yes 25.00 (6.00' ) psf
Load3 Roof live Full Area Yes 20.00 (6.00' ) psf
Self-weight Dead Full UDL No 6.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in)
9.438'
C
0' 7.5' 9'
Unfactored:
Dead 409 551
Snow 617 810
Roof Live 503 648
Factored:
Total 1026 1361
Bearing:
Capacity
Beam 12031 12851
Support 13320 13320
Des ratio
Beam 0.09 0 .11
Support 0.08 0 .10
Load comb #4 #3
Length 5.50 5.50
Min req'd 0.50* 0.56**
Cb 1 .00 1.07
Cb min 1.00 1 . 67
Cb support 1.11 1.11
Fcp sup 1 625 1 1 625
**Minimum bearing length governed by the required width of the supporting member.
RB3
Lumber-soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4")
Supports: All - Timber-soft Beam, D.Fir-L No.2
Total length: 9.44'; Clear span: 7.25', 1.25'; Volume = 1.7 cu.ft.
Lateral support: top = 2'-0 bottom = at supports; (in);
This section PASSES the design code check.
F-1 2
Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Page 1 111_�l
RB3.wwb WoodWorks® Sizer 2019 (Update 4) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 41 Fv' = 180 psi fv/Fv' = 0.23
Bending(+) fb = 589 Fb' = 1167 psi fb/Fb' = 0.50
Bending(-) fb = 98 Fb' = 1160 psi fb/Fb' = 0.08
Deflection:
Interior Live 0.06 = < L/999 0.25 = L/360 in 0.23
Total 0.11 = L/799 0.38 = L/240 in 0.30
Cantil. Live -0.03 = L/515 0.10 = L/180 in 0.35
Total -0.07 = L/269 0.15 = L/120 in 0.45
Additional Data:
FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 900 1.00 1.00 1.00 0.998 1.300 - 1.00 1.00 1.00 7
Fb'- 900 1.00 1.00 1.00 0.991 1.300 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1. 6 million 1.00 1.00 - - - - 1.00 1.00 4
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + Lr
Bending(+) : LC #7 = D + Lr (pattern: L_)
Bending(-) : LC #2 = D + Lr
Deflection: LC #4 = D + S (pattern: Ss) (live)
LC #4 = D + S (pattern: Ss) (total)
Bearing Support 1 - LC #4 = D + S (pattern: Ss)
Support 2 - LC #3 = D + S
D=dead S=snow Lr=roof live
All LC's are listed in the Analysis output
Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 866, V design = 685 lbs; M(+) = 1504 lbs-ft; M(-) = 250 lbs-ft
EIy = 177.83 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow...)
Total deflection = 1.5 dead + "live"
Lateral stability(+) : Lu = 2.00' Le = 3.75' RB = 5.2
Lateral stability(-) : Lu = 7.50' Le = 12.63' RB = 9.5; Lu based on full span
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the
middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be lateralIV supported according to the provisions of NDS Clause 4.4.1.
2
COMPANY PROJECT
21050 - Fenton Addition
W00dWo'.r:_,k.s"' R64.vvwb
Sep. 8, 2022 22:54
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Loadl Dead Point 6.06 507 lbs
Load2 Snow Point 6.06 810 lbs
Load3 Roof live Point 6.06 648 lbs
Self-weight Dead Full UDL 12.4 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in)
12.375'
0' 1 1.5'
Unfactored:
Dead 330 319
Snow 414 396
Roof Live 331 317
Factored:
Total 744 716
Bearing:
Capacity
Beam 18906 18906
Support 20195 20195
Des ratio
Beam 0.04 0.04
Support 0.04 0.04
Load comb #3 #3
Length 5.50 5.50
Min req'd 0.50* 0.50*
Cb 1 .00 1.00
Cb min 1.00 1.00
Cb support 1.07 1.07
Fcp sup 1 625 1 1 625
*Minimum bearing length setting used: 1/2" for end supports
RB4
Timber-soft, D.Fir-L, No.2, 6x10 (5-1/2"x9-1/2")
Supports: All - Timber-soft Beam, D.Fir-L No.2
Total length: 12.38'; Clear span: 11.438'; Volume = 4.5 cu.ft.; Beam or stringer
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
F-1 2
Woodworks® Sizer SOFTWARE FOR WOOD DESIGN
RB4.wwb WoodWorks® Sizer 2019 (Update 4) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 19 Fv' = 170 psi fv/Fv' = 0.11
Bending(+) fb = 511 Fb' = 875 psi fb/Fb' = 0.58
Live Defl'n 0.09 = < L/999 0.38 = L/360 in 0.23
Total Defl'n 0.18 = L/755 0.57 = L/240 in 0.32
Additional Data:
FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 875 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + Lr
Bending(+) : LC #2 = D + Lr
Deflection: LC #3 = D + S (live)
LC #3 = D + S (total)
Bearing Support 1 - LC #3 = D + S
Support 2 - LC #3 = D + S
D=dead S=snow Lr=roof live
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 661, V design = 651 lbs; M(+) = 3524 lbs-ft
EIy = 510.84 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow...)
Total deflection = 1.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be lateralIV supported according to the provisions of NDS Clause 4.4.1.
2
COMPANY PROJECT
21050 - Fenton Addition
W00dWo'-r:_,k.s"' RB5.wwb
Aug. 24, 2022 18:47
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Loadl Dead Triangular No 0.44 9.44 0.0 240.0 plf
Load2 Snow Triangular Yes 0.44 9.44 0.0 400.0 plf
Load3 Roof live Triangular Yes 0.44 9.44 0.0 320.0 plf
Self-weight Dead Full UDL No 6.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in)
+-----------------
-----------
--- 9.948- -----------------
-------------------------------
I ,
----------------------------------
----------------------------
91
0' 7'
Unfactored:
Dead 190 1006
Snow 315 1532
Roof Live 290 1226
Factored:
Total 505 2538
Bearing:
F'theta 666 666
Capacity
Beam 12822 13696
Support 13320 13320
Des ratio
Beam 0.04 0 .19
Support 0.04 0.19
Load comb #4 #3
Length 5.50 5.50
Min req'd 0.50* 1 .05**
Cb 1 .00 1 .07
Cb min 1.00 1.36
Cb support 1.11 1 .11
Fcp sup 1 625 1 1 625
**Minimum bearing length governed by the required width of the supporting member.
RB5
Lumber-soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4")
Supports: All - Timber-soft Beam, D.Fir-L No.2
Total length: 10.13'; Clear span(horz): 1.75', 6.75'; Volume = 1.8 cu.ft.; Pitch: -4/12
Lateral support: top = 2'-0 bottom = at supports; (in);
This section PASSES the design code check.
F-1 2
Woodworks® Sizer SOFTWARE FOR WOOD DESIGN
RB5.wwb WoodWorks® Sizer 2019 (Update 4) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 50 Fv' = 180 psi fv/Fv' = 0.28
Bending(+) fb = 458 Fb' = 1167 psi fb/Fb' = 0.39
Bending(-) fb = 420 Fb' = 1160 psi fb/Fb' = 0.36
Deflection:
Interior Live 0.04 = < L/999 0.25 = L/360 in 0.17
Total 0.07 = < L/999 0.37 = L/240 in 0.19
Cantil. Live -0.04 = L/617 0.14 = L/180 in 0.29
Total -0.05 = L/524 0.21 = L/120 in 0.23
Additional Data:
FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 900 1.00 1.00 1.00 0.998 1.300 - 1.00 1.00 1.00 7
Fb'- 900 1.00 1.00 1.00 0.991 1.300 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1. 6 million 1.00 1.00 - - - - 1.00 1.00 7
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 7
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + Lr
Bending(+) : LC #7 = D + Lr (pattern: L_)
Bending(-) : LC #2 = D + Lr
Deflection: LC #7 = D + Lr (pattern: L_) (live)
LC #7 = D + Lr (pattern: L_) (total)
Bearing Support 1 - LC #4 = D + S (pattern: Ss)
Support 2 - LC #3 = D + S
D=dead S=snow Lr=roof live
All LC's are listed in the Analysis output
Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 1153, V design = 850 lbs; M(+) = 1169 lbs-ft; M(-) = 1074 lbs-ft
EIy = 177.83 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow...)
Total deflection = 1.5 dead + "live"
Bearing: Allowable bearing at an angle F'theta calculated for each support
as per NDS 3.10.3
Lateral stability(+) : Lu = 2.13' Le = 3.94 ' RB = 5.3
Lateral stability(-) : Lu = 7.38' Le = 12.44 ' RB = 9.4; Lu based on full span
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the
middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
5. SLOPED BEAMS: level bearing is required for all sloped beams.
2
COMPANY PROJECT
21050 - Fenton Addition
W00dWo'.r:_,k.s"' RB6.wwb
Aug. 24, 2022 18:51
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Loadl Dead Full Area No 16.00 (4.00 ' ) psf
Load2 Snow Full Area Yes 25.00 (4 .00' ) psf
Load3 Roof live Full Area Yes 20.00 (4 .00' ) psf
Self-weight Dead Full UDL No 9.8 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in)
8.438'
0' 5.5' 8'
Unfactored:
Dead 189 429
Snow 290 582
Roof Live 255 465
Factored:
Total 479 1011
Bearing:
Capacity
Beam 18906 20195
Support 20195 20195
Des ratio
Beam 0.03 0 .05
Support 0.02 0.05
Load comb #4 #3
Length 5.50 5.50
Min req'd 0 .50* 0 .50*
Cb 1.00 1 .07
Cb min 1.00 1.75
Cb support 1.07 1.07
Fcp sup 1 625 625
*Minimum bearing length setting used: 1/2" for interior supports
RB6
Timber-soft, D.Fir-L, No.2, 6x8 (5-1/2"x7-1/2")
Supports: All - Timber-soft Beam, D.Fir-L No.2
Total length: 8.44'; Clear span: 5.25', 2.25'; Volume = 2.4 cu.ft.; Post or timber
Lateral support: top = 2'-0 bottom = at supports; (in);
This section PASSES the design code check.
F-1 2
Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Page 1
RB6.wwb WoodWorks® Sizer 2019 (Update 4) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 14 Fv' = 170 psi fv/Fv' = 0.08
Bending(+) fb = 110 Fb' = 750 psi fb/Fb' = 0.15
Bending(-) fb = 112 Fb' = 750 psi fb/Fb' = 0.15
Deflection:
Interior Live 0.01 = < L/999 0.18 = L/360 in 0.04
Total 0.01 = < L/999 0.28 = L/240 in 0.04
Cantil. Live 0.01 = < L/999 0.17 = L/180 in 0.06
Total 0.01 = < L/999 0.25 = L/120 in 0.05
Additional Data:
FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 750 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 7
Fb'- 750 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 8
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + Lr
Bending(+) : LC #7 = D + Lr (pattern: L_)
Bending(-) : LC #2 = D + Lr
Deflection: LC #8 = D + Lr (pattern: L) (live)
LC #8 = D + Lr (pattern: _L) (total)
Bearing Support 1 - LC #4 = D + S (pattern: Ss)
Support 2 - LC #3 = D + S
D=dead S=snow Lr=roof live
All LC's are listed in the Analysis output
Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 510, V design = 383 lbs; M(+) = 472 lbs-ft; M(-) = 481 lbs-ft
EIy = 251.36 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow...)
Total deflection = 1.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the
middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
2
COMPANY PROJECT
21050 - Fenton Addition
W00dWo'.r:_,k.s"' RB7.wwb
Aug. 24, 2022 18:55
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Loadl Dead Full Area 16.00 (9.00 ' ) psf
Load2 Snow Full Area 25.00 (9.00 ' ) psf
Load3 Roof live Full Area 20.00 (9.00' ) psf
Self-weight Dead Full UDL 6.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in)
5.542'
0' 5.5'
Unfactored:
Dead 416 416
Snow 623 623
Roof Live 499 499
Factored:
Total 1039 1039
Bearing:
Capacity
Beam 1094 1094
Support 1211 1211
Des ratio
Beam 0. 95 0. 95
Support 0.86 0.86
Load comb #3 #3
Length 0.50* 0.50*
Min req'd 0.50* 0.50*
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.11 1.11
Fcp sup 1 625 1 1 625
*Minimum bearing length setting used: 1/2" for end supports
RB7
Lumber-soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4")
Supports: All - Timber-soft Beam, D.Fir-L No.2
Total length: 5.56'; Clear span: 5.438'; Volume = 1.0 cu.ft.
Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
F-1 2
Woodworks® Sizer SOFTWARE FOR WOOD DESIGN
RB7.wwb WoodWorks® Sizer 2019 (Update 4) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 41 Fv' = 180 psi fv/Fv' = 0.23
Bending(+) fb = 488 Fb' = 1161 psi fb/Fb' = 0.42
Live Defl'n 0.03 = < L/999 0.18 = L/360 in 0.14
Total Defl'n 0.05 = < L/999 0.28 = L/240 in 0.19
Additional Data:
FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 900 1.00 1.00 1.00 0.993 1.300 - 1.00 1.00 1.00 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1. 6 million 1.00 1.00 - - - - 1.00 1.00 3
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + Lr
Bending (+) : LC #2 = D + Lr
Deflection: LC #3 = D + S (live)
LC #3 = D + S (total)
Bearing Support 1 - LC #3 = D + S
Support 2 - LC #3 = D + S
D=dead S=snow Lr=roof live
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 908, V design = 701 lbs; M(+) = 1248 lbs-ft
EIy = 177.83 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow...)
Total deflection = 1.5 dead + "live"
Lateral stability(+) : Lu = 5.50' Le = 10.75' RB = 8.7
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be lateralIV supported according to the provisions of NDS Clause 4.4.1.
2
COMPANY PROJECT
RJ150wbFenton Addition
WoodWorkso
SUf2 w.aRf r{}R wDO,Lr:: •
Aug. 24, 2022 18:56
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Load1 Dead Full Area No 14.00 (24.0") psf
Load2 Snow Full Area Yes 25.00 (24.0") psf
Load3 Roof live Full Area Yes 20.00 (24.0") psf
Self-weight Dead Full UDL No 2.6 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in)
— -------------
8.894- -----------------
--------------------
8'
0' 6'
Unfactored:
Dead 99 171
Snow 164 265
Roof Live 138 212
Factored:
Total 264 436
Bearing:
F'theta 666 666
Capacity
Joist 5495 5870
Support 6445 6445
Des ratio
Joist 0.05 0.07
Support 0.04 0.07
Load comb #4 #3
Length 5.50 5.50
Min req'd 0.50* 0.50*
Cb 1.00 1.07
Cb min 1.00 1.75
Cb support 1.25 1.25
Fcp sup 1 625 1 1 625
*Minimum bearing length setting used: 1/2" for interior supports
F-1 2
Woodworks® Sizer SOFTWARE FOR WOOD DESIGN
RJ1.wwb Wood Works® Sizer 2019 (Update 4) Page 2
RJ1
Lumber-soft, D.Fir-L, No.2, 2x8 (1-1/2"x7-1/4")
Supports: All - Timber-soft Beam, D.Fir-L No.2
Roof joist spaced at 24.0" c/c; Total length: 9.13'; Clear span(horz): 1.75', 5.75'; Volume = 0.7 cu.ft.; Pitch: -4/12
Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help);
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 24 Fv' = 180 psi fv/Fv' = 0.13
Bending(+) fb = 268 Fb' = 1242 psi fb/Fb' = 0.22
Bending(-) fb = 150 Fb' = 1240 psi fb/Fb' = 0.12
Deflection:
Interior Live 0.02 = < L/999 0.32 = L/240 in 0.06
Total 0.03 = < L/999 0.42 = L/180 in 0.08
Cantil. Live -0.02 = < L/999 0.21 = L/120 in 0.09
Total -0.03 = L/907 0.28 = L/90 in 0.10
Additional Data:
FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 900 1.00 1.00 1.00 1.000 1.200 - 1.15 1.00 1.00 7
Fb'- 900 1.15 1.00 1.00 0.868 1.200 - 1.15 1.00 1.00 3
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1. 6 million 1.00 1.00 - - - - 1.00 1.00 7
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 7
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + Lr
Bending(+) : LC #7 = D + Lr (pattern: L_)
Bending(-) : LC #3 = D + S
Deflection: LC #7 = D + Lr (pattern: L_) (live)
LC #7 = D + Lr (pattern: L_) (total)
Bearing Support 1 - LC #4 = D + S (pattern: Ss)
Support 2 - LC #3 = D + S
D=dead S=snow Lr=roof live
All LC's are listed in the Analysis output
Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 228, V design = 176 lbs; M(+) = 294 lbs-ft; M(-) = 164 lbs-ft
EIy = 76.21 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow...)
Total deflection = 1.5 dead + "live"
Bearing: Allowable bearing at an angle F'theta calculated for each support
as per NDS 3.10.3
Lateral stability(-) : Lu = 6.31' Le = 10. 94 ' RB = 20.5; Lu based on full span
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the
middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
5. SLOPED BEAMS: level bearing is required for all sloped beams.
2
COMPANY PROJECT
21050 - Fenton Addition
W00dWo'.r:_,k.s"' FB1.wwb
Aug. 24, 2022 18:58
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Loadl Dead Full Area 10 .00 (3.75' ) psf
Load2 Live Full Area 60.00 (3.75' ) psf
Load3 Snow Full Area 25.00 (3.75' ) psf
Self-weight Dead Full UDL 12.4 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in)
12.373'
0' 1 1.5'
Unfactored:
Dead 303 303
Live 1392 1392
Snow 580 580
Factored:
Total 1782 1782
Bearing:
Capacity
Beam 18906 18906
Support 20195 20195
Des ratio
Beam 0.09 0.09
Support 0.09 0.09
Load comb #3 #3
Length 5.50 5.50
Min req'd 0.52 0.52
Cb 1 .00 1.00
Cb min 1.00 1.00
Cb support 1.07 1.07
Fcp sup 1 625 1 1 625
FB1
Timber-soft, D.Fir-L, No.2, 6x10 (5-1/2"x9-1/2")
Supports: All - Timber-soft Beam, D.Fir-L No.2
Total length: 12.38'; Clear span: 11.438'; Volume = 4.5 cu.ft.; Beam or stringer
Incised; Lateral support: top = at supports, bottom = at supports;
This section PASSES the design code check.
F-1 2
Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Page 1
FB1.wwb WoodWorks® Sizer 2019 (Update 4) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 39 Fv' = 136 psi fv/Fv' = 0.29
Bending(+) fb = 659 Fb' = 700 psi fb/Fb' = 0.94
Live Defl'n 0.19 = L/711 0.38 = L/360 in 0.51
Total Defl'n 0.25 = L/542 0.57 = L/240 in 0.44
Additional Data:
FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 170 1.00 1.00 1.00 - - - - 1.00 0.80 2
Fb'+ 875 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 0.80 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + L
Bending(+) : LC #2 = D + L
Deflection: LC #3 = D + 0.75 (L + S) (live)
LC #3 = D + 0.75 (L + S) (total)
Bearing Support 1 - LC #3 = D + 0.75 (L + S)
Support 2 - LC #3 = D + 0.75 (L + S)
D=dead L=live S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 1581, V design = 1357 lbs; M(+) = 4545 lbs-ft
EIy = 510.84 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow...)
Total deflection = 1.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be lateralIV supported according to the provisions of NDS Clause 4.4.1.
2
COMPANY PROJECT
21050 - Fenton Addition
W00dWo'.r:_,k.s"' DJ1.wwb
Aug. 24, 2022 19:05
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Loadl Dead Full Area 10 .00 (16.0") psf
Load2 Live Full Area 60.00 (16.0") psf
Load3 Snow Full Area 25.00 (16.0") psf
Self-weight Dead Full UDL 2. 6 plf
Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in)
t 8.875'
0' 8'
Unfactored:
Dead 69 69
Live 355 355
Snow 148 148
Factored:
Total 447 447
Bearing:
Capacity
Joist 5156 5156
Support 6445 6445
Des ratio
Joist 0.09 0 .09
Support 0 .07 0 .07
Load comb #3 #3
Length 5.50 5.50
Min req'd 0.50* 0 .50*
Cb 1.00 1 .00
Cb min 1.00 1 .00
Cb support 1.25 1 .25
Fcp sup 1 625 1 1 625
*Minimum bearing length setting used: 1/2" for end supports
DA
Lumber-soft, D.Fir-L, No.2, 2x8 (1-1/2"x7-1/4")
Supports: All - Timber-soft Beam, D.Fir-L No.2
Floor joist spaced at 16.0" c/c; Total length: 8.88'; Clear span: 7.938'; Volume = 0.7 cu.ft.
Incised; Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online
help);
This section PASSES the design code check.
F-1 2
Woodworks® Sizer SOFTWARE FOR WOOD DESIGN
DJ1.wwb WoodWorks® Sizer 2019 (Update 4) Page 2
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 45 Fv' = 144 psi fv/Fv' = 0.31
Bending(+) fb = 701 Fb' = 994 psi fb/Fb' = 0.71
Live Defl'n 0.11 = L/887 0.27 = L/360 in 0.41
Total Defl'n 0.14 = L/692 0.40 = L/240 in 0.35
Additional Data:
FACTORS: F/E (psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 180 1.00 1.00 1.00 - - - - 1.00 0.80 2
Fb'+ 900 1.00 1.00 1.00 1.000 1.200 - 1.15 1.00 0.80 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1. 6 million 1.00 1.00 - - - - 1.00 0.95 3
Emin' 0.58 million 1.00 1.00 - - - - 1.00 0. 95 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + L
Bending (+) : LC #2 = D + L
Deflection: LC #3 = D + 0.75 (L + S) (live)
LC #3 = D + 0.75 (L + S) (total)
Bearing Support 1 - LC #3 = D + 0.75 (L + S)
Support 2 - LC #3 = D + 0.75 (L + S)
D=dead L=live S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 384, V design = 324 lbs; M(+) = 767 lbs-ft
EIy = 76.21 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow...)
Total deflection = 1.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design
Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be lateralIV supported according to the provisions of NDS Clause 4.4.1.
Page 2.1 of 2.7
Project: Macartney Residence
Location: Anacortes, WA ALPINEClient: Ford
Engr: DAS ENGINEERING, LLC
Job #: 22053
Date: 9/9/2022
Seismic Design: Per 2018 IBC (Based on ASCE 7-16)
Site Specific Seismic Coefficients For Site Class: D
Site-Specific Ground Motion Hazard
Analysis NOT RegV Per ASCE 7-16
11.4.8, Exception 2
SS = 1.14 (Seismic Response Coefficients from Site Specific USGS
Seismic Hazard Curves and Uniform Hazard Response
S, = 0.405 Spectra.)
Fa = 1.200 (Table 11.4-1) SpS = 0.912 (Eqn. 11.4-3)
F, = 1.895 (Table 11.4-2) SD1 = 0.512 (Eqn. 11.4-4)
S,,s = 1.368 (Eqn. 11.4-1)
S., = 0.767 (Eqn. 11.4-2) Ta (T) = 0.192 (Eqn. 12.8-7)
T, = 16 (ref. Fig 22-12 ASCE 7-16)
S, >0.2? Yes Ts = 0.561 (Per 11.4.6)
CS Eqn. Used: Eqn. 12.8-2 To = 0.112 (Per 11.4.6)
Seis. Design Category: D
(per Table 11.6-1 & 2)
1 = 1.0
R = 6.5 (For Structural Wood Panels, per ASCE 7 Table 12.2-1)
R = 1.5 (For Timber Frame Cant. Col., per ASCE 7 Table 12.2-1)
CS= 0.140
p = Per Level ASCE7-16 12.3
Base Shear:
Vseis - s IN
Vseis = 0.140 * W
Page 2.2 of 2.7
Project: Macartney Residence
Location: Anacortes, WA ALPINE
Client: Ford
Engr: DAS
Job 22053 ENGINEERING. LLC
Date: 9/9/2022
partition wt
Design Seismic Loads Per Level k= 1 = 10 psf
Story Shear
Diaph. Ht. DL (psf) CS Area (ft2) Wt.(lb)* whk cv story shear VSes PSF
Total Seis. Load- 14 16 0.140 600 15600 218 1.000 2190 3.6
Roof
totals 15600 218 1
Page 2.3 of 2.7
Project: Macartney Residence
Location: Anacortes, WA �aPIME
Client: Ford
En r: DAS ENGINEERING. LLC
Job M 22053
Date: 9/9/2022
MWFRS Parameters: ASCE 7-16 CH. 26
Equation ASCE 7-16 26.10-1: %=0.00265 KZ K, Ka KQ Vasd
Design Parameters:
Nominal Wind Speed (V,it) 110 mph ASCE 7-16 Fig. 26.5-1B
Allowable Wind Speed (Vasd) 85 mph IBC Eqn. 16-33
Exposure: B
Kd: 0.85 ASCE 7-16 26.6-1
Ke: 1.0 ASCE 7-16 26.9-1
Exposure Case: 1
Kzt: 1.0 ASCE 7-16 Figure 26.8-1 Topgraphic Factor
KZ: Ht., Z (ft) KZ KZt: Ht, z Ks KZt
15 0.7 15 0.000 1.0
20 0.7 20 0.000 1.0
25 0.7 25 0.000 1.0
30 0.7 30 0.000 1.0
40 0.76 40 0.000 1.0
Table 26.10-1 Fig. 26.8-1
Page 2.4 of 2.7
Project: Macartney Residence
Location: Anacortes, WA A&PINE
Client: Ford
En r: DAS ENGINEERING, LLC
Job#: 22053
Date: 9/9/2022
DESIGN WIND LOADS:
qz= 0.00265 KZ KZt Kd Ke Vasd2 Building N-S Dim.: 30 ft
FwiND=Wind Force = %* AREA(per height) Building W-E Dim.: 20 ft
Height at Level, z
Roof 13 ft
3rd floor 25 ft
2nd floor 15 ft
Total Wind Loads Per Level & Direction
Level SW Dir. KZ qz AREA(ft) Fwlnd(lb) Fwlnd PLF
o N-S 0.7 11.1 160 1769 88.5
O N
Of N W-E 0.7 11.1 240 2654 88.5
Page 2.5 of 2.7
ALPINE Macartney Residence Job No.: 22053
1211 34th Street
ENGINEERING, L L C Anacortes,Washington
Shearwall Layout
I _ I
I I
I
I I
I I I rl
I
Sw 1
——— ————————
1 I
r —————— — I
I I I I
I � sw z
I �
-- ---1----�
Page 2.6 of 2.7
Project: Macartney Residence
Location: Anacort WA IaPINE
Client: Fordrd
Engr: DAS
Job#: 22053 ENGINEERING. LLC
Date: 9/9/2022
'Per 2015 SDPWS Table 4.3A, shearwall capacities have been increased by 40% when walls are governed by wind loading.
Wall Wall Wall %of Seismic Trib Wind Shear Add'I Wall Gov. Wall
ID Len Ht. Line Len Width Trib Seis Wind Seis Wind H/L Force Shear Gov
(ft) (ft) Load (ft) (ft) (ft) (Ibs) (Ibs) (Ibs) (Ibs) Ratio (Ibs) (plf) Case Type
S-2.4 Roof Framing
N-S
SW 1 14.0 8.5 100% 20.0 12.0 12.0 613 1062 0 0 3/5:1 1062 76 Wind 6
SW 2 3.0 8.5 100% 20.0 12.0 12.0 613 1062 0 0 2 5/6:1 1062 354 Wind 4
E-W
SW 11 7.5 8.5 50% 30.0 20.0 20.0 1533 1769 0 0 1 1/8:1 885 118 Wind 6
SW 12 7.5 8.5 50% 30.0 20.0 20.0 1533 1769 0 0 1 1/8:1 885 118 Wind 6
Page 2.7 of 2.7
ProjectLocation:
MaAnac Residence AIPINE
Location: Anacortes,WA
Client: Ford
r: DAS
Job#: 22053 ENGINEERING, LLC
Jo
Date: 9/9/2022
Description Mot 10verturning Moment
of Variables: Mr Left Resisting Moment about the L side of the wall
M r Right Resisting Moment about the R side of the wall
HD Left Hold down force on the left side of the wall
HD Right Hold down force on the right side of the wall
Over Turnina Calculations:
MOT = Vwaii*hwau= Unit Shear*Lwau•hwau+MOT Abwe Note:Hold down forces less than 500lbs at upper level and
2 1000 Ibs at lower levels to be resisted by standard framing
MResisting=0.67(Wall DO*Lwau/2 fasteners. Uplift considered negligible by inspection.
Seismic: HD=(p0.7MOT-(0.6-0.14*SOS)MR)/L (ASCE 12.4.2.3)
Wind: HD=(0.6MOT-0.6MR)/L (A SCE 2.4.1)
Wall MOT MR Laft MR Right HD Left HD Right Gov. Use Left Use Right
ID (lb-ft) (lb-ft) (lb-ft) (Ib) (lb) Anchor/Strap HD Anchor/Strap HD
S-2.4 Roof Framing
N-S
SW 1 9024 7551 7551 63 63 Wind None Req'd None Req'd None Req'd None Req'd
SW 2 9024 347 347 1735 1735 Wind SSTB16 HDU2 SSTB16 HDU2
E-W
SW 11 7520 2167 2167 428 428 Wind None Req'd None Req'd None Req'd None Req'd
SW 12 7520 2167 2167 428 428 Wind None Req'd None Req'd None Req'd None Req'd
Page 3.1 of 3.3
ALPINE Macartney Residence Job No.: 22053
1211 34th Street
ENGINEERING, L L C Anacortes,Washington
Foundation Layout
P1
r-------------
---- — ----- -- ----, I
II II
II II
II II
I I I L-----------
-
II I I
I II
II II
II II
l I F1
I II
I
I
I �
I
--- -- ----
� I II
II II
I
II � I
Page 3.2 of 3.3
Project: Macartney Residence
Location: Anacortes, WA �I�.p ��E
Client: Ford
En r: DAS ENGINEERING. LLC
Job#: 22053
Date: 9/9/2022
Footing Width Calculation F1
Description DL LL
of Variables: 5r= 5 ft of roof trib Roof 14 20 psf
4f=4 ft of floor trib Floor 15 40 psf
3g=3 ft of garage trib Garage 48 50 psf
2d=2 ft of deck trib Deck 10 60 psf
w=wall above and/or self wt. Wall 10 0 psf
Conventional Footing Design Parameters:
Allowable Bearing Pressure 1500 psf Per IBC Table 18-36.2 �
FT TRIB Wdl WII
cocot
(ft) (plf) (plf)
F 1 14.0 r 196 280
0.0 f 0 0
0.0 g 0 0
0.0 d 0 0
12.0 w 120 0
TL 316 280 W
I i i t t t I U
(0 tot 596 plf
M all
Try Footing Width, w = 16 inches
gbear 447 psf
gallow 1500 psf
Ballow/gbear 3.36 Footing OK
Page 3.3 of 3.3
Project: Macartney Residence
Location: Anacortes, WA ALPINE
Client: Ford
Engr: DAS ENGINEERING. LLC
Job#: 22053
Date: 9/9/2022
Pad Footing Calculation
P1
Reactions on Footing D L E W P` `
Pt Load from: FB-1 0.5 1.0 0.0 0.0 kips o
SUM: 0.5 1.0 0.0 0.0 kips
Required Strength: U = 2.2 kips
U = 1.21D + 1.61- ASD: P = 1.5 kips
U = 1.21D + 1.61- + 0.5W P = D + L B
U = 1.2D + 1.6W + 0.5L P = D + 0.6W P = D + 0.75[L+0.6W]
U = 1.2D + 1.OE + 1.0L P = D + ME P = D + 0.75[L+0.7E] t t t t t t t t t
q
.11
Pad Footing Design Parameters.
Allowable Bearing Pressure > 1500 psf Per IBC Tahle 1606.2
Seismic or Wind Loading? N > 1500 psf Calculated Bearing Pressure
Footing Width Desiqn:
Try Square Footing Width, B = 24 inches
gbear = 375 psf
gallow= 1500 psf
gallow/gbear = 4.00
Reinforcement Design:
Mu = 3.71 kips - in
qu = 3.82 psi
As Req'd 0.00655 in
Reinforcement Req'd :2] 6:4 Btl15 SlaUtc'J E%,tii y rl E.' L..�
lam` Y O VV01FLCODEC,
Y `�� Storm Water Drainage Report
Minimum Requirements 1 through 5
Minimum Requirement 1 through 9
�lbFMLil set ENGINEERING DEPARTMENT
"rw 904 6t" Street Anacortes, WA 98221
www.anacorteswa.gov
Official Use Only: (Information to Inspectors)
Required Storm Water Facility and other related requirements:
Project Address: 1211 34th St.Anacortes,WA 98221 Submittal Date: 9/20/22
Parcel Number: 3783-002-004-0009 Revision Number:
Permit Number: Reviewer: Rob F
Acceptance Date (COA): 9/23/22
FRONT OF REPORT:
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 TAB 6: Minimum Requirement#6— Runoff Treatment
o TAB 7: Minimum Requirement#7 — Flow Control
o TAB 8: Minimum Requirement#8—Wetland Protection
o TAB 9: Minimum Requirement#9—Operation and Maintenance
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.
Stormwater Management Requirements:
o Refer to the 2019 Department of Ecology Manual, further required
information.
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.
Version Date: November 29, 2021 Previous Version Date: October 7, 2019
Project Description and Summary:
Summary Table
Existing Proposed
Development Type Residential Garage
Number of Lots 2
Lot Acreage in SF 10861.5
Soil Type(s) Unknown
Site Sediment Transport Score Hi h\Low Unknown
Depth to Ground Water Table (Feet and Inches) Unknown
See completed Soils Analysis Volume 1, Chapter 3.1.1
Infiltration Rate during Rainy Season Inch\Per Hour Unknown
Impervious Surface on-site 2830
Impervious Surface off-site Unknown
New and Replaced Hard Surface Total SF 1036 1426
Lot Coverage (Percentage) 10%
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 PhasinglSequence)
Landscaped, flat grade with no adjacent critical areas.
Developed Conditions Summary:
(Additionally, to be shown on the site plan. Identify cut and fill areas, proposed slopes of all hard
surfaces , proposed contours)
Minimal slope on hard surfaces
Drainage Basin (2007 Storm Comp Plan— City website\publicworks\engineering\comprehensive plans):
What Drainage Basin are you in? Fidalgo Bay Identify any downstream drainage issues (Storm Comp Plan:
2007 If so, describe:
F04
No downstream drainage issues.
Complete the Applicability Requirements— Flow Chart (Figure 1-2.4.1 Attached, Figure 1-2.4.2 Attached
and Figure 1-2.5.1 Attached)
- Highlight the path and attach
Version Date: November 29, 2021 Previous Version Date: October 7, 2019
Does the project result in 2,000 square feet, or more, of new plus replaced hard surface area?
OR
Does the land disturbing activity total 7.000 square feet or greater?
Yes No
Minimum Requirements #1 through #5
apply to the new and replaced hard Minimum Requirement#2 applies_
surfaces and the land disturbed.
Next Question
Does the project add 5,000 square feet or more of new hard surfaces?
OR
Convert 34 acres or more o`vegetation to lawn or landscaped areas?
OR
Convert 2.5 acres or more of native vegetation to pasture?
IF Yes No
All Minimum Requirements apply Next Question
Is this a road NO
to the new hard surfaces and the related p-olect7
converted vegetation areas.
Yes
Does the project add 5,000 square feet or more of new hard surfaces?
Yes
ENO s the total of new plus replaced hard surfaces
Do the new hard 5,000 square feet or more,
surfaces add 50% or NO No additional NO AND
more to the existing does the value of the proposed improvements
hard surfaces within requirements. - including interior improvements -exceed
the project limits? 50%of the assessed value (or replacement
value) of the existing site improvemens?
Yes All Minimum Requirements apply to the new and replaced
hard surfaces and converted vegetation areas. Yes
Figure 1-2.4.2
41 Flow Chart for Determining Requirements for
Redevelopment
DEPARTMENT OF Re:Ised .une201E
ECOLOGY alease see,hm,r: wov** e<:y.wa.gov,?copyrVnt..Iirrn;for aopyngit iotice In-.luding permissions.
Mate of was1Wngton nrnitaM at nazii,t),and d►sclatner.
version uaW.- Ivc3verrrUer ��, zvcr rrevrvus v�rsivn ware: v�rvr�er , zv ry
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 2014 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: John Macartney
Site Address: 1211 34th St,Anacortes,WA 98221
Prepared By:Alexei Ford
The Stormwater checklist or building permit determined that:
X The 13 elements must be addressed ❑ These elements must be addressed
for construction activity adding under for construction activity adding 2,000
2,000 sq. ft. of hard surface area. 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
X 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.
X Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum
degree practical.
BMP C101, BMP C102: Natural vegetation will be preserved. All trees and vegetation will be clearly
marked prior to the course of construction.
ELEMENT 2: Establish Construction Access
X Limit construction vehicle access and exit to one route, if possible.
X Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs, to minimize
tracking onto roads.
X Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in
preventing tracking sediment onto roads.
X 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.
X 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.
BMP C105: Crushed rock will be installed for single site access during the course of construction
and per BMP C106: will suffice for wheel wash. BMP 107: Public streets and sidewalks to be
cleaned each workdav and durina construction as needed. o
Version Date: November 29, 2021 Previous Version Date: October 7, 2019
ELEMENT 3: Control Flow Rates
X 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.
X 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).
X If permanent infiltration ponds are used for flow control during construction, protect these facilities from
siltation during the construction phase.
No nearby waterways downstream of development site.
ELEMENT 4: Install Sediment Controls
X Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge
of pollutants.
X 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.
X 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.
X 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.
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.
X Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to
increase sediment removal, and maximize stormwater infiltration.
X 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.
BMP 233, BMP 235: Site plan shows silt fence protection of construction area and all surrounding
vegetation along with waddles provided where needed.
ELEMENT 5: Stabilize Soils
X 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.
X Control stormwater volume and velocity within the site to minimize soil erosion.
X 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.
X 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
X Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather
Version Date: November 29, 2021 Previous Version Date: October 7, 2019
forecast.
X Stabilize soil stockpiles from erosion, protect with sediment trapping measures, and where possible, be
located away from storm drain inlets, waterways, and drainage channels.
X Minimize the amount of soil exposed during construction activity.
X Minimize the disturbance of steep slopes.
X Minimize soil compaction and, unless infeasible, preserve topsoil.
BMP C123: Plastic covering over exposed soil to prevent erosion. Wet season work after Oct. 1 st no
more than 2 days of exposed soil.
ELEMENT 6: Protect Slopes
X 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).
X 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.
X At the top of slopes, collect drainage in pipe slop drains or protected channels to prevent erosion.
o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10-
minute time step from a Type 1A, 10-year, 24-hour frequency storm for the developed condition.
Alternatively, the 10-year, 1-hour flow rate predicted/indicated by an approved continuous runoff
model, increased by a factor of 1.6, may be used. 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.
o Where 15-minute time steps are available in an approved continuous runoff model, they may be
used directly without a correction factor.
X Place excavated material on the uphill side of trenches, consistent with safety and space
considerations.
X Place check dams at regular intervals within constructed channels that are cut down a slope.
X Consider soil types and its potential for erosion.
X Stabilize soils on slopes, as specified in Element 5.
X BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both
mulching and straw erosion control blankets.
Minimal slope to result in potential erosion. BMP C233, C235 silt fence and wattle to manage any
potential runoff.
Version Date: November 29, 2021 Previous Version Date: October 7, 2019
ELEMENT 7: Protect Drain Inlets
X 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.
X 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).
X Where possible, 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.
X Keep all approach roads clean. Do not allow sediment and street wash water to enter storm drains
without prior and adequate treatment unless treatment is provided before the storm drain discharges to
waters of the State.
X Inlets should be inspected weekly at a minimum and daily during storm events.
BMP C220: Inlets will be protected using a filter cloth on storm drain. Daily inspection during heavy
rains to keep filter clean. All approach roads will be cleaned daily.
ELEMENT 8: Stabilize Channels and Outlets
X Design, construct, and stabilize all on-site conveyance channels to prevent erosion from the following
expected peak flows:
o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in
Element 6, above.
X Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent
streambanks, slopes, and downstream reaches at the outlets of all conveyance systems.
X The best method for stabilizing channels is to completely line the channel with a blanket product first,
then add check dams as necessary to function as an anchor and to slow the flow of water.
Channels and outlets not applicable to this site.
ELEMENT 9: Control Pollutants
X Design, install, implement, and maintain effective pollution prevention measures to minimize the
discharge of pollutants.
X 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.
X 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.
X Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and
control measures. Clean contaminated surfaces immediately following any spill incident.
X Discharge wheel wash or tire bath wastewater to a separate on-site treatment system that prevents
discharge to surface water, such as closed-loop recirculation or upland land application, or to the
sanitary sewer, with local sewer district approval. Wheel wash or tire bath wastewater should not
include wastewater from concrete washout areas.
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.
Version Date: November 29, 2021 Previous Version Date: October 7, 2019
X Use BMPs to prevent contamination of stormwater runoff by pH-modifying sources. The sources for this
contamination include, but are not limited to: 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 the water quality standards.
X Assure that washout of concrete trucks is performed off-site or in designated concrete washout areas
only. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or
streams. Do not dump excess concrete on site, except in designated concrete washout areas. Concrete
spillage or concrete discharge to surface waters of the State is prohibited. Do not use upland land
applications for discharging wastewater from concrete washout areas.
X Obtain written approval from Ecology and provide to the City before using chemical treatment other
than CO2 or dry ice to adjust pH.
X Woody debris may be chopped and spread on site.
X Conduct oil changes, hydraulic system drain down, solvent and de-greasing 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.
X 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.
Consumer grade vehicles on site. All fluid exchange of vehicles will be off site. Including both
commercial and consumer. No chemicals or other potential hazardous materials will be stored on site.
ELEMENT 10: Control De-Watering
X 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 a sediment trap
or sediment pond.
X Discharge clean, non-turbid de-watering water, such as well-point ground water, to systems tributary to,
or directly into surface waters of the State, as specified in Element 8, provided the de-watering flow
does not cause erosion or flooding of receiving waters or interfere with the operation of the system. Do
not route clean dewatering water through stormwater sediment ponds. 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.
X Handle highly turbid or contaminated dewatering water separately from stormwater.
X Other 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.
X Construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam
can create highly turbid or contaminated dewatering water.
X Discharging sediment-laden (muddy) water into waters of the State likely constitutes a violation of water
quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration
and preserving vegetation.
BMP C236: Prevent discharge of muddy water through vegetative filtration.
Version Date: November 29, 2021 Previous Version Date: October 7, 2019
ELEMENT 11: Maintain BMPs
X 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.
X 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. Some temporary erosion and sediment
control BMPs are bio-degradable and designed to remain in place following construction such as
compost socks.
X 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.
X Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from
removal of BMPs or vegetation.
BMP 233, 235: Silt fence and wattle to remain in place during entirety of construction. Weekly
inspections to ensure compliance. Removal of site protection after final inspection.
ELEMENT 12: Manage the Project— Projects subject to Minimum Requirements 1-9 must have a Certified
Erosion and Sediment Control Lead (CESCL) for site inspections. Projects subject to Minimum Requirements
1-5 do not require the inspector to be certified. By the initiation of construction, the SWPPP must identify the
CESCL or inspector, who shall be present on-site or on-call at all times.
X Phase development projects to the maximum degree practicable and take into account seasonal work
limits to prevent soil erosion and prevent transporting sediment from the site during construction.
X Inspection and monitoring — Inspect, maintain, and repair all BMPs as needed to assure continued
performance of their intended function.
X Maintain, update, and implement the SWPPP.
X Clearing and grading activities for developments shall be permitted only if conducted using an approved
site development plan (e.g., subdivision approval).
X From Oct 1 through Apr 30, clearing, grading, and other soil disturbing activities is permitted only if
shown that the site operator will prevent silt-laden runoff 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.
2. Limit activities and the extent of disturbed areas.
3. Proposed erosion and sediment control measures.
Weather conditions can influence the seasonal limitation on site disturbance. The City of Anacortes has
the authority to take enforcement action per AMC 19.76 Stormwater.
X 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
3. Activities where there is 100% infiltration of surface water runoff within the site in approved and
installed erosion and sediment control facilities.
Land disturbance is less than 500sgft. Exposed soils from the course of construction will be protected
per BMP C233 to ensure no soil runoff or water turbidity.
Version Date: November 29, 2021 Previous Version Date: October 7, 2019
ELEMENT 13: Protect Low Impact Development BMPS
X If implementing any bioretention facilities or rain gardens, refer to the applicable BMP sections of the
Manual for requirements.
No bio-retention facilities required for this project.
A(2x&il r-cwd 9/20/22
Applicant Signature Date
Version Date: November 29, 2021 Previous Version Date: October 7, 2019
TAB 5 (MINIMUM REQUIREMENT#5)
• Minimum Requirement#5 — On-site Stormwater Management
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.
http://www.soilsforsalmon.org/pdf/Soil BMP Manual.pdf
See below for the "Model Soil Management Plan for BMP T5.13" to be submitted with Drainage
Report and Application Material.
Version Date: December 19, 2018
PROJECT INFORMATION "Model Soil Management Plan for BMP T5.13" age# of pages
Com lete 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 inches(depth)of scarification needed to achieve finished total 12"loosened depth.
Subsoil will be scarified
PRE-APPROVED inches of compost or imported topsoil applied
AMENDMENT METHOD: X 3_1 (conversion factor, inches to cubic yards) PRODUCT:
Topsoil import =cu.yards per 1,000 sq. ft.
_Amend with compost X _,000s sq.ft.in this area
_Stockpile and amend =cubic yards of amendment QUANTITY: CU.YDS.
( cu.yds. stockpiled) (needed to cover this area to designated depth)
CUSTOM AMENDMENT Attach test results and calculations.
_Topsoil import inches organic matter or topsoil import PRODUCT:
_Topsoil&compost lift X 3.1
_Amend =cu.yards/ 1,000 sq. ft.
Stockpile and amend X ,000s sq.ft.in this area
cu.yds. stockpiled) =cubic yards of amendment QUANTITY: CU.YDS.
MULCH _,000 sq.ft. PRODUCT:
X 6.2 (conversion, to give 2 inch mulch depth)
=cubic yards of mulch --+--+--+--+--+—* QUANTITY: CU.YDS.
TOTAL AMENDMENT/TOPSOIL/MULCH FOR ALL AREAS(complete on page 1 only, totaling all areas/ a es in this Plan)
❑ Product#1: ❑ Quantity: cu.yds.
❑ Test Results: %organic matter C:N ratio<25:1 (except mulch,or<35:1 for nativeplants) "stable"(yes/no)
❑ Product#2: ❑ Quantity: cu.yds.
❑ Test Results: %organic matter C:N ratio<25:1 (except mulch,or<35:1 for nativeplants) "stable"(yes/no)
❑ Product#3: ❑ Quantity: cu.yds.
❑ Test Results: %organic matter C:N ratio<25:1 (except mulch,or<35:1 for nativeplants) "stable"(yes/no)
Date: Inspector: Approved: Revisions Required:
Date: Inspector: Approved: Revisions Required:
Version Date: December 19, 2018
APPENDIX 1 —Survey performed by a Professional Land Surveyor
Version Date: December 19, 2018
APPENDIX 2 — Model Soil Management Plan for BMP T5.13
Note: Document is provided under Minimum Requirement 5 in this document
Version Date: December 19, 2018
APPENDIX 3 — Determining Construction Site Sediment Damage Potential (Appendix 7 — NPDES Phase
II Permit)
Note: See attached
Version Date: December 19, 2018
Western Washington Phase H 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.
STEP 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: December 19, 2018
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 Transport Rating
<100 Low
11100 High
A high transport rating indicates a higher risk that the site will generate sediment contaminated
runoff.
Construction Site Sediment Transport Potential Worksheet
A. Existing slope of site (average, weighted by aerial extent): Points 2%
or less ...0
>2-5% .............................................................................................o
>5-10% .......................................................................................... 15
>10-15% ........................................................................................30
>15% .............................................................................................50
B. Site Area to be cleared and/or graded:
<5,000 sq. ft ..................................................................................�
5,000 sq. ft. — 1 acre.....................................................................30
>1 acres .......................................................................................50
C. Quantity of cut and/or fill on site:
<500 cubic yards ...........................................................................�
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..................................................................0
ML, CL, MH, CH soils...................................................................40
F. Surface or Groundwater entering site identified and interceptedl:
Yes.................................................................................................0
No ................................................................................................25
G. Depth of cut or height of fill >10 feet:
Yes...............................................................................................25
No......................................................................................................... .0
H. Clearing and grading will occur in the wet season (October 1 — May 1): es 50
No...........................................................................................................0
TOTAL POINTS............................................................................................. 115
1 If no surface or groundwater enters site, give 0 points.
APPENDIX 4— Site Plan with all applicable information (Minimum Size 11x17 at a legible scale)
LOT 10 LOTS
(E)SEWER MAIN BLK.2 BLK.2
PER COA GIB (N)0'+FENCE(1/3)
(VERIFY LOCATION)
100' REAR PROPERTY LINE
—..—.._.. —..—..—..—..—..—..—..—..— P/ BLK.2
—..— — o— —..— — (N)6'+FENCE(2/3)
(E)SHED (E)TREES TYP.
6� QLOT 2BLK.2O LOT3 L0T5
O BLK.2
BLK.2(N)G+ FENCE PROPOSEDPROP.LINE(TYP.) ATE
NEW ROOF OVER - PER COA GIS
COVERED DECK / (VERIFY LOCATION)
EXISTING GUTTER 71'
DOWNSPOUT (E)ROOF EAVES& (5.OPE
OF WOR (E)GUTTER
K)
R
�j Q OVERHANGS TYP. ; — _——■ DOWNSPOUT
w ■ w
Z ■ ■■■■■ I ■ 24'_D z
9 ■ I in K
w ■ ——————— — (E)GUTTER w
■I ■ (E)BLUESTON DOWNSPOUT
d I■ PAVER PATIO d
o ''rl I■ r o
■I T---- r r r r(SCOPE OF W RK)
■I ■ - yC————� �'� 18"overhang
2Z ■I ■ 6'-73/q"SIDE YARD SETBACK
■ PROP05ED I
_ EXISTING ELECTRICAL
■I—`—————— ■ 19'X24' METER BASE TO BE RELOCATED
GARAGE
I EXISTING GUTTER EXI5TING EXISTING GAS
IDOWNSPOUT RESIDENCE �'a METER®GRADE
PROPOSED
COVERED DECK
OVER EXISTING
EXISTING DECK - � 'E " I
LA EXISTING
E
/ E
I
ER05ION CONTROL ` r r r r - " E NEW/ 200 AMP
51LT FENCE,BUFFER ZONE, m I (E)GUTTER DS ELECTRICAL METER 5A5E
i
NATURAL LANDSCAPE PRESERVATION Z� �-"' -
i o r
. I
100' FRONT PROPERTY LINE
lhttps://anacortes.municipal.codes/AMC/19.42.020 �— CONSTRUCTION ACCE55 POINT
20'street setback.Covered porch may only
EXIST.OVERHEAD / extend 6'into front setback,is it should be 14'
POWER LINETO DRIVEWAY
EXISTING POWER POLE back from the front property line.
EXISTING WATER EXISTING STORM SYSTEM
LINE PER COA GI5 LINE PER COA GIS
(VERIFY LOCATION)
(E)DRIVEWAY APPROACH
—..—..—..—..—.i�.�_ —..—..—. L
34TH STREET
SITE PLAN
SCALE:1"=10'-0"
N
APPENDIX 5— Documented Site Photos (Show all directions of the site, including frontage)
(Insert Photo Here)
Location:
Description of the photo:
Photo taken by:
PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT
Mailing Address: P.O. Box 547, Anacortes, WA 98221
Office Location:904 6th Street, Anacortes WA 98821
4 Phone: (360)299-1984
CRITICAL AREAS IDENTIFICATION FORM
APPLICABILITY
This form is to supplement and be submitted with a Master Land Use Application or Building Permit Application.
Critical areas review ensures your project does not injure shorelines,streams, lakes,wetlands,sensitive habitat
areas,and aquifer recharge areas,that development is protected from geological hazard and frequently flooded
areas, and your project complies with rules for shoreline protection.
Critical areas are defined and regulated by Anacortes Municipal Code, Title 19, Division 7, which applies to all
land uses, development activity, and all structures and facilities within the City.
NOTE:This form does not apply to activities occurring within shoreline jurisdiction as regulated by the
Shoreline Master Program.
CRITICAL AREAS MAP
The Critical Areas Map is a resource tool that may assist in determining if critical areas are present on your
property.
View the Anacortes Interactive Mapping here:
https://anacortesgis.maps.arcgis.com/apps/webappviewer/index.html?id=f36b722099844684877ld534f73a7
126
IDENTIFIED CRITICAL AREAS
Based on the City's mapping(link above),the following critical areas or critical area buffers are located on or
within 300 ft. of the review area:
Aquifer Recharge Area Frequently Flooded Areas Streams
Fish &Wildlife Habitat Conservation Geologically Hazardous Wetlands
Areas Areas
FIELD INDICATORS
Regardless of whether a critical area is shown on the critical areas map,the actual presence or absence of the
critical areas will govern.The following are some indications that may allude to the presence of a critical area:
VEGETATION
Are there any of the following vegetation species on or adjacent to the project area?
(Check all that apply)
Slough Sedge Crab Apple Creeping Buttercup
Cat Tail Willow Reed Canary Grass
Water Parsley Hardhack Harry Willow Herb
Salmon Berry Red Alder Yellow Iris
Nootka Rose Western Red Cedar Canadian Thistle
Common Rush Bull Rush Eurasian Milfoil
Sitka Spruce American Speedwell Skunk Cabbage
City of Anacortes 1 904 6th Street,Anacortes, WA 98221 1 360-299-1984 1 pced@cityofanacortes.org 1 www.anacorteswa.gov
SOILS
Dig a hole 12 inches deep in the project area, are there any of the following soil conditions?
Dark black Sulfur smell (rotten eggs) ❑ Damp soil (can form a ball)
Brown Saturated soil �X Dry and crumbly soil
Grey with rust spots
SITE CONDITIONS
Please answer the following questions concerning Critical Area indicators located on or within 300 feet of the
review area.
Are there any surface waters (including year-round and seasonal streams,
saltwater, lakes, ponds, bogs, fens, swamps, marshes)? ❑Yes ❑ No ❑ Unknown
Have any wetlands been identified?
If yes, are you aware of any environmental documentation that has been Yes IX No Unknown
prepared related to critical areas that includes the subject area?Attach any
existing documentation.
Are there areas where the ground is consistently inundated or saturated
Yes X No Unknown
with water?
Are there any State or Federally listed sensitive, endangered, or threatened
species and habitats?
If yes, please list the known species/habitats:
[—]Yes IX No Unknown
Are there slopes of 15%or greater? ❑Yes ❑ No ❑ Unknown
Are there any landslide hazard areas? ❑Yes ❑ No ❑ Unknown
Is the project located within a Flood Hazard Zone? ❑Yes ❑ No ❑ Unknown
Is the project area forested and/or connected to forest or open green
space? ❑Yes ❑ No ❑ Unknown
City of Anacortes 1 904 6th Street,Anacortes, WA 98221 1 360-299-1984 1 pced@cityofanacortes.org 1 www.anacorteswa.gov