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Permit File BLD-2021-0029 3708 Leeward Lane
1 Y a ._ City of Anacortes Invoice/Permit#: BLD-2021-0029 904 6th Street Applied date: 01/06/2021 P.O.Box 547 Issue date: 02/24/2021 !CO, Anacortes, WA 98221-0547 Expire date: 08/23/2022 (360)293-1901 Job Address: 3708 LEEWARD LN Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: NEW SFR Owner: ZACHARY&PATRICIA MOSNER-FRIEDMAN Contractor: STRANDBERG CONSTRUCTION Address: 4827 BEACH DR SW Address: 2018 RAVE SEATTLE WA 98116 ANACORTES WA 98221 Phone: (425)242-8535 Phone: (360)293-7431 License#: General Information: Fees: #of Range Hoods 1 Plan Application Fee 200.00 #of Clothes Dryers 1 Building Permit Fee 4,625.50 New or Replaced Hard Surface 4885 Plan Review Fee 3,006.58 #of Gas Fireplace 3 Mechanical Permit Fees 197.05 #of Gas Piping 1 Plumbing Permit Fee 202.00 #of Gas Water Heaters<= 100k 1 State Building Code Fee Resi 6.50 #of Other Mechanical Units 1 Sewer Inspection Fee 52.14 Building Valuation 792225 Storm Drain GFC-Residential 1,746.97 Occupancy Group it-1 Sewer GFC-Residential 9,331.86 1st Floor Square Footage 1897 Park Impact Fee 615.00 Basement Square Footage 1624 Traffic Impact Fee 2,817.69 Garage Square Footage 739 EMS Impact Fee 363.70 Deck Square Footage 686 SFR/duplex:site plan/design 60.00 Stormwater Review 390.80 Porch Square Footage 180 Water GFC 8,340.00 Lot Area 17788 Stove,Appliance 1 Total Calculated: 31,955.79 #of Tubs,bath 1 Deposits/Receipts: 0.00 #of Water Closets(Toilets) 4 #of Showers 2 Total Due: 31,955.79 #of Dishwashers 1 #of Hand Sinks 6 #of Kitchen Sinks 2 #of Clothes Washers 1 #_of_Gas Outlets 4 #of utility Sinks 1 #of Water Piping 4 #of Hose Bibs 3 #of Backflow Devices 1 # Forced Air Furnace<=100k 1 #of Ventilation Fans 6 Flood plain development N #of Tankless Water Heaters 1 0 -`4 City of Anacortes Invoice/Permit#: BLD-2021-0029 r • 904 6th Street Applied date: 01/06/2021 P.O.Box 547 rljz Anacortes, WA 98221-0547 Issue date: 02/24/2021 +r �- Expire date: 08/23/2022 9�o ,fi / (360)293-1901 h,- 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 11 Y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT �'� Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 ` 4w7 Phone: (360)293-1901 FORM BP-1: RESIDENTIAL BUILDING PERMIT APPLICATION 1. PROPERTY INFORMATION Project Address(Street,Suite#): Assessor Parcel Number: Subdivision/Lot#: Zoning Designation: Lot area (size): sq.ft. 2. TYPE OF PROJECT ❑ New SFR ❑ New Accessory Dwelling Unit: ❑ Deck/porch (new/repair) III New Duplex ❑ Attached to Primary Unit ❑ Interior remodel ❑ Detached from Primary Unit ❑ New Addition to SFR ❑ Garage, carport or accessory building E Fence or retaining wall or duplex (new/repair) ❑ Other: Project Summary: Project Valuation: $ 3. PROPERTY OWNER INFORMATION Name: Phone: Address(Street,City,State,Zip): Email Address: 4. CONTRACTOR INFORMATION Name:* Phone: Contractor's Business Licenses State License#: City License#: *All Contractors&Subcontractors must have a valid City of Anacortes business license prior to doing work in the Expiration Date: Expiration Date: City. Address(Street,City,State,Zip): Email Address: 5. CONTACT PERSON Select one person the city will contact for anything Applicant ❑ Property Owner 2 Contractor related to this project: ❑ Other(list below) Name: Phone: Address(Street,City,State,Zip): Email Address: Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 5 of 18 Y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT 4111‘, Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 Y; %' Phone: (360)293-1901 6. LENDER INFORMATION RCW 19.27.095 requires the City to obtain information with regard to lenders. If there are no lenders involved with your project, write"no lenders"on the Name Line below. Name: Phone: Address(Street,City,State,Zip): Email Address: 7. ACKNOWLEDGEMENTS & SIGNATURE Read and initial each of the following statements prior to signing this application: JES I 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. I understand that if I submit incomplete, inaccurate, and/or erroneous information it will take the JES City longer to process my permits. I understand and acknowledge that I could be responsible for providing as-built drawings (on paper JES or electronically) as part of the project's certificate of occupancy process. I understand and acknowledge that Special Inspections could be required as part of my project, and JES if needed I will be required to pay for the cost of these inspections. JES I understand and acknowledge that financial securities could be required as part of the work I am completing and I agree to provide the items needed for the City to calculate these securities and to provide the securities themselves. JES 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. I hereby declare that I 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. / 01/04/2021 Signature Date Jason Sterling Printed Name Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 6 of 18 � PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 1co�. `� Phone: (360)293-1901 FORM BP-2: STRUCTURE AND SITE INFORMATION 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: PARCEL NUMBER(S) 2. 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: AREA SQUARE FOOTAGE OCCUPANCY GROUP CONSTRUCTION TYPE OCCUPANT LOAD 1st Floor: Type V 2nd Floor: 3rd Floor: Basement: Type V Garage: Total deck: Total porch: Other: Type V Other: Other: 3. QUESTIONS ABOUT THE PROPOSED STRUCTURE Is a fire sprinkler system being installed? ❑ YES ❑ NO Is a monitored fire alarm being installed? ❑ YES ❑ NO Are retaining wall(s) being built? ❑ YES ❑ NO Are structural plans required? ❑ YES ❑ NO 4. PROJECT SITE INFORMATION A. Is work within the City's right-of-way proposed? If yes, you will be required ❑ YES ❑ NO to submit a right-of-way permit application. If you have already submitted a ROW permit, list the permit number here: B. Is the property located in a flood zone? ❑ YES ❑ NO If yes, list the flood zone designation: C. Are there slopes in excess of 15%on or abutting the site? If yes, a ❑ YES ❑ NO geotechnical report will likely need to be submitted. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 7 of 18 1� Y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT , Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 Y; %' Phone: (360)293-1901 D. Are there critical areas or buffers on or abutting (within 300-feet of)the ❑ YES ❑ NO project site? If yes, a critical areas report will likely need to be submitted. E. Is the lot less than 5,000 sq. ft. in area? ❑ YES ❑ NO If yes,your site and building will need to comply with the standards in AMC 19.43.010.C. F. Is your project involving an accessory dwelling unit? El YES ❑ NO If yes,your site and building will need to comply with the standards in AMC 19.47. G. Will more than 2-acres be cleared and/or more than 5,000 board feet ❑ YES ❑ NO (about 1 log truck load)of timber be harvested? If so you may need to obtain a forest practices permit from DNR. H. Is this project subject to the SEPA process? If yes, you will be required to ❑ YES ❑ NO submit a SEPA checklist. If you have already completed the SEPA process, list the permit number here: 5. REQUIRED SIGNATURE I hereby declare that I 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. 01/04/2021 Signature Date Jason Sterling Printed Name Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 8 of 18 I;GI ��� PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 1co�. `� Phone: (360)293-1901 FORM BP-3: PLUMBING AND MECHANICAL FIXTURES imiiM MECHANICAL Equipment Type: Appliance/Equipment Information (new and relocated): Total #: Furnace: Gas#: Elec#: BTU: Other#: Wall Heater: Gas#: Elec#: Other:#: Location(s): Gas Water #: Location(s): 1 Heat Pump: Elec#: Other It Capacity: Air Conditioning: Elec#: Other#: Capacity: Radiant/Hydronic Gas#: Elec#: Other:#: Location(s): Exhaust Fans: Bath#: Laundry#: Other: Range Hood: #: Location(s): Fireplace: Gas#: Elec#: Other:#: Location(s): Clothes Dryer& Duct: Gas#: Elec#: Other:#: Location(s): Stove/Range/Oven: Gas#: Elec#: Other:#: Location(s): Gas Piping/Outlet(s): #: Location(s): Boiler Gas#: Elec#: BTUs: Location(s): Other: #: Location(s): TOTAL MECHANICAL OUTLETS: PLUMBING Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): Refrigerator water supply(for water/ice Kitchen Sink: Pressure Reduction Valve/Pressure Regulator: Utility Sink: Water Service Line: Tub: Water Piping: Hand Sink: Clothes Washer: Shower: Electric Water Heater: Tank-less? Yes ❑ Dishwasher: Backflow Prevention Assembly: Hose Bib: Other: TOTAL PLUMBING FIXTURES: Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 9 of 18 I;GI4, PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 $ Phone: (360)293-1901 FORM BP-4: ARCHITECTURAL PLAN REQUIREMENTS 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: PARCEL NUMBER(S) 2. 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. 3. REQUIREMENTS FOR ALL ARCHITECTURAL PLANS COMPLETE REQUIREMENTS PAGE#ON ? YOUR PLANS Yes Cover (or 1st page) must include: • Site address • Parcel number • Lot number(if applicable) • Lot size • Lot coverage • % impervious surface coverage Floor plans with existing (if applicable) and proposed building layout with square Yes footages and with the use of each room/area labeled. Window and door sizes labeled and window ventilation area. Commercial, Multi-Family, and Mixed-Use Structures must also include door and window Yes schedules. Yes Plumbing, duct, and electrical layout. Penetration protection must be shown. Yes Opening headers, size, and material. Cross section details, showing typical foundation,floor, wall, ceiling and roof Yes construction and insulation. Structural members labeled as to size and spacing as well as bracing, blocking, Yes bridging, special connectors, and anchor bolts. Yes Details documenting energy code compliance. Yes Exterior building elevations demonstrating compliance with applicable structure type design standards (small lot, duplex, or ADU) and maximum building height Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 10 of 18 Y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 1rt w� Phone: (360)293-1901 Yes Building height (see AMC 19.42.120 for measurement methods,exceptions and modifications). • Label the building height at the highest point of the structure from the average of the natural topography at the foundation at the front of the building. • Label the average elevation of the natural topography at the front of the building. • Label the elevation at the center of all exterior walls of the proposed building. • For ADUs only, include elevations demonstrating compliance with the height/setback plane(see AMC 19.47.030(C)(6)). Yes Special details as needed (i.e., stairs,fireplaces, special construction). Yes Insulation and insulation values of walls, slab,floors, and roof/ceiling. Yes Existing and proposed grades with slope of lot shown. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 11 of 18 Y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 ; %" Phone: (360)293-1901 FORM BP-5: STORMWATER MANAGEMENT MINIMUM REQUIREMENTS DETERMINATION 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: PARCEL NUMBER(S) 2. 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). 3. 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. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 12 of 18 I;GI PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 $ Phone: (360)293-1901 Land disturbance Description Total (SF) Total Area of Land disturbing activity Total area converted from vegetation to lawn or landscaped areas 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.) Pollution Generating Hard Surface Area 1 , 6 5 4 (Driveways, parking areas, etc.) Total Hard Surface 1,654 4,885 Site Size Existing impervious surface coverage (sq.ft. hard surface/site size) Use the information in the above table to navigate the flow chart(s) on the next page and 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. Check applicable box Minimum Requirements Determination ❑ Minimum Requirements#1-9. ❑ Minimum Requirements #1-5. Res.Building Per�Application Submittal checklist Updated October36,2019 Minimum Requirement#2. Page 13 of 18 Y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT l.. 9�'� Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 Villieircv Phone: (360)293-1901 FLOW CHART FOR DETERMINING REQUIREMENTS FOR NEW DEVELOPMENT Start Here Does the site have 35% Yes See Redevelopment Minimum or more of existing ► Requirements and Flow Chart impervious coverage? (Figure I-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 Yes Yes Does the project result in 2,000 r square feet,or greater,of new plus All Minimum Requirements replaced hard surface area? apply to the new and replaced hard surfaces and converted vegetation areas. Yes No 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 V Minimum Requirement#2 applies. Figure 1-2.4.1 Flow Chart for Determining Requirements for 641 New Development DEPARTMENT OF Revised June2015 ECOLOGY Please see http./Avww,ecy,wa gov/cnpyrighthtml for copyright notice including permissions, State of Washington limitation of liability,and disclaimer. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 14 of 18 y PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 kz Office Location:904 6th Street, Anacortes WA 98821 Phone: (360)293-1901 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? v 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 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 110requirements. 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? Yes�� All Minimum Requirements apply to the new and replaced hard surfaces and converted vegetation areas. --)Yes Figure 1-2.4.2 Flow Chart for Determining Requirements for Redevelopment DEPARTMENT OF Revised June 2015 ECOLOGY Please see htfp./Nuww.ecy.we.gov/copyright.html for copyright notice including permissions, State of Washington limitation of liability,and disclaimer Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 15 of 18 1� Y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT �'� Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 Y; 4' Phone: (360)293-1901 FORM BP-6: SITE PLAN REQUIREMENTS 1. PROPERTY WHERE WORK IS OCCURRING ADDRESS: PARCEL NUMBER(S) 2. 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. 3. INFORMATION REQUIRED ON ALL SITE PLANS COMPLETE? REQUIREMENTS PAGE#ON YOUR PLANS Cover sheet must contain all of the following: • Vicinity Map • Name of the project • Name, address, and telephone number of owner and agent(s) • Name, address, and telephone number of Applicant (if different from the owner) • Zoning designation of the site • Area, in square feet and acreage, of the project site • Reference to the Building Code used • Proposed use • Occupancy group • Construction type • Square footage and height of each individual building • Percent lot coverage • Percent impervious surfaces Scale and North Arrow Property features: Location, identification, and dimensions of all property lines and easements. All easements shown on the title report, Record of Survey, or plat must be dimensioned and shown. Location and dimensions of existing critical areas (wetlands, streams, steep slopes) and their associated buffers. Location of Ordinary High Water Mark and shoreline jurisdiction limits (if adjacent to a shoreline). Existing and proposed contours and site elevations (i.e. finished grades) at 5-foot minimum increments. The horizontal and vertical control datum must be clearly shown. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 16 of 18 ; Iy PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location: 904 6th Street, Anacortes WA 98821 k Aco�. Phone: (360)293-1901 Structures: Location, identification, dimensions and size of all existing and proposed buildings and other structures. Location of existing and proposed retaining walls, rockeries, and Location, identification, and dimensions of all setbacks. Show proposed projections into required setbacks, including dimensions (see AMC 19.44.140) Utilities & Easements: Location and dimensions of existing and proposed stormwater, sanitary sewer, potable water, and fiber lines/facilities. All wells and septic systems located on or near the project site must also be identified. Location of all existing and proposed fire hydrants within 300 feet of the boundary of the project site. Location and dimensions of existing and proposed freestanding lighting fixtures, utility junction boxes, public utility transformers. Stormwater Proposed Temporary Erosion and Sediment Control Measures, if not located on other plans. Proposed permanent stormwater management BMPs. Access, Circulation & Parking Location, identification, and dimensions of all existing and proposed on-site and adjacent streets and alleys, including the location and dimensions of all existing and proposed curbs,gutters,sidewalks, median islands, and street trees. Show existing and proposed vehicular access to the site, including the size and location of driveways and curb cuts. Show existing and proposed parking spaces, including surface material and dimensions of spaces. Open Space (ADUs, Small Lots, and Duplexes) Show calculations, location, dimensions and provided square footage of 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 planted, and a plant list to include the location, number,size and type of plant material by botanical and common name. Location of irrigation system if a permanent or temporary system is proposed. Show the location of existing trees to be retained in conformance with AMC 16.50, and tree protection measures to be implemented, when applicable. Res.Building Permit Application Submittal Checklist Updated October 10,2019 Page 17 of 18 Y o PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Mailing Address: P.O. Box 547, Anacortes, WA 98221 Office Location:904 6th Street, Anacortes WA 98821 \' iv Phone: (360)293-1901 coW Provide a maintenance plan for any infiltration-based stormwater best management practices (BMPs) built as part of the landscaping design, including the specifications and maintenance procedures of any soil amendments. Show new trees to be planted and tree unit credit calculations, in conformance with AMC 16.50 Tree preservation,when applicable The following table, with project specific information filled in, 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 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 October 10,2019 Page 18 of 18 2015 Washington State Energy Code:UA Alternative Worksheet,Type R-3 Occupancies 3708 Leeward Lane,Anacortes,WA 98221 PARCEL#P133206 MAIN FLOOR: 1,897 Missing Vertical Glazing Information BASEMENT FLOOR:1,624 UPPER FLOOR:- Missing Floor,Slab OR Below Grade Info. Conditioned Floor Area 3,521 Component Performance,R occupancies Code Target Values Proposed Design Area UA Area UA Doors U= 0.300 88 26 88 25 Overhead Glazing U= 0.500 0 0 0 0 Vertical Glazing U= 0.300 528 158 892 241 Flat/Vaulted Ceilings U= 0.026 2,000 52 2,000 53 Wall(above grade) U= 0.056 3,193 179 2,829 113 Floors U= 0.029 1,976 57 1,976 45 Slab on Grade F= 0.540 0 0 0 0 Below Grade Wall U= 0.042 610 26 610 22 Below Grade Slab F= 0.570 0 0 0 0 Target UA Total 499 Proposed UA Total 499 Target Credits from Table 406.2 3.5 Proposed Credits from 3.5 Table 406.2 If the Proposed UA<_the Target UA,and the Proposed Credits from Table 406.2 are>_those required in Section R406.2,then the home meets the 2015 WSEC. Exterior Doors Plan Component Door Width Height ID Description Ref. U Qt. Feet Inch Feet Inch Area UA D1 Codel Door V Custom 0.28 1 5 ° 8 ° 40 11 D2 Codel Door V Custom 0.28 1 3 ° 8 ° 24 7 D16 Codel Door V Custom 0.28 1 3 ° 8 ° 24 7 V 0 0.00 0 0 _ V 0 0.00 0 0 V 0 0.00 0 0 V 0 0.00 0 0 Sum of Area and UA 88 25 Overhead Glazing: Plan Component Glazing Width Height ID Description Ref. U Qt. Feet Inch Feet Inch Area UA V 0 0.00 0 0 V 0 0.00 0 0 V 0 0.00 0 0 V 0 0.00 0 0 V 0 0.00 0 0 Sum of Area and UA 0 0 Copyright 2013,WSUEEP10-009(Version 11)Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 1/4/2021 1 of 4 2015 Washington State Energy Code:UA Alternative Worksheet,Type R-3 Occupancies Vertical Glazing Plan Component Glazing Width Height ID Description Ref. U Qt. Feet Inch Feet Inch Area UA W 1.3-Milgard Montecito V 0 0.27 3 2 ° 6 ° 36 10 W4_6 Milgard Montecito w 0 0.27 3 illg °MN 14 4 W7_c Milgard Montecito p 0.27 3 © 111M© 11 3 W 10 Milgard Montecito w 0 0.27 1 10 ° 8 ° 80 22 W 11 Milgard Montecito V 0 0.27 1 MN 6 El 16 4 W 12,Milgard Montecito V 0 0.27 2 1.111Mal 41 11 W 15,Milgard Montecito V 0 0.27 3 MN 6 Mil 88 24 W 19-Milgard Montecito V 0 0.27 2 ©L 6 El 49 13 W21 Milgard Montecito w 0 0.27 1 6 °I.1 ° 48 13 W22-Milgard Montecito w 0 0.27 5 1111 °ME 23 6 W27 Milgard Montecito V 0 0.27 1 © °ME 8 2 W28 Milgard Montecito V 0 0.27 1 ©M�KI 11 3 W36-Milgard Montecito w 0 0.27 2 ° 9 2 W 38-Milgard Montecito w 0 0.27 3 Illg ° 6 ° 36 10 W41 Milgard Montecito w 0 0.27 1 © °© ° 4 1 W42 Milgard Montecito w 0 0.27 1 MI 06 2 W43-Milgard Montecito V 0 0.27 3 © °11111E 14 4 W46 Milgard Montecito V 0 0.27 1 MI ° 6 ° 24 6 W47 Milgard Montecito V 0 0.27 1 6 ° 8 ° 48 13 W48 Milgard Montecito w 0 0.27 1 ME 6 ° 15 4 W49 Milgard Montecito V 0 0.27 1 ° 6 ° 24 6 W50 Milgard Montecito V 0 0.27 1 ° 8 ° 48 13 ° W51 Milgard Montecito V 0 0.27 1 o 6 24 6 �� o W52 Milgard Montecito w 0 0.27 1 6 27 7 W53-Milgard Montecito V 0 0.27 2 3 ° 6 ° 36 10 W 55-Milgard Montecito V 0 0.27 4 3 ° 1 6 18 5 W59-Milgard Montecito V 0 0.27 3 3 ° 5 ° 45 12 W13 Milgard Montecito V 0 0.27 1 © °ME 23 6 W16 Milgard Montecito V 0 0.27 1 5 ° 6 I 33 9 W62-Milgard Montecito V 0 0.27 6 4 ° 1 36 10 w Milgard Montecito V 0 0.27 0 0 N/32 Milgard Montecito V 0 0.27IIII 0 0 W33 Milgard Montecito V 0 0.27 0 0 W34 Milgard Montecito V 0 0.27 0 0 W35 Milgard Montecito V 0 0.27 0 0 W36 Milgard Montecito V 0 0.27 0 0 W37 Milgard Montecito V 0 0.27 0 0 W38 Milgard Montecito V 0 0.27 0 0 W39 Milgard Montecito V 0 0.27 0 0 W40 Milgard Montecito V 0 0.27_-MEIN 0 0 W41 Milgard Montecito V 0 0.27_-.-I. 0 0 W42 Milgard Montecito V 0 0.27_-MEIN 0 0 W43 Milgard Montecito V 0 0.27 0 0 W44 Milgard Montecito V 0 0.27 0 0 W45 Milgard Montecito V 0 0.27 11111 0 0 W46 Milgard Montecito = 0 0.27 0■IIIIII 0 0 W47 Milgard Montecito 0 0.27 0 W48 Milgard Montecito V 0 0.27_-■-. 0 0 W49 Milgard Montecito V 0 0.27 0 0 W50 Milgard Montecito V 0 0.27 0 0 W51 Milgard Montecito V 0 0.27 0 0 W52 Milgard Montecito V 0 0.27 0 0 W53 Milgard Montecito V 0 0.27 III 0 0 0 0.00 0 0 0 0.00 0 0 Sum of Area and UAI 892 241 Glazing Area Weighted U 0.270 Copyright 2013,VrrigAt (ggilHdi g$)Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 1/4/2021 2 of 4 2015 Washington State Energy Code:UA Alternative Worksheet,Type R-3 Occupancies Plan Component Attic ID Description Ref. U Area UA R-38 Batt insulation W/Rafters 24"O.C. V Custom 0.025 _ 684 17 Manufactured Trusses W/R-49 Blown V Custom 0.027 _ 1,316 36 V 0 0.000 0 V 0 0.000 0 Sum of Area and UA 2,000 53 Walls(Above Grade) Plan Component Wall ID Description Ref. U Net Area UA 2x6 Wall With R-21 Insulation V Custom 0.040 _ 2,829 113 V 0 0.000 0 V 0 0.000 0 V 0 0.000 0 Sum of Area and UA 2,829 113 Floor(over crawl or exterior) Plan Component Floor ID Description Ref. U Area UA 11 7/8"Joists With R-38 Batt V Custom 0.023 1,624 37 11 7/8"Joists With R-38 Batt V Custom 0.023 352 8 _ V 0 0.000 0 V 0 0.000 0 Sum of Area and UA 1,976 45 Slab on Grade(less than 2 feet below grade) Plan Component Slab Slab ID Description Ref. F Length UA _ V 0 0.000 0 _ V 0 0.000 0 _ V 0 0.000 0 V 0 0.000 0 Sum of Area and UA 0 0 Below Grade Walls and Slabs Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F Length UA R21 Batt 7'depth w/TB V WSU 0.035 460 16.1 0.503 0 0 R21 Batt 3.5'depth w/TB V WSU 0.040 150 6.0 0.556 0 0 V 0 0.000 0.0 0.000 0 V 0 0.000 0.0 0.000 0 Sum of Area,Length and UA 610 22.1 0 0 Copyright 2013,WSUEEP10-009(Version 11)Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 1/4/2021 3 of 4 2015 Washington State Energy Code:UA Alternative Worksheet,Type R-3 Occupancies Table R406.2 Summary Opt. Description Credit(s) la Efficient Building Envelope la 0.5 0 0.5 lb Efficient Building Envelope lb 1.0 ❑ 1c Efficient Building Envelope lc 2.0 ❑ 1d Efficient Building Envelope ld 0.5 ❑ _ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 0 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ _ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 0 1.0 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 ❑ 5a Efficient Water Heating 5a 0.5 ❑ 5b Efficient Water Heating 5b 1.0 ❑ 5c Efficient Water Heating 5c 1.5 0 1.5 5d Efficient Water heating 5d 0.5 ❑ 6 Renewable Electric Energy 0.5 kWh ❑ Total Credits 3.5 *Please refer to Table R406.2 for complete option descriptions Copyright 2013,WSUEEP10-009(Version 11)Copied by permission from Washington State University Extension Energy Program. (see copyright restrictions) 1/4/2021 4 of 4 2316 Antone Way Tim K. Garrison, P.E. Anacortes,WA 98221 Phone:(360)708-1865 Professional Engineer TimG@TimKGarrison.com Structural Analysis: New Home at 3708 Leeward Lane, Anacortes, WA Client: Zachary Mosner Job Number: T20093 Building Design: Strandberg Design Date: January 6, 2021 'APR 111 A ,r5/IPTitc1 i nrfl+rr. INDEX: Design Sketches SK1 —SK3 Callouts and Tables CO1 —C06 . Standard Specifications B—H Calculations. C 1 —C24 Total No. of pages excluding cover sheet: 40 Notes, Disclaimers: ConstructionCalc, Inc. (CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein. Further,this report is valid only if it is stapled or otherwise bound as it originally left this office,and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). I SIL1 171 r ---- — ---- L-J , r = — - . . -- ---�, i —' Z1 I Au- -- -- I I 1 r-- I I 1 I I I rll,, II.II I I J I I I ' L___J i - r--1 r--1 I ;'i t---- I I gASav N i-. 28 I r . ----J rloe ia_v____ . —— _1 _ri ' X ZS I I - J r 1 4 Is, 4hs )illIs• • • 3� A 1 I L J 42. I t 7 L 1 a -r(r r-i pn . a L-� M� 1... 4:B I �` 44 ,., v v1 s; $ASW 1 i -.� I Crawlspace Walls, Basement Floor Framing, Foundation,and Retaining Walls r'.. -- T v` d r1 Y V- •--I. I——I 1/8" = 1' —I ; ^ . L—J -All ext.crawlspace framed walls are 2PW,typ. I' CP ,; I • -All interior floor sheathing is 12FD,typ. $IL- -NJ' ,l .( . - Floor&deck joists and layout are OPA,typ. �; Au• ,, 45$ __ 1 -Stair framing per Arch and code min. a� I; - J .;,J " -All decks with pavers shall adheare to 15DX. tir.„.. ! • -All slabs are 95S. i• ), �______� I -All footings and retaining walls are OPA except as noted. l J -L L- 1 . - _------ --- ---- --- •-.� L VJ L -=-- -- -t -- . -J_ • ------- -- •LI 4 . Az SM 4 1 • Lower Level Walls and Upper Floor Framing 1/8" = 1' -All interior floor sheathing is 12FD,typ. - Floor&deck joists and layout are OPA,typ. —- ..........::,:: -Stair framing per Arch and code min. -All decks with pavers shall adheare to 15DX. -Fireplace and chimney framing per Arch and code min. ZPvti . V --- 1._17.__. _ ___4;:7_F ,/_ 4,_ , : 7 5 1 te• ! ; • 1 II.; :,-=',1 oN I 318 , I .1 l I - 11 2'o lig) 1 • .1 B i ,• •• 1°8 i ' Su., :_-- ',. ./. ll 2 2.1-. .-._,_=4 •,.,. i 158 , E.._..,, •• 13 f2-• ki. - , rs, !;:_______.__; '!4(r i' ,• il . .1' . Scs 3Cre :•••tr- 1.• I 1 1 , 1 'V ! ' ' , 1 5e c.f. I . -411' HI ttit) II . 11J , a . , „ 11 813SW 3iOr---371 1 . ; !. =7=7,_ _=-,,i— ,..= - ; • IIP 13. LI _. '1• - --- -•• .“.•• IIPT V V ._. I:(k' • ' Z-- * • . ,f--'''-,7 :-----7 .'''.r'-.V jfi'f—Til —1------------ 4 . ,- T cliP •11 . I CM, f• / . , . I 2 %.1- • . , , i . .. . (,... , „._. ..i a .. ,0 ...1 /----------- / zr T1P ALL. i[.. 2121-I . , e •' li te. MI, CO' / I I.• .-v ... •----=----.=•'. A , ....____ ___.--. — ------ 93r /Ma S1••••3 Upper Level Walls and Roof Framing 1/8" = 1' - Roof diaphragm is 11RD,typ. -Trusses, rafters, and layout are OPA,typ - Exterior pony walls at roof pop-ups are 1PW,typ. - Ledgers at lower roof to upper shear wall are 80L,typ. Thaw IPIP .`e' rr r_ -71 k—E_71 -- ",_-1— —F------A--—II—--f-1 i. `I11 5,5 4 • • 3-S - ! W —11: N. 2° CO 2or 2-21 . L sot. L _ II 40 �;. i N 77M ___--- I 1 �'6'A --_ == __—__ 1.4114 ICD N - '41 , F.- ....„.j..., i 'e..4 120 a - — ---- -- •- - ------ 2a�1 '� 1 fik: g C to ;� I • — — (--trz 1 Arm ilD 1-.....:..._ . : , Vr .1 _1 I Lam— _ ,a, i...- -+• IL 80 L OR Q SAS 2oN u� Z 3uP 1 K77-[. pi\fs bw 20 41 l2 `r' 1 1 Q lifr ..... Z3i( 80L 305 N Structural Shear Wall Callouts©—Copyright ConstructionCalc, Inc(CCI) Typical Shear Wall Callout Symbol .This symbol indicates a dedicated shear wall or panel,the type per callout below. 1PW �� Walls without this symbol are not dedicated shear walls-use code-standard construction. Min.length of shear panel,ft. 3.4 1 If"W",construct entire Wall per this callout,with minimum individual panel lengths indicated on plan. If"NS",means Not a Shear Wall.Build per code minimum. Sill Top of anchor wall to MAX Capa- Stud Nail Edge Sill Block- parallel Top of spc'g/ city, Nails Stud Stud mat'l /Field Top plate& ing at framing wall to min. wind/ Sheath- or height, spac'g, Stud (see spac'g @ Top plate studs unsup- or rim or perpen- Bottom Mud sill embed- Call- seis, ing, Sides of screws, max., • max., size, std st'l Stud Plate, splice, w/edge. ported rim dicular plate to anchor to ment, out Eh,plf min. wall size • ft.. in. ' min. • specs) spac'g,in. min. ' min. nail'g edges blk'g. framing. framing. concrete in. 6/6@24 Con't i 10 24 2x4 Sawn 6/12 16 @ sheathing 5.8 bolt one, Con't +blkg or Con't or 5/8" 7/16" either 15 16 2x6 Sawn 6/12@16 48"lap sheathing H2.5 or sheathing Titen HD, 168; OSB or side, 1PW 120 plywo- apply 8d 2-2x4 w/8- 2x NA or A34 or SDWC- or 16d @ w/3" 72/4 p y pp y 16d LTP4 at 15600, 6"or wshr.Or od directly 18 12 2x6 Sawn 6/12@12 to studs ! 36"max. @ 24" 4.5"SDS MASA or i max. @ 12". MASAP 22 12 1.75x5.5 LVL 6/12@12 Con't sht'g or 490/ 4/12@16 16d@3" 2PW 350 (same) (same) (same) (same) 16 (same) (same) or 12 (same) (same) (same) 2x (same) (same) or 4.5" (same) 36/4 SDS (y, 10 24 2x4 Sawn 5/8"j-bolt I or 5,8" 5d for 48" lap Titen HD, 5GW200/ 1/2"gYp both lit ;6d 14 16 2x4 Sawn 4/4@ 24 4.5"SDS 200 5/8 7/7@16 2-2x4 w/8- 2x NA (same) (same) @ 9„ w/3" 72/4 for 5/8" 16d wshr.Or MASA or l 16 16 2x6 Sawn MASAP i 6-L.-- Structural Callouts©— Copyright ConstructionCalc, Inc (CCI) 0 PA Per Architect * Structural Item: This item and related connectors shall be per architect/designer. 8A SW Simpson Wood Shear Wall- Upper Level * Wood Shear Wall: Use WSW18. Width= 18". Height, see below. * Height: Top plate of wall below to top plate of upper wall. Okay to order WSW long and cut to height as necessary. WSW sits on WSW-MSK kit directly on top plate of wall below. Affected floor joists may hang on WSW. Alignment: If using trimmer, nail 2x trimmer to WSW for header support. Trimmer creates edge of * rough opening. May use HUC in lieu of trimmer, in this case WSW creates edge of rough opening. Remainder of wall section may be filled in with standard framing. Position WSW to align with outside (exterior) face of studs. Furr-out as necessary to flush up with remainder of wall. * Top Connection: Connect top of WSW to double top plate with WSW-TOW plate and angled SDS lags that come with the WSW. * Sheathing: Sheathe header, WSW, and wall similar to 2PW. * Bottom Connection: Connect to 8B SW below with WSW-MSK kit. 8B SW Simpson Wood Shear Wall-Lower Level * Wood Shear Wall: Use WSW18. Width= 18". Height, see below. * Height: Foundation to middle wall top plate. Okay to order WSW long and cut to height as necessary. Note WSW sits directly on foundation; wall and floor to frame around WSW. Alignment: If using trimmer, nail 2x trimmer to WSW for header support. Trimmer creates edge of * rough opening. May use HUC in lieu of trimmer, in this case WSW creates edge of rough opening. Remainder of wall section may be filled in with standard framing. Position to align with outside (exterior) face of studs. Furr-out as necessary to flush up with remainder of wall. * Top Connection: Connect top of WSW to double top plate with WSW-TOW plate, and SDS angled lags that come with the WSW. - Also use WSW-TOW plate on outside. This is the lower WSW in a two-story, stacked condition. The top of this WSW is connected to the bottom of the WSW above with WSW-MSK kit. * Sheathing: Sheathe header, WSW, and wall similar to 2PW. * Bottom Connection: Wet-Set: Anchor bolts, use all-thread, 7/8" diameter, extended to footing bottom rebar and use - double nut and 3" x .25" washer on embedded end. Suggest using Wood Strong Wall Anchor Bolt template, WSW. cal 11 RD Roof Diaphragm * Shear Capacity: Good for Eh= 230 plf- seismic; Eh= 322 plf- wind. Max aspect ratio = 3:1. * Framing: Trusses or rafters: 2x at 24" OC, max. * Framing Connection at Support: - Where connected to shear wall, connect per shear wall callout - top of wall. - Where trusses or rafters connect to beam, use H2.5, or A34 with screws, or similar, typ. - At ledger, connect per ledger callout. * Sheathing: 7/16"min., OSB or CDX plywood. * Sheathing Layout: Case 1 per IBC 2306.2.(1) * Nailing: Use 8d at 6" edges, 12" field. * Blocking: Not required except at supports and at connections to shear walls below. 12 FD Floor Diaphragm * Sheathing: With joists at 24" or 19.2" OC, use min., 24 oc rated, APA Sturd-I-Floor; either 3/4" species group 1, or 7/8" species group 4. May be OSB or plywood. Good for 130 psf, TL @ L/360 deft. * Sheathing: With joists at 16" OC, use min., 16 oc rated, APA Sturd-I-Floor,min., 19/32" thick. Maybe OSB or plywood. Good for 245 psf TL @ L/360 deft. * Sheathing Layout: Case 1 per IBC 2306.2.1(1) - Orient sheets continuous over two or more spans, with the long dimension across supports. * Nailing: Glue, and connect with 8d ring shank nails or#9 screws, at 6" edges, 12" field. * Blocking: not required except at supports (beams) and connections to shear walls below. 15 DX Deck X-Brace * General: To be used with concrete pavers on deck. Purpose is to transmit deck lateral loads to house so that posts supporting deck may be assumed pin-pin connections for lateral analysis. - Maximum dimensions for one X-Brace= 14' x 14'. Max lateral load per X-Brace= 1150 lb horizontal. * Straps: Use CMSTC16 w/galv TECO nails in all holes over wood. * Horizontal Tension Tie: At house ends of Straps, connect deck joist to floor joist with DTT2Z and 1/2" all-thread rod, horizontal. - Floor joists parallel to deck joists: Floor joists must be 2x, LVL, LSL, or I-Joist with web stiffener OSB both sides min., 24" long. - Floor joist perpendicular to deck joists. Connect STT2Z to 2x, LSL, or LVL block. Use block at min., two joist bays at each tension tie. * Blocking: At house,use min., 2x PT con't blocking between joists. 77 M Mullion * General: These are specified mainly to reist out-of-plane wind loads but may also be used to resis in-plane lateral loads if so indicated in calculations. * Mullion: Use 5.5x5.5 glulam column, continuous bottom plate to top plate. * Top and Bottom Connection: Connect at top plate and bottom plate with 2, A35 and screws. * Header Connection: Header(s) may be supported with 2x trimmer or hang on this mullion with LUC, HUC, HUCQ or similar. co 78 P Post * General: These are specified to support an awning and to resist wind loads. * Post: Use 6x8 or 5, 2x6, continuous bottom plate to top plate. * Top and Bottom Connection: Connect at top and bottom with 2, A35 and screws. * Header Connection: Header(s) may be supported with 2x trimmer or hang on this with HUC, HUCQ or similar. 79 P Post * General: Sim to 78P except bears on 22H. 80 L Ledger- Roof Diaphragm Ledger Connection: Where a ledger is called for below, if connecting to rim or header, use SDS, * or LedgerLOK at max 12" OC, staggered. If connecting to studs, use 2, SDS or LedgerLOK per stud. Length of SDS or LedgerLOK= full depth penetration into rim, or 2.5" min embedment into solid - framing. Min distance of connector to end of ledger or splice=2". Min edge distance to top or bottom of - ledger=2" * Framing Connection to Wall, General: Use any of the following, whichever is applicable. Rafters Perpendicular: Use 2x or LVL ledger, min height to match rafters. Apply ledger over wall - sheathing.Use hangers to hang rafters on ledger. Parallel Rafter or Truss Top Chord: Ledger may be top chord of truss or last rafter or similar. Ledger to be placed over wall sheathing. Mono Truss Top Chord Perpendicular: Use continuous 2x blocking between trusses nailed - through wall sheathing with 16d @ 6" OC to solid wood backing (continuous rim, plate, ledger, or blocking.) _ _ - Mono Truss Bottom Chord Perpendicular: Alternate 1: Hang bottom chord with hanger mounted over wall sheathing to solid wood backing - (rim, plate, ledger, or blocking.) Alternate 2: Use min., 2x4 ledger let in to truss bottom chord. Ledger to be placed over wall - sheathing and connected with min., 3- 16d @ 24" max spacing. * Roof Diaphragm: Connect roof diaphragm to ledger with 8d ring shank or screws at 3" OC. 81 L Ledger-Deck Joists to Rim. * Ledger: Use min., 2x, PT ledger at least as tall as joists. * Ledger Connecion: Connect to rim with 2, SDS or LedgerLOK at max., 16" OC and within 3" of ends and splices. - SDS or LedgerLOK to be of length necessary for full penetration in rim. * Joist Connection: Connect joist to ledger with U or LU hanger(not LUS), all holes filled with galv screws, Simpson SD9 or similar. Headers Default header material is Doug Fir No. 2 or better 2x headers must be in tall orientation with flat 2x nailed at bottom in"L"configuration Default Trimmer, use 1, 2x stud or Simpson LUC hanger, each end. Default King Stud,opening 6-feet wide and less use 1,full height stud each end(plate to plate.) Default King Stud, opening wider than 6-feet, use 2,full height studs each end (plate to plate.) Trimmer, each end King Stud, each Callout Min, use Alt 1 min. use Alt 2 min., use (if blank use default end(if blank use above.) default above.) 20H 2x6, "L"config 4x6 21H 2x10, "L"config 2-2x8 4x8 22H Use 6x10 or 4x10 with HUC or HUCQ to 78P 23H 6x8 2 24H 6x10' 4x12 2 25H 1.7x11.8 LVL. Use as continuous rim over these openings. Beams Default sawn material is Doug Fir No 2 or better. Default glulam, LVL, PSL materials-see Standard Structural Specs herein. Default LSL is 1.5E, 2,300 psi, min Fb. Default wall connection: 3" bearing in pocket or on plate with min., 2 studs below. Default end post connection: LCE,ACE, EPCZ, ECCQ,or similar. Default corner post connection with mitered beams over: LCE4, LCE4Z, or RTC44. Default mid-post connection: LPCZ, PCZ, CCQ, or similar. Default beam to beam connection: Hanger: HU, HUC, HUCQ or similar. Bear on top, 2, HGA10. Connector (if blank Callout Min., use Alt 1 min., use Alt 2 min., use use default, above) Notes Use min., 5.5x16.5, 24F-V8 glulam. Min. backspan = 11'. This beam is the header for windows below it. If this beam 30B acts as wall top plate, connect studs and mullions to this beam with A35 and screws, typ. If beam bears on wall top plate, connect with SDS 1/4 x 6 @ 12"max up through top plate into bottom of beam. 31B 5.5x15 glulam 32B 5.5x9 glulam or larger per Arch 35B 5.5x15 glulam 6.7x13.5 glulam 36B 1.75x11.8 LVL 37B 5.5x12 glulam MBHU to conc 38B 1.75x11.8 LVL 4x8 40B 5.5x10.5 PT glulam or larger per Arch 45B 6x12 3.5x9 glulam 5.5x 7.5 glulam 46B 3.5x9 glulam 5.5x 7.5 glulam 2, 1.7x11.8 LVL 47B 5.5x9 glulam 3.5x10.5 glulam 2, 1.7x11.8 LVL 48B 1.75x11.8 LVL 49B 6x10 4x12 1.7x11.8 LVL Gob Posts Default material is Doug Fir No 2 or better. Default bottom connection on plate: 2, FC or 2, A34 with screws, or 4, 16d face nails. Default bottom connection on beam: 2, FC or 2, A34 with screws, or PCZ. Default bottom connection on concrete: PB, or AB, or ABU, or ABW, or CBSQ Alternate bottom connection on concrete: #5 rebar or 5/8"all-thread, epoxy 6" min. into post butt, and 6" min., embed in conc. Conc embed may be wet set or epoxy. Connector (if blank Callout Min., use Alt 1 min., use Alt 2 min., use use default, above) Notes 70P 2-2x4 4x4 71P 3-2x4 2-2x6 4x6 72P 3-2x6 6x6 4-2x4 73P 6x6 PT 77M-79P (see main callouts) Standard Structural Specifications'— Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN—APPLICABLE CODES: Code. The designs herein are prepared in accordance with the 2018 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. Calculations.The calculations included herein are only those required to ensure compliance with code. We do not intend to compute every structural element nor every load combination. Much of our analysis is"BI" (By Inspection.) ABBREVIATIONS: A:Area IEBC:International Existing Building REF:Reference,not actual AC:Asphalt Concrete Code REQ or Reqd: Required BI:By Inspection IRC:International Residential Code ROW:Right Of Way BRNG:Bearing(wall usually) K:Kip(1,000 lbs.) Rt:Right E:Elastic modulus or Electrical KSI:Kips per Square Inch S:Section modulus (E):Existing LVL:Laminated Veneer Lumber - SC:See Callout CCI:ConstructionCalc,Inc. LSL:Laminated Strand Lumber SD:Storm Drain CIP:Cast in place concrete Lt:Left SIP:Structural Insulated Panel CMU:Concrete Masonry Unit NA:Not Applicable SK:Sketch CO:Callout or Cleanout NB:Not Bearing SOG:Slab On Grade Conc:Concrete NIC:Not Included SPF:Spruce Pine Fir Cant:Continuous OC:On Center spacing SS:Sanitary Sewer DF:Douglas Fir OSB:Oriented Strand Board STAO:Shear Transfer Around Opening HF:Hem Fir PCF:Pounds per cubic foot SP:SIPs shear wall HVAC:Heating.Ventilation,and Air PLF:Pounds per Lineal Foot TYP:Typical Conditioning Ply:Plywood UNO:Unless Otherwise specified GW:Gypsum shear wall PSL:Parallel Strand Lumber elsewhere Gyp:Gypsum wall board PSF:Pounds per Square Foot V or v:Shear(lbs)or unit shear(pit) GLB:Glulam Beam PSI:Pounds per Square Inch respectively I:Moment of Inertia PT:Pressure Treated with preservative W:Wall,full length IBC:International Building Code PW:Plywood or OSB shear wall WWF:Welded Wire Fabric ICF:Insulated Concrete Form RC:Relative Compaction LIMITED SCOPE OF CONSULTANT'S WORK: Consultant. The consultant in responsible charge of the work indicated herein is Tim K. Garrison,P.E., doing business as ConstructionCalc, Inc., hereafter indicated as"CCI." Scope of Consultant's Work. The scope of work of CCI is limited to structural analysis of a new single- family residence. CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed items not specifically addressed herein shall be built per minimum code. LOADS Following are the loads used for the subject design/analysis: O Roof live: 20 psf. 0 Exterior wall dead: 10 psf O Roof+ ceiling dead: 15 psf 0 Interior wall dead: 7 psf O Roof snow: 25 psf 0 Seismic Factors: Ss= 1.141, SI=0.405 O Floor live: 40 psf 0 Seismic Des Category: "D" O Floor dead: 15 psf 0 Wind Exposure 'D', 3-sec gust: 110 mph. O Stairs and exits, residential, live: 40 psf 0 Assumed allowable soil bearing pressure: O Deck live: 60 psf 2,000 psf. O Deck dead, 2"concrete pavers: 32 psf. SINGLE PROJECT: The calculations,drawings, notes, specifications,and/or tables prepared by CCI are valid only for the project indicated herein. These documents are not valid, are not applicable to,and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. TEMPORARY SUPPORT AND BRACING: General.Provide adequate temporary support to all walls,roofs,beams,columns, and floors during construction.Design of same is not included herein.Contractor or owner should check all temporary- supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. Retaining Walls.Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay to use high early strength admixtures or additional cement in the mix to achieve this). For retaining walls that are to be connected at their top to horizontal floor diaphragms,do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS,FOUNDATIONS,SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project.CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data,which includes but is not limited to: allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures, internal friction angle,and cohesion. In the absence of a geoteclmical report CCI will make assumptions regarding soil parameters, however,CCI takes no responsibility or liability for future settlement, or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill" shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel. All structural fill must be compacted per the following section. Compaction: Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical(vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction. In non-paved or non-footing areas use structural backfill or native backfill minus rocks, lumps, and organic matter, compacted to 92%relative compaction. Where pipes enter and exit structures(distribution boxes,utility boxes, catch basins,manholes,etc.)use structural fill around the structure. Carefully place and compact to 95%relative compaction under and around all pipes. When roots, rocks,or other undesirable materials cause over-excavation, fill over-excavation and compact per the above. Foundations,Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill. All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill. Bottom of footings to be below locally prescribed frost zone,not less than 12". Foundations, Footings on Rock: Where footings bear on rock, clean the rock free of loose rock,dirt,moss, debris, or other deleterious substances. Pressure wash as necessary. Use bonding agent prior to pouring concrete on rock.Where rock is sloped less than 4:1 (14-degrees), no dowels into rock are necessary. Where rock is sloped 4:1 (14-degrees) or greater(up to 45-degrees max),use#4 x 18" long dowels rotohammered min., 8" into solid rock. Rotohammered holes to belt?.diameter, perpendicular to face of rock.No epoxy is necessary. Dowels to be located as follows: O For continuous footings, use dowel within 6"of ends,corners,and intersections and at 36"OC max spacing. Dowels to be centered on stemwall. O For pad footings larger than 12" square or round, use three dowels spaced 8"apart,centered on footing. If dowel is too long to fit in footing,bend as necessary to provide 2"cover at top and/or side(s). O For pad footings equal or smaller than 12'" square or round, use two dowels spaced 6"apart, centered.on footing. If dowel is too long to fit in footing, bend as necessary to provide 2"cover at top and/or side(s). Slabs on Grade. Subgrade below slabs shall be similar to the above. A layer of free draining material and a suitable vapor barrier(designed by others)are recommended for all interior slabs. Footing Drains.Footing drains, with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4" perforated pipe routed downgradient to daylight, unless otherwise specified. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans.Minimum cement content=5 sacks per cubic yard. Maximum water/cement ratio shall be 0.45. All materials shall be in accordance with ACI 318, latest edition. Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures. Industry recognized and approved admixtures affecting set time, flowability, and/or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment. Provide 5%air entraining in all concrete exposed to the earth or weather. Fly Ash. High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content. Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING: Strength: Standard Footings, Stem walls, Slabs on Grade. Reinforcing bars(rebar) for standard footings, stem walls, and slabs on grade shall be grade 40(Fy=40 ksi) or better,unless otherwise specified in the Plans. Strength: Retaining Walls and other Structural Elements. Reinforcing bars (rebar) for retaining walls retaining more than 4-feet of soil and their footings, and for structural beams, structural columns and the like shall be grade 60 (Fy=60 ksi)unless otherwise specified in the Plans. Splicing, Bending. All reinforcing shall be spliced, detailed, bent,and supported in accordance with the most recent ACI code adopted by the jurisdiction. Welded Wire Fabric.Unless otherwise specified, welded wire fabric(WWF) shall be W2.9, 6'"x6"(6 Ga.), ASTM A-185. Splice by lapping one mesh+2" all sides. Cover. Provide the following minimum cover: Footings and other unformed surfaces, distance from the bar to earth face...3" Formed surfaces in direct contact with earth 2" Surfaces exposed to weather 1-1/2" For slabs on grade,center the reinforcement in the slab unless otherwise specified. BOLTS AND DOWELS IN CURED CONCRETE: General. This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques. Minimum concrete embedment=4-inches unless otherwise specified. Minimum distance to any edge or end of concrete=3"from hole centerline unless otherwise specified. ExistinagReinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations. Location of existing reinforcing bars may be by non-destructive methods(pachometer,radar, or similar). Washers. Use 3"x3"x.229"washers on all wood mud sill anchor bolts. Such washers may be slotted,with plate washer under the nut as allowed by the IBC. At non-mud sill locations, smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Non-Epoxy Systems. Use Simpson Titen HD where shown in the Plans.These anchors may be used to resist tension loads and shear loads. Install per manufacturer's recommendations. Epoxy Systems. For bolts, use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, with zinc plated,A307 'all-thread' bolts as shown in the sketches. For dowels, use ET-HP or SET high strength epoxy and rebar as specified on the Plans and Callouts. Drilling of holes and installation shall be in strict accordance with epoxy manufacturer's recommendation. CONVENTIONAL WOOD FRAMING: General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code. Where Structural Plans do not specifically address a structural element, construct said element per minimum building code. Framing Material. All sawn framing lumber,not including beams,posts,and columns, shall be Spruce Pine Fir,Hem Fir, or Douglas Fir-Larch,Number 2 or better,unless otherwise shown. All sawn wood shall have moisture content less than 25%. Studs. Studs in exterior walls shall be a single member(not spliced nor discontinuous)from horizontal diaphragm to horizontal diaphragm(horizontal diaphragms are roofs and floors that connect to exterior walls.)Use balloon framing at stairwells, openings in floor diaphragms, etc. Stud size,material, and maximum length between diaphragms is shown in shear wall table. Beams and Posts. All sawn structural beams,headers, and posts shall be Doug Fir Larch No 2 or better, except where exposed to weather and specified as PT(Pressure Treated)may be Hem Fir No. 2 or better. Glulams, PSLs, LVLs,etc. shall be per Prefabricated Wood Products section below.. Nails: Nails called out herein are"common"sizes, i.e. 16d, 12d, 10d, 8d. Smaller diameter, similar length nail gun nails may be substituted provided 50%more nails are used. For example if 8, 16d are called out, the number of similar length .131 diameter nail gun nails required is 8*1.5 = 12.As another example if 16d nails are called out at 4" spacing,the spacing of similar length, narrower nail gun nails shall be 4/1.5 =2.7". Shear Walls: Walls called out as shear walls on the Plan shall be constructed per the Structural Shear Wall Table herein using materials designated for lateral load resistance by nationally-approved manufacturers. All shear walls must be positively connected at top and bottom to diaphragms. Walls not specifically called out,or labled"NS"are not intended as shear walls and shall be built per minimum code. Sheathing. "PW"walls, use plywood or OSB, minimum thickness and nailing as indicated in Shear Wall Table, oriented either direction. "GW"walls are drywall shear walls, use per Shear Wall Table. Sheathing Joints. Use blocking behind joints if indicated in the Shear Wall Table. With''PW" and"GW" walls, no sheathing joints are allowed within 2-feet in any direction of a door or window corner. Multiple Ply Members. Trimmers, King Studs, Headers. Where more than one 2x is placed against another and used as a multiple ply king stud,trimmer, or header, connect all plies with 16d at 4"OC, staggered. Beams, Columns. Where more than one 2x,or LVL, or LSL is placed against another and used as a multiple ply beam or column,connect all plies with glue and 2, 16d at 4"spacing. Glue,Epoxy.Where specified,wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days. Use Liquid Nails LN-940 or similar. Prep and apply per manufacturer's recommendations. Epoxy used with wood dowels or drift pins shall be Simpson ET-HP, or other brand intended for wood use. Wood and dowel shall be clean and dry prior to epoxy installation. Window and Door Openings. Header. Use minimum size as called out on Plans. All headers shall be installed with their tall dimension vertical. If header is less than 3 inches wide(I.E. a single 2x or single LVL)use a flat 2x nailed to the bottom of header in an"L"configuration with 16d at 4"max spacing. If no header is specified,the wall is assumed non-load bearing and wall top plate may serve as the header. Multiple Adjacent Openings. Where adjacent door or window openings occur in a wall,headers for each opening shall be individual members with full-height king studs between them. Each header shall use the number of king studs specified below or in the Structural Callouts. , Trimmers, aka Jack Studs.Use size(or larger)per Structural Callouts. Concealed flange hanger of similar bearing length and capacity may be substituted for trimmer. King Studs. Unless otherwise shown on Plans use the following. These must be full-height,bottom plate to top plate,IE diaphragm to diaphragm. * Opening less than 6' wide—use min., one king stud each end of header. * Opening 6.1' wide to 9' wide—use min.,two king studs each end of header. . * Opening 9.1' wide to 16' wide, use min.,three king studs each end of header. Discontinuous Top Plate.Where wall top plates are cut,omitted, or otherwise discontinuous at a header,the end of the header shall be connected to the remaining top plate beyond with a horizontal CS18 strap with minimum 12" length on the header and 12" length on the top plate beyond. Strap may be on top, inside,or outside of wall. Anchor Bolts. Shear wall anchor bolts connecting mud sills,use 5/8"diameter x 8"min embedment at the spacing shown in the Plans but never greater than 60"OC and within 12"of ends and corners,with 3"x 3"x.229"steel washers, wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set- see specifications in previous section.An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and corners and shall be fitted with 2" steel plate washers. Use either 1/2"diameter x 8-min embedment wet- set,or 1/2"Titen HD with 4" min embedment. Non-shear wall anchors may be 0.145" diameter powder-actuated pins with 1-1/2"min concrete embedment,at 16" OC, unless otherwise shown . Decks: Joist hangers used at decks shall be connected to all wood members with corrosion-resistant screws, Simpson SD9 or similar. Hangers shall be U or LU only(not LUS.)Ledgers shall be attached with screws or lag bolts per Callouts. All hardware and connectors shall be at least medium-duty corrosion-resistant with galvanizing or similar. Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and/or soil,and when directly exposed to weather. Pressure treating chemicals shall be inert, or otherwise non-reactive with metal connectors(including nails,bolts, framing connectors,etc.)or structural steel members. In certain cases non-pressure treated lumber may butt against concrete. In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Blocking/Bridging. Provide continuous blocking at all bearing locations.Provide full depth bridging or blocking at 8'OC max. in joist or rafters without continuous plywood diaphragm connection on the top . Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer post, column,or other concentrated loads through the floor to the supports beneath. Bolts.Unless otherwise specified: Use washers on all bolts;tighten all bolts to a very snug wrench tight condition; use standard A307 bolts; for bolts in wood,drill the same diameter hole as the bolt; for bolts in steel drill holes 1/16'" larger than the bolt diameter. Provide the following minimum edge distances between centerline of bolt and all edges of bolted wood,and between centerline of multiple bolts: 5/8 inch diameter bolts 3 inches 3/4 inch diameter bolts 3.75 inches Minimum distance between edge of bolt and any edge of steel plate (angles, gussets, flanges, webs, etc.) shall be one inch. Engineer shall specifically approve any bolted connection using less edge distance than shown above. Lag Bolts. All lag bolts greater in diameter than 1/4"shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70%of the unthreaded shank diameter(or alternatively, 90%of the root diameter of the threaded portion). Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. PRE-FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified,however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation:The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements. The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to.Nails and screws which will be exposed to weather shall be • galvanized or stainless steel. If installation risks cracking of wood,contact engineer for alternate nailing and /or alternate connector. Simpson SDS Wood Screws. Where specified, install per manufacturer's recommendations. In general these do not need pilot holes. However, if wood is old and or very dry pilot holes may be required to avoid splitting. Use length as specified in Plans but never less than required to ensure full strength. Simpson SD Wood Screws.With most Simpson connectors,Contractor may use SD9 in lieu of 10d nails, and/or SD10 in lieu of 16d nails. These are provided in 1-1/2"and 2-1/2" lengths. Use the length necessary for full penetration into the member(s)connected. PREFABRICATED WOOD PRODUCTS: Prefabricated Trusses. Where shown on the plans, all prefabricated structural roofing members shall be designed by a certified professional engineer. The prefabricated structural roofing designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes, forces, installation procedures, blocking,bracing, etc. Engineered Wood—General. These products must be provided, stored,and installed in accordance with manufacturer's recommendations. Failure to do this may void the warranty and diminish load carrying capacity. Any nationally-recognized brand that trtets the below specifications is acceptable. I-beam Composite Web/Flange Joist Products.The contractor shall install the I-Joist products complete with web stiffeners and other blocking/bracing as shown on the Plans and/or as recommended by the manufacturer. PSL(Parallel Strand Lumber) and Versa-Lam.Use minimum 2.0E, 2,900 psi minimum allowable bending stress. LVL (Laminated Veneer Lumber). Use minimum 1.9E,2,600 psi minimum allowable bending stress. LSL(Laminated Strand Lumber). Members indicated as 1.5E shall have min., 1.5E modulus of elasticity and 2,300 psi allowable bending stress. Members indicated as 1.3E shall have min., 1.3E modulus of elasticity and 1,700 psi min. allowable bending stress. Glue-Laminated Timbers. Unless otherwise noted, all glulam beams shall be 24F-V4 DF/DF. Any that span continuously over one or more interior supports or are cantilevered,use 24F-V8 DF/DF. Use industrial appearance grade,unless visually exposed to interior living space use architectural appearance grade. Pressure Treated(PT) glulams shall be not less than 10%weaker than the above in bending, shear, and modulus of elasticity, using suitable wood species for pressure treating. All glulams shall be manufactured by an AITC approved fabricator. Store and install in accordance with manufacturer's recommendations. CI 2316 Antone Way Tim K. Garrison, P.E. Anacortes,WA 98221 Phone: (360)708-1865 Professional Engineer TimG@TimKGarrison.com Structural Strategy. Lateral:Decks and porch roofs, use X-bracing or diaphragms to horizontal cantilever lateral loads back to building. Posts may be pin-pin-okay. Most shear walls with<150 plf applied lateral loads have low unit shear force thus no holdowns are required by inspection(uplift is easily handled by anchor bolts and/or bottom plate attachment to framing below.) Where plate to plate height of shear panel>3.5:1,use shear transfer around opening(STAO)and height of opening for aspect ratio calc. Use continuous king studs at sides of opening and no joints in sheathing within 2' of opening corners to achieve STAO. Moment-resisting structural mullions are used in various locations for in-plane lateral resistance due to insufficient length of code- compliant shear wall.See calcs herein for moment-resisting mullions. 2 l. .Lz. 1.1 ?A 25 1.� 1 I 1 • ;1 [ .„II 11 .- . ..: 11 ,. __ r...-- i II - it _1'_=, -_„ lI h z� E i1_., it=-- __ 1 !i i ii ., fl .. -1, i _ 1 5 -1 �'� I _ L . I 4 �L . ____ ___ • J I _ . it ,, - _ ii jr E -- • i G R71 -_ -- -j# ., �;- I!:( -1,1_-- _J I _ - . _. ., l'1 w G2 Structural Design Loads - IBC 2018 & ASCE 7-16 Seismic Calculations - Per ASCE 7-16 Project New home for Mosner Job No t20093 Date 12/18/20 Location 3708 Leeward Lane,Anacortes,WA USGS 0.2 Second Response SS= 1.141 %of gravity USGS 1.0 Second Response Si = .0.405 %of gravity No.of stories above ground lev. Two Stories • Site Class Stiff Soil Profile,D(Typ.) • Risk Factor Comm'I,Industria,,Residential-Med Hazard,II • Eauiv Lateral Force Method Seis importance, lE= 1.00 Structural System Bearing wall-wood or:fight steel shear wall V .2 sec response,Ss= 1.141 Ss use for Cs= 1.141 Is structure regular and 5 stories or less? Yes • Use Ss=1.5 max for Cs calc 1 sec response,Si= 0.405 Site.coef, Fa= 1.044 Redundancy factor,p= 1 Site coef, F„= 1.595 Period,long-period(Map,ASCE7-10, p.224,fig 22-12),TL= 16 Response mod coef,R= 6.50 Height of top of building,ha= 30 ft O-Str factor,O„= 3.00 Defl Amplf,Cd= 4.00 EQUIVALENT FORCE METHOD,ASCE 7-16 I Ht Limit 65.0 ft Requires Seismic Design Category D Spectral accel parameter,SMs= 1.191 Height Limit(feet) 65 Spectral accel parameter,SMt= 0.646 Max.Allowable Story Drift 0.015 hsx or L 167 Design spectral parameter,SOS= 0.794 0-Str factor,O„ 3.00 Design spectral parameter,Sot= 0.431 Seismic Base Shear,V 0.122 *W I Building period coef,CTS= 0.020 Horizontal Seismic Load Effect,Eh 0.122 *W Approx fundamental period,Ts= 0.256 Vertical Seismic Load Effect,Ev 0.159 *W Upper limit period coef,Cu= 1.400 Seismic Load Effect E=Eh+-Ev 0.281 D&-0.037D Building period,use,T= 0.359 LRFD Comb 5 1.359D+Eh+.5L+.2S Csmaz= 0.258 LRFD Comb 7 0.741 D+Eh Csmin= 0.010 ASD Comb 5 1.111 D+.7Eh Seis response coef,Cs= 0.122 ASD Comb 6b 1.079D+.525Eh+.75L+.75S Min diaphragm force,Fpx min= 0.159D ASD Comb 8 0.489D+.7Eh Max diaphragm force,Fpx max= 0.318D Wind Loads Per ASCE 7-16 -Analytical Procedure Wind Loads On Buildings-MWFRS, Directional Procedure-All Heights Project New home for Mosner Job No t20093 Date 12/18/20 Building Wind Exposure Exp D-Up to 600'of B or C+flat,unobstructed or water. • Enclosure Classification Enclosed Building(Typical) • 3-Sec Gust,Basic 110mph • ASCE7-16 maps ASD,Bask Combos.Stress increases allowed for wood only, • Method Load Comb Factor 0.6 Roof Pitch 1,max. _ 1.50 /12 Slope 1 0= 7.1 deg Roof Pitch 2,max. 1.50 /12 Slope 2 0= 7.1 deg G3 Hill Shape' Topographic Factor Not Applicable V LIB 1.80 Building Width Perp.To Ridge B= 50 ft h/L 0.31 Building Length Parallel To Ridge L= 90 ft Gust Effect Factor G= 0.85 Mean Height Of Roof(ft) hi,,= 28.0 ft 3-Second Gust Power Law Exponent a= 11.5 Eave Height(ft) heave= 26.0 ft Normal Ht.Of Atmosp.Bndry Layer zg= 700 ft Directionality Constant Kd= 0.85 Velocity Press.Exposure Coefficient Kh= 1.148 26.8 ASCE 7 Height of Hill or Escarpment(ft) H= IBC Load Factor for ASD Wind-1605.3.2 w= 0.60 Narrowest Half-Width of Hill at Half-Height(ft) Li,= Topographic Factor Kzt= 1.000 Horiz.Distance From Crest To Bldg.Site(ft) x= Velocity Pressure @ mean roof ht. qh= 30.24 psf Windward Wall Pressures Internal Pressure I Intermed. Windward Elev K Value q, Wall Internal Pressure 0-15 feet 1.030 16.28 psf 11.07 psf +/-5.44 psf 15-20 feet 1.083 17.11 psf 11.64 psf 20-25 feet 1.126 17.79 psf 12.10 psf Longitudinal(Parallel To Ridge) 25-30 feet 1.162 18.36 psf 12.49 psf 30-40 feet 1.222 19.30 psf 13.13 psf Leeward Wall Side Walls 40-50 feet 1.270 20.07 psf 13.65 psf -5.24 psf -10.79 psf 50-60 feet 1.311 20.71 psf 14.08 psf (Outward) (Outward) 60-70 feet 1.347 21.28 psf 14.47 psf Roof Pressures- ' 70-80 feet 1.378 21.78 psf 14.81 psf Based On Posn. Pressure Down Ridge 0 to h/2 -13.88 psf Transverse(Perp. To Ridge) h/2 to h -13.88 psf h to 2h -13.88 psf Leeward Wall Side Walls >2h -13.88 psf -7.71 psf -10.79 psf (Outward) (Outward) Horiz proj 13.13 psf Slope 1 - 20.8 psf 1.50/12 VQ`-^ -14.41 psf •11.52 psf -5.97 psf 12.49 psf ,� � ,.. 20.2 psf c i� 12.10 p§f ''.- +/-5.44 psf 19.8 psf 4___ y +/-5.44 psf 11.64 9sf i"♦' +/-5.44 psf - �7.71 psf 19.3 psf !-5.44 psf 11.07 psf ...,I' 18.8 psf 0' r aj/ f/V `...._ M^• ,/////`./j/�.'/! 50.00 ft Roof 1 slope: 1.5:12 0.12 rads 7.13 deg Roof 2 slope: 1.5:12 0.12 rads 7.13 deg Press,slope 1,roof,horiz proj: 3.2 psf Press,slope 2,roof,horiz proj: 3.2 psf ConstructionCalc, Inc c4 Lateral Load Calculator Job No.: t20093 Job Name: Mosner By: tkg Architect/Designer: Strandberg Date: 12/18/2020 Building: house+gar R basic 6.5 rho basic 1.0 SEISMIC LOAD CALCULATOR Seismic Factor: 0.122 (Basic.Ma Roof Snow 25 psf Fir Storage LL Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: • upe-w up n-s 1 Dim 1 3748.00 `\I Dim 2 1.00 'r' Trib Area 3777.2 0.0 0.0 • 0.0 0.0 0.0 0.0 0.0 o Dead weight,psf.i 15.0 , 15.0 T 15.0 T 15.0 T 15.0 T 15.0 ao. Seismic factor.' 0.122 i 0.122 i 0.122 i 0.122 : 0.122 i 0.122 ±T 15.0 [ 15.0 0.122 F 0.122 Calc'd seis load 6912.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 280.00 50.00 Dim 2 7.00 12.00 m Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 1960.0 0.0 600.0 0.0 0.0 0.0 0.0 0.0 w Dead weight,psf.I 10.0 ' 10.0 T 10.0 T 10.0 T 10.0 T 10.0 T 10.0 f 10.0 Seismic factor.: 0.122 I 0.122 i 0.122 + 0.122 0.122 I 0.122 t 0.122 i 0.122 Calc'd seis load 2391.2 0.0 732.0 0.0 0.0 0.0 y 0.0 0.0 Dim 1 16.00 I Dim 2 50.00 _ Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0o Trib Area 0.0 0.0 800.0 __ 0.0 0.0 0.0 0.0 0.0 u Dead weight,psf.i 15.0 1 15.0 T 15.0 T 15.0 T 15.0 T 15.0 T 15.0 f 15.0 Seismic factor.: 0.122 1 0.122 : 0.122 t 0.122 ! 0.122 1 0.122 0.122 t 0.122 Calc'd seis load 0.0 0.0 1464.0 0.0 0.0 0.0 0.0 0.0 Dim 1 426.00 Dim 2 1.00 Mul factor 1.30 1.30 1.30 1.30 1.30 1.30 1.30 1.30 cu Trib Area 0.0 0.0 553.8 0.0 0.0 0.0 0.0 0.0 Dead weight,psf.I 32.0 ' 32.0 CI r 32.0 T 32.0 Y 32.0 T_ 32.0 _f 32.0 [ 32.0 1 Seismic factor. 0.122 i 0.122 0.122 1 0.122 : 0.122 : 0.122 F 0.122 1 0.122 i Calc'd seis load 0.0 0.0 y 2162.0 y 0.0 0.0 0.0 0.0 0.0 Other GLs 9303.4 3256.2 Seismic Applied V 9303.4 9303.4 7614.2 0.0 0.0 0.0 0.0 0.0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: upe-w upn-s 1 0 0 0 0 0 I Dim 1 `" Dim2 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o Trib Area 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o Wind psf load! 8.0 i 8.0 8.0 8.0 i 8.0 1 8.0 I 8.0 I 8.0 Calc'd wind load 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 604.00 50.00 in Dim 2 1.00 10.00 n Mul factor 1.00 1.00 1.00 1.00 1.00 , 1.00 1.00 1.00 u Trib Area 604.0 500.0 0.0 0.0 0.0 0.0 0.0 0.0 Wind psf load! 20.2 ' 20.2 I 20.2 y 20.2 y 20.2 y 20.2 y 20.2 1 20.2 Calc'd wind load 12200.8 J 10100.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 52.00 20.00 co Dim 2 6.00 12.00 . ✓ Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 312.0 0.0 240.0 0.0 0.0 0.0 0.0 0.0 w I 18.8 A 18.8 18.8 18.8 r 1 Wind psf load! 18.8 18.8 � 18.8 � 18.8 Calc'd wind load 5865.6 0.0 4512.0 0.0 0.0 0.0 0.0 0.0 Other GLs 6323.2 Wind Applied V 18066.4 10100.0 10835.2 0.0 0.0 I 0.0 0.0 0.0 J Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: I I upe-w I up n-s I 0 0 0 .0 0 Controlling V 18,066 lb 10,100 lb 10,835 lb 0 lb 0 lb 0 lb 0 lb 0 lb Controlling Force Type wind wind wind - - - ConstructionCalc, Inc Description: up e-w Distribution of Lateral Loads Seismic Adjustments per Grid Total V,unfactored '.8.% a ; Building: house+gar R adjust Grid Rho adj Grid Wind or Seis control?(w ore) : Use WSW*MRMs @ 21,good for 1085*2+2700=4870 1 Total V,factored 10,840 lb Adjst'd multiplier - - Grids! 21 22,23 24,25 _ Percentage V 40% 45% 15% 0% Leftover V/grid 4,336 lb 4,878 lb 1,626 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 10,840 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use (2PW+WSW+MRM,ok BI) 0.0 If #DIV/0! :rDIVl01 2.0 If 2.5 If 2.0 If 2.0 If 6.0 If 14.0 If 28.5 If 171 plf 2PW 2.5 If 2.4 If 2.4 If 2.4 If 9.7 If 168 plf 1 PW Description: up n-s Seismic Adjustments per Grid Total V, unfactored '. R adjust Grid Rho adj Grid or Seis control?(w ore) Totai V,factored 6,060 lb Adjst'd multiplier - - Grids 2a 2b,2c 2d,2e Percentage V 35% 30% 35% 0% Leftover V/grid 2,121 lb 1,818 lb 2,121 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 6,060 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 • Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 13.0 If 5.5 If 4.0 If 4.0 If 3.8 If 30.3 If 70 plf 1PW 19.0 If 2.5 If 2.4 If 2.4 If 2.5 If 28.8 If 63 plf 1?`.'V 12.0 If 24.0 If 36.0 If 59 plf 1PN Description: 1.00 Seismic Adjustments per Grid Total V, unfactored J R adjust Grid Rho adj Grid Wind or Seis control?(w ore) w; Total V,factored 6,501 lb Adjst'd multiplier - - Grids 1 Percentage V 100% 0% Leftover V/grid 6,501 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 6,501 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use _ At this level,S,and W sides have some full ht conc walls for in plane-okay BI.At grid 1,8BSW good for: _ 0.0 If #DIV/0! #DIV/0! 1245*2=2490. Mom Res Mullions good for 6337. Amt left for shear walls:6501-2490-6337=(neg amt). _ 0.0 If #DIV/0! ODIV/0! Use 2PW okay BI.Grid A will share load with 2 int.shear walls,use 2PW ok BI. _ 0.0 If #DIV/01 tDIV/0! I I I L. I I I I I 0.0 If #DIV/0! #DIV/0! ConstructionCalc, Inc `6 In- Plane Moment Resisting Mullion Lateral Load Calc'r Units Mull 1 Mull 2 Mull 3 Mull 4 Mulls Mull 6 Mull 7 Grid ID 21 1 77Ma 177Mb No of sim mullions 3 1 4 % avail for lateral Id % 70% 75% 75% Fixity (top, bot, both) 1 or 2 1 1 1 Plate to plate ht., ft L 13.0 10.0 10.0 Opening ht., ft OH 8.0 1.5 8.0 Wall ht below sill, ft h1 8.5 Wall ht above hdr, ft h2 5.0 2.0 Mullion Mat'l Sawn 2x Sawn 2x Sawn 2x No Plies 5 5 5 Ply width, in 1.50 1.50 1.50 Mullion Depth, in 5.50 5.50 5.50 Opening, Lt, ft OWa 0.0 3.0 4.0 • Solid wall, Lt., ft SWa 4.0 2.8 1.5 Opening , Rt, ft OWb 0.0 3.0 4.0 Solid wall, Rt, ft SWb 4.0 8.0 1.5 Edge Nail Spcg, in 4 4.0 4.0 Ply on 1 side or 2? 1 or 2 1 1.0 1.0 Nail + sheathing 8d in 7/16 8d in 7/16 8d in 7/16 Len, V nailing, Lt ft 4 6 6 0 0 0 0 No shear nails, Lt 12 17 17 #DIV/0! #DIV/0! #DIV/0! #D!V/0! v/nail lb 120 120 120 #N/A. #N/A #N/A #N/A V allow, nails, Lt If 1440 2040 2040 #NIA #N/A #N/A #N/A Len, V nailing, Rt ft 4 11 6 0 0 0 0 No shear nails, Rt 12 33 17 #DIV/0! #DIV/0! #DIV/0! #DIV/0! V allow, nails, Rt If 1440 3960 2040 #N/A #N/A #N/A #N/A V allow, nails, T or B lb 1440 2040 2040 #N/A #r!/A #N/A #N/A M allow nails Bot ft lb 0 17340 0 #N/A #N/A #N/A #N/A M allow nails Top ft ib 7200 0 4080 #N/A #N/A #N/A #N/A M allow nails Tot ft lb 7200 17340 4080 #N/A #N'IP #N/A #N/A Mullion "ht" in 7.50 7.50 7.50 0.00 0.00 0.00 0.00 S mullion in^3 51.56 51.56 51.56 0.00 0.00 0.00 0.00 Fb, incl 1.6 dur fac psi 2000 2000 2000 #N/A #NIA #N/A #N/A M allow, mull ft ib 8594 8594 3594 #NIA #N/P #N/A #NIA Controlling shear nails mullion shear nails #N/A #N/A #N/A #N/A M allow use ft lb 7200 8594 4080 #N/A #N/A #N/A #N/A V appl tot bot fix lb 554 5729 408 #N/A #N/A #N/A #N/A V appl tot top fix lb 900 859 510 #N/A #N/A #N/A #N/A V max applied allow lb 270f 4297 -1- 2040 #N/A #N/A #N/A #N/A V allow/ Grid ib, ASD 6337 Grid 1f CA Tim Garrison,P.E. C._14,45 dIJr_TICJNCAiC- ProBeem v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t20093 Spans and Supports(Note.Nish and rr..i..limy.n.i shr-•n) Member I.D. 22h worst case Other Info. 12/21/20 3 I ., 4 o G , Type? Simple span,full braced V Left Cantilever Soap 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection,Main Spans _ Lime Only.L/ L.,de tnnimun-Normal:L/350&L/240 V 360 = 0.201n Total,L/i 240 = 0.3C in N/A 1= 0.00 in Total,L/ N/A 1=0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 f Mew True Len:6.00 ft Add Self Weight? t_-,-Self eight t.ill be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' Increase Roof DL for pitch? •-s • Roof Pitch L 1.5:12 1 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf - - - Uniform Ld.2 40 psf 15 psf 7.00 ft 280.0 lb/ft 105.0 lb/ft Uniform Ld.3 60 psf 32 psf _ 5.00 ft b00.0 lb/ft 160.0 lb/ft Uniform Ld.4 150 psf 15 psf - Uniform Ld.5 - 10 psf - - Tot Unif Load 580.0 lb/ft 265.0 Ib/ft - Loads loads are 1 10 scale 1000 500 0 -500 1 2 3 4 5 6 _ zx And Smaller(Lumber) Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 6 x 10,13 plf 4 n 10 . Load Duration uve:1.00 _V_ %Overdesign - (4)2 x 8 Moisture Medium Dr;-la% • L iuglas Or-Larch _. Repetitive Use? No . Pos Bending 16.3% (2)2 x 12 3 x 12 Press Treated? No,Not P.T. . No.2 . Fiat Use? No . Neg Bending NA (3)2 x 10 4 x 10 Temp Cond. 100 deg F;.less . Fb Pos 1,080 psi Fv 180 psi Shear 50.9% Fb Neg 1,070 psi Fcp 625 psi Span(s)Defl'n 336.8% Allow Pos Mom 4,491 ft-lb 230.84 in44 Cantilever(s)Defrn NA Allow Neg Mom-4.452 ft-lb E 1,600 ksi Calc'd member OK by: 16.3% Allow Shear 3,885 lb El 369,345 ksi Controlling criteria is: Pas Bending Req'd Bearing Su'roort 1 SuoDort 2 Support 3 Support 4 Self Wt 8.28 plf Cond'a Of Use:Load Duration1.0-Live For 4 x 10 1.50 in 1.50 in - - 6x And Larger(Timber) Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 6 x 10,13 plf 6 x 10 . Load Duration Live:1.00 V %Overdesign 6 x 10 12 x 12 MoIsture Medium Cr.:-18% . Douglas Fir-Larch _ • Repetitive Use? No . Pos Bending 48.1% 8 x 8 14 x 14 Press Treated? No,Not P.T. . tTWPA-Nr.2 . Flat Use? No . Neg Bending NA 10 x 10 .16 x 16 Temp Cond. 100 deg F&less . Fb Pos 875 psi Fv 170 psi Shear 124.0% Fb Neg 872 psi Fcp 600 psi Span(s)Defl'n 457.7% Allow Pos Mom 5,719 ft-lb 1362.75 in^4 Cantilever(s)Defl'n NA Allow Neg Mom-5,700 ft-lb E 1,300 ksi Calc'd member OK by: 48.1% Allow Shear 5,766 lb El 471.574 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Su000rt 2 Support 3 Support 4 Self Wt 13.01 Of Cond's Of use:Load Dur•tien:l.aLiv For 6 x 10 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,574 lb 2,574 lb - - 0 ft-lb 0 ft-lb 0 ft-lb Oft-lb Min Total 834 lb 834 lb - - O ft-lb O ft-lb O ft-lb O ft-lb 'din Load Case Deflections Lt Cantivr Span 1 Saan 2 Soan 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Ma-Dn Defl - -0.053 in - - Allowed 0.300 In 0.300 in 0.300 in P-oBeam v7 WC 5-23-19 CS Tim Garrison,P.E. C:30V5•'RijC11oif&CALC: ProBeam 1rs.o Important:Notches end connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t20093 Spans and Supports(Note.pitch and fne.if any.not she n) Member I.D. 24h1 Other Info. 12/18/20 T 2 3 v 3 6 r a e f 10 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Soan 3 Right Cantilever Tot Member Length Lenth of Spans: 9.50 ft 9.50 ft Allowable Deflection,Main Spans Live Only.L/ Cor-r r-anmum-Normal:L/360&L/240 V • _..............360 0.32 in Total.L/i _,_.....240............,....(= 0.48 in N/A i= 0.00 in Total.U N/A = 0.00 in _... :....................................r ........_._._._....-._................: Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len:9.50 ft Add Self Weight? Y.-Self a Cight'ill be added to applied DL V' Loads: Uniform Loads Over Full Length of Member -pads From Continuous Member? No ! Increase Roof DL for pitch? Yes • Roof Pitch I 1.5:12 1 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 14.00 ft • 211.6 lb/ft 350.0 lb/ft Uniform Ld.2 40 psf 15 psf • - Uniform Ld.3 60 psf 10 psf - Uniform Ld.4 150 psf 15 psf - - Uniform Ld.5 - 10 psf - - Tot Unif Load - 211.6 lb/ft 350.0 lb/ft Loads Point bads ore 1 Y0 scale 600 400 - 200 0t� -200 W 1 2 3 4 5 6 7 8 9 1. 4x And Smaller(Lumber) Calc'd Member Results For 4 x 12 Solutions Using Self Weight of Sawn 4 x 12,10.1 pif 4 x 12 _ . Load Duration sore:1.L5 . %Overdesign - (4)2 x 10 Moisture Medium Dr,,:18'e . Douglas Fr-Lardy . Repetitive Uce? No . Pos Bending 8.6% (2)2 x 14 3 x 16 Press Treated? No,Not P.T. V No.2 Sr Flat Use? No _.__ Neg Bending NA (3)2 x 12 4 x 12 Temp Cond. 100 deg F&less v Fb Pos 1,138 psi Fv 207 psi Shear 100.1% . Fb Neg 1,138 psi Fcp 625 psi Span(s)Defl'n 201.2% Allow Pos Mom 7,003 ft-lb r 415.28 in"4 Cantilever(s)Defl'n NA Allow Neg Mom-7.003 ft-lb E 1,600 ksi Calc'd member OK by: 8.6% Allow Shear 5,434 lb El 664,453 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Su000rt 4 Self Wt 10.07 pif Condo Of use:Load Duratlen:1.154now For 4 x 12 1.50 in 1.50 in - - 6x And Larger(Timber) Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 4 x 12,10.1 pif 6 x 10 V Load Duration snc::1.t5 V %Overdesign 6 x 10 12 x 12 Moisture Medium 11r,-t,^e . Douglas Fr-L:.rdr V Repetitive Use? No . Pos Bending 2.0% 8 x 10 14 a 14 Press Treated? No,Not P.T. V V''WA-ro.2 V Flat Use? No . Neg Bending NA 10 x 10 16 x 16 Temp Cond. 100 deg F&less V. Fb Pos 1,006 psi Fv 196 psi Shear 144.2% Fb Neg 1,006 psi Fcp 600 psi Span(s)Defl'n 113.8% Allow Pos Mom 6,576 ft-lb 1362.75 in"4 Cantilevers)Defi n NA Allow Neg Mom-6,576 ft-lb E 1.300 ksi Calc'd member OK by: 2.0% Allow Shear 6,631 lb El 471,574 ksi Controlling criteria is: Pos Bending Req'd Bearing Su000rt 1 Support 2 Support 3 Support 4 Self Wt 13.01 Of cond's Of Use:Load Duretion:1.153now For 6 x 10 1.50 in 1.50 in - - Reactions Support 1 Su000rt 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,716 lb 2,716 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,053 lb 1,053 lb - - 0 ft-lb Oft-lb Oft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Saan 2 Span 3 Rt CantJvr Max Up Defl - 0.000 in - - Allowed 0.475 in 0.475 in 0.475 in Max Dn Defl - -0.158 in - - - Allowed 0.475 in 0.475 in 0.475 in ProBeam v7 WC 5-23-19 Cli Tim Garrison,P.E. C =FJc Pt;er-m{f,,JI rt; , ProBeam v6.O Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t20093 Spans and Supports Note,pitch and pp ( fixity,if any,not shown) Member I.D. 21b Other Info. 12/18/20 -S 5 ,o 15 2u I Type? Simple span,fully braced w Left Cantilever Span 1 Span 2 Soan 3 Right Cantilever Tot Member Length Lenth of Spans: 20.50 ft 20.50 ft Allowable Deflection,Main Spans _ Live Only,LJ Code Minimum-Normal:t/360&1/240 V 360 1= 0.68 in Total,L/ 240 = 1.03 in N/A I= 0.00 Total,L/' N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len:20.50 ft Add Self Weight? Yes-Self weight•:'ill be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Ccntinuous Member? No v. Increase Roof DL for pitch? Yes ! Roof Pitch 1 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 16.00 ft - 241.9 lb/ft 400.0 lb/ft Uniform Ld.2 40 psf 15 psf - Uniform Ld.3 60 psf' 10 psf - - Uniform Ld.4 150 psf 15 psf - - Uniform Ld.5 10 psf 4.00 ft I - 40.0 lb/ft Tot Unif Load - 281.9 lb/ft 400.0 lb/ft Loads Point loads are 1/10 scale 1000 500 I -500 5 10 15 20 7:5 Glu Lam Calc'd Member Results For 5.5 x 15 Solutions Using Self Weight of Glulam 5.5 x 15,21.1 plf Misc manufacturers V Load Duration %Overdesign 2.5 x 21 5.125 x 16.5 8.75 x 13.5 I Moisture Medium Dry-18% . 5.5 x 15 . Snow:1.15 V Pos Bending 25.3% 3.125 x 18 5.5 x 15 Press Treated? No,Not P.T. V 24F-V4,DF/DF V Neg Bending NA 3.5 x 18 6.75 x 15 Temp Cond. 100 deg F&less w Fb Pos 2,692 psi Fv 305 psi Shear 132.6% Fb Neg 2,075 psi Fcp 650 psi Sp3n(s)Defl n 2.2% Allow Pos Mom 46,269 ft-lb i 1545.88 in^4 Cantilever(s)Defl'n NA Allow Neg Mom-35,666 ft-lb E 1,800 ksi Calc'd member OK by: 2.2% Allow Shear 16,761 lb El 2,784,375 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 21.09 plf Cond's Of Use:Load Duration:1.15-Snow For 5.5 x 15 2.02 in 2.02 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 7,205 lb 7,205 lb - - 0 ft-lb 0 ft-lb Oft-lb 0 ft-lb Min Total 3,105 lb 3,105 lb - - Oft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Soan 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 1.025 in 1.025 in 1.025 in Max Dn Defl -1.003 in - - - Allowed 1.025 in 1.025 in 1.025 in ProBeam v7 WC 5-23-19 c0 Tim Garrison,P.E. C '•fi'ti rrs,UCTlONC r ProBeam c- r;' v6,0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.. designs should be checked by a competent professional. Job t20093 Spans and Supports(Note,pitch and rarity,if any.not shown) Member I.D. 32b I Other Info. 12/18/20 T- 2 4 6 a iu 12 Type? Simple span,fully braced V Left Cantilever Sg g 1 Soan 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 10.00 ft 10.00 ft Allowable Deflection,Main Spans Live Only,II Code Minimum-Normal:L/360&L/240 v 360 = 0.33 in Total,U ,240 = 0.50 in N/A = 0.00 Total,U N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 10.00 ft • Add Self Weight? Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No v increase Roof DL for pitch? Yes V Roof Pitch I 1.5:12 1 Live Dead• Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 18.00 ft - 272.1 Ib/ft 450.0 lb/ft Uniform Ld.2 40 psf 15 psf - Uniform Ld.3 60 psf 10 psf - Uniform Ld.4 150 psf 15 psf - - Uniform Ld.5 - 10 psf 4.00 ft - 40.0 lb/ft Tot Unif Load - 312.1 lb/ft 450.0 Ib/ft Loads Point loads are 1/10 scale 1000 500 0 L. -- -500 • 2 4 6 8 10 12 Glu Lam Calc'd Member Results For 5.5 x 12 Solutions Using Self Weight of Glulam 5.5 x 12,16.9 plf Mist manufacturers v Load Duration %Overdesign 2.5 x 10.5 5.125 x 9 8.75 x 9 I Moisture Medium Dry-18so V 5.5 x 12 V Snow:1.15 w Pos Bending .211.8% 3.125 x 10.5 5.5 x 9 Press Treated? No,Not P.T. V 24F-V4,DF/DF v Neg Bending NA 3.5 x 9 6.75 x 7.5 Temp Cond. 100 deg F&less v Fb Pos 2,760 psi Fv 305 psi Shear 244.3% Fb Neg 2,127 psi Fcp 650 psi Span(s)Defl'n 306.7% Allow Pos Mom 30,356 ft-lb 792.00 in^4 Cantilever(s)Defl'n NA Allow Neg Mom-23,400 ft-lb E 1,800 ksi Cale'd member OK by: 211.8% Allow Shear 13,409 lb El 1,425,600 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 16.87 plf For 5.5 x 12 Cond's Of Use:Load Duration:1.15-Snow 1.50 in 1.50 in - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Tote! 3,895 lb 3,895 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,645 lb 1,645 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Soan 1 Soan 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - Allowed 0.500 in 0.500 in 0.500 in Max Dn Defl - -0.123 in - - - Allowed 0.500 in 0.500 in 0.500 in ProBeam v7 WC 5-23-19 Tim Garrison,P.E. Cs ra.l c)M r c"TtCAt ProBeam �:fu Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t20093 . Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. roof beam,entry Other info. 12/18/20 T 2 4 8 8 o 12 13 io ui8 2/0 Type? Simple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 17.50 ft 17.50 ft Allowable Deflection,Main Spans _ Live Only,L/ Code Minimum-Normal:L/360&U240 V ........................................... 360 = 0.58 in Total,L/ 240 = 0.88 in N/A = 0.00 in Total,L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 17.50 ft Add Self Weight? Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No . Increase Roof DL for pitch? Yes ' Roof Pitch I 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 5.50 ft - 83.1 lb/ft 137.5 lb/ft Uniform Ld.2 40 psf 15 psf - - Uniform Ld.3 60 psf 10 psf - - Uniform Ld.4 150 psf 15 psf - - Uniform Ld.5 - 10 psf - - Tot Unif Load - 83.1 lb/ft 137.5 lb/ft Loads Point loads are 1/10 scale 300 200 100 0 „ \ - -100 2 4 6 8 10 12 14 1 - . Glu Lam Calc'd Member Results For 5.5 x 12 Solutions Using Self Weight of Glulam 5.5 x 12,16.9 pif Misc manufacturers . Load Duration %Overdesign 2.5 x 12 5.125 x 10.5 8.75 x 9 Moisture Medium Dry-18% V 5.5 x 12 V Snow:1.15 V Pos Bending 233.9% 3.125 x 12 5.5 x 9 Press Treated? No,Not P.T. V 24F-V4,DF/DF . Neg Bending NA 3.5 x 10.5 6.75 x 9 Temp Cond. 100 deg F&less v Fb Pos 2,760 psi Fv 305 psi Shear 545.2% Fb Neg 2,127 psi Fcp 650 psi Span(s)Defl'n 148.9% Allow Pos Mom 30,356 ft-lb 792.00 in^4 Cantilever(s)Defl'n NA Allow Neg Mom-23,400 ft-lb E 1,800 ksi Calc'd member OK by: 148.9% Allow Shear 13,409 lb El 1,425,600 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 16.87 plf For 5.5 x 12 Cond's Of Use:Load Duration:1.15-Snow 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,078 lb 2,078 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 875 lb 875 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - Allowed 0.875 in 0.875 in 0.875 in Max Dn Defl - -0.352 in - - - Allowed 0.875 in 0.875 in 0.875 in ProBeam v7 WC 5-23-19 GfZ C ProBeam Tim Garrison,P.E. v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t20093 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 35b Other Info. 12/21/20 a 2 4 6 a i0 12- t4 -r6 ut8 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 17.50 ft 17.50 ft Allowable Deflection,Main Spans _ Live Only,U Code Minimum-Normal:L/360&L/240 V 360 1= 0.58 ii Total,L/ 240 = 0.88 in N/A = 0.00 in Total,U N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 17.50 ft Add Self Weight? Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No v Increase Roof DL for pitch? Yes v Roof Pitch I 1.5:12 Live Dead • Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf - - - Uniform Ld.2 40 psf 15 psf 14.00 ft 560.0 lb/ft 210.0 lb/ft Uniform Ld.3 60 psf 32 psf - - Uniform Ld.4 150 psf 15 psf - Uniform Ld.5 - 10 psf - - Tot Unif Load 560.0 lb/ft 210.0 lb/ft - Loads Point loads are 1/10 scale 1000 500 I -500 2 4 6 8 10 12 14 16_ 18 21 Glu Lam Calc'd Member Results For 5.5 x 13.5 Solutions Using Self Weight of Glulam 5.5 x 13.5,19 plf Mlsc manufacturers V Load Duration %Overdesign 2.5 x 19.5 5.125 x 15 8.75 x 12 I Moisture Medium Dry-18% V 5.5 x 13.5 . Live:1.00 v Pos Bending 10.6% 3.125 x 18 5.5 x 13.5 Press Treated? No,Not P.T. V 24F-V4,DF/DF V Neg Bending NA 3.5 x 16.5 6.75 x 13.5 Temp Cond. 100 deg F&less v_ Fb Pos 2,400 psi Fv 265 psi Shear 90.0% Fb Neg 1,801 psi Fcp 650 psi Span(s)Defl'n 0.2% Allow Pos Mom 33,409 ft-lb i 1127.67 in^4 Cantilever(s)Defl'n NA Allow Neg Mom-25,070 ft-lb E 1,800 ksi Calc'd member OK by: 0.2% Allow Shear 13,118 lb El 2,029,809 ksi Controlling criteria is: Defl-Span Reci'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 18.98 plf Cond's Of Use:Load Duration:1.0-Live For 5.5 x 13.5 1.93 in 1.93 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 6,904_b 6,904 lb - - O ft-lb 0 ft-lb O ft-lb O ft-lb Min Total 2,004_b 2,004 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 . Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.875 in 0.875 in 0.875 in Max Dn Defl -0.820 in - - - Allowed 0.875 in 0.875 in 0.875 In ProBeam v7 WC 5-23-19 G Tim Garrison,P.E. C •-.ri' RUCTION C r\I ; ProBeam Important:Notches and connectors not cosidered.Dynamic loading not considerec.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t20093 Spans and Supports pitch and fixity, pp (Note, if any,not shown) Member I.D. 37b Other Info. 12/21/20 LC 2 4 6 8 I0 12 I4 io Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 16.00 ft 16.00 ft Allowable Deflection,Main Spans Live Only,L/ Code Minimum-Normal:1/360&U240 V 360 i= 0.53 in Total,L/ 240 = 0.80 in N/A 1= 0.00 in Total,L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 16.00 ft - - Add Self Weight? Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Ccntinuous Member? No w 'ncrease Roof DL for pitch? Yes ' Roof Pitch 1 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 9.00 ft 136.1 lb/ft 225.0 lb/ft Uniform Ld.2 40 psf 15 psf 1.00 ft 40.0 lb/ft 15.0 lb/ft Uniform Ld.3 60 psf 32 psf - - Uniform Ld.4 150 psf 15 psf - Uniform Ld.5 - 10 psf 13.00 ft - 130.0 lb/ft Tot Unif Load' 40.0 lb/ft 281.1 lb/ft 225.0 lb/ft Loads Point loads are 1/10 scale 600 400 200 0 -200 4' 2 4 6 8 10 12 14 6 18 Glu Lam Calc'd Member Results For 5.5 x 12 Solutions Using Self Weight of Glulam 5.5 x 12,16.9 plf Mist manufacturers v Load Duration %Overdesign 2.5 x 15 5.125 x 12 8.75 x 10.5 I Moisture Medium Dry-18% V 5.5 x 12 w Live:1.00 4, Pos Bending 57.8% 3.125 x 13.5 5.5 x 12 Press Treated? No,Not P.T. V 24F-V4,DF/DF V Neg Bending NA 3.5 x 13.5 6.75 x 10.5 Temp Cond. 100 deg F&less w Fb Pos 2,400 psi Fv 265 psi Shear 178.7% Fb Neg 1,813 psi Fcp 650 psi Span(s)Defl'n 47.9% Allow Pos Mom 26,397 ft-lb 1792.00 in^4 Cantilever(s)Defl'n NA Allow Neg Mom-19,944 ft-lb E 1,800 ksi Calc'd member OK by: 47.9% Allow Shear 11,660 lb El 1,425,600 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 16.87 plf For 5.5 x 12 Cond's Of Use:Load Duration:1.0-Live 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Tots; 4,183 lb 4,183 lb - - O ft-lb O ft-lb O ft-lb 0 ft-lb Min Total 2,383 lb 2,383 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Soan 3 Rt Cantivr Max Up Defl - 0.000 in - - Allowed 0.800 in 0.800 in 0.800 in Max Dn Defl - -0.541 in - - Allowed 0.800 in 0.800 I 0.800 in ProBeam v7 WC 5-23-19 Tim Garrison,P.E. C_.'N' rft/cTfnNC ProBeam v6.O Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t2C093 Spans and Supports(Note,pitch and fixity,If any,not shown) Member I.D. up deck bm at cantivr joists Other Info. 12/21/20 2 4 6 8 10 i2 Y4 Type? Simple span,fully braced w Left Cantilever Span 1 Snan 2 Soan 3 Right Cantilever Tot Member Length Lenth of Spans: 13.0011 13.00 ft Allowable Deflection,Main Spans _ Live Only,U Code Minimum-Normal:L/360&L/240 W 360 = 0.43 in Total,U 240 = 0.65 in N/A = 0.00 in Total,L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 13.00 ft Add Self Weight? Yes-self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No w increase Roof DL for pitch? Yes . Roof Pitch I 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 0.00 ft - Uniform Ld.2 40 psf 15 psf - - Uniform Ld.3 60 psf 32 psf 10.00 ft 600.0 lb/ft 320.0 lb/ft Uniform Ld.4 150 psf 15 psf - - Uniform Ld.5 - 10 psf - - Tot Unif Load 600.0 lb/ft 320.0 lb/ft - Loads Point loads are 1/10 scale 1000 , 500 0 -500 2 4 6 8 10 12 14 Glu Lam Calc'd Member Results For 5.5 x 10.5 Solutions Using Self Weight of Glulam 5.5 x 10.5,14.8 plf Misc manufacturers w Load Duration %Overdesign 2.5 x 16.5 5.125 x 12 8.75 x 9 I Moisture Medium Dry-18% V 5.5 x 10.5 v. Live:1.00 V Pos Bending 2.3% 3.125 x 15 5.5 x 10.5 Press Treated? Yes,P.T. V 24F-V4,DF/DF V Neg Bending NA 3.5 x 13.5 6.75 x 10.5 Temp Cond. too deg F&less v Fb Pos 2,400 psi Fv 265 psi Shear 67.9% Fb Neg 1,826 psi Fcp 650 psi Span(s)Defl'n 3.3% Allow Pos Mom 20,211 ft-lb 1 530.58 in^4 Cantilever(s)Defl'n NA Allow Neg Mom-15,380 ft-lb E 1,800 ksi Calc'd member OK by: 2.3% Allow Shear 10,203 lb El 955,041 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 14.76 plf For 5.5 x 10.5 Cond's Of Use:Load Duration:1.0-Clue 1.70 in 1.70 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Totai 6,076 lb 6,076 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,176 lb 2,176 lb • - 0 ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Soan 3 Rt Cantivr Max Up Defl 0.000 in - - - Allowed 0.650 in 0.650 in 0.650 in' Max Dn Defl - -0.629 in - - • Allowed 0.650 in 0.650 in 0.650 in ProBeam v7 WC 5-23-19 G IS Tim Garrison,P.E. ProBeam C.fir: %'rl.if-) v6.o Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t20093 Spans and Supports(Note,pitch and fixity,it an not shown) PP ty•� Y• Member I.D. up deck bm case 2 400 l Other Info. 12/21/20 E. 2 4 e 8 10 2 14 z� Type? Simple span,fully braced . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 18.00 ft 18.00 ft Allowable Deflection,Main Spans Live Only,L/ Code Minimum-Normal:L/360&1/240 . 360 = 0.60 in Total,L/ 240 ,= 0.90 in N/A = 0.00 in Total,U N/A = f Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 18.00 ft Add Self Weight? Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' Increase Roof DL for pitch? Yes •_ Roof Pitch I 1.5:12 Live Dead Snow Trlb.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 0.00 ft - - - Uniform .d.2 40 psf 15 psf - - Uniform .d.3 60 psf 32 psf 3.00 ft 180.0 Ib/ft 96.0 lb/ft Uniform .d.4 150 psf 15 psf - - Uniform .d.5 - 10 psf - - Tot Unif Load 180.0 lb/ft 96.0 lb/ft - Loads Point loads are 1/10 scale -100 4 2 4 6 8 10 12 14 16 B 27 Glu Lam Calc'd Member Results For 5.5 x 10.5 Solutions Using Self Weight of Glulam 5.5 x 10.5,14.8 plf Misc manufacturers . Load Duration %Overdeslgn 2.5 x 13.5 5.125 x 10.5 8.75 x 9 I Moisture Medium Dry-18% . 5.5 x 10.5 V Live:1.00 v Pos Bending 71.6% 3.125 x 12 5.5 x 10.5 Press Treated? Yes,P.T. . 24P-V4,DF/DF v Neg Bending NA 3.5 x 12 6.75 x 10.5 Temp Cond. 100 deg F&less ._ Fb Pos 2,400 psi Fv 265 psi Shear 289.9% Fb Neg 1,814 psi Fcp 650 psi Span(s)Defl'n 25.2% Allow Pos Mom 20,211 ft-lb 1530.58 inu4 Cantilever(s)Defl'n NA Allow Neg Mom-15,276 ft-lb E 1,800 ksi Calc'd member OK by: 25.2% Allow Shear 10,203 lb El 955,041 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 14.76 plf Cond's Of Use:Load Duration:1.0-Live For 5.5 x 10.5 1.50 In 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,617 lb 2,617 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 997 lb 997 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - Allowed 0.900 in 0.900 in 0.900 in Max Dn Defl - -0.719 in - - - Allowed 0.900 in 0.900 in 0.900 in PrcBeam v7 WC 5-23-19 Tim Garrison,P.E. Prosaam v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t20093 Spans and Suppada(Note.pitch and 6.ay.if any.not Wry n) Member I.D. 45b ,I Other Info. 12/22/20 -8 , 2 a 4 5 6 Type? Smpl span,full,braced V Left Cantilever Soan 1 5. -12 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.50 ft 6.50 ft Allowable Deflection.Main Spans _ Live Only,L/ C.de Minimum-Normal:L/360&L/240 V 360 = 0.22 in Total,L/ 240 =0.33 in N/A i=0.001n Total,L/i N/A I=0.00 in Pitch if Member Being Designed Is Sloped: 0.0:12 Mem True Len:6.50 ft Add Self Weight? yes-Self...eight trill b-added l/applied DL ar Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No !, Yes r Increase Roof DL for pitch? _ Roof Pitch I. 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf - - - Uniiform Ld.2 40 psf 15 psf 12.00 ft 480.0 lb/ft 180.0 lb/ft Uniform Ld.3 40 psf 15 psf 12.00 ft 480.0 lb/ft 180.0 lb/ft - Uniiform Ld.4 150 psf 15 psf - Uniiform Ld.5 - 7 psf 10.00 ft - 70.0 lb/ft Tot Unif Load 960.0 lb/ft 430.0 lb/ft - Loads loads ai_1/10 scale 1500 1000 500 0 - -500 1 2 3 4 5 6 v 6x And Laraer ITimber) Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 4 x 12,10.1 plf 6 r 10 _ w Load Duration Lae:1.00 _ V; %Overdesign 6 x 12 12 x 12 Moisture Medium Dry-re% V, Douglas Fir-Larch _ v Repetitive Use? No V V. Pos Bending -29.3% 8 x 12 14 x 14 Press Treated? No,Not P.T. v. INWPA-N0.2 v Flat Use? do 9' Neg Bending NA 10 x 10 16 x 16 Temp Cond. 100 seg F&less V Fb Pos 875 psi Fv 170 psi Shear 26.7% Fb Neg 872 psi Fcp 600 psi Spans)Defl'n 165.0% Allow Pos Mom 5,719 ft-lb 1362.75 in^4 Cantilevers)De9'n NA Allow Neg Mom-5,698 ft-lb E 1,300 ksi Calc'd member FAILS by: -29.3% Allow Shear 5,766 lb El 471,574 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.01 off Cond'a Of Use:Load Dur■tion:l.0•Live For 6 x 10 1.50 In 1.50 In - - Glu Lam Calc'd Member Results For 5.5 x 9 Solutions Using Self Weight of Sawn 4 x 12,10.1 plf Moc manufacturers _ __w Load Duration %Overdesign 2.5 x 10.5 5.125 x 7.5 8.75 x 9 I Moisture Medium Dr.-1850 _• 5.509 V uva:1.00 V Pos Bending 100.8% 3.125 x 9 5.5 x 7.5 Press Treated? No,Not P.T. V 24F74,DF/DF . Neg Bending NA 3.5 x 9 6.75 x 7.5 Temp Cond. too deg F&less _V Fb Pos 2,400 psi Fv 265 psi Shear 92.2% Fb Neg 1,841 psi Fcp 650 psi Span(s)Defl'n 238.0% Allow Pos Mom 14,849 ft-lb '334.13 in^4 Cantilever(s)Der'n NA Allow Neg Mom-11,391 ft-lb E 1,800 ksi Calc'd member OK by: 92.2% Allow Shear 8.745 lb El 601,425 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 12.66 plf For 5.5 x 9 Condo Of Use:Load Duration:1.0-Live 1.50 in 1.50 In - - Reactions Support 1 Support 2 Support 3 SuDDort 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,550 lb 4,550 lb - - O ft-lb 0 ft-lb O ft-lb O ft-lb Min Total 1,430 lb 1,430 lb - - 0 ft-lb O ft-lb O ft-tb 0 ft-lb Min Load Case ...------- Deflections Lt Cantivr 5.an 1 Shan 2 Span 3 Rt Cantivr FT61 AI,. Q4-6,____0_.(2_ Max Up Defl - 0.0001n - - - 7/00 0 Allowed 0.325 in 0.325 in 0.325 in Max Dn Defl - -0.085 in - • - 1.7 2..k /sei Allowed 0.?25 in 0.325 in 0.325 in t� / 4 ProBeam v7 WC 5-23-19 ( Z/- L X!a I . ) Tim Garrison,P.E. ProBeam A, v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003IBC.All designs should be checked by a competent professional. Job t20093 Spans and Supports(Note.pitch and fixity.if an:.,not shot n) Member I.D. 46b other Info. 12/22/20 a , 2 3 4 5 a 7 n .tl i0 Type? Simple span,fully braced w Left Cantilever Span 1 Ste- •122 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.00 ft 9.00 ft Allowable Deflection,Mair.Spans - Live Only,L/ Code Minimum-Normal;L/360&L/240 V 360 !=0.30 in Total,L/1 240 i=0.45 in N/A ':=0.00 in Total,L/ N/A i=0.00 in Pitch If Member Being Designed is Sloped: 0.0:12 flem True Len:9.00 ft Add Self Weight? Yes-Self weight will be added to applied DI. V Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% Loads From Continuous Member? Yes - 7' Increase Roof DL for pitch? Yes T. Roof Pitch l 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.2 40 psf 15 psf 14.00 ft 644.0Ib/ft 241.5 lb/ft Uniform Ld.5 - 7 psf - - Tot Unif Load 644.0 lb/ft 241.5 lb/ft - Loads Point bads are 1r10 scale 1000 500 0y ----- -500 v 1 2 3 4 5 6 7 - - Glu Lam Calc'd Member Results For 5.5 x 9 Solutions Using Self Weight of Engrd(2)1.75 x 11.875 2.0E LVL,10.6 plf Misc manufacturers _w_ Load Duration %Overdesign 2.5 x 10.5 5.125 x 7.5 8.75 x 9 I Moisture Medium Dry-18% w 5.5 x 9 _ _w' Live: w. Pos Bending 63.7% 3.125 x 10.5 5.5 x 7.5 Press Treated? No,Not P.T. V 24F-V4,DF/DF _ w Neg Bending NA 3.5 x 9 6.75 x 7.5 Temp Cond. 100 dvg F&less V. Fb Pos 2,400 psi Fe 2C5 psi Shear 116.9% Fb Neg 1,837 psi Fcp 650 psi Span(s)Defl'n 89.8% Allow Pos Mom 14,649 ft-lb 1334.13 In^4 Cantilever(s)Defl'n NA Allow Neg Mom-11,367 ft-lb E 1,800 ksi Calc'd member OK by: 63.7% Allow Shear 8,745 lb El 601,425 ksi Controlling criteria is: Pos Bending Rec'd Bearing Supoort 1 Suoport Z Suoport 3 Support 4 Self Wt 12.66 pif Conde Of Use:Load Duration:1.0•Liva For 5.5x9 1.50 In 1.50 In - - Engl,eered Lumber Calc'd Brand Trus Joist w Results For(2)1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd(2)1.75 x 11.875 2.0E LVL,10.6 plf Cale'd Member (2)1.75 a 11.875 2.0E LVL V. LVL 3.5 x 11.25 1.3E LSL 3.5 x 20 2.2E PSL Load Duration Use:1.00 V %Overdesign 1.75 x 141.55E LSL 7 x 20 2.2E PSL Repetitive Use? No V, Pos Bending 96A% 3.5 x 9.25 1.55E LSL . - Fb Pos 2,600 psi Fe 285 psi Neg Bending NA 1.75 x 142.0E LVL - Fb Neg 2,554 psi Fcp 750 psi Shear 95.8% (2)1.75 x 9.25 2.0E LVL 3.5 x 11.875 Plus PSL,Levi Allow Pos Mom. 17,820 ft-lb E 2,000 ksi Span(s)Defl'n 208.2% (3)1.75 x 7.25 2.0E LVL 5.25 x 9.25 Plus PSL,Levi Allow Neg Mom.-17,509 ft-lb El 976,827 ksi Cant(s)Defl'n NA (4)1.75 x 7.25 2.0E LVL 3.5 x 11.875 Plus PSL,Lev2 Allow Shear 7,897 lb Calc'd member OK by: 95.8% 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL,Lev2 1488.41 in^4 Controlling criteria is: Shear 5.25 x 9.25 2.0E PSL 3.5 x 11.875 Plus PSL,Lev3 Self Wt 10.63 plf Coral's Of Use:Load Duration:t.0-Live 7 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL,Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(2)1.75 x 11.875 2.0E LVL 1.54 in 1.54 In - - Reactions Suoport 1 Suoport 2 Su000rt 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,033 lb 4,033 lb - - 0 ft-lb Oft-lb 0 ft-lb 0 ft-lb Min Total 1,1351b 1,135 lb - - 0 ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Gantlet' Span 1 Soan 2 Soan 3 Rt Gentler Max Up Defl - 0.000 in - - - Allowed 0.450 in 0.450 in 0.450 In Max Dn Defl - -0.135 in - - - Allowed 0.450 in 0.450 in 0.450 in ProBeam v7 WC 5-23-19 Crg Tim Garrison,P.E. Proseam Important:Notches and connectors not cosidered.Dynamic lording not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t20093 spans and Supports(N•4y pitch and firyv.if any.not shown) Member I.D. 47b Other Info. 12/22/20 a' , 2 3 a o 0 r S v rj Type? Simple roan,fully hrac_d V Left Cantilever Soan 1 So an 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.00 ft 9.00 ft Allowable Deflection.Main Spans __ _ Live Only.L/ Ode nfi,Imum-Normal:U260 c.1/240 V 360 1=0.30 in Total,L/ 240 1=0.45 in N/A I=0.00 in Total,L/' N/A i=0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 J Mem True Len:9.00 ft Add Self Weight? Yes-Self caught will b:added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Membr.r? No !. Increase Roof DL for pitch? yes !_ Roof Pitch I 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf ' 15 psf 25 psf - - - Uriform Ld.2 40 psf 15 psf 11.00 ft 440.0 lb/ft 165.0 Ibttt Uniform Ld.3 40 psf 15 psf 8.00 ft 320.0 lb/ft 120.0 lb/ft • Uniform Ld.4 150 psf 15 psf - - • - Uniform Ld.5 - 7 psf 10.00 ft - 70.0 lb/ft Tot Unit Load 760.0 ib/ft 355.0 iblft - Loads Pant loads are 1n0 scale 1500 1000 500 0 is_ -500 1 2 3 4 5 6 7 8 9 10 I L m Calc'd Member Results For 5.5 x 9 Solutions Using Self Weight of Engrd(2)1.75 x 11.875 2.0E LVL,10.6 plf Nnc manufacturers V Load Duration %Overdesign 2.5 x 12 5.125 x 9 8.75 x 9 I Moisture_Medium Dry-18% V• ss x s V, Live:1.00 V. Pos Bending 30.3% 3.125 x 10.5 5.5 x 9 Press Treated? No,Not P.T. W'' 24F-V4,DF/uF _ iir I Neg Bending NA 3.5 x 10.5 6.75 x 7.5 Temp Cond. 100 deg Fa less V i Fb Pas 2,400 psi Fv 265 psi Shear 72.6% Fb Neg 1,837 psi Fcp 650 psi Span(s)Dern 60.8% Allow Pas Mom 14,849 ft-lb 13:34.13 in^4 Cantilever(s)De0'n NA Allow Neg Mom-11,367 ft-lb E 1,800 ksi Calc'd member OK by: 30.3% Allow Shear 8,745 lb El 601,425 ksi Controlling criteria is: Pos Bending Req'd Bering Support 1 Support 2 Support 3 Support 4 Self Wt 12.66 plf Cond's Of Use:Load Dure8on:1.0-Live For 5.5x9 1.50 in 1.50 in - - Engineered Lumber Calc'd Brand Onus Joist w Results For(2)1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd(2)1.75 x 11.875 2.0E LVL,10.6 plf Calc'd Member (2)1.7S r 11.e75 2.0E LVL V LVL - 3.5 x 20 2.2E PSL Load Duration Ike:1.00 V %Overdeslgn 1.75 x 16 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No _ _-_- Pos Bending 56.4% 3.5 x 11.25 1.55E LSL - Fb Pos 2,600 psi Fv 285 psi Neg Bending NA 1.75 x 16 2.0E LVL - Fb Neg 2.554 psi Fcp 750 psi Shear 55.9% (2)1.75 x 9.5 2.0E LVL 3.5 x 11.875 Plus PSL,Levi Allow Pos Mom.17,820 ft-lb E 2,000 ksi Span(s)Den 161.2% (3)1.75 x 9.25 2.CE LVL 5.25 x 9.25 Plus PSL,Levi Allow Neg Mom.-17,509 ft-lb El 976,827 ksi Cant(s)Defl'n NA (4)1.75 x 7.25 2.0E LVL 3.5 x 11.875 Plus PSL,Lev2 Allow Shear 7,897 lb Calc'd member OK by: 55.9% 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL,Lev2 1488.41 in^4 Controlling criteria is: Shear 5.25 x 9.25 2.0E PSL 3.5 x 14 Plus PSL,Lev3 Self Wt 10.63 plf Cand'a Of Use:Load Duration:1.0-Live 7 x 9.25 2.0E PSL 5.25 x 11.875 Plus PSL,Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(2)1.75 x 11.875 2.0E LVL 1.93 in 1.93 In - - Reactions Support 1 Support 2 Si ggg 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 5,065 lb 5,065 lb - 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,6451b 1,645 lb - - 0 ft-lb O ft-lb O ft-lb O ft-lb M:n Load Case Deflections Lt Cantivr SDan 1 SDan 2 Spon 3 Rt Cantor Max Up Dell - 0.000 in - - - Allowed 0.450 In 0 450 in 0.450 in Max Dn Defl -0.170 in - - - Allowed 0.450 In 0.450 in 0.450 in ProBeam v7 WC 5-23-19 C Tim Garrison,P.E. r_:; ICA! r ProBeam v6.O Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. lob t20093 Spans and Supports(Note,pitch and fixity,if any,not shown) Member 1.D. 47b case 2 Other Info. 12/22/20 T 2 w 6 a t0 2 14 Type? Simple span,fully braced V Left Cantilever Soap 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 12.00 ft 12.00 ft Allowable Deflection,Main Spans Live Only,L/ Code Minimum-Normal:L/360&L/240 V • 360 = 0.40 in Total,L/ 240 = 0.60 in N/A = 0.00 in Total,L/ WA = 0.00 in Fitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 12.00 ft Add Self Weight? Yes-gulf weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No '. Increase Roof DL for pitch? Yes v Roof Pitch I 1.5:12 Snow Trib.Width Live Dead Snow Uniform Ld.2 40 psf 15 psf 4.00 ft 160.0 lb/ft 60.0 lb/ft Uniform Ld.5 - 7 psf 12.00 ft - 84.0 lb/ft • Tot Unif Load 160.0 lb/ft 144.0 Ib/ft - Point Loads Measured frcm left end of member.Member Total Length=12 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 4 3,000 lb 2,000 lb i 2.50 ft Loads Paint loads we 1/10 scale 400 300 I 200 1001 0 LA -100 2 4 6 8 10 12 14 Engineered Lumber Calc'd Brand Trus Joist V Results For(2)1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd(2)1.75 x 11.875 2.0E LVL,10.6 plf Calc'd Member (2)1.75 x 11.875 2.0E LVL V LVL - 3.5 x 20 2.2E PSL Load Duration Live;1.00 v %Overdesign - 7 x 20 2.2E PSL Repetitive Use? No sr Pos Bending 30.7% 3.5 x 11.25 1.55E LSL - Fb Pos 2,600 psi Fv 285 psi Neg Bending NA 1.75 x 18 2.0E LVL - Fb Neg 2,532 psi Fcp 750 psi Shear 35.1% (2)1.75 x 11.25 2.0E LVL 3.5 x 11.875 Plus PSL,Levi Allow Pos Mom. 17,820 ft-lb E 2,000 ksi Span(s)Defl'n 76.6% (3)1.75 x 9.25 2.0E LVL 5.25 x 11.875 Plus PSL,Levi Allow Neg Mom.-17,358 ft-lb El 976,827 ksi Cant(s)Defl'n NA (4)1.75 x 9.25 2.0E LVL 3.5 x 14 Plus PSL,Lev2 Allow Shear 7,897 lb Calc'd member OK by: 30.7% 3.5 x 11.25 2.0E PSL 5.25 x 11.875 Plus PSL,Lev2 488.41 in^4 Controlling criteria is: Pos Bending 5.25 x 9.25 2.0E PSL 3.5 x 16 Plus PSL,Lev3 Self Wt 10.63 plf Cond's Of Use:Load Duration:1.0-Live 7 x 9.25 2.0E PSL 5.25 x 11.875 Plus PSL,Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(2)1.75 x 11.875 2.0E LVL 2.23 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 5,846 lb 2,929 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 2,511 lb 1,344 lb - - 0 ft-lb Oft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Soan 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.600 in 0.600 in 0.600 in Max Dn Defl - -0.340 in - - - Allowed 0.600 in 0.600 in 0.600 in ProBeam v7 WC 5-23-19 Tim Garrison,P.E. ProBeam _. v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003IBC.All designs should be checked by a competent professional. Job 120093 Spans and Supports INf le.pitch and fxil;,if any,not aho n) -Member I.D. 49b i Other Info. 12/22/20 -6- e q 3 a Type? Simple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lemh of Spans: 7.50 ft 7.50 ft Allowable Deflection,Main Spans _ Live Only,L/ Code Minimum-Normal:L/360&L/290 v 360 = 0.25 in Total,L/I 240 I= 0.38 in N/A I= 0.00 in Total,Li N/A =0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len:7.50 ft Add Self Weight? Yes-Self v'_ight•ill be added to app:ied DL V Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% Loads From Continuous Member? Yes v Increase Roof DL for pitch? Yes v Roof Pitch i 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.2 40 psf 15 psf _ 10.00 ft 460.0 lb/ft 172.5 lb/ft Uniform Ld.5 - 7 psf - - Tot Unif Load 460.0 Ib/ft 172.5lb/ft - Leads , Point loads are 1/10 scale • 800• 600 400 200 0 , ]. -200 V 1 2 3 1 5 6 7 3 6x And Lamer(Timber) Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 6 x 10,13 plf 6 x 10 _ V Load Duration Live:1.00 v %Overdesign 6 x 10 12 x 12 Moisture Medium Dry-18% v Douglas Mr-Larch v Repetitive Use? No V Pos Bending 26.0% 8 x 10 14 x 14 Press Treated? No,Not P.T. v, WWPA-No.2 _ v Flat Use? No V Neg Bending NA 10 x 10 16 x 16 Temp Cond. 100 deg F&less y Fb Pos 875 psi Fv 170 psi Shear 138.2% Fb Neg 871 psi Fcp 600 psi Span(s)Defl'n 260.0% Allow Pos Mom 5,719 ft-lb 1362.75 in^4 CantIlever(s)Deflh NA Allow Neg Mom-5,695 ft-lb E 1,300 ksi Calc'd member OK by: 26.0% Allow Shear 5,766 lb El 471,574 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.01 Of Cord's Of Uaa:Load Duratlon:1.0•Llve For 6 x 10 1.50 In 1.50 In - - Engineered Lumber Calc'd Brand TnsJoist v Results For 1.75x 11.875 2.0E Solutions Using Self Weight of Sawn 6 x 10,13 plf Calc'd Member 1.75 x 11.875 2.0E LVL v LVL 3.5 x 8.625 1.3E LSL 3.5 x 20 2.2E PSL Load Duration Live:1.00 V %Overdesign 1.75 x 9.25 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No v_ Pos Bending 96.2% 3.5 x 9.25 1.55E LSL - Fb Pos 2,598 psi Fv 285 psi Neg Bending NA 1.75 x 9.25 2.0E LVL - Fb Neg 2,231 psi Fcp 750 psi Shear 63.1% (2)1.75 x 7.25 2.0E LVL. 3.5 x 9.25 Plus PSL,Levi Allow Pos Mom.8,905 ft-lb E 2,000 ksi Span(s)Defl'n 272.9% - (3)1.75 x 5.5 2.0E LVL 5.25 x 9.25 Plus PSL,Levi Allow Neg Mom.-7,645 ft-lb El 488,413 ksi Cant(s)Defl'n NA - (4)1.75 x 5.5 2.0E LVL 3.5 x 9.25 Plus PSL,Lev2 Allow Shear 3,948 lb Calc'd member OK by: 63.1% 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL,Lev2 1244.21 in^4 Controlling criteria is: Shear 5.25 x 9.25 2.0E PSL 3.5 x 9.25 Plus PSL,Lev3 Self Wt 5.31 plf Cond'a Of Use:Load Duratlon:t.o-Live 7 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL,Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 1.75 x 11.875 2.0E LVL 1.84 in 1.84.in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,421 lb 2,421 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 696 lb 696 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.375 in 0.375 in 0.375 in Max Dn Defl - -0.097 in - - - Allowed 0.375 in 0.375 in 0.375 in ProBeam v7 WC 5-23-19 G 74 Tim Garrison,P.E. NS RUCTIO N ProBeam C.= v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t20093 Spans and Supports(Note,pitch and fixity.if any,not shown) Member I.D. roof rafters OPA Other Info. 12/18/20 2 4 6 8 ,0 12 ,4 is in I Type? Simple span,fully braced V Left Cantilever Span 1 Soan 2 Soan 3 Right Cantilever Tot Member Length Lenth of Spans: 17.50 ft 17.50 ft Allowable Deflec`ion,Main Spans Live Only,Li -ode Minimum-Roof Mems,Not Plaster Cell:L/240&L/180 V 240 = 0.88 in Total,L/ 180 = 1.17 in N/A = 0.00 in Total,L/ N/A = 0.00°' ........................................... Pitch if Member Being Designed is Sloped: 1.5:12 Mem True Len: 17.64 ft Add Self Weight? No-Self•.night is included In applied DL V Loads: _r Uniform Loads Over Full Length of Member Loads From Continuous Member? NO w Increase Roof DL for pitch? Yes v Roof Pitch I 4.0:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 2.00 ft - 31.6 lb/ft 50.0 lb/ft Uniform Lu 2 40 psf 15 psf - - Uniform Ld.3 60 psf 10 psf - - Uniform Ld.4 150 psf 15 psf - - Uniform Ld.5 - 10 psf - - Tot Unif Load - 31.6 lb/ft 50.0 lb/ft Loads Point loads are 1/10 scale 100 50 0 v 0 2 4 6 8 10 12 14 16 18 20 -50 • I-Joist Calc'd Brand BC!-Boise Cascade V Results For 11-7/8"BCI 6000 1.8 Cale'd Member 11-7/8"BQ 60001.8 w %Overdesign Acceptable Solutions Load Duration Live:1.00 V Pos Bending 29.9% 11-7/8"BCI 5000 1.7 11-7/8"BC)90 2.0 Brng @ Ends: Min 1.75",w/o web stiffner v Neg Bending NA 9-112"BCI 6000 1.8 - Brng @ Mid-Supports: 'No Mid Support) 'w Shear 134.5% 9-112"BCI 6500 1.8 - Allow Pos Mom.4,060 ft-lb Allow Shear 1,675 lb Span(s)Defl'n 101.2% 11-7/8"BCI 60 2.0 Allow Neg Mom.4,060 ft-lb El 320,000 ksi Cantivr(s)Defl'n NA Allow End Rxn 1,175 lb Bearing 64.5% Allow Mid Rxn 2,500 lb Calc'd member OK by: 29.9% Self Wt 2.52 plf Controlling criteria is: Pos Bending Cond's Of Use:Load Duration:1.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 714 lb 714 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 277 lb 277 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Soan 1 Soan 2 Soan 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 1.167 in 1.167 in 1.167 in Max Dn Defl - -0.538 in - - - Allowed 1.167 in 1.167 in 1.167 in ProBeam v7 WC 5-23-19 Tim Garrison,P.E. ProBeam Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t20093 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. flr joist 18'span I Other Info. 12/21/20 T 2 4 6 8 le i2 i4 16 -o 1I3 Type? Simple span,fully braced V Left Cantilever Soan 1 SDan 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 18.00 ft 18.00 ft Allowable Deflection,Main Spans Live Only,Li Extra Stiff:L/600&L/480 V 600 i= 0.36 in Total,L/ 480 1= 0.45 in N/A = 0.00 in Total,LI' N/A = 0.00 Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 18.00 ft Add Self Weight? Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' Increase Roof DL for pitch? Yes w Roof Pitch I 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf I 15 psf 25 psf - - - Uniform Ld. 40 psf 15 psf 1.30 ft 52.0 Ib/ft 19.5 lb/ft Uniform Ld.3 60 psf 32 psf - - Uniform_d.4 150 psf 15 psf - - Uniform_.d.5 - 10 psf - - Tot Unif Load 52.0 lb/ft 19.5 lb/ft - Loads Point loads are 1/10-.tale 2 4 6 8 10 12 14 16 18 20 -50 I-Joist Calc'd Brand BC-Boise Cascade v Results For 11-7/8"BCI 90 2.0 Calc'd Member 11-7/8"BO 90 2.0 V %Overdesign Solutions Using Self Weight of I-Joist 11-718"BCI 90 2.0,3.9 plf Load Duration Live:1.00 V Pos Bending 212.7% - 11-7/8"BCI 90 2.0 Brng @ Ends: Min 1.7S',w/o web stiffner v Neg Bending NA 14"BCI 6000 1.8 - Brng @ Mid-Supports: (No Mid Support) V Shear 216.8% 14"BCI 6500 1.8 - Allow Pos Mom. 9,550 ft-lb Allow Shear 2,150 lb Span(s)Defl'n 63.0% 11-7/8"BCI 60 2.0 Allow Neg Mom. 139 ft-lb El 645,000 ksi Cantivr(s)Defl'n NA Allow End Rxn 1,425 lb Bearing 110.0% Allow Mid Rxn 3,375 lb Calc'd member OK by: 63.0% Self Wt 3.90 plf Controlling criteria is: Defl-Span Conde Of Use:Load Duratlon:1.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 679 lb 679 lb - - 0 ft-lb Oft-lb 0 ft-lb 0 ft-lb Min Total 211 lb 211 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.450 in 0.450 in 0.450 in Max Dn Defl - -0.276 in - - - Allowed 0.450 0.450 in 0.450 in ProBeam v7 WC 5-23-19 7 Y^ ProBeam Tim Garrison,P.E. •. •• v6.0 Important:Notcl'es and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t20093 Spans and Supports(Note,pitch and body,if any,not shown PP Y ) Member I.D. flr joist 16'span Other Info. 12/21/20 2 4 6 a Io ,2 Iw 16 1113 Type? Simple span,fully braced V Left Cantilever SDan 1 SDan 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 16.00 ft 16.00 ft Allowable Deflection,Main Spans _ Live Only,U Extra Stiff:L/600&L/480 V 600 = 0.32 in Total,L/ 480 = 0.40 in N/A = 0.00 in Total,L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 16.00 ft Add Self Weight? Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ` Increase Roof DL for pitch? Yes v Roof Pitch I 1.5:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf I - - Uniform Ld.2 40 psf 15 psf 1.30 ft 52.0 lb/ft 19.5 lb/ft Uniform Ld.3 60 psf 32 psf - Uniform Ld.4 150 psf 15 psf - - Uniform Ld.5 - 10 psf - Tot Unif Load 52.0 lb/ft 19.5 lb/ft - Loads Point bads are 1/10 scale 100 50 0 2 4 6 8 10 12 14 16 18 -50 I-Joist Calc'd Brand BC1-Boise Cascade v Results For 11-7/8"BCI 6000 1.8 Calc'd Member 11-7/8"BCI 60001.8 V %Overdesign Solutions Using Self Weight of I-Joist 11-7/8"BCI 6000 1.8,2.5 plf Load Duration Live:1.00 . Pos Bending 71.5% 14"BCI 5000 1.7 11-7/8"BCI 90 2.0 Brng @ Ends: Min 1.75",w/o web stiffner . Neg Bending NA 11-7/8"BCI 6000 1.8 - Brng @ Mid-Supports: (No Mid Support) V Shear 182.9% 11-7/8"BCI 6500 1.8 - Allow Pos Mom.4,060 ft-lb Allow Shear 1,675 lb Span(s)Defl'n 7.4% 11-7/8"BC!60 2.0 Allow Neg Mom. 30 ft-lb El 320,000 ksi Cantivr(s)Defl'n NA Allow End Rxn 1,175 lb Bearing 98.5% Allow Mid Rxn 2,500 lb Calc'd member OK by: 7.4% Self Wt 2.50 plf Controlling criteria is: Defl-Span Cond's Of Use:Load Duratlon:1.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Totai 592 lb 592 lb - - 0 ft-lb Oft-lb 0 ft-lb Oft-lb Min Total 176 lb 176 lb • - 0 ft-lb Oft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in - - - Allowed 0.400 in 0.400 in 0.400 in Max Dn Defl - -0.341 in - - - Allowed 0.400 in 0.400 in 0.400 in ProBeam v7 WC 5-23-19 c 4 ProBeam am Garrison,P.E. Cr'lProBeam ; v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t20093 Spans and Supports(hots,pitch and fixity.if any,not shown) Member I.D. deck joist Other Info. 12/21/20 Type? Cantilever(s),multiple spats,fixity,or not braced _v f 2 4 6 8 TO 12 14 16 Cantilevers? bight Cantilever v Number of Main Spans One Main Span nix Left End of Main Span? No,Leave it Pinned v Fix Right End of Main Span? NA-Right End Is Cantilever V Left Cantilever Span 1 Soan 2 apt 3 Right Cantilever Tot Member Lenath Lenth of Spans: 10.00 ft I 5.00 ft 15.00 ft Tcp of Beam Lateral Support Continuous V Top of Beam,Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support At Supports only .. Bottom of Beam,Max Unbraced Length 10.00 ft Allowable Deflection,Main Spans _ Allowable Deflection,Cantilevers Live Only,L/ Code Minimum-Normal:1/360&L/240 v_ Live Only,U Cade Minimum-Roof Mems,Na Ceiling:L/360&1/290 V 363 = 0.33 in Total,U 240 = 0.50 in 360 .= 0.17 in Total,U 240 = 0.25 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 15.00 ft Add Self Weight? Yes-Self'Tight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No .7_ Increase Roof DL for pitch? Yes '. Roof Pitch it 1.5:12 Live Dead Snow Trib.Width Live Dead Snow J Uniform Ld.1-Roof 20 psf 15 psf 25 psf 0.00 ft - - - Uniform Ld.2 40 psf 15 psf - - Uniform Ld.3 60 psf 32 psf 2.00 ft 120.0 Ib/ft 64.0 lb/ft Uniform Ld.4 150 oaf 15 psf - - Uniform Ld.5 - 10 psf - - Tot Unif Load 120.0 lb/ft 64.0 Ib/ft - Loads Point loate are 1/10 s:ale 200 u 100 0 - LI 0 2 4 6 8 10 12 14 16 -100 4x And Smaller(Lumber) Calc'd Member Results For 4 x 12 Solutions Using Self Weight of Sawn 4 x 12,10.1 plf 4 x 12 v Load Duration snow:1.15 V %Overdesign (4)2 x 8 Moisture Medium Dry-16% -V Douglas Fir-Larch v Repetitive Use? Yes V Pos Bending 224.7% (2)2 x 10 3 x 12 Press Treated? Yes,P.T. V No.2 V Flat Use? No V Neg Bending 160.2% (3)2 x 10 4 x 10 Temp Cond. too deg F&less 7 Fb Pos 1,047 psi Fv 166 psi Shear 258.4% Fb Neg 1,026 psi Fcp 625 psi Span(s)Defl'n 835.7% Allow Pos Mom 6,443 ft-lb 1 415.28 ina4 Cantilever(s)Defl'n 127A% Allow Neg Mom-8,311 ft-lb E 1,520 ksi Calc'd member OK by: 127.4% Allow Shear 4,:A7lb El 631,230 ksi Controlling criteria is: Deft-Cantivr Req'd Bearing Su000rt 1 Su000rt 2 Su000rt 3 Su000rt 4 Self Wt 10.07 plf Cond's Of Use:Load Duration:1.15-Snow Far 4 x 12 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 878 lb 2,183 lb - 0 ft-lb -926 ft-lb O ft-lb O ft-lb 128 lb 833 lb - - Oft-lb -2,426 ft-lb Oft-lb Oft-lb Min Load Case Deflections Lt Cantivr Soan 1 Soan 2 Span 3 Rt Cantivr Max Up Defl 0.018 in - 0.053 in Allowed 0.500 in 0.500 in 0.500,,, Max Dn Defl • -0.053 in - -0.110 in Allowed 0.500 in 0.500 in 0.500 in ProBeam v7 WC 5-23-19 741 Marine Drive PHONE Bellingham,WA 98225 360 7 Avenueth E 733_7318 — elIP 0 FAX LTG ST Arlington,WA98223 TOLL 888 251E5276 360 733 7418 November 4, 2014 Job No. 14-0158 Strandberg Construction PO Box 319 Anacortes, Washington 98221 Attn: Nels Strandberg Re: Geotechnical Evaluation Leeward Landing Oakes Avenue Anacortes, Washington Dear Mr. Strandberg, As requested, GeoTest Services, Inc. is pleased to submit this report summarizing the results of our geotechnical evaluation for the proposed residences to be located along the north side of Oakes Avenue, between Kansas Avenue and Anacopper Road, in Anacortes, Washington, as shown on the Vicinity Map (Figure 1). The purpose of this evaluation is to establish general subsurface conditions beneath the site from which foundation design recommendations for residences could be formulated. In addition, general recommendations for foundation design of a beach access staircase will be presented herein. Once explorations at the site of the proposed staircase are conducted, a more detailed addendum report providing staircase foundation recommendations will be provided to the client. Specifically, our scope of services includes the following tasks: • Exploration of soil and groundwater conditions underlying the subject property by excavating ten test pits with a tracked excavator to evaluate subsurface conditions. • An evaluation of the geologically hazardous areas per current City of Anacortes Code. • Provide this written report containing a description of subsurface conditions, test pit logs, findings and recommendations pertaining to site preparation and earthwork, fill and compaction, wet weather earthwork, seismic design, foundation recommendations including allowable bearing pressures and estimates of settlement, concrete slab-on-grade construction, parking lot and paved access drive subgrades, foundation and site drainage, utilities, temporary and permanent slopes, tree removal and modifications, geotechnical consultation and construction monitoring. PROJECT DESCRIPTION We understand that there are plans to construct ten single family residences of unknown size on the subject property located along the north side of Oakes Avenue, approximately .15 mile west of Kansas Avenue, in Anacortes, Washington. It is also our Page 1 of 18 GeoTest Services, Inc. November 4,2014 Leeward Landing,Anacortes,Washington Job No. 14-0158 understanding that each of the ten residences will be constructed on ten roughly rectangular shaped lots with a one way elongated u-shaped access road accessing the lots on the southern half of the subject property, and an approximately 10 foot wide beach access foot path and staircase will be constructed along the east and northerneast edge of the subject property, respectively. SITE CONDITIONS This section discusses the general surface and subsurface conditions observed at the project site at the time of our field investigation. Interpretations of the site conditions are based on the results of our review of available information, site reconnaissance, subsurface explorations, laboratory testing, and our experience in the project vicinity. General Geologic Conditions Geologic information for the project site was obtained from the online interactive Geologic Map of Washington State, published by the Washington State Department of Natural Resources (DNR). According to the online DNR map, subsurface conditions within the vicinity of the project site are composed of Pleistocene aged continental sedimentary deposits or rocks (Qc(w)) of the Whidbey Formation and Pleistocene aged glacial till deposited during the Fraser Glaciation (Qgt). Subsurface native soils observed within our explorations appeared consistent with the mapped glacial till. Surface Conditions The site of the proposed development, along the north side of Oakes Avenue, is currently void of structures. The topography on the southern and central portions of the site consists of a gently northward sloped bench. The topography along the northern portion of the site dips to the north at an inclination of -40 to 45 degrees and descends -60 to 80 vertical feet to the shoreline of Guemes Channel. At the time of our visits vegetation coverage throughout the subject property consisted of predominantly birch trees with sporadic maple and Doug fir trees and an understory of ferns, blackberry, and nettle. Vegetation along the north side of and adjacent to Oakes Avenue consisted of grasses. At the time of our subsurface investigation, surface water was not observed on the site. Subsurface Soil Conditions Subsurface conditions were explored by excavating and sampling ten test pits (TP-01 through TP-10) on August 1, 2013 and April 17, 2014. Test pits were advanced to depths between 4.5 and 10.0 feet below ground surface (BGS) using a tracked excavator. Subsurface soils encountered on-site generally consisted of approximately 0.25 to 1 foot medium dense to dense, silty, gravelly, sand (topsoil) overlying approximately 0.5 to 1 foot of dense, slightly gravelly to gravelly, silty to very silty, sand (weathered glacial till) above dense to very dense and hard to very hard, gravelly, very silty sand to very sandy, Page 2 of 18 GeoTest Services, Inc. November 4,2014 Leeward Landing,Anacortes,Washington Job No. 14-0158 silt/clay (glacial till) to the base of all explorations. Notably, test pit TP-03 lacked a topsoil horizon and test pits TP-06 and TP-10 lacked an apparent weathered glacial till horizon. Refer to the attached Site and Exploration Map (Figure 2) and test pit logs for approximate locations and subsurface detail, respectively. Groundwater Groundwater was not encountered at the time of our exploration. The groundwater conditions reported on the test pit logs are for the specific locations and dates indicated, and therefore may not necessarily be indicative of other locations and/or times. Groundwater levels and or seepage rates are not static and it is anticipated that groundwater conditions will vary depending on local subsurface conditions, season, precipitation, changes in land use both on and off site, and other factors. CONCLUSIONS AND RECOMMENDATIONS Based upon evaluation of the data collected during this investigation, it is our opinion that subsurface conditions at the site are suitable for the proposed development, provided the recommendations contained herein are incorporated into the project design. We recommend that all topsoil and soft portions of the native soil be removed from all structural areas and that the footings are placed on the suitably prepared native glacial till. We anticipate 1 to 2.5 feet of topsoil and weathered glacial till may need to be removed to reach suitably firm soil for foundation support. It is our understanding that re-vegetation of the property between the top of the slope and the proposed residences is planned to improve the views on the lots. The existing trees and brush would be ground into mulch and the area re-vegetated with Salal, Red Sword, Fern, Oregon grape, and other native species that are relatively short to preserve the view. In our opinion, this would not adversely affect the slope. We recommend that the proposed roof and footing drain that will be parallel to the top of the slope be setback a minimum of 25 feet from slope. Site Preparation and Earthwork The portions of the site to be occupied by proposed foundation, floor slabs, pavements, and/or sidewalks should be prepared by removing any existing topsoil, deleterious material and significant accumulations of organics from the area to be developed. Based on our explorations, GTS expects that between 1 and 3.5 feet of topsoil and weathered glacial till will be removed during site stripping. Prior to placement of foundation elements or structural fill, the exposed subgrade under all areas to be occupied by soil-supported floor slabs, spread or continuous foundations, or new sidewalk areas should be re-compacted to a firm and unyielding condition and proof rolled with a loaded dump truck, large self-propelled vibrating roller, or similar piece of equipment applicable to the size of the excavation. The purpose of this effort is to identify possible loose or soft soil deposits and re-compact, if feasible, the soil disturbed during site excavation activities. Page 3 of 18 GeoTest Services, Inc. November 4,2014 Leeward Landing,Anacortes,Washington Job No. 14-0158 Proof rolling should be observed by qualified geotechnical personnel. Areas exhibiting significant deflection, pumping, or are observed to have elevated moisture contents that prevent the soil from being adequately compacted should be overexcavated to firm soil. Overexcavated areas should be backfilled with structural fill as recommended elsewhere in this report. During periods of wet weather, proof rolling could damage the exposed subgrade. Under these conditions, qualified geotechnical personnel should observe subgrade conditions to determine if proof rolling is feasible. Fill and Compaction Structural fill used to obtain final elevations for footings and soil-supported floor slabs must be properly placed and compacted. In general, any suitable, non-organic, predominantly granular soil may be used for fill material provided the material is properly moisture conditioned prior to placement and compaction, and the specified degree of compaction is obtained. Material containing topsoil, wood, trash, organic material, or construction debris will not be suitable for reuse as structural fill and should be properly disposed of offsite or placed in nonstructural areas. Reuse of Onsite Soil Reuse of existing fill, if present, or native glacial till as structural fill is not considered feasible due to its high "fines" content (that which passes the U.S. No. 200 sieve) high in-place moisture and organic content. We recommend any reuse of the native soils be limited to landscape and other non-structural areas. Soils containing more than approximately 5 percent fines are considered moisture sensitive, and are very difficult to compact to a firm and unyielding condition when over the optimum moisture content by more than approximately 2 percent. The optimum moisture content is that which allows the greatest dry density to be achieved at a given level of compactive effort. Imported Structural Fill We recommend that imported structural fill consist of clean, well-graded sandy gravel, gravelly sand, or other approved naturally occurring granular material (pit run) with at least 40 percent retained on the No. 4 sieve, or a well-graded crushed rock. Structural fill for dry weather construction may contain on the order of 10 percent fines (that portion passing the U.S. No. 200 sieve) based on the portion passing the U.S. No. 4 sieve. Soil containing more than about 5 percent fines cannot consistently be compacted to a dense, non-yielding condition when the water content is greater than the optimum moisture content determined using test method ASTM D1557. Accordingly, we recommend that imported structural fill with less than 5 percent fines be used during wet weather conditions. Due to wet weather or wet site conditions, soil moisture contents could be high enough that it may be very difficult to compact even "clean" imported select granular fill to a firm and unyielding condition. Soils with over- optimum moisture contents should be scarified and dried back to more suitable moisture contents during periods of dry weather or removed and replaced with fill soils at a more suitable range of moisture contents. Page 4 of 18 GeoTest Services, Inc. November 4,2014 Leeward Landing,Anacortes,Washington Job No. 14-0158 Backfill and Compaction Structural fill should be placed in horizontal lifts, 8 to 10 inches in loose thickness, and thoroughly compacted. All structural fill placed under load bearing areas should be compacted to at least 95 percent of the maximum dry density, as determined using test method ASTM D1557. In paved areas, the fill should be compacted to at least 92 percent, except the upper 24 inches of subgrade, which should be compacted to a minimum of 95 percent of maximum dry density. The top of the compacted structural fill should extend outside all foundations and other structural improvements a minimum distance equal to the thickness of the fill. We recommend that compaction be tested after placement of each lift in the fill pad. Wet Weather Earthwork As described above, the onsite soils are moisture sensitive. It is our experience that the native soil is particularly susceptible to degradation during wet weather. As a result, it may be difficult to control the moisture content of the site soils during the wet season. If construction is accomplished during wet weather, we recommend that structural fill consist of imported, clean, well-graded sand or sand and gravel as described above. If fill is to be placed or earthwork is to be performed in wet weather or under wet conditions, the contractor may reduce soil disturbance by: • Limiting the size of areas that are stripped of topsoil and left exposed • Accomplishing earthwork in small sections • Limiting construction traffic over unprotected soil • Sloping excavated surfaces to promote runoff • Limiting the size and type of construction equipment used • Providing gravel "working mats" over areas of prepared subgrade • Removing wet surficial soil prior to commencing fill placement each day • Sealing the exposed ground surface by rolling with a smooth drum compactor or rubber-tired roller at the end of each working day • Providing upgradient perimeter ditches or low earthen berms and using temporary sumps to collect runoff and prevent water from ponding and damaging exposed subgrades. Seismic Design Considerations The Pacific Northwest is seismically active and the site could be subject to ground shaking from a moderate to major earthquake. Consequently, moderate levels of earthquake shaking should be anticipated during the design life of the project, and the proposed structure should be designed to resist earthquake loading using appropriate design methodology. Based on the seismic design provisions of the 2012 International Building Code, structures bearing on the generally very dense native till soils should be designed for Site Class C, very dense soil and soft rock profile according to Site Class Definitions, Table 1613.5.2. The corresponding values for calculating a design response spectrum for the assumed soil profile type is considered appropriate for the site. Page 5 of 18 GeoTest Services, Inc. November 4,2014 Leeward Landing,Anacortes,Washington Job No. 14-0158 Foundation Support and Settlement Foundation support for the proposed improvements may be provided by continuous or isolated spread footings founded on suitably prepared, proof-rolled, very dense glacial till or on properly compacted structural fill placed directly over the glacial till. We recommend that qualified geotechnical personnel verify that suitable bearing conditions have been reached prior to placement of structural fill or foundation formwork. To provide proper support, we recommend that all loose portions of the site soil be removed from beneath the building foundation area(s) or replaced with properly compacted structural fill as described above. In areas requiring overexcavation to competent native soil, the limits of the overexcavation should extend laterally beyond the edge of each side of the footing a distance equal to the depth of the excavation below the base of the footing. In addition, we recommend that all foundation elements for the proposed structure(s) bear entirely on similar soil conditions in order to help prevent differential settlement from occurring. All continuous and isolated spread footings should be founded a minimum of 18 inches below the lowest adjacent final grade for freeze/thaw protection. The footings should be sized in accordance with the structural engineer's prescribed design criteria and seismic considerations. Allowable Bearing Capacity Assuming the above foundation support criteria are satisfied, continuous or isolated spread footings founded directly on glacial till, or on compacted structural fill placed directly over glacial till, may be proportioned using a maximum net allowable soil bearing pressure of 3,500 pounds per square foot (psf). The term "net allowable bearing pressure" refers to the pressure that can be imposed on the soil at foundation level resulting from the total of all dead plus live loads, exclusive of the weight of the footing or any backfill placed above the footing. The net allowable bearing pressure may be increased by one-third for transient wind or seismic loads. Foundation Settlement Settlement of shallow foundations depends on foundation size and bearing pressure, as well as the strength and compressibility characteristics of the underlying soil. Assuming construction is accomplished as previously recommended and for the maximum allowable soil bearing pressure recommended above, we estimate the total settlement of building foundations should be less than about one inch and differential settlement between two adjacent load-bearing components supported on competent soil should be less than about one half the total settlement. The soil response to applied stresses caused by building and other loads is expected to be predominantly elastic in nature, with most of the settlement occurring during construction as loads are applied. Page 6 of 18 GeoTest Services, Inc. November 4,2014 Leeward Landing,Anacortes,Washington Job No. 14-0158 Resistance to Lateral Loads Passive earth pressures developed against the sides of building foundations, in conjunction with friction developed between the base of the footings and the supporting subgrade will resist lateral loads transmitted from the structure to its foundation. For design purposes, the passive resistance of well-compacted fill placed against the sides of foundations may be considered equivalent to a fluid with a density of 280 pounds per cubic foot. The recommended value includes a safety factor of about 1.5 and is based on the assumption that the ground surface adjacent to the structure is level in the direction of movement for a distance equal to or greater than twice the embedment depth. The recommended value also assumes drained conditions that will prevent the buildup of hydrostatic pressure in the compacted fill. In design computations, the upper 12 inches of passive resistance should be neglected if the soil is not covered by floor slabs or pavement. If future plans call for the removal of the soil providing resistance, the passive resistance should not be considered. An allowable coefficient of base friction of 0.25 for undisturbed native soil and an allowable coefficient of base friction of 0.35 for import structural fill, applied to vertical dead loads only, may be used between the underlying soil and the base of the footing. However, if passive and frictional resistance are considered together, one half the recommended passive soil resistance value should be used since larger strains are required to mobilize the passive soil resistance as compared to frictional resistance. A safety factor of about 1.5 is included in the base friction design value. We do not recommend increasing the coefficient of friction to resist seismic or wind loads. Concrete Slabs-on-Grade Conventional slab-on-grade floor construction is considered feasible for the planned site improvements. Floor slabs may be supported on properly prepared native subgrade or on properly placed and compacted structural fill placed over properly prepared native soil. Prior to placement of the structural fill, the native soil should be proof-rolled as recommended in the Site Preparation and Earthwork section of this report. We recommend that interior concrete slab-on-grade floors be underlain by a minimum of 6 inches of compacted, clean, free-draining gravel with less than 5 percent passing the U.S. Standard No. 200 sieve (based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve). The purpose of this layer is to provide uniform support for the slab, provide a capillary break, and act as a drainage layer. To help reduce the potential for water vapor migration through floor slabs, at a minimum a continuous impermeable membrane of 6- to 10-mil polyethylene sheeting with tape-sealed joints should be installed below the slab. The American Concrete Institute (ACI) guidelines suggest that the slab may either be poured directly on the vapor retarding membrane or on a granular curing layer placed over the vapor retarding membrane depending on conditions anticipated during construction. We recommend that the architect or structural engineer specify if a curing layer should be used. If moisture control within the building is critical, we recommend an inspection of the vapor retarding membrane to verify that all openings have been properly sealed. Page 7 of 18 GeoTest Services, Inc. November 4,2014 Leeward Landing,Anacortes,Washington Job No. 14-0158 Pavement Subgrade Preparation Selection of a pavement section is typically a compromise between higher initial cost and lower maintenance on one side, and lower initial cost, with more frequent maintenance and less time before an overlay or other maintenance if necessary, on the other. For this reason, we recommend that the owner participate in the selection of proposed pavement improvements planned for the site. Site grading plans should include provisions for sloping of the subgrade soils in proposed pavement areas, so that passive drainage of the pavement section(s) can proceed uninterrupted during the life of the project. Structural fill placed to establish subgrade elevation should be compacted to a minimum of 95 percent of its maximum dry density, as determined using test method ASTM D1557. Prior to the placement of base-course and paving materials, the exposed subgrade under all areas to be occupied by asphalt and/or concrete pavement should be proof rolled. Proof rolling should be accomplished with a loaded dump truck, large self- propelled vibrating roller, or equivalent piece of equipment. The purpose of this effort is to identify possible loose or soft soil and recompact disturbed areas of the subgrade. Proof rolling should be observed and verified by GeoTest personnel. Areas exhibiting significant deflection, pumping, or saturated soils that cannot be readily compacted should be over-excavated to firm soil. Over-excavated areas should be backfilled with compacted granular fill. During periods of wet weather, proof rolling could damage the exposed subgrade. Under these conditions, GeoTest personnel should observe subgrade conditions to determine if proof rolling is feasible. Prevention of road-base saturation is essential for pavement durability; thus, efforts should be made to limit the amount of water entering the base course. Exterior concrete slabs-on-grade, such as driveways and sidewalks, may be supported directly on undisturbed native or on properly placed and compacted structural fill; however, long-term performance will be enhanced if exterior slabs are placed on a layer of clean, durable, well-draining granular material. Flexible Pavement Sections — Light Duty We anticipate that asphalt pavement will be used for new access drives and parking areas. We recommend a standard, or "light duty", pavement section consist of 3 inches of Class B asphalt above 6 inches of crushed surfacing base course (CSBC) meeting criteria set forth in the Washington State Department of Transportation (WSDOT) Standard Specification 9-03.9[3]. Asphalt and CSBC sections should be founded above a subgrade compacted to at least 95 percent of the maximum dry density as determined by ASTM D 1557. Depending on construction staging and desired performance, CSBC material may be substituted with asphalt treated base (ATB) beneath the final asphalt surfacing. The substitution of ATB should be as follows: 6 inches of crushed rock can be substituted with 4 inches of ATB. ATB should be placed over a subgrade compacted to at least 95 percent of the relative density, and a 1'/2- to 2-inch thickness of crushed rock to act as a working surface. If ATB is used for construction access and staging areas, some rutting and disturbance of the ATB surface should be expected. The general contractor should Page 8 of 18 GeoTest Services, Inc. November 4,2014 Leeward Landing,Anacortes,Washington Job No. 14-0158 remove affected areas and replace them with properly compacted ATB prior to final surfacing. Foundation and Site Drainage To reduce the potential for groundwater and surface water to seep into interior spaces we recommend that an exterior footing drain system be constructed around the perimeter of new building foundations as shown in the Typical Footing & Wall Drain Section (Figure 3). The drain should consist of a minimum 4-inch diameter perforated pipe, surrounded by a minimum 12 inches of filtering media with the discharge sloped to carry water to a suitable collection system. The filtering media may consist of open- graded drain rock wrapped by a nonwoven geotextile fabric (such as Mirafi 140N, Synthetic Industries 351, or equivalent) or a graded sand and gravel filter. The drainage backfill should be carried up the back of wall to within approximately 1 foot of the finished grade and contain less than 3 percent by weight passing the U.S. Standard No. 200 sieve (based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve). The invert of the footing drain pipe should be placed at approximately the same elevation as the bottom of the footing or 12 inches below the adjacent floor slab grade, whichever is deeper, so that water will not seep through walls or floor slabs. The footing drain should discharge to an approved drain system and include cleanouts to allow periodic maintenance and inspection. Positive surface gradients should be provided adjacent to the proposed residences to direct surface water away from the foundations and toward suitable drainage facilities. Roof drainage should not be introduced into the perimeter footing drains, but should be separately discharged directly to the stormwater collection system or other appropriate outlet. Pavement and sidewalk areas should be sloped and drainage gradients should be maintained to carry all surface water away from the building towards the local stormwater collection system. Surface water should not be allowed to pond and soak into the ground surface near buildings or paved areas during or after construction. Construction excavations should be sloped to drain to sumps where water from seepage, rainfall, and runoff can be collected and pumped to a suitable discharge facility. According to the site plan provided by Herrigstad Engineering & Surveying (Figure 2), the stormwater collected from impervious surfaces associated with the proposed residences will be tightlined northward down the shoreline slope between lot 6 and lot 7. Proper drainage controls have a significant effect on erosion. All surface water and collected drainage water should not be allowed to accumulate and/or run down the face of shoreline slope or outlet onto or near the top of the shoreline slope. A typical stormwater conveyance system should consist of an appropriately sized catch basin located near the top of the slope to collect all of the site drainage pipes. The water is generally carried down the site slope to the base of the slope with an overland, continuous HDPE pipe that is appropriately sized and anchored to prevent excessive movement. Future subsurface explorations along the HDPE pipe alignment will be required to determine anchoring depth. We recommend that all collected site stormwater tightlined to the base of the slope be discharged within an applicable tee diffuser. We recommend placing the tee diffuser directly onto the existing rip rap rock at the base of the slope to prevent excessive erosion within the area of discharge. We are available to help with the final design of a stormwater discharge system along with field fitting the system to the existing site conditions. Page 9 of 18 GeoTest Services, Inc. November 4,2014 Leeward Landing,Anacortes,Washington Job No. 14-0158 Utilities It is important that utility trenches be properly backfilled and compacted to minimize the possibility of cracking or localized loss of foundation, slab, or pavement support. It is anticipated that excavations for new underground utilities will be in the dense native soils. Trench backfill in improved areas (beneath structures, pavements, sidewalks, etc., should consist of structural fill as defined earlier in this report. Outside of improved areas, trench backfill may consist of re-used native fill. Trench backfill should be placed and compacted in accordance with the report section Fill and Compaction and as shown in the Typical Utility Trench Section (Figure 4). Surcharge loads on trench support systems due to construction equipment, stockpiled material, and vehicle traffic should be included in the design of any anticipated shoring system. The contractor should implement measures to prevent surface water runoff from entering trenches and excavations. In addition, vibration as a result of construction activities and traffic may cause caving of the trench walls. Actual trench configurations should be the responsibility of the contractor. All applicable local, state, and federal safety codes should be followed. All open cuts should be monitored by the contractor during excavation for any evidence of instability. If instability is detected, the contractor should flatten the side slopes or install temporary shoring. If groundwater or groundwater seepage is present, and the trench is not properly dewatered, the soil within the trench zone may be prone to caving, channeling, and running. Trench widths may be substantially wider than under dewatered conditions. Temporary and Permanent Slopes Actual construction slope configurations and maintenance of safe working conditions, including temporary excavation stability, should be the responsibility of the contractor, who is able to monitor the construction activities and has direct control over the means and methods of construction. All applicable local, state, and federal safety codes should be followed. All open cuts should be monitored during and after excavation for any evidence of instability. If instability is detected, the contractor should flatten the side slopes or install temporary shoring. Temporary excavations in excess of 4 ft should be shored or sloped in accordance with Safety Standards for Construction Work Part N, WAC 296-155-657. Temporary unsupported excavations in the native soils encountered at the project site are classified as a Type A soil according to WAC 296-155-657 and may be sloped as steep as 3/4H:1V (Horizontal: Vertical). All soils encountered are classified as Type C soil in the presence of groundwater seepage. Flatter slopes or temporary shoring may be required in areas where groundwater flow is present and unstable conditions develop. Temporary slopes and excavations should be protected as soon as possible using appropriate methods to prevent erosion from occurring during periods of wet weather. We recommend that permanent cut or fill slopes be designed for inclinations of 2H:1V or flatter. All permanent cut slopes should be vegetated or otherwise protected to limit the potential for erosion as soon as practical after construction. Page 10 of 18 GeoTest Services, Inc. November 4,2014 Leeward Landing,Anacortes,Washington Job No. 14-0158 Beach Access Staircase and Public Trail Construction Recommendations We understand there are plans to construct a staircase and an approximately 5 to 10 foot wide foot trail down the slope face to obtain access to the beach. We recommend that the staircase be supported by pin piles embedded at least three feet into suitably firm glacial till. The depth to suitable bearing should be determined by exploring the portion of the slope onto which the staircase will be aligned with dynamic cone penetrometers (DCPs). This investigation needs to be conducted before construction of the stairs takes place. DCP explorations include advancing a pointed steel rod into the subgrade soils using repeated blows with a 35-pound drop hammer. The number of blows required to advance the rod 10 centimeters, or approximately 4 inches, is recorded during continual driving with the drop hammer. The blows necessary to advance the rod into the soil are correlated with the density of granular soil deposits and the consistency or cohesive soils. We recommend that the public access trail be founded on the dense glacial till underlying the site. It can be overlain with crushed rock or gravel to reduce degradation during the wet, winter months. We recommend that all exposed soil slopes from construction of the trail be hydroseeded as soon as possible to maintain slope stability. Depending upon the route chosen and configuration of the slope, retaining walls may be required to support the trail. All excavated soils from the construction of the trail should be removed from the slope face to prevent potential destabilization. GEOLOGICALLY HAZARDOUS AREAS The purpose of this report is to comply with current City of Anacortes Code (CAC) Chapter 17.54.080 - Geologically Hazardous Areas for the project to be located at parcels P58285 and P31716 off Oakes Avenue in Anacortes, Washington. Site Geology As previously stated, the online DNR map indicates subsurface conditions within the vicinity of the project site are composed of Pleistocene aged continental sedimentary deposits or rocks (Qc(w)) of the Whidbey Formation and Pleistocene aged glacial till deposited during the Fraser Glaciation (Qgt). Subsurface native soils observed within our explorations appeared consistent with the mapped glacial till. Soil Survey According to the United States Department of Agriculture (USDA) Natural Resource Conservation Service website, the subject property is mapped as having Clallam Gravelly Loam — 8 to 15 Percent Slopes on the flatter portions of the site and Dystric Xerochrepts — 70 to 90 Percent Slopes on the bluff slope. According to the Soil Survey, the Clallam Gravelly Loam soil has a relatively low erosion susceptibility and has an erosion factor K (susceptibility of a soil to sheet and rill erosion by water) of 0.20 while the Dystric Xerochrepts have a very low erosion factor of 0.15. Values of K range from 0.02 to 0.69, and, the higher the value, the more susceptible the soil is to water erosion. Page 11 of 18 GeoTest Services, Inc. November 4,2014 Leeward Landing,Anacortes,Washington Job No. 14-0158 Coastal Zone Atlas According to the Washington State Department of Ecology's Coastal Zone Atlas, the south-facing shoreline slope on the subject property is mapped as "Unstable". However, the DOE's disclaimer states, "these maps are intended to educate the public about the shoreline and to guide regional land use decisions. The maps SHOULD NOT be used as a substitute for site specific studies carried out by qualified geologists and engineers." Based on the observations made during our site visit, it appears that the shoreline slope below the vicinity of the project site is relatively stable. We did see isolated areas of small slides on the beach at the base of the subject slope and observed normal erosion on the bluff face but no obvious signs of significant instability or rotational failure were observed on the subject property during our site visit. Limited Historic Aerial Photo Review We had an opportunity to review twelve aerial photos of the subject property from 1998 to 2012 in order to evaluate the frequency of slides within the vicinity of the project site. Based on our review, it appears that the top and face of the slope at the subject property has not changed significantly during the past 14 years. Surface Conditions The site of the proposed future construction is located off the north side of Oakes Avenue. The topography gently slopes downward to the north with at an inclination ranging from approximately 2 to 10 degrees for approximately 250 feet before reaching the top of a bluff slope. At the top of the bluff, the inclination dips to the north at an inclination of -40 to 45 degrees and descends -60 to 80 vertical feet to the shoreline of Guemes Channel. A 10 foot wide bench for an abandoned track was observed just south of the toe of the slope. The property and bluff was heavily vegetated with brush, grasses and alder trees. No obvious signs of significant erosion were observed on the slopes at the project site. Several trees at the top of the bluff were undercut, exposing the root system. Scattered bare areas were observed on the slope that appeared to be the result of surficial topsoil movement. The tow of the slope was armored with 3 to 4 man rocks stacked -- 6 feet high and 6 feet deep. Site slopes generally appear relatively stable in their current configuration. Surface water was not observed flowing across the site or over the top of the slopes at the time of our site visit in June of 2012. A 3/8 inch pointed steel rod was used to probe the near surface soils within the upper flatter portions of the site and refusal was typically met within 3 to 6 inches and the soil was judged to be generally dense/hard and therefore relatively resistant to normal weathering conditions. Other than occasional small slides observed normal erosion observed on the subject slope face, no obvious signs of significant instability or rotational failure was observed on the subject property during our site visit. Page 12 of 18 GeoTest Services, Inc. November 4,2014 Leeward Landing,Anacortes,Washington Job No. 14-0158 Photo 1 ±+T 'ram �- '"} t:1' ,`' . . 11 • `4r,,� . fcle. t ... is ' .:'J. fir.- -`."►t.4Wasi .r: „', ti pie row J.-� ^'ice++{ -•r a..a - � • • Jr ._._ r Standing at top of bluff, looking north. Photo 2 ` ' r.' 4viat;iit.. ....-:....- .„-...:.,. . . ,z,..,_,._ .i _ .•-,:i.„4-.1.:_:Iwy .,,,,-.1i,;,,.. -''' ' , . )ILE k, rl saw - '• ,S• .. 11 Vk 'l a ' • : + . .4„X lit artt Looking south towards top of slope. Page 13 of 18 GeoTest Services, Inc. November 4,2014 Leeward Landing,Anacortes,Washington Job No. 14-0158 Photo 3 _ f .14"e' sr v lk .� 71+ .'NI���4-.46ec :!, 6 '2 hf Yy . 5iil it K . 1 1. i • 'Qtri:!....,.- . , 1 , III �J ' Br - . .� , , 0 jot -'7"", '10.1V . 7,„ -- . tY` - __ - .. t14 Standing at toe of bluff, looking east. CONCLUSIONS AND RECOMMENDATIONS Based upon evaluation of the data collected during this investigation, it is our opinion that subsurface conditions at the site are suitable for future development, provided the recommendations contained herein are incorporated into the project design. Landslide Hazard and Slope Stability Assessment We visited the site to provide a visual evaluation of the existing slope stability, particularly within steeper portions of the site slopes located near the north property line. No obvious signs of recent instability or significant erosion were observed on the native slopes at the project site. Due to the presence of dense glacial deposits observed and interpreted to underlie the project site, a deep-seated rotational type failure affecting the future development of the parcels or adjacent parcels is unlikely to occur. Rotational failures can extend down into the subsurface to substantial depths. These failures typically leave geomorphic evidence of their existence on the slope. Typical indicators are head scarps, tension cracks, sag ponds, seepage zones, hummocky ground surface and slump blocks. Obvious visual indications of slope instability, such as those referenced above, or signs of severe soil creep, as indicated by excessive numbers or curvatures of pistol-butted tree trunks, were not observed within the subject slope below the location of the proposed improvements. Due to the apparent stable condition of native slopes at the project site and assuming our recommendations are carried out for the life of the project, it is our opinion that landslides are unlikely to occur and affect future development. Page 14 of 18 GeoTest Services, Inc. November 4,2014 Leeward Landing,Anacortes,Washington Job No. 14-0158 Buffers and Setbacks Based on the relatively stable condition of the existing bluff, it is our opinion that a building setback of 30 feet from the top of the bluff is appropriate for the planned development. The proposed roof and footing drain that will be parallel to the top of the slope should be setback a minimum of 25 feet from slope. In addition, we recommend that a 15 foot stockpile buffer be maintained from the top of the bluff slope. The purpose of the stockpile buffer is to reduce the potential for instability to occur by overloading the slope with a surcharge of stockpiled material. Tree Removal and Modifications Considerations It is our understanding that selective tree removal and modification is planned for the site and associated slope. GeoTest Services has reviewed Urban Forestry Services, Inc., draft report dated October 30, 2014, for vegetation management within the property. A total of 103 trees are recommended for removal and replacement planting. These include 7 trees at the top of the slope that are at risk of failing and causing slope failure and erosion. The removed trees will leave stumps in place no more than 4 feet in height. The large wooden debris from the tree removal will be placed on the slope to aid in erosion control. The root structure from the stumps will help retain the soils and aid in erosion control until new vegetation growth can occur. Replanting will consist of Salal, Red Sword, Fern, Oregon grape, Snow pine, Oceanspray and other native species. Other trees on the site will undergo selective pruning and coppicing. We recommend the large wood debris from the tree removal be placed horizontal to the slope on inclinations equal to or less than 2.5H:1V (40 percent). The large debris should be secured to prevent downward movement on the slope. Following removal of the trees, we would recommend any bare areas be covered in mulch or straw and replanted with shrubs as soon as possible. Netting or blankest may be needed depending on the inclination of the slope. In our opinion, the vegetation management plan provided by Urban Forestry Services, Inc., will improve slope stability and decrease erosion potential. Erosion Control The following recommendations are intended to prevent erosion from occurring during and after the construction phase of the project: • Any clearing and grading activities for the proposed construction will need to incorporate Best Management Practices (BMPs) for erosion control in compliance with current City of Anacortes codes and standards. • We recommend adhering to the vegetation management recommendations detailed in Urban Forestry Services, Inc., report for the project site dated July 9, 2014. • Proper drainage controls have a significant effect on erosion. Therefore, we recommend that drainage features include collection of all roof water, footing drain and any other drainage features. Discharge from these facilities should be Page 15 of 18 GeoTest Services, Inc. November 4,2014 Leeward Landing,Anacortes,Washington Job No. 14-0158 directed into a suitable drainage system. All surface water and any collected onto or near the top of the site slopes. • Yard waste should not be dumped over the face of site slopes. Yard waste can retain water and cause instability on the slope face. • All areas disturbed by construction practices should be vegetated or otherwise protected to limit the potential for erosion as soon as practical during and after construction. Areas requiring immediate protection from the effects of erosion should be covered with either plastic, mulch or erosion control netting/blankets. Areas requiring permanent stabilization should be seeded with an approved grass seed mixture, or hydroseeded with an approved seed-mulch-fertilizer mixture. We recommend that appropriate silt fencing be incorporated into the construction plan for erosion control. Based on observations made during our site visit and assuming that the above recommendations are incorporated into project construction, as well as appropriate maintenance being carried out for the life of the project, it is our opinion that the site does not present a hazard relative to future development of the parcels provided the foundations for the new residences bear entirely on competent soil. Provided that best management practices are used during site grading activities, significant erosion should not occur during construction. Geotechnical Consultation and Construction Monitoring GeoTest Services recommends that we be involved in the project design review process. The purpose of the review is to verify that the recommendations presented in this report have been properly interpreted and incorporated in the design and specifications. We recommend that geotechnical construction monitoring services be provided. These services should include observation by GeoTest personnel during fill placement/compaction activities and subgrade preparation operations to verify that design subgrade conditions are obtained beneath the proposed buildings. We also recommend that periodic field density testing be performed to verify that the appropriate degree of compaction is obtained. The purpose of these services would be to observe compliance with the design concepts, specifications, and recommendations of this report, and in the event subsurface conditions differ from those anticipated before the start of construction, provide revised recommendations appropriate to the conditions revealed during construction. GeoTest Services would be pleased to provide these services for you. GeoTest Services is also available to provide a full range of materials testing and special inspection during building construction as required by the local building department and the International Building Code. This may include specific construction inspections on materials such as reinforced concrete, reinforced masonry, wood framing and structural steel. These services are supported by our fully accredited materials testing laboratory. Page 16 of 18 GeoTest Services, Inc. November 4,2014 Leeward Landing,Anacortes,Washington Job No. 14-0158 USE OF THIS REPORT GeoTest Services has prepared this report for the exclusive use of Nels Strandberg and his design consultants for specific application to the design of the proposed new residences to be located on the north side of Oakes Avenue, between Kansas Avenue and Anacopper Road, in Anacortes, Washington. Use of this report by others or for another project is at the user's sole risk. Within the limitations of scope, schedule, and budget, our services have been conducted in accordance with generally accepted practices of the geotechnical engineering profession; no other warranty, either expressed or implied, is made as to the professional advice included in this report. Our site explorations indicate subsurface conditions at the dates and locations indicated. It is not warranted that they are representative of subsurface conditions at other locations and times. The analyses, conclusions, and recommendations contained in this report are based on site conditions to the limited depth of our explorations at the time of our exploration program, a brief geological reconnaissance of the area, and review of published geological information for the site. We assume that the explorations are representative of the subsurface conditions throughout the site during the preparation of our recommendations. If variations in subsurface conditions are encountered during construction, we should be notified for review of the recommendations of this report, and revision of such if necessary. If there is a substantial lapse of time between submission of this report and the start of construction, or if conditions change due to construction operations at or adjacent to the project site, we recommend that we review this report to determine the applicability of the conclusions and recommendations contained herein. The earthwork contractor is responsible to perform all work in conformance with all applicable WISHA/OSHA regulations. GeoTest Services, Inc. should not be assumed to be responsible for job site safety on this project, and this responsibility is specifically disclaimed. Page 17 of 18 GeoTest Services, Inc. November 4,2014 Leeward Landing,Anacortes,Washington Job No. 14-0158 We appreciate the opportunity to provide geotechnical services on this project and look forward to assisting you during the construction phase. If you have any questions regarding the information contained in this report, or if we may be of further service, please contact the undersigned. Respectfully Submitted, GeoTest Services, Inc. tie° ��9� 01yG-S00 C 3. 4 vof wns/rbti cn 74;b1: 64.4 •) 5 .,,`i' ice-:•i I , ,; L., 1<; .ngineering GeoIoght y / I 0. 2420 Oi` 426to �ed Geo`o 0fis�ES k`5 v Tim Chylla �UNnI_F.NG Tim Chylla L.E.G. Dong-Soo Lee, P.E. Engineering Geologist Senior Geotechnical Engineer Attachments: Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Figure 2A Cross Section Figure 3 Typical Footing and Wall Drain Section Figure 4 Typical Utility Trench Section Figure 5 Soil Classification System and Key Figures 6- 10 Logs of Test Pits Figures 11 - 13 Grain Size Distribution REFERENCES Interactive Geologic Map of Washington State. Online interactive services provided by the Washington State Department of Natural Resources. Soil Survey of Skagit County. Prepared by the USDA National Resource Conservation Service. http://www.or.nrcs.usda.gov/ Page 18 of 18 PROJECT LOCATION - ., ..x �.. a, r Ai t 'I. -:'. , : '� 51\ iiiis ,,,.....:-_ \:ii, . 3, - . ,: j_.,,k, y• - _ ■ i.�•�•,,..11y 0.-„ r _ -,y"'+y+�-•'tea, �v. 1`t ' - r ~■ ' Irk•- 1..1, 11, K .. .q} r ,. r c 111' . `1' „� Y aI it��y�'�• Ae. r fix -: r;,011rif__q; .4... , - :1747-1-.._:—.:,:, -_,._ . • + K. ~tip•` R�} ` - 7 -rk `i ' ar t` ,: 3. s . t, i. a Le . L 4,1 - 11 \.‘i \"ih -itt, -:A• ...:11/9111.5 . i - 4 . ...,.. ,. ...... , . .. _ :_,.., , . 4, , :.,‘,\ . ..... ....., . . .„ , .., .... : .I Vr 0 0.3 0.6m1 t"' Q a ' ::i' I' N It MAP REFERENCED FROM USGS NATIONAL MAP VIEWER 2.0, 2014 NORTH Date: 06-24-14 By: JH Scale: As shown Project GEOTEST SERVICES, INC. SITE VICINITY MAP 14-0158 741 Marine Drive Bellingham, WA 98225 LEEWARD LANDING Figure phone: (360)733-7318 OAKES AVENUE fax: (360)733-7418 ANACORTES,WASHINGTON 0 CK 18" CPEP CPE C HA N E L NALLFASE PART OOF THE VCITY OF 1 OUT ALL AS STORM OF THE CITY OF ��` I 8- GUEMES UT ALLP STORM OF TH_ CITY OF f' — -- — — _ _ _ TOE OF 5ANACORTES GUEMES TRAP_ ( ANACORTES GUEMES TRAIL PROJECT A RTES GUEMES TRAIL PROJECT I SHORELINE ROCK & WM PROJECT ` INVERT ELEV,=8.6' TOE OF SHORELINE POCK INVERT ELEV.=8.5' —i 4" Si�R Fier -__- a- 4 _ �; �� _ _ �� IRFA �I----.3`,DIFFUSER ��_ —DRAINAGE -`_ --P31 7_ '� r;i 67'59'2Q" E 124.69 � �- -- _ ��� - j +� Imo, --^ - - -38,079__SF- PROPERTY-LINE-IS--1.5 FROM-------- \�- _ _�y� - �a I LOT 4 I Li -f'\l �,40 �-- — CI I6TEKL1hF{3F RAILROAQ-�_���- - - Irk T A{L a __ -- --- E-N KI 1,c BRACT f � ��z 4C - 40 LF REQk-ROC '1' I z I' S;i1 :" '." —� _ ~ �=► �- OP OF BANK \-; $,106 SF PART VI GRAVITY L CI OF ,� r g r CLEARED''' �' -__ ° OF~ .�,�_ `----- - D C .. i G r -., ANACOPTES GU ES �� : Yr -,P.- -�� �1C0 CINSE'' 14 ': 0 I TIP 7F' �F TOP OF "STET 0 1 a / 7 -i'p4 l 0� � TRAIL PROJECT o 1 1,;.- - 3 ° E�ILUNG 5ET'3rCn o 10? J c, I u a 6" ROOF A�D FOO'ING DRAIN so ��" ROOF AND FOOTING DRAIN 0 o I ° jI i - - -TO sue - - - -- - st?-; - - E ry1Irs� _ P 31716 I, �I I r�; LC�Cl'IfL VIVta ' r. • _ LIMITS __ ,��0�� i ' 1 �, -_ — CAL Sla- #__ - T 10 TP-08 N 67'59'2 c 80'O4 ` --if T I SETBACKS 5' I TYP a _ CLEAR 'h pStY3 7C� 40\02' I 1 ?i 54'24" I ''.fl4' (PLAT 0D.(1 — � I % - LIMITS \ = 5�I"^ � U,9 �, �L� , R58285 '� TP-0 I QI _ TP-0 �. _ -. I- '{�, _ —� _ 0 HW,tik_ SETBACK �: -:]7 w �'r` � la •aA. 5.0 • y"n 3 --rpA4---, .., I� - I ` P 9 sF . `r1 54 SF-' , -llii0T „,4' 2 L . 4 - LO \ LOT 6I iI LOT 7 LOT 8 LOT 9 r I 0 I 1 I� 15' 1'5'1 = , TO-03 15,9 6 SF ----1-5;4 N .F 15945 5Ft�� ah 157 SF 15,253 5F 15,013 5F LOT 0 C p�jo, - _ 11,427 5E ` �I D n1 V -- - -- - ONE WAY I _4i'E VAY U° - I_- �_ �' N ,L, 41 A # 5n VI dli$ CO , t-I 1 I 1 aIk -9 O al a r�� r�...s o rs r.�-+r'40.0 ti o ...-.w l 6.f - cti. vim.. o 'orb _ �0 L D al ;Ni > v71 O — - — - ��� - --erl{1:1— _ -ice '— l -p q — rrI - m z D >. * 0Jl '.gyp, SWALE -NOT r^ I ------P-58 NOT al Ci p �? I a $' CLEARED (TS ANAC4RTE� , � r 1IX A crr '' '2' ,.. CLEAREDi, : 2J. 4 1- v, 20' LANDSCAPING EASEMENT ENTERPRISES LLC} rn 3 $ T �2¢= 10' PUB I UTILITY BUT - - - - .. 5F 3 ' ,r r �� 1� � x - - x x x x x h" x __ i ` ' I` n4, av Fr I::• 60.00'.- 44:D1+50.». 1 . • �� I I 7.� fiD.CQ' • 1 :O i' 1 -iii � ;' ' •E' (14 340.ID') inii _ # ii vA.t OP SIGN AND LINE PP PP (t r W PP "741111 r OF .ASPH T • 4 — — —Ilir ,' �� t-7, PEP SD — '' °if, \NO - I-- — i �y� Ea$ ' ry R©FILE •-A OAKES AVE. ' � � -,, �1 5 S 5 18" f�6NC S �. . ,IR,i r- ' i a C CB T1PE 1 NEW PRE - i2" .6,3 ' SD ih 0.7y =bra NEW S' SS CROSSING STND Rlfa HYt7RkNT :: ! i8` �2 NEW FIRE MINN£S{ TA AVE TO iti;'6S HYDRANT - i' a ?'S. 14,287 SF RIu ELEV.=112.70' K ALL LOTS WILL PUMP INV. ELEV. 10&80' 1 O INV. ELEV.=10170' TO THIS WNHOLE is GRAPHIC SCALE 111 so c ,s ao 50 120 n Qr- AI It'NIMrNT• R .. t �""1 KO REFERENCE MAP PROVIDED BY:HERRIGSTAD ENGINEERING&SURVEYING a ' �- n KEY Date: 07-01-14 By: JH Scale: As Shown Project GEOTE SERVICES, INC. SITE AND EXPLORATION PLAN 14-0158 741 41 Marine Drive _ TP-# = APPROXIMATE TEST PIT LOCATION Bellingham, WA 98225 LEEWARD LANDING FIGURE phone: (360)733-7318 OAKES AVENUE fax: (360)733-7418 2 ANACORTES,WASHINGTON A 80' 30' Building Setback —60 60' Abandoned Tracks 40' Glacial Till (Qgt) Rockery —40°to 45\ 20' Pleistocene aged continental sedimentary -- deposits or rocks(Qc(w)) \,/ 0. 0' 20' 40' 60' 80' 110' A' 120' 140' Date: 7-8-14 By: JH Scale: As Shown Project GEOTEST SERVICES, INC. CROSS SECTION 14-0158 741 Marine Drive Bellingham, WA 98225 LEEWARD LANDING Figure phone: (360)733-7318 OAKES AVENUE 2A fax: (360)733-7418 ANACORTES,WASHINGTON SHALLOW FOOTINGS WITH INTERIOR SLAB-ON-GRADE r • .• Slope to drain awayr from structure. -. • Floor Slab Compacted Impervious Soil '. .." ', - Vapor Barrier (12 inch mf-tumor l or Pavement • � .r �_a� e. ;a-RA- .' ,.� ii 'kar '-r 04 (2 inch minimum) � r• `r • r fir y - '\ Approved Non-woven �;.'r ' r,. - ` ` Geotextlle Fifer Fabric � �/ • (18 inch minimum fabric Op) i. _= u. i ,. - .A . Coarse Gravel Capillary Break t y M V / (6 inch minimum) Suitable Sod ° ' ' 'N ;�, � ,,� z, Free Draining / 1t s r`� Sand and Gravel Fill •,\ • - Weep Holes / \\/ /� //\\ \//\/j Suitable Soil Four Inch Diameter, Perforated, Rigid PVC Pipe • {Perforations oriented down,wrapped in non-woven • gentexliie Firth•fabric.,directrd to suitahlP diseharaej Drainage Ma tenet (Drain Rock or Pee Gravel) NOTES: FOOTINGS SHOULD BE PROPERLY BURIED FOR FROST PROTECTION IN ACCORDANCE WITH INTERNATIONAL BUILDING CODE OR LOCAL BUILDING CODES (TYPICALLY 18 INCHES BELOW EXTERIOR FINISHED GRADES Date: 06-25-14 By: JH Scale: None Project GEOTEST SERVICES, INC. TYPICAL FOOTING & WALL DRAIN SECTION 14-0158 741 Marine Drive Bellingham, WA 98225 LEEWARD LANDING Figure phone: (360)733-7318 OAKES AVENUE fax: (360)733-7418 ANACORTES,WASHINGTON LANDSCAPING AREAS LOAD BEARING AREAS !-_\ `l ,-- li 1 (/ '\;— i Vi Ir is ''i I t ,- _ y_ [t Topsoil(Typical) Concrete Sidewalk Curb and Gutter IN/////// 111' f ; y Asphalt Pavement / ,]-.:•••:.-.:t.:-,'•,:_,:7\\/X 7,,T..,.,L.'.,.\,.•,,. SiM .. i' .s_Ni. 1 Suitable Back-fill • + j .\ p x N . —Structural Fjill 90%Compaction ti ,1 64414 , (See to il (per ASTM 1557) ti + Minimum / + 95%ttompacflon .' _r nP . ,2.r ,Varies ;� Varies + (perASTM 1557) 'r u , + i 1 ,ii-o- 017. Warning Tape f 3t; ; i + fl (Typ. 12"Above Pipe) l , •- + ti #" 4 1 Utility Pipe Bedding Material y likl. 411: Utility Varies i+ Pipe Pipe • - 1 , 1 611,11,ii::41 i Aro__,,,._...._.L. . Ilir , /'. . ' ' 1 \ • + y + y \ \ + Suitable Native Soil l + Date: 06-25-14 By: JH Scale: None Project GEOTEST SERVICES, INC. TYPICAL UTILITY TRENCH SECTION 14-0158 741 Marine Drive Bellingham, WA 98225 LEEWARD LANDING Figure phone: (360)733-7318 OAKES AVENUE fax: (360)733-7418 ANACORTES, WASHINGTON Soil Classification System uSCS MAJOR GRAPHIC LETTER TYPICAL DIVISIONS SYMBOL SYMBOL DESCRIPTIONSt11t2t o"ouo° GRAVEL AND CLEAN GRAVEL 3°©o o a GW Well-graded gravel;graveVsand mixture(s);little or no fines y a, GRAVELLY SOIL (Little or no fines) 3 0 0 0 0 0 Gp Poorly graded gravel;graveVsand mixture(s);little or no fines 5 To,y 3 3 0 0 U).� m (More than 50%of 3 3 0 2 >� coarse fraction retained z c on No.4 sieve) GRAVEL WITH FINES > > ) ; GM Silty gravel;graveVsand/silt mixture(s) W E'y (Appreciable amount of Q o N er fines) o GC Clayey gravel;gravel/sand/clay mixture(s) o o Lb 2 c SAND AND CLEAN SAND $W Well-graded sand;gravelly sand;little or no fines co-t SANDY SOIL (Little or no fines) Q $P Poorly graded sand;gravelly sand;little or no fines O i' E' (More than 50%of 0- @ I I $M Silty sand;sand/silt mixture(s) coarse fraction passed SAND WITH FINES ) 111 through No.4 sieve) (Appreciable amount of fines) SC Clayey sand;sand/clay mixture(s) Inorganic silt and very fine sand;rock flour;silty or clayey fine 16 a SILT AND CLAY ML sand or clayey silt with slight plasticity O :?.N /jii CL Inorganic clay of low to medium plasticity;gravelly clay;sandy 0 E N (Liquid limit less than 50) clay;silty clay;lean clay W o o z o z OL Organic silt;organic,silty clay of low plasticity m) 0r SILT AND CLAY MH Inorganic silt;micaceous or diatomaceous fine sand W I,mCH Inorganic clayof high plasticity;fat clay LL 0 E (Liquid limit greater than 50) 9 9 p tY to tri7 / OH Organic clay of medium to high plasticity;organic silt HIGHLY ORGANIC SOIL PT Peat;humus;swamp soil with high organic content GRAPHIC LETTER OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS PAVEMENT AC or PC Asphalt concrete pavement or Portland cement pavement ROCK /�� e RK Rock(See Rock Classification) WOOD '(�j� WD Wood,lumber,wood chips DEBRIS � O o DB Construction debris,garbage n n n i Notes: 1. Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils(Visual-Manual Procedure), as outlined in ASTM D 2488.Where laboratory index testing has been conducted,soil classifications are based on the Standard Test Method for Classification of Soils for Engineering Purposes,as outlined in ASTM D 2487. 2. Soil description terminology is based on visual estimates(in the absence of laboratory test data)of the percentages of each soil type and is defined as follows: Primary Constituent: >50%-"GRAVEL,""SAND,""SILT,""CLAY,"etc. Secondary Constituents: >30%and<50%-"very gravelly,""very sandy,""very silty,"etc. >12%and<30%-"gravelly,""sandy,""silty,"etc. Additional Constituents: > 5%and<12%-"slightly gravelly,""slightly sandy,""slightly silty,"etc. < 5%-"trace gravel,""trace sand,""trace silt,"etc.,or not noted. Drilling and Sampling Key Field and Lab Test Data SAMPLE NUMBER&INTERVAL SAMPLER TYPE Code Description Code Description 1 Sample Identification Number a 3.25-inch O.D.,2.42-inch I.D.Split Spoon PP=1.0 Pocket Penetrometer,tsf b 2.00-inch O.D.,1.50-inch I.D.Split Spoon TV=0.5 Torvane,tsf Recovery Depth Interval c Shelby Tube PID=100 Photoionization Detector VOC screening,ppm 1-k 1 4— Sample Depth Interval d Grab Sample W=10 Moisture Content, e Other-See text if applicable D=120 Dry Density,pcf Portion of Sample Retained 1 300-lb Hammer,30-inch Drop -200=60 Material smaller than No.200 sieve,% for Archive or Analysis 2 140-lb Hammer,30-inch Drop GS Grain Size-See separate figure for data 3 Pushed AL Atterberg Limits-See separate figure for data 4 Other-See text if applicable GT Other Geotechnical Testing Groundwater CA Chemical Analysis L7 Approximate water elevation at time of drilling(ATD)or on date noted. Groundwater ATD levels can fluctuate due to precipitation,seasonal conditions,and other factors. 1 Leeward Landing Figure OeOTC 5T Oakes Avenue Soil Classification System and Key 5 Anacortes, Washington TP-1 SAMPLE DATA SOIL PROFILE GROUNDWATER Co a) _° o Tracked Excavator 0 E a E _0 Excavation Method: 7 T T E I CD `m m 0 cn Ground Elevation(ft): -87 w r n m a 0 r co a ) j Excavated By: Strandberg Construction 0 —0 OL Medium dense to dense,damp,dark brown, z - 1= d W=15 silty,gravelly,SAND,contains rootlets(Topsoil) Co Groundwater not encountered. - o - W=5 SM Dense,dry,light brown to tan,slightly gravelly to m —2 2 T d GS gravelly,silty to very silty,SAND,slightly mottled - z SM/ (Weathered Glacial Till) , - g ML Dense to very dense and hard to very hard, - 0 - damp,light brown to gray,gravelly,very silty, w —4 SAND to very sandy,SILT/CLAY(Glacial Till) 1- - 0 O - 0 - a a6 0 _ 3-E- d W=14 z w - 8 co a _ 4T d 1 WGS6 r 0 - 10 Test Pit Completed 08/01/13 9 - Total Depth of Test Pit=9.0 ft. A - z 0 0 o TP-2 z z 0 0 SAMPLE DATA SOIL PROFILE GROUNDWATER w w co o E a) sa o Tracked Excavator a E _0 Excavation Method: 0 >` >+ E co Z as Zr) co cam, cn Ground Elevation(ft): -88 z a) L co a Cl) co co m m u) Excavated By: Strandberg Construction 0 (n of Cl) I— 0 D a —0 w I S OL Medium dense to dense,damp,dark brown, o 1 T d W=14 >> silty,gravelly,SAND,contains rootlets(Topsoil) Groundwater not encountered. - SM Dense,dry,light brown to tan,slightly gravelly to —2 2 T d W=8 SM/ gravelly,silty to very silty,SAND,slightly mottled U_ ML \(Weathered Glacial Till) w - Dense to very dense and hard to very hard,o - A damp,light brown to gray,gravelly,very silty, E, —4 3 T d W=16 SAND to very sandy,SILT/CLAY(Glacial Till) cn - 1- - 0 w - w 6 a - - 0 o - 0 o - 0 w —8 4 . d W=20 0 - oo - o - Test Pit Completed 08/01/13 w 1 o Total Depth of Test Pit=8.5 ft. 0 ce - a 0 - X v v o Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. N 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 0 3. Refer to"Soil Classification System and Key"figure for explanation of graphics and symbols. v Leeward Landing Figure C.,eOTe 5T Oakes Avenue Log of Test Pits 6 Anacortes, Washington TP-3 SAMPLE DATA SOIL PROFILE GROUNDWATER Co _o a) _o o Tracked Excavator o E a E _0 Excavation Method: 7 > > E I CD m m 0 cn Ground Elevation(ft): -89 w w n m a 0 . co a ) E j Excavated By: Strandberg Construction z -0 W=14 SM Dense,dry,light!brown to tan,slightly gravelly 1 T d GS to gravelly,silty to very silty,SAND,slightly - o W=11 mottled(Weathered Glacial Till) Groundwater not encountered. w —2 2T d GS o _ SM/ Dense to very dense and hard to very hard, z _ ML damp,light brown to gray,gravelly,very silty, - g _ SAND to very sandy,SILT/CLAY(Glacial Till) c in —4 w 1- - a o - 0 - a a6 0 _ 3-E- d W=17 z w - 8 Test Pit Completed 08/01/13 co w Total Depth of Test Pit=7.0 ft. a - o - � 10 a - 0 co - z O H o TP-4 z z 0 0 SAMPLE DATA SOIL PROFILE GROUNDWATER a_ w co o E a) _o o Tracked Excavator a E _0 Excavation Method: o >` >, E Co -.. Zr) c i- coam, cn Ground Elevation(ft): -91 L co a m E E m m u) Excavated By: Strandberg Construction 0 (n ets Cl) I- 0 D a —0 w OL Medium dense to dense,damp,dark brown, o 1 I d W=11T silty,gravelly,SAND,contains rootlets(Topsoil) Groundwater not encountered. ( _ 2 d W=6 SM Dense,dry,light brown to tan,slightly gravelly to —2 SM/ gravelly,silty to very silty,SAND,slightly mottled U_ - ML \(Weathered Glacial Till) oo w - Dense to very dense and hard to very hard,o - A damp,light brown to gray,gravelly,very silty, E, —4 SAND to very sandy,SILT/CLAY(Glacial Till) - w - I- - 3T d W=10 a) - 1 GS r o 6 a - Test Pit Completed 08/01/13 - o - Total Depth of Test Pit=5.5 ft. 0 0 - 0 oo 8 w O - w - 1- o 10 a - a o - X v v o Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. N 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 0 3. Refer to"Soil Classification System and Key"figure for explanation of graphics and symbols. v Leeward Landing Figure C.,eOTe 5T Oakes Avenue Log of Test Pits 7 Anacortes, Washington TP-5 SAMPLE DATA SOIL PROFILE GROUNDWATER O a) _° o Tracked Excavator o E a E _0 Excavation Method: 7 >• > E I CD m m 0 cn Ground Elevation(ft): -90 w w o a) a 0 r coa Cl) 0 Excavated By: Strandberg Construction 1 d W=14 OL Medium dense to dense,damp,brown to z 1 i SM reddish brown,silty,gravelly,SAND,contains o - SM/ \rootlets(Topsoil) Groundwater not encountered. ce m —2 ML Dense,dry,light brown to tan,slightly gravelly to a - gravelly,silty to very silty,SAND,slightly mottled z (Weathered Glacial Till) N - Dense to very dense and hard to very hard, w —4 2 T d W=13 damp,light brown to gray,gravelly,very silty, SAND to very sandy,SILT/CLAY(Glacial Till)re - 0 - o - a 6 Test Pit Completed 08/01/13 ui Total Depth of Test Pit=5.0 ft. - z - z w - co 8 w - Y a - o _ Lo 10 XI - 9 ci - z O H o TP-6 F- ✓ z z 0 SAMPLE DATA SOIL PROFILE GROUNDWATER U) w co a Z E (1,)a _° o Tracked Excavator E _0 Excavation Method: o >` >, E co m 0 u) Ground Elevation(ft): -82 L co a Cl) E co Cl) m 0 Excavated By: Strandberg Construction 0 o I- 0 D a —0 w OL Medium dense to dense,damp,dark brown, o 1 T d W=13 M silty,gravelly,SAND,contains rootlets(Topsoil) o - SM/ Dense to very dense and hard to very hard, Groundwater not encountered. —2 ML damp,light brown to gray,gravelly,very silty, - a - SAND to very sandy,SILT/CLAY(Glacial Till) - '0 2T d W=16 w - N -4 3T d W=17 co 1- - - w - Test Pit Completed 08/01/13 —6 Total Depth of Test Pit=4.5 ft. a - 0 o - 0 o - 0 oo 8 w O - aw - 1- o - o —10 a - a 0 - X v v o Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. N 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 0 3. Refer to"Soil Classification System and Key"figure for explanation of graphics and symbols. v Leeward Landing Figure C.,eOTe 5T Oakes Avenue Log of Test Pits 8 Anacortes, Washington TP-7 SAMPLE DATA SOIL PROFILE GROUNDWATER _ a) _° , Tracked Excavator E T E E Excavation Method: H 11) CO CO cn Ground Elevation(ft): '72.5 m Excavated By: Strandberg Construction 0 WO U) I- 0 D —0 1 T d J>�?> OL Loose,dark brown,moist,slightly gravelly,very WGS 3 silty,SAND,contains organics and roots SM \(Topsoil) /— Groundwater not encountered. —2 Very dense,tan to gray,damp to moist,very 2 T d W=19 silty,SAND,contains mottling(Slightly weathered Glacial Till) Pocket Penetrometer=4.5+at 2.75 feet BGS -4 SM/ \Minor sidewall caving during excavation from o - ML approximately 0 to 4 feet BGS a Dense and Hard,brown to gray,damp,very silty w -6 _ SAND to sandy SILT,contains trace 1- _ subrounded gravel(Glacial Till) a _ 3T d W=16 No sidewall caving during excavation from 0 —8 approximately 4 to 10 feet BGS z - Pocket Penetrometer=4.5+at 7.5 feet BGS 3 - a -10 4-E- d W=16 — a - Y - Test Pit Completed 04/17/14 o - Total Depth of Test Pit=10.0 ft. j —12 Q w w a Q TP-8 coLo s a SAMPLE DATA SOIL PROFILE GROUNDWATER 0 w w z E a) sa , Tracked Excavator a E _0 Excavation Method: 7 >` >+ E co Zr) c I— coam, ca Ground Elevation(ft): --72 0 L Cl) co a m E E m u) Excavated By: Strandberg Construction 0 (n co Cl) I- 0 D Q —0 — w _ ""'\OL/ \Loose,dark brown,moist,very silty,SAND, wo - 1 T d W=16 SM contains organics and roots(Topsoil) - Medium dense,dark brown to tan,moist,very Groundwater not encountered. zi —2 silty,SAND,contains mottling and numerous - W=17 SM \ organics(Very weathered Glacial Till) / w - 2 T d GS \ Minor sidewall caving during excavation from / a —4 SM/ \approximately 0 to 3.5 feet BGS j E - ML Medium dense,white to tan,moist,very silty, co _ SAND(Weathered Glacial Till) U Pocket Penetrometer=4.5+at 2.5 feet BGS —6 3-E- d W=14 O GS Dense and Hard,brown to gray,damp,very silty ce a - SAND to slightly gravelly,very sandy SILT, 4 T d W=14 contains trace subrounded cobbles(Glacial Till) o —8 No sidewall caving during excavation from - Test Pit Completed 04/17/14 \approximately 3.5 to 10 feet BGS / 0 - Total Depth of Test Pit=8.0 ft. Pocket Penetrometer=4.5+at 6 feet BGS Cl) -10 0 w - ao —12 X v a o Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. co 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 0 3. Refer to"Soil Classification System and Key"figure for explanation of graphics and symbols. 4 Leeward Landing Figure C.,eOTe 5T Oakes Avenue Log of Test Pits 9 Anacortes, Washington TP-9 SAMPLE DATA SOIL PROFILE GROUNDWATER _ a) _° , Tracked Excavator E T E E Excavation Method: H Ii) CO CO cn Ground Elevation(ft): --73 m u) Excavated By: Strandberg Construction 0 WO U) I- 0 D -0 1 d W=55 M OL Loose,dark brown,moist,very silty,SAND, = contains organics and roots(Topsoil) _ SM Dense,tan to gray,moist,very silty,SAND, Groundwater not encountered. —2 contains slight mottling(Slightly weathered 2-E- d W=17 Glacial Till) Minor sidewall caving during excavation from SM/ \approximately 0 to 3.5 feet BGS o -4 ML Pocket Penetrometer=4.5+at 2.75 feet BGS 1- _ Dense and Hard,brown to gray,damp,very silty a SAND to sandy SILT,contains trace w _ subrounded cobbles(Glacial Till) ~ 3T d W=16 No sidewall caving during excavation from a - GS approximately 3.5 to 8 feet BGS 0 —8 \Pocket Penetrometer=4.5+at 7 feet BGS / — z - 3 - Test Pit Completed 04/17/14 w - Total Depth of Test Pit=8.0 ft. a —10 a) - w - Q O - j —12 Q w w Q TP-10 co 0 s 4 SAMPLE DATA SOIL PROFILE GROUNDWATER 0 w w Z E a a,) .° 7, Tracked Excavator E _0 Excavation Method: z >` >+ E ZZr) c I— coam, ca Ground Elevation(ft): --78 L co a m m m u) Excavated By: Strandberg Construction � 0 07 ed Cl) I- <( D Q —0 �1 1 w T- 1 d W=22 <<< OL Loose,dark brown,moist,silty,very gravelly wo _ GS SM/ \SAND,contains organics and roots(Topsoil) / Groundwater not encountered. 0 _ 2-.- d W=10 ML Dense and Hard,brown to gray,damp,slightly zi 2 GS silty SAND to sandy,SILT,contains trace - u_ - subrounded cobbles and trace mottling(Glacial wo - Till) 4 -4 Pocket Penetrometer=4.5+at 2.5 feet BGS N 3 T d W=18 Pocket Penetrometer=4.5+at 4.5 feet BGS m - 0 _ U 0 - ce ao' - No sidewall caving during excavation from o —8 approximately 2 to 10 feet BGS o - O w - 0 - co 1- 4T d W=17 — U w - o - Test Pit Completed 04/17/14 rz a - Total Depth of Test Pit=10.0 ft. d —12 X v a o Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. N 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 0 3. Refer to"Soil Classification System and Key"figure for explanation of graphics and symbols. 4 Leeward Landing Figure oeoTe 5T Oakes Avenue Log of Test Pits 10 Anacortes, Washington U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1 34 1/23/8 3 4 6 810 1416 20 30 40 50 60 100140200 100 I co �e I I I I I I I I I a -* 90 w Co 6 Ir z O 80 z 0.I H z 3 70No c� ce // w co 0 %,g z 60 0 co ui Co >,c a �� 0 a c50 ‘l z it a ui a Z o a a 40 \1\1\1\ANA' u Y a 0 u, 30 N V M z o 20 p 0 7 CC F N O 10 0 0 K W Co O 0 Z < 100 10 1 0.1 0.01 0.001 CC 1- Grain Size in Millimeters z z 0 Cobbles Gravel Sand Silt or Clay a coarse fine coarse medium fine > w 0 w o Point Depth Classification LL PL PI Cc Cu o • TP-1 1.5 SILTY,VERY GRAVELLY,SAND (SM) w M I TP-1 8.5 VERY SANDY,SILT/CLAY WITH TRACE GRAVEL (ML) N A TP-3 0.5 SILTY,GRAVELLY,SAND (SM) co 1- 2 * TP-3 1.5 SLIGHTLY GRAVELLY,VERY SILTY,SAND (SM) 3 a ® TP-4 5.0 GRAVELLY,VERY SILTY,SAND (SM) Point Depth D D60D50D30D %Coarse %Fine %Coarse %Medium %Fine %Fines p 100 10 Gravel Gravel Sand Sand Sand 0 'o • TP-1 1.5 37.5 2.434 0.588 0.148 24.1 12.5 4.5 11.9 25.2 21.8 w o 102 I TP-1 8.5 37.5 0.103 2.8 1.7 2.9 10.5 28.4 53.7 0 0 A TP-3 0.5 37.5 1.2 0.66 0.247 15.9 10.9 5.9 26.1 28.0 13.2 a * TP-3 1.5 19 0.449 0.233 0.062 0.0 8.5 10.6 21.7 26.8 32.3 d x ® TP-4 5.0 37.5 0.274 0.154 12.5 6.2 4.2 11.7 29.6 35.7 a a Co Cc= D332/(D60* D10) To be well graded: 1 < C,< 3 and L. Cu = D60/D10 Cu > 4 for GW or Cu > 6 for SW C���T�ST Leeward Landing Figure Oakes Avenue Grain Size Test Data 1 1 Anacortes, Washington U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1 5 1 1/23/8 3 4 6 810 1416 20 30 40 50 60 100140200 100 I ���� I I I I I I I I 90 ipA 80 70 t a co 60 c50 g LL a 0 z a 40 ►,I Y 30 0 LT 20 o c 10 z 0 100 10 1 0.1 0.01 0.001 co Grain Size in Millimeters z 0 Cobbles Gravel and Silt or Clay coarse fine coarse medium fine > w 0 w Point Depth Classification LL PL PI Cc Cu o • TP-7 0.5 Slightly gravelly,very silty,SAND (SM) a m TP-8 2.8 Very silty,SAND (SM) N A TP-8 6.0 Slightly gravelly,very sandy,SILT (ML) * TP-9 7.0 Very silty,SAND (SM) 3 0 ce Point Depth D D D D D %Coarse %Fine %Coarse %Medium %Fine a/o Fines p 100 60 50 30 10 Gravel Gravel Sand Sand Sand 0 'o • TP-7 0.5 19 0.31 0.194 0.072 0.0 10.7 7.3 16.3 35.3 30.5 E m TP-8 2.8 19 0.131 0.087 0.0 2.4 3.5 11.2 36.6 46.3 0 0 A TP-8 6.0 37.5 0.1 0.056 2.9 4.7 2.5 7.6 27.5 54.8 a * TP-9 7.0 19 0.345 0.193 0.0 3.5 6.5 26.2 28.4 35.3 Cc= D302/(D60* D10) To be well graded: 1 < C,< 3 and Cu = D60/D10 Cu > 4 for GW or Cu > 6 for SW C���T�ST Leeward Landing Figure Oakes Avenue Grain Size Test Data 12 Anacortes, Washington U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1 3/4 1/2 3 4 6 $10 1416 20 30 40 50 60 100140 200 100 ►' . I I II II I I 90 �4 �lI 80 70 ►�� t _a)--60 w >. N a c50 g LL a. a 0 ►/ C7 zz a40 c0 w Y 30 20 co us fr! K 03 0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters z 0 Cobbles Gravel and Silt or Clay coarse fine coarse medium fine > w 0 w Point Depth Classification LL PL PI Cc Cu o • TP-10 0.1 Silty,very gravelly,SAND (SM) a I TP-10 1.5 Slightly silty,SAND (SM) 0.85 3.52 0 N Co 0 0 w 3 co 0_ a Point Depth D D D D D %Coarse %Fine %Coarse %Medium %Fine a/o Fines p 100 60 50 30 10 Gravel Gravel Sand Sand Sand 0 'o • TP-10 0.1 37.5 1.54 0.68 0.194 17.6 14.6 5.0 20.7 22.8 19.2 En m TP-10 1.5 9.5 0.356 0.286 0.175 0.101 0.0 2.4 6.6 22.9 60.9 7.2 0 w 3 co 0 a X Cc= D302/(D6o* D1o) To be well graded: 1 < C,< 3 and Co = D60/D10 Cu > 4 for GW or Cu > 6 for SW C���T�ST Leeward Landing Figure Oakes Avenue Grain Size Test Data 13 Anacortes, Washington Strandberg DESIGN 2018 R AVE ANACORTES WA February 21, 2021 Tess Cooper Senior Planner City of Anacortes RE: PCED Review, Building Permit Application:Shoreline Review 3708 Leeward Lane Tess, We have incorporated the addition information you requested. Below is a detailed list of the updates: 1. We have reduced the impervious limit in the shoreline environmental designation to 30%. We achieved this by making certain roof overhangs in the area smaller, changing the roof covering the deck near the master bedroom to be a slatted roof design, and moving the entire house 6.5' up the lot.This lessens the amount of impervious coverage in the designated area. I had to bump some roof overhangs by inches but was able to hit the exact amount of impervious area allowed. 2. I have added the 35' max building ht. restriction to the cross sections and elevations. Due to moving the house up the lot, we also moved the house up 1' in elevation. I have adjusted all the callouts. Please let me know if you have any other questions. Jason Sterling Strandberg Design, LLC Ph#360-293-7431 ext. 218 Cell#208-949-9138 jasons@strandbergconstruction.com Gl �* t74,1�CpR MEMO To: Rob Frisinger From: Tess Cooper Date: February 3, 2021 RE: Shoreline Review 3708 Leeward Lane The following Shoreline review has been completed on February 3, 2021 by the Planning Department in response to the building application package submitted by Strandberg Construction. Staff have reviewed the project plans and has the following comments: 1. SMP DR-5.9.10 specifies that impervious surface within shoreline jurisdiction be calculated by slope. For lots in the Shoreline Residential Shoreline Environmental Designation lots with a slope of 15% or less are subject to a 30% Impervious Limit. The plans show a slope gradient within shoreline jurisdiction of 14.68% and quantifies a total area within shoreline building area of 7,207 sf, for a limit of 2,162 square feet. The plan incorrectly shows the limit as 35% and a total impervious amount of 2,405 sf proposed. This will need to be revised to meet the 30% limit or the applicant can apply for a Shoreline Variance to seek approval as is. I was not able to find a plat condition or other previous allowance for the 35%. 2. SMP Table 5.2 specifies a building height maximum of 35' above the average grade of the building. I was unable to find a notation of this on the plans. Please submit a cross section view for the portion of building in shoreline jurisdiction,that shows the average grade level of the land that is directly under the structure and include the entire structure in the height measurement. See calculations below: 1100 t: Height shall be measured from average grade level to the highest point of a structure not otherwise excepted from the height l irn i ts, where"average grade level"is: the average of the natural or existing topography of the portion of the lot,parcel or tract of real property which will be directly under the proposed building or structure; provided, that in the case of structures to be built over water,average grade level shall be the elevation of ordinary high water_ Calculation of the average grade level shall be made by averaging the elevations at the center of all exterior walls of the proposed building or structure_ Additionally,`natural or existing topography"is: The topography of the lot, parcel or tract of real property immediately prior to any site preparation,grading, Otherwise, the proposed plan meets the following Shoreline requirements: 1. A Conservancy shoreline setback of 100'from OHWM has been met. 2. A 45' Steep Slope setback as prescribed in PUD 2014-0001 has been met. City of Anacortes 1904 6th Street,Anacortes,WA 98221 1360-588-8234 I tessc@cityofanacortes.org I www.anacorteswa.gov Y C1 e 07410:047 - 1COg 3. Native Vegetation on the slope and within the NGPE will be retained on site in an area approximately 4700 square feet in size exceeding the 15% Native retention standards. 4. The site-specific Tree Preservation plan as required by PUD 2014-0001 has been met by replacing 18 tree credits with appropriate size and species of trees. Please have the applicant submit any the requested items directly to the Building Permit Administrator for routing and review by the Planning Department. City of Anacortes 1904 6th Street,Anacortes,WA 98221 1360-588-8234 I tessc@cityofanacortes.org I www.anacorteswa.gov